The URL can be used to link to this page

Home My WebLink About1 LEGOLAND DR; HOTEL; CB111684; Permit02-22-2012 City of Carlsbad 1635 Faraday Av Carlsbad.CA 92008 Commercial/Industrial Permit Permit No Building Inspection Request Line (760) 602-2725 CB111684 Job Address Permity Type Parcel No Valuation Occupancy Group Project Title 1 LEGOLAND DR CBAD COMMIND Sub Type HOTEL 2111000900 Lot# 0 $17,004,642 00 Construction Type 3B Reference # LEGOLAND HOTEL- 146,563 SF TOTAL (INCLUDING 12,624 SF RESTAURANT, BAR SF RETAIL) - (250 ROOMS), 2839 SF POOL, 16,941 PATIOS & 2839 SF COVERED PORTE COCHERE Status Applied Entered By Plan Approved Issued Inspect Area Plan Check # ISSUED 08/03/2011 RMA 02/22/2012 02/22/2012 & KITCHEN, & 298 SF COVERED Applicant DELAWIE WILKES ARCHITECTS ATTN DAVID MANN 2265 INDIA ST 92101 619 299-6690 Owner LEGOLAND CALIFORNIA LLC <LF> PLAY U S ACQUISI C/O PROPERTY TAX SERVICE CO POBOX 543185 DALLAS TX 75354 Building Permit $36,455 94 Meter Size Add'l Building Permit Fee $0 00 Add'l Reel Water Con Fee $0 00 Plan Check $23,696 36 Meter Fee $2,328 00 Add'l Building Permit Fee $215 00 SDCWA Fee $70,074 00 Plan Check Discount $0 00 CFD Payoff Fee $122,951 70 Storn Motion Fee $3,570 97 PFF (3105540) $309,484 48 Park Fee $59,516 40 PFF (4305540) $0 00 LFM Fee $0 00 License Tax (3104193) $0 00 Bndge Fee $0 00 License Tax (4304193) $0 00 BTD #2 Fee $0 00 Traffic Impact Fee (3105541) $0 00 BTD #3 Fee $0 00 Traffic Impact Fee (4305541) $0 00 Renewal Fee $0 00 PLUMBING TOTAL $5,901 00 Add'l Renewal Fee $0 00 ELECTRICAL TOTAL $7,547 50 Other Building Fee $0 00 MECHANICAL TOTAL $493 00 Pot Water Con Fee $68,313 00 Master Drainage Fee ' $0 00 Meter Size D2 Sewer Fee $354,786 16 Add'l Pot Water Con Fee $0 00 Redev Parking Fee $0 00 Reel Water Con Fee $0 00 Additional Fees $0 00 Green Bldg Stands (SBl473) Fee $680 00 HMP Fee $0 00 Fire Expedidted Plan Review $1,420 00 Green Bldg Standards Plan Chk 99 TOTAL PERMIT FEES $1,067,433 51 Total Fees 51 Payments To Date $1,067,433 51 Balance Due. $0 00 Inspector Tim FINAL_APP Date Clearance NOTICE Please take NOTICE that approval of your project includes the "Imposition' of fees, dedications, reservations, or other exactions hereafter collectively referred to as '1ees/exactions" You have 90 days from the date this permit was issued to protest imposition of these fees/exactions If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3 32 030 Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition You are hereby FURTHER NOTlFiED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or sen/ice fees in connection with this project NOR DOES IT APPLY to any fees/exactions ot which vou have greviouslv been given a NOTICE similar to this, or as lo which the statute of limitations has previously otherwise expired r 11-16-2011 Job Address Permit Type Parcel No Reference # CB# Project Title City of Carlsbad 1635 Faraday Av Carlsbad.CA 92008 Storm Water Pollution Prevention Plan (SWPPP) Permit Permit No SW 110318 1 LEGOLAND DR CBAD SWPPP 2111000900 CBI11684 LEGOLAND HOTEL & POOL Lot# Applicant DELAWIE WILKES ARCHITECTS ATTN DAVID MANN 619 299-6690 Emergency Contact CHRIS ROMERO 760 846-0842 Status Applied Entered By Issued Inspect Area Tier Pnority ISSUED 08/03/2011 RMA 11/16/2011 1 M Owner LEGOLAND CALIFORNIA LLC <LF> PLAY U S ACQUISI C/O PROPERTY TAX SERVICE CO POBOX 543185 DALLAS TX 75354 SWPPP Plan Check SWPPP Inspections Additional Fees $0 00 $208 00 $0 00 TOTAL PERMIT FEES $208 00 Total Fees $208 00 Total Payments To Date $208 00 Balance Due: $0 00 FINAL APPROVAL DATE^'^'^•/5ct£AaANCE_ SIGNATURE <^ CITY OF L Building Permit Application 1635 Faraday Ave , Carlsbad, CA 92008 760-602-2717/2718/2719 Fax 760-602-8558 www.carlsbadca.gov Est. Value .A^^T^zrAr^^/7^V^»2 Plan Ck. Deposit JOB ADDRESS, SUITE*/SPACE#/UNnr# CT/HROjEcr (f LOT n PHASE # » OF UNITS # BEDROOMS ffBATKROOMS TENANT BUSINESS NAIVIE " CONSTR TYPE OCCGROUP le6»dUA.»oO HCJTBU 111 A K\ DESCRIPTION OF WORK Include Square Foot of Aflectad Aree(s) .1 ^ EXISTING USE PI OPOS£0 USE GARAGE (SF) PATIOS (SF) DECKS (SF) FIREPLACE / AIRCONDmONING FIRE SPRINKLERS t YES[3 N^ YES^NOQ YES^NOn APPUCANT NAIVIE (Primary Contact) /— WPLICANTNAIVIE (Seconda/y. Contact) ' .^^ ADDRESS 1 U^LA^XD "Pi-. ADDRESS , CITY STATE ZIP CIW STATE ZIP 1 SA^i 'x:>i^s«^ ^ eta "^i^-iei PHONE . FAX PHONE |FAX _ PROPERTY OWNER NAME U -CONTRACK>R WJS NAlwp - ' ^ ADDRESS U.S. yXo CO {A3 ADDRESS ' -V /) J CITV STATE ZIP CIT^ . • STATE ZIP PHONE ^ _ FAX PHONJE EMAIL A 1 ' ' ' ARCH/OESIGNEH NAME&fcOORESS ' STATE UC n STATE UC * CLASS _ CITY BUS LICK (Sec 70315 Business and Professions Code Any Cily or Counly which requires a permit to construct, alter, improve, demolish or repair any stiucture, pnor to its issuance, also requires the spolioant for such permit to file a signed statement that he is licensed pursuani to Uie provisions of the Contractor s License Law (Chapter 9, commending witn Secton 7000 of Division 3 of tne Business and Professions Code) or that ne Is exempt therefrom, and the basis for the alleged exemption Any violation of Section 70315 by any applicant for a permit subjects tne applicant to a civil oeaally of not more than five hundred dollars {$500)) Workars' Compensation Declaration / nereiy alfm under penally of perjury cne of tfie tollov/itg dedsretlons y l have and will maintain a certificate of consent to self Insure tO' workers' compensalion as provided by Seclion 3700 of the Labor Code, for Ihe performance of he v/ofk for which (his permit Is issued I have and v/ill maintain workws' compensation, asregulred by Secton 3700 ol Ihe Labor Code, lor Iho perfo. mance ofthe work lor wliicn this permit is issued My workers compensation insi,ranoe earner and polcy numberare Insurance Co pili'^f^'f' \ 51 jr^f^ ^cj'»/<- ^5 PolicyNo Expiraiwn Date _ Bsection nead not De competed if the permit Is (or cne hundred dollars ($100) or less Certilicate o( Exemption 1 certily lhat in Ine performance of the work (or which Ihis porm.t Is Issued, 1 shall nol enpioy any psison in any manner so as to become sub,ect to Ihe Wa-kers' Compensalion La.vs of Catornla WARNING Failure to secure v/orkers' compensation coverage Is unlawful, and shall sub)ect an employer to criminal penalties and civil fines up to ono hundred thousand dollars (4100,000), in addition lo fhe cost of compensafion, damages,a£M2vidsiUor In Section 3I|I6 of the Labor code, interest and attorney's fees ^eS" CONTRACTOR SIGNATURE /JMW}/^ ^^1^^ QAGENT DATE *2-22.« / 2- (fiereby sf/m i/i3( \ m\ exempi Irom Contractor s Ucem Law lor the loSomg reason I [ i, as owner of the property 01 my employees with wages as their sole comrensatton, will do Ihe vroilrand Ihe stnicture Is not intended or offered for sale (Sec 7044, Business and Professions Code The Contractor's — License La.v does nol apply lo an owner of properly who builds or Improves Ihereon. and who doss such work himself ot through his own employees, provded lhat such improvements are not intended or offered lo' sale If, however Iho building or improvement is so'd within one year of completion, Ihe ownar buSdar wUI have the burden of proving lhat he did not build or improve for the purpose of sale) I I I as OAnei of the Pi operty, am exclusively contracling with licensed oontraclors to constmcl the project (Sec 7044, Business and Professions Code Tlie Contractor's License Law coes not appty to an owner of propedy mio buikls or in'ptoves thereon, and contracts for such projects with contraclor{s) licensed pursuant to the Contractor's Licanse Law) I I I am exenpl under Section Business ard Professions Code for this reason 1 1 personally plan lo provide Ihe ma|Of labor snd matenals for conslnjclion of the proposed property Improvement QVes I INO 2 I (have / have nolj signed an application for a bt<iiding permit for the oroposed work 3 I have conlractod wilh Ine fotovirg person (firm) lo provide the proposed constaiolion (include name address / plwne / ccntractors' Icensa number) 4 I p'an lo provide portKS-s of the work, but I hava h'red the following person to coordinale, supennse and provide Iho maior work (mdude name / address / phone / conlraclors license number) 5 1 will provide some of Ihe wotk, bul I have con'racled (hired) the following persons lo provide the work indicated (include name / address / phone / lype of wor<) ! ^PROPERTY OWNER SIGNATURE •AGENT DATE7-;y^- 1^ iCijc^jj(;-fe:iigj||i|^ Is f-e applicanl or lu'Jte buildi-g occupani reouired to subimtahKiness clan, acutely hazardous matenals registration form or nsk management and prevention program under Sections 255C6,25533 or 25534 ol the Presley Tanner Hazardous Substaxe Account Act? gfiYes I INQ ^> Is the applicant or future building occupani reouired to obtaill^^raiit from the air pollution control district or woualily management dislncl'> LJYes No Is Iho facility lobe constructed within 1,000 feet of Ihe outer boundaiy of a school site? OVes Osttlo ^* IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIRCATE OF OCCUPANCY HAY NOT BE ISSUED BNLESS THE APPLICANT HAS MET OR IS MEETINS THE REQUIREfJEMTS OF THE OFFICE OF EMERGENCY SERVICES ANO THE AIR POLLUTION CONTROL DISTRICT I hereoy aifirm Inal there is a consiruciion lending agency for the performance of the work this permil is issued (Sec 3097 (i) Civil Code) Lender's Name Lender's Address Icelify'iiatlhavereadthe application and state thatthe above information Isconectandthatthe Information on the plans Isaccurate lagreetocomplyv/ith all Cityordinanojsand State iavre relatingto buildlngconstruolron I nereby aulhonze represen'ahve of Ihe Qty of Carlsbad lo enter upon the above mentioned property for mspedon purposes I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY Or CARLSBAD AGAiNST ALL UABIITIES JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN COI^SEQUENCE OF THE GRANTING OF THIS PERMIT OSHA An OSHA permit is required for excavations over 5'0' deep and demollion or construction of stnicfures over 3 stones in height EXPIRATION E\ery penml issued by Ihe SuBding OfTioal under the provisions of ths Code shall expire by limilation and become null and void if Ihe buSding or work authoiiz&J by such peimil is nol commenced within 180 days from the da e of sucn permil or if jie^iiding|q work authonzed by such permit is suspended orabandoned at any tme after Uie work is commenced for a period of 180 days (Secllon 106 4 4 Uniform Buikiing Code) >gj'APPLICANT'S SIGNATURE Inspection List Permits CB111684 Type COMMIND HOTEL Date 03/28/2013 03/28/2013 03/27/2013 03/27/2013 03/25/2013 03/25/2013 03/21/2013 03/21/2013 03/21/2013 03/19/2013 03/15/2013 03/15/2013 03/14/2013 02/20/2013 01/03/2013 12/18/2012 12/11/2012 10/30/2012 10/12/2012 10/09/2012 10/03/2012 10/02/2012 10/01/2012 09/27/2012 09/26/2012 09/25/2012 09/21/2012 09/19/2012 09/18/2012 09/17/2012 09/13/2012 09/12/2012 09/11/2012 09/10/2012 09/06/2012 09/04/2012 09/04/2012 08/31/2012 08/31/2012 08/29/2012 08/29/2012 08/28/2012 08/28/2012 08/28/2012 Inspection Item 89 Final Combo Final Combo Final Combo Compliance Investigation Final Combo Compliance Investigation 510 Finals 59 Final Pool 59 Final Pool 510 Finals 89 Final Combo 92 Compliance Investigation 89 Final Combo 89 Final Combo 17 Intenor Lath/Drywall 84 Rough Combo 84 Rough Combo 11 Ftg/Foundation/Piers 84 Rough Combo 84 Rough Combo 84 Rough Combo 84 Rough Combo 17 Intenor Lath/Drywall 84 Rough Combo 84 Rough Combo 16 Insulation 84 Rough Combo 84 Rough Combo 84 Rough Combo 84 Rough Combo 84 Rough Combo 84 Rough Combo 84 Rough Combo 84 Rough Combo 84 Rough Combo 16 Insulation 17 Intenor Lath/Drywall 16 Insulation 17 Intenor Lath/Drywall 17 Intenor Lath/Drywall 27 Shower Pan/Roman Tubs 16 Insulation 17 Intenor Lath/Drywall 84 Rough Combo Inspector PD PD PD PB PD PD PD PD PD PD PD PD PD PD PD PD PD PD PB PD PD PD PD PD PD PD PD PD PD PD PD PD PD PD PD PD PD Act AP Rl CO Rl CO Rl Rl Rl AP Rl CO Rl CO CO AP AP PA CA AP AP AP AP AP AP PA PA AP AP AP AP AP AP AP AP NR AP AP AP AP AP AP AP AP AP LEGOLAND HOTEL-146,563 SF TOTAL (INCLUDING 12,624 SF RESTAURA Comments COF - PM PLS NO CARD YET BUILDING FINAL Thursday, March 28, 2013 Page 1 of 3 08/27/2012 16 Insulation PD PA 08/27/2012 17 Intenor Lath/Drywall PD PA 08/24/2012 14 Frame/Steel/Bolting/Weldm PD AP 08/24/2012 16 Insulation PD AP 08/22/2012 16 Insulation PD AP 08/22/2012 17 Intenor Lath/Drywall PD AP 08/22/2012 27 Shower Pan/Roman Tubs PD AP 08/22/2012 84 Rough Combo PD AP 08/21/2012 84 Rough Combo PD AP 08/20/2012 17 Intenor Lath/Drywall PD AP 08/17/2012 84 Rough Combo PD AP 08/15/2012 84 Rough Combo PD AP 08/14/2012 84 Rough Combo PD AP 08/13/2012 17 Intenor Lath/Drywall PD AP 08/10/2012 84 Rough Combo PD AP 08/07/2012 14 Frame/Steel/Bolting/Weldin PD AP 08/06/2012 14 Frame/Steel/BoltingAA/eldin PD AP 08/03/2012 18 Extenor Lath/Drywall PD AP 08/02/2012 16 Insulation PD AP 08/01/2012 14 Frame/Steel/Bolting/Weldin PD AP 07/31/2012 24 Rough/Topout PD CO 07/30/2012 14 Frame/Steel/Bolting/Weldin PD PA 07/26/2012 21 Underground/Under Floor PD AP 07/24/2012 14 Frame/Steel/Bolting/Weldin PD AP 07/23/2012 84 Rough Combo PD AP 07/19/2012 84 Rough Combo PD AP 07/18/2012 17 Intenor Lath/Drywall PB PA 07/18/2012 84 Rough Combo PB PA 07/17/2012 16 Insulation PB PA 07/17/2012 84 Rough Combo PB NR 07/13/2012 84 Rough Combo PD AP 07/11/2012 84 Rough Combo PD AP 07/10/2012 14 Frame/Steel/Bolting/Weldin PD AP 07/09/2012 17 Intenor Lath/Drywall PD AP 07/06/2012 13 Shear Panels/HD's PD AP 07/03/2012 13 Shear Panels/HD's PB PA 07/03/2012 15 Roof/Reroof PB PA 07/03/2012 16 Insulation PB PA 06/27/2012 13 Shear Panels/HD's PD AP 06/27/2012 15 Roof/Reroof PD AP 06/27/2012 17 Intenor Lath/Drywall PD AP 06/26/2012 13 Shear Panels/HD's PD AP 06/26/2012 24 Rough/Topout PD AP 06/22/2012 13 Shear Panels/HD's PD AP 06/21/2012 13 Shear Panels/HD's PB PA 06/20/2012 13 Shear Panels/HD's PD PA 06/19/2012 13 Shear Panels/HD's PD CA 06/19/2012 52 Underground Plumbing PD CA 06/18/2012 13 Shear Panels/HD's PD AP 06/14/2012 13 Shear Panels/HD's PD AP 06/12/2012 13 Shear Panels/HD's PD AP RESCH FOR WED AM Thursday, March 28, 2013 Page 2 of 3 06/12/2012 51 Excav/Steel/Bonding/Fence PD AP 06/11/2012 52 Underground Plumbing PD NR 06/07/2012 11 Ftg/Foundation/Piers PD PA 06/07/2012 12 Steel/Bond Beam PD PA 06/06/2012 15 Roof/Reroof PD CO 06/01/2012 23 Gas/Test/Repairs PB AP 05/24/2012 11 Ftg/Foundation/Piers PD PA 05/24/2012 17 Interior Lath/Drywall PD PA 05/24/2012 21 Underground/Under Floor PD PA 05/21/2012 21 Underground/Under Floor PD AP 05/17/2012 13 Shear Panels/HD's PD PA 05/17/2012 22 Sewer/Water Service PD PA 05/16/2012 31 Underground/Conduit-Winn PD AP 05/10/2012 17 Intenor Lath/Drywall PD AP 05/09/2012 84 Rough Combo PD AP 05/08/2012 84 Rough Combo PD CO 05/04/2012 17 Intenor Lath/Drywall PD PA 05/02/2012 84 Rough Combo PD PA 05/01/2012 84 Rough Combo PD NR 04/30/2012 84 Rough Combo PD PA 04/24/2012 31 Underground/Conduit-Wmn PD PA 04/20/2012 31 Underground/Conduit-Winn PD PA 04/09/2012 12 Steel/Bond Beam PD PA 04/09/2012 66 Grout PD PA 04/02/2012 11 Ftg/Foundation/Piers PD PA 03/30/2012 11 Ftg/Foundation/Piers PD PA 03/29/2012 24 Rough/Topout PB PA 03/28/2012 21 Underground/Under Floor PD PA 03/27/2012 11 Ftg/Foundation/Piers PD AP 03/23/2012 11 Ftg/Foundation/Piers PD PA 03/22/2012 11 Ftg/Foundation/Piers PD PA 03/20/2012 62 Steel/Bond Beam PD NR 03/19/2012 11 Ftg/Foundation/Piers PD PA 03/19/2012 66 Grout PD PA 03/16/2012 11 Ftg/Foundation/Piers PD PA 03/15/2012 11 Ftg/Foundation/Piers PB PA 03/14/2012 11 Ftg/Foundation/Piers PB PA 03/12/2012 21 Underground/Under Floor PD PA 03/09/2012 21 Underground/Under Floor PD AP 03/08/2012 12 Steel/Bond Beam PD PA 03/07/2012 31 Underground/Conduit-Winn PD PA 03/05/2012 21 Underground/Under Floor PB PA 03/05/2012 31 Underground/Conduit-Winn PB PA 03/02/2012 31 Underground/Conduit-Wmn PD PA 03/01/2012 21 Underground/Under Floor PD PA 03/01/2012 31 Underground/Conduit-Wmn PD PA 02/27/2012 21 Underground/Under Floor PD PA 02/27/2012 31 Underground/Conduit-Winn PD PA 02/24/2012 21 Underground/Under Floor PD PA 02/23/2012 21 Underground/Under Floor PD PA pool equipment KITCHEN Thursday, March 28, 2013 Page 3 of 3 J MlE CARLIWD msmcimm^emo em^ mm m 1 iie«yyip *MrA.. »fir.i »4»r. 1•* r# M. Riitm h 4 *s w xit . City of Carlsbad PermitNc: CB111684 VALUATION WORKSHEET Building Division 1 Legoland Dr. ll AssessorlBa/cej;Npy#La..;.,' Datej jma ,~ ^%ea;of,'Work5^% SFD and Duplexes $110 17 $0 00 Residential Additions $131 73 $0 00 Remodels / Lofts $57 48 $0 00 Apartments & Multi-family $98 20 $0 00 Garages/Sunrooms/Solariums $58 68 $0 00 Patio/Porch/Carport 19780 $9 59 $189,690 20 Enclosed Patio $15 51 $0 00 Decks/Balconies/Stairs $15 57 $0 00 Retaining Walls, concrete,masonry $19 16 $0 00 Pools/Spas-Gunite 2839 $40 72 $115,604 08 Tl/Stores, Offices $37 12 $0 00 Tl/Medical, restaurant, H occupancies $50 30 $0 00 Photovoltaic Systems/ # of panels $400 00 $0 00 Commercial Use $106 58 $0 00 HOTEL lll-A 146563 $105 38 $15,444,808 94 $0 00 $0 00 Fire Sprinkler System 166343 $3 11 $517,326 73 Air Conditioning - commercial 146563 $5 03 $737,211 89 Air Conditioning - residential '' $4 19 $0 00 Fireplace/ concrete, masonry $3,855 98 $0 00 Fireplace/ prefabricated Metal $2,621 34 $0 00 $0 00 $0 00 TOTAL $17,004,641 84 Valuation: Comm/Res (C/R): Building Fee Plan Check Fee Strong Motion Fee Green Bldg Stand Fee Green Bldg PC Fee License Tax/PFF License Tax/PFF (in CFD) CFD 1st hour of Plan CheckFire Expedite Plumbing Mechanical Electncal $17,004,642 C $39,137 12 $27,395 98 $3,571 00 $680 00 $150 00 N/A $309,484 48 $1-45^5QZ75_ $5,901 00 $493 00 $7,547 50 0 CFD 0 Yes (PFF=1 82%) LandUse HOTEL Density N/A Improve Area 2 Fiscal Year 11/12 Annex Year 12/1993 Factor $ 998* -f^itf CREDITS PFF and/orCFD Explanation. ^ t( !¥ Of CARLSBAD Development Setvices 1 LEGOLAND DRIVE APN 211-100-09-00 PAYMENT DUE FOR PRO-RATE FAIR SHARE CONTRIBUTION PER RESOLUTION NO. 6629 APPLICANT Delawie Wilkes Architects Attention David Mann 2265 India St San Diego, CA 92101 OWNER Legoland California LLC c/o Property Tax Service Co PO Box 543185 Dallas, TX 75354 cpRbJE(|rib|!\i|^M J"^' , R|LATEDjRROiJEd'iD]^^^ i......j.iJL!iM.lil SDP 96-14C - LEGOLAND HOTEL CALIFORNIA CB 11-1684 i......j.iJL!iM.lil DESCRIPTION 'ti^'i:^''^''^' ^ . -.f^^ .^J :CAl:CUUtlONS\,.^jJ'''*' " '"•';*" / ' T CIRCULATION SYSTEM STREET PROJECTS PALOMAR AIRPORT ROAD AND PASEO DEL GAS TAX (S/B PASEO DEL NORTE) GAS TAX (S/B PASEO DEL NORTE REIMB) 451,000 113,000 NORTE RIGHTTURN LANE TOTAL COST $564,000 CONTRIBUTION 8 2% TOTAL »»»»»»> $46,248 1 Please hand deliver check to the Land Development Engineering counter c/o Finance Department, Attention: Aaron Beanan Account number 1520000-2801 LEGOLAND CALIFORlv/lA RE30RT LEGOLAND CALIFORNIA RESORT One LEGOLAND Drive Carlsbad, CA 92008 TEL (760) 918-LEGO FAX (760) 918-5459 WEB www LEGOLAND com February 22, 2012 Mr Michael Peterson Development Services Manager City of Carlsbad 1635 Faraday Avenue Carlsbad, CA 92008-7314 Re LEGOLAND California Hotel City of Carlsbad Permit Number CB111684 Traffic Impact Fee Dear Mr Peterson Fees have been calculated by the City of Carlsbad for the LEGOLAND California Hotel project for Permit Number CB111684 LEGOLAND California requests deferral of payment for the line item titled "Traffic Impact Fee, $346,053 00 (3105541)" because we do not concur with the fee calculation We would like additional time to review and pursue resolution ofthis calculation with City staff We agree to pay an amount for the Traffic Impact Fee that is mutually agreed upon within sixty (60) days of this letter, and we understand that if we go beyond the sixty (60) days without City approval the project may be stopped We request that Permit Number CB111684 be issued upon payment of all other fees for this permit Please contact me at (760) 918-5400 if you have any questions Respectfully, Peter Ronchetti LEGOLAND California Resort General Manager cc Brian Shaw, LEGOLAND California Resort Chris Romero, LEGOLAND California Resort Ted Giesing, Project Management Advisors, Inc LEGOLAND CALlFORNL\ RESORT IS A PART OF THE MERLIN ENTERTAINMENTS GROUP i^MERLIN hNTtRTAINMbNTS CROUP" /IK ction Inspection aterials Testing Environmental OrncL LOCAUONS ORANGL COL VI Y CORPORAIL BR^VNCII 2')92 F La Pdlina Avenue Suite A Aiidheini.CA 92806 Tei 714 632 2999 F.IX 714 632 2974 SAN Dll.00 IMI'FKIAI. COLNIV 6295 Feins Sqiuiie Suite C San Diego, CA 92121 Tel 858 ^37 3999 Fax 858 537 3990 IM.-VND EMPIRL 14467 Mciidian Parkway Building 2 A RivciMde, CA 9251iJ Id 951653 4999 Fax 951 653 4666 44917 Ool I Cenlei Pkwy Suite 1 lndio,CA 92201 Tel 760 342 4677 f-ax 760 342 4525 OC/LAJlNi WU EMPIRE DlSl'MCll 800 491 2990 SAN Dinco DISPA PCH 888 844 5060 www mlijlinc com March 28, 2013 MTGL Project No 1251 AOI MTGL Log No 12-199 Project Management Advisors, Inc 462 Stevens Avenue, Suite 106 Solana Beach, CA 92075 Attention Mr Ted Giesing Subject FINAL VERIFIED REPORT OF SPECIAL INSPECTIONS AND MATERIALS TESTING - CITY OF CARLSBAD PERMIT # CB 111684 Legoland Hotel 1 Legoland Drive, Carlsbad, CA Dear Mr Giesing To the best of my knowledge, work performed by MTGL, Inc for the subject project from December 8, 2011 through January 24, 2013, requiring special inspection and materials testing were essentially in conformance with the approved plans, specifications, and applicable workmanship provisions of the 2010 California Building Code as adopted by the City of Carlsbad The following special inspection and testing services were provided dunng construction of the subject project Reinforcing steel placement inspection Concrete/shotcrete placement mspection Concrete, shotcrete, grout, mortar, and masonry prism compression testing Epoxy/anchor/dowel placement mspection Non-shrink grout placement mspection Field welding inspection High strength bolting inspection High strength bolts, nuts and washer testing Shop welding inspection Ultrasonic testing Magnetic particle testing Masonry inspection Fireproofing mspection Fireproofing laboratory testmg Legoland Hotel Carlsbad, California Project No 1251 AOI Log No 12-199 Our verification applies to conditions, in the subject areas, observed and/or tested by us as of the dates indicated in this report Our firm is not responsible for work not observed by us or for any changes that may occur outside of our purview, or after our inspections Our work is considered to be in accordance with the usual standards of the profession and local practice Respectfully submitted, MTGL, Inc. Sam E Valdez, RCE 56226 Vice President | Division Manager Page 2 of2 Jk Geotechnical Engineering istruction Inspection [aterials Testing Environmental Oinct LOCAI IONS ORANGI', COLNIY CORPORA I tBRANCH 2992 F Ul Palma Avenue Suite A Anaheim, CA 92806 Tc! 714 632 2999 Fax 714 632 2974 SAN DIKGO IMPLRIAL COUMY 6295 Funs Squaic Suite C San Diego, C 4. 92121 Tel 858 537 3999 Fax 858 537 3990 IM ^Nl) EMPIRI 14467 Muidian Parkway Building 2A Rivcisicic CA 92518 lel 951653 4999 Fax 951 653 4666 INDIO 44917Goll Cenlei Pkwy Suite 1 liulio CA 92201 Tel 760 342 4677 Fax 760 342 4525 OC/LA/lNLAND EMPIK^ DISPMCIC 800 491 2990 SAN DiK.o DISPA icfi 888 844 5060 www mtglinc coin March 28, 2013 MTGL Project No 1251A01 MTGL Log No 12-199 Project Management Advisors, Inc 462 Stevens Avenue, Suite 106 Solana Beach, CA 92075 Attention Mr Ted Giesing Subject FINAL VERIFIED REPORT OF SPECIAL INSPECTIONS AND MATERIALS TESTING - CITY OF CARLSBAD PERMIT # CB 111684 Legoland Hotel 1 Legoland Drive, Carlsbad, CA Dear Mr Giesing To the best of my knowledge, work performed by MTGL, Inc for the subject project from December 8, 2011 through January 24, 2013, requinng special mspection and materials testing were essentially m conformance with the approved plans, specifications, and applicable workmanship provisions of the 2010 California Building Code as adopted by the City of Carlsbad The following special inspection and testing services were provided dunng construction of the subject project Reinforcing steel placement inspection Concrete/shotcrete placement inspection Concrete, shotcrete, grout, mortar, and masonry prism compression testing Epoxy/anchor/dowel placement inspection Non-shnnk grout placement inspection Field welding inspection High strength bolting inspection High strength bolts, nuts and washer testing Shop welding mspection Ultrasonic testing Magnetic particle testing Masonry inspection Fireproofing inspection Fireproofing laboratory testmg Legoland Hotel Carlsbad, California Project No 1251A01 Log No 12-199 Our verification applies to conditions, in the subject areas, observed and/or tested by us as of the dates indicated in this report Our firm is not responsible for work not observed by us or for any changes that may occur outside of our purview, or after our inspections Our work is considered to be in accordance with the usual standards of the profession and local practice Respectfully submitted, MTGL, Inc. SamE Valdez, RCE 56226 Vice President | Division Manager Page 2 of 2 r www mtglinc com MTGL Project Permit# C£ /// 9 Report # PG Z Corporate 2992 E La Palma Ave Ste A Anaheim, CA 92806 Tel 714 632 2999 Fax 714 632 2974 Dispatch 800 491 2990 San Diego/lmperial County 6295 Ferns Square, Suite C San Diego, CA 92121 Tel 858 537 3999 Fax 858 537 3990 Dispatch 888 844 5060 Inland Empire 14467 Meridian Pkw, Bldg 2-A Riverside, CA 92518 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 Indio 44917 Golf Center Pkwy, #1 Indio, CA 92201 Tel 760 342 4677 Fax 760 342 4525 Dispatch 800 491 2990 OF / DAILY INSPECTIOiN REPORT DSA/CITY File # DSA/OSHPD APPL? DSA/LEA# Special Inspection Reports must be distnbuted to the parties listed below within 14 days ofthe inspection Reports of non-compliant conditions must be distnbuted immediately Separate reports shall be prepared for each type of special inspection, on a daily basis Each report shall be completed and signed by the special inspector conducting the inspection PROJECT NAME _ DATE ARCHITECT J ENGINEER' ' TIME ARRIVED, TiyED^RTO TRAVEL TIME LUNCH TIME CONTRACTOR SUB CONTRACTOR INSPECTION ADDRESS ADDRESS OF PROJECT TYPE OF INSPECTION • EMGINEERED FILL • FOUNDATION • BACKFILL • BATCH PLANT • PT CONCRETE • SHOTCRETE • CONCRETE • MASONRY • HIGH STRENGTH BOLTING • WELDING • SHOP WELD • FiR^ROOFING B^NCHOR/DOWEL • NDE FIELD • NDESHOP • CEILING WIRE • zzzzzz DSA/OSHPD/PROJECT APPROVED DOCUMENTS AVAILABLE APPROVED PLANS YD ND SOIL REPORT YD ND SPECS YD ND APPROVED SHOP DRAWING YD ND MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS) CONTRACTORS EQUIPMENT / MftNPOWER USED AREA GRID LINES, PIECES INSPECTED ^ TTI n.-^ ^ L ^'^ ^; ^^ i< Xy ' 7 ^ 7 ' ^ /D^c^e^<> ZJ^/^o P/'7 r^v^^ D7 <N^ofaT/oJS STRUCTURAL NOTES DETAIL OR RFIS USED REMARKS mWDINB MEETINGS REWORK AS PERCENT OF ALL WORK TODAY PERCENT PROJECT COMPLETE THEWORK WASS^ASNOTD Inspected in accordance with the requirements of the DSA/OSHPD/PROJECT approved documents IVIATERIAL SAMPLING WASD WAS NOTD N/A^T^ Performed in accordance with DSA/OSHPD/PROJECT approved documents cc Proiect Architect Contractor Structural Engineer Building Department DSA Regional Ofhce Owner School District THE WORK INSPECTED MET gf^lD NOT MEET D The requirements of the_DSA/OSHPD/PROJECT approved documents Samples taken Weather _ Signature of Special Insp Signature of Special Inspector Certification # Verified by Print Name www mtglinc com Corporate 2992 E La Palma Ave Ste A Anaheim, CA 92806 Tel 714 632 2999 Fax 714 632 2974 Dispatch 800 491 2990 San Diego/lmpenal County 6295 Ferns Square, Suite C San Diego, CA 92121 Tel 858 537 3999 Fax 858 537 3990 Dispatch 888 844 5060 Inland Empire 14467 Meridian Pkw, Bldg 2-A Riverside, CA 92518 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 Indio 44917 Golf Center Pkwy, #1 Indio, CA 92201 Tel 760 342 4677 Fax 760 342 4525 Dispatch 800 491 2990 MTGL Projects Permit #. Report/ PG 2_ OF / DAILY INSPECTION REPORT DSA/CITY File; DSA/OSHPD APPL* DSA/LEA # Special Inspection Reports must be distributed to the parties listed below within 14 days of the inspection Reports of non-compliant conditions must be distnbuted immediately Separate reports shall be prepared for each type of special inspection, on a daily basis Each report shall be completed and signed by the special inspector conducting the inspection PROJECTNAME ^ DATE, S// ARCHITECT TlMEAflRIVI TIME DEPARTED ENGINEER TRAVELTIME __UJNCHT1ME CONTRACTOI SUB CONTRACTOR INSPECTION ADORESS ADDRESS OF PROJECT gJ^ASONRY D HIGH STRENGTH BOLTING D WELDING D SHOP WELD TYPE OF INSPECTION D ENGINEERED FILL D FOUNDATION D BACK FILL D BATCH PLANT D PT CONCRETE D SHOTCRETE D CONCRETE D EWEPROOFING D CEILING WIRE B^NCHOR/DOWEL D D NDE FIELD D D NDESHOP D SPECS YB^ND APPROVED SHOP DRAWING YD ND DSA/OSHPD/PROJECT APPROVED DOCUMENTS AVAILABLE APPROVED PLANS Y SOIL REPORT YO ND ND MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS) l_ I L-U I IIL.I WIIIU/ _ _ , CONTRACTOJ<S EQUIPMENT / MANPOWER USED ^ / AREA GRID LINES PIECES INSPECTED 'F/Jc^ }/0 f^/i AJ^Z^S /^/2o/^ ^Vro'y^^ S^/ ^^7r^4^ STRUCTURAL NOTES DETAIL OR RFIS USED , . REMARKS INCLUDING MEETINGS REWORK AS PERCENT OF ALL WORK TODAY PERCENT PROJECT COMPLETE THEWORK WASZi^WASNOTD Inspected in accordance with the requirements of the DSA/OSHPD/PROJECT approved documents THE WORK INSPECTED MET-d^ DID NOT MEET D The requirements of thgJJSA/OSHPD/PROJECT approved documents Samples taken. MATERIAL SAMPLING WASD WAS NOTD N/A[ Performed m accordance with DSA/OSHPD/PROJECT approved documents cc Project Architect Contractor Structural Engineer Building Department DSA Regional Office Owner School District Weather Temp ~Po /'. Signature of Special Inspector , Certihcation # Verihed by Pnnt Name www mtglinc com MTGL Project # _ Corporate 2992 E La Palma Ave Ste A Anaheim, CA 92806 Tel 714 632 2999 Fax 714 632 2974 Dispatch 800 491 2990 San Diego/lmpenal County 6295 Ferris Square, Suite C San Diego, CA 92121 Tel 858 537 3999 Fax 858 537 3990 Dispatch 888 844 5060 C: Inland Empire 14467 Mendian Pkw, Bldg 2-A Riverside, CA92518 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 Indio 44917 Golf Center Pkwy, #1 Indio, CA 92201 Tel 760 342 4677 Fax 760 342 4525 Dispatch 800 491 2990 Permit Reporti PG. /_0F_/. DAILY INSPECTION REPORT DSA/CITY File; DSA/OSHPDAPPLi! DSA/LEA# Special Inspection Reports must be distnbuted to the parties listed below within 14 days ofthe inspection Reports of non-compliant conditions must be distributed immediately Separate reports shall be prepared for each type of special inspection, on a daily basis Each report shall be completed and signed by the special inspector conducting the inspection PROJECT NAMI iME DATE ARCHITECT' TIME ARRIVED TIMEDEPARTED J.:50 ENGINEER TRAVELTIME LUNCH TIME CONTRACTOI roa K O.OC<e>J SUB CONTRACTOR pen iFrT ^ INSPECTION ADDRESS ADDRESS OF PROJECT B^ASONRY D HIGH STRENGTH BOLTING D WELDING D SHOP WELD TYPE OF INSPECTION D ENGINEERED FILL D FOUNDATION D BACKFILL D BATCH PLANT D PT CONCRETE D SHOTCRETE • CONCRETE D FlflEPROOFING D CEILING WIRE [?rANCHOR/DOWEL • D NDE FIELD D D NDE SHOP D SPECS Y0^NG APPROVED SHOP DRAWING YD ND DSA/OSHPD/PROJECT APPROVED DOCUMENTS AVAILABLE ^ APPROVED PLANS Y-Q N D SOIL REPORT YETND MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NQ OR MATERIAL TEST REPORTS) CONTRACTORS EQUIPMENT / MANPOWER U^ED AREA GRID LINES PIECES INSPECTED STRUCTURAL NOTES DETAIL OR RFIS USED ^ REMARKS INCLUDING MEETINGS T//c <LO':^//^>^ ^/S7£/l yP^^ddZ: REWORK AS PERCENT OF ALL WORK TODAY PERCENT PROJECT COMPLETE THEWORK WASB'WASNOTD Inspected m accordance with the requirements of the DSA/OSHPD/PROJECT approved documenls THE WORK INSPECTED METQ^ID NOT MEETD The requirements of the DSA/OSHPD/PROJECT approved documents Samples taken -"" ^ IVIATERIAL SAMPLING WASD WAS NOTD N/A{ Performed in accordance with DSA/OSHPD/PROJECT approved documents cc Project Architect Contractor Structural Engineer Building Department DSA Regional Office Owner School District Weather Ci:€/)^ Temp 7~i Signature of Special Inspector Certification # Venfied by Pnnt Name www mtglinc com Corporate 2992 E La Palma Ave Ste A Anaheim, CA 92806 Tel 714 632 2999 Fax 714 632 2974 Dispatch 800 491 2990 San Diego/lmpenal County 6295 Ferris Square, Suite C San Diego, CA 92121 Tel 858 537 3999 Fax 858 537 3990 Dispatch 888 844 5060 Inland Empire 14467 Mendian Pkw, Bldg 2-A Riverside, CA 92518 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 Indio 44917 Golf Center Pkwy, #1 Indio, CA 92201 Tel 760 342 4677 Fax 760 342 4525 Dispatch 800 491 2990 MTGL Project i Permit PG_ / OF/. DAILY INSPECTION REPORT DSA/CITY File #. DSA/OSHPD APPL ii DSA/LEA# Report #_ Special Inspection Reports must be distnbuted to the parties listed below within 14 days of the inspection Reports of non-compliant conditions must be distnbuted immediately Separate reports shall be prepared for each type of special inspection, on a daily basis Each report shall be completed and signed by the special inspector conducting the inspection PROJECT NAME ^tco L/TT) i) /^T£C DATE TIME AKRIVEC' TRAVEL TIMf ARCHITECT ^, l^Z<tA /9SSO ^^AS. TIME DEPARTED ENGINEER LUNCH TIME CONTRACTOR /P. O. OcSo-o SUB CONTRACTOR INSPEPTION ADDRESS ADDRESS OF PROJECT D EtfifPROOFING 0^NCHOR/DOWEL D NDE FIELO D NDESHOP TYPE OF INSPECTION D ENGINEERED FILL D FOUNDATION D BACKFILL D BATCH PLANT D PT CONCRETE D SHOTCRETE D CONCRETE MASONRY D HIGH STRENGTH BOLTING D WELDING D SHOP WELD ^ D CEILING WIRE D D D AVAILABLE ~77^ SOIL REPORT YETND APPROVED PLANS YLJT ND SPECS YZ" N D APPROVED SHOP DRAWING YD ND DSA/OSHPD/PROJECT APPROVED DOCUMENTS MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS) CONTRACTORS EQUIPMENT / MANPOWER USED AREA GRID LINES, PIECES INSPECTED ^/cf^' TfT'B^ //n - <.//££A- ^/>^L< /v^gA? ^^yJ^.^ SC. To ^Z, ^y37j<^.JS STRUCTURAL NOTES DETAIL OR RFIS USED REMARKS INCLUDING MEETINGS j^£.ncB O </:>lr //^^CypT^D^S' REWORK AS PERQPIT OF ALL WORK TODAY PERCENT PROJECT COMPLETE THEWORK WAS3WASN0TD Inspected in accordance with the requirements of the DSA/OSHPD/PROJECT approved documents MATERIAL SAMPLING WASD WAS NOT D N/A Performed in accordance with DSA/OSHPD/PROJECT approved documents cc Project Architect Contractor Structural Engineer Building Department DSA Regional Office Owner School District THE WORK INSPECTED METcf DID NOT MEETD The requirements of the DSA/OSHPD/PROJECT approved documents Samples taken Weather. ^^£^' ~ '^-'''^ Temp 7€ . Signature of Special Inspector Certrfication Verified by Corporate 2992 E La Palma Ave Suite A Anaheim CA 92806 Tel 714 632 2999 Fax 714 632 2974 Dispatch 800 491 2990 San Diego/lmperial County 6295 Ferris Square, Suite C San Diego CA92121 Tel 858 537 3999 Fax 858 537 3990 Dispatch 888 844 5060 Inland Empire 14467 Meridian Pkwy, Bldg 2A Riverside, CA92518 Tel 951 653 4999 Fax 951 653 4666 Dispach 800 491 2990 REPORT OF ULTRASONIC TESTING OF WELDS Page 1 of 1 Project Name -Legoland Hotel Carlsbad Architect Delawie Wikes Rodigues Barker Project Address 1 Leqoland Dnve Carlsbad, CA Enqineer William F Schell Shop K Field CH Permit* n/a Contractor Bycor Specifications AWSD1 1 Table 6 2 Sub-contractor Adams Steel Scope Avenger EZ Transducer Shearwave 62"x 75" @ 2 25 Mhz Test Block IIW Type 2 Method Used 70° Shearwave Procedure CT012 Couplant Sonotech Sensitivity Level Shear 65 db Work - New [ g|Repair • Scan Level Shear 79 db Description of items tested Performed Ultrasonic testing on complete joint penetration welds @ skewed connection plates to beam webs, flanges and webs of W columns to base plates and continuity plates to column flanges a = Indication Level Welding Process b = Reference Level I I SMAW c = Attenuation Factor [(SP-1)x 2] rounded I I SAW Q ESW d = a-b-c for instruments in Gam b-a-c for instruments in Attenuation Decibels Indications Weld Location Weld ID Angle Face abed Length SP From X From Y Depth Size Type Class Accept Reiect Repair Completa 1055A Conn PLs 70 A 2 0 0 2 1042A Conn PL 70 A 1 0 0 1 "Rej (R-1) Conn PL 70 A 69 65 0 4 1 75" 1 06 0" 13 5" 0 363 0 375 t4 A 0 1 1 1 1057A Conn PLs 70 A 2 0 0 2 1039A Conn PLs 70 A 9 0 0 9 1021A Conn PLs 70 A 9 0 0 9 1060A Conn PLs 70 A 2 0 0 2 Col 1001A Col-Base 70 A 3 0 0 3 Cont PLs 70 A 12 0 0 12 Col 1002A Col-Base 70 A 1 0 0 1 "rej#1 (R-1) Fig-Base 70 A 69 65 2 2 3 5" 1 95 0" 4" 0 665 1 000 t4 A 0 1 1 1 "rej#2 (R-1) Web-Base 70 A 71 65 1 5 1 75" 1 63 0" 6" 0 443 0 500 t4 A 0 1 1 1 Cont PLs 70 A 11 0 0 11 "rej #3 (R-1) Cont PL 70 A 69 65 1 3 2 5" 1 73 -375 0" 0 591 0 625 14 A 0 1 1 1 Discontinuity evaluation/Comments 4 reiects found on this date All have been repaired and retested ACC REJ 4 REPR 4 COMPLETE 56 No rejects remam outstanding TOTALS 52 REJ 4 REPR 4 COMPLETE 56 INTERPRETATION OF THE TEST RESULTS OBTAINED FROM THE TEST IS NOT TO BE CONSTRUED AS A GUARANTEE OR WARRANTY OF THE MATERIALS TESTED CANYON TESTING SHALL NOT BE HELD LIABLE FOR LOSS DAMAGE INJURY OR DEATH RESULTING FROM USE OF THE TESTED PART FINAL RESPONSIBILITY IN INTERPRETATION OF TEST RESULTS RESTS WITH THE CUSTOMER We the undersigned certify that the statements in this record are correct and that the welds were prepared in accordance with the requirements of Section 6 Part F - ANSl/AWS Dl 1 Welding Specification Test Date 5/15/12 Time m 12 30PM HOURS 6 Inspected By Brace Helton _ Time out 5 30PM C ):r^ HOURS 6 Level ,..UTLeveWSP-WiVSKf^C-1A Authorized By MTGL \ \ Job No 1251-A01 Signature 1^ Corporate 2992 E La Palma Ave Ste A Anaheim CA 92806 Tel 714 632 2999 Fax 714 632 2974 Dispatch 800 491 2990 San Diego/lmpenal County 6295 Ferns Square Suite C San Diego CA 92121 Tel 858 537 3999 Fax 858 537 3990 Dispatch 888 844 5060 Inland Empire 14467 Mendian Pkwy Bldg 2A Riverside CA92518 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 Indio 44917 Golf Center Pkwv Ste 1 Indio CA 92201 Tel 760 342 4677 Fax 760 342 4525 Dispatch 800 491 2990 MTGL PROJECTS 1251-A01 BUILDING PERMIT* CB111684 DAILY INSPECTION REPORT OSHPD# DSA APPLICATION NUMBER DSA/LEA # Report # Page 1 of 1 Special Inspection Reports must be distributed to the parties listed below within 14 days of the inspection Reports of non-compliant conditions must be distnbuted immediately Separate reports shall be prepared for each type of special inspection on a daily basis Each report shall be completed and signed by the special inspector conducting the inspection PROJECT NAME Legoland Hotel - Carlsbad Date Tuesday, May 08, 2012 ARCHITECT Delawie Wilkes Rodriques Barker TIME ARRIVED 6 00 am TIME DEPARTED 2 30 pm ENGINEER William F Schell TRAVEL TIME LUNCH TIME CONTRACTOR RD Olson SUB CONTRACTOR Adam Steel INSPECTION ADDRESS 1 Legoland Dr, Carlsbad, CA 92008 ADDRESS OF PROJECT 1 Legoland Dr, Carlsbad, CA 92008 TYPE OF INSPECTION • BATCH PLANT • MASONRY • FIREPROOFING • CEILING WIRE • ENGINEERED FILL • PT CONCRETE • HIGH STRENGTH BOLTING • ANCHOR/DOWEL • EPOXY • FOUNDATION • SHOTCRETE 1^ WELDING • NDE FIELD • • BACK FILL • CONCRETE • SHOP WELD • NDE SHOP n DS/VOSHPD PROJECT APPROVED DOCUMENTS AVAILABLE APPROVED PLANS Y gl N • SOIL REPORT Y • N • SPECS Y • N I APPROVED SHOP DRAWING Y | IND MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS) ASTM A992, A572, A325, CONTRACTORS EQUIPMENT/MANPOWER USED 1 foreman, 2 man crew, 2 certified welders (Dan Calasurda, Jorge Garcia) FCAW welding process using E71T-8 electrode AREA, GRID LINES, PIECES INSPECTED Visual inspection of welding STRUCTURAL NOTES, DETAIL OR RFIS USED Approved drawings, approved shop drawings, specifications REMARKS, INCLUDING MEETINGS Provided continuous visual inspection of the welding of structural steel components In areas where the bolts did not align, a 5/16" fillet weld all around per structural engineer was performed (4 locations and non in the moment frames) Welding of anchor bolt to nut per RFI 0142 completed today Welding of HSS northwest of gndline A between 5 & 8 at high roof elevation (only) complete and visually acceptable Adams Iron to return to site on 5/14 to continue L REWORK AS PERCENT OF ALL WORK TODAY 50% PERCENT PROJECT COMPLETE THE WORK WAS E] WAS NOT • Inspected in accordance with the requirements ofthe DSA/OSPHD/ Project approved documents MATERIAL SAMPLING WAS • WAS NOT • N/A EI Perfonned in accordance with DS/VOSPHD Project approved documents THE WORK INSPECTED MET DID NOT MEET • The requirements ofthe DS/VOSPHD Project approved documents Samples taken N/ A Weather Cc Project Architect Structural Engineer Contractor Building Department Temp .,,eSueO»^^^'^^°" Signature of Special I ConnieSue Dickinson DSA Regional Office Owner School Distnct Certification # Venfied By Pnnt Name 5070121 Corporate 2992 E La Palma Ave Ste A Anaheim CA 92806 Tel 714 632 2999 Fax 714 632 2974 Dispatch 800 491 2990 San Diego/lmpenal County 6295 Ferns Square Suite C San Diego, CA 92121 Tel 858 537 3999 Fax 858 537 3990 Dispatch 888 844 5060 Inland Empire 14467 Mendian Pkwy Bldg 2A Riverside CA 92518 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 Indio 44917 Golf Center Pkwy Ste 1 Indio CA 92201 Tel 760 342 4677 Fax 760 342 4525 Dispatch 800 491 2990 MTGL PROJECTS 1251-A01 BUILDING PERMIT* CB111684 DAILY INSPECTION REPORT OSHPD* DSA APPLICATION NUMBER DSA/LEA # Report # Page 1 of 1 Special Inspection Reports must be distributed to the parties listed below within 14 days of the inspection Reports of non-compliant conditions must be distributed immediately Separate reports shall be prepared for each type of special inspection on a daily basis Each report shall be completed and signed by the special inspector conducting the inspection PROJECT NAME Legoland Hotel - Carlsbad Date Monday, May 07, 2012 ARCHITECT Delawie Wilkes Rodngues Barker TIME ARRIVED 6 00 am TIME DEPARTED 2 30 pm ENGINEER William F Schell TRAVEL TIME LUNCH TIME CONTRACTOR R D Olson SUB CONTRACTOR Adam Steel INSPECTION ADDRESS 1 Legoland Dr, Carlsbad, CA 92008 TYPE OF INSPECTION • ENGINEERED FILL • FOUNDATION • BACK FILL • BATCH PLANT • PT CONCRETE • SHOTCRETE • CONCRETE ADDRESS OF PROJECT 1 Legoland Dr, Carlsbad, CA 92008 • MASONRY • HIGH STRENGTH BOLTING N WELDING • SHOP WELD • FIREPROOFING • ANCHOR/DOWEL • NDE FIELD • NDE SHOP • CEILING WIRE • EPOXY • • DSA/OSHPD PROJECT APPROVED DOCUMENTS AVAILABLE APPROVED PLANS Y El N • SOIL REPORT Y • N • SPECS Y • N I APPROVED SHOP DRAWING Y [ IND MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS) ASTM A992, A572, A325, CONTRACTORS EQUIPMENT/MANPOWER USED 1 foreman, 3 man crew, 3 certified welders (Rick Contreras, Dan Calasurda, Jorge Garcia) FCAW welding process using E71T-8 electrode AREA, GRID LINES, PIECES INSPECTED Visual inspection of welding STRUCTURAL NOTES, DETAIL OR RFIS USED Approved drawings, approved shop drawings, specifications REMARKS, INCLUDING MEETINGS Provided continuous visual inspection of the welding of structural steel components Welding of HSS northwest of gndline A between 5 & 8 at high roof elevation in progress REWORK AS PERCENT OF ALL WORK TODAY 50% PERCENT PROJECT COMPLETE THE WORK WAS KI WAS NOT • THE WORK INSPECTED MET E! DID NOT MEET • Inspected in accordance with the requirements ofthe DS/VOSPHD/ Project The requirements ofthe DS/VOSPHD Project approved documents approved documents MATERIAL SAMPLING WAS • WAS NOT • N/A |g| Perfonned in accordance with DS/VOSPHD Project approved documents Samples taken N/ A Weather Cc Project Architect Structural Engineer Contractor Building Department Signature of Special 1 ConnieSue Dickinson DSA Regional Office Owner School Distnct Certification # Venfied By Corporate 2992 E La Palma Avenue, Suite A, Anaheim, CA 92806 Tel (714)632-2999 Fax (714)632-2974 Branch 6295 Ferns Square, Suite C, San Diego, CA 92121 Tel (858) 537-3999 Fax (858) 537-3990 Branch 14467 Meridian Parkway Bldg 2A, Riverside, CA 92518 Tel (951)653-4999 Fax (951)653-4666 Branch 44917 Golf Center Parkway # 1, Indio, CA 92201 Tel (760)342-4677 Fax (760) 342-4525 Report of- COMPRESSIVE STRENGTH-CONCRETE ASTM C39 Date Printed- 5/18/2012 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client- PROJECT MANAGEMENT ADVISORS Set No.- 12-0337 File No : Permit No . Project No Project Name CBI11684 125IA01 LEGOLAND HOTEL ON PALOMAR AIRPORT ROA 462 STEVENS AVENUE SUITE 106 SOLANA BEACH, CA 92075 Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq Inch) (lbs) (psi) Fracture 7 5/18/2012 4X8 12 57 31,590 2,510 Cone & Split 7 5/18/2012 4X8 12 57 30,080 2,390 Cone 28 6/8/2012 4X8 12 57 28 6/8/2012 4X8 12 57 28 6/8/2012 4X8 12 57 Specified Strength 3,000 PSI Sampled By. HANS KLEHMET Location. SLAB ON GRADE - GRID LINE 16 - 17 / H - H 2 ASTMC172 Date Sampled 5/11/2012 Date Received: 5/14/2012 Concrete Supplier: HANSON AGGREGATE Mix No.: 3011500 Ticket No.. 445443 Water added at Site: 40 00 gal By CONTRACTOR Cement Type Mix Time. Iif Concrete Temp. 79 Ambient Temp: 73 "F ASTM C1064 "F ASTM C1064 Slump 4 50 in ASTM C143 Tested at. San Diego Remarks Distribution PROJECT MANAGEMENT ADVISORS LEGOLAND CITY OF CARLSBAD-BLDG INSPECTION DEPT RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION **LAB COPY** Respectfully Submitted, MTGL, Inc Sam Valdez, R.C.E. Corporate 2992 E La Palma Avenue, Suite A, Anaheim, CA 92806 Tel (714)632-2999 Fax (714)632-2974 Branch 6295 Ferris Square, Suite C, San Diego, CA 92121 Tel (858) 537-3999 Fax (858) 537-3990 Branch 14467 Meridian Parkway Bldg 2A, Riverside, CA 92518 Tel (951)653-4999 Fax (951)653-4666 Branch 44917 Golf Center Parkway # I, Indio, CA 92201 Tel (760)342-4677 Fax (760) 342-4525 Report of: COMPRESSIVE STRENGTH-CONCRETE ASTM C39 Date Printed- 5/18/2012 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Chent PROJECT MANAGEMENT ADVISORS Set No. 12-0334 File No.: Permit No - Project No.. Project Name CBI11684 1251A01 LEGOLAND HOTEL ON PALOMAR AIRPORT ROA 462 STEVENS AVENUE SUITE 106 SOLANA BEACH, CA 92075 Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq. Inch) (Ibs.) (psi) Fracture 7 5/18/2012 4X8 12 57 37,220 2,960 Cone & Split 7 5/18/2012 4X8 12 57 38,500 3,060 Cone 28 6/8/2012 4X8 12 57 28 6/8/2012 4X8 12 57 28 6/8/2012 4X8 12 57 Specified Strength. 3,000 PSI Sampled By. HANS KLEHMET Location: DRAGON TOWER FOUNDATION ASTMC172 Date Sampled. 5/11/2012 Date Received: 5/14/2012 Concrete Supplier: Mix No 3033500 Ticket No.. 445463 Water added at Site: Cement Type HANSON AGGREGATE gal By MIX Time: 78 Concrete Temp: 79 Ambient Temp: 74 "F ASTM C1064 "F ASTM C1064 Slump- 4 00 in ASTM C143 Tested at. San Diego Remarks- Distribution- PROJECT MANAGEMENT ADVISORS LEGOLAND CITY OF CARLSBAD-BLDG INSPECTION DEPT RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION **LAB COPY** Respectfully Submitted, MTGL, Inc. Sam Valdez, R.C.E. Corporate 2992 E La Palma Avenue, Suite A, Anaheim, CA 92806 Tel (714)632-2999 Fax (714)632-2974 Branch 6295 Ferns Square, Suite C, San Diego, CA 92121 Tel (858) 537-3999 Fax (858) 537-3990 Branch 14467 Mendian Parkway Bldg 2A, Riverside, CA 92518 Tel (951)653-4999 Fax (951)653-4666 Branch 44917 Golf Center Parkway # I, Indio, CA 92201 Tel (760) 342-4677 Fax (760) 342-4525 Report of COMPRESSIVE STRENGTH-CONCRETE ASTM C39 Date Printed 5/16/2012 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Ghent- PROJECT MANAGEMENT ADVISORS Set No: 12-0328 File No Permit No - Project No : Project Name CB111684 I251A0I LEGOLAND HOTEL ON PALOMAR AIRPORT ROA 462 STEVENS AVENUE SUITE 106 SOLANA BEACH, CA 92075 Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq Inch) (lbs.) (psi) Fracture 7 5/16/2012 4X8 12 57 29,860 2,380 Cone & Spirt 7 5/16/2012 4X8 12 57 30,950 2,460 Cone 28 6/6/2012 4X8 12 57 28 6/6/2012 4X8 12 57 28 6/6/2012 4X8 12 57 Specified Strength: 3,000 PSI Sampled By: HANS KLEHMET Location- 8' SITE WALL FOOTING, TIE INTO WEST TANK YARD WALL ASTMC172 Date Sampled: 5/9/2012 Date Received- 5/10/2012 Concrete Supplier SUPERIOR READY MIX Mix No.. 8258P Ticket No.. 216860 Water added at Site: 5 00 Cement Type. gal By CONTRACTOR MIX Time: 65 Concrete Temp: 76 "F ASTM Cl064 Ambient Temp: 70 "F ASTM C1064 Slump: 4 50 in. ASTM C143 Tested at San Diego Remarks. Distribution PROJECT MANAGEMENT ADVISORS LEGOLAND CITY OF CARLSBAD-BLDG INSPECTION DEPT RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION *'^LAB COPY** Respectfully Submitted, MTGL, Inc. Sam Valdez, RCE. Corporate 2992 E La Palma Avenue, Suite A, Anaheim, CA 92806 Tel (714)632-2999 Fax (714)632-2974 Branch 6295 Ferns Squai e, Suite C, San Diego, CA 92121 Tel (858) 537-3999 Fax (858) 537-3990 Branch 14467 Mendian Parkway Bldg 2A, Riverside, CA 92518 Tel (951)653-4999 Fax (951)653-4666 Branch 44917 Golf Center Parkway #1, Indio, CA 92201 Tel (760) 342-4677 Fax (760)342-4525 Report of: COMPRESSIVE STRENGTH-CONCRETE ASTM C39 Date Printed: 5/17/2012 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Chent- PROJECT MANAGEMENT ADVISORS Set No 12-0332 File No Permit No Project No - Project Name. CBI11684 I251A0I LEGOLAND HOTEL ON PALOMAR AIRPORT ROA 462 STEVENS AVENUE SUITE 106 SOLANA BEACH, CA 92075 Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq Inch) (lbs) (psi) Fracture 7 5/17/2012 4X8 12 57 24,120 1,920 Cone 7 5/17/2012 4X8 12 57 25,150 2,000 Cone 28 6/7/2012 4X8 12 57 28 6/7/2012 4X8 12 57 28 6/7/2012 4X8 12 57 Specified Strength. 3,000 PSI Sampled By. HANS KLEHMET Location: DIAMOND INFILL - GRID LINE 12 / E ASTM C172 Date Sampled: 5/10/2012 Date Received 5/11 /2012 Concrete Supplier HANSON AGGREGATE Mix No.. 3011500 Ticket No 445234 Water added at Site. 5 00 gal By CONTRACTOR Cement Type- Mix Time. 104 Concrete Temp. 75 Ambient Temp: 68 "F ASTM C1064 "F ASTM C1064 Slump 4 50 in ASTM €143 Tested at San Diego Remarks: Distribution PROJECT MANAGEMENT ADVISORS LEGOLAND CITY OF CARLSBAD-BLDG INSPECTION DEPT RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION **LAB COPY** Respectfully Submitted, MTGL, Inc. Sam Valdez, RCE Corporate 2992 E La Palma Avenue, Suite A, Anaheim, CA 92806 Tel (714)632-2999 Fax (714)632-2974 Branch 6295 Ferns Square, Suite C, San Diego, CA 92121 Tel (858) 537-3999 Fax (858) 537-3990 Branch 14467 Meridian Parkway Bldg 2A, Riverside, CA 92518 Tel (951)653-4999 Fax (951)653-4666 Branch 44917 Golf Center Parkway #1, Indio, CA 92201 Tel (760)342-4677 Fax (760) 342-4525 Report of COMPRESSIVE STRENGTH-GROUT ASTM CI0I9 Date Printed. 4/6/2012 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client PROJECT MANAGEMENT ADVISORS Set No 12-0210 File No . Permit No Project No . Project Name. CBI 11684 i25IAOI LEGOLAND HOTEL ON PALOMAR AIRPORT ROA 462 STEVENS AVENUE SUITE 106 SOLANA BEACH, CA 92075 Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq Inch) (lbs.) (psi) Fracture 7 4/6/2012 3X3X6 9 00 21,550 2,390 N/A 28 4/27/2012 3X3X6 9 00 28 4/27/2012 3X3X6 9 00 28 4/27/2012 3X3X6 9 00 Specified Strength 2,000 PSI Sampled By. HANS KLEHMET Location. CMU WALL - GRID LINE 26 ASTMCI72 Date Sampled: 3/30/2012 Date Received- 4/2/2012 Concrete Suppher SUPERIOR READY MIX Mix No 67-123 Ticket No.: 214509 Water added at Site 15 00 Cement Type gal By CONTRACTOR Mix Time 100 Concrete Temp 69 Ambient Temp 65 °F ASTM C1064 "F ASTM CI064 Slump- 6 50 in ASTM C143 Tested at. San Diego Remarks: 5THLIFT 16'HIGH Distribution: PROJECT MANAGEMENT ADVISORS LEGOLAND CITY OF CARLSBAD-BLDG INSPECTION DEPT RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION **LAB COPY** Respectfully Submitted, MTGL, Inc Sam Valdez, R.C E Corporate 2992 E La Palma Avenue, Suite A, Anaheim, CA 92806 Tel (714)632-2999 Fax (714)632-2974 Branch 6295 Ferris Square, Suite C, San Diego, CA 92121 Tel (858) 537-3999 Fax (858) 537-3990 Branch 14467 Mendian Parkway Bldg 2A, Riverside, CA 92518 Tel (951)653-4999 Fax (951)653-4666 Branch 44917 Golf Center Parkway #1, Indio, CA 92201 Tel (760)342-4677 Fax (760) 342-4525 Report of: COMPRESSIVE STRENGTH-CONCRETE ASTM C39 Date Printed 4/6/2012 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Chent PROJECT MANAGEMENT ADVISORS Set No. 12-0161 File No Permit No . Project No.. Project Name CB11I684 I25IA0I LEGOLAND HOTEL ON PALOMAR AIRPORT ROA 462 STEVENS AVENUE SUITE 106 SOLANA BEACH, CA 92075 Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq Inch) (lbs.) (psi) Fracture 7 3/16/2012 4X8 12 57 28,670 2,280 Cone 28 4/6/2012 4X8 12 57 43,430 3,460 Cone 28 4/6/2012 4X8 12 57 43,070 3,430 Cone 28 4/6/2012 4X8 12 57 43,560 3,470 Cone 28 H 4/6/2012 4X8 12 57 Specified Strength- 3,000 PSI Sampled By RAMZI JAMMA Location GRADE BEAM, GRID LINE 12 / C - E ASTMC172 Date Sampled. 3/9/2012 Date Received 3/12/2012 Concrete Supplier HANSON AGGREGATE Mix No. 3033500 Ticket No.: 438214 Water added at Site gal By Cement Type Mix Time 85 Concrete Temp 70 Ambient Temp 72 "F ASTM CI064 "F ASTM C1064 Slump- 4 00 in ASTM C143 Tested at: San Diego Remarks. Distribution- PROJECT MANAGEMENT ADVISORS LEGOLAND CITY OF CARLSBAD-BLDG INSPECTION DEPT RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION **LAB COPY** Respectfully Submitted, MTGL, Inc Sam Valdez, R.C E 3450 PSl 28-day compression test complies with the specified strength Coiporate 2992 E La Palma Avenue, Suite A, Anaheim, CA 92806 Tel (714)632-2999 Fax (714)632-2974 Branch 6295 Ferris Square, Suite C, San Diego, CA 92121 Tel (858)537-3999 Fax (858) 537-3990 Branch 14467 Mendian Parkway Bldg 2A, Riverside, CA 92518 Tel (951)653-4999 Fax (951)653-4666 Branch 44917 Golf Center Parkway # 1, Indio, CA 92201 Tel (760)342-4677 Fax (760)342-4525 Report of COMPRESSIVE STRENGTH-CONCRETE ASTM C39 Date Printed: 4/6/2012 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client: PROJECT MANAGEMENT ADVISORS Set No: 12-0160 File No - Permit No. Project No Project Name: CBI11684 125IA01 LEGOLAND HOTEL ON PALOMAR AIRPORT ROA 462 STEVENS AVENUE SUITE 106 SOLANA BEACH, CA 92075 Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq. Inch) (Ibs) (psi) Fracture 7 3/16/2012 4X8 12 57 26,560 2,110 Cone 28 4/6/2012 4X8 12 57 44,720 3,560 Cone 28 4/6/2012 4X8 12 57 45,990 3,660 Cone 28 4/6/2012 4X8 12 57 44,400 3,530 Cone 28 H 4/6/2012 4X8 12 57 Specified Strength: 3,000 PSI Sampled By. RAMZI JAMMA ASTM C172 Date Sampled 3/9/2012 Date Received. 3/12/2012 Location: PAD, WALL & GRADE BEAM FOOTING - GRID LINE A - B 5 / 2 - 3 Concrete Supplier: HANSON AGGREGATE Mix No . 3033500 Ticket No 438301 Water added at Site- 15 00 gal By CONTRACTOR Cement Type Mix Time- 120 Concrete Temp. 74 Ambient Temp- 73 "F ASTM C1064 °F ASTM C1064 Slump: 4 00 in. ASTM C143 Tested at San Diego Remarks Distribution- PROJECT MANAGEMENT ADVISORS LEGOLAND CITY OF CARLSBAD-BLDG INSPECTION DEPT RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION **LAB COPY** Respectfully Submitted, MTGL, Inc Sam Valdez, RCE. 3580 PSl 28-day compression test complies with the specified strength Corporate 2992 E La Palma Avenue, Suite A, Anaheim, CA 92806 Tel (714)632-2999 Fax (714)632-2974 Branch 6295 Ferns Square, Suite C, San Diego, CA 92121 Tel (858) 537-3999 Fax (858) 537-3990 Branch 14467 Meridian Parkway Bldg 2A, Riverside, CA 92518 Tel (951)653-4999 Fax (951)653-4666 Branch 44917 Golf Center Parkway # 1, Indio, CA 92201 Tel (760) 342-4677 Fax (760)342-4525 Report of. COMPRESSIVE STRENGTH-CONCRETE ASTM C39 Date Printed 4/6/2012 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Chent PROJECT MANAGEMENT ADVISORS Set No. 12-0159 File No - Permit No Project No • Project Name: CBI11684 1251 AOI LEGOLAND HOTEL ON PALOMAR AIRPORT ROA 462 STEVENS AVENUE SUITE 106 SOLANA BEACH, CA 92075 Age Date Normnal Actual Area Load Strength Type of (Days) Tested Size (Sq. Inch) (lbs) (psi) Fracture 7 3/16/2012 4X8 12 57 30,480 2,430 Cone 28 4/6/2012 4X8 12 57 45,860 3,650 Cone 28 4/6/2012 4X8 12 57 44,670 3,550 Cone 28 4/6/2012 4X8 12 57 45,110 3,590 Cone 28 H 4/6/2012 4X8 12 57 Specified Strength 3,000 PSI Sampled By RAMZI JAMMA Location GRADE BEAM, WALLS & PAD FOOTING, GRID LINE A / 8 ASTMC172 Date Sampled: 3/9/2012 Date Received. 3/12/2012 10 Concrete Supplier Mix No.: 3033500 Ticket No. 439371 Water added at Site Cement Type. HANSON AGGREGATE gal By Mix Time. 50 Concrete Temp: 73 Ambient Temp: 76 "F ASTM C1064 "F ASTM C1064 Slump- 4 00 in. ASTM C143 Tested at. San Diego Remarks Distribution: PROJECT MANAGEMENT ADVISORS LEGOLAND CITY OF CARLSBAD-BLDG INSPECTION DEPT RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION *='LAB COPY** Respectfully Submitted, MTGL, Inc. Sam Valdez, R.C.E 3600 PSl 28-day compression test complies with the specified strength Corporate 2992 E La Palma Avenue, Suite A, Anaheim, CA 92806 Tel (714)632-2999 Fax (714)632-2974 Branch 6295 Ferns Square, Suite C, San Diego, CA 92121 Tel (858) 537-3999 Fax (858) 537-3990 Branch 14467 Mendian Parkway Bldg2A, Riverside, CA 92518 Td (951)653-4999 Fax (951)653-4666 Branch 44917 Golf Center Parkway#l, Indio, CA 92201 Tel (760)342-4677 Fax (760)342-4525 Report of- COMPRESSIVE STRENGTH-CONCRETE ASTM C39 Date Printed 4/2/2012 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Chent- PROJECT MANAGEMENT ADVISORS Set No- 12-0203 File No Permit No Project No.. Project Name. CBI11684 125IA0I LEGOLAND HOTEL ON PALOMAR AIRPORT ROA 462 STEVENS AVENUE SUITE 106 SOLANA BEACH, CA 92075 Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq Inch) (lbs.) (psi) Fracture 7 3/31/2012 4X8 12 57 32,730 2,600 Cone 28 4/21/2012 4X8 12 57 28 4/21/2012 4X8 12 57 28 4/21/2012 4X8 12 57 28 H 4/21/2012 4X8 12 57 Specified Strength 3,000 PSI Sampled By: HANS KLEHMET Location INTERIOR FOOTING - GRID LINE 33 / M ASTMC172 Date Sampled. 3/24/2012 Date Received Concrete Suppher. HANSON AGGREGATE Mix No 3033500 Ticket No. 439843 Water added at Site: gal. By Cement Type. Mix Time: 76 Concrete Temp. 70 Ambient Temp 63 "F ASTM C1064 "F ASTM C1064 Slump 4 50 in. ASTM C143 Tested at- San Diego Remarks: FIELD CURE Distribution PROJECT MANAGEMENT ADVISORS LEGOLAND CITY OF CARLSBAD-BLDG INSPECTION DEPT RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION *«LAB COPY** Respectfully Submitted, MTGL, Inc Sam Valdez, R CE Corporate 2992 E La Palma Avenue, Suite A, Anaheim, CA 92806 Tel (714)632-2999 Fax (714)632-2974 Branch 6295 Ferns Square, Suite C, San Diego, CA 92121 Tel (858) 537-3999 Fax (858) 537-3990 Branch 14467 Meridian Parkway Bldg 2A, Riverside, CA 92518 Tel (951)653-4999 Fax (951)653-4666 Branch 44917 Golf Center Parkway #1, Indio, CA 92201 Tel (760)342-4677 Fax (760)342-4525 Report of COMPRESSIVE STRENGTH-CONCRETE ASTM C39 Date Printed: 4/2/2012 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client. PROJECT MANAGEMENT ADVISORS Set No. 12-0196 File No : Permit No - Project No - Project Name: CBI11684 125IA01 LEGOLAND HOTEL ON PALOMAR AIRPORT ROA 462 STEVENS AVENUE SUITE 106 SOLANA BEACH, CA 92075 Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq. Inch) (Ibs.) (psi) Fracture 7 3/31/2012 4X8 12 57 34,910 2,780 Cone 28 4/21/2012 4X8 12 57 28 4/21/2012 4X8 12 57 28 4/21/2012 4X8 12 57 28 H 4/21/2012 4X8 12 57 Specified Strength 3,000 PSI Sampled By: MIKE KINGERY Location- INTERIOR FOOTING - GRID LINE 45 / W ASTMC172 Date Sampled- 3/24/2012 Date Received. 3/26/2012 Concrete Supplier: Mix No - 3033500 Ticket No.. 439830 Water added at Site Cement Type- HANSON AGGREGATE 10 00 gaL By CONTRACTOR Mix Time. 57 Concrete Temp. 68 Ambient Temp: 62 °F ASTM C1064 °F ASTM C1064 Slump- 4 25 in ASTM C143 Tested at: San Diego Remarks Distribution: PROJECT MANAGEMENT ADVISORS LEGOLAND CITY OF CARLSBAD-BLDG INSPECTION DEPT RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION **LAB COPY** Respectfully Submitted, MTGL, Inc. Sam Valdez, R CE Corporate 2992 E La Palma Avenue, Suite A, Anaheim, CA 92806 Tel (714)632-2999 Fax (714)632-2974 Branch 6295 Ferns Square, Suite C, San Diego, CA 92121 Tel (858)537-3999 Fax (858) 537-3990 Branch 14467 Mendian Parkway Bldg 2A, Riverside, CA 92518 Tel (951)653-4999 Fax (951)653-4666 Branch 44917 Golf Center Parkway # 1, Indio, C A 92201 Tel (760) 342-4677 Fax (760) 342-4525 Report of: COMPRESSIVE STRENGTH-CONCRETE ASTM C39 Date Printed- 4/2/2012 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client. PROJECT MANAGEMENT ADVISORS Set No.. 12-0195 File No.: Permit No . Project No - Project Name: CBI11684 125IA01 LEGOLAND HOTEL ON PALOMAR AIRPORT ROA 462 STEVENS AVENUE SUITE 106 SOLANA BEACH, CA 92075 Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq. Inch) (Ibs.) (psi) Fracture 7 3/31/2012 4X8 12 57 39,970 3,180 Cone 28 4/21/2012 4X8 12 57 28 4/21/2012 4X8 12 57 28 4/21/2012 4X8 12 57 28 H 4/21/2012 4X8 12 57 Specified Strength. 3,000 PSI Sampled By. HANS KLEHMET Location- INTERIOR FOOTING - GRID LINE 59 / K ASTMC172 Date Sampled- 3/24/2012 Date Received: 3/26/2012 Concrete Supplier: MIX No. 3033500 Ticket No - 439810 Water added at Site Cement Type HANSON AGGREGATE gal By MIX Time 60 Concrete Temp. 68 Ambient Temp: 60 °F ASTM CI064 "F ASTM C1064 Slump 4 00 in. ASTM C143 Tested at San Diego Remarks: Distribution: PROJECT MANAGEMENT ADVISORS LEGOLAND CITY OF CARLSBAD-BLDG INSPECTION DEPT RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION **LAB COPY** Respectfully Submitted, MTGL, Inc. Sam Valdez, R.C E. Corporate 2992 E La Palma Ave Ste A Anaheim, CA 92806 Tel 714 632 2999 Fax 714 632 2974 Dispatch 800 491 2990 San Diego/lmpenal County Inland Empire 6295 Fems Square Ste C San Diego, CA 92121 Tel 858 537 3999 Fax 858 537 3990 Dispatch 888 844 5060 14467 Mendian Pkwy , Bldg 2A Riverside, CA92518 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 Indio 44917 Golf Center Pkwy , Ste 1 Indio, CA 92201 Tel 760 342 4677 Fax 760 342 4525 Dispatch 800 491 2990 DAILY INSPECTION REPORT MTGL PROJECT* 1251 API Permit # m cfe Jll^^*^ Report #1 Page lof 1. Special Inspection Reports must be distnbuted to the parties listed below within 14 days of the inspection Reports of non-compliant conditions must be distnbuted immediately Separate reports shall be prepared for each type of special inspection on a daily basis Each report shall be completed and signed by the special inspector conducting the inspection PROJECT NAME LEGOLAND HOTEL - CARLSBAD DSA/CITY File # NA DSA/OSHPD Appl #NA DSA/LEA # NA Date 03-31-2012 ARCHITECT DELAWIE WILKES RODRIGUES BARKER TIME ARRIVED 5 00 am TIME DEPARTED 9 00 am ENGINEER WILLIAM F SCHELL TRAVEL TIME LUNCH TIME CONTRACTOR ADAM STEEL SUB CONTFiACTOR ADAM STEEL INSPECTION ADDRESS 827 E CIVIC CENTER, SANTA ANA, CA ADDRESS OF PROJECT 1 LEGOLAND DR CARLSBAD, CA 92008 TYPE OF INSPECTION • ENGINEERED FILL • FOUNDATION • BACK FILL • BATCH PLANT • PT CONCRETE • SHOTCRETE • CONCRETE • MASONRY • HIGH STRENGTH BOLTING • WELDING S SHOP WELD • FIREPROOFING • ANCHOR/DOWEL • NDE FIELD • NDE SHOP • CEILING WIRE • • n DS/VOSHPD PROJECT APPROVED DOCUMENTS AVAILABLE APPROVED PLANS Y la N • SOIL REPORT Y • N I SPECS Y S N • APPROVED SHOP DRAWING Y ia N • MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS) ELECTRODE E70T-1, Wl2X152 HT#B070616, Wl 2X152 HT#A073516, 3/4" PLATE HT#SB20038, 3/8" PLATE HT#JN4597, 1/2" PLATE HT#T49283,1/4" PLATE HT#AC0960 7/8" PLATE HT#8777189, 1/2" PLATE HT#SB06575, 2" PLATE HT# SB15848, 3/4" PLATE SF06991 CARBON ROD W BEAMS CONTRACTORS EQUIPMENT/MANPOWER USED 10 MEN, 1 FOREMAN, 6 WELDERS, 1 FIT UP 2 MEN GRINDING & CLEANING, ELECTRIC WELDING MACHINE WITH WIRE FEEDERS, AIR CHIPPERS, HEATERS AIR ARC, WELDERS CERTS ON FILE AREA, GRID LINES, PIECES INSPECTED VISUAL INSPECTION OF WELDING FULL PENETRATION WELDS BASE PLATE TO COLUMN and PARTIAL PEN WELDS @ CONTINUITY PLATES - WELDING ON COLUMN #36A, 31 A.COMPLETED COLUMN #55A, CHECKED FIT UP, ROOT OPENING, ROOT PASS, INTERMEDIATE AND COVER PASSES, USED PROPANE HEATER TO PREHEAT BASE PLATE & COLUMN FABRICATING W BEAMS - FILLET WELDS, BEAM COPES, HOLES 1/16" OVER SIZE ACCEPTABLE CHECKING MILL CERTS STRUCTURAL NOTES, DETAIL OR RFIS USED STRUCTURAL NOTES & DETAILS, WPS SHOP DRAWINGS REMARKS, INCLUDING MEETINGS REWORK AS PERCENT OF ALL WORK TODAY PERCENT PROJECT COMPLETE THE WORK WAS S WAS NOT • Inspected in accordance with the requirements ofthe DS/VOSPHD Project approved documents MATERIAL SAMPLING WAS • WAS NOT • N/A H Performed in accordance with DS/VOSPHD Project approved documents THE WORK INSPECTED MET |3 DID NOT MEET • The requirements of the DSA/OSPHD Project approved documents Samples taken Weather Temp cc Project Architect Structural Engineer DSA Regional Office School Distnct Contractor Building Department Owner Signature of Special Inspector GORDON LEWIS t^nnt Name Certification # 05061091 C W I Verified by Corporate 2992 E La Palma Ave Ste A Anaheim, CA 92806 Tel 714 632 2999 Fax 714 632 2974 Dispatch 800 491 2990 San Diego/lmperial County Inland Empire 6295 Fems Square Ste C San Diego, CA 92121 Tel 858 537 3999 Fax 858 537 3990 Dispatch 888 844 5060 14467 Mendian Pkwy , Bldg 2A Riverside, CA92518 Tel 951 653 4999 Fax 951 653 4666 Dispatcti 800 491 2990 Indio 44917 Golf Center Pkwy , Ste 1 Indio, CA 92201 Tel 760 342 4677 Fax 760 342 4525 Dispatch 800 491 2990 DAILY INSPECTION REPORT MTGL PROJECT* 1251 API Permit#NA ^6 111 i^^H Report # 1 Page 1 of 1 Special Inspection Reports must be distnbuted to the parties listed below within 14 days of the inspection Reports of non-compliant conditions must be distnbuted immediately Separate reports shall be prepared for each type of special inspection on a daily basis Each report shall be completed and signed by the special inspector conducting the inspection DSA/CITY File # NA DSA/OSHPD Appl #NA DSA/LEA # NA PROJECT NAME LEGOLAND HOTEL - CARLSBAD Date 03-30-2012 ARCHITECT DELAWIE WILKES RODRIGUES BARKER TIME ARRIVED 5 00 am TIME DEPARTED 3 30 pm ENGINEER WILLIAM F SCHELL TRAVEL TIME LUNCH TIME 30 mm CONTRACTOR ADAM STEEL SUB CONTRACTOR ADAM STEEL INSPECTION ADDRESS 827 E CIVIC CENTER, SANTA ANA, CA ADDRESS OF PROJECT 1 LEGOLAND DR CARLSBAD, CA 92008 TYPE OF INSPECTION • ENGINEERED FILL • FOUNDATION • BACK FILL • BATCH PLANT • PT CONCRETE • SHOTCRETE • CONCRETE • MASONRY • HIGH STRENGTH BOLTING • WELDING S SHOP WELD • FIREPROOFING • ANCHOR/DOWEL • NDE FIELD • NDE SHOP • CEILING WIRE • • n DS/VOSHPD PROJECT APPROVED DOCUMENTS AVAILABLE APPROVED PLANS Y E N • SOIL REPORT Y • N SPECS Y B N • APPROVED SHOP DRAWING Y | IND MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS) ELECTRODE E70T-1, W12X152 HT#B070616, W12X152 HT#A073516, 3/4" PLATE HT#SB20038, 3/8" PLATE HT#JN4597, 1/2" PLATE HT#T49283, 1/4" PLATE HT#AC0960 7/8" PLATE HT#8777189, 1/2" PLATE HT#SB06575, 2" PLATE HT# SB15848, 3/4" PLATE SF06991 CARBON ROD CONTRACTORS EQUIPMENT/MANPOWER USED 6 MEN, 1 FOREMAN, 4 WELDERS, 1 FIT UP ELECTRIC WELDERS WITH WIRE FEEDERS, AIR CHIPPERS, HEATERS AIR ARC, WELDER-LUIS SORIA AWS 01 1, JAVIER REYES - AWS Dl 1, ENRIQUE RODRIGUEZ - AWS Dl 1 DARINIEL MENDOZA - AWS Dl 1, PROCESS FCAW SEMIAUTOMATIC AREA, GRID LINES, PIECES INSPECTED VISUAL INSPECTION OF WELDING FULL PENETRATION WELDS BASE PLATE TO COLUMN and PARTIAL PEN WELDS @ CONTINUITY PLATES - WELDING ON COLUMN #31 A, 55A, 39A, COMPLETED COLUMN #63A & 54A, CHECKED FIT UP, ROOT OPENING, ROOT PASS, INTERMEDIATE AND COVER PASSES, USED PROPANE HEATER TO PREHEAT BASE PLATE & COLUMN BEFORE WELDING STRUCTURAL NOTES, DETAIL OR RFIS USED STRUCTURAL NOTES & DETAILS, WPS, SHOP DRAWINGS REMARKS, INCLUDING MEETINGS WELDER ENRIQUE RODRIGUEZ WELD PROFILES UNACCEPTABLE - NO LONGER WELDING REWORK AS PERCENT OF ALL WORK TODAY PERCENT PROJECT COMPLETE THE WORK WAS K WAS NOT • Inspected in accordance with the requirements of the DSA/OSPHD Project approved documents MATERIAL SAMPLING WAS • WAS NOT • N/A gl Performed in accordance with DS/VOSPHD Project approved documents THE WORK INSPECTED MET M DID NOT MEET • The requirements of the DSA/OSPHD Project approved documents Samples taken Weather Temp Project Architect Structural Engineer DSA Regional Office School District Contractor Building Department Owner Signature of Special Inspector GORDON LEWIS pnnt Name Certification #05061091 CWl Verified by www mtglinc com Corporate 2992 E La Palma Ave Ste A Anaheim, CA 92806 Tel 714 632 2999 Fax 714 632 2974 Dispatch 800 491 2990 San Diego/lmperial County 6295 Ferris Square, Suite C San Diego, CA 92121 Tel 858 537 3999 Fax 858 537 3990 Dispatch 888 844 5060 Inland Empire 14467 Meridian Pkw, Bldg 2-A Riverside, CA 92518 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 Indio 44917 Golf Center Pkwy, #1 lndio,CA 92201 Tel 760 342 4677 Fax 760 342 4525 Dispatch 800 491 2990 MTGL Projecti! Permit # <C Report # PG ^ OF /_ DAILY INSPECTION REPORT DSA/CITY File #. DSA/OSHPDAPPLi DBA/LEA# Special Inspection Reports must be distnbuted to the parties listed below within 14 days of the inspection Reports of non-compliant conditions must be distnbuted immediately Separate reports shall be prepared for each type of special inspection, on a daily basis Each report shall be completed and signed by the special inspector conducting the inspection PROJECT NAME ^ ARCHITECT DEL/iu)/f, ENGINEER TIME ARRIVED TIME DEPARTED TRAVEL TIME LUNCH TIME CONTRACTOR SUB CONTRACTOR INSPECTION ADDRESS ADDRESS OF PROJECT CJMASONRY TYPE OF INSPECTION • ENGINEERED FILL • FOUNDATION • BACK FILL • BATCH PLANT • PT CONCRETE • SHOTCRETE • CONCRETE • HIGH STRENGTH BOLTING • WELDING • SHOP WELO • FIREPROOFING • ANCHOR/DOWEL • NDE FIELD • NDESHOP • CEILING WIRE • • • SPECS YETTED APPROVED SHOP DRAWING YD ND DSA/OSHPD/PROJECT APPROVED DOCUMENTS AVAILABLE SOIL REPORT Y • N • APPROVED PLANS Y^TN • MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS) CONTRACTORS EQUIPMENT / MANPOWER USED Y- AREA GRID LINES PIECES INSPECTED Cijf ^ifr- fjp^n /^^-o'^ TPZ/-V'' ff Cou,t</rA ^L^^t^j^ STRUCTURAL NOTES DETAIL OR RFIS USED REMARKS INCLUDING MEETINGS REWORK AS PERCENT OF ALL WORK TODAY PERCENT PROJECT COMPLETE THE WORK INSPECTED MET-cfl)ID NOT MEET • The requirements of the DSA/OSHPD/PROJECT approved documents Samples taken /S£ 7 tC'r C/fr^uT THEWORK WASB^ASNOTD Inspected in accordance with the requirements of the DSA/OSHPD/PROJECT approved documents MATERIAL SAMPLING WASHES NOT• N/AD Performed in accordance with DSA/OSHPD/PROJECT approved documents cc Project Architect Contractor Sfructural Engineer Buiidmg Department DSA Regional Office Owner School Distnct r^ Weather Oiy'c'(y^<j Cooc^ Temp ^7 7 - Signature of Special Inspector Print Name Certification # Venfied by Corporate 2992 E La Palma Ave Ste A Anaheim, CA 92806 Tel 714 632 2999 Fax 714 632 2974 Dispatch 800 491 2990 San Diego/lmperial County 6295 Ferris Square, Suite C San Diego, CA 92121 Tel 858 537 3999 Fax 858 537 3990 Dispatch 888 844 5060 Inland Empire 14467 Meridian Pkw, Bldg 2-A Riverside, CA 92518 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 Indio 44917 Golf Center Pkwy, #1 lndio,CA 92201 Tel 760 342 4677 Fax 760 342 4525 Dispatch 800 491 2990 V / OF / DAILY INSPECTION REPORT DSA/CITY Flie # DSA/OSHPDAPPLi DSA/LEA# Special Inspection Reports must be distnbuted to the parties listed below withm 14 days of the inspection Reports of non-compliant conditions must be distnbuted immediately Separate reports shall be prepared for each type of special inspection, on a daily basis Each report shall be completed and signed by the special inspector conducting the inspection PROJECT NAME DATE 3/z^9//Z TIMFARRIVED ARCHITECT —' ' ' TRAVELTIME ENGINEER TIME DEPARTED CONTRACTO TOR- LUNCH TIME SUB CONTRACTOR INSPECTION ADDRESS ^, .1 C/?/2c<./^A/l .^^^^a C.r^ ADDRESS OF PROJECT TYPE OF INSPECTION • ENGINEERED FILL • FOUNDATION • BACK FILL • BATCH PLANT • PT CONCRETE • SHOTCRETE • CONCRETE Hl^ASONRY • HIGH STRENGTH BOLTING • WELDING • SHOP WELD • FIREPROOFING • ANCHOR/DOWEL • NDE FIELD • NDE SHOP • CEILING WIRE • • • DSA/OSHPD/PROJECT APPROVED DOCUMENTS AVAILABLE APPROVED PLANS YS^O SOIL REPORT WND SPECS YB-TTn APPROVED SHOP DRAWING YD MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS) 7/ ^Cy^-'cy / yP£ ITOCT CONTRACTORS EOUIPMENT / MANPOWER USED AREA GRID LINES, PIECES INSPECTED ^ Co^rt.<^S' STRUCTURAL NOTES DETAIL OR RFIS USED REMARKS INCLUDING MEETINGS REWORK AS PERCENT OF ALL WORK TODAY PERCENT PROJECT COMPLETE THEWORK WASB^ASNOTD Inspected in accordance with the requirements of the DSA/OSHPD/PROJECT approved documents THE WORK INSPECTED METH^ID NOT MEETD The requirements of the DSA/OSHPD/PROJECT approved documents Samples taken ^ MATERIAL SAMPLING WASD WAS NOTD N/A[ Performed in accordance with DSA/OSHPD/PROJECT approved documents cc Project Architect Contractor Structural Engineer Building Department DSA Regional Office Owner School District Weather C<Lrya/J<y r'onC Temp ^^ £l Signature of Special Inspector Print Name Certification # Verified by Corporate 2992 E La Palma Ave Ste A Anaheim, CA 92806 Tel 714 632 2999 Fax 714 632 2974 Dispatch 800 491 2990 San Diego/Imperial County Inland Empire 6295 Fems Square Ste C San Diego, CA 92121 Tel 858 537 3999 Fax 858 537 3990 Dispatch 888 844 5060 14467 Mendian Pkwy , Bldg 2A Riverside, CA92518 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 Indio 44917 Golf Center Pkwy , Ste 1 Indio, CA 92201 Tel 760 342 4677 Fax 760 342 4525 Dispatch 800 491 2990 DAILY INSPECTION REPORT MTGL PROJECT* 1251A01 Permit#W>(^C& I ll fo'g^ Report# 1 Page lof 1 Special Inspection Reports must be distnbuted to ttie parties listed below withm 14 days of the inspection Reports of non-compliant conditions must be distnbuted immediately Separate reports shall be prepared for each type of special inspection on a daily basis Each report shall be completed and signed by the special inspector conducting the inspection DS/VCITY File # NA DSA/OSHPD Appl #NA DSA/LEA # NA_ PROJECT NAME LEGOLAND HOTEL - CARLSBAD Date 03-28-2012 ARCHITECT DELAWIE WILKES RODRIGUES BARKER TIME ARRIVED 6 00 am TIW E DEPARTED 2 30 pm ENGINEER WILLIAM F SCHELL TRAVEL TIME LUNCH TIME 30 mm CONTRACTOR ADAM STEEL SUB CONTRACTOR ADAM STEEL INSPECTION ADDRESS 827 E CIVIC CENTER, SANTA ANA, CA ADDRESS OF PROJECT 1 LEGOLAND DR CARLSBAD, CA 92008 TYPE OF INSPECTION • ENGINEERED FILL • FOUNDATION • BACK FILL • BATCH PLANT • PT CONCRETE •SHOTCRETE • CONCRETE DSA/OSHPD PROJECT APPROVED DOCUMENTS • MASONRY • HIGH STRENGTH BOLTING • WELDING H SHOP WELD AVAILABLE APPROVED PLANS Y E N • • FIREPROOFING • ANCHOR/DOWEL • NDE FIELD • NDE SHOP SOIL REPORT Y • N • CEILING WIRE • • • SPECS Y El N • APPROVED SHOP DRAWING Y ^ N • MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS) ELECTRODE E70T-1, W12X152 HT#B070616, Wl 2X152 HT#A073516, 3/4" PLATE HT#SB20038, 3/8" PLATE HT#JN4597,1/2" PLATE HT#T49283, 1/4" PLATE HT#AC0960 7/8" PLATE HT#8777189, 1/2" PLATE HT#SB06575, 2" PLATE HT# SB15848, 3/4" PLATE SF06991 CONTFJACTORS EQUIPMENT/MANPOWER USED 5 MEN, 1 FOREMAN, 3 WELDERS, 1 FIT UP ELECTRIC WELDERS WITH WIRE FEEDERS, AIR CHIPPERS, HEATERS WELDER - LUIS SORIA AWS Dl 1, JAVIER REYES - AWS Dl 1, SDARINIEL MENDOZA - AWS D1 1, PROCESS FCAW SEMIAUTOMATIC AREA, GRID LINES, PIECES INSPECTED VISUAL INSPECTION OF WELDING FULL PENETRATION WELDS BASE PLATE TO COLUMN and PARTIAL PEN WELDS @ CONTINUITY PLATES - WELDING ON COLUMN #32A, 45A, COMPLETED COLUMN #33A & 46A,CHECKED FIT UP, ROOT OPENING, ROOT PASS, INTERMEDIATE AND COVER PASSES, USED PROPANE HEATER TO PREHEAT BASE PLATE & COLUMN BEFORE WELDING ABOVE WELDS ARE WITHIN THE ACCEPTANCE CRITERIA OF AWS Dl 1 STRUCTURAL NOTES, DETAIL OR RFIS USED STRUCTURAL NOTES & DETAILS, WPS, SHOP DRAWINGS REMARKS, INCLUDING MEETINGS REWORK AS PERCENT OF ALL WORK TODAY PERCENT PROJECT COMPLETE THE WORK WAS K WAS NOT • Inspected m accordance with the requirements of the DS/VOSPHD Project approved documents MATERIAL SAMPLING WAS • WAS NOT • N/A H Performed in accordance with DS/VOSPHD Project approved documents THE WORK INSPECTED MET jgl DID NOT MEET • The requirements of the DS/VOSPHD Project approved documents Samples taken Weather Temp cc Project Architect Structural Engineer DSA Regional Office School District Contractor Building Department Owner Signature of Special Inspector GORDON LEWIS pnnt Name Certification # 05061091 C W I Verified by Corporate 2992 E La Palma Ave Ste A Anaheim, CA 92806 Tel 714 632^2999 • Fax 714 632 2974 Dispatch 800 491 2990 San Diego/lmperial County 6295 Fems Square Ste C San Diego, CA 92121 Tel 858 537 3999 " ~ Fax 858 537 3990 Dispatch 888 844 5060 Inland Empire 14467 Mendian Pkwy , Bldg 2A f Riverside, CA92518 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 Indio 44917 Golf Center Pkwy , Ste 1 Indio, CA 92201 Tel 760 342 4677 Fax 760 342 4525 Dispatch 800 491 2990 DAILY INSPECTION REPORT MTGL PROJECT* 1251 API Perniit * N!°r ce. /WI6VM Report #1 Page lofl Special Inspection Reports must be distributed to the parties listed below within 14 days of the inspection Reports of non-compliant conditions must be distributed immediately Separate reports shall be prepared for each type of special inspection on a daily basis Each report shall be completed and signed by the special inspector conducting the DS/VCITY File # NA DSA/OSHPD Appl #NA DSA/LEA # NA PROJECT NAME LEGOLAND HOTEL - CARLSBAD Date 03-27-2012 ARCHITECT DELAWIE WILKES RODRIGUES BARKER TIME ARRIVED 6 00 am TIME DEPARTED 2 30 pm ENGINEER WILLIAM F SCHELL TRAVEL TIME LUNCH TIME 30 min CONTRACTOR ADAM STEEL SUB CONTRACTOR ADAM STEEL INSPECTION ADDRESS 827 E CIVIC CENTER, SANTA ANA, CA ADDRESS OF PROJECT 1 LEGOLAN CARLSBAD, CA 92008 DDR TYPE OF INSPECTION • ENGINEERED FILL • FOUNDATION • BACK FILL • BATCH PLANT • PT CONCRETE • SHOTCRETE • CONCRETE • MASONRY • HIGH STRENGTH BOLTING • WELDING El SHOP WELD • FIREPROOFING • ANCHOR/DOWEL • NDE FIELD • NDE SHOP • CEILING WIRE • DS/VOSHPD PROJECT 1 APPROVED DOCUMENTS AVAILABLE APPROVED PLANS Y a N • SOIL REPORT Y • N I SPECS Y E N • APPROVED SHOP DRAWING Y ia N • MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS) ELECTRODE E70T-1, W12X152 HT#B070616, W12X152 HT#A073516, 3/4" PLATE HT#SB20038, 3/8" PLATE HT#JN4597, 1/2" PLATE HT#T49283, 1/4" PLATE HT#AC0960 7/8" PLATE HT#8777189, 1/2" PLATE HT#SB06575, 2" PLATE HT# SB15848, 3/4" PLATE SF06991 CONTRACTORS EQUIPMENT/MANPOWER USED 5 MEN, 1 FOREMAN, 3 WELDERS, 1 FIT UP ELECTRIC WELDERS WITH WIRE FEEDERS, AIR CHIPPERS, HEATERS WELDER - RICKY HERNANDEZ - LA CITY CERT #P028252 EXP DATE 3-19-15, JAVIER REYES - AWS Dl 1, DARINIEL MENDOZA - AWS Dl 1, PROCESS FCAW SEMIAUTOMATIC AREA, GRID LINES, PIECES INSPECTED VISUAL INSPECTION OF WELDING FULL PENETRATION WELDS BASE PLATE TO COLUMN and PARTIAL PEN WELDS @ CONTINUITY PLATES - WELDING ON COLUMN #4 6A, 33A & 45A, CHECKED FIT UP, ROOT OPENING, ROOT PASS, INTERMEDIATE AND COVER PASSES, USED PROPANE HEATER TO PREHEAT BASE PLATE & COLUMN ONGOING STRUCTURAL NOTES, DETAIL OR RFIS USED STRUCTURAL NOTES & DETAILS, WPS, SHOP DRAWINGS RECEIVED MILL CERTS FOR ITEMS LISTED ABOVE, MILL CERTS WILL BE TURNED IN WITH DAILY REPORTS REMARKS, INCLUDING MEETINGS REWORK AS PERCENT OF ALL WORK TODAY PERCENT PROJEGT COMPLETE THE WORK WAS ISI WAS NOT • Inspected in accordance with the requirements ofthe DSA/OSPHD Project approved documents MATERIAL SAMPLING WAS • WAS NOT • N/A ISi Perfonned in accordance with DS/VOSPHD Project approved documents THE WORK INSPECTED MET M DID NOT MEET • The requirements of the DS/VOSPHD Project approved documents Samples taken Weather Temp cc Project Architect Structural Engineer DSA Regional Office School District Contractor Building Department Owner Signature of Special Inspector GORDON LEWIS i-'nnt Name Certification # 05061091 C W I Venfied by Corporate 2992 E La Palma Avenue, Suite A, Anaheim, CA 92806 Tel (714)632-2999 Fax (714)632-2974 Branch 6295 Ferns Square, Suite C, San Diego, CA 92121 Tel (858) 537-3999 Fax (858) 537-3990 Branch 14467 Meridian Parkway Bldg 2A, Riverside, CA 92518 Tel (951)653-4999 Fax (951)653-4666 Branch 44917 Golf Center Parkway # I, Indio, CA 92201 Tel (760) 342-4677 Fax (760) 342-4525 Report of: COMPRESSIVE STRENGTH-CONCRETE ASTM €39 Date Printed: 4/19/2012 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client PROJECT MANAGEMENT ADVISORS Set No.: 12-0246 File No • Permit No : Project No.. Project Name: CBI11684 I251A0I LEGOLAND HOTEL ON PALOMAR AIRPORT ROA 462 STEVENS AVENUE SUITE 106 SOLANA BEACH, CA 92075 Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq Inch) (Ibs.) (psi) Fracture 7 4/19/2012 4X8 12 57 43,310 3,450 Cone 7 4/19/2012 4X8 12 57 43,370 3,450 Cone 28 5/10/2012 4X8 12 57 28 5/10/2012 4X8 12 57 28 5/10/2012 4X8 12 57 Specified Strength: 3,000 PSI Sampled By HANS KLEHMET Location SLAB ON GRADE - GRID LINE 23 / L 5 ASTMC172 Date Sampled: 4/12/2012 Date Received. 4/13/2012 Concrete Suppher. HANSON AGGREGATE Mix No : 3033500 Ticket No. 442037 Water added at Site 5 00 gal. By CONTRACTOR Cement Type Mix Time. 72 Concrete Temp. Ambient Temp "F ASTM C1064 "F ASTM C1064 Slump 4 00 in ASTM CI43 Tested at. San Diego Remarks. Distribution: PROJECT MANAGEMENT ADVISORS LEGOLAND CITY OF CARLSBAD-BLDG INSPECTION DEPT RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION **LAB COPY** Respectfully Submitted, MTGL, Inc Sam Valdez, R.C E. Corporate 2992 E La Palma Avenue Suite A, Anaheim, CA 92806 Tel (714)632-2999 Fax (714)632-2974 Branch 6295 Ferris Squart, Suite C, San Diego, CA 92121 Tel (858) 537-3999 Fax (858) 537-3990 Branch 14467 Meridian Parkway Bldg 2A, Riverside, CA 92518 Tel (951)653-4999 Fax (951)653-4666 Branch 44917 Golf Cenier Parkway #1, Indio, CA 92201 Tel (760) 342-4677 Fax (760)342-4525 Report of. COMPRESSIVE STRENGTH-CONCRETE ASTM C39 Date Printed 4/19/2012 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Ghent- PROJECT MANAGEMENT ADVISORS Set No. 12-0259 File No Permit No Project No.: Project Name: CBI11684 I25IA0I LEGOLAND HOTEL ON PALOMAR AIRPORT ROA 462 STEVENS AVENUE SUITE 106 SOLANA BEACH, CA 92075 Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq Inch) (lbs.) (psi) Fracture 7 4/19/2012 4X8 12 57 25,700 2,050 Cone 7 4/19/2012 4X8 12 57 27,180 2,160 Cone 28 5/10/2012 4X8 12 57 28 5/10/2012 4X8 12 57 28 5/10/2012 4X8 12 57 Specified Strength 3,000 PSI Sampled By HANS KLEHMET Location SLAB ON GRADE - GRID LINE 18 / H 5 ASTM C172 Date Sampled: 4/12/2012 Date Received Concrete Suppher HANSON AGGREGATE Mix No 3033500 Ticket No: 441915 Water added at Site IOOO Cement Type gal By CONTRACTOR MIX Time. 103 Concrete Temp: 71 Ambient Temp: 66 "F ASTM C1064 "F ASTM C1064 Slump m. ASTM C143 Tested at- San Diego Remarks: FIELD CURE Distribution- PROJECT MANAGEMENT ADVISORS LEGOLAND CITY OF CARLSBAD-BLDG INSPECTION DEPT RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION **LAB COPY** Respectfully Submitted, MTGL, Inc Sam Valdez, R.C E. JiililM Corporate 2992 E La Palma Avenue, Suite A, Anaheim, CA 92806 Tel (714)632-2999 Fax (714)632-2974 Branch 6295 Ferns Square, Suite C, San Diego, CA 92121 Tel (858) 537-3999 Fax (858) 537-3990 Branch 14467 Meridian Parkway Bldg 2A, Riverside, CA 92518 Tel (951)653-4999 Fax (951)653-4666 Branch 44917 Golf Center Parkway # 1, Indio, CA 92201 Tel (760) 342-4677 Fax (760) 342-4525 Report of. COMPRESSIVE STRENGTH-GROUT ASTM C10I9 Date Printed 4/19/2012 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Chent PROJECT MANAGEMENT ADVISORS Set No 12-0251 File No.: Permit No - Project No Project Name CBI11684 1251A0I LEGOLAND HOTEL ON PALOMAR AIRPORT ROA 462 STEVENS AVENUE SUITE 106 SOLANA BEACH CA 92075 Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq Inch) (lbs) (psi) Fracture 7 4/19/2012 3X3X6 9 00 26,000 2,890 N/A 28 5/10/2012 3X3X6 9 00 28 5/10/2012 3X3X6 9 00 28 5/10/2012 3X3X6 9 00 Specified Strength. 2,000 PSI Sampled By HANS KLEHMET Location CMU WALL - GRID LINE 26 ASTMC172 Date Sampled 4/12/2012 Date Received 4/13/2012 Concrete Supplier- SUPERIOR READY MIX MIX No.: 67-123 Ticket No.. 97975 Water added at Site- 10 00 gal By CONTRACTOR Cement Type Mix Time 95 Concrete Temp: 72 Ambient Temp 68 "F ASTM C1064 "F ASTM C1064 Slump 7 00 in ASTM C143 Tested at San Diego Remarks: 7TH LIFT 31' HIGH Distribution PROJECT MANAGEMENT ADVISORS LEGOLAND CITY OF CARLSBAD-BLDG INSPECTION DEPT RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION **LAB COPY** Respectfully Submitted, MTGL, Inc Sam Valdez, R CE Corporate 2992 E La Palma Avenue, Suite A, Anaheim, CA 92806 Tel (714)632-2999 Fax (714)632-2974 Branch 6295 Ferris Square, Suite C, San Diego, CA 92121 Tel (858) 537-3999 Fax (858) 537-3990 Branch 14467 Meridian Parkway Bldg 2A, Riverside, CA 92518 Tel (951)653-4999 Fax (951)653-4666 Branth 44917 Golf Center Parkway#l, Indio, CA 92201 Tel (760)342-4677 Fax (760) 342-4525 Report of COMPRESSIVE STRENGTH-CONCRETE ASTM C39 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Chent PROJECT MANAGEMENT ADVISORS Set No.. 12-0249 File No.- Permit No . Project No.: Project Name. Date Printed 4/19/2012 CBI11684 I251A01 LEGOLAND HOTEL ON PALOMAR AIRPORT ROA 462 STEVENS AVENUE SUITE 106 SOLANA BEACH, CA 92075 Age (Days) Date Tested Normn Size ll Actual Area (Sq Inch) Load (lbs) Strength (psi) Type of Fracture 7 4/19/2012 4X8 12 57 30,520 2,430 Cone 7 4/19/2012 4X8 12 57 30,300 2,410 Cone 28 5/10/2012 4X8 12 57 28 5/10/2012 4X8 12 57 28 5/10/2012 4X8 12 57 Specified Strength. 3,000 PSI Sampled By HANS KLEHMET Location SLAB ON GRADE - GRID LINE 21 / H 3 Concrete Supplier: HANSON AGGREGATE Mix No 3033500 Ticket No.. 441877 Water added at Site- 5 00 gal. By CONTRACTOR Cement Type Mix Time. 60 ASTMC172 Date Sampled. 4/12/2012 Date Received 4/13/2012 Concrete Temp: 68 Ambient Temp- 64 "F ASTM C1064 "F ASTM C1064 Slump. 4 25 in ASTM C143 Tested at- San Diego Remarks Distribution: PROJECT MANAGEMENT ADVISORS LEGOLAND CITY OF CARLSBAD-BLDG INSPECTION DEPT RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION **LAB COPY** Respectfully Submitted, MTGL, Inc Sam Valdez, RCE. Corporate 2992 E La Palma Avenue Suite A, Anaheim, CA 92806 Tel (714)632-2999 Fax (714)632-2974 Branch 6295 Ferris Square, Suite C, San Diego, CA 92121 Tel (858) 537-3999 Fax (858) 537-3990 Branch 14467 Meridian Parkway Bldg 2A, Riverside, CA 92518 Tel (951)653-4999 Fax (951)653-4666 Branch 44917 Golf Center Parkway #1, Indio CA 92201 Tel (760) 342-4677 Fax (760) 342-4525 Report of- COMPRESSIVE STRENGTH-CONCRETE ASTM C39 Date Printed 4/19/2012 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Chent- PROJECT MANAGEMENT ADVISORS Set No 12-0248 File No. Permit No Project No. Project Name: CBI11684 1251A0I LEGOLAND HOTEL ON PALOMAR AIRPORT ROA 462 STEVENS AVENUE SUITE 106 SOLANA BEACH, CA 92075 Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq Inch) (lbs) (psi) Fracture 7 4/19/2012 4X8 12 57 30,380 2,420 Cone 7 4/19/2012 4X8 12 57 29,810 2,370 Cone 28 5/10/2012 4X8 12 57 28 5/10/2012 4X8 12 57 28 5/10/2012 4X8 12 57 Specified Strength: 3,000 PSI Sampled By- HANS KLEHMET Location: SLAB ON GRADE - GRID LINE 18 / H 5 ASTMC172 Date Sampled: 4/12/2012 Date Received- 4/13/2012 Concrete Supplier: Mix No.: 3033500 Ticket No 441915 Water added at Site Cement Type HANSON AGGREGATE IOOO gal By CONTRACTOR Mix Time 103 Concrete Temp: 71 Ambient Temp- 66 "F ASTM C1064 "F ASTM C1064 Slump: 4 00 in ASTM C143 Tested at San Diego Remarks: Distribution PROJECT MANAGEMENT ADVISORS LEGOLAND CITY OF CARLSBAD-BLDG INSPECTION DEPT RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION '*LAB COPY** Respectfully Submitted, MTGL, Inc. Sam Valdez, R CE Corporate 2992 E La Palma Avenue, Suite A, Anaheim, CA 92806 Tel (714)632-2999 Fax (714)632-2974 Branch 6295 Ferns Square, Suite C, San Diego, CA 92121 Tel (858) 537-3999 Fax (858) 537-3990 Branch 14467 Meridian Parkway Bldg 2A, Riverside, CA 92518 Tel (951)653-4999 Fax (951)653-4666 Branch 44917 Golf Center Parkway #1, Indio, CA 92201 Tel (760)342-4677 Fax (760)342-4525 Report of- COMPRESSIVE STRENGTH-CONCRETE ASTM C39 Date Printed- 4/19/2012 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Chent. PROJECT MANAGEMENT ADVISORS Set No: 12-0247 File No - Permit No - Project No.: Project Name: CBI 11684 I251A01 LEGOLAND HOTEL ON PALOMAR AIRPORT ROA 462 STEVENS AVENUE SUITE 106 SOLANA BEACH, CA 92075 Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq. Inch) (lbs.) (psi) Fracture 7 4/19/2012 4X8 12 57 40,760 3,240 Cone 7 4/19/2012 4X8 12 57 44,770 3,560 Cone 28 5/10/2012 4X8 12 57 28 5/10/2012 4X8 12 57 28 5/10/2012 4X8 1257 Specified Strength. 3,000 PSI Sampled By- HANS KLEHMET Location: SLASB ON GRADE - GRID LINE 16 / J 5 ASTMC172 Date Sampled 4/12/2012 Date Received: 4/13/2012 Concrete Supplier. HANSON AGGREGATE MIX NO 3033500 Ticket No - 441972 Water added at Site. 10 00 gal Cement Type. By CONTRACTOR MIX Time Concrete Temp 73 Ambient Temp. 68 "F ASTM C1064 "F ASTM C1064 Slump 4 00 in ASTM C143 Tested at San Diego Remarks Distribution: PROJECT MANAGEMENT ADVISORS LEGOLAND CITY OF CARLSBAD-BLDG INSPECTION DEPT RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION **LAB COPY=<* Respectfully Submitted, MTGL, Inc Sam Valdez, RCE. Corporate 2992 E La Palma Avenue, Suite A, Anaheim, CA 92806 Tel (714)632-2999 Fax (714)632-2974 Branch 6295 Ferris Square, Suite C, San Diego, CA 92121 Tel (858) 537-3999 Fax (858) 537-3990 Branch 14467 Meridian Parkway Bldg 2A, Riverside, CA 92518 Tel (951)653-4999 Fax (951)653-4666 Branch 44917 Golf Center Parkway # I, Indio, CA 92201 Tel (760)342-4677 Fax (760)342-4525 Report of: COMPRESSIVE STRENGTH-GROUT ASTM C10I9 Date Printed 4/17/2012 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Chent. PROJECT MANAGEMENT ADVISORS Set No: 12-0185 File No.: Permit No. Project No.: Project Name- CBl11684 I251A01 LEGOLAND HOTEL ON PALOMAR AIRPORT ROA 462 STEVENS AVENUE SUITE 106 SOLANA BEACH, CA 92075 Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq Inch) (Ibs.) (psi) Fracture 28 4/17/2012 3X3X6 9 30 30,650 3,300 N/A 28 4/17/2012 3X3X5 9 00 27,000 3,000 N/A 28 4/17/2012 3X3X6 9 00 27,400 3,040 N/A Specified Strength 2,000 PSI Sampled By PAT SIMMONS Location: CMU WALL - GRID LINE 26 ASTMC172 Date Sampled: 3/20/2012 Date Received: 3/21/2012 Concrete Supplier SUPERIOR READY MIX MIX No.. 67-123 Ticket No 213836 Water added at Site IOOO gaL By CONTRACTOR Cement Type Mix Time. 85 Concrete Temp: 54 Ambient Temp 50 "F ASTM C1064 "F ASTM C1064 Slump: 8 00 in ASTM C143 Tested at. San Diego Remarks- Distribution. PROJECT MANAGEMENT ADVISORS LEGOLAND CITY OF CARLSBAD-BLDG INSPECTION DEPT RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION **LAB COPY=^* Respectfully Submitted, MTGL, Inc. Sam Valdez, R CE. 3110 PSI 28-day compression test complies with the specified strength Corporate 2992 E La Palma Avenue, Suite A, Anaheim, CA 92806 Tel (714)632-2999 Fax (714)632-2974 Branch 6295 Ferns Square, Suite C, San Diego, CA 92121 Tel (858) 537-3999 Fax (858) 537-3990 Branch 14467 Mendian Parkway Bldg 2A, Riverside, CA 92518 Tel (951)653-4999 Fax (951)653-4666 Branch 44917 Golf Center Parkway # I, Indio, CA 92201 Tel (760)342-4677 Fax (760) 342-4525 Report of COMPRESSIVE STRENGTH-CONCRETE ASTM C39 Date Pnnted. 4/17/2012 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Ghent PROJECT MANAGEMENT ADVISORS Set No - 12-0252 File No . Permit No - Project No Project Name: CBI11684 I251A01 LEGOLAND HOTEL ON PALOMAR AIRPORT ROA 462 STEVENS AVENUE SUITE 106 SOLANA BEACH, CA 92075 Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq Inch) (lbs) (psi) Fracture 7 4/16/2012 4X8 12 57 30,710 2,440 Cone 28 5/7/2012 4X8 12 57 28 5/7/2012 4X8 12 57 28 5/7/2012 4X8 12 57 28 H 5/7/2012 4X8 12 57 Specified Strength- 3,000 PSI Sampled By: HANS KLEHMET Location: SLAB ON GRADE - GRID LINE 11 / E ASTMC172 Date Sampled. 4/9/2012 Date Received: Concrete Supplier Mix No - 3033500 Ticket No.. 441503 Water added at Site Cement Type HANSON AGGREGATE 5 00 gal. By CONTRACTOR Mix Time. 77 Concrete Temp: 69 Ambient Temp 67 "F ASTM C1064 "F ASTM C1064 Slump 4 25 in. ASTM C143 Tested at: San Diego Remarks. FIELD CURE Distribution. PROJECT MANAGEMENT ADVISORS LEGOLAND CITY OF CARLSBAD-BLDG INSPECTION DEPT RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION **LAB COPY** Respectfully Submitted, MTGL, Inc. Sam Valdez, R CE Corporate 2992 E La Palma Avenue, Suite A, Anaheim, CA 92806 Tel (714)632-2999 Fax (714)632-2974 Branch 6295 Ferns Square, Suite C, San Diego, CA 92121 Tel (858) 537-3999 Fax (858) 537-3990 Branch 14467 Mendian Parkway Bldg 2A, Riverside, CA 92518 Tel (951)653-4999 Fax (951)653-4666 Branch 44917 Golf Center Parkway # 1, Indio, CA 92201 Tel (760) 342-4677 Fax (760)342-4525 Report of. COMPRESSIVE STRENGTH-CONCRETE ASTM C39 Date Printed. 4/16/2012 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Ghent. PROJECT MANAGEMENT ADVISORS Set No.- 12-0245 File No Permit No : Project No.: Project Name CBI11684 I251A01 LEGOLAND HOTEL ON PALOMAR AIRPORT ROA 462 STEVENS AVENUE SUITE 106 SOLANA BEACH, CA 92075 Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq. Inch) (Ibs) (psi) Fracture 7 4/12/2012 4X8 12 57 32,910 2,620 Cone 28 5/3/2012 4X8 12 57 28 5/3/2012 4X8 12 57 28 5/3/2012 4X8 12 57 Specified Strength 3,000 PSI Sampled By: HANS KLEHMET Location- SLAB ON GRADE - GRID LINE 36 / V ASTMC172 Date Sampled- 4/5/2012 Date Received. Concrete Suppher HANSON AGGREGATE MIX No.. 3033500 Ticket No - 4411071 Water added at Site- IOOO Cement Type Concrete Temp: 70 Ambient Temp. 63 "F ASTM C1064 "F ASTM C1064 gal By CONTRACTOR MIX Time 56 Slump 4 25 in ASTM C143 Tested at- San Diego Remarks FIELD CURE Distribution PROJECT MANAGEMENT ADVISORS LEGOLAND CITY OF CARLSBAD-BLDG INSPECTION DEPT RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION **LAB COPY** Respectfully Submitted, MTGL, Inc. Sam Valdez, RCE Corporate 2992 E La Palma Avenue, Suite A, Anaheim, CA 92806 Tel (714)632-2999 Fax (714)632-2974 Branch 6295 Ferris Square, Suite C, San Diego, CA 92121 Tel (858) 537-3999 Fax (858) 537-3990 Branch 14467 Meridian Parkway Bldg 2A, Riverside, CA 92518 Tel (951)653-4999 Fax (951)653-4666 Branch 44917 Golf Center Parkway #1, Indio, CA 92201 Tel (760)342-4677 Fax (760)342-4525 Report of- COMPRESSIVE STRENGTH-GROUT ASTM CI0I9 Date Printed- 4/16/2012 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Ghent- PROJECT MANAGEMENT ADVISORS Set No.. 12-0242 File No : Permit No.. Project No.- Project Name: CBI11684 1251A01 LEGOLAND HOTEL ON PALOMAR AIRPORT ROA 462 STEVENS AVENUE SUITE 106 SOLANA BEACH, CA 92075 Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq Inch) (lbs) (psi) Fracture 7 4/12/2012 3X3X6 9 00 18,900 2,100 N/A 28 5/3/2012 3X3X6 9 00 28 5/3/2012 3X3X6 9 00 28 5/3/2012 3X3X6 9 00 Specified Strength- 2,000 PSI Sampled By- HANS KLEHMET Location: CMU WALL - GRID LINE 26 ASTMC172 Date Sampled- 4/5/2012 Date Received- 4/9/2012 Concrete Supplier: SUPERIOR READY MIX Mix No - 67-123 Ticket No 214847 Water added at Site- 25 00 gal By CONTRACTOR Cement Type: Mix Time- 115 Concrete Temp: 73 Ambient Temp 72 °F ASTM C1064 °F ASTM C1064 Slump 7 50 in ASTM C143 Tested at San Diego Remarks. 6TH LIFT Distribution PROJECT MANAGEMENT ADVISORS LEGOLAND CITY OF CARLSBAD-BLDG INSPECTION DEPT RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION "=*LAB COPY*^ Respectfully Submitted, MTGL, Inc. Sam Valdez, R CE. Corporate 2992 E La Palma Avenue, Suite A, Anaheim, CA 92806 Tel (714)632-2999 Fax (714)632-2974 Branch 6295 Ferns Square, Suite C, San Diego, CA 92121 Tel (858)537-3999 Fax (858)537-3990 Branch 14467 Mendian Parkway Bldg 2A, Riverside, CA 92518 Tel (951)653-4999 Fax (951)653-4666 Branch 44917 Golf Center Parkway # 1, Indio, CA 92201 Tel (760)342-4677 Fax (760)342-4525 Report of COMPRESSIVE STRENGTH-CONCRETE ASTM C39 Date Printed. 4/16/2012 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Chent PROJECT MANAGEMENT ADVISORS Set No.. 12-0227 File No. Permit No.: Project No - Project Name CBI11684 125IA01 LEGOLAND HOTEL ON PALOMAR AIRPORT ROA 462 STEVENS AVENUE SUITE 106 SOLANA BEACH, CA 92075 Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq. Inch) (Ibs.) (psi) Fracture 7 4/12/2012 4X8 12 57 37,830 3,010 Cone 7 4/12/2012 4X8 12 57 36,230 2,880 Cone 28 5/3/2012 4X8 1257 28 5/3/2012 4X8 12 57 28 5/3/2012 4X8 12 57 Specified Strength- 3,000 PSI Sampled By: HANS KLEHMET Location: SLAB ON GRADE - GRID LINE 29 / L ASTMC172 Date Sampled: 4/5/2012 Date Received- 4/6/2012 Concrete Supplier: HANSON AGGREGATE MIX No.: 3033500 Ticket No. 441103 Water added at Site. 25 00 Cement Type- gal. By CONTRACTOR MIX Time. 94 Concrete Temp- 71 Ambient Temp. 66 "F ASTM C1064 "F ASTM C1064 Slump. 4 00 in ASTM C143 Tested at- San Diego Remarks. Distribution- PROJECT MANAGEMENT ADVISORS LEGOLAND CITY OF CARLSBAD-BLDG INSPECTION DEPT RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION **LAB COPY*" Respectfully Submitted, MTGL, Inc. Sam Valdez, R.C E Corporate 2992 E La Palma Avenue, Suite A, Anaheim, CA 92806 Tel (714)632-2999 Fax (714) 632-2974 Branch 6295 Ferns Square, Suite C, San Diego, CA 92121 Tel (858) 537-3999 Fax (858) 537-3990 Branch 14467 Meridian Parkway Bldg 2A, Riverside, CA 92518 Tel (951)653-4999 Fax (951)653-4666 Branch 44917 Golf Center Parkway #1, Indio, CA 92201 Tel (760)342-4677 Fax (760) 342-4525 Report oL COMPRESSIVE STRENGTH-CONCRETE ASTM C39 Date Printed 4/16/2012 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client. PROJECT MANAGEMENT ADVISORS Set No. 12-0198 File No: Permit No - Project No Project Name CBI11684 1251 AOI LEGOLAND HOTEL ON PALOMAR AIRPORT ROA 462 STEVENS AVENUE SUITE 106 SOLANA BEACH, CA 92075 Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq Inch) (Ibs.) (psi) Fracture 7 3/23/2012 4X8 12 57 38,890 3,090 Cone 28 4/13/2012 4X8 12 57 52,520 4,180 Cone 28 4/13/2012 4X8 12 57 51,490 4,100 Cone 28 4/13/2012 4X8 12 57 51,630 4,110 Cone Specified Strength: 3,000 PSI Sampled By MIKE KINGERY Location: FOOTING - GRID LINE T / 59 ASTMC172 Date Sampled. 3/16/2012 Date Received. Concrete Supplier: HANSON AGGREGATE Mix No 3033500 Ticket No.: 439306 Water added at Site. gal. By Cement Type: Mix Time 80 Concrete Temp- 74 Ambient Temp 68 °F ASTM C1064 "F ASTM C1064 Slump: 4 00 in ASTM C143 Tested at San Diego Remarks: FIELD CURE Distribution- PROJECT MANAGEMENT ADVISORS LEGOLAND CITY OF CARLSBAD-BLDG INSPECTION DEPT RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION ='*LAB COPY** Respectfully Submitted, MTGL, Inc. Sam Valdez, R.C E. 4130 PSI 28-day compression test complies with the specified strength Corporate 2992 E La Palma Avenue, Suite A, Anaheim, CA 92806 Tel (714)632-2999 Fax (714)632-2974 Branch 6295 Ferris Square, Suite C, San Diego, CA 92121 Tel (858) 537-3999 Fax (858) 537-3990 Branch 14467 Meridian Parkway Bldg 2A, Riverside, CA 92518 Tel (951)653-4999 Fax (951)653-4666 Branch 44917 Golf Center Parkway #1, Indio, CA 92201 Tel (760)342-4677 Fax (760)342-4525 Report of COMPRESSIVE STRENGTH-CONCRETE ASTM C39 Date Printed 4/16/2012 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Chent. PROJECT MANAGEMENT ADVISORS Set No 12-0181 File No Permit No Project No : Project Name CBI 11684 1251 AOI LEGOLAND HOTEL ON PALOMAR AIRPORT ROA 462 STEVENS AVENUE SUITE 106 SOLANA BEACH, CA 92075 Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq. Inch) (lbs) (psi) Fracture 7 3/23/2012 4X8 12 57 35,970 2,860 Cone 7 3/23/2012 4X8 12 57 35,440 2,820 Cone 28 4/13/2012 4X8 12 57 53,500 4,260 Cone 28 4/13/2012 4X8 12 57 52,840 4,200 Cone 28 4/13/2012 4X8 12 57 54,150 4,310 Cone Specified Strength 3,000 PSI Sampled By. MIKE KINGERY Location. FOOTING - GRID LINE T / 59 ASTMC172 Date Sampled 3/16/2012 Date Received: 3/19/2012 Concrete Supplier: HANSON AGGREGATE MIX No.. 3033500 Ticket No 439306 Water added at Site: 0 00 gal By Cement Type Mix Time. 80 Concrete Temp 74 Ambient Temp: 68 "F ASTM C1064 "F ASTM C1064 Slump. 4 00 in ASTM C143 Tested at. San Diego Remarks. LAB CURE Distribution PROJECT MANAGEMENT ADVISORS LEGOLAND CITY OF CARLSBAD-BLDG INSPECTION DEPT RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION **LAB COPY** Respectfully Submitted, MTGL, Inc. Sam Valdez, R CE. 4260 PSI 28-day compression test complies with the specified strength Corporate 2992 E La Palma Avenue, Suite A, Anaheim, CA 92806 Tel (714)632-2999 Fax (714) 632-2974 pj. , Branch 6295 Ferns Square, Suite C, San Diego, CA 92121 ^"j OX K^QTl Tel (858) 537-3999 Fax (858) 537-3990 Branch 14467 Mendian Parkway Bldg 2A, Riverside, CA 92518 Crn OC Of), j Tel (951)653-4999 Fax (951)653-4666 " ^^'^ Branch 44917 Golf Center Parkway #1, Indio, CA 92201 Tel (760) 342-4677 Fax (760) 342-4525 BUILDING DIVio.ON Report of- COMPRESSIVE STRENGTH-CONCRETE ASTM C39 Date Printed. 2/18/2013 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Ghent. PROJECT MANAGEMENT ADVISORS Set No 13-0040 File No.. Permit No - Project No Project Name- CB111684 I25IA01 LEGOLAND HOTEL ON PALOMAR AIRPORT ROA 462 STEVENS AVENUE SUITE 106 SOLANA BEACH, CA 92075 Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq Inch) (lbs) (psi) Fracture 7 1/24/2013 4X8 12 57 25,110 2,000 Cone & Split 28 2/14/2013 4X8 12 57 45,330 3,610 Shear 28 2/14/2013 4X8 12 57 44,610 3,550 Shear 28 2/14/2013 4X8 12 57 45,350 3,610 Shear 28 H 2/14/2013 4X8 12 57 Specified Strength: 3,000 PSI Sampled By: MIKE KINGERY ASTM C172 Location: LIGHT & PALM BASES AT POOL AREA, GRID LINE 18 - 15 / A2II - A212 Date Sampled 1/17/2013 Date Received: 1/18/2013 Concrete Supplier: Mix No. 3033500 Ticket No Water added at Site- Cement Type. Remarks- HANSON AGGREGATE gal By Mix Time 180 Concrete Temp. 70 Ambient Temp- 78 °F ASTM C1064 "F ASTM C1064 Slump. 3 00 in. ASTM C143 Tested at San Diego Distribution PROJECT MANAGEMENT ADVISORS LEGOLAND CITY OF CARLSBAD-BLDG INSPECTION DEPT RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION ''*LAB COPY** Respectfully Submitted, MTGL, Inc. Sam Valdez, RCE 3590 PSl 28-day compression test complies with the specified strength Corporate 2992 E La Palma Avenue, Suite A, Anaheim, CA 92806 Tel (714)632-2999 Fax (714)632-2974 Branch 6295 Ferns Square, Suite C, San Diego, CA 92121 Tel (858) 537-3999 Fax (858) 537-3990 Branch 14467 Meridian Parkway Bldg 2A, Riverside, CA 92518 Tel (951)653-4999 Fax (951)653-4666 Branch 44917 Golf Center Parkway #1, Indio, CA 92201 Tel (760)342-4677 Fax (760)342^525 „ Oty of rIsbad Report of COMPRESSIVE STRENGTH-CONCRETE ASTM C39 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Chent: PROJECT MANAGEMENT ADVISORS Set No.- 12-1054 J/\t);ate Erintg&3 1/9/2013 File No.: Permit No.: Project No - Project Name. Comrnunuv ^ Economic DevelopiT.ef'i Cv'pcislraent CBI 11684 1251 AOI LEGOLAND HOTEL ON PALOMAR AIRPORT ROA 462 STEVENS AVENUE SUITE 106 SOLANA BEACH, CA 92075 Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq. Inch) (lbs) (psi) Fracture 7 12/19/2012 4X8 12 57 42,020 3,340 Shear 28 1/9/2013 4X8 12 57 58,840 4,680 Cone & Split 28 1/9/2013 4X8 12 57 58,020 4,620 Cone & Split 28 1/9/2013 4X8 12 57 59,960 4,770 Cone & Split 28 H 1/9/2013 4X8 12 57 Specified Strength: 3,000 PSI Sampled By. MATTHEW JACKSON ASTM C172 Date Sampled: 12/12/2012 Date Received 12/13/2012 Location LIGHT POLE BASES Concrete Supplier: HANSON AGGREGATE Mix No 303310 Ticket No : Water added at Site gal. By Cement Type- Mix Time Remarks Concrete Temp- Ambient Temp: 62 "F ASTM C1064 "F ASTM C1064 Slump in ASTM C143 Tested at. San Diego Distribution: PROJECT MANAGEMENT ADVISORS LEGOLAND CITY OF CARLSBAD-BLDG INSPECTION DEPT RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION **LAB COPY=^* Respectfully Submitted, MTGL, Inc Sam Valdez, RCE. 4690 PSI 28-day compression test complies with the specified strength Corporate 2992 E La Palma Avenue, Suite A, Anaheim, CA 92806 Tel (714)632-2999 Fax (714)632-2974 Branch 6295 Ferns Square, Suite C, San Diego, CA 92121 Tel (858) 537-3999 Fax (858) 537-3990 Branch 14467 Mendian Parkway Bldg 2A, Riverside, CA 92518 Tel (951)653-4999 Fax (951)653-4666 Branch 44917 Golf Center Parkway #1, Indio, CA 92201 Tel (760)342-4677 Fax (760)342-4525 Report of COMPRESSIVE STRENGTH-CONCRETE ASTM C39 Date Printed. 1/7/2013 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Ghent: PROJECT MANAGEMENT ADVISORS Set No: 12-1073 File No Permit No.. Project No.: Project Name: CB111684 I251A01 LEGOLAND HOTEL ON PALOMAR AIRPORT ROA 462 STEVENS AVENUE SUITE 106 SOLANA BEACH, CA 92075 Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq Inch) (lbs) (psi) Fracture 7 1/4/2013 4X8 12 57 56,590 4,500 Cone & Split 28 1/25/2013 4X8 12 57 28 1/25/2013 4X8 12 57 28 1/25/2013 4X8 12 57 28 H 1/25/2013 4X8 1257 Specified Strength- 3,500 Location- WALKWAY PSI Sampled By- MIKE KINGERY ASTMC172 Date Sampled- 12/28/2012 Date Received 12/31/2012 Concrete Supplier. ROBERTSONS MIX No - RS350P4I Ticket No 8367535 Water added at Site gal. By Cement Type Remarks- MIX Time: 60 Concrete Temp: 74 Ambient Temp 62 "F ASTM C1064 "F ASTM C1064 Slump- 5 00 in ASTM C143 Tested at: San Diego Distribution PROJECT MANAGEMENT ADVISORS LEGOLAND CITY OF CARLSBAD-BLDG INSPECTION DEPT RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION **LAB COPY** Respectfully Submitted, MTGL, Inc. Sam Valdez, R CE Corporate 2992 E La Palma Avenue, Suite A, Anaheim, CA 92806 Tel (714)632-2999 Fax (714)632-2974 Branch 6295 Ferns Square, Suite C, San Diego, CA 92121 Tel (858) 537-3999 Fax (858) 537-3990 Branch 14467 Mendian Parkway Bldg 2A, Riverside, CA 92518 Tel (951)653-4999 Fax (951)653-4666 Branch 44917 Golf Center Parkway #1,Indio, CA92201 Tel (760) 342-4677 Fax (760) 342-4525 Report of: COMPRESSIVE STRENGTH-CONCRETE ASTM C39 Date Printed- 1/24/2013 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Ghent PROJECT MANAGEMENT ADVISORS Set No: 13-0040 File No - Permit No.; Project No.: Project Name- CBni684 1251A01 LEGOLAND HOTEL ON PALOMAR AIRPORT ROA 462 STEVENS AVENUE SUITE 106 SOLANA BEACH, CA 92075 Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq Inch) (lbs) (psi) Fracture 7 1/24/2013 4X8 12 57 25,110 2,000 Cone & Split 28 2/14/2013 4X8 12 57 28 2/14/2013 4X8 12 57 28 2/14/2013 4X8 12 57 28 H 2/14/2013 4X8 12 57 Specified Strength. 3,000 PSI Sampled By. MIKE KINGERY ASTM C172 Date Sampled: 1/17/2013 Date Received- 1/18/2013 Location: LIGHT & PALM BASES AT POOL P<SS.k, GRID LINE 18 - 15 / A211 - A212 Concrete Supplier HANSON AGGREGATE Mix No.- 3033500 Ticket No - Water added at Site: gal By Cement Type: Mix Time. 180 Remarks- Concrete Temp 70 Ambient Temp 78 °F ASTM C1064 °F ASTM C1064 Slump: 3 00 in. ASTM C143 Tested at: San Diego Distribution PROJECT MANAGEMENT ADVISORS LEGOLAND CITY OF CARLSBAD-BLDG INSPECTION DEPT RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION =^*LAB COPY** Respectfully Submitted, MTGL, Inc. Sam Valdez, R CE Corporate 2992 E La Palma Avenue, Suite A, Anaheim, CA 92806 Tel (714)632-2999 Fax {114)632-2914 Branch 6295 Ferns Square, Suite C, San Diego, CA 92121 Tel (858) 537-3999 Fax (858) 537-3990 Branch 14467 Meridian Parkway Bldg 2A, Riverside, CA 92518 Tel (951)653-4999 Fax (951)653-4666 Branch 44917 Golf Center Parkway #1, Indio, CA 92201 Tel (760) 342-4677 Fax (760) 342-4525 Report of: COMPRESSIVE STRENGTH-CONCRETE ASTM C39 Date Printed: 1/25/2013 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client. PROJECT MANAGEMENT ADVISORS Set No: 12-1073 File No. Permit No.: Project No • Project Name- CB111684 1251A01 LEGOLAND HOTEL ON PALOMAR AIRPORT ROA 462 STEVENS AVENUE SUITE 106 SOLANA BEACH, CA 92075 Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq. Inch) (lbs) (psi) Fracture 7 1/4/2013 4X8 12 57 56,590 4,500 Cone & Split 28 1/25/2013 4X8 ' 12 57 77,100 6,140 Cone & Split 28 1/25/2013 4X8 12 57 77,180 6,140 Cone & Spirt 28 1/25/2013 4X8 12 57 79,050 6,290 Cone & Shear 28 H 1/25/2013 4X8 12 57 Specified Strength: 3,500 PSI Sampled By MIKE KINGERY Location WALKWAY ASTMC172 Date Sampled. 12/28/2012 Date Received- 12/31/2012 Concrete Supplier. ROBERTSONS Mix No - RS350P41 Ticket No - 8367535 Water added at Site gal. By Cement Type: Remarks- Concrete Temp: 74 Ambient Temp. 62 "F ASTM C1064 °F ASTM C1064 MIX Time. 60 Slump 5 00 in ASTM C143 Tested at: San Diego Distribution: PROJECT MANAGEMENT ADVISORS LEGOLAND CITY OF CARLSBAD-BLDG INSPECTION DEPT RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION **LAB COPY** Respectfully Submitted, MTGL, Inc Sam Valdez, RCE. 6190 PSl 28-day compression test complies with the specified strength c www mtglinc com Corporate 2992 E La Palma Ave Ste A Anaheim, CA 92806 Tel 714 632 2999 Fax 714 632 2974 Dispatch 800 491 2990 San Diego/lmpenal County 6295 Ferris Square, Suite C San Diego, CA 92121 Tel 858 537 3999 Fax 858 537 3990 Dispatch 888 844 5060 inland Empire 14467 Meridian Pkw, Bldg 2-A Riverside, CA 92518 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 Indio 44917 Golf Center Pkwy, #1 Indio, CA 92201 Tel 760 342 4677 Fax 760 342 4525 Dispatch 800 491 2990 MTGL Project i Permit # DAILY INSPECTION REPORT DSA/CITY File) Reporti! PG_ OF DSA/OSHPD APPL I DSA/LEA^ Special Inspection Reports must be distnbuted to the parties listed below within 14 days of the inspection Reports of non-compliant conditions must be distributed immediately Separate reports shall be prepared for each type of special mspection, on a daily basis Each report shall be completed and signed by the special inspector conducting the inspection PROJECT NAME DATE l-ll- n ARCHITEC" 1 ^ _ _ o TIME ARRIVED 10.00 TIME DEPARTED ENGINEER TRAVEL TIME LUNCH TIME CONTRACTOR SUB CONTRACTOR INSPECTION ADDRESS ADDRESS OF PROJECT TYPE OF INSPECTION • ENGIMEERED FILL • FOUNDATION • BACK FILL • BATCH PLAI\1T • PTGOiMCRETE • SHOTCRETE ^ CONCRETE • IVIASONRY • HIGH STRENGTH BOLTING • WELDING • SHOP WELD • FIREPROOFING ^ANCHOR/DOWEL • NDE FIELD • NDE SHOP • CEILING WIRE • • • DSA/OSHPD/PROJECT APPROVED DOCUMENTS AVAILABLE APPROVED PLANS SOIL REPORT YD ND ND SPECS ND APPROVED SHOP DRAWING YD ND MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS) . , . CONTRACTORS EQUIPMENT / MANpJw CONTRACTORS EQUIPMENT/MANPSWER USED I l AREA GRID LINtS PItCtS INSPECTED _ , /\ / •4- -^-o L» STRUCTURAL NOTES, DETAIL OR RFIS USED _ —. ^ . _^ O iklNGMEdri 1EMARK5 INCLUDING MEBTINGS r \ C / \ \ REWORK AS PERCENT OF ALL WORK TODAY ' ^ PERCENT PROJECT COMPLETE THEWORK WAS a WAS NOT • Inspected in accordance with the requirements of the DSA/OSHPD/PROJECT approved documents MATERIAL SAMPLING WASWAS NOT• N/AD Performed in accordance with DSA/OSHPD/PROJECT approved documents cc Proiect Architect Contractor Structural Engineer Building Department DSA Regional Office Owner School Distnct THE WORK INSPECTED IVIETI^ DID NOT MEETD The requirements of the DSA/OSHPD/PROJECT approved documents Samples taken 5^ <Lav^<iC\Jr<^ Weath&iL C-[t-v»r Temp '^^'i> ^ Pm Signature of Special Inspector nnt Name Corporate 2992 E La Palma Avenue, Suite A, Anaheim, CA 92806 Tel (714)632-2999 Fax (714)632-2974 Branch 6295 Ferns Square, Suite C, San Diego, CA 92121 Tel (858) 537-3999 Fax (858) 537-3990 Branch 14467 Meridian Parkway Bldg 2A, Riverside, CA 92518 Tel (951)653-4999 Fax (951)653-4666 Branch 44917 Golf Center Parkway #1, Indio, CA 92201 Tel (760) 342-4677 Fax (760) 342-4525 Report of COMPRESSIVE STRENGTH-CONCRETE ASTM C39 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client PROJECT MANAGEMENT ADVISORS Set No.. 12-1070 City of Carlsbad JAN 2 3 2013 Date Printed. 1/18/2013 File No : BUILDING DIVISION Permit No: CBI 11684 Project No.: 1251 AOI Project Name: LEGOLAND HOTEL ON PALOMAR AIRPORT ROA 462 STEVENS AVENUE SUITE 106 SOLANA BEACH, CA 92075 Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq Inch) -(lbs.) (psi) Fracture 7 12/27/2012 4X8 12 57 57,370 4,570 Cone 28 1/17/2013 4X8 12 57 68,190 5,430 Cone & Split 28 1/17/2013 4X8 12 57 71,370 5,680 Cone & Split 28 1/17/2013 4X8 12 57 61,920 4,930 Cone 28 H 1/17/2013 4X8 ' 12 57 Specified Strength: 3,000 PSI Sampled By: MIKE KINGERY Location: WALKWAY & HANDICAP RAMP - FRONT OF BUILDING ASTMC172 Date Sampled. 12/20/2012 Date Received: 12/21/2012 Concrete Supplier: ROBERTSONS Mix No : RS350P41 Ticket No.: Water added at Site: gal. By Cement Type. Remarks- Mix Time- Concrete Temp. Ambient Temp: 60 °F ASTM C1064 °F ASTM C1064 Slump. in. ASTM C143 Tested at- San Diego Distribution: PROJECT MANAGEMENT ADVISORS LEGOLAND CITY OF CARLSBAD-BLDG INSPECTION DEPT RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION **LAB COPY** Respectfully Submitted, MTGL, Inc. Sam Valdez, R.C.E. 5350 PSl 28-day compression test complies with the specified strength Corporate 2992 E La Palma Avenue, Suite A, Anaheim, CA 92806 Tel (714)632-2999 Fax (714)632-2974 Branch 6295 Ferris Square, Suite C, San Diego, CA 92121 Tel (858) 537-3999 Fax (858)537-3990 Branch 14467 Meridian Parkway Bldg 2A, Riverside, CA 92518 Tel (951)653-4999 Fax (951)653-4666 Branch 44917 Golf Center Parkway #1, hidio, CA 92201 Tel (760)342-4677 Fax (760) 342-4525 Report of: COMPRESSIVE STRENGTH-CONCRETE ASTM C39 Date Printed- 1/18/2013 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client PROJECT MANAGEMENT ADVISORS Set No 12-1059 File No. Permit No.: Project No.: Project Name. CB111684 I251A0I LEGOLAND HOTEL ON PALOMAR AIRPORT ROA 462 STEVENS AVENUE SUITE 106 SOLANA BEACH, CA 92075 Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq. Inch) (lbs) (psi) Fracture 7 12/28/2012 4X8 12 57 40,320 3,210 Cone 7 12/28/2012 4X8 12 57 40,610 3,230 Cone 28 1/18/2013 4X8 12 57 58,620 4,660 Cone & Split 28 1/18/2013 4X8 12 57 58,740 4,670 Cone & Split 28 1/18/2013 4X8 12 57 57,880 4,610 Cone & Split Specified Strength. 2,500 PSI Sampled By-DARLING EBUENGAN ASTM C172 Date Sampled: 12/21/2012 Date Received: 12/24/2012 Location: ROADWAY CURB AND GUTTER - SOUTHWEST ENTRANCE Concrete Supplier: ROBERTSONS Mix No.. SD520B31 Ticket No 8296041 Water added at Site: gal. By Cement Type. Remarks: ACCESS ROAD / RAMP Mix Time. Concrete Temp: 69 Ambient Temp: 65 "F ASTM C1064 °F ASTM C1064 Slump. in. ASTM C143 Tested at San Diego Distribution: PROJECT MANAGEMENT ADVISORS LEGOLAND CITY OF CARLSBAD-BLDG INSPECTION DEPT RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION **LAB COPY** Respectfully Submitted, MTGL, Inc. Sam Valdez, R.C E. 4650 PSI 28-day compression test complies with the specified strength Corporate 2992 E La Palma Avenue, Suite A, Anaheim, CA 92806 Tel (714)632-2999 Fax (714)632-2974 Branch 6295 Ferris Square, Suite C, San Diego, CA 92121 Tel (858)537-3999 Fax (858)537-3990 Branch 14467 Meridian Parkway Bldg 2A, Riverside, CA 925 i 8 Tel (951)653-4999 Fax (951)653-4666 Branch 44917 Golf Center Parkway #l,hidio, CA 92201 Telj^^7Qg^g^)^^-4525 Report of COMPRESSIVE STRENGTH-CONCRETE ASTM C39 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client. PROJECT MANAGEMENT ADVISORS Set No.. 12-1003 JAN 07 2013 BUILDING DIVISION Date Printed- 12/31/2012 File No - Permit No.: Project No.: CBI 11684 1251A01 Project Name LEGOLAND HOTEL ON PALOMAR AIRPORT ROA 462 STEVENS AVENUE SUITE 106 SOLANA BEACH, CA 92075 Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq Inch) (Ibs.) (psi) Fracture 7 12/4/2012 4X8 12 57 51,320 4,080 Cone & Split 7 12/4/2012 4X8 12 57 52,170 4,150 Cone & Split 29 12/26/2012 4X8 12 57 73,560 5,850 Cone & Shear 29 12/26/2012 4X8 12 57 67,710 5,390 Columnar 29 12/26/2012 4X8 12 57 73,910 5,880 Cone & Split 29 H 12/26/2012 4X8 12 57 Specified Strength: 3,500 PSI Sampled By DAN WEBB Location: WALKWAY AND STEPS - POOL HOUSE ASTMC172 Date Sampled: 11/27/2012 Date Received 11/28/2012 Concrete Supplier ROBERTSONS Mix No.. RS350P41 Ticket No. 18295310 Water added at Site. gal. By Cement Type. II/V Remarks. Mix Time 30 Concrete Temp: 80 Ambient Temp- 63 °F ASTM C1064 °F ASTM C1064 Slump- 5 50 in. ASTM C143 Tested at San Diego Distribution PROJECT MANAGEMENT ADVISORS LEGOLAND CITY OF CARLSBAD-BLDG INSPECTION DEPT RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION **LAB COPY^'* Respectfully Submitted, MTGL, Inc. Sam Valdez, R.C.E A ;- A ••a*''Sr Corporate 2992 E La Palma Avenue, Suite A, Anaheim, CA 92806 Tel (714)632-2999 Fax (714)632-2974 Branch 6295 Ferris Square, Suite C, San Diego, CA 92121 Tel (858) 537-3999 Fax (858) 537-3990 Branch 14467 Meridian Parkway Bldg 2A, Riverside, CA 92518 Tel (951)653-4999 Fax (951)653-4666 Branch 44917 Golf Center Parkway #1, Indio, CA 92201 Tel (760)342-4677 Fax (760)342-4525 Report of. COMPRESSIVE STRENGTH-CONCRETE ASTM C39 Date Printed 12/31/2012 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Ghent- PROJECT MANAGEMENT ADVISORS Set No- 12-1017 File No : Permit No.- Project No.: Project Name CBI11684 1251A01 LEGOLAND HOTEL ON PALOMAR AIRPORT ROA 462 STEVENS AVENUE SUITE 106 SOLANA BEACH, CA 92075 Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq Inch) (lbs.) (psi) Fracture 7 12/7/2012 4X8 12 57 41,820 3,330 Cone & Split 28 12/28/2012 4X8 12 57 55,390 4,410 Columnar 28 12/28/2012 4X8 12 57 57,130 4,550 Cone & Split 28 12/28/2012 4X8 12 57 57,030 4,540 Cone & Shear 28 H 12/28/2012 4X8 12 57 Specified Strength. 3,000 Location: LIGHT POLES PSI Sampled By: EDWIN PANOPIO ASTMC172 Date Sampled: 11/30/2012 Date Received 12/3/2012 Concrete Supplier MIX No.: 3033510 Ticket No - 465068 Water added at Site Cement Type. Remarks HANSON AGGREGATE Concrete Temp: 74 Ambient Temp. 70 "F ASTM C1064 °F ASTM C1064 gal By Mix Time: Slump 3 00 m. ASTM €143 Tested at- San Diego Distribution- PROJECT MANAGEMENT ADVISORS LEGOLAND CITY OF CARLSBAD-BLDG INSPECTION DEPT RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION =^*LAB COPY** Respectfully Submitted, MTGL, Inc. Sam Valdez, R G.E. 4500 PSI , 28-day compression test complies with the specified strength .J!|T „.^Li Corporate 2992 E La Palma Avenue, Suite A, Anaheim, CA 92806 Tel (714)632-2999 Fax (714)632-2974 Branch 6295 Ferris Square Suite C, San Diego, CA 92121 Tel (858)537-3999 Fax (858) 537-3990 Branch 14467 Meridian Parkway Bldg 2A Riverside, CA 92518 Tel (951)653-4999 Fax (951)653-4666 Branch 44917 Golf Center Parkway #1, hidio, CA 92201 Tel (760) 342-4677 Fax (760) 342-4525 Report of COMPRESSIVE STRENGTH-CONCRETE ASTM C39 Date Printed 12/31/2012 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client PROJECT MANAGEMENT ADVISORS Set No.: 12-1059 File No.: Permit No.: Project No Project Name CBI 11684 1251 AOI LEGOLAND HOTEL ON PALOMAR AIRPORT ROA 462 STEVENS AVENUE SUITE 106 SOLANA BEACH, CA 92075 Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq Inch) (lbs) (psi) Fracture 7 12/28/2012 4X8 12 57 40,320 3,210 Cone 7 12/28/2012 4X8 12 57 40,610 3,230 Cone 28 1/18/2013 4X8 12 57 28 1/18/2013 4X8 12 57 28 1/18/2013 4X8 12 57 Specified Strength: 2,500 PSI Sampled By: DARLING EBUENGAN Location ROADWAY CURB AND GUTTER - SOUTHWEST ENTRANCE ASTMC172 Date Sampled: 12/21/2012 Date Received. 12/24/2012 Concrete Supplier: ROBERTSONS Mix No.: SD520B31 Ticket No 8296041 Water added at Site: gal. By Cement Type Remarks. ACCESS ROAD / RAMP MIX Time: Concrete Temp: 69 °F ASTM C1064 Ambient Temp. 65 °F ASTM C1064 Slump. in. ASTM C143 Tested at- San Diego Distribution PROJECT M/^iNAGEMENT ADVISORS LEGOLAND CITY OF CARLSBAD-BLDG INSPECTION DEPT RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION **LAB COPY** Respectfully Submitted, MTGL, Inc Sam Valdez, R.C.E. www mtglinc com Corporate 2992 E La Palma Ave Ste A Anaheim, CA 92806 Tel 714 632 2999 Fax 714 632 2974 Dispatch 800 491 2990 San Diego/lmperial County 6295 Ferris Square, Suite C San Diego, CA 92121 Tel 858 537 3999 Fax 858 537 3990 Dispatch 888 844 5060 o Inland Empire 14467 Meridian Pkw, Bldg 2-A Riverside, CA 92518 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 Indio 44917 Golf Center Pkwy, #1 Indio, CA 92201 Tel 760 342 4677 Fax 760 342 4525 Dispatch 800 491 2990 IViTGL Proiect #. Permit # Report #_ DAILY INSPECTION REPORT DS/VCITY File #. PG_ OF. DSA/OSHPD APPL ii DSA/LEA # Special inspecfion Reports must be distributed tothe parties listed beiow within 14 days ofthe inspection Reports of non-compliant conditions must be distributed immediately Separate reports shall be prepared for each fype of special inspection, on a daily basis Each report shaii be completed and signed by the'speciai inspector conducting the inspection I PROJECT NAME • narc DATE TIME ARRIVED TIME DEPARTED If OO ENGINEER Cssr TRAVELTIME -2.0 LUNCH TIME CONTRACTOR SUB CONTRACTOR CCT INSPECTION ADDRESS ADDRESS OF PROJECT TYPE OF INSPECTION D ENGINEERED FILL D FOUNDATION D BACK FILL • BATCH PLANT D PT CONCRETE D SHOTCRETE CONCRETE • MASONRY D HIGH STRENGTH BOLTING D WELDING D SHOP WELD D FIREPROOFING D ANCHOR/DOWEL D NDE FIELD D NDESHOP D CEILING WIRE D D D DSA/OSHPD/PROJECT APPROVED DOCUMENTS AVAILABLE APPROVED PLANS Y"^ N D SOIL REPORT YD ND SPECS YD ND APPROVED SHOP DRAWING Y-^a NG MATERIALS USED BV CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS) K.^ <ir^ O.tJlO AfW.O)0 Color CONTRACTORS EQUIPMENT / MANPOWER USED AREA GRID LINES PIECES INSPECTED STRUCTURAL NOTES DETAIL OR RFIS USED \mmKS, INCLUDING MCCTINBS P O » / REWORK AS PERCENT OF ALL WORK TODAY PERCENT PROJECT COMPLETE THEWORK WASte WASNOTG inspected in accori&ce with the requirements of the DS/VOSHPD/PROJECT approved documents MATERIAL SAMPLING WAS WASNOTG N/AG Performed in accordance with DSA/OSHPD/PROJECT approved documents cc Projecf Architect Contractor Structural Engineer Building Department DSA Regional Office Owner School District THE WORK INSPECTED WIETSi DID NOT MEET G The requirements ofthe DSA/OSHPD/PROJECT approved documents Samples taken $^Cot\>rrf <-tL Weather JempJehLl. ^ P/ir ignature of Special Inspector Certification # Verified by rmt Name c www mtglinc com IVITGL Project # / QS^I^Ol Corporate 2992 E La Palma Ave Ste A Anaheim, CA 92806 Tel 714 632 2999 Fax 714 632 2974 Dispatch 800 491 2990 San Diego/lmpenal County 6295 Ferris Square, Suite C San Diego, CA 92121 Tel 858 537 3999 Fax 858 537 3990 Dispatch 888 844 5060 o Inland Empire 14467 Meridian Pkw, Bldg 2-A Riverside, CA 92518 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 Indio 44917 Golf Center Pkwy, #' Indio, CA 92201 Tel 760 342 4677 Fax 760 342 4525 Dispatch 800 491 2990 Permit t DAILY INSPECTION REPORT DSA/CITY File #. Report #^ PG_ \ OF ( DSA/OSHPDAPPLi DSA/LEA/ Special Inspection Reports must be distributed to the parties listed below within 14 days of the inspection Reports of non-compliant conditions must be distributed immediately Separate reports shall be prepared for each fype of special inspection, on a daily basis Each report shall be completed and signed by the special inspector conducting the inspection PROJECT NAME DATE ARCHITECT TIME ARRIVED 7 *c3 tr TRAVEL TIME TIME DEPARTED 1^ o CONTRACTOR SUB CONTRACTOR INSPECTION ADDRESS ADDRESS OF PROJECT 5 A^i_ TYPE OF INSPECTION • ENGINEERED FILL • FOUNDATION • BACK FILL D BATCH PLANT D PT CONCRETE D SHOTCRETE I? CONCRETE D IVIASONRY D HIGH STRENGTH BOLTING G WELDING D SHOP WELD D FIREPROOFING D ANCHOR/DOWEL D NDE FIELD G NDESHOP D CEILING WIRE D G G DSA/OSHPD/PROJECT APPROVED DOCUMENTS AVAILABLE APPROVED PLANS Y"gl N D SOIL REPORT YD ND SPECS Y-B ND APPROVED SHOP DRAWING YD NG MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS) ^ CONTRACTORS EQUIPMENT/MANPOWER USED AREA, GRID LINES, PIECES INSPECTED A _ / STRUCTURAL NOTES DETAIL, OR RFIS USED , /\ M, , M y>- u REMARKS mcLuoim UOING mSTINGS . . REWORK AS PERCENT OF ALL WORK TODAY PERCENT PROJECT COMPLETE THEWORK WAS-a WASNOTG Inspected m accordance with the requirements of fhe DS/VOSHPD/PROJECT approved documents MATERIAL SAMPLING WASP^ WAS NOTD N/AD Performed in accordance with DSA/OSHPD/PROJECT approved documents cc Project Architect Contractor Structural Engineer Building Department DSA Regional Office Owner School District THE WORK INSPECTED ME?^ DID NOT MEETD The requirements of the DSA/OSHPD/PROJECT approved documents Samples taken S" Ce«Jcrt--('S- Weather Oltar Temp <a0'5 Signature of Special Inspector Certification # ^ Verified by www mtglinc com Corporate 2992 E La Palma Ave Ste A Anaheim, CA 92806 Tel 714 632 2999 Fax 714 632 2974 Dispatch 800 491 2990 San Diego/lmperial County 6295 Ferris Square, Suite C San Diego, CA 92121 Tel 858 537 3999 Fax 858 537 3990 Dispatch 888 844 5060 r Inland Empire 14467 Mendian Pkw, Bldg 2-A Riverside, CA 92518 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 Indio ' 44917 Golf Center Pkwy, # Indio, CA 92201 Tel 760 342 4677 Fax 760 342 4525 Dispatch 800 491 2990 MTGL Project # f QS I Permit #_ Report* PG L Of^L- DAILY INSPECTION REPORT DSA/CITY File # DSA/OSHPDAPPLi DSA/LEA# Special Inspection Reports must be distnbuted fo fhe parties listed below within 14 days of the inspecbon Reports of non-compliant conditions must be distnbuted immediately Separate reports shall be prepared for each type of special inspection, on a daily basis Each report shall be completed and signed by the special inspector conducbng the inspecbon PROJECT NAME DATE /Q-<9-/^ ARCHITECT TIME ARRIVED / OOO TIME DEPARTED ENGINEEI TRAVELTIME LUNCH^E CONTRACTOR 9.0 ots^ SUB CONTRACTOR INSPECTION ADORESS Car i^s lay»-J ADDRESS OF PROJECT TYPE OF INSPECTION D ENGINEERED FILL D FOUNDATION D BACK FILL D BATCH PLANT D PT CONCRETE D SHOTCRETE SpCONCRETE • MASONRY D HIGH STRENGTH BOLTING D WELDING • SHOP WELD D FIREPROOFING G ANCHOR/DOWEL G NDE FIELD D NDE SHOP D CEILING WIRE G G D DSA/OSHPD/PROJECT APPROVED DOCUMENTS AVAILABLE APPROVED PLANS YD NG SOIL REPORT YD ND SPECS YD ND APPROVED SHOP DRAWING YD ND MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCW^EPORT NO OR MATERIAL TEST REPORTS) CONTRACTORS EQUIPMENT/ MANPOWER USED AREA GRID LINES PIECES INSPECTED ti»tf»>- STRUCTURAL NOTES DETAIL OR RFIS USED ^ * REMARKS INCLUDING MCETINfisi Z. ' 7^ ' "-"CENT "" — REWORK AS PERCENT OF ALL WORK TODAY PERCENT PROJECT COMPLETE THE WORK INSPECTED METD DID NOT MEETD DN-CS Wto/ The requirements of the DSA/OSHPD/PROJECT approved documents Samples taken ^^V' THE WORK WAS ^ WAS NOT D Inspected in accordance with the requirements of the DS/VOSHPD/PROJECT approved documents MATERIAL SAMPLING WASD WAS NOT D N/A« Performed in accordance with DSA/OSHPD/PROJECT approved documents cc Project Architect Contractor Structural Engineer Building Department DSA Regional Office Owner School District WeatherQ/Ci Verified b: Corporate 2992 E La Palma Avenue, Suite A, Anaheim, CA 92806 Tel (714)632-2999 Fax (714)632-2974 Branch 6295 Ferns Square, Suite C, San Diego, CA 92121 Tel (858)537-3999 Fax (858) 537-3990 Branch 14467 Meridian Parkway Bldg 2A, Riverside, CA 92518 Tel (951)653-4999 Fax (951)653-46 Branch 44917 Golf Center Parkway # 1, Indio, CA 92201 Tel (760)342-4677 Fax (760)342-4525 gity of Carlsbad DEC 2 4 2012 Report of: COMPRESSIVE STRENGTH-CONCRETE ASTM C39 BUILDING DIVISION Date Printed. 12/19/2012 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client: PROJECT MANAGEMENT ADVISORS Set No: 12-1054 File No. Permit No • Project No.: Project Name- CB111684 1251 AOI LEGOLAND HOTEL ON PALOMAR AIRPORT ROA 462 STEVENS AVENUE SUITE 106 SOLANA BEACH, CA 92075 Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq Inch) (Ibs.) (psi) Fracture 7 12/19/2012 4X8 12 57 42,020 3,340 Shear 28 1/9/2013 4X8 12 57 28 1/9/2013 4X8 12 57 28 1/9/2013 4X8 12 57 28 H 1/9/2013 4X8 12 57 Specified Strength 3,000 PSI Sampled By: MATTHEW JACKSON ASTM C172 Date Sampled. 12/12/2012 Date Received 12/13/2012 Location. LIGHT POLE BASES Concrete Supplier- HANSON AGGREGATE Mix No.: 303310 Ticket No.. Water added at Site: gal By Cement Type. Mix Time. Remarks- Concrete Temp. Ambient Temp: 62 °F ASTM C1064 "F ASTM C1064 Slump: in ASTM C143 Tested at- San Diego Distribution. PROJECT MANAGEMENT ADVISORS LEGOLAND CITY OF CARLSBAD-BLDG INSPECTION DEPT RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION **LAB COPY** Respectfully Submitted, MTGL, Inc Sam Valdez, R.C E. Corporate 2992 E La Palma Avenue, Suite A, Anaheim, CA 92806 Tel (714)632-2999 Fax (714)632-2974 Branch 6295 Ferris Square, Suite C, San Diego, CA 92121 Tel (858) 537-3999 Fax (858) 537-3990 Branch 14467 Meridian Parkway Bldg 2A, Riverside, CA 92518 Tel (951)653-4999 Fax (951)653-4666 Branch 44917 Golf Center Parkway #1, Indio, CA 92201 Tel (760) 342-4677 Fax (760)342-4525 Report of COMPRESSIVE STRENGTH-CONCRETE ASTM C39 Date Printed 12/10/2012 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client- PROJECT MANAGEMENT ADVISORS Set No. 12-1017 File No . Permit No Project No: Project Name. CBI11684 1251A01 LEGOLAND HOTEL ON PALOMAR AIRPORT ROA 462 STEVENS AVENUE SUITE 106 SOLANA BEACH, CA 92075 Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq Inch) (lbs) (psi) Fracture 7 12/7/2012 4X8 12 57 41,820 3,330 Cone & Split 28 12/28/2012 4X8 12 57 28 12/28/2012 4X8 12 57 28 12/28/2012 4X8 12 57 28 H 12/28/2012 4X8 12 57 Specified Strength 3,000 Location LIGHT POLES PSI Sampled By EDWIN PANOPIO ASTMC172 Date Sampled. 11/30/2012 Date Received- 12/3/2012 Concrete Supplier. MIX No.. 3033510 Ticket No.. 465068 Water added at Site, Cement Type. Remarks: HANSON AGGREGATE gal. By MIX Time: Concrete Temp 74 Ambient Temp 70 "F ASTM C1064 "F ASTM C1064 Slump- 3 00 in. ASTM C143 Tested at San Diego Distribution. PROJECT MANAGEMENT ADVISORS LEGOLAND CITY OF CARLSBAD-BLDG INSPECTION DEPT RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION **LAB COPY''* Respectfully Submitted, MTGL, Inc. Sam Valdez, R.C E cm. ecnnicai Engineerin] Construction Inspectloi Materials Testins OrncE LocATIO^s S'VN DlECO IMPLRIAL COtjMV 6295 Fems Sqiuue Suite C San Diego, CA 92121 Tel 858 537 3999 Fax 858 537 3990 ORANGE COUNT> CORPOR\iE BRANCH 2992 E La Palma Avenue Suite A Anaheim, CA 92806 Tel 714 632 2999 Fax 714 632 2974 IVLVND EMPIRL 14467 Mendian Paikway Building 2A Rivereide, CA 925IS Tel 951653 4999 Fax 951 653 4666 iNDlO 44917 GoU Center Pkwy Suite I Indio CA 92201 Tti 760 342 4677 Fax 760 342 4525 OC/LA/lNLAND EMPIRL DISPA rcH 800 491 2990 SVN DlLGO DlSPAFCll 888 844 5060 www intalinc com December 11,2012 Proj ect Management Advisors MTGL Proj ect No 12 51 AO 1 462 Stevens Avenue, Suite 106 MTGL Log No 12-196 San Diego, CA 92075 Attention Mr Ted Giesmg Subject R-VALUE TEST RESULTS - DRIVABLE GRASS AREA Legoland Hotel Carlsbad, California Dear Mr Giesmg In accordance the request of R D Olson Construction, we performed R-Value testing of the subgrade materials within the proposed dnvable grass area at the site The dnvable grass area is in an area of the site which was previously used as part of the parking lot and bus driveway The materials exposed on the subgrade consisted of old aggregate base matenal that was part of the previous pavement section We sampled the subgrade at two locations and performed R-Value testing in general accordance with the test procedures outlined in ASTM D2844 The test results mdicate that the subgrade soils have an R-Value of 79 and 86 Dnvable grass documentation provided to us indicated that with a design subgrade R- Value of 71, the pavement section would be 8-inches of crushed aggregate base (CAB) over a geotextile fabnc (Mirafi HP 570) over compacted subgrade Based on the R-Value results of the subgrade soils on-site, the pavement section consisting of 8 inches of crushed aggregate base (CAB) over a geotextile fabric over compacted subgrade is considered suitable for use within the dnvable grass area of the site We appreciate this opportunity to be of continued service to you Should you have any questions regarding the mformation contamed herein, please contact us at your earliest convenience Respectfully submitted, MTGL, Inc Sam E Valdez, RCE 56226, RGE 2813 Vice President | Engineering Corporate 2992 E La Palma Ave Sle A Anaheim, CA 92806 Tel 714 632 2999 Fax 714 632 2974 Dispatch 800 491 2990 San Diego/lmpenal County 6295 Fems Square Ste C San Diego, CA 92121 Tel 858 537 3999 Fax 858 537 3990 Dispatch 888 844 5060 Inland Empire 14467 Meridian Pkwy , BWg 2A Riverside, CA92518 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 Indio 44917 Golf Center Pkwy , Ste 1 Indio. CA 92201 Tel 760 342 4677 Fax 760 342 4525 Dispatch 800 491 2990 MTGL PROJECT* 1251 API Permit # CB111086 Report # Page DAILY INSPECTION REPORT of. DSA/CITY File # DSA/OSHPD Appl #, DS/VLEA# Special Inspectian Reports must be distributed to the parties listed below within 14 days of ths inspection Reports of non-compliani conditions musl be distributed immediately Separate reports shall be prepared for each type of special inspection on a daily basis Each report shall be completed and signed by the special inspector conducting the inspection PROJECT NAME Legoland Hotel Date Dec 12, 2012 ARCHITECT Delawie Wilkes Rodrigues Barker Architects TIME ARRIVED 7am TIIVIE DEPARTED 11am ENGINEER GSSI Structural Engineers TRAVELTIME LUNCH TIME CONTRACTOR RD Olson SUB CONTRACTOR INSPECTION ADDRESS 1 Legoland dr Carlsbad, Ca ADDRESS OF PROJECT same ^ FIREPROOFING • ANCHOR/DOWEL • NDE FIELD • NDE SHOP TYPE OF INSPECTION • ENGINEERED FILL • FOUNDATION • BACK FILL • BATCH ptmr n PT CONCRETE • SHOTCRETE H CONCRETE • MASONRY • HIGH STRENGTH BOLTING • WELDING • SHOP WELD • CEILING WIRE • • n DSA/OSHPD PROJECT APPROVED DOCUMENTS AVAILABLE APPROVED PLANS Y • N • SOIL REPORT Y • N • SPECS Y • N • APPROVED SHOP DRAWING Y • N • MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS) Hanson 3000psi, 1" hard rock, 6 65 sack, mix design # 303310 CONTRACTORS EQUIPMENT/MANPOWER USED AREA, GRID LINES, PIECES INSPECTED (11) 24" X 5' deep caissons for light pole bases along hotel enfrance. Observe & venfy the deliverty & placing of 9 yards 3000psi hard rock concrete for light pole base construction Supplied by Hanson, mix design 3033510. placed by deliveiy chute "tailgate" method, and consolidated w/ mechanical vibration Sample & testing prefonn ASTM C172, C1064, 0143, & C31, 1 set of (5) 4" X 8" cylinders cast for com.pressive slrength testing STRUCTURAL NOTES, DETAIL OR RFIS USED site plan REMARKS, INCLUDING MEETINGS REWORK AS PERCENT OF ALL WORK TODAY PERCENT PROJECT COMPLETE THE WORK WAS S WAS NOT • Inspected in accordance with the requirements of the DS/VOSPHD Project approved documents MATERIAL SAMPLING WAS Kl WAS NOT • N/AD Performed in accordance with DS/VOSPHD Project approved documents cc Project Architect Contractor Structural Engineer Building Department DSA Regional Office Owner School District THE WORK INSPECTED MET lEl DID NOT MEET • The requirements of the DSA/OSPHD Project approved documents Samples taken 1 set of 5 cone cylinders Weather sunny mild Temp 62* ^^Ig^^rfi'ofSpecial Inspector Matthew Jackson Hnni Name Certification # ICC 5269061, sd# 1031 Verified by. ••-iMHl Corporate 2992 E La Palma Ave Ste A Anaheim, CA 92806 Tel 714 632 2999 Fax 714 632 2974 Dispatch 800 491 2990 San Diego/lmperlal County 6295 Fems Square Ste C San Diego, CA 92121 Tel 858 537 3999 Fax 858 537 3990 Dispatch 888 844 5060 Inland Empire 14467 Mendian Pkw^y , Bldg 2A Riverside, CA 92518 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 Indio 44917 Golf Center Pkwy , Ste 1 Indio, CA 92201 Tel 760 342 4677 Fax 760 342 4525 Dispatch 800 491 2990 DAILY INSPECTION REPORT MTGL PROJECT* 1251 A01 Pennif # CB111086 Report # Page ^Special Inspection Reports must bo distnbuted to the parties listed below within 14 days of the inspection Reports of non-complianl conditions must be distributed immediately Separate reports shall be prepared for each type of special mspection on a daily basis Each report shall be completed and signed by fhe special inspector conducting the inspection of DS/VCITY File # DSA/OSHPD Appl #. DSA/LEA # PROJECT NAME Legoland Hotel Date Dec 11, 2012 ARCHITECT Delawie Wilkes Rodrigues Barker Architects TIME ARRIVED 7ani TIME DEPARTED 11am ENGINEER GSSI Structural Engineers TRAVELTIME LUNCH TIME CONTRACTOR RD Olson SUB CONTRACTOR INSPECTION ADDRESS 1 Legoland dr Carlsbad, Ca ADDRESS OF PROJECT same TYPE OF INSPECTION • ENGINEERED FILL • FOUNDATION • BACK FILL • BATCH PLANT • PT CONCRETE • SHOTCRETE K CONCRETE • MASONRY • HIGH STRENGTH BOLTING • WELDING • SHOP WELD SOIL REPORT Y • N • H FIREPROOFING • ANCHOR/DOWEL • NDE FIELD • NDE SHOP • CEILING WIRE Kl neinf sti • • DS/VOSHPD PROJECT APPROVED DOCUMENTS AVAUABLE APPROVED PLANS Y • N • SPECS Y • N • APPROVED SHOP DRAWING Y • N • MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS) A615 reinforcing steel bars, grade 40 per plan E-10 3 detail 1. Iigftt pole base cassion CONTRACTORS EQUIPMENT/MANPOWER USED AREA, GRID LINES. PIECES INSPECTED Inspect reinforcing sleel placed for Ihe constmction of (11) 24" diameter caissons, light pole mounts along hotel entrance dnve Reviewed bar size, grade tie spacing. S bolt template placement STRUCTURAL NOTES, DETAIL OR RFIS USED Ught pole base details. E-10 3 detail 1. standard light pole base cassion 17 / S-4 2. REMARKS, INCLUDING MEETlflQS The wortt obsen/ed was m general compliance w/ the approved plans, specifications, & details Concrete constaiction of cassions is Ori going REWORK AS PERCENT OF ALL WORK TODAY PERCENT PROJECT COMPLETE THE WORK WAS S WAS NOT • Inspected m accordance with the requirements ofthe DSA/OSPHD Project approved documents MATERIAL SAMPLING WASD WAS NOT • N/A El Performed in accordance with DSA/OSPHD Project approved documents THE WORK INSPECTED MET Kl DID NOT MEET • The requirements of the DS/VOSPHD Project approved documents Samples taken N/A Weather Sunny clear Temp 60* cc Projecl Architect Structural Engineer DSA Regional Office Sctiool Distnct Confractor Building Department Owner /'Spiatafeof Special Inspector Mathew Jackson Pnhl Nime Certification # ICCJ2SaDaLSP#1031 Verified by Corporate 2992 E La Palma Avenue, Suite A, Anaheim, CA 92806 Tel (714)632-2999 Fax (714)632-2974 Branch 6295 Ferns Square, Suite C, San Diego, CA 92121 Tel (858)537-3999 Fax (858)537-3990 Branch 14467 Meridian Parkway Bldg 2A, Riverside, CA 92518 Tel (951)653-4999 Fax (951)653-4666 Branch 44917 Golf Center Parkway #1, Indio, CA 92201 Tel (1^^2-4611 ^ax (7.60) 342-4525 Report of- COMPRESSIVE STRENGTH-CONCRETE ASTM C39 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Ghent. PROJECT MANAGEMENT ADVISORS Set No.: 12-1003 76^aV12-4671 Fax (760) 342-45; CTy of Carlsbad DEC 1 0 2012 BUILDING DIVISION Date Printed 12/4/2012 File No.: Permit No Project No Project Name. CBI11684 125IA0I LEGOLAND HOTEL ON PALOMAR AIRPORT ROA 462 STEVENS AVENUE SUITE 106 SOLANA BEACH, CA 92075 Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq Inch) (lbs.) (psi) Fracture 7 12/4/2012 4X8 12 57 51,320 4,080 Cone & Split 7 12/4/2012 4X8 12 57 52,170 4,150 Cone & Split 28 12/25/2012 4X8 12 57 28 12/25/2012 4X8 12 57 28 12/25/2012 4X8 12 57 28 H 12/25/2012 4X8 12 57 Specified Strength 3,500 PSI Sampled By DAN WEBB Location. WALKWAY AND STEPS - POOL HOUSE ASTMC172 Date Sampled 11/27/2012 Date Received- 11/28/2012 Concrete Suppher- ROBERTSONS Mix No RS350P41 Ticket No - 18295310 Water added at Site. gal By Cement Type. II/V Remarks- Mix Time 30 Concrete Temp 80 Ambient Temp- 63 °F ASTM C1064 °F ASTM C1064 Slump 5 50 in. ASTM C143 Tested at. San Diego Distribution: PROJECT MANAGEMENT ADVISORS LEGOLAND CITY OF CARLSBAD-BLDG INSPECTION DEPT RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION •^"LAB COPY** Respectfully Submitted, MTGL, Inc. Sam Valdez, R CE. www mtglinc com Corporate 2992 E La Palma Ave Ste A Anaheim, CA 92806 Tel 714 632 2999 Fax 714 632 2974 Dispatch 800 491 2990 San Diego/lmperial County 6295 Ferris Square, Suite C San Diego, CA 92121 Tel 858 537 3999 Fax 858 537 3990 Dispatch 888 844 5060 Inland Empire- 14467 Meridian Pkw, Bldg 2-A Riverside, CA 92518 Tel 951 653,4999 Fax 951 653 4666 Dispatch 800 491 2990 Indio 44917 Golf Center Pkwy, #1 Indio, CA 92201 Tel 760 342 4677 Fax 760 342 4525 Dispatch 800 491 2990 MTGL Proiect # / Q T| fl-**^ > Permit # Report #_ DAILY INSPEOTIOI DSA/CITY File #. PG 4- o'^-i- DSA/OSHPD APPL#. DSA/LEA# Special Inspection Reports must be distributed to Ihe parties listed below within 14 days of the inspeclion Reports of non-compliant conditions must be distributed immediately Separate reports shall be prepared tor each type of special inspection, on a daily basis Each report shall be completed and signed by the special inspector oonducting the inspection PROJECT NAME DATE ll-Q9-l^ ARCHITECT ."^—.^i ^ ^^>ll O. TIMEARRl\ftD ENGINEER y-l OT TRAVELTIME tf TIUEDEEARTED y LUNCH TIME SUB CONTRACTOR INSPECTION AOORESS ADDRESS Of PROJECT TYPE OF IMSPECTION • ENGINEERED FILL • FOUNDATION • BACK FILL • BATCH PLANT • PT CONCRETE • SHOTCRETE • CONCRETE • MASONRY • HIGH STRENGTH BOLTING • WELDING O SHOP WELD • FIREPROOFING • ANCHOR/DOWEL n MDE FIELD • NDESHOP • CEILING WIRE • • DSA/OSHPD/PROJECT APPROVED DOCUMEMTS AVAILABLE APPROVED PLANS ¥• ND SOIL REPORT YO Nn SPECS YD ND APPROVED SHOP DRAWING YD ND MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTSl CONTRACTORS EQUIPMENT / MANPOWER USED AREA GRID LINES, PIECES INSPECTflJ p ^5 STRUCTURAL NOTES, DETAIL OR Rf IS USED . „ . umms, INCLVBWa MEETINGS O O If / REWORK AS PERCENT OF ALL WORK TODAY PERCENT PROJECT COMPLETE THEWORK WASSJSA/ASNOTO Inspected in accordance with the requirements of the DSA/OSHPD/PROJECT approved documents MATERIAL SAMPLING WASD WAS NCTD N/AD Performed in accordance with DSA/OSHPO/PROJECT approved documents cc Project Architect Contractor Structural Engineer Buildmg Department DSA Regional Office Owner School Distnct THE WORK INSPECTED MET S.. DID NOT MEET • The requirements of the DSA/OS^IPD/PROJECT approved documents Samples taken _ Weather^J««s_oLfe Temp C» O' 5 . nature of Special Inspector THntNAiTif Certification »^^^^t^/ Venfied by Corporate 2992 n La Palma Ave Ste A Anafieim, CA 92806 Tel 714 632 2999 Fax 714 632 2974 Dispatch 800 491 2990 San Diego/lmpenal County 6295 Ferris Square, Ste C San Diego, CA 92121 Tel 858 537 3999 Fax 858 537 3990 Dispatch 888 844 5060 Inland Empire 14467 Mendian Pkwy , Bldg 2A Riverside, CA 92518 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800491 2990 Indio 44917 Golf PKwy,#1 Indio, CA 92201 Tel 760 342 4677 Fax 760 342 4525 Dispatch 800 491 2990 MTGL PROJECT* 1251-A01 Pemii(# CB111684 Report Paget ofl DAILY INSPECTION REPORT DSA/CITY File DSA/OSHPD Appl DSA/LEA # Special Inspection Reports must be distributed to the parties listed below within 14 days of the inspection Reports of non-compliant conditions must be distnbuted immediately Separate reports shall be prepared for each type of special inspection on a daily basis Each report shall be compleled and signed by the special inspector conducting the inspection PROJECTNAME LEGOLAND HOTEL Date ARCHITECT DELAWIE, WILKES, RODRIGUES, BARKER TIME ARf?IVED 7 00 A Rfl TIIVIE DEPARTED 9'00 A M ENGINEER GSSI STRUCTURAL ENGINEERS TRAVELTIME N/A LUNCH TIME N/A CONTRACTOR R D OLSON SUB CONTRACTOR LIFESTYLES COMPANY INSPECTION ADDRESS RSI LEGOLAND DR, CARLSBAD ADDRESS OF PROJECT Same TYPE OF INSPECTION • ENGINEERED FILL • FOUNDATION • BACK FILL • BATCH PLANT O PT CONCRETE • SHOT CRETE 13 CONCRETE • MASONRY • HIGH STRENGTH BOLTING • WELDING • SHOP WELD • FIREPROOFING • ANCHOR/DOWEL • NDE FIELD • NDE SHOP • CEILING WIRE • MATERIAL ID • EPOXY IS REINFORCING STEEL DSA/OSHPD PROJECT APPROVED DOCUMENTS AVAILABLE APPROVED PLANS Y El N • SOIL REPORT Y • N I SPECS YONS APPROVED SHOP DRAWING Y • N I MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS) MIX DESIGN # RS350P41, 3500 P S I SUPPLIED BY ROBERTSONS CONCRETE CONTRACTORS EQUIPMENT/MANPOWER USED TRAILER PUMP W/ ONE OPERATOR, FINISHERS W/ EIGHT MEN STRUCTURAL NOTES, DETAIL OR RFIS USED PER APPROVED ARCHITECTUAL DRAWINGS REMARKS, INCLUDING MEETINGS OBSERVED THE REINFORCING INSTALLED FOR WALKWAY AND STEPS ATTHE POOL HOUSE PER DETAILA9 0 0 OF THE APPROVED DRAWINGS VERIFIED REINFORCING STEEL FOR SIZE, U\P, LOCATION AND CLEARANCES OBSERVED THE PLACEMENT OF 20 CUBIC YARDS OF CONCRETE, MIX DESIGN # RS350P41, 3500 PSI, SUPPLIED BY ROBERTSONS REDI-MIX PLACEMENT OF POUR THIS DATE WAS THE SIDEWALK AND STEPS AT THE POOL HOUSE TO THE BEST OF WIY KNOWLEDGE, ALL OF THE WORK PERFORMED ABOVE, UNLESS OTHERWISE NOTED, IS IN CONFORMANCE WITH THE APPROVED PLANS AND SPECIFICATIONS THE WORK WAS [g] WAS NOT • Inspected in accordance with the requirements ofthe DS/VOSPHD Project approved documents THE WORK INSPECTED MET ISI DID NOT MEET • The requirennents ofthe DS/VOSPHD Project approved documents Samples taken 6 - 4X8 CYLINDERS Weather." COOL Temp 65 MATERIAL SAMPLING WAS IE WAS NOT • N/A • Performed in accordance with DS/VOSPHD Project approved documents CC Project Architect Contractor Structural EngineerBuiiding Department DSA Regional Office Owner School District Signature of Special Inspector DANIEL L. WEBB Certification # Pnnt Nanne B208923-49 Verified by btC/, ^ A www mtglinc com MTGL Proiect # C Corporate 2992 E La Palma Ave Ste A Anaheim, CA 92806 Tel 714 632 2999 Fax 714 632 2974 Dispatch 800 491 2990 0 San Diego/linpenal County 6295 Ferris Square, Suite C San Diego, CA 92121 Tel 858 537 3999 Fax 858 537 3990 Dispatch 888 844 5060 Inland Empire 14467 Meridian Pkw, Bldg 2-A Riverside, CA 92518 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 Indio 44917 Golf Center Pkwy, #1 Indio, CA 92201 Tel 760 342 4677 Fax 760 342 4525 Dispatch 800 491 2990 DAILY INSPECTION REPORT DSA/CITY File #. DSA/OSHPDAPPLi Permit # Report # Special Inspection Reports must be distributed to the parties listed below within 14 days of the mspection Reports of non-compliant conditions must be distnbuted immediately Separate reports shall be prepared for each type of specialjnspection, on a daily basis Each report shall be completed and signed by the special inspector conducting the inspection PG. OF DSA/LEA # THE WORK WASC? WAS NOT • Inspected in accoraance with the requirements of the DSA/OSHPD/PROJECT approved documents IVIATERIAL SAMPUNG WASD WAS NOT• N/A2l^ Performed m accordance with DSA/OSHPD/PROJSCTapproved documents cc Project Architect Contractor Structural Engineer Building Department DSA Regional Office Owner School District Certification # Verified d^^ www mtglinc com MTGL Proiect # / ^ 3* t A f-^ f Permit# & / f <^ V^S UDrporaie 2992 E La Palma Ave Ste A Anaheim, CA 92806 Tel 714 632 2999 Fax 714 632 2974 Dispatch 800 491 2990 san uiego/imperiai uouniy 6295 Ferris Square, Suite C San Diego, CA 92121 Tel 858 537 3999 Fax 858 537 3990 Dispatch 888 844 5060 iniano tmpire 14467 Meridiaf) Pkw, Bldg 2-A Riverside, CA 92518 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 inaio. 44917 Golf Center Pkwy, #1 Indio, CA 92201 Tel 760 342 4677 Fax 760 342 4525 Dispatch 800 491 2990 PG. ( OF. I DAILY INSPECTiON REPORT DSA/CITY File # DSA/OSHPD APPL #. DSA/LEA# Report # _ Special Inspection Reports must be distnbuted to the parties listed below withm 14 days of the inspection Reports of non-compliant conditions must be distnbuted immediately Separate reports shall be prepared for each type of special inspection, on a daily basis Each report shall be completed and signed by the special inspector conducting the inspection PROJECTNAME DATE ARCHITECT ">N. / 11/ -^1 TlMtARRIVEO „ 1 TIME DEPARTED ENGINEER TRAVELTIME LUNCH TIME CONTRACTOR SUB CONTHACTOR INSPECTION ADDRESS W)DRESS OF PROJECT TYPE OF INSPECTION n ENGINEERED FILL 1 FOUNDATION n BACK FILL U BATCH PLANT [ I PT CONCRETE 1 1 SHOTCRETE ^ CONCRETE MASONRY 1 HIGH STRENGTH BOLTING J WELDING •J SHOP WELD r FIREPROOFING r ANCHOR/DOWEL I NDE FIELD 1 NDESHOP n CEILING WIRE n _______ IJ u DSA/OSHPD/PROJECT APPROVED DOCUMENTS. AVAIWBLE APPROVED PLANS Y-)*? N1 SOIL REPORT V:J<I NU SPECS NL: APPROVED SHOP DRAWING YH NTl MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS) fl ^ ^ ^ v.-^L-i no CONTRACTORS EQUIPMENT / MANPOWER USED AREA GRID LIN^^IECES INSPECTED 1-/0 I I /I C JIHUCIUMAUniUltb, UtIAIL.UHHt-IS UStU^ I , , REMARKS INCUJDINC MlirmaS jy 7) ty> f 7^ -> i~i^^ c- '1 REWORK AS PERCENT OF ALL WORK TODAY PERCENT PROJECT COMPLETE THEWORK WASW WAS NOTTI Inspected in accordance with fhe requirements of ihe DS/VOSHPD/PROJECT approved documents MATERIAL SAMPLING WAS! 1 WAS NOT • N/AD Performed in accordance with OSA/OSHPD/PROJECT approved documents cc Project Architect Contractor Structural Engmeer Budding Department OSA Regional Office Owner School District THE WORK INSPECTED METSl DID NOT MEET iD The requirements of the DS/VOSHPD/PROJECT approved documents Samples taken Weather Temp SigiTaTur^^f Special6ftspector Certification # Verihed by spector Print Name S0 • d V wy t-EICe 3T03-0T-AOH c Corporate 2992 E La Palma Ave Ste A Anaheim, CA 92806 Tel 714 632 2999 Fax 714 632 2974 Dispatch 800 491 2990 www mtglinc com MTGL Project # San Diego/lmpenal County 6295 Ferns Square, Suite C San Diego, CA 92121 Tel 858 537 3999 Fax 858 537 3990 Dispatch 888 844 5060 Inland Empire 14467 Meridian Pkw, Bldg 2-A Riverside, CA 92518 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 Indio 44917 Golf Center Pkwy, #1 Indio, CA 92201 Tel 760 342 4677 Fax 760 342 4525 Dispatch 800 491 2990 Permit # DAILY INSPECTION REPORT DSA/CITY File # DSA/OSHPD APPL # Report ii PG OF DSA/LEA # Special Inspection Reports must be distributed to the parties listed below within 14 days of the inspection Reports of non-compliant conditions must be distributed immediately Separate reports shall be prepared for each type of special inspection, on a daily basis Each report shall be completed and signed by the special inspector conducting the inspection Lg.op\ai)<\ PROJECT NAME ARCHITECT DATE TIME ARRIVED fliVED /PK ENGINEER TRAVELTIME TIME DEPARTED LUNCH TIME \> o/f>on SUB CONTRACTOR LP Qof ft Via dr. roirkfa-A' Co BATCH PLANT • IVIASONRY INSPECTION ADDRESI TYPE OF INSPECTION • ENGINEERED FILL • FOUNDATION • BACKFILL BATCH PLANT • PT CONCRETE •.SHOTCRETE CONCRETE • IVIASONRY • HIGH STRENGTH BOLTING • WELDING • SHOP WELD t • FIREPROOFING ^ • ANCHOR/DOWEL • NDE FIELD • NDESHOP • CEILING WIRE • • • DSA/OSHPD/PROJECT APPROVED DOCUMENTS AVAILABLE . APPROVED PLANS Y^ N • SOIL REPORT YD N SPECS YD N APPROVED SHOP DRAWING YD N NJ^ MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS) IMAlfrOWER USED CONTRACTORS EQUIPMENT/ AREA GRID LINES PIECES INSPECTED STRUCTURAJpiOIESJJETflL OR RFISUSED REWORK AS PERCENT OF ALL WORK TODAY PERCENT PROJECT COMPLETE THEWORK WAS^WASNOTD Inspected m accoToance with the requirements of the DSA/OSHPD/PROJECT approved documents MATERIAL SAMPLING WASD WAS NOT• N/A^ Performed in accordance with DSA/OSHPD/PROJECTapproved documents cc Project Architect Contractor Structural Engineer Building Department DSA Regional Office Owner School District THE WORK INSPECTED WIEHZ DID NOT MEET • The requirements of the DSA/tJsHPD/PROJECT approved documents Samples taken. Weather, Certification Venfied by _ r www mtglinc com MTGL Project? Corporate San Diego/lmperial County 2992 E La Palma Ave Ste A 6295 Ferns Square, Suite C Anaheim, CA 92806 ^San Diego, CA 92121 Tel 714^M9@f CdnSD'^CIss 537 3999 Fax 714132 •2974 Fax 858 537 3990 Dispatch 800 ^\^9|03 2012Dispatch 888 844 5060 ^ ^ ^ ' ^BUILDING DPiAinar INSPECTION REPORT Inland Empire 14467 Meridian Pkw, Bidg 2-A Riverside, CA 92518 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 Indio 44917 Golf Center Pkwy, #1 Indio, CA 92201 Tel 760 342 4677 Fax 760 342 4525 Dispatch 800 491 2990 DSA/CITY File I DSA/OSHPD APPL # Report #. PG I OF DSA/LEAK Special Inspection Reports must be distnbuted to the parties listed below within 14 days of the mspection Reports of non-compliant conditions must be distnbuted immediately Separate reports shall be prepared for each type of special inspection, on a daily basis Each report shall be completed and signed by the special inspector conducting the inspection PROJECT NAME DATE ARCHITECT ENGINEER V\ —/ / TS A TIME ARRIVED „ , TK <^ TRAVFI TIME Til TIME DEPARTED CONTRACTOR SUB CONTRACTOR INSPECTION ADDRESS ADORESS OF PROJEC/ / \ TYPE OF INSPECTION • ENGINEERED FILL • FOUNDATION • BACK FILL • BATCH PLANT • PT CONCRETE • SHOTCRETE ^ CONCRETE • MASONRY • HIGH STRENGTH BOLTING • WELDING • SHOP WELD • FIREPROOFING • ANCHOR/DOWEL • NOE FIELD • NOESHOP • CEILING WIRE • • • DSA/OSHPD/PROJECT APPROVED DOCUMENTS AVAILABLE APPROVED PLANS Y;*^ N • SOIL REPORT Y)B. ND SPECS YCKND APPROVED SHOP DRAWING YD ND MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS) CONTRACTORS EQUIPMENT / MANPOWER USED AREA GRID LINES PIECES INSPECTED I / / /! 7 4^-1-0 4^ STRUCTURAL NOTES DETAIL OR RFIS USED 1 u' li-vL uuicoutmiLunniiouocLJ y REMARKS INCLUDING MEETINGS REWORK AS PERCENT OF ALL WORK TODAY PERCENT PROJECT COMPLETE THEWORK WASS WAS NOT • Inspected in accordance with the requirements of the DSA/OSHPD/PROJECT approved documents MATERIAL SAMPLING WAS^ WASNOTD N/AD Performed in accordance with DSA/OSHPD/PROJECT approved documents cc Project Architect Contractor Structural Engineer Building Department DSA Regional Office Owner School District THE WORK INSPECTED MET*^ DID NOT MEETD The requirements of the DSA/OSHPD/PROJECT approved documents Samples taken. Weather O -^-^^ (. e,^ f Temp, Certification # i_ Venfied by. Corporate 2992 E La Palma Avenue, Suite A, Anaheim, CA 92806 Tel (714)632-2999 Fax (714)632-2974 Branch 6295 Ferris Square, Suite C, San Diego, CA 92121 Tel (858) 537-3999 Fax (858)537-3990 Branch 14467 Meridian Parkway Bldg 2A, Riverside, CA 92518 Tel (951)653-4999 Fax (951)653-4666 Branch 44917 Golf Center Parkway #1, In dto, CA 92201 Tel (760)342-4677 Fax (760)342-4525 Report of. COMPRESSIVE STRENGTH-CONCRETE ASTM C39 Date Printed- 9/28/2012 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Clienf PROJECT MANAGEMENT ADVISORS Set No. 12-0628 File No : Permit No Project No.: Project Name* CBI 11684 1251AOI LEGOLAND HOTEL ON PALOMAR AIRPORT ROA 462 STEVENS AVENUE SUITE 106 SOLANA BEACH, CA 92075 Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq. Inch) (lbs.) (psi) Fracture 7 9/7/2012 4X8 12 57 29,600 2,360 Cone 28 9/28/2012 4X8 12 57 40,120 3,190 Cone 28 9/28/2012 4X8 12 57 43,750 3,480 Cone 28 9/28/2012 4X8 12 57 45,760 3,640 Cone 28 H 9/28/2012 4X8 12 57 Specified Strength- 3,000 PSI Sampled By MIKE KINGERY Location. RAISED SLAB AT ELECTRIC ROOM - GRID LINE 15 8 / G 5 ASTMC172 Date Sampled: 8/31/2012 Date Received. 9/4/2012 Concrete Supplier HANSON AGGREGATE Mix No 3033500 Ticket No.: 455632 Water added at Site- gal. By Cement Type Mix Time. 45 Remarks niin. Concrete Temp: 88 Ambient Temp: 84 "F ASTM C1064 "F ASTM C1064 Slump 4 00 in. ASTM C143 Tested at San Diego Distribution- PROJECT MANAGEMENT ADVISORS LEGOLAND CITY OF CARLSBAD-BLDG INSPECTION DEPT RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION **LAB COPY*=^ City of Carisbad OCT 01 2012 BUILDING DIVISION Respectfully Submitted, MTGL, Inc. Sam Valdez, R CE 3440 PSI 28-day compression test complies with the specified strength www mtglinc com r Corporate 2992 E La Palma Ave Ste A Anaheim, CA 92806 Tel 714 632 2999 Fax 714 632 2974 Diseatch 800 491 2990 MTGL Project # Permit*. !;vfr/\o\ San Diego/lmperial County 6295 Ferris Square, Suite C San Diego, CA 92121 Tel 858 537 3999 Fax 858 537 3990 Dispatch 888 844 5060 Inland Empire 14467 Meridian Pkw, Bldg 2-A Riverside, CA 92518 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 Indio 44917 Golf Center Pkwy, #1 Indio, CA 92201 Tel 760 342 4677 Fax 760 342 4525 Dispatch 800 491 2990 DAILY INSPECTION REPORT DSA/CITY File#. DSA/OSHPD APPL # Report #. PG OF. DSA/LEA # Special Inspection Reports must be distnbuted to the parties listed below within 14 days of the inspection Reports of non-compliant conditions must be distributed immediately Separate reports shall be prepared for each type of special inspection, on a daily basis Each report shall be completed and signed by the special inspector conducting the inspection PROJECT NAME DATE ARCHITECT TIME ARRIVED WQ TIME DEPARTED \noo ENGINEER CONTRACTOR gg TRAVEL TIME LUNCH TIME SUB CONTRACTOR T"T,p'g>nloi,nc\ .DrtM-t TYPE OF INSPEferioN • BATCH PLANT ADDRESS OF PROJECT TYPE OF D ENGINEERED FILL • FOUNDATION D BACK FILL • PT CONCRETE • SHOTCRETE ^XrONCRETE D MASONRY D HIGH STRENGTH BOLTING D WELDING D SHOP WELD D FIREPROOFING D ANCHOR/DOWEL D NDE FIELD • NDESHOP NJZ^ D CEILING WIRE • • D DSA/OSHPD/PROJECT APPROVED DOCUMENTS AVAILABLE APPROVED PLANS Y^ND SOIL REPORT YD SPECS YD N APPROVED SHOP DRAWING Y^ ND MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS) CONTRACTORS EQUIPMENT/MANPOWER USED AREA GRID LINES PIECES INSPECTED lA\. / fe-^-lQ^^ l:;i/aQjT] STRUCTURAL NOTES DETAIL OR RFIS USED Q <=,hac\r\Q |Oip \^v\Q-fV) :\pca^.\D'r\)-ip\fi.i((x\f)C£ c.o()fi\' dliafdhcr o(rcoVaQncj^ (AA-VK plains REMARKS, INCLUOING MEETINGS REWORK AS PERCENT OF ALL WORK TODAY PERCENT PROJECT COMPLETE THEWORK WASSl^ WASNOTD Inspected m accordance with the requirements of the DSA/OSHPD/PROJECT approved documents MATERIAL SAMPLING WASD WASNOTD N/Ata Performed in accordance with DSA/OSHPD/PROJECT approved documents cc Proiect Architect Contractor Structural Engineer Building Department DSA Regional Office Owner School District THE WORK INSPECTED METO DID NOT MEETD The requirements of the DSA/OSFt^D/PROJECT approved documents Samples j^iken Weather Print Name Certificalion Verified Corporate 2992 E La Palma Avenue, Suite A, Anaheim, CA 92806 Tel (714)632-2999 Fax (714)632-2974 Branch 6295 Ferris Square, Suite C, San Diego, CA 92121 Tel (858) 537-3999 Fax (858) 537-3990 Branch 14467 Meridian Parkway Bldg 2A, Riverside, CA 92518 Tel (951)653-4999 Fax (951)653-4666 Branch 44917 Golf Center Parkway #1,Indio, CA92201 Tel (760) 342-4677 Fax (760) 342-4525 Report of COMPRESSIVE STRENGTH-CONCRETE ASTM C39 Date Printed 9/7/2012 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Chent: PROJECT MANAGEMENT ADVISORS Set No 12-0628 File No : Permit No.. Project No.. Project Name CBI11684 1251A01 LEGOLAND HOTEL ON PALOMAR AIRPORT ROA 462 STEVENS AVENUE SUITE 106 SOLANA BEACH, CA 92075 Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq. Inch) (lbs) (psi) Fracture 7 9/7/2012 4X8 12 57 29,600 2,360 Cone 28 9/28/2012 4X8 12 57 28 9/28/2012 4X8 12 57 28 9/28/2012 4X8 12 57 28 H 9/28/2012 4X8 12 57 Specified Strength: 3,000 PSI Sampled By: MIKE KINGERY Location- RAISED SLAB AT ELECTRIC ROOM - GRID LINE 15 8 / G 5 ASTMC172 Date Sampled: 8/31/2012 Date Received: 9/4/2012 Concrete Suppher. HANSON AGGREGATE Mix No.. 3033500 Ticket No.: 455632 Water added at Site. gal By Cement Type- Mix Time 45 Remarks: Concrete Temp 88 Ambient Temp: 84 °F ASTM C1064 °F ASTM C1064 Slump 4 00 in. ASTM C143 Tested at: San Diego Distribution- PROJECT MANAGEMENT ADVISORS LEGOLAND CITY OF CARLSBAD-BLDG INSPECTION DEPT RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION *><LAB COPY=^* City of Carlsbad SEP 1 0 2012 BUILDING DIVISION Respectfully Submitted, MTGL, Inc. Sam Valdez, R.C E. Corporate 2992 E La Palma Ave Ste A Anafteim, CA 92806 Tel 714 632 2999 Fax 714 632 2974 Dispatch 800 491 2990 San DIego/imperial County 6295 Ferns Square Ste C San Diego, CA 92121 Tel 858 537 3999 Fax 858 537 3990 Dispatch 888 844 5060 Inland Empire 14467 Mendian Pkwy , Bldg 2A Riverside, GA 92518 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 indio 44917 Golf Center Pkwy , Ste 1 Indio, CA 92201 Tel 760 342 4677 Fax 760 342 4525 Dispatch 800 491 2990 MTGL PROJECTS 1251A01 Permit # 937C362381 DAILY INSPECTION REPORT Report#_ .Page lofl DSA/CITY File# DS/VOSHPD Appl #. DSA/LEA # Special Inspection Reports must be distnbuted tothe parties listed below within 14 days of the inspection Reports of non-compliant conditions rnustbe distributed immediately Separate reports shall be prepared for each type of special inspection on a daily basis Each report shal! be completed and signed by the special inspector conducting the inspection PROJECT NAME Legoland Hotel Date 8-31-12 ARCHITECT Delawie, Witkes,Rodngues,Baker TIME ARRIVED 0900 TIME DEPARTED 1400 ENGINEER GSSI Structural Engineers TRAVELTIME 2 0 LUNCH TIME CONTRACTOR R D Olsen SUB CONTRACTOR INSPECTION ADDRESS 1 Carlsbad legoland Dr ADDRESS OF PROJECT TYPE OF INSPECTIOM • ENGINEERED FILL • FOUNDATION • BACK FILL • BATCH PLANT • PT CONCRETE • SHOTCRETE mCONCRETE • MASONRY • HIGH STRENGTH BOLTING • WELDING • SHOP WELD • FIREPROOFING • ANCHOR/DOWEL • NDE FIELD • NDE SHOP • CEILING WIRE • DSA/OSHPD PROJECT APPROVED DOCUMENTS AVAILABLE APPROVED PLANS Y 1^ N • SOIL REPORT Y • N O SPECS Y B N • APPROVED SHOP DRAWING Y • N • MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS) grade 60 reinforcing/ 3000 PSI concrete mix # 3033500 deliverd by Hanson's Simpson -XP epoxy CONTRACTORS EQUIPMENT/lVl/!JvlPOWER USED ~" hammer dnll nylon brush air compressor AREA, GRID LINES, PIECES INSPECTED elevated slab at 15 8 & G 5/ curb at 16 2- G to H and 16 2 to 17 5, page 82 1 2 of plans STRUCTURAL NOTES, DETAIL OR RFIS USED general notes/ ESR report2508 (for epoxy ) RFI 00184 and 00122 REIVIARKS, INCLUDING MEETINGS observed placement of epoxy dowells reinforcing and concrete at above locations/ #5 dowels placed 4 1/2" embedment, holes dniled with 3/4" bit cleaned witfi nylon brush and compressed air, epiration dates on epoxy all valid/ concrete placed with yi/hellbarrow/ consolidated manually, two yards total/ one set of five samples taken. slump 4", ambiant temperature 84, concrete temperature 88/ all work as per plans ans specificahons// REWORK AS PERCENT OF ALL WORK TODAY PERCENT PROJECT COMPLETE THE WORK WAS S WASNOTD Inspected in accordance with the requirements of the DSA/OSPHD Proiect approved documents MATERIAL SAMPLING WAS M WAS NOT • N/A • Performed in accordance with DS/VOSPHD Projecf approved documents Project Architect Contractor Structural Engineer Building Department DSA Regional Office Owner School Distnct THE WORK INSPECTED METIS DID NOT MEET • The requirements of the DS/VOSPHD Project approved documents Samples taken 5 concrete Weather partial clouds Temp mid 80's Signal! Mike Kingery pecial Inspector Certification* SDI Qg1. Venfied by Pnnt NM^ n Corporate 2992 E La Palma Avenue, Suite A, Anaheim, CA 92806 Tel (714)632-2999 Fax (714)632-2974 Branch 6295 Ferns Square, Suite C, San Diego, CA 92121 Tel (858)537-3999 Fax (858) 537-3990 Branch 14467 Meridian Parkway Bldg 2A, Riverside, CA 92518 Tel (951)653-4999 Fax (951)653-4666 Branch 44917 Golf Center Parkway # I, Indio, C A 92201 Tel (760)342-4677 Fax (760) 342-4525 Report of COMPRESSIVE STRENGTH-CONCRETE ASTM C39 Date Printed: 8/31/2012 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Chent. PROJECT MANAGEMENT ADVISORS Set No.: 12-0583 File No - Permit No Project No.. Project Name. CBI11684 1251A01 LEGOLAND HOTEL ON PALOMAR AIRPORT ROA 462 STEVENS AVENUE SUITE 106 SOLANA BEACH, CA 92075 Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq Inch) (lbs) (psi) Fracture 7 8/9/2012 4X8 12 57 41,300 3,290 Cone & Split 28 8/30/2012 4X8 12 57 63,280 5,040 Cone & Split 28 8/30/2012 4X8 12 57 62,740 4,990 Columnar 28 8/30/2012 4X8 12 57 64,230 5,110 Cone & Split 28 H 8/30/2012 Specified Strength 3,000 PSI Sampled By: MATTHEW JACKSON Location. SITE WALL FOOTING AT SWIMMING POOL / SEAT WALL ASTMC172 Date Sampled: 8/2/2012 Date Received. 8/3/2012 Concrete Supplier Mix No.. 8258P Ticket No - 101357 Water added at Site. Cement Type- II/V Remarks. SUPERIOR READY MIX gal. By Mix Time- 60 Concrete Temp. 87 Ambient Temp: 76 °F ASTM C1064 °F ASTM C1064 Slump: 4 00 in ASTM C143 Tested at. San Diego Distribution. PROJECT MANAGEMENT ADVISORS LEGOLAND CITY OF CARLSBAD-BLDG INSPECTION DEPT RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION *'LAB COPY*-- Respectfully Submitted, MTGL, Inc Sam Valdez, R.C E. 5050 PSI 28-day compression test complies with the specified strength Corporate 2992 E La Palma Avenue, Suite A, Anaheim, CA 92806 Tel (714)632-2999 Fax (714)632-2974 Branch 6295 Ferns Square, Suite C, San Diego, CA 92121 Tel (858)537-3999 Fax (858) 537-3990 Branch 14467 Meridian Parkway Bldg 2A, Riverside, CA 92518 Tel (951)653-4999 Fax (951)653-4666 Branch 44917 Golf Center Parkway #1, Indio, CA 92201 Tel (760) 342-4677 Fax (760)342-4525 Report of COMPRESSIVE STRENGTH-CONCRETE ASTM C39 Date Printed- 8/28/2012 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Chent. PROJECT MANAGEMENT ADVISORS Set No. 12-0575 File No.: Permit No Project No.: Project Name- CBI11684 1251A01 LEGOLAND HOTEL ON PALOMAR AIRPORT ROA 462 STEVENS AVENUE SUITE 106 SOLANA BEACH, CA 92075 Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq. Inch) (lbs) (psi) Fracture 7 8/7/2012 4X8 12 57 35,330 2,810 Cone & Spilt 28 8/28/2012 4X8 12 57 50,570 4,020 Cone & Split 28 8/28/2012 4X8 12 57 55,600 4,420 Cone & Split 28 8/28/2012 4X8 12 57 50,910 4,050 Cone & Shear 28 8/28/2012 4X8 12 57 Specified Strength 3,000 PSI Sampled By MATTHEW JACKSON Location: COLUMN PIER - GRID LINE 54 / M 1 ASTMC172 Date Sampled. 7/31/2012 Date Received: 8/1/2012 Concrete Supplier. HANSON AGGREGATE Mix No.: 3011500 Ticket No . 452742 Water added at Site: 5 00 gal. By PLANT Cement Type II/V Mix Time: 85 Remarks. Concrete Temp: 88 Ambient Temp. 79 °F ASTM C1064 "F ASTM C1064 Slump: 4 50 in. ASTM C143 Tested at. San Diego Distribution: PROJECT MANAGEMENT ADVISORS LEGOLAND CITY OF CARLSBAD-BLDG INSPECTION DEPT RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION **LAB COPY** Respectfully Submitted, MTGL, Inc. Sam Valdez, R.C.E 4160 PSl 28-day compression test complies with the specified strength Corporate 2992 E La Palma Avenue, Suite A, Anaheim, CA 92806 Tel (714)632-2999 Fax (714)632-2974 Branch 6295 Ferns Square, Suite C, San Diego, CA 92121 Tel (858)537-3999 Fax (858) 537-3990 Branch 14467 Mendian Parkway Bldg 2A, Riverside, CA 92518 Tel (951)653-4999 Fax (951)653-4666 Branch 44917 Golf Center Parkway # 1, Indio, C A 92201 Tel (760) 342-4677 Fax (760)342-4525 Report of: COMPRESSIVE STRENGTH-SHOTCRETE ASTM Cl 140 Date Printed 8/23/2012 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Chent ' PROJECT MANAGEMENT ADVISORS Set No: 12-0548 File No.- Permit No.: Project No. Project Name CB1I1684 I25IA0I LEGOLAND HOTEL ON PALOMAR AIRPORT ROA 462 STEVENS AVENUE SUITE 106 SOLANA BEACH, CA 92075 Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq Inch) (Ibs.) (psi) Fracture 28 8/13/2012 3X547 7 07 2,750 390 N/A 28 8/13/2012 3 X 5 28 7 07 2,840 390 N/A 28 8/13/2012 3X565 7 07 3,000 420 N/A Specified Strength. 250 PSI Sampled By. MATTHEW JACKSON Location LOW ROOF ABOVE 2ND LEVEL UNITS, WEST SIDE ASTMC172 Date Sampled: 7/16/2012 Date Received. 7/17/2012 Concrete Supplier INSUL-FLOW Mix No CELCRETE Ticket No : Water added at Site: gal By Cement Type- II Remarks. DRY DENSITY - 32 8 PCF Mix Time: Concrete Temp 80 Ambient Temp 78 "F ASTM C1064 °F ASTM C1064 Slump: 12 00 in. ASTM C143 Tested at. San Diego Distribution: PROJECT MANAGEMENT ADVISORS LEGOLAND CITY OF CARLSBAD-BLDG INSPECTION DEPT RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION **LAB COPY*^ Respectfully Submitted, MTGL, Inc Sam Valdez, R.C E 400 PSI 28-day compression test complies with the specified strength Corporate 2992 E La Palma Avenue Suite A, Anaheim, CA 92806 Tel (714)632-2999 Fax (714)632-2974 Branch 6295 Ferns Square, Suite C, San Diego, CA 92121 Tel (858) 537-3999 Fax (858)537-3990 Branch 14467 Mendian Parkway Bldg 2A, Riverside, CA 92518 Tel (951)653-4999 Fax (951)653-4666 Branch 44917 Golf Center Paikway # I, Indio, CA 92201 Tel (760) 342-4677 Fax (760)342-4525 Report oL COMPRESSIVE STRENGTH-SHOTCRETE ASTM Cl 140 Date Printed 8/23/2012 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Chent- PROJECT MANAGEMENT ADVISORS Set No. 12-0557 File No. Permit No.- Project No. Project Name CB111684 I25IA0I LEGOLAND HOTEL ON PALOMAR AIRPORT ROA 462 STEVENS AVENUE SUITE 106 SOLANA BEACH, CA 92075 Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq Inch) (Ibs.) (psi) Fracture 28 8/14/2012 3X56 7 07 3,280 460 N/A 28 8/14/2012 3X5 6 7 07 3,880 540 N/A 28 8/14/2012 3X5 6 7 07 3,900 550 N/A Specified Strength: 250 PSI Sampled By MATTHEW JACKSON ASTM C172 Date Sampled: 7/17/2012 Date Received: 7/19/2012 Location- TOPPING SLAB AT LOW ROOF - EAST SIDE OF BUILDING Concrete Supplier INSUL-FLOW MIX No.: CELCRETE Ticket No.: Water added at Site: gal. By Cement Type II Remarks. DRY DENSITY - 33 0 PCF Mix Time: Concrete Temp 78 Ambient Temp- 75 °F ASTM C1064 "F ASTM C1064 Slump 12 00 in. ASTM C143 Tested at: San Diego Distribution- PROJECT MANAGEMENT ADVISORS LEGOLAND CITY OF CARLSBAD-BLDG INSPECTION DEPT RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION **LAB COPY** Respectfully Submitted, MTGL, Inc Sam Valdez, R.C E 520 PSl 28-day compression test complies with the specified strength Corporate 2992 E La Palma Avenue, Suite A, Anaheim, CA 92806 Tel (714)632-2999 Fax (714)632-2974 Branch 6295 Ferris Square, Suite C, San Diego, CA 92121 Tel (858) 537-3999 Fax (858) 537-3990 Branch 14467 Meridian Parkway Bldg 2A, Riverside, CA 92518 Tel (951)653-4999 Fax (951)653-4666 Branch 44917 Golf Center Parkway #1, Indio, CA 92201 Tel (760) 342-4677 Fax (760) 342-4525 Report of. COMPRESSIVE STRENGTH-SHOTCRETE ASTM Cl 140 Date Printed- 8/23/2012 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client. PROJECT MANAGEMENT ADVISORS Set No.: 12-0558 File No : Permit No . Project No.: Project Name: CB111684 1251A0I LEGOLAND HOTEL ON PALOMAR AIRPORT ROA 462 STEVENS AVENUE SUITE 106 SOLANA BEACH, CA 92075 Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq. Inch) (Ibs.) (psi) Fracture 28 8/16/2012 2 98 X 5 8 6 97 3,000 430 N/A 28 8/16/2012 2 98 X 5 8 6 97 3,420 490 N/A 28 8/16/2012 2 98 X 5 8 6 97 3,520 500 N/A Specified Strength- 250 PSI Sampled By MATTHEW JACKSON ASTM C172 Date Sampled 7/19/2012 Date Received: 7/20/2012 Location: TOPPING SLAB - ROOF LEVEL, GRID LINE 30 Concrete Supplier. INSUL-FLOW Mix No. CELCRETE Ticket No.: Water added at Site: gal. By Cement Type Remarks- DRY DENSITY - 32 3 PCF Concrete Temp- 78 Ambient Temp 72 "F ASTM C1064 "F ASTM C1064 MIX Time Slump IOOO in ASTM C143 Tested at San Diego Distribution. PROJECT MANAGEMENT ADVISORS LEGOLAND CITY OF CARLSBAD-BLDG INSPECTION DEPT RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION *'=LAB COPY-* Respectfully Submitted, MTGL, Inc. Sam Valdez, R CE. 470 PSI 28-day compression test complies with the specified strength Corporate 2992 E La Palma Avenue, Suite A, Anaheim, CA 92806 Tel (714)632-2999 Fax (714)632-2974 Branch 6295 Ferns Square, Suite C, San Diego, CA 92121 Tel (858)537-3999 Fax (858) 537-3990 Branch 14467 Mendian Parkway Bldg 2A, Riverside, CA 92518 Tel (951)653-4999 Fax (951)653-4666 Branch 44917 Golf Center Parkway #1, Indio, CA 92201 Tel (760)342-4677 Fax (760)342-4525 Report of. COMPRESSIVE STRENGTH-SHOTCRETE ASTM Cl 140 Date Printed- 8/23/2012 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Chent- PROJECT MANAGEMENT ADVISORS Set No.. 12-0559 File No.- Permit No.: Project No Project Name- CB11I684 1251 AOI LEGOLAND HOTEL ON PALOMAR AIRPORT ROA 462 STEVENS AVENUE SUITE 106 SOLANA BEACH, CA 92075 Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq Inch) (lbs) (psi) Fracture 28 8/17/2012 2 99 X 5 5 7 02 4,080 580 N/A 28 8/17/2012 2 99 X 5 5 7 02 4,100 580 N/A 28 8/17/2012 2 99 X 5 5 7 02 3,780 530 N/A Specified Strength 250 PSI Sampled By. MATTHEW JACKSON Location TOPPING SLAB - MAIN ROOF LEVEL, GRID LINE 20 ASTMC172 Date Sampled 7/20/2012 Date Received: 7/21/2012 Concrete Supplier: INSUL-FLOW Mix No CELCRETE Ticket No.. Water added at Site. gal By Cement Type: II Remarks: DRY DENSITY - 31 2 PCF Mix Time: Concrete Temp- 78 Ambient Temp 77 "F ASTM C1064 °F ASTM C1064 Slump 12 00 in ASTM C143 Tested at. San Diego Distribution PROJECT MANAGEMENT ADVISORS LEGOLAND CITY OF CARLSBAD-BLDG INSPECTION DEPT RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION **LAB COPY** Respectfully Submitted, MTGL, Inc Sam Valdez, R.C.E. 560 PSI 28-day compression test complies with the specified strength Corporate 2992 E La Palma Avenue, Suite A, Anaheim, CA 92806 Tel (714)632-2999 Fax (714)632-2974 Branch 6295 Ferns Square, Suite C, San Diego, CA 92121 Tel (858) 537-3999 Fax (858) 537-3990 Branch 14467 Mendian Parkway Bldg 2A, Riverside, CA 92518 Tel (951)653-4999 Fax (951)653-4666 Branch 44917 Golf Center Parkway #1, Indio, CA 92201 Tel (760) 342-4677 Fax (760)342-4525 Report of. COMPRESSIVE STRENGTH-SHOTCRETE ASTM Cl 140 Date Printed 8/23/2012 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client- PROJECT MANAGEMENT ADVISORS A Set No. 12-0609 File No. Permit No.: Project No - Project Name. CBI11684 I251A01 LEGOLAND HOTEL ON PALOMAR AIRPORT ROA 462 STEVENS AVENUE SUITE 106 SOLANA BEACH, CA 92075 Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq Inch) (lbs.) (psi) Fracture 28 8/15/2012 2 97 X 5 7 6 93 3,740 530 N/A 28 8/15/2012 3X56 7 07 3,920 550 N/A 28 8/15/2012 3X56 7 07 4,040 570 N/A Specified Strength- 250 PSI Sampled By. MATTHEW JACKSON Location- MAIN ROOF LEVEL, TOPPING SLAB - GRID LINE 44 ASTMC172 Date Sampled. 7/18/2012 Date Received 7/20/2012 Concrete Supplier INSUL-FLOW MIX NO . CELCRETE Ticket NO.: Water added at Site. gal By Cement Type. II Remarks- DRY DENSITY - 32 9 PCF Concrete Temp. 78 Ambient Temp: 76 °F ASTM C1064 °F ASTM C1064 MIX Time. Slump. 12 00 in ASTM C143 Tested at. San Diego Distribution. PROJECT MANAGEMENT ADVISORS LEGOLAND CITY OF CARLSBAD-BLDG INSPECTION DEPT RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION *='LAB COPY*=^ Respectfully Submitted, MTGL, Inc Sam Valdez, R.C.E. 550 PSI 28-day compression test complies with the specified strength Corporate 2992 E La Palma Avenue, Suite A, Anaheim, CA 92806 Tel (714)632-2999 Fax (714)632-2974 Branch 6295 Ferns Square, Suite C, San Diego, CA 92121 Tel (858) 537-3999 Fax (858) 537-3990 Branch 14467 Mendian Parkway Bldg 2A, Riverside, CA 92518 Tel (951)653-4999 Fax (951)653-4666 Branch 44917 Golf Center Parkway #1, Indio, CA 92201 Tel (760)342-4677 Fax (760)342-4525 Report of: COMPRESSIVE STRENGTH-SHOTCRETE ASTM Cl 140 Date Printed 8/16/2012 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Chent- PROJECT MANAGEMENT ADVISORS Set No: 12-0529 File No.: Permit No.: Project No Project Name. CBI 11684 125IA0I LEGOLAND HOTEL ON PALOMAR AIRPORT ROA 462 STEVENS AVENUE SUITE 106 SOLANA BEACH, CA 92075 Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq Inch) (lbs.) (psi) Fracture 28 8/10/2012 2 99 X 5 75 7 02 2,740 390 Cone 28 8/10/2012 2 99 X 5 8 7 02 2,535 360 Cone 28 8/10/2012 2 99 X 5 8 7 02 2,520 360 Cone Specified Strength: 250 PSI Sampled By. MATTHEW JACKSON ASTM C172 Date Sampled. 7/13/2012 Date Received 7/17/2012 Location. LOW ROOF AT ENTRANCE Concrete Supplier CELL-CRETE Mix No.: Ticket No Water added at Site gal By Cement Type Mix Time: Remarks. INSUL-FLOW DRY DENSITY - 33 0 PCF Concrete Temp: 78 Ambient Temp: 70 "F ASTM C1064 "F ASTM C1064 Slump: 8 00 in. ASTM C143 Tested at- San Diego Distribution PROJECT MANAGEMENT ADVISORS LEGOLAND CITY OF CARLSBAD-BLDG INSPECTION DEPT RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION **LAB COPY** Respectfully Submitted, MTGL, Inc Sam Valdez, R.C E 370 PSI 28-day compression test complies with the specified strength Corporate 2992 E La Palma Ave Ste A Anaheim CA 92806 Tel 714 632 2999 Fax 714 632 2974 Dispatch 800 491 2990 San Diego/lmperial County 6295 Fems Square, Suite C San Diego CA 92121 Tel 858 537 3999 Fax 858 537 3990 Dispatch 888 844 5060 Inland Empire 14467 Mendian Pkwy Bldg 2A Riverside CA 92518 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 Indio 44917 Golf Center Pkwy Ste 1 Indio CA 92201 Tel 760 342 4677 Fax 760 342 4525 Dispatch 600 491 2990 MTGL PROJECT* 1251-A01 BUILDINGPERMIT* CB111684 DAILY INSPECTION REPORT OSHPD# DSA APPLICATION NUMBER Report # Page 1 of 1 DSA/LEA # Special Inspection Reports musl be distnbuted to the parties listed below wnthin 14 days of the inspection Reports of non-compliant conditions must be distnbuted immediately Separate reports shall be prepared for each type of special inspection on a daily basis Each report shall be compleled and signed by the special inspector conducting the inspection PROJECT NAME Legoland Hotel Carlsbad Date Wednesday, July 11, 2012 ARCHITECT Delawie Wilkes Rodngues Barker TIME ARRIVED 6 00 am TIME DEPARTED 7 00 am ENGINEER William F Schell TRAVELTIME LUNCH TIME CONTRACTOR R D Olson SUB CONTRACTOR Adam Steel INSPECTION ADDRESS 1 Legoland Dr, Carlsbad, CA 92008 ADDRESS OF PROJECT 1 Legoland Dr, Carlsbad, CA 92008 TYPE OF INSPECTION • ENGINEERED FILL • FOUNDATION • BACK FILL • BATCH PLANT • PT CONCRETE • SHOTCRETE • CONCRETE • MASONRY H HIGH STRENGTH BOLTING El WELDING • SHOP WELD SOIL REPORT Y • N • • FIREPROOFING • ANCHOR/DOWEL • NDE FIELD • NDE SHOP • CEILING WIRE • EPOXY • • DSA/OSHPD PROJECT APPROVED DOCUMENTS AVAILABLE APPROVED PLANS Y B N • SPECS Y • N [ APPROVED SHOP DRAW\MG Y [ N • MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS) ASTMA992, A572, A36, A325, CONTRACTORS EQUIPMENT/MANPOWER USED 1 certified welder (Jorge Garcia) FCAW welding process using E71T-8 electrode AREA, GRID LINES, PIECES INSPECTED Iconic Area A - Main Elevator STRUCTURAL NOTES, DETAIL OR RFIS USED Approved drawings, approved shop drawings, specifications REMARKS, INCLUDING MEETINGS Provided penodic visual inspection of the welding welding of HSS steel between gndlines 5 & 8 east of A in Iconic Area A REWORK AS PERCENT OF M.L WORK TODAY PERCENT PROJECT COMPLETE THE WORK WAS IS WAS NOT • Inspected in accordance with the requirements ofthe DS/VOSPHD/ Project approved dtxuments MATERIAL SAMPLING WAS • WAS NOT • N/A 13 Performed in accordance w/ith DS/VOSPHD Project approved documents THE WORK INSPECTED MET • DID NOT MEET M The requirements of the DS/VOSPHD Project approved documents Samples taken N/ A Weather Cc Project Architect Structural Engineer DSA Regional Office School District Contractor Building Department Owner Signature of Special Ins ConnieSue Dickinson Certification # Pnnt Name AWS CWl QC195070121 Verified By Corporate 2992 E La Palma Ave Ste A Anaheim CA 92806 Tel 714 632 2999 Fax 714 632 2974 Dispatch 800 491 2990 San Diego/lmperlal County 6295 Fems Square Suite C San Diego, CA 92121 Tel 858 537 3999 Fax 858 537 3990 Dispatch 888 844 5060 Inland Empire 14467 Meridian Pkwy Bldg 2A Riverside CA 92518 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 Indio 44917 Golf Center Pkwy Ste 1 Indio CA 92201 Tel 760 342 4677 Fax 760 342 4525 Dispatch 800 491 2990 MTGL PROJECT* 1251-A01 BUILDINGPERMIT* CB111684 DAILY INSPECTION REPORT OSHPD* DSA APPLICATION NUMBER DSA/LEA # Report # Page 1 of 1 Special Inspection Reports must be distnbuted to the parties listed below within 14 days ofthe inspection Reports of non-compliant conditions must be distnbuted immediately Separate reports shall be prepared for each type of special inspection on a daily basis Each report shall be completed and signed by the special inspector conducting the inspection PROJECT NAME Legoland Hotel Carlsbad Date Tuesday, July 10, 2012 ARCHITECT Delawie Wilkes Rodngues Barker TIME ARRIVED 6 00 am TIME DEPARTED 7 00 am ENGINEER William F Schell TRAVEL TIME LUNCH TIME CONTRACTOR R D Olson SUB CONTRACTOR Adam Steel INSPECTION ADDRESS 1 Legoland Dr, Carlsbad, CA 92008 TYPE OF INSPECTION • ENGINEERED FILL • FOUNDATION • BACK FILL • BATCH PLANT • PT CONCRETE • SHOTCRETE • CONCRETE ADDRESS OF PROJECT 1 Legoland Dr, Carlsbad, CA 92008 • MASONRY 12 HIGH STRENGTH BOLTING la WELDING • SHOP WELD • FIREPROOFING • ANCHOR/DOWEL • NDE FIELD • NDE SHOP • CEILING WIRE • EPOXY • • DSA/OSHPD PROJECT APPROVED DOCUMENTS AVAILABLE APPROVED PLANS Y 12 N • SOIL REPORT Y • N • SPECS Y • N 12 APPROVED SHOP DRAWING Y I IND MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS) ASTM A992, A572, A36, A325, CONTRACTORS EQUIPMENT/MANPOWER USED 1 certified welder (Jorge Garcia) FCAW welding process using E71T-8 electrode AREA, GRID LINES, PIECES INSPECTED Iconic Area A - Mam Elevator STRUCTURAL NOTES, DETAIL OR RFIS USED Approved drawings, approved shop drawings, specifications REMARKS, INCLUDING MEETINGS Provided penodic visual inspection ofthe welding welding of HSS steel between gndlines 5 & 8 east of A in Iconic Area A REWORK AS PERCENT OF ALL WORK TODAY PERCENT PROJECT COMPLETE THE WORK WAS IS WAS NOT • Inspected in accordance with the requirements of the DS/VOSPHD/ Project approved documents MATERIAL SAMPLING WAS • WAS NOT • N/A M Performed in accordance with DS/VOSPHD Project approved documents THE WORK INSPECTED MET • DID NOT MEET 12 The requirements of the DS/VOSPHD Project approved documents Samples taken N/A Weather Cc Project Architect Structural Engineer DSA Regional Office School District Contractor Building Department Owner Signature of Speaal li ConnieSue Dickinson Certification # Pnnt Name AWS CWl QC195070121 Verified By Corporate 2992 E La Palma Ave Ste A Anaheim CA 92606 Tel 714 632 2999 Fax 714 632 2974 Dispatch 800 491 2990 San Diego/lmpenal County 6295 Ferns Square Suite C San Diego CA 92121 Tel 858 537 3999 Fax 858 537 3990 Dispatch 888 844 5060 Inland Empire 14467 Meridian Pkwy Bldg 2A Riverside CA 92518 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 Indio 44917 Golf Center Pkwy Ste 1 Indio CA 92201 Tel 760 342 4677 Fax 760 342 4525 Dispatch 800 491 2990 MTGL PROJECT* 1251-A01 BUILDING PERMIT* CB111684 DAILY INSPECTION REPORT OSHPD* DSA APPLICATION NUMBER Report # Page 1 of 1 DSA/LEA # Special Inspection Reports must be distnbuted to the parties listed below within 14 days ofthe inspection Reports of non-compliant conditions must be distnbuted immediately Separate reports shall be prepared for each type of special inspection on a daily basis Each report shall be completed and signed by the special inspector conducting the inspection PROJECT NAME Legoland Hotel - Carlsbad Date Monday, July 09, 2012 ARCHITECT Delawie Wilkes Rodngues Barker TIME ARRIVED 6 00 am TIME DEPARTED 7 00 am ENGINEER William F Schell TRAVELTIME LUNCH TIME CONTRACTOR R D Olson SUB CONTRACTOR Adam Steel INSPECTION ADDRESS 1 Legoland Dr, Carlsbad, CA 92008 ADDRESS OF PROJECT 1 Legoland Dr, Carisbad, CA 92008 TYPE OF INSPECTION • ENGINEERED FILL • FOUNDATION • BACK FILL • BATCH PLANT • PT CONCRETE • SHOTCRETE • CONCRETE • MASONRY 12 HIGH STRENGTH BOLTING 12 WELDING • SHOP WELD • FIREPROOFING • ANCHOR/DOWEL • NDE FIELD • NDE SHOP • CEILING WIRE • EPOXY • • DSA/OSHPD PROJECT APPROVED DOCUMENTS AVAILABLE APPROVED PLANS Y 12 N • SOIL REPORT Y • N • SPECS Y • N I APPROVED SHOP DRAWING Y B N • MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS) ASTM A992, A572, A36, A325, CONTRACTORS EQUIPMENT/MANPOWER USED 1 certified welder (Jorge Garcia) FCAW welding process using E71T-8 electrode AREA, GRID LINES, PIECES INSPECTED Iconic Area A - Main Elevator STRUCTURAL NOTES, DETAIL OR RFIS USED Approved drawings, approved shop drawings, specifications REMARKS, INCLUDING MEETINGS Provided penodic visual inspection of the welding welding of HSS steel between gndlines 5 & 8 east of A in Iconic Area A REWORK AS PERCENT OF ALL WORK TODAY PERCENT PROJECT COMPLETE THE WORK WAS M WAS NOT • Inspected in accordance with the requirements of the DS/VOSPHD/ Project approved documents MATERIAL SAMPLING WAS • WAS NOT • N/A El Performed in accordance with DS/VOSPHD Project approved documents THE WORK INSPECTED MET • DID NOT MEET M The requirements of the DS/VOSPHD Project approved documents Samples taken N/ A Weather Cc Project Architect Structural Engineer DSA Regional Office School District Contractor Building Department Owner Signature of Speaal li ConnieSue Dickinson Certification # Pnnt Name AWS CWl OCI 95070121 Verified By Corporate 2992 E La Palma Ave Ste A Anaheim CA 92806 Tel 714 632 2999 Fax 714 632 2974 Dispatch 800 491 2990 San Diego/lmpenal County 6295 Fems Square Suite 0 San Diego CA 92121 Tel 858 537 3999 Fax 858 537 3990 Dispatch 888 844 5060 Inland Empire 14467 Mendian Pkwy Bldg 2A Riverside CA92518 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 Indio 44917 Golf Cenier Pkwy Ste 1 Indlo CA 92201 Tel 760 342 4677 Fax 760 342 4525 Dispatch 800 491 2990 MTGL PROJECT* 1251-A01 BUILDINGPERMIT* CB111684 DAILY INSPECTION REPORT OSHPD # DSA APPLICATION NUMBER Report # Page 1 of 1 DS/VLEA # Special Inspection Reports must be distnbuted to the parties listed below within 14 days of the inspection Reports of non-compliant conditions must be distnbuted immediately Separate reports shall be prepared for each type of special inspection on a daily basis Each report shall be completed and signed by the special inspector conducting the inspection PROJECT NAME Legoland Hotel Carlsbad Date Fnday, July 06, 2012 ARCHITECT Delawie Wilkes Rodngues Barker TIME ARRIVED 6 00 am TIME DEPARTED 7 00 am ENGINEER William F Schell TRAVELTIME LUNCH TIME CONTRACTOR R D Olson SUB CONTRACTOR Adam Steel INSPECTION ADDRESS 1 Legoland Dr, Carlsbad, CA 92008 ADDRESS OF PROJECT 1 Legoland Dr, Carlsbad, CA 92008 TYPE OF INSPECTION • ENGINEERED FILL • FOUNDATION • BACK FILL • BATCH PLANT • PT CONCRETE • SHOTCRETE • CONCRETE • MASONRY 12 HIGH STRENGTH BOLTING El WELDING • SHOP WELD • FIREPROOFING • ANCHOR/DOWEL • NDE FIELD • NDE SHOP • CEILING WIRE • EPOXY • • DS/VOSHPD PROJECT APPROVED DOCUMENTS AVAILABLE APPROVED PLANS Y 12 N • SOIL REPORT Y • N • SPECS Y • N El APPROVED SHOP DRAWING Y [ IND MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS) ASTM A992, A572, A36, A325, CONTRACTORS EQUIPMENT/MANPOWER USED 1 certified welder Jorge Garcia FCAW welding process using E71T-8 electrode AREA, GRID LINES, PIECES INSPECTED Iconic Area A - Mam Elevator STRUCTURAL NOTES, DETAIL OR RFIS USED Approved drawings, approved shop drawings, specifications REMARKS, INCLUDING MEETINGS Provided penodic visual inspection of the welding welding of HSS steel between gndlines 5 & 8 east of A in Iconic Area A REWORK AS PERCENT OF ALL WORK TODAY PERCENT PROJECT COMPLETE THE WORK WAS H WAS NOT • Inspected m accordance with the requirements of the DS/VOSPHD/ Project approved documents MATERIAL SAMPLING WAS • WAS NOT • N/A H Performed in accordance with DS/VOSPHD Project approved documents THE WORK INSPECTED MET • DID NOT MEET El The requirements of the DS/VOSPHD Project approved documents Samples taken N/A Weather Cc Project Architect Structural Engineer DSA Regional Office School Distnct Contractor Building Department Owner Signature of Speaal li ConnieSue Dickinson Certification # Pnnt Name ^S-OUUIA£195070121 Verified By Corporate 2992 E La Palma Ave Ste A Anaheim 92806 Tel 714 632 2999 Fax 714 632 2974 Dispatch 800 491 2990 San Oiego/lmperial County 6295 Fems Square Suite C San Diego, CA 92121 Tel 858 537 3999 Fax 858 537 3990 Dispatch 888 844 5060 Inland Empire 14467 Mendian Pkwy Bldg 2A Riverside, CA 92518 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 Indio 44917 Golf Center Pkwy Ste 1 Indio CA 92201 Tel 760 342 4 677 Fax 760 342 4525 Dispatch 800 491 2990 MTGL PROJECT* 1251-A01 BUILDING PERMIT* CB111684 DAILY INSPECTION REPORT OSHPD* DSA APPLICATION NUMBER Report # Page 1 of 1 DSA/LEA # Special Inspection Reports must be distnbuted to the parties listed below within 14 days ofthe inspection Reports of non-compliant conditions must be distnbuted immediately Separate reports shall be prepared for each type of special inspection on a daily basis Each report shall be completed and signed by the special inspector conducting the inspection PROJECT NAME Legoland Hotel - Carlsbad Date Thursday, July 05, 2012 ARCHITECT Delawie Wilkes Rodngues Barker TIME ARRIVED 6 00 am TIME DEPARTED 7 00 am ENGINEER William F Schell TRAVELTIME LUNCH TIME CONTRACTOR R D Olson SUB CONTRACTOR Adam Steel INSPECTION ADDRESS 1 Legoland Dr, Carlsbad, CA 92008 ADDRESS OF PROJECT 1 Legoland Dr, Carlsbad, CA 92008 TYPE OF INSPECTION • ENGINEERED FILL • FOUNDATION • BACK FILL • BATCH PLANT • PT CONCRETE • SHOTCRETE • CONCRETE • MASONRY 12 HIGH STRENGTH BOLTING 12 WELDING • SHOP WELD • FIREPROOFING • ANCHOR/DOWEL • NDE FIELD • NDE SHOP • CEILING WIRE • EPOXY • • DSA/OSHPD PROJECT APPROVED DOCUMENTS AVAILABLE APPROVED PUNS Y B N • SOIL REPORT YD ND APPROVED SHOP DRAWING Y S N D MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS) ASTM A992, A572, A36, A325, CONTRACTORS EQUIPMENT/MANPOWER USED 1 certified welder Jorge Garcia FCAW welding process using E71T-8 electrode AREA, GRID LINES PIECES INSPECTED Iconic Area A - Main Elevator STRUCTUftAL NOTES DETAIL OR RFIS USED Approved drawings, approved shop drawings, specifications REMARKS, INCLUDING MEETINGS Provided penodic visual inspection of the welding of main elevator steel And erection and welding of HSS steel between gndlines 5 & 8 east of A in Iconic Area A in progress Threaded studs being welded in field Beams removed at Dragon Tower per Delta 6 Drawings REWORK AS PERCENT OF M-L WORK TODAY PERCENT PROJECT COMPLETE THE WORK WAS H WAS NOT • Inspected in accordance with the requirements of the DS/VOSPHD/ Project approved documents MATERIAL SAMPLING WAS • WAS NOT • N/A El Performed in accordance with DS/VOSPHD Project approved documents THE WORK INSPECTED MET • DID NOT MEET 12 The requirements of the DS/VOSPHD Project approved documents Samples taken N/ A Weather Temp Cc Project Architect Structural Engineer DSA Regional Office School District Contractor Building Department Owner QCA Signature of Special 1 ConnieSue Dickinson Certification # Verified By Corporate 2992 E La Palma Ave Ste A Anaheim CA 92806 Tel 714 632 2999 Fax 714 632 2974 Dispatch 800 491 2990 San Diego/lmperial County 6295 Ferns Square Suite C San Diego CA 92121 Tel 858 537 3999 Fax 858 637 3990 Dispatch 888 844 5060 Inland Empire 14467 Meridian Pkwy Bldg 2A Riverside CA 92518 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 Indio 44917 Golf Center Pkwy Sle 1 Indio CA 92201 Tel 760 342 4677 Fax 760 342 4525 Dispatch 800 491 2990 MTGL PROJECT* 1251-A01 BUILDINGPERMIT* CB111684 DAILY INSPECTION REPORT OSHPD* DSA APPLICATION NUMBER Report # Page 1 of 1 DSA/LEA # Special Inspection Reports must be distributed to the parties listed below within 14 days ofthe inspection Reports of non-compliant conditions must be distributed immediately Separate reports shall be prepared for each type of special inspection on a daily basis Each report shall be completed and signed by the special inspector conducting the inspection PROJEGT NAME Legoland Hotel - Carlsbad Date Tuesday, July 03, 2012 ARCHITECT Delawie Wilkes Rodngues Barker TIME ARRIVED 6 00 am TIME DEPARTED 7 00 am ENGINEER William F Schell TRAVEL TIME LUNCH TIME CONTRACTOR R D Olson SUB CONTRACTOR Adam Steel INSPECTION ADDRESS 1 Legoland Dr, Carlsbad, CA 92008 ADDRESS OF PROJECT 1 Legoland Dr, Carlsbad, CA 92008 TYPE OF INSPECTION • ENGINEERED FILL • FOUNDATION D BACK FILL D BATCH PLANT D PT CONCRETE D SHOTCRETE D CONCRETE D MASONRY 12 HIGH STRENGTH BOLTING El WELDING D SHOP WELD D FIREPROOFING D ANCHOR/DOWEL D NDE FIELD D NDE SHOP D CEILING WIRE D EPOXY D D DSA/OSHPD PROJECT APPROVED DOCUMENTS AVAILABLE APPROVED PLANS Y 12 N D SOIL REPORT Y D N D SPECS Y D N [ APPROVED SHOP DRAWING Y^N D MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS) ASTM A992, A572, A36, A325, CONTRACTORS EQUIPMENT/MANPOWER USED 1 foreman/welder, 2 iron workers, 2 certified welders (Dan Calasurda, Jorge Garcia) FCAW welding process using E71T-8 electrode AREA, GRID LINES, PIECES INSPECTED Iconic Area A - Mam Elevator STRUCTURAL NOTES, DETAIL OR RFIS USED Approved drawings, approved shop drawings, specifications REMARKS, INCLUDING MEETINGS On Site for penodic visual inspection of the welding of elevator steel at mam elevator Steel erected pnor to my arrival Hoist beams too short Need RFI for field remedy of installed additional stiffeners and gusset plates REWORK AS PERCENT OF ALL WORK TODAY PERCENT PROJECT COMPLETE THE WORK WAS B WAS NOT • Inspected m accordance with the requirements of the DSA/OSPHD/ Project approved documents MATERIAL SAMPLING WAS • WAS NOT • N/A 13 Performed in accordance with DS/VOSPHD Project approved documents THE WORK INSPECTED MET • DID NOT MEET 12 The requirements of the DS/VOSPHD Project approved documents Samples taken N/A Weather Cc Project Architect Structural Engineer DSA Regional Office School District Contractor Building Department Owner QCA ^'^^ 4- Signature of Speaal li ConnieSue Dickinson Pnnt Name (JiybU/0121 Verified By Corporate 2992 E La Palma Avenue, Suite A, Anaheim, CA 92806 Tel (714)632-2999 Fax (714)632-2974 Branch 6295 Ferris Square, Suite C, San Diego, CA 92121 Tel (858) 537-3999 Fax (858) 537-3990 Branch 14467 Meridian Parkway Bldg 2A, Riverside, CA 92518 Tel (951)653-4999 Fax (951)653-4666 Branch 44917 Golf Center Parkway #1, Indio, CA 92201 Tel (760) 342-4677 Fax (760) 342-4525 Report of: COMPRESSIVE STRENGTH-CONCRETE ASTM C39 Date Printed: 8/7/2012 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client. PROJECT MANAGEMENT ADVISORS Set No.: 12-0575 File No.- Permit No.: Project No.: Project Name: CBI1I684 I251A0I LEGOLAND HOTEL ON PALOMAR AIRPORT ROA 462 STEVENS AVENUE SUITE 106 SOLANA BEACH, CA 92075 Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq. Inch) (lbs.) (psi) Fracture 7 8/7/2012 4X8 12 57 35,330 2,810 Cone & Split 28 8/28/2012 4X8 12 57 28 8/28/2012 4X8 12 57 28 8/28/2012 4X8 12 57 28 8/28/2012 4X8 12 57 Specified Strength- 3,000 PSI Sampled By MATTHEW JACKSON Location. COLUMN PIER - GRID LINE 54 / M I ASTMC172 Date Sampled. 7/31/2012 Date Received. 8/1/2012 Concrete Supplier- HANSON AGGREGATE MIX No - 3011500 Ticket No.: 452742 Water added at Site. 5 00 gal. By PLANT Cement Type: II/V Mix Time: 85 Remarks* mm. Concrete Temp: 88 Ambient Temp: 79 "F ASTM C1064 °F ASTM C1064 Slump 4 50 m. ASTM C143 Tested at. San Diego Distribution PROJECT MANAGEMENT ADVISORS LEGOLAND CITY OF CARLSBAD-BLDG INSPECTION DEPT RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION **LAB COPY** Respectfully Submitted, MTGL, Inc Sam Valdez, R.C E. Corporate 2992 E La Palma Avenue, Suite A, Anaheim, CA 92806 Tel (714)632-2999 Fax (714)632-2974 Branch 6295 Ferris Square, Suite C, San Diego, CA 92121 Tel (858) 537-3999 Fax (858) 537-3990 Branch 14467 Meridian Parkway Bldg 2A, Riverside, CA 92518 Tel (951)653-4999 Fax (951)653-4666 Branch 44917 Golf Center Parkway # 1, Indio, CA 92201 Tel (760) 342-4677 Fax (760) 342-4525 Report of- COMPRESSIVE STRENGTH-CONCRETE ASTM C39 Date Printed. 8/10/2012 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Chent: PROJECT MANAGEMENT ADVISORS Set No. 12-0583 File No.- Permit No.: Project No • Project Name- CB11I684 1251A01 LEGOLAND HOTEL ON PALOMAR AIRPORT ROA 462 STEVENS AVENUE SUITE 106 SOLANA BEACH, CA 92075 Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq Inch) (Ibs.) (psi) Fracture 7 8/9/2012 4X8 12 57 41,300 3,290 Cone & Split 28 8/30/2012 28 8/30/2012 28 8/30/2012 28 H 8/30/2012 Specified Strength- 3,000 PSI Sampled By MATTHEW JACKSON Location- SITE WALL FOOTING AT SWIMMING POOL / SEAT WALL ASTMC172 Date Sampled 8/2/2012 Date Received- 8/3/2012 Concrete Supplier. Mix No.: 8258P Ticket No.: 101357 Water added at Site: Cement Type II/V Remarks SUPERIOR READY MIX Concrete Temp: 87 Ambient Temp- 76 "F ASTM C1064 °F ASTM C1064 gal. By Mix Time. 60 Slump 4 00 in ASTM C143 Tested at: San Diego Distribution PROJECT MANAGEMENT ADVISORS LEGOLAND CITY OF CARLSBAD-BLDG INSPECTION DEPT RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION **LAB COPY*=^ Respectfully Submitted, MTGL, Inc. Sam Valdez, R.C E. Corporate 2992 E La Palma Ave Ste A /knaheim, CA 92806 Tel 714 632 2999 Fax 714 632 2974 Dispatch 800 491 2990 San Diego/lmperial County 6295 Fems Square Ste C San Diego, CA 92121 Tel 858 537 3999 Fax 858 537 3990 Dispatch 888 844 5060 Inland Empire 14467 Meridian Pkwy , Bldg 2A Riverside, CA92518 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 Indio 44917 Golf Center Pkwy , Ste 1 Indio, CA 92201 Tel 760 342 4677 Fax 760 342 4525 Dispatch 800 491 2990 DAILY INSPECTION REPORT MTGL PROJECT* 1251 AOI Permit #• CB111086 Report #, Page Special Inspection Reports must be distnbuted lo the parties listed tielow within 14 days of the inspection Reports of non-compliani conditions must be distributed immediately Separate reports shaB be prepared for each type of special inspection on a daily basis Each report shall ba completed and signed by tha special inspector conducting the inspection of DS/VCITY Flle# DSA/OSHPD Appl #. DSA/LEA # PROJECT NAME Legoland Hotel Date July 17,2012 ARCHITECT Delawie Wilkes Rodrigues Barker Architects TIME ARRIVED 7 30am TIME DEPARTED 2 30pm ENGINEER GSSI Structural Engineers TRAVELTIME LUNCH TIME CONTRACTOR RD Olson SUB CONTRACTOR Insul Flow INSPECTION ADDRESS 1 Legoland dr Carlsbad, Ca - - • BATCH PLANT ADDRESS OF PROJECT same TYPE OF INSPECTION •"ENGINEERED FILL • FOUNDATION • BACK FILL • PT CONCRETE • SHOTCRETE H CONCRETE • MASONRY • HIGH STRENGTH BOLTING D WELDING • SHOP WELD • FIREPROOFING I • CEILING WIRE SOILREPORTYLlNP • ANCHORflDOWEL • NDE FIELD • NOE SHOP • . • . • , SPECS Y • N • APPROVED SHOP DRAWING Y • N • DSA/OSHPD PROJECT APPROVED DOCUMENTS AVAILABLE APPROVED PLANS Y • N • MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS) Celtorele, type II cement & foam mixture for a 2500p5i compressive strength CONTRACTORS EQUIPMENT/MANPOWER USED Insul Flow worked 6 men, 2 mixing, 4 placing and finishing AREA, GRID LINES, PIECES INSPECTED Mam roof level, flat section from 48 line to 61 line Inspect foam substnght & welded wire fabnc placed on top of roof sheathing pnor to fhe placing of cementous matenal Obsen/e & venfy the place & finish of 87 yards of Cellcrete with a minimum thickness of 1 1/2" STRUCTURAL NOTES, DETAIL OR RFIS USED REMARKS, INCLUDING MEETINGS 1 set of (4) 3" X 6" cylinders were cast for compressive strength testing REWORK AS PERCENT OF ALL WORK TODAY ) THE WORK WAS Kl WASNOTD Inspected in accordartce with the requirements of fhe DSA/OSPHD Project approved documents MATERIAL SAMPLING WAS K WASNOTD N/A • Performed in accordance with DSA/OSPHD Project approved documents PERCENT PROJECT COMPLETE THE WORK INSPECTED MET El DID NOT MEET • The requirements of the DSA/OSPHD Project approved documents Samples taken 1 set of 4 Weather sunny nice Temp 76* Project Architect Structural Engineer DSA Regional Office School Distnct Contractor Building Department Ovi/ner Signature of Special Inspector Matthevir Jackson Venfied by Corporate 2992 E La Palma Ave Ste A Anaheim, CA 92806 Tel 714 632 2999 Fax 714 632 2974 Dispatch 800 491 2990 San Diego/lmpenal County 6295 Fems Square Ste C San Diego, CA 92121 Tel 858 537 3999 Fax 858 537 3990 Dispatch 888 844 5060 Inland Empire 14467 Mendian Pkwy , Bldg 2A Riverside, CA 92518 Tel 951 663 4999 Fax 951 653 4666 Dispatch 800 491 2990 Indio 44917 Golf Center Pkwy , Ste 1 Indio, CA 92201 Tel 760 342 4677 Fax 760 342 4525 Dispatch 800 491 2990 DAILY INSPECTION REPORT DSA/CITY Fite#. MTGL PROJECT* 1251 API Pennil # CB111086 Report # Page of Special Inspection Reports must be distnbuted to the parties listed below within 14 days of Ihe inspection Reports of non-compliant conditions must be distributed immediately Separate reports shall be prepared for each type of special inspection ona daily basis Each report shall be completed and signed by the special inspector conducting the DS/VOSHPD Appl #. DSA/LEA # PROJECT NAME Legoland Hotel Dale July 18, 2012 j ARCHITECT Delaw/ie Wilkes Rodrigues Barker Architects TIME ARRIVED 7 30am TIME DEPARTED 2 30pm 1 ENGINEER GSSI Structural Engineers TRAVEL TIME LUNCH TIME CONTRACTOR RD Olson SUB CONTTRACTOR Insul Flow | INSPECTION ADDRESS 1 Legoland dr 1 Carlsbad, Ca ADDRESS OF PROJECT same TYPE OF INSPECTION • ENGINEERED FILL • FOUNDATION • BACK FILL • BATCH PLANT • PT CONCRETE • SHOTCRETE H CONCRETE • HIGH STRENGTH BOLTING • WELDING • SHOP WELD • ANCHOR/DOWEL • NDE FIELD • NOE SHOP • CEILING WIRE • . AVAILABLE APPROVED PLANS Y Kl N • SOIL REPORT Y • N • DS/VOSHPD PROJECT APPROVED DOCUMENTS MATERIALS USED BY CONTRACTOR (INCUJDE RESEARCH REPORT NO OR MATERI/i TEST REPORTS) Cellcrete, type II cement, foam & water mixture for 2500psl compressive strength, 5" styrofoam placed as substnght SPECS Y B N • APPROVED SHOP DIAWING Y • N • CONTRACTORS EQUIPMENT/MANPOWER USED Insul Flow worked 6 men, 2 mixing, 4 placing & finishing AREA, GRID LINES, PIECES INSPECTED Observed the placing of 21 yards as adhesh/e slurty for substnght placing, mam roof level 2 to 25 lines, Inspect styrofom & welded wire fabnc substnght prior to the placing of cementous matenal Observed the placing of 62 yards of 2S00psi Cellcrete wrth a minimum thickness of 11/2", for mam roof deck Insulation from 34 to 48 lines STRUCTURAL NOTES, DETAIL OR RFIS USED REMARKS, INCLUDING MEETINGS 1 set of 94) 3" x 6" cylinders were cast for compressive strength testmg Placing of 2500psi cellcrete @ the mam roof level Is on going REWORK AS PERCENT OF ALL WORK TODAY PERCENT PROJECT COMPLETE THE WORK WAS El WASNOTD Inspected in accordance with the requirements of fhe DSA/OSPHD Project approved documents MATERIAL SAMPLING WAS El WASNOTD N/AG Performed in accordance with DSA/OSPHD Project approved documents THE WORK INSPECTED MET EI DID NOT MEET D The requirements ofthe DSA/OSPHD Project approved documents Samples laken 1 set of (4) 3"x 6" cylinders Weather hazy sun Temp 80* cc Project Architect Structural Engineer DSA Regional Office School Distnct Contractor Building Department Owner Signature of Special Inspector Matthew Jackson Certification # Venfied by Corporate 2992 E La Palma Ave Ste A Anaheim, CA 92806 Tel 714 632 2999 Fax 714 632 2974 Dispatch 800 491 2990 San Diegoflmperial County 6295 Fems Square Ste C San Diego, CA 92121 Tel 858 537 3999 Fax 858 537 3990 Dispatch 888 844 5060 Inland Empire 14467 Mendian Pkwy , Bldg 2A Riverside, CA 92518 Tel 951 6534999 Fax 951 653 4666 Dispatch 800 491 2990 Indio 44917 Golf Center Pkw/y , Indio, CA 92201 Tel 760 342 4677 Fax 760 342 4525 Dispatch 800 491 2990 Ste 1 DAILY INSPECTION REPORT MTGL PROJECT* 1251 A01 Pemiif # CB111086 Report # Page of Special Inspection Reports must bs distnbuted to the parties listed below vinthin 14 days of the Inspection Reports of ncn-compliant conditions must be distributed Immediately Separate reports shall be prepaiad for each type of special Inspection on a daily basis Each report shall be completed and signed by the special inspector conducting the inspection DSA/CITY Fne# DS/VOSHPD AppL#. DSA/LEA #, PROJECT NAME Legoland Hotel ARCHITECT Delawie Wilkes Rodrigues Barker Architects ENGINEER GSSI Structural Engineers CONTRACTOR RD Olson INSPECTION ADDRESS 1 Legoland dr Carlsbad. Ca TYPE OF INSPECTION • ENGINEERED FILL • FOUNDATION • BACK FILL • BATCH PLANT Q PT CONCRETE • SHOTCRETE Kl CONCRETE DS/VOSHPD PROJECT APPROVED DOCUMENTS TIME /kRRIVED 7 30am TRAVELTIME Dafe July 19. 2012 TIME DEPARTED 2 30pm LUNCH TIME SUB CONTRACTOR Insul Flow ADDRESS OF PROJECT same • MASONRY • HIGH STRENGTH BOLTING • WELDING • SHOP \A£LD AVAILABLE APPROVED PLANS Y • N • SOIL REPORT Y • N • • FIREPROOFING • ANCHOR/DOWEL • NDE FIELD • NDE SHOP • CEILING WIRE • . SPECS Y • N • APPROVED SHOP DRAWING Y • N • MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS) Ceilctefe, type II cemente, foam & water mixed on site for a 2500psi insulafive deck topping slab CONTRACTORS EQUIPMENT/MANPOWER USED Insul Flow worked 6 men. 2 mixing, 4 place & finishing AREA, GRID LINES, PIECES INSPECTED Inspect substnght & welded wire fabnc pnor to fhe plaang of cementous malenal Cellcrete topping slab placed @ mam roof level from 34 line to 26, 2 line to 24 Cellcrete topping slab conslruction is on going 1 set of (4) 3" x 6" cylinders cast for compressive strength testing STRUCTURAL NOTES, DETAIL OR RFIS USED REMARKS, INCLUDING MEETINGS REWORK AS PERCENT OF ALL WORK TODAY THE WORK WASH WASNOTD Inspected in accordance with fhe requirements of the DSA/OSPHD Projecf approved documents MATERIAL SAMPLING WAS 13 WASNOTD N/A • Performed in acconJance with DSA/OSPHD Projecl approved documents PERCENT PROJECT COMPLETE THE WORK INSPECTED MET El DID NOT MEET D °* The requirements of the DSA/OSPHD Project approved documents Samples taken yes 1 set of 4 Weather sunny clear Temp 80* Project Architect Slrudural Engineer DSA Regional Office School District Contractor Building Department Owner of Special Inspector Matthew Jai:kson I-'nnt iMame Certification #IC£/5269061 / y Verified bv yJfyiy^i/ Corporate 2992 E La Palma Ave Ste A Anaheim, CA 92806 Tel 714 632 2999 Fax 714 632 2974 Dispatch 800 491 2990 San Dlego/lmperial County 6295 Fenis Square Ste C San Diego, CA 92121 Tel 858 537 3999 Fax 858 537 3990 Dispalch 888 844 5060 Inland Empire 14467 Mendian Pkwy , Bldg 2A Riverside, CA 92518 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 Indlo 44917 Golf Center Pkvyy , Sle 1 Indio, CA 92201 Tel 760 342 4677 Fax 760 342 4526 Dispatch 800 491 2990 MTGL PROJECT* 1251 API Pennil # CB111086 DAILY INSPECTION REPORT Report*. .Page. -Of. DS/VCITY File* DS/VOSHPD Appl #. DSA/LEA* Special Inspection Reports must be distnbuted to the parties listed below within 14 days of the inspection Reports of non-compliant conditions must be distnbuted immediately Separate reports shall be prepared for each type of special Inspection on a daily basis Each report shall be completed and signed by the special Inspector conducting the inspection PROJECT NAME Legoland Hotel Date June 20, 2012 ARCHITECT Delawie Wilkes Rodrigues Barker Architects TIME ARRIVED 7am TIME DEPARTED 1 30pm ENGINEER GSSI Structural Engineers TRAVEL TIME LUNCH TIME CONTRACTOR RD Olson SUB CONTRACTOR INSPECTION ADDRESS 1 Legoland dr Carlsbad, Ca ADDRESS OF PROJECT same TYPE OF INSPECTION • ENGINEERED FILL • FOUNDATION • BACK FILL • BATCH PLANT • PT CONCRETE • SHOTCRETE HCONCRETE • MASONRY • HIGH STRENGTH BOLTING • WELDING • SHOP WELD SOIL REPORT Y • N • la FIREPROOFING • ANCHOR/DOWEL • NDE FIELD • NDE SHOP "D CEILING WIRE • • • . SPECS Y El N • APPROVED SHOP DRAWING Y • N • DS/VOSHPD PROJECT APPROVED DOCUMENTS AVAILABLE APPROVED PU\NSYaNa MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS) Celllcrete, fype II cement, foam & waler mixed on site for a 2500psi compressive strength, 5" styrofoam subslraight w/ welded wire fabr CONTRACTORS EQUIPMENT/MANPOWER USED Insul Flow worked 6 men, 2 mixmg, 4 placing & finishing AREA, GRID LINES, PIECES INSPECTED Inspect styrofoam & welded wire fabnc subslraight prior lo the placing of cementous matenal. Observed the placing of 68 yards of Cellcrete for main roof level topping slab constaiclion, 19 to 26 Ime Sampled & tested, 1 sel of (4) 3" x 6" cylinders were cast by Insul Flow for compressive strength testing STRUCTURAL NOTES, DETAIL OR RFIS USED REMARKS, INCLUDING MEETINGS Topping slab constmction @ the main roof level is compleled REWORK AS PERCENT OF ALL WORK TODAY PERCENT PROJECT COMPLETE THE WORK WAS El WAS NOT • Inspected in accordance with the requirements of Ihe DS/VOSPHD Project approved documents MATERIAL SAMPUNG WASH WASNOTD N/A D Performed in accordance with DSA/OSPHD Project approved documents THE WORK INSPECTED MET El DID NOT MEET D The requirements of the DS/VOSPHD Project approved documents Samples taken 1 set of (4) cylinders Weather sunny clear JTemp 77* cc Project Architect Structural Engineer DSA Regional Office School Distnct Contractor Butlding Department Owner ^^^^^ggnSture of Special Inspector Matthew Jackson pnnt Name Certification # ICC 5269061 Verifed by. cm Corporate 2992 E La Palma Ave Ste A Anaheim, CA 92806 Tel 714 632 2999 Fax 714 632 2974 Dispatch 800 491 2990 San Oiego/lmpenal County 6295 Fems Square Sle C San Diego, CA 92121 Tel 858 537 3999 Fax 858 537 3990 Dispatch 888 844 5060 Inland Empire 14467 Mendian Pkwy , Bldg 2A Riverside, CA 92518 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 Indio 44917 Golf Center Pkwy , Sle 1 Indio, CA 92201 Tel 760 342 4677 Fax 760 342 4525 Dispatch 800 491 2990 DAILY INSPECTION REPORT MTGL PROJECT* 1251 AOI Pennit # CB111086 Report # Page Special Inspection Reports must be distnbuted to the parties listed below within 14 days of the inspection Reports of non-compliant conditions must be distnbuted immediately Separate reports shall be prepared for each type of special inspection on a daily basis Each report shall be completed and signed by the special inspector conducting the inspection Of. DS/VCITY File* DS/VOSHPD Appl #. DS/VLEA* PROJECT NAME Legoland Hotel Date July 12, 2012 ARCHITECT Delawie Wlkes Rodrigues Barker Architects TIME ARRIVED 7 30am TIME DEPARTED 2 30pm ENGINEER GSSI Structural Engineers TRAVELTIME LUNCH TIME CONTRACTOR RD Olson SUB CONTRACTOR Coastal Concrete Innovations INSPECTION ADDRESS 1 Legoland dr Carisbad, Ca TYPE OF INSPECTION • ENGINEERED FILL • FOUNDATION D BACK FILL ADDRESS OF PROJECT same • BATCH PLANT • PT CONCRETE • SHOTCRETE H CONCRETE • MASONRY • HIGH STRENGTH BOLTING • WELDING • SHOP WELD SOIL REPORT Y • N • • FIREPROOFING • ANCHOR/DOWEL • NDE FIELD • NDE SHOP • CEILING WIRE H epoxy Bl hioh strenotharout • . SPECS Y H N • APPROVED SHOP DRAWING Y • N • DSA/OSHPD PROJECT APPROVED DOCUMENTS AVAILABLE APPROVED PLANS Y Bl N D MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS) Spec Grout, high perfomnance non shnnk grout confomis to with ASTM C-1107 CONTRACTORS EQUIPMENT/MANPOWER USED CCI wortced 2 men AREA, GRID LINES, PIECES INSPECTED M 1 line column base plates 24 line thru 29 line, U line column base plates 53 thru 58 high flow grouting. Dry packing of (4) steel column base plates @ 1 level elevators approx 25 line btwn J & M lines Observe the placing of lightweight concrete @ the 2"" level low roof. From J lo H lines btwn 15 & 22 lines Cement, sand & water were hopper mixed, placed by pump Cube samlpes were made by Insul' flow installers Work is on going STRUCTURAL NOTES, DETAIL OR RFIS USED Details 16 & 17 on sheet S-4 1, use of non shnnk grout @ base plates REMARKS, INCLUDING MEETINGS Observe & venfy the epoxy placing of (11) #4 reinfoiring steel bars as (8) honzonal, (3) verticai dowels, @ column block out on 2 line @ approx D 5 line Simpson Set XP stmctural anchonng adhesive. Sel XP22i 091G296G exp 2/14 REWORK AS PERCENT OF ALL WORK TODAY THE WORK WAS El WASNOTD "° Inspected m accordance with the requirements of the DSA/OSPHD Project approved documents MATERIAL SAMPLING WAS D WASNOTD N/A H Performed in accordance wrth DS/VOSPHD Project approved documents cc Project Architect Contractor Structural Engineer Building Department DSA Regional Office Owner School Distnct PERCENT PROJECT COMPLETE THE WORK INSPECTED MET El DID NOT MEET D The requirements of the DSA/OSPHD Project approved documents Samples taken n/a Weather cloudy Temp 72* re of Special lnsf)ector Matthew Jackson Hrtnt Name Certification # ICC 5269061 Venfied by Corporate Branch Branch Branch 2992 E La Palma Avenue, Suite A, Anaheim, CA 92806 Tel (714)632-2999 Fax (714)632-2974 6295 Ferris Square, Suite C, San Diego, CA 92121 Tel (858) 537-3999 Fax (858) 537-3990 14467 Meridian Parkway Bldg 2A, Riverside, CA 92518 Tel (951)653-4999 Fax (951)653-4666 City of Carlsbad JUL 1 6 2012 44917 Golf Center Parkway #1, Indio, CA 92201 Community & Economic Tel (760) 342-4677 Fax (760) 342-452Development Department Report of COMPRESSIVE STRENGTH-SHOTCRETE ASTM Cl 140 Date Printed. 7/13/2012 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Ghent- PROJECT MANAGEMENT ADVISORS Set No- 12-0453 File No.. Permit No Project No Project Name. CBI11684 125IA01 LEGOLAND HOTEL ON PALOMAR AIRPORT ROA 462 STEVENS AVENUE SUITE 106 SOLANA BEACH, CA 92075 Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq. Inch) (lbs) (psi) Fracture 7 6/21/2012 371 X69 1081 24,630 2,260 Cone 28 7/12/2012 371 X67 1081 36,170 3,280 Cone 28 7/12/2012 371 X64 1081 34,380 3,120 Cone 28 7/12/2012 3 71 X 66 1081 36,400 3,300 Cone Specified Strength. 3,000 PSI Sampled By MATTHEW JACKSON ASTM C172 Date Sampled. 6/14/2012 Date Received: 6/15/2012 Location SWIMMING POOL AT HOTEL Concrete Supplier. DIAMOND MIX No - Ticket No: 0 Water added at Site: 0 00 gal. By Cement Type- II/V Remarks Mix Time: 90 Concrete Temp 72 Ambient Temp. 68 "F ASTM C1064 °F ASTM C1064 Slump 3 00 in. ASTM C143 Tested at- San Diego Distribution- PROJECT MANAGEMENT ADVISORS LEGOLAND CITY OF CARLSBAD-BLDG INSPECTION DEPT RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION **LAB COPY** Respectfully Submitted, MTGL, Inc Sam Valdez, R CE. 3230 PSI 28-day compression test complies wtth the specified strength Corporate 2992 E La Palma Avenue, Suite A, Anaheim, CA 92806 Tel (714)632-2999 Fax (714)632-2974 Branch 6295 Ferris Square, Suite C, San Diego, CA 92121 Tei (858) 537-3999 Fax (858) 537-3990 Branch 14467 Meridian Parkway Bldg 2A, Riverside, CA 92518 Tel (951)653-4999 Fax (951)653-4666 Branch 44917 Golf Center Parkway # I, Indio, C A 92201 Tel (760) 342-4677 Fax (760) 342-4525 Report of COMPRESSIVE STRENGTH-SHOTCRETE ASTM Cl 140 Date Printed- 7/13/2012 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Chent. PROJECT MANAGEMENT ADVISORS Set No 12-0454 File No - Permit No.: Project No.. Project Name CBI11684 125IA01 LEGOLAND HOTEL ON PALOMAR AIRPORT ROA 462 STEVENS AVENUE SUITE 106 SOLANA BEACH, CA 92075 Age Date Normnal Actual Area Load Strength Type of (Days) Tested Size (Sq. Inch) (Ibs.) (psi) Fracture 7 6/21/2012 3 71X7 15 1081 20,030 1,830 N/A 28 7/12/2012 371 X69 1081 32,860 3,010 N/A 28 7/12/2012 371 X68 1081 34,030 3,120 N/A 28 7/12/2012 371 X69 1081 34,020 3,120 N/A Specified Strength- 3,000 PSI Sampled By MATTHEW JACKSON ASTM C172 Date Sampled: 6/14/2012 Date Received. 6/15/2012 Location. SWIMMING POOL HOTEL - BOTTOM Concrete Supplier: DIAMOND Mix No.: Ticket No., 61134 Water added at Site. 0 00 gaL By Cement Type. II/V Remarks- Mix Time: 93 min. Concrete Temp. 73 Ambient Temp: 70 "F ASTM C1064 "F ASTM C1064 Slump. in. ASTM C143 Tested at: San Diego Distribution PROJECT MANAGEMENT ADVISORS LEGOLAND CITY OF CARLSBAD-BLDG INSPECTION DEPT RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION **LAB COPY*+ Respectfully Submitted, MTGL, Inc Sam Valdez, R.C E 3080 PSI 28-day compression test complies with the specified strength Corporate 2992 E La Palma Ave Sle A Anaheim, CA 92806 Tel 714 632 2999 Fax 714 632 2974 Dispalch 800 491 2990 San Diego/lmperial County 6295 Fems Square Ste C San Diego, CA 92121 Tel 858 537 3999 Fax 858 537 3990 Dispalch 888 844 5060 Inland Empire 14467 Mendian Pkwy , Bldg 2A Riverside, CA 92518 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 Indio 44917 Golf Center Pkwy , Ste 1 Indio, CA 92201 Tel 760 342 4677 Fax 760 342 4525 Dispalch 800 491 2990 DAILY INSPECTION REPORT MTGL PROJECT* 1251 API Pennit # CB111086 Report # Page Special Inspection Reports must be distnbuted to the parties listed below within 14 days of the inspection Reports of non-compliant conditions must be distnbuted immediately Separate reports shall be prepared for each type of special inspection on a daily basis Each report shall be completed and signed by the special inspector conducting the inspection PROJECT NAME Legoland Hotel of DS/VCITY File* DS/VOSHPD Appl *. DSA/LEA* Date Julys, 2012 ARCHITECT Delawie Wilkes Rodrigues Barker Architects TIME ARRIVED 7am TIME DEPARTED ENGINEER GSSI Structural Engineers TRAVELTIME LUNCH TIME CONTRACTOR RD Olson SUB CONTRACTOR E L Hobbs INSPECTION ADDRESS 1 Legoland dr Carlsbad, Ca TYPE OF INSPECTION • ENGINEERED FILL • FOUNDATION • BACK FILL ADDRESS OF PROJECT same • BATCH PLANT • PT CONCRETE • SHOTCRETE • CONCRETE • MASONRY • HIGH STRENGTH BOLTING D WELDING D SHOP WELD SOIL REPORT YD N • El FIREPROOFING • ANCHOR/DOWEL • NDE FIELD • NDE SHOP • CEILING WIRE • • . • . SPECS Y H N • APPROVED SHOP DRAWING Y • N • AVAILABLE APPROVED PLANS Y H N • DS/VOSHPD PROJECT APPROVED DOCUMENTS MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS) Monokote Z-106 / HY medium density fireproofing malenal CONTRACTORS EQUIPMENT/MANPOWER USED E L Hobbs worthed a 3 man crew on Tuesday, July 3, 2012 AREA, GRID LINES, PIECES INSPECTED 2"° coal was applied lo all momeni frame columns & beams between A & F lines from 1 to 11 lines Thickness were measured to be what was specified or greater STRUCTURAL NOTES, DETAIL OR RFIS USED GSSI Fireproofing schedule over laid to stmctural sheets S-2 1 1, S-2 1 2, S-2 2 1, S-2 2 2 REMARKS, INCLUDING MEETINGS Spray applied fire proofing is completede Observe & venfy the delivery & placing of 11 yards 3000psi 3/8" hard rock concrete for the constmclion of 34 mechanical pads on the roof level, w/ 6ga 6X6 WWF, Supplied by Hanson, 3011500, Rick 42 m,eter pump, hand screed & finished 1/2" anchor bolts wet set REWORK AS PERCENT OF ALL WORK TODAY THE WORK WASH WASNOTD ' Inspected m accordance wrth the requirements of the DS/VOSPHD Projecl approved documents MATERIAL SAMPLING WAS D WASNOTD N/A El Performed in accordance wrth DS/VOSPHD Project approved documents Project Archrtect Contractor Stnjctural Engineer Building Department DSA Regional Office Owner School Distnct PERCENT PROJECT COMPLETE 100% THE WORK INSPECTED MET El DID NOT MEET D The requirements of the DS/VOSPHD Project approved documents Samples taken N/A Weather overcast Temp 68* Sign Matthew Jackson Hnnt Nanlfe Certification # 5269061 Venfied by Corporate 2992 E La Palma Ave Sle A Anaheim, CA 92806 Tel 714 632 2999 Fax 714 632 2974 Dispatch 800 491 2990 San Diego/lmpenal County 6295 Fems Square Ste C San Diego, CA 92121 Tel 858 537 3999 Fax 858 537 3990 Dispatch 888 844 5060 Inland Empire 14467 Mendian Pkwy , Bldg 2A Riverside, CA 92518 Tel 951 653 4999 Fax 951 653 4666 Dispalch 800 491 2990 Indio 44917 Golf Cenier Pkwy , Sle 1 Indio, CA 92201 Tel 760 342 4677 Fax 760 342 4525 Dispatch 800 491 2990 MTGL PROJECT* 1251 AOI Pennrt # CB111086 Report * Page _ DAILY INSPECTION REPORT of DSA/CITY File* DSA/OSHPD Appl *. DSA/LEA * Special Inspection Reports must be distnbuted to the parties listed below within 14 days of the inspection Reports of non-compliant conditions must be distnbuted immediately Separate reports shall be prepared for each type of special inspection on a daily basis Each report shall be completed and signed by the special inspector conducting the inspection PROJECT NAME Legoland Hotel Date July 2, 2012 ARCHITECT Delawie Wilkes Rodrigues Barker Archrtects TIME ARRIVED 7am TIME DEPARTED 3pm ENGINEER GSSI Structural Engineers TRAVELTIME LUNCH TIME CONTRACTOR RD Olson SUB CONTRACTOR INSPECTION ADDRESS 1 Legoland dr Carlsbad, Ca TYPE OF INSPECTION • ENGINEERED FILL • FOUNDATION • BACK FILL ADDRESS OF PROJECT same • BATCH PLANT • PT CONCRETE • SHOTCRETE • CONCRETE • MASONRY • HIGH STRENGTH BOLTING • WELDING • SHOP WELD SOIL REPORT Y • N • H FIREPROOFING • ANCHOR/DOWEL • NDE FIELD • NDE SHOP • CEILING WIRE • . • . SPECS Y • N • APPROVED SHOP DRAWING Y • N • DSA/OSHPD PROJECT APPROVED DOCUMENTS AVAILABLE APPROVED PLANS Y • N • MATERIALS USED BY CONTF?ACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS) Monokote Z-106, medium densrty spray applied fire proofing CONTRACTORS EQUIPMENT/MANPOWER USED E L Hobbs worthed a 3 man crew AREA, GRID LINES, PIECES INSPECTED Isl & 2nd coal spraying continued in the lobby area from 1 to 8 lines btwn A & F Ime 1°' coal icon window frame, & front entrance momeni frame (2) 12" X 12" samples were sprayed, 1 @ 1/2", & 1 @ 1" thicknesses STRUCTUFIAL NOTES, DETAIL OR RFIS USED GSSI Fireproofing schedule over laid to stmctural sheets S-2 1 1, S-2 1 2, S-2 2 1, S-2 2 2 REMARKS, INCLUDING MEETINGS Spray applied fire proofing is on going REWORK AS PERCENT OF ALL WORK TODAY PERCENT PROJECT COMPLETE THE WORK WAS E] WASNOTD Inspected in accordance wrth the requirements ofthe DS/VOSPHD Project approved documents MATERIAL SAMPLING WAS El WASNOTD N/A D Performed in accordance wrth DS/VOSPHD Project approved documents THE WORK INSPECTED MET H DID NOT MEET D The requirements of the DS/VOSPHD Project approved documents Samples taken yes Weather clear sunny Temp 75* cc Project Archrtect Structural Engineer DSA Regional Office School Distnct Contractor Building Department Owner SigpaHSe-tjrSpecial Inspector Matthew Jackson I-'nnt Name Certification # 5269061 Venfied Corporate 2992 E La Palma Ave Ste A Anaheim, CA 92806 Tel 714 632 2999 Fax 714 632 2974 Dispalch 800 491 2990 San Diego/lmpenal County 6295 Fems Square Sle C San Diego, CA 92121 Tel 858 537 3999 Fax 858 537 3990 Dispalch 888 844 5060 Inland Empire 14467 Mendian Pkwy , Bldg 2A Riverside, CA 92518 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 Indio 44917 Golf Cenier Pkwy , Ste 1 Indio, CA 92201 Tel 760 342 4677 Fax 760 342 4525 Dispalch 800 491 2990 DAILY INSPECTION REPORT DSA/CITY File*. MTGL PROJECT* 1251 AOI Pennit # CB111086 Report * Page of. Special Inspection Reports must be distnbuted to the parties listed below within 14 days of the inspection Reports of non-compliant condrtions must be distnbuted immediately Separate reports shall be prepared for each type ot special inspection on a daily basis Each report shall be completed and signed by the special inspector conducting the inspection DSA/OSHPD Appl #. DSA/LEA* PROJECT NAME Legoland Hotel Date July 13, 2012 ARCHITECT Delawie Wilkes Rodrigues Bari<er Architects TIME ARRIVED 7am TIME DEPARTED 12pm ENGINEER GSSI Structural Engineers TRAVELTIME LUNCH TIME CONTRACTOR RD Olson SUB CONTRACTOR Insul" Flow INSPECTION ADDRESS 1 Legoland dr Carlsbad, Ca ADDRESS OF PROJECT same TYPE OF INSPECTION • ENGINEERED FILL • FOUNDATION • BACK FILL BATCH PLANT • PT CONCRETE • SHOTCRETE El CONCRETE MASONRY • HIGH STRENGTH BOLTING • WELDING • SHOP WELD • FIREPROOFING • ANCHOR/DOWEL • NDE FIELD • NDE SHOP • CEILING WIRE • . • . • . SPECS Y • N • APPROVED SHOP DRAWING Y • N • AVAILABLE APPROVED PLANS Y • N • DSA/OSHPD PROJECT APPROVED DOCUMENTS MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS) Cellcrete, plastic cement & foam mixture SOIL REPORT Y • N • CONTRACTORS EQUIPMENT/MANPOWER USED lnsul"flow worthed 5 men, 1 placing 3 screeding & 1 mixing AREA, GRID LINES, PIECES INSPECTED 2"° level low roof, east side, 2 to 20 line btwn E&F lines Inspect foam substnght & welded wire fabnc placed on lop of roof sheathing pnor lo the placing of cementous matenal Observe the placing of approx 40 yards of Cellcrete malenal placed a minimum 1 1/2" thich, @ 2" level low roof, hand screed and finished STRUCTURAL NOTES, DETAIL OR RFIS USED S-2 1 5 REMARKS, INCLUDING MEETINGS 2 sets of (4) 3" x 6" samples were cast for compressive strength testing REWORK AS PERCENT OF ALL WORK TODAY PERCENT PROJECT COMPLETE THE WORK WASH WASNOTD Inspected in acconJance wrth the requirements ofthe DS/VOSPHD Project approved documents /' MATERIAL SAMPLING WASH WASNOTD N/A D Peri'ormed in acconjance wrth DS/VOSPHD Project approved documents cc Project Archrtect Structural Engineer DSA Regional Office School Distnct Contractor Building Department Owner THE WORK INSPECTED MET The requirements of the DS/V( Samples taken 2 set of 4 3" X 6" cylinders TH DID NOT MEETD 'OSPHD Project approved documents Weather overcast humid Temp 76* Jhature of Special Inspector Matthew Jackson i^nnt Name Certification # 5269061 Venfied by^ rm Corporate 2992 E La Palma Avenue, Suite A, Anaheim, CA 92806 Tel (714)632-2999 Fax (714)632-2974 Branch 6295 Ferris Square, Suite C, San Diego, CA 92121 Tel (858) 537-3999 Fax (858) 537-3990 Branch 14467 Mendian Parkway Bldg 2A, Riverside, CA 92518 Tel (951)653-4999 Fax (951)653-4666 Branch 44917 Golf Center Parkway # 1, Indio, CA 92201 Tel (760) 342-4677 Fax (760) 342-4525 Report of COMPRESSIVE STRENGTH-CONCRETE ASTM C39 Date Printed 7/5/2012 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSB/KD, CA 92008 Ghent PROJECT MANAGEMENT ADVISORS Set No 12-0433 File No Permit No Project No Project Name CBI11684 1251A01 LEGOLAND HOTEL ON PALOMAR AIRPORT ROA 462 STEVENS AVENUE SUITE 106 SOLANA BEACH, CA 92075 Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq Inch) (Ibs) (psi) Fracture 7 6/14/2012 4X8 12 57 28,180 2,240 ^ Cone & Split 7 6/14/2012 4X8 12 57 26,940 2,140 Cone 28 7/5/2012 4X8 12 57 41,330 3,290 Cone & Split 28 7/5/2012 4X8 12 57 44,140 3,510 Cone & Split 28 7/5/2012 4X8 12 57 46,000 3,660 Cone & Split Specified Strength 3,000 PSI Sampled By MIKE KINGERY Location GRADE BEAM / FOOTING, GRID LINE 5-10 ASTMC172 Date Sampled 6/7/2012 Date Received 6/8/2012 Concrete Supplier Mix No 3033500 Ticket No Water added at Site Cement Type Remarks HANSON AGGREGATE gal By Mix Time Concrete Temp 82 Ambient Temp 72 °F ASTM C1064 °F ASTM C1064 Slump 4 00 in ASTM C143 Tested at San Diego Distribution PROJECT MANAGEMENT ADVISORS LEGOLAND CITY OF CARLSBAD-BLDG INSPECTION DEPT RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION **LAB COPY** Respectfully Submitted, MTGL, Inc Sam Valdez, RCE 3490 PSI 28-day compression test complies with the specified strength cm. Corporate 2992 E La Palma Ave Ste Anaheim, CA 92806 Tel 714 632 2999 Fax 714 632 2974 Dispatch 800 491 2990 San Diego/lmperial County Inland Empire 6295 Fems Square Ste C San Diego, CA 92121 Tel 858 537 3999 Fax 858 537 3990 Dispatch 888 844 5060 14467 Mendian Pkvyy , Bldg 2A Riverside, CA 92518 Tel 951 653 4999 Fax 951 653 4666 Dispalch 800 491 2990 Indio 44917 Golf Center Pkwy Indio, CA 92201 Tel 760 342 4677 Fax 760 342 4525 Dispatch 800 491 2990 Ste 1 MTGL PROJECT* 1251 API Pemirt * CBi 11086 Report * Page DAILY INSPECTION REPORT of. DSA/CITY File* DS/VOSHPD Appl *. DSA/LEA* Special Inspection Reports must be distnbuted to the parties listed below within 14 days of the inspection Reports of non-compliant condrtions must be distnbuted immediately Separate reports shall be prepared for each type of special inspection on a daily basis Each report shall be completed and signed by the special inspector conducting the inspection PROJECT NAME Legoland Hotel Date June 29, 2012 ARCHITECT Delawie Wilkes Rodrigues Bari^er Archrtects TIME ARRIVED 7am TIME DEPARTED 3pm ENGINEER GSSI Structural Engineers TRAVELTIME LUNCH TIME CONTRACTOR RD Olson SUB CONTRACTOR E L Hobbs INSPECTION ADDRESS 1 Legoland dr Carlsbad, Ca ADDRESS OF PROJECT same TYPE OF INSPECTION • ENGINEERED FILL • FOUNDATION • BACK FILL • BATCH PLANT • PT CONCRETE • SHOTCRETE • CONCRETE • MASONRY • HIGH STRENGTH BOLTING • WELDING • SHOP WELD Bl FIREPROOFING • ANCHOR/DOWEL • NDE FIELD • NDE SHOP • CEILING WIRE • . • . SPECS Y • N • APPROVED SHOP DRAWING Y • N • DSA/OSHPD PROJECT APPROVED DOCUMENTS AVAILABLE APPROVED PLANS Y • N • SOIL REPORT Y • N • MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS) Monokote Z-106 / HY medium density spray applied fire proofing malenal CONTRACTORS EQUIPMENT/MANPOWER USED E L Hobbs worthed a 3 man crew AREA, GRID LINES, PIECES INSPECTED 1"" & 2™ coat spraying continued in the lobby area from 1 to 8 lines btwn A & F 8 line Work IS on going STRUCTURAL NOTES, DETAIL OR RFIS USED GGSI Fireproofing schedule over laid to stmctural sheets S-2 1 1, S-2 1 2, S-2 2 1, S-2 2 2 REMARKS, INCLUDING MEETINGS REWORK AS PERCENT OF ALL WORK TODAY PERCENT PROJECT COMPLETE THE WORK WASH WASNOTD Inspected in accordance wrth the requirements of the DS/VOSPHD Project approved documents MATERIAL SAMPLING WAS D WASNOTD N/A H Performed in acconJance wrth DS/VOSPHD Projecl approved documenls THE WORK INSPECTED MET H DID NOT MEET D The requirements of the DS/VOSPHD Project approved documenls Samples taken N/A Weather sunny clear Temp 77* cc Project Archrtect Structural Engineer DSA Regional Office School Distnct Contractor Building Department Owner Signature of Special Inspector Matthew Jackson pnnt Name Certification # 5269061 Venfied by \ Corporate 2992 E La Palma Ave Ste A Anaheim, CA 92806 Tel 714 632 2999 Fax 714 632 2974 Dispatch 800 491 2990 San Oiego/lmpenal County 6295 Fems Square Ste C San Diego, CA 92121 Tel 858 537 3999 Fax 858 537 3990 Dispatch 888 844 5060 inland Empire 14467 Mendian Pkwy , Bldg 2A Riverside, CA 92518 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 Indio 44917 Golf Center Pkwy , Sle 1 Indio, CA 92201 Tel 760 342 4677 Fax 760 342 4525 Dispatch 800 491 2990 DAILY INSPECTION REPORT DS/VCITY File * MTGL PROJECT* 1251 AOI Pennrt * CB111086 Report* Page of Special Inspection Reports must be distnbuted to the parties listed below wrthin 14 days of the inspection Reports of non-compliant condrtions must be dstnbuted immediately Separate reports shall be prepared for each type of special inspection on a daily basis Each report shall be completed and signed by the special inspector conducting the inspection DS/VOSHPD Appl #. DS/VLEA * PROJECT NAME Legoland Hotel Date June 28, 2012 ARCHITECT Delawie Wilkes Rodrigues Baricer Archrtects TIME ARRIVED 7am TIME DEPARTED 3pm ENGINEER GSSI Structural Engineers TRAVELTIME LUNCH TIME CONTFJACTOR RD Olson SUB CONTRACTOR E L Hobbs INSPECTION ADDRESS 1 Legoland dr Carlsbad, Ca ADDRESS OF PROJECT same TYPE OF INSPECTION • ENGINEERED FILL • FOUNDATION • BACK FILL • BATCH PLANT • PT CONCRETE • SHOTCRETE • CONCRETE H MASONRY • HIGH STRENGTH BOLTING • WELDING • SHOP WELD SOIL REPORT Y • N • El FIREPROOFING • ANCHOR/DOWEL • NDE FIELD • NDE SHOP • CEILING WIRE • • SPECS Y • N • APPROVED SHOP DRAWING Y • N • DS/VOSHPD PROJECT APPROVED DOCUMENTS AVAILABLE APPROVED PLANS Y • N • MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS) Monokote Z-106 / HY medium density fireproofing Type S spec mix mortar, 8" concrete masonry units CONTRACTORS EQUIPMENT/MANPOWER USED E L Hobbs worthed a 3 man crew AREA, GRID LINES, PIECES INSPECTED 2"" coal of monokote Z-106 / HY medium density spray applied fire proofing placed on beams & columns from 8 to 13 line, btwn A&E lines, including extenor momeni frames on A line btwn 9 & 11 lines 1" coal sprayed on beams & columns, 2 thai 8 lines btwn A & F 8 lines Sprayed applied fire proofing is on going STRUCTURAL NOTES, DETAIL OR RFIS USED REMARKS, INCLUDING MEETINGS Obsen/e the placing of 1, 2, & 3 courses of 8" CMU depending on TOM, finished elevation for fire barner wall on 26 line J boll embeds for ledger were placed pnor lo the placing of grout Type S spec mix mortar was used for placing 3000psi grout, Supenor 67-123,was placed by pump, hand rodded for consolidation CMU construction ) this location is compleled REWORK AS PERCENT OF ALL WORK TODAY THE WORK WAS H WAS NOT D Inspected in accordance wrth the requirements of the DSA/OSPHD Project approved documents MATERIAL SAMPLING WAS D WASNOTD N/A H Performed in accordance wrth DSA/OSPHD Project approved documents cc Project Archrtect Contractor Structural Engineer Building Department DSA Regional Office Owner School Distnct PERCENT PROJECT COMPLETE THE WORK INSPECTED MET H DID NOT MEET D " The requirements of the DSA/OSPHD Project approved documents Samples taken N/A Weather sunny clear __^mp 77* Sfgnature of Special Inspector Matthew Jackson h^nm Name Certification # 5269061 Venfied by Corporate 2992 E La Palma Ave Ste A Anaheim, CA 92806 Tel 714 632 2999 Fax 714 632 2974 Dispalch 800 491 2990 San Diego/lmpenal County 6295 Fems Square Ste C San Diego, CA 92121 Tel 858 537 3999 Fax 858 537 3990 Dispatch 888 844 5060 Inland Empire 14467 Mendian Pkwy , Bldg 2A Riverside, CA 92518 Tel 951 653 4999 Fax 951 653 4666 Dispalch 800 491 2990 Indio 44917 Golf Center Pkwy , Ste 1 Indio, CA 92201 Tel 760 342 4677 Fax 760 342 4525 Dispatch 800 491 299P DAILY INSPECTION REPORT DS/VCITY File # MTGL PROJECT* 1251 API Pemnrt * CB111086 Report # Page Special Inspection Reports must be distnbuted to the parties listed below wrthin 14 days of the inspection Reports of non-compliant condrtions must be distnbuted immediately Separate reports shall be prepared for each type of special inspection on a daily basis Each report shall be completed and signed by the specal inspector conducting the inspection of DSA/OSHPD Appl #. DS/VLEA # PROJECT NAME Legoland Hotel Date June 27, 2012 ARCHITECT Delawie Wilkes Rodrigues Barker Architects TIME ARRIVED 7am TIME DEPARTED ENGINEER GSSI Structural Engineers TRAVEL TIME LUNCH TIME CONTRACTOR RD Olson SUB CONTRACTOR E L Hobbs INSPECTION ADDRESS 1 Legoland dr Carlsbad, Ca ADDRESS OF PROJECT same TYPE OF INSPECTION • ENGINEERED FILL • FOUNDATION • BACK FILL • BATCH PLANT • PT CONCRETE • SHOTCRETE • CONCRETE • MASONRY • HIGH STRENGTH BOLTING • WELDING • SHOP WELD SOIL REPORT Y • N • BI FIREPROOFING • ANCHOR/DOWEL • NDE FIELD • NDE SHOP I CEILING WIRE • . SPECS Y • N • APPROVED SHOP DRAWING Y • N • DS/VOSHPD PROJECT APPROVED DOCUMENTS AVAILABLE APPROVED PLANS Y • N • MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS) Monokote Z-106 / HY medium density fire proofing CONTRACTORS EQUIPMENT/MANPOWER USED E L Hobbs worthed a 3 man crew AREA, GRID LINES, PIECES INSPECTED 2"° coal applied to momeni frame on 13 & 14 line btwn C & E lines beams & columns from 8 to 13 btwn A&E lines Thickness venfied to be that which is specified or greater STRUCTURAL NOTES, DETAIL OR RFIS USED GGSI Fireproofing schedule over laid to stmctural sheets S-2 1 1, S-2 1 2, S-2 2 1, S-2 2 2 REMARKS, INCLUDING MEETINGS Visually inspect red iron lo be clean & free of oil, dirt, grease, or any foreign matenal pnor to fire proofing matenal being applied Spray applied fire proofing of the f level is on going REWORK AS PERCENT OF ALL WORK TODAY PERCENT PROJECT COMPLETE THE WORK WAS H WAS NOT D Inspected m accordance wrth the requirements of the DS/VOSPHD Project approved documents MATERIAL SAMPLING WAS D WASNOTD N/A H Performed m accordance wrth DS/VOSPHD Project approved documents THE WORK INSPECTED MET H DID NOT MEET D The requirements of the DS/VOSPHD Project approved documents Samples taken N/A Weather sunny clear Temp 77* cc Projecf Archrtect Structural Engineer DSA Regional Office School Distnct Contracfor Building Department Owner Sig/i&tire^f Special Inspector Matthew Jackson Certification # 52i Venfied by , , A Corporate 2992 E La Palma Ave Ste A Anaheim, CA 92806 Tel 714 632 2999 Fax 714 632 2974 Dispatch 800 491 2990 San Diego/lmperial County 6295 Fems Square Sle C San Diego, CA 92121 Tel 858 537 3999 Fax 858 537 3990 Dispalch 888 844 5060 Inland Empire 14467 Mendian Pkwy , Bldg 2A Riverside, CA 92518 Tel 951 653 4999 Fax 951 653 4666 Dispalch 800 491 2990 Indio 44917 Golf Center Pkwy , Ste 1 Indio, CA 92201 Tel 760 342 4677 Fax 760 342 4525 Dispalch 800 491 2990 DAILY INSPECTION REPORT MTGL PROJECT* 1251 AOI Pennrt * CB111086 Report * Page Special Inspection Reports must be distnbuted to the parties listed below wrthin 14 days of the inspection Reports of non-compliant condrtions must be distnbuted immediately Separate reports shall be prepared for each type of special inspection on a daily bass Each report shall be completed and signed by the special inspector conducting the inspection Of DSA/CITY File* DS/VOSHPD Appl *. DS/VLEA * PROJECT NAME Legoland Hotel Date June 26, 2012 ARCHITECT Delawie Wilkes Rodrigues Barker Archrtects TIME ARRIVED 7am TIME DEPARTED 3pm ENGINEER GSSI Structural Engmeers TRAVELTIME LUNCH TIME CONTRACTOR RD Olson SUB CONTRACTOR E L Hobbs INSPECTION ADDRESS 1 Legoland dr Carlsbad, Ca ADDRESS OF PROJECT same TYPE OF INSPECTION • ENGINEERED FILL • FOUNDATION • BACK FILL • BATCH PLANT • PT CONCRETE • SHOTCRETE • CONCRETE • MASONRY • HIGH STRENGTH BOLTING • WELDING • SHOP WELD SOIL REPORT Y • N • H FIREPROOFING • ANCHOR/DOWEL • NDE FIELD • NDE SHOP • CEILING WIRE • . • . • . SPECS Y • N • APPROVED SHOP DRAWING Y • N • DS/VOSHPD PROJECT APPROVED DOCUMENTS AVAILABLE APPROVED PLANS Y • N • MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS) Monokote Z-106 / HY medium density fireproofing CONTRACTORS EQUIPMENT/MANPOWER USED EL Hobbs worked a 3 man crew AREA, GRID LINES, PIECES INSPECTED Beams btwn K & M hnes 17 thm 23, Beams on K & L lines btwn 14 & 24 lines,compleled. momeni frames on13 & 14 btwn C & Ewere sprayed from C lo E lines, 1 coal only STRUCTURAL NOTES, DETAIL OR RFIS USED GGSI Fireproofing schedule over laid lo stmctural sheets S-2 1 1, S-2 1 2, S-2 2 1, S-2 2 2 REMARKS, INCLUDING MEETINGS Visally venfy the iron to clean & free of oil, grease, dirt or any other foreign matenal pnor the placing of Monokote Observe application of Monokote, venfied thickness to be what is specified or greater Spray applied fire proofing application is on going al the first level REWORK AS PERCENT OF ALL WORK TODAY PERCENT PROJECT COMPLETE THE WORK WASH WASNOTD Inspected in accordance wrth the requirements of the DS/VOSPHD Project approved documents MATERIAL SAMPLING WASD WASNOTD N/A H Performed in accordance wrth DSA/OSPHD Project approved documents THE WORK INSPECTED MET H DID NOT MEET D The requirements ofthe DS/VOSPHD Project approved documents Samples taken N/A Weather sunny clear ^^£mp 74* cc Project Archrtect Structural Engineer DSA Regional Office School Distnct Contractor Building Department Owner ilinature of Special Inspector Matthew Jackson pnnt Name Certification # 5?|8061 Venfied by Corporate 2992 E La Palma Ave Sle A Anaheim, CA 92806 Tel 714 632 2999 Fax 714 632 2974 Dispatch 800 491 2990 San Diego/impenal County 6295 Fems Square Ste C San Diego, CA 92121 Tel 858 537 3999 Fax 858 537 3990 Dispatch 888 844 5060 Inland Empire 14467 Mendian Pkwy , Bldg 2A Riverside, CA 92518 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 Indio 44917 Golf Cenier Pkvyy , Sle 1 Indio, CA 922P1 Tel 76P 342 4677 Fax 76P 342 4525 Dispatch 800 491 2990 MTGL PROJECT* 1251 API Pennrt * CB111086 Report # DAILY INSPECTION REPORT of DS/VCITY File* DSA/OSHPD Appl #. DSA/LEA # Special Inspection Reports must be distnbuted to the parties listed tielow wrthin 14 days of the inspection Reports of non-compliant condrtions must be distnbuted immediately Separate reports shall be prepared for each type of special inspection on a daily basis Each report shall be completed and signed by the special inspector conducting the inspection PROJECT NAME Legoland Hotel Date June 25, 2012 ARCHITECT Delawie Wilkes Rodrigues Barker Archrtects TIME ARRIVED Sam TIME DEPARTED ENGINEER GSSI Structural Engineers TRAVELTIME LUNCH TIME CONTRACTOR RD Olson SUB CONTRACTOR E L Hobbs INSPECTION ADDRESS 1 Legoland dr Carlsbad, Ca ADDRESS OF PROJECT same TYPE OF INSPECTION • ENGINEERED FILL • FOUNDATION • BACK FILL • BATCH PLANT • PT CONCRETE • SHOTCRETE • CONCRETE • MASONRY • HIGH STRENGTH BOLTING • WELDING • SHOP WELD SOIL REPORT Y • N • Bl FIREPROOFING • ANCHOR/DOWEL • NDE FIELD • NDE SHOP • CEILING WIRE • . SPECS Y Bl N • APPROVED SHOP DRAWING Y H N • DSA/OSHPD PROJECT APPROVED DOCUMENTS AVAILABLE APPROVED PLANS Y la N • MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS) Monokote Z-106 / HY medium density fireproofing CONTRACTORS EQUIPMENT/MANPOWER USED E L Hobbs worthed a 3 man crew AREA, GRID LINES, PIECES INSPECTED 1" level, beams between J & K, on 19 thm 24, columns on J line 20 thm 24, Columns on 15 8 @ H 2, H 5, & J, Beams between H 5 & J on 16,17, & 18, Beam on J line from 15 to 20, Beams on 15 8 & 17 4 btween H & J lines STRUCTURAL NOTES, DETAIL OR RFIS USED GSSI fireproofing schedule overiaided stmctural sheets S-2 1 1, S-2 1 2, S-2 2 1 S-2 2 2, REMARKS, INCLUDING MEETINGS Observed 1", 2"°, & 3" coats of Monokote Z-1P6 / HY, medium density fire proofing placed on beams and columns at the locations noted above The applied thickness was venfied to be what is specified or greater Spray applied fire proofing is on going REWORK AS PERCENT OF ALL WORK TODAY PERCENT PROJECT COMPLETE THE WORK WAS H WAS NOT D ~ - I I Inspected in accordance wrth the requirements of the DS/VOSPHD Project approved documenls MATERIAL SAMPLING WAS D WASNOTD N/A H Performed in accordance wrth DSA/OSPHD Project approved documents THE WORK INSPECTED MET H DID NOT MEET D The requirements of the DS/VOSPHD Project approved documents Samples taken N/A Weather Sunny clear cc Project Archrtect Structural Engineer DSA Regional Office School Distnct Contractor Building Department Owner Temp 72* Sgnsillreof Special Inspector Matthew Jackson Venfied by Corporate 2992 E La Palma Ave Ste A Anaheim, CA 928P6 Tel 714 632 2999 Fax 714 632 2974 Dispalch 8PP 491 2990 San Diego/lmpenal County 6295 Fems Square Sle C San Diego, CA 92121 Tel 858 537 3999 Fax 858 537 3990 Dispatch 888 844 5P6P Inland Empire 14467 Mendian Pkvyy , Bldg 2A Riverside, CA 92518 Tel 951 653 4999 Fax 951 653 4666 Dispalch 800 491 2990 Indio 44917 Golf Cenier Pkw/y , Ste 1 Indio, CA 92201 Tel 760 342 4677 Fax 760 342 4525 Dispalch 800 491 2990 MTGL PROJECT* 1251 AOI Pennrt * CB111086 Report # Page DAILY INSPECTION REPORT of DS/VCITY File* DS/VOSHPD Appl *. DSA/LEA # Special Inspection Reports must be distnbuted to the parties listed below wrthin 14 days of the inspection Reports of non-compliant condrtions must be distnbuted immediately Separate reports shall be prepared for each type of special inspection on a daily basis Each report shall be completed and signed by the special inspector conducting the inspection PROJECT NAME Legoland Hotel Date June 23, 2012 ARCHITECT Delawie Wilkes Rodrigues Barker Architects TIME ARRIVED 10am TIME DEPARTED 330pm ENGINEER GSSI Structural Engineers TRAVELTIME LUNCH TIME CONTRACTOR RD Olson SUB CONTRACTOR E L Hobbs INSPECTION ADDRESS 1 Legoland dr Carlsbad, Ca ADDRESS OF PROJECT same • BATCH PLANT • PT CONCRETE • SHOTCRETE H CONCRETE TYPE OF INSPECTION • ENGINEERED FILL • FOUNDATION • BACK FILL • MASONRY • HIGH STRENGTH BOLTING • WELDING D SHOP WELD SOIL REPORT Y • N • FIREPROOFING • ANCHOR/DOWEL • NDE FIELD • NDE SHOP • CEILING WIRE • • • . SPECS Y • N • APPROVED SHOP DRAWING Y • N • DSA/OSHPD PROJECT APPROVED DOCUMENTS AVAILABLE APPROVED PLANS Y • N • MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS) Monokote Z-106 / HY medium density spray applied fire proofing CONTRACTORS EQUIPMENT/MANPOWER USED 2 men shanng the nozzle, 1 lending the mixer AREA, GRID LINES, PIECES INSPECTED Kitchen Area, W8x50 & W8x35 beams on 16 & 17 4 line btwn H & J lines, V\C4x62 beam on J line btwn16 & 17, (6) square tube steel columns Service Area, W25x55 beams on 21, 22, & 23 hnes. (6) square lube steel columns STRUCTURAL NOTES, DETAIL OR RFIS USED S-2 2 2, S- REMARKS, INCLUDING MEETINGS Observe the 1^' coat of Monokote Z-106 / HY medium desify spray applied fire proofing placed at the locations noled above Another will need to be applied to achieve required thickness Work is on going REWORK AS PERCENT OF ALL WORK TODAY PERCENT PROJECT COMPLETE THE WORK WAS H WAS NOT D Inspected in accordance wrth the requirements ofthe DS/VOSPHD Project approved documents MATERIAL SAMPLING WAS • WAS NOT D N/A H Performed in accordance wrth DS/VOSPHD Project approved documents cc Project Archrtect Contractor Structural Engineer Building Department DSA Regional Office Owner School Distnct THE WORK INSPECTED MET D DID NOT MEET H The requirements of the DS/VOSPHD Projecl approved documents Samples taken N/A Weather sunny nature of Special Inspector Matthew Jackson i^nnt Name Certification # 5269061 Venfied by. r Corporate 2992 E La Palma Avenue, Suite A, Anaheim, CA 92806 Tel (714)632-2999 Fax (714)632-2974 Branch 6295 Ferris Square, Suite C, San Diego, CA 92121 Tel (858) 537-3999 Fax (858) 537-3990 Branch 14467 Meridian Parkway Bldg 2A, Riverside, CA 92518 Tel (951)653-4999 Fax (951)653-4666 Branch 44917 Golf Center Parkway #1, Indio, CA 92201 Tel (760)342-4677 Fax (760) 342-4525 Report of COMPRESSIVE STRENGTH-CONCRETE ASTM C39 Date Printed: 6/26/2012 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client PROJECT MANAGEMENT ADVISORS Set No.. 12-0368 File No. Permit No.: Project No.- Project Name CBI 11684 1251A01 LEGOLAND HOTEL ON PALOMAR AIRPORT ROA 462 STEVENS AVENUE SUITE 106 SOLANA BEACH, CA 92075 Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq Inch) (lbs) (psi) Fracture 28 6/22/2012 4X8 12 57 46,820 3,730 Cone & Split 28 6/22/2012 4X8 12 57 45,560 3,630 Cone & Split 28 6/22/2012 4X8 12 57 43,820 3,490 Cone & Split Specified Strength 3,000 PSI Sampled By HANS KLEHMET Location: POOL BUILDING - SOUTH FOUNDATION ASTMC172 Date Sampled 5/25/2012 Date Received: 5/28/2012 Concrete Supplier. HANSON AGGREGATE MIX NO - 3033500 Ticket No . 446565 Water added at Site: 5 00 Cement Type- Remarks: gal. By CONTRACTOR Mix Time: 65 Concrete Temp: 73 Ambient Temp 66 °F ASTM C1064 °F ASTM C1064 mm Slump: 4 25 in ASTM C143 Tested at- San Dtego Distribution- PROJECT MANAGEMENT ADVISORS LEGOLAND CITY OF CARLSBAD-BLDG INSPECTION DEPT RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION **LAB COPY** Respectfully Submitted, MTGL, Inc. Sam Valdez, RCE 3620 PSI 28-day compression test complies with the specified strength Corporate 2992 E La Palma Avenue, Suite A Anaheim, CA 92806 Tel (714)632-2999 Fax (714)632-2974 Branch 6295 Ferris Square, Suite C, San Diego CA 92121 Tel (858) 537-3999 Fax (858) 537-3990 Branch 14467 Meridian Parkway Bldg 2A, Riverside, CA 92518 Tel (951)653-4999 Fax (951)653-4666 Branch 44917 Golf Center Parkway #1, Indio, CA 92201 Tel (760)342-4677 Fax (760)342-4525 Report of: COMPRESSIVE STRENGTH-SHOTCRETE ASTM Cl 140 Date Printed 6/21/2012 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Chent: PROJECT MANAGEMENT ADVISORS Set No 12-0454 File No : Permit No.. Project No.. Project Name- CB111684 1251A01 LEGOLAND HOTEL ON PALOMAR AIRPORT ROA 462 STEVENS AVENUE SUITE 106 SOLANA BEACH, CA 92075 Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq Inch) (lbs.) (psi) Fracture 7 6/21/2012 3 71 X 7 15 1081 20,030 1,830 Cone 28 7/12/2012 28 7/12/2012 28 7/12/2012 Specified Strength. 3,000 PSI Sampled By-MATTHEW JACKSON ASTM C172 Date Sampled. 6/14/2012 Date Received. 6/15/2012 Location SWIMMING POOL HOTEL - BOTTOM Concrete Supplier DIAMOND MIX No.. Ticket No. 61134 Water added at Site: 0 00 gal By Cement Type. II/V Remarks. MIX Time: 93 Concrete Temp. 73 Ambient Temp: 70 °F ASTM C1064 "F ASTM C1064 Slump: in. ASTM C143 Tested at. San Dtego Distribution- PROJECT MANAGEMENT ADVISORS LEGOLAND CITY OF CARLSBAD-BLDG INSPECTION DEPT RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION *"LAB COPY*- Respectfully Submitted, MTGL, Inc. Sam Valdez, R CE Corporate 2992 E La Palma Avenue, Suite A, Anaheim, CA 92806 Tel (714)632-2999 Fax (714)632-2974 Branch 6295 Ferris Square, Suite C, San Diego, CA 92121 Tel (858) 537-3999 Fax (858) 537-3990 Branch 14467 Meridian Parkway Bldg 2A, Riverside, CA 92518 Tel (951)653-4999 Fax (951)653-4666 Branch 44917 Golf Center Parkway #1, Indio, CA 92201 Tel (760) 342-4677 Fax (760) 342-4525 Report of- COMPRESSIVE STRENGTH-SHOTCRETE ASTM Cl 140 Date Printed. 6/21/2012 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Chent PROJECT MANAGEMENT ADVISORS Set No.- 12-0453 File No.: Permit No.: Project No - Project Name- CBl11684 1251A01 LEGOLAND HOTEL ON PALOMAR AIRPORT ROA 462 STEVENS AVENUE SUITE 106 SOLANA BEACH, CA 92075 Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq. Inch) (lbs.) (psi) Fracture 7 6/21/2012 371 X69 1081 24,630 2,260 Cone 28 7/12/2012 28 7/12/2012 28 7/12/2012 Specified Strength: 3,000 PSI Sampled By MATTHEW JACKSON ASTM C172 Date Sampled 6/14/2012 Date Received 6/15/2012 Location: SWIMMING POOL AT HOTEL Concrete Supplier- DIAMOND MIX No,: Ticket No.. 0 Water added at Site: 0 00 gal By Cement Type. Il/V Remarks- Concrete Temp 72 Ambient Temp. 68 "F ASTM C1064 "F ASTM C1064 MIX Time- 90 Slump: 3 00 in ASTM C143 Tested at San Dtego Distribution PROJECT MANAGEMENT ADVISORS LEGOLAND CITY OF CARLSBAD-BLDG INSPECTION DEPT RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION ==*LAB COPY** Respectfully Submitted, MTGL, Inc Sam Valdez, R CE Corporate 2992 E La Palma Ave Ste A Anaheim, CA 92806 Tel 714 632 2999 Fax 714 632 2974 Dispalch 800 491 2990 San Diego/lmpenal County Inland Empire 6295 Fems Square Sle C San Diego, CA 92121 Tel 858 537 3999 Fax 858 537 3990 Dispalch 888 844 5060 14467 Mendian Pkwy , Bldg 2A Riverside, CA 92518 Tel 951 653 4999 Fax 951 653 4666 Dispalch 800 491 2990 Indio 44917 Golf Center Pkwy , Sle 1 Indio, CA 92201 Tel 760 342 4677 Fax 760 342 4525 Dispalch 800 491 2990 DAILY INSPECTION REPORT DSA/CITY File * MTGL PROJECT* 1251 AOI Pennrt # CB111086 Report * Page Special Inspection Reports must be distnbuted to the parties listed below wrthin 14 days of the inspection Reports of non-compliant condrtions must be distnbuted immediately Separate reports shall be prepared for each type of special inspection on a daily basis Each report shall be completed and signed by the special inspector conducting the inspection Of DSA/OSHPD Appl #. DS/VLEA* PROJECT NAME Legoland Hotel Date June 14, 2012 ARCHITECT Delawie Wilkes Rodrigues Bari<er Architects TIME ARRIVED 7am TIME DEPARTED 2pm ENGINEER GSSI Structural Engineers TRAVELTIME LUNCH TIME CONTRACTOR RD Olson SUB CONTRACTOR INSPECTION ADDRESS 1 Legoland dr Carlsbad, Ca ADDRESS OF PROJECT same TYPE OF INSPECTION • ENGINEERED FILL • FOUNDATION • BACK FILL • BATCH PLANT • PT CONCRETE H SHOTCRETE • CONCRETE • MASONRY • HIGH STRENGTH BOLTING • WELDING • SHOP WELD SOIL REPORT Y • N • H FIREPROOFING • ANCHOR/DOWEL • NDE FIELD • NDE SHOP • CEILING WIRE • • • DSA/OSHPD PROJECT APPROVED DOCUMENTS AVAIUBLE APPROVED PLANS Y • N • SPECS Y • N • APPROVED SHOP DRAWING Y • N • MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS) Diamond concrete supply, 30Ppsi shotcrete, mix destgn S/C3PPPpsi CONTRACTORS EQUIPMENT/MANPOWER USED Pacific Star Shotcrete, ran 2 nozzleman contmuiously ACI certified nozzleman ACI certified nozzleman Ricardo G Corrales * 117P193 exp 5 /17 / 2P14 ACl certified nozzleman Francisco R Orono * PI 220358 exp 8 / 5 / 2P16 AREA, GRID LINES, PIECES INSPECTED Swimming pool at Legoland hotel Observed & venfied the delivery & placing of 104 5 yards of SOOOpsi shotcrete for swimming pool constmction (2) 16" X 16" X 8" shotcrete test panels were placed for core sampling From tmcks # 5 & 10 STRUCTURAL NOTES, DETAIL OR RFIS USED REMARKS, INCLUDING MEETINGS REWORK AS PERCENT OF ALL WORK TODAY THE WORK WAS H WAS NOT D =_= Inspected in accordance wrth the requirements ofthe DS/VOSPHD Project approved documents MATERIAL SAMPLING WASH WASNOTD N/AD Performed in accordance wrth DS/VOSPHD Project approved documents PERCENT PROJECT COMPLETE THE WORK INSPECTED MET H DID NOT MEET D ' The requirements of the DS/VOSPHD Project approved documents Samples taken (2) shotcrete tesl panels placed Weather sunny clear cc Project Archrtect Structural Engineer DSA Regional Office School Distnct Contractor Building Department Owner Temp 70* Jnature of Special Inspector Matthew Jackson Venfied by Corporate 2992 E La Palma Ave Sle A Anaheim, CA 92806 Tel 714 632 2999 Fax 714 632 2974 Dispalch 800 491 2990 San Diego/lmpenal County 6295 Fems Square Sle C San Diego, CA 92121 Tel 858 537 3999 Fax 858 537 3990 Dispatch 888 844 5060 Inland Empire 14467 Mendian Pkvyy , Bldg 2A Riverside, CA 92518 Tel 951 653 4999 Fax 951 653 4666 Dispalch 800 491 2990 Indio 44917 Golf Cenier Pkw/y , Ste 1 Indio, CA 92201 Tel 760 342 4677 Fax 760 342 4525 Dispalch 800 491 2990 MTGL PROJECT* 1251 A01 Pennit * CB111086 DAILY INSPECTION REPORT DSA/CITY File*. Report *. . Page. of DSA/OSHPD Appl #. DSA/LEA* Special Inspection Reports must be distnbuted to the parties listed below wrthin 14 days of the inspection Reports of non-compliant condrtions must be distnbuted immediately Separate reports shall be prepared for each type of special inspection on a daily basis Each report shall be completed and signed by the special inspector conducting the inspection PROJECT NAME Legoland Hotel Date June 12, 2012 ARCHITECT Delawie Wilkes Rodrigues Barker Archrtects TIME ARRIVED 7am TIME DEPARTED ENGINEER GSSI Structural Engineers TRAVELTIME LUNCH TIME CONTRACTOR RD Olson SUB CONTRACTOR INSPECTION ADDRESS 1 Legoland dr Carlsbad, Ca ADDRESS OF PROJECT same TYPE OF INSPECTION • ENGINEERED FILL • FOUNDATION • BACK FILL • BATCH PLANT • PT CONCRETE • SHOTCRETE H CONCRETE • MASONRY • HIGH STRENGTH BOLTING • WELDING • SHOP WELD SOIL REPORT Y • N • El FIREPROOFING • ANCHOR/DOWEL • NDE FIELD • NDE SHOP • CEILING WIRE SPECS Y • N • APPROVED SHOP DRAWING Y • N • AVAILABLE APPROVED PLANS Y • N • DSA/OSHPD PROJECT APPROVED DOCUMENTS MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS) Monokote Z-106 / HY medium desily fire proofing CONTRACTORS EQUIPMENT/MANPOWER USED 2 men w/ a small spray unrt AREA, GRID LINES. PIECES INSPECTED H line (3) lube sleel columns @ 15 8,17 2, & 18 including moment frame header M line (5) lube steel columns btwn 14 & 24 lines Observe & venfy the application of Monokote Z-106 / HY spray applied fire proofing matenal ! the locations noted above Veify thickness per application chart STRUCTURAL NOTES, DETAIL OR RFIS USED Grace Company approved submittal # 124-078100-001 Spray applied fire proofing thickness schedule on S-2 1 1 REMARKS, INCLUDING MEETINGS Inspect reinforcing sleel placed for single bottom mat swimming pool constmction Inspected for bar size, grade, lap splice lenghls, layout configurations, and clearances The work observed was m general compliance wrth the approved plans and specifications REWORK AS PERCENT OF ALL WORK TODAY PERCENT PROJECT COMPLETE THE WORK WASH WASNOTD Inspected in accordance wrth the requirements ofthe DS/VOSPHD Project approved documents MATERIAL SAMPLING WAS D WASNOTD N/A H Performed in accordance wrth DS/VOSPHD Project approved documents THE WORK INSPECTED MET H DID NOT MEET D The requirements of the DS/VOSPHD Project approved documents Samples taken N/A Weather overcast cc Project Archrtect Structural Engineer DSA Regional Office School Distnct Contractor Building Department Owner emp 68* Signature of Special Inspector Matthew Jaclison Knnt Name ' Certification # 526Sf061 Jy_ Venfied by Corporate 2992 E La Palma Avenue, Suite A, Anaheim, CA 92806 Tel (714)632-2999 Fax (714)632-2974 Branch 6295 Ferns Square, Suite C, San Diego, CA 92121 Tel (858) 537-3999 Fax (858) 537-3990 Branch 14467 Meridian Parkway Bldg 2A, Riverside, CA 92518 Tel (951)653-4999 Fax (951)653-4666 Branch 44917 Golf Center Parkway #1, Indio, CA 92201 Tel (760) 342-4677 Fax (760)342-4525 f9 Report of COMPRESSIVE STRENGTH-MORTAR ASTM C270 Date Printed 6/11/2012 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client. PROJECT MANAGEMENT ADVISORS Set No. 12-0336 File No : Permit No Project No - Project Name: CBI11684 125IA01 LEGOLAND HOTEL ON PALOMAR AIRPORT ROA 462 STEVENS AVENUE SUITE 106 SOLANA BEACH, CA 92075 Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq Inch) (lbs.) (psi) Fracture 28 6/8/2012 2X4 3 14 9,400 2,990 N/A 28 6/8/2012 2X4 3 14 8,510 2,710 N/A 28 6/8/2012 2X4 3 14 9,160 2,920 N/A Specified Strength. 1,500 PSI Sampled By. HANS KLEHMET ASTM C172 Date Sampled: 5/11/2012 Date Received: 5/14/2012 Location. CMU WALL - NORTH SITE WALL NEAR TANK YARD WALL Concrete Supplier SPECIFIED MIX Mix No - Ticket No Water added at Site gal By Cement Type: Remarks Mix Time. Concrete Temp: 75 Ambient Temp: 73 "F ASTM C1064 °F ASTM C1064 Slump in ASTM C143 Tested at San Dtego Distribution: PROJECT MANAGEMENT ADVISORS LEGOLAND CITY OF CARLSBAD-BLDG INSPECTION DEPT RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION *'=LAB COPY*=^ Respectfully Submitted, MTGL, Inc Sam Valdez, RCE. 2870 PSI 28-day compression test complies wtth the specified strength Corporate 2992 E La Palma Avenue, Suite A, Anaheim, CA 92806 Tel (714)632-2999 Fax (714)632-2974 Branch 6295 Ferris Square, Suite C, San Diego, CA 92121 Tel (858) 537-3999 Fax (858) 537-3990 Branch 14467 Meridian Parkway Bldg 2A, Riverside, CA 92518 Tel (951)653-4999 Fax (951)653-4666 Branch 44917 Golf Center Parkway #1, Indio, CA 92201 Tel (760)342-4677 Fax (760)342-4525 Report of. COMPRESSIVE STRENGTH-CONCRETE ASTM C39 Date Printed 6/8/2012 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Chent: PROJECT MANAGEMENT ADVISORS Set No.: 12-0337 File No.. Permit No.- Project No.: Project Name. CBI11684 I251A01 LEGOLAND HOTEL ON PALOMAR AIRPORT ROA 462 STEVENS AVENUE SUITE 106 SOLANA BEACH, CA 92075 Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq. Inch) (lbs) (psi) Fracture 7 5/18/2012 4X8 12 57 31,590 2,510 Cone & Split 7 5/18/2012 4X8 12 57 30,080 2,390 Cone 28 6/8/2012 4X8 12 57 48,660 3,870 Cone & Spilt 28 6/8/2012 4X8 12 57 49,220 3,920 Cone & Split 28 6/8/2012 4X8 12 57 50,560 4,020 Cone & Split Specified Strength. 3,000 PSI Sampled By: HANS KLEHMET Location: SLAB ON GRADE - GRID LINE 16 - 17 / H - H 2 ASTMC172 Date Sampled. 5/11/2012 Date Received. 5/14/2012 Concrete Supplier HANSON AGGREGATE Mix No.: 3011500 Ticket No.. 445443 Water added at Site 40 00 gal. By CONTRACTOR Cement Type Mix Time: 118 Remarks. Concrete Temp: 79 Ambient Temp: 73 "F ASTM C1064 "F ASTM C1064 Slump 4 50 in ASTM C143 Tested at. San Dtego Distribution: PROJECT MANAGEMENT ADVISORS LEGOLAND CITY OF CARLSBAD-BLDG INSPECTION DEPT RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION **LAB COPY** Respectfully Submitted, MTGL, Inc. Sam Valdez, RCE 3940 PSI 28-day compression test complies with the specified strength Corporate 2992 E La Palma Avenue, Suite A, Anaheim, CA 92806 Tel (714)632-2999 Fax (714)632-2974 Branch 6295 Ferris Square, Suite C, San Diego, CA 92121 Tel (858) 537-3999 Fax (858) 537-3990 Branch 14467 Meridian Parkway Bldg 2A, Riverside, CA 92518 Tel (951)653-4999 Fax (951)653-4666 Branch 44917 Golf Center Parkway #l,lndio, CA 92201 Tel (760)342-4677 Fax (760)342-4525 Report of: COMPRESSIVE STRENGTH-CONCRETE ASTM C39 Date Printed 6/8/2012 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client PROJECT MANAGEMENT ADVISORS Set No: 12-0334 File No . Permit No Project No.: Project Name: CBI11684 I251A01 LEGOLAND HOTEL ON PALOMAR AIRPORT ROA 462 STEVENS AVENUE SUITE 106 SOLANA BEACH, CA 92075 Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq Inch) (lbs) (psi) Fracture 7 5/18/2012 4X8 12 57 37,220 2,960 Cone & Split 7 5/18/2012 4X8 12 57 38,500 3,060 Cone 28 6/8/2012 4X8 12 57 55,510 4,420 Cone & Split 28 6/8/2012 4X8 12 57 56,490 4,500 Cone & Split 28 6/8/2012 4X8 12 57 53,810 4,280 Cone & Split Specified Strength: 3,000 PSI Sampled By HANS KLEHMET Location: DRAGON TOWER FOUNDATION ASTMC172 Date Sampled 5/11/2012 Date Received: 5/14/2012 Concrete Supplier HANSON AGGREGATE Mix No.. 3033500 Ticket No.. 445463 Water added at Site. gal. By Cement Type- Mix Time 78 Remarks Concrete Temp- 79 Ambient Temp. 74 "F ASTM C1064 °F ASTM C1064 Slump 4 00 in ASTM C143 Tested at: San Dtego Distribution PROJECT MANAGEMENT ADVISORS LEGOLAND CITY OF CARLSBAD-BLDG INSPECTION DEPT RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION ^*LAB COPY** Respectfully Submitted, MTGL, Inc Sam Valdez, R.C.E. 4400 PSI 28-day compression test complies with the specified strength Corporate 2992 E La Palma Avenue, Suite A, Anaheim, CA 92806 Tel (714)632-2999 Fax (714)632-2974 Branch 6295 Ferris Square, Suite C, San Diego, CA 92121 Tel (858) 537-3999 Fax (858) 537-3990 Branch 14467 Meridian Parkway Bldg 2A, Riverside, CA 92518 Tel (951)653-4999 Fax (951)653-4666 Branch 44917 Golf Center Parkway #1, Indio, CA 92201 Tel (760) 342-4677 Fax (760)342-4525 Report of. COMPRESSIVE STRENGTH-CONCRETE ASTM C39 Date Printed 6/7/2012 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Ghent. PROJECT MANAGEMENT ADVISORS Set No - 12-0328 File No.: Permit No. Project No.: Project Name- CBl11684 125IA0I LEGOLAND HOTEL ON PALOMAR AIRPORT ROA 462 STEVENS AVENUE SUITE 106 SOLANA BEACH, CA 92075 Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq. Inch) (lbs) (psi) Fracture 7 5/16/2012 4X8 12 57 29,860 2,380 Cone & Split 7 5/16/2012 4X8 12 57 30,950 2,460 Cone 28 6/6/2012 4X8 12 57 54,370 4,330 Cone & Split 28 6/6/2012 4X8 12 57 51,850 4,130 Cone & Split 28 6/6/2012 4X8 12 57 53,750 4,280 Cone & Split Specified Strength 3,000 PSI Sampled By: HANS KLEHMET ASTM C172 Date Sampled. 5/9/2012 Date Received 5/10/2012 Location 8' SITE WALL FOOTING, TIE INTO WEST TANK YARD WALL Concrete Suppher:, SUPERIOR READY MIX Mix No.: 8258P Ticket No. 216860 Water added at Site: 5 00 gal By CONTRACTOR Cement Type. Mix Time 65 Remarks Concrete Temp. 76 Ambient Temp: 70 "F ASTM C1064 "F ASTM C1064 Slump- 4 50 in ASTM C143 Tested at San Dtego Distribution- PROJECT MANAGEMENT ADVISORS LEGOLAND CITY OF CARLSBAD-BLDG INSPECTION DEPT RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION **LAB COPY** Respectfully Submitted, MTGL, Inc Sam Valdez, R.C E. 4250 PSI 28-day compression test complies with the specified strength Corporate 2992 E La Palma Avenue, Suite A, Anaheim, CA 92806 Tel (714)632-2999 Fax (714)632-2974 Branch 6295 Ferris Square, Suite C, San Dtego, CA 92121 Tel (858) 537-3999 Fax (858) 537-3990 Branch 14467 Meridian Parkway Bldg 2A, Riverside, CA 92518 Tel (951)653-4999 Fax (951)653-4666 Branch 44917 Golf Center Parkway #1, Indio, CA 92201 Tel (760)342-4677 Fax (760)342-4525 Report of COMPRESSIVE STRENGTH-CONCRETE ASTM C39 Date Printed 6/7/2012 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Chent- PROJECT MANAGEMENT ADVISORS Set No. 12-0332 File No.: Permit No.: Project No Project Name: CB111684 1251A0I LEGOLAND HOTEL ON PALOMAR AIRPORT ROA 462 STEVENS AVENUE SUITE 106 SOLANA BEACH, CA 92075 Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq Inch) (lbs) (psi) Fracture 7 5/17/2012 4X8 12 57 24,120 1,920 Cone 7 5/17/2012 4X8 12 57 25,150 2,000 Cone 28 6/7/2012 4X8 12 57 41,500 3,300 Cone 28 6/7/2012 4X8 12 57 44,060 3,510 Cone 28 6/7/2012 4X8 12 57 40,590 3,230 Cone Specified Strength- 3,000 PSI Sampled By. HANS KLEHMET Location DIAMOND INFILL - GRID LINE 12 / E ASTMC172 Date Sampled: 5/10/2012 Date Received. 5/11/2012 Concrete Suppher: HANSON AGGREGATE Mix No.: 3011500 Ticket No.. 445234 Water added at Site- 5 00 gal. By CONTRACTOR Cement Type Mix Time: 104 Remarks- Concrete Temp 75 Ambient Temp: 68 °F ASTM C1064 °F ASTM C1064 Slump: 4 50 in. ASTM C143 Tested at San Dtego Distribution. PROJECT MANAGEMENT ADVISORS LEGOLAND CITY OF CARLSBAD-BLDG INSPECTION DEPT RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION **LAB COPY** Respectfully Submitted, MTGL, Inc Sam Valdez, R.C E. 3350 PSI 28-day compression test complies with the specified strength Corporate 2992 E La Palma Ave Ste A Anaheim, CA 92806 Tel 714 632 2999 Fax 714 632 2974 Dispatch 800 491 2990 San Diego/lmpenal County 6295 Fems Square Ste C San Diego, CA 92121 Tel 858 537 3999 Fax 858 537 3990 Dispatch 888 844 5060 Inland Empire 14467 Mendian Pkwy, Bldg 2A Riverside, CA 92518 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 Indio 44917 Golf Center Pkvyy, Indio, CA 92201 Tel 760 342 4677 Fax 760 342 4525 Dispatch 800 491 2990 ife 1 MTGL PROJECT* 1251A01 Permrt # 937C362381 DAILY INSPECTION REPORT Report*. .Page lofl DSA/CITY File # DS/VOSHPD Appl #. DSA/LEA # Special Inspection Reports must be distnbuted to the parties listed below within 14 days of the inspection Reports of non-compliant condrtions must tie distnbuted immediately Separate reports shall be prepared for each type of special inspection on a daily basis Each report shall be completed and signed by the special inspector conducting the inspection PROJECT NAME Legoland Hotel Date 6-7-12 ARCHITECT Delawie, Wilkes,Rodrigues,Baker TIME ARRIVED 1200 TIME DEPARTED 1300 ENGINEER GSSI Structural Engineers TRAVEL TIME 2 0 LUNCH TIME CONTRACTOR R D Olsen SUB CONTRACTOR INSPECTION ADDRESS 1 Carlsbad legoland Dr TYPE OF INSPECTION D ENGINEERED FILL D FOUNDATION D BACK FILL ADDRESS OF PROJECT D BATCH PU\NT • PT CONCRETE D SHOTCRETE 12 CONCRETE D MASONRY D HIGH STRENGTH BOLTING D WELDING D SHOP WELD D FIREPROOFING D ANCHOR/DOWEL D NDE FIELD D NDE SHOP D CEILING WIRE D_ • n AVAILABLE APPROVED PLANS Y la N D SOIL REPORT Y D N D DSA/OSHPD PROJECT APPROVED DOCUMENTS MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS) grade 60 reinforcing/ 3000 PSI concrete mix # 3033500 deliverd by Hanson's SPECS Y13 N • APPROVED SHOP DRAWING Y D N D CONTRACTORS EQUIPMENT/MANPOWER USED meechanical vibrator AREA, GRID LINES, PIECES INSPECTED footing at foundation level T 4 line 53 to 58 lines, shown on page S2 1 4 of plans STRUCTURAL NOTES, DETAIL OR RFIS USED general notes, concrete and reinforcing/grade beam and footing schedule at 5 and 10 on page S4 1 of plans REMARKS, INCLUDING MEETINGS observed placement of reinforcing and concrete at above locations as per plans and specifications/total of 13 yards placed/ placement was by tailgating, consolidation was mechanical vibration/ one set of five samples taken for testng, slump 4", ambiant tempertature 72, concrete temerature 82/ REWORK AS PERCENT OF ALL WORK TODAY THE WORK WASH WASNOTD Inspected m accordance wrth the requirements ofthe DS/VOSPHD Project approved documents MATERIAL SAMPLING WAS WASNOTD N/A D Performed in accordance with DS/VOSPHD Project approved documents PERCENT PROJECT COMPLETE THE WORK INSPECTED MET jSl DID NOT MEET j The requirements of the DS/VOSPHD Project approved documents Samples taken 5 concrete Weather clear Project Architect Structural Engineer DSA Regional Office School District Contractor Building Department Owner Temp low 70's Sigr«i{u(e of Special Inspector Mike Kingery Knnt Name Certification # SDI 001/5258871 Venfied by. Corporate 2992 E La Palma Ave Ste A Anaheim, CA 92806 Tel 714 632 2999 Fax 714 632 2974 Dispatch 800 491 2990 San Diego/lmpenal County 6295 Ferns Square Ste C San Diego, CA 92121 Tel 858 537 3999 Fax 858 537 3990 Dispatch 888 844 5060 Inland Empire 14467 Mendian Pkvyy , Bldg 2A Riverside, CA 92518 Tel 951 653 4999 Fax 951 653 4666 Dispalch 800 491 2990 Indio ^ 44917 Golf Center Pkwy , Ste 1 Indio, CA 92201 Tel 760 342 4677 Fax 760 342 4525 Dispatch 800 491 2990 MTGL PROJECT* 1251 API Permrt # 937C362381 Report # Page 1 of 1 DAILY INSPECTION REPORT DSA/CITY File # DSA/OSHPD Appl #. DS/VLEA # Special Inspection Reports must be distributed to the parties listed below wrthin 14 days ofthe inspection Reports of non-compliant condrtions must be distnbuted immediately Separate reports shall be prepared for each type of special inspection on a daily basis Each report shall be completed and signed by the special inspector conducting the inspection PROJECT NAME Legoland Hotel Date 6-5-12 ARCHITECT Delawie, Wilkes,Rodngues,Baker TIME ARRIVED 1300 TIME DEPARTED 1600 ENGINEER GSSI Structural Engineers TRAVEL TIME 2 0 LUNCH TIME CONTRACTOR R D Olsen SUB CONTRACTOR INSPECTION ADDRESS IS^Mtmel legoland Dr Q-iOf Isloo-of ADDRESS OF PROJECT TYPE OF INSPECTION • ENGINEERED FILL • FOUNDATION • BACK FILL • BATCH PLANT • PT CONCRETE •SHOTCRETE H CONCRETE • MASONRY • HIGH STRENGTH BOLTING • WELDING • SHOP WELD • FIREPROOFING • ANCHOR/DOWEL • NDE FIELD • NDE SHOP • CEILING WIRE • • • DSA/OSHPD PROJECT APPROVED DOCUMENTS AVAILABLE APPROVED PLANS Y • N • SOIL REPORT YD N • SPECS Y • N • APPROVED SHOP DRAWING Y • N • MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS) #6 grade 60 reinforcing/ simpson xp epoxy CONTRACTORS EQUIPMENT/MANPOWER USED impact dnll/ 7/8" drill bit AREA, GRID LINES, PIECES INSPECTED footing at foundation level T 4 line 53 to 58 lines, shovyn on page S2 1 4 of plans STRUCTURAL NOTES, DETAIL OR RFIS USED Simpson ESR report 2508/ RFldaled 6-4-12 #212,S2 1 4 REMARKS, INCLUDING MEETINGS observed placement of *6 dowels at location above tolal of 6 locahons into grade beam 4 dowels each locabon/ holes dniled mm 7" embedment with 7/8" bit/ holes cleaned with compressed air and nylon brush/ all simpson xp epoxy had valid expiration dales/ REWORK AS PERCENT OF ALL WORK TODAY PERCENT PROJECT COMPLETE THE WORK WASH WASNOTD Inspected in accordance wrth the requirements ofthe DS/VOSPHD Project approved documents MATERIAL SAMPLING WAS D WAS NOT D N/A H Performed in accordance wrth DS/VOSPHD Project approved documenls THE WORK INSPECTED MET H DID NOT MEET D The requirements ofthe DS/VOSPHD Project approved documents Samples taken 0 Weather clear Temp low 70's Project Archrtect Structural Engineer DSA Regional Office School District Contractor Building Department Owner ature of Special Inspector Mike Kingery I-'nnt Name Certification # SD1001/5258871 Venfied by _ r C) ww/w mtglinc com MTGL Project # Permit # Report # PG / OF "2. Corporate 2992 E La Palma Ave Ste A Anaheim, CA 92806 Tel 714 632 2999 Fax 714 632 2974 Dispatch 800 491 2990 San Diego/imperial County 6295 Ferris Square, Suite C San Diego, CA 92121 Tel 858 537 3999 Fax 858 537 3990 Dispatch 888 844 5060 Inland Empire 14467 Meridian Pkw , Bldg 2-A Riverside, CA 92518 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 Indio 44917 Golf Center Pkwy, #1 Indio, CA 92201 Tel 760 342 4677 < Fax 760 342 4525 Dispatch 800 491 2990 DAILY INSPECTION REPORT DSA/CITY File i DSA/OSHPD APPL#. DSA/LEA# Special Inspection Reports must be distributed to the parties listed below within 14 days of the inspection Reports of non-compliant condrtions must be distnbuted immediately Separate reports shall be prepared for each type of special inspection, on a daily basis Each report shall be completed and signed by the special inspector conducting the mspection PROJECTNAME ^ , ARCHITECT TIME ARRIVED ' TiMF nFPMTcn» ENGINEER ' ' TRAVELTIME ^^^^^^^ LUNCH TIME C0NTRACT0R~\^ ' SUB CONTRACTOR INSPECTION ADDRESS ADDRESS OF PROJECT TYPE OF INSPECTION • BATCH PLANT • ENGINEERED FILL • PT CONCRETE • FOUNDATION • STOTCRETE • BACK FILL BKJOMCRETE • MASONRY • FIREPROOFING • CEILING WIRE • HIGH STRENGTH BOLTING • ANCHOR/DOWEL • • WELDING • NDE FIELD • • SHOP WELD ^ •NDESHOP^ • DSA/OSHPD/PROJECT AVAILABLE ^y APPROVED DOCUMENTS APPROVED PLANS Y ST N • SOIL REPORT YB JD SPECS YSf^D APPROVED SHOP DRAWING YQ ND MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS) 'ffZ — , Co*>cAS7^ /^ly 3OS3soz> AJAAJ^^AJ CONTRACTORS EQUIPMENT/MANPOWER USED t f ' . . AREA GRID LINES, PIECES INSPECTED / /7o/Z. /3z^/Zy^/4/^ SjOf^. X7jo/L TA^IC / ^^r^M*0/^'/9L ~ r ~ • / ' STRUCTURAL NOTES DETAIL OR RFIS USED , ^ ^ y REMARKS INCLUDING MEETINGS /^A<./^/t\/£/:> <r^V<^>^/v^r ^c^^^^^7 TA(^ Zo^i/oMis / ^ / " REWORK AS PER^&Nt OF ALL WORK TODAY PERCENT PROJECT COMPLETE THE WORK WAS H WAS NOT • Inspected in accordance with the requirements of the DSA/OSHPD/PROJECT approved documents THE WORK INSPECTED MET ZiDlD NOT MEET • The requirements of the DSA/OSHPD/PROJECT approved documents Samples taken /^P7~ C l/y^./ *J/!?S^ * 7^^^ Temp ^ f^^*"^ MATERIAL SAMPLING WASIZT WAS NOT• N/AD Performed in accordance with DSA/OSHPD/PROJECT approved documents cc Proiect Architect Contractor Structural Engineer Building Department DSA Regional Office Owner School District Weather ^uB< ^^S7, Pnnt Name Certification # Verified by www mtglinc com MTGL Project # /Z5V / Corporate 2992 E La Palma Ave Ste A Anaheim, CA 92806 Tel 714 632 2999 Fax 714 632 2974 Dispatch 800 491 2990 San Diego/lmperial County 6295 Ferris Square, Suite C San Diego, CA 92121 Tel 858 537 3999 Fax 858 537 3990 Dispatch 888 844 5060 Inland Empire 14467 Meridian Pkw, Bldg 2-A Riverside, CA 92518 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 Indio 44917 Golf Center Pkwy, #1 Indio, CA 92201 Tel 760 342 4677 Fax 760 342 4525 Dispatch 800 491 2990 Permrt I Reporti! r/?///^gy PG DAILY INSPECTION REPORT DSA/CITY File # DSA/OSHPD APPL * DSA/LEA # Special Inspection Reports must be distributed to the parties listed below wrthin 14 days of the inspection Reports of non-compliant conditions must be distributed immediately Separate reports shall be prepared for each type of special inspection, on a daily basis Each report shall be completed and signed by the special inspector conducting the inspection PROJECT NAME _ DATE S/zs/z ARCHITECT TIME ARRIVED TIME DEPARTED TRAVELTIME LUNCH TIME CONTRACTOR, SUB CONTRACTOR INSPECTION ADDRESS ADDRESS OF PROJECT TYPE OF INSPECTION • ENGINEERED FILL D FOUNDATION D BACK FILL • BATCH PLANT • PT CONCRETE D SHOTCRETE D CONCRETE • MASONRY • HIGH STRENGTH BOLTING D WELDING • SHOP WELD • FIREPROOFING • ANCHOR/DOWEL • NDE FIELD • NDESHOP • i^lill\||P WIRE • DSA/OSHPD/PROJECT APPROVED DOCUMENTS AVAILABLE APPROVED PLANS YD ND SOIL REPORT YD N^ SPECS YD ND APPROVED SHOP DRAWING YD WU MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS) 7^ CONTRACTORS EQUIPMENT/MANPOWER USED / AREA GRID LINES PIECES INSPECTED STRUCTURAL NOTES DETAIL OR RFIS USED REMARKS INCLUDING MEETINGS d?gS£^u£jii A^O'HJ^L. P<L^^^ ^/^^T' ^A>oXy REWORK AS PERCENT OF ALL WORK TODAY V PERCENT PROJECT COMPLETE THEWORK WA3t] WASNOTD Inspected in accordance with the requirements of the DSA/OSHPD/PROJECT approved documents MATERIAL SAMPLING WASD WASNOTD N/AH" Performed in accordance wrth DSA/OSHPD/PROJECT approved documents cc Project Architect Contractor Structural Engineer Building Department DSA Regional Office Owner School District THE WORK INSPECTED MET [^010 NOT MEET D The requirements of the DSA/OSHPD/PROJECT approved documents Samples taken ~ Weather (i^LyS-A,<^/9^$ 7 ^-femp ^6 'Ft^ Signature of Special Inspector Certification i Verified by. Pnnt Name c; www mtglinc com MTGL Proiect # Corporate 2992 E La Palma Ave Ste A Anaheim, CA 92806 Tel 714 632 2999 Fax 714 632 2974 Dispatch 800 491 2990 San Diego/lmpenal County 6295 Ferns Square, Suite C San Diego, CA 92121 Tel 858 537 3999 Fax 858 537 3990 Dispatch 888 844 5060 \ ) Inland Empire 14467 Meridian Pkw, Bldg 2-A Riverside, CA 92518 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 Indio 44917 Golf Center Pkwy, #1 Indio, CA 92201 Tel 760 342 4677 Fax 760 342 4525 Dispatch 800 491 2990 Permrt ^ Report ii PG /OF^ DAILY INSPECTION REPORT DSA/CITY File#, DSA/OSHPD APPL ii DSA/LEA ii Special Inspection Reports must be distributed to the parties listed below wrthin 14 days of the inspection Reports of non-compliant conditions must be distributed immediately Separate reports shall be prepared for each type of special inspection, on a daily basis Each report shall be completed and signed by the special inspector conducting the inspection PROJECT NAME DATE ARCHITECT ENGINEER TIME ARRIVED TIME DEPARTED A:^<o_ Af^^:^^. TRAVELTIME LUNCH TIME CONTRACTOR SUB CONTRACTOR INSPECTION ADDRESS 1 ^B^£.AAJ f\ ADDRESS OF PROJECT TYPE OF INSPECTION D ENGINEERED FILL D FOUNDATION • BACK FILL D BATCH PLANT D PT CONCRETE • SHOTCRETE D CONCRETE • MASONRY • HIGH STRENGTH BOLTING D WELDING D SHOP WELD ^ • FIREPROOFING D ANCHOR/DOWEL • NOE FIELD • NDESHOP ^ • CEILING WIRE • • DSA/OSHPD/PROJECT APPROVED DOCUMENTS AVAILABLE APPROVED PLANS YS SOIL REPORT YH ND ND SPECS Y?r ND APPROVED SHOP DRAWING YD ND MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS) /P<7^ /^'(!>^^ ^ 0 ^^^^ CONTRACTORS EQUIPMENT / MANPOWER USED AREA GRID LINES PIECES INSPECTED 7 STRUCTURAL NOTES DETAIL OR RFIS USED REMARKS, INCLUDING MEETINGS REWORK AS PERCENT OF ALL WORK TODAY PERCENT PROJECT COMPLETE THE WORK INSPECTED METB^DNOT MEET D The requirements of the DSA/05iM)/PR0JECT approved documents Samples taken THEWORK WAS Zl WASNOTD Inspected in accordance with the requirements of the DSA/OSHPD/PROJECT approved documents MATERIAL SAMPLING WASD WASNOTD N/A^j Performed in accordance with DSA/OSHPD/PROJECT approved documents cc Proiect Architect Contractor Structural Engineer Building Department DSA Regional Office Owner School District Weather <7" £coua i Signature of Special Inspector Print Name Certrfication Verified by cm Central Dispalch t8S8) 844-5050 Offite Locations Bl aiu ll Vddress 6295 Ftins Sijiiatc, Suite C Sail Diego, CA 92121 Tel {858)5^7-3999 F,u (858)5^7-3990 Itr.iiuli OlUct'S iiu'io Ol .iiiKe OMIIIU Los Alleles / Ventura Countv Sail Dicgo ' Iriiporu'l Counties Inland ) inpire Sail Bfriiai dino / Rnci Side CortjUiiij; Agencies Stale of t ahloriiia D S A OSHPD Viiicritan \iSO(. ol State Highnavs ( a! ! laas CX RL CeriK'iit & Concrete Rcfci cnce Lahoiatoi} I,OS Angeles I \ Counts LA C U\ iMI V Oianjie Counts OCTA Ol an^e Couiifv iuuMoiiiiienla! Management Apcncv San t>ic<>o San Dicgo Citv San Oiego C ouuiv SD Water Aiithoi !ti Inland Fnipiie i itv ot Rnei side Geotechnkal EngiiieeriHg Construction Inspection aterials Testing Eavironmeiitai MTGL Project No 1251A01 MTGL Log No 12-076 June 6, 2012 Project Management Advisors 462 Stevens Avenue, Suite 106 San Diego, California 92075 Attention Mr Ted Giesing Subject HIGH STRENGTH BOLT, NUTS & WASHERS RESULTS LAB NUMBERS 149,150 and 151 Project Legoland Hotel Carlsbad, California Location in Structure Steel Framing. Hotel Sample Date Mav 17, 2012 bv MTGL TESTING INFORMATION SPECIMENS - LAB NUMBER 149 (Set Lot No. F2K0174310) TYPE MANUFACTURER LOT NO ASTM SPEC MARKINGS DIAMETER LENGTH BOLTS KPF F2K0174210 A325 A325TC 7/8" 2" NUTS KPF F2K0272300 A563 DH 7/8" - WASHERS KPF F2K0106800 F436 F436 7/8" - SPECIMEN # ROCKWELL H/SJIDNESS (HRC) PROOF LOAD (LBS ) WEDGE TENSILE (LBS) SPECIMEN # TEST RESULTS (avg) SPECIFIED TEST RESULTS SPECIFIED TEST RESULTS SPECIFIED mm Bolt 1 33 25-34 42,500 42,500 66,650 55,450 Bolt 2 32 2S-34 42,500 42,500 68,510 55,450 Bolt 3 33 25-34 42,500 42,500 67,520 55,450 Bolt 4 31 25-34 42,500 42,500 67,975 55,450 Bolts 31 25-34 42,500 42,500 67,380 55,450 Nut 1 32 25-38 80,850 80,850 Nut 2 33 25-38 80,850 80,850 Nut 3 30 25-38 80,850 80,850 Nut 4 31 25-38 80,850 80,850 Nuts 31 25-38 80,850 80,850 Washer 1 40 38-45 Notes ASTM Test Method F1852, A563, F436 Proof Load 13 - No permanent yield or deformation - Accepted • - Not Accepted due to yield or deformation Washer 2 40 38-45 Notes ASTM Test Method F1852, A563, F436 Proof Load 13 - No permanent yield or deformation - Accepted • - Not Accepted due to yield or deformation Washer 3 41 38-45 Notes ASTM Test Method F1852, A563, F436 Proof Load 13 - No permanent yield or deformation - Accepted • - Not Accepted due to yield or deformation Washer 4 41 38-45 Notes ASTM Test Method F1852, A563, F436 Proof Load 13 - No permanent yield or deformation - Accepted • - Not Accepted due to yield or deformation Washer S 40 38-45 Notes ASTM Test Method F1852, A563, F436 Proof Load 13 - No permanent yield or deformation - Accepted • - Not Accepted due to yield or deformation Legoland Hotel Carlsbad, Cahfomia MTGL Project No 1251 AOI Log No 12-076 SPECIMENS - LAB NUMBER 150 (Set Lot No. F2P0733202) TYPE MANUFACTURER LOT NO ASTM SPEC MARKINGS DIAMETER LENGTH BOLTS KPF F2P0733102 A325 A325TC 7/8" 2" NUTS KPF F2P0797500 A563 DH 7/8" - WASHERS KPF F2P0806720 F436 F436 7/8" - SPECIMEN # ROCKWELL HARDNESS (HRC) PROOF LOAD (LBS) WEDGE TENSILE (LBS ) SPECIMEN # TEST RESULTS (avg) SPECIFIED TEST RESULTS SPECIFIED TEST RESULTS SPECIFIED nun Bolt 1 30 25-34 42,500 42,500 67,560 55,450 Bolt 2 30 25-34 42,500 42,500 67,155 55,450 Boh 3 33 25-34 42 500 42,500 67,385 55,450 Boh 4 30 25-34 42,500 42,500 67,640 55,450 Boh 5 30 25-34 42,500 42,500 69,020 55,450 Nut 1 30 25-38 80,850 80,850 Nut 2 30 25-38 80,850 80,850 Nut 3 28 25-38 80,850 80,850 Nut 4 27 25-38 80,850 80,850 Nut 5 29 25-38 80,850 80,850 Washer 1 39 38-45 Notes ASTM Test Method F1852, A563, F436 Proof Load H! - No permanent yield or deformation - Accepted • - Not Accepted due to yield or deformation Washer 2 39 38-45 Notes ASTM Test Method F1852, A563, F436 Proof Load H! - No permanent yield or deformation - Accepted • - Not Accepted due to yield or deformation Washer 3 40 38-45 Notes ASTM Test Method F1852, A563, F436 Proof Load H! - No permanent yield or deformation - Accepted • - Not Accepted due to yield or deformation Washer 4 41 38-45 Notes ASTM Test Method F1852, A563, F436 Proof Load H! - No permanent yield or deformation - Accepted • - Not Accepted due to yield or deformation Washer 5 42 38-45 Notes ASTM Test Method F1852, A563, F436 Proof Load H! - No permanent yield or deformation - Accepted • - Not Accepted due to yield or deformation Page 2 of 3 Legoland Hotel Carlsbad, California MTGL Project No 1251 AOI Log No 12-076 SPECIMENS - LAB NUMBER 151 (Set Lot No. F2P0732800) TYPE MANUFACTURER LOT NO. ASTM SPEC MARKINGS DIAMETER LENGTH BOLTS KPF F2P0732700 A325 A325TC 7/8" 2'/4" NUTS KPF F2P0797500 A563 DH 7/8" - WASHERS KPF F2P0806720 F436 F436 7/8" - SPECIMEN # ROCKWELL HARDNESS (HRC) PROOF LOAD (LBS) WEDGE TENSILE (LBS.) SPECIMEN # TEST RESULTS (avg) SPECIFIED TEST RESULTS SPECIFIED TEST RESULTS SPECIFIED mm Boh 1 29 25-34 42,500 42,500 68,350 55,450 Boh 2 30 25-34 42,500 42,500 68,585 55,450 Boh 3 33 25-34 42,500 42,500 67,430 55,450 Boh 4 32 25-34 42,500 42,500 67,900 55,450 Boh 5 30 25-34 42,500 42,500 68,285 55,450 Nut 1 30 25-38 80,850 80,850 Nut 2 28 25-38 80,850 80,850 Nut 3 29 25-38 80,850 80,850 Nut 4 30 25-38 80,850 80,850 Nut 5 29 25-38 80,850 80,850 Washer 1 39 38-45 Notes ASTM Test Method F1852, A563, F436 Proof Load S - No permanent yield or deformation - Accepted • - Not Accepted due to yield or deformation Washer 2 39 38-45 Notes ASTM Test Method F1852, A563, F436 Proof Load S - No permanent yield or deformation - Accepted • - Not Accepted due to yield or deformation Washer 3 39 38-45 Notes ASTM Test Method F1852, A563, F436 Proof Load S - No permanent yield or deformation - Accepted • - Not Accepted due to yield or deformation Washer 4 39 38-45 Notes ASTM Test Method F1852, A563, F436 Proof Load S - No permanent yield or deformation - Accepted • - Not Accepted due to yield or deformation Washer 5 40 38-45 Notes ASTM Test Method F1852, A563, F436 Proof Load S - No permanent yield or deformation - Accepted • - Not Accepted due to yield or deformation The Materials @ WAS • WAS NOT Sampled and Tested in Accordance with The Requirements of the Approved Documents The Materials Tested S MET • DID NOT MEET The Requirements of the Approved Documents We appreciate this opportunity to be of continued service to you If you have any questions regarding this report, please do not hesitate to contact us at your convenience Respectfully submitted, MTGL, Inc SamE Valdez, PE Senior Engineer Page 3 of 3 Corporate 2992 E La Palma Avenue, Suite A, Anaheim, CA 92806 Tel (714)632-2999 Fax (714)632-2974 Branch 6295 Ferns Square, Suite C, San Dtego, CA 92121 Tel (858) 537-3999 Fax (858) 537-3990 Branch 14467 Meridian Parkway Bldg 2A, Riverside, CA 92518 Tel (951)653-4999 Fax (951)653-4666 Branch 44917 Golf Center Parkway #1, Indio, CA 92201 Tel (760) 342-4677 Fax (760) 342-4525 Report of: COMPRESSIVE STRENGTH-CONCRETE ASTM C39 Date Printed 5/9/2012 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD CA 92008 Chent. PROJECT P/IANAGEMENT ADVISORS Set No - 12-0303 File No.. Permit No.: Project No.: Project Name CBI11684 I251A01 LEGOLAND HOTEL ON PALOMAR AIRPORT ROA 462 STEVENS AVENUE SUITE 106 SOLANA BEACH, CA 92075 Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq Inch) (lbs) (psi) Fracture 7 5/9/2012 4X8 12 57 29,250 2,330 Shear 7 5/9/2012 4X8 12 57 28,770 2,290 Shear 28 5/30/2012 4X8 12 57 28 5/30/2012 4X8 12 57 28 5/30/2012 4X8 12 57 Specified Strength: 3,000 PSI Sampled By HANS KLEHMET Location FOUNDATION FOR LARGE ICONIC FEATURE ASTMC172 Date Sampled 5/2/2012 Date Received: 5/3/2012 Concrete Supplier. HANSON AGGREGATE Mix No.: 3011000 Ticket No - 444160 Water added at Site. 5 00 gal. Cement Type- By CONTRACTOR MIX Time. 110 Concrete Temp 71 Ambient Temp. 65 °F ASTM C1064 °F ASTM C1064 Slump 4 50 in ASTM C143 Tested at San Dtego Remarks. Distribution PROJECT MANAGEMENT ADVISORS LEGOLAND CITY OF CARLSBAD-BLDG INSPECTION DEPT RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION •^"^LAB COPY*'' Respectfully Submitted, MTGL, Inc. Sam Valdez, R CE. Corporate 2992 E La Palma Avenue, Suitt A, Anaheim, CA 92806 Tel (714)632-2999 Fax (714)632-2974 Branch 6295 Ferris Square, Suite C, San Diego, CA 92121 Tel (858) 537-3999 Fax (858) 537-3990 Branch 14467 Meridian Parkway Bldg 2A, Riverside, CA 92518 Tel (951)653-4999 Fax (951)653-4666 Branch 44917 Golf Center Parkway #1, Indio, CA 92201 Tel (760)342-4677 Fax (760)342-4525 Report of- COMPRESSIVE STRENGTH-CONCRETE ASTM C39 Date Printed- 5/8/2012 CITY OF CARLSBAD-BLDG INSPECnON DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Chent PROJECT MANAGEMENT ADVISORS Set No: 12-0237 File No : Permit No : Project No. Project Name. CBI11684 1251 AOI LEGOLAND HOTEL ON PALOMAR AIRPORT ROA 462 STEVENS AVENUE SUITE 106 SOLANA BEACH, CA 92075 Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq Inch) (lbs) (psi) Fracture 7 4/16/2012 4X8 12 57 31,040 2,470 Shear 7 4/16/2012 4X8 12 57 31,930 2,540 Shear 28 5/7/2012 4X8 12 57 49,680 3,950 Cone 28 5/7/2012 4X8 12 57 48,110 3,830 Shear 28 5/7/2012 4X8 12 57 48,170 3,830 Shear Specified Strength. 3,000 PSI Sampled By HANS KLEHMET Location: SLAB ON GRADE - GRID LINE 7 / E ASTMC172 Date Sampled. 4/9/2012 Date Received: 4/10/2012 Concrete Supplier. Mix No.- 3033500 Ticket No. 441538 Water added at Site Cement Type HANSON AGGREGATE 5 00 gal By CONTRACTOR Mix Time: 84 Concrete Temp- 72 Ambient Temp. 68 °F ASTM C1064 °F ASTM C1064 Slump: 4 50 in ASTM C143 Tested at San Diego Remarks. Distribution- PROJECT MANAGEMENT ADVISORS LEGOLAND CITY OF CARLSBAD-BLDG INSPECTION DEPT RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION "*LAB COPY** Respectfully Submitted, MTGL, Inc. Sam Valdez, R.C.E. 3870 PSI 28-day compression test complies with the specified strength Corporate 2992 E La Palma Avenue, Suite A, Anaheim, CA 92806 Tel (714)6 52-2999 Fax (714)632-2974 Branch 6295 Ferns Square, Suite C, San Diego, CA 92121 Tel (858) 5 !7-3999 Fax (858) 537-3990 Branch 14467 Meridian Parkway Bldg 2A, Riverside, CA 92518 Tel (951)653-4999 Fax (951)653-4666 Branch 44917 Golf Center Parkway #1, todio, CA 92201 Tel (760) 342-4677 Fax (760) 342-4525 Report of COMPRESSIVE STRENGTH-CONCRETE ASTM C39 Date Printed. 5/8/2012 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client- PROJECT MANAGEMENT ADVISORS Set No: 12-0236 File No Permit No.: Project No : Project Name- CBl 11684 I25IA01 LEGOLAND HOTEL ON PALOMAR AIRPORT ROA 462 STEVENS AVENUE SUITE 106 SOLANA BEACH, CA 92075 Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq Inch) (lbs.) (psi) Fracture 7 4/16/2012 4X8 12 57 31,970 2,540 Cone 7 4/16/2012 4X8 12 57 31,840 2,530 Cone 28 5/7/2012 4X8 12 57 47,700 3,800 Cone & Spilt 28 5/7/2012 4X8 12 57 54,070 4,300 Cone & Split 28 5/7/2012 4X8 12 57 48,220 3,840 Cone Specified Strength- 3,000 PSI Sampled By. HANS KLEHMET Location SLAB ON GRADE - HIGH AREA, GRID LINE D / 4 ASTMC172 Date Sampled: 4/9/2012 Date Received: 4/10/2012 Concrete Supplier- HANSON AGGREGATE Mix No.: 3033500 Ticket No 441478 Water added at Site: 5 00 Cement Type gal By CONTRACTOR MIX Time 78 Concrete Temp 70 Ambient Temp 65 °F ASTM C1064 "F ASTM C1064 Slump- 4 50 in. ASTM C143 Tested at San Diego Remarks SPLIT ELEVATION Distribution. PROJECT MANAGEMENT ADVISORS LEGOLAND CITY OF CARLSBAD-BLDG INSPECTION DEPT RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION *^LAB COPY'''' Respectfully Submitted, MTGL, Inc Sam Valdez, R.C.E 3980 PSI 28-day compression test complies with the specified strength Corporate 2992 E La Palma Avenue, Suite A, Anaheim, CA 92806 Tel (714)632-2999 Fax (714)632-2974 Branch 6295 Ferns Square, Suite C, San Diego, CA 92121 Tel (858) 537-3999 Fax (858) 537-3990 Branch 14467 Meridian Parkway Bldg 2A, Riverside, CA 92518 Tel (951)653-4999 Fax (951)653-4666 Branch 44917 Golt Center Parkway # 1, Indio, CA 92201 Tel (760)342-4677 Fax (760) 342-4525 Report of- COMPRESSIVE STRENGTH-CONCRETE ASTM C39 Date Printed. 5/8/2012 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Ghent- PROJECT MANAGEMENT ADVISORS Set No.- 12-0235 File No. Permit No.. Project No.: Project Name- CBl 11684 1251A0I LEGOLAND HOTEL ON PALOMAR AIRPORT ROA 462 STEVENS AVENUE SUITE 106 SOLANA BEACH, CA 92075 Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq. Inch) (lbs.) (psi) Fracture 7 4/16/2012 4X8 12 57 35,230 2,800 Cone & Split 7 4/16/2012 4X8 12 57 32,240 2,570 Cone & Shear 28 5/7/2012 4X8 12 57 49,680 3,950 Cone 28 5/7/2012 4X8 12 57 50,870 4,050 Cone & Split 28 5/7/2012 4X8 12 57 53,270 4,240 Cone & Split Specified Strength 3,000 PSI Sampled By: HANS KLEHMET Location: SLAB ON GRADE - GRID LINE 11 / E ASTMC172 Date Sampled: 4/9/2012 Date Received 4/10/2012 Concrete Supplier- HANSON AGGREGATE MIX No.. 3033500 Ticket No 441503 Water added at Site: 5 00 gal. By CONTRACTOR Cement Type- Mix Time. 77 Concrete Temp- 69 Ambient Temp 67 "F ASTMC1064 "F ASTM C1064 Slump: 4 25 in ASTM C143 Tested at. San Dtego Remarks- Distribution PROJECT MANAGEMENT ADVI SORS LEGOLAND CITY OF CARLSBAD-BLDG INSPECTION DEPT RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION **LAB COPY** Respectfully Submitted, MTGL, Inc. Sam Valdez, R.C E. 4080 PSI 28-day compression test complies with the specified strength Corporate 2992 E La Palma Avenue, Suite A, Anaheim, CA 92806 Tel (714) 652-2999 Fax (714)632-2974 Branch 6295 Ferns Square, Suite C, San Diego, CA 92121 Tel (85 8) 5 57-3 9 99 Fax (858) 537-3990 Branch 14467 Meridian Parkway Bldg 2A, Riverside, CA 92518 Tel (951)6')3-4999 Fax (951)653-4666 Branch 44917 Golf Center Parkway #1, Indio, CA 92201 Tel (760) 342-4677 Fax (760) 342-4525 Report of- COMPRESSIVE STRENGTH-CONCRETE ASTM C39 Date Printed- 5/8/2012 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client- PROJECT MANAGEMENT ADVISORS Set No . 12-0252 File No : Permit No - Project No.: Project Name: CBin684 125IA0I LEGOLAND HOTEL ON PALOMAR AIRPORT ROA 462 STEVENS AVENUE SUITE 106 SOLANA BEACH, CA 92075 Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq Inch) (lbs) (psi) Fracture 7 4/16/2012 4X8 12 57 30,710 2,440 Cone 28 5/7/2012 4X8 12 57 45,430 3,620 Cone 28 5/7/2012 4X8 12 57 51,480 4,100 Cone 28 5/7/2012 4X8 12 57 43,870 3,490 Cone 28 H 5/7/2012 4X8 12 57 Specified Strength- 3,000 PSI Sampled By- HANS KLEHMET Location- SLAB ON GRADE - GRID LINE 11 / E ASTMC172 Date Sampled- 4/9/2012 Date Received. Concrete Supplier: HANSON AGGREGATE Mix No.: 3033500 Ticket No.. 441503 Water added at Site: 5 00 gal By CONTRACTOR Cement Type: Mix Time. 77 Concrete Temp. 69 Ambient Temp: 67 "F ASTMC1064 °r ASTM C1064 Slump: 4 25 in ASTM C143 Tested at: San Dtego Remarks- FIELD CURE Distribution PROJECT MANAGEMENT ADVISORS LEGOLAND CITY OF CARLSBAD-BLDG INSPECTION DEPT RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION ='*LAB COPY*'' Respectfully Submitted, MTGL, Inc. Sam Valdez, R.C E. 3740 PSI 28-day compression test complies with the specified strength Corporate 2992 E La Palma Avenue, Suite A, Anaheim, CA 92806 Tel (714)632-2999 Fax (714)632-2974 Branch 6295 Ferns Square, Suite C, San Diego, CA 92121 Tel (858) 537-3999 Fax (858) 537-3990 Branch 14467 Mendian Parkway Bldg 2A, Riverside, CA 92518 Tel (951)653-4999 Fax (951)653-4666 Branch 44917 Golf Center Parkway #1, Indio, CA 92201 Tel (760)342-4677 Fax (760) 342-4525 Report of- COMPRESSIVE STRENGTH-CONCRETE ASTM C39 Date Printed: 5/11/2012 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client. PROJECT MANAGEMENT ADVISORS Set No.. 12-0259 File No Permit No. Project No Project Name CBI11684 125IA01 LEGOLAND HOTEL ON PALOMAR AIRPORT ROA 462 STEVENS AVENUE SUITE 106 SOLANA BEACH, CA 92075 Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq. Inch) (lbs 1 (psi) Fracture 7 4/19/2012 4X8 12 57 25,700 2,050 Cone 7 4/19/2012 4X8 12 57 27,180 2,160 Cone 28 5/10/2012 4X8 12 57 40,440 3,220 Cone 28 5/10/2012 4X8 12 57 41,040 3,270 Cone 28 5/10/2012 4X8 12 57 40,040 3,190 Cone Specified Strength 3,000 PSI Sampled By: HANS KLEHMET Location: SLAB ON GRADE - GRID LINE 18 / H 5 ASTM C172 Date Sampled: 4/12/2012 Date Received- Concrete Supplier: HANSON AGGREGATE Mix No - 3033500 Ticket No. 441915 Water added at Site 10 00 gah By CONTRACTOR Cement Type Mix Time 103 Concrete Temp: 71 Ambient Temp. 66 "F ASTM C1064 "F ASTM C1064 Slump in ASTM C143 Tested at: San Dtego Remarks- FIELD CURE Distribution PROJECT MANAGEMENT ADVISORS LEGOLAND CITY OF CARLSBAD-BLDG INSPECTION DEPT RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION **LAB COPY*' Respectfully Submitted, MTGL, Inc. Sam Valdez, R.C.E. 3230 PSI 28-day compression test complies with the specified strength Corporate 2992 E La Palma Avenue, Suite A, Anaheim, CA 92806 Tel (714)632-2999 Fax (714)632-2974 Branch 6295 Fems Square, Suite C, San Diego, CA 92121 Tel (858) 537-3999 Fax (858) 537-3990 Branch 14467 Meridian Parkway Bldg 2A, Riverside, CA 92518 Tel (951)653-4999 Fax (951) 653-4666 Branch 44917 Golf Center Parkway #1, Indio, CA 92201 Tel (760) 342-4677 Fax (760)342-4525 Report of- COMPRESSIVE STRENGTH-GROUT ASTM C1019 Date Printed: 5/11/2012 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Chent PROJECT MANAGEMENT ADVISORS Set No: 12-0251 File No : Permit No Project No - Project Name. CBI11684 125IA01 LEGOLAND HOTEL ON PALOMAR AIRPORT ROA 462 STEVENS AVENUE SUITE 106 SOLANA BEACH, CA 92075 Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq Inch) (lbs) (psi) Fracture 7 4/19/2012 3X3X6 9 00 26,000 2,890 N/A 28 5/10/2012 3X3X5 9 00 30,650 3,410 N/A 28 5/10/2012 3X3X6 9 00 32,000 3,560 N/A 28 5/10/2012 3X3X5 9 00 30.200 3,360 N/A Specified Strength- 2,000 PSI Sampled By- HANS KLEHMET Location- CMU WALL - GRID LINE 26 ASTMC172 Date Sampled: 4/12/2012 Date Received 4/13/2012 Concrete Supplier. SUPERIOR READY MIX MIX No - 67-123 Ticket No.: 97975 Water added at Site: 10 00 gal. By CONTRACTOR Cement Type: Mix Time 95 Concrete Temp- 72 Ambient Temp: 68 "F ASTM C1064 "F ASTM C1064 Slump: 7 00 m ASTM C143 Tested at- San Dtego Remarks 7TH LIFT 31'HIGH Distribution. PROJECT MANAGEMENT ADVISORS LEGOLAND CITY OF CARLSBAD-BLDG INSPECTION DEPT RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION **LAB COPY"* Respectfully Submitted, MTGL, Inc Sam Valdez, RCE 3440 PSl 28-day compression test complies wtth the specified strength Corporate 2992 E La Palma Avenue, Suite A, Anaheim, CA 92806 Tel (714)6(2-2999 Fax (714)632-2974 Branch 6295 Ferns Square, Suite C, San Diego, CA 92121 Tel (858)537-3999 Fax (858) 537-3990 Branch 14467 Mendian Parkway Bldg 2A, Riverside, CA 92518 Tel (951)653-4999 Fax (951)653-4666 Branch 44917 Golf Center Parkway #1, Indio, CA 92201 Tel (760)342-4677 Fax (760)342-4525 Report of COMPRESSIVE STRENGTH-CONCRETE ASTM C39 Date Printed 5/11/2012 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Chent PROJECT MANAGEMENT ADVISORS Set No - 12-0249 File No Permit No : Project No.. Project Name CBI 11684 I25IA0I LEGOLAND HOTEL ON PALOMAR AIRPORT ROA 462 STEVENS AVENUE SUITE 106 SOLANA BEACH, CA 92075 Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq Inch) (lbs 1 (psi) Fracture 7 4/19/2012 4X8 12 57 30,520 2,430 Cone 7 4/19/2012 4X8 12 57 30,300 2,410 Cone 28 5/10/2012 4X8 12 57 48,910 3,890 Cone 28 5/10/2012 4X8 12 57 44,100 3,510 Cone 28 5/10/2012 4X8 12 57 44,700 3,560 Cone Specified Strength: 3,000 PSI Sampled By. HANS KLEHMET Location SLAB ON GRADE - GRID LINE 21 / H 3 ASTMC172 Date Sampled. 4/12/2012 Date Received 4/13/2012 Concrete Supplier: HANSON AGGREGATE MIX NO : 3033500 Ticket No: 441877 Water added at Site. 5 00 Cement Type gal By CONTRACTOR MIX Time 60 Concrete Temp. 68 Ambient Temp: 64 "F ASTM C1064 "F ASTM C1064 Slump: 4 25 in ASTM C143 Tested at San Dtego Remarks Distribution- PROJECT MANAGEMENT ADVISORS LEGOLAND CITY OF CARLSBAD-BLDG INSPECTION DEPT RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION **LAB COPY** Respectfully Submitted, MTGL, Inc. Sam Valdez, R.C.E 3650 PSl 28-day compression test complies with the specified strength Corporate 2992 E La Palma Avenue, Suite A, Anaheim, CA 92806 Tel (714)632-2999 Fax (714)632-2974 Branch 6295 Ferris Square, Suite C, San Diego, CA 92121 Tel (858) 537-3999 Fax (858) 537-3990 Branch 14467 Mendian Parkway Bldg 2A, Riverside, CA 92518 Tel (951)653-4999 Fax (951)653-4666 Branch 44917 Golf Center Parkway # 1, Indio, CA 92201 Tel (760)342-4677 Fax (760) 342-4525 Report of: COMPRESSIVE STRENGTH-CONCRETE ASTM C39 Date Printed 5/11/2012 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Ghent: PROJECT MANAGEMENT ADVISORS Set No.- 12-0248 File No.: Permit No . Project No : Project Name CBI11684 I251A0I LEGOLAND HOTEL ON PALOMAR AIRPORT ROA 462 STEVENS AVENUE SUITE 106 SOLANA BEACH, CA 92075 Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq Inch) (lbs.) (psi) Fracture 7 4/19/2012 4X8 12 57 30,380 2,420 Cone 7 4/19/2012 4X8 12 57 29,810 2,370 Cone 28 5/10/2012 4X8 12 57 45,980 3,660 Cone 28 5/10/2012 4X8 12 57 47,250 3,760 Cone 28 5/10/2012 4X8 12 57 46,610 3,710 Cone Specified Strength. 3,000 PSI Sampled By- HANS KLEHMET Location SLAB ON GRADE - GRID LINE 18 / H 5 ASTMC172 Date Sampled: 4/12/2012 Date Received. 4/13/2012 Concrete Supplier Mix No - 3033500 Ticket No 441915 Water added at Site Cement Type: HANSON AGGREGATE IOOO gal. By CONTRACTOR MIX Time 103 Concrete Temp. 71 Ambient Temp- 66 "F ASTM C1064 "F ASTM C1064 Slump. 4 00 in ASTM C143 Tested at San Diego Remarks. Distribution PROJECT MANAGEMENT ADVISORS LEGOLAND CITY OF CARLSBAD-BLDG INSPECTION DEPT RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION '**LAB COPY** Respectfully Submitted, MTGL, Inc. Sam Valdez, R CE. 3710 PSI 28-day compression test complies with the specified strength Corporate 2992 E La Palma Avenue, Suite A, Anaheim, CA 92806 Tel (714)632-2999 Fax (714)632-2974 Branch 6295 Ferns Square, Suite C San Diego, CA 92121 Tel (858) 5 57-3999 Fax (858) 537-3990 Branch 14467 Mendian Parkway Bldg 2A, Riverside, CA 92518 Tel (951)653-4999 Fax (951)653-4666 Branch 44917 Golf Center Parkway # I, Indio, CA 92201 Tel (760) 342-4677 Fax (760)342-4525 Report of: COMPRESSIVE STRENGTH-CONCRETE ASTM C39 Date Printed 5/11/2012 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client PROJECT MANAGEMENT ADVISORS Set No 12-0247 File No.- Permit No.. Project No.: Project Name. CBI 11684 I251A0I LEGOLAND HOTEL ON PALOMAR AIRPORT ROA 462 STEVENS AVENUE SUITE 106 SOLANA BEACH, CA 92075 Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq Inch) (lbs) (psi) Fracture 7 4/19/2012 4X8 12 57 40,760 3,240 Cone 7 4/19/2012 4X8 12 57 44,770 3,560 Cone 28 5/10/2012 4X8 12 57 59,330 4,720 Cone 28 5/10/2012 4X8 12 57 61,880 4,920 Cone 28 5/10/2012 4X8 12 57 65,130 5,180 Cone Specified Strength: 3,000 PSI Sampled By- HANS KLEHMET Location. SLASB ON GRADE - GRID LINE 16 / J 5 ASTMC172 Date Sampled- 4/12/2012 Date Received 4/13/2012 Concrete Supplier: MIX NO.: 3033500 Ticket No.: 441972 Water added at Site- Cement Type- HANSON AGGREGATE 10 00 gal By CONTRACTOR Mix Time 116 Concrete Temp 73 Ambient Temp- 68 "F ASTM C1064 "F ASTM C1064 Slump 4 00 in ASTM C143 Tested at San Diego Remarks. Distribution- PROJECT MANAGEMENT ADVISORS LEGOLAND CITY OF CARLSBAD-BLDG INSPECTION DEPT RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION **LAB COPY** Respectfully Submitted, MTGL, Inc Sam Valdez, RCE. 4940 PSI 28-day compression test complies wtth the specified strength Corporate 2992 E La Palma Avenue, Suite A, Anaheim, CA 92806 Tel (714)632-2999 Fax (714)632-2974 Branch 6295 Ferns Square, Suite C, San Diego, CA 92121 Tel (858) 537-3999 Fax (858) 537-3990 Branch 14467 Mendian Parkway Bldg 7A, Riverside, CA 92518 Tel (951)653-4999 Fax (951)653-4666 Branch 44917 Golf Center Parkway #1, Indio, CA 92201 Tel (760) 342-4677 Fax (760)342-4525 Report of- COMPRESSIVE STRENGTH-CONCRETE ASTM C39 Date Printed- 5/11/2012 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client- PROJECT MANAGEMENT ADVISORS Set No . 12-0246 File No Permit No.. Project No.. Project Name- CBl 11684 I251A01 LEGOLAND HOTEL ON PALOMAR AIRPORT ROA 462 STEVENS AVENUE SUITE 106 SOLANA BEACH, CA 92075 Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq Inch) (lbs) (psi) Fracture 7 4/19/2012 4X8 12 57 43,310 3,450 Cone 7 4/19/2012 4X8 12 57 43,370 3,450 Cone 28 5/10/2012 4X8 12 57 59,640 4,750 Cone 28 5/10/2012 4X8 12 57 59,840 4,760 Cone 28 5/10/2012 4X8 12 57 59,930 4,770 Cone Specified Strength 3,000 PSI Sampled By. HANS KLEHMET Location SLAB ON GRADE - GRID LINE 23 / L 5 ASTMC172 Date Sampled 4/12/2012 Date Received. 4/13/2012 Concrete Suppher- HANSON AGGREGATE Mix No 3033500 Ticket No 442037 Water added at Site 5 00 gal By CONTRACTOR Cement Type: Mix Time 72 Concrete Temp. Ambient Temp. "F ASTM C1064 "F ASTM C1064 Slump 4 00 in ASTM C143 Tested at: San Diego Remarks Distribution. PROJECT MANAGEMENT ADVISORS LEGOLAND CITY OF CARLSBAD-BLDG INSPECTION DEPT RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION **LAB COPY** Respectfully Submitted, MTGL, Inc. Sam Valdez, R.C.E. 4760 PSl 28-day compression test complies with the specified strength Corporate 2992 E La Palma Avenue, Suite A, Anaheim, CA 92806 Tel (714)632-2999 Fax (714)632-2974 Branch 6295 Ferns Square, Suite C, San Diego, CA 92121 Tel (858) 537-3999 Fax (858) 537-3990 Branch 14467 Mendian Parkway Bldg 2A, Riverside, CA 92518 Tel (951)653-4999 Fax (951)653-4666 Branch 44917 Golf Center Parkway #1, Indio, CA 92201 Tel (760)342-4677 Fax (760) 342-4525 Report of. COMPRESSIVE STRENGTH-CONCRETE ASTM C39 Date Pnnted 5/25/2012 CITY OF CARLSBAD-BLDG INSPECTTON DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Chent- PROJECT MANAGEMENT ADVISORS Set No 12-0293 File No. Permit No.: Project No.- Project Name- CB1I1684 1251 AOI LEGOLAND HOTEL ON PALOMAR AIRPORT ROA 462 STEVENS AVENUE SUITE 106 SOLANA BEACH, CA 92075 Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq Inch) (lbs) (psi) Fracture 7 5/2/2012 4X8 12 57 37,190 2,960 Cone 28 5/23/2012 4X8 12 57 52,830 4,200 Cone 28 5/23/2012 4X8 12 57 50,760 4,040 Cone 28 5/23/2012 4X8 12 57 52,150 4,150 Cone 28 H 5/23/2012 4X8 12 57 Specified Strength. 3,000 PSI Sampled By. MATTHEW JACKSON Location PIER FOOTING - GRID LINE M / 20 ASTMC172 Date Sampled: 4/25/2012 Date Received 4/26/2012 Concrete Supplier HANSON AGGREGATE MIX No. 3033500 Ticket No - 443561 Water added at Site 10 00 gal By DRIVER Cement Type. II/V Mix Time 68 Concrete Temp 66 Ambient Temp 62 "F ASTM C1064 "F ASTM C1064 Slump: 4 50 in ASTM C143 Tested at- San Diego Remarks- Distribution- PROJECT MANAGEMENT ADVISORS LEGOLAND CITY OF CARLSBAD-BLDG INSPECTION DEPT RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION **LAB COPY** Respectfully Submitted, MTGL, Inc. Sam Valdez, RCE 4130 PSI 28-day compression test complies with the specified strength Corporate 2992 E La Palma Ave Suite A Anaheim CA9?806 Tel 714 632 2999 Fax 714 632 2974 Dispatch 800 491 2990 San Diego/lmpenal County 6295 Ferns Square Suite C San Diego, CA 92121 Tel 858 537 3999 Fax 858 537 3990 Dispatch 888 844 5060 Inland Empire 14467 Meridian Pkwy, Bldg 2A Riverside, CA92518 Tel 951 653 4999 Fax 951 653 4666 Dispach 800 491 2990 REPORT OF ULTRASONIC TESTING OF WELDS Page 1 of 2 Project Name Legoland Hotel Carlsbad Architect Delawie Wikes Rodigues Barker Proiect Address 1 Legoland Drive Carlsbad, CA Engineer William F Schell Shop • Field K Permit # n/a Contractor RD Olson Specifications AWS Dl 1 Table 6 2 Sub-contractor Adams Steel Scope Avenger EZ Transducer Shearwave 62"x 75" @ 2 25 Uhz Test Block DSC / UW type 2 Method Used 70° Shearwave Procedure CT012 Couplant Sonotech Sensitivity Level Shear 62 db Work - New; ^Repair • Scan Level Shear 76 db Description of items tested Performed Ultrasonic testing on complete joint penetration welds @ top and bottom beam flanges & web to column flanges on moment connections Top an bottom beam flanges to intersecting beam flanges Continuity plafe to column flanges (continuity plate was onginally shop welded, but was relocated in the field) Tested a total of (4) moment connections at gndlines 6 and 7, Continuity plate at gndlme 6, and (16) beam intersection connections between gndlines 5 to 6 and 7 to 8 a = Indication Level Welding Process b = Reference Level I I SMAW c = Attenuation Factor [(SP-1)x 2] rounded I I SAW Q ESW d = a-b-c for instruments in Gam b-a-c for instruments in Attenuation Decibels Indications Weld Location Weld ID Angle Face abed Length SP From X From Y Depth Size Type Class Accept Reject Repair Complete Gndlme 6 T-B-W 70 A N/A 6 0 0 6 Gridlme 6 Cont PI 70 A N/A 2 0 0 2 Gndlme 7 T-B-W 70 A N/A 6 0 0 6 Gndlme 5 to 6 T&B Fig 70 A N/A 16 0 0 16 Gridlme 7 to 8 T&B Fig 70 A N/A 16 0 0 16 Discontinuity evaluation/Comments No Reiects found on thts date ACC 46 REJ 0 REPR 0 COMPLETE 46 1 TOTALS ACC 46 REJ 0 REPR 0 COMPLETE 46 1 INTERPRETATION OF THE TEST RESULTS OBTAINED FROM THE TEST IS NOT TO BE CONSTRUED AS A GUARANTEE OR WARRANTY OF THE MATERIALS TESTED CANYON TESTING SHALL NOT BE HELD LIABLE FOR LOSS DAMAGE INJURY OR DEATH RESULTING FROM USE OF THE TESTED PART FINAL RESPONSIBILITY IN INTERPRETATION OF TEST RESULTS RESTS WITH THE CUSTOMER We, the undersigned certify that the statements in this record are correct and that the welds were prepared in accordance with the requirements of Section 6 Part F - ANSl/AWS Dl 1 Welding Specification Test Date 5/21/12 Time in 12 00 PM Inspected By Seth Helton Time out 4 00 PM HOURS 4 Level UT Level lt,CP-189 & SNT-TC-IA Authorized By MTGL (L7>7 Job No 1251-A01 Signature IT:? Signature Corporate 2992 E La Palma Ave , Suite A Anaheim, CA 92806 Tel 714 632 2999 Fax 714 632 2974 Dispatch 800 491 ?990 San Diego/lmperial County 6295 Ferns Square, Suite C San Diego, GA 92121 Tel 858 537 3999 Fax 858 537 3990 Dispatch 888 844 5060 REPORT OF MAGNETIC PARTICLE TESTING Inland Empire 14467 Meridian Pkwy, Bldg 2A Riverside, CA 92518 Tel 951 653 4999 Fax 951 653 4666 Dispach 800 491 2990 PAGE 2 OF 2 CERTIFIED REPORT OF NONDESTRUCTIVE EXAMINATION Project Name Legoland Hotel Carlsbad Architect Delawie Wikes Rodrigues Barker Project Address 1 Legoland dnve Carlsbad, CA Engineer William F Schell Shop N/A Field ^Permittt Unknown Contractor R D Olson Applicable Code AWS Dll sec 6 DSA# N/A Subcontractor-Adams Steel Method Power Equipment. Black Light Testing Conditions Yoke M Prods r_] Coil L Dry IXI Wet | | Visible ^ Fluorescent AC ^ DC • Rectified Q Amps 4 amps Model # B310 Serial # 4757 Mfg Parker Research Models N/A Serial # N/A Mfg N/A Type of material M;/d Steel Temp of material Ambient Surface conditions Ground Clean Yoke M Prods r_] Coil L Dry IXI Wet | | Visible ^ Fluorescent Prod Spacing Particle Info Light Meter Testing procedures Yoke M Prods r_] Coil L Dry IXI Wet | | Visible ^ Fluorescent 4" to 8" 825R red in color SN N/A Mod # N/A Mfg N/A NDT procedures CT013 Discription of Items Tested Performed magnetic particle tesmg ofthe ground clean run off tab sections ofthe upper and lower flanges ofthe moment connections Each connection has a total of 4 points that were tested Tested a total of (4) connections at gndlines 6 and 7 Location, PC#, SN# Remarks Accept Reject Repair Complete Gndlme 6 MTofrun off tabs - High & low beams - 4 points each 0 8 Gndline 7 MTofrun off tabs - High & low beams - 4 points each Discontinuity Evaluation/Comments Wo rejects found on this date Totals ^ccepi Reject Repair Complete 16 0 0 16 Test Date 5/21/12 Time In 12 00 PM Hours Regular see pg-1 Inspected By Seth Helton Time Out 4 00 PM Overtime N/A Level MT Level II SNT-TC-IA Authorized By MTGL Drive Tim( N/A Inspector Signature Customer Signature Corporate 2992 E La Palma Avenue, Suite A, Anaheim, CA 92806 Tel (714)6'!2-2999 Fax (714)632-2974 Branch 6295 Fems Square, Suite C, San Diego, CA 92121 Tel (858) 537-3999 Fax (858) 537-3990 Branch 14467 Meridian Parkway Bldg 2A, Riverside, CA 92518 Tel (951)653-4999 Fax (951)653-4666 Branch 44917 Golf Center Parkway #1, Indio, CA 92201 Tel (760)342-4677 Fax (760) 342-4525 Report of. COMPRESSIVE STRENGTH-CONCRETE ASTM C39 Date Printed- 6/1/2012 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client: PROJECT MANAGEMENT ADVISORS Set No. 12-0318 File No • Permit No.: CBI 11977 Project No I25IA02 Project Name. LEGOLAND PIRATE ISLAND ATTRACTION ONE LEGOLAND DRIVE CARLSBAD, CA Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq. Inch) (lbs.) (psi) Fracture 3 5/7/2012 4X8 12 57 35,200 2,800 Cone & Split 28 6/I/20I2 4X8 12 57 67,090 5,340 Cone & Split 28 6/1/2012 4X8 12 57 61,930 4,930 Cone 28 6/1/2012 4X8 12 57 61,020 4,860 Cone & Split 28 H 6/1/2012 4X8 12 57 Specified Strength: 3,000 PSI Sampled By. HANS KLEHMET ASTM C172 Date Sampled: 5/4/2012 Date Received. 5/7/2012 Location LOAD STATION SHADE COVER - CAISSON, GRID LINE I / A Concrete Supplier: ROBERTSONS Mix No.: RS30RT31 Ticket No. 7986415 Water added at Site- gal By Cement Type Remarks Mix Time: 119 Concrete Temp. 77 Ambient Temp. 72 °F ASTM C1064 "F ASTM C1064 Slump. 4 25 in ASTM C143 Tested at. San Diego Distribution: CITY OF CARLSBAD-BLDG INSPECTION DEPT LEGOLAND SUFFOLK-ROEL CONSTRUCTION (SD) SUFFOLK-ROEL CONSTRUCTION (SD) **LAB COPY^* Respectfully Submitted, MTGL, Inc. Sam Valdez, R.C.E. 5040 PSI 28-day compression test complies with the specified strength Corporate 2992 E La Palma Avenue, Suite A, Anaheim, CA 92806 Tel (714)652-2999 Fax (714)632-2974 Branch 6295 Ferns Square, Suite C, San Diego, CA 92121 Tel (858) 5 57-3999 Fax (858) 537-3990 Branch 14467 Meridian Parkway Bldg 2A, Riverside, CA 92518 Tel (951)653-4999 Fax (951)653-4666 Branch 44917 Golf Center Parkway #1, Indio, CA 92201 Tel (760)342-4677 Fax (760)342-4525 Report of COMPRESSIVE STRENGTH-CONCRETE ASTM C39 Date Printed 5/31/2012 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Ghent. PROJECT MANAGEMENT ADVISORS Set No - 12-0304 File No . Permit No . Project No.. Project Name CBI11977 I251A02 LEGOLAND PIRATE ISLAND ATTRACTION ONE LEGOLAND DRIVE CARLSBAD, CA Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq. Inch) (lbs) (psi) Fracture 7 5/10/2012 4X8 12 57 43,700 3,480 Cone & Split 28 5/31/2012 4X8 12 57 65,310 5,200 Cone & Shear 28 5/31/2012 4X8 12 57 65,670 5,230 Cone 28 5/31/2012 4X8 12 57 65,950 5,250 Cone & Split 28 H 5/31/2012 4X8 12 57 Specified Strength. 3,000 PSI Sampled By: HANS KLEHMET ASTM C172 Date Sampled: 5/3/2012 Date Received- 5/4/2012 Location. EAST LIGHT STANDARD NEAR NEW MECHANICAL ROOM Concrete Suppher- ROBERTSONS Mix No RS30RT31 Ticket No.: 8044308 Water added at Site gal By Cement Type. Remarks Mix Time 80 Concrete Temp: 75 Ambient Temp. 71 "F ASTM C1064 "F ASTM C1064 Slump 4 00 in ASTM C143 Tested at San Diego Distribution CITY OF CARLSBAD-BLDG INSPECTION DEPT LEGOLAND SUFFOLK-ROEL CONSTRUCTION (SD) SUFFOLK-ROEL CONSTRUCTION (SD) **LAB COPY** Respectfully Submitted, MTGL, Inc Sam Valdez, R.C.E. 5230 PSI 28-day compression test complies with the specified strength Corporate 2992 E La Palma Avenue, Suite A, Anaheim, CA 92806 Tel (714)632-2999 Fax (714)632-2974 Branch 6295 Ferris Square, Suite C, San Diego, CA 92121 Tel (858) 5 57-3999 Fax (858) 537-3990 Branch 14467 Mendian Parkway Bldg 2A, Riverside, CA 92518 Tel (951)653-4999 Fax (951)653-4666 Branch 44917 Golf Center Parkway # 1, Indio, CA 92201 Tel (760) 342-4677 Fax (760) 342-4525 Report of COMPRESSIVE STRENGTH-CONCRETE ASTM C39 Date Printed. 5/29/2012 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Chent. PROJECT MANAGEMENT ADVISORS Set No. 12-0296 File No.. Perinit No.: Project No.. Project Name CBI11977 1251A02 LEGOLAND PIRATE ISLAND ATTRACTION ONE LEGOLAND DRIVE CARLSBAD, CA Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq Inch) (lbs.) (psi) Fracture 7 5/5/2012 4X8 12 57 54,160 4,310 Cone & Split 28 5/26/2012 4X8 12 57 73,000 5,810 Cone & Split 28 5/26/2012 4X8 12 57 69,850 5,560 Cone & Split 28 5/26/2012 4X8 1257 72,370 5,760 Cone & Split 28 H 5/26/2012 4X8 12 57 Specified Strength. 4,000 PSI Sampled By HANS KLEHMET Location WAVE SKIMMER WALL ASTMC172 Date Sampled 4/28/2012 Date Received: 4/30/2012 Concrete Supplier HANSON AGGREGATE MIX NO 4033525 Ticket NO 443838 Water added at Site 10 00 gaL By CONTRACTOR Cement Type- Mix Time. 105 Concrete Temp- 71 Ambient Temp- 70 "F ASTM C1064 °F ASTM C1064 Slump. 4 00 in ASTM C143 Tested at: San Diego Remarks: Distribution- CITY OF CARLSBAD-BLDG INSPECTION DEPT LEGOLAND SUFFOLK-ROEL CONSTRUCTION (SD) SUFFOLK-ROEL CONSTRUCTION (SD) **LAB COPY** Respectfully Submitted, MTGL, Inc. Sam Valdez, R.C.E. 5710 PSI 28-day compression test complies with the specified strength Corporate 2992 E La Palma Avenue, Suitf A, Anaheim, CA 92806 Tel (714)632-2999 Fax (714)632-2974 Branch 6295 Ferns Square, Suite C, San Diego, CA 92121 Tel (858) 537-3999 Fax (858) 537-3990 Branch 14467 Meridian Parkway Bldg ?A, Riverside, CA 92518 Tel (951)653-4999 Fax (951)653-4666 Branch 44917 Golf Center Parkway #1, Indio, CA 92201 Tel (760) 342-4677 Fax (760) 342-4525 Report of. COMPRESSIVE STRENGTH-CONCRETE ASTM C39 Date Printed: 5/29/2012 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Chent- PROJECT MANAGEMENT ADVISORS Set No - 12-0300 File No - Permit No . Project No Project Name- CBI11977 I251A02 LEGOLAND PIRATE ISLAND ATTRACTION ONE LEGOLAND DRIVE CARLSBAD, CA Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq. Inch) (lbs.) (psi) Fracture 3 5/4/2012 4X8 12 57 36,090 2,870 Cone & Split 7 5/8/2012 4X8 12 57 49,0 70 3,900 Cone & Split 28 5/29/2012 4X8 12 57 67,140 5,340 Cone & Split 28 5/29/2012 4X8 12 57 63,770 5,070 Cone & Shear 28 5/29/2012 4X8 12 57 69,380 5,520 Cone & Shear 28 H 5/29/2012 4X8 12 57 Specified Strength 4,000 PSI Sampled By- HANS KLEHMET Location: LOADING PLATFORM ASTMC172 Date Sampled: 5/1/2012 Date Received 5/2/2012 Concrete Supplier: HANSON AGGREGATE MIX No - 4033525 Ticket No: 443976 Water added at Site: 5 00 gal By CONTRACTOR Cement Type Mix Time' 82 Concrete Temp 72 Ambient Temp: 66 "F ASTM C1064 °F ASTM C1064 Slump- 4 00 m ASTM C143 Tested at San Diego Remarks: COLOR CONCRETE Distribution- CITY OF CARLSBAD-BLDG INSPECTION DEPT LEGOLAND SUFFOLK-ROEL CONSTRUCTION (SD) SUFFOLK-ROEL CONSTRUCTION (SD) **LAB COPY** Respectfully Submitted, MTGL, Inc. Sam Valdez, R.C E 5310 PSI 28-day compression test complies with the specified strength Corporate 2992 E La Palma Avenue, Suite A, Anaheim, CA 92806 Tel (714)652-2999 Fax (714)632-2974 Branch 6295 Ferns Square, Suite C, San Diego, CA 92121 Tel (858) 5 57-3999 Fax (858) 537-3990 Branch 14467 Meridian Parkway Bldg 2A, Riverside, CA 92518 Tel (951)653-4999 Fax (951)653-4666 Branch 44917 Golf Center Parkway # 1, Indio, CA 92201 Tel (760) 342-4677 Fax (760) 342-4525 Report of COMPRESSIVE STRENGTH-CONCRETE ASTM C39 Date Printed. 5/25/2012 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Ghent- PROJECT MANAGEMENT ADVISORS Set No: 12-0291 File No : Permit No Project No - Project Name- CBI11977 125IA02 LEGOLAND PIRATE ISLAND ATTRACTION ONE LEGOLAND DRIVE CARLSBAD, CA Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq Inch) (lbs.) (psi) Fracture 7 5/2/2012 4X8 12 57 50,820 4,040 Cone 28 5/23/2012 4X8 12 57 65,900 5,240 Cone & Split 28 5/23/2012 4X8 12 57 67,940 5,410 Cone 28 5/23/2012 4X8 12 57 63,130 5,020 Cone 28 H 5/23/2012 4X8 12 57 Specified Strength- 4,000 PSI Sampled By. PAT SIMMONS Location. LOWER SPLASH POOL ASTMC172 Date Sampled: 4/25/2012 Date Received 4/26/2012 Concrete Supplier Mix No 4033525 Ticket No 443605 Water added at Site: Cement Type. HANSON AGGREGATE gal. By MIX Time: 80 Concrete Temp 73 Ambient Temp 67 "F ASTM C1064 °F ASTM C1064 Slump. 4 00 in ASTM C143 Tested at San Diego Remarks. Distribution- CITY OF CARLSBAD-BLDG INSPECTION DEPT LEGOLAND SUFFOLK-ROEL CONSTRUCTION (SD) SUFFOLK-ROEL CONSTRUCTION (SD) **LAB COPY** Respectfully Submitted, MTGL, Inc. Sam Valdez, R CE 5220 PSI 28-day compression test complies with the specified strength Corporate 2992 E La Palma Avenue, Suite A, Anaheim, CA 92806 Tel (714)632-2999 Fax (714)632-2974 Branch 6295 Ferns Square, Suite C, San Diego, CA 92121 Tel (858) 5 57-3999 Fax (858) 537-3990 Branch 14467 Meridian Parkway Bldg 2A, Riverside, CA 92518 Tel (951)653-4999 Fax (951)653-4666 Branch 44917 Golf Center Parkway #1, Indio, CA 92201 Tel (760)342-4677 Fax (760) 342-4525 Report of: COMPRESSIVE STRENGTH-CONCRETE ASTM C39 Date Printed 3/22/2012 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Chent. PROJECT MANAGEMENT ADVISORS Set No.- 12-0174 File No.- Permit No - Project No - Project Name CBI11684 1251A01 LEGOLAND HOTEL ON PALOMAR AIRPORT ROA 462 STEVENS AVENUE SUITE 106 SOLANA BEACH, CA 92075 Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq. Inch) (lbs.) (psi) Fracture 7 3/22/2012 4X8 12 57 35,080 2,790 Cone 28 4/12/2012 4X8 12 57 28 4/12/2012 4X8 12 57 28 4/12/2012 4X8 12 57 28 H 4/12/2012 4X8 12 57 Specified Strength: 3,000 PSI Sampled By: HANS KLEHMET Location- EXTERIOR WALL FOOTING - GRID LINE M / 23 ASTMC172 Date Sampled- 3/15/2012 Date Received 3/16/2012 Concrete Supplier- HANSON AGGREGATE Mix No.. 3033500 Ticket No. 439055 Water added at Site: gal By Cement Type- Mix Time- Concrete Temp- 68 Ambient Temp. 64 "F ASTM C1064 "F ASTM C1064 Slump 4 25 in. ASTM C143 Tested at. San Diego Remarks: Distribution: PROJECT MANAGEMENT ADVISORS LEGOLAND CITY OF CARLSBAD-BLDG INSPECTION DEPT RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION **LAB COPY** Respectfully Submitted, MTGL, Inc. Sam Valdez, R CE ^^^^ Corporate 2992 E La Palma Avenue, Suite, A, Anaheim, CA 92806 Tel (714)632-2999 Fax (714)632-2974 Branch 6295 Ferns Square, Suite C, San Diego, CA 92121 Tel (858) 537-3999 Fax (858) 537-3990 Branch 14467 Meridian Parkway Bldg 2A, Riverside, CA 92518 Tel (951)653-4999 Fax (951)653-4666 Branch 44917 Golf Center Parkway # 1, Indio, CA 92201 Tel (760)342-4677 Fax (760) 342-4525 Report of. COMPRESSIVE STRENGTH-CONCRETE ASTM C39 Date Printed. 3/22/2012 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client PROJECT MANAGEMENT ADVISORS Set No: 12-0173 File No • Permit No.: Project No.. Project Name: CBI11684 125IA0I LEGOLAND HOTEL ON PALOMAR AIRPORT ROA 462 STEVENS AVENUE SUITE 106 SOLANA BEACH, CA 92075 Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq. Inch) (lbs) (psi) Fracture 7 3/22/2012 4X8 12 57 40,550 3,230 Cone 28 4/12/2012 4X8 12 57 28 4/12/2012 4X8 12 57 28 4/12/2012 4X8 12 57 28 H 4/12/2012 4X8 12 57 Specified Strength- 3,000 PSI Sampled By HANS KLEHMET Location- EXTERIOR WALL FOOTING - GRID LINE J / 27 ASTMC172 Date Sampled. 3/15/2012 Date Received. 3/16/2012 Concrete Supplier: HANSON AGGREGATE Mix No.: 3033500 Ticket No.: Water added at Site- gal By Cement Type Mix Time 59 Concrete Temp. 68 Ambient Temp 66 "F ASTMC1064 "F ASTM C1064 Slump 4 00 in ASTM C143 Tested at: San Diego Remarks Distribution PROJECT MANAGEMENT ADVISORS LEGOLAND CITY OF CARLSBAD-BLDG INSPECTION DEPT RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION **LAB COPY** Respectfully Submitted, MTGL, Inc Sam Valdez, R.C.E Corporate 2992 E La Palma Avenue, Suite A, Anaheim, CA 92806 Tel (714)632-2999 Fax (714)632-2974 Branch 6295 Ferns Square, Suite C, San Diego, CA 92121 Tel (858) 5 57-3999 Fax (858) 537-3990 Branch 14467 Meridian Parkway Bldg 2A, Riverside, CA 92518 Tel (951)653-4999 Fax (951)653-4666 Branch 44917 Golf Center Parkway # 1, Indio, CA 92201 Tel (760)342-4677 Fax (760)342-4525 Report of- COMPRESSIVE STRENGTH-CONCRETE ASTM C39 Date Printed 3/20/2012 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Chent: PROJECT MANAGEMENT ADVISORS Set No 12-0169 File No.. Permit No.: Project No.: Project Name CBI11086 I251A0I LEGOLAND HOTEL ON PALOMAR AIRPORT ROA 462 STEVENS AVENUE SUITE 106 SOLANA BEACH, CA 92075 Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq Inch) (lbs) (psi) Fracture 7 3/19/2012 4X8 12 57 43,770 3,480 Cone 28 4/9/2012 4X8 12 57 28 4/9/2012 4X8 12 57 28 4/9/2012 4X8 12 57 28 H 4/9/2012 4X8 12 57 Specified Strength- 3,000 PSI Sampled By: PAT SIMMONS Location: SLAB ON GRADE - GUEST ELEVATOR PIT FLOOR ASTMC172 Date Sampled 3/12/2012 Date Received- 3/13/2012 Concrete Supplier HANSON AGGREGATE Mix No : 3033500 Ticket No.. 438503 Water added at Site. gal By Cement Type. Mix Time- 90 Concrete Temp: 62 Ambient Temp: 57 "F ASTM C1064 "F ASTM C1064 Slump: 4 00 in. ASTM C143 Tested at. San Diego Remarks Distribution PROJECT MANAGEMENT ADVISORS LEGOLAND CITY OF CARLSBAD-BLDG INSPECTION DEPT RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION **LAB COPY** Respectfully Submitted, MTGL, Inc. Sam Valdez, R.C.E. WWW mtglinc com MTGL Project # f '^C7y7c> f Permit # f j./Z/C':,. -'^ - Anaheim, CA 92806 Tel 714 632 2999 Fax 714 632 2974 Dispatch 800 491 2990 San Diego/imperial County [Ave pte A 6295 Ferris Square, Suite C San Diego, CA 92121 Tel 858 537 3999 Fax 858 537 3990 Dispatch 888 844 5060 Inland Empire' ' , Indio •> 14467 Meridian Pkw, Bldg 2-A 44917 Golf Center. Pkwy, #1 Riverside, CA92518 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 Indio, CA 92201 Tel 760 342 4677 fax 760 342 4525 Dispatch 800 491 2990 Report #_ PG. Z_. OFX DAILY INSPECTION REPORT DSA/CITY Filei! DSA/OSHPD APPL#. DSA/LEA# Special Inspection Reports must be distributed to the parties listed below within 14 days of the mspection Reports of non-compliant conditions must be distnbuted immediately Separate reports shall be prepared for each type of special inspection, on a daily basis Each report shall be completed and signed by the special inspector conducting the inspection PROJECT NAME /£c>.<^ J O DATE ARCHITECT _ ' -TIME ARRIVED y TIME DEPARTED /' 7c> ENGINEER^ TRAVEL TIME LUNCH TIME CONTRACTOR. 0 C' •/ rS/-. SUB CONTRACTOR INSPECTION ADDRESS / 7.F7^o ^yij 4.' r% l/tr-u> ,y ADDRESS OF PROJECT TYPE OF INSPECTION • ENGINEERED FILL • FOUNDATION • BACK FILL • BATCH PLANT • PT CONCRETE • SHOTCRETE igllONCRETE • MASONRY • HIGH STRENGTH BOLTING • WELDING • SHOP WELD • FIREPROOFING • ANCHOR/DOWEL • NDE FIELD • NDE SHOP ' • CEILING WIRE • : • • ' DSA/OSHPD/PROJECT APPROVED DOCUMENTS AVAILABLE APPROVED PLANS YD ND SOIL REPORT YD ND SPECS YD ND APPROVED SHOP DRAWING YD ND MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NOOR MATERIAL TEST REPORTS) '17, Cox\r7C7ti .y-)/7~^ JjjZKo'f.i j-^w fl.-'. '""l^/ 7f.<^.. y^s CONTRACTORS EQUIPMENT / MANPOWER USED J'cf* t f • AREA, GRID LINES, PIECES INSPECTED ^ >' STRUCTURAL NOTES, DETAIL OR RFIS USED / '•; REMARKS INCLUDING MEETINGS >% f t. I S i REWORK AS PERCENT OF ALL WORK TODAY PERCENT PROJECT COMPLETE THEWORK WASEf'wASNOTD - Inspected in accordance with the requirements of the DSA/OSHPD/PROJECT approved documents IVIATERIAL SAMPLING WASD WASNOTD N/AD Performed in accordance with DSA/OSHPD/PROJECT approved documents cc Project Architect Contractor Structural Engineer Building Department DSA Regional Office Owner ' School District THE WORK INSPECTED MET0 DID NOT MEETD The requirements of the DSA/OSHPD/PROJECT approved documents Samples taken c- - / • A ' .'^ \ Weather- . f > • ^ ' cJJ. Temp ' - Signature of Special Inspector- Print Name Certification # Verified by. -7, ff. n llinc com WWW rfitgl MTGL Project Permit # ///^f'^/ Report#. PG. orpqrate nal^ly^flSO' Tel 714 632 2999 Fax 714 632 2974 Dispatch 800 491 2990 ste A San Diego/lmperial County 6295 Ferris Square, Suite C San Diego, CA 92121 Tel 858 537 3999 Fax 858 537 3990 Dispatch 888 844 5060 Inland Empir^.' > ^ 14467 winMn Ppu, Bldg 2-A Riverside, CA 92518 Tel 951 653 4999 Fax 951 653 4666 , Dispatch 800 491 2990 Indio 44917 Golf Center Pkwy, #1 Indio, CA 92201 Tel 760 342 4677 Fax 760 342 4525 Dispatch 800 491 2990 / 0F_ DAILY INSPECTION REPORT DSA/CITY File #_ DS/VOSHPD APPL#. DSA/LEA# Special Inspection Reports must be distnbuted to the parties listed below withm 14 days of the inspection Reports of non-c'ompliant conditions must be distributed immediately Separate reports shall be prepared for each type of special inspection, on a daily basis Each report shalhbe completed and signed'by the special inspector conducting the inspection PROJECT NAME DATE / / ' ARCHITECT TIME ARRIVED " TIMEDEPARTED ^ - ENGINEER TRAVELTIME LUNCH TIME CONTRACTOR ^ SUB CONTRACTOR INSPECTION ADDRESS ADDRESS OF PROJECT TYPE OF INSPECTION D BATCH PLANT D ENGINEERED FILL D PT CONCRETE D MASONRY D HIGH STRENGTH-BOLTING D FIREPROOFING D CEILING WIRE D ANCHOR/DOWEL D D FOUNDATION D SHOTCRETE D WELDING D NDE FIELD . D D BACK FILL .HtONCRETE D SHOP WELD D NDE SHOF D ^ , r DSA/OSHPD/PROJECT AVAILABLE APPROVED DOCUMENTS APPROVED PUNS YD SOIL REPORT YD ND ND SPECS YD ND APPROVED SI;IOP DRAWING YD ND MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO" OR MATERIAL TEST REPORTS) CONTRACTORS EQUIPMENT/ MANPOWER USED AREA, GRID LINES, PIECES INSPECTED f It".^j^'" ' . A>-A-' STRUCTURAL NOTES DETAIL OR RFIS USED r" <"/ ?. ' • •• < • / X - r ~ f f KmRKS. INCLUDING MEETINBS "'.-0 S' If. < 4. REWORK AS PERCENT OF ALL WORK TODAY PERCENT PROJECT COMPLETE THEWORK WASH WASNOTD Inspected in accordance with the requirements of the DSA/OSHPD/PROJECT approved documents MATERIAL SAMPLING WASD WASNOTD N/AD" Performed in accordance with DSA/OSHPD/PROJECT approved documents cc Project Architect Contractor Structural Engineer Buildmg Department DSA Regional Office Owner School Distnct THE WORK INSPECTED METB DID NOT MEETD The requirements of the DSA/OSHPD/PROJECT approved documents Samples taken ^ Weather* ' . > < i Temp_fiii ^- Signature of Special Inspector Pnnt Name Certification # ^_ Verified by A.^, J^ / 1'/ f' / 2- ^ j»j WWW mtglinc corn WCorporate 12992 E La Palma Ave Ste A (Anaheim, CA 92806 iTel 714 632 2999 Opax 714 632 2974 Dispatch 800 491 2990 San Diego/lmpenal County 6295 Ferns Square, Suite C San Diego, CA 92121 Tel 858 537 3999 Fax 858 537 3990 Dispatch 888 844 5060 Inland Empire 14467 Meridian Pkw, Bldg 2-A Riverside, CA 92518 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 Indio 44917 Golf Center Pkwy, #1 Indio, CA 92201 Tel 760 342 4677 Fax 760 342 4525 Dispatch 800 491 2990 TTPEOFWOni! - DSSPECTDH DTECHMICA'l AVAILABLE SOIL REPOHT (¥) (N) APPROVai PLAfIS (V) (tl) SPECS (Y) |H) AS>J>flOVH> SHOP DRAWiriB (Y) (M) FOaWEBCEKOIKS PROian^ KO PG covrRAcrrm' F/O oC'-^nki PLAHfllEKO Cti ///('•'!> ^/ PBiuiriio. sun fOfrniACiqa PROJECT HAHE AOORESS OF PRPJECr INSPeCTlOJJAOPnESS i Lf.c-oCtQt-'n p/t REPORTING REQUIREMENTS: ICBO FIELD INSPECnON MANUAUMTGL SOIL, MANUAL REVIEW PREVIOUS REPORTS AND LISTS IFTHERE IS NON-CONFORMING WORK AT THE END OF -niE WORK DAY, OR ftOSSING MTRS. AND RFIS. ETC, FILL OUT AND ATIACH A DEFiaENCY REPOBT WHEN A DEHCIENCY, YOURS OR A PREVIOUS mSPECTOR'S. IS fX)RRECT6D. SO NOTE ONTHE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK'S REPORTS. UATEHIAIS OSeO pYCOimurTOr! (IKCIUOE RESEARCH RfPORT HO OB (MTEHWTESTBEPOfn^r, CONTRACTORS EOUIPMBrr/ MANP0WB1 USa> A-' /fil AREA. eniO UNES PIECES oeSERVEO 4_/ J)l-,.^^ C>'< /)p I t / c. STRUCTURAL NOTES. DEDUL OB RFIS USOr REMARKS, incuip^n cssmos: tJ/c s^cB/'^C''^'^ /\ a- /'O /'^tLfi^Ci- ^^Lo/ifLy rcy9t'.''-^/'' >/\H''!^•^<^''>.• Y y?/> cY, ,y C'/c Cr '1' f/*-•( r. •', / c-c^ j ' J t'' T r REWORK AS PERCENT QF AIL WQRK TODAY: PERCENT FRP^JECT COMPLETION; WEATHER^ ' ^"^t SAMPLES TAKEN: t/ 1 THUPEBATURE TESTS REOUIRED- ,x^y^y^ SITE TIME STABT _£L.^!2- LUncH PERIOD Srre TIME RMISH: ^/ TRAVa, TlMEl ""^ VERIFIH) BY I OO CERTIFY THAT I HAVE PERSONAUY OBSERVED ALL OF THE WORK USTED ABOVE AND THAT THIS WORK COMPUES WITH THE SOIL IfWESTlGATlOH RECOMMENDATIONS. AMD / OR THE APPROVED PUWJS. SPECIFICATIONS AND APPUCABLE SECTION OF THE BUILDING COOE. UNLESS OTHERWISE NOTED IN THE DEHCIENCY REPORT Sfgnatiue Efgnatiue //yl i /^/ //A-/^"/ /77 D2ia ol Rspon ICSOXcrlificatian rjumiiar. IL. iC- iT^ C- Corporate 2992 E La Palma Ave Ste A Anaheim, CA 92806 Tel 714 632 2999 Fax 714 632 2974 www mtglinc com Dispatch 800 491 2990 MTGL Project # San Diego/lmperial County 6295 Ferris Square, Suite C San Diego, CA 92121 Tel 858 537 3999 Fax 858 537 3990 Dispatch 888 844 5060 Inland Empire 14467 Meridian Pkw, Bldg 2-A Riverside, CA 92518 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 Indio 44917 Golf Center Pkwy, #1 indio, CA 92201 Tel 760 342 4677 Fax 760 342 4525 Dispatch 800 491 2990 Permit i Report i PG Z OF / DAILY INSPECTION REPORT DSA/CITY File) DSA/OSHPDAPPLi DSA/LEA I Special Inspection Reports must be distnbuted to the parties listed below within 14 days of the inspection Reports of non-compliant conditions must be distnbuted immediately Separate reports shall be prepared for each type of special inspection, on a daily basis Each report shall be completed and signed by the special inspector conducting the inspection PROJECT NAME ti€^aL/9tJj) t^o-7tG/L DATE ARCHITECT J3GINEER 7 I / TIME ARRIVED TIME DEPARTED / '3>o /"^ ENGINEER TRAVEL TIME LUNCH TIME CONTRACTOR /I o, SUB CONTRACTOR INSPECTION ADDRESS ADDRESS OF PROJECT TYPE OF INSPECTION D ENGINEERED FILL D FOUNDATION D BACKFILL D BATCH PLANT D PT CONCRETE D SHOTCRETE B-CGNCRETE D MASONRY D HIGH STRENGTH BOLTING D WELDING D SHOP WELD • FIREPROOFING D ANCHOR/DOWEL D NDE FIELD D NOESHOP D CEILING WIRE D D D SOIL REPORT YEf ND DSA/OSHPD/PROJECT APPROVED DOCUMENTS AVAILABLE APPROVED PLANS Y0^D SPECS Ytf ND APPROVED SHOP DRAWING YD ND MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS) • • . - 7 7 CONTRACTORS EQUIPMENT/MANPOWER USED \ ' ' 31 rn£T£^t/Z /^oot^ /'u/^/^ /vf/^r.^/ yynSCti-//^.OJ<^/9i- u/jS/to7£>jf AREA GRID LINES PIECES INSPECTED tu . J J STRUCTURAL NOTES DETAIL OR RFIS USED REMARKS INCLUDING MEETINGS "^C/^C.t^ y^FyJT /oA /jJ/£i/^yc/^ /-TdS /tJ T6/£ yjoe-/^ //P^S yi./^£0 yi)S>0 l/£. REWORK AS PERCENT OF ALL WORK TODAY PERCENT PROJECT COIVIPLETE THEWORK WASB^ASNOTD Inspected in accordance with the requirements of the DSA/OSHPD/PROJECT approved documents MATERIAL SAMPUNG WAS2f%ASN0Ta N/AD Performed in accordance with DSA/OSHPD/PROJECT approved documents cc Project Architect Contractor Structural Engineer Building Department DSA Regional Office Owner School District THE WORK INSPECTED METB^ID NOT MEETD The requirements ofthe DSA/OSHPD/PROJECT approved documents Samples taken S£TS> o/~ (^/^-^z AJ /DB/2S Weather C^Qi.'O y ^Terep- To ^ V V <^ ^^4/ Signaturecif Special Inspector ^ MPK)S j^LCt^^n Print Name Pprtifiratmn # www mtglinc com Corporate 2992 E La Palma Ave Ste A Anaheim, CA 92806 Tel 714 632 2999 Fax 714 632 2974 Dispatch 800 491 2990 San Diego/lmperial County 6295 Ferns Square, Suite C San Diego, CA 92121 Tel 858 537 3999 Fax 858 537 3990 Dispatch 888 844 5060 Inland Empire 14467 Mendian Pkw, Bldg 2-A Riverside, CA 92518 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 Indio 44917 Golf Center Pkwy, #1 Indio, CA 92201 Tel 760 342 4677 Fax 760 342 4525 Dispatch 800 491 2990 MTGL Projecti Permit # Reporti! PG _Z_ OF. / DAILY INSPECTION REPORT OSA/CITY File #. DSA/OSHPD APPL #. DSA/LEA # Special Inspection Reports must be distnbuted to the parties listed below within 14 days of the inspection Reports of non-compliant conditions must be distnbuted immediately Separate reports shall be prepared for each type of special inspection, on a daily basis Each report shall be completed and signed by the special inspector conducting the inspection PROJECT NAME DATE ARCHITECT r)£i./)iOic, U}/L/<LS_PoO£/^',i.i£:F., 6/Jt^J<ir/? ENGINEER ' ' ^ GSAI ^-7£iuT/^/: y?rA)tC./yj£f^ TIME ARRIVED TIME DEPARTED CONTRACTOR P.O. OL^OA) SUB CONTRACTOR CC / INSPECTION ADDRESS ADDRESS OF PROJECT TYPE OF INSPECTION D ENGINEERED FILL • FOUNDATION D BACKFILL D BATCH PLANT D PT CONCRETE D SHOTCRETE a^CONCRETE D MASONRY D HIGH STRENGTH BOLTING • WELDING D SHOP WELO D FIREPROOFING D CEILING WIRE D ANCHOR/DOWEL D D NDE FIELD D D NDE SHOP D SPECS Y0^NG APPROVED SHOP DRAWING YD ND DSA/OSHPD/PROJECT APPROVED DOCUMENTS AVAILABLE APPROVED PLANS Y0^N D SOIL REPORT Y0"ND MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS) CONTRACTORS EQUIPMENT / MANPOWER USED AREA GRID LINES PIECES INSPECTED STRUCTURAL NOTES DETAIL OR RFIS USED ^ , ^ . , . -5/ / REMARKS INCLUOING MEETINGS O S <£j?y/r/D /-'^/3y=:'/l ^£/tjFof? c^tj/. </~c^/f2 //Lj Ty/£ A-oCy^rycti}^ REWORK AS PERCENT OF ALL WORK TODAY PERCENT PROJECT COMPLETE THE WORK INSPECTED MET0^1 D NOT MEETD The requirements of the DSA/OSHPO/PROJECT approved documents Samples taken. THEWORK WASB^ASNOTD Inspected in accordance with the requirements of the DSA/OSHPO/PROJECT approved documents MATERIAL SAMPUNG WASD WASNOTD N/AZ^ Performed in accordance with DSA/OSHPD/PROJECT approved documents cc Project Architect Contractor Structural Engineer Building Department DSA Regional Office Owner School District Weather''^Z e::iic-^aS Temp Signafure of Speci; Signature of Special Inspector y^/9rJS XLtHt^£T/// Print Name Pprtifiratinn # www mtglinc com MTGL Project # /Z/ ~ Ao ( Corporate 2992 E La Palma Ave Ste A Anaheim, CA 92806 Tel 714 632 2999 Fax 714 632 2974 Dispatch 800 491 2990 San Diego/lmperial County 6295 Ferns Square, Suite C San Diego, CA 92121 Tel 858 537 3999 Fax 858 537 3990 Dispatch 888 844 5060 r Inland Empire 14467 Mendian Pkw, Bldg 2-A Riverside, CA 92518 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 Indio 44917 Golf Center Pkwy, #1 Indio, CA 92201 Tel 760 342 4677 Fax 760 342 4525 Dispatch 800 491 2990 Permit! ///^ g V /LOF/. DAILY INSPECTION REPORT DSA/CITY File I Reporti PG DSA/OSHPD APPL #. DSA/LEA# Special Inspection Reports must be distnbuted to the parties listed below within 14 days of the inspection Reports of non-compliant conditions must be distnbuted immediately Separate reports shall be prepared for each type of special inspection, on a daily basis Each report shall be completed and signed by the special inspector conducting the inspection PROJECT NAME /L£6>oL AtdD /7O~£L. DATE ARCHITECT TIME ARRIVED ENGINEER . ' 7 7 TRAVELTIME TIME DEPARTED /'OO LUNCH TIME CONTRACTOR SUB CONTRACTOR CCJL INSPECTION ADDRESS i /.£C>oct^,J a P/t ADDRESS OF PROJECT CfMASONRY D HIGH STRENGTH BOLTING D WELDING D SHOP WELD TYPE OF INSPECTION • ENGINEERED FILL D FOUNDATION D BACK FILL D BATCH PLANT D PT CONCRETE D SyOTCRETE &1X)NCRETE D FIREPROOFING D ANCHOR/DOWEL D NDE FIELD D NDE SHOP ^- D CEILING WIRE D D D SOIL REPORT YIlT ND SPECS YB^ND APPROVED SHOP DRAWING YD DSA/OSHPD/PROJECT APPROVED DOCUMENTS AVAILABLE APPROVED PLANS YB^D JD MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS) CONTRACTORS EQUIPMENT / MANPOWER USED AREA GRID LINES PIECES INSPECTED C/^jyi A/AJ^^ 16 ,^/g/? ZJ£7 STRUCTURAL NOTES DETAIL OR RFIS USED SL )S/. Z^Sl. I S /.3. s?• /.V S^. / REMARKS INCLUDING MEETINGS ^-t^C/^l, r,..) 2/rrZ'/g> y^^f, 0 P.. Co,0'7/?/:,rTo/2 y<J ffT /I r../=ll? 1/ Fo/^ ^'^<. C EcT/C yJ / a>/LL 7? S- ^Cii£Du/£, C>£<.£i/? u£/o /2£^/JKoPcJC ^rOTl Pc/Pi:c/>^c''^ / ,,.dTt^E^^Cro7/otj<, LI^TEO tC^doi./£j /^^T£/Z/^i <; /3^£ /td/^/.,i/^Z!^ ^ ^y^Coi/^c7. /////)4^// /^>^C/-/o£js: /ut>J Pc/9C£ REWORK AS PERCENT OF ALL WORK TODAY PERCENT PROJECT COMPLETE THEWORK WASgf^WASNOTD Inspected in accordance with the requirements of the DSA/OSHPD/PROJECT approved documents MATERIAL SAMPUNG WASD WASNOTD N/AB''" Performed in accordance with DSA/OSHPD/PROJECT approved documents cc Project Architect Contractor Structural Engineer Building Department OSA Regional Office Owner School Distnct THE WORK INSPECTED METd^DlD NOT MEETD The requirements of the DSA/OSHPO/PROJECT approved documents Samples taken. Weather</ <'i^b^ti<; C&CL^ Temp f Signature of Special Inspector A/y^Aij KLC/^/^E 7^ 77L Print Name rprtifiratinn #^F<'r^:7 ^'7'2l</ c (: www mtglinc com MTGL Project # j TL ^ I Pt ^ \ Corporate 2992 E La Palma Ave Ste A Anaheim, CA 92806 Tel 714 632 2999 Fax 714 632 2974 Dispatch 800 491 2990 San Diego/lmperial County 6295 Ferris Square, Suite C San Diego, CA 92121 Tel 858 537 3999 Fax 858 537 3990 Dispatch 888 844 5060 Inland Empire 14467 Mendian Pkw, Bldg 2-A Riverside, CA 92518 Tel 951 653 4999 Fax 951 653 4666 Di&patch 800 491 2990 Indio 44917 Golf Center Pkwy, #1 Indio, CA 92201 Tel 760 342 4677 Fax 760 342 4525 Dispatch 800 491 2990 Permit #_ Report #_ _|_0F_4 DAILY INSPECTION REPORT DSA/CITY File# DSA/OSHPD APPLi! DSA/LEA # Special Inspection Reports must be distnbuted to the parties listed below within 14 days of the inspection Reports of non-compliant conditions must be distnbuted immediately Separate reports shall be prepared for each type of special inspection, on a daily basis Each report shall be completed and signed by the special inspector conducting the inspection DATE TIME ARRIVED "I'm huA TIME DEPARTED LUNCH TIME SUBCONTRACTOR ADDRESS OF PROJECT gr^ASONRY D HIGH STRENGTH BOLTING D WELDING D SHOP WELD TYPE OF INSPECTION D ENGINEERED FILL n FOUNDATION D BACKFILL D BATCH PLANT D PT CONCRETE D SHOTCRETE D CONCRETE D FIREPROOFING D ANCHOR/DOWEL D NDE FIELD D NDESHOP D CEILING WIRE D D D DSA/OSHPD/PROJECT APPROVED DOCUMENTS AVAILABLE APPROVED PLANS YD NG SOIL REPORT YD ND SPECS YG ND APPROVED SHOP DRAWING YD ND MATERIALS USED BYCQNTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL -4. (;mf^K:Tj^i.^mmmTi MANPOWER U3€D 7 /• T - ^ ?<g^^ ^ >^>rV — T M —tt il ^- ^ AREA GRID LINES PIECES INSPECTED OTES, DWAIL OR RFIS USED /) / , .1 I.D^AIL OR RFIS USED A , J REMARKS INCLUDING MEETINGS REWORK AS PERCENT OF ALL WORK TODAY PERCENT PROJECT COMPLETE THE WORK INSPECTED METS^ID NOT MEETD The requirements,8^the DSA/OSHPD^OJE^Ti-app(ov^ document Samples tak^ Weather j THEWORK WASa^AS NOTD Inspected in accordance with the requirements ot the DSA/OSHPD/PROJECT approved documents MATERIAL SAMPUNG WASB^WAS NOTD N/AD Performed in accordance with DSA/OSHPD/PROJECT approved documents cc Project Architect Contractor Structural Engineer Building Department DSA Regional Office Owner School District 14^ yet' ^>^^v^^?vt^? _ Signature of Special Inspector Sii^t^ OA/ <; / 1 3 Print Name 27 -7 / Corporate 2992 E La Palma Ave Ste A Anaheim, CA 92806 Tel 714 632 2999 Fax 714 632 2974 Dispatch 800 491 2990 San Diego/lmpenal County 6295 Ferris Square Ste C San Diego, CA 92121 Tel 858 537 3999 Fax 858 537 3990 Dispatch 888 844 5060 Inland Empire 14467 Meridian Pkwy , Bldg 2A Riverside, CA 92518 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 Indio 44917 Golf Center Pkvify , Ste 1 Indio, CA 92201 Tel 760 342 4677 Fax 760 342 4525 Dispatch 800 491 2990 MTGL PROJECTS 1251A01 Permit # CB111684 DAILY INSPECTION REPORT Report #. _ Page of DSA/CITY File # DSA/OSHPD Appl #. DSA/LEA # Special Inspection Reports must be distnbuted to the parties listed below within 14 days ofthe inspection Reports of non-compliant conditions must be distnbuted immediately Separate reports shall be prepared for each type of special inspection on a daily basis Each report shall be completed and signed by the special inspector conducting the inspection PROJECTNAME Legoland Hotel Date ARCHITECT Delawie Wilkes Rodngues Baker TIME ARRIVED TIME DEPARTED ENGINEER GSSI Structural Enginneers TRAVELTIME LUNCH TIME t '/- CONTRACTOR R D olsen SUB CONTRACTOR INSPECTION ADDRESS 1 Legoland Dnve Carisbad ADDRESS OF PROJECT same TYPE OF INSPECTION • ENGINEERED FILL • FOUNDATION • BACK FILL • BATCH PLANT • PT CONCRETE • SHOTCRETE -ByONCRETE • MASONRY • HIGH STRENGTH BOLTING • WELDING • SHOP WELD • FIREPROOFING • ANCHOR/DOWEL • NDE FIELD • NDE SHOP • CEILING WIRE • • DSA/OSHPD PROJECT APPROVED DOCUMENTS AVAILABLE APPROVED PLANS Y 0 N • SOIL REPORT Y • N • SPECS Y/QJ N • APPROVED SHOP DRAWING Y • N • MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS) grade 60 reinforcing/ 3000 PSI concrete mix #3033500 deliverd by Hanson CONTRACTORS EQUIPMENT/MANPOWER USED boom-pump/ mechanical vibrator AREA, GRID LINES, PIECES INSPECTED P line 58 to 62/ 62 line P to 11 Tline62 to 48/ W line 48 to 34/ M line 34 to 26 with approx a 10' break at 30 line / footings these locations/ Cast in place wall sub foundahon at elevator pit at 25 line and J 5 and 25 line and L 5/locations page S2 1 4 and S2 1 5 STRUCTURAL NOTES, DETAIL OR RFIS USED general notes/job specifications/1 on S4 1 REMARKS, INCLUDING MEETINGS 16 yaids placed at cast in place walls with admixture XYPEX a water profing admixture/ at footings same mix without admixture/ locations above concrete placed with boom-pump consolidated by mechanical vibration/ one set of 10 samples taken 5 for held cure and 5 for lab cure as per job specifications/ slump 4" amb temp 68, concrete temp 75/ totla yards placed 75/ observed placement of reinforcing at footings shown above / REWORK AS PERCENT OF ALL WORK TODAY PERCENT PROJECT COMPLETE THE WORK WAS E| WAS NOT • Inspected in accordance with the requirements of the DS/VOSPHD Project approved documents MATERIAL SAMPLING WAS lEl WASNOTD N/AD Performed in accordance with DS/VOSPHD Project approved documents THE WORK INSPECTED MET El DID NOT MEET • The requirements of the DS/VOSPHD Project approved documents Samples takenl^ concrete Weather cloudy Temp upper 60's cc Project Architect Structural Engineer DSA Regional Office School Distnct Contractor Building Department Owner )igrr Mike Kingery ^ig^ure of Special Inspector Verified by www mtglinc com MTGL Project #. Corporate 2992 E La Palma Ave Ste A Anaheim, CA 92806 Tel 714 632 2999 Fax 714 632 2974 Dispatch 800 491 2990 San Diego/lmperial County 6295 Ferris Square, Suite C San Diego, CA 92121 Tel 858 537 3999 Fax 858 537 3990 Dispatch 888 844 5060 1 Inland Empire 14467 Mendian Pkw, Bldg 2-A Riverside, CA 92518 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 Indio 44917 Golf Center Pkw/y, #1 Indio, CA 92201 Tel 760 342 4677 Fax 760 342 4525 Dispatch 800 491 2990 Permit i Report #_ PG. ( OF DAILY INSPECTION REPORT DSA/CITY File # DSA/OSHPD APPL # DSA / LEA # Special Inspection Reports must be distnbuted to the parties listed below within 14 days of the inspection Reports of non-compliant conditions must be distnbuted immediately Separate reports shall be prepared for each type of special inspection, on a daily basis Each report shall be completed and signed by the special inspector conducting the inspection TRAVELJU^E CONTRACIOR . e.g (\^/i^ iKlSPECTDN ADDfiESS TT TIME DEPARTED SUB COTITRACTOR LUNCH TIME ADDRESS OF PROJECT SnyiAy^ TYPE OF IMSPECTION D ENGINEERED FILL G FOUNDATION G BACKFILL G BATCH PLANT D PT CONCRETE G SHOTCRETE •'S CONCRETE D MASONRY D HIGH STRENGTH BOLTING D WELDING D SHOP WELD G FIREPROOFING D ANCHOR/DOWEL D NDE FIELD D NDESHOP D CEILING WIRE D D D DSA/OSHPD/PROJECT APPROVED DOCUMENTS AVAILABLE SOIL REPORT YD ND APPROVED PLANS YI^/ND SPECS Yi& ND APPROVED SHOP DRAWING YD ND MATERIALS USED |Y CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TESIBEPORTS) 7) ^ ~, . . / 7) 7777 f^T^C/um- >og>cs fSPl7(3) c^ if^m^/f^H^ (0 ^ y^a^'XQ W. C0NTRACJ8RS EQUIPMENT / MANPOWER USED 'Jf 7 \~7j U \ / I / / » / - / d7^j2A AREA GRID LINES PIECES INSPECTED ^^^^^ STRUCTURAL NOTES DETAIL OR RFIS USEC. STRUETUR 0 Xjt^^V^iy -TYQ^ f/^XmXA REMARKS INCLUDING MEETINGS (^.f) CAt(4^ REWORK AS PERKNT OF ALL WORK TODAY PERCENT PROJECT COMPLETE THEWORK WAS ZWAS NOTD Inspected in accordance with the requirements of the DSA/OSHPD/PROJECT approved documents MATERIAL SAMPLING WASP^S NOTD N/AG Performed in accordance with DSA/OSHPD/PROJECT approved documents cc Proiect Architect Contractor Structural Engineer Building Department DSA Regional Office Owner School District THE WORK INSPECTED METB^D NOT MEET D The requirements oyhe DSA/OSHI^/P^OJECT/p^rov Samples take Weather rements otthe DSA/OSHPD/PFigj£CT>apDrove<f djicuijients /./,/' aken, SoX^^jklJSd CM2^/\^ ^Jemp'p^T^ —'SjF Signature of Special Inspector Print Name Corporate 2992 E La Palma Avenue, Suite A, Anaheim, CA 92806 Tel (714)632-2999 Fax (714)632-2974 Branch 6295 Ferris Square, Suite C, San Diego, CA 92121 Tel (858) 537-3999 Fax (858) .537-3990 Branch 14467 Meridian Parkway Bldg 2A, Riverside, CA 92518 Tel (951)653-4999 Fax (951)653-4666 Branch 44917 Golf Center Parkway #1, Indio, CA 92201 Tel (760)342-4677 Fax (760) 342-4525 Report of. COMPRESSIVE STRENGTH-CONCRETE ASTM C39 Date Printed 4/16/2012 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Clienf PROJECT MANAGEMENT ADVISORS Set No 12-0237 File No . Permit No Project No . Project Name CBI11684 I251A01 LEGOLAND HOTEL ON PALOMAR AIRPORT ROA 462 STEVENS AVENUE SUITE 106 SOLANA BEACH, CA 92075 Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq Inch) (lbs.) (psi) Fracture 7 4/16/2012 4X8 12 57 31,040 2,470 Shear 7 4/16/2012 4X8 12 57 31,930 2,540 Shear 28 5/7/2012 4X8 12 57 28 5/7/2012 4X8 1257 28 5/7/2012 4X8 12 57 Specified Strength 3,000 PSI Sampled By HANS KLEHMET Location- SLAB ON GRADE - GRID LINE 7 / E ASTM C172 Date Sampled. 4/9/2012 Date Received: 4/10/2012 Concrete Supplier. HANSON AGGREGATE MIX No • 3033500 Ticket No.. 441538 Water added at Site. 5 00 gal Cement Type- By CONTRACTOR Mix Time. 84 Concrete Temp- 72 Ambient Temp- 68 °F ASTM C1064 "F ASTM C1064 Slump: 4 50 in. ASTM C143 Tested at San Diego Remarks- Distribution. PROJECT MANAGEMENT ADVISORS LEGOLAND CITY OF CARLSBAD-BLDG INSPECTION DEPT RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION **LAB COPY** Respectfully Submitted, MTGL, Inc. Sam Valdez, R CE. Corporate 2992 E La Palma Avenue, Suite A, Anaheim, CA 92806 Tel (714)6 52-2999 Fax (714)632-2974 Branch 6295 Ferns Square, Suite C, San Diego, CA 92121 Tel (858) 5 (7-3999 Fax (858) 537-3990 Branch 14467 Meridian Parkway Bldg 2A, Riverside, CA 92518 Tel (951)653-4999 Fax (951)653-4666 Branch 44917 Golf Center Parkway # I, Indio, CA 92201 Tel (760)342-4677 Fax (760) 342-4525 Report of: COMPRESSIVE STRENGTH-CONCRETE ASTM C39 Date Printed. 4/16/2012 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Chent. PROJECT MANAGEMENT ADVISORS Set No.- 12-0236 File No - Permit No.- Project No . Project Name CBI11684 I251A01 LEGOLAND HOTEL ON PALOMAR AIRPORT ROA 462 STEVENS AVENUE SUITE 106 SOLANA BEACH, CA 92075 Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq Inch) (Ibs) (psi) Fracture 7 4/16/2012 4X8 12 57 31,970 2 540 Cone 7 4/16/2012 4X8 12 57 31,840 2,530 Cone 28 5/7/2012 4X8 12 57 28 5/7/2012 4X8 12 57 28 5/7/2012 4X8 12 57 Specified Strength- 3,000 PSI Sampled By: HANS KLEHMET Location SLAB ON GRADE - HIGH AREA, GRID LINE D / 4 ASTMC172 Date Sampled. 4/9/2012 Date Received- 4/10/2012 Concrete Supplier: HANSON AGGREGATE Mix No 3033500 Ticket No - 441478 Water added at Site: 5 00 gal By CONTRACTOR Cement Type. Mix Time. 78 Concrete Temp. 70 Ambient Temp 65 "F ASTM C1064 "F ASTM C1064 Slump 4 50 in ASTM C143 Tested at: San Diego Remarks SPLIT ELEVATION Distribution PROJECT MANAGEMENT ADVISORS LEGOLAND CITY OF CARLSBAD-BLDG INSPECTION DEPT RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION **LAB COPY** Respectfully Submitted, MTGL, Inc Sam Valdez, RCE Corporate 2992 E La Palma Avenue, Suite A, Anaheim, CA 92806 Tel (714)632-2999 Fax (714)632-2974 Branch 6295 Ferns Square, Suite C, San Diego, CA 92121 Tel (858)537-3999 Fax (858) 537-3990 Branch 14467 Meridian Parkway Bldg 2A, Riverside, CA 92518 Tel (951)653-4999 Fax (951)653-4666 Branch 44917 Golf Center Parkway # 1, Indio, CA 92201 Tel (760) 342-4677 Fax (760) 342-4525 Report of COMPRESSIVE STRENGTH-CONCRETE ASTM C39 Date Printed 4/16/2012 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Ghent- PROJECT MANAGEMENT ADVISORS Set No- 12-0235 File No.. Permit No - Project No.. Project Name CBI11684 1251A0I LEGOLAND HOTEL ON PALOMAR AIRPORT ROA 462 STEVENS AVENUE SUITE 106 SOLANA BEACH, CA 92075 Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq Inch) (lbs) (psi) Fracture 7 4/16/2012 4X8 12 57 35,230 2,800 Cone & Split 7 4/16/2012 4X8 12 57 32,240 2,570 Cone & Shear 28 5/7/2012 4X8 12 57 28 5/7/2012 4X8 12 57 28 5/7/2012 4X8 12 57 Specified Strength- 3,000 PSI Sampled By HANS KLEHMET Location SLAB ON GRADE - GRID LINE 11 / E ASTMC172 Date Sampled 4/9/2012 Date Received- 4/10/2012 Concrete Suppher- HANSON AGGREGATE Mix No.. 3033500 Ticket No.: 441503 Water added at Site: 5 00 Cement Type. gal. By CONTRACTOR MIX Time. 77 Concrete Temp 69 Ambient Temp- 67 "F ASTM C1064 "F ASTM C1064 Slump 4 25 in ASTM C143 Tested at San Diego Remarks- Distribution- PROJECT MANAGEMENT ADVISORS LEGOLAND CITY OF CARLSBAD-BLDG INSPECTION DEPT RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION **LAB COPY** Respectfully Submitted, MTGL, Inc. Sam Valdez, R CE HEW Corporate 2992 E La Palma Ave Suite A Anaheim CA 92806 Tel 714 632 2999 Fax 714 632 2974 Dispatch 800 491 2990 San Diego/lmpenal County 6295 Fems Square, Suite C San Diego, CA 92121 Tel 858 537 3999 Fax 858 537 3990 Dispatch 888 844 5060 Inland Empire 14467 Meridian Pkwy, Bldg 2A Riverside, CA 92518 Tel 951 653 4999 Fax 951 653 4666 Dispach 800 491 2990 REPORT OF ULTRASONIC TESTING OF WELDS Page 1 of 3 Proiect Name Leqoland Hotel Carlsbad Architect Delawie Wikes Rodiques Barker Proiect Address Leffoland Dnve Carlsbad, CA Engineer William F Schell Shop K Adams Steel Field n Permit # Unknown Contractor Bycor Specifications AWS D1 1 Table 6 2 Sub-contractor Adams Steel Scope Avenger EZ Transducer Sheanvai/e 62"x 75" @ 2 25 Mhz Test Block DSC Method Used 70'Shearwave Procedure CT0f2 Couplant Sonotech Sensitivity Leve Shear 61 db Work - New |^Repair Q Scan Level Shear 75 db Description of items tested Performed Ultrasonic testing on complete joint penetration welds @ and 1 beam splice No outstanding rejects on this date of 4-13-2012 ooiumn continuity plates, doubler plates, base plate welds a = Indication Level Welding Process b = Reference Level c = Attenuation Factor [(SP -1) X 2] rounded d = a-b-c for instruments in Gam b-a-c for instruments in Attenuation I I GMAW Q SAW Decibels Indications Weld Location Weld ID Angle Face abed Length SP From X From Y Depth Size Type Class Accept Reject Repair Completa 31A Base Pit 70 A 67 61 4 2 5" 3 08 0 8" 1 053 1 375 14 A 2 1 1 3 Cont Pits 70 4 0 0 4 32A Base Pit 70 A 3 0 0 3 Cont Pits 70 A+e 4 0 0 4 33A Base Pit 70 A 3 0 0 3 " Cont Pits 70 A+e 4 0 0 4 34A Base Pit 70 A 3 0 0 3 •• Cont Pits 70 A+e 4 0 0 4 " DblrPIt 70 A 2 0 0 2 35A Base Pit 70 A 3 0 0 O Cont Pits 70 A+B 4 0 0 4 DblrPIt 70 A 2 0 0 2 36A Base Pit 70 A 3 0 0 3 Cont Pits 70 A+e 4 0 0 4 Discontinuity evaluation/Comments No outstanding reiects on this date 4-13-12 ACC 45 REJ 1 REPR 1 COMPLETE 46 TOTALS ACC 45 REJ 1 REPR 1 COMPLETE 46 INTERPRETATION OF THE TEST RESULTS OBTAINED FROM THE T EST IS NOT TO BE CONSTRUED AS A GUARANTEE OR WARRANTY OF THE MATERIALS TESTED CANYON TESTING SHALL NOT BE HELD LIABLE FOR LOSS DAMAGE INJURY OR DEATH RESULTING FROM USE OF THE TESTED PART FINAL RESPONSIBILITY IN IN i ERPRETATION OF TEST RESULTS RESTS WITH THE CUSTOMER We, the undersigned certify that the statements in this record are correct and that the welds were prepared in accordance with the requirements of Section 6 Part F - ANSl/AWS D1 1 Welding Specification Test Date 4/13/12 Time in 6 00am Inspected By Corv Nunes Time out 2 30pm HOURS 8hrs Level UT Level li^P-189J, SNT-TC-1A Authorized By MTGL Job No 1251-A01 Siqnature £7. Signature Corporate 2992 E La Palma Ave , Suite A Anaheim, CA 92806 Tel 714 632 2999 Fax 714 632 2974 Dispatch 800 491 2990 San Diego/lmperial County 6295 Ferns Square, Suite C San Diego, CA92121 Tel 858 537 3999 Fax 858 537 3990 Dispatch 888 844 5060 Inland Empire 14467 Mendian Pkwy, Bldg 2A Riverside, CA92518 Tel 951 653 4999 Fax 951 653 4666 Dispach 800 491 2990 REPORT OF ULTRASONIC TESTING OF WELDS Page 2 of 3 Proiect Name Leqoland Hotel Carlsbad Architect Delawie Wikes Rodiques Barker Project Address Leqoland Dnve Carlsbad, CA Engineer Wid/am F Schell Shop M Adams Steel Field CD Permit # Unknown Contractor Bycor Specifications AWSDl 1 Table 6 2 Sub-contractor Adams Steel Scope Avenger EZ Transducer Shearwave 62"x 75" @ 2 25 Mhz Test Block DSC Method Used 70° Shearwave Procedure CT012 Couplant Sonotech Sensitivity Level Shear 6f db Work - New [ ^Ftepair • Sean Level Shear 75 db Description of items tested Performed Ultrasonic testing on complete joint penetration welds @ and 1 beam splice No outstanding rejects on this date of 4-13-2012 column continuity plates, doubler plates, base plate welds a = Indication Level Welding Process b = Reference Level I I SMAW c = Attenuation Factor [(SP-1)x 21 rounded I I SAW [7\ E'W d = a-b-c for instruments in Gam b-a-c for instruments in Attenuation • Decibels Indications Weld Location Weld ID Angle Face abed Length SP From X From Y Depth Size Type Class Accept Reject Repair Complete 38A Base Pit 70 A 3 0 0 3 Cont Pits 70 A+B 4 0 0 4 DblrPIt 70 A 2 0 0 2 39A Base Pit 70 A 3 0 0 3 Cont Pits 70 A+B 4 0 0 4 45A Base Pit 70 A 3 0 0 3 Cont Pits 70 A+S 4 0 0 4 46A Base Pit 70 A 3 0 0 3 Cont Pits 70 A+B 4 0 0 4 47 A Base Pit 70 A 3 0 0 3 Cont Pits 70 A+B 4 0 0 4 54A Base Pit 70 A 3 0 0 3 Cont Pits 70 A+B 4 0 0 4 Discontinuity evaluation/Comments No outstanding rejects on this date 4-13-12 ACC 44 REJ 0 REPR 0 COMPLETE 44 TOTALS ACC 44 REJ 0 REPR 0 COMPLETE 44 INTERPRETATION OF THE TEST RESULTS OBTAINED FROM THE TEST IS NOT TO BE CONSTRUED AS A GUARANTEE OR WARRANTV OF THE UATERIALS TESTED CANYON TESTING SHALL NOT BE HELD LIABLE FOR LOSS DAMAGE INJURY OR DEATH RESULTING FROM USE OF THE TESTED PART FINAL RESPONSIBILITY IN INTERPRETATION OF TEST RESULTS RESTS WITH THE CUSTOMER We, the undersigned certify that the statements in this record are correct and that the welds were prepared in accordance with the requirements of Section 6 Part F - ANSl/AWS D1 1 Welding Specification Test Date 4/13/12 Time in 6 00am Inspected By Cory Nunes Time out 2 30pm HOURS see pg 1 Level UT Level 11,0(^-189 &^NT-TC-1A Authorized By MTGL C7~^ Job No 1251-AOI Signature Signature Corporate 2992 E La Palma Ave , Suite A Anaheim, CA 92806 Tel 714 632 2999 Fax 714 632 2974 Dispatch 800 491 2990 San Diego/lmperial County 6295 Ferns Square, Suite C San Diego, CA 92121 Tel 858 537 3999 Fax 858 537 3990 Dispatch 888 844 5060 Inland Empire 14467 Mendian Pkwy, Bldg 2A Riverside, CA 92518 Tel 951 653 4999 Fax 951 653 4666 Dispach 800 491 2990 REPORT OF ULTRASONIC TESTING OF WELDS Page 3 of 3 Project Name Legoland Hotel Carlsbad Architect Delawie Wikes Rodigues Barker Project Address Legoland Dnve Carlsbad, CA Engineer William F Schell Shop Kl Adams Steel Field CH Permit* Unknown Contractor Bycor Specifications AWSD1 1 Table 6 2 Sub-contractor Adams Steel Scope Avenger EZ Transducer Shearwave 62"x 75" @ 2 25 Mhz Test Block DSC Method Used 70° Shearwave Procedure CT012 Couplant Sonotech Sensitivity Level Shear 61 db Work - New [ ^Repair | | Scan Level Shear 75 db Description of items tested Performed Ultrasonic testing on complete joint penetration welds @ and 1 beam splice No outstanding rejects on this date of 4-13-2012 column continuity plates, doubler plates, base plate welds a = Indication Level Welding Process b = Reference Level c = Attenuation Factor [(SP-1)x 2] rounded d = a-b-c for instruments in Gam b-a-c for instruments in Attenuation • I I GMAW Q SAW I I EGW Decibels Indications Weld Location Weld ID Angle Face abed Length SP From X From Y Depth Size Type Class Accept Reject Repair Completa 55A Base Pit 70 A 3 0 0 3 Cont Pits 70 A+6 4 0 0 4 DblrPIt 70 A 2 0 0 2 63A Base Pit 70 A 3 0 0 3 Cont Pits 70 A+B 4 0 0 4 248A Splice 70 A+A 3 0 0 3 Discontinuity evaluation/Comments Wo outstanding reiects on this date 4-13-12 ACC REJ 0 REPR 0 COMPLETE 19 TOTALS 19 REJ 0 REPR 0 COMPLETE 19 INTERPRETATION OF THE TEST RESULTS OBTAINED FROM THE TEST IS NOT TO BE CONSTRUED AS A GUARANTEE OR WARRANTV OF THE MATERIALS TESTED CANYON TESTING SHALL NOT BE HELD LIABLE FOR LOSS DAMAGE INJURY OR DEATH RESULTING FROM USE OF THE TESTED PART FINAL RESPONSIBILITY IN INTERPRETATION OF TEST RESULTS RESTS WITH THE CUSTOMER We, the undersigned certily that the statements in this record are correct and that the welds were prepared in accordance with the requirements of Section 6 Part F - ANSl/AWS Dl 1 Welding Specification Test Date 4/13/12 Time in 6 00am Inspected By Cory Nunes Time out 2 30pm HOURS see pg 1 Level UT Level njZP-189 & SNT-TC- IA Authorized By MTGL <r'^ Job No 1251-A01 Signature Signature Corporate 2992 E La Palma Avenue, Suite A, Anaheim, CA 92806 Tel (714)632-2999 Fax (714)632-2974 Branch 6295 Ferris Square, Suite C, San Diego, CA 92121 Tel (858) 537-3999 Fax (858) 537-3990 Branch 14467 Meridian Parkway Bldg 2A, Riverside, CA 92518 Tel (951)653-4999 Fax (951)653-4666 Branch 44917 Golf Center Parkway #1, Indio, CA 92201 Tel (760)342-4677 Fax (760)342-4525 Report of: COMPRESSIVE STRENGTH-CONCRETE ASTM C39 Date Printed 4/12/2012 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client- PROJECT MANAGEMENT ADVISORS Set No: 12-0229 File No : Permit No - Project No - Project Name- CBI 11684 1251A01 LEGOLAND HOTEL ON PALOMAR AIRPORT ROA 462 STEVENS AVENUE SUITE 106 SOLANA BEACH, CA 92075 Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq Inch) (Ibs.) (psi) Fracture 7 4/12/2012 4X8 12 57 34,110 2,710 Cone 7 4/12/2012 4X8 12 57 35,710 2,840 Cone 28 5/3/2012 4X8 12 57 28 5/3/2012 4X8 12 57 28 5/3/2012 4X8 12 57 Specified Strength: 3,000 PSI Sampled By- HANS KLEHMET Location. SLAB ON GRADE - GRID LINE 36 / V ASTMC172 Date Sampled- 4/5/2012 Date Received: 4/6/2012 Concrete Supplier HANSON AGGREGATE Mix No 3033500 Ticket No: 4411071 Water added at Site- 10 00 gaL By CONTRACTOR Cement Type- Mix Time: 56 Concrete Temp 70 Ambient Temp- 63 °F ASTM C1064 "F ASTM C1064 Slump- 4 25 in. ASTM C143 Tested at: San Diego Remarks: Distribution, PROJECT MANAGEMENT ADVISORS LEGOLAND CITY OF CARLSBAD-BLDG INSPECTION DEPT RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION **LAB COPY*=" Respectfully Submitted, MTGL, Inc. Sam Valdez, R.C.E. 1 Corporate 2992 E La Palma Avenue, Suite A, Anaheim, CA 92806 Tel (714)632-2999 Fax (714)632-2974 Branch 6295 Ferns Square, Suite C, San Diego, CA 92121 Tel (858) 537-3999 Fax (858) 537-3990 Branch 14467 Meridian Parkway Bldg 2A, Riverside, CA 92518 Tel (951)653-4999 Fax (951)653-4666 Branch 44917 Golf Center Parkway #l,Indio,CA92201 Tel (760) 342-4677 Fax (760) 342-4525 Report of- COMPRESSIVE STRENGTH-CONCRETE ASTM C39 Date Printed 4/12/2012 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client. PROJECT MANAGEMENT ADVISORS Set No: 12-0228 File No.: Permit No Project No.. Project Name: CBI11684 1251 AOI LEGOLAND HOTEL ON PALOMAR AIRPORT ROA 462 STEVENS AVENUE SUITE 106 SOLANA BEACH, CA 92075 Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq. Inch) (Ibs) (psi) Fracture 7 4/12/2012 4X8 12 57 28,920 2,300 Cone 7 4/12/2012 4X8 12 57 29,450 2,340 Cone 28 5/3/2012 4X8 12 57 28 5/3/2012 4X8 12 57 28 5/3/2012 4X8 12 57 Specified Strength. 3,000 PSI Sampled By HANS KLEHMET Location- SLAB ON GRADE - GRID LINE 42 / V ASTMC172 Date Sampled: 4/5/2012 Date Received. 4/6/2012 Concrete Supplier- HANSON AGGREGATE MIX No.: 3033500 Ticket No.: 441036 Water added at Site: 10 00 Cement Type: gal By CONTRACTOR Mix Time. 56 Concrete Temp: 68 Ambient Temp 62 "F ASTM C1064 °F ASTM C1064 Slump. 4 50 m. ASTM C143 Tested at: San Diego Remarks Distribution. PROJECT MANAGEMENT ADVISORS LEGOLAND CITY OF CARLSBAD-BLDG INSPECTION DEPT RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION **LA£ COPY-* Respectfully Submitted, MTGL, Inc Sam Valdez, R.C E. Corporate 2992 E La Palma Avenue, Suite A, Anaheim, CA 92806 Tel (714)632-2999 Fax (714)632-2974 Branch 629 5 Fems Square, Suite C, San Dicgo, CA 92121 Tel (858) 537-3999 Fax (858) 537-3990 Branch 14467 Meridian Parkway Bldg 2A, Riverside, CA 92518 Tel (951)653-4999 Fax (951)653-4666 Branch 44917 Golf Center Parkway #1,Indio, CA92201 Tel (760) 342-4677 Fax (760) 342-4525 Report of: COMPRESSIVE STRENGTH-CONCRETE ASTM C39 Date Printed 4/12/2012 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client- PROJECT MANAGEMENT ADVISORS Set No.: 12-0174 File No.: Permit No.. Project No.. Project Name. CBI11684 1251A01 LEGOLAND HOTEL ON PALOMAR AIRPORT ROA 462 STEVENS AVENUE SUITE 106 SOLANA BEACH, CA 92075 Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq Inch) (lbs.) (psi) Fracture 7 3/22/2012 4X8 12 57 35,080 2,790 Cone 28 4/12/2012 4X8 12 57 52,120 4,150 Cone 28 4/12/2012 4X8 12 57 53,060 4,220 Cone 28 4/12/2012 4X8 12 57 50,510 4,020 Cone 28 H 4/12/2012 4X8 12 57 Specified Strength 3,000 PSI Sampled By: HANS KLEHMET Location: EXTERIOR WALL FOOTING - GRID LINE M / 23 ASTMC172 Date Sampled- 3/15/2012 Date Received 3/I6/20I2 Concrete Supplier. Mix No.. 3033500 Ticket No 439055 Water added at Site Cement Type HANSON AGGREGATE gal By Mix Time. Concrete Temp 68 Ambient Temp: 64 "F ASTM C1064 °F ASTM C1064 Slump 4 25 in ASTM C143 Tested at- San Diego Remarks- Distribution: PROJECT MANAGEMENT ADVISORS LEGOLAND CITY OF CARLSBAD-BLDG INSPECTION DEPT RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION *"LAB COPY** Respectfully Submitted, MTGL, Inc. Sam Valdez, RCE. 4130 PSI 28-day compression test complies with the specified strength Corporate 2992 E La Palma Avenue, Suite A, Anaheim, CA 92806 Tel (714)632-2999 Fax (714)632-2974 Branch 6295 Ferris Square, Suite C, San Diego, CA 92121 Tel (858) 537-3999 Fax (858) 537-3990 Branch 14467 Meridian Parkway Bldg lA, Riverside, CA 92518 Tel (951)653-4999 Fax (951)653-4666 Branch 44917 Golf Center Parkway # 1, Indio, CA 92201 Tel (760) 342-4677 Fax (760)342-4525 Report of- COMPRESSIVE STRENGTH-CONCRETE ASTM C39 Date Printed. 4/12/2012 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client: PROJECT MANAGEMENT ADVISORS Set No: 12-0173 File No.: Permit No - Project No.. Project Name: CBII1684 1251A01 LEGOLAND HOTEL ON PALOMAR AIRPORT ROA 462 STEVENS AVENUE SUITE 106 SOLANA BEACH, CA 92075 Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq. Inch) (Ibs.) (psi) Fracture 7 3/22/2012 4X8 12 57 40,550 3,230 Cone 28 4/12/2012 4X8 12 57 60,5 70 4,820 Cone 28 4/12/2012 4X8 12 57 59,680 4,750 Cone 28 4/12/2012 4X8 12 57 58,9(50 4,690 Cone 28 H 4/12/2012 4X8 12 57 Specified Strength- 3,000 PSI Sampled By. HANS KLEHMET Location EXTERIOR WALL FOOTING - GRID LINE J / 27 ASTMCI72 Date Sampled. 3/15/2012 Date Received: 3/16/2012 Concrete Supplier. H/WSON AGGREGATE MIX No.. 3033500 Ticket No.: Water added at Site gal. By Cement Type Mix Time: 59 Concrete Temp. 68 Ambient Temp. 66 "F ASTM C1064 °F ASTM C1064 Slump: 4 00 in ASTM C143 Tested at. San Diego Remarks. Distribution: PROJECT MANAGEMENT ADVISORS LEGOLAND CITY OF CARLSBAD-BLDG INSPECTION DEPT RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION **LAB COPY** Respectfully Submitted, MTGL, Inc. Sam Valdez, RCE 4750 PSI 28-clay compression test complies with the specified strength Corporate 2992 E La Palma Avenue, Suite A, Anaheim, CA 92806 Tel (714)6^2-2999 Fax (714)632-2974 Branch 6295 Ferris Square, Suite C, San Diego, CA 92121 Tel (858) 5 57-3999 Fax (858) 537-3990 Branch 14467 Meridian Parkway Bldg 2A, Riverside, CA 92518 Tel (951)653-4999 Fax (951)653-4666 Branch 44917 Golf Center Parkway # 1, Indio, CA 92201 Tel (760)342-4677 Fax (760)342-4525 Report of COMPRESSIVE STRENGTH-CONCRETE ASTM C39 Date Printed. 4/10/2012 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client. PROJECT MANAGEMENT ADVISORS Set No 12-0222 File No.. Permit No - Project No Project Name CBI 11684 1251 AOI LEGOLAND HOTEL ON PALOMAR AIRPORT ROA 462 STEVENS AVENUE SUITE 106 SOLANA BEACH, CA 92075 Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq Inch) (lbs) (psi) Fracture 7 4/10/2012 4X8 12 57 34,780 2,770 Cone 7 4/10/2012 4X8 12 57 33,020 2,630 Cone 28 5/1/2012 4X8 12 57 28 5/1/2012 4X8 12 57 28 5/1/2012 4X8 12 57 Specified Strength- 3,000 PSI Sampled By. HANS KLEHMET Location SLAB ON GRADE - GRID LINE 60 / R ASTMC172 Date Sampled 4/3/2012 Date Received- 4/4/2012 Concrete Supplier. HANSON AGGREGATE MIX No: 3033500 Ticket No.. 440730 Water added at Site: IOOO gal By CONTFACTOR Cement Type- Mis Time 73 Concrete Temp. 62 Ambient Temp- 56 "F ASTM C1064 "F ASTM C1064 Slump in ASTM C143 Tested at San Diego Remarks. Distribution PROJECT MANAGEMENT ADVISORS LEGOLAND CITY OF CARLSBAD-BLDG INSPECTION DEPT RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION **LAB COPY** Respectfully Submitted, MTGL, Inc Sam Valdez, R CE. Corporate 2992 E La Palma Avenue, Suite A, Anaheim, CA 92806 Tel (714)632-2999 Fax (714)632-2974 Branch 6295 Ferns Square, Suite C, San Diego, CA 92121 Tel (858) 517-3999 Fax (858) 537-3990 Branch 14467 Meridian Parkway Bldg 2A, Riverside, CA 92518 Tel (951)653-4999 Fax (951)653-4666 Branch 44917 Golf Center Parkway #1, Indio, CA 92201 Tel (760)342-4677 Fax (760)342-4525 Report of COMPRESSIVE STRENGTH-CONCRETE ASTM C39 Date Printed. 4/10/2012 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client: PROJECT MANAGEMENT ADVISORS Set No: 12-0221 File No . Permit No.: Project No.: Project Name CBI 11684 1251A01 LEGOLAND HOTEL ON PALOMAR AIRPORT ROA 462 STEVENS AVENUE SUITE 106 SOLANA BEACH, CA 92075 Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq Inch) (Ibs) (psi) Fracture 7 4/10/2012 4X8 12 57 31,320 2,490 Cone 7 4/10/2012 4X8 12 57 32,180 2,560 Cone 28 5/1/2012 4X8 12 57 28 5/I/20I2 4X8 12 57 28 5/1/2012 4X8 12 57 Specified Strength. 3,000 PSI Sampled By: HANS KLEHMET Location: SLAB ON GRADE - GRID LINE 57 / T ASTMC172 Date Sampled 4/3/2012 Date Received. 4/4/2012 Concrete Supplier MIX No.. 3033500 Ticket No.. 440770 Water added at Site. Cement Type HANSON AGGREGATE gal By MIX Time: 86 Concrete Temp. 66 Ambient Temp: 60 °F ASTM C1064 "F ASTM C1064 Slump 4 25 in ASTM C143 Tested at San Diego Remarks Distribution: PROJECT MANAGEMENT ADVISORS LEGOLAND CITY OF CARLSBAD-BLDG INSPECTION DEPT RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION **LAB COPY** Respectfully Submitted, MTGL, Inc Sam Valdez, R.C E. Corporate 2992 E La Palma Avenue, Suite A, Anaheim, CA 92806 Tel (714) 632-2999 Fax (714)632-2974 Branch 6295 Ferns Square, Suite C, San Diego, CA 92121 Tel (858) 5 57-3999 Fax (858) 537-3990 Branch 14467 Mendian Parkway Bldg 2A, Riverside, CA 92518 Tel (951) 653-4999 Fax (951)653-4666 Branch 44917 Golf Center Parkway #l,lndio, CA92201 Tel (760)342-4677 Fax (760)342-4525 Report of: COMPRESSIVE STRENGTH-CONCRETE ASTM C39 Date Printed 4/10/2012 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client PROJECT MANAGEMENT ADVISORS Set No. 12-0220 File No : Permit No Project No.: Project Name- CBl11684 1251A0I LEGOLAND HOTEL ON PALOMAR AIRPORT ROA 462 STEVENS AVENUE SUITE 106 SOLANA BEACH, CA 92075 Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq Inch) (lbs) (psi) Fracture 7 4/10/2012 4X8 12 57 31,650 2,520 Cone 7 4/10/2012 4X8 12 57 30,940 2,460 Cone 28 5/1/2012 4X8 12 57 28 5/1/2012 4X8 12 57 28 5/1/2012 4X8 12 57 Specified Strength 3,000 PSI Sampled By HANS KLEHMET Location. SLAB ON GRADE - GRID LINE 45 / W ASTMC172 Date Sampled. 4/3/2012 Date Received: 4/4/2012 Concrete Supplier: Mix No.. 3033500 Ticket No.. 440854 Water added at Site- Cement Type HANSON AGGREGATE 10 00 gal By CONTRACTOR Mix Time. 92 Concrete Temp: 70 Ambient Temp 72 "F ASTM C1064 °F ASTM C1064 Slump- 4 25 in ASTM C143 Tested at: San Diego Remarks: Distribution PROJECT MANAGEMENT ADVISORS LEGOLAND CITY OF CARLSBAD-BLDG INSPECTION DEPT RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION **LAB COPY** Respectfully Submitted, MTGL, Inc. Sam Valdez, R.C.E. Corporate 2992 E La Palma Avenue, Suite A, Anaheim, CA 92806 Tel (714)632-2999 Fax (714)632-2974 Branch 6295 Ferns Square, Suite C, San Diego, CA 92121 Tel (858) 537-3999 Fax (858) 537-3990 Branch 14467 Mendian Parkway Bldg 2A, Riverside, CA 92518 Tel (951)653-4999 Fax (951)653-4666 Branch 44917 Golf Center Parkway #1, Indio, CA 92201 Tel (760)342-4677 Fax (760) 342-4525 Report of COMPRESSIVE STRENGTH-CONCRETE ASTM C39 Date Printed- 4/10/2012 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client. PROJECT MANAGEMENT ADVISORS Set No 12-0219 File No.- Permit No - Project No. Project Name: CBI 11684 1251 AOI LEGOLAND HOTEL ON PALOMAR AIRPORT ROA 462 STEVENS AVENUE SUITE 106 SOLANA BEACH, CA 92075 Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq Inch) (Ibs.) (psi) Fracture 7 4/10/2012 4X8 12 57 35,040 2,790 Cone 7 4/10/2012 4X8 12 57 34,590 2,750 Cone 28 5/1/2012 4X8 12 57 28 5/1/2012 4X8 12 57 28 5/1/2012 4X8 12 57 Specified Strength. 3,000 PSI Sampled By: HANS KLEHMET Location: SLAB ON GRADE - GRID LINE 53 / P ASTMC172 Date Sampled 4/3/2012 Date Received. 4/4/2012 Concrete Supplier- HANSON AGGREGATE Mix No - 3033500 Ticket No: 440813 Water added at Site gal. By Cement Type Mix Time: 54 Concrete Temp 66 °F ASTM C1064 Ambient Temp. 62 ' °F ASTM C1064 Slump: 4 00 in ASTM C143 Tested at San Diego Remarks Distribution: PROJECT MANAGEMENT ADVISORS LEGOLAND CITY OF CARLSBAD-BLDG INSPECTION DEPT RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION *-LAB COPY"^* Respectfully Submitted, MTGL, Inc Sam Valdez, R.C.E. Corporate 2992 E La Palma Avenue, Suite A, Anaheim, CA 92806 Tel (714)612-2999 Fax (714)632-2974 Branch 6295 Ferns Square, Suite C, San Diego, CA 92121 Tel (858) 5 57-3999 Fax (858) 537-3990 Branch 14467 Mendian Parkway Bldg 2A, Riverside, CA 92518 Tel (951)653-4999 Fax (951)653-4666 Branch 44917 Golf Center Parkway # I, [ndio, CA 92201 Tel (760)342-4677 Fax (760)342-4525 Report of COMPRESSIVE STRENGTH-CONCRETE ASTM C39 Date Printed- 4/9/2012 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client- PROJECT MANAGEMENT ADVISORS Set No. 12-0169 File No - Permit No - Project No.: Project Name: CBI11684 1251A0I LEGOLAND HOTEL ON PALOMAR AIRPORT ROA 462 STEVENS AVENUE SUITE 106 SOLANA BEACH, CA 92075 Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq. Inch) (Ibs) (psi) Fracture 7 3/19/2012 4X8 12 57 43,770 3,480 Cone 28 4/9/2012 4X8 12 57 58,010 4,620 Cone 28 4/9/2012 4X8 12 57 56,050 4,460 Cone 28 4/9/2012 4X8 12 57 60,950 4,850 Cone 28 H 4/9/2012 4X8 12 57 Specified Strength: 3,000 PSI Sampled By PAT SIMMONS Location- SLAB ON GRADE - GUEST ELEVATOR PIT FLOOR ASTMCI72 Date Sampled 3/12/2012 Date Received- 3/13/2012 Concrete Supplier: MIX NO . 3033500 Ticket No.. 438503 Water added at Site: Cement Type: HANSON AGGREGATE gal By MIX Time: 90 Concrete Temp: 62 Ambient Temp: 57 "F ASTM C1064 °F ASTM C1064 Slump: 4 00 in ASTM C143 Tested at: San Diego Remarks- Distribution PROJECT MANAGEMENT ADVISORS LEGOLAND CITY OF CARLSBAD-BLDG INSPECTION DEPT RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION **LAB COPY** Respectfully Submitted, MTGL, Inc. Sam Valdez, R CE 4640 PSI 28-day compression test complies with the specified strength www mtglinc com MTGL Project # (' • Corporate 2992 E La Palma Ave Ste A Anaheim, CA 92806 Tel 714 632 2999 Fax 714 632 2974 Dispatch 800 491 2990 San Diego/lmperial County 6295 Ferris Square, Suite C San Diego, CA 92121 Tel 858 537 3999 Fax 858 537 3990 Dispatch 888 844 5060 C) Inland Empire 14467 Meridian Pkw, Bldg 2-A Riverside, CA 92518 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 Indio 44917 Golf Center Pkwy, #1 Indio, CA 92201 Tel 760 342 4677 Fax 760 342 4525 Dispatch 800 491 2990 Permit; Report il ///dB9 PG_^ OF / DAILY INSPECTION REPORT DSA/CITY File ii DSA/OSHPD APPL# DSA/LEAH Special Inspection Reports must be distributed to the parties listed beiow withm 14 days of the inspection Reports of non-compliant conditions must be distnbuted immediately Separate reports shall be prepared for each type of special inspection, on a daily basis Each report shall be completed and signed by the special inspector conducting the inspection PROJECT NAME 2£Ul^'^^4>£> p/i'TF/^^ DATE 7/ve, ARCHITECT M,.,,.™,,,..,.,. _ ENGINEER _ / 7 TRAVEL TIME TIME ARRIVED TIME QEPARTEll ENGINEER _ _ LUNCH TIME CONTRACTOI /K.P. CP/.5>e>/0 INSPECTION ADDRESS . 1, l£/io/.aJ£y /^oTgc SUB CONTRACTOR ADDRESS OF PROJECT TYPE OF INSPECTION • ENGINEERED FILL • FOUNDATION • BACK FILL • BATCH PLANT • PT CONCRETE • SHOTCRETE • CONCRETE • IVIASONRY • HIGH STRENGTH BOLTING • WELDING • SHOP WELD ^ 'ENO • FIREPROOFING • ANCHOR/DOWEL • NDE FIELD • NDESHOP • CEILING WIRE ^/pgytJF^7££^ • • DSA/OSHPD/PROJECT APPROVED DOCUMENTS AVAILABLE APPROVED PLANS Y SOIL REPORT Yf SPECS YZ^N^ APPROVED SHOP DRAWING YD ND MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS) /)S77^ /t'6^^/i/e^o^£/'y CONTRACTORS EQUIPMENT / MANPOWER USED AREA, GRID LINES PIECES INSPECTED 'aPi-P^ £/.E\//9'F/r>A) <^P.C. Q-£./^ZS -2 F/eoy^ /JroF' 7/^/^ Zytjc /£, F^/n fiToT' ryiC(^KPr /g r^/^fC r^/9r Fofi. Jc^/OJc F/r/ffr/.yat STRUCTURAL NOTES DETAIL OR RFIS USED <//~-S/^^ <y./.z.^<.^/./^^^.'z,^ P7^JJ REMARKS INCLUDING MEETINGS G?/^SS/2e/^ ^t/*^'Ft>^</^C S7£S^ P/L^c£'r^£t^7 /A) T//£ t.oCfi / /OA/J, /^y^'7/7P) A^e>i/£^ /y}^£^/>9^/ < ^ye>£ /xJ Pt./^^ ^ s.£/^^^je£r REWORK AS PERg&fff OF ALL WORK TODAY PERCENT PR(3JECT COMPLETE THEWORK WASB WASNOTD Inspected in accordance with the requirements of the DSA/OSHPD/PROJECT approved documents MATERIAL SAMPLING WAS^ WASNOTD N/AZT^ Performed in accordance with DSA/OSHPD/PROJECT approved documents cc Proiect Architect Contractor Structural Engineer Building Department DSA Regional Office Owner School Distnct THE WORK INSPECTED METB^DID NOT MEETD The requirements of the ^JAJTOHPD/PROJECT approved documents Samples taken. Weather <CcS/^/e. Temp 7* 'f ^— Signatwe ol Signature of Special Inspector Certification Verified by \^ Prltit Name www mtglinc com MTGL Project # r Corporate 2992 E La Palma Ave Ste A Anaheim, CA 92806 Tel 714 632 2999 Fax 714 632 2974 Dispatch 800 491 2990 r San Diego/lmpenal County 6295 Ferris Square, Suite C San Diego, CA 92121 Tel 858 537 3999 Fax 858 537 3990 Dispatch 888 844 5060 Inland Empire 14467 Meridian Pkvi/, Bldg 2-A Riverside, CA 92518 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 Indio 44917 Golf Center Pkwy, #1 Indio, CA 92201 Tel 760 342 4677 Fax 760 342 4525 Dispatch 800 491 2990 Permit # DAILY INSPECTION REPORT DSA/CITY File # DSA/OSHPDAPPLi DSA/LEA« Report# PG f_ OF / DSA/LEA# Special Inspection Reports must be distnbuted to the parties listed below within 14 days of the inspection Reports of non-compliant conditions must be distnbuted immediately Separate reports shall be prepared for each type of special inspection, on a daily basis Each report shall be completed and signed by the special inspector conducting the inspection PROJECT NAME AS/i. O ^^yi)0 M^T/^^ ARCHITECT TIME ARRIVED ^s</ TIME DEPARTED ENGINEER TRAVELTIME LUNCH TIME CONTRACTOR SUB CONTRACTOR INSPECTION ADDRESS ADDRESS OF PROJECT TYPE OF INSPECTION • ENGINEERED FILL • FOUNDATION • BACKFILL • BATCH PLANT • PT CONCRETE • SHOTCRETE • CONCRETE D MASONRY • HIGH STRENGTH BOLTING D WELDING • SHOP WELD D FIREPROOFING • ANCHOR/DOWEL • NDE FIELD • NDESHOP D CEILING WIRE • • SOIL REPORT YB^ND SPECS YI^ND APPROVED SHOP DRAWING YD DSA/OSHPD/PROJECT APPROVED DOCUMENTS AVAILABLE APPROVED PLANS Y ND MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS) /7^/-t P)-/,/X /.jei>z>^'-i'y CONTRACTORS EQUIPMENT / MANPOWER USED AREA GRID LINES PIECES INSPECTED SPi^i I fLLy/Tf lo^ <,f:>l. (^CtiiES 2 Prof f Z/^i^/^ STRUCTURAL NOTES DETAIL OR RFIS USED ^ Z.t.Z^S^7/,S,</.Z.P)Z././ REMARKS INCLUDING MEETINGS OA<>C^(JBO ujA/Z-fC /AJ P^adPS-^ i^^-F ^?C7 £tJ/S7/i/^/9<JLy REWORK AS PERCENT OF ALL WORK TODAY PERCENT PR(3JECT COMPLETE THEWORK WASD WAS NOT Inspected in accordance with the requirements of the DS/VOSHPD/PROJECT approved documents MATERIAL SAMPLING WASD WASNOTD N/AD Performed in accordance with DSA/OSHPD/PROJECT approved documents cc Project Architect Contractor Structural Engineer Building Department DSA Regional Office Owner School District THE WORK INSPECTED MET^ DID NOT MEET 0^ The requirements of theDS^SHPD/PROJECT approved documents Samples taken ^"^"^ Weather <f ^'<^^/<- Temp "73 T'^ Signatureof Special Inspector Certification # Verified by Print Naffie -p- WWW mtglinc com MTGL Project # /ZS/ ^Of c Corporate 2992 E La Palma Ave Ste A Anaheim, CA 92806 Tel 714 632 2999 Fax 714 632 2974 Dispatch 800 491 2990 San Diego/lmperial County 6295 Ferris Square, Suite C San Diego, CA 92121 Tel 858 537 3999 Fax 858 537 3990 Dispatch 888 844 5060 Inland Empire 14467 Mendian Pkw, Bldg 2-A Riverside, CA 92518 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 Indio 44917 Golf Center Pkwy, #1 Indio, CA 92201 Tel 760 342 4677 Fax 760 342 4525 Dispatch 800 491 2990 Permit / OF:Z^ DAILY INSPECTION REPORT DSA/CITY File; Report/ PG DSA/OSHPD APPL/ DSA/LEA/ Special Inspection Reports must be distributed to the parties listed below within 14 days of the inspection Reports of non-compliant conditions must be distnbuted immediately Separate reports shall be prepared for each type of special inspection, on a daily basis Each report shall be completed and signed by the special inspector conducting the inspection PROJECT MAME P.ppo^joJP) h/oT£-p. y/e>S//2- rECJ TIMEARRIVEa /h^-Aiti/S L)/^i^£^ /^oa£/6,uS2 . /^/?^kS6P LoO/»/h EER 7 I 7^ TRAVEL TIME DATE ARCHITEI ENGINEER TIME DEPARTED C^^r S-7/Z(^6F £ti)C.. CONT54CTOR LUNCH TIME SUB CONTRACTOR INSPECTION ADDRESS ADDRESS OF PROJECT TYPE GF INSPECTION • ENGINEERED FILL • FOUNDATION D BACKFILL • BATCH PLANT • PT CONCRETE • Sii8TCRETE H-TONCRETE • MASONRY D HIGH STRENGTH BOLTING D WELDING • SHOP WELD D FIREPROOFING D ANCHOR/DOWEL D NDE FIELD D NDESHOP D CEILING WIRE D D D SOIL REPORT Y[nTD SPECS YST^D APPROVED SHOP DRAWING YD ND DSA/OSHPD/PROJECT APPROVED DOCUMENTS AVAILABLE APPROVED PLANS YH-I^ MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS) P^ATF P^c/^^T'^Zo^ ZlU 7^p&cP:s/ 'l9o Cyu. CONTRACTORS EQUIPMENT / MANPOWER USED ' 7 Z> ' ^£T£/t /Zo/i/h /^c^rf^ f/e/c/^^) /^BC///7*^7c^^ AREA GRID LINES PIECES INSPECTED STRUCTURAL NOTES DETAIL OR RFIS USED SP/ - <./.W^5Z./.\,57../M REMARKS INCLUDING MEETINGS CP/^$£^i//fP> PoJ6MF£'P^L///'n/>^/t07^/^ 77/S Pinrj^o^^^ REWORK AS PERCpT OF ALL WORK TODAY PERCENT PROJECT COMPLETE THEWORK WAS iPwAS NOTD Inspected in accordance with the requirements of the DSA/OSHPD/PROJECT approved documents MATERIAL SAMPLING WAS g^S NOTD N/AD Performed in accordance with DSA/OSHPD/PROJECT approved documents cc Project Architect Contractor Structural Engineer Building Department DSA Regional Office Owner School District THE WORK INSPECTED MET B^DID NOT MEET D The requirements of the DSA/OSHPD/PROJECTapproved documents Samples taken Weather U/9Zy ts of the DSA/OSHPD/PROJECTapproved documents ^<£^s cF cyuPii!i£/li> ^/F/£c/)^a^i zy <^oo^. :4mD 77? 7/''/":^ Signature of Special Inspector Pnnt Name Certification # Verified by www mtglinc com Corporate 2992 E La Palma Ave Ste A Anaheim, CA 92806 Tel 714 632 2999 Fax 714 632 2974 Dispatch 800 491 2990 San Diego/lmperial County 6295 Ferns Square, Suite C San Diego, CA 92121 Tel 858 537 3999 Fax 858 537 3990 Dispatch 888 844 5060 Inland Empire 14467 Mendian Pkw, Bldg 2-A Rh/erside, CA 92518 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 India 44917 Golf Center Pkwy, #1 Indio, CA 92201 Tel 760 342 4677 Fax 760 342 4525 Dispatch 800 491 2990 MTGL Project #. Permit # C£j//^9i^ DAILY INSPECTION REPORT DSA/CITY File; DSA/OSHPD APPL # Report #_ PG. 0F_ DSA/LEA/ Special Inspection Reports must be distnbuted to the parties listed below within 14 days of the inspection Reports of non-compliant conditions must be distnbuted immediately Separate reports shall be prepared for each type of special inspection, on a daily basis Each report shall be completed and signed by the special inspector conducting the inspection PROJECT NAME DATE ARCHITECT TIME ARRIVED TIME DEPARTED S:oo ENGINEER TRAVELTIME LUNCH TIME CONTRACTOR SUB CONTRACTOR C*i^/^ y^A.S.f,^P\/ INSPECTION ADDRESS ADDRESS OF PROJECT TYPE OF INSPECTION • ENGINEERED FILL D FOUNDATION D BACK FILL D BATCH PLANT • PT CONCRETE D SHOTCRETE D CONCRETE BIMASONRY D HIGH STRENGTH BOLTING D WELDING • SHOP WELD gTND D FIREPROOFING D ANCHOR/DOWEL D NDE FIELD D NDESHOP • CEILING WIRE • • D DSA/OSHPD/PROJECT APPROVED DOCUMENTS AVAILABLE SOIL REPORT Y APPROVED PLANS YH^D SPECS Y[?r¥D APPROVED SHOP DRAWING YD ND MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS) /?.^A7 /?'&<£ y<./^P^C^ %""ci?^u'Ty/>£ AJ-/ CONTRACTORS EQUIPMENT / MANPOWER USED ^ r~ rry— ^ TiV. cCJP/^Hj/Ct9<L ty/i^/i*>/cP AREA GRID LINES PIECES INSPECTED JTP /./F7 Tr. PP-o'' e P.y^^ 24> STRUCTURAL NOTES DETAIL OR RFIS USED REMARKS, INCLUDING MEETINGS P?^Sc-P i^ED ^l/?jyt^/> -fiF A7^ >eK f<liFF (Foice^e^ P/fJ ///£ yg^s ^/^fi/? /?AisfF^ (Z^^j^T P£^£F7A^A/F'4Sjy Pt^^ P^^ Co A^SaC / /O />TyF3A^ d{/ i//dytyQ7/ o iJ' REWORK AS PERCENT OF ALL WORK TODAY PERCENT PROJECT COMPLETE THEWORK WAS Zf^AS NOTD Inspected in accordance with the requirements of the DSA/OSHPD/PROJECT approved documents MATERIAL SAMPLING WAS-^fl/VAS NOTD N/AD Performed in accordance with DSA/OSHPD/PROJECT approved documents cc Project Architect Contractor Structural Engineer Building Department DSA Regional Office Owner School District THE WORK INSPECTED MET ?T DID NOT MEET • The requirements of the DSA/OSHPD/PROJECTapproved documents Samples taken I S£F oF/LP.au/ Weather ///tZy Caoi- Temp. Signature of Special Inspectat Print Name Certification # ^ 7y Venfied by www mtglinc com MTGL Project/ Corporate 2992 E La Palma Ave Ste A Anaheim, CA 92806 Tel 714 632 2999 Fax 714 632 2974 Dispatch 800 491 2990 /9o f (' San Diego/lmperial County 6295 Ferns Square, Suite C San Diego, CA 92121 Tel 858 537 3999 Fax 858 537 3990 Dispatch 888 844 5060 Inland Empire 14467 Mendian Pkw, Bldg 2-A Riverside, CA 92518 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 Indio 44917 Golf Center Pkwy, #1 Indio, CA 92201 Tel 760 342 4677 Fax 760 342 4525 Dispatch 800 491 2990 Permit # PG / 0F/_ DAILY INSPECTION REPORT DSA/CITY File i DSA/OSHPD APPL/ DSA/LEA/ Report #__ Special Inspection Reports must be distnbuted to the parties listed below within 14 days of the inspection Reports of non-compliant conditions must be distnbuted immediately Separate reports shall be prepared for each type ol special inspection, on a daily basis Each report shall be completed and signed by the special inspector conducting the inspection PROJECT NAME P^d6/^o.)f) //c/r/7< DATE ARCHITECT OP2.t^i->/^,i\iiLKFS PoPA./£.oP-z J. t^jf/e/dfc TIME ARRIVED . TJ^ DEPARTED ENGINEER TRAVEL TIME LUNCH TIME CONTRACTOR _ /I. O. O/.SOT0 SUB CONTRACTOR INSPECTION ADDRESS ADDRESS OF PROJECT TYPE OF INSPECTION D ENGINEERED FILL D FOUNDATION D BACK FILL D BATCH PLANT D PT CONCRETE D SHOTCRETE D CONCRETE D MASONRY D HIGH STRENGTH BOLTING D WELDING D SHOP WELD SOIL REPORT YQ^ND • FIREPROOFING D ANCHOR/DOWEL • NDE FIELD • NDE SHOP SPECS Y^TND APPROVED SHOP DRAWING YD ND D CEILING WRE • D DSA/OSHPD/PROJECT APPROVED DOCUMENTS AVAILABLE ^ APPROVED PLANS Ya^MD MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS) s) —* J ^ £y^y AS7/>^ A'P^< P^P^^^Pt^^.^ ^P^ & CONTRACTORS EQUIPMENT / MANPOWER USED AREA GRID LINES PIECES INSPECTED STRUCTURAL NOTES, DETAIL OR RFIS USED T REMARKS INCLUDING MEETINGS e^£sE/2i/FF> jP£''AJFofi^t)j<L ^TP^z./ /9A}o/o/t /^c^^^y^^^TAj-r /yj 7~//£ P£?C/)~yo/JiS y£/^£n ^dai/A^ ynOArTr/t//9J.<- /^ P^^^£ f REWORK AS PERCENT OF ALL WORK TODAY PERCENT PROJECT COMPLETE THEWORK WAS 0^AS NOTD Inspected in accordance with the requirements of the DSA/OSHPD/PROJECT approved documents MATERIAL SAMPLING WAS Sl^^AS NOT D N/AE Performed in accordance with DSA/OSHPD/PROJECTapproved documents cc Project Architect Contractor Structural Engineer Building Department DSA Regional Office Owner School Distnct THE WORK INSPECTED MET H^ID NOT MEET D The requirements of the DSA/OSHPD/PROJECT approved documents Samples taken. Weather Cod>^ C/SyP/l Temp £ iF2- --^— Sign^ture-sf Special Inspector ^y^Aj4,yXCfP/p2^ Pnnt Name Certification.^ 0^ Venfied by / www mtglinc com MTGL Proiect # /F"^ f P/^^ / Permit # Cn> ///i<B V Report/ PG. r Corporate 2992 E La Palma Ave Ste A Anaheim, CA 92806 Tel 714 632 2999 Fax 714 632 2974 Dispatch 800 491 2990 San Diego/lmperial County 6295 Ferris Square, Suite C San Diego, CA 92121 Tel 858 537 3999 Fax 858 537 3990 Dispatch 888 844 5060 Inland Empire 14467 Meridian Pkw, Bldg 2-A Riverside, CA 92518 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 Indio 44917 Golf Center Pkvi^y, #1 Indio, CA 92201 Tel 760 342 4677 Fax 760 342 4525 Dispatch 800 491 2990 DAILY INSPECTION REPORT DSA/CITY File #. DSA/OSHPD APPL/ DSA/LEA# Special Inspection Reports must be distnbuted to the parties listed below within 14 days of the inspection Reports of non-compliant conditions must be distnbuted immediately Separate reports shall be prepared for each type of special inspection, on a daily basis Each report shall be completed and signed by the special inspector conducting the inspection PROJECT NAME DATE ARCHITECT TIME ARRIVED P.'oO TIME OEPApTEO _ ^55/ <,rPuc7. £^JC TRAVEL TIME LUNCH TIME CONTRACTOR SUB CONTRACTOR INSPECTION ADDRESS ADDRESS OF PROJECT TYPE OF INSPECTION D ENGINEERED FILL • FOUNDATION D BACK FILL D BATCH PLANT D PT CONCRETE D SHOTCRETE a^ONCRETE D MASONRY D HIGH STRENGTH BOLTING D WELDING D SHOP WELD DSA/OSHPD/PROJECT APPROVED DOCUMENTS AVAILABLE APPROVED PLANS Y0^D SOIL REPORT Ya^NG D FIREPROOFING D CEILING WIRE D ANCHOR/DOWEL D D NDE FIELD D D NDE SHOP D SPECS YZf ND APPROVED SHOP DRAWING YD ND MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS) C^^d,€FF£ ^/^ 3o3I^oc) T CONTRACTORS EQUIPMENT / MANPOWER USED 3^ /'w^r^/g- 73>£>^>^ Pyyy^P /^P/C/7^\ ^ /^PC //^^/^/)Z. AREA GRID LINES PIECES INSPECTED 'F>^c^ ^ /^/o7S<> r/io^ t/To(j P "/S'PF. r/?o^ ProF STRUCTURAL NOTES DETAIL, OR RFIS USED / REMARKS INCLUDING MEETINGS /i^/<.FAA /?/^y^,/y^^ ^^F£J^yy<^/ /^0/9^<F/7 /Sy P^/^^^P if ^O.^ 5;y^i/^y^7yA. /^ 1/ l^/P/^y9rr'^J REWORK AS PERCENT OF ALL WORK TODAY PERCENT PROJECT COMPLETE THEWORK WAS B^AS NOTD Inspected m accordance with the requirements of the DSA/OSHPD/PROJECT approved documents MATERIAL SAMPLING WASl5^WAS NOTD N/AD Performed in accordance with DSA/OSHPD/PROJECT approved documents cc Project Architect Contractor Structural Engineer Building Department DSA Regional Office Owner School District THE WORK INSPECTED MET DID NOT MEET D The requirements of the DSA/OSHPD/PROJECT approved documents Samples taken femo^^ 7^ ' rZ-Weather /^ Signature of Special Inspector P/F)^ <. /PLiz/yT^FP' Pnnt Name Certification # Venfied by~^^(. www mtglinc com MTGL Project* Corporate 2992 E La Palma Ave Ste A Anaheim, CA 92806 Tel 714 632 2999 Fax 714 632 2974 Dispatch 800 491 2990 San Diego/lmperial County 6295 Ferns Square, Suite C San Diego, CA 92121 Tel 858 537 3999 Fax 858 537 3990 Dispatch 888 844 5060 (; Inland Empire 14467 Mendian Pkw, Bldg 2-A Riverside, CA 92518 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 Indio 44917 Golf Center Pkwy, #1 Indio, CA 92201 Tel 760 342 4677 Fax 760 342 4525 Dispatch 800 491 2990 Permit #. OF^ DAILY INSPECTION REPORT DS/VCITY File #. DSA/OSHPD APPL/ DSA/LEA/ Report #_ Special Inspection Reports must be distnbuted to the parties listed below within 14 days of the inspection Reports of non-compliant conditions must be distributed immediately Separate reports shall be prepared for each type of special inspection, on a daily basis Each report shall be completed and signed by the special inspector conducting the inspection PROJECT NAME DATE 21 ARCHITECT TIME ARRIVED //:Oc> TIME DEPARTED ENGINEER r; ^^/ CFPhcF £^/. TRAVELTIME LUNCH TIME CONTRACTOI SUB CONTRACTOR CCJ INSPECTION A_DDRESS .7 P^P^diC/^J/D PP . ^/^/?^S/iAO ADDRESS DF PROJECT TYPE OF INSPECTION D ENGINEERED FILL D FOUNDATION D BACKFILL D BATCH PLANT D PT CONCRETE D SHOTCRETE QifONCRETE D MASONRY D HIGH STRENGTH BOLTING D WELDING D SHOP WELD D FIREPROOFING D CEILING WIRE D ANCHOR/DOWEL D D NDE FIELD D D NDE SHOP D SPECS YSTND APPROVED SHOP DRAWING YD ND DSA/OSHPO/PROJECT APPROVED DOCUMENTS AVAILABLE ^ APPROVED PLANS YH^D SOIL REPORT YH ND MATERIALS USED BY CONTRACTDR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS) P-^^C 7P6d>^y^f'^Pj /).o^//^/^<^^r^ CONTRACTORS EQUIPMENT / MANPOWER USED AREA GRID LINES PIECES INSPECTED PLP C/Jl^y (^r^/FciJ^AD /yO^/^£c7i>/e. /<?./^. F'y^P yT^/f/^^^/^ /^7k5. ^/^,/ i^FT <^FT /P^^ ou} /)A/F) STRUCTURAt'NOTES DETAIL OR RFIS USED _ \ 3 . y / _ . _ ^ - REMARKS INCLUDING MEETINGS i^J'.^F^/y^O ^/7/^yc/?/, J/ <yF^ y ^' ,/}^)<^//f^/? /^y yy^Fy^/rPF y^ /Pn Z-nC/lT/OA.'<. /y<,T7:yO y^ Po U A> . ^ •^T P^ / ylC^ AiP / Pc^r^cFf <F<rLt^y:: REWORK AS PERCENT OF ALL WORK TODAY PERCENT PROJECT COMPLETE THEWORK WAS0^ASI\IOTD inspected m accordance with the requirements of the DSA/OSHPD/PROJECT approved documents MATERIAL SAMPLING WASD WASNOTD N/A[ Performed in accordance with DSA/OSHPD/PROJECT approved documents cc Project Architect Contractor Structural Engineer Building Department DSA Regional Office Owner School District THE WORK INSPECTED MET[ZTOID NOT MEETD The requirements of the DSA/OSHPD/PROJECT approved documents Samples taken Weather /Myy Co&t- Tec -pT -^z: :y£../^ Signature of Special Inspector Print Name Certification # Venfied by. Corporate 2992 E La Palma Ave Ste A Anaheim CA 92806 Tel 714 632 2999 Fax 714 632 2974 Dispatch 800 491 2990 San Diego/lmperial County 6295 Fems Square Suite 0 San Diego CA 92121 Tel 856 537 3999 Fax 858 537 3990 Dispatch 888 844 5060 Inland Lmpire 14467 Meridian Pkwy Bldg 2A Riverside CA 92518 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 Indio 44917 Golf Center Pkwy Ste 1 Indio CA 92201 Tel 760 342 4677 Fax 760 342 4525 Dispatch 800 491 2990 OSHPD # DSA APPLICATION NUMBER MTGL PROJECT* 1251-AOI DAILY INSPECTION BUILDING PERMITS UflknoWn (^_^ I ll 6 REPORT Report # Page 1 of 1 DSA/LEA # Special Inspection Reports must be distributed to the parties listed below within 14 days ofthe inspection Reports of non-compliant conditions must be distributed immediately Separate reports shall be prepared for each type of special inspection on a daily basis Each report shall be completed and signed by the special inspector conducting the inspection PROJECT NAME Legoland Hotel Carlsbad Date Friday, April 06, 2012 ARCHITECT Delawie Wilkes Rodngues Barker TIME ARRIVED 5 00 am TIME DEPARTED 1 30 pm ENGINEER William F Schell TRAVEL TIME LUNCH TIME CONTRACTOR Byeor SUB CONTRACTOR Adam Steel INSPECTION ADDRESS 827 E CIVIC Center Dr, Santa Ana, CA ADDRESS OF PROJECT 1 Legoland Dr, Carlsbad, CA 92008 TYPE OF INSPECTION • ENGINEERED FILL • FOUNDATION • BACK FILL • BATCH PLANT • PT CONCRETE • SHOTCRETE • CONCRETE • MASONRY • HIGH STRENGTH BOLTING El WELDING • SHOP WELD • FIREPROOFING • ANCHOR/DOWEL • NDE FIELD • NDE SHOP • CEILING WIRE • EPOXY • _• DSA/OSHPD PROJECT APPROVED DOCUMENTS AVAILABLE APPROVED PLANS VEND SOIL REPORT Y • N • SPECS Y • N I APPROVED SHOP DRAWING Y E N • MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TES T REPORTS) ASTM A992, A572 CONTRACTORS EQUIPMENT/MANPOWER USED 2 certified welders (certifications on file) FCAW welding process using E70T-1 electrode AREA, GRID LINES, PIECES INSPECTED Visual inspection of full penetration, partial penetration, multi-pass welds on steel components as listed below STRUCTURAL NOTES, DETAIL OR RFIS USED Approved drawings, approved shop drawings REMARKS, INCLUDING MEETINGS Provided continuous visual inspection of full penetration welds on the following" Columns 31A (HT# B070616), 32A (HT# B070616), and 36A & 38A (Heat # A071496)-in progress and not completed today Checked fit up, monitored preheat, welders were observed for use of proper procedures and technique Completed welds were visually inspected for size, length, location and visually for conformance to code REWORK AS PERCENT OF ALL WORK TODAY PERCENT PROJECT COMPLETE THE WORK WAS El WAS NOT • Inspected in accordance with the requirements ofthe DS/VOSPHD/ Project approved documents MATERIAL SAMPLING WAS • WAS NOT • N/A El Perfonned in accordance with DS/VOSPHD Project approved documents THE WORK INSPECTED METEI DID NOT MEET • The requirements ofthe DS/VOSPHD Project approved documents Samples taken N/ A Weather Cc Project Architect Structural Engineer DSA Regional Office School District Contractor Building Department Owner Temp .n»eSueO«c^»'^^°" Signature of Special I ConnieSue Dickinson Certification # Pnnt Name AWS CWl QC195070121 Venfied By J Corporate 2992 E La Palma Ave Ste A Anaheim CA 92806 Tel 714 632 2999 Fax 714 632 2974 Dispatch 800 491 2990 San Diego/lmpenal County 6295 Ferns Square Suite C San Diego CA 92121 Tel 858 537 3999 Fax 858 537 3990 Dispatch 888 844 5060 Inland Empire 14467 Mendian Pkwy Bldg 2A Riversids, CA 92518 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 Indio 44917 Golf Center Pkwy ste 1 Indio CA 92201 Tel 760 342 4677 Fax 760 342 4525 Dispatch 800 491 2990 MTGL PROJECT* 1251-A01 BUILDING PERMITS UflkneWFl- DAILY INSPECTION infcgi/ REPORT OSHPD# DSA APPLICATION NUMBER Report # Page 1 of 1 DSA/LEA # Special Inspection Reports must be distnbuted to the parties listed below within 14 days of the inspection Reports of non-compliant conditions must be distnbuted immediately Separate reports shall be prepared for each type of special inspection on a daily basis Each report shall be completed and signed by the special inspector conducting the inspection PROJECT NAME Date Legoland Hotel - Carlsbad Thursday, Apnl 05, 2012 ARCHITECT TIME ARRIVED TIME DEPARTED Delawie Wilkes Rodngues Barker 5 00 am 1 30 pm ENGINEER TRAVELTIME LUNCH TIME William F Schell C0NTF5ACT0R Bycrjr SUB CONTR'VCTOR Adam Steel INSPECTION ADDRESS 827 E CIVIC Center Dr Santa Ana, CA ADDRESS OF PROJECT 1 Legoland Dr, Carlsbad, CA 92008 TYPE OF INSPECTION • ENGINEERED FILL • FOUNDATION • BACK FILL • BATCH PLANT • PT CONCRETE • SHOTCRETE • CONCRETE • MASONRY • HIGH STRENGTH BOLTING El WELDING • SHOP WELD • FIREPROOFING • ANCHOR/DOWEL • NDE FIELD • NDE SHOP • CEILING WIRE • EPOXY • • DSA/OSHPD PROJECT APPROVED DOCUMENTS AVAILABLE APPROVED PLANS Y N • SOIL REPORT Y C] N • SPECS Y • N APPROVED SHOP DRAWING Y Kl N • MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS) ASTM A992, A572 CONTF?ACTORS EQUIPMENT/MANPOWER USED 2 certified welders (certifications on file) FCAW welding process using E70T-1 electrode AREA, GRID LINES, PIECES INSPECTED Visual inspection of full penetration, partial penetration, multi-pass welds on steel components as listed below STRUCTUFTAL NOTES, DETAIL OR RFIS USED Approved drawings, approved shop drawings REMARKS, INCLUDING MEETINGS Provided continuous visual inspection of full penetration welds on the following" Columns 31A (HT# B070616), 32A (HT# B070616), and 36A & 38A (Heat # A071496)-in progress and not completed today Checked fit up, monitored preheat, welders were observed for use of proper procedures and technique Completed welds were visually inspected for size, length, location and visually for conformance to code REWORK AS PERCENT OF ALL WORK TODAY PERCENT PROJECT COMPLETE THE WORK WAS ^ WAS NOT • Inspected in accordance with the requirements ofthe DS/VOSPHD/ Project approved documents MATERIAL SAMPLING WAS • WAS NOT • N/A El Perfomned in accordance with DS/VOSPHD Project approved documents THE WORK INSPECTED MET Ei DID NOT MEET • The requirements of the DS/VOSPHD Project approved documents Samples taken HI A Weather Cc Project Architect Structural Engineer DSA Regional Office School Distnct Contractor Building Department Owner Temp ,,eSueO*cK»'^^°" Venfied By Signature of Special InspSglfir ConnieSue Dickinson Pnnt Name Certification # AWS CWl QC195070121 J MTGL PROJECT* 1251-A01 BUILDING PERMIT* JJnknewfi- Corporate 2992 E La Palma Ave Ste A Anaheim CA 92806 Tel 714 632 2999 Fax 714 632 2974 Dispatch 800 491 2990 San Diego/lmpenal County 6295 Ferns Square Suite C San Diego CA92121 Tel 858 537 3999 Fax 858 537 3990 Dispatch 888 844 5060 Inland Empire 14467 Mendian Pkwy Bldg 2A Riverside CA 92518 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 Indio 44917 Golf Center Pkwy ste 1 Indio CA 92201 Tel 760 342 4677 Fax 760 342 4525 Dispatch 800 491 2990 DAILY INSPECTION REPORT OSHPD# DSA APPLICATION NUMBER Report # Page 1 of 1 DS/VLEA # Special Inspection Reports must be distributed to the parties listed below within 14 days ofthe inspection Reports of non-compliant conditions must be distributed immediately Separate reports shall be prepared for each type of special inspection on a daily basis Each report shall be completed and signed by the special inspector conducting the mspection PROJECT NAME Legoland Hotel - Carlsbad Date Wednesday, Apnl 04, 2012 ARCHITECT Delawie Wilkes Rodngues Barker TIME ARRIVED 5 00 am TIME DEPARTED 1 30 pm ENGINEER William F Schell TRAVELTIME LUNCH TIME CONTRACTOR •Byeor- \i 5> o L jo-^ SUB CONTR/kCTOR Adam Steel INSPECTION ADDRESS 827 E Civic Center Dr, Santa Ana, CA ADDRESS OF PROJECT 1 Legoland Dr, Carlsbad, CA 92008 TYPE OF INSPECTION • ENGINEERED FILL • FOUNDATION • BACK FILL • BATCH PLANT • PT CONCRETE • SHOTCRETE • CONCRETE • MASONRY • HIGH STRENGTH BOLTING El WELDING • SHOP WELD • FIREPROOFING • ANCHOR/DOWEL • NDE FIELD • NDESHOP • CEILING WIRE • EPOXY • n DSA/OSHPD PROJECT AVAILABLE APPROVED PLANS Y 13 N • SOIL REPORT Y • N • SPECS Y • N [ APPROVED DOCUMENTS APPROVED SHC )P DRAWING Y B N • MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS) ASTM A992, A572 CONTRACTORS EQUIPMENT/MANPOWER USED 2 certified welders (certifications on file) FCAW welding process using E70T-1 electrode AREA, GRID LINES, PIECES INSPECTED Visual inspection of full penetration, partial penetration, multi-pass welds on steel components as listed below STRUCTURAL NOTES, DETAIL OR RFIS USED Approved drawings, approved shop drawings REMARKS, INCLUDING MEETINGS Provided continuous visual inspection of full penetration welds on the following" Columns 31A (HT# B070616), 32A (HT# B070616), and 36A & 38A (Heat # A071496)-in progress and not completed today Checked fit up, monitored preheat, welders were observed for use of proper procedures and technique Completed welds were visually inspected for size, length, location and visually for conformance to code REWORK AS PERCENT OF ALL WORK TODAY PERCENT PROJECT COMPLETE THE WORK WAS El WAS NOT • Inspected in accordance with the requirements of the DS/VOSPHD/ Project approved documents MATERIAL SAMPLING WAS • WAS NOT • N/A El Perfonned in accordance with DS/VOSPHD Project approved documents THE WORK INSPECTED METEI DID NOT MEET • The requirements ofthe DS/VOSPHD Project approved documents Samples taken HI A Weather Cc Project Architect Structural Engineer DSA Regional Office School Distnct Contractor Building Department Owner Signature of Special Insp ConnieSue Dickinson Certification # Pnnt Name AWS CWIQCI95070121 Venfied By Corporate 2992 E La Palma Ave Ste A Anaheim CAg280f) Tel 714 632 2999 Fax 714 632 2974 Dispatch 800 491 2990 San Diego/lmperial County 6295 Ferns Square Suite C San Diego CA 92121 Tel 858 537 3999 Fax 858 537 3990 Dispatch 888 844 5060 Inland Empire 14467 Mendian Pkwy Bldg 2A F^iverside CA 92518 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 Indio 44917 Golf Center Pkwy ste 1 Indio CA 92201 Tel 760 342 4677 Fax 760 342 4525 Dispatch 800 491 2990 MTGL PROJECT* 1251-A01 BUILDING PERMIT* Wftknewn <i-5 \ 11 hSH DAILY INSPECTION REPORT OSHPD* DSA APPLICATION NUMBER Report tt Page 1 of 1 DSA/LEA * Special Inspection Reports must be distributed to the parties listed below within 14 days of the inspection Reports of non-compliant conditions must be distnbuted immediately Separate reports shall be prepared for each type of special inspection on a daily basis Each report shall be completed and signed by the special inspector conducting the inspection PROJECT NAME Legoland Hotel - Carlsbad Date Tuesday, Apnl 03, 2012 ARCHITECT Delawie Wilkes Rodngues Barker TIME ARRIVED 5 00 am TIME DEPARTED 1 30 pm ENGINEER William F Schell TRAVEL TIME LUNCH TIME CONTRACTOR SUB CONTRACTOR Adam Steel INSPECTION ADDRESS 827 E CIVIC Center Dr, Santa Ana, CA ADDRESS OF PROJECT 1 Legoland Dr, Carlsbad, CA 92008 TYPE OF INSPECTION • ENGINEERED FILL • FOUNDATION • BACK FILL • BATCH PLANT • PT CONCRETE • SHOTCRETE • CONCRETE • MASONRY • HIGH STRENGTH BOLTING Rl WELDING • SHOP WELD • FIREPROOFING • ANCHOR/DOWEL • NDE FIELD • NDESHOP • CEILING WIRE • EPOXY • • DSA/OSHPD PROJECT AVAILABLE APPROVED PLANS Y g] APPROVED DOCUMENTS N • SOIL REPORT Y • N • SPECS Y • N E) APPROVED SHOP DRAWING Y El N • MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS) ASTM A992, A572 CONTRACTORS EQUIPMENT/MANPOWER USED 2 certified welders (certifications on file) FCAW welding process using E70T-1 electrode AREA, GRID LINES, PIECES INSPECTED Visual inspection of full penetration, partial penetration, multi-pass welds on steel components as listed below STRUCTURAL NOTES, DETAIL OR RFIS USED Approved drawings, approved shop drawings REMARKS, INCLUDING MEETINGS Provided continuous visual inspection of full penetration welds on the following" Columns 31A (HT# B070616), 32A (HT# B070616), and 36A & 38A (Heat # A071496)-in progress and not completed today Checked fit up, monitored preheat, welders were observed for use of proper procedures and technique Completed welds were visually inspected for size, length, location and visually for conformance to code REWORK AS PERCENT OF ALL WORK TODAY PERCENT PROJECT COMPLETE THE WORK WAS El VVAS NOT • Inspected in accordance with the requirements ofthe DS/VOSPHD/ Project approved documents MATERIAL SAMPLING WASD WASNOTD N/A E) Performed in accordance with DS/VOSPHD Project approved documents THE WORK INSPECTED MET El DID NOT MEET • The requirements ofthe DS/VOSPHD Project approved documents Samples taken Nl A Weather Cc Project Architect Structural Engineer DSA Regional Office School Distnct Contractor Building Department Owner Temp^ _...c,ue0^cKmson Signature of Special In ConnieSue Dickinson Certification # Pnnt Name AWS CWl QC195070121 Venfied By Corporate 2992 E La Palma Ave Ste A Anaheim CA 92806 Tel 714 632 2999 Fax 714 632 2974 Dispatch 800 491 .'990 San Diego/lmpenal County 6295 Fems Square Surte C San Diego CA 92121 Tel 858 537 3999 Fax 858 537 3990 Dispatch 888 844 5060 Inland Empire 14467 Mendian Pkwy Bldg 2A Riverside CA 92518 Tel 951 653 4999 Fax 951 653 4666 Dispalch 800 491 2990 Indio 44917 Golf Center Pkwy ,Ste 1 Indio CA 92201 Tel 760 342 4677 Fax 760 342 4525 Dispatch 800 491 2990 MTGL PROJECT* 1251-A01 BUILDINGPERMIT* UnkciOWfl C ^ M I fcgiy DAILY INSPECTION REPORT OSHPD* DSA APPLICATION NUMBER Report # Page 1 of 1 DSA/LEA # Special Inspection Reports must be distnbuted to the parties listed below within 14 days of the inspection Reports of non-compliant conditions must be distnbuted immediately Separate reports sfial! be prepared for each type of special inspection on a daily basis Each report shall be completed and signed by the special inspector conducting the inspection PROJECT NAME Legoland Hotel Carlsbad Date Monday, Apnl 02, 2012 ARCHITECT Delawie Wilkes Rodngues Barker TIME ARRIVED 5 00 am TIME DEPARTED 1 00 pm ENGINEER William F Schell TRAVELTIME LUNCH TIME CONTRACTOR Bycor nZ-5o/o SUB CONTRACTOR Adam Steel INSPECTION ADDRESS 827 E CIVIC Center Dr. Santa Ana, CA ADDRESS OF PROJECT 1 Legoland Dr, Carlsbad, CA 92008 TYPE OF INSPECTION • ENGINEERED FILL • FOUNDATION • BACK FILL • BATCH PLANT • PT CONCRETE • SHOTCRETE • CONCRETE • MASONRY • HIGH STRENGTH BOLTlt'lG B WELDING • SHOP WELD • FIREPROOFING • ANCHOR/DOWEL • NDE FIELD • NDE SHOP • CEILING WIRE • EPOXY • • DSA/OSHPD PROJECT APPROVED DOCUMENTS AVAILABLE APPROVED PLANS Y S N • SOIL REPORT Y • N • SPECS Y • N i APPROVED SHOP DRAWING Y ISl N • MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS) ASTM A992, A572 CONTRACTORS EQUIPMENT/MANPOWER USED 3 certified welders (certifications on file) FCAW welding process using E70T -1 electrode AREA, GRID LINES, PIECES INSPECTED Visual inspection of full penetration, partial penetration, multi-pass welds on steel components as listed below STRUCTURAL NOTES, DETAIL OR RFIS USED Approved drawings, approved shop drawings REMARKS, INCLUDING MEETINGS Provided continuous visual inspection of full penetration and partial penetration welds on the following Columns 31A (HT# B070616), 32A (HT# B070616), and 36A & 38A (Heat # A071496)-in progress and not completed today Beam 196A (HT# 369562), completed Checked fit up, monitored preheat, welders were observed for use of proper procedures and technique Completed welds were visually inspected for size, length, location and visually for conformance to code NOTE Per comment by structural engineer on wps submittal, I have been able to confirm that the electrode being used in shop on base plates of moment frames conforms to ASIC 341 (Siesmic Provisions for Steel Buildings) Still await documentation of approval for waiving the Dl 8 supplemental welders qualification for shop welders (only) see report of inspector Dan Chang dated 3/29/12 REWORK AS PERCENT OF ALL WORK TODAY PERCENT PROJECT COMPLETE THE WORK WAS B WAS NOT • Inspected in accordance with the requirements of the DS/VOSPHD/ Project approved documents MATERIAL SAMPLING WAS • WASNOTD N/A El Perfonned m accordance with DS/VOSPHD Project approved documents THE WORK INSPECTED MET S DID NOT MEET D The requirements of the DS/VOSPHD Project approved documents Samples taken HI A Weather Cc Project Arctiitect Structural Engineer DSA Regional Office School District Contractor Building Department Owner Temp n.eSueD*^^''^^^" Signature of Special li ConnieSue Dickinson Certification # Pnnt Name AWS CWl QC195070121 Verified By Corporate 2992 E La Palma Ave Ste A Anaheim CA 92806 lel 714 632 2999 Fax 714 632 2974 Dispatch 800 491 2990 San Diego/Impenal County 6295 Fems Square Ste C San Diego CA 92121 Tel 858 537 3999 fax 858 537 3990 Dispatch 888 844 5060 Inland Empire 14467 Mendian Pkwy Bldg 2A Riverside CA 92518 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 Indio 44917 Golf Center Pkwy Ste I Indio CA 92201 Tel 760 342 4677 Fax 760 342 4525 Dispatch 800 491 2990 MTGL PROJECT* _^ Pemiit #_._ _C e>- UUC:>5_^ _ Report * Page 251-AOl DAILY INSPECTION REPORT DSA/CITY File # 1 of DSA/OSHPD Appl § DSAA.EA# 4*=- Special Insoection Reoorts mu'it be distnbuted to the parties hsted below within 14 davs of the insoection Reports of non-comoliant conditions must be distnbuted immediatelv Separate reports shall be prepared for each type of special inspection on a dailv basis Each report shall be completed and siimed bv the special inspector conductine the inspection PROJECTNAME ARCHITECT Legoland Hotel - Carlsbad Delawie Wilkes Rodrigues Barker Date March 29, 2012 TIME ARRIVED 8 00 AM TIME DEPARfED 4 30 PM ENGINEER William F Schell TRAVEL TIME LUNCH TIME 1/2 hr CONTRACTOR R D Olson Construction SUB CONTRACTOR Law Steel Inc INSPrCTlON ADDRESS ADDRESS OF PROJECT 811 Poinsettt Ave Santa /Kna CA 1 Legoland Dr Carlsbad, CA 92008 TYPE OF INSPECTION • ENGINEERED FILL • FOUNDATION • BACK FILL • BATCH PLANT • FT CONCRETE •SHOTCRETE • CONCRETE • MASONRY • HIGH STRENGTH BOLT • FIELD WELDING • SHOP WELD • FIREPROOFING • ANCHOR/DOWEL • NDE FIELD • NDE SHOP • CEILING WIRE DSA/OSHPD PROJECT APPROVED DOCUMENTS AVAfLABI E APPROVED PLANS [7|Y DN SOIL REPORT • Y 0 N SPECS [7]Y DN APPROVED SHOP DRAWING p] Y I I N MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH NO OR MATERIAL TEST REPORfS) W 12x152, 2" base plates, E70T-1 CONTRACTORS EOUIPMENT/MANPOWER USED Welders A-Enrique Rodriguez (AWS Dl 1 FCAW), B-JavierReyes (AWS Dl 1 FCAW), C-Dariniel Mendoza (AWS Dl 1 FCAW), D-Ricky Hernandez (L A City #P028252), heater, electric wire feeders Welders cert on file Observed Items Quantity Piecemark Number Detail/Dwg Status / Remarks 1 Column Fabrication welding cjp and fillet weld to base plates, continuity plates, connection plates (pjp) to columns 1,1,1 31A^(32A,63A)'', 1,1 (45A,55A)'',54A' 13,14,19/Sl 7, 16/S4 1 work in progress Observed joint fit-up, review plan, specifications, welder certificates, wps Monitored amperage, voltage, preheat Per conversation with Engineer to waive welders certified to Dl 8 as an additional to Dl 1, pending THE WORK [7] WAS • WAS NOT inspected in accordance with the requirements ot the DSA/OSHPD Project approved documents MATt RIAL SAMPLING • WAS • WAS NOT 0 N/A Performed in accordance with DSA/OSHPD Proiect approved documents THE WORK INSPECTED • MET • DID NOT MEET The requirements of the DS/VOSHPD Pro)ect approved documenls Samples Taken Tl/a Weather clear Temp 75°F CC Project Architect Sfrucniral Enpneer DSA Regional OfHce School Distnct Contractor Building Department Owner Dan Chang Certification # Verified by Pnnt Name AWS 06030191 Corporate 2992 E La Palma Ave Ste A Anaheim, CA 92806 Tel 714 632 2999 Fax 714 632 2974 Dispatch 800 491 2990 San Diego/lmpenal County Inland Empire 6295 Ferns Square Ste C San Diego, CA 92121 Tel 858 537 3999 Fax 858 537 3990 Dispatch 888 844 5060 14467 Meridian Pkwy , Bldg 2A Riverside, CA 92518 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 Indio 44917 Golf Center Pkwy , Ste 1 Indio, CA 92201 Tel 760 342 4677 Fax 760 342 4525 Dispatch 800 491 2990 MTGL PROJECT* 1251A01 Permit # CB111684 DAILY INSPECTION REPORT Report #. .Page. of DSA/CITY File # DSA/OSHPD Appl #, DSA/LEA # Special Inspection Reports must be distnbuted to the parties listed below within 14 days of the inspection Reports of non compliant conditions must be distributed immediately Separate reports shall be prepared for each type of special inspection on a daily basis Each report shall be completed and signed by the special inspector conducting the inspection PROJECTNAME Legoland Hotel Date 3-27-12 ARCHITECT Delawie Wilkes Rodngues Baker TIME ARRIVED 1200 TIME DEPARTED 1500 ENGINEER GSSI Structural Enginneers TRAVELTIME 1 0 LUNCH TIME n/a CONTRACTOR R D olsen SUB CONTRACTOR INSPECTION ADDRESS 1 Legoland Dnve Carlsbad ADDRESS OF PROJECT same TYPE OF INSPECTION • ENGINEERED FILL • FOUNDATION • BACK FILL • BATCH PLANT • PT CONCRETE • SHOTCRETE Ei CONCRETE QHK lASONRY 'HIGH STRENGTH BOLTING • WELDING • SHOP WELD • FIREPROOFING • ANCHOR/DOWEL • NDE FIELD • NDE SHOP • CEILING WIRE • • • DSA/OSHPD PROJECT APPROVED DOCUMENTS AVAILABLE APPROVED PLANS Y ^ N • SOIL REPORT Y • N • SPECS Y S N • APPROVED SHOP DRAWING Y ^ N • MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS) MW-block/ PMP spec mix S-type mortar/ grade 60 reinforcing CONTRACTORS EQUIPMENT/MANPOWER USED trailer pump/ mechanical vibrator AREA, GRID LINES, PIECES INSPECTED third lift from foundation level masonry at 26 line J to M STRUCTURAL NOTES, DETAIL OR RFIS USED general masonry notes/ |0b specifications/ typical masonry details and 11 on S5 3 ,6 on S4 1 REMARKS, INCLUDING MEETINGS obser^^ed placement of five yards 3000PS1 grout (2000 requierd) placed at third lift shovm above/ grout placed with trailer pump consolidated and re-consolidated by mechanical vibration/ one set of three samples taken/ REWORK AS PERCENT OF ALL WORK TODAY PERCENT PROJECT COMPLETE THE WORK WAS IS! WASNOTD Inspected in accordance with the requirements of the DS/VOSPHD Project approved documents MATERIAL SAMPLING WASIE WASNOTD N/AD Performed in accordance with DS/VOSPHD Project approved documents Project Architect Contractor Structural Engineer Building Department DSA Regional Office Owner School Distnct THE WORK INSPECTED MET ^ DID NOT MEET D The requirements of the DS/VOSPHD Project approved documents Samples taken three grout Weather windy Temp low 60's ature of Special Inspector Mike Kingery f nnt IMame Certihcation # SD1001/5258871 Venhed by Corporate 2992 E La Palma Avenue, Suite A, Anaheim, CA 92806 Tel (714)6 52-2999 Fax (114)632-2914 Branch 6295 Ferns Square, Suite C, San Diego, CA 92121 Tel (858) 5 )7-3999 Fax (858) 537-3990 Branch 14467 Meridian Parkway Bldg 2A, Riverside, CA 92518 Tel (951)653-4999 Fax (951)653-4666 Branch 44917 Golf Center Parkway #1, Indio, CA92201 Tel (760)342-4677 Fax (760) 342-4525 Report of: COMPRESSIVE STRENGTH-CONCRETE ASTM C39 Date Printed- 5/3/2012 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client PROJECT MANAGEMENT ADVISORS Set No 12-0245 File No : Permit No.. Project No Project Name: CBI 11684 1251A01 LEGOLAND HOTEL ON PALOMAR AIRPORT ROA 462 STEVENS AVENUE SUITE 106 SOLANA BEACH, CA 92075 Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq Inch) (Ibs.) (psi) Fracture 7 4/12/2012 4X8 12 57 32,910 2,620 Cone 28 5/3/2012 4X8 12 57 45,900 3,650 Shear 28 5/3/2012 4X8 12 57 46,660 3,710 Cone & Split 28 5/3/2012 4X8 12 57 44,700 3,560 Shear Specified Strength 3,000 PSI Sampled By: HANS KLEHMET Location SLAB ON GRADE - GRID LINE 36 / V ASTMC172 Date Sampled 4/5/2012 Date Received- Concrete Supplier: HANSON AGGREGATE MIX No 3033500 Ticket No.: 4411071 Water added at Site: 10 00 Cement Type gal By CONTRACTOR MIX Time. 56 Concrete Temp. 70 Ambient Temp: 63 "F ASTM C1064 °F ASTM C1064 Slump- 4 25 in. ASTM C143 Tested at San Diego Remarks: FIELD CURE Distribution: PROJECT MANAGEMENT ADVISORS LEGOLAND CITY OF CARLSBAD-BLDG INSPECTION DEPT RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION *=^LAB COPY^'' Respectfully Submitted, MTGL, Inc. Sam Valdez, R.C.E. 3640 PSI 28-day compression test complies with the specified strength Corporate 2992 E La Palma Avenue, Suite A, Anaheim, CA 92806 Tel (714)6'!2-2999 Fax (714)632-2974 Branch 6295 Ferris Square, Suite C, San Diego, CA 92121 Tel (858) 537-3999 Fax (858)537-3990 Branch 14467 Meridian Parkway Bldg 2A, Riverside, CA 92518 Tel (951)653-4999 Fax (951)653-4666 Branch 44917 Golf Center Parkway #1, tndio, CA 92201 Tel (760) 342-4677 Fax (760)342-4525 Report of: COMPRESSIVE STRENGTH-GROUT ASTM CIO 19 Date Printed 5/3/2012 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Chent PROJECT MANAGEMENT ADVISORS Set No. 12-0242 File No : Permit No - Project No.. Project Name CBI11684 125IA01 LEGOLAND HOTEL ON PALOMAR AIRPORT ROA 462 STEVENS AVENUE SUITE 106 SOLANA BEACH, CA 92075 Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq. Inch) (Ibs) (psi) Fracture 7 4/12/2012 3X3X6 9 00 18,900 2,100 N/A 28 5/3/2012 3X3X6 9 00 26,600 2,960 N/A 28 5/3/2012 3X3X6 9 00 27,400 3,040 N/A 28 5/3/2012 3X3X6 9 00 29,5 50 3,280 N/A Specified Strength 2,000 PSI Sampled By: HANS KLEHMET Location- CMU WALL - GRID LINE 26 ASTM €172 Date Sampled. 4/5/2012 Date Received. 4/9/2012 Concrete Supplier- SUPERIOR READY MIX Mix No . 67-123 Ticket No.: 214847 Water added at Site 25 00 gal By CONTRACTOR Cement Type Mix Time: 115 Concrete Temp: 73 Ambient Temp: 72 "F ASTM C1064 °F ASTM C1064 Slump 7 50 in ASTM C143 Tested at San Diego Remarks: 6TH LIFT Distribution: PROJECT MANAGEMENT ADVISORS LEGOLAND CITY OF CARLSBAD-BLDG INSPECTION DEPT RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION **LAB COPY*=^ Respectfully Submitted, MTGL, Inc Sam Valdez, R.C E 3090 PSI 28-day compression test complies with the specified strength Corporate 2992 E La Palma Avenue, Suite A, Anaheim, CA 92806 Tel (714)632-2999 Fax (714)632-2974 Branch 6295 Ferris Square, Suite C, San Diego, CA 92121 Tel (858) 537-3999 Fax (858) 537-3990 Branch 14467 Meridian Parkway Bldg 2A, Riverside, CA 92518 Tel (951)653-4999 Fax (951)653-4666 Branch 44917 Golf Center Parkway # 1, Itadio, CA 92201 Tel (760)342-4677 Fax (760) 342-4525 Report of COMPRESSIVE STRENGTH-CONCRETE ASTM C39 Date Printed- 5/3/2012 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client- PROJECT MANAGEMENT ADVISORS Set No. 12-0229 File No.. Permit No • Project No Project Name. CBI11684 1251A0I LEGOLAND HOTEL ON PALOMAR AIRPORT ROA 462 STEVENS AVENUE SUITE 106 SOLANA BEACH, CA 92075 Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq Inch) (lbs) (psi) Fracture 7 4/12/2012 4X8 12 57 34,110 2,710 Cone 7 4/12/2012 4X8 12 57 35,710 2,840 Cone 28 5/3/2012 4X8 12 57 52,010 4,140 Shear 28 5/3/2012 4X8 12 57 53,390 4,250 Cone & Split 28 5/3/2012 4X8 12 57 54,590 4,340 Cone & Shear Specified Strength- 3,000 PSI Sampled By HANS KLEHMET Location SLAB ON GRADE - GRID LINE 36 / V ASTMC172 Date Sampled- 4/5/2012 Date Received 4/6/2012 Concrete Supplier: HANSON AGGREGATE Mix No : 3033500 Ticket No - 4411071 Water added at Site- IOOO Cement Type. gal By CONTRACTOR Mix Time: 56 Concrete Temp: 70 Ambient Temp 63 "F ASTM C1064 "F ASTM C1064 Slump- 4 25 in. ASTM C143 Tested at. San Diego Remarks- Distribution. PROJECT MANAGEMENT ADVISORS LEGOLAND CITY OF CARLSBAD-BLDG INSPECTION DEPT RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION **LAB COPY** Respectfully Submitted, MTGL, Inc. Sam Valdez, R.C E. 4240 PSI 28-day compression test complies with the specified strength Corporate 2992 E La Palma Avenue, Suite A, Anaheim, CA 92806 Tel (714)612-2999 Fax (714)632-2974 Branch 6295 Ferns Square, Suite C, San Diego, CA 92121 Tel (858) 5(7-3999 Fax (858) 537-3990 Branch 14467 Meridian Parkway Bldg 2A, Riverside, CA 92518 Tel (951)653-4999 Fax (951)653-4666 Branch 44917 Golf Center Parkway #1, fndio, CA 92201 Tel (760) 342-4677 Fax (760) 342-4525 Report of. COMPRESSIVE STRENGTH-CONCRETE ASTM C39 Date Printed- 5/3/2012 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Chent PROJECT MANAGEMENT ADVISORS A Set No: 12-0228 File No. Permit No.: Project No . Project Name. CBI11684 I251A0I LEGOLAND HOTEL ON PALOMAR AIRPORT ROA 462 STEVENS AVENUE SUITE 106 SOLANA BEACH, CA 92075 Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq. Inch) (Ibs) (psi) Fracture 7 4/12/2012 4X8 12 57 28,920 2,300 Cone 7 4/12/2012 4X8 12 57 29,450 2,340 Cone 28 5/3/2012 4X8 12 57 44,990 3,580 Shear 28 5/3/2012 4X8 12 57 45,630 3,630 Shear 28 5/3/2012 4X8 12 57 43,050 3,430 Shear Specified Strength- 3,000 PSI Sampled By: HANS KLEHMET Location: SLAB ON GRADE - GRID LINE 42 / V ASTM €172 Date Sampled 4/5/2012 Date Received 4/6/2012 Concrete Supplier. HANSON AGGREGATE Mix No : 3033500 Ticket No . 441036 Water added at Site 10 00 gaL By CONTRACTOR Cement Type Mix Time: 56 Concrete Temp 68 Ambient Temp: 62 "F ASTM €1064 "F ASTM €1064 Slump: 4 50 in. ASTM €143 Tested at San Dtego Remarks- Distribution- PROJECT MANAGEMENT ADVISORS LEGOLAND CITY OF CARLSBAD-BLDG INSPECTION DEPT RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION "•"LAB COPY** Respectfully Submitted, MTGL, Inc. Sam Valdez, R CE. 3550 PSI 28-day compression test complies with the specified strength Corporate 2992 E La Palma Avenue, Suite A, Anaheim, CA 92806 Tel (714)6(2-2999 Fax (714)632-2974 Branch 6295 Ferris Square, Suite C, San Diego, CA 92121 Tel (858) 5 (7-3999 Fax (858) 537-3990 Branch 14467 Meridian Parkway Bldg 2A, Riverside, CA 92518 Tel (951)653-4999 Fax (951)653-4666 Branch 44917 Golf Center Parkway # 1, Indio, C A 92201 Tel (760) 342-4677 Fax (760)342-4525 Report of- COMPRESSIVE STRENGTH-CONCRETE ASTM €39 Date Printed 5/3/2012 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Chent- PROJECT MANAGEMENT ADVISORS Set No 12-0227 File No Permit No - Project No.: Project Name: CBI11684 1251 AOl LEGOLAND HOTEL ON PALOMAR AIRPORT ROA 462 STEVENS AVENUE SUITE 106 SOLANA BEACH, CA 92075 Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq Inch) (lbs.) (psi) Fracture 7 4/12/2012 4X8 12 57 37,8 30 3,010 Cone 7 4/12/2012 4X8 12 57 36,230 2,880 Cone 28 5/3/2012 4X8 12 57 52,020 4,140 Cone & Split 28 5/3/2012 4X8 12 57 52,430 4,170 Cone & Split 28 5/3/2012 4X8 12 57 54,420 4,330 Cone & Split Specified Strength 3,000 PSI Sampled By. HANS KLEHMET Location: SLAB ON GRADE - GRID LINE 29 / L ASTMC172 Date Sampled: 4/5/2012 Date Received- 4/6/2012 Concrete Supplier. MIX No.: 3033500 Ticket No - 441103 Water added at Site Cement Type HANSON AGGREGATE 25 00 gal. By CONTRACTOR Mix Time 94 Concrete Temp - 71 Ambient Temp: 66 "F ASTM €1064 °F ASTM €1064 Slump- 4 00 in ASTM €143 Tested at: San Diego Remarks- Distribution: PROJECT MANAGEMENT ADVISORS LEGOLAND CITY OF CARLSBAD-BLDG INSPECTION DEPT RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION **LAB COPY** Respectfully Submitted, MTGL, Inc Sam Valdez, R C.E 4210 PSI 28-day compression test complies with the specified strength Corporate 2992 E La Palma Avenue, Suite A, Anaheim, CA 92806 Tel (714)632-2999 Fax (714)632-2974 Branch 6295 Ferns Square, Suite C, San Diego, CA 92121 Tel (858) 537-3999 Fax (858) 537-3990 Branch 14467 Meridian Parkway Bldg 2A, Riverside, CA 92518 Tel (951)653-4999 Fax (951)653-4666 Branch 44917 Golf Center Parkway # I, Indio, CA 92201 Tel (760) 342-4677 Fax (760) 342-4525 Report of: COMPRESSIVE STRENGTH-CONCRETE ASTM C39 Date Printed. 5/2/2012 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Chent: PROJECT MANAGEMENT ADVISORS Set No: 12-0293 File No Permit No - Project No Project Name. CBI 11684 1251 AOl LEGOLAND HOTEL ON PALOMAR AIRPORT ROA 462 STEVENS AVENUE SUITE 106 SOLANA BEACH, CA 92075 Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq. Inch) (lbs) (psi) Fracture 7 5/2/2012 4X8 12 57 37,190 2,960 Cone 28 5/23/2012 4X8 12 57 28 5/23/2012 4X8 12 57 28 5/23/2012 4X8 12 57 28 H 5/23/2012 4X8 12 57 Specified Strength- 3,000 PSI Sampled By: MATTHEW JACKSON Location PIER FOOTING - GRID LINE M / 20 ASTM €172 Date Sampled 4/25/2012 Date Received 4/26/2012 Concrete Supplier: HANSON AGGREGATE MIX NO 3033500 Ticket No . 443561 Water added at Site 10 00 Cement Type- II/V gal By DRIVER MIX Time 68 Concrete Temp. 66 Ambient Temp: 62 "F ASTM €1064 "F ASTM €1064 Slump: 4 50 in ASTM €143 Tested at San Diego Remarks. Distribution PROJECT MANAGEMENT ADVISORS LEGOLAND CITY OF CARLSBAD-BLDG INSPECTION DEPT RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION **LAB COPY'''' Respectfully Submitted, MTGL, Inc. Sam Valdez, R.C.E. Corporate 2992 E La Palma Avenue, Suite A, Anaheim, CA 92806 Tel (714)6)2-2999 Fax (714)632-2974 Branch 6295 Ferns Square, Suite C, San Diego, CA 92121 Tel (858) 5)7-3999 Fax (858) 537-3990 Branch 14467 Mendian Parkway Bldg 2A, Riverside, CA 92518 Tel (951)653-4999 Fax (951)653-4666 Branch 44917 Golf Center Parkway # 1, [ndio, CA 92201 Tel (760)342-4677 Fax (760)342-4525 Report of: COMPRESSIVE STRENGTH-CONCRETE ASTM €39 Date Printed. 5/1/2012 CITY OF CARLSBAD-BLDG INSPEC^ITON DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client: PROJECT MANAGEMENT ADVISORS Set No.- 12-0222 File No Permit No.: Project No.: Project Nanie- CB111684 1251A01 LEGOLAND HOTEL ON PALOMAR AIRPORT ROA 462 STEVENS AVENUE SUITE 106 SOLANA BEACH, CA 92075 Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq. Inch) (lbs) (psi) Fracture 7 4/10/2012 4X8 12 57 34,780 2,770 Cone 7 4/10/2012 4X8 12 57 33,020 2,630 Cone 28 5/1/2012 4X8 12 57 51,570 4,100 Cone & Split 28 5/1/2012 4X8 12 57 50,050 3,980 Cone & Split 28 5/1/2012 4X8 12 57 51,780 4,120 Shear Specified Strength- 3,000 PSI Sampled By: HANS KLEHMET Location: SLAB ON GRADE - GRID LINE 60 / R ASTM €172 Date Sampled. 4/3/2012 Date Received: 4/4/2012 Concrete Supplier: MIX No.: 3033500 Ticket No.: 440730 Water added at Site- Cement Type HANSON AGGREGATE 10 00 gal By CONTRACTOR MIX Time: 73 Concrete Temp: 62 Ambient Temp: 56 »F ASTM €1064 °F ASTM €1064 Slump: in ASTM €143 Tested at. San Diego Remarks- Distribution. PROJECT MANAGEMENT ADVISORS LEGOLAND CITY OF CARLSBAD-BLDG INSPECTION DEPT RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION **LAB COPY** Respectfully Submitted, MTGL, Inc. Sam Valdez, R.C.E. 4070 PSI 28-day compression test complies with the specified strength Corporate 2992 E La Palma Avenue, Suite A, /Anaheim, CA 92806 Tel (714)632-2999 Fax (714)632-2974 Branch 6295 Ferns Square, Suite C, San Diego, CA 92121 Tel (858) 537-3999 Fax (858) 537-3990 Branch 14467 Mendian Parkway Bldg ?A, Riverside, CA 92518 Tel (951)653-4999 Fax (951)653-4666 Branch 44917 Golf Center Parkway #1, Indio, CA 92201 Tel (760)342-4677 Fax (760)342-4525 Report of COMPRESSIVE STRENGTH-CONCRETE ASTM €39 Date Printed- 5/1/2012 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client: PROJECT MANAGEMENT ADVISORS Set No.. 12-0221 File No : Permit No Project No . Project Name CBI11684 125IA0I LEGOLAND HOTEL ON PALOMAR AIRPORT ROA 462 STEVENS AVENUE SUITE 106 SOLANA BEACH, CA 92075 Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq. Inch) (Ibs.) (psi) Fracture 7 4/10/2012 4X8 12 57 31,3 20 2,490 Cone 7 4/10/2012 4X8 12 57 32,180 2,560 Cone 28 5/1/2012 4X8 12 57 47,570 3,790 Cone & Split 28 5/1/2012 4X8 12 57 50,580 4,030 Shear 28 5/1/2012 4X8 12 57 49,940 3,970 Cone & Split Specified Strength. 3,000 PSI Sampled By: HANS KLEHMET Location SLAB ON GRADE - GRID LINE 57 / T ASTM €172 Date Sampled. 4/3/2012 Date Received. 4/4/2012 Concrete Supplier HANSON AGGREGATE Mix No - 3033500 Ticket No.: 440770 Water added at Site- gal. By Cement Type. Mix Time. 86 Concrete Temp: 66 Ambient Temp: 60 "F ASTM €1064 °F ASTM €1064 Slump- 4 25 in ASTM €143 Tested at. San Diego Remarks- Distribution. PROJECT MANAGEMENT ADVISORS LEGOLAND CITY OF CARLSBAD-BLDG INSPECTION DEPT RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION **LAB COPY** Respectfully Submitted, MTGL, Inc. Sam Valdez, R.C.E. 3930 PSI 28-day compression test complies with the specified strength Corporate 2992 E La Palma Avenue, Suite A, Anaheim, CA 92806 Tel (714)632-2999 Fax (714)632-2974 Branch 6295 Ferns Square, Suite C, San Diego, CA 92121 Tel (858) 537-3999 Fax (858) 537-3990 Branch 14467 Mendian Parkway Bldg 2A, Riverside, CA 92518 Tel (951)653-4999 Fax (951)653-4666 Branch 44917 Golf Center Parkway # I, Indio, CA 92201 Tel (760) 342-4677 Fax (760) 342-4525 Report of COMPRESSIVE STRENGTH-CONCRETE ASTM €39 Date Printed- 5/1/2012 CITY OF CARLSBAD-BLDG INSPECT ION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Ghent- PROJECT MANAGEMENT ADVISORS Set No 12-0220 File No Permit No.: Project No.: Project Name. CBI11684 I251A01 LEGOLAND HOTEL ON PALOMAR AIRPORT ROA 462 STEVENS AVENUE SUITE 106 SOLANA BEACH, CA 92075 Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq. Inch) (lbs) (psi) Fracture 7 4/10/2012 4X8 12 57 31,650 2,520 Cone 7 4/10/2012 4X8 12 57 30,940 2,460 Cone 28 5/1/2012 4X8 12 57 44,290 3,520 Shear 28 5/1/2012 4X8 12 57 47,250 3,760 Cone & Split 28 5/1/2012 4X8 12 57 45,310 3,610 Cone & Split Specified Strength 3,000 PSI Sampled By HANS KLEHMET Location- SLAB ON GRADE - GRID LINE 45 / W ASTM €172 Date Sampled- 4/3/2012 Date Received- 4/4/2012 Concrete Supplier Mix No 3033500 Ticket No 440854 Water added at Site Cement Type- HANSON AGGREGATE IOOO gal By CONTRACTOR Mix Time 92 Concrete Temp 70 Ambient Temp: 72 "F ASTM €1064 "F ASTM €1064 Slump: 4 25 in ASTM €143 Tested at. San Diego Remarks Distribution. PROJECT MANAGEMENT ADVISORS LEGOLAND CITY OF CARLSBAD-BLDG INSPECTION DEPT RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION '=*LAB COPY** Respectfully Submitted, MTGL, Inc. Sam Valdez, R C.E 3630 PSI 28-day compression test complies with the specified strength Corporate 2992 E La Palma Avenue, Suite A, Anaheim, CA 92806 Tel (714)632-2999 Fax (714)632-2974 Branch 6295 Ferns Square, Suite C, San Diego, CA 92121 Tel (858) 537-3999 Fax (858) 537-3990 Branch 14467 Mendian Parkway Bldg 2A, Riverside, CA 92518 Tel (951)653-4999 Fax (951)653-4666 Branch 44917 Golf Center Parkway # I, Indio, CA 92201 Tel (760)342-4677 Fax (760)342-4525 Report of: COMPRESSIVE STRENGTH-CONCRETE ASTM €39 Date Printed 5/1/2012 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Chent PROJECT MANAGEMENT ADVISORS Set No. 12-0219 File No - Permit No.: Project No.: Project Name: CBI11684 1251A0I LEGOLAND HOTEL ON PALOMAR AIRPORT ROA 462 STEVENS AVENUE SUITE 106 SOLANA BEACH, CA 92075 Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq. Inch) (lbs) (psi) Fracture 7 4/10/2012 4X8 12 57 35,040 2,790 Cone 7 4/10/2012 4X8 12 57 34,590 2,750 Cone 28 5/1/2012 4X8 12 57 52,460 4,170 Cone & Split 28 5/1/2012 4X8 12 57 51,470 4,100 Shear 28 5/1/2012 4X8 12 57 51,530 4,100 Shear Specified Strength 3,000 PSI Sampled By HANS KLEHMET Location. SLAB ON GRADE - GRID LINE 53 / P ASTM €172 Date Sampled- 4/3/2012 Date Received 4/4/2012 Concrete Supplier: HANSON AGGREGATE Mix No.: 3033500 Ticket No 440813 Water added at Site 0 00 gal By Cement Type- Mix Time: 54 Concrete Temp: 66 Ambient Temp 62 "F ASTM €1064 "F ASTM €1064 Slump 4 00 m. ASTM C143 Tested at: San Diego Remarks. Distribution PROJECT MANAGEMENT ADVISORS LEGOLAND CITY OF CARLSBAD-BLDG INSPECTION DEPT RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION **LAB COPY** Respectfully Submitted, MTGL, Inc Sam Valdez, R.C.E. 4120 PSI 28-day compression test complies with the specified strength M Corporate 2992 E La Palma Avenue, Suite A, Anaheim, CA 92806 Tel (714)632-2999 Fax (714)632-2974 Branch 6295 Ferns Square, Suite C, San Diego, CA 92121 Tel (858)537-3999 Fax (858) 537-3990 Branch 14467 Mendian Parkway Bldg 2A, Riverside, CA 92518 Tel (951)653-4999 Fax (951)653-4666 Branch 44917 Golf Center Parkway #1, Indio, CA 92201 Tel (760)342-4677 Fax (760)342-4525 Report of- COMPRESSIVE STRENGTH-CONCRETE ASTM €39 Date Printed 5/1/2012 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Ghent: PROJECT MANAGEMENT ADVISORS Set No - 12-0234 File No.: Permit No.: Project No.: Project Name CB111684 1251 AOI LEGOLAND HOTEL ON PALOMAR AIRPORT ROA 462 STEVENS AVENUE SUITE 106 SOLANA BEACH, CA 92075 Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq Inch) (lbs) (psi) Fracture 7 4/10/2012 4X8 12 57 32,210 2,560 Cone 28 5/1/2012 4X8 12 57 47,010 3,740 Cone 28 5/1/2012 4X8 12 57 49,870 3,970 Cone 28 5/1/2012 4X8 12 57 47,980 3,820 Cone Specified Strength: 3,000 PSl Sampled By HANS KLEHMET Location. SLAB ON GRADE - GRID LINE 60 / R ASTM €172 Date Sampled- 4/3/2012 Date Received. Concrete Supplier HANSON AGGREGATE Mix No.: 3033500 Ticket No.. 440730 Water added at Site: 10 00 Cement Type- gal By CONTIRACTOR Mux Time. 73 Concrete Temp. 62 Ambient Temp- 56 °F ASTM €1064 °F ASTM €1064 Slump 4 00 in ASTM €143 Tested at: San Diego Remarks FIELD CURE Distribution: PROJECT MANAGEMENT ADVISORS LEGOLAND CITY OF CARLSBAD-BLDG INSPECTION DEPT RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION **LAB COPY** Respectfully Submitted, MTGL, Inc. Sam Valdez, R.C.E 3840 PSl 28-day compression test complies with the specified strength Corporate 2992 E La Palma Avenue, Suite A, Anaheim, CA 92806 Tel (714)632-2999 Fax (714)632-2974 Branch 6295 Ferns Square, Suite C, San Diego, CA 92121 Tel (858) 537-3999 Fax (858) 537-3990 Branch 14467 Mendian Parkway Bldg 2A, Riverside, CA 92518 Tel (951)653-4999 Fax (951)653-4666 Branch 44917 Golf Center Parkway #1, Indio, CA 92201 Tel (760) 342-4677 Fax (760) 342-4525 Report of: COMPRESSIVE STRENGTH-GROUT ASTM €1019 Date Printed: 4/27/2012 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client. PROJECT MANAGEMENT ADVISORS Set No: 12-0210 File No : Permit No . Project No - Project Name: CBI11684 125IA01 LEGOLAND HOTEL ON PALOMAR AIRPORT ROA 462 STEVENS AVENUE SUITE 106 SOLANA BEACH, CA 92075 Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq Inch) (lbs) (psi) Fracture 7 4/6/2012 3X3X6 9 00 21,550 2,390 N/A 28 4/27/2012 3X3X6 9 00 33,950 3,770 N/A 28 4/27/2012 3X3X6 9 00 38,500 4,280 N/A 28 4/27/2012 3X3X6 9 00 35,400 3,930 N/A Specified Strength: 2,000 PSI Sampled By: HANS KLEHMET Location CMU WALL - GRID LINE 26 ASTM €172 Date Sampled 3/30/2012 Date Received 4/2/2012 Concrete Suppher: SUPERIOR READY MIX Mix No.: 67-123 Ticket No.. 214509 Water added at Site 15 00 gal By CONTRACTOR Cement Type. Mux Time- 100 Concrete Temp- 69 Ambient Temp: 65 °F ASTM €1064 °F ASTM €1064 Slump 6 50 in. ASTM C143 Tested at: San Diego Remarks. 5TH LIFT 16'HIGH Distribution: PROJECT MANAGEMENT ADVISORS LEGOLAND CITY OF CARLSBAD-BLDG INSPECTION DEPT RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION **LAB COPY*=^ Respectfully Submitted, MTGL, Inc Sam Valdez, RCE. 3990 PSI 28-day compression test complies with the specified strength Corporate 2992 E La Palma Avenue, Suite A, /Anaheim, CA 92806 Tel (714)632-2999 Fax (714)632-2974 Branch 6295 Ferris Square, Suite C, San Diego, CA 92121 Tel (858) 537-3999 Fax (858) 537-3990 Branch 14467 Mendian Parkway Bldg 2A, Riverside, CA 92518 Tel (951)653-4999 Fax (951)653-4666 Branch 44917 Golf Center Parkway # I, Indio, CA 92201 Tel (760) 342-4677 Fax (760) 342-4525 Report of: COMPRESSIVE STRENGTH-GROUT ASTM ClOl 9 Date Printed 4/26/2012 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Chent PROJECT MANAGEMENT ADVISORS Set No. 12-0202 File No . Permit No Project No - Project Name. CBI11684 125IA01 LEGOLAND HOTEL ON PALOMAR AIRPORT ROA 462 STEVENS AVENUE SUITE 106 SOLANA BEACH, CA 92075 Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq. Inch) (lbs) (psi) Fracture 28 4/24/2012 3X3X5 9 00 38,800 4,310 N/A 28 4/24/2012 3X3X5 9 00 40,800 4,530 N/A 28 4/24/2012 3X3X5 9 30 44,850 4,820 N/A Specified Strength 2,000 PSI Sampled By MIKE KINGERY Location. CMU WALL - GRID LINE 26 / K ASTM €172 Date Sampled 3/27/2012 Date Received 3/29/2012 Concrete Suppher: SUPERIOR READY MIX Mix No . 67-123 Ticket No.: 214239 Water added at Site- gal By Cement Type Mix Time 55 Concrete Temp: 72 Ambient Temp. 62 "F ASTM €1064 °F ASTM €1064 Slump 9 25 in. ASTM €143 Tested at- San Diego Remarks. 3RD LIFT Distribution: PROJECT MANAGEMENT ADVISORS LEGOLAND CITY OF CARLSBAD-BLDG INSPECTION DEPT RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION **LAB COPY** Respectfully Submitted, MTGL, Inc Sam Valdez, R.C E. 4550 PSl 28-day compression test complies with the specified strength Corporate 2992 E La Palma Avenue, Suite A, Anaheim, CA 92806 Tel (714)632-2999 Fax (714)632-2974 Branch 6295 Ferns Square, Suite C, San Diego, CA 92121 Tel (858)537-3999 Fax (858) 537-3990 Branch 14467 Meridian Parkway Bldg 2A, Riverside, CA 92518 Tel (951)653-4999 Fax (951)653-4666 Branch 44917 Golf Center Parkway #l,Indio,CA92201 Tel (760)342-4677 Fax (760) 342-4525 Report of COMPRESSIVE STRENGTH-CONCRETE ASTM €39 Date Printed 4/25/2012 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client: PROJECT MANAGEMENT ADVISORS Set No: 12-0203 File No . Permit No.. Project No.: Project Name: CB111684 I251A0I LEGOLAND HOTEL ON PALOMAR AIRPORT ROA 462 STEVENS AVENUE SUITE 106 SOLANA BEACH, CA 92075 Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq Inch) (lbs) (psi) Fracture 7 3/31/2012 4X8 12 57 32,730 2,600 Cone 28 4/21/2012 4X8 12 57 45,820 3,650 Cone 28 4/21/2012 4X8 12 57 46,820 3,730 Cone 28 4/21/2012 4X8 12 57 45,280 3,600 Cone 28 H 4/21/2012 4X8 12 57 Specified Strength- 3,000 PSI Sampled By HANS KLEHMET Location: INTERIOR FOOTING - GRID LINE 33 / M ASTM €172 Date Sampled. 3/24/2012 Date Received: Concrete Supplier Mix No.- 3033500 Ticket No.: 439843 Water added at Site Cement Type. HANSON AGGREGATE gal. By Mix Time: 76 mm. Concrete Temp. 70 Ambient Temp: 63 °F ASTM €1064 °F ASTM €1064 Slump- 4 50 in ASTM €143 Tested at San Dtego Remarks- FIELD CURE Distribution PROJECT MANAGEMENT ADVISORS LEGOLAND CITY OF CARLSBAD-BLDG INSPECTION DEPT RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION *='LAB COPY** Respectfully Subrratted, MTGL, Inc. Sam Valdez, RCE. 3660 PSl 28-day compression test complies with the specified strength Corporate 2992 E La Palma Avenue, Suite A, Anaheim, CA 92806 Tel (714)632-2999 Fax (714)632-2974 Branch 6295 Ferns Square, Suite C, San Diego, CA 92121 Tel (858) 537-3999 Fax (858) 537-3990 Branch 14467 Mendian Parkway Bldg 2'\, Riverside, CA 92518 Tel (951)653-4999 Fax (951)653-4666 Branch 44917 Golf Center Parkway # 1, Indio, CA 92201 Tel (760)342-4677 Fax (760) 342-4525 Report of: COMPRESSIVE STRENGTH-CONCRETE ASTM C39 Date Printed- 4/25/2012 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Ghent: PROJECT MANAGEMENT ADVISORS Set No.- 12-0196 File No. Permit No . Project No : Project Name: CBI11684 125IA01 LEGOLAND HOTEL ON PALOMAR AIRPORT ROA 462 STEVENS AVENUE SUITE 106 SOLANA BEACH, CA 92075 Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq Inch) (lbs) (psi) Fracture 7 3/31/2012 4X8 12 57 34,910 2,780 Cone 28 4/21/2012 4X8 12 57 47,210 3,760 Cone 28 4/21/2012 4X8 12 57 47,360 3,770 Cone 28 4/21/2012 4X8 12 57 49,7 30 3,960 Cone 28 H 4/21/2012 4X8 12 57 Specified Strength: 3,000 PSI Sampled By MIKE KINGERY Location. INTERIOR FOOTING - GRID LINE 45 / W ASTM €172 Date Sampled 3/24/2012 Date Received: 3/26/2012 Concrete Supplier: HANSON AGGREGATE MIX No - 3033500 Ticket No.: 439830 Water added at Site 10 00 gal By CONTRACTOR Cement Type- Mix Time 57 Concrete Temp- 68 Ambient Temp 62 "F ASTM €1064 "F ASTM €1064 Slump- 4 25 in ASTM €143 Tested at: San Dtego Remarks: Distribution PROJECT MANAGEMENT ADVISORS LEGOLAND CITY OF CARLSBAD-BLDG INSPECTION DEPT RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION **LAB COPY*'' Respectfully Submitted, MTGL, Inc Sam Valdez, R.G.E. 3830 PSl 28-day compression test complies with the specified strength Corporate 2992 E La Palma Avenue, Suite A, Anaheim, CA 92806 Tel (714)632-2999 Fax (714)632-2974 Branch 6295 Ferns Square, Suite C, San Diego, CA 92121 Tel (858) 537-3999 Fax (858) 537-3990 Branch 14467 Mendian Parkway Bldg 2A, Riverside, CA 92518 Tel (951)653-4999 Fax (951)653-4666 Branch 44917 Golf Center Parkway #1, Ijidio, CA 92201 Tel (760)342-4677 Fax (760)342-4525 Report of: COMPRESSIVE STRENGTH-CONCRETE ASTM €39 Date Printed: 4/25/2012 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client: PROJECT MANAGEMENT ADVISORS Set No.- 12-0195 File No.- Permit No.- Project No. Project Name: CB11I684 1251A01 LEGOLAND HOTEL ON PALOMAR AIRPORT ROA 462 STEVENS AVENUE SUITE 106 SOLANA BEACH, CA 92075 Age Date Nominal Actual Area Load Strength Type of (Days) Tested Size (Sq. Inch) (Ibs.) (psi) Fracture 7 3/31/2012 4X8 12 57 39,970 3,180 Cone 28 4/21/2012 4X8 12 57 53,810 4,280 Cone 28 4/21/2012 4X8 12 57 59,7 50 4,750 Cone 28 4/21/2012 4X8 12 57 57,9 70 4,610 Cone 28 H 4/21/2012 4X8 12 57 Specified Strength 3,000 PSI Sampled By: HANS KLEHMET Location INTERIOR FOOTING - GRID LINE 59 / K ASTM €172 Date Sampled: 3/24/2012 Date Received: 3/26/2012 Concrete Supplier. MIX NO • 3033500 Ticket No - 439810 Water added at Site- Cement Type HANSON AGGREGATE Concrete Temp. 68 Ambient Temp- 60 "F ASTM €1064 °F ASTM €1064 gal By Mix Time 60 Slump 4 00 in. ASTM €143 Tested at San Diego Remarks: Distribution PROJECT MANAGEMENT ADVISORS LEGOLAND CITY OF CARLSBAD-BLDG INSPECTION DEPT RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION RD OLSON CONSTRUCTION ='*LAB COPY** Respectfully Submitted, MTGL, Inc. Sam Valdez, R.C E. 4550 PSI 28-day compression test complies with the specified strength Geoteclmical Engineering Construction Inspection [aterials Testing Centrji Dispatth (888) 844-5(160 OffRe locations Bi.iiitli 'Address 6295 I'ei us Squaie, Suite C Saa !>KSfj,CA 92121 lel (858) 537-3<)99 F.»\ (858)537-3990 Branch Ollicts Indio Onii<>e { (MinSv Los Augclcs / V entura ( oantv San Riego / Imperial Counties OSHPD Ameraan \ssoc nl State Hij;ii«avs Cal 11.Ills CCRL ( emt-nl f ontrctc Refeiciuc I aboi.itorv Los Angeles LA Countv 1 A ( i(\ MTV Oiange County OCT A Oiange ( ounh I'.nsiioimuntai Ma'iagi'incnt Agouti San Dicgo Snn Diogo City San Diego Counts SD \\atci Anihoi its Inland Enipiic Cits ol Risoisidc Apnl 30, 2012 Project Management Advisors 462 Stevens Avenue, Suite 106 San Diego, California 92075 Attention Mr Ted Giesing Subject HIGH STRENGTH BOLT, NUTS & WASHERS RESULTS LAB NUMBERS 117, 118,119,120 and 121 Project Legoland Hotel Carlsbad, California MTGL Project No 1251 AOl MTGL Log No 12-058 Location in Structure Steel Framing, Hotel TESTING INFORMATION Sample Date Apnl 18. 2012 by MTGL lulanil 1 iiipii e SPECIMENS - LAB NIJMBER 117 Saa Bfl iiaidino ' Rivc! side TYPE MANUFACTURER LOT NO. ASTM SPEC MARKINGS DIAMETER LENGTH Certilviiig Agencies BOLTS JINN HER B916393P1 A325 A325TC %" 2 %" Certilviiig Agencies NUTS JINN HER N915011P1 A563 DH, JH - State ol Caltiorma DSA WASHERS JINN HER W025017P1 F436 F436 %" - SPECIMENS ROCKWELL HARDNESS (HRC) PROOF LOAD (LBS) WEDGE TENSILE (LBS) SPECIMENS TEST RESULTS (avg) SPECIFIED TEST RESULTS SPECIFIED TEST RESULTS SPECIFIED nun Bolt 1 30 25-34 30,700 30,700 49,750 40,100 Bolt 2 28 25-34 30,700 30,700 49,065 40,100 Bolt 3 30 25-34 30,700 30,700 49,770 40,100 Nut 1 28 25-38 58,450 58,450 Nut 2 27 25-38 58,450 58,450 Nut 3 28 25-38 58,450 58,450 Washer 1 42 38-45 Notes ASTM Test Method F1852, A563, F436 Proof Load H - No permanent yield or deformation - Accepted • - Not Accepted due to yield or deformation Washer 2 41 38-45 Notes ASTM Test Method F1852, A563, F436 Proof Load H - No permanent yield or deformation - Accepted • - Not Accepted due to yield or deformation Washer 3 40 38-45 Notes ASTM Test Method F1852, A563, F436 Proof Load H - No permanent yield or deformation - Accepted • - Not Accepted due to yield or deformation Legoland Hotel Carlsbad, California MTGL Project No 1251 AOl Log No 12-058 SPECIMENS - LAB NUMBER 118 TYPE MANUFACTURER LOT NO ASTM SPEC MARKINGS DIAMETER LENGTH BOLTS KPF F2N2080800 A325 A325TC,KPF NUTS KPF F2N2321400 A563 DH, KPF - WASHERS KPF F2N2172720 F436 F436, KPF - SPECIMEN* ROCKWELL HARDNESS (HRC) PROOF LOAD (LBS) WEDGE TENSILE (LBS) SPECIMEN* TEST RESULTS (avg) SPECIFIED TEST RESULTS SPECIFIED TEST RESULTS SPECIFIED min Bolt 1 31 25-34 30,700 30,700 51,930 40,100 Bolt 2 31 25-34 30,700 30,700 52,075 40,100 Bolt 3 30 25-34 30,700 30,700 52,050 40,100 Bolt 4 29 25-34 30,700 30,700 52,565 40,100 Bolts 29 25-34 30,700 30,700 52,975 40,100 Nut 1 31 25-38 58,450 58,450 Nut 2 30 25-38 58,450 58,450 Nut 3 31 25-38 58,450 58,450 Nut 4 30 25-38 58,450 58,450 Nuts 30 25-38 58,450 58,450 Washer 1 40 38-45 Notes ASTM Test Method F1852, A563. F436 Proof Load S - No permanent yield or deformation - Accepted • - Not Accepted due to yield or deformation Washer 2 40 38-45 Notes ASTM Test Method F1852, A563. F436 Proof Load S - No permanent yield or deformation - Accepted • - Not Accepted due to yield or deformation Washer 3 39 38-45 Notes ASTM Test Method F1852, A563. F436 Proof Load S - No permanent yield or deformation - Accepted • - Not Accepted due to yield or deformation Washer 4 40 38-45 Notes ASTM Test Method F1852, A563. F436 Proof Load S - No permanent yield or deformation - Accepted • - Not Accepted due to yield or deformation Washer 5 41 38-45 Notes ASTM Test Method F1852, A563. F436 Proof Load S - No permanent yield or deformation - Accepted • - Not Accepted due to yield or deformation SPECIMENS - LAB NUMBER 119 TYPE MANUFACTURER LOT NO. ASTM SPEC. MARKINGS DIAMETER LENGTH BOLTS KPF F2J2622700 A325 A325TC, KPF 3 '/4" NUTS KPF F2J2697600 A563 DH, KPF - WASHERS KPF F2J2748600 F436 F436, KPF - SPECIMENS ROCKWELL HARDNESS (HRC) PROOF LOAD (LBS) WEDGE TENSILE (LBS) SPECIMENS TEST RESULTS (avg) SPECIFIED TEST RESULTS SPECIFIED TEST RESULTS SPECIFIED mm Bolt 1 31 25-34 30,700 30,700 53,260 40,100 Boh 2 31 25-34 30,700 30,700 53,390 40,100 Nut 1 31 25-38 58,450 58,450 Nut 2 33 25-38 58,450 58,450 Washer 1 40 38-45 Notes ASTM Test Method F1852, A563. F436 Proof Load lil - No permanent yield or deformation - Accepted • - Not Accepted due to yield or deformation Washer 2 41 38-45 Notes ASTM Test Method F1852, A563. F436 Proof Load lil - No permanent yield or deformation - Accepted • - Not Accepted due to yield or deformation Page 2 of4 Legoland Hotel Carlsbad, California MTGL Project No 1251 AOl Log No 12-058 SPECIMENS - LAB NUMBER 120 TYPE MANUFACTURER LOT NO. ASTM SPEC. MARKINGS DIAMETER LENGTH BOLTS KPF F2N3306700 A325 A325TC, KPF 7/8" 2" NUTS KPF F2N3173600 A563 DH, KPF 7/8" - WASHERS KPF F2N3491920 F436 F436, KPF 7/8" - SPECIMENS ROCKWELL HARDNESS (HRC) PROOF LOAD (LBS) WEDGE TENSILE (LBS) SPECIMENS TEST RESULTS (avg) SPECIFIED TEST RESULrs SPECIFIED TEST RESULTS SPECIFIED mm Bolt 1 32 25-34 42,500 42,500 66,990 55,450 Boh 2 32 25-34 42,500 42,500 67,750 55,450 Bolt 3 32 25-34 42,500 42,500 67,535 55,450 Boh 4 30 25-34 42,500 42,500 66,425 55,450 Boh 5 31 25-34 42,500 42,500 66,835 55,450 Bok 6 32 25-34 42,500 42,500 67,500 55,450 Bolt 7 31 25-34 42,500 42,500 67,865 55,450 Bok 8 31 25-34 42,500 42,500 66,935 55,450 Bok 9 31 25-34 42,500 42,500 66,105 55,450 Bok 10 32 25-34 42,500 42,500 66,710 55,450 Nut 1 31 25-38 80,850 80,850 Nut 2 30 25-38 80,850 80,850 Nut 3 31 25-38 80,850 80,850 Nut 4 31 25-38 80,850 80,850 Nut 5 30 25-38 80,850 80,850 Nut 6 31 25-38 80,850 80,850 Nut 7 31 25-38 80,850 80,850 Nuts 31 25-38 80,850 80,850 Nut 9 31 25-38 80,850 80,850 Nut 10 31 25-38 80,850 80,850 Washer 1 40 38-45 Notes ASTM Test Method F1852, A563, F436 Proof Load lEl - No permanent yield or deformation - Accepted • - Not Accepted due to yield or deformation Washer 2 41 38-45 Notes ASTM Test Method F1852, A563, F436 Proof Load lEl - No permanent yield or deformation - Accepted • - Not Accepted due to yield or deformation Washer 3 39 38-45 Notes ASTM Test Method F1852, A563, F436 Proof Load lEl - No permanent yield or deformation - Accepted • - Not Accepted due to yield or deformation Washer 4 40 38-45 Notes ASTM Test Method F1852, A563, F436 Proof Load lEl - No permanent yield or deformation - Accepted • - Not Accepted due to yield or deformation Washer 5 40 38-45 Notes ASTM Test Method F1852, A563, F436 Proof Load lEl - No permanent yield or deformation - Accepted • - Not Accepted due to yield or deformation Washer 6 39 38-45 Notes ASTM Test Method F1852, A563, F436 Proof Load lEl - No permanent yield or deformation - Accepted • - Not Accepted due to yield or deformation Washer 7 40 38-45 Notes ASTM Test Method F1852, A563, F436 Proof Load lEl - No permanent yield or deformation - Accepted • - Not Accepted due to yield or deformation Washer 8 40 38-45 Notes ASTM Test Method F1852, A563, F436 Proof Load lEl - No permanent yield or deformation - Accepted • - Not Accepted due to yield or deformation Washer 9 40 38-45 Notes ASTM Test Method F1852, A563, F436 Proof Load lEl - No permanent yield or deformation - Accepted • - Not Accepted due to yield or deformation Washer 10 40 38-45 Notes ASTM Test Method F1852, A563, F436 Proof Load lEl - No permanent yield or deformation - Accepted • - Not Accepted due to yield or deformation Page 3 of 4 Legoland Hotel Carlsbad, California MTGL Project No 1251 AOl Log No 12-058 SPECIMENS - LAB NUMBER 121 TYPE MANUFACTURER LOT NO. ASTM SPEC. MARKINGS DIAMETER LENGTH BOLTS NUCOR 28S040A A325 A325TC, N 7/8" 2 '/4" NUTS NUCOR 284290A A563 DH,N 7/8" - WASHERS NUCOR 025069 F436 F436, P 7/8" - SPECIMENS ROCKWELL HARDNESS (HRC) PROOF LOAD (LBS) WEDGE TENSILE (LBS) SPECIMENS TEST RESULTS (avg) SPECIFIED TEST RESULTS SPECIFIED TEST RESULTS SPECIFIED mm Bok 1 29 25-34 42,500 42,500 67,980 55,450 Bok 2 31 25-34 42,500 42,500 66,500 55,450 Bok 3 29 25-34 42,500 42,500 65,440 55,450 Bok 4 30 25-34 42,500 42,500 60,825 55,450 Bok 5 30 25-34 42,500 42,500 66,750 55,450 Nut 1 29 25-38 80,850 80,850 Nut 2 30 25-38 80,850 80,850 Nut 3 30 25-38 80,850 80,850 Nut 4 29 25-38 80,850 80,850 Nuts 30 25-38 80,850 80,850 Washer 1 41 38-45 Notes ASTM Test Method F1852, A563, F436 Proof Load IS - No permanent yield or deformation - Accepted • - Not Accepted due to yield or deformation Washer 2 39 38-45 Notes ASTM Test Method F1852, A563, F436 Proof Load IS - No permanent yield or deformation - Accepted • - Not Accepted due to yield or deformation Washer 3 40 38-45 Notes ASTM Test Method F1852, A563, F436 Proof Load IS - No permanent yield or deformation - Accepted • - Not Accepted due to yield or deformation Washer 4 41 38-45 Notes ASTM Test Method F1852, A563, F436 Proof Load IS - No permanent yield or deformation - Accepted • - Not Accepted due to yield or deformation Washer 5 41 38-45 Notes ASTM Test Method F1852, A563, F436 Proof Load IS - No permanent yield or deformation - Accepted • - Not Accepted due to yield or deformation The Material S WAS • WAS NOT Sampled and Tested m Accordance with The Requirements of the Approved Documents The Material Tested 11 MET • DID NOT MEET The Requirements ofthe Approved Documents We appreciate this opportunity to be of continued service to you If you have any questions regarding this report, please do not hesitate to contaci us at your convenience Respectfully submitted, MTGL, Inc Sam E Valdez, PE Senior Engineer Page 4 of 4 Corporate 2992 E La Palma Ave Ste A Anaheim, CA 92806 Tel 714 632 2999 Fax 714 632 2974 Dispatch 800 491 2990 San Diego/lmpenal County 6295 Fems Square Ste C San Diego, CA 92121 Tel 858 537 3999 Fax 858 537 3990 Dispatch 888 844 5060 Inland Empire 14467 Mendian Pkwy , Bldg 2A Riverside, CA 92518 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 Indio 44917 Golf Center Pkwy , Ste 1 Indio, CA 92201 Tel 760 342 4677 Fax 760 342 4525 Dispatch 800 491 2990 DAILY INSPECTION REPORT MTGL PROJECT# 1251 API Pennit # 06111086- ^gf Report # Page of Special Inspection Reports must be distnbuted to the parties listed below within 14 days of the inspection Reports of non-compliant conditions must be distnbuted immediately Separate reports shall be prepared for each type of "special inspection on a daily basis Each report shall be completed and signed by the special inspector conducting the inspection DSA/CITY File# DSA/OSHPD Appl #. DS/VLEA # PROJECT NAME Legoland Hotel Date April 25, 2012 ARCHITECT Delawie Wilkes, Rodngues Barker Architechs TIME ARRIVED Sam TIME DEPARTED ENGINEER GSSI Structural Engineers TRAVELTIME LUNCH TIME CONTRACTOR RD Olsen SUB CONTRACTOR CCI Concrete INSPECTION ADDRESS 1 Legoland dr Carlsbad ADDRESS OF PROJECT same TYPE OF INSPECTION • ENGINEERED FILL • FOUNDATION • BACK FILL • BATCH PLANT • PT CONCRETE • SHOTCRETE Kl CONCRETE • MASONRY • HIGH STRENGTH BOLTING • WELDING • SHOP WELD • FIREPROOFING • ANCHOR/DOWEL • NDE FIELD • NDE SHOP • CEILING WIRE • • • DS/VOSHPD PROJECT APPROVED DOCUMENTS AVAILABLE APPROVED PLANS Y • N • SOIL REPORT Y • N • SPECS Y • N • APPROVED SHOP DRAWING Y • N • MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS) Hanson, 3000psi 1" hard rock concrete, 5 75 sk, mix design 3033500 CONTRACTORS EQUIPMENT/MANPOWER USED AREA, GRID LINES, PIECES INSPECTED Observe & venfy the delivery & placing of 20 yards 3000psi concrete for constmction grade beams w/ 24" x 24" square pier footings alone M 1 line btwn 20 & 29 Supplied by Hanson, placed by delivery chute, & consolidated w/ mechanical vibration Sampled & tested, 1 set of (5) 4" X 8" cylinders cast for compressive strength testing STRUCTURAL NOTES, DETAIL OR RFIS USED general notes - stmctural & S-2 1 2 REMARKS, INCLUDING MEETINGS Reinforced concrete constmction is on going REWORK AS PERCENT OF ALL WORK TODAY PERCENT PROJECT COMPLETE THE WORK WAS S WASNOTD Inspected in accordance with the requirements of the DS/VOSPHD Project approved documents MATERIAL SAMPLING WAS S WAS NOT • N/A • Performed in accordance with DS/VOSPHD Project approved documents THE WORK INSPECTED MET El DID NOT MEET • The requirements of the DS/VOSPHD Project approved documents Samples taken 1 set (5) cylinders cast Weather cloudy Temp 62* cc Project Architect Stmctural Engineer DSA Regional Office School Distnct Contractor Building Department Owner Signatufgjof^Special Inspector Matthew Jackson Pnnt Name Certification # ICC 5269061 Verified by. Corporate 2992 E La Palma Ave Ste A Anaheim, CA 92806 Tel 714 632 2999 Fax 714 632 2974 Dispatch 800 491 2990 San Diego/lmperial County Inland Empire 6295 Fems Square Ste C San Diego, CA 92121 Tel 858 537 3999 Fax 858 537 3990 Dispatch 888 844 5060 14467 Mendian Pkwy , Bldg 2A Riverside, CA 92518 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 Indio 44917 Golf Center Pkwy , Ste 1 Indio, CA 92201 Tel 760 342 4677 Fax 760 342 4525 Dispatch 800 491 2990 MTGL PROJECT* l»S'< ftO\ Permit* CBI lie DAILY INSPECTION REPORT Report #. .Page. of DSA/CITY File# DSA/OSHPD Appl #. DSA/LEA # Special Inspection Reports must be distnbuted to the parties listed below within 14 days of the inspection Reports of non-compliant conditions must be distnbuted immediately Separate reports shall be prepared for each type of special inspection on a daily basis Each report shall be completed and signed by the special inspector conducting the inspection PROJECT NAME Legoland Hotel Date April 24, 20121 ARCHITECT Delawie, Wilkes, Rodngues Aichitects TIME ARRIVED 8 30am TIME DEPARTED 10am ENGINEER GSSI Structural Engineers TRAVEL TIME LUNCH TIME CONTRACTOR RD Olson SUB CONTRACTOR CCI INSPECTION ADDRESS 1 Legoland dr, Carlsbad, ca ADDRESS OF PROJECT Same TYPE OF INSPECTION • ENGINEERED FILL • FOUNDATION • BACK FILL • BATCH PLAm • PT CONCRETE • SHOTCRE rE El CONCRETE • MASONRY • HIGH STRENGTH BOLTING • WELDING • SHOP WELD SOIL REPORT Y • N • • FIREPROOFING • ANCHOR/DOWEL • NDE FIELD • NDE SHOP CEILING WIRE ISI remf • . SPECS Y • N • APPROVED SHOP DRAWING Y • N • AVAILABLE APPROVED PLANS Y • N • DSA/OSHPD PROJECT APPROVED DOCUMENTS MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS) A615 grade 60 reinforcing steel bars CONTRACTORS EQUIPMENT/MANPOWER USED AREA, GRID LINES, PIECES INSPECTED Inspect reinforcing steel placed for bond beam / grade beams w/ 24" X 24" square footing (typical UON) for balcony columns on M 1 line between 20 & 29 lines The work observed was in general compliance with approved plans & specifications STRUCTURAL NOTES, DETAIL OR RFIS USED S-2 1 2 REMARKS, INCLUDING MEETINGS REWORK AS PERCENT OF ALL WORK TODAY THE WORK WASH WASNOTD = Inspected in accordance with the requirements ofthe DS/VOSPHD Project approved documents MATERIAL SAMPLING WAS D WASNOTD N/A gl Performed in accordance with DS/VOSPHD Project approved documents PERCENT PROJECT COMPLETE THE WORK INSPECTED MET H DID NOT MEET D The requirements of the DS/VOSPHD Project approved documents Samples taken No Weather sunny clear Temp 68* Project Architect Stmctural Engineer DSA Regional Office School Dislnct Contractor Building Department Owner Sgnature of Special Inspector 'Matthew Jackson Knm Name Certification # ICC 5269061 Venfied by r Corporate 2992 E La Palma Ave Ste A Anaheim, CA 92806 Tel 714 632 2999 Fax 714 632 2974 Dispatch 800 491 2990 San Diego/lmpenal County 6295 Ferns Square Suite C San Diego CA 92121 Tel 858 537 3999 Fax 858 537 3990 Dispalch 888 844 5060 Inland bmpire 14467 Meridian Pkwy Bldg 2A Riverside CA 92518 Tel 951 653 4999 Fax 95 I 653 4666 Dispalch 800 491 2990 Indio 44917 Golf Center Pkwy Ste 1 Indio CA 92201 Tel 760 342 4677 Fax 760 342 4525 Dispatch 800 491 2990 MTGL PROJECTS 1251-A01 BUILDING PERMIT* CB111684 Report # Page 1 of 1 DAILY INSPECTION REPORT OSHPD# DSA APPLICATION NUMBER DS/VLEA # Special Inspection Reports must be distnbuted to the parties listed below within 14 days ofthe inspection Reports cf non compliant conditions must be distributed immediately Separate reports shall be prepared for each type of special inspection on a daily basis Each report shall be completed and signed by the special inspector conducting the inspection PROJECT NAME Legoland Hotel - Carlsbad Date Friday, April 20, 2012 ARCHITECT Delawie Wilkes Rodrigues Barker TIME ARRIVED 6 00 am TIME DEPARTED 2 30 pm ENGINEER William F Schell TRAVELTIME: LUNCH TIME CONTRACTOR RD Olson SUB CONTRACTOR Adam Steel INSPECTION ADDRESS 1 Legoland Dr, Carlsbad, CA 92008 ADDRESS OF PROJECT 1 Legoland Dr, Carlsbad, CA 92008 TYPE OF INSPECTION • ENGINEERED FILL • FOUNDATION • BACK FILL • BATCH PLANT • PT CONCRETE • SHOTCRETE • CONCRETE • MASONRY El HIGH STRENGTH BOLTING Kl WELDING • SHOP WELD • FIREPROOFING • ANCHOR/DOWEL • NDE FIELD • NDE SHOP • CEILING WIRE • EPOXY • • DS/VOSHPD PROJECT APPROVED DOCUMENTS AVAILABLE APPROVED PLANS Y El N • SOIL REPORT Y • N • SPECS Y • N El APPROVED SHOP DRAWING Y I IND MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS) ASTM A992, A572, A325, CONTRACTORS EQUIPMENT/MANPOWER USED 1 foreman, 4 man erection crew, 1 certified welder (Rick Contreras) FCAW welding process using E70T-8 electrode, crane AREA, GRID LINES, PIECES INSPECTED Visual inspection of erection and bolting STRUCTURAL NOTES, DETAIL OR RFIS USED Approved drawings, approved shop drawings, specifications REMARKS INCLUDING MEETINGS Provided penodic visual inspection of the erection of columns Anchor bolts on several column bases are short and do not achieve required engagement unable to install couplers per RFI #120 due to steel beams already erected and attached, RFI to be generated to request welding nut to A307 anchor bolts Cope missing on the following beams, 176A, 176A, 231A Beams were coped in field and copes were inspected for conformance to code with all found to be acceptable Installation of High Strength Bolts in progress Full penetration weld in moment frame at gndline A and 3 started but not completed today REWORK AS PERCENT OF ALL WORK TODAY PERCENT PROJECT COMPLETE THE WORK WAS WAS NOT • Inspected in accordance with the requirements of the DS/VOSPHD/ Project approved documents MATERIAL SAMPLING WAS D WASNOTD N/A Perfonned in accordance with DS/VOSPHD Project approved documents THE WORK INSPECTED MET gj DID NOT MEET D The requirements of the DS/VOSPHD Project approved documents Samples taken HI A Weather Cc Project Architect Structural Engineer DSA Regional Office School Distnct Contractor Building Department Owner Temp ,,eSoeOvo\^^'^^°" Signature of Special In ConnieSue Dickinson Verified By Pnnt Name I QC195070121 c Corporate 2992 E La Palma Ave Ste A Anaheim CA 92806 Tel 714 632 2999 Fax 714 632 2974 Dispatch 800 491 2990 San Diego/lmpenal County 6295 Ferns Square Suite C San Diego CA 92121 Tel 858 537 3999 Fax 858 537 3990 Dispatch 888 844 5060 Inland Empire 14467 Mendian Pkwy Bldg 2A Riverside CA92513 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 Indio 44917 Golf Center Pkwy Ste1 Indio CA 92201 Tel 760 342 4677 Fax 760 342 4525 Dispatch 800 491 2990 MTGLPROJECT# 1251-A01 BUILDING PERMIT* CB111684 DAILY INSPECTION REPORT OSHPD # DSA APPLICATION NUMBER DSALEA # Report # Page 1 of 1 Special Inspection Reports must be distnbuted to the parties listed below within 14 days of the inspection Reports of non-compliant conditions must be distributed immediately Separate reports shall be prepared for each type of special inspection on a daily basis Each report shall be completed and signed by the special inspector conducting the inspection PROJECT NAME Date Legoland Hotel - Carlsbad Thursday, Apnl 19, 2012 ARCHITECT TIME ARRIVED TIME DEPARTED Delawie Wilkes Rodngues Barker 6 00 am 2 30 pm ENGINEER TRAVELTIME LUNCH TIME William F Schell CONTRACTOR SUB CONTR^LCTOR RD Olson Adam Steel INSPECTION ADDRESS 1 Legoland Dr, Carlsbad, CA 92008 TYPE OF INSPECTION • ENGINEERED FILL • FOUNDATION • BACK FILL • BATCH PLANT • PT CONCRETE • SHOTCRETE • CONCRETE ADDRESS OF PROJECT 1 Legoland Dr, Carlsbad, CA 92008 • MASONRY S HIGH STRENGTH BOLTING El WELDING • SHOP WELD • FIREPROOFING • ANCHOR/DOWEL • NDE FIELD • NDE SHOP • CEILING WIRE • EPOXY • • DSA/OSHPD PROJECT APPROVED DOCUMENTS AVAILABLE APPROVED PLANS Y S N • SOIL REPORT Y • N • SPECS Y • N APPROVED SHOP DRAWING Y El N • MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS) ASTM A992, A572, A325, CONTRACTORS EQUIPMENT/MANPOWER USED 1 foreman, 4 man erection crew, 1 certified welder (Rick Contreras) FCAW welding process using E7QT-8 electrode, crane AREA, GRID LINES, PIECES INSPECTED Visual inspection of erection and bolting STRUCTURAL NOTES, DETAIL OR RFIS USED Approved drawings, approved shop drawings, specifications REMARKS, INCLUDING MEETINGS Provided penodic visual inspection of the erection of columns Anchor bolts on several column bases are short and do not achieve required engagement unable to install couplers per RFI #120 due to steel beams already erected and attached, RFI to be generated to request welding nut to A307 anchor bolts Cope missing on the following beams, 176A, 176A, 231A Beams were coped in field and copes were inspected for conformance to code with all found to be acceptable Installation of High Strength Bolts in progress REWORK AS PERCENT OF ALL WORK TODAY PERCENT PROJECT COMPLETE THE WORK WAS Igj WAS NOT • Inspected in accordance with the requirement's of the DS/VOSPHD/ Project approved documents MATERIAL SAMPLING WAS D WASNOTD N/A gl Perfonned in accordance with DSA/OSPHD Project approved documents THE WORK INSPECTED MET S DID NOT MEET D The requirements of the DS/VOSPHD Project approved documents Samples taken HI A Weather Cc Project Architect Structural Engineer DSA Regional Office School District Contractor Building Department Owner A- Venfied By Signature of Special lns?>^£for ConnieSue Dickinson CertlTffstlon # // WB~CWI QC195070121 c. mm. Corporate 2992 E La Palma Ave Ste A Anaheim CA 92806 Tel 714 632 2999 Fax 714 632 2974 Dispatch 800 491 2990 San Diego/lmpenal County 6295 Ferns Square Suite C San Diego, CA 92121 Tel 858 537 3999 Fax 858 537 3990 Dispatch 838 844 5060 Inland Empire 14467 Meridian Pkwy Bldg 2A Riverside CA 92518 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 Indio 44917 Golf Center Pkwy Ste 1 Indio CA 92201 Tel 760 342 4677 Fax 760 342 4525 Dispatch 800 491 2990 MTGL PROJECT* 1251-A01 BUILDING PERM1T# CB111684 DAILY INSPECTION REPORT OSHPD # DSA APPLICATION NUMBER Report # Page 1 of 1 DS/VLEA # Special Inspection Reports must be distnbuted to the parties listed below within 14 days of the inspection Reports ol non-compliant conditions must be distributed immediately Separate reports shall be prepared for each type of special inspection on a daily basis Each report shall be compleled and signed by the special inspector conducting the inspection ARCHITECT Delawie Wilkes Rodngues Barker TIME ARRIVED 6 00 am TIME DEPARTED 2 30 pm ENGINEER William F Schell TRAVELTIME LUNCH TIME CONTRACTOR RD Olson SUB CONTRACTOR Adam Steel INSPECTION ADDRESS 1 Legoland Dr, Carlsbad, CA 92008 ADDRESS OF PROJECT 1 Legoland Dr, Carlsbad, CA 92008 PROJECT NAME Date TYPE OF INSPECTION • ENGINEERED FILL • FOUNDATION • BACK FILL • BATCH PLANT • PT CONCRETE • SHOTCRETE • CONCRETE • MASONRY El HIGH STRENGTH BOLTING S WELDING • SHOP WELD • FIREPROOFING • ANCHOR/DOWEL • NDE FIELD • NDE SHOP • CEILING WIRE • EPOXY • • DSA/OSHPD PROJECT APPROVED DOCUMENTS AVAILABLE APPROVED PLANS Y El N • SOIL REPORT Y • N • SPECS Y • N El APPROVED SHOP DRAWING Y [ IND MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS) ASTM A992, A572, A325, CONTRACTORS EQUIPMENT/MANPOWER USED 1 foreman, 4 man erection crew, 1 certified welder (Rick Contreras) FCAW welding process using E70T-8 electrode, crane AREA, GRID LINES, PIECES INSPECTED Visual inspection of erection and bolting STRUCTURAL NOTES, DETAIL OR RFIS USED Approved drawings, approved shop drawings, specifications REMARKS, INCLUDING MEETINGS Provided penodic visual inspection of the erection of columns Anchor bolts on several column bases are short and do not achieve required engagement, RFI 120 addresses this condition, engineer response with direction to use couplers at these locations Cope missing on the following beams, 228A, 221 A, 167A Beams were coped in field and copes were inspected for conformance to code with all found to be acceptable High Strength Bolts in progress REWORK AS PERCENT OF ALL WORK TODAY PERCENT PROJECT COMPLETE THE WORK WAS El WASNOTD THE WORK INSPECTED MET E] DID NOT MEET D Inspected in accordance with the requirements of the DS/VOSPHD/ Project The requirements of the DS/VOSPHD Project approved documents approved documents MATERIAL SAMPLING WAS D WASNOTD N/A El Perfonned in accordance with DS/VOSPHD Project approved documents Samples taken HI A Weather Cc Project Architect Structural Engineer Contractor Building Department 7IA/20AS Signature of Special lns| -Connro^e Dickinson DSA Regional Office Owner School District Venfied By Corporate 2992 E La Palma Ave Ste A Anaheim CA 92806 Tel 714 632 2999 Fax 714 632 2974 Dispatch 800 491 2990 San Diego/lmperial County 6295 Ferris Square Suite C San Diego CA 92121 Tel 858 637 3999 Fax 858 537 3990 Dispatch 888 844 5060 Inland Lmpire 14467 Mendian Pkwy Bldg 2A Riverside CA92518 Tel 951 653 4999 Fax 95 I 653 4666 Dispatch 800 491 2990 Indio 44917 Golf Center Pkwy Ste 1 Indio CA 92201 Tel 760 342 4677 Fax 760 342 4525 Dispatch 800 491 2990 MTGLPROJECT# 1251-A01 BUILDINGPERMIT* CB111684 DAILY INSPECTION REPORT OSHPD # DSA APPLICATION NUMBER DSALEA # Report # Page 1 of 1 Special Inspection Reports must be distributed to the parties listed below within 14 days of the inspection Reports of non-compliant conditions must be distributed immediately Separate reports shall be prepared for each type of special inspection on a daily basis Each report shall be completed and signed by (he special inspector conducting the inspection PROJECT NAME Legoland Hotel - Carlsbad Date Tuesday, Apnl 17, 2012 ARCHITECT Delawie Wilkes Rodngues Barker TIME ARRIVED 6 00 am TIME DEPARTED 11 00 am ENGINEER William F Schell TRAVEL TIME LUNCH TIME CONTRACTOR RD Olson SUB CONTR/\CTOR Adam Steel INSPECTION ADDRESS 1 Legoland Dr, Carlsbad, CA 92008 ADDRESS OF PROJECT 1 Legoland Dr, Carlsbad, CA 92008 TYPE OF INSPECTION • ENGINEERED FILL • FOUNDATION • BACK FILL • BATCH PLANT • PT CONCRETE • SHOTCRETE • CONCRETE • MASONRY 12 HIGH STRENGTH BOLTING El WELDING • SHOP WELD • FIREPROOFING • ANCHOR/DOWEL • NDE FIELD • NDE SHOP • CEILING WIRE • EPOXY • n DSA/OSHPD PROJECT AVAILABLE APPROVED PLANS Y E APPROVED DOCUMENTS N • SOIL REPORT Y • N • SPECS Y • N El APPROVED SHOP DRAWING Y El N • MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS) ASTM A992, A572, A325, CONTRACTORS EQUIPMENT/MANPOWER USED 1 foreman, 4 man erection crew, 1 certified welder (Rick Contreras) FCAW welding process using E70T-8 electrode, crane AREA, GRID LINES, PIECES INSPECTED Visual inspection of erection and bolting STRUCTURAL NOTES, DETAIL OR RFIS USED Approved drawings, approved shop drawings, specifications REMARKS, INCLUDING MEETINGS Provided periodic visual inspection of the erection of columns Anchor bolts on several column bases are short and do not achieve required engagement, RFI 120 addresses this condition, engineer response with direction to use couplers at these locations Checked in with city of Carlsbad inspector, Pete Dreibelis, to notify of my presence on site High Strength Bolts on site, REWORK AS PERCENT OF ALL WORK TODAY PERCENT PROJECT COMPLETE THE WORK WAS El WAS NOT • Inspected in accordance with the requirements of the DS/VOSPHD/ Project approved documents MATERIAL SAMPLING WAS D WAS NOT D N/A El Performed in accordance with DS/VOSPHD Project approved documents THE WORK INSPECTED MET lEl DID NOT MEET D The requirements of the DS/VOSPHD Project approved documents Samples taken N/A Weather Cc Project Architect Structural Engineer DSA Regional Office School Distnct Contractor Building Department Owner Temp ,,,eSueD«c^^'"^°'' QCA 7/M20A3 Signature of Special Ins^^fiJAr ConnieSue Dickinson M Pr\r\\ Nanne Certifications g ^W§=^l QC195070121 Venfied By Corporate 2992 E La Palma Ave Ste A Anaheim CA 92806 Tel 714 632 2999 Fax 714 632 2974 Dispatch 800 491 2990 San Diego/lmpenal County 6295 Ferns Square Suite C San Diego CA 92121 Tel 858 537 3999 Fax 858 537 3990 Dispatch 888 844 5060 Inland Empire 14467 Mendian Pkwy Bldg 2A Riverside CA92518 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 Indio 44917 Golf Center Pkwy Ste 1 Indio CA 92201 Tel 760 342 4677 Fax 760 342 4525 Dispatch 800 491 2990 MTGL PROJECTS 1251-A01 BUILDINGPERMIT* CB111684 DAILY INSPECTION REPORT OSHPD # DSA APPLICATION NUMBER Report # Page 1 of 1 DSA/LEA # Special Inspection Reports must be distnbuted to the parties listed below within 14 days of the inspection Reports of non-compliant conditions must be distributed immediately Separate reports shall be prepared for each type of special inspection on a daily basis Each report shall be completed and signed by the special inspector conducting the inspection PROJECT NAME Legoland Hotel - Carlsbad Date Monday, Apnl 16, 2012 ARCHITECT Delawie Wilkes Rodngues Barker TIME ARRIVED 5 00 am TIME DEPARTED 1 30 pm ENGINEER William F Schell TRAVEL TIME LUNCH TIME CONTRACTOR RD Olson SUB CONTRACTOR Adam Steel INSPECTION ADDRESS 827 E CIVIC Center Dr Santa Ana, CA TYPE OF INSPECTION • ENGINEERED FILL • FOUNDATION • BACK FILL • BATCH PLANT • PT CONCRETE • SHOTCRETE • CONCRETE ADDRESS OF PROJECT 1 Legoland Dr, Carlsbad, CA 92008 • MASONRY • HIGH STRENGTH BOLTING El WELDING BSHOPWELD • FIREPROOFING • ANCHOR/DOWEL • NDE FIELD • NDE SHOP • CEILING WIRE • EPOXY • DSA/OSHPD PROJECT APPROVED DOCUMENTS AVAILABLE APPROVED PLANS Y El N • SOIL REPORT Y • N • SPECS Y • N 1 APPROVED SHOP DRAWING Y I IND MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TES f REPORTS) ASTM A992, A572 CONTRACTORS EQUIPMENT/MANPOWER USED 1 foreman, 4 man erection crew, 1 certified welder (Rick Contreras) FCAW welding process using E70T-8 electrode, crane AREA, GRID LINES, PIECES INSPECTED Visual inspection of full penetration, partial penetration, multi-pass welds on steel components as listed below STRUCTURAL NOTES, DETAIL OR RFIS USED Approved drawings, approved shop drawings REMARKS, INCLUDING MEETINGS Provided continuous visual inspection of full penetration welds on the following" Columns 36A (HT# B070616), 37A (HT# B070616), complete and visually acceptable UT performed on remainder of full pen welds for this phase with no rejects found Checked fit up, monitored preheat, welders were observed for use of proper procedures and technique Completed welds were visually inspected for size, length, location and visually for conformance to code REWORK AS PERCENT OF ALL WORK TODAY PERCE NT PROJECT COMPLETE THE WORK WAS |g] WAS NOT • Inspected in accordance with the requirements ofthe DS/VOSPHD/ Project approved documents MATERIAL SAMPLING WAS D WAS NOT D N/A M Perfonned in accordance with DS/VOSPHD Project approved documents THE WORK INSPECTED MET S DID NOT MEET • The requirements ofthe DS/VOSPHD Project approved documents Samples taken HI A Weather Cc Project Architect Structural Engineer DSA Regional Office School District Contractor Building Department Owner ^^^^ Signature of Special Ins^? ConnieSue Dickinson Certifrat)pn# Venfied By 1195070121 Corporate 2992 E La Palma Ave Ste A Anaheim, CA 92806 Tel 714 632 2999 Fax 714 632 2974 Dispatch 800 491 2990 San Diego/lmpenal County 6295 Ferns Square Suite C San Diego CA 92121 Tel 858 537 3999 Fax 858 537 3990 Dispatch 888 844 5060 Inland Empire 14467 Mendian Pkwy Bldg 2A Riverside CA92518 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 Indio 44917 Golf Center Pkwy Ste 1 Indlo CA 92201 Tel 760 342 4677 Fax 760 342 4525 Dispatch 800 491 2990 MTGL PROJECTS 1251-A01 BUILDING PERMIT* CB111684 Report # Page 1 of 1 DAILY INSPECTION REPORT OSHPD # DSA APPLICATION NUMBER DSA/LEA # Special Inspection Reports must be distnbuted to the parties listed below within 14 days of the inspection Reports of non-compliant conditions must be distnbuted immediately Separate reports shall be prepared for each type of special inspection on a daily basis Each report shall be completed and signed by the special inspector conducting the mspection PROJECT NAME ' Legoland Hotel - Carlsbad Date Saturday, Apnl 14, 2012 ARCHITECT Delawie Wilkes Rodngues Barker TIME ARRIVED 5 00 am TIME DEPARTED 1 30 pm ENGINEER William F Schell TRAVELTIME LUNCH TIME CONTRACTOR RD Olson SUB CONTRACTOR Adam Steel INSPECTION ADDRESS 827 E CIVIC Center Dr, Santa Ana, CA TYPE OF INSPECTION • ENGINEERED FILL • FOUNDATION • BACK FILL • BATCH PLANT • PT CONCRETE • SHOTCRETE • CONCRETE ADDRESS OF PROJECT 1 Legoland Dr, Carlsbad, CA 92008 • MASONRY • HIGH STRENGTH BOLTING El WELDING BISHOP WELD • FIREPROOFING • ANCHOR/DOWEL • NDE FIELD • NDESHOP • CEILING WIRE • EPOXY • • • DSA/OSHPD PROJECT APPROVED DOCUMENTS AVAILABLE APPROVED PLANS Y El N • SOIL REPORT Y • N • SPECS Y • N I APPROVED SHOP DRAWING Y El N • MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS) ASTM A992, A572 CONTRACTORS EQUIPMENT/MANPOWER USED 1 certified welders (certifications on file) FCAW welding process using E70T-1 electrode AREA, GRID LINES, PIECES INSPECTED Visual inspection of full penetration, partial penetration, multi-pass welds on steel components as listed below STRUCTURAL NOTES, DETAIL OR RFIS USED Approved drawings, approved shop drawings REMARKS, INCLUDING MEETINGS Provided continuous visual inspection of full penetration welds on the following" Columns 31A (HT# B070616), 32A (HT# B070616), and 36A & 38A (Heat # A071496)-in progress and not completed today Checked fit up, monitored preheat, welders were observed for use of proper procedures and technique Completed welds were visually inspected for size, length, location and visually for conformance to code REWORK AS PERCENT OF ALL WORK TODAY PERCENT PROJECT COMPLETE THE WORK WAS EI WAS NOT D Inspected in accordance with the requirements ofthe DS/VOSPHD/ Project approved documents MATERIAL SAMPLING WAS D WASNOTD N/A E) Performed in accordance with DSA/OSPHD Project approved documents THE WORK INSPECTED MET E) DID NOT MEET D The requirements of the DS/VOSPHD Project approved documents Samples taken HI A Weather Temp Cc Project Architect Structural Engineer DSA Regional Office School District Contractor Building Department Owner ^c^%^ QCA t>^^ Signature of Special In ConnieSue Dickinson Print Name Certification # Venfied By AWS CWJ 0019^70121 . Corporate 2992 E La Palma Ave Ste A Anaheim CA 92806 Tel 714 632 2999 Fax 714 632 2974 Dispatch 800 491 2990 San Diego/lmpenal County 6295 Ferns Square Suite C San Diego CA 92121 Tel 858 537 3999 Fax 868 537 3990 Dispatch 888 844 5060 Inland Empire 14467 Msndian Pkwy Bldg 2A Riverside CA92518 Tel 951 353 4999 Fax 951 653 4666 Dispatch 800 491 2990 Indio 44917 Golf Center Pkwy Ste 1 Indio CA 92201 Tel 760 342 4677 Fax 760 342 4525 Dispatch 800 491 2990 MTGL PROJECT* 1251-AOI BUILDING PERMIT* CB111684 DAILY INSPECTION REPORT OSHPD* DSA APPLICATION NUMBER Report # Page 1 of 1 DSALEA # Special Inspection Reports must be distnbuted to the parties listed below within 14 days of the inspection Reports of non-compliant conditions must be distnbuted immediately Separate reports stiatl be prepared for each type of special inspection on a daily basis Each report shall be completed and signed by the special inspector conducting the inspection PROJECT NAME Legoland Hotel - Carlsbad Date Friday, Apnl 13, 2012 ARCHITECT Delawie Wilkes Rodngues Barker TIME ARRIVED 5 00 am TIME DEPARTED 1 30 pm ENGINEER William F Schell TRAVEL TIME LUNCH TIME CONTRACTOR RD Olson SUB CONTRACTOR Adam Steel INSPECTION ADDRESS 827 E CIVIC Center Dr, Santa Ana, CA TYPE OF INSPECTION • ENGINEERED FILL • FOUNDATION • BACK FILL • BATCH PLANT • PT CONCRETE • SHOTCRETE • CONCRETE ADDRESS OF PROJECT 1 Legoland Dr, Carlsbad, CA 92008 • MASONRY • HIGH STRENGTH BOLTING g WELDING H SHOP WELD • FIREPROOFING • ANCHOR/DOWEL • NDE FIELD • NDE SHOP • CEILING WIRE • EPOXY • • DSA/OSHPD PROJECT APPROVED DOCUMENTS AVAILABLE APPROVED PLANS Y El N • SOIL REPORT Y • N • SPECS Y • N I APPROVED SHOP DRAWING Y ^ N • MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS) ASTM A992, A572 CONTRACTORS EQUIPMENT/MANPOWER USED 2 certified welders (certifications on file) FCAW welding process using E70T-1 electrode AREA, GRID LINES, PIECES INSPECTED Visual inspection of full penetration, partial penetration, multi-pass welds on steel components as listed below STRUCTURAL NOTES, DETAIL OR RFIS USED Approved drawings, approved shop drawings REMARKS, INCLUDING MEETINGS Provided continuous visual inspection of full penetration welds on the following" Columns 36A (HT# B070616), and 37A (Heat # A071496)-in progress and not completed today UT performed on completed full penetration welds on columns with 1 reject found on column 31A Rejected weld was repaired and retested with satisfactory results Checked fit up, monitored preheat, welders were observed for use of proper procedures and technique Completed welds were visually inspected for size, length, location and visually for conformance to code REWORK AS PERCENT OF ALL WORK TODAY PERCENT PROJECT COMPLETE THE WORK WAS El WAS NOT D Inspected in accordance with the requirements of the DS/VOSPHD/ Project approved documents MATERIAL SAMPLING WAS D WASNOTD N/A E] Performed in accordance with DS/VOSPHD Project approved documents THE WORK INSPECTED MET El DID NOT MEET D The requirements of the DS/VOSPHD Project approved documents Samples taken N/A Weather Cc Project Architect Structural Engineer DSA Regional Office School Distnct Contractor Building Department Owner QCA Signature of Special lns?> ConnieSue Dickinson Certtfication # Pnnt Name AWS CWl QC1950701: Verified By (' Corporate 2992 E La Palma Ave Ste A Anaheim CA 92806 Tel 714 632 2999 Fax 714 632 2974 Dispatch 800 491 2990 San Diego/lmpenal County 6295 Fems Square Suite C San Diego CA 92121 Tel 858 537 3999 Fax 858 537 3990 Dispatch 888 844 5060 Inland Empire 14467 Mendian Pkwy Bldg 2A Riverside, CA 92518 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 Indio 44917 Golf Center Pkwy Ste 1 Indio CA 92201 Tel 760 342 4677 Fax 760 342 4525 Dispatch 800 491 2990 MTGL PROJECT* 1251-A01 BUILDINGPERMIT* CB111684 DAILY INSPECTION REPORT OSHPD* DSA APPLICATION NUMBER Report * Page 1 of 1 DSA/LEA # Special Inspection Reports must be distributed to the parties listed below within 14 days ofthe inspection Reports of non-compliant conditions must be distnbuted immediately Separate reports shall be prepared for each type of special inspection on a daily basis Each report shall be completed and signed by the special inspector conducting the inspection PROJECT NAME Legoland Hotel Carlsbad Date Thursday, Apnl 12, 2012 ARCHITECT Delawie Wilkes Rodngues Barker TIME ARRIVED 5 00 am TIME DEPARTED 1 30 pm ENGINEER William F Schell TRAVEL TIME LUNCH TIME CONTRACTOR RD Olson SUB CONTRACTOR Adam Steel INSPECTION ADDRESS 827 E CIVIC Center Dr, Santa Ana, CA ADDRESS OF PROJECT 1 Leqoland Dr, Carlsbad, CA 92008 TYPE OF INSPECTION • ENGINEERED FILL • FOUNDATION • BACK FILL • BATCH PLANT • PT CONCRETE • SHOTCRETE • CONCRETE • MASONRY • HIGH STRENGTH BOLTING El WELDING (gSHOPWELD • FIREPROOFING • ANCHOR/DOWEL • NDE FIELD • NDE SHOP • CEILING WIRE • EPOXY • n DSA/OSHPD PROJECT APPROVED DOCUMENTS AVAILABLE APPROVED PLANS Y El N • SOIL REPORT Y • N • SPECS Y • N I APPROVED SHOP DRAWING Y El N • MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS) ASTM A992, A572 CONTRACTORS EQUIPMENT/MANPOWER USED 3 certified welders (certifications on file) FCAW welding process using E70T-1 electrode AREA, GRID LINES, PIECES INSPECTED Visual inspection of full penetration, partial penetration, multi-pass welds on steel components as listed below STRUCTURAL NOTES, DETAIL OR RFIS USED Approved drawings, approved shop drawings REMARKS, INCLUDING MEETINGS Provided continuous visual inspection of full penetration welds on the following" Columns 47A (HT# B070616), and 36A & 38A (Heat # A071496) , beam splice on 248A started -in progress and not completed today Baseplate anchor bolt holes are oversized for columns 33A, 35A, 36A, 38A, 47A, A and 55A RFI to engineer to be generated to address this condition Checked fit up, monitored preheat, welders were observed for use of proper procedures and technique Completed welds were visually inspected for size, length, location and visually for conformance to code Received confirmation via an email message between Structural Engineer, Bill Schell, and Adams Iron, Bob Adams that the Dl 8 supplemental welders certification is not required for shop welds on the base plates REWORK AS PERCENT OF ALL WORK TODAY PERCENT PROJECT COMPLETE THE WORK WAS El WAS NOT D Inspected in accordance with the requirements of the DS/VOSPHD/ Project approved documents MATERIAL SAMPLING WAS D WAS NOT D N/A El Perfonned in accordance with DS/VOSPHD Project approved documents THE WORK INSPECTED METEI DID NOT MEET D The requirements ofthe DS/VOSPHD Project approved documents Samples taken HI A Weather Cc Project Architect Structural Engineer DSA Regional Office School District Contractor Building Department Owner ocl fy-^ Signature of Special In ConnieSue Dickinson Certification # Pnnt Name AWS CWl OC195070121 Venfied By Corporate 2992 E La Palma Ave Ste A Anaheim CA 92806 Tel 714 632 2999 Fax 714 632 2974 Dispatch 800 491 2990 San Diego/lmpenal County 6295 Ferns Square Suite C Sar Diego CA 92121 Tel 858 537 3999 Fax 858 537 3990 Dispatch 888 844 5060 Inland Empire 14467 Meridian Pkwy Bldg 2A Riverside CA 92518 Tel 95 I 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 Indio 44917 Golf Center Pkwy Ste 1 Indio CA 92201 Tel 760 342 4677 Fax 760 342 4525 Dispatch 800 491 2990 MTGL PROJECT* 1251-A01 BUILDING PERMIT* CB111684 DAILY INSPECTION REPORT OSHPD * DSA APPLICATION NUMBER DSALEA # Report # Page 1 of 1 Special Inspection Reports must be distnbuted to the parties listed below within 14 days of the inspection Reports of non-compliant conditions must be distnbuted immediately Separate reports shall be prepared for each type of spec lal inspection on a daily basis Each report shall be completed and signed by the special inspector conducting the inspection PROJECT NAME Legoland Hotel - Carlsbad Date Wednesday, Apnl 11, 2012 ARCHITECT Delawie Wilkes Rodngues Barker TIME ARRIVED 5 00 am TIME DEPARTED 1 30 pm ENGINEER William F Schell TRAVEL TIME LUNCH TIME CONTRACTOR RD Olson SUB CONTR/!\CTOR Adam Steel INSPECTION ADDRESS 827 E CIVIC Center Dr, Santa Ana, CA TYPE OF INSPECTION • ENGINEERED FILL • FOUNDATION • BACK FILL • BATCH PLANT • PT CONCRETE • SHOTCRETE • CONCRETE ADDRESS OF PROJECT 1 Legoland Dr, Carlsbad, CA 92008 • MASONRY • HIGH STRENGTH BOLTING El WELDING 'SHOP WELD • FIREPROOFING • ANCHOR/DOWEL • NDE FIELD • NDESHOP • CEILING WIRE • EPOXY • n DSA/OSHPD PROJECT APPROVED DOCUMENTS AVAILABLE APPROVED PLANS Y^H SOIL REPORT Y • N • SPECS Y • N El APPROVED SHOP DRAWING Y [ IND MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS) ASTM A992, A572 CONTRACTORS EQUIPMENT/MANPOWER USED 2 certified welders (certifications on file) FCAW welding process using E70T-1 electrode AREA, GRID LINES, PIECES INSPECTED Visual inspection of full penetration, partial penetration, multi-pass welds on steel components as listed below STRUCTURAL NOTES, DETAIL OR RFIS USED Approved drawings, approved shop drawings REMARKS, INCLUDING MEETINGS Provided continuous visual inspection of full penetration welds on the following" Columns 31A (HT# B070616), 32A (HT# B070616), and 35A (Heat # A071496)-in progress and not completed today Checked fit up, monitored preheat, welders were observed for use of propei procedures and technique Completed welds were visually inspected for size, length, location and visually for conformance to code REWORK AS PERCENT OF ALL WORK TODAY PERCENT PROJECT COMPLETE THE WORK WAS El WAS NOT D Inspected in accordance with the requirements of the DS/VOSPHD/ Project approved documents MATERIAL SAMPLING WAS • WASNOTD N/A El Perfonned in accordance with DSA/OSPHD Projecl approved documents THE WORK INSPECTED MET E) DID NOT MEET D The requirements of the DS/VOSPHD Project approved documents Samples taken HI A Weather Cc Project Architect Structural Engineer DSA Regional Office School District Contractor Building Department Owner QCA Signature of Special li ConnieSue Dickinson Pnnt Name Venfied By Certifisatiog^ AWS C^l QC19|070J21 Corporate 2992 E La Palma Ave Ste A Anaheim CA 92806 Tel 714 632 2999 Fax 714 632 2974 Dispalch 800 491 2990 San Diego/lmperial County 6295 Ferns Square Suite C San Diego CA 92121 Tel 858 537 3999 Fax 858 537 3990 Dispatch 888 844 5060 Inland Empire 14457 Mendian Pkwy Bldg 2A Riverside, CA 92518 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 Indio 44917 Golf Center Pkwy Ste 1 Indio CA 92201 Tel 760 342 4677 Fax 760 342 4525 Dispatch 800 491 2990 MTGL PROJECT* 1251-A01 BUILDINGPERMIT* CB111684 DAILY INSPECTION REPORT OSHPD * DSA APPLICATION NUMBER Report # Page 1 of 1 DS/VLEA * Special Inspection Reports must be distnbuted to the parties listed below within 14 days of the inspection Reports of non-compliant conditions must be distributed immediately Separate reports shall be prepared for each type of special inspection on a daily basis Each report shall be completed and signed by the special inspector conducting the inspection PROJECT NAME Legoland Hotel Carlsbad Date Tuesday, Apnl 10, 2012 ARCHITECT Delawie Wilkes Rodngues Barker TIME ARRIVED 5 00 am TIME DEPARTED 1 30 pm ENGINEER William F Schell TRAVEL TIME LUNCH TIME CONTRACTOR RD Olson SUB C0NTF5ACT0R Adam Steel INSPECTION ADDRESS 827 E CIVIC Center Dr, Santa Ana, CA ADDRESS OF PROJECT 1 Legoland Dr, Carlsbad, CA 92008 TYPE OF INSPECTION • ENGINEERED FILL • FOUNDATION • BACK FILL • BATCH PLANT • PT CONCRETE • SHOTCRETE • CONCRETE • MASONRY • HIGH STRENGTH BOLTING g WELDING SSHOPWELD • FIREPROOFING • ANCHOR/DOWEL • NDE FIELD • NDE SHOP • CEILING WIRE • EPOXY • • DSAOSHPD PROJECT APPROVED DOCUMENTS AVAILABLE APPROVED PLANS Y El N • SOIL REPORT Y • N • SPECS Y • N I APPROVED SHOP DRAWING Y | IND MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TES F REPORTS) ASTM A992, A572 CONTRACTORS EQUIPMENT/MANPOWER USED 2 certified welders (certifications on file) FCAW welding process using E70T-1 electrode AREA, GRID LINES, PIECES INSPECTED Visual inspection of full penetration, partial penetration, multi-pass welds on steel components as listed below STRUCTURAL NOTES, DETAIL OR RFIS USED Approved drawings, approved shop drawings REMARKS, INCLUDING MEETINGS Provided continuous visual inspection of full penetration welds on the following" Columns 35A (HT# Heat # A071496), 32A (HT# B070616), in progress and not completed today Checked fit up, monitored preheat, welders were observed for use of proper procedures and technique Completed welds were visually inspected for size, length, location and visually for conformance to code REWORK AS PERCENT OF ALL WORK TODAY PERCENT PROJECT COMPLETE THE WORK WAS El WAS NOT D Inspected in accordance with the requirements of the DS/VOSPHD/ Project approved documents MATERIAL SAMPLING WAS D WAS NOT D N/A El Performed in accordance with DS/VOSPHD Project approved documents THE WORK INSPECTED METE) DID NOT MEET D The requirements ofthe DS/VOSPHD Project approved documents Samples taken HI A Weather Temp Cc Project Architect Structural Engineer DSA Regional Office School Distnct Contractor Building Department Owner CO' QCA £>^^ Signature of Special ConnieSue Dickinson Certifi catiqi Venfied By icatioa# AWS CWIQCi95070121 r Corporate 2992 E La Palma Ave Ste A Anaheim CA 92806 Tel 714 632 2999 Fax 714 632 2974 Dispatch 800 491 2990 San Diego/lmpenal County 6295 Ferns Square Suite C San Diego CA92121 Tel 858 537 3999 Fax 858 537 3990 Dispatch 888 844 5060 Inland Empire 14467 Mendian Pkwy Bldg 2A Riverside CA 92518 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 Indio 44917 Golf Center Pkwy Ste 1 Indio CA 92201 Tel 760 342 4677 Fax 760 342 4525 Dispatch 800 491 2990 MTGL PROJECT* 1251-A01 BUILDING PERMIT* CB111684 DAILY INSPECTION REPORT OSHPD * DSA APPLICATION NUMBER DSA/LEA # Report # Page 1 of 1 Special Inspection Reports must be distnbuted to the parties listed below within 14 days of the inspection Reports of non-compliant conditions must be distributed immediately Separate reports shall be prepared for each type of special inspection on a daily basis Each report shall be completed and signed by the special inspector conducting the inspection PROJECT NAME Legoland Hotel Carlsbad Date Monday, Apnl 09, 2012 ARCHITECT Delawie Wilkes Rodngues Barker TIME ARRIVE D 5 00 am TIME DEPARTED 1 30 pm ENGINEER William F Schell TRAVELTIME LUNCH TIME CONTRACTOR RD Olson SUB CONTRACTOR Adam Steel INSPECTION ADDRESS 827 E CIVIC Center Dr Santa Ana, CA TYPE OF INSPECTION D ENGINEERED FILL D FOUNDATION • BACK FILL • BATCH PLANT D PT CONCRETE • SHOTCRETE • CONCRETE ADDRESS OF PROJECT 1 Legoland Dr, Carlsbad, CA 92008 • MASONRY D HIGH STRENGTH BOLTING WELDING SHOP WELD NO" • FIREPROOFING • ANCHOR/DOWEL D NDE FIELD D NDESHOP D CEILING WIRE D EPOXY • n DSA/OSHPD PROJECT APPROVED DOCUMENTS AVAILABLE APPROVED PLANS Y El ND SOIL REPORT Y • N D SPECS Y D N APPROVED SHOP DRAWING Y El N • MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS) ASTM A992, A572 CONTRACTORS EQUIPMENT/MANPOWER USED 2 certified welders (certifications on file) FCAW welding process using E70T-1 electrode AREA, GRID LINES, PIECES INSPECTED Visual inspection of full penetration, partial penetration, multi-pass welds on steel components as listed below STRUCTURAL NOTES, DETAIL OR RFIS USED Approved drawings, approved shop drawings REMARKS, INCLUDING MEETINGS Provided continuous visual inspection of full penetration welds on the following" Columns 31A (HT# B070616), 32A (HT# B070616), and 36A & 38A (Heat # A071496)-in progress and not completed today Checked fit up, monitored preheat, welders were observed for use of proper procedures and technique Completed welds were visually inspected for size, length, location and visually for conformance to code REWORK AS PERCENT OF ALL WORK TODAY PERCENT PROJECT COMPLETE THE WORK WAS El WAS NOT D Inspected in accordance vinth the requirements of the DS/VOSPHD/ Project approved documents MATERIAL SAMPLING WASD WASNOTD N/A El Performed in accordance with DS/VOSPHD Project approved documents THE WORK INSPECTED METEI DID NOT MEET D The requirements of the DS/VOSPHD Project approved documents Samples taken HI A Weather Cc Project Architect Structural Engineer DSA Regional Office School Distnct Contractor Building Department Owner Temp „,eSueD»cV^**'^°'' QCA Signature of Special I ConnieSue Dickinson Certification Venfied By ation # P""' Name ^ AWS|CWlQai93ty0121 www mtglinc com MTGL Project # Corporate 2992 E La Palma Ave Ste A Anaheim, CA 92806 Tel 714 632 2999 Fax 714 632 2974 Dispatch 800 491 2990 4?o ( San Diego/lmperial County 6295 Ferns Square, Suite 0 San Diego, CA 92121 Tel 858 537 3999 Fax 858 537 3990 Dispatch 888 844 5060 r. Inland Empire 14467 Mendian Pkw, Bldg 2-A Riverside, CA 92518 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 Indio 44917 Golf Center Pkwy, #1 Indio, CA 92201 Tel 760 342 4677 Fax 760 342 4525 Dispatch 800 491 2990 ?MCJ2J//6^PP- Report#_ PG. / OF DAILY INSPECTION REPORT DSA/CITY File #. DSA/OSHPD APPL#_ DSA/LEA# Special Inspection Reports must be distnbuted to the parties listed below within 14 days of the inspection Reports of non-compliant conditions must be distributed immediately Separate reports shall be prepared for each type of special inspection, on a daily basis Each report shall be completed and signed by the special inspector conducting the inspection PROJECT NAME ME ^ _ P/F..r>i,/)7>D ARCHITECT P)(^^A P?S£o P^/^^/7^ TIME ARRIVED TIME QEPARTED ENGINEER LUNCH TIME CONTRACTOR, , I.P), D/ <,nJ SUB CONTRACTOR CCP INSPECTION ADDRESS / /F/^n/./^^/) D/l Cyn/ZLJ>P/0F) ADDRESS OF PROJECT TYPE OF INSPECTION • ENGINEERED FILL • FOUNDATION • BACK FILL • BATCH PLANT • PT CONCRETE • StttTfCRETE • CONCRETE • MASOWRY • HIGH STRENGTH BOLTING • WELDING • SHOP WELD • FIREPROOFING • ANCHOR/DOWEL • NDE FIELD • NDESHOP • CEILING WIRE • • • AVAILABLE ~P SOIL REPORT YCTNn APPROVED PLANS Y2i ND SPECS YZfND APPROVED SHOP DRAWING YD ND DSA/OSHPD/PROJECT APPROVED DOCUMENTS MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS) 1) t y /n/)F' fc/J/T/ 3poo,P<:/ rsZB y</< CONTRACTORS EQUIPMENT / MANPOWER USED <^P /^F7:F/^ /?A^/V7 Pi4,*^F fP'^/<^) ^ AnFC/Py^^/c^:^/^ iy//^//Jid^ AREA GRID UNES PIECES INSPECTED . C / ,A^F /? 7n/-^ f^Ar.y^ Pi7/y F. <7o / uy/yyJ/ jC^ ^7" /^/CT (g. ^I/^F^ ?Z Fb Z'Z F^ny^ ^ro r>n. /)^6 *>/iy F7/. g L^A^^^ //T. T 79 7,<?^ AJo/tT/P' STRUCTURAL NOTES DETAIL OR RFIS USED LJ y REMARKS INCLUDING MEETINGS />P.SF<^iy/Sr/0 F'^../<^^y^7F P^y^^y^y^^AJ— y^ F//F yC-.y^<:AF^O.LJS /~/JTAy^\ AP.01//^ P/.yQCF/^P'^F Ax/ F^^/^P /)/JiO ^yy.>}So2.y/yxjT^y>J /^^i/ ly^/Zf/'yjTyy,^ -r REWORK AS PERCENT OF ALL WORK TODAY PERCENT PROJECT COIVIPLETE THE WORK INSPECTED METd^DID NOT MEETD The requirements of the DSA/OSHPD/PROJECT approved documents Samples taken F7SS7<. nr C/A;/K'<g^^ /-^fr UO/A)^ (T7>F/l THEWORK WAS B^AS NOTD Inspected in accordance with the requirements of the DSA/OSHPD/PROJECT approved documents IVIATERIAL SAMPLING WASef^AS NOTD N/AD Performed in accordance with DSA/OSHPD/PROJECT approved documents cc Proiect Architect Contractor Structural Engineer Building Department DSA Regional Office Owner School District Weather /)'. <^ i. signature of Specialjjispeetor .p-//^^i /Pcprp/z^pr/// Print Name Certification # /j2y^p7P-.r\\ www mtglinc com /?X / ^o/ Corporate 2992 E La Palma Ave Ste A Anaheim, CA 92806 Tel 714 632 2999 Fax 714 632 2974 Dispatch 800 491 2990 San Diego/lmperial County 6295 Ferris Square, Suite C San Diego, CA 92121 Tel 858 537 3999 Fax 858 537 3990 Dispatch 888 844 5060 Inland Empire 14467 Meridian Pkw, Bldg 2-A Riverside, CA 92518 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 Indio 44917 Golf Center Pkwy, #1 indio, CA 92201 Tel 760 342 4677 Fax 760 342 4525 Dispatch 800 491 2990 IVITGL Project) Permit) Report) CA /// PB^ PG DAILY INSPECTION REPORT DSA/CITY File # DSA/OSHPD APPL # OF DSA/LEA # Special Inspection Reports rnustbe distnbuted tothe parties listed below within 14 days ofthe inspection Reports of non-compliant conditions must be distnbuted immediately Separate reports shall be prepared for each type of special inspection, on a daily basis Each report shall be completed and signed by the special inspector conducting the inspection PROJECT NAME 7. PPo/-/9 ,/£) /^ F^P DATE ma ^ ARCHITECT TIMEARRIVEI JP.Z-Q TIME DEPARTED Jl ENGINEER TRAVELTIME LUNCH TIME CONTRACTOR SUB CONTRACTOR INSPECTION ADDRES^ / /P /<OZ-.>^^/) oP ADDRESS OF PROJECT TYPE OF INSPECTION D ENGINEERED FILL D FOUNDATION D BACK FILL D BATCH PLANT D PT CONCRETE D SHOTCRETE D CONCRETE alVIASONRY D HIGH STRENGTH BOLTING D WELDING D SHOP WELD SOIL REPORT Ytf^ND D FIREPROOFING D ANCHOR/DOWEL D NDE FIELD D NDESHOP D CEILING WIRE • D D DSA/OSHPD/PROJECT APPROVED DOCUMENTS AVAILABLE APPROVED PLANS YCJ ND SPECS Y-a'ND APPROVED SHOP DRAWING YD ND MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS), _ JOSFM 7)^/:/F FPAL> ^ ^y.^u T/Pc /U~/ ^FP ^JF j 0/oif7 /^'// ^ ^7-/Fj <;,^P7/^/6P F'B/?/}/ X^U py.y^,Fr'^/)0^ PopO /^/ CTC. IA/S. )WTRACT(JRS EQUIPMENT / MANPOWER USED / ' 7 AREA GRID LINES PIECES INSPECTED P/A/£ 77-y //FF' _j^/eny^ ^/i~G^''^ ^/-V y/ STRUCTURAL NOTES DETAIL OR RFIS USED 5 P/-^/JPy S^/^.S^. 7.SZ / ^ REMARKS INCLUDING MEETINGS t//^s^ /e y-F/o^ P ^P ^ / /iye£^P7' P^^iT/^. ^FU/ //iJT^V/r y^^^T^^^j ^/cT>rz? ,a/?^i//5', />^/Fr/Fjs/^^.s JDje£ y^) Pyy;>y'^/- ^F/L/PE ^, /oF>^i>LyiPj}'7'yz>yJ> /?^/ 1^/FP/>y~ye)^ REWORK AS PERCENT OF ALL WORK TODAY PERCENT PROJECT COMPLETE THEWORK WASB^ASNOTG Inspected m accordance with the requirements of the DSA/OSHPD/PROJECT approved documents MATERIAL SAMPLING WASZTI/VAS NOTD N/AD Performed in accordance with DSA/OSHPD/PROJECT approved documents cc Project Architect Contractor Structural Engineer Building Department DSA Regional Office Owner School Distnct THE WORK INSPECTED MET 2f^DID NOT MEET D The requirements of the DSA/OSHPD/PROJECT appmiei documents Samples taken // j^/^i^jri/ Weather//^ <^y-oiy/lS Temp 7c. 7Z 'F- Signature of Special Inspector Pnnt Name Certification www mtglinc com MTGL Project # /<257 / Permit# CP //P&'B^ 7 P Corporate 2992 E La Palma Ave Ste A Anaheim, CA 92806 Tel 714 632 2999 Fax 714 632 2974 Dispatch 800 491 2990 San Diego/lmpenal County 6295 Ferris Square, Suite C San Diego, CA 92121 Tel 858 537 3999 Fax 858 537 3990 Dispatch 888 844 5060 Inland Empire 14467 Mendian Pkw, Bldg 2-A Riverside, CA 92518 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 Indio 44917 Golf Center Pkwy, #1 Indio, CA 92201 Tel 760 342 4677 Fax 760 342 4525 Dispatch 800 491 2990 DAILY INSPECTION REPORT DSA/CITY File #. Report PG_ DSA/OSHPDAPPLi! DSA/LEA# Special lnspection_ Reports muit be distributed tothe parties listed below within 14 days ofthe inspection Reports of noji-compliant conditions must be distnbuted immediately Separate reports shall be prepared for each type of special inspection, on a daily basis Each report shall be completed and signed by the special inspector conducting the mspection PROJECT NAME / F/L o C A /J^/::i <! DATE ARCHITECT 0 ^PP P?$<,i>. /7^^/7S TIME ARRIVED TIME DEPARTED ENGINEER P^S<> / <:T//.i^rF' y^yJC. TRAVELTIME LUNCH TIME C0NTRAm)R K.P. 0/</>yJ SUB CONTRACTOR INSPECTION ADDRESS AODRESS OF PROJECT TYPE OF INSPECTION D ENGINEERED FILL D FOUNOATION D BACK FILL D BATCH PLANT D PT CONCRETE D SHOTCRETE D CONCRETE D MASONRY D HIGH STRENGTH BOLTING D WELDING D SHOP WELD D C D FIREPROOFING D ANCHOR/DOWEL D NDE FIELD D NDE SHOP^ SPECS YCf ND APPROVED SHOP DRAWING YD ND LING WIRE 'y)F iTFF/ D DSA/OSHPD/PROJECT APPROVED DOCUMENTS AVAILABLE . APPROVED PLANS Y« ND SOIL REPORT YB^ND MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS) ORTS) ^ _^ CONTRACTORS EQUIPMENT / MANPOWER USED AREA GRID LINES PIECES INSPECTED STRUCTURAL NOTES DETAIL OR RFIS USED S7/-S^^%S?,/,^, S^J REMARKS INCLUDING MEETINGS Fyl£<^/^lPPF> /^F/y<JFc>^C''yJC <F'/F£/ /ey-^ F>Ly<P/'F'^^^JF' / /yJ 7~JPF PO /-./yT/yyJS //^T/^/) /?Py..jF^. y^/TTZ^ye y yO^ < /O^F y^ /^y.yi^i REWORK AS PER' TOF ALL VyOR> TODAY WAS NOT PERCENT PROJECT COMPLETE THE WORK INSPECTED MET3^DID NOT MEETD The requirements of the DSA/OSHPD/PROJECT approved documents Samples taken. THEWORK WASt Inspected in accordance with the requirements of the DSA/OSHPD/PROJECT approved documents MATERIAL SAMPLING WASD WASNOTD N/A* Performed in accordance with DSA/OSHPD/PROJECT approved documents cc Proiect Architect Contractor Structural Engineer Building Department DSA Regional Office Owner School Distnct Weather /M/F. P/^/<J ^ Temp ^/ 'F'L- Signature of Special Inspector Print Name Certification # /Py'^ m www mtglinc com MTGL Project # /Z/>/ Pd f Permit# C8> j//^<f?H Corporate 2992 E La Palma Ave Ste A Anaheim, CA 92806 Tel 714 632 2999 Fax 714 632 2974 Dispatch 800 491 2990 San Diego/lmperial County 6295 Ferns Square, Suite C San Diego, CA 92121 Tel 858 537 3999 Fax 858 537 3990 Dispatch 888 844 5060 Inland Empire 14467 Meridian Pkw, Bldg 2-A Riverside, CA 92518 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 Indio 44917 Golf Center Pkwy, #1 Indio, CA 92201 Tel 760 342 4677 Fax 760 342 4525 Dispatch 800 491 2990 Report #_ PG_ / OF/ DAILY INSPECTION REPORT DSA/CITY File t DSA/OSHPD APPL #. DSA/LEA # Special Inspection Reports must be distnbuted to the parties listed below within 14 days of the inspection Reports of non-compliant conditions must be distnbuted immediately Separate reports shall be prepared for each type of special inspection, on a daily basis Each report shall be completed and signed by the special inspector conducting the inspection PROJECT NAME PF/:.O C/7J£> /^O / DATE y//o_/A ARCHITECT "''^ P/=c/}^j//: Lo// jt'F<> . FoM/(:,»B?_, A^/?F/^/^ JGINEER 7 / TIME ARRIVED 2 :z o TIME DEPARTED ENGINEER TRAVELTIME LUNCH TIME CONTRACTOR SUB CONTRACTOR CCJ INSPECTION ADDRESS ADDRESS OF PROJECI TYPE OF INSPECTION D ENGINEERED FILL D FOUNDATION D BACK FILL D BATCH PLANT D PT CONCRETE D SHOTCRETE D CONCRETE D MASONRY D HIGH STRENGTH BOLTING D WELDING D SHOP WELD SOIL REPORT Y-B^N D • FIREPROOFING D ANCHOR/DOWEL D NDE FIELD D NDESHOP SPECS YefND APPROVED SHOP DRAWING YD ND D CEILING WIRE D D DSA/OSHPD/PROJECT APPROVED DOCUMENTS AVAILABLE APPROVED PLANS Y • MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORTNO OR MATERIAL TEST REPORTS) >7 /J'6^C /C/g'/gb ^•^/^ CONTRACTORS EQUIPMENT / MANPOWER USED AREA GRID LINES PIECES INSPECTED ^oG ^/ /^/F (/FAF FFF<. g /,^F< /2r^7Z FFn^ P) To 6 STRUCTURAL NOTES DETAIL OR RFIS USED REMARKS INCLUDING MEETINGS C>/^<>Fi/?l//7tD i^F^ ^FhfiC^i} /. SFP<£i. Fb^2.y^ t^tS/^'Cj /^^ yOT/^y?/^y < /7/lS yUoT" ('^y^Fca/F^ /^T l^///.< Ty c r.n,/OT/P/ycF£> /^ Zj/lSL /2./=.c>.^^< TFr^ ^F^ V < FP<rT/n -r-/>y-n r^yeytoy,] jp///-^/ ? REWORK AS PERCENT OF ALL WORK TODAY PERCENT PROJECT COMPLETE THEWORK WASD WAS NOT Inspected in accordance with the requirements of the DSA/OSHPD/PROJECT approved documents THE WORK INSPECTED METD DID NOT MEET The requirements of the DSA/OStLEO/PROJECT approved documents Samples taken " MATERIAL SAMPLING WASD WASNOTD N/A I; Performed in accordance with DSA/OSHPD/PROJECT approved documents cc Proiect Architect Contractor Structural Engineer Building Department DSA Regional Office Owner School District Weather <:^c/"/9/~ Temp Signature of Special Inspector //y^pj: /^//F//'/>^PZ/^ Pnnt Name Certification # Corporate 2992 E La Palma Ave Ste A Anaheim, CA 92806 Tel 714 632 2999 Fax 714 632 2974 www mtglinc com Dispatch 800 491 2990 MTGL Project # /ZS/^/^0/ San Diego/lmperial County 6295 Ferris Square, Suite C San Diego, CA 92121 Tel 858 537 3999 Fax 858 537 3990 Dispatch 888 844 5060 r, Inland Empire 14467 Meridian Pkw, Bldg 2-A Riverside, CA 92518 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 Indio 44917 Golf Center Pkwy, #1 lndio,CA 92201 Tel 760 342 4677 Fax 760 342 4525 Dispatch 800 491 2990 Permit # Report CA //P61?<P Report* PG. / o/ DSA/LEA# Special Inspection Reports must be distributed to the parties listed below within 14 days of the inspection Reports of non-compliant conditions must be distnbuted immediately Separate reports shall be prepared tor each type of special inspection, on a daily basis Each report shall be completed and signed by the special inspector conducting the inspection PROJECT NAME . DATE . / / DAILY INSPECTION REPORT DSA/CITY File #. DSA/OSHPD APPL/ ARCHITECT Qr//9ej>^^^ i.jf^t//f^^ /8>J>/^/^u£^Zf^y^/^/<£•/t TIME/fRRIVED TIMfJDEPARTM ENGINI TRAVELTIME LUNCH TIME CONTRACTOR SUB CONTRACTOR CP / INSPECTION ADDRESS ADDRESS OF PROJECI TYPE OF INSPECTION • ENGINEERED FILL • FOUNDATION • BACK FILL D BATCH PLANT D PT CONCRETE D SHOTCRETE &<5^CRETE D MASONRY D HIGH STRENGTH BOLTING D WELDING D SHOP WELD D FIREPROOFING D ANCHOR/DOWEL D NDE FIELD D NDE SHOP D CEILING WIRE D D D DSA/OSHPD/PROJECT APPROVED DOCUMENTS AVAILABLE APPROVED PLANS YD SOIL REPORT YD ND ND SPECS YD ND APPROVED SHOP DRAWING YD ND MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS) PL/^yJT^ ZoY.Z/y 3pov P^/ (L^3DJ> Ce4 yj^ CONTRACTORS EQUIPMENT / MANPOWER USED ' ' ~ m^F^i^^ jdoy>/^ Pct^/'^ i/?/C/y:s')^ y^e//P/0^/r^ iy//^/e/9/6if AREA, GRID LINES, PIECES INSPECTED SFLPF f.l£v/rF/o>d (o L/yj^ ^Tf?/^, F/Z/^ P)roF STRUCTURAL NOTES DETAIL, OR RFIS USED REMARKS INCLUDING MEETINGS /.t^T'P^Pi P^e./9C/F^^AJF /?t/ Pn^P /9/L>^ ry,^SJ^u/>jf77Qi,} /Sy iP/ P./L/?7-y OAJ REWORK AS PERCENT OF ALL WORK TODAY THE WORK WAS \P'WAS NOT D Inspected in accordance with the requirements of the DSA/OSHPD/PROJECT approved documents PERCENT PROJECT COMPLETE ;gi^s MATERIAL SAMPLING WASgf WAS NOTD N/AD Performed in accordance with DSA/OSHPD/PROJECT approved documents cc Proiect Architect Contractor Structural Engineer Building Department DSA Regional Office Owner School District THE WORK INSPECTED METO^ID NOT MEETD The requirements of the DSA/OSHPD/PROJECT approved documents Samples taken. ^/g/^ Temp -Tk 7/ '/•ZFt£C/> Q, Weather Signature of Special Inspector Print Name Certification # EsGil Corporation Jn (PartnersHip witfi Qovemment for (BuiCdmg Safety DATE 2/3/12 • ^AEEUb/\NT JURIS JURISDICTION CARLSBAD d^^tANi?EVIEWER • FILE PLAN CHECK NO 11-1684 SET V PROJECTADDRESS 1 LEGOLAND DRIVE PROJECT NAME LEGOLAND HOTEL XI The plans transnnitted herewith have been corrected where necessary and substantially connply with the junsdiction's building codes I I The plans transmitted herewith will substantially comply with the junsdiction's codes when minor deficiencies identified below are resolved and checked by building department staff I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck I I The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck PLEASE SEE BELOW I I The applicant's copy of the check list is enclosed for the junsdiction to fonA/ard to the applicant contact person I I The applicant's copy of the check list has been sent to ^ Esgil Corporation staff did not advise the applicant that the plan check has been completed I I Esgil Corporation st Telephone # Date contacted (by ) Email Fax # Mail Telephone Fax In Person • REMARKS By Chuck Mendenhall Enclosures EsGll Corporation • GA • EJ • PC 1/26/12 EsGil Corporation In (Partnersfiip witti government for (BuiCdtng Safety DATE 1/3/12 •_APEL1CANT JURISDICTION CARLSBAD • PLAN REVIEWER • FILE PLAN CHECK NO 11-1684 SET IV PROJECTADDRESS 1 LEGOLAND DRIVE PROJECT NAME LEGOLAND HOTEL I I The plans transmitted herewith have been corrected where necessary and substantially comply with the junsdiction's codes I I The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff I I The plans transmitted herewith have significant deficienciejs identified on the enclosed check list and should be corrected and resubmitted for a complete recheck XI The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck PLEASE SEE BELOW I I The applicant's copy of the check list is enclosed for the junsdiction to fonA/ard to the applicant contact person XI The applicant's copy of the check list has been sent to DAVID MANN C/O DWRB AIA 2265 INDIA ST , SAN DIEGO, CA 92101 I I Esgil Corporation staff did not advise the applicant that the plan check has been completed Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted DAVID Telephone # 619-299-6690 Date contacted ijdll^- (by 1^) Email dmann@a-dwrb com Fax # 619-299-5513 6 Mail Telephone Fax^ In Person ^ REMARKS Please only respond to this list at recheck and disregard all previous lists as some items have been modified to reflect the updated plans By Chuck Mendenhall Enclosures EsGll Corporation 3 GA K EJ • PC 11/29 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 CARLSBAD 11-1684 1/3/12 GENERAL 1 The following note should be given with each correction list Please make all corrections, as requested in the correction list Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects) For expeditious processing, corrected sets can be submitted in one of two ways 1 Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave , Carlsbad, CA 92008, (760) 602-2700 The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments 2 Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Dnve, Suite 208, San Diego, CA 92123, (858) 560-1468 Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engmeenng & Fire Depart NOTE Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineenng and Fire Departments until review by EsGil Corporation is complete FIRE WALLS 13 Per Section 706 2, a fire wall shall have sufficient structural stability under fire conditions to allow collapse of construction on either side without collapse of the wall Show step-by-step how this IS accomplished on plans The response directs me to the structural plans that are supposed to show how the roof and floor on each side of the Firewall do not rely on the wall for support. Detail 3 on sheet A0.2 seems to show that the floor joists are supported bv a ledger connected to the masonrv wall. THE RERSPONSE WAS THAT DETAILS 6 & 11/ S5.3 SHOW STRUCTURAL INDEPENDENCE AND THE WALL WILL REMAIN LATERALLY BRACED IF THE OPPOSITE SIDE COLLAPSES. ESGIL DOES NOT AGREE WITH THIS CONCLUSION BASED ON THE DETAILS 6 & 11/ S5.3. THE HP's ACHORED TO EACH SIDE OF THE WALL AND THE FLOOR/ ROOF TRUSSES WILL CREATE A CONDITION THAT WHERE ONE SIDE FAILS AND COLLAPSES IT WILL PULL THE WALL AND FLOOR /ROOF ON THE OPPOSITE SIDE WITH IT. ASSUMING THAT THE EARTHQUATE AND FIRE WILL NOT OCCUR SIMULTANEOUSLY IT APPEARS THAT THERE IS NO NEED FOR THE HD's ON EITHER SIDE OF THE WALL SINCE THE MASONRY IS "SANDWICHED" BETWEEN TWO DIAPHRAGM. ANY REVISION TO THE CONDITION SHOWN ON THE PLANS. DETAIL 6 & 11/S5.3. MUST BE APPROVED BY THE STRUCTURAL ENGINEER. • ALL OTHER ARCHITECTURAL & STRCUTURAL ITEMS ARE OK NOTE: The items listed below are from the previous correction list. These remaining items have not been adequately addressed. The numbers ofthe items are from the previous check list and may not necessarily be in sequence. The notes in bold underlined font are current remaining items. PLUMBING AND MECHANICAL CORRECTIONS • JURISDICTION: Carlsbad DATE: 12/29/2011 CARLSBAD 11-1684 1/3/12 • PLAN REVIEW NUMBER: 11-1684 SET: IV PLAN REVIEWER: Glen Adamek GENERAL AND ARCHITECTURAL PME RECHECK ITEMS I Show the State license number and type of State license of designer signing the Food Service Drawings. Each sheet of the plans must be signed by the person responsible for their preparation, even though there are no structural changes, before the permits are issued Business and Professions Code The final set of corrected drawings to be reviewed for signing and sealing just before the permits are to be issued. 3 The Citv Building Official to review evidence of Health Department approval (for public swimming pools, spas, and restaurants). 6 Please address the following for the shaft wall construction on sheets AO.2, AO.3 and details 13 and 19 on sheet A9.2.1: The construction details for the required fire rated shafts for outside air ducts and exhaust ducts are not clearly shown not he drawings, including the top, bottom and walls ofthe fire rated shafts. Detail construction details of the required fire rated shafts for mechanical ducting extending through floors and roof/ceiling systems A) The wall type G on sheet A0.2 does not show the reguired Sound Rating for the shaff walls between the separate guestrooms. Please correct. B) Please provide the data for "Non-Combustable Wood" to be used within the reguired fire rated shaft and outside air ducting as called for in the detail 19 on sheet A9.2.1. C) For the outside air system in detail 19 on sheet AS.2.1 clearly show the ducting extending to the outside air roof cap. D) The detail 19 on sheet A9.2.1 does not show the reguired one-hour fire rated wall to separate the attic at the mansard roof attic space for the shaft space. Please correct. 10 The plans do not clearly show the limits of the fire rated duct shafts. See item #6 above. And fire protection of duct openings through the fire rated ceiling membranes are not clearly shown. Include, on the mechanical plans, the locations of all required smoke, fire, combination smoke and fire, or ceiling radiation dampers Be sure to include a symbol on the symbol schedule for each damper type CBC, Section 716 II The details #9 and #15 on sheet S4.2 do not seem to match the details #3 and #6 on sheet P5.1.2 for hot water storage tank and expansion tank and no engineers calculations provided for hot water storage tank and expansion tank. The tanks on sheet S4.2 show flat bottom tanks on the concrete slab floor and the tanks shown on sheet P5.1.2 shows round bottom tanks with support stands. No response by structural engineer and no structural drawings in the latest plan package. Please provide the engineers design calculations and details for the tank hold downs in details 3 and 6 on sheet P5 1 2 CARLSBAD 11-1684 1/3/12 12 The detail 12 on sheet A9.0 is incomplete to check the installation ofthe Flame Ceation Automated Fire Bowls Model 100 owner's manual installation instructions. The rocks may not be installed around to fire pit bowl. And the details do not show any drainage of the area around the fire pit bowl. Please correct. No construction details ofthe base and footing to support the proposed fire pit bowls as required per the data provided. Provide constructions details for the gas fired fire pits Also, include the listing data, cut-sheets and installation instructions for the proposed fire pits PLUMBING (2010 CALIFORNIA PLUMBING CODE) A The plans now have two different sheets PO.1.0. one is Plumbing Legend and General Notes and the other is Plumbing Calculations. Please correct the sheet numbering system. 16 The Building Department plan checks and issues permits for the private water and private sewer systems. Please provide the construction drawings for the private on-site plumbing. The Private Improvements drawings have notes "For Refference Only". Note, the City of Carlsbad Engineering Department does not issure permits for private on-site plumbing and does not use the California Plumbing Code for plumbing plan review. The 8 inch private building sewer shown on Private Improvements are too flat as per CPC. Table 7-8. Please correct. The Civil drawing showing on-site private water systems and on-site private building sewer systems and the public water system and public sewer system and any required easements were not provided in the plan packages provided to Esgil Corp. The Site Plumbing Plan, sheet P2 00 is incomplete and no Civil Plans for construction ofthe private plumbing systems provided in the plan package provided for plan review Provide the site plumbing plans showing the sizes and locations of the gas meters and water meter, and the sizes, routes, and slopes ofthe building sewer, storm drainage system, site gas lines, and site water lines 17 See item #16 above. Identify the extent of the private sewer, water, and gas systems on the plumbing site plan Clearly specify, on the plans, which City Department is responsible for the permitting, plan check, and inspections for the pnvate utility systems If private, the responsibility of the City Building Department, and under the California Plumbing Code, provide complete civil site utility plans for plan check, or obtain a separate permit from the City for the civil site plans 20 A complete review of the of the water line sizing calculations and the private water line plans will be done when complete construction drawings of private water systems and corrected water line calculations are provided. Provide complete water line sizing calculations: Include the water pressure, pressure loss calculations, water demands, and the developed pipe lengths UPC 610 0 or Appendix 'A' The calculations on sheet PO 10 are incomplete Please address the following NewDCorrect the fixture unit calculations for the Pool Building. Do the math correctly: 15 + 4 + 2 + 8 + 2.5 = 31.5. Not the 16.5 shown. (As per CPC. Chart A-3 the total GPM for flush valve fixtures is 40 GPM. not 12 GPM as shown. Corrected total GPM is 100 GPM. not 72 GPM as used in Pool Building only water line sizing calculations. CARLSBAD 11-1684 1/3/12 New2)As per CPC. Chart A-2 for the 2.096 fixture units the water demand in the Hotel Buildinq onlv is 330 GPM. Not the 320 GPM used. New3)The water meters seem to be at there upper design limit for the proposed water demands. Please correct. C) The Private Improvements drawings do not show the sizes and locations ofthe public water meters and does not show the private water line size and route from the public water meters to the new hotel building and to the new pool building. Also, no water line sizing calculations provided for the new and existing private on-site water lines in the Private Improvements drawings. Please show the total water demand at each water meter. The Civil drawing were not provided in the plan packages provided to Esgil Corp. Show the sizes and locations ofthe public water meters Check the developed water pipe length used in pipe sizing calculation D) No site plumbing plans showing the water lines from the public water meter to the new hotel building and to the new pool building provided in the plan package. But the response provided seems to imply that three public water meters are tied together in a parallel piping system to serve both the hotel building and the pool building. If. so then there should be the same water line sizing for the pool building as for the hotel building. The Civil drawing were not provided in the plan packages provided to Esgil Corp. The "Total Cold/Hot Water Demand" calculations seem to show separate public water meters for the Pool Builiding and the Hotel Building (Please show not the Plumbing Site Plan). Also, the fixture unit calculations are incorrect. For the Hotel: Service Sinks are 3 fixture units each; Commercial Kitchen Sinks are 3 fixture units each (including the Commercial Kitchen Fill Faucets); and the first hose bib is 2.5 fixture unit and each additional is only one fixture unit. For the Column Shower Clearly show the number of show heads on each Column Shower and correct the fixture units for the total shower heads. Provide calculations of the total water demands at each water meter Show the each type of water fixture, the number of each type of fixture, the fixture units for each fixture type and the total fixture units for each water meter, using CPC, Table A-2 Then use CPC, Chart A-2 and/or A-3 for the GPM water demands E) If 2 inch water meters are to be used and CPC, Chart A-1 and the corrected water demands. The pressure loss at the water meters alone is about 22 psi. Please provide a letter from the serving water agency the their water meters will have no more than the pressure loss used in the water line sizing calculations for the water demands shown in the sizing calculations. Also see item # 20. D) above for the water demand. Check the water meter pressure loss as per CPC, Chart A-1 G) A complete review of the water line sizing will be done when the complete corrected water line sizing calculations are provided. 21 The sizing calculations ofthe 5psi gas system does not seem to include the pressure losses at the 2-gas sub-meters, one at the Hotel and one at the Pool Building; and the 5 psi gas lines between the two sub-meter and 5 psi gas lines to the Pool Heaters. Also. No data provided for the values used in the (PIPE-FLO Compressible 2007) pipe sizing program for the 5 psi fuel gas system. Obtain Building Officials approval to the non- listed and non-certified sizing program for fuel gas sizing. Note, the total 5 psi gas system must be resized for any change to the 5 psi gas system. Like added pipe CARLSBAD 11-1684 1/3/12 lengths, added gas demands or moving connection points on the system. The "List Report" provided seem to be output from a computer program (PIPE-FLO Compressible 2007). Please provide the program manual and program listing data for allowing it to be used for fuel gas line snzing as per the CPC. Show the Public gas meter size and location and the gas lines existing and new from the Public gas meter to the new gas equipment And show the total new and existing gas demands on the existing gas meter and gas lines 22 The plans on sheet P4.1.1 do not show the developed pipe lengths from each of the six gas pressure regulator (for medium pressure gas system to low pressure gas) to the most distant fixture served on each low pressure gas system. The calculations for gas demands for Regulator #1 and Regulator #2 but the plans do not number each of the six gas pressure regulators? On sheet P4 1 1 clearly show all the gas demands (for the fire pits and the gas demands used for the Future kitchen equipment and the pool heaters) and developed gas pipe lengths The sheet P4.1.1 detail 2 still does not show the developed pipe lengths from each ofthe low pressure gas pressure regulators to the most distant gas appliance on each system, so the CPC. Table 12-8 can be used for the gas line sizing. The plans on sheet P4.1.1 do not show the developed pipe lengths from each gas pressure regulator (for medium pressure gas system to low pressure gas) to the most distant fixture served on each low pressure gas system. And Sheet P4.1.1 does not show the existing Public gas meter for the medium pressure gas system (5 psi) and all existing and new gas demands on the system and developed gas pipe lengths used for sizing the existing plus new gas lines for the new and existing gas demands. Provide gas line plans and calculations from the public gas meter to the new gas fired equipment, showing gas pressures in psi, gas demands, pipe lengths, gas piping matenals and pipe sizes CPC 1217 0 27 The required gas shut-off valves just upstream of each gas regulator at swimming pool heater and spa heater are not shown. And the reguired appliance gas shut-off valves reguired at both the swimming pool heater and spa heater are also not shown. Please correct. The detail 2 on sheet P4.1.1, and detail 9 on sheet P5.1.1 do not show the required shut-off valves just upstream of each gas pressure regulator as shown in detail 11 on sheet P5.1.1. Detail the gas regulator requirements An accessible shut-off valve installed upstream of each gas pressure regulator and vented to the extenor CPC 1209 7 & 1211 10 28 The City of Carlbad Building Department to check for letter from SDG&E that they have reviewed the new gas line demands, as per CPC, Section 1217.6. The gas plans for the medium pressure gas system must be reviewed by SDG&E 32 The plans do not show the the Bemis model #1955CT/1955SSCT toilet seats (as per cut- sheet provided) are to be used at the public water clostes. No Specification books provided to Esgil Corp. as part of the permit plan packages. Please provide complete Specification books or clearly show on the plans. All water closet seats, except private use water closets (those within dwelling units and guest rooms), shall be ofthe open front type or have an automatic seat cover dispenser, as per UPC, Section 408 2 2 36 The cross-reference of each type of waste and vent riser stack is still not shown on sheets P2.0.1. P2.0.2 and P2.0.3 so the drainage fixture unit loading on the below floor drain lines can be reviewed. The sheets P2.0.1, P2.0.2 and P2.0.3 still have not had CARLSBAD 11-1684 1/3/12 cross-references added at each riser connection to the correct waste and vent riser diagram. Also, the drainage fixture units on each branch and sewer drain line is still not shown. Please provide complete nser or isometnc dram waste and vent drawings On sheets P2 0 1, P2 0 2 and P2 0 3 clearly show the cross-reference to each nser and the sewer loads on each nser and branch The dram waste and vent plans are incomplete Show the pipe sizes, sloped and sewer loading on each pipe length 39 The water line floor plans do not show water lines connected to the automatic trap primers and do not show piping from the trap primer to the floor drain traps. Also the automatic trap primers are not shown on the water line riser plans. The Water Line Plans do not show the automatic trap primers at floor drains as per the response? Please correct. Detail how the floor dram trap seal is to be maintained CPC 1007 0 MECHANICAL (2010 CALIFORNIA MECHANICAL CODE) 50 Show the State license number and type of State license of designer signing the Food Service Drawings. The person signing the Food Service Drawings must be a state licensed contractor installing the equipment, or a State licensed Architect or Engineer. The licensed designer must sign the kitchen hood plans and calculations. The Food Service Drawings are not signed and sealed. Provide complete kitchen hood plans, details, and calculations to show compliance with CMC, Chapter 5, Part II A) CMC. Section 508.1 addresses that a Type II kitchen hood is required over a dishwashing machine. And the Type II kitchen hood exhaust sizing calculations are in CMC. Section 508.4.1.5. Please provide sizing calculations for dishwasher hood systems. Provide exhaust sizing calculations for kitchen hoods CMC 508 4 B) No Air Balance Schedules found on sheet MO.2 for each room with kitchen hood systems. Please provide. Air Balance Schedule for each Kitchen Area were not provided. Show the required replacement air for each kitchen hood Include an air balance schedule CMC 511 3 F) The detail 3 on seem M5.1 does not show all combustable and limited combustible construction materials to be minimum 18 inches from the type 1 hoods. This includes the wood framing members in the one-hour fire rated assemblies. Also, the Food Service Drawings do not show the reguired clearances to building construction materials. The hood clearances were not provided on Food Service Drawings, and the detail 3 on sheet M5.1 does not comply. Provide a section detail for the hood showing the relative dimensioned locations for the hood, ceiling, and overhead construction framing of the floor or ceiling Be sure to descnbe the construction matenals (combustible, limited combustible, or non-combustible) used adjacent to the hood and duct CMC 507 2 G) Please provide the Code Sections that states kitchen hood exhaust "cannot exhaust near the hotel entrance or pool area" above the Bistro single story roof area. Correct the dishwasher hood system and type 1 hood system in the Bistro Kitchen. Correct the hood exhaust system from the Bistro Kitchen hood shown on sheets M2.1.1 and M2.1.2. The duct routing shall be as direct as practical to the extenor of the building CMC 510 12 N) A complete kitchen hood system plan review will be done when the complete hood system plans, details, and calculations are provided. CARLSBAD 11-1684 1/3/12 52 No cut-sheets provided addressing the volumn of the walk-in boxes and the type and amounts of refrigerant in each system showing compliance with this item. Where on the Food Service Drawings is this addressed? Please provide calculations to show compliance with UMC, Section 1105 3 for the maximum allowed amount of refngerant in the walk-in coolers and walk-in freezer boxes as per UMC, Table 11-1 or please provide the required refngerant vapor detection and alarm systems 58 Also, obtain Building Official's approval for the use of an outside ladder to the lower level roof over the Kitchen area. Not iust the Planning Department approval. Where on the plans is the roof access ladders to each roof level shown? Buildings of more than 15' in height shall have an inside means of access that mee1s the design requirements of UMC 904 10 3 3 Please provide City approval for use of an outside ladder is required Note: If you have any questions regarding this Plumbing and Mechanical plan review list please contact Glen Adamek at (858) 560-1468 To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans ELECTRICAL and ENERGY RECHECK COMMENTS PLAN REVIEWER: Eric Jensen ELECTRICAL (2010 CALIFORNIA ELECTRICAL CODE) 1 Extenor egress lighting required in outdoor dining/lounge area (Opposite side of building from the entry/lobby ) to all three exits, including steps • What I'm trying to determine is compliance with CEC 700 9(B), that is a separation of the normal and the emergency circuits Primary at ETC/ELTS cabinet (See 700 23 for additional requirements) I'm having trouble correlating the different elements shown on E1 4 (all details) • I'm not crazy about the concept of plug in rope lights for use as emergency egress lighting, if this IS the case • Detail the use of cords in this design (See CEC 400 8) • Provide photometries for compliance with CBC 1006 3 Note: If you have any questions regarding this Electncal and Energy plan review list please contact Enc Jensen at (858) 560-1468 To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans EsGil Corporation In (PartnersHip with government for (BuiCding Safety DATE 12/05/11 OAaPLICANT JURISDICTION CARLSBAD • PLAN REVIEWER • FILE PLAN CHECK NO 11-1684 SET III PROJECTADDRESS 1 LEGOLAND DRIVE PROJECT NAME LEGOLAND HOTEL I I The plans transmitted herewith have been corrected where necessary and substantially comply with the junsdiction's codes I I The plans transmitted herewith will substantially comply with the junsdiction's codes when minor deficiencies identified below are resolved and checked by building department staff I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete lecheck X The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck PLEASE SEE BELOW I I The applicant's copy of the check list is enclosed for the junsdiction to forward to the applicant contact person X The applicant's copy of the check list has been sent to DAVID MANN C/O DWRB AIA 2265 INDIA ST , SAN DIEGO, CA 92101 I I Esgil Corporation staff did not advise the applicant that the plan check has been completed X Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted DAVID Telephone # 619-299-6690 Date contacted >M/5/// (by D/L) Email dmann(a)a-dwrb com Fax # 619-299-5513 Mail v-^ Telephone i-^ Fax In Person X REMARKS Please only respond to this list at recheck and disregard all previous lists as some Items have been modified to reflect the updated plans By Chuck Mendenhall Enclosures EsGll Corporation 3 GA S EJ • PC 11/29 9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858) 560-1468 • Fax (858) 560-1576 CARLSBAD 11-1684 12/05/11 NOTE: The items listed below are from the previous correction list. These remaining items have not been adequately addressed. The numbers of the items are from the previous check list and may not necessarily be in sequence. The notes in bold font are current. GENERAL 1 The following note should be given with each correction list Please make all corrections, as requested in the correction list Submit FOUR new complete sets of plans for commercial/industnal projects (THREE sets of plans for residential projects) For expeditious processing, corrected sets can be submitted in one of two ways 1 Deliver all corrected sets of plans and calculations/reports directly to the City of Carisbad Building Department, 1635 Faraday Ave , Carlsbad, CA 92008, (760) 602-2700 The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engmeenng and Fire Departments 2 Bnng one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Dnve, Suite 208, San Diego, CA 92123, (858) 560-1468 Deliver ail remaining sets of pians and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engmeenng & Fire Depart NOTE Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineenng and Fire Departments until review by EsGii Corporation is compiete FIRE WALLS 13 Per Section 706 2, a fire wall shall have sufficient structural stability under fire conditions to allow collapse of construction on either side without collapse of the wall Show step-by-step how this IS accomplished on plans The response directs me to the structural plans that are supposed to show how the roof and floor on each side of the Firewall do not rely on the wail for support. Detail 3 on sheet AO.2 seems to show that the floor joists are supported by a ledger connected to the masonry wall. 14 Fire walls shall be continuous from extenor wall to extenor wall and shall extend at least 18" beyond the extenor surface of extenor walls Section 706 5 Exceptions Clearly note on detail 3/A0.2 that there are no roof penetrations within 4' each side ofthe firewall and further note that the roof sheathing will be fire retardant treated wood or the underside ofthe roof sheathing is protected with 5/8" type 'X' drywail within 4' each side ofthe Firerwall. See CBC 706.6. item 4.3. FIRE-RESISTIVE CONSTRUCTION 29 Clearly identify location and hourly fire-resistive rating of vertical shafts on plans Provide construction details showing location of fire dampers and how fire resistivity will be maintained at floors and roofs Section 708 The stair enclosure shafts and elevator shafts must be 1 HR. The stair enclosure walls shown on sheet A7.0 do not show that all stair enclosure walls are 1 HR rated. The elevator shafts must be 1 HR for the full height. Sheet A7.2 at level #2 & #3 do not show the walls to be 1 HR. EXITS 47 All doors/ gates, within the exit path to a public way from an occupancy of Group A having an occupant load of 50 or more shall not be provided with latches or locks unless they are equipped with panic hardware Sec 1008 1 10 and 1002 Doors 1143 & 1144 at the Event CARLSBAD 11-1684 12/05/11 Room 1114 shown on A2.1.1 and A8.28.0 must be eguipped with panic hardware. The event room is considered an assembly occupancy. See the door schedule on sheet A10.0. NOTE: door 1144 is not even listed on the door schedule. 48 When additional doors are provided for egress purposes, they also shall conform to the requirements of Section 1008 (width, swing, hardware, etc) Section 1008 1 This applies to door 1113.3 at the mini pool Bar area 1113. This door must swing in the direct of exit from Rm 1113. This door is an additional door within the Bar Area and must comply with the code even though it may not be a reguired exit. The response indicates that this door swings in to accommodate the people at the exterior deck area. Note: they may not exit back into the building. The deck area outside room 1113 already has to exit gates which is more that sufficient for the people outside Rm 1113. ELEVATORS 63 In buildings with elevator in California, Group A and R occupancies, an enclosed elevator lobby shall be provided at each floor (where the elevator connects more than 2 stories) shall be provided Note The exception to eliminate the lobby due to fire spnnklers does not apply to these occupancies Section 708 14 1 Specify the manufacturer. ICC approval or other agency approval for the smoke containment system at the elevator doors as noted sheet A7.2. MISCELLANEOUS LIFE/SAFETY 80 Specify on the plans that the draftstopping and fireblocking from Section 717 will be installed (combustible construction ). There was no response to the correction. The item still applies. STRUCTURAL 87 Provide a letter from the soils engineer confirming that the foundation/ grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soil report are properly incorporated into the plans 88 Please complete all blank bubbles on SheetS2 4 3 , near gndlme 25, three locations ADDITIONAL 125 Please identify all the HC accessible units and heanng impaired equipped rooms on plans, for vanous unit types, on each level ) A. The disabled accessible rooms are identified on sheets A2.1.0 and A2.2.0. Where on the plans do I find the notes and details showing the grab bars for the showers, bath tubs and toilets. Clearances under the lavatories in the accessible unit bath rooms. Hand held flexible shower sprayer and for accessible units with tub the reguired in-tub seat or seat at the head of the tub per Fig 11 B-8. B. CBC Table 11 B-4 requires that a min. of 7 rooms forthe hearing impaired must be provided where the total number of hotel units is between 200-300. The plans show on 3 hearing impaired eguipped units. END OF ARCHITECTURAL & STRUCTURAL RECHECK CARLSBAD 11-1684 12/05/11 ® To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i e , plan sheet, note or detail number, calculation page, etc o The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Dnve, Suite 208, San Diego, California 92123, telephone number of 858/560-1468, to perform the plan review for your project If you have any questions regarding these plan review items, please contact Chuck Mendenhall at Esgil Corporation Thank you This revised list is based on additional responses and cut-sheets and calculations received on 11/28/2011 for the plumbing only, after the recheck was completed. The following is the up- dated Plumbing and Mechanical Correction List. PLUMBING AND MECHANICAL CORRECTIONS • JURISDICTION: Carlsbad DATE: 12/2/2011 • PLAN REVIEW NUMBER: 11-1684 SET: II-A PLAN REVIEWER: Glen Adamek GENERAL AND ARCHITECTURAL PME ITEMS A) Sheet A2.1.3 note near the elevators states: "See sheet A8.44 for enlarged plans" But there is no sheet A8.44. Please correct. 1 The Architectural Drawing and Food Service Drawings are not signed. Each sheet of the plans must be signed by the person responsible for their preparation, even though there are no structural changes, before the permits are issued Business and Professions Code The final set of corrected drawings to be reviewed for signing and sealing just before the permits are to be issued. 3 The City Building Official to review evidence of Health Department approval (for public swimming pools, spas, and restaurants). 4 No response provided. Please provide elevator plans and details to clearly show the locations of controls and equipment for the elevators. An elevator machinery room is required to be separated from the remainder ofthe building by fire barners (707) and horizontal assemblies (712) that are not less than the required rating ofthe hoistway Please detail how these ratings will be maintained for the mechanical openings shown Note This comment does not apply to buildings 4 stones or less above grade plane and the machinery room does not abut the elevator hoistway CBC 3006 4 5 See item #4 above. Plumbing systems may not be located in elevator machinery rooms Please remove and reroute the plumbing systems shown CBC 3006 6 6 The construction details for the required fire rated shafts for outside air ducts and exhaust ducts are not clearly shown not he drawings, including the top, bottom and walls of the fire rated shafts. Detail construction details of the required fire rated shafts for mechanical ducting extending through floors and roof/ceiling systems CARLSBAD 11-1684 12/05/11 7 The doors in Service Rooms 2102 and 3102 (door # 2101.2 & 3102; and doors into the service elevator at the second and third floor levels) must be 45 minuets fire rated. Please correct. Rooms containing refuse or laundry chute access shall be separated from the remainder of the building by a fire barner CBC 708 13 10 The plans do not clearly show the limits ofthe fire rated duct shafts. See item #6 above. And fire protection of duct openings through the fire rated ceiling membranes are not clearly shown. Include, on the mechanical plans, the locations of all required smoke, fire, combination smoke and fire, or ceiling radiation dampers Be sure to include a symbol on the symbol schedule for each damper type CBC, Section 716 11 No response by structural engineer and no structural drawings in the latest plan package. Please provide the engineers design calculations and details for the tank hold downs in details 3 and 6 on sheet P5 1 2 12 No construction details of the base and footing to support the proposed fire pit bowls as required per the data provided. Provide constructions details for the gas fired fire pits Also, include the listing data, cut-sheets and installation instructions forthe proposed fire pits 13 No envelope energy design provided and the MECH- forms on sheet M0.3 are not complete mechanical energy design packages. Please provide complete energy design package to show compliance with the current California Energy Standards. Please provide the required complete energy design calculations that agree with drawing Plumbing and mechanical systems to be reviewed to agree with energy designs . PLUMBING (2010 CALIFORNIA PLUMBING CODE) 16 The Civil drawing showing on-site private water systems and on-site private building sewer systems and the public water system and public sewer system and any required easements were not provided in the plan packages provided to Esgil Corp. The Site Plumbing Plan, sheet P2 00 is incomplete and no Civil Plans for construction ofthe private plumbing systems provided in the plan package provided for plan review Provide the site plumbing plans showing the sizes and locations ofthe gas meters and water meter, and the sizes, routes, and slopes ofthe building sewer, storm drainage system, site gas lines, and site water lines 17 See item #16 above. Identify the extent of the pnvate sewer, water, and gas systems on the plumbing site plan Clearly specify, on the plans, which City Department is responsible for the permitting, plan check, and inspections for the private utility systems If private, the responsibility ofthe City Building Department, and underthe California Plumbing Code, provide complete civil site utility plans for plan check, or obtain a separate permit from the City for the civil site plans 18 The Mechanical-Plumbing Response states "Architect Please Provide Response." But no response by the Architect provided in the plan package. Provide calculations to show compliance with CPC Table 4-1 "Minimum Plumbing Fixtures" and Table "A" Please include the occupancy classification and the number of occupants 19 The Civil drawing showing the next upstream manhole Rim elevations was not provided in the plan packages provided to Esgil Corp. Please show the upstream sewer manhole CARLSBAD 11-1684 12/05/11 rim and finished floor elevations Provide backwater valves for all fixtures installed on floor levels below the next upstream manhole nm elevation (Only fixtures installed on floor levels below the next upstream manhole nm elevation may flow through a backwater valve ) UPC 710 1 20 Provide complete water line sizing calculations: Include the water pressure, pressure loss calculations, water demands, and the developed pipe lengths UPC 610 0 or Appendix 'A' The calculations on sheet PO 10 are incomplete Please address the following A) The General Note #32 on sheet PO.1.0 states: "All aboveground domestic water piping shall be Type L copper pipe with wrought fittings or CPVC schedule 40 with solvent- cement fittings." And the response provided states: "Water system calculations are based on Copper. See Civil for site water calcs." Please provide complete sizing calculations from the public water meters to the last fixture on each system and for both Type L copper and CPVC schedule 40 water piping Clearly show the proposed water piping matenals and where each type of matenals are to be used Provide separate sizing calculations for the different matenals B) The calculations show "Static Pressure at the Mam" not at input of each public water meter. Show the minimum and maximum water pressure at the public water meters 0) The Civil drawing were not provided in the plan packages provided to Esgil Corp. Show the sizes and locations of the public water meters Check the developed water pipe length used in pipe sizing calculation D) The Civil drawing were not provided in the plan packages provided to Esgil Corp. The "Total Cold/Hot Water Demand" calculations seem to show separate public water meters for the Pool Builiding and the Hotel Building (Please show not the Piumbing Site Plan). Also, the fixture unit calculations are incorrect. For the Hotel: Service Sinks are 3 fixture units each; Commercial Kitchen Sinks are 3 fixture units each (including the Commercial Kitchen Fill Faucets); and the first hose bib is 2.5 fixture unit and each additional is only one fixture unit. For the Column Shower Clearly show the number of show heads on each Column Shower and correct the fixture units for the total shower heads. Provide calculations of the total water demands at each water meter Show the each type of water fixture, the number of each type of fixture, the fixture units for each fixture type and the total fixture units for each water meter, using CPC, Table A-2 Then use CPC, Chart A- 2 and/or A-3 for the GPM water demands E) Please provide a letter from the serving water agency the their water meters will have no more than the pressure loss used in the water line sizing calculations for the water demands shown in the sizing calculations. Also see item # 20. D) above for the water demand. Check the water meter pressure loss as per CPC, Chart A-1 G) A complete review of the water line sizing will be done when the complete corrected water line sizing calculations are provided 21 The "List Report" provided seem to be output from a computer program (PIPE-FLO Compressible 2007). Please provide the program manual and program listing data for allowing it to be used for fuel gas line sizing as per the CPC. Show the Public gas meter size and location and the gas lines existing and new from the Public gas meter to the new gas equipment And show the total new and existing gas demands on the existing gas meter and gas lines 22 The plans on sheet P4.1.1 do not show the developed pipe lengths from each gas pressure regulator (for medium pressure gas system to low pressure gas) to the most CARLSBAD 11-1684 12/05/11 distant fixture served on each low pressure gas system. And Sheet P4.1.1 does not show the existing Public gas meter for the medium pressure gas system (5 psi) and all existing and new gas demands on the system and developed gas pipe lengths used for sizing the existing plus new gas lines for the new and existing gas demands. On sheet P4 1 1 clearly show all the gas demands (for the fire pits and the gas demands used for the Future kitchen equipment and the pool heaters) and developed gas pipe lengths 25 The plans on sheet P4.1.1 do not show the developed pipe lengths from each gas pressure regulator (for medium pressure gas system to low pressure gas) to the most distant fixture served on each low pressure gas system. And Sheet P4.1.1 does not show the existing Public gas meter for the medium pressure gas system (5 psi) and all existing and new gas demands on the system and developed gas pipe lengths used for sizing the existing plus new gas lines for the new and existing gas demands. Provide gas line plans and calculations from the public gas meter to the new gas fired equipment, showing gas pressures in psi, gas demands, pipe lengths, gas piping matenals and pipe sizes CPC 1217 0 26 The detail 2 on sheet P4.1.1 does not show the required gas shut-off valves just upstream of each private gas sub-meter. Show the required gas shut-off valves just upstream of each gas sub-meter 27 The detail 2 on sheet P4.1.1, and detail 9 on sheet P5.1.1 do not show the required shut- off valves just upstream of each gas pressure regulator as shown in detail 11 on sheet P5.1.1. Detail the gas regulator requirements An accessible shut-off valve installed upstream of each gas pressure regulator and vented to the extenor CPC 1209 7 & 1211 10 28 The City of Carlbad Building Department to check for letter from SDG&E that they have reviewed the new gas line demands, as per CPC, Section 1217.6. The gas plans for the medium pressure gas system must be reviewed by SDG&E 32 No Specification books provided to Esgil Corp. as part of the permit plan packages. Please provide complete Specification books or clearly show on the plans. All water closet seats, except pnvate use water closets (those within dwelling units and guest rooms), shall be of the open front type or have an automatic seat cover dispenser, as per UPC, Section 408 2 2 33 The only cut-sheet provided is for a shower pan for roll-in shower. Not the total shower. Please provide plans for the shower walls, shower valves and shower heads and any shower seats. Please provide construction details for the showers and/or cut-sheets, listing data and installation instructions for pre fab shower units 34 Hot water recirculating loop systems requirements (Not single family homes) Detail the following A) The details #4 and 5 on sheet P5.1.2 do not show the air release valves at each pump at each water heater between storage tanks. The installation of an air release valve on the mlet side of the recirculation pump, within 4' of the pump 36 The sheets P2.0.1, P2.0.2 and P2.0.3 still have not had cross-references added at each riser connection to the correct waste and vent riser diagram. Also, the drainage fixture units on each branch and sewer drain line is still not shown. Please provide complete nser or isometnc dram waste and vent drawings On sheets P2 0 1, P2 0 2 and P2 0 3 clearly CARLSBAD 11-1684 12/05/11 show the cross-reference to each nser and the sewer loads on each riser and branch The dram waste and vent plans are incomplete Show the pipe sizes, sloped and sewer loading on each pipe length 37 Show the required floor drains in the following locations, as per CPC Section 4112 B) It seems more floor drains are required in the Main Kitchen Area, so all areas ofthe kitchen Floor can slope to drain to a floor drain. The plans show areas of the kitchen are more than 20 feet from any floor drain. Please correct. Commercial kitchens 38 The plans show areas of the kitchen are more than 20 feet from any floor drain. Please correct. Floors shall slope to the floor drain(s) location(s) Please detail on the architectural floorplans UPC 4114 39 The Water Line Plans do not show the automatic trap primers at floor drains as per the response? Please correct. Detail how the floor dram trap seal is to be maintained CPC 1007 0 42 The plumbing plans are incomplete. A complete plumbing review will be done when complete plumbing plans and calculations are provided. • MECHANICAL (2010 CALIFORNIA MECHANICAL CODE) 43 The construction details for the required fire rated shafts for outside air ducts and exhaust ducts are not clearly shown not he drawings, including the top, bottom and walls of the fire rated shafts. Also, the required smoke separation of the laundry room (service room #1116) is not clearly shown. And fire protection of duct openings through the fire rated ceiling membranes are not clearly shown. Review with the architect the locations that require (fire/ceiling radiation/or fire/smoke) damper and/or shaft protection and identify installations on the mechanical plans themselves 45 On the plans provide installation details and provided cut-sheets and installation instructions for the proposed VRF fan coil units used for heating and cooling the corridors. On the mechanical plans clearly show the limits of ceiling space used as duct or plenum Then address the following on the plans A) Clearly show that all matenal exposed within the plenum complies with UMC Section 602 2 (10) & Section 605 0 "Matenals shall have a moid-, humidity-, and erosion-resistant face that meets the requirements of UL 181 " B) Clearly show that all combustible matenals exposed within the plenum space must comply with UMC Section 602 2 Flame-spread index of not more than 25 and a smoke-developed rating of not more than 50 C) Environment exhaust ducts under positive pressure and venting systems shall not extend into or pass through ducts or plenums UMC Section 602 1 46 The energy design packages are incomplete. Please provide complete mechanical energy design calculations and envelope energy design calculations showing compliancy with the current energy design. A complete review of the ventilation requirements will be done when complete energy designs are provided. Please provide the MECH-3-C forms showing the required mechanical ventilation rates for the new or revised CARLSBAD 11-1684 12/05/11 conditioned spaces Coordinate the mechanical and the Title 24 outside air design CMC 403 0 & Title 24 121(b)2 & (d) 50 The licensed designer must sign the kitchen hood pians and calculations. The Food Service Drawings are not signed and sealed. Provide complete kitchen hood plans, details, and calculations to show compliance with CMC, Chapter 5, Part II A) Please provide sizing calculations for both dishwasher hoods connected to a common exhaust system. Provide exhaust sizing calculations for kitchen hoods CMC 508 4 B) Air Balance Schedule for each Kitchen Area were not provided Show the required replacement air for each kitchen hood Include an air balance schedule CMC 511 3 F) The hood clearances were not provided on Food Service Drawings, and the detail 3 on sheet M5.1 does not comply. Provide a section detail for the hood showing the relative dimensioned locations for the hood, ceiling, and overhead construction framing ofthe floor or ceiling Be sure to describe the construction matenals (combustible, limited combustible, or non-combustible) used adjacent to the hood and duct CMC 507 2 G) Correct the hood exhaust system from the Bistro Kitchen hood shown on sheets M2.1 1 and M2.1.2. The duct routing shall be as direct as practical to the extenor of the building CMC 510 1 2 I) The detail 3 on sheet M5.1 shows a fire rated grease duct wrap to be used for the required grease duct enclosure. Please provide cut-sheets, listing data and installation instruction for the proposed fire rated grease duct wrap to be used. A duct shaft is required in ali multistory buildings and in 1 story buildings with rated roof/ceiiing assemblies Provide a shaft design complying with CMC 510 7 2 and 510 7 3 on the pians K) The sheets M2.1.1 and M2.1.2 show the Bistro Kitchen hood exhaust duct horizontal length to be more than 75 feet, so the minimum required slope of the grease duct is one inch per foot. Please detail how this is to be done. There is not the required 8 feet of ceiling space between the ceiling and the floor construction needed to get the required minimum slope. Detaii the slope (1/4"/foot/minimum) on the horizontal grease duct back towards the hood CMC 510 1 4 L) Show the required cleanouts for the grease duct 1) On sheets M2.1.1 and M2.1 2 please show the locations of required cleanouts. At changes in direction and iii) Please show the locations of the required fire rated access panels through the fire rated ceilings to access the required duct cleanouts. ifthe duct is not accessible from a 10' stepladder, a platform is required Please detaii CMC 510 3 4 1 2 N) A complete kitchen hood system plan review will be done when the complete hood system plans, details, and calculations are provided. 52 Where on the Food Service Drawings is this addressed? Please provide calculations to show compliance with UMC, Section 1105 3 for the maximum allowed amount of refngerant in the walk-in coolers and walk-in freezer boxes as per UMC, Table 11-1 or please provide the required refrigerant vapor detection and alarm systems 53 The smoke detector locations is not shown or called out on sheet MO.2? Provide smoke detection in the supply air duct of an "air-moving system" for required shut-off of equipment for smoke control UMC Section 609 0 An "air-moving system" is a system designed to provide CARLSBAD 11-1684 12/05/11 heating, coolmg, or ventilation m which one or more air-handling units are used to supply air to a common space or to diaw air from a common plenum or space UMC Section 203 0 54 The response states: "No fire rated corridors." This does not address this item and there are required fire rated corridors. Submit the manufacturer's installation requirements for the Type 2 (commercial) clothes dryer Include the design requirements found in CMC 905 0 and also the appliance installation instructions The exhaust duct design gauge, the clearance distances, routing, and the termination location, provide the minimum make-up air amounts, and the vent design 55 Sheet M2.1.3 does not include the make and model number of the clothes dryer with duct run of well over 14 feet. And no installation instructions for the proposed clothes dryers provided. For the Type 1 (residential) clothes dryers, provide a dryer exhaust duct design that complies with the general requirements of CMC 504 3 2 (14 feet maximum length w/ (2) 90°'s) or provide the manufacturers installation mstructions and include this information (duct design, manufacturer, model, etc ) on the plans CMC 504 3 2 2 56 Sheet M2.2.2 does not show the roof access hatches to each roof level and required access ladders? Please correct. Please detail roof access to roof mounted HVAC equipment CMC 904 10 3 3 58 Where on the plans is the roof access ladders to each roof level shown? Buildings of more than 15' in height shall have an inside means of access that meets the design requirements of UMC 904 10 3 3 Please provide City approval for use of an outside ladder IS required 59 The mechanical plans are incomplete. A complete mechanical review will be done when complete mechanical plans, details and calculations are provided. 60 No response by structural engineer. Please provide complete plans, detail, and calculations for the proposed Chemical Tanks shown on sheet SP10 If prefab tanks please provide the cut-sheets, listing data and installation instructions for the proposed tanks Note: If you have any questions regarding this Plumbing and Mechanical plan review list please contact Glen Adamek at (858) 560-1468 To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans o ELECTRICAL and ENERGY COMMENTS PLAN REVIEWER: Eric Jensen • ELECTRICAL (2010 CALIFORNIA ELECTRICAL CODE) 1 On sheets E8 3 & E8 4 specify that the new electrical modifications are private, not utility, complete from the existmg medium voltage loop complete to the hotel services 2 Include a signage descnption on sheet E8 4 "Electncal Building Disconnecting Means 1 of 2" (and) "Electncal Building Disconnecting Means 2 of 2" (See Note (Panelboard "ELH") below) CARLSBAD 11-1684 12/05/11 3 Exterior egress lighting required in outdoor dining/lounge area (Opposite side of building from the entry/lobby ) to all three exits, including steps 4 Where is the GFCI protection descnbed for all kitchen receptacle outlets per CEC 210 8(B)'? 5 Include panelboard "ELH" with the single line diagram Note I'm pnmanly interested in • Common grounding (and) • Building Disconnect Signage NEC 250 94 An intersystem grounding bus must be provided external of electncal enclosures at buildings with services or outbuilding provided by feeders for use of "electncal systems" (communications, cable, etc) This bus must be accessible and may either be mounted to the electncal equipment or adjacent thereto or adjacent to the grounding electrode conductor (the bonding jumper to be minimum No 6 and the bus to have a minimum of (3) usable terminals NEC 680 22(B) GFCI Protection is required for all pool pump motors supplied by 15 or 20 ampere 120 or 240 volt branch circuits Note The previous Code only covered pumps supplied by receptacles, the change is that all pumps (per amps & volt) are required to be GFCI protected • ENERGY CONSERVATION 6 Please review the LTG1-C, Part 4 of 4 forms for compliance 7 The lighting in "theme parks" is indeed exempt, so your calculations should not include ride or Lego based displays, only the general lighting throughout the hotel 8 What I'm missing is the energy design for the envelope and a completed MECH energy design Please provide A complete energy plan check will be preformed when completed and/or corrected energy design has been provided Note: If you have any questions regarding this Electncal and Energy plan review list please contact Eric Jensen at (858) 560-1468 To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans EsGil Corporation In (PartnersHip witfi government for (BuiCdtng Safety DATE 11/28/11 • AEEUCANT JURISDICTION CARLSBAD • PLAN REVIEWER • FILE PLAN CHECK NO 11-1684 SETH PROJECT ADDRESS 1 LEGOLAND DRIVE PROJECT NAME LEGOLAND HOTEL I I The plans transmitted herewith have been corrected where necessary and substantially comply with the junsdiction's codes I I The plans transmitted herewith will substantially comply with the junsdiction's codes when minor deficiencies identified below are resolved and checked by building department staff I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck X The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck I I The applicant's copy of the check list is enclosed for the junsdiction to forward to the applicant contact person X The applicant's copy of the check list has been sent to DAVID MANN C/O DWRB AIA 2265 INDIA ST , SAN DIEGO, CA 92101 I I Esgil Corporation staff did not advise the applicant that the plan check has been completed Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted DAVID Telephone # 619-299-6690 Date contacted IJZ^SIM (by ) Email dmann(a)a-dwrb com Fax # 619-299-5513 C Maii-^ Telephone Fax*,/ In Person • REMARKS By Chuck Mendenhall Enclosures EsGll Corporation 3 GA 13 EJ • PC 11/17/11 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 CARLSBAD 11-1684 11/28/11 NOTE: The items listed below are from the previous correction list. These remaining items have not been adequately addressed. The numbers ofthe items are from the previous check list and may not necessarily be in sequence. The notes in bold font are current. GENERAL 1 The following note should be given with each correction list Please make all corrections, as requested in the correction list Submit FOUR new complete sets of plans for commercial/industnal projects (THREE sets of plans for residential projects) For expeditious processing, corrected sets can be submitted in one of two ways 1 Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave , Carisbad, CA 92008, (760) 602-2700 The City will route the pians to EsGll Corporation and the Carlsbad Planning, Engmeenng and Fire Departments 2 Bnng one corrected set of pians and calculations/reports to EsGii Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468 Deliver aii remaining sets of pians and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineenng and Fire Departments NOTE Pians that are submitted directly to EsGii Corporation oniy will not be reviewed by the City Planning, Engmeenng and Fire Departments until review by EsGil Corporation is complete FIRE WALLS 13 Per Section 706 2, a fire wall shall have sufficient structural stability under fire conditions to allow collapse of construction on either side without collapse of the wall Show step-by-step how this IS accomplished on plans The response directs me to the structural plans that are supposed to show how the roof and floor on each side of the Firewall do not rely on the wall for support. Detail 3 on sheet A0.2 seems to show that the floor joists are supported by a ledger connected to the masonry wall. 14 Fire walls shall be continuous from extenor wall to extenor wall and shall extend at least 18" beyond the extenor surface of extenor walls Section 706 5 Exceptions Clearly note on detail 3/A0.2 that there are no roof penetrations within 4' each side of the firewall and further note that the roof sheathing will be fire retardant treated wood or the underside ofthe roof sheathing is protected with 5/8" type 'X' drywail within 4' each side ofthe Firerwall. See CBC 706.6. item 4.3 FIRE-RESISTIVE CONSTRUCTION 29 Clearly identify location and hourly fire-resistive ratmg of vertical shafts on plans Provide construction details showing location of fire dampers and how fire resistivity will be maintained at floors and roofs Section 708 The stair enclosure shafts and elevator shafts must be 1 HR. The stair enclosure walls shown on sheet A7.0 do not show that all stair enclosure walls are 1 HR rated. The elevator shafts must be 1 HR for the full height. Sheet A7.2 at level #2 & #3 do not show the walls to be 1 HR. EXITS 47 All doors/ gates, within the exit path to a public way from an occupancy of Group A having an occupant load of 50 or more shall not be provided with latches or locks unless they are equipped with panic hardware Sec 1008 1 10 and 1002 Doors 1143 & 1144 at the Event CARLSBAD 11-1684 11/28/11 Room 1114 shown on A2.1.1 and A8.28.0 must be eguipped with panic hardware. The event room is considered an assembly occupancy. See the door schedule on sheet A10.0. NOTE: door 1144 is not even listed on the door schedule. 48 When additional doors are provided for egress purposes, they also shall conform to the requirements of Section 1008 (width, swing, hardware, etc) Section 1008 1 This applies to door 1113.3 at the mini pool Bar area 1113. This door must swing in the direct of exit from Rm 1113. This door is an additional door within the Bar Area and must comply with the code even though it may not be a reguired exit. The response indicates that this door swings in to accommodate the people at the exterior deck area. Note: they may not exit back into the building. The deck area outside room 1113 already has to exit gates which is more that sufficient for the people outside Rm 1113. ELEVATORS 63 In buildings with elevator in California, Group A and R occupancies, an enclosed elevator lobby shall be provided at each floor (where the elevator connects more than 2 stones) shall be provided Note The exception to eliminate the lobby due to fire spnnklers does not apply to these occupancies Section 708 14 1 Specify the manufacturer. (CC approval or other agency approval for the smoke containment system at the elevator doors as noted sheet A7.2 MISCELLANEOUS LIFE/SAFETY 80 Specify on the plans that the draftstopping and fireblocking from Section 717 will be installed (combustible construction ). There was no response to the correction. The item still applies. STRUCTURAL Note: There were responses from the structural engineer and supplemental design calc's but the updated plans submitted for recheck did not include any ofthe structural sheets. The items listed below still apply 86 Provide a letter from the soils engineer confirming that the foundation/ grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soil report are properly incorporated into the plans 87 Specify on the foundation plan or structural specifications sheet the soil classification, the soils expansion index and the design beanng capacity ofthe foundation Sections 107 2 and 1603 1 6 88 Note on the foundation plan that "Pnor to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that 1 The building pad was prepared in accordance with the soils report, 2 The utility trenches have been properiy backfilled and compacted, and 3 The foundation excavations comply with the intent of the soils report " CARLSBAD 11-1684 11/28/11 89 Note on plans that surface water will drain away from building and show drainage pattern The grade shall fall a mm of 5% within the first 10' (2% for impervious surfaces) Section 1804 3 90 Provide truss details and truss calculations for this project Per Section 2303 4 2, the truss manufacturer shall provide a truss placement diagram that shows the locations of each truss Specify on the plans the truss identification numbers 91 Please provide evidence that the engineer-of-record (or architect) has reviewed the truss calculation package prepared by others (i e , a "review" stamp on the truss calculations or a letter) 92 Please note where details 5, 6, 12, 14, 15, 19 & 20/S5 2 are cross referenced on plans 93 Please specify where details 2, 3, 8, 9, 10, 12, 17, 18 & 20/S5 1 are cross referenced on plans 94 Clanfy #3-3 ties @^2" oc ,as noted on detail 16/S4 2 It should say # 3 ties @ ^2" o c , Typical (UNO) 95 Detail 10 as referenced on 16/S4 1 is incorrect 96 Please specify where schedules as per details 10 & 15/S4 1 are cross referenced on plans 97 On detail 12/S4 1, (8) A B's are noted, versus (6) as shown, clarify' 98 Please note where C6A, as per schedule on detail 20/S4 1, is referenced on foundation plans 99 Please specify where all the wood posts are cross referenced on foundation, or framing plans, as per schedule on detail 15/S4 1 100 On detail 16/S4 1, note the embedment of the (6) VA" headed studs 101 Where is detail 10/S4 2, as referenced on 8/S4 1? 102 Please show all the wood posts on foundation and framing plans Also indicate their sizes and call them out, i e , 4x4 or 6x6 UNO (depending on whether 4", or 6" walls are being used, etc) 103 Please specify the shear wall type and length on plans for vanous extenor and intenor building lines as applicable Several are missing on plans I e , Sheet S2 1 2, gndlme H, Sheet S2 2 4, gndline R, etc 104 Please provide complete structural details and references on the roof framing plans As presented, such information is missing on plans 105 Specify tnple joists under mansard type A, on roof framing plans, as per calc's , similarly, for others 106 Where are atnum beams 5y7x^6" PSL's, as per calc's , on plans @ grids 6 & 7? 107 Where are atnum beams SYA" X 33" GLB, as per calc's , on plans @ gndlme B*? 108 Where are atnum beams 8%" x 37V2" GLB, as per calc's , on plans @ gndlme C? CARLSBAD 11-1684 11/28/11 109 Where are corridor headers, 3V2"x14" PSL, as per calc's , on plans @ gndlme C? 110 Where are the mansard beams, 3y2"x18" PSL, as per calc's , on plans @ gndlines 14, 24, 48'? 111 Where are the beams, as per calc's , @ the bends at gndlines 14, 34, 48, etc '> 112 Too many other discrepancies to itemize Please submit a comprehensive schematic in the calculations showing the location of all the beams, joists size and spacing, columns, lateral elements, tie downs, pads, MP's, etc so the calc's can be verified against the plans as submitted [E g , this can be on 11"x17" pages to be folded for each level and included in the calc's package] The schematic as shown in calc's before page SF-1, is incomplete and does not match the plans What is shown on page 003 of calc's is ok provided they are corrected to match the calc's 113 The column, as per calc's , near grid point 5-D 2, should be C6A, instead of C6, as noted on Sheet S2 1 1 Similarly, for the column, near gnd point C-10 114 Please show complete structural connection details and references for the trellis (this is not shown on architectural plans) 115 Please provide structural calculations (step-by-step) showing how they comply with AISC 341- 05 116 Please show frame columns including their anchorage and uplift are designed as per AISC 341-05, Section 8 3 ASCE-7-05, Section 12 4 3 2 117 Please complete blank bubble on Sheet S2 2 2, on gndlme 10 118 Where are details 21 & 22/S1 5, as referenced on grids 18 & 19, Sheets S2 2 1 & S2 2 2'? 119 Where is detail 16, as referenced on 12/S1 7'? 120 Please note where details 6, 8, 9 & 12/S1 7 are cross referenced on plans 121 Please specify where all the details, as per Sheet SI 6, are cross referenced on plans Alternatively, all the details not relevant to this project may be deleted from the plans 122 Please submit complete structural calculations for the site walls, dniled piers, pool equipment facility, etc , as shown on plans 123 A more comprehensive structural review will be done once revised and updated plans are submitted for plan check ADDITIONAL 125 Please identify all the HC accessible units and heanng impaired equipped rooms on plans, for vanous unit types, on each level ) A. The disabled accessible rooms are identified on sheets A2.1.0 and A2.2.0. Where on the plans do I find the notes and details showing the grab bars for the showers, bath tubs and toilets. Clearances under the lavatories in the accessible unit bath rooms. Hand held flexible shower sprayer and for accessible units with tub the reguired in-tub seat or seat at the head of the tub per Fig 11 B-8. B. CARLSBAD 11-1684 11/28/11 CBC Table 11 B-4 reguires that a min. of 7 rooms for the hearing impaired must be provided where the total number of hotel units is between 200-300. The plans show on 3 hearing impaired equipped units. END OF ARCHITECTURAL & STRUCTURAL RECHECK • To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i e , plan sheet, note or detail number, calculation page, etc • The junsdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123, telephone number of 858/560-1468, to perform the plan review for your project If you have any questions regarding these plan review items, please contact Chuck Mendenhall at Esgil Corporation Thank you PLUMBING AND MECHANICAL CORRECTIONS • JURISDICTION: Carlsbad DATE: 11/28/2011 • PLAN REVIEW NUMBER: 11-1684 SET: II PLAN REVIEWER: Glen Adamek GENERAL AND ARCHITECTURAL PME ITEMS A) Sheet A2.1.3 note near the elevators states: "See sheet A8.44 for enlarged plans" But there is no sheet A8.44. Please correct. B) No Structural Drawings provided in the latest plan package. 1 No Structural Drawing in the latest plan package and the Architectural Drawing and Food Service Drawings are not signed. Each sheet of the plans must be signed by the person responsible for their preparation, even though there are no structural changes, before the permits are issued Business and Professions Code The final set of corrected drawings to be reviewed for signing and sealing just before the permits are to be issued. 3 The City Building Official to review evidence of Health Department approval (for public swimming pools, spas, and restaurants). 4 No response provided. Please provide elevator plans and details to clearly show the locations of controls and equipment for the elevators. An elevator machinery room is required to be separated from the remainder ofthe building by fire barners (707) and honzontal assemblies (712) that are not less than the required rating ofthe hoistway Please detail how these ratings will be maintained for the mechanical openings shown Note This comment does not apply to buildings 4 stones or less above grade plane and the machinery room does not abut the elevator hoistway CBC 3006 4 5 See item #4 above. Plumbing systems may not be located in elevator machinery rooms Please remove and reroute the plumbing systems shown CBC 3006 6 CARLSBAD 11-1684 11/28/11 6 The construction details for the required fire rated shafts for outside air ducts and exhaust ducts are not clearly shown not he drawings, including the top, bottom and walls ofthe fire rated shafts. Detail construction details ofthe required fire rated shafts for mechanical ducting extending through floors and roof/ceiling systems 7 The doors in Service Rooms 2102 and 3102 (door # 2101.2 & 3102; and doors into the service elevator at the second and third floor levels) must be 45 minuets fire rated. Please correct. Rooms containing refuse or laundry chute access shall be separated from the remainder of the building by a fire barrier CBC 708 13 10 The plans do not clearly show the limits of the fire rated duct shafts. See item #6 above. And fire protection of duct openings through the fire rated ceiling membranes are not clearly shown. Include, on the mechanical plans, the locations of all required smoke, fire, combination smoke and fire, or ceiling radiation dampers Be sure to include a symbol on the symbol schedule for each damper type CBC, Section 716 11 No response by structural engineer and no structural drawings in the latest plan package. Please provide the engineers design calculations and details for the tank hold downs in details 3 and 6 on sheet P5 1 2 12 The cut-sheets, listing data and installation instructions for the proposed gas fired fire pits was not found in the plan package. Also, no construction details of the proposed fire pits found within the plan packages. Provide constructions details for the gas fired fire pits Also, include the listing data, cut-sheets and installation instructions for the proposed fire pits 13 No envelope energy design provided and the MECH- forms on sheet MO.3 are not complete mechanical energy design packages. Please provide complete energy design package to show compliance with the current California Energy Standards. Please provide the required complete energy design calculations that agree with drawing Plumbing and mechanical systems to be reviewed to agree with energy designs • PLUMBING (2010 CALIFORNIA PLUMBING CODE) 16 The Civil drawing showing on-site private water systems and on-site private building sewer systems and the public water system and public sewer system and any required easements were not provided in the plan packages provided to Esgil Corp. The Site Plumbing Plan, sheet P2 00 is incomplete and no Civil Plans for construction ofthe private plumbing systems provided in the plan package provided for plan review Provide the site plumbing plans showing the sizes and locations ofthe gas meters and water meter, and the sizes, routes, and slopes ofthe building sewer, storm drainage system, site gas lines, and site water lines 17 See item #16 above. Identify the extent of the private sewer, water, and gas systems on the plumbing site plan Clearly specify, on the plans, which City Department is responsible for the permitting, plan check, and inspections for the private utility systems If private, the responsibility ofthe City Building Department, and underthe California Plumbing Code, provide complete civil site utility plans for plan check, or obtain a separate permit from the City for the civil site plans CARLSBAD 11-1684 11/28/11 18 The Mechanical-Plumbing Response stats "Architect Please Provide Response." But no response by the Architect provided in the plan package. Provide calculations to show compliance with CPC Table 4-1 "Minimum Plumbing Fixtures" and Table "A" Please include the occupancy classification and the number of occupants 19 The Civil drawing showing the next upstream manhole Rim elevations was not provided in the plan packages provided to Esgil Corp. Please show the upstream sewer manhole nm and finished floor elevations Provide backwater valves for all fixtures installed on floor levels below the next upstream manhole nm elevation (Only fixtures installed on floor levels below the next upstream manhole nm elevation may flow through a backwater valve ) UPC 710 1 20 Provide complete water line sizing calculations: Include the water pressure, pressure loss calculations, water demands, and the developed pipe lengths UPC 610 0 or Appendix 'A' The calculations on sheet PO 10 are incomplete Please address the following A) The General Note #32. on sheet PO.1.0 states: "All aboveground domestic water piping shall be Type L copper pipe with wrought fittings or CPVC schedule 40 with solvent-cement fittings." And the response provided states: "Water system calculations are based on Copper. See Civil for site water calcs." Please provide complete sizing calculations from the public water meters to the last fixture on each system and for both Type L copper and CPVC schedule 40 water piping. Clearly show the proposed water piping matenals and where each type of matenals are to be used Provide separate sizing calculations for the different matenals B) The calculations show "Static Pressure at the Main" not at input of each public water meter. Show the minimum and maximum water pressure at the public water meters C) The Civil drawing were not provided in the plan packages provided to Esgil Corp. Show the sizes and locations of the public water meters Check the developed water pipe length used in pipe sizing calculation D) The Civil drawing were not provided in the plan packages provided to Esgil Corp. And the calculations on sheet PO.1.0 do not include calculations for the fixture unit water demands on each separate public water meter. Provide calculations of the total water demands at each water meter Show the each type of water fixture, the number of each type of fixture, the fixture units for each fixture type and the total fixture units for each water meter, using CPC, Table A-2 Then use CPC, Chart A-2 and/or A-3 for the GPM water demands E) Please provide a letter from the serving water agency the their water meters will have no more than the pressure loss used in the water line sizing calculations for the water demands shown in the sizing calculations. Also see item # 20. D) above for the water demand. Check the water meter piessure loss as per CPC, Chart A-1 G) A complete review of the water line sizing will be done when the complete corrected water line sizing calculations are provided. CARLSBAD 11-1684 11/28/11 21 The "Existing Gas System Sketch and Calculations." As per the response is missing from the plan packages supplied to Esgil Corp. Please provide complete gas line plans and calculations. Show the Public gas meter size and location and the gas lines existing and new from the Public gas meter to the new gas equipment And show the total new and existing gas demands on the existing gas meter and gas lines 22 The plans on sheet P4.1.1 do not show the developed pipe lengths from each gas pressure regulator (for medium pressure gas system to low pressure gas) to the most distant fixture served on each low pressure gas system. And Sheet P4.1.1 does not show the existing Public gas meter for the medium pressure gas system (5 psi) and all existing and new gas demands on the system and developed gas pipe lengths used for sizing the existing plus new gas lines for the new and existing gas demands. On sheet P4 1 1 clearly show all the gas demands (for the fire pits and the gas demands used for the Future kitchen equipment and the pool heaters) and developed gas pipe lengths 24 The cut-sheets, listing data and installation instructions for the proposed gas fired fire pits was not found in the plan package. Please provide listing data, cut-sheets and installation instructions for the proposed fire pits, showing the gas demands 25 The plans on sheet P4.1.1 do not show the developed pipe lengths from each gas pressure regulator (for medium pressure gas system to low pressure gas) to the most distant fixture served on each low pressure gas system. And Sheet P4.1.1 does not show the existing Public gas meter for the medium pressure gas system (5 psi) and all existing and new gas demands on the system and developed gas pipe lengths used for sizing the existing plus new gas lines for the new and existing gas demands. Provide gas line plans and calculations from the public gas meter to the new gas fired equipment, showing gas pressures in psi, gas demands, pipe lengths, gas piping matenals and pipe sizes CPC 1217 0 26 The detail 2 on sheet P4.1.1 does not show the required gas shut-off valves just upstream of each private gas sub-meter. Show the required gas shut-off valves just upstream of each gas sub-meter 27 The detail 2 on sheet P4.1.1, and detail 9 on sheet P5.1.1 do not show the required shut- off valves just upstream of each gas pressure regulator as shown in detail 11 on sheet P5.1.1. Detail the gas regulator requirements An accessible shut-off valve installed upstream of each gas pressure regulator and vented to the extenor CPC 1209 7 & 1211 10 28 The City of Carlbad Building Department to check for letter from SDG&E that they have reviewed the new gas line demands, as per CPC, Section 1217.6. The gas plans for the medium pressure gas system must be reviewed by SDG&E 32 No Specification books provided to Esgil Corp. as part of the permit plan packages. Please provide complete Specification books or clearly show on the plans. All water closet seats, except pnvate use water closets (those within dwelling units and guest rooms), shall be of the open front type or have an automatic seat cover dispenser, as per UPC, Section 408 2 2 CARLSBAD 11-1684 11/28/11 33 No cut sheets for the prefab shower units found in the plan packages, received by Esgil Corp.? Please provide construction details for the showers and/or cut-sheets, listing data and installation instructions for pre fab shower units 34 Hot water recirculating loop systems requirements (Not single family homes) Detail the following A) The details #4 and 5 on sheet P5.1.2 do not show the air release valves at each pump at each water heater between storage tanks. The installation of an air release valve on the mlet side ofthe recirculation pump, within 4' ofthe pump 36 The sheets P2.0.1, P2.0.2 and P2.0.3 still have not had cross-references added at each riser connection to the correct waste and vent riser diagram. Also, the drainage fixture units on each branch and sewer drain line is still not shown. Please provide complete nser or isometnc dram waste and vent drawings On sheets P2 0 1, P2 0 2 and P2 0 3 clearly show the cross-reference to each nser and the sewer loads on each nser and branch The dram waste and vent plans are incomplete Show the pipe sizes, sloped and sewer loading on each pipe length 37 Show the required floor drains in the following locations, as per CPC Section 4112 B) It seems more floor drains are required in the Main Kitchen Area, so all areas ofthe kitchen Floor can slope to drain to a floor drain. The plans show areas of the kitchen are more than 20 feet from any floor drain. Please correct. Commercial kitchens 38 The plans show areas of the kitchen are more than 20 feet from any floor drain. Please correct. Floors shall slope to the floor drain(s) location(s) Please detail on the architectural floorplans UPC 4114 39 The Water Line Plans do not show the automatic trap primers at floor drains as per the response? Please correct. Detail how the floor drain trap seal is to be maintained CPC 1007 0 40 No sizing calculations for the proposed gravity grease interceptor found in the plan package provided to Esgil Corp. as noted in the response? Please provide. Provide the sizing calculations forthe gravity grease interceptor as per UPC, Section 1014 3 42 The plumbing plans are incomplete. A complete plumbing review will be done when complete plumbing plans and calculations are provided. CARLSBAD 11-1684 11/28/11 . MECHANICAL (2010 CALIFORNIA MECHANICAL CODE) 43 The construction details for the required fire rated shafts for outside air ducts and exhaust ducts are not clearly shown not he drawings, including the top, bottom and walls ofthe fire rated shafts. Also, the required smoke separation ofthe laundry room (service room #1116) is not clearly shown. And fire protection of duct openings through the fire rated ceiling membranes are not clearly shown. Review with the architect the locations that require (fire/ceiling radiation/or fire/smoke) damper and/or shaft protection and identify installations on the mechanical plans themselves 45 On the plans provide installation details and provided cut-sheets and installation instructions for the proposed VRF fan coil units used for heating and cooling the corridors. On the mechanical plans clearly show the limits of ceiling space used as duct or plenum Then address the following on the plans A) Clearly show that all matenal exposed within the plenum complies with UMC Section 602 2 (10) & Section 605 0 "Matenals shall have a mold-, humidity-, and erosion- resistant face that meets the requirements of UL 181 " B) Clearly show that all combustible matenals exposed within the plenum space must comply with UMC Section 602 2 Flame-spread index of not more than 25 and a smoke-developed rating of not more than 50 C) Environment exhaust ducts under positive pressure and venting systems shall not extend into or pass through ducts or plenums UMC Section 602 1 46 The energy design packages are incomplete. Please provide complete mechanical energy design calculations and envelope energy design calculations showing compliancy with the current energy design. A complete review of the ventilation requirements will be done when complete energy designs are provided. Please provide the MECH-3-C forms showing the required mechanical ventilation rates for the new or revised conditioned spaces Coordinate the mechanical and the Title 24 outside air design CMC 403 0& Title 24 121(b)2&(d) 50 The licensed designer must sign the kitchen hood plans and calculations. The Food Service Drawings are not signed and sealed. Provide complete kitchen hood plans, details, and calculations to show compliance with CMC, Chapter 5, Part II A) Please provide sizing calculations for both dishwasher hoods connected to a common exhaust system. Provide exhaust sizing calculations for kitchen hoods CMC 508 4 B) Air Balance Schedule for each Kitchen Area were not provided. Show the required replacement air for each kitchen hood Include an air balance schedule CMC 511 3 F) The hood clearances were not provided on Food Service Drawings, and the detail 3 on sheet M5.1 does not comply. Provide a section detail for the hood showing the relative dimensioned locations forthe hood, ceiling, and overhead construction framing of the floor or ceiling Be sure to descnbe the construction matenals (combustible, limited combustible, or non-combustible) used adjacent to the hood and duct CMC 507 2 CARLSBAD 11-1684 11/28/11 G) Correct the hood exhaust system from the Bistro Kitchen hood shown on sheets M2.1.1 and M2.1.2. The duct routing shall be as direct as practical to the extenor ofthe building CMC 510 1 2 I) The detail 3 on sheet M5.1 shows a fire rated grease duct wrap to be used for the required grease duct enclosure. Please provide cut-sheets, listing data and installation instruction for the proposed fire rated grease duct wrap to be used. A duct shaft IS required in all multistory buildings and in 1 story buildings with rated roof/ceiling assemblies Provide a shaft design complying with CMC 510 7 2 and 510 7 3 on the plans K) The sheets M2.1.1 and M2.1.2 show the Bistro Kitchen hood exhaust duct horizontal length to be more than 75 feet, so the minimum required slope ofthe grease duct is one inch per foot. Please detail how this is to be done. There is not the required 8 feet of ceiling space between the ceiling and the floor construction needed to get the required minimum slope. Detail the slope (1/4"/foot/minimum) on the honzontal grease duct back towards the hood CMC 510 1 4 L) Show the required cleanouts for the grease duct I) On sheets M2.1.1 and M2.1.2 please show the locations of required cleanouts. At changes in direction and III) Please show the locations of the required fire rated access panels through the fire rated ceilings to access the required duct cleanouts. If the duct is not accessible from a 10' stepladder, a platform is required Please detail CMC 510 34 1 2 N) A complete kitchen hood system plan review will be done when the complete hood system plans, details, and calculations are provided. 52 Where on the Food Service Drawings is this addressed? Please provide calculations to show compliance with UMC, Section 1105 3 for the maximum allowed amount of refngerant in the walk-in coolers and walk-in freezer boxes as per UMC, Table 11-1 or please provide the required refngerant vapor detection and alarm systems 53 The smoke detector locations is not shown or called out on sheet MO.2? Provide smoke detection in the supply air duct of an "air-moving system" for required shut-off of equipment for smoke control UMC Section 609 0 An "air-moving system" is a system designed to provide heating, cooling, or ventilation in which one or more air-handling units are used to supply air to a common space or to draw air from a common plenum or space UMC Section 203 0 54 The response states: "No fire rated corridors." This does not address this item and there are required fire rated corridors. Submit the manufacturer's installation requirements for the Type 2 (commercial) clothes dryer Include the design requirements found in CMC 905 0 and also the appliance installation instructions The exhaust duct design gauge, the clearance distances, routing, and the termination location, provide the minimum make-up air amounts, and the vent design 55 Sheet M2.1.3 does not include the make and model number of the clothes dryer with duct run of well over 14 feet. And no installation instructions for the proposed clothes dryers provided. For the Type 1 (residential) clothes dryers, provide a dryer exhaust duct CARLSBAD 11-1684 11/28/11 design that complies with the general requirements of CMC 504 3 2 (14 feet maximum length w/ (2) 90°'s) or provide the manufacturers installation instructions and include this information (duct design, manufacturer, model, etc) on the plans CMC 504 3 2 2 56 Sheet M2.2.2 does not show the roof access hatches to each roof level and required access ladders? Please correct. Please detail roof access to roof mounted HVAC equipment CMC 904 10 3 3 58 Where on the plans is the roof access ladders to each roof level shown? Buildings of more than 15'm height shall have an inside means of access that meets the design requirements of UMC 904 10 3 3 Please provide City approval for use of an outside ladder IS required 59 The mechanical plans are incomplete. A complete mechanical review will be done when complete mechanical plans, details and calculations are provided. 60 No response by structural engineer and no structural drawings in the latest plan package. Please provide complete plans, detail, and calculations for the proposed Chemical Tanks shown on sheet SP10 If prefab tanks please provide the cut-sheets, listing data and installation instructions for the proposed tanks Note: If you have any questions regarding this Plumbing and Mechanical plan review list please contact Glen Adamek at (858) 560-1468 To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans ELECTRICAL and ENERGY COMMENTS PLAN REVIEWER: Eric Jensen ELECTRICAL (2010 CALIFORNIA ELECTRICAL CODE) 1 On sheets E8 3 & E8 4 specify that the new electncal modifications are pnvate, not utility, complete from the existing medium voltage loop complete to the hotel services 2 Include a signage descnption on sheet E8 4 "Electncal Building Disconnecting Means 1 of 2" (and) "Electncal Buildmg Disconnecting Means 2 of 2" (See Note (Panelboard "ELH") below) 3 Extenor egress lighting required in outdoor dining/lounge area (Opposite side of building from the entry/lobby) to all thiee exits, including steps 4 Where is the GFCI protection descnbed for all kitchen receptacle outlets per CEC 210 8(B)'? 5 Include panelboard "ELH" with the single line diagram Note I'm pnmanly interested in • Common grounding (and) • Building Disconnect Signage NEC 250 94 An intersystem grounding bus must be provided external of electncal enclosures at buildings with services or outbuilding provided by feeders for use of "electncal systems" (communications, cable, etc ) This bus must be accessible and may either be mounted to the electncal equipment or adjacent thereto or adjacent to the grounding electrode conductor (the bonding jumper to be minimum No 6 and the bus to have a minimum of (3) usable terminals CARLSBAD 11-1684 11/28/11 NEC 680 22(B) GFCI Protection is required for all pool pump motors supplied by 15 or 20 ampere 120 or 240 volt branch circuits Note The previous Code only covered pumps supplied by receptacles, the change is that all pumps (per amps & volt) are required to be GFCI protected ENERGY CONSERVATION 6 Please review the LTG1 -C, Part 4 of 4 forms for compliance 7 The lighting in "theme parks" is indeed exempt, so your calculations should not include nde or Lego based displays, only the general lighting throughout the hotel 8 What I'm missing is the energy design for the envelope and a completed MECH energy design Please provide A complete energy plan check will be preformed when completed and/or corrected energy design has been provided Note: If you have any questions regarding this Electncal and Energy plan review list please contact Eric Jensen at (858) 560-1468 To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans EsGil Corporation / In (PartnersHip wttH government for (BuiCding Safety DATE AUG. 15, 2011 • APPLICANT <njRIS" JURISDICTION CARLSBAD ChP4=ANf^EViEWER • FILE PLAN CHECK NO 11-1684 SETI PROJECTADDRESS 1 LEGOLAND DRIVE PROJECT NAME LEGOLAND HOTEL I I The plans transmitted herewith have been corrected where necessary and substantially comply with the junsdiction's codes I I The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck X The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck I I The applicant's copy of the check list is enclosed for the junsdiction to forward to the applicant contact person X The applicant's copy of the check list has been sent to DAVID MANN C/O DWRB AIA 2265 INDIA ST , SAN DIEGO, CA 92101 I I Esgil Corporation staff did not advise the applicant that the plan check has been completed IXI Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted DAVID Telephone # 619-299-6690 Date contacted (by ) Email dmann(5)a-dwrb com Fax # 619-299-5513 t Mail -^Telephone Fax-^ In Person • REMARKS By Ali Sadre Enclosures EsGll Corporation GA K EJ • PC 8/4 9320 Chesapeake Drive, Suite 208 • San Diego, Cahforma 92123 • (858) 560-1468 • Fax (858) 560-1576 CARLSBAD 11-1684 AUG. 15, 2011 PLAN REVIEW CORRECTION LIST MULTI-FAMILY PLAN CHECK NO 11-1684 JURISDICTION CARLSBAD OCCUPANCY R1/B/S1/A2/A3 USE HOTEL TYPE OF CONSTRUCTION III-A/SPR ACTUAL AREA 146,563 PATIO = 16,941, PORTE COCHERE = 2,839 ALLOWABLE FLOOR AREA A = 84K, Rl = 144K STORIES THREE HEIGHT 35' SPRINKLERS'? Y OCCUPANT LOAD 750 REMARKS The actual & allowable areas will be revised to reflect the final plans @ back check DATE PLANS RECEIVED BY DATE PLANS RECEIVED BY JURISDICTION 8/3 ESGIL CORPORATION 8/4 DATE INITIAL PLAN REVIEW PLAN REVIEWER Ali Sadre COMPLETED AUG. 15, 2011 FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electncal Code and state laws regulating energy conservation, noise attenuation and access for the disabled This plan review is based on regulations enforced by the Building Department You may have other corrections based on laws and ordinance by the Planning Department, Engineenng Department, Fire Department or other departments Clearance from those departments may be required pnor to the issuance of a buildmg permit Present California law mandates that construction comply with the 2010 edition of the California Building Code (Title 24), which adopts the following model codes 2009 IBC, 2009 UPC, 2009 UMC and 2008 NEC The above regulations apply, regardless of the code editions adopted by ordinance The following items listed need clanfication, modification or change All items must be satisfied before the plans will be in conformance with the cited codes and regulations Per Sec 105 4 of the 2009 International Building Code, the approval of the plans does not permit the violation of any state, county or city law To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e.. plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. CARLSBAD 11-1684 AUG. 15, 2011 • GENERAL The following note should be given with each correction list Please make ali corrections, as requested in the correction list Submit FOUR new complete sets of pians for commercial/industnal projects (THREE sets of plans for residential projects) For expeditious processing, corrected sets can be submitted in one of two ways 1 Deliver aii corrected sets of pians and calculations/reports directiy to the City of Cartsbad Building Department, 1635 Faraday Ave , Cartsbad, CA 92008, (760) 602-2700 The City will route the pians to EsGil Corporation and the Cartsbad Planning, Engineenng and Fire Departments 2 Bnng one corrected set of plans and calculations/reports to EsGii Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468 Deliver aii remaining sets of pians and calculations/reports directiy to the City of Carisbad Building Department for routing to their Planning, Engineenng and Fire Departments NOTE Plans that are submitted directly to EsGil Corporation oniy will not be reviewed by the City Planning, Engineenng and Fire Departments until review by EsGii Corporation is complete • PLANS Any portion of the project shown on the site plan that is not included with the building permit application filed should be clearly identified as "not included" on the site plan or Title Sheet Sec 107 2 1 e , monument signs, site walls, site lighting, fences, walls, pool & spa, etc Otherwise, provide details & references for all items on plans [/ e , Pool & Spa structural plans are missing on plans] Include the following code information for the proposed building on plans • Occupancy Classification(s) R1 (Hotel)/ A (Assembly)/ S1 (Storage)/ M (Retail) • For Mixed Occupancy Buildings, state whether the "nonseparated" or "separated" option was chosen from Sections 508 3/508 4 • Description of Use; As per above • Type of Construction: Type Ili-A - Revise the plans to show Fire Retardant Treated wood on exterior walls, Sheet AO 2, Wall Type - AA, etc. Otherwise, add firewalls • Spnnklers: Yes - Ok as noted • Stories Three - Ok as noted • Height 35' - Note accordingly • Floor Area: Hotel = 143,700; Restaurant/ Bar = 12,624, Pool = 2,839, Patio = 16,941; Porfe Cochere 2,132 • Occupant Load: 750 - Note on plans 4 Justify actual versus allowable areas on plans as per Table 503 (as applicable) Specify on the plans the gross floor area of each element of this project, including Patio Cover = 16,941, Pool Equip = 2,839, Porte Cochere = 2,132 Section 107 2 CARLSBAD 11-1684 AUG. 15, 2011 5 On cover sheet of the plans, specify any items that will have a deferred submittal (trusses, etc ) Additionally, provide the following note on plans, per Sec 107 3 4 2 "Submittal documents for deferred iteiTis shall be submitted to the registered design professional in responsible charge, who shall review them and forward them to the building official with a notation indicating that the deferred documents have been reviewed and that they have been found to be in general conformance with the design ofthe building The deferred items shall NOT be installed until their design and submittal documents have been approved by the building official" . SITE PLAN 7 Provide a statement on the site plan stating "All property lines, easements and buildings, both existing and proposed, are shown on this site plan " Clearly designate any side yards used to justify increases in allowable area based on Section 506 2 • BUILDING AREA 8 As shown, the building(s) is/are over area for the Type of Construction shown Table 503 The building does not qualify for Type lll-A construction as shown without Fire Retardant Treated Wood for extenor walls 9 Add the floor area of the Patio Covers and Porte Cochere on plans and add them to the total actual floor areas to be compared versus allowable areas Also revise the storage occupancy to SI instead of S2 There is no way to police that the Items being stored are low hazard, i e , non-combustible metals, etc 10 When a building has more than one occupancy, the area shall be such that the sum of the ratios of the actual area divided by the allowable area for each occupancy shall not exceed one This only applies ifthe "separated occupancies" option is chosen from Section 508 4 2 11 If yards are used to increase the allowable floor area of a building (per Section 506 2), then such open spaces shall be either on the same lot or dedicated for public use and shall be accessed from a street or approved fire lane See the example below Section 506 2 2 • FIRE WALLS 12 Fire walls may separate portions of a building and allow each portion to be considered a separate building Section 706 1 The required fire-resistive rating of such walls shall be in accordance with the following table Justify two hour fire rated walls as shown on plans GROUP FIRE-RESISrANCE RATING (hours) A, R-1 3^ ^ Walls shall be not less than 2-hour fire-resistance rated where separating buildings of Type or V construction CARLSBAD 11-1684 AUG. 15, 2011 13 Per Section 706 2, a fire wall shall have sufficient structural stability under fire conditions to allow collapse of construction on either side without collapse ofthe wall Show step-by-step how this is accomplished on plans 14 Fire walls shall be continuous from extenor wall to extenor wall and shall extend at least 18" beyond the extenor surface of exterior walls Section 706 5 Exceptions a) Fire wails shaii be permitted to terminate at the interior surface of combustible extenor sheathing or siding provided the extenor wall has a fire-resistance rating of at least 1 hour for a horizontal distance of at least 4' on both sides of the fire wail Openings within such extenor walls shall be protected by fire assemblies having a fire-protection rating of not less than % hour Show extenor rated openings on pians as required b) Fire wails shall be permitted to terminate at the intenor surface of noncombustible exterior sheathing, extenor siding or other noncombustible extenor finishes provided the sheathing, siding, or other extenor noncombustible finish extends a horizontal distance of at least 4' on both sides of the fire wall c) Fire walls shall be permitted to terminate at the intenor surface of noncombustible exterior sheathing where the building on each side of the fire wail is protected by an automatic spnnkler system 15 Where the fire wall intersects exterior walls, the fire-resistance rating of the extenor walls shall comply with one of the following, per Section 706 5 1 a) The extenor walls on both sides of the fire wall shall have a 1-hour fire-resistance rating with %-hour protection where opening protection is required by Section 705 8 The fire- resistance rating of the extenor wall shaii extend a minimum of 4 feet on each side of the intersection of the fire wall to exterior wall Exterior wall intersections at fire wails that form an angle equal to or greater than 180 degrees do not need extenor wall protection b) Buildings or spaces on both sides of the intersecting fire waii shall assume to have an imaginary lot line at the fire wail and extending beyond the extenor of the fire wall The location of the assumed line in relation to the extenor wails and the fire wall shall be such that the exterior waii and opening protection meet the requirements set forth in Sections 705 5 and 705 8 Such protection is not required for exterior wails terminating at fire wails that form an angle equal to or greater than 180 degrees 16 Openings through a fire wail shall have the following fire-protection ratings, per Section 715 a) 3-hour opening protection for a 4-hour or 3-hour fire wall b) 1 !4-hour opening protection for a 2-hour fire waii 17 Please indicate the basis of approval for the fire-resistive construction elements of the fire wall, parapet, and roof assembly if used in lieu of parapet, i e , Item Number in Table 720 1, U L Directory, etc (Note Trusses require two layers of 5/8 inch Type 'X' drywail, per Item 21-1 1 in Table 720 1(3)) 18 Provide a note on the plans stating "Penetrations of fire walls shall be protected with through-penetration fire stops and membrane-penetration fire stops in accordance with IBC Section 713 " CARLSBAD 11-1684 AUG. 15, 2011 19 Fire walls must extend in a continuous straight vertical plane (no horizontal offsets) from the loundation to a point 30 inches above both adjacent roofs Section 706 6 Exceptions a) Two-hour fire wails may terminate at the underside of the roof sheathing, provided i) The lower roof assembly within 4' of the wall has not less than a 1-hour fire- resistance rating and the entire length and span of supporting elements for the rated roof assembly has a fire-resistance rating of not less than 1 hour II) Openings in the roof shall not be located within 4 feet of the fire wail III) The entire building is provided with not less than a Ciass B roof covenng b) Fire wails shall be permitted to terminate at the underside of noncombustible roof sheathing, deck or slabs, provided i) Openings in the roof are not located within 4 feet of the fire waii, and ll) The entire building is provided with not less than a Ciass B roof covenng c) in buildings of Type ili, iV and V construction, walls shall be permitted to terminate at the underside of combustible roof sheathing or decks, provided i) There are no openings in the roof within 4' of the fire wall, II) The roof is covered with a minimum Class B roof covenng, and III) The roof sheathing or decl< is constructed of fire-retardant-treated wood for a distance of 4' on both sides of the wall or the roof is protected with 5/8" Type X gypsum board directly beneath the underside of the roof sheathing or deck, supported by a minimum of 2" nominal ledgers attached to the sides ofthe roof framing members for a minimum distance of 4' on both sides ofthe fire wall • FIRE-RESISTIVE CONSTRUCTION 20 Walls and floors separating guest rooms in Group R-1 hotels, shall be fire partitions or horizontal assemblies as required by Sections 709 and 712 Section 420 2 a) Such fire partitions and floors shall have a fire-resistance rating of not less than 1-hour (except in buildings of type IIB, IIIB and VB Construction with automatic spnnkler systems, where the fire-resistance rating may be reduced to Vi-hour) Section 709 3 b) Such fire partitions shall extend to the underside of the floor/roof sheathing above i) in lieu of extending the wall to the floor/roof sheathing above, they may terminate at the fire-resistance-rated roof/ceiling assembly above in this case, the space between the ceiling and the deck above shall be fire-blocked or draftstopped in accordance with Sections 717 2 and 717 3 at the partition line Section 709 4 21 Provide details on the plans for the fire-resistive construction Include roof/ceiling assemblies, floor/ceiling assemblies, wall assemblies, column and beam assemblies, etc Be sure to list with each detail the basis of approval (U L listing number, ICC research report, etc ) a) In California, Section 705 5 was modified for Group A and R occupancies, by requinng exterior walls to be rated for exposure to fire from both sides, regardless of fire separation distance 22 Detail and reference I C C number or other approval for horizontal fire assembly using trusses Item 21-1 1 in Table 720 1(3) requires 2 layers of 5/8" Type X gypsum wallboard at the bottom chords of trusses Section 703 CARLSBAD 11-1684 AUG. 15, 2011 23 Detail how fire-resistive wall construction will be maintained at built-in wall fixtures and behind mailboxes, fire extinguisher cabinets, electnc panels exceeding 16 sq in of area, etc Section 713 3 2 24 Detail on the plans how fire-resistive wall and ceiling protection will be maintained at all duct penetrations, such as at fans and vents Section 716 25 Fire dampers shall be installed per Section 716 5 at all duct and air transfer openings of a) Ceilings of fire-resistive floor-ceiling assemblies or roof-ceiiing assemblies b) Fire walls (area separation walls) c) Fire barners, (occupancy separations) (see exception for wails) d) The fire-resistive construction of horizontal exit walls e) Fire partitions at fire-rated corndors f) Shaft enclosures 26 Smoke dampers shall be installed per Section 716 5 at all duct and air transfer openings of a) Fire-rated corndors, Shaft enclosures, b) In California, Section 711 7 was modified for Group A and R occupancies, to state that duct openings in smoke partitions (corndors) shall also be provided with a smoke damper complying with Section 716 3 2 c) in California, Section 716 5 2 was modified for Group A and R occupancies, to state that duct openings in fire barners shall also be provided with smoke dampers 27 If smoke dampers are required, the plans shall show the locations of the smoke detectors listed m the options of Section 716 3 3 2 ofthe IBC 28 Provide a note on the plans stating "Penetrations of fire-resistive walls, floor- ceilings and roof-ceilings shall be protected as required in IBC Section 713 " 29 Clearly identify location and hourly fire-resistive rating of vertical shafts on plans Provide construction details showing location of fire dampers and how fire resistivity will be maintained at floors and roofs Section 708 a) In California, Section 708 14 1 was modified for Group A and R occupancies, to require elevator lobbies where an elevator shaft connects rnore than TWO stories (as opposed to three stones listed in the IBC) 30 Members of the structural frame (other than columns) supporting more than one floor and roof must be individually encasement fire protected (Section 704 3) Detail the required protection on the plans 31 Show fire-retardant treated wood in furred ceilings where necessary per Section 803 11 2 • FIRE BARRIERS 32 A one-hour fire barrier separation is required between Rl occupancy & /VS1/M occupancies Show key-plans accordingly Table 508 4 (see exceptions too) CARLSBAD 11-1684 AUG. 15, 2011 33 A fire barner is not required for an accessory use not occupying more than 10% of the area of any floor of a building, nor more than the tabular values for either height or area for such use (without height/area increases) Section 508 2 1 34 Doors and fire shutters in fire barners shall comply with Table 715 4 FIRE BARRIER RATING (hours) MINIMUM OPENING PROTECTION ASSEMBLY (hours) 1 35 Openings in a fire barner wall shall be limited to a max aggregate width of 25% of the wall length, and the max area of any single opening shall not exceed 156 sq ft Exception The 156 sq ft limitation shall not apply where the adjoining fire areas are spnnklered Section 707 6 36 Supporting construction below fire barrier walls shall be protected to afford the same fire-resistance rating of the fire barrier Section 707 5 37 Structural members supporting a honzontal fire barner must have the same fire-resistive rating as the separation Section 712 4 38 Incidental use areas need to be separated from mam occupancy Table 508 2 5 a) Even if spnnklers are used to eliminate the need for 1-hr wail construction, Sec 508 2 5 2 still requires the partitions to extend to the underside of the floor/roof above and for any doors in the partitions to be self-closing Show this on floor or key-plans ROOM OR AREA SEPARATION AND/OR PROTECTION Laundry rooms over 100 square feet See the item above Storage rooms over 100 square feet See the item above Waste/linen collection rm > 100 sq ft See the item above 39 Steel electncal outlet boxes at fire barrier walls shall not exceed 16 sq in, shall not exceed 100 sq in/100 sq ft of wall, and shall be separated by a honzontal distance of 24" when on opposite sides of a wall Section 713 3 2 40 Ducts penetrating fire barriers at occupancy separations must have fire dampers Section 716 5 2 a) in California, Section 716 5 2 was modified for Group A and R occupancies, to require smoke dampers in addition to fire dampers • SOUND TRANSMISSION 41 Wall and floor/ceiling assemblies separating dwelling units from each other and from common space (such as corndors, laundry rooms, common garages, service areas, etc ) must have a listed rating of STC 50 (and IIC of 50 for floors) Section 1207 Show the location of and reference all the details, as per Sheets AO 2 & AO 3, on the floor plans and section plans 42 Show how penetrations of assemblies for piping, electncal devices, recessed cabinets, bathtubs, soffits or heating, ventilating or exhaust ducts shall be sealed, lined or insulated or treated to maintain the required sound ratings CARLSBAD 11-1684 AUG. 15, 2011 43 The Title Sheet or Site Plan should clearly indicate if any portion of the project is in a noise critical area (CNEL contours of 60 dB) as shown on the City or County's General Plan If no portion ofthe project is within a noise critical area, provide a note on the Title Sheet stating "This project is not within a noise critical area (CNEL contour of 60 dB) as shown on the General Plan" CBC Section 1207 11 44 If the project is located in noise cntical areas (CNEL contours of 60 dB) as shown on City General Plan, then an acoustical analysis showing that the proposed building has been designed to limit noise in habitable rooms to CNEL of 45-dB is required Where windows must be closed to comply, it is necessary to provide mechanical ventilation in accordance with the mechanical code Provide design CBC Sec 1207 11 • EXITS 45 Door 1113 1 as sown on floor plans, i e , A2 1 1, near gnd point X-20 should swing out (with over 50 occupants in A occupancy) 46 Each door in a means of egress from an occupancy of Group A having an occupant load of 50 or more shall not be provided with a latch or lock unless it is panic hardware Section 1008 1 10 Show panic hardware for door 1109 1, as per Sheet A2 1 1, near grid point C-2 Also see all the pates from outdoor dining 47 All doors/ gates, within the exit path to a public way from an occupancy of Group A having an occupant load of 50 or more shall not be provided with latches or locks unless they are equipped with panic hardware Sec 1008 1 10 and 1002 48 When additional doors are provided for egress purposes, they also shall conform to the requirements of Section 1008 (width, swing, hardware, etc ) Section 1008 1 • STAIRWAYS 49 Stairways should be enclosed as specified in Section 1022 a) Doors should be labeled 1-hour fire assemblies for 1-hour stair enclosures Section 715 b) Penetrations into or through an exit enclosure are prohibited, except for equipment and ducts necessary for independent pressunzation, spnnkler piping, standpipes and electncal conduit serving the enclosure Section 1022 4 [Poor ST2-1 1 nee<Js to be one hour rated instead of 20 minute rated, as noted on door schedule & Sheet A2 1 21 • CORRIDORS 50 Corndors shall have fire partition walls of one-hour construction when required by Table 1018 1 Show the locations of the rated corndors on the plans or clearty show compliance with an applicable exception from Section 1018 1 a) in California, corndors having greater than 10 occupants in R occupancies must have a 1- hour fire rating (not y2-hour, as listed in the IBC) Identify rated corridors on floor plans 51 Fire-resistance rated exit corndors shall not be interrupted by intervening rooms Foyers, lobbies or reception rooms constructed as for corndors shall not be construed as intervening rooms Section 1018 6 See next item as well CARLSBAD 11-1684 AUG. 15, 2011 52 As shown, rated corridor can not terminate on gndline 26 It needs to continue to the outside & be separated from non-rated dining/admm areas Sheet A2 1 2 53 Corndors shall have intenor door openings protected by tight-fitting smoke and draft control assemblies rated 20 minutes Doors shall be maintained self- closing or be automatic closing by action of a smoke detector per Section 715 4 8 Doors shall be gasketed to provide a smoke and draft seal where the door meets the stop on sides and top Section 715 Add to door schedule 54 Duct penetrations (or air transfer openings) of fire-rated corndor construction shall have fire and smoke dampers per Sections 716 55 Windows in the walls of fire-rated intenor corndor walls (Section 715 5) a) Such openings shaii be protected by glazing listed and labeled for a fire-protection rating of at least %-hr (or %" thick wired glass in steei frames) b) The maximum width or height of such windows shall not exceed 54", and the maximum area may not exceed 1,296 sq in c) The total area of such windows shall not exceed 25% of a common wail area with any room Sec 715 5 8 2 • EXIT SIGNS 56 Exit signs are required whenever two exits are required Show all required exit sign locations Section 1011 1 57 A tactile sign stating "EXIT" and complying with \CC Al 17 1 shall be provided adjacent to each door to an egress stairway, an exit passageway and the exit discharge Section 1011 3 58 Show two sources of power for the lamps at exit signs Section 1011 5 3 59 Show that the means of egress path will be lighted with at least one foot candle at floor level Section 1006 60 Show separate sources of power may be required for exit illumination Review Section 1006 3 • ELEVATORS 61 Doors other than the hoistway door and the elevator car door are prohibited at the point of access to elevator car, except doors readily openable from the car side without a key, tool, special knowledge or effort IBC, Section 3002 6 62 In buildings having an elevator in California, Group A and R occupancies, at least one gurney-sized elevator shall be provided The elevator car shall be of such a size and arrangement to accommodate a 24-inch by 84-inch ambulance gurney or stretcher in the horizontal, open position Section 3002 4 63 In buildings with elevator in California, Group A and R occupancies, an enclosed elevator lobby shall be provided at each floor (where the elevator connects more than 2 stories) shall be provided Note The exception to eliminate the lobby due to fire spnnklers does not apply to these occupancies Section 708 14 1 CARLSBAD 11-1684 AUG. 15, 2011 • GENERAL RESIDENTIAL REQUIREMENTS 64 A fire alarm system and an automatic smoke detection system may be required in Group R occupancies Please review Section 907 2 8 and 907 2 9 65 In California, if a fire alarm system is required, it shall activate a means of warning the heanng impaired Please note this on the plans CBC Section 1007 12 66 Glazing in the following locations should be of safety glazing matenal in accordance with Section 2406 4 (see exceptions) a) Fixed and sliding panels of sliding door assemblies and panels in swinging doors b) Glazing in the walls/doors surrounding bathtubs and showers where the bottom exposed edge of the glazing is less than 60 inches above the standing surface c) Fixed or operable panels adjacent to a door where the nearest exposed edge of the glazing IS within a 24-inch arc of either vertical edge of the door in a closed position and where the bottom exposed edge of the glazing is less than 60 inches above the walking surface Exception For R-2 occupancies (only), glazing in walls perpendicular to the door in its closed position, other than the wall towards which the door swings d) individual fixed or operable panels, other than those iocations descnbed above, that meet ali of the following conditions i) Exposed area of an individual pane is greater than 9 square feet, and II) Exposed bottom edge is less than 18 inches above the floor, and III) Exposed top edge is greater than 36 inches above the floor, and iv) One or more walking surfaces are within 36" horizontally of the plane of the glazing 67 Guards (Section 1013) a) Shaii have a height of 42" This includes the open side of a stair b) Shall be detailed showing adequacy of connections to resist the horizontal force prescnbed in Section 1607 7 c) Openings between railings shall be less than 4" d) Glass balusters shall be installed with a continuous rail along the top Section 2407 1 2 • ROOFS 68 Specify roof slope on plans for all areas I e , pool area, Porte Cochere, mansards, etc 69 Show the required attic ventilation on the plans Show "area required" and "area provided " The net free ventilating area shall not be less that 1/300'^ ofthe area of the space ventilated Further, 50% of the opening area must be provided with ventilators in the upper portion (at least 3' above eave or cornice) with the balance of ventilators provided by eave or cornice vents Section 1203 2 70 Show location of attic access with a minimum size of 20"x30", unless the maximum vertical headroom height in the attic is less than 30 inches Access must be provided to each separated attic area Section 1209 2 CARLSBAD 11-1684 AUG. 15, 2011 FIRE EXTINGUISHING 71 Specify on the plans that portable fire extinguishers will be installed in the building in accordance with Section 906 72 Please show the classification of the standpipes, as required on plans, per Section 905 • MISCELLANEOUS LIFE/SAFETY 73 Please cross reference all wall types on floor plans, as per Sheet AO 2 Similarly, for the roof and roof, beam/ column assemblies, as per Sheet AO 3 74 On 7/A1 6, dimension the middle landing (both length & width) 75 Label all windows on Sheet A2 1 1 Too many are not labeled (to itemize) 76 Please show panic hardware for all gates on plans for the outdoor dmmg areas, as per Sheet A2 1 1 77 The majority of the references to blow-up details, as per Sheet A2 1 1, are incorrect Please review them all pnor to resubmittal 78 Many extenor glazing areas are not labeled on Sheet A2 1 1 Also SF as noted near gnd point B-2 is incorrect 79 Where columns are required to be fire-resistance rated by any provisions of the code, the entire column shall be provided individual encasement protection on all sides for the full column length Section 704 2 80 Specify on the plans that the draftstopping and fireblocking from Section 717 will be installed (combustible construction) 81 Please clarify storefront J as shown on Sheet Al 0 1 It needs to be fully dimensioned and the window type needs to be indicated as well 82 Specify on plans that Emergency Responder Safety Features of Sec 914 will be installed Water Efficiency and Conservation Standards listed below become effective 7/01/2011 83 Note on the plans that when a shower is provided with multipie shower heads, the sum of flow to all the heads shall not exceed the 20% reduced limit, or the shower shaii be designed so that oniy one head is on at a time CGC 4 303 2 84 Note on pians that landscape irngation water use shaii have weather based controllers CGC 4 304 1 85 Provide calculations prepared by a licensed engineer that will show water consumption reduction of 20% below the baseline water consumption listed in Table 4 303 1 In lieu of providing the calculations, impnnt on the pians the attached Table 4 303 2 listing fixtures that meet the 20% reduction CGC 4 303 1 CARLSBAD 11-1684 AUG. 15, 2011 TABLE 4.303.2 FIXTURE FLOW RATES FIXTURE TYPE FLOW RATE MAXIMUM FLOW RATE AT > 20 % REDUCTION Showerheads 2 5 gpm @ 80 psi 2 gpm @ 80 psi Lavatory faucets, residential 2 2 gpm @ 60 psi 1 5 gpm @ 60 psi^ Kitchen faucets 2 2 gpm @ 60 psi 1 8 gpm @ 60 psi Gravity tank-typewater closets 1 6 gallons/flush 1 28 gallons/flush^ Flushometer tankwater closets 1 6 gallons/flush 1 28 gallons/flush^ Flushometer vaivewater closets 1 6 gallons/flush 1 28 gallons/flush^ Electromechanical hydraulic water closets 1 6 gallons/flush 1 28 gallons/flush^ Unnals 1 0 gallon/flush 5 gallon/flush Includes single and dual flush water closets with an effective flush of 1 28 gallons or less Single flush toilets—The effective flush volume shall not exceed 1 28 gallons (4 8 liters) The effective flush volume is the average flush volume when tested in accordance with ASME A112 19 233 2 Dual flush toilets—The effective flush volume shall not exceed 1 28 gallons (4 8 liters) The effective flush volume is defined as the composite, average flush volume of two reduced flushes and one full flush Flush volumes wii! be tested in accordance with ASME A112 192and ASMEA112 19 14 Lavatory faucets shall not have a fiow rate less than 0 8 gpm at 20 psi . STRUCTURAL 86 Provide a letter from the soils engineer confirming that the foundation/ grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soil report are properly incorporated into the plans 87 Specify on the foundation plan or structural specifications sheet the soil classification, the soils expansion index and the design beanng capacity of the foundation Sections 107 2 and 1603 1 6 88 Note on the foundation plan that "Pnor to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that a) The building pad was prepared in accordance with the soils report, b) The utility trenches have been properly backfilled and compacted, and c) The foundation excavations comply with the intent of the soils report " CARLSBAD 11-1684 AUG. 15, 2011 89 Note on plans that surface water will dram away from building and show drainage pattern The grade shall fall a mm of 5% within the first 10' (2% for impervious surfaces) Section 1804 3 90 Provide truss details and truss calculations for this project Per Section 2303 4 2, the truss manufacturer shall provide a truss placement diagram that shows the locations of each truss Specify on the plans the truss identification numbers 91 Please provide evidence that the engineer-of-record (or architect) has reviewed the truss calculation package prepared by others (i e , a "review" stamp on the truss calculations or a letter) 92 Please note where details 5, 6, 12, 14, 15, 19 & 20/S5 2 are cross referenced on plans 93 Please specify where details 2, 3, 8, 9, 10, 12, 17, 18 & 20/S5 1 are cross referenced on plans 94 Clarify #3-3 ties @ 12" o c , as noted on detail 16/S4 2 It should say # 3 ties @ 12" oc. Typical (UNO) 95 Detail 10 as referenced on 16/S4 1 is incorrect 96 Please specify where schedules as per details 10 & 15/S4 1 are cross referenced on plans 97 On detail 12/S4 1, (8) A B's are noted, versus (6) as shown, clarifyi 98 Please note where C6A, as per schedule on detail 20/S4 1, is referenced on foundation plans 99 Please specify where all the wood posts are cross referenced on foundation, or framing plans, as per schedule on detail 15/S4 1 100 On detail 16/S4 1, note the embedment of the (6) %" headed studs 101 Where is detail 10/S4 2, as referenced on 8/S4 1 102 Please show all the wood posts on foundation and framing plans Also indicate their sizes and call them out, i e , 4x4 or 6x6 UNO (depending on whether 4", or 6" walls are being used, etc ) 103 Please specify the shear wall type and length on plans for vanous extenor and mtenor building lines as applicable Several are missing on plans I e , Sheet S2 1 2, gndlme H, Sheet S2 2 4, gndlme R, etc 104 Please provide complete structural details and references on the roof framing plans As presented, such information is missing on plans 105 Specify tnple joists under mansard type A, on roof framing plans, as per calc's , similarly, for others CARLSBAD 11-1684 AUG. 15, 2011 106 Where are atnum beams 5%"x16" PSL's, as per calc's , on plans @ grids 6 & 7'? 107 Where are atnum beams 8%" x 33" GLB, as per calc's , on plans @ gndlme B"? 108 Where are atnum beams 8%" x 37/2" GLB, as per calc's , on plans @ gndlme C? 109 Where are corndor headers, 3>^"x14" PSL, as per calc's , on plans @ gndlme 110 Where are the mansard beams, 3y2"x18" PSL, as per calc's , on plans @ gndlines 14, 24, 48'? 111 Where are the beams, as per calc's , @ the bends at gndlines 14, 34, 48, etc '? 112 Too many other discrepancies to itemize Please submit a comprehensive schematic in the calculations showing the location of all the beams, joists size and spacing, columns, lateral elements, tie downs, pads, MP's, etc so the calc's can be verified against the plans as submitted [E g , this can be on 11"x17" pages to be folded for each level and included in the calc's package] The schematic as shown in calc's before page SF-1, is incomplete and does not match the plans What is shown on page 003 of calc's is ok provided they are corrected to match the calc's 113 The column, as per calc's , near gnd point 5-D 2, should be C6A, instead of C6, as noted on Sheet S2 1 1 Similarly, for the column, near grid point C-10 114 Please show complete structural connection details and references for the trellis (this IS not shown on architectural plans) 115 Please provide structural calculations (step-by-step) showing how they comply with AISC 341-05 116 Please show frame columns including their anchorage and uplift are designed as per AISC 341-05, Section 8 3 ASCE-7-05, Section 12 4 3 2 117 Please complete blank bubble on Sheet S2 2 2, on gndline 10 118 Where are details 21 & 22/S1 5, as referenced on gnds 18 & 19, Sheets S2 2 1 & S2 2 2-? 119 Where is detail 16, as referenced on 12/S1 7'? 120 Please note where details 6, 8, 9 & 12/S1 7 are cross referenced on plans 121 Please specify where all the details, as per Sheet SI 6, are cross referenced on plans Alternatively, all the details not relevant to this project may be deleted from the plans 122 Please submit complete structural calculations for the site walls, dniled piers, pool equipment facility, etc , as shown on plans CARLSBAD 11-1684 AUG. 15, 2011 123 A more comprehensive structural review will be done once revised and updated plans are submitted for plan check • ADDITIONAL 124 Please revise the sheet index to match the content of the plans Many of the partial sheets & ALT sheets are not included in this package as per the sheet index Please review them all pnor to resubmittal 125 Please identify all the HC accessible units and heanng impaired equipped rooms on plans, for vanous unit types, on each level 126 Please see attached for P/M/E items 127 To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i e , plan sheet, note or detail number, calculation page, etc 128 Please indicate here if any changes have been made to the plans that are not a result of corrections from this list If there are other changes, please bnefly descnbe them and where they are located in the plans Have changes been made to the plans not resulting from this correction list? Please mdicate Yes • No • 129 The junsdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123, telephone number of 858/560-1468, to perform the plan review for your project If you have any questions regarding these plan review items, please contact Ali Sadre at Esgil Corporation Thank you CARLSBAD 11-1684 AUG. 15, 2011 • PLUMBING AND MECHANICAL CORRECTIONS • JURISDICTION: Carlsbad DATE: 8/12/2011 • PLAN REVIEW NUMBER: 11-1684 SET: I PLAN REVIEWER: Glen Adamek • GENERAL AND ARCHITECTURAL P/M/E ITEMS 1 Each sheet of the plans must be signed by the person responsible for their preparation, even though there are no structural changes, before the permits are issued Business and Professions Code The final set of corrected drawmgs to be reviewed for signing and sealing iust before the permits are to be issued 2 Please address the pool chemicals and any other proposed hazardous matenals Provide data on the proposed hazardous materials to be stored and used IBC 414 Present the descnption of the hazardous matenals in a format that coincides with the matenal classifications found in CBC Tables 307 1(1) and 307 1(2) a) Clearty show the fypes of hazardous matenals being stored or used Provide a list of the proposed hazardous matenals, include the matenai safety data sheets (MSDS), if applicable b) Clearty show the amounts for each type of hazardous material to be stored and in use c) Clearty show the locations in the building where each type of hazardous matenal IS being stored or used d) Note If hazardous matenals are present in any amount, forward this information to the mechanical designer for design compiiance with CMC Chapter 5 3 The City Building Official to review evidence of Health Department approval (for public swimming pools, spas, and restaurants) 4 An elevator machinery room is required to be separated from the remainder of the buildmg by fire barriers (707) and horizontal assemblies (712) that are not less than the required rating of the hoistway Please detail how these ratings will be maintained for the mechanical openings shown Note This comment does not apply to buildings 4 stories or less above grade plane and the machinery room does not abut the elevator hoistway CBC 3006 4 5 Plumbing systems may not be located in elevator machinery rooms Please remove and reroute the plumbing systems shown CBC 3006 6 6 Detail construction details of the required fire rated shafts for mechanical ducting extending through floors and roof/ceiling systems 7 Rooms containing refuse or laundn/ chute access shall be separated from the remainder of the building by a fire barner CBC 708 13 CARLSBAD 11-1684 AUG. 15, 2011 8 For the duct openings in the fire partition walls between the individual dwelling units and sleeping units (sleeping units occupancies R-1 hotel, R-2 (without cooking), & 1-1 only), detail compliance with CBC 716 5 4 (CBC 420 2) 9 Horizontal fire-resistive assemblies (mandatory in rated and non-rated buildings) separating dwelling units or sleeping units (sleeping units occupancies R-1 hotel, R-2 (without cooking), & 1-1 only) (CBC 420 3) must have the duct and air transfer openings protected as required by CBC, Section 712 and CBC, Section 716 (dampers/shafts) 10 Include, on the mechanical plans, the locations of all required smoke, fire, combination smoke and fire, or ceiling radiation dampers Be sure to include a symbol on the symbol schedule for each damper type CBC, Section 716 11 Please provide the engineers design calculations and details for the tank hold downs in details 3 and 6 on sheet P5 1 2 12 Provide constructions details for the gas fired fire pits Also, include the listing data, cut-sheets and installation instructions for the proposed fire pits 13 Please provide the required complete energy design calculations that agree with drawing Plumbing and mechanical systems to be reviewed to agree with energy designs . PLUMBING (2010 CALIFORNIA PLUMBING CODE) 14 Provide a plumbing matenal schedule on the plans descnbing the following systems Potable water piping, the dram, waste, and vent piping, gas piping, and the roof drains 15 In areas of residential accommodation, dram waste and vent piping matenal types ABS and PVC are limited to two stones only CPC, Section 701 1 2 2 16 The Site Plumbing Plan, sheet P2 00 is incomplete and no Civil Plans for construction of the pnvate plumbing systems provided in the plan package provided for plan review Provide the site plumbing plans showing the sizes and locations of the gas meters and water meter, and the sizes, routes, and slopes of the building sewer, storm drainage system, site gas lines, and site water lines 17 Identify the extent of the pnvate sewer, water, and gas systems on the plumbing site plan Clearty specify, on the plans, which City Department is responsible for the permitting, plan check, and inspections for the private utility systems If private, the responsibility ofthe City Buildmg Department, and under the California Plumbing Code, provide complete civil site utility plans for plan check, or obtain a separate permit from the City for the civil site plans 18 Provide calculations to show compliance with CPC Table 4-1 "Minimum Plumbing Fixtures" and Table "A" Please include the occupancy classification and the number of occupants CARLSBAD 11-1684 AUG. 15, 2011 19 Please show the upstream sewer manhole nm and finished floor elevations Provide backwater valves for all fixtures installed on floor levels below the next upstream manhole nm elevation (Only fixtures installed on floor levels below the next upstream manhole nm elevation may flow through a backwater valve ) UPC 710 1 20 Provide complete water line sizing calculations Include the water pressure, pressure loss calculations, water demands, and the developed pipe lengths UPC 610 0 or Appendix 'A' The calculations on sheet PO 10 are incomplete Please address the following a) Clearty show the proposed water piping matenals and where each type of matenals are to be used Provide separate sizing calculations for the different matenals b) Show the minimum and maximum water pressure at the public water meters c) Show the sizes and iocations of the public water meters Check the developed water pipe length used in pipe sizing calculation d) Provide calculations of the totai water demands at each water meter Show the each type of water fixture, the number of each type of fixture, the fixture units for each fixture type and the total fixture units for each water meter, using CPC, Table A-2 Then use CPC, Chart A-2 and/or A-3 for the GPM water demands e) Check the water meter pressure loss as per CPC, Chart A-1 f) Correct the GPM values as per CPC, Chart A-4 for copper tubing Note, the CPC, Chart A-4 is a log scale chart Please check the values g) A complete review of the water line sizing will be done when the compiete corrected water line sizing calculations are provided 21 Show the Public gas meter size and location and the gas lines existing and new from the Public gas meter to the new gas equipment And show the total new and existing gas demands on the existing gas meter and gas lines 22 On sheet P4 1 1 clearly show all the gas demands (for the fire pits and the gas demands used for the Future kitchen equipment and the pool heaters) and developed gas pipe lengths 23 Provide gas line plans for the swimming pool equipment 24 Please provide listing data, cut-sheets and installation instructions for the proposed fire pits, showing the gas demands 25 Provide gas line plans and calculations from the public gas meter to the new gas fired equipment, showing gas pressures in psi, gas demands, pipe lengths, gas piping matenals and pipe sizes CPC 1217 0 26. Show the required gas shut-off valves just upstream of each gas sub-meter 27 Detail the gas regulator requirements An accessible shut-off valve installed upstream of each gas pressure regulator and vented to the exterior CPC 1209 7 & 1211 10 CARLSBAD 11-1684 AUG. 15, 2011 28 The gas plans for the medium pressure gas system must be reviewed by SDG&E 29 Showers and tub-shower combinations, control valves must be pressure balance or thermostatic mixing valves UPC Section 418 0 30 Describe the method of compliance for temperature limitations for the following fixture types public use lavatories (limited to 110 degrees) Note The water heater thermostat may not be used for compliance with this Code section CPC 413 Energy Standards 113(C)3 31 Show the required self closing or self closing melenng faucets for the lavatones intended to serve the transient public, such as those in, but not limited to, service stations, tram stations, airports, restaurants, and convention halls, as per CPC, Section 402 4 32 All water closet seats, except pnvate use water closets (those within dwelling units and guest rooms), shall be ofthe open front type or have an automatic seat cover dispenser, as per UPC, Section 408 2 2 33 Please provide construction details for the showers and/or cut-sheets, listing data and installation instructions for pre fab shower units 34 Hot water recirculating loop systems requirements (Not single family homes) Detail the following a) The installation of an air release valve on the inlet side of the recirculation pump, withm 4' ofthe pump b) A check valve is required between the recirculating pump and the water heating equipment to prevent the hot water from flowing backwards through the recirculation loop c) A check valve is required on the cold water supply line between the hot water system and the next closest tee on the cold water supply line (See CPC 608 3 for expansion tank requirements ) 35 Show 1/4 inch per 12 inch slope on dram and waste lines UPC Section 708 0 36 Please provide complete nser or isometnc drain waste and vent drawings On sheets P2 0 1, P2 0 2 and P2 0 3 clearly show the cross-reference to each nser and the sewer loads on each nser and branch The drain waste and vent plans are incomplete Show the pipe sizes, sloped and sewer loading on each pipe length 37 Show the required floor drains in the following locations, as per CPC Section 411 2 a) Toilet rooms containing 2 or more water closets or a combination of 1 water closet and 1 unnal, except in a dwelling unit b) Commercial kitchens c) Laundry rooms in commerciai buildings and common laundry facilities CARLSBAD 11-1684 AUG. 15, 2011 38 Floors shall slope to the floor drain(s) location(s) Please detail on the architectural floor plans UPC 4114 39 Detail how the floor dram trap seal is to be maintained CPC 1007 0 40 Provide the sizing calculations for the gravity grease interceptor as per UPC, Section 1014 3 41 Include the mam and overflow roof drainage design Roof area, rainfall rate, pipe sizing, and dram locations on the plans CPC 1105 0 42 The plumbing plans are incomplete A complete plumbing review will be done when complete plumbing plans and calculations are provided • MECHANICAL (2010 CALIFORNIA MECHANICAL CODE) 43 Review with the architect the locations that require (fire/ceilmg radiation/or fire/smoke) damper and/or shaft protection and identify installations on the mechanical plans themselves 44 If this project is in a noise compliant area of the City that requires an Acoustical Report, please provide it (the Acoustical Report) for plan check Add an outside air design, if required CBC 1207 11 45 On the mechanical plans clearly show the limits of ceiling space used as duct or plenum Then address the following on the plans a) Clearly show that all matenai exposed within the plenum complies with UMC Section 602 2 (10) & Section 605 0 "Matenals shaii have a moid-, humidity-, and erosion-resistant face that meets the requirements of UL 181 " b) Clearty show that all combustible matenals exposed withm the plenum space must comply with UMC Section 602 2 Flame-spread index of not more than 25 and a smoke-developed rating of not more than 50 c) Environment exhaust ducts under positive pressure and venting systems shall not extend into or pass through ducts or plenums UMC Section 602 1 d) Clothes-dryer moisture-exhaust ducts shaii not extend into or through ducts or plenums UMC Section 504 3 1 e) Product conveying duct systems shall not extend into or through ducts or plenums UMC Section 505 1 46 Please provide the MECH-3-C forms showing the required mechanical ventilation rates for the new or revised conditioned spaces Coordinate the mechanical and the Title 24 outside air design CMC 403 0 & Title 24 121(b)2 & (d) 47 Provide exhaust ventilation as per UMC, Section 403 7 and Table 4 4 Check the Janitor Rooms, Trash Rooms, and Recycle Rooms 48 Makeup air shall be provided to replenish air exhausted by the ventilation system Makeup-air intake shall be located so as to avoid recirculation of contaminated air within enclosures UMC 505 3 CARLSBAD 11-1684 AUG. 15, 2011 49 Detail the pnmary and secondary mechanical condensate waste design Pipe sizing, routing, and termination areas CMC 309 0 & CPC 807 0 50 Provide complete kitchen hood plans, details, and calculations to show compliance with CMC, Chapter 5, Part II a) Provide exhaust sizing calculations for kitchen hoods CMC 508 4 b) Show the required replacement air for each kitchen hood include an air balance scheduie CMC 511 3 c) Clearty show the matenal used to construct the hood and exhaust duct CMC Section 508 1 1 d) A fire damper is required at the connection of the supply air outiet to the shell of the hood assembly include the damper location and access panel required on theplans CMC 508 5 & 510 3 e) Provide grease duct air velocity calculations (Minimum 500 fpm, Maximum 2,500 fpm) CMC 511 2 f) Provide a section detail for the hood showing the relative dimensioned locations for the hood, ceiling, and overhead construction framing of the fioor or ceiling Be sure to descnbe the construction matenals (combustible, limited combustible, or non-combustible) used adjacent to the hood and duct CMC 507 2 g) The duct routing shaii be as direct as practical to the extenor of the building CMC 510 1 2 h) Provide construction details for the fire rated grease duct enclosure Note Clearance distances from the grease duct to the enclosure inside face is not less than 6" (non-combustibie) and 18" (combustible) CMC Sections 510 7 & 510 7 2 3 i) A duct shaft is required in all multistory buildings and in 1 story buildings with rated roof/ceiiing assemblies Provide a shaft design complying with CMC 510 7 2 and 510 7 3 on the plans j) The duct shaft size exceeds the building framing spacing Revise the duct and shaft size or detail the modifications necessary to the building framing k) Detaii the siope (1/4"/foot/minimum) on the honzontal grease duct back towards the hood CMC 510 1 4 1) Show the required cleanouts for the grease duct i) At changes in direction and II) Horizontal ducts require at least one 20 X 20" opening for personnel entry III) If the duct IS not accessible from a 10' stepladder, a platform is required Please detaii CMC 510 34 1 2 IV) Verticai ducts require an access at the top or, if personnel entry is not possible, a cleanout at each fioor level m) Detaii the kitchen hood duct termination clearances as per CMC 510 8 n) A complete kitchen hood system pian review will be done when the complete hood system pians, details, and calculations are provided CARLSBAD 11-1684 AUG. 15, 2011 51 Deep fat fryers must be installed no closer than 16" from the fryer to surface flames from an adjacent appliance UMC 515 0 52 Please provide calculations to show compliance with UMC, Section 1105 3 for the maximum allowed amount of refngerant in the walk-in coolers and walk-in freezer boxes as per UMC, Table 11-1 or please provide the required refrigerant vapor detection and alarm systems 53 Provide smoke detection in the supply air duct of an "air-moving system" for required shut-off of equipment for smoke control UMC Section 609 0 An "air- moving system" \s a system designed to provide heating, cooling, or ventilation in which one or more air-handling units are used to supply air to a common space or to draw air from a common plenum or space UMC Section 203 0 54 Submit the manufacturer's installation requirements for the Type 2 (commercial) clothes dryer Include the design requirements found in CMC 905 0 and also the appliance installation instructions The exhaust duct design gauge, the clearance distances, routing, and the termination location, provide the minimum make-up air amounts, and the vent design 55 For the Type 1 (residential) clothes dryers, provide a dryer exhaust duct design that complies with the general requirements of CMC 504 3 2 (14 feet maximum length w/ (2) 90°'s) or provide the manufacturers installation instructions and include this information (duct design, manufacturer, model, etc ) on the plans CMC 504 3 2 2 56 Please detail roof access to roof mounted HVAC equipment CMC 904 10 3 3 57 Detail the required access to the Appliances as per UMC Section 305 0 "Appliances shall be accessible for inspection, service, repair, and replacement without removing permanent construction " Clearty show the sizes and the units And show route to the extenor Please check the sizes on all doorways 58 Buildings of more than 15'm height shall have an inside means of access that meets the design requirements of UMC 904 10 3 3 Please provide City approval for use of an outside ladder is required 59 The mechanical plans are incomplete A complete mechanical review will be done when complete mechanical plans, details and calculations are provided 60 Please provide complete plans, detail, and calculations for the proposed Chemical Tanks shown on sheet SP10 If prefab tanks please provide the cut- sheets, listing data and installation instructions for the proposed tanks Note: If you have any questions regarding this Plumbing and Mechanical plan review list please contact Glen Adamek at (858) 560-1468 To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans ELECTRICAL and ENERGY COMMENTS CARLSBAD 11-1684 AUG. 15, 2011 PLAN REVIEWER: Eric Jensen ELECTRICAL (2010 CALIFORNIA ELECTRICAL CODE) 1 It IS not clear at this submittal how the rated floor/ceiling assemblies will be maintained for the guestroom restroom exhaust fans If CBC 716 5 3 is attempted, please show electncal compliance with CBC 909 11 2 For the "existing load on the medium voltage system (sheet E8 4), please document how or when that was recorded (Length of time, (maximum, etc ) Seems awfully low 3 Is there a studio involving lighting (descnbed on sheet E4 ^Ap Complete light branch circuiting on the floorplans (Lighting plan review will commence after completed plans have been provided) 4 Power branch circuit floorplans need to be completed and will be reviewed, as well 5 The mechanical plan reviewer has requested that return air plenums ceilings (if any) will be identified on the floorplans If any exit be sure to review the electrical design for compliance with CEC 300 22 6 Co-ordinate equipment labeling Electncal room 1113 has equipment ("MS" for example) Is that "MSA" or "MSB""? (Where's DP shown-?) 7 Why IS a 3' clearance shown for "MS" on sheet E7 4'> 8 The guard shack electncal (feeder, grounding, etc ) is shown where"? 9 Are the first floor panels routed underground (center and east) with the other (2"^ and 3'^'^ floor) panelboard conduits'? If so, recheck trench details and number of conduits necessary 10 On sheet E7 5, it appears that the elevator control panels are located at the top of the shaff? How does that work"? 11 Sheet E8 3 (1) medium voltage transformer, sheet E8 4 (2) medium voltage transformers'? Review the two designs (Either way, complete the medium voltage designs conduits, trench details, conductor sizing, overcurrent, etc ) 12 Clarify the "UFER" ground design The City of Cartsbad does not accept rebar as a viable electrode for commercial applications 13 No neutral for "MW", "MC", or "ME""? Shown as 277/480 on their respective panel schedules 14 Pool Details (Sheet SP 8) • Equipotential Bonding gnd not addressed on detail "8" • Specify conduit types to be used at highly corrosive locations at the pool equipment building • Include the location descnption for the spa emergency shut-off switch 15 Pool building restroom electncal design is missing Of main concern is the possibility of a second panelboard and building electrode design (The electrode/cold water design is missing off of the single line for the "pool panel" CARLSBAD 11-1684 AUG. 15, 2011 ® This IS a preliminary plan review as the plans have not been completed The recheck will include a rereview ofthe electncal design and may result in additional comments ENERGY CONSERVATION 16 A complete energy plan check will be preformed when completed and/or corrected energy design has been provided Note: If you have any questions regarding this Electncal and Energy plan review list please contact Enc Jensen at (858) 560-1468 To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans CARLSBAD 11-1684 AUG. 15, 2011 [DO NOT PAY- THIS IS NOTAN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION CARLSBAD PLAN CHECK NO 11-1684 PREPARED BY Ali Sadre DATE AUG. 15, 2011 BUILDING ADDRESS 1 LEGOLAND DRIVE BUILDING OCCUPANCY Rl/A/Sl/B TYPE OF CONSTRUCTION III-A/SPR. BUiLDING PORTION AREA (Sq Ft) Valuation Multiplier Reg Mod VALUE ($) HOTEL 146563 PATIO COVER 16941 PORTE 2839 COCHERE Air Conditioning 146563 Fire Sprinklers 166343 TOTAL VALUE Jurisdiction Code CB By Ordmance Bldg Permit Fee by Ordinance Plan Check Fee by Ordinance Type of Review I I Repetitive Fee Repeats • Complete Review • Other • Hourly EsGil Fee $215 00 • Structural Only $86 00 Hrs @ $172.00 Based on hourly rate Comments GREEN CODE REVIEW Sheet 1 of 2 macvalue doc + 4 ^ '^V CARLSBAD 11-1684 AUG. 15, 2011 [DO NOT PAY- THIS IS NOTAN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION CARLSBAD PLAN CHECK NO 11-1684 PREPARED BY Ali Sadre DATE AUG. 15, 2011 BUILDING ADDRESS 1 LEGOLAND DRIVE BUILDING OCCUPANCY Rl/A/Sl/B TYPE OF CONSTRUCTION III-A/SPR. BUILDING PORTION AREA (Sq Ft) Valuation Multiplier Reg Mod VALUE ($) HOTEL 146563 105 38 15,444,809 PATIO COVER 16941 9 59 162,464 PORTE 2839 9 59 27,226, COCHERE <?0/n 1 _ 11^.0 CU Air Conditioning 146563 5 03 737,212 Fire Spnnklers 166343 3 11 517,327 TOTAL VALUE 16,889,038 Jurisdiction Code CB By Ordinance Bldg Permit Fee by Ordinance Plan Check Fee by Ordinance Type of Revievi/ n Repetitive Fee Repeats 0 Compiete Review • Other j—j Hourty EsGil Fee • Structural Only Hr @ $23,543 12 $20,283.31 Comments The pool service building area is a part of the hotel area calculation Sheet 2 of 2 macvalue doc + ^ CITY OF CARLSBAD BUILDING PLANCHECK CHECKLIST E-36 Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www carlsbadca gov ENGINEERING Plan Check for CB 11-1684 Review # 5 REVISED 4/05/2012***** Date February 21,2012 Project Address 1 Legoland Drive APN 211-100-09-00 Project Descnption 250 room hotel with restaurant, patlo dining, and pool Valuation $17,004,642.00 ENGINEERING Contact Linda OntlverOS Phone 760-602-2773 Email linda.ontiveros@carlsbadca.gov Fax 760-602-1052 STOP! Please Read Any outstanding issues will be marked with . Please make the necessary corrections to the plans or specifications for compliance with applicable codes and standards. Submit corrected plans and/or specification to the Building division for resubmittal to the Engineering Division. Items that conform to permit requirements are marked with ATTACHMENTS: Engineering Application storm Water Form Right-of-Way Application/lnfo Sheet Reference Documents REMARKS OFFICIAL USE ONLY ERING AUTHORIZATION TO ISSUE BUILDING PERMIT DATE- Notification of Engineering APPROVAL has been sent to via on E-36 Page 1 of 6 REV 4/30/11 CB 11-1684 Review # 5 1. SITE PLAN Provide a fully dimensioned site plan drawn to scale. Show 1. / North arrow _P} Existing & proposed structures L^^-j Existing street improvements CZ Property lines (show all dimensions) ly • Easements i / I Right-of-way width & adjacent streets L/J Driveway widths CZ] Existing or proposed sewer lateral LZZ] Existing or proposed water service [IZI] Submit on signed approved plans DWG No CD 11-13 Show on site plan / I Drainage patterns Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course /JADD THE FOLLOWING NOTE "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building" Existing & proposed slopes and topography / jSize, location, alignment of existing or proposed sewer and water service(s) that serves the project Each unit requires a separate service, however, second dwelling units and apartment complexes are an exception _/j Sewer and water laterals should not be located within proposed driveways, per standards ALL PRIVATE SEWE R AND WATER LATERALS ARE SHOWN FOR REFERENCE ONLY, AND WILL BE PLANCHECKED AND APPROVED BY THE CITY OF CARLSBAD BUILDING DIVISION. Include on title sheet: r / I Site address ~77\ Assessor's parcel number [~7n Legal descnption/lot number I / I For commercial/industnal buildings and tenant improvement projects, include total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufactunng, warehouse, office, etc ) previously approved [I/I] Show all proposed restaurant including ALL dining/beverage service Lot/Map No Subdivision/Tract Reference No(s) SDP 96-14C/CD 11-13 E-36 Page 2 of 6 REV 4/30/10 CB 11-1684 Review # 5 2. DISCRETIONARY APPROVAL COMPLIANCE Project does not comply with the foliowing engineenng conditions of approval for project no All condition per Resoultion no 6629 and Consistency Determination letter dated August 11,2011 3. DEDICATION REQUIREMENTS I Dedication for aii street nghts-of-way adjacent to the building site and any storm drain or utility easements on the building site is required for aii new buildings and for remodels with a value at or exceeding $ 20.000 00 , pursuant to Carlsbad Municipal Code Section 18 40 030 For single family residence, easement dedication will be completed by the City of Carlsbad, cost $605 00 j/J Dedication required as follows with Civil plancheck 4. IMPROVEMENT REQUIREMENTS I I All needed public improvements upon and adjacent to the buiidmg site must be constructed at time of building construction whenever the value of the construction exceeds $100,000 00, pursuant to Carlsbad Municipal Code Section 18 40 040 j/J Public improvements required as follows with Civil plancheck (SEE DWG 472-3) CZ] Construction of the public improvements must be deferred pursuant to Carlsbad Municipal Code Section 18 40 Please submit a recent property title report or current grant deed on the property and processing fee nf $ 441 nn so we may prepare the necessary Neighborhood Improvement Agreement This agreement must be signed, notanzed and approved by the city pnor to issuance of a building permit / I Future public improvements required as follows NA E-36 Page 3 of 6 CB 11-1684 Review # 5 5. GRADING PERMIT REQUIREMENTS The conditions that require a grading permit are found in Section 15 16 of the Municipal Code CR 1113 (Issued 12/22/11) X Jlnadequate information available on site plan to mal<e a determination on grading requirements Include accurate grading quantities in cubic yards (cut, fill, import, export and remedial) This information must be included on the plans. If no grading is proposed write. "NO GRADING" 77 \ Grading Permit required NOTE The grading permit must be issued and rough grading approval obtained pnor to issuance of a building permit I Graded Pad Certification required (Note Pad certification may be required even if a grading permit is not required ) Ali required documentation must be provided to your Engineenng Construction inspector Grant Clavier, (760)802-8783 per the attached list The inspector will then provide the engineenng counter with a release for the building permit I No grading permit required I Minor Grading Permit required See attached marked-up submittal checklist for project- specific requirements 6. MISCELLANEOUS PERMITS r/l RIGHT-OF-WAY PERMIT is required to do work in city nght-of-way and/or private work ^adjacent to the public nght-of-way Types of work include, but are not limited to street improvements, tree tnmming, dnveway construction, tying into public storm drain, sewer and water utilities I Right-of-way permit required for E-36 Page 4 of 6 REV 6/30/10 CB 11-1684 Review # 5 '****WITH GRADING PLANCHECK REVIEW, SEE SW 11-166 & SWMP 11-08*"*** 7. STORM WATER Construction Compliance 77} Project Threat Assessment Form complete rn J Enclosed Project Threat Assessment Form incomplete Requires Tier 1 Storm Water Pollution Prevention Pian Piease compiete attached form and return (SW ) Requires Tier 2 Storm Water Pollution Prevention Plan Requires submittal of Tier 2 SWPPP, payment of processing fee and review by city Post-Development (SUSMP) Compliance ~~~1 Storm Water Standards Questionnaire complete Storm Water Standards Questionnaire incomplete Piease make the corrections, re-sign the questionnaire and resubmit with next submittal Project IS subject to Standard Storm Water Requirements See city Standard Urban Storm Water Management Plan (SUSMP) for reference http //www carlsbadca qov/business/buildina/Documents/EnQStandsw-stds-vol4-ch2 pdf Project needs to incorporate low impact development strategies thnaughout in one or more of the following ways 772 Rainwater harvesting (rain barrels or cistern) I I Vegetated Roof I I Bio-retentions cell/rain garden I I Pervious pavement/pavers I I Flow-through planter/vegetated or rock dnp line 177} Vegetated swales or rock infiltration swales cm Downspouts disconnect and discharge over landscape • Other E-36 Page 5 of 6 REV 4/30/10 CB 11-1684 Review # 5 9. WATER METER REVIEW Domestic (potable) Use Per applicant, water meter to be set will be three (3) 2" inch meters [~7~] • Per Ordinance 45, for a commerciai building, and industnal building an estimate shall be made of the supply demand in gallons per minute (GPM) as determined from the California Plumbing Code "Appendix A", latest adopted edition by the City of Carlsbad r~7~1 • For residential units the minimum size meter shall be 5/8", except where the residential unit is larger than 3,500 square feet or on a lot larger than one quarter (1/4) acre where the meter size shall be V/ 8. FEES • / Zl I I yes [7} no Required fees have been entered in building permit Drainage fee applicable Added square feet Added square footage in last two years'? Permit No Permit No Project built after 1980 Impervious surface > 50% Impact unconstructed facility Fire spnnklers required I7}yes CUriO (is addition over 150' from center line) Upgrade • yes Qno No fees required iZlyes [jyes •yes • no • no • no 10. Additional Comments PLAN CHECK NO. 5 SUMMARY FOR REFERENCE ONLY- Condition no. 30- of Resolution no 6629, pro-rata fair share contribution of 8.2% ofthe actual design & construction of Palomar Airport Road & Paseo Del Norte right-turn lane *«**P4,£, 2/9/12, SEE ATTACHED RECEIPT, Rl204001-2/0010""" S. CRADINC PERMIT REQUIREMENTS SBl Satisfaction of the Engineering Inspection requirements for release of the building permit (See attached checklist) E-36 Page 6 of 6 REV 4/30/10 CITY OF STORM WATER COMPLIANCE ASSESSMENT B-24 Development Services Building Division 1635 FaradayAvenue 760-602-2719 www.carlsbadca.gov I am applying to the City of Carlsbad for the following type(s) of construction permit' % Building Permit • Right-of-Way Permit • My project is categorically EXEMPT from the requirement to prepare a storm water pollution prevention plan (SWPPP) because it only requires issuance of one or more of the following permit types. Electrical Fire Additional Fire Alarm Fixed Systems Mechanical Mobile Home Plumbing Patio/Deck Photo Voltaic Re-Roofing Sign Spa-Factory Spnnkler Water Discharge Project Storm Water Threat Assessment Criteria* No Threat Assessment Criteria • My project qualifies as NO THREAT and is exempt from the requirement to prepare a slorm water pollution prevention plan (SWPPP) because It meets the "no threat' assessment cntena on the City's Project Threat Assessment Worksneet for Determination of Constmction SWPPP Tier Level My project does not meet any of the High, Moderate or Lov/ Threat cntena described below Tierl • Low Tlireat Assessment Cnteria • My project does nol meet any of the Significant or Moderate Threat criteria, is not an exempt permit type (See list above) and the projecl meets one or more of the following cntena • Results in some soil disturbance, and/or • Includes outdoor construction activities (such as saw cutting, equipment washing, material stockpiling, vehicle fuoling, waste stockpiling) Tier 2 • • Moderate Threat Assessment Criteria Tier 3 My project does not meet any of the Significant Threat assessment Cntena described below and meets one or more of the following cntena • Project requires a grading plan pursuant to the Carlsbad Grading Ordinance (Chapter 1516 of (he Carlsbad Municipal Code), or, • Projecl Will resull in 2,500 square feet or more of soils disturbance including any associated construction staging, stockpiling, pavement removal, equipment storage, refueling and maintenance areas and project meets one or more ol ihe additional following criteria • Located within 200 feet of an environmentally sensitive area or the Pacific Ocean, and/or • Disturbed area is located on a slope with a grade at or exceeding 5 honzontal to 1 vertical, and/or • Disturbed area is located along or wnthin 30 feet of a storm dram inlet an open drainage channel or v/atercourse, and/or • Construction will be initiated during the ramy season or will extend mto the rainy season (Ocl 1 through April 30) SignificsntTtireatAssessmentCriteria.^ ^"S^^u^^SptielSt^^ M My project includes clearing, grading or otner disturbances to the ground resulting m soil disturbance totaling one or more acres including any * associated construction staging, equipment storage, stockpiling, pavement removal, refueling and maintenance areas and/or • My project is part of a phased development plan that will cumulatively result in soil disturbance totaling one or more acres including any associated construction staging, equipment storage, refueling and maintenance areas or, • My project is located inside or withm 200 feet of an environmentally sensitive area (see City ESA Proximity map) and has a significant potential for contnbuting pollutants to nearby receiving waters by v;ay of storm water runoff or non-storm water discharge(s) / certify to the best of my knowledge that tbe above checked statements are true and correct I understand and acknowledge that even though this project does not require preparation of a construction SWPP, I must still adhere to, and at all times during construction activities for the permit type(s) check above comply vnth the storm water best managment practices pursuant io Title 15 ofthe Carlsbad Municipal Code and to City Standards 'The Cily Engineer may aulhonze mmor vanances from Ihe Storm Waler Threat Assessment Cntena in special citciimslances where il can be shown lhal a lesser or higher Construction SWPPP Tier Level is warranted Projecl Address Owner/Owner's Authonzed Agenl Name Assessor Parcel No 'ZlX 100 Ml llhorized Agenl Signature City Concurrence • YES QNO By Date Title Oate 7-:^'^-11 'roject ID IL B-24 Page 1 of 1 Rev 03/09 .7fA)ii 03/f STORM WATER COMPLIANCE FORM TIER 1 CONSTRUCTION SWPPP E-29 This form is required for all pools, retaining walls or whenever a building footpnnt is enlarged Development Services Land Development Engineermg 1635 FaradayAvenue 760-602-2750 www carlsbadca gov STORM WATER COMPLIANCE CERTIFICATE My project is not in a category of permit types exempt from ttie Construction SWPPP requirements My project is not located inside or within 200 feet of an environmentally sensitive area withi a significant potential for contnbuting pollutants to nearby receiving waters by way of storm water runoff or non-storm water discharge(s) My project does not require a grading plan pursuant to Ifie Carlsbad Grading Ordinance (Chapter 15 16 of the Carlsbad Municipal Code) My project will not result in 2,500 square feet or more of soils disturbance including any associated construction staging, stockpiling, pavement removal, equipment storage, refueling and maintenance areas that meets one or more of the additional following critena • located within 200 feet of an environmentally sensitive area or the Pacific Ocean, and/or, • disturbed area is located on a slope with a grade at or exceeding 5 honzontal to 1 vertical, and/or ^ • disturbed area is located along or within 30 feet of a storm drain inlet, an open drainage channel or watercourse, and/or • construction will be initiated dunng the rainy season or will extend into the rainy season (Oct 1 through Apnl 30) I CERTIFY TO THE BEST OF MY KNOWLEDGE THAT ALL OF THE ABOVE CHECKED STATEMENTS ARE TRUE AND CORRECT I AM SUBMITTING FOR CITY APPROVAL A TIER 1 CONSTRUCTION SWPPP PREPARED IN ACCORDANCE WITH THE REQUIREMENTS OF CITY STANDARDS I UNDERSTAND AND ACKNOWLEDGE THAT I MUST (1) IMPLEMENT BEST MANAGEMENT PRACTICES (BMPS) DURING CONSTRUCTION ACTIVITIES TO THE MAXIMUM EXTENT PRACTICABLE TO MINIMIZE THE MOBILIZATION OF POLLUTANTS SUCH AS SEDIMENT AND TO MINIMIZE THE EXPOSURE OF STORM WATER TO CONSTRUCTION RELATED POLLUTANTS, AND, (2) ADHERE TO, AND AT ALL TIMES, COMPLY WITH THIS CITY APPROVED TIER 1 CONSTRUCTION SWPPP THROUGHOUT THE DURATION OF THE CONSTRUCTION ACTIVITIES UNTIL THE CONSTRUCTION WORK IS COMPLETE AND APPROVED BY THE CITY OF CARLSBAD OWNER(S)/OWNER'S AGENT NAME (PRINT) OWNER(S)/OWNER'S AGENT NAME (SIGNATURE) DATE STORM WATER POLLUTION PREVENTION NOTES 1 ALL NECESSARY EQUIPMENT AND MATERIALS SHALL BE AVAILABLE ON SITE TO FACILITATE RAPID INSTALLATION OF EROSION AND SEDIMENT CONTROL BMPS WHEN RAIN IS EMINENT 2 THE OWNER/CONTRACTOR SHALL RESTORE ALL EROSION CONTROL DEVICES TO WORKING ORDER TO THE SATISFACTION OF THE CITY ENGINEER AFTER EACH RUN-OFF PRODUCING RAINFALL 3 THE OWNER/CONTRACTOR SHALL INSTALL ADDITIONAL EROSION CONTROL MEASURES AS MAY BE REQUIRED BY THE CITY ENGINEERING OR BUILDING INSPECTOR DUE TO UNCOMPLETED GRADING OPERATIONS OR UNFORESEEN CIRCUMSTANCES WHICH MAY ARISE 4 ALL REMOVABLE PROTECTIVE DEVICES SHALL BE IN PLA.CE AT THE END OF EACH WORKING DAY WHEN THE FIVE (5) DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PERCENT (40%) SILT AND OTHER DEBRIS SHALL BE REMOVED AFTER EACH RAINFALL 5 ALL GRAVEL BAGS SHALL BE BURLAP TYPE WITH 3/4 INCH MINIMUM AGGREGATE 6 ADEQUATE EROSION AND SEDIMENT CONTROL AND PERIMETER PROTECTION BEST MANAGEMENT PRACTICE MEASURES MUST BE INSTALLED AND MAINTAINED SPECIAL NOTES PROJECT INFORMATION Site Address j /.ftHftiAffl^ ' 211. loo . Assessor's Parcel Number ix\ « loo - t ( Project ID Construction Permit No Estimated Construction Start Date Project Duration. Months Emergency Contact ° Name I PfflH' Af^O 24 hour Phone Perceived Threat to Storm Water Quality Medium • Low If medium box is checked, must attach a site plan sheet showing proposed work area and location of proposed structural BMPs For City Use Only CITY OF CARLSBAD STANDARD TIER 1 SWPPP Approved By Date E-29 Page 1 of 3 REV 4/30/10 Erosion Control BMPs Sediment Control BMPs Tracking Control BMPs Non-Storm Water Management BMPs Waste Management and Materials Pollution Control BMPs Best Management Practice (BMP) Description -> Geotextiles & Mats Wood Mulching Earth Dikes and Drainage Swales Slope Drains Silt Fence Sediment Trap Check Dam Fiber Rolls Gravel Bag Berm Street Sweeping and Vacuuming Sandbag Barner Storm Drain Inlet Protection Stabilized Construction Ingress/Egress Stabilized Construction Roadway Water Conservation Practices Paving and Gnnding Ooerations Potable Water/lrngation c tu E •. 3 CT UJ •D C ra o VO) e T3.C > O rr T3 C ra £• > O Tf ? 2 a. (U c ro c ra (U OT T3 C ra c o c w c ™ „^ :^ ? IJ -OT S « ra § c „ 1 o aj ^ S ra ™ 5! "tn S c > a m E 42 a g) c o a CASQA Designation -> Construction Activity EC-7 EC-8 EC-9 EC-11 SE-1 SE-3 SE-4 SE-5 SE-6 SE-7 SE-8 SE-10 TR-1 TR-2 NS-1 NS-3 NS-7 NS-8 WM-1 WM-2 WM-3 WM-4 WM-5 WM-6 WM-8 Grading/Soil Disturbance Trenching/Excavation Stockpiling Dnlling/Bonng Concrete/Asphalt Saw cutting >,*v-% -i. .» I >•< Concrete flatwork Paving ? . .-^ «^ «• — Conduit/Pipe Installation : " Stucco/Mortar Work M ..As - Waste Disposal J 4 >• £ »- 5 V Staging/Lay Down Area i - »—• 1 !i W Equipment Maintenance and Fueling e Hazardous Substance Use/Storage Dewatenng Site Access Across Dirt Other (list) • r* 3 • r<^' r * • i St :? • C i Instructions Begin by reviewing the list of construction activities and checking the box to the left of any activity that will occur dunng the proposed construction Add any other activity descnptions'in the blank activity descnption boxes provided for that purpose and place a check in the box immediately to the left of the added activity descnption For each activity descrnbed, pick one or more best management practices (BMPs) from the list located along the top ofthe forni Then place an X m the box at the place where the activity row intersects with the BMP column Do this for each activity that was checked off and for each of the selected BMPs selected from the list For Example - If the project includes site access across dirt, then check the box to the left of "Site Access Across Dirt" Then review the list for something that applies such as "Stabilized Construction Ingress/Egress" under Tracking Control Follow along the "Site Access Across Dirt" row until you get to the "Stabilized Construction Ingress/Egress" column and place an X in the box where the two meet As another example say the project included a stockpile that you intend to cover with a plastic sheet Since plastic sheeting is not on the list of BMPs, then write in "Cover with Plastic" in the blank column under the heading Erosion Control BMPs Then place an X in the box where the "Stockpiling" row intersects the new "Cover with Plastic" column To learn more about what each BMP descnption means, you may wish to review the BMP Reference Handout prepared to assist applicants in the selection of appropnate Best Management Practice measures The reference also explains the California Storniwater Quality Association (CASQA) designation and how to apply the vanous selected BMPs to a project E-29 Page 2 of 3 REV 4/30/10 CITY OF CARLSBAD MINIMUM REQUIREMENTS FOR LAND DEVELOPMENT ENGINEERING DEPARTMENT RELEASE OF PADS FOR BUILDING PERMIT The list below is provided as a general checklist to help you comply with pad release. If pad certification is required, ail documentation must be provided to your Construction Management & inspection division Inspector**. The inspector will then provide the Land Development Engineering counter with a release for the building permit. ** Always check with your inspector whether or not all items are required for pad release"* • Letter of request from developer n 8-1/2 X 11 plat showing requested area n Preliminary soils report approved by the Soils Engineer. n Water source for fire fighting within 350' of combustibles C Minimum 20'Wide all weather road n Sewer installed and available for use. • Adequate progress on installation of slope irrigation and landscape IZI Erosion control measures including basins and lined ditches installed. • Retaining walls installed CONSTRUCTION MANAGEMENT & INSPECTION SERVICES Office hours Monday - Thursday 7am - 5 p m Friday 7am ~ 4 p m Telephone numbers General Information 760-602-2780 x7301 Inspection Request Line 760-438-3891 Fax 760-438-4178 Address Construction Management and Inspection division 5950 El Camino Real Carlsbad, CA 92008 ^ cnv Ol CARLSBAD Development Services 1 LEGOLAND DRIVE APN 211-100-09-00 PAYMENT DUE FOR PRO-RATE FAIR SHARE CONTRIBUTION PER RESOLUTION NO. 6629 APPLICANT Delawie Wilkes Architects Attention- David Mann 2265 India St San Diego, CA 92101 OWNER Legoland California LLC c/o Property Tax Service Co P.O 60x543185 Dallas, TX 75354 PROJECT ID - NAME RELATED PROJECT ID SDP 96-14C - LEGOLAND HOI EL CALIFORNIA CB 11-1684 DESCRIPTION CALCULATIONS CIRCULATION SYSTEM STREET PROJECTS GAS TAX (S/B PASEO DEL NORTE) 451,000 PALOMAR AIRPORT ROAD AND PASEO DEL GAS TAX (S/B PASEO DEL NORTE REIMB) 113,000 NORTE RIGHTTURN LANE TOTAL COST $564,000 CONTRIBUTION 8 2% L. TOTAL »»»»:>»» $46,248 Please hand deliver check to the Land Development Engineering counter c/o Finance Department, Attention: Aaron Beanan Account number 1520000-2801 Fee Calculation Worksheet ENGINEERING DIVISION SDP 96-140 DWG472-3/3A CD 11-13 Prepared by Linda Ontiveros Address 1 Legoland Drive Fees Update by lo Date August 23,2011 GEO DATA: LFMZ: -y/ B&T: i REVISED 4/05/2012***** Bldg Permit # CB 11-1684 Date 11/30/11 Fees Update by lo Date 1/31/12 EDU CALCULATIONS: List types and square footages for all uses Types of Use HOTEL Types of Use RESTAURANT Types of Use OFFICE/SUPPORT Types of Use Sq Ft/Units 250 ROOIVIS X.60 Sq Ft /Units 2.67+(1106 seats/7) Sq Ft/Units 23,463/1800 Sq Ft/Units ADT CALCULATIONS: List types and square footages for all uses EDU'S 150 EDU'S 160.67 EDU'S 13.04 EDU'S TOTAL 323.71 Types of Use HOTEL Sq Ft/Units 250X8 ADT's 2000 Types of Use RESTAURANT Sq Ft/Units 100/1000(12,523) ADT's 1252 Types of Use OFFICE/SUPPORT Sq Ft/Units 20/1000 (23,463) ADT's 469 PER CITY ENGINEER LETTER DATED APRIL 2, 2012: TOTAL ADT. 1,800 TOTAL 3,721 FEES REQUIRED Within CFD I3YES (no bndge & thoroughfare fee in Distnct #1, reduces Traffic Impact Fee) • NO 1 PARK-IN-LIEU FEE IZlNW QUADRANT DNE QUADRANT DSE QUADARANT QSW QUADRANT ADT'S/UNITS IX FEE/ADT | =$ NA 2 TRAFFIC IMPACT FEE ****SEE NOTE ABOVE**** TOTAL ADT: 1,800 X $93/ADT = $167,400 ADT'S/UNITS ^724-| X 3 BRIDGE & THOROUGHFARE FEE ADT'S/UNITS IX 4 FACILITIES MANAGEMENT FEE ADT'S/UNITS 148,791sf X 5 SEWER FEE EDU's 323.71 |X BENEFIT AREA: NA EDU's 6 DRAINAGE FEES PLDA ACRES I X FEE/AC 7 POTABLE WATER FEES UNITS CODE CONN FEE 3 D2 22,771 ea FEE/ADT 93 77} DIST #1 FEE/ADT ZONE 13 FEE/SQ FT/UNIT FEE/EDU 1,096 X FEE/EDU 0 • .40 =$ 340,053 DIST #2 =$ NA =$ 59,516.40 =$ 354,786.16 • DIST #3 / HIGH MED =$ NA UM I I LOW =$ NA METER FEE 776 ea SDCWA FEE 23,358 ea TOTAL $46,905e^ MERUN ENTERTAINMENTS GROUP U.S. HOLDINGS. INC. One LEGOLAND Drive Carlsbad, CA 92008 (760) 918-5300 PAY TO THE - CITY OF CARLSBAD ORDER OF MEMO WEUS FARGO BANK, N A CAUFORNIA www wellsfargobank com 11-24/1210 FORTY SIX THOUSAND TWO HUNDRED FORTY EIGHT AND 0/100 USD $ CITY OF CARLSBAD 1635 FARADAY AVE. CARLSBAO, CA 92008 USA [C-2.OC30CJ '2Si> t ifQ0 3l3B>i' •:LEl00a2i.Bi: i.L2l20 7E.?t«ii* 3138 February 1, 2012 •"••'46,248.00 DOLLARS '^^^iSlS^T'iV^'^^'^'''^ GROUP U S HOLDINGS. INC CITY OF CARLSBAD Document No. STREET PROJ/ HOTE Vendor No February 1,2012 Document Date 01/05/12 200031 3138 Check No. 3138 Net Amount 46.248.00 eny of Carlsbad Faraday Center Faraday Cashiering 001 1204001-2 02/09/2012 98 Thu. Feb 09, 2012 10:21 AM Receipt Ref Nbr: R1204001-2/0010 MISC - MISC FINANCIAL Iran Ref Nbr; 120400102 0010 0011 Name; MERLIN ENTERTAINMENTS GROUP ™= 1 ® $46,248.00 Item Subtotal Item Total; $46,248.00 $46,248.00 ITEM(S) TOTAL; $46,248.00 Check (Chk# 003138) Total Received; Have a nice dayl $46,248.00 $46,248.00 COPY 3138 **************CUSTOMERCOPy***m******* 46.248.00 ISAFESUARO. SFS0S1-t UTHOUM StSlI CK7SWI1L TO REORDER. CAU YOUR LOCAL SAFEGUAflO OSTRIBUniR AT T»43»wr3 GBfvxxsasBme VDSSFOOBSIS d I <^Wp' CITY OF Community & Economic Devetopment www.carlsbadca gov April 2, 2012 Mr Brian Shaw Director of Finance LEGOLAND Cahforma Resort One LEGOLAND Drive Carlsbad, CA 92008 Re: Legoland Hotel - Request for Adjustment of Traffic Impact Fee SDP 96-14(C) Dear Mr Shaw Your letter dated March 19, 2012 requested that the traffic impact fee for the LEGOLAND hotel be calculated based on the traffic impact report dated January 7, 2009 prepared by RBF Consulting It appears that the LEGOLAND hotel does not fit any of the existing hotel categories listed in Carlsbad Municipal Code (CMC) 18 42.020(e), and instead would better be termed a "Theme Park Hotel", for the following reasons. • The hotel is built entirely within the park security fence, rendering it inconvenient for anyone other than patrons ofthe LEGOLAND theme park • The hotel restaurant, lounge, pool and other uses will similarly be used almost exclusively by park patrons Per CMC 18 42 020(e), for uses not listed in the table the trips shall be calculated by the city engineer Based on the information provided in the RBF traffic impact report, using a 10% reduction from the listed Resort Hotel rate and assuming inclusion of related uses in the per- room rate appear to be appropriate The traffic impact fees will be calculated based on 1,800 ADT. Sincerely, Glen K Van Peski, P E. City Engineer cc Bill Hofman, Hofman Planning and Engineering Frank Jimeno, Associate Engineer Van Lynch, Senior Planner Mike Peterson, Development Services Director Land Development Engineering 1635 Faraday Ave. t Carlsbad, CA 92008 i 760-602-2740 | 760-602-1052 fax 6e.ii-ife^f ^ CITY OF CARLSBAD BUILDING PLANCHECK - CHECKLIST E-36 Development Services Land Development Engmeenng 1635 Faraday Avenue 760-602-2750 www carlsbadca gov ENGINEERING Plan Check for CB 11-1684 Review # 5 Date February 21, 2012 Project Address 1 Legoland Drive APN 211-100-09-00 Project Descnption 250 room hotel with restaurant, patio dining, and pool Valuation $17,004,642.00 ENGINEERING Contact Linda OntlverOS Phone 760-602-2773 Email linda.ontiveros@carlsbadca.gov Fax 760-602-1052 .»V-'- ' , • V-if.Wii'!!- J \ • 7>.•.''.•• . Please make the necessary Any outstanding issues will be marked with) LX corrections to tlie plans or specifications for compliance with applicable codes and standards. Submit corrected plans and/or specification to the Building division for resubmittal to the Engineering Division. Items that conform to permit requirements are marked with ATTACHIVIENTS: ^ Engineering Application [ '\ Storm Water Form Right-of-Way Application/lnfo Sheet Reference Documents ENGINEERIN OFFICIAL USE ONLY UTHORIZATION TO ISSUE BUiLDING PERMIT DATE: ••3m ^2/ii/1_2:_PartiaLpad-c^ification4gridlu^^ ^eterson -full certification required f6Trerease~df thjs building pe Notification of Engineering APPROVAL; has been sent to via on E-36 Page 1 of 6 REV 4/30/11 CB 11^^1684 Review # 5 1. SITE PLAN Provide a fully dimensioned site plan drawn to scale. Show / North arrow / I Existing & proposed structures / ' Existing street improvements • Property lines (show all dimensions) V Easements • / Right-of-way width & adjacent streets , / 1 Driveway widths / Existing or proposed sewer lateral / Existing or proposed water service / Submit on signed approved plans DWG No CD 11-13 Show on site plan r / J Drainage patterns } Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course dZ] LJ13^^^ T'HE FOLLOWING NOTE "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building" Existing & proposed slopes and topography C J LjZIlSize, location, alignment of existing or proposed sewer and water service(s) that serves the project Each unit requires a separate service, however, second dwelling units and apartment complexes are an exception r_Zj Sewer and water laterals should not be located within proposed driveways, per standards ALL PRIVATE SEWER AND WATER LATERALS ARE SHOWN FOR REFERENCE ONLY, AND WILL BE PLANCHECKED AND APPROVED BY THE CITY OF CARLSBAD BUILDING DIVISION. Include on title sheet / ^ Site address y Assessor's parcel number ' 7 , Legal descnption/lot number " / ' For commercial/industrial buildings and tenant improvement projects, include total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufactunng, warehouse, office, etc ) previously approved r/~l Show all Pi^oPosed restaurant including ALL dining/beverage service Lot/Map No Subdivision/Tract Reference No(s) SDP 96-14C/CD 11-13 E-36 Page 2 of 6 REV 4/30/10 CB 11-1684 Review # 5 2. DISCRETIONARY APPROVAL COMPLIANCE / I Project does not comply with the following engineenng conditions of approval for project no All condition per Resoultion no 6629 and Consistency Determination letter dated August 11,2011 3. DEDICATION REQUIREMENTS • Dedication for all street nghts-of-way adjacent to the building site and any storm dram or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $ 20,000 00 , pursuant to Carlsbad Municipal Code Section 18 40 030 For single family residence, easement dedication will be completed by the City of Carlsbad, cost $605 00 Dedication required as follows with Civil plancheck 4. IMPROVEMENT REQUIREMENTS [11 All needed public improvements upon and adiacent to the building site must be constructed at time of building construction whenever the value of the construction exceeds $100.000 00, pursuant to Carlsbad Municipal Code Section 18 40 040 / I Public improvements required as follows with Civil plancheck (SEE DWG 472-3) Construction of the public improvements must be deferred pursuant to Carlsbad Municipal Code Section 18 40 Please submit a recent property title report or current grant deed on the property and processing fee nf $ 441 nn so we may prepare the necessary Neighborhood Improvement Agreement This agreement must be signed, notanzed and approved by the city pnor to issuance of a building permit \_/ I Future public improvements required as follows NA E-36 Page 3 of 6 REV 6/30/10 CB 11-1684 Review # 5 5. GRADING PERMIT REQUIREMENTS The conditions that require a grading permit are found in Section 15 16 of the Municipal Code CR 1 in (Issued 12/22/11) ^Inadequate information available on site plan to make a determination on grading requirements Include accurate grading quantities in cubic yards (cut, fill, import, export and remedial) This information must be included on the plans If no grading is proposed write. "NO GRADING" / I Grading Permit required NOTE The grading permit must be issued and rough grading approval obtained pnor to issuance of a building permit permit is not required ) Al required documentation must be provided to your Engineenng {^7} Graded Pad Certification required (Note Pad certification may be required even if a grading 7l7lj2^h2^J^&Gj;s^C\^ Construction Inspector Grant Clavier, (760)802-8783 per the attached list The inspector will then '' ' ~ provide the engineenng counter with a release for the building permit \ZZ} No grading permit required J Minor Grading Permit required See attached marked-up submittal checklist for project- specific requirements 6. MISCELLANEOUS PERMITS "7~iRIGHT-OF-WAY PERMIT is required to do work in city right-of-way and/or private work adjacent to the public nght-of-way Types of work include, but are not limited to street improvements, tree tnmming, driveway construction, tying into public storm drain, sewer and water utilities Right-of-way permit required for E-36 Page 4 of 6 REV 6/30/10 CB 11-1684 Review # 5 WITH GRADING PLANCHECK REVIEW, SEE SW 1 1-166 & SWMP 1 1-08 7. STORM WATER Construction Compliance ~1 Project Threat Assessment Form complete r—1 I I Enclosed Project Threat Assessment Form incomplete \7_ I Requires Tier 1 Storm Water Pollution Prevention Plan Please complete attached form and return (SW ) r~ ] Requires Tier 2 Storm Water Pollution Prevention Plan Requires submittal of Tier 2 SWPPP, payment of processing fee and review by city Post-Development (SUSMP) Compliance Storm Water Standards Questionnaire complete Storm Water Standards Questionnaire incomplete Please make the corrections, re-sign the questionnaire and resubmit with next submittal Project is subject to Standard Storm Water Requirements See city Standard Urban Storm Water Management Plan (SUSMP) for reference http //www carlsbadca qov/business/buildinq/Documents/EnqStandsw-stds-vol4-ch2 pdf Project needs to incorporate low impact development strategies throughout in one or more of the following ways I I Rainwater harvesting (ram barrels or cistern) Vegetated Roof I , I Bio-retentions cell/rain garden [_ 1 Pervious pavement/pavers r~l Flow-through planter/vegetated or rock dnp line [_] Vegetated swales or rock infiltration swales II Downspouts disconnect and discharge over landscape • Other E-36 Page 5 of 6 REV 4/30/10 CB 11-1684 Review # 5 9. WATER METER REVIEW Domestic (potable) Use Per applicant, water meter to be set will be three (3) 2" mch meters Per Ordinance 45, for a commercial building, and industnal building an estimate shall be made ofthe supply demand in gallons per minute (GPM) as determined from the California Plumbing Code "Appendix A", latest adopted edition by the City of Carlsbad For residential units the minimum size meter shall be 5/8", except where the residential unit is larger than 3,.500 square feet or on a lot larger than one quarter (1/4) acre where the meter size shall be %" 8. FEES 77 Required fees have been entered in building permit Drainage fee applicable Added square feet Added square footage in last two years Permit No Permit No Project built after 1980 Impervious surface > 50% Impact unconstructed facility Fire spnnklers required Upgrade No fees required Cjyes [7 no / yes yes /Jyes I I no • yes Qno • yes • no Q]no (is addition over 150' from center line) 10. Additional Comments • PLAN CHECK NO 5 SUMMARY' FOR REFERENCE ONLY Condition no 30 of Resolution no 6629. pro-rata fair share contribution of 8 2% of the actual design & construction of Paiomar Airport Road & Paseo Dei Norte right-turn lane '-"'"PAID 2/9/12, SEE ATTACHED RECEIPT, Rl204001-2/0010 5 GRADING PERMIT REQUIREMENTS SB! Satisfaction of the Engineering Inspection requirements for release of the building permit (See attached checklist). E-36 Page 6 of 6 REV 4/30/10 PROJECT INSPECTOR CITYOF CARLSBAD GRADING INSPECTION CHECKLIST FOR PARTIAL SITE RELEASE • (m^ijr A > ^kiim DATE- z/n/^t- PROJECT ID 'S'hP^^'MC GRADING PERMIT HO JMO/3. LOTS REQUESTED FOR RELEASE. </ /i/Ut, / TM^- N/A = NOT APPLICABLE V = COMPLETE 1st 2nd, 1/ / 1. Site access to requested lots adequate and logically grouped 2 Site erosion control measures adequate 3. Overall site adequate for health, safety and welfare of public 4 Letter from Owner/Dev requesting partial release of specific lots, pads or bldg. 5. 8!4" xii" site plan (attachment) showing requested lots submitted. 6. Compaction report from soils engineer submitted (If soils report has been submitted with a previous partial release, a letter from soils engineer referencing the soils report and identifying specific lots for release shall accompany subsequent partial releases). 7. EOW certification of work done with finish pad elevations of specific lots to be released. Letter must state lot (s) is graded to within a tenth (.1) of the approved grading plan. 8 Geologic engineer's letter if unusual geologic or subsurface conditions exist, 9. Fully functional fire hydrants within 500 feet of building combustibles and an all weather roads access to site is required 10 Letter from EOW that TCBMP's are Installed —y Partial release of grading for the above stated lots is approved for the purpose of building id perniit issuance Issuance of building permits is still subject to all normal City requirements required pursuant to the building pennit process. Partial release of the site is denied for the following reasons* Date Date K \FILE MASTERVonratf'ARTSrrE fm doc PROJECT INSPECTOR- rfi^tST PROJECT ID ^"bP ^^-{QC CITY OF CARLSBAD GRADING INSPECTION CHECKLIST FOR PARTIAL SITE RELEASE - /^.JT . ^.U^i»A DATE: 3-5'-/Z> GRADING PERMIT NO. /iddJ3 LOTS REQUESTED FOR RELEASE-<$r,r! fl^ 3l Hkr^.;^U ^.--.A N/A = NOT APPLICABLE N/A = NOT APPLICABLE V = COMPLETE 1st 2nd 7 1 Site access to requested lots adequate and logically grouped / 2. Site erosion control measures adequate. 3. Overall site adequate for health, safety and welfare of public 4. Letter from Owner/Dev. requesting partial release of specific lots, pads or bldg 5. 814" X 11" site plan (attachment) showing requested lots submitted. 6 Compaction report from soils engineer submitted. (If soils report has been submitted with a previous partial release, a letter from soils engineer referencing the soils report and identifying specific lots for release shall accompany subsequent partial releases). 7. EOW certification of work done with finish pad elevations of specific lots to be released Letter must state lot (s) is graded to within a tenth (.1) of the approved grading plan. 8 Geologic engineer's letter if unusual geologic or subsurface conditions exist 9. Fully functional fire hydrants within 500 feet of building combustibles and an all weather roads access to site is required A//? 10. Letter from EOW that TCBMP's are installed. Partial release of grading for the above stated lots is approved for the purpose of building permit issuance. Issuance of building permits is still subject to all normal City requirements required pursuant to the building pennit process. I I Partial release of the site is denied for the following reasons- v\nu MAST?OTomi*pwvrsnE FRM <ll>e CAHFORfViA RE30RT LEGOLAND CAUFORNIA RESORT One LECK3UND Drive Carlsbad. OA 92008 TEL (760) 918-LEGO FAX (760) 918-5459 WEB www LEGOLAND com To: City of Carisbad Attention: Grant Clavier We are requesting a partial release for pad certification from grid Une 1 through grid line 37 at the LEGOLAND Hotel development site. Thank you. Chns Romero Director of Maintenance LEGOLAND California. IK.OIAND tAl 11 ORNIA IlLSOUl l^ A I'ARI ni llll MIKIIN INIIRIMNMl NIS CROUP t. I nVFRAI I I FVFI P Fl OOR PI AIM A •r'f'r."-*' \ reotechnlcal Engineering Construction Inspection Materials Testing Environmental Oi-nu UJCAIIONS S VN Ull UO iMptRivLCoi sr\ 6295 Hems Squnic Suiic C San Dicgo CA 92121 Tel, m'>vm9 hax 8i8S171990 OR\NG» COI vn CORI'OKVII ilRVNCII 2992 K La P.tlnia A\cnui> Suite A Anaheim CA 928(16 Tel. 7I4 6U2999 Hu\ 714 612 2974 IM WDKMI'IKI 14467 Menduin Pjrkway Building 2A Riverside CA 92M8 Tti 911 65'^ 4999 Fax VSI 6^14666 ISDIO 44917 Gull CenierPkw) Suiie I Indio. C A 92201 Tel 760 •»42 4677 760 142 452S OC/LA/IM \Mi FMPIRH DlSfxim 800 491 2990 SANUIFCO Ui-srvRii 888 844 mlglinc com February 20,2012 Project Management Advisors 462 Stevens Avenue, Suite 106 San Diego, CA 92075 MTGL Project No: 1251A0I MTGL Log No: 12-033 Attention Subject: Mr. Ted Giesing PARTIAL BUILDING PAD CERTIFICATION GRID LINE 1 THROUGH GRID LINE 37 Legoland Hotel Carlsbad, California Dear Mr. Giesing: Per the request of R.D. Olson Construction, we have prepared this letter to certify that the partial building pad from grid line 1 through grid line 37 at the Legoland Hotel project was accomplished in general accordance with the approved plans, specifications and geotechnical investigation. We observed grading of the building pad from November 17, 2011 thru February 17, 2012. Based on our observations and the results of our tests the building pad construction complies with the project approved documents. We appreciate this opportunity to be of continued service to you. Should you have any questions regarding the information contained herein, please contact us at your earliest convenience. Respectfully submitted, MTGL, Inc Sam E. Valdez, RCE 56226, RGE 2813 Vice President | Engineering Hofman Planning & Engineering LETTER February 20, 2012 City of Carlsbad Engineering Department 1635 Faraday Avenue Carlsbad, CA 92008 Subject: Civil Engineer's Certification of Rough Grade Project: LEGOLAND HOTEL, DWG NO. 472-3A To Whom It May Concern I hereby approve the rough grading in accordance with my responsibilities under the City of Carlsbad Grading and Excavation Code. The above referenced pads have been constructed to within 0 10 feet vertically and are in substantial conformance with the approved grading plan BUILDING PAD PLAN ELEVATION AS-GRADED ELEVATION VARIANCE SOUTHWEST 147.3 147 3 to 147 4 Oto 0.1 CENTRAL WEST 149.3 149.3 to 149 4 0 to 0.1 NORTHEAST 150.5 150.5 to 150.6 Oto 0.1 CENTRAL EAST 151 3 151.3 to 151 4 Oto 0.1 Grading of the east end of the hotel building, swimming pool and the pool building pads has not been completed at this time Hofman Planning & Engineering Haixin Li, PE C59064 Senior Civil Engineer Tel- (760) 892-4016 Direct Fax. (760)692-4105 Email: hlKajhoftnanplannlng com 3152 Lionshead Avenue Carisbad CA 92010 760-692-4100 Fax 760-692-4105 <HHU U)CAI10N!> SXNUII (.0 iMPi-RUi.Col sn 629'i KTTIS Squnie Suite C San Diugo CA 92121 Te) 858 "7 1999 N\ 858 SI? 1990 ORXNCI- COIINH CORI>()H\tl itR\N(ll 2992 E Lo P.ilnio Asenue Suite A Aiinheiiii CA 92806 Tel 714 612 2999 l-at 714 612 2974 IM \M)HMI'IRJ 14467 Meridian ParLwd> Building 2A RisemdcCA 92'>I8 TU 951 e."! 14999 hax 951 6514666 I MHO 44917 Gt>ll Cenier PKw) Suite I Indio CA 92201 Tel 760 142 4677 l-a\ 760142 4525 OC/LA/lM.\M> EMPIRI- DISP vim 800 491 2990 SxNDircoUispvn ii 888 844 S060 www mtglini com Geotechnical Engineering Construction Inspection Materials Testing Environmental Febmary 20,2012 Project Management Advisors 462 Stevens Avenue, Suite 106 San Diego, CA 92075 MTGL Project No: 1251A01 MTGL Log No: 12-033 Attention. Subject: Mr. Ted Giesing PARTUL BUILDING PAD CERTIFICATION GRID LINE 1 THROUGH GRID LINE 37 Legoland Hotel Carlsbad, Califomia Dear Mr. Giesing: Per the request of R.D. Olson Construction, we have prepared this letter to certify that the partial building pad from grid line 1 through grid line 37 at the Legoland Hotel project was accomplished in general accordance with the approved plans, specifications and geotechnical investigation. We observed grading of the building pad from November 17, 2011 thru February 17, 2012. Based on our observations and the resuUs of our tests the building pad constmction complies with the project approved documents. We appreciate this opportunity to be of continued service to you. Should you have any questions regarding the information contained herein, please contact us at your earliest convenience. Respectfully submitted, MTGu Inc y4^ Sam E. Valdez, RCE 56226, RGE 2813 Vice President | Engineering • Linda Ontiveros From: Linda Ontiveros Sent: Tuesday, January 31, 2012 10 23 AM To: 'dmann(3)a-dwrb com', cbarbaCSa-dwrb com Subject: RE Legoland - Hotel Re-Check - CB111684 Attachments: CB11-1684_PC4_ pdf David - Attached are the 4th Engineenng comments for CBll-1684 Outstanding corrections have been marked with an as required by the Engineering division before building permit issuance Please contact me directly if you have any questions regarding the attached plan check corrections Regards, ^ CIT-J Of CARLSBAD Development Services Linda Ontiveros Engineenng Technician Land Development Engineering www carlsbadca gov P 760-602-2773 F 760-602-1052 linda ontiveros(S)carlsbadca gov From: David Mann [mailto.dmann(g)a-dwrb com] Sent: Wednesday, November 30, 2011 10:21 AM To: Linda Ontiveros, cbarba@a-dwrb com Cc: Mike Peterson, Frank Jimeno Subject: RE: Legoland - Hotel Re-Check - CBI 11684 Linda, Thank you We'll get you the other information you are asking for To clarify- Restaurant Seating is for ALL dining/beverage service, including exterior patios, correct"? A total dining/beverage seating count for the entire property, in other words We will have a plan check re-submittal to Esgil on the 14'" of Decemeber We'll adjust our SF analysis to reflect your comments on that set, so it will become part of the permitted approved plans It will have a cloud and delta so it can be identified Thank you, DAVID MANN ARCHITECT, LEED AP Architects | Delawie Wilkes Rodrigues Barker 226!> Indij Street Sdti Diego, CA 92101-1725 Tel (619) 299-6590 xU78 Fax (619) 299-551^ This e-mail mdy (ontain confidentidl or privileged information If you think you have received this e-mail in error, please advise the sender by reply e-mail and then delete this e- mail imnnediately Thank you From: Linda Ontiveros [mailto Linda.Ontiveros(ia>carlsbadca.qov1 Sent: Wednesday, November 30, 2011 10.07 AM To: cbarba(ia)a-dwrb com Cc: Mike Peterson; Frank Jimeno, dmann(S)a-dwrb com Subject: FW Legoland - Hotel Re-Check - CB111684 Hi Cynthia - Thank you for the clarification The breakdown will allow me to work through a portion of the fees for now The two mam items I will need prior to complete engineering fees are the following • Restaurant seating • Water meter size In the meantime, I'd ask the attached revision be slip-sheeted into the plan set Thank you, From: Cynthia Barba [mailto-cbarba(S)a-dwrb com] Sent: Monday, November 28, 2011 1:38 PM To: Linda Ontiveros Cc: Mike Peterson; David Mann; Paul Holdaway Subject: FW. Legoland - Hotel Re-Check - CB111684 Linda, In an effort to clarify the total building area for the Legoland Hotel, please refer to the attached PDF In summary the total Building Area is as follows Level 1 59,167 SF Level 2 44,812 SF Level 3 44,812 SF Total 148,791 SF Please feel free to contact us if you have any questions, we apologize for the confusion Thank you very much, CYNTHIA BARBA Architects | Delawie Wilkes Rodrigues Barker 226S India Street San Diego, CA 92101-1725 Tel (619)299-6690 xll58 Fax (619) 299-5513 This e mail may contain confidential or privileged information If you think you have received this e-mail in error, please advise the sender by reply e-mail and then delete this e-mail immediately Thank you From: David Mann [mailto.dmann(g)a-dwrb com] Sent: Wednesday, November 23, 2011 8-59 AM To: Cynthia Barba Subject: FW Legoland - Hotel Re-Check - CBI 11684 Can you please double check the SFs for Linda, please DAVID MANN ARCHITECT, LEED AP Architects | Delawie Wilkes Rodrigues Barker 2265 India Street San Diego, CA 92101-1725 Tel (619)299 5690 xll7g Fax(619)299 5513 This e-rnail rnay contain confidential or privileged information If you think you have received this e mail in error, please advise the sender by reply e mail and then delete this e mail immediately Thank you From: Lmda Ontiveros [mailto:Linda Ontiveros(g)carlsbadca.qov] Sent: Tuesday, November 22, 2011 5.28 PM To: dmann(g)a-dwrb com Cc: Mike Peterson; Frank Jimeno Subject: RE- Legoland - Hotel Re-Check - CB111684 Hi David - I'm reviewing the plans for Engineering For feeing purposes, I want to get some of the square footages straight I'm reading this information from the General notes (_T0) 250 hotel rooms 112, 805 sf Support (storage, conference/offices) 19,163 Restaurant Bar 12,523 sf Patio (covered and uncovered) 19,699 sf Porte cochere 2,2229 Pool building 733 sf Does this match with what you have^ Also, I know the engineering plans are still in review Most of my comments will depend on approval of the civil plans, however, do you know what size meter the hotel is proposing at this time"? I will be out of the office until next Tuesday, I'm hoping to wrap up preliminary fees for the building permit upon my return Have a Happy Thanksgivingi ^ ctr-v Of CARLSBAD Devetopment Services Linda Ontiveros Engineering Technician Land Development Engineering www carlsbadca ROV P 760-602-2773 F 760-602-1052 lmda ontiveros(5)carlsbadca gov From: David Mann [mailto.dmanncaa-dwrb com] Sent: Fnday, November 11, 2011 9-50 AM To: Mike Peterson Cc: Raenette Abbey; Janet Altar; Linda Ontiveros, Kathleen Lawrence, Cynthia Barba; pholdaway(3)a-dwrb.com Subject: RE. Legoland - Hotel Re-Check - CB111684 SW110318 CB111684 Mike, We'll be resubmitting our plans next week on Wednesday for the Legoland Hotel I want to make sure we've got everything in order 1 (4) Full size sets to the Bldg Dept counter, correct^ (and 4 copies of responses to comments) 2 Are there any forms or fees we will need to pay or complete"? 3 Fire Plan Check - We expedited the previous plan check, so, we deliver (1) set directly to 3''' party plan check (Daryl K James & Assoc) Let me know if there is anything beside plans that will be required Thanks, DAVID MANN ARCHITECT, UEED AP Architects | Delawie Wilkes Rodngues Barker 2265 India Street San Diego, CA 92101-1725 Tel (519) 299 6690 xll78 Fax (619) 299-551J This e-mail may contain confidential or privileged information If you think you have received this e-mail in eiror, please advise the sender by reply e-mail and then delete this e mail immediately Thank you Development Services Land Development Engmeering 1635 Faraday Avenue' ^ CITY OF BUILDING PLANCHECK -Development Services Land Development Engmeering 1635 Faraday Avenue' ^ CITY OF CHECKLIST Development Services Land Development Engmeering 1635 Faraday Avenue' CARLSBAD E-36 760-602-2750 www carlsbadca gov ENGINEERING Plan Check for CB 11-1684 Review # 4 Date January 31,2012 Project Address 1 Legoland Drive APN 211-100-09-00 Project Description 250 room hotel with restaurant, patio dining, and pool Valuation $17,004,642.00 ENGINEERING Contact Linda OntlverOS Phone 760-602-2773 Email linda.ontiveros@carlsbadca.gov Fax 760-602-1052 stoi% Pleas^i Read X . Please make the necessary Any outstanding issues will be marked with corrections to the plans or specifications for compliance with applicable codes and standards. Submit corrected plans and/or specification to the Building division for resubmittal to the Engineermg Division. Items that conform to permit requirements are marked with I'V ATTACHMENTS: Engineering Application Storm Water Form Right-of-Way Application/lnfo Sheet Reference Documents BY REMARKS OFFICIAL USE ONLY ENGINEERING AUTHORIZATION TO ISSUE BUILDING PERMIT DATE Notification of Engmeenng APPROVAL has been sent to via * on E-36 Page 1 of 6 REV 4/30/11 CB 11-1684 Review # 4 1. SITE PLAN Provide a fully dimensioned site plan drawn to scale Show / North arrow / / / Existing & proposed structures Existing street improvements Property lines (show all dimensions) /J Easements / I Right-of-way width & adjacent streets Dnveway widths Existing or proposed sewer lateral Existing or proposed water service Submit on signed approved plans DWG No CD 11 -13 (SEE NOTE BELOW) Show on site plan / i Drainage patterns j/J Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course /JADD THE FOLLOWING NOTE "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building" r"/~l Existing & proposed slopes and topography / jSize, location, alignment of existing or proposed sewer and water service(s) that serves the project Each unit requires a separate service, however, second dwelling units and apartment complexes are an exception / I Sewer and water laterals should not be located within proposed dnveways, per standards ALL PRIVATE SEWER AND WATER LATERALS ARE SHOWN FOR REFERENCE ONLY, AND WILL BE PLANCHECKED AND APPROVED BY THE CITY OF CARLSBAD BUILDING DIVISION. Include on title sheet / Site addiess 7711} Assessor's parcel number 777 Legal descnption/lot number For commercial/industnal buildings and tenant improvement projects, include total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufactunng, warehouse, office, etc ) previously approved Show all P''°P°^^<^ restaurant including ALL dinmg/beverage service Lot/Map No Subdivision/Tract Reference No(s) SDP 96-14C/CD 11-13 E-36 Page 2 of 6 REV 4/30/10 CB 11-1684 Review # 4 2. DISCRETIONARY APPROVAL COMPLIANCE X Project does not comply with the following engineenng conditions of approval for project no All condition per Resoultion no 6629 and Consistency Determination letter dated August 11,2011 25| A reproducible 24" x 36" mylar copy of Consistency determination, CD 11-13 SOj Pro-rata fair share contribution of 8 2% to design & construct Paiomar Airport to southbound Paseo Del Norte 3. DEDICATION REQUIREMENTS I [ Dedication for all street rights-of-way adjacent to the building site and any storm dram or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $ 20,000 00 , pursuant to Carlsbad Municipal Code Section 18 40 030 For single family residence, easement dedication will be completed by the City of Carlsbad, cost $605 00 i_/ J Dedication required as follows with Civil plancheck 4. IMPROVEMENT REQUIREMENTS "j All needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the construction exceeds $100,000 00. pursuant to Carlsbad Municipal Code Section 18 40 040 i/J Public improvements required as follows with Civil plancheck (SEE DWG 472-3) J Construction of the public improvements must be deferred pursuant to Carlsbad Municipal Code Section 18 40 Please submit a recent property title report or current grant deed on the property and processing fee of $ 441.00 so we may prepare the necessary Neighborhood Improvement Agreement This agreement must be signed, notanzed and approved by the city prior to issuance of a building permit j/J Future public improvements required as follows NA E-36 Page 3 of 6 REV 6/30/10 CB 11-1684 Review # 4 5. GRADING PERMIT REQUIREMENTS The conditions that require a grading permit are found in Section 15 16 of the Municipal Code CR 1 1-13 (Issued 12/22/11) [X Inadequate information available on site plan to make a determination on grading requirements Include accurate grading quantities in cubic yards (cut, fill, import, export and remedial) This mformation must be mcluded on the plans If no gradmg is proposed write "NO GRADING" j/J Grading Permit required NOTE The grading permit must be issued and rough grading approval obtained pnor to issuance of a building permit Graded Pad Certification required (Note Pad certification may be required even if a grading permit is not required ) All required documentation must be provided to your Engineenng Construction Inspector Grant Clavier, (760)802-8783 per the attached list The inspector will then provide the engineenng counter with a release forthe building permit No grading permit required Minor Grading Permit required See attached marked-up submittal checklist for project- specific requirements 6. MISCELLANEOUS PERMITS "7~l RIGHT-OF-WAY PERMIT is required to do work in city nght-of-way and/or pnvate work ^adjacent to the public nght-of-way Types of work include, but are not limited to street improvements, tree tnmming, dnveway construction, tying into public storm dram, sewer and water utilities I Right-of-way permit required for E-36 Page 4 of 6 REV 6/30/10 CB 11-1684 Review # 4 «*v«vyy|TH GRADING PLANCHECK REVIEW, SEE SW 11-166 & SWMP 11-08"*' 7. STORM WATER Construction Compliance 77} Project Threat Assessment Form complete Enclosed Project Threat Assessment Form incomplete I I Requires Tier 1 Storm Water Pollution Prevention Plan Please complete attached form and return (SW ) Requires Tier 2 Storm Water Pollution Prevention Plan Requires submittal of Tier 2 SWPPP, payment of processing fee and review by city Post-Development (SUSMP) Compliance Storm Water Standards Questionnaire complete Storm Water Standards Questionnaire incomplete Please make the corrections, re-sign the questionnaire and resubmit with next submittal Project IS subject to Standard Storm Water Requirements See city Standard Urban Storm Water Management Plan (SUSMP) for reference http //www carlsbadca qov/business/buildinq/Documents/EnoStandsw-stds-vol4-ch2 pdf Project needs to incorporate low impact development strategies throughout in one or more of the following ways I I Rainwater harvesting (ram barrels or cistern) I ] Vegetated Roof I I Bio-retentions cell/rain garden I I Pervious pavement/pavers I I Flow-through planter/vegetated or rock dnp line 77} Vegetated swales or rock infiltration swales r~1 Downspouts disconnect and discharge over landscape [ I Other E-36 Page 5 of 6 REV 4/30/10 CB 11-1684 Review # 4 9. WATER METER REVIEW Domestic (potable) Use Per applicant, water meter to be set will be three (3) 2" inch meters / Per Ordinance 45, for a commercial building, and industnal building an estimate shall be made ofthe supply demand in gallons per minute (GPM) as determined from the California Plumbing Code "Appendix A", latest adopted edition by the City of Carlsbad For residential units the minimum size meter shall be 5/8", except where the residential unit is larger than 3,500 square feet or on a lot larger than one quarter (1/4) acre where the meter size shall be %" 8. FEES LZ Required fees have been entered in building permit Drainage fee applicable Added square feet Added square footage in last two years'? 73 y^s [7] no Permit No Permit No Project built after 1980 [7] yes • no Impervious surface > 50% [Z]y®^ [ I no Impact unconstructed facility CUyes \ jno Fire spnnklers required [/jV®^ iZH^O ('s addition over 150' from centerline) Upgrade 73 j |no No fees required 10. Additional Comments - -- 'TLAW CHECK NO 4 SUMMARY'" - ^ 1 SITE PLAN IAI Slip-sheet signed/approved consistency determination, CD 11-13 2. DISCRETIONARY APPROVAL COMPLIANCE 24/ Condition no. 25 A reproducible 24" x 36" mylar copy of Consistency determination, CD 11-13 2AI Condition no 30 of Resolution no 6629, pro-rata fair share contribution of 8 2% ofthe actual design & construction of Palomar Airport Road & Paseo Del Norte right-turn lane (see attached letter for amount). 5 GRADING PERMIT REQUIREMENTS 58/ Satisfaction ofthe Engineering Inspection requirements for release ofthe building permit (See attached checklist) E-36 Page 6 of 6 REV 4/30/10 4 C '7> CITY OF CARLSBAD MINIMUM REQUIREMENTS FOR LAND DEVELOPMENT ENGINEERING DEPARTMENT RELEASE OF PADS FOR BUILDING PERMIT The list below is provided as a general checklist to help you comply with pad release. If pad certification is required, all documentation must be provided to your Construction Management & Inspection division Inspector**. The inspector will then provide the Land Development Engineering counter with a release for the building permit. Always check with your inspector whether or not all items are required for pad release n Letter of request from developer D 8-1/2 X 11 plat showing requested area D Preliminary soils report approved by the Soils Engineer D Water source for fire fighting within 350' of combustibles C Minimum 20' wide all weather road n Sewer installed and available for use Q Adequate progress on installation of slope irrigation and landscape n Erosion control measures including basins and lined ditches installed n Retaining walls installed CONSTRUCTION MANAGEIVIENT & INSPECTION SERVICES Office hours IVlonday - Thursday 7am ~ 5 p m Friday 7am - 4 p.m Telephone numbers General Information 760-602-2780 x7301 Inspection Request Line 760-438-3891 Fax 760-438-4178 Address Construction Management and Inspection division 5950 El Camino Real Carlsbad, CA 92008 •""^ CITV OF CARLSBAD Development Services 1 LEGOLAND DRIVE APN 211-100-09-00 PAYMENT DUE FOR PRO-RATE FAIR SHARE CONTRIBUTION PER RESOLUTION NO. 6629 APPLICANT OWNER Delawie Wilkes Architects Legoland California LLC Attention David Mann c/o Property Tax Service Co 2265 India St PO Box 543185 San Diego, CA 92101 Dallas, TX 75354 ''PROJECT ID'- NAIVlfe;%t^.;*S'*;'i^"^'-'^ . LREIATED PROJECT ID SDP 96-14C - LEGOLAND HOTEL CALIFORNIA j CB 11-1684 ;DESCRrPTl'0Kl'''"et.!-'-' ' •7-"''-\77Jt^ ; CAtCULATIONS' " J7^3flB ''i3^7^3^3 ' ^. J CIRCULATION SYSTEM STREET PROJECTS GAS TAX (S/B PASEO DEL NORTE) 451,000 PALOMAR AIRPORT ROAD AND PASEO DEL GAS TAX (S/B PASEO DEL NORTE REIMB) 113,000 NORTE RIGHTTURN LANE TOTAL COST $564,000 CONTRIBUTION 8.2% : TOTAL »>»»»»» $46,248 Please hand deliver check to the Land Development Engineering counter c/o Finance Department, Attention: Aaron Beanan Account number 1520000-2801 CAPITAL PROJECT DESCRIPTION CIRCULATION SYSTEM STREET PROJECTS - PALOMAR AIRPORT ROAD AND PASEO DEL NORTE RIGHT TURN LANE PROJECT NAME NONE PROJECT NO PROJECT LOCATION MAP: PROJECT LOCATION: Eastbound Palomar Airport Road to southbound Paseo Del Norte PROJECT DESCRIPTION: Widen eastbound Palomar Airport Road to provide a dedicated right-turn lane on Palomar Airport Road at the intersection with southbound Paseo Del Norte The nght turn lane will be approximately 250 foot long plus a 90 foot long transition PROJECT NEED: The project will create a dedicated right-turn lane which will enable this leg of the intersection to operate at an acceptable level of service in the buildout condition Adjacent development projects are conditioned to pay a percentage/fair share of the project costs FINANCING: Purpose Studies/Reports Design Construction Estimated Cost $10,000 $60,000 $494,000 Funding Source Developer/Gas Tax Developer/Gas Tax Developer/Gas Tax Total Cost = $564,000 V PAR-PDNRTURNLANE Page 220 MERUN ENTERTAINMENTS GROUP U.S. HOLDINGS. INC. One LEGOLAND Drive Carlsbad, CA 92008 (760) 918-5300 PAY TO THE ~ CITY OF CARLSBAD ORDER OF MEMO WELLS FARGO BANK, N A CALIFORNIA wwwwtllsfargobank com 11-24/1210 FORTY SIX THOUSAND TWO HUNDRED FORTY EIGHT AND 0/100 USD CITY OF CARLSBAD 1635 FARADAY AVE. CARLSBAD, CA 92008 USA i^2.<»cO'-2:acpt $ 3138 ^ February 1, 2012 1 «..«4Q248.00 ^ DOLLARS I ME^jt^^J|J^|r|^gMENTS GROUP U S HOLDINGS, INC CITY OF CARLSBAO Document No. STREET PROJ/ HOTE Vendor No February 1,2012 Document Date 01/05/12 200031 3138 Check No. 3138 Net Amount 46,248.00 City of Carlsbad Faraday Center faraday Cashiering 001 1204001-2 02/09/2012 98 Thu, Feb 09, 2012 10:21 AM Receipt Ref Nbr: R1204001-2/0010 MISC - MISC FINANCIAL [ran Ref Nbr; 120400102 0010 OOn Naje:^MERLIN ENTERTAINMENTS GROUP Item Subtotal: ^ ® $^6,248.00 Item Total; $46,248.00 $46,248.00 ' IIEM(S) TOTAL: Check (Chk# 003138) Total Received: Have a nice day! ' $46,248.00 $46,248.00 $46,248.00 COPY 3138 **************CUSTOMERCOPV**m*m*m 46,248.00 ^SAFEGUARL SFSOOt I LITMUS* 5f5Lt rKrSiJim TO REOROfR CALL YOUR LOCAL SAFEGUARD DISTRIBUTOR AT 760-4344773 Gaavxxoozoooo vassmssi* FUNDING MATRIX FOR STREET PROJECTS (continued) FUTURE YEAR BUDGET AMOUNTS PROJ FUND FUNDING TOTAL PRIOR YEAR1 YEAR 2 YEAR 3 YEAR 4 YEARS YEAR 6-10 YEAR 11-15 NO NO PROJECT TITLE SOURCE BUDGET APPROP 2011-2012 2012-2013 2013-2014 2014-2018 2015-2016 2017-2021 2022- 2026 6012 60121 PALOMAR AIRPORT ROAD AND MELROSE DRIVE RIGHT TURN (1) OTHER 165,980 165,980 6012 60123 PALOMAR AIRPORT ROAD AND MELROSE DRIVE RIGHT TURN (1) TIF 88,500 88,500 PALOMAR AIRPORT ROAD LEFT TURN LANE EXPANSION TO N/B PASEO DEL NORTE (Reimb) GASTAX 26,000 0 26,000 PALOMAR AIRPORT ROAD LEFT TURN LANE EXPANSION TO N/B PDN GASTAX 207,000 0 207,000 PALOMAR AIRPORT ROAD RIGHT TURN LANE TO S/B PASEO DEL NOKTE GASTAX 451,000 0 451,000 PALOMAR AIRPORT ROAD RIGHT TURN LANE TO S/B PASEO DEL NORTE (Rejmb) GASTAX 113,000 0 113,000 PALOMAR AIRPORT ROAO TURN LANE TO NORTH EL FUERTE STREET TIF 979,000 0 979,000 6039 60391 PALOMAR AIRPORT ROAO TURN LANETO SOUTH ELCAMINO REAL TIF 591,000 0 591,000 6011 60111 PALOMAR AIRPORT ROAD WIDENING AT MELROSE DRIVE (1) OTHER 2,826,268 2,826,268 3811 38111 PALOMAR AIRPORT ROAD WIDENING AT PASEO DEL NORTE (1) TIF 1,676,019 1,676,019 6036 60361 PARK DRIVE, MARINA TO COVE GASTAX 416,300 0 -58,800 357,500 6001 60011 PAVEMENT MANAGEMENT PROGRAM TRANSNET-LOC 52,860,515 24,125,515 1,940,000 1,990,000 2,030,000 1,875,000 1,900,000 9,500,000 9,500,000 6001 60012 PAVEMENT MANAGEMENT PROGRAM GASTAX 29,824,088 9,074,088 1,100,000 1,130,000 1,170,000 1,400,000 1,450,000 7,250,000 7,250,000 6001 60013 PAVEMENT MANAGEMENT PROGRAM (NON-JURIS FEES) TRANSNET-LOC 13,282,476 2,267,476 660,000 680,000 700,000 725,000 750,000 3,750,000 3,750,000 6001 60015 PAVEMENT MANAGEMENT PROGRAM (PROP IB Funds) STATE TRANS 3,167,193 3,167,193 6001 60011 PAVEMENT MANAGEMENT PROGRAM (PROP 42 Funds) STATE TRANS 1,890,083 1 890 083 POINSETTIA LANE - REACHES A,B,C,F,G & AVIARA PKWY REIMB BTD#2 1,411,000 0 1,411,000 3922 39221 POINSETTIA LANE - REACH E BTD#2 13,853,000 350,000 1,600,000 11,903,000 3689 36892 POINSETTIA LANE EAST OF EL CAMINO REAL FINANCING PROGRAM (1) OTHER 28,932,793 28,932,793 - POINSETTIA LANE WIDENING - PASEO DEL NORTE TO BATIQUITOS (RTCIP) TIF 849,000 0 849,000 3860 38601 RANCHO SANTA FE ROAD AND OUVENHAIN IMPROVEMENTS (1) RSF ROAD 5,985,905 5,985,905 3190 31906 RANCHO SANTA FE ROAD NORTH - PHASE 1 RSF ROAD 26,406,243 26,406,243 3907 39071 RANCHO SANTA FE ROAD NORTH - PHASE 11 (BRIDGE) RSF ROAD 20,671,000 20,671,000 6019 60192 SIDEWALK/STREET CONSTRUCTION - VALLEY AND MAGNOLIA SIDEWALKS WATER REPL 291,000 0 291,000 6019 60191 SIDEWALK/STREET CONSTRUCTION - VALLEY AND MAGNOLIA SIDEWALKS TIF 1,184,237 54,237 1,120,000 6019 60191 SIDEWALK/STREET CONSTRUCTION - VALLEY AND MAGNOLIA SIDEWALKS (Reimb - 20A) TIF 490,000 0 490,000 6002 60021 SIDEWALK/STREET CONSTRUCTION - VARIOUS LOCATIONS TIF 3,250,567 1,050,557 300,000 300,000 300,000 300,000 1,000,000 6026 60261 TRAFFIC CALMING - DONNA DRIVE (DESIGN) (1) GASTAX 113,000 113,000 6027 60271 TRAFFIC CALMING - SIERRA MORENA AVENUE (DESIGN) (1) GASTAX 90,000 90,000 6040 60401 TRAFFIC IMPACT FEE UPDATE TIF 200,000 0 200,000 6003 60031 TRAFFIC MONITORING PROGRAM TIF 2,006,900 566,900 96,000 96,000 96,000 96,000 96,000 480,000 480,000 38951 38951 UNDERGROUND DIST 17 - HARDING, ROOSEVELT (1) GCC 509,800 509,800 (1) - Proiect IS in service and/or SUbstantiallv comnletP anrf a ranital PrnipiM np<srnnlinn nano IO nnt inrliiHeH in Iho Tonhni,-ol Anncnrli^ Page 182 Fee Calculation Worksheet ENGINEERING DIVISION SDP 96-14C DWG 472-3/3A CD 11-13 Prepared by Linda Ontiveros Address 1 Legoland Drive Fees Update by io Date August 23, 2011 GEO DATA: LFMZ: ^/ B&T: 1 Bldg Permits CB 11-1684 Date 11/30/11 Fees Update by io Date 1/31/12 EDU CALCULATIONS: List types and square footages for all uses Types of Use HOTEL Types of Use RESTAURANl Types of Use OFFICE/SUPPORT Types of Use Sq Ft/Units 250 ROOMS X.60 Sq Ft /Units 2.67-H1106 seats/7) Sq Ft/Units 23,463/1800 Sq Ft/Units ADT CALCULATIONS: List types and square footages for all uses EDU's 150 EDU's 160.67 EDU's 13.04 EDU's TOTAL 323.71 Sq Ft/Units 250 X8 Sq Ft /Units 100/1000(12,523) Sq Ft/Units 20/1000 (23,463) Sq Ft/Units Types of Use HOTEL Types of Use RESTAURANT Types of Use OFFICE/SUPPORT Types of Use FEES REQUIRED Within CFD [ZJYES (no bndge & thoroughfare fee in Distnct #1, reduces Traffic Impact Fee) 1 PARK-IN-LIEU FEE [7INW QUADRANT QNE QUADRANT DSE QUADARANT ClSW QUADRANT ADT's 2000 ADT's 1252 ADT's 469 ADT's TOTAL 3,721 • NO ADT'S/UNITS X FEE/ADT 2 TRAFFIC IMPACT FEE ADT'S/UNITS 3721 I X 3 BRIDGE & THOROUGHFARE FEE ADT'S/UNITS I X 4 FACILITIES MANAGEMENT FEE ADT'S/UNITS 148,791sf X 5 SEWER FEE EDU's 323.71 | X BENEFIT AREA: NA EDU's I X 6 DRAINAGE FEES PLDA ACRES I X 7 POTABLE WATER FEES UNITS CODE 3 D2 FEE/ADT 93 IZ] DIST #1 FEE/ADT ZONE 13 FEE/SQ FT/UNIT .40 FEE/EDU 1,096 =$ NA =$ 346,053 • DIST #2 =$ NA =$ 59.516.40 =$ 354,786.16 IDIST #3 FEE/EDU 0 [ZJHIGH FEE/AC CONN FEE 22,771 ea LJMED METER FEE 776 ea =$ NA UM =$ NA •LOW SDCWA FEE 23,358 ea TOTAL $46,905e|j ' ^ CITY OF CARLSBAD BUILDING PLANCHECK CHECKLIST E-36 Development Services Land Development Engineering 1635 FaradayAvenue 760-602-2750 www carlsbadca gov ENGINEERING Plan Check for CB 11-1684 Review # 3 Date January 4,2012 Project Address 1 Legoland Drive APN 211-100-09-00 Project Description 250 room hotel with restaurant, patio dining, and pool Valuation $17,004,642.00 ENGINEERING Contact Linda Ontiveros Phone 760-602-2773 Email linda.ontiveros@carlsbadca.gov Fax 760-602-1052 Any outstanding issues will be marked witht X Please make the necessary corrections to the plans or specifications for compliance with applicable codes and standards. Submit corrected plans and/or specification to the Building division for resubmittal to the Engineering Division. Items that conform to permit requirements are marked with [j/ ATTACHIVIENTS. 1^ J Engineering Application [ _j Storm Water Form Right-of-Way Application/lnfo Sheet Reference Documents OFFICIAL USE ONLY ENGINEERING AUTHORIZATION TO ISSUE BUILDING PERMIT BY: REIVIARKS. DATE: Notification of Engineering APPROVAL has been sent to via on E-36 Page 1 of 6 REV 4/30/11 CB 11-1684 Review # 3 1. SITE PLAN Provide a fully dimensioned site plan drawn to scale Show L.. / North arrow I V J Existing & proposed structures > y Existing street improvements -. , Property lines (show all dimensions) r. ,• Easements , / Right-of-way width & adjacent streets rxl F"/ 1 Dnveway widths \j/...A Existing or proposed sewer lateral LZ_J Existing or proposed water service I .. _i Submit on signed approved plans DWG No CD 11-13 (SEE NOTE BELOW) Show on site plan. Drainage patterns / / / • / 3 \ 1 1 i 1 REPLACE ALL UNSIGNED DRAWINGS. DWG 472-3, DWG 472-3A (C SHEETS, G SHEETS, IP SHEETS) WITH SIGNED PLANS C,G, & IP sheets are under seperate permits w/city of Carlsbad They are included in building department set for reference & coordination only Sheets are labeled For Reference Only This is required for an accurate assessment of impact fees. Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course ADD THE FOLLOWING NOTE "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building" Existing & proposed slopes and topography iSize, location, alignment of existing or proposed sewer and water service(s) that serves the project Each unit requires a separate service, however, second dwelling units and apartment complexes are an exception ALL PRIVATE SEWER AND WATER LATERALS ARE SHOWN FOR REFERENCE ONLY, AND WILL BE PLANCHECKED AND APPROVED BY THE CITY OF CARLSBAD BUILDING DIVISION. Include on title sheet f/l Site address [yJ Assessor's parcel number [/"I Legal description/lot number I / I For commercial/industnal buildings and tenant improvement projects, include total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufactunng, warehouse, office, etc ) previously approved I j Show all proposed restaurant including ALL dining/beverage servicgj r" X Sheet_T0 seat tabulation revised Lot/Map No Subdivision/Tract Reference No(s) SDP 96-14C/CD 11-13 E-36 Page 2 of 6 REV 4/30/10 CB1M684 Review # 3 2. DISCRETIONARY APPROVAL COMPLIANCE Xl I Project does not comply with the followmg engmeenng conditions of approval for project no All condition per Resoultion no 6629 and Consistency Determination letter dated August 11,2011 25| A reproducible 24" x 36" mylar copy of Consistency determination, CD 11-13 30| Pro-rata fair share contribution of 8 2% to design & construct Palomar Airport to southbound Paseo Del Norte Mylars of Consistancy Determination in progress & will be submitted prior to permit issuance 3. DEDICATION REQUIREMENTS 1333 3331 Dedication for all street nghts-of-way adjacent to the building site and any storm dram or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $ 20,000 00 , pursuant to Carlsbad Municipal Code Section 18 40 030 For single family residence, easement dedication will be completed by the City of Carlsbad, cost $605 00 I / 1 Dedication required as follows with Civil plancheck 4. IMPROVEMENT REQUIREMENTS [ I J "j All needed public improvements upon and adjacent to the building site must be constructed _„ ^^^^ building construction whenever the value of the construction exceeds $100,000 00, pursuant to Carlsbad Municipal Code Section 18 40 040 C__l LylJ Public improvements required as follows with Civil plancheck (SEE DWG 472-3) I 1 Construction of the public improvements must be deferred pursuant to Carlsbad Municipal Code Section 18.40 Please submit a recent property title report or current grant deed on the property and processing fee nf $ 441 nn so we may prepare the necessary Neighborhood Improvement Agreement This agreement must be signed, notarized and approved by the city pnor to issuance of a building permit /_] Future public improvements required as follows NA E-36 Page 3 of 6 REV 6/30/10 CB 11-1684 Review # 3 5. GRADING PERMIT REQUIREMENTS The conditions that require a grading permit are found in Section 15 16 of the Municipal Code CR 11-13 (Issued 12/22/11) 333 XJ I _j Inadequate information available on site plan to make a determination on grading requirements Include accurate grading quantities in cubic yards (cut, fill, import, export and remedial) This information must be included on the plans If no grading is proposed write. "NO GRADING" j~7~| Grading Permit required NOTE The grading permit must be issued and rough grading approval obtained pnor to issuance of a building permit I I Graded Pad Certification required (Note Pad certification may be required even if a grading permit is not required ) All required documentation must be provided to your Engineenng Construction Inspector Grant Clavier, (760)802-8783 per the attached list The inspector will then provide the engineenng counter with a release for the building permit Understood ] No grading permit required I Minor Grading Permit required See attached marked-up submittal checklist for project- specific requirements 6. MISCELLANEOUS PERMITS 333 333 [~71 RIGHT-OF-WAY PERMIT is required to do work in city nght-of-way and/or pnvate work adjacent to the public right-of-way Types of work include, but are not limited to street improvements, tree tnmming, dnveway construction, tying into public storm drain, sewer and water utilities I Right-of-way permit required for E-36 Page 4 of 6 REV 6/30/10 CB 11-1684 Review # 3 ^****WITH GRADING PLANCHECK REVIEW, SEE SW 11-166 & SWMP 11-08^ 7. STORM WATER Construction Compliance Project Threat Assessment Form complete [_ j Enclosed Project Threat Assessment Form incomplete I J Requires Tier 1 Storm Water Pollution Prevention Plan Please complete attached form and return (SW ) I Requires Tier 2 Storm Water Pollution Prevention Plan Requires submittal of Tier 2 SWPPP, payment of processing fee and review by city Post-Development (SUSMP) Compliance r "I storm Water Standards Questionnaire complete • ; Storm Water Standards Questionnaire incomplete Please make the corrections, re-sign the questionnaire and resubmit with next submittal f"~] Project IS subject to Standard Storm Water F^equirements See city Standard Urban Storm Water Management Plan (SUSMP) for reference http //www carlsbadca qov/business/buildinq/Documents/EnqStandsw-stds-vol4-ch2 pdf i ~ ~j F'roject needs to incorporate low impact development strategies throughout in one or more of the following ways {~~~| Rainwater harvesting (ram barrels or cistern) 123 Vegetated Roof f ~1 Bio-retentions cell/ram garden Pervious pavement/pavers Flow-through planter/vegetated or rock dnp line ^ J Vegetated swales or rock infiltration swales Downspouts disconnect and discharge over landscape I Other r E-36 Page 5 of 6 REV 4/30/10 CB 11-1684 Review* 3 9. WATER METER REVIEW Domestic (potable) Use Per applicant, water meter to be set will be three. (3) 2" mch meters 333} ~7~| • Per Ordinance 45, for a commercial building, and industnal building an estimate shall be made of the supply demand in gallons per minute (GPM) as determined from the California Plumbing Code "Appendix A", latest adopted edition by the City of Carlsbad For residential units the minimum size meter shall be 5/8", except where the residential unit is larger than 3,500 square feet or on a lot larger than one quarter (1/4) acre where the meter size shall be %" 8. FEES X CU rz3 31 Required fees have been entered in building permit Need restaurant and ALL dining/beverage seating to complete Engineenng fees in the building permit Drainage fee applicable sheet_T0 seat tabulation revised Added square feet Added square footage in last two years'? Permit No Permit No Project built after 1980 Impervious surface > 50% Impact unconstructed facility Fire spnnklers required [/]y®^ 0"° ('s addition over 150' from center line) Upgrade • yes Qno No fees required Eyes •yes •yes • no • no • no 10. Additional Comnnents **'"'-'*****''***PLAN CHECK NO 3 SUMMARV*****'-* **'''**''''^'"-* /. SITE PLAN IAI Slip-sheet signed/approved consistency determination, CD 11-13 AND Civil drawings DWC 472-3 & 4 72-34 / C/ Number of seats for dining/beverage (including patio) service tied directly to the restaurant only. C, G, & IP sheets are under seperate permits w/ city of Carlsbad They are included in building department set for reference S coordination onty Sheets are labeled For Reference Only Seat tabulation on sheet JTO revised 2. DISCRETIONARY APPROVAL COMPUANCE 2AI Condition 30 of Resolution no. 6629, pro-rata fair share contribution of 8 2% of the actual design & construction of Palomar Airport Road & Paseo Del Norte right-turn lane. 5. GRADING PERMIT REQUIREMENTS 58/ Satisfaction of the Engineering Inspection requirements for release of the building permit (See attached checklist). E-36 Page 6 of 6 REV 4/30/10 CITY OF CARLSBAD MINIMUM REQUIREMENTS FOR LAND DEVELOPMENT ENGINEERING DEPARTMENT RELEASE OF PADS FOR BUILDING PERMIT The list below is provided as a general checklist to help you comply with pad release. If pad certification is required, all documentation must be provided to your Construction Management & Inspection division Inspector**. The inspector will then provide the Land Development Engineering counter with a release for the building permit. Always check with your inspector whether or not all items are required for pad release'* • Letter of request from developer • 8-1/2 X 11 plat showing requested area • Preliminary soils report approved by the Soils Engineer n Water source for fire fighting within 350' of combustibles 3} Minimum 20'wide all weather road. • Sewer mstalled and available for use • Adequate progress on installation of slope irrigation and landscape CH Erosion control measures including basins and lined ditches installed IZI Retaining walls installed CONSTRUCTION MANAGEMENT & INSPECTION SERVICES Office hours Monday ~ Thursday. 7am ~ 5 p m Friday 7am ~ 4 p m Telephone numbers General Information 760-602-2780 x7301 Inspection Request Line- 760-438-3891 Fax 760-438-4178 Address Construction Management and Inspection division 5950 El Camino Real Carlsbad, CA 92008 Fee Calculation Worksheet ENGINEERING DIVISION SDP 96-14C DWG 472-3/3A CD 11-13 Prepared by Linda Ontiveros Address 1 Legoland Drive Fees Update by 11/30/11 Date Augustas,2011 Date Fees Update by GEO DATA: LFIVIZ: B&T: 1 Bldg Permit # CB 11-1684 Date EDU CALCULATIONS: List types and square footages for all uses Types of Use HOTEL Sq Ft/Units 250 ROOIVIS X.60 EDU's 150 Types of Use RESTAURANT Sq Ft/Units NEED SEATING EDU's ?? Types of Use OFFICE/SUPPORT Sq Ft/Units 23,463/1800 EDU's 13.04 Types of Use Sq Ft/Units EDU's ADT CALCULATIONS: List types and square footages for all uses Sq Ft /Units 250 X 8 Sq Ft/Units 100/1000(12,523) Sq Ft/Units 20/100 (23,463) Sq Ft/Units ADT's 2000 ^ ADTs 1252^^ Types of Use HOTEL Types of Use RESTAURANT Types of Use OFFICE/SUPPORT Types of Use FEES REQUIRED Within CFD [7|YES (no bndge & thoroughfare fee in Distnct,^J\^duces Traffic Impact Fee) [' ]tiO 1 PARK-IN-LIEU FEE [7}NW QUADRANT QNEgJI^RANT [ISE QUADARANT [JSW QUADRANT |X FE^^T =$ NA ADTS/UNITS 2 TRAFFIC IMPACT FEE ^"V^ ADrS/UNl3721 -^Kf 3 BRIDGE & THOROUGK^^^EE AOTS/UNITS 4 FACILmpd(3pAGEMENT FEE ^<;^V SQ.FT.: 148,791 miER FEE X EDU's BENEFIT AREA: NA EDU's 6 DRAINAGE FEES ACRES 7 POTABLE WATER FEES CODE FEE/ADT 93 [ZlDIST #1 X FEE/ADT ZONE 13 X FEE/SQ FT/UNIT .40 X FEE/EDU 1.096 UNITS 3 D2 X FEE/EDU 0 PLDA [ZlHIGH I X FEE/AC CONN FEE 22,771 ea •MED METER FEE 776 ea =$ 346,053 • DIST #2 =$ NA =$ 59,516.40 =$ ?? =$ NA UM =$ NA • DIST #3 ClLOW SDCWA FEE 23,358 ea TOTAL $46,905e^ s <C9f BUILDING PLANCHECK - Development Services CITV o. CHECKLIST '-'"'''''''^^^^^Z CARLSBAD E-SS 76O6022750 '^.--r^l \l-<^L^#\loi<<' www carlsbadca gov ENGINEERING Plan CheckforCB 11-1684 Review # 2 Date November 30, 2011 Project Address 1 Legoland Drive APN 211-100-09-00 Project Description 250 room hotel with restaurant, patio dining, and pool Valuation $17,004,642.00 ENGINEERING Contact Linda Ontlveros Email lmda.ontiveros@carlsbadca.gov Phone 760-602-2773 Fax 760-602-1052 Any outstanding issues will be marked withL/\J. Please make the necessary corrections to the plans or specifications for compliance with applicabie codes and standards. Submit corrected plans and/or specification to the Buildmg division for resubmittal to the Engineering Division. Items that conform to permit requirements are marked with L ATTACHMENTS: 1 j Engineering Application | "1 Right-of-Way Application/lnfo Sheet Storm Water Form i ! Reference Documents ' ' ^'7 fs'-77^'OfPKaA£'{}si6HLY^3--'3-73''''37, . ENGINEERING AUTHORIZATION JOJSSUEfBUlLDING^ -BY: "i'-r, ^^''-l -7*/' ".^DAtE""'-. REMARKS: ^ - , ; 77 .. " Notification of Engineering APPROVAL has been sent^to M- ' ,, - ' via- '">, ^ ' ' "1 \, '7' on £.36 Page lof 6 REV 4/30/11 CB 11-1684 Review # 2 1. SITE PLAN Provide a fully dimensioned site plan drawn to scale Show [• i /~1 North arrow LTL} Existing & proposed structures Existing street improvements L^LJ Property lines"(show all dimensions) 3Z J Easements [_/_! Right-of-way width & adjacent streets [ 11 (73 Dnveway widths r. _ JI LJ^ J Existing or proposed sewer lateral Xl i Existing or proposed water service 1 Submit on signed approved plans DWG No CD 11-13 Show on Site plan: Roof pian drains should be consistent with post- construction BMP's See Storm Water Mgmt Pian LXJ 1x3 j , 1 Drainage patterns See revised & approved(472-3A) Civil sheets Drainage and grading 12 • Building pad surface S'ra^^^ must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course See revised & approved(472-3A) Civil sheets Drainage and grading r—, indicated I J ADD THE FOLLOWING NOTE "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building" General note #4 added to sheet A1 1 173} Existing & proposed slopes and topography L_ jSize, location, alignment of existing or proposed sewer and water service(s) that serves the project Each unit requires a separate service, however, second dwelling units and apartment complexes are an exception See revised & approved(472-3A) Civil sheets Drainage and grading indicated 3/, J Sewer and water laterals should not be located within proposed dnveways, per standards Include on title sheet: Need restaurant i seatmg in restaurant This IS required for an accurate t assessment of ' impact fees Xj X 3Z3 Site address L.73 Assessor's parcel number rZZi Legal descnption/lot number L For commercial/industrial buildings and tenant improvement projects, include total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufactunng, warehouse, office, etc) previously approved See sheet JTO for seating and square footage \ Show all existing use of SF and new proposed use of SF Example- No square footage existing, all proposed square footage shows on sheet AO 1 Tenant improvement for 3500 SF of warehouse to 3500 SF of office. Lot/Map No Subdivision/Tract Reference No(s) SDP 96-14C/CD11-13 E-36 Page 2 of 6 REV 4/30/10 CB 11-1684 Review # 2 2. DISCRETIONARY APPROVAL COMPLIANCE "Xl Project does not comply with the followmg engineering conditions of approval for project no All condition per Resoultion no 6629 and Consistency Determination letter dated August 11,2011, including civil completion of grading plans and improvment plans Civil plans permitted - #472-3A 3. DEDICATION REQUIREMENTS 1 Dedication for all street rights-of-way adjacent to the building site and any storm drain or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $ 20,000 00 , pursuant to Carlsbad Municipal Code Section 18 40 030 For single family residence, easement dedication will be completed by the City of Carlsbad, cost $605 00 /I Dedication required as follows with Civil plancheck 4. IMPROVEMENT REQUIREMENTS r"2 A" needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the construction exceeds $100.000 00. pursuant to Carlsbad Municipal Code Section 18 40 040 J l"/ 1 Public improvements required as follows with Civil plancheck (SEE DWG 472-3) • j ^ Construction of the public improvements must be deferred pursuant to Carlsbad Municipal Code Section 18 40 Please submit a recent property title report or current grant deed on the property and processing fee of $ 441 nn so we may prepare the necessary Neighborhood Improvement Agreement This agreement must be signed, notarized and approved by the city prior to issuance of a building permit LZI Future public improvements required as follows NA e-36 Page 3 of 6 CB 11-1684 Review # 2 5. GRADING PERMIT REQUIREMENTS The conditions that require a grading permit are found in Section 15 16 of the Municipal Code CR 1113 rx, (PENDING) Lr. LX [J^lnadequate information available on site plan to make a determination on grading requirements Include accurate grading quantities m cubic yards (cut, fill, import, export and remedial) This information must be included on the plans. If no grading is proposed write. "NO GRADING" I ] Grading Permit required NOTE The qradinq permit must be issued and rough qradinq approval obtained pnor to issuance of a building permit Understood 7'3 Graded Pad Certification required (Note Pad certification may be required even if a grading permit is not required) All required documentation must be provided to your Engmeenng Construction inspector *"to be determined*** The inspector will then provide the engineering counter with a release for the building permit Understood [ I No grading permit required r „ J Minor Grading Permit required See attached marked-up submittal checklist for project- specific requirements 6. MISCELLANEOUS PERMITS /"l RIGHT-OF-WAY PERMIT is required to do work in city nght-of-way and/or private work " "" adjacent to the public nght-of-way Types of work include, but are not limited to street improvements, tree tnmming, dnveway construction, tying into public storm dram, sewer and water utilities L _J Right-of-way permit required for E-36 Page 4 of 5 REV 6/30/10 CB 11-1684 Review # 2 *^***WITH GRADING PLANCHECK REVIEW, SEE SW 11-166 & SWMP 11-08^**** 7. STORM WATER Construction Compliance r~] Project Threat Assessment Form complete 1311 332 I I Enclosed Project Threat Assessment Form incomplete j i Requires Tier 1 Storm Water Pollution Prevention Plan Please complete attached form and return (SW ) 133} Requires Tier 2 Storm Water Pollution Prevention Plan Requires submittal of Tier 2 SWPPP, payment of processing fee and review by city Post-Development (SUSMP) Compliance ] Storm Water Standards Questionnaire complete J 1 i I 2 Storm Water Standards Questionnaire incomplete Please make the corrections, re-sign the questionnaire and resubmit with next submittal r J Project is subject to Standard Storm Water Requirements See city Standard Urban Storm Water Management Plan (SUSMP) for reference http //www carlsbadca qov/business/buildinq/Documents/EnqStandsw-stds-vol4-ch2 pdf 331 Project needs to incorporate low impact development strategies throughout in one or more of the following ways [~] Rainwater harvesting (rain barrels or cistem) 77} Vegetated Roof r I Bio-retentions cell/ram garden I I Pervious pavement/pavers [ _ J Flow-through planter/vegetated or rock drip line [~l Vegetated swales or rock infiltration swales ! ! Downspouts disconnect and discharge over landscape r "1 other E-36 Page 5 of 6 REV 4/30/10 CB 11-1684 Review # 2 9. WATER METER REVIEW Domestic (potable) Use What size meter(s)^ I.KJ This IS required for an accurate assessment of impact fees j 1 r~~l • Per Ordinance 45, for a commercial building, and industrial building an estimate shall be made ofthe supply demand m gallons per minute (GPM) as determined from the California Plumbing Code "Appendix A", latest adopted edition by the City of Carlsbad Water calculation and meter cut sheets to be provided by water authonty are attached The meter set will be three (3) 2-inch meters piped in parallel [_ J • For residential units the minimum size meter shall be 5/8", except where ' the residential unit is larger than 3,500 square feet or on a lot larger than one quarter (1/4) acre where the meter size shall be V*" 8- FEES LXll • 1 J Qjyes ["71 no Required fees have been entered m building permit Need more information to enter an accurate as'sessment of fees m the building permit Drainage fee applicable Added square feet Added square footage in last two years'? Permit No Permit No. Project built after 1980 Impervious surface > 50% Impact unconstructed facility Fire spnnklers required f/Jyes Upgrade 73 Ves No fees required i/Jyes CTiyes LJ"O Gno • no no (is addition over 150' from center line) no 10. Additional Comments r.»«^..-«-..'«^-«PLA/V CHECK NO 2 SUMMARY"*'"-'-'""""^"-' 1 SITE PLAN IA! Slip-sheet signed/approved consistency determination, CD 11-13 IBI Finish Grade note in reference to drainage should be added to architectural site plan A1 /a/so add note referencing "Roof pian drains should be consistent wtth post-construction BMP's" ICI Number of seats for dining/beverage (including patio) service tied directly to the restaurant only 2 DISCRETIONARY APPROVAL COMPLIANCE 2AI Conformance ofthis item will be satisfied upon completion of civil plans (DWC 472-3, DWC 472-3A) 5 CRADINC PERMIT REQUIREMENTS SAI Grading permit (GR 11-13) cannot be issued until ali conditions satisfied, pians completed, fees paid, etc SBl Conformance of pad certification cannot be met until (5A) is complete and ail grading operations have been completed to the satisfaction of the Engineering inspector for release of the building permit 9 WATER METER REVIEW 9AI Need size (and quantity if applicable) of water meter to accurately calculate fees related to issuing permit E-36 Page 6 of 6 REV 4/30/10 Fee Items- CBI02442 08 28 12/19/2011 ltem# Description Fee Amount Pmt Amount Balance Account code 40 PUBLIC IMPROVE $0 00 $0 00 $0 00 00100005592 95 FIRE EXPEDITED PLAN RVW $1,485 00 $90 00 $1,395 00 00122604490 96 FIRE EXPEDITED PLAN ADM $25 00 $25 00 $0 00 00122604995 100 STRNG MOTION $1,743 24 $0 00 $1,743 24 00130104993 101 GBSS-SB1473 BLDG FEE $332 00 $0 00 $332 00 00130104996 370 BUILDING PMTS $18,614 79 $0 00 $18,614 7 9 00136104221 380 PLUMBING PMTS $490 00 $0 00 $490 00 00136104222 390 ELECTRICAL PMTS $1,210 00 $0 00 $1,210 00 00136104223 400 MECH PMTS $232 50 $0 00 $232 50 00136104224 430 MISC BLDG PMTS $0 00 $0 00 $0 00 00136104228 450 BLDG PLAN CHECK $12,099 71 $6,966 92 $5,132 79 00136104885 496 HABITAT MGMT FEE $0 00 $0 00 $0 00 17251105598 500 LIC TAX ON CONST $0 00 $0 00 $0 00 37000004193 530 TRAFFIC IMPACT $616,616 00 $0 00 $616,616 00 31000005541 536 REDEV PARKING FEE $0 00 $0 00 $0 00 31500005563 550 PUBLIC FACILITIE $107,155 40 $0 00 $107,155 40 32000005540 630 CONTRBSP ASSESS $61,579 60 $0 00 $61,579 6 0 33400005571 635 LFMP ZONE TRANPORT FEE $0 00 $0 00 $0 00 33770004818 680 CONTRB SP ASSESS $35,354 35 $0 00 $35,354 3 5 35200005544 720 BTD #2 FEES $0 00 $0 00 $0 00 36200005570 721 BTD #3 FEES $0 00 $0 00 $0 00 36300005570 730 NR1 TIMESPTX $0 00 $0 00 $0 00 43000004022 750 LIC TAX ON CONST $0 00 $0 00 $0 00 43000004193 760 PUBLIC FACILITIE $139,459 25 $0 00 $139,459 25 43000005540 770 TRAFFIC IMPACT $569,184 00 $0 00 $569,184 00 43000005541 780 BTD FEES $237,160 00 $0 00 $237,160 00 43000005570 806 SDCWA TREATMENT FEE $0 00 $0 00 $0 00 50100002350 807 SDCWA FEE $0 00 $0 00 $0 00 50100002351 840 SERVINSTAL FEES $0 00 $0 00 $0 00 50163105124 870 MAJOR FACILITIES $0 00 $0 00 $0 00 50600005542 880 MAJOR FACILITIES $0 00 $0 00 $0 00 50200005542 930 SEWER LATERALS $0 00 $0 00 $0 00 51163105121 940 MAJOR FACILITIES/SEWER $45,418 24 $0 00 $45,418 2 4 51200005542 990 SEWER BENEFIT AREA FEES $24,864 00 $0 00 $24,864 0 0 51763325590 Total Rows 34 CAPITAL PROJECT DESCRIPTION CIRCULATION SYSTEM STREET PROJECTS - PALOMAR AIRPORT ROAD AND ^ PASEO DEL NORTE RIGHT TURN LANE PROJECT NAME NONE PROJECT NO PROJECT LOCATION MAP: PROJECT LOCATION: Eastbound Palomar Airport Road to southbound Paseo Del Norte PROJECT DESCRIPTION. Widen eastbound Palomar Airport Road to provide a dedicated right-turn lane on Palomar Airport Road at the intersection with southbound Paseo Del Norte The nght turn lane will be approximately 250 foot long plus a 90 foot long transition PROJECT NEED- The project will create a dedicated nght-turn lane which will enable this leg of the intersection to operate at an acceptable level of service in the buildout condition Adjacent development projects are conditioned to pay a percentage/fair share of the project costs FINANCING: Purpose Estimated Cost Fundinq Source Studies/Reports $10,000 Design $60,000 Construction $494,000 Developer/Gas Tax Developer/Gas Tax Developer/Gas Tax Total Cost = $564,000 PAR-PDNRTURNLANE Page 220 FUNDING MATRIX FOR STREET PROJECTS (continued) PROJ FUND FUNDING TOTAL PRIOR YEAR1 YEAR 2 YEAR 3 YEAR 4 YEARS YEAR 6-10 YEAR 11-15 NO NO PROJECT TITLE SOURCE BUDGET APPROP 2011-2012 2012-2013 2013.2014 2014-2015 2015-2016 2017-2021 2022-2026 6012 60121 PALOMAR AIRPORT ROAD AND MELROSE DRIVE RIGHT TURN (1) OTHER 165,980 165,980 6012 60123 PALOMAR AIRPORT ROAD AND MELROSE DRIVE RIGHTTURN (1) TIF 88,500 88,500 PALOMAR AIRPORT ROAO LEFT TURN LANE EXPANSION TO N/B PASEO DEL NORTE (Reimb) GASTAX 26,000 0 26,000 PALOMAR AIRPORT ROAD LER TURN LANE EXPANSION TO N/B PDN GASTAX 207,000 0 207,000 PALOMAR AIRPORT ROAD RIGHT TURN LANE TO S/B PASEO DEL NORTE GASTAX 451,000 0 451,000 PALOMAR AIRPORT ROAD RIGHT TURN LANE TO S/B PASEO DEL NORTE (Reimb) GASTAX 113,000 0 113,000 PALOMAR AIRPORT ROAD TURN LANE TO NORTH EL FUERTE STREET TIF 979,000 0 979,000 6039 60391 PALOMAR AIRPORT ROAD TURN LANE TO SOUTH EL CAMINO REAL TIF 591,000 0 591,000 6011 60111 PALOMAR AIRPORT ROAD WIDENING AT MELROSE DRIVE (1) OTHER 2,826,268 2,826,268 3811 38111 PALOMAR AIRPORT ROAD WIDENING AT PASEO DEL NORTE (1) TIF 1,676,019 1,676,019 6036 60361 PARK DRIVE, MARINA TO COVE GASTAX 416,300 0 -58,800 357,500 6001 60011 PAVEMENT MANAGEMENT PROGRAM TRANSNET-LOC 52,860,515 24,125,515 1,940,000 1,990,000 2,030,000 1,875,000 1,900,000 9,500,000 9,500,000 6001 60012 PAVEMENT MANAGEMENT PROGRAM GASTAX 29,824,088 9,074,088 1,100,000 1,130,000 1,170,000 1,400,000 1,450,000 7,250,000 7,250,000 6001 60013 PAVEMENT MANAGEMENT PROGRAM (NON-JURIS FEES) TRANSNET-LOC 13,282,476 2,267,476 660,000 680,000 700,000 725,000 750,000 3,750,000 3,750,000 6001 60015 PAVEMENT MANAGEMENT PROGRAM (PROP IB Funds) STATE TRANS 3,167,193 3,167,193 6001 60014 PAVEMENT MAiMMGEfviENT PROGRAM (PROP 42 "^urdsj STATE TRANS 1,890,083 1,890,083 POINSETTIA UNE - REACHES A,B,C,F,G & AVIARA PKWY REIMB BTD#2 1,411,000 0 1,411,000 3922 39221 POINSETTIA LANE - REACH E BTD#2 13,853,000 350,000 1,600,000 11,903,000 3689 36892 POINSETTIA LANE EAST OF EL CAMINO REAL FINANCING PROGRAM (1) OTHER 28,932,793 28,932,793 POINSETTIA LANE WIDENING - PASEO DEL NORTE TO BATIQUITOS (RTCIP) TIF 849,000 0 849,000 3860 38601 RANCHO SANTA FE ROAD AND OLIVENHAIN IMPROVEMENTS (1) RSF ROAD 5,985,905 5,985,905 3190 31906 RANCHO SANTA FE ROAD NORTH - PHASE 1 RSF ROAD 26,406,243 26,406,243 3907 39071 RANCHO SANTA FE ROAD NORTH - PHASE 11 (BRIDGE) RSF ROAD 20,671,000 20,671,000 6019 60192 SIDEWALK/STREET CONSTRUCTION - VALLEY AND MAGNOLIA SIDEWALKS WATER REPL 291,000 0 291,000 6019 60191 SIDEWALK/STREET CONSTRUaiON - VALLEY ANO MAGNOLIA SIDEWALKS TIF 1,184,237 64,237 1,120,000 6019 60191 SIDEWALK/STREET CONSTRUCTION - VALLEY AND MAGNOLIA SIDEWALKS (Reittlb - 20A) TIF 490,000 0 490,000 6002 60021 SIDEWALK/STRECT CONSTRUCTION VARIOUS LOCATIONS TIF 3,250,567 1,050,567 300,000 300,000 300,000 300,000 1,000,000 6026 60261 TRAFFIC CALMING DONNA DRIVE (DESIGN) (1) GASTAX 113,000 113,000 6027 60271 TRAFFIC CALMING - SIERRA MORENA AVENUE (DESIGN) (1) GASTAX 90,000 90,000 6040 60401 TRAFFIC IMPACT FEE UPDATE TIF 200,000 0 200,000 6Q03 60031 TRAFFIC MONITORING PROGRAM TIF 2,006,900 566,900 96,000 96,000 96,000 96,000 96,000 480,000 480,000 38951 38951 UNDERGROUND DIST 17 - HARDING, ROOSEVELT (1) GCC 509,800 509,800 FUTURE YEAR BUDGET AMOUNTS J r^nrffa! DmioM nocrnntinn nanp i«; nnf indiidpd IP the Technical AoDendix Page 182 ^ CITY OF CARLSBAD BUILDING PLANCHECK CHECKLIST E-36 Development Services Land Development Engineering 1635 FaradayAvenue 760-602-2750 www carlsbadca gov ENGINEERING Plan Check for CB 11-1684 Review # 1 Date August 22,2011 Project Address 1 Legoland Drive APN 211-100-09-00 Project Descnption 250 room hotel with restaurant, patio dining, and pool Valuation $17,004,642.00 ENGINEERING Contact Linda OntlverOS Phone 760-602-2773 Email llnda.ontlveros@carlsbadca.gov Fax 760-602-1052 X . Please make the necessary Any outstanding issues will be marked with corrections to the plans or specifications for compliance with applicable codes and standards. Submit corrected plans and/or specification to the Building division for resubmittal to the Engineering Division. Items that conform to permit requirements are marked with / ATTACHMENTS: Engineering Application Storm Water Form 1"^ ] Right-of-Way Application/lnfo Sheet Reference Documents BY REMARKS: OFFICIAL USE ONLY ENGINEERING AUTHORIZATION TO ISSUE BUILDING PERMIT DATE: Notification of Engineering APPROVAL has been sent to via on E-36 Page 1 of 6 REV 4/30/11 CB 11-1684 Review # 1 1. SITE PLAN Provide a fully dimensioned site plan drawn to scale Show J / I North arrow I / I Existing & proposed structures Existing street improvements r/~l Property lines (show all dimensions) I / I Easements I / I Right-of-way width & adjacent streets • X i~7~] Driveway widths I / I Existing or proposed sewer lateral I I Existing or proposed water service Submit on signed approved plans DWG No CD 11-13 X Per the STORM WATER MANAGEMENT PLAN, Roof drains/plan fvi should be consistent with post- construction BMP's. [XH Show on site plan' Drainage patterns Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course ADD THE FOLLOWING NOTE "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building" F/ l Existing & proposed slopes and topography I I Size, location, alignment of existing or proposed sewer and water service(s) that serves the project Each unit requires a separate service, however, second dwelling units and apartment complexes are an exception I / Sewer and water laterals should not be located within proposed dnveways, per standards Include on title sheet: There should be a breakdown clearly labeling # of hotel rooms, restaurant sq. footage, seating in restaurant, (convention room'' decks'^). This IS required for an accurate assessment of impact fees. 333 X / J Site address I / i Assessor's parcel number I / I Legal descnption/lot number For commercial/industnal buildings and tenanl improvement projects, include totai building square tootage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufactunng, warehouse, office, etc ) previously approved Show all existing use of SF and new proposed use of SF. Example- Tenant improvement for 3500 SF of warehouse to 3500 SF of office. Lot/Map No Subdivision/Tract Reference No(s) SDP 96-14C/CD 11-13 E-36 Page 2 of 6 REV 4/30/10 CB 11-1684 Review # 1 2. DISCRETIONARY APPROVAL COMPLIANCE X Project does not comply with the foliowing engmeenng conditions of approval for project no All condition per Resoultion no 6629 and Consistency Determination letter dated August 11,2011 3. DEDICATION REQUIREMENTS Dedication for all street nghts-of-way adjacent to the building site and any storm dram or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $ 20.000 00 , pursuant to Carlsbad Municipal Code Section 18 40 030 For single family residence, easement dedication will be completed by the City of Carlsbad, cost $60.5 00 / I Dedication required as follows with Civil plancheck 4. IMPROVEMENT REQUIREMENTS All needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the construction exceeds $100,000 00, pursuant to Cadsbad Municipal Code Section 18 40 040 / I Public improvements required as follows with Civil plancheck (SEE DWG 472-3) Construction of the public improvements must be deferred pursuant to Carlsbad Municipal Code Section 18 40 Please submit a recent property title report or current grant deed on the property and processing fee nf $ 441 nn so we may prepare the necessary Neighborhood Improvement Agreement This agreement must be signed, notanzed and approved by the city pnor to issuance of a building permit / I Future public improvements required as follows NA E-36 Page 3 of 6 CB 11-1684 Review # 1 5. GRADING PERMIT REQUIREMENTS The conditions that require a gradmg permit are founcj in Section 15 16 of the Municipal Code X I [Inadequate information available on site plan to make a determination on grading requirements Include accurate grading quantities in cubic yards (cut, fill, import, export and remedial) This information must be included on the plans If no grading is proposed write "NO GRADING" I / I Grading Permit required NOTE The qradinq permit must be issued and rough qradinq approval obtained pnor to issuance of a building permit I Graded Pad Certification required (Note Pad certification may be required even if a grading permit is not required ) All required documentation must be provided to your Engmeenng Construction Inspector per the attached list The inspector will then provide the engmeenng counter with a release for the building permit I I No grading permit required I Minor Grading Permit required See attached marked-up submittal checklist for project- specific requirements 6. MISCELLANEOUS PERMITS I / [RIGHT-OF-WAY PERMIT is required to do work in city nght-of-way and/or pnvate work adjacent to the public nght-of-way Types of work include, but are not limited to street improvements, tree tnmming, dnveway construction, tying mto public storm dram, sewer and water utilities I Right-of-way permit required for E-36 Page 4 of 6 REV 6/30/10 CB 11-1684 Review # 1 *v^.^VVITH GRADING PLANCHECK REVIEW, SEE SW 11-166 & SWMP 11-08^*^ 7. STORM WATER Construction Compliance 73} Project Threat Assessment Form complete I I Enclosed Project Threat Assessment Form incomplete Requires Tier 1 Storm Water Pollution Prevention Plan Please complete attached form and return (SW ) Requires Tier 2 Storm Water Pollution Prevention Plan Requires submittal of Tier 2 SWPPP, payment of processing fee and review by city Post-Development (SUSMP) Compliance Storm Water Standards Questionnaire compiete Storm Water Standards Questionnaire incomplete Please make the corrections, re-sign the questionnaire and resubmit with next submittal Project IS subject to Standard Storm Water Requirements See city Standard Urban Storm Water Management Plan (SUSMP) for reference http //www carlsbadca qov/business/buildinq/Documents/EnqStandsw-stds-vol4-ch2 pdf Project needs to incorporate low impact development strategies throughout in one or more of the following ways I I Rainwater harvesting (rain barrels or cistern) I I Vegetated Roof I I Bio-retentions cell/ram garden I I Pervious pavement/pavers I I Flow-through planter/vegetated or rock dnp line I I Vegetated swales or rock infiltration swales rn Downspouts disconnect and discharge over landscape I I Other E-36 Page 5 of 6 REV 4/30/10 CB 11-1684 Review # 1 9. WATER METER REVIEW Domestic (potable) Use What size meter IS required^ X • Per Ordinance 45, for a commercial building, and industnal building an estimate shall be made of the supply demand in gallons per minute (GPM) as determined from the California Plumbing Code "Appendix A", latest adopted edition by the City of Carlsbad For residential units the minimum size meter shall be 5/8", except where the residential unit is larger than 3,500 square feet or on a lot larger than one quarter (1/4) acre where the meter size shall be %" 8. FEES no Required fees have been entered in building permit Drainage fee applicable Added square feet Added square footage m last two years'? 33 y^s Permit No Permit No Project built after 1980 • yes Impervious surface > 50% Q yes Impact unconstructed facility 32 Y^s Fire spnnklers required Qyes [Il^O ('S addition over 150' from center line) Upgrade \73 I |no No fees required • no • no no 10. Additional Comments E-36 Page 6 of 6 REV 4/30/10 Fee Calculation Worksheet ENGINEERING DIVISION SDP 96-14C DWG 472-3/3A CD 11-13 Prepared by Linda Ontiveros Address 1 Legoland Drive Fees Update by Date August 23,2011 Date Fees Update by GEO DATA: LFIVIZ: 1^1 B&T: 1 Bldg Permits CB 11-1684 Date EDU CALCULATIONS: List types and square footages for all uses Types of Use HOTEL Sq Ft/Units 250 ROOIVIS X.60 EDU's 150 Types of Use RESTAURANT Sq Ft/Units NEED SEATING EDU's ?? Types of Use CONVENTION AR^ Sq Ft/Units NEEDSQ. FT. EDU's ?? Types of Use DECK AREA Sq Ft/Units NEEDSQ. FT. EDU's ?? ADT CALCULATIONS: List types and square footages for all uses Sq Ft/Units 250X8 Sq Ft /Units NEED SQ. FT. Sq Ft/Units NEED SQ. FT. Sq Ft/Units NEEDSQ. FT. ADT's ADT's AD^5^ Types of Use HOTEL Types of Use RESTAURANT Types of Use CONVENTION AREA Types of Use DECK AREA FEES REQUIRED Within CFD 17]YES (no bridge & thoroughfare fee in District^J\^duces Traffic Impact Fee) QNO 1 PARK-IN-LIEU FEE HNW QUADRANT QNE gJ>^0F(ANT QSE QUADARANT QSW QUADRANT ADTS/UNITS |X FB^KSDT 2TRAFFICIMPACT FEE ,^CJ^ =$ NA ADTS/UNITS^^^'x 3 BRIDGE & THOROUGHKjl^EE ADp/msllTS 4 FACILITIESfigJ^AGEMENT FEE \V ADTS/UNITS X X FEE/ADT 110 • DIST #1 FEE/ADT ZONE ia FEE/SQ FT/UNIT .40 ER FEE EDU's BENEFIT AREA: NA EDU's 6 DRAINAGE FEES C ACRES 7 POTABLE WATER FEES UNITS CODE X FEE/EDU 1.096 X FEE/EDU 0 PLDA / HIGH MED NEED METER X FEE/AC CONN FEE SIZE TO =$ ?? DIST #2 =$ NA =$ 99 =$ ?? =$ NA UM =$ NA • DIST #3 LOW METER FEE CALC SDCWA FEE FEES TOTAL August 11, 2011 Merlin Entertainment Group Chns Romero 1 Legoland Dr Carlsbad CA 92008 SUBJECT: LEGOLAND HOTEL CALIFORNIA - CONSISTENCY DETERMINATION 11-13 The Planning Director has completed a review of your application for a consistency determination, (APN 211-100-09-00) which is a modification to Site Development Plan 96-14(C) for the development of a 254 room hotel, restaurant, and retail uses within the parking lot of the Legoland California Theme Park on property generally located north of Palomar Airport Road, south of Cannon Road, east of Armanda Drive and west of The Crossings Drive in the Mello 11 Segment of the Local Coastal Program and in Local Facilities Management Zone 13 The proposed modifications include • a reduction in the hotel room count from 254 to 250, • a reduction in the size of the porte cochere from 2,885 square feet to 2,132 square feet, • the addition of a 1,812 square foot one story office area in the back of the hotel adjacent to the hotel kitchen, • shifting the hotel intenor atnum from the hotel-entrance to the park side of the building, • removal of the phasing plan - all work to be completed in one phase, • a roof color change from green tile to reddish brown s-tile roof, • adjusting the building color patterns to match LEGO hotel standards, and • the addition of cupolas as architectural elements (no useable floor space) In order for a Discretionary Permit Consistency Determination to be approved, all of the following findings must be made 1) No project condition, feature, facility or amenity is changed or deleted that had been considered essential to the project's design, quality, safety or function 2) The request represents an upgrade in overall design features and or materials and improves upon the project's compatibility with the surrounding neighborhood 3) The proposed revision does not change the density or boundary of the subject property 4) The proposed revision does not involve the addition of a new land use not shown on the original permit 5) The proposed revision does not rearrange the major land uses within the development - 6) The proposed revision does not create changes of greater than ten percent provided that compliance will be maintained with the applicable development standards of the Carlsbad Municipal Code The floor area increase is 7 4 percent of the original approval 7) The proposed change will not result in any significant environmental impact, and/or require additional mitigation 8) The proposed change would not result in any health, safety or welfare impacts •LEGOLAND HOTEL CALIFORNIA - CONSISTENCY DETERMINATION 11-13 August 11, 2011 Page 2 9) There were not any major issues or controversies associated with the original project which would be exacerbated with the proposed change 10) The proposed change would not be readily discernable to the decision makers as being substantially different from the project as originally approved After careful consideration of the circumstances surrounding this request, the Planning Director has determined that the application qualifies for a consistency determination with the approved permit and therefore, approves the changes to the project based on Planning Division Administrative Policy No 35 Please submit two (2) blueline copies (24" X 36") of all applicable exhibits for the project file and a reproducible 24" X 36" mylar copy of the amended site plan The mylar must be submitted, stamped "Consistency Determination," and signed by the Planning Director pnor to issuance of any building permits for the project The Consistency Determination Title Block stamp, and other Title Block stamps, can be downloaded from the City's website at http //www carlsbadca gov/services/departments/planninq/Pages/applications aspx The Title Block (stamp) is located under "Resources" on the nght side ofthe page CITY OF CARLSBAD DON NEU, AlCP Planning Director DN VL bd Hofman Planning and Engineenng, 3152 Lionshead Av, Carlsbad CA 92010 Pnncipal Planner, Chns DeCerbo Project Engineer, Frank Jimeno File Copy Data Entry cc J Q. Q. a. • • • • • • PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No CB 11-1684 Address 1 Legoland Dnve Planner Van Lvnch Phone (760) 602- 4613 APN 211-100-09 and 11 Type of Project & Use 250 room Hotel/restaurant/retail/pool Net Project Density n/a DU/AC Zoning CT-Q General Plan T^ Facilities Management Zone 13 CFD (in/out) #_Date of participation 12/21/93 Remaining net dev acres 0 (For non-residential development Type of land used created by this permit hotel) Circle One Legend: |^ Item Compiete (. Item Incomplete Needs your action Environmental Review Required. YES Kl NO • TYPE MND DATE OF COMPLETION March 10, 2009 CC Reso 2009-047 Compliance with conditions of approval'? If not, state conditions which require action Conditions of Approval Intenor noise analvsis to demonstrate 45 CNEL for hotel and 50 CNEL for retail/restaurant Report shall accompany building pians for review and anv mitigation shall be included in building plans Report submitted 11/02/2011 from Rothermel and Associates No mitigation reguired Discretionary Action Required: , YES ^ NO • TYPE SDP APPROVAL/RESO NO 6629 DATE 9/16 2009 PROJECT NO 96-14 (C) OTHER RELATED CASES CDP 96-16(CV CD 11-13 Compliance with conditions or approval If not, state conditions which require action Conditions of Approval PC Reso 6629 Condition No 15 landscape plan approval, Condition No 20 Extenor Lighting plan (photometncs) (Sheet E2 6 - ok), Coastal Zone Assessment/Compliance Project site located in Coastal Zone"? YES M NO • CA Coastal Commission Authority' YES O NO M If California Coastal Commission Authority Contact them at - 7575 Metropolitan Drive, Suite 103, San Diego, CA 92108-4402, (619) 767-2370 Determine status (Coastal Permit Required or Exempt) CDP (See above) Habitat Management Plan Data Entry Completed? YES • NO |E1 If property has Habitat Type identified in Table 11 of HMP, complete HMP Permit application and assess fees in Permits Plus (A/P/Ds, Activity Maintenance, enter CB#, toolbar. Screens, HMP Fees, Enter Acres of Habitat Type impacted/taken, UPDATE') Inclusionary Housmg Fee required: YES • NO |3 (Effective date of Inclusionary Housing Ordinance - May 21, 1993 ) Data Entry Completed? YES • NO • (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE') Rev 6/11 • • Housing Tracking Form (form P-20) completed: YES • NO • N/A Site Plan: K • • Provide a fully dimensional site plan drawn to scale Show North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of-way width, dimensional setbacks and existing topographical lines (mcluding all side and rear yard slopes) Provide legal descnption of property and assessor's parcel number Policy 44 - Neighborhood Architectural Design Guidelines • • 1 Applicability YES • NO |^ • • • 2 Project complies YES • NOQ • • • • Zoning: 1 Setbacks Front Lego Drive Interior Side Crossings Street Side Palomar Rear NE Boundary Top of slope Required 50^ Required 201 Required 300' Required 35' Required nia Shown 400; Shown 730' Shown 1,187' Shown 35' (overall park setback) Shown n/a 2 Accessory structure setbacks Pool building ok Front Required Intenor Side Required Street Side Required. Rear Required. Structure separation Required Shown Shown Shown Shown Shown • • 3 Lot Coverage 4 Height Reguired <50% Shown 5 2% Required < 45 feet/three stories Shown 43 feet • • • 5 Parking Spaces Required 4,129 Shown 5,033 (breakdown by uses for commercial and industnal projects required) Residential Guest Spaces Required Shown Additional Comments See below 1 On cover sheet, please correct Coastal Development (Permit) to 96-16(C) (Not 96-14(C)) 2 Please add the overall building height (top of roof and top of architectural features) to the extenor elevation plans (Sheet A 3 9) I • ^.(uuA < OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER V Lynch DATE 11/17/2011 Rev 6/11 Carlsbad Fire Department ' ^Mi'Y Plan Review Requirements Category COMMIND , HOTEL Date of Report 12-22-2011 Reviewed by xy74.:. Name DELAWIE WILKES ARCHITECTS Address ATTN DAVID MANN 2265 INDIA ST SAN DIEGO CA 92101 Permit #-CBI 11684 Job Name LEGOLAND HOTEL- 146,563 SF Job Address 1 LEGOLAND DR CBAD INCOMPLETE The item you have submitted for review is mcomploto At this time, this office caimot— • adequately conduct a review to determine compliance with the applicable codes and/or standards Please review— - carefully all comments attached Please resubmit the necesoar}^ piano and/or apccifications, with changes "clouded", to this office for review and approval Conditions: Cond CON0005121 [MET] APPROVED THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUANCE OF BUILDING PERMIT THIS APPROVAL IS SUBJECT TO FIELD INSPECTION AND REQUIRED TEST, NOTATIONS HEREON, CONDITIONS IN CORRESPONDENCE AND CONFORMANCE WITH ALL APPLICAI3LE REGULATIONS THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE THE VIOLATION OF ANY LAW Entry 12/22/2011 By df Action AP BLDG, DEPT COPY CONDITIONAL RECOMMENDTION FOR APPROVAL Paqe: 1 of 3 The following conditions / plan modifications must be made at the time of plan pick-up and signed by the applicant 1 No address location mdicated on plans Phone call from architect indicated this was an error Plans being conditionally approved with architect adding note at time of plans pick-up. 2 No key box location indicated on plans Phone call from architect indicated this was an error Plans being conditionally approved with architect adding location note at time of plans pick-up Daryl K James & Associates, Inc Checked by: Susan Guzzetta Date- December 16, 2011 APPLICANT: David Mann JURISDICTION: Carlsbad Fire Department PROJECT NAME: Legoland Hotel PROJECT ADDRESS: 1 Legoland Drive PROJECT DESCRIPTION. CB111684 New Hotel Building includes 250 hotel rooms, restaurant, bar, kitchen, retail, pool, and exterior patio COMMENTS 1 V Identify if project is in Carlsbad "High Fire Hazard Seventy Zone" as per Carlsbad Ordinance 17 04 090 Response "A copy of the san Diego County 'Fire Hazard Seventy Zone Map' was added to sheet Al 1 to illustrate that the project falls into the 'Local Responsibility Area' and a note was added to 'Fire Department Notes' on same sheet Reviewer Note A check of the CA Fire FHSZ map shows the project to be outside a High Hazard Wildland Fire zone 2 V Show location of proposed numeric address on building Address numbers must meet Carlsbad Ordinance 17 04 310 minimum 12 inches high with a 1-14 inch stroke Response "See sheet A3 4" Reviewers Note No address location indicated on plans Phone call from architect indicated this was an error Plans being conditionally approved with architect adding note at time of plans pick-up 3 V Carlsbad Ordinance 17 04 340 "Any new development, which necessitates updating of emergency response maps by virtue of new structures, hydrants, roadways, or similar features, shall be required to provide map updates in a format approved by the fire department" Provide note on plan Response "See Fire Department Notes, sheet Al 1 - note 2 " 4 V Cadsbad Ordinance 17 04 350 "When access to or within a structure or an area is unduly difficult because of secured openings or where immediate access is necessary for life saving or firefighting purposes, a key box will be required and installed in an accessible location The key box shall be a type approved by the Fire Code Official and shall contain keys to gain necessary access as required by the Fire Code Official" Provide note on plan ^ Response "See Fire Department Notes, sheet Al 1 - note 3 No key box location indicated on plans Phone call from architect indicated this was an error Plans being conditionally approved with architect adding location note at time of plans pick-up 5 V Provide note "Occupant load signs will be provided on all rooms with an occupant load of 50 of more persons" Response "See Fire Department Notes, sheet A1 1 - note #4 " 6 V Provide quantities of pool chemicals in use and storage and show storage arrangements Response "Refer to plan check responses provided by Aquatic Design Group " Reviewers Note Document will be returned to Carlsbad Fire with plans TO AO 1 Paqe 2 of 3 A/ Provide note that civil drawings including, emergency access, alternative access surfaces, gates, hydrant locations, and fire department connection locations have been reviewed and approved by Carlsbad Fire Department Response "See Fire Department Notes on sheet Al 1" V Add hood fire suppression system to deferred submittal list Response "Hood fire suppression has been added to the "Deferred Approvals" list on sheet TO 9 V Show exiting from building and patio area complete to public way Response "The continuation of the egress path from the building and patio area to the public way is shown on 'Egress Plan Level 1, sheet AO 1 1 " A2 1.1 10 V Doors shall swing in the direction of egress travel where serving an occupant load of 50 or more persons CBC Section 1008 1 2 Doors not all swinging in direction of egress in assembly areas Doors shall be self closing in rated assemblies, show in hardware schedule Response "The exception is door 1113 3, it is acting as an egress door from the outdoor mini-bar area back into the building, refer to egress plan, sheet AO 1 1 Doors at the rated assemblies are designated as self-closing in the door schedule, sheet A10 0 " A2 4.0 11 V Roof mounted mechanical (HVAC, etc ) screening must meet Carisbad's requirements Show that screening meets requirements on plans Response "See note on sheet Al 10 " A5.00 12 V Provide details on awnings Awnings must meet design requirements of C B C Section 3105 3 and 3105 4 Awnings shall be constructed of an approved covering that meets the fire propagation performance cnteria of NFPA 701 or have a flame spread index not greater than 25 Response "Refer to detail 10/A9 1 for added note " A7.2 13 V C B C Section 3002 4a "All buildings and structures with one of more passenger service elevators shall be provided with not less than one medical emergency service elevator to all landings " Response Medical Emergency elevator provided, see sheet A7 3 14 V C B C Section 3002 4 la "The medical emergency service elevator shall accommodate the loading and transport of an ambulance gurney or stretcher maximum size 24 inches by 84 inches with not less than 5- inch radius corners in the horizontal position " Show detail on plan Response "Refer to 1/A7 3" 15 V C B C Section 3002 4 4a "The elevator designated the medical emergency elevator shall be equipped with a key switch to recall the elevator nonstop to the mam floor" Show in detail Response "Refer to general elevator notes, see sheet A7 3 16 V C B C Section 3002 4 5a "Medical emergency elevators shall be identified by the international symbol (star of life) for emergency medical services " Response "See added detail 14/A9 8 A8.1 17 V C B C Section 803 9 Hotel must meet mtenor finish requirements as per Table 803 9 for window treatments, canopy curtains, wall covenngs, decorative wall mounted elements etc It was noted that under deferred submittals extenor & interior theme systems was included However any items not covered in the deferred submittal will need to be addressed within this plan submittal Decorative elements must be classified per CBC Ch 8 and meet the testing requirements per C B C 803 and 804 Response "See ID General Notes #25 on sheets A8 1 through A8 16 Paqe 3 of 3 A9 10 18 V C BC Section 1011 6 Approved low-level exit signs shall be provided in aii intenor comdors serving guest rooms of hotels in Group R, Division 1 occupancies Show detail and locations on plan Response "See General Notes, on enlarged plans A2 1 1 through A2 1 4, A2 2 1 through A2 2 4 & A2 3 1 through A2 3 4 - note #4 Refer to electrical drawings for low level exit signs that are provided in the corridors and are denoted by LL " A10.0 19 V Door Scheduie Doors in rated wails are not designated as having a fire rating as required per C B C Table 715 4 Response "The required fire ratings are shown on the door schedule, sheet AIO 0 " 20 V Door Schedule Provide hardware schedule for all doors Response "Hardware sets are provided on the door schedule, sheet A10 0 A7 0 21 V C B C Section 1007 3 An area of refuge is required please show detail Area of refuge must be sized per C B C Section 1007 6 1 Separation required shall be per C B C Section 1007 6 2 Response "Areas of refuge are not required at exit stairways in building's equipped throughout with an automatic spnnkler system installed in accordance with section 903 3 1 1 or 903 3 1 2 " 22 V C B C Section 1007 6 3 Areas of refuge shall be provided with a two-way communication system Complying with section 1007 8 1 and 1007 8 2 Response "Since the areas of refuge are not required at exit stairways, this comment does not apply " E1.1 23 V "Exit signs shall be illuminated at all times To ensure continued illumination for a duration of not less than 90 minutes in case of pnmary power loss, the sign illumination means shall be connected to an emergency power system provided from storage battenes unit equipment or an on-site generator "CBC Section 1011 5 3 Provide note on plan Response The exit signs are connected to an on-site generator as shown on sheet E8 5 " A1.4 24 V Show distances to structures From fire pit Response "The distances to structures are shown on sheet Al 4 " 25 V Provide protection for fire pit to prevent accidental falls into fire pit i e screen dome over fire pit Response The proposed fire-pit is raised to 24-inches A F F , the amount of fall does not exceed the limitations set on CBC Section 1013 1 for protection Refer to sheet A CORRECTION LISBLDG. DEPT COPY Page:JLof3 Daryl K. James & Associates, Inc Checked by Susan Guzzetta Date: Auqust 18, 2011 APPLICANT: David Mann JURISDICTION: Cadsbad Fire Department PROJECT NAME: Legoland Hotel PROJECT ADDRESS: 1 Legoland Drive PROJECT DESCRIPTION- CB111684 New Hotel Building includes 250 hotel rooms, restaurant, bar, kitchen, retail, pool, and exterior patio INSTRUCTIONS • This plan review has been conducted in order to verify conformance to minimum requirements of codes adopted by the Cadsbad Fire Department • The Items below require correction, clarification or additional information before this plan check can be approved for permit issuance = To expedite the recheck process, please note on this document (or copy) how and where each correction item listed below has been addressed (sheet number, note number, detaii number, legend number, etc) Corrections or modifications to the plans must be clouded and provided with numbered deltas and revision dates ^ PLEASE SEND OR DELIVER REVISED PLANS WITH BUILDING DEPT. COMMENTS DIRECTLY TO. SUSAN GUZZETTA 5121 COSTA RUSTICO SAN CLEMENTE, CA 92673 Please direct any questions regarding this review directiy to Susan Guzzetta at 949-573-1558 or stguzzetta@gmail com CORRECTIONS 1 Identify if project is in Cadsbad "High Fire Hazard Seventy Zone" as per Cadsbad Ordinance 17 04 090 2 Show location of proposed numenc address on building Address numbers must meet Cadsbad Ordinance 17 04 310 minimum 12 inches high with a 1->2 inch stroke 3 Cadsbad Ordinance 17 04 340 "Any new development, which necessitates updating of emergency response maps by virtue of new structures, hydrants, roadways, or similar features, shall be required to provide map updates in a format approved by the fire department" Provide note on plan 4 Cadsbad Ordinance 17 04 350 "When access to or within a structure or an area is unduly difficult because of secured openings or where immediate access is necessary for life saving or firefighting purposes, a key box will be required and installed in an accessible location The key box shall be a type approved by the Fire Code Official and shall contain keys to gain necessary access as required by the Fire Code Official" Provide note on plan 5 Provide note "Occupant load signs will be provided on all rooms with an occupant load of 50 of more persons" 6 Provide quantities of pool chemicals in use and storage and show storage arrangements 7 Provide note that civil drawings including, emergency access, alternative access surfaces, gates, hydrant locations, and fire department connection locations have been reviewed and approved by Carisbad Fire Department IQ 8 Add hood fire suppression system to deferred submittal list AO 1 9 Show exiting from building and patio area complete to public way Paqe 2 of 3 A2.1.1 10 Doors shall swing in the direction of egress travel where serving an occupant load of 50 or more persons CBC Section 1008 1 2 Doors not all swinging in direction of egress in assembly areas Doors shall be self closing in rated assemblies, show in hardware schedule A2 4 0 11 Roof mounted mechanical (HVAC, etc) screening must meet Carlsbad's requirements Show that screening meets requirements on plans A5.00 12 Provide details on awnings Awnings must meet design requirements of C B C Section 3105 3 and 3105 4 Awnings shall be constructed of an approved covenng that meets the fire propagation performance cntena of NFPA 701 or have a flame spread index not greater than 25 A7.2 13 CBC Section 3002 4a "All buildings and structures with one of more passenger service elevators shall be provided with not less than one medical emergency service elevator to all landings " 14 CBC Section 3002 4 la "The medical emergency service elevator shall accommodate the loading and transport of an ambulance gurney or stretcher maximum size 24 inches by 84 inches with not less than 5- inch radius corners in the horizontal position " Show detail on pian 15 CBC Section 3002 4 4a "The elevator designated the medical emergency elevator shall be equipped with a key switch to recall the elevator nonstop to the main floor" Show in detail 16 CBC Section 3002 4 5a "Medical emergency elevators shall be identified by the international symbol (star of life) for emergency medical services " A8.1 17 CBC Section 803 9 Hotel must meet intenor finish requirements as per Table 803 9 for window treatments, canopy curtains, wall coverings, decorative wail mounted elements etc It was noted that under deferred submittals extenor & intenor theme systems was included However any items not covered in the deferred submittal will need to be addressed within this plan submittal Decorative elements must be classified per CBC Ch 8 and meet the testing requirements per C B C 803 and 804 A9 10 18 CBC Section 10116 Approved low-level exit signs shall be provided in all interior corndors serving guest rooms of hotels in Group R, Division 1 occupancies Show detail and locations on plan A10.0 19 Door Schedule Doors in rated walls are not designated as having a fire rating as required per C B C Table 715 4 20 Door Schedule Provide hardware schedule for all doors A7.0 21 C B C Section 1007 3 An area of refuge is required please show detail Area of refuge must be sized per C B C Section 1007 6 1 Separation required shall be per C B C Section 1007 6 2 22 CBC Section 1007 6 3 Areas of refuge shall be provided with a two-way communication system Complying with section 1007 8 1 and 1007 8 2 E1.1 Paqe 3 of 3 23 "Exit signs shall be illuminated at all times To ensure continued illumination for a duration of not less than 90 minutes in case of pnmary power loss, the sign illumination means shall be connected to an emergency power system provided from storage battenes unit equipment or an on-site generator "CBC Section 1011 5 3 Provide note on plan A1 4 24 Show distances to structures from fire pit 25 Provide protection for fire pit to prevent accidental falls into fire pit i e screen dome over fire pit i!! '\tf huccis Delawie Wilkes Rodrigues Barker January 23, 2012 Mr All Sadre CARLSBAD BUiLDING DEPARTMENT 1635 Faraday Ave Cadsbad, CA 92008 Re Legoland Hotel Plan Check Number CB 11-1684 The following Architectural sheets have been revised as a result of plan check comments dated January 3, 2012 _T0 AO 2 AO 3 Al 5 Al 7 A2 1 1 A2 1 2 A5 6 0 A8 27 0 A8 34 0 A9 0 0 A9 2 1 General Notes Walk-in Refngerators and Freezers added to deferred added to deferred approval list Wall Types Wall type CC added(1-HR mansard wall) Wall type added to types A, B, & E for Metal stud walls Floor and Roof Assembiv Details Added note to shaft wall section that shaft liner is continuous through floor ceiling assembly Removed note from floor assemblies for Fire-retardant plywood(not required by UL assembly) Enlarged Site Plan Changed ramp at east end of Hotel to a stair Enlarged Site Stairs & Ramps Added stair at east end of Hotel Enlarged Plan Changed wall type of wall between Minis Pool Bar Kitchen(1148) and Event room(1114) to type B3 Partial Level 1 Floor Plan Changed wail types at hoods to non combustible matenals Kitchen Wall Sections sections Public Restroom Added sheet to reference kitchen exhaust hood Added note for toilet seat model Added note for toilet seat model Revised detail 12 to show drain Revised Detail 4,13, & 19 to show ducting Pool Building Details Roof Details extending to air cap Revised detail 6 & 19 to show 1-hr rated mansard wall R\11104\CAD\07_Archive\03_CD (bound)\2012-0123_11104 3rd Plan Check Resubmittal\2012-0126_Submitted drawings and documentation\2012-0123 Architectural Sheet Revisions doc PRtSrtPAt 'i M Andrf»v Ro(1r«'ti(" AIA Mlvh^tll '\«,6^o, AIA LEL'JAl ^aut C S-.hrofdf'f AIA H.mk Uirna'J'y AlAlFEOAP AssociftrFs U.iuddH U.ss,jh Arrlnl'di S VcykmiM'p^tion (,U Li LDAP V^'dn Su I I.n, AIA MrtrMi-y Ml'is i EFi) AP DIRECTOR or INTLRIOKS) AdPl Sniith-Ohipnidn MDA PHIHCIi'ALi E»fRm)S iohn Brelto'i CSI lanie^ Bwiker, AIA N'l ,t«i! B n'llkt^s, ! AIA houndor 226^; Sndi.i Cvtret'i San DiC'fjc C alifcinia fV101 172•^ i«'( phono (>' 2^9 06'C Fdr Jhiilf bia 299 Vi' i rj Architects Delawie Wilkes Rodngues Barker January 23, 2012 Mr Ail Sadre CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave Cadsbad, CA 92008 Re Legoland Hotel Plan Check Number CB 11-1684 We have reviewed plan check comments dated January 3, 2012 and offer the following responses GENERAL 1 The following note should be given with each correction list Please make all corrections, as requested in the correction list Submit FOUR new compiete sets of plans for commerciai/industriai projects (THREE sets of plans for residential projects) For expeditious processing, corrected sets can be submitted in one of two ways 1 Deliver ail corrected sets of plans and calculations/reports directly to the City of Cadsbad Buiidmg Department, 1635 Faraday Ave , Carisbad, CA 92008, (760) 602-2700 The City wiii route the pians to EsGii Corporation and the Carisbad Planning, Engineenng and Fire Departments 2 Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468 Deliver all remaining sets of plans and calculations/reports directiy to the City of Carlsbad Building Department for routing to their Planning, Engineering & Fire Depart NOTE Pians that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete FIRE WALLS 13 Per Section 706 2, a fire wall shall have sufficient structural stability under fire conditions to allow collapse of construction on either side without collapse of the wail Show step-by-step how this is accomplished on plans The response directs me to the structural plans that are supposed to show how the roof and floor on each side of the Firewall do not rely on the wall for support. Detail 3 on sheet AO 2 seems to show that the floor loists are supported bv a ledger connected to the masonrv wall THE RERSPONSE WAS THAT DETAILS 6 & 11/ S5.3 SHOW STRUCTURAL INDEPENDENCE AND THE WALL WILL REMAIN LATERALLY BRACED IF THE OPPOSITE SIDE COLLAPSES ESGIL DOES NOT AGREE WITH THIS CONCLUSION BASED ON THE DETAILS 6 & 11/S5.3 THE HD's ACHORED TO EACH SIDE OF THE WALL AND THE FLOOR/ ROOF TRUSSES WILL CREATE A CONDITION THAT WHERE ONE SIDE FAILS AND COLLAPSES IT WILL PULL THE WALL AND FLOOR /ROOF ON THE OPPOSITE SIDE WITH IT. ASSUMING THAT THE EARTHQUATE AND FIRE WILL NOT OCCUR SIMULTANEOUSLY IT APPEARS THAT THERE IS NO NEED FOR THE HD's ON EITHER SIDE OF THE WALL SINCE THE MASONRY IS "SANDWICHED" BETWEEN TWO DIAPHRAGM. ANY REVISION TO THE CONDITION SHOWN ON THE PLANS. DETAIL 6 & 11/S5 3. MUST BE APPROVED BY THE STRUCTURAL ENGINEER Holdowns have been removed from details 6 & 11/S5 3 to avoid any impact of the opposite side of the fire wall due to collapse of the side on the fire The 3 hour wall will remain connected to the building through the ledger connection on the side opposite the fire PRINCIPALS Michael B Wilkes FAIA M Andrew Rodngues AIA Michael L Asaro, AIA, LEED AF Paul E Schroeder AIA Frank Tprnasky AIA LEED AP ASSOCIATES Randall Doiph, Architect Clayton Hemdon, CSI LEEDAP Wan Su Lim AIA Markloy Mills, LEED AP DIRECTOR OF INTERIORS Adel Smith-Chaprnan MDA PRINCIPALS EMERITUS John Brelton CSI James Barker, AIA Founder Homer Delawie FAIA 1928 - 2009 2265 India Street San Diego, California 92101-1725 Telephone 619-299-6690 Fdcsimile 619-299-5513 a-dwrb com Plan check responses November 16, 2011 Page 2 of 9 ' ALL OTHER ARCHITECTURAL & STRCUTURAL ITEMS ARE OK NOTE The items listed below are from the previous correction list These remaining items have not been adequately addressed The numbers of the items are from the previous check list and may not necessarily be in sequence. The notes in bold underlined font are current remaining items PLUMBING AND MECHANICAL CORRECTIONS PLAN REVIEWER Glen Adamek GENERAL AND ARCHITECTURAL PME RECHECK ITEMS 1 Show the State license number and type of State license of designer signing the Food Service Drawings. Each sheet ofthe pians must be signed by the person responsible for their preparation, even though there are no structural changes, before the permits are issued Business and Professions Code The fmal set of corrected drawings to be reviewed for signing and sealing iust before the permits are to be issued. Food Service drawings are shown for reference only Waik-in refrigerators and freezers have been added to the deferred approval list on sheet _T0 Drawings will be stamped and signed as submittal by installing contractor Hood Food Service drawings FSS 1-FS8 4 have been signed and license number is included 3 The City Building Official to review evidence of Health Department approval (for public swimming pools, spas, and restaurants). Understood 6 Please address the following for the shaft wall construction on sheets A0.2. AO 3 and details 13 and 19 on sheet A9 2 1 The construction details for the required fire rated shafts for outside air ducts and exhaust ducts are not clearly shown not he drawings, includmg the top, bottom and walls of the fire rated shafts Detail construction details of the required fire rated shafts for mechanical ducting extending through floors and roof/ceiling systems A) The wall type G on sheet AO 2 does not show the reguired Sound Rating for the shaff walls betvi/een the separate guestrooms Please correct Shaft waii does not provide room separation @ shafts Wall type 'B' is used 1-HR, STC 58/59 Pian view with wall types provided, see 3/AO 3 B) Please provide the data for "Non-Combustable Wood" to be used within the reguired fire rated shaft and outside air ducting as called for in the detail 19 on sheet A9 2 1. "NON-COMBUSTIBLE WOOD" Note was an error Detaii 19 revised C) For the outside air system in detail 19 on sheet A9.2.1 clearly show the ducting extending to the outside air roof cap Detaii 19 revised to show ducting extending to cap D) The detail 19 on sheet A9 2 1 does not show the reguired one-hour fire rated wall to separate the attic at the mansard roof attic space for the shaft space Please correct Detail 19/A9 2 1 revised Wall type CC added for mansard wall, see sheet AO 2 Plan check responses November 16, 2011 Page 3 of 9 10 The plans do not clearlv show the limits of the fire rated duct shafts. See item #6 above And fire protection of duct openings through the fire rated ceiling membranes are not clearly shown Include, on the mechanical pians, the locations of ail required smoke, fire, combination smoke and fire, or ceiling radiation dampers Be sure to include a symbol on the symbol schedule for each damper type CBC, Section 716 Shaft liner is continuous through floor/ceiiing assembly See detail 2/AO 3 11 The details #9 and #15 on sheet S4 2 do not seem to match the details #3 and #6 on sheet P5 1 2 for hot water storage tank and expansion tank and no engineers calculations provided for hot water storage tank and expansion tank The tanks on sheet S4 2 show flat bottom tanks on the concrete slab floor and the tanks shown on sheet P5 1 2 shows round bottom tanks with support stands No response by structural engineer and no structural drawings in the latest plan package Please provide the engineers design calculations and details for the tank hold downs in details 3 and 6 on sheet P5 1 2 See revised sheets S2 1 2, & 8 & 9/S4 2 Calculation provided 12 The detail 12 on sheet A9.0 is incomplete to check the installation of the Flame Ceation Automated Fire Bowls Model 100 owner's manual installation instructions The rocks mav not be installed around to fire pit bowl And the details do not show any drainage of the area around the fire pit bowl Please correct No construction details of the base and footing to support the proposed fire pit bowls as required per the data provided Provide constructions details for the gas fired fire pits Also, include the listing data, cut-sheets and installation instructions for the proposed fire pits Fire bowl is custom concrete Bowl burner manufacturer revised, burner installation instructions included Dram added to detail PLUMBING (2010 CALIFORNIA PLUMBING CODE) A The plans now have two different sheets PO 1 0. one is Plumbing Legend and General Notes and the other is Plumbing Calculations. Please correct the sheet numbering svstem Plumbmg calculation sheet has been renumbered to PO 1 1 16 The Building Department plan checks and issues permits for the private water and private sewer svstems Please provide the construction drawings for the private on-site plumbing The Private Improvements drawings have notes "For Refference Only" Note, the City of Carlsbad Engineering Department does not issure permits for private on-site plumbing and does not use the California Plumbing Code for plumbing plan review The 8 inch private building sewer shown on Private Improvements are too flat as per CPC. Table 7-8. Please correct The Civil drawing showing on-site private water systems and on-site private building sewer systems and the public water system and public sewer system and any required easements were not provided in the plan packages provided to Esgil Corp. The Site Piumbing Plan, sheet P2 00 is incomplete and no Civil Plans for construction of the private piumbing systems provided in the plan package provided for plan review Provide the site piumbing plans showing the sizes and locations ofthe gas meters and water meter, and the sizes, routes, and slopes of the building sewer, storm drainage system, site gas lines, and site water lines Plumbing site plan now indicates connections from building to private utilities Private water and sewer systems are shown on piumbing pians See sheet f^2 0 0 Plan check responses November 16, 2011 Page 4 of 9 17 See item #16 above Identify the extent of the private sewer, water, and gas systems on the plumbing site plan Cleariy specify, on the plans, which City Department is responsible for the permitting, plan check, and inspections for the private utility systems if private, the responsibility of the City Building Department, and under the California Plumbing Code, provide complete civil site utility plans for plan check, or obtain a separate permit from the City for the civil site plans 8" sewer has been permitted, inspected by city of Carisbad & is installed Private water and sewer systems are shown on piumbing plans See sheet P2 0 0 20 A complete review of the of the water line sizing calculations and the private water line plans will be done when complete construction drawings of private water systems and corrected water line calculations are provided Provide complete water line sizing calculations Include the water pressure, pressure loss calculations, water demands, and the developed pipe lengths UPC 610 0 or Appendix 'A' The calculations on sheet PO 10 are incomplete Please address the following NewD Correct the fixture unit calculations for the Pool Building Do the math correctly 15 + 4 + 2 + 8 + 25 = 31 5 Not the 165 shown (As per CPC. Chart A-3 the total GPM for flush valve fixtures is 40 GPM. not 12 GPM as shown Corrected total GPM IS 100 GPM. not 72 GPM as used in Pool Building only water line sizing calculations Agreed Revised calculation New2) As per CPC. Chart A-2 for the 2.096 fixture units the water demand in the Hotel Building onlv is 330 GPM Not the 320 GPM used Agreed Revised calculation New3) The water meters seem to be at there upper design limit for the proposed water demands Please correct Based on the design flow rate the meters will be operating near the upper design limit but beiow the maximum limit of the meter This project has been coordinated with the water authority This meter will be provided by the water authority C) The Private Improvements drawings do not show the sizes and locations of the public water meters and does not show the private water line size and route from the public water meters to the new hotel building and to the new pool building Also, no water line sizing calculations provided for the new and existing private on-site water lines in the Private Improvements drawings Please show the total water demand at each water meter The Civil drawing were not provided in the plan packages provided to Esgil Corp. Show the sizes and locations ofthe public water meters Check the developed water pipe length used in pipe sizing calculation Private water systems are shown on piumbing plans See sheet P2 0 0 Plan check responses November 16, 2011 Page 5 of 9 D) No site plumbinq plans showing the water lines from the public water meter to the new hotel building and to the new pool building provided in the plan package But the response provided seems to imply that three public water meters are tied together in a parallel piping system to serve both the hotel building and the pool building If. so then there should be the same water line sizmg for the pool building as for the hotel building The Civil drawing were not provided in the plan packages provided to Esgil Corp The "Total Cold/Hot Water Demand" calculations seem to show separate public water meters for the Pool Builiding and the Hotel Building (Please show not the Plumbing Site Plan) Also, the fixture unit calculations are incorrect For the Hotel Service Sinks are 3 fixture units each. Commercial Kitchen Sinks are 3 fixture units each (including the Commercial Kitchen Fill Faucets), and the first hose bib is 2 5 fixture unit and each additional is only one fixture unit For the Column Shower Clearly show the number of show heads on each Column Shower and correct the fixture units for the total shower heads Provide calculations of the total water demands at each water meter Show the each type of water fixture, the number of each type of fixture, the fixture units for each fixture type and the total fixture units for each water meter, using CPC, Table A-2 Then use CPC, Chart A-2 and/or A-3 for the GPM water demands Separate domestic water calculations are provided The hotel pipe sizing are based to total developed length from the water meters to hotel The pool building pipe sizing are based on total developed length from the water meters to the pool building The common water line serving both buildings will be sized based on the hotel calculations E) If 2 inch water meters are to be used and CPC. Chart A-1 and the corrected water demands The pressure loss at the water meters alone is about 22 psi Please provide a letter from the serving water agency the their water meters will have no more than the pressure loss used in the water line sizing calculations for the water demands shown in the sizing calculations Also see item # 20 D) above for the water demand Check the water meter pressure loss as per CPC, Chart A-1 We have coordinated the water meter manufacturer, type and performance with the water authority serving this project We have requested a letter of confirmation and are awaiting receipt of this letter G) A complete review ofthe water line sizing will be done when the complete corrected water line sizing calculations are provided Understood Plan check responses November 16, 2011 Page 6 of 9 21 The sizing calculations ofthe 5psi gas system does not seem to include the pressure losses at the 2-gas sub-meters, one at the Hotel and one at the Pool Building, and the 5 psi gas lines between the two sub-meter and 5 psi gas lines to the Pool Heaters Also. No data provided for the values used in the (PIPE-FLO Compressible 2007) pipe sizing program for the 5 psi fuel gas svstem Obtain Building Officials approval to the nonlisted and non-certified sizing program for fuel gas sizing Note, the total 5 psi gas system must be resized for anv change to the 5 PSI gas system Like added pipe lengths, added gas demands or moving connection points on the system The "List Report" provided seem to be output from a computer program (PIPE-FLO Compressible 2007) Please provide the program manual and program listing data for allowing it to be used for fuel gas line sizing as per the CPC Show the Public gas meter size and location and the gas lines existing and new from the Public gas meter to the new gas equipment And show the total new and existing gas demands on the existing gas meter and gas lines a Gas sub-meters are included in the calculation as a fitting The pressure drop of a sub- meter IS very low, approximately 2 in water column b The Hotel Building medium pressure gas (MPG) 5 PSI will be sized per CPC, Table 12- 11 and low pressure gas (Less than 2 PSI) will be sized per Table 12-8 The Gas Model is used to size the site gas lateral up to the buiidmg sub-meter c Input values used in the PIPE-FLO calculations are provided d Per our conversation at your office on January 05, 2012 the PIPE-FLO Compressible 2007 Engineered Software is an acceptable sizing program e 10% additional gas ioad has been added to the input values for safety factor 22 The plans on sheet P4 1 1 do not show the developed pipe lengths from each of the six gas pressure regulator (for medium pressure gas svstem to low pressure gas) to the most distant fixture served on each low pressure gas system The calculations for gas demands for Regulator #1 and Regulator #2 but the plans do not number each of the six gas pressure regulators'^ On sheet P4 1 1 cleariy show all the gas demands (for the fire pits and the gas demands used for the Future kitchen equipment and the pool heaters) and developed gas pipe lengths Number of pressure regulators (MPG to low pressure gas) have been clarified Diagram indicated "Gas Solenoid Valves" with the same symbol as gas pressure regulator There are oniy two pressure regulators Pressure regulators at Pool Heaters are part of heater gas trail The sheet P4 1 1 detail 2 still does not show the developed pipe lengths from each of the low pressure gas pressure regulators to the most distant gas appliance on each svstem. so the CPC, Table 12-8 can be used for the gas line sizing The plans on sheet P4 1 1 do not show the developed pipe lengths from each gas pressure regulator (for medium pressure gas system to low pressure gas) to the most distant fixture served on each low pressure gas system And Sheet P4 1 1 does not show the existing Public gas meter for the medium pressure gas system (5 psi) and all existing and new gas demands on the system and developed gas pipe lengths used for sizing the existing plus new gas lines for the new and existing gas demands Provide gas line pians and calculations from the public gas meter to the new gas fired equipment, showing gas pressures in psi, gas demands, pipe lengths, gas piping materials and pipe sizes CPC 1217 0 Number of pressure regulators (MPG to low pressure gas) have been clarified Diagram indicated "Gas Solenoid Valves" with the same symbol as gas pressure regulator There are only two pressure regulators Pressure regulators at Pool Heaters are part of heater gas trail CPC, Tables 12-8 and 12-11 are used to size the gas systems See updated gas diagrams Plan check responses November 16, 2011 Page 7 of 9 27 The reguired gas shut-off valves iust upstream of each gas regulator at swimming pool heater and spa heater are not shown And the reguired appliance gas shut-off valves reguired at both the swimming pool heater and spa heater are also not shown Please correct The detail 2 on sheet P4 1.1, and detail 9 on sheet P5 1 1 do not show the required shut-off valves just upstream of each gas pressure regulator as shown in detail 11 on sheet P5 1 1 Detail the gas regulator requirements An accessible shut-off valve installed upstream of each gas pressure regulator and vented to the exterior CPC 1209 7 & 1211 10 Added gas shut-off valve upstream of Pool Heater regulators Added appliance gas shut- off valve at Pool Heaters 28 The City of Carlbad Building Department to check for letter from SDG&E that they have reviewed the new gas line demands, as per CPC. Section 1217 6 The gas pians for the medium pressure gas system must be reviewed by SDG&E We have contacted the SDGE gas planner and sent request for list of documents needed for their review We are still waiting for response 32 The plans do not show the the Bemis model #1955CT/1955SSCT toilet seats (as per cutsheet provided) are to be used at the public water clostes No Specification books provided to Esgil Corp as part of the permit plan packages Please provide complete Specification books or clearly show on the plans All water closet seats, except pnvate use water closets (those within dwelling units and guest rooms), shall be of the open front type or have an automatic seat cover dispenser, as per UPC, Section 408 2 2 Note added to sheets A8 27 0, & A8 34 0 36 The cross-reference of each type of waste and vent riser stack is still not shown on sheets P2 0 1. P2 0 2 and P2 0 3 so the drainage fixture unit loading on the below floor dram lines can be reviewed The sheets P2 0 1, P2 0 2 and P2 0 3 still have not had cross-references added at each riser connection to the correct waste and vent riser diagram Also, the drainage fixture units on each branch and sewer drain line IS still not shown Piease provide complete riser or isometnc dram waste and vent drawings On sheets P2 0 1, P2 0 2 and P2 0 3 clearly show the cross-reference to each nser and the sewer loads on each nser and branch The drain waste and vent plans are incomplete Show the pipe sizes, sloped and sewer loading on each pipe length DFU loading is provided on sheets P2 0 1, P2 0 2, and P2 0 3 DFU values are shown adjacent waste piping 39 The water line floor plans do not show water lines connected to the automatic trap primers and do not show piping from the trap primer to the floor drain traps. Also the automatic trap pnmers are not shown on the water line riser plans The Water Line Plans do not show the automatic trap primers at floor drains as per the response'? Please correct Detail how the floor dram trap seal is to be maintained CPC 1007 0 Water piping to trap primers are shown on sheets P2 0 1 and P2 0 2 for beiow slab piping and sheets P2 1 1 and P3 1 3 for trap primer iocations serving fixtures Plan check responses November 16, 2011 Page 8 of 9 MECHANICAL (2010 CALIFORNIA MECHANICAL CODE) 50 Show the State license number and type of State license of designer signing the Food Service Drawings The person signing the Food Service Drawings must be a state licensed contractor installing the eguipment. or a State licensed Architect or Engineer The licensed designer must sign the kitchen hood plans and calculations The Food Service Drawings are not signed and sealed Provide compiete kitchen hood pians, details, and calculations to show compliance with CMC, Chapter 5, Part II FSS senes drawings have been signed and include license number Walk-in refrigerators and freezers have been added to deferred approval list on sheet _T0 Drawmgs will be stamped and signed as submittal by installing contractor A) CMC. Section 508 1 addresses that a Type II kitchen hood is reguired over a dishwashing machine And the Type II kitchen hood exhaust sizing calculations are in CMC. Section 508 41 5 Please provide sizing calculations for dishwasher hood systems Provide exhaust sizing calculations for kitchen hoods CMC 508 4 See caics on FSS series drawings B) No Air Balance Schedules found on sheet MO 2 for each room with kitchen hood svstems Please provide. Air Balance Schedule for each Kitchen Area were not provided Show the required replacement air for each kitchen hood Include an air balance scheduie CMC 511 3 Air balance schedule is shown on sheet MO 2 F) The detail 3 on seem M5 1 does not show all combustable and limited combustible construction materials to be minimum 18 inches from the type I hoods This includes the wood framing members in the one-hour fire rated assemblies Also, the Food Service Drawings do not show the reguired clearances to building construction materials The hood clearances were not provided on Food Service Drawings, and the detail 3 on sheet M5 1 does not comply Provide a section detaii for the hood showing the relative dimensioned locations for the hood, ceiling, and overhead construction framing of the fioor or ceiling Be sure to descnbe the construction materials (combustible, limited combustible, or non-combustibie) used adjacent to the hood and duct CMC 507 2 Added note to detaii 3/M5 1, sheet A5 6 0 added Wood stud walls revised to metal stud wall types @ hood locations, see sheet A2 1 1, 2 1 2, & AO 2 G) Please provide the Code Sections that states kitchen hood exhaust "cannot exhaust near the hotel entrance or pool area" above the Bistro smgle storv roof area Correct the dishwasher hood svstem and type I hood system m the Bistro Kitchen. Correct the hood exhaust system from the Bistro Kitchen hood shown on sheets M2 1.1 and M2 1 2 The duct routing shall be as direct as practical to the extenor of the building CMC 510 1 2 The kitchen exhaust above the Bistro single story roof wouid discharge too close to the 2^ and 3'^'^ fioor guest room openable windows The exhaust fan location will remain above the mam kitchen to keep the discharge further away from the 2"^* and 3"^ floor guest room openable windows N) A complete kitchen hood system pian review will be done when the complete hood system plans, details, and calculations are provided Plan check responses November 16, 2011 Page 9 of 9 52 No cut-sheets provided addressing the volumn ofthe walk-in boxes and the type and amounts of refrigerant m each svstem showing compliance with this item Where on the Food Service Drawings is this addressed'? Piease provide calculations to show compliance with UMC, Section 1105 3 for the maximum allowed amount of refrigerant m the walk-in coolers and walk-in freezer boxes as per UMC, Table 11-1 or please provide the required refrigerant vapor detection and alarm systems Food Service drawings have been included for reference only Waik-in refngerators and freezers have been added to deferred approval list on sheet _T0 Drawings will be stamped and signed as submittal by installing contractor 58 Also, obtain Building Official's approval for the use of an outside ladder to the lower level roof over the Kitchen area Not iust the Planning Department approval Where on the plans is the roof access ladders to each roof level shown'' Buildings of more than 15' in height shaii have an inside means of access that meets the design requirements of UMC 904 10 3 3 Piease provide City approval for use of an outside ladder is required Architect has reviewed outside ladders with Will Foss(Buiidmg Dept), & Van Lynch(Planning Dept) Outside ladder is acceptable ELECTRICAL and ENERGY RECHECK COMMENTS PLAN REVIEWER Eric Jensen ELECTRICAL (2010 CALIFORNIA ELECTRICAL CODE) 1 Exterior egress lighting required in outdoor dining/iounge area (Opposite side of building from the entry/lobby ) to all three exits, including steps • What I'm trying to determine is compliance with CEC 700 9(B), that is a separation of the normal and the emergency circuits Primary at ETC/ELTS cabinet (See 700 23 for additional requirements) I'm having trouble correlating the different elements shown on El 4 (ail details) • I'm not crazy about the concept of plug in rope lights for use as emergency egress lighting, if this is the case o Detaii the use of cords in this design (See CEC 400 8) o Provide photometries for compliance with CBC 1006 3 See attached response MICHAEL WALL ENGINEERING January 13, 2012 Enc Jensen EsGll Corporation 9320 Chesapeake Drive, Suite 208 San Diego, CA 92123 Re Legoland Hotel Plan Check Number. 11-1684 MWE Job No 11-057 RESPONSE SAN DIEGO 858-638-0600 858-638-0640 FAX 4115 Sorrento Valley Blvd San Diego, CA 92121 IRVINE 949-864-0600 949-864-0640 FAX 19600 Fairchild Road Suite 200 Irvine, CA 92612 www mwallenq com We have received the comments from your plan review for the above referenced project We have responded to each Issue {in italics), and have included the onginal Issues (in boldface) for your reference Electncal & Energy Comments • 1. Exterior egress lighting required in outdoor dming/lounge area (Opposite side of building from the entry/lobby.) to all three exits, including steps. • What I'm trying to determine is compliance with CEC 700 9(B) that IS a separation of the normal and the emergency circuits: Primary at ETC/ELTS cabinet. (See 700.23 for additional requirements). I'm having trouble correlating the different elements shown on El .4 (all details) • I'm not crazy about the concept of plug in rope lights for use as emergency egress lighting, if this is the case. o Detail the use of cords in this design (See CEC 400.8). o Provide photometries for compliance with CBC 1006.3. Response • The normal power for the light fixtures in the outdoor dunng space shall be provided from the dimming rack located in the mam electncal room • The emergency power for the light fixtures in the outdoor dmmg space shall be provided from the emergency panel ELH connected to a generator • Alt ETC (Electronic Theatre Control) ELTS (Emergency Lighting Transfer System shall be provided in the mam electrical room as well The ELTS contains transfer switches that upon lass of normal power will automatically switch from tiie normal source to the emergency source, this IS shown on detail 6 of slieet El 4 • The emergency and normal sources shall not be mixed except in the transfer switch • Tlie fixtures used for emergency ligltting are mounted on aircraft cable but are not rope lights, the termination for the fixture shall he hard wired to a j-box, please see attached cut sheet of fixture with attachment clouded • Please see attached photometries of outdoor dining space MICHAEL WALL ENGINEERING We trust that these responses, along with the corrections to the plans, meet with your approval Should you have any questions or comments, please feel free to contact me at 858-638-0600 Sincerely, Bryan Wayne Michael Wall Engineenng AAARKETLITE SERIES Manufactured in the U.S.A, PRODUCT Construction Applications Voltage Socket Base Lamps Spacing Length Lead Wire Mounting Options Building Exteriors and Intenors Line Voltage (120V) System (12V Optional) Medium Base Sockets are Permanently Attached in Parallel Winng Replaceable LEDs (50,000Hrs Lamp Life) are protected with Shatterproof, Sealed Globes (LEDs Included) Available with Incandescent Line Voltage (120V) or Low Voltage Lamps (12V) 6", 12", 24", 36", 48", 60" or other Custom Spacing Built to Order (Custom Lengths to Fit Application) standard 6' lengths (Custom Lengths Available) Surface Mount or Suspended Mesh Canopies with Custom Finishes Canopies and Cages with Custom Finishes APPLICATION , information MarketLite is a LINE VOLTAGE (120V) system available with long life, energy efficient LEDs MarketLite can be installed using the special hooks on the lamp sockets to an aircraft cable MarketLite can be field cut for an easy and fast installation not requinng exact field dimensions MarketLite is excellent to illuminate areas for accent or decorative lighting MarketLite creates a warm, pleasant environment in outdoor venues, restaurant interiors, patios and other applications ELECTRICAL ^ injormation MarketLite is a LINE VOLTAGE (120V) system that can carry up to 1800 Watts in a single run (20 amp -12 gauge wire) MarketLite is available with low voltage lamps (12V) which will require a 12 volt (secondary side) transformer Our standard transformers' pnmary side voltage are 120 or 277 volts Consult factory for other voltages CALIFORNIA ACCENT LIGHTING, INC. ETL Listed Dry or Wet Location Meets UL and CSA Requirennents Lighting Facts Partner US LM79 Testing Available • lighting facts 2034 E. Lincoln Ave #431 Anaheim, CA 9280 P (714)535-7900 | F (714)535-7902 | (800) 921-CALI (2254) | info@caiiiighting com j www calilighting cor c ALIFORNIA ACCENT LIGHTING, INC. MarketLite 2000 LED Series TM Drawing # IVIL2000-CACA Manufactured in U S A Aircroft Hook • (Included) Cage-A (Included) End Cap (#ML2000/EC) 6 75 6 00 SPECIFY SPACING SPECIFY LENGTH Fixture Type Product Features Applications. Indoor and Outdoor Voltage 120V or 12V Lamp. LED Lamp Included Length Built to Order Finish" Black Feed: Standard 6' Leads Mounting. Aircraft Cable Included Listing Dry or Wet Location Options Incandescent Lamps IVIesh, Cages, Canopies LED Lamp Life 50,000 Hours Lamp Specifications Lamp# Description Volts Watts Lumens 12" O/C 18" O/C 24" O/C LED'WW Warm White LED 3200K 120 2 5W 135 324' 324' 324' LED-CW Cool White LED 5000K 120 2 5W 145 324' 324' 324' LED'R Red LED 120 2 5W 324' 324' 324' LED-G Green LED 120 2 5W 324' 324' 324' LED-B Blue LED 120 2 5W 324' 324' 324' LED-A Amber LED 120 2 5W 324' 324' 324' LED-RGB 7 Color Changing LED 120 50 324' 324' 324' How to Order or Specify Product Code: (Fill in the Blanks) ML2000 / / / CACA / /_ Ex ML2000 12" LED-WW CACA Wet WH BK Series Spacing Lamp # Canopy Dry or Wet Canopy inside Canopy Outside ML2000 12" O/C LED-WW Canopy A w/ Cage(CACA) Indoor (Dry) Natural (NA) Natural (NA) 18" O/C LED-CW Canopy A w/ Cage(CACA) Outdoor (Wet) Chrome (CR) Chrome (OR) 24" O/C LED-R White (WH) White (WH) 36" O/C LED-G Black (BK) Black (BK) 48" O/C LED-B Green (GN) Green (GN) LED-A Red (RD) Red (RD) LED-RGB Silver (SR) Silver (SR) Applications Designed for indoor and outdoor use, MarketLite is ideal for many ap- plications including the amusement, recreation, and architectural industnes MarketLite is used m • Restaurants • Casinos • Street decorations • Amusement parks • Shopping malls • Promenades and many more Electrical MarketLite with LEDs is available m 120 Volts MarketLite is a 20 amp sys- tem (12 gauge wire) LEDs consume only 2 5W watts and provide lumen output equal to a 25 watt incandescent lamp No transformers or drivers are required Installation MarketLite is an easy-to-install lighting product that can be field cut to meet your lighting requirements Date Specifier Project U 2034 E Lincoln Ave #431'Anaheim, CA 92806 TF 800 921 CALI (2254) • PH 714-535-7900 • FX 714 535 7902 Web site www calilighting com • E-mail info@calilighting com Copynght 2011 © CALI All rights reserved CALI reserves the nght to make changes or withdraw specifications without pnor notices CALIFORNIA ACCENT LIGHTING, INC. Drawing # ML3IN C NOTTO SCALE Marl^etLite Instaiiation Instructions™ Product Features Aircraft Hook (Included) 12 Gauge Stranded Black Conductor End Cap (tlMLPOOO/EC) 6 75 Applications Voltage Socket Base Length Finish Feed: Mounting Listing Indoor and Outdoor 120 V or 12V iVIedium Base Built to Order Black Standard 6' Leads Aircraft Cable included Dry or Wet Location V J Read Instructions Entirely Before Starting Installation 1 Read and follow all safety instructions listed below 2 Do not cover MarketLite as the covering may cause it to overheat, melt, and even ignite 3 Do not use MarketLite if damaged, such as, broken outer jacket, loose connections, or frayed wire insulation Inspect penodically 4 Do not secure MarketLite with staples, nails, or like means that might damage the insulation Secure it by using aircraft cable and mounting hooks provided 5 Do not submerge MarketLite in liquid 6 Do not install MarketLite on places where it is subject to continuous flexing 7 Do not mount MarketLite inside cabinets, tanks, or enclosures of any kind 8 Ground Fault Circuit Interruptor (GFCI) protections should be provided on circuits or outlets when MarketLite is used for outdoor applications 9 Surge protector must be set up for electrical power system to avoid damaging MarketLite lighting system WARNING When usmg MarketLite for any application, basic safety precautions should always be followed to reduce the risk of fire, electric shock and personal injuries. MarketLite must be installed in accordance with the NEC or CEC as applicable Do not mstall MarketLite is hazardous locations or closer than 6" from any curtain or similar combustible material. Maximum Runs 1 Deterniiae type oP noaotiicig tbea cot b3arketli"te "to desired lewgtlci - Exact Length - SQeternlne Dry or Vet locatloi MOUNTING PLATE Aircraft cable 1 \/ DETAIL A MOUNTING DETAIL SPECIFY CABLE TIES TD FASTEN TO SECURED AIRCRAFT CABLE SPECIFY CABLE TIES VITH MOUNTING PLATES TD FASTEN TO SECURED SURFACE SUCH AS BEAMS OR TRUSS FASTEN AT LEAST EVERY 6FT DETAIL B,C Volts Watts Max Watts Per Run 12" o/c 18" o/c 24" O/C 120V 1920W 12V 5 240W(48 Lamps) 48' 72' 96' 12V 15 240W(16 Lamps) 16' 24' 32' WIREi UL LISTED 12AWG STRANDED_ COPPER BLACK PVC INSULATION RATED 300V SOCKETiUL LISTED BLACK PHENOLIC MEDIUM BASE RATED 250V 660W DETAIL DETAIL A MOUNTING DETAIL USE lEOV MEDIUM BASE INCANDESCENT LAMP <MAX 60W> SPECIFY CABLE TIES TD FASTEN TD SECURED AIRCRAFT CABLE SPECIFY CABLE TIES WITH MOUNTING PLATES TD FASTEN TO SECURED SURFACE SUCH AS BEAMS GR TRUSS FASTEN AT LEAST EVERY SET \ \ ^ ^1 ^1 h 2034 E Lincoln Ave #431* Anaheim, CA 92806 TF 800 921 CALI (2254) • PH 714-535-7900 • FX 714 535 7902 Web site' www calilighting com • E-mai! info@caiilighting com Copyright 2008 © CALI All rights reserved CALI reserves the right to make changes or withdraw specifications without pnor notices X 7 \7 \ 5- _4 3,4 e 5 1,1 5 ^ 7 5 9.6 g 6 1.6 1.6 1.6 0 5 « 5„1 • • • • • * * * *]* *!* * 4 2|455 053 56585^1606060 59 57 5*2 • ••i* 114 5-5 0 5 3-5 ^ 5 8 6 (I 6 1 6 1 6 0 5'9-5 7-513 • ••• ••••«•«!••) hlJtAS. • • Bj* a-.^* • • •!* 5 0(5 4 6 0 6 4 6'! 0 9_7 j 7 2 72 7 2 7il 6 9 6h • • • * • • *i* *\ * • 4Hj52 5862 656S70 7l 7 1 70696762 • • • • •<• •) 4 7|5 IJ 7j6 I 6.) 66 6 S 6 9 70 6 9 6 8 6 6_6il • w • • • • 5 flj 546064677072737373 7»1 69 6i4 > f> ff > ?> ff> ff> ?> f > f > y> y>,ff> f >ff > • • *!* • * • * 5l!5662,66697273 74 7^5 74 7i^ 71 6i6 • • • • • • • • • 48-5 2 5 7 6 2 6 5 6 7 69 7 0 7 0-7 0 6,9 6 6 6 1 4 715 1 5 6' 6 0 6 4 6 6 6 $ 6 9 6,^ 69 6 7 6 5 6tl 4 9| 5 i 5 9^ 6 3 6 6 6 6 7 0 7 1 7 1 7 1 7,0 tS 7 63 ftf w fl'f»V ff> ff> •> f'f f>, flj»V o '5 0;546&6467 6 97) 72 7271 706 7/ 15 lil 1 4 1 -1 1 2 i 3J 2J 2 >l 2 ! %\\ ^J3, •\r 8™1^7..I 6.1,< I 4 I 4 I 1 1 1 1 4 1 4 I 5 I 6 72S212120I'8I7 1 i 5 15 I 6U 7_1 8i20, "^ 4 3 3-^ 1 28 26 2 -^-l.!-! fl-Y 9 18^7 18 IS,192123 : 8/3 2 1 « 3 8 1 4 3Jl 2 « 2,5 2 3 2 2 1^1 2 0.^2,0 2 1 '2 2 2 4 2( ,• J 2 7 2 9 3 4 3 9 4 -^^ 4 1-3-7 l-^-l'O 2725243323iJ4252 7[.2 K 0^2 9 323^194^r4 l^ili 4^ 4 0 3,5 3 1 3 9 2 7 2 6 3 6 2 7! ^ 9;3 1 3-2- 7// ^531363841 44485 0»4^9~4 6-4n 3 6"-1 3 1 1 2 9 2 9 13.1 44 3 6' 3 7 7^/ ri4041 4041 42 4,4 47515 T*0 4i7 421835 )332M3 jN 2" • ^* • • • -•• i**-*'^* •! • r ?V 3 a^'S 9 4%4 7,4 64544 45 4.6 4^5'^ 5 4 7 < 3 3 9 ? 6^3 4 3 6 4 0 [4 -TA.?' 0^3 25^830333741 4 f)%5 41 3:^282j:^^l*7 1 3 ^''Vfr* 0 Vi'"3 * TV7 tt"o'47\?i 3 *3. H '3 0 *2 iV^* 5 ' ^4 5U9 5 55S6I 64 6 56 6 6666 6(5 6358 •~y • • • • • • • • • 4 4|4 652 56 5f) 61 6)163646363 6056 • • • • v^* •,• • • 4 4i4 8 ^ 5 7 5 3 6 1 6 ? 6 3 6 3 6>2 6 0 5.5 'ff f f •> f> f > f > f > ? Vf > f > •> f *f f >[ f > • • • •, • • • 4 2 4 6 5 0 ,5 3 'i ll 5 6-5 ?„S S 5 ii 5 7„5 6 5 5 5tL • • ai •/ • • • • \ • • • •> 2 0-25 2 9^3 439U 24546474848 4S47 4l6 45 4,2 • '"•^» • • • ''• ]• • 1^5^l 7-20 2 3 2 7 ^ 1 34^3 7 3 9 4 (V 4 I 4^1 4 U4p 3 9 3*8 3 7-3 4 t'l 5*7^ 6.2,1'2 6 '2 9 *3 ^ii^gOfelft^^si^^ / • • »• i • Tf • TS • 3 1'5173 0 2225!2831|3233323^1I30 2«28 2,7-'' 5'?'2- 4161830 2,^ 26-2932 [3 2323 r3(|292^2524222l 1^8 1 7 I 9"'l 1 V4* 8 y 3 5*3 6*3 4 3 2'3 0*3 7 1% 2 3*2 i'l g-^-l 8"! 5, • i • • • ^ • ^ » • • •!• •/• • 6 1 8 2 1 2 3 2 6^30 3 f*^ *! O""? 7 3"'4 3 V 27 2 4~2 2*1> 1 7^1 S 13 1 ?'^o'2"3'i'5'2''!i'*?2'37^'4'*4' 1'3 7 *1 3 *2 8 *2 4 *2 I'llf'^i'l 3/^i;'o . - - - - -•->- - »t.i.- ^ , •''-'131 0^ '3 »3 4 'j 7 '3 7 7 '3 8 J 9 4 1 '4 3 '4 i\ 1 *2"6 1 6 *M ' 3 * 2 'Ojif^ ;/• •—B"-,™,—•>f*/'\» 2(8 ^ 3 1474140 39 3941 403 \7M^ ^% \ l \ ,0 3 5 41 74442*39 38311 35, 1 • • • • a •^"-"-,"5^ "^'2 ll,^(<L-t l-i^rf S44^0 36 t |5 3 7 4.0 4 3 4 7 *1 -l^ 5 il 0 3 2,^ 9 * 8*40 4 2 4 4*4 7 5 2'5'6''f 4*5 7*5 4 51 '49 48Va 4,9*5 1 ^ff^'9*4 2'll 3 3 3 3 3 5: » • a * ,* * / •''a a'a aVaS^ • a # • w,. 37 44 44 4 5 4_7 ^0 5'4 ^L.*4 5 8 5 4 5 0 48 46 46 47 4 ft 4-^4*1 3 3 3 0 3 1 3 2; 3'! 29^ • •••aaaaa ya a f a / a a-^ a a' a p' a^'^ii" a *•» " a 33374!*^ 4948474 8 49 5 1.54 T 7.«(L5 7 5 3_4 <^ 4 6_4 4 J 5 4 1 4 0^ niM 2 4 2 7 2 »/a taflp a^a a/aa a • ^Va a aa • w'a >Cx • ^» /32 3 6 4-2 49 5,2 52 J'y 4 9 5 0 5 2.5 4 5 7/?« 54 5 | 46 4 3 4 2 3 9 3-5 ^ 3 2 /a a • • a*^ a /• a a a • ay- a, ^ • a'' • • .i; ,9 12 3742485 3 fc4 5 5 5 3 5 0 5 0 5 0 5 l,-5 3 ^ 5 % 5 l'4 6 4 0 3 8^5 a a •'aya a*J • /a a • •.a a''««'a ay* >^ . 30/3 tl 3,3 37 4 1 4 5 5 2. 5 5%7;56 5351494^951 $2 f^4 5 J7 i.'^/a a • a^a a a a»a'!aya a'^a a'a a'a « • '/i-23436 3.H 414448 5'3A'V-5^ 52494 7''4^464645 4 r93 X r« • • a • a ya a /• • »• a/ a a'' a a - -'' -^-^ /I #3 9 4tl 4 2 4 3 4'4 4 6 ? 0 5 4 5,T•M^'y 5 5 i''48 4 5 44 3 4T»4M-4 5 4^ 4 5 4 6-4 ^ 5 TS 4 5 T^S 52494543 38 a •/•• •/• • '^'^ a' a • • / 0 74 8 4 747 47 4S 505-35 4%2 4 4 3 4 a a aSa'a ay'a a^-a a • 2 9 36 4 4 4%"^ i 5 0 4 8 4 7/4 6 4 7 4 8 5 0,5 0%7 T 3 2 3"9 4.6 5 ^5 3 5 b 4''8 4 6'4 5 4 ^ 4 6 4 5 4 2' • a a a a, a„ aj-, a •''a • ^ • A 5 3 0 364247 5>5 2 5047 4443 4 2'4 oX'*; —• ~.a„a-~.»-~a ' # a'' • a a • a y^"" 42R333844 i* 5%S0 fl 8 4 4 -4,1) 3 S^S a ^a a a ^ • ••^4 3 2 */ 3 I 354 0,4>4 4 *> 5_ .3 2 7*3 0*3 4^3 7 4.0 ' 3'4'7 4 *2 8 *3 I '3.4 *3 6 '"^S *3 9 "4 0 4 I <3 dV' ^'3 0143738 V7 3615 32 6,,3i^V 4,0 4,0 ^8 3 5 3 3 2_8 ./a '••> a a'a"'a a 27334iJtj 43 4.0 36 33 28 9 '3_3_'3 R *4 j 4I4 " 9 ' 3 '2 9 3 0' 3*7 4 1 % 3**5'4,2' 5*2^' a a a • a *a a' ya 2 3 3 3 6 3 9 4 1 4,4 %l 3-7 2 5 *3 5 *3 5 '3 6 *3,8 *3 9^.9 • a 1 a a a /• 3^373535353431,^ "'^ i"«a a a a ay« ^ 3 9 3 7-^3 5-7* 1 • a av* *• •rf (> 1 ^ 3*4 3 0, 3 ^fiii 6-3T"' r/ rj Architects Delawie Wilkes Rodrigues Barker RESPONSE December 20, 2011 Mr All Sadre CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave Carlsbad, CA 92008 Re Legoland Hotel Plan Check Number CB 11-1684 Listed below are responses to Pian Check comments NOTE The items listed below are from the previous correction list These remaining items have not been adequately addressed The numbers ofthe items are from the previous check list and may not necessarily be in sequence The notes in bold font are current GENERAL 1 The following note should be given with each correction list Please make all corrections, as requested in the correction list Submit FOUR new complete sets of plans for commercial/industnal projects (THREE sets of plans for residential projects) For expeditious processing, corrected sets can be submitted in one of two ways 1 Deliver all corrected sets of plans and calculations/reports directiy to the City of Carlsbad Building Department, 1635 Faraday Ave , Carlsbad, CA 92008, (760) 602-2700 The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineenng and Fire Departments 2 Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468 Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineenng & Fire Depart NOTE Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete FIRE WALLS 13 Per Section 706 2, a fire wall shall have sufficient structural stability under fire conditions to allow collapse of construction on either side without collapse of the wall Show step-by-step how this is accomplished on plans The response directs me to the structural plans that are supposed to show how the roof and floor on each side of the Firewall do not rely on the wall for support Detail 3 on sheet AO 2 seems to show that the floor joists are supported by a ledger connected to the masonry wall Fire wall is continuous 3-hour CMU wall CMU wall relies only on a single side for lateral bracing (either side) Floor and roof framing are not continuous across wall Joists/trusses on either side can fail, hangers will fail at wall, but wall will remain standing Wall remains laterally braced by remaining floor/roof on opposite side Refer to details 6 & 11/S5 3 PRINCIPALS Michael B Wilkes FAIA M Andrew Rodngues AIA Michael L Asaro AIA, LEED AF Paul E Schroeder AIA Frank Ternasky, AiA, LEED AP ASSOCIATES Randall Dolph, Archrtect Clayton Hemdon CSI, LEEDAP Wan Su Lim AIA Maikley Mills, LEEDAP DIRECTOR OF INTERIORS Adel Smith-Chapman, IIDA PRINCIPALS EMERITUS John Brelton CSI James Barker AIA Founder Homer Deiawie, FAIA 1928-2009 2265 India Street San Diego, California 92101-1725 Telephone 619-299-6690 Facsimile 619-299 5513 a-dwrb com Plan Check Responses December 20, 2011 Page 2 of 12 14 Fire walls shall be continuous from exterior wall to exterior wall and shall extend at least 18" beyond the exterior surface of exterior walls Section 706 5 Exceptions Clearly note on detail 3/AO 2 that there are no roof penetrations within 4' each side ofthe firewall and further note that the roof sheathing will be fire retardant treated wood or the underside of the roof sheathing is protected with 5/8" type 'X' drywail within 4' each side ofthe Firerwall, See CBC 706 6, item 4 3 Note added to detail 3/AO 2 for no openings within 4'-0" of firewall and notes added for fire retardant Plywood and type 'X' gyp board FIRE-RESISTIVE CONSTRUCTION 29 Clearly identify location and hourly fire-resistive rating of vertical shafts on plans Provide construction details showing location of fire dampers and how fire resistivity will be maintained at floors and roofs Section 708 The stair enclosure shafts and elevator shafts must be 1 HR The stair enclosure walls shown on sheet A7.0 do not show that all stair enclosure walls are 1 HR rated. The elevator shafts must be 1 HR for the full height Sheet A7 2 at level #2 & #3 do not show the walls to be 1 HR See sheet AO 3 for Guestroom shaft section and referenced details 13, 19/A9 2 1 Rated walls shaded and labeled and corresponding legend provided on stair and elevator enlarged plans EXITS 47 All doors/ gates, within the exit path to a public way from an occupancy of Group A having an occupant load of 50 or more shall not be provided with latches or locks unless they are equipped with panic hardware Sec 1008 1 10 and 1002 Doors 1143 & 1144 at the Event Room 1114 shown on A2 1 1 and A8.28 0 must be equipped with panic hardware The event room is considered an assembly occupancy. See the door schedule on sheet A10 0 NOTE door 1144 is not even listed on the door schedule Door 1143 IS for the DRY STORAGE in the Kitchen, and Door 1144 is a COOLER door that IS part of the cooler The EVENT ROOM (1114) doors that exit to the exterior are labeled on the plans 1114 3 & 1114 4 Both of these doors are listed on the door schedule and have panic hardware 48 When additional doors are provided for egress purposes, they also shall conform to the requirements of Section 1008 (width, swing, hardware, etc ) Section 1008 1 This applies to door 1113 3 at the niini pool Bar area 1113 This door must swing in the direct of exit from Rm 1113 This door is an additional door within the Bar Area and must comply with the code even though it may not be a required exit The response indicates that this door swings in to accommodate the people at the exterior deck area Note they may not exit back into the building The deck area outside room 1113 already has to exit gates which is more that sufficient for the people outside Rm 1113 Door 1113 3 has been revised to swing out of Room 1113, and conforms to the requirements of Section 1008, refer to Egress Plan on sheet AO 1 1 & Door Schedule on sheet AIO 0 ELEVATORS 63 In buildings with elevator in California, Group A and R occupancies, an enclosed elevator lobby shall be provided at each floor (where the elevator connects more than 2 stories) shall be provided Note The exception to eliminate the lobby due to fire sprinklers does not apply to these occupancies Section 708 14 1 Specify the manufacturer, ICC approval or other agency approval for the smoke containment system at the elevator doors as noted sheet A7 2 Smoke Guard - Model 200 cut sheet provided Plan Check Responses December 20, 2011 Page 3 of 12 MISCELLANEOUS LIFE/SAFETY 80 Specify on the plans that the draftstopping and fireblocking from Section 717 will be installed (combustible construction ) There was no response to the correction The item still applies General Note #1 added to sheet AO 2, and note #7 added to plan sheets A2 1 0 - A2 3 4 under General Notes STRUCTURAL 87 Provide a letter from the soils engineer confirming that the foundation/ grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soil report are properly incorporated into the plans Letter from soils engineer MTGL provided 88 Please complete all blank bubbles on SheetS2 4 3 , near gndline 25, three locations Details at hoist beam added as noted ADDITIONAL 125 Please identify all the HC accessible units and heanng impaiied equipped rooms on plans, for various unit types, on each level ) A The disabled accessible rooms are identified on sheets A2 1 0 and A2 2 0 Where on the plans do I find the notes and details showing the grab bars for the showers, bath tubs and toilets Clearances under the lavatories in the accessible unit bath rooms Hand held flexible shower sprayer and for accessible units with tub the required in-tub seat or seat at the head ofthe tub per Fig 11 B-8. B CBC Table 11 B-4 requires that a mm of 7 rooms forthe hearing impaired must be provided where the total number of hotel units is between 200-300 The plans show on 3 hearing impaired equipped units (10) Disabled accessible rooms, and (7) rooms equipped for the hearing impaired are identified on all overall floor plans (A2 1 0, A2 2 0 & A2 3 0) and partial floor plans (A2 1 3, A2 1 4, A2 2 1, A2 2 3, A2 2 4, A2 3 1, A2 3 3 & A2 3 4), refer to floor plan legend for patterns used The partial floor plans in addition to those patterns from the floor plan legend, have references to enlarged bedroom types (A8 5, A8 7, A8 9, A8 13 & A8 16) The enlarged bedroom floor plans reference the bathroom used The table below summarizes the types used, and reference additional details and elevations Accessible rooms Level Qty Bedroom Type Bathroom Type 1 2 #5 (see sheet A8 5) #2* 1 1 #7 (see sheet A8 7) #3 " 2 3 #9 (see sheet A8 9) #2 * 3 2 1 1 #13 (see sheet A8 13) #3 ** 1 1 #16 (see sheet A8 16) #3 '* *(see 6, 7, 8, 9&10/A81 8) "(see 11,12, 13, 14& 15/A8 18) For grab bars mounting information at showers, bath tubs and toilets, see 1 & 2/A8 35 For clearances under the lavatones in accessible unit bathrooms, see 6 & 11/A8 18 For hand held flexible shower sprayer, see 1 & 2/A8 35 For in-tub seat, see 2/A8 35 (TUB ADA) END OF ARCHITECTURAL & STRUCTURAL RECHECK Plan Check Responses December 20, 2011 Page 4 of 12 PLUMBING AND MECHANICAL CORRECTIONS GENERAL AND ARCHITECTURAL PME ITEMS A) Sheet A2 1 3 note near the elevators states "See sheet A8 44 for enlarged plans" But there is no sheet A8 44 Please correct Reference for the FITNESS room has been changed to read "SEE SHEET A8 29 FOR ENLARGED PLANS" 1 The Architectural Drawing and Food Service Drawings are not signed Each sheet of the plans must be signed by the person responsible for their preparation, even though there are no structural changes, before the permits are issued Business and Professions Code The final set of corrected drawings to be reviewed for signing and sealing just before the permits are to be issued Drawings have been signed 3 The City Building Official to review evidence of Health Department approval (for public swimming pools, spas, and restaurants) Drawings in review at Department of Environmental Health 4 No response provided Please provide elevator plans and details to clearly show the locations of controls and equipment for the elevators An elevator machinery room IS required to be separated from the remainder of the building by fire barriers (707) and honzontal assemblies (712) that are not less than the required rating ofthe hoistway Please detail how these ratings will be maintained for the mechanical openings shown Note This comment does not apply to buildings 4 stones or less above grade plane and the machinery room does not abut the elevator hoistway CBC 3006 4 There is (1) control closet for the (3) elevators in the building The elevator control closet (Room #1117) IS located at Level 1 east of gndlme 24 and south of gndlme J, see sheet A2 1 3 Smce the building is less than four stones above grade plane, and the elevator control closet does not abut and has no openings to the hoistway enclosures the room is not required to be fire resistance rated per CBC 3006 4, exception 2 5 See item #4 above Plumbing systems may not be located in elevator machinery rooms Please remove and reroute the plumbing systems shown CBC 3006 6 There are no plumbing systems located within the control room 1117, refer to plumbing drawings Any plumbing will be in wall or outside of room 6 The construction details for the required fire rated shafts for outside air ducts and exhaust ducts are not clearly shown not he drawings, includmg the top, bottom and walls of the fire rated shafts. Detail construction details of the required fire rated shafts for mechanical ducting extending through floors and roof/ceiling systems See sheet AO 3 for guestroom shaft section and detail references 13,19/A9 2 1 7 The doors in Service Rooms 2102 and 3102 (door # 2101 2 & 3102, and doors into the service elevator at the second and third floor levels) must be 45 minuets fire rated Please correct Rooms containing refuse or laundry chute access shall be separated from the remainder of the building by a fire barrier CBC 708 13 Door rating revised to 45 minute fire rated 10 The plans do not clearly show the limits of the fire rated duct shafts. See item #6 above And fire protection of duct openings through the fire rated ceiling membranes are not clearly shown Include, on the mechanical plans, the locations of all required smoke, fire, combination smoke and fire, or ceiling radiation dampers Be sure to include a symbol on the symbol schedule for each damper type CBC, Section 716 See sheet AO 3 for guestroom shaft section and detail references 13, 19/A9 2 1 Plan Check Responses December 20, 2011 Page 5 of 12 11 No response by structural engineer and no structural drawings in the latest plan package Please provide the engineers design calculations and details for the tank hold downs in details 3 and 6 on sheet P5 1 2 Hold down detail for tanks at hotel are located on 9/S4 2, and the hold down detail for the pool IS located at 15/S4 2 Cut sheets for Tanks at pool building provided 12 No construction details ofthe base and footing to support the proposed fire pit bowls as required per the data provided Provide constructions details for the gas fired fire pits Also, include the listing data, cut-sheets and installation instructions for the proposed fire pits See detail 12/A9 0 for fire pit detail 13 No envelope energy design provided and the MECH- forms on sheet MO 3 are not complete mechanical energy design packages Please provide complete energy design package to show compliance with the current California Energy Standards Please provide the required complete energy design calculations that agree with drawing Plumbing and mechanical systems to be reviewed to agree with energy designs Comply See added T24 sheets MO 3 through MO 10 •> PLUMBING (2010 CALIFORNIA PLUMBING CODE) 16 The Civil drawing showing on-site private water systems and on-site private building sewer systems and the public water system and public sewer system and any required easements were not provided in the plan packages provided to Esgil Corp The Site Plumbing Plan, sheet P2 00 is incomplete and no Civil Plans for construction of the private plumbing systems provided in the plan package provided for plan review Provide the site plumbing plans showing the sizes and locations of the gas meters and water meter, and the sizes, routes, and slopes ofthe building sewer, storm drainage system, site gas lines, and site water lines Civil drawings provided in set for reference only Utility Relocation Package - CB11 1086, Grading Plans - 472-3A, Public Improvement Plans - 472-3 17 See Item #16 above Identify the extent of the pnvate sewer, water, and gas systems on the plumbing site plan Clearly specify, on the plans, which City Department is responsible for the permitting, plan check, and inspections for the private utility systems If pnvate, the responsibility of the City Building Department, and under the California Plumbing Code, provide complete civil site utility plans for plan check, or obtain a separate permit from the City for the civil site plans Civil drawings provided in set for reference only Utility Relocation Package - CB11 1086, Grading Plans - 472-3A, Public Improvement Plans - 472-3 18 The Mechanical-Plumbing Response states "Architect Please Provide Response " But no response by the Architect provided in the plan package Provide calculations to show compliance with CPC Table 4-1 "Minimum Plumbing Fixtures" and Table "A" Please include the occupancy classification and the number of occupants Refer to sheet _T0 for plumbing fixtures calculation 19 The Civil drawing showing the next upstream manhole Rim elevations was not provided in the plan packages provided to Esgil Corp Please show the upstream sewer manhole nm and finished floor elevations Provide backwater valves for all fixtures installed on floor levels below the next upstream manhole nm elevation (Only fixtures installed on floor levels below the next upstream manhole nm elevation may flow through a backwater valve ) UPC 710 1 Civil drawings provided in set for reference only Utility Relocation Package - CB11 1086, Grading Plans - 472-3A, Public Improvement Plans - 472-3 Plan Check Responses December 20, 2011 Page 6 of 12 20 Provide complete water line sizing calculations. Include the water pressure, pressure loss calculations, water demands, and the developed pipe lengths UPC 610 0 or Appendix 'A' The calculations on sheet PO 10 are incomplete Piease address the following A) The General Note #32 on sheet PO 1 0 states. "All aboveground domestic water piping shall be Type L copper pipe with wrought fittings or CPVC schedule 40 with solventcement fittings " And the response provided states "Water system calculations are based on Copper See Civil for site water calcs " Please provide complete sizing calculations from the public water meters to the last fixture on each system and for both Type L copper and CPVC schedule 40 water piping Clearly show the proposed water piping materials and where each type of materials are to be used Provide separate sizing calculations for the different materials Water system calculations have been updated to include copper and CPVC pipe The use of CPVC pipe material is based on Contractors Value Engmeenng (VE) list Pipe matenals to be installed will be based on Owners acceptance to VE list The locations where copper and/or CPVC pipe will be installed are unknown at this time B) The calculations show "Static Pressure at the Mam" not at input of each public water meter Show the minimum and maximum water pressure at the public water meters Water calculations have been edited to reflect minimum and maximum pressures at water meters C) The Civil drawing were not provided m the plan packages provided to Esgil Corp Show the sizes and locations of the public water meters Check the developed water pipe length used in pipe sizing calculation Civil drawings provided in set for reference only Utility Relocation Package - CB11 1086, Grading Plans - 472-3A, Public Improvement Plans - 472-3 D) The Civil drawing were not provided in the plan packages provided to Esgil Corp The "Total Cold/Hot Water Demand" calculations seem to show separate public water meters for the Pool Builiding and the Hotel Building (Please show not the Plumbmg Site Plan) Also, the fixture unit calculations are incorrect For the Hotel* Service Sinks are 3 fixture units each, Commercial Kitchen Sinks are 3 fixture units each (includmg the Commercial Kitchen Fill Faucets), and the first hose bib is 2 5 fixture unit and each additional is only one fixture unit. For the Column Shower Clearly show the number of show heads on each Column Shower and correct the fixture units for the total shower heads Provide calculations of the total water demands at each water meter Show the each type of water fixture, the number of each type of fixture, the fixture units for each fixture type and the total fixture units for each water meter, using CPC, Table A-2 Then use CPC, Chart A- 2 and/or A-3 for the GPM water demands Water meters are shown on Plumbing Site Plan (for reference only) Water fixture calculations have been updated to reflect fixture unit (FU) values Our Fixture Unit (FU) to Gallons per Minute (GPM) conversion calculation utilizes charts from Amencan Society of Plumbing Engineers (ASPE) which provide a further detailed breakdown The Hotel and Pool Building water meters (3) are piped in parallel Each meter will provide roughly 33% of the peak load E) Please provide a letter from the serving water agency the their water meters will have no more than the pressure loss used in the water line sizing calculations for the water demands shown in the sizing calculations. Also see item # 20 D) above for the water demand Check the water meter pressure loss as per CPC, Chart A-1 Pressure loss at water meter is based on actual water meter to be provided by Water Authority We have requested a letter from Mr Frank Hemeno G) A complete review of the water line sizing will be done when the complete corrected water line sizing calculations are provided Plan Check Responses December 20, 2011 Page 7 of 12 21 The "List Report" provided seem to be output from a computer program (PIPE- FLO Compressible 2007) Please provide the program manual and program listing data for allowing it to be used for fuel gas line sizing as per the CPC Show the Public gas meter size and location and the gas lines existing and new from the Public gas meter to the new gas equipment And show the total new and existing gas demands on the existing gas meter and gas lines Please see PIPE-FLO COMPRESSIBLE program manual provided 22 The plans on sheet P4 1 1 do not show the developed pipe lengths from each gas pressure regulator (for medium pressure gas system to low pressure gas) to the most distant fixture served on each low pressure gas system And Sheet P4 1 1 does not show the existing Public gas meter for the medium pressure gas system (5 psi) and all existing and new gas demands on the system and developed gas pipe lengths used for sizing the existing plus new gas lines for the new and existing gas demands On sheet P4 1 1 clearly show all the gas demands (for the fire pits and the gas demands used for the Future kitchen equipment and the pool heaters) and developed gas pipe lengths Please see Gas Load Summary for each pressure regulator system, sheet P4 1 1 The Medium Pressure Gas system diagram (5 psi) serving the Hotel is shown on sheet P2 0 0 The PIPE-FLOW COMPRESSIBLE calculations and drawing provides details ofthe existing and new site gas system 25 The plans on sheet P4 1 1 do not show the developed pipe lengths from each gas pressure regulator (for medium pressure gas system to low pressure gas) to the most distant fixture served on each low pressure gas system And Sheet P4 1 1 does not show the existing Public gas meter for the medium pressure gas system (5 psi) and all existing and new gas demands on the system and developed gas pipe lengths used for sizing the existing plus new gas lines for the new and existing gas demands Provide gas line plans and calculations from the public gas meter to the new gas fired equipment, showing gas pressures in psi, gas demands, pipe lengths, gas piping matenals and pipe sizes CPC 1217 0 Please see Gas Load Summary for each pressure regulator system, sheet P4 1 1 Developed lengths are shown in each Pressure Regulator System Summary The Medium Pressure Gas system diagram (5 psi) serving the Hotel is shown on sheet P2 0 0 The PIPE-FLOW COMPRESSIBLE calculations and drawing provides details ofthe existing and new site gas system 26 The detail 2 on sheet P4 1 1 does not show the required gas shut-off valves just upstream of each private gas sub-meter Show the required gas shut-off valves just upstream of each gas sub-meter Agreed Added valves to diagram 27 The detail 2 on sheet P4 1 1, and detail 9 on sheet P5 1 1 do not show the required shutoff valves just upstream of each gas pressure regulator as shown in detail 11 on sheet P5.1.1 Detail the gas regulator requirements An accessible shut-off valve installed upstream of each gas pressure regulator and vented to the exterior CPC 1209 7 & 1211 10 Agreed Added valves to diagram and detail 28 The City of Carlbad Building Department to check for letter from SDG&E that they have reviewed the new gas line demands, as per CPC, Section 1217 6 The gas plans for the medium pressure gas system must be reviewed by SDG&E Agreed We have coordinated the project with Mr Fred Monigold (SDG&E) on May 26, 2011 We will send plans to SDG&E for their use Plan Check Responses December 20, 2011 Page 8 of 12 32 No Specification books provided to Esgil Corp as part of Ihe permit plan packages Please provide complete Specification books or clearly show on the plans All water closet seats, except private use water closets (those within dwelling units and guest rooms), shall be of the open front type or have an automatic seat cover dispenser, as per UPC, Section 408 2 2 See attached open front type toilet seat cut sheet 33 The only cut-sheet provided is for a shower pan for roll-in shower Not the total shower Please provide plans for the shower walls, shower valves and shower heads and any shower seats Please provide construction details for the showers and/or cut-sheets, listing data and installation instructions for pre fab shower units No prefabricated shower pans or walls All floors and walls will be tile Shower wall detail 6/A9 6 9 IS referenced on plan sheet 11/A8 18 Also see sheet A8 35 for shower and tub valve, heads, and seat information 34 Hot water recirculating loop systems requirements (Not single family homes) Detail the following A) The details #4 and 5 on sheet P5 1 2 do not show the air release valves at each pump at each water heater between storage tanks The installation of an air release valve on the mlet side of the recirculation pump, within 4' of the pump Agreed Added air release valves at each Domestic Hot Water System Detail 36 The sheets P2 0 1, P2 0 2 and P2 0 3 still have not had cross-references added at each riser connection to the correct waste and vent riser diagram Also, the drainage fixture units on each branch and sewer dram line is still not shown. Please provide complete riser or isometnc drain waste and vent drawings On sheets P2 0 1, P2 0 2 and P2 0 3 clearly show the cross-reference to each riser and the sewer loads on each riser and branch The dram waste and vent plans are incomplete Show the pipe sizes, sloped and sewer loading on each pipe length Agreed Added referencing to plumbing plans 37 Show the required floor drains in the following locations, as per CPC Section 411 2 B) It seems more floor drains are required in the Mam Kitchen Area, so all areas of the kitchen Floor can slope to dram to a floor dram The plans show areas of the kitchen are more than 20 feet from any floor dram Please correct Commercial kitchens Agreed Added additional floor drains 38 The plans show areas of the kitchen are more than 20 feet from any floor drain Please correct Floors shall slope to the floor drain(s) location(s) Please detail on the architectural floor plans UPC 4114 Agreed Added additional floor drains Typical dram detail 12/A9 6 9 is referenced on sheet A2 1 2 39 The Water Line Plans do not show the automatic trap primers at floor drains as per the response*? Please correct Detail how the floor drain trap seal is to be maintained CPC 1007 0 Agreed Added trap primers to diagram Trap primers were already shown on floor plans 42 The plumbing plans are incomplete A complete plumbing review will be done when complete plumbing plans and calculations are provided Plan Check Responses December 20, 2011 Page 9 of 12 • MECHANICAL (2010 CALIFORNIA MECHANICAL CODE) 43 The construction details for the required fire rated shafts for outside air ducts and exhaust ducts are not clearly shown not he drawings, including the top, bottom and walls of the fire rated shafts Also, the required smoke separation of the laundry room (service room #1116) is not clearly shown And fire protection of duct openings through the fire rated ceiling membranes are not clearly shown Review with the architect the locations that require (fire/ceiling radiation/or fire/smoke) damper and/or shaft protection and identify installations on the mechanical plans themselves See sheet AO 3 for typical shaft section and reference to detail 13, 19/A9 2 1 Washer & Dryer relocated into rated room #1149 LAUNDRY TERMINATION ROOM 45 On the plans provide installation details and provided cut sheets and installation instructions for the proposed VRF fan coil units used for healing and cooling the corridors On the mechanical plans clearly show the limits of ceiling space used as duct or plenum Then address the following on the plans VRF fan coil units are ducted (cut sheet attached) Added detail 5, M5 2 A) Clearly show that all material exposed within the plenum complies with UMC Section 602 2 (10) & Section 605 0 "Materials shall have a mold-, humidity-, and erosion-resistant face that meets the requirements of UL 181 " Supply, return and exhaust air is ducted B) Cleady show that all combustible materials exposed within the plenum space must comply with UMC Section 602 2 Flame-spread index of not more than 25 and a smoke- developed rating of not more than 50 Supply, return and exhaust air is ducted C) Environment exhaust ducts under positive pressure and venting systems shall not extend into or pass through ducts or plenums UMC Section 602 1 Supply, return and exhaust air is ducted 46 The energy design packages are incomplete Please provide complete mechanical energy design calculations and envelope energy design calculations showing compliancy with the current energy design A complete review of the ventilation requirements will be done when complete energy designs are provided Please provide the MECH-3-C forms showing the required mechanical ventilation rates for the new or revised conditioned spaces Coordinate the mechanical and the Title 24 outside air design CMC 403 0 & Title 24 121(b)2 & (d) Comply See added T24 sheets MO 3 through MO 10 50 The licensed designer must sign the kitchen hood plans and calculations The Food Service Drawings are not signed and sealed Provide complete kitchen hood plans, details, and calculations to show compliance with CMC, Chapter 5, Part II Hood sections, dimensions & clearances are located on FS8 1, FS8 2, FSS 3, FS8 4, FS8 5 & FS8 6 A) Please provide sizing calculations for both dishwasher hoods connected to a common exhaust system Provide exhaust sizing calculations for kitchen hoods CMC 508 4 Hood calculations are shown on sheets FSS 1 through FSS 6 Dishwasher non-cooking hoods are not included in CMC 508 4 and they are separately ducted 6) Air Balance Schedule for each Kitchen Area were not provided Show the required replacement air for each kitchen hood Include an air balance schedule CMC 511 3 Added kitchen air balance table to sheet MO 2 Plan Check Responses December 20, 2011 Page 10 of 12 F) The hood clearances were not provided on Food Service Diawings, and the detail 3 on sheet M5 1 does not comply Provide a section detail for the hood showing the relative dimensioned locations for the hood, ceiling, and overhead construction framing of the floor or ceiling Be sure to describe the construction materials (combustible, limited combustible, or non-combustible) used adjacent to the hood and duct CMC 507 2 Hood sections, dimensions & clearances are located on FSS 1, FSS 2, FSS 3, FSS 4, FSS 5 & FSS 6 Added notes to detail 3, M5 1 G) Correct the hood exhaust system from the Bistro Kitchen hood shown on sheets M2 1 1 and M2 1 2 The duct routing shall be as direct as practical to the exterior of the building CMC 510 1 2 Kitchen hood exhaust is routed as practical as possible (cannot exhaust near the hotel entrance or pool area) I) The detail 3 on sheet M5 1 shows a fire rated grease duct wiap to be used for the required grease duct enclosure. Please provide cut-sheets, listing data and installation instruction for the proposed fire rated grease duel wrap to be used A duct shaft IS required in all multistory buildings and m 1 story buildings with rated roof/ceiling assemblies Provide a shaft design complying with CMC 510 7 2 and 510 7 3 on the plans Grease fire wrap duct insulation cut sheet attached and added to detail 3, M5 1 K) The sheets M2 1 1 and M2 1 2 show the Bistro Kitchen hood exhaust duct horizontal length to be more than 75 feet, so the minimum required slope of the grease duct is one inch per foot Please detail how this is to be done There is not the required 8 feet of ceiling space between the ceiling and the floor construction needed to get the required minimum slope Detail the slope (1/4"/foot/mmimum) on the horizontal grease duct back towards the hood CMC 510 14 Horizontal grease exhaust duct revised to maximum 70 feet run on M2 1 1 and M2 1 2 L) Show the required cleanouts for the grease duct Comply, see revised sheets I) On sheets M2 1.1 and M2 1 2 please show the locations of required cleanouts At changes in direction and Added grease duct cleanout access panels on M2 1 1 and M2 1 2 III) Please show the locations of the required fire rated access panels through the fire rated ceilings to access the required duct cleanouts If the duct is not accessible from a 10' stepladder, a platform is required Please detail CMC 510 3 4 1 2 Added grease duct cleanout access panels on M2 1 1 and M2 1 2 N) A complete kitchen hood system plan review will be done when the compiete hood system plans, details, and calculations are provided 52 Where on the Food Service Drawings is this addressed*? Please provide calculations to show compliance with UMC, Section 1105 3 for the maximum allowed amount of refngerant in the walk-in coolers and walk-in freezer boxes as per UMC, Table 11-1 or please provide the required refrigerant vapor detection and alarm systems Cut sheet provided 53 The smoke detector locations is not shown or called out on sheet MO 2*? Provide smoke detection in the supply air duct of an "air-moving system" for required shut-off of equipment for smoke control UMC Section 609 0 An "air-moving system" is a system designed to provide heating, cooling, or ventilation in which one or more air-handling units are used to supply air to a common space or to draw air from a common plenum or space UMC Section 203 0 See AC and FC schedule under remarks on MO 2 for smoke detector notes Plan Check Responses December 20, 2011 Page 11 of 12 54 The response states "No fire rated corridors " This does not address this item and there are required fire rated corridors Submit the manufacturer's installation requirements for the Type 2 (commercial) clothes dryer Include the design requirements found in CMC 905 0 and also the appliance installation instructions The exhaust duct design gauge, the clearance distances, routing, and the termination location, provide the minimum make-up air amounts, and the vent design There are no type 2 (commercial) clothes dryers 55 Sheet M2 1 3 does not include the make and model number of the clothes dryer with duct run of well over 14 feet And no installation instructions for the proposed clothes dryers provided For the Type 1 (residential) clothes dryers, provide a dryer exhaust duct design that complies with the general requirements of CMC 504 3 2 (14 feet maximum length w/ (2) 90°'s) or provide the manufacturers installation instructions and include this information (duct design, manufacturer, model, etc ) on the plans CMC 504 3 2 2 Cut sheet for residential gas dryer provided Clothes dryer moved to extenor wall with short duct run See revised M2 1 3 56 Sheet M2.2 2 does not show the roof access hatches to each roof level and required access ladders'? Please correct Please detail roof access to roof mounted HVAC equipment CMC 904 10 3 3 Comply Added access ladder reference note on M2 2 2 Ladder to kitchen roof shown on sheets A2 2 1 & detail 3/A2 4 2 Ladder to hotel roof is shown on A2 3 3 in stair @3, & details 2 & 3/A2 4 3 58 Where on the plans is the roof access ladders to each roof level shown*? Buildings of more than 15' in height shall have an inside means of access that meets the design requirements of UMC 904 10 3 3 Please provide City approval for use of an outside ladder is required Ladder to kitchen roof shown on sheets A2 2 1 & detail 3/A2 4 2 Ladder to hotel roof is shown on A2 2 3 in stair #2 Approval in process with city planner 59 The mechanical plans are incomplete A complete mechanical review will be done when complete mechanical plans, details and calculations are provided 60 No response by structural engineer Please provide complete plans, detail, and calculations for the proposed Chemical Tanks shown on sheet SP10 If prefab tanks please provide the cut-sheets, listing data and installation instructions for the proposed tanks The chemical tanks are premanufactured and are intended for their purposed usage Please see attached catalog cuts and supporting mformation Please see attached structural calculations and refer to plan sheet SP 12 for their locations and equipment list notes 8, 9 and 10 for descnption, refer to detail 3/SP 10 and 8/SP 10 for installation details • ELECTRICAL (2010 CALIFORNIA ELECTRICAL CODE) 1 On sheets E8 3 & ES 4 specify that the new electrical modifications are private, not utility, complete from the existing medium voltage loop complete to the hotel services General note added to sheets ES 3 & ES 4 to mdicate these modifications are on private utilities only 2 Include a signage descnption on sheet E8 4 "Electncal Building Disconnecting Means 1 of 2" (and) "Electrical Building Disconnecting Means 2 of 2" (See Note (Panelboard "ELH") below) Keynotes 9 & 10 added to sheet ES 4 to descnbe the building signage Plan Check Responses December 20, 2011 Page 12 of 12 3 Extenor egress lighting required in outdoor dining/lounge area (Opposite side of building from the entry/lobby ) to all three exits, including steps Select exterior patio lights shall be routed through the ELTS (Emergency Lighting Transfer Switch) as shown on sheet El 4 4 Where is the GFCI protection described for all kitchen receptacle outlets per CEC 210 8(B)'? General notes have been added to sheets E7 9 & E7 10 requiring GFCI protected outlets in the kitchen 5 Include panelboard "ELH" with the single line diagram Note I'm pnmanly interested in • Common grounding (and) • Building Disconnect Signage NEC 250 94 An intersystem grounding bus must be provided external of electrical enclosures at buildings with services or outbuilding provided by feeders for use of "electrical systems" (communications, cable, etc ) This bus must be accessible and may either be mounted to the electrical equipment or adjacent thereto or adjacent to the grounding electrode conductor (the bonding jumper to be minimum No 6 and the bus to have a minimum of (3) usable terminals See detail 1 on sheet E7 4, a mam grounding bus bar shall be provided in the mam electncal room and shall tie MSA, MSB and ELH together to the grounding systems The mam grounding bus bar is detailed on detail 5 of sheet E10 3 Also, please see sheet ES 5 which indicates a bond from panel ELH to the mam grounding bus bar NEC 680 22(B) GFCI Protection is required for all pool pump motors supplied by 15 or 20 ampere 120 or 240 volt branch circuits Note The previous Code only covered pumps supplied by receptacles, the change is that all pumps (per amps & volt) are required to be GFCI protected Response GFCI protection added to the pool pumps on detail 2b of sheet E7 8 • ENERGY CONSERVATION 6 Please review the LTG1 -C, Part 4 of 4 forms for compliance Response Title 24 updated and now in compliance 7 The lighting in "theme parks" is indeed exempt, so your calculations should not include nde or Lego based displays, only the general lighting throughout the hotel Lego based display lighting shall be exempt 8 What I'm missing is the energy design for the envelope and a completed MECH energy design Please provide A complete energy plan check will be preformed when completed and/or corrected energy design has been provided See added T24 sheets MO 3 through MO 10 Note If you have any questions regarding this Electncal and Energy plan review list please contact Eric Jensen at (858) 560-1468 To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans rj \rt !i!tc< ts Delawie Wilkes Rodrigues Barker RESPONSE November 16, 2011 Mr All Sadre CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave Carlsbad, CA 92008 Re Legoland Hotel Plan Check Number CB 11-1684 Listed below are responses to Plan Check comments GENERAL 1 The following note should be given with each correction list Please make all corrections, as requested in the correction list Submit FOUR new complete sets of plans for commercial/industnal projects (THREE sets of plans for residential projects) For expeditious processing, corrected sets can be submitted in one of two ways 1 Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave , Carlsbad, CA 92008, (760) 602-2700 The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineenng and Fire Departments 2 Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468 Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineenng and Fire Departments NOTE Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete PLANS 2 Any portion of the project shown on the site plan that is not included with the building permit application filed should be clearly identified as "not included" on the site plan or Title Sheet Sec 107 2 I e , monument signs, site walls, site lighting, fences, walls, pool & spa, etc Otherwise, provide details & references for all items on plans [/ e , Pool & Spa structural plans are missing on pians] The limit of work is indicated on sheet Al 1, see Site Plan Legend For site details references see sheets Al 2- A1 6 3 Include the following code information for the proposed building on plans a) Occupancy Classification(s) Rl (Hotel)/ A (Assembly)/ SI (Storage)/ M (Retail) Occupancy classifications are revised under the Building Code Data, on sheet AO 1 b) For Mixed Occupancy Buildings, state whether the "nonseparated" or "separated" option was chosen from Sections 508 3/508 4 See building code data on sheet T 0 c) Description of Use, As per above See building code data on sheet T 0 I 6 ceil PR»CiI'Att> MKrvM I V) iik{> V fhlA N An(ir4 vv kod i^jues Ab\ M^iiriiH AMIO AiA i'Fn/\' "-•I)' !- S> htci d,jr AIA '"r.ii.k lpm I 1. AiA LE'D'V" AssociATt ?,>ni',>'l SJol,'11 Afi h't'»i t (J^sylcn liPfiK^on OSI {) iV^ V«rl(, Si. i Tl M,-!>.!< y »Ji!!s Li-t 'J Al- DIKE f [ OK or im i sioRt PRm.a Ai'Stmmim'i John br >i'or A Founder 1S?8 /A)") Iil'il.1 '>!r<."i t o'101 'V'> Icififho.^'^ b'*^ ^^^^^ b6''fl i d. G.fV^.P G S J ' i Plan check responses November 16, 2011 Page 2 of 14 d) Type of Construction Type lll-A - Revise the plans to show Fire Retardant Treated wood on extenor walls. Sheet AO 2, Wall Type - AA, etc Otherwise, add firewalls Exterior wall detail AA on sheet AO 3 has been updated to show Fire Retardant Treated wood e) Spnnklers Yes - Ok as noted f) Stories Three - Ok as noted g) Height 35' - Note accordingly Information added to Project Data on sheet T 0 Height has been revised to 65', the maximum height allowed for a group A-2 and R-1 occupancy building of Type NIA construction and protected throughout by an NFPA 13 automatic spnnkler Refer to Building Code data on sheet T 0 h) Floor Area Hotel = 143,700, Restaurant/ Bar = 12,624, Pool = 2,839, Patio = 16,941, Porte Cochere 2,132 Information added to Project Data on sheet T 0 i) Occupant Load 750 - Note on plans j) Justify actual versus allowable areas on plans as per Table 503 (as applicable) For actual and allowable areas see sheet AO 1 4 Specify on the plans the gross floor area of each element of this project, including Patio Cover = 16,941, Pool Equip = 2,839, Porte Cochere = 2,132 Section 107 2 Buildmg elements are listed under Project Data on sheet T 0 5 On cover sheet of the plans, specify any items that will have a deferred submittal (trusses, etc ) Additionally, provide the following note on plans, per Sec 107 3 4 2 "Submittal documents for deferred items shall be submitted to the registered design professional in responsible charge, who shall review them and forward them to the building official with a notation indicating that the deferred documents have been reviewed and that they have been found to be in general conformance with the design of the building The deferred items shall NOT be installed until their design and submittal documents have been approved by the building official" Deferred Approvals are listed on sheet TO Hood fire suppression and Automatic Smoke Detection Systems were added to the list SITE PLAN 6 Provide a statement on the site pian stating "All property lines, easements and buildings, both existing and proposed, are shown on this site plan " Refer to General notes on the Architectural Site Plan, sheet A1 1 7 Clearly designate any side yards used to justify increases in allowable area based on Section 506 2 Frontage increase was not considered, see Building Code Data on sheet T 0 Plan check responses November 16, 2011 Page 3 of 14 BUILDING AREA 8 As shown, the building(s) is/are over area for the Type of Construction shown Table 503 The building does not qualify for Type lll-A construction as shown without Fire Retardant Treated Wood for extenor walls Extenor wall detail AA on sheet AO 3 has been updated to show Fire Retardant Treated Wood 9 Add the floor area of the Patio Covers and Porte Cochere on plans and add them to the total actual floor areas to be compared versus allowable areas Also revise the storage occupancy to SI instead of S2 There is no way to police that the Items being stored are low hazard, i e , non-combustible metals, etc Shading devices shown at the Restaurant patio are manually operated fabnc awnings, not permanent patio covers therefore are not considered in the building area calculation The porte cochere has been added to the building area and included to the allowable area calculations, see 4/AO 4 Occupancy classification has been revised from S-2 to S-1, as noted on Building Code data sheet T 0 10 When a building has more than one occupancy, the area shall be such that the sum of the ratios of the actual area diviijed by the allowable area for each occupancy shall not exceed one This only applies ifthe "separated occupancies" option is chosen from Section 508 4 2 See allowable area calculations on 4/AO 1 11 If yards are used to increase the allowable floor area of a building (per Section 506 2), then such open spaces shall be either on the same lot or dedicated for public use and shall be accessed from a street or approved fire lane See the example below Section 506 2 2 Frontage increase was not considered, refer to Building Code Data on T 0 FIRE WALLS 12 Fire walls may separate portions of a building and allow each portion to be considered a separate building Section 706 1 The required fire-resistive rating of such walls shall be in accordance with the following table Justify two hour fire rated walls as shown on pians Fire wall fire resistance rating has been revised to 3 hours See sheet AO 2 wall type D UL U907 GROUP FIRE-RESISTANCE RATING (hours) A, R-1 3a a Walls shall be not less than 2-hour fire-resistance rated where separating buildings of Type II or V construction 13 Per Section 706 2, a fire wall shall have sufficient structural stability under fire conditions to allow collapse of construction on either side without collapse of the wall Show step-by-step how this is accomplished on plans Masonry fire wall detailed so that support for the floors on each side are independent Please see details 6,11/S5 3 Plan check responses November 16, 2011 Page 4 of 14 14 Fire walls shall be continuous from extenor wall to exterior wall and shall extend at least 18" beyond the extenor surface of extenor walls Section 706 5 Exceptions a) Fire walls shall be permitted to terminate at the intenor surface of combustible exterior sheathing or siding provided the extenor wall has a fire-resistance rating of at least 1 hour for a honzontal distance of at least 4' on both sides of the fire wall Openings within such extenor walls shall be protected by fire assemblies having a fire-protection rating of not less than % hour Show extenor rated openings on plans as required b) Fire walls shall be permitted to terminate at the interior surface of noncombustible extenor sheathing, extenor siding or other noncombustible exterior finishes provided the sheathing, siding, or other exterior noncombustible finish extends a horizontal distance of at least 4' on both sides of the fire wall c) Fire walls shall be permitted to terminate at the interior surface of noncombustible exterior sheathing where the building on each side of the fire wall is protected by an automatic sprinkler system See details 2/AO 2 & 3/AO 2 showing fire wall continuous to exterior sheathing 15 Where the fire wall intersects exterior walls, the fire-resistance rating of the extenor walls shall comply with one of the following, per Section 706 5 1 a) The exterior walls on both sides of the fire wall shall have a 1-hour fire-resistance rating with 3/4-hour protection where opening protection is required by Section 705 8 The fireresistance rating of the extenor wall shall extend a minimum of 4 feet on each side of the intersection of the fire wall to exterior wall Exterior wall intersections at fire walls that form an angle equal to or greater than 180 degrees do not need extenor wall protection b) Buildings or spaces on both sides of the intersecting fire wall shall assume to have an imaginary lot line at the fire wall and extending beyond the extenor of the fire wall The location of the assumed line in relation to the extenor walls and the fire wall shall be such that the exterior wall and opening protection meet the requirements set forth in Sections 705 5 and 705 8 Such protection is not required for extenor walls terminating at fire walls that form an angle equal to or greater than 1 SO degrees See details 2/AO 2 & 3/AO 2, exterior wall type AA is a 2-hour fire-resistant wall, UL U371 16 Openings through a fire wall shall have the following fire-protection ratings, per Section 715 a) 3-hour opening protection for a 4-hour or 3-hour fire wall b) 114-hour opening protection for a 2-hour fire wall Door 1129 1, 1140 1, 2101 1, & 3101 1 are indicated with 3-hour opening protection See sheet AIO 0 17 Please indicate the basis of approval for the fire-resistive construction elements of the fire wall, parapet, and roof assembly if used in lieu of parapet, i e , Item Number in Table 720 1, U L Directory, etc (Note Trusses require two layers of 5/8 inch Type 'X' drywail, per Item 21-1 1 in Table 720 1(3)) See sheet AO 2, & AO 3 Fire wall 3-hour fire resistance rated UL U907(Type D on AO 3) Roof Assembly 1-hour fire resistance rated per item 21-1 1 in table 720 1(3) (Sheet AO 3 Roof Assembly -A with 2 layers of 5/8" type 'X' drywail) 18 Provide a note on the plans stating "Penetrations of fire walls shall be protected with through-penetration fire stops and membrane-penetration fire stops in accordance with IBC Section 713 " Note #5 added to the Floor Plan General Notes, on A2 sheets Plan check responses November 16, 2011 Page 5 of 14 19 Fire walls must extend in a continuous straight vertical plane (no horizontal offsets) from the foundation to a point 30 inches above both adjacent roofs Section 706 6 Exceptions a) Two-hour fire walls may terminate at the underside of the roof sheathing, provided i) The lower roof assembly within 4' of the wall has not less than a 1-hour fireresistance rating and the entire length and span of supporting elements for the rated roof assembly has a fire-resistance rating of not less than 1 hour ll) Openings in the roof shall not be located within 4 feet of the fire wall Ml) The entire building is provided with not less than a Class B roof covenng b) Fire walls shall be permitted to terminate at the underside of noncombustible roof sheathing, deck or slabs, provided i) Openings in the roof are not located within 4 feet of the fire wall, and ll) The entire building is provided with not less than a Class B roof covering c) In buildings of Type III, IV and V construction, walls shall be permitted to terminate at the underside of combustible roof sheathing or decks, provided i) There are no openings in the roof within 4' of the fire wall, II) The roof is covered with a minimum Class B roof covenng, and III) The roof sheathing or deck is constructed of fire-retardant-treated wood for a distance of 4' on both sides of the wall or the roof is protected with 5/8" Type X gypsum board directly beneath the underside of the roof sheathing or deck, supported by a mmimum of 2" nominal ledgers attached to the sides of the roof framing members for a minimum distance of 4' on both sides of the fire wall See 2/AO 2 & 3/AO 2, fire wall terminates at the underside of roof sheathing per exception C FIRE-RESISTIVE CONSTRUCTION 20 Walls and floors separating guest rooms in Group R-1 hotels, shall be fire partitions or honzontal assemblies as required by Sections 709 and 712 Section 420 2 a) Such fire partitions and floors shall have a fire-resistance rating of not less than 1-hour (except in buildings of type IIB, IIIB and VB Construction with automatic spnnkler systems, where the fire-resistance rating may be reduced to 14-hour) Section 709 3 b) Such fire partitions shall extend to the underside of the floor/roof sheathing above i) In lieu of extending the wall to the floor/roof sheathing above, they may terminate at the fire-resistance-rated roof/ceiling assembly above In this case, the space between the ceiling and the deck above shall be fire-blocked or draftstopped in accordance with Sections 717 2 and 717 3 at the partition line Section 709 4 See sheets AO 2 & AO 3 for wall and floor assemblies, AO 4 for plan view location of assembly references, & A4 0 for building section references of wall and floor assemblies 21 Provide details on the plans for the fire-resistive construction Include roof/ceiling assemblies, floor/ceilmg assemblies, wall assemblies, column and beam assemblies, etc Be sure to list with each detail the basis of approval (U L listing number, ICC research report, etc ) a) In California, Section 705 5 was modified for Group A and R occupancies, by requinng extenor walls to be rated for exposure to fire from both sides, regardless of fire separation distance See sheets AO 2 & AO 3 for wall and floor assemblies, AO 4 for plan view location of assembly references, & A4 0 for building section references of wall and floor assemblies See sheet A9 3 & A9 31 for column and beam assemblies Plan check responses November 16, 2011 Page 6 of 14 22 Detail and reference I C C number or other approval for honzontal fire assembly using trusses Item 21-1 1 in Table 720 1(3) requires 2 layers of 5/8" Type X gypsum wallboard at the bottom chords of trusses Section 703 Refer to Roof Assembly A & A2 on sheet AO 3 23 Detail how fire-resistive wall construction will be maintained at built-in wall fixtures and behind mailboxes, fire extinguisher cabinets, electnc panels exceeding 16 sq in of area, etc Section 713 3 2 For fire extinguisher cabinet see detail 1/A9 6 4, electnc panels are surface mounted 24 Detail on the plans how fire-resistive wall and ceiling protection will be maintained at all duct penetrations, such as at fans and vents Section 716 Provided at all applicable duct penetrations, refer to Mechanical drawings 25 Fire dampers shall be installed per Section 716 5 at all duct and air transfer openings of a) Ceilings of fire-resistive floor-ceiling assemblies or roof-ceiling assemblies b) Fire walls (area separation walls) c) Fire barners, (occupancy separations) (see exception for walls) d) The fire-resistive construction of horizontal exit walls e) Fire partitions at fire-rated corridors f) Shaft enclosures Provided at all applicable duct penetrations (MA Engineers) 26 Smoke dampers shall be installed per Section 716 5 at all duct and air transfer openings of a) Fire-rated corndors. Shaft enclosures, b) In California, Section 7117 was modified for Group A and R occupancies, to state that duct openings in smoke partitions (corridors) shall also be provided with a smoke damper complying with Section 716 3 2 c) In California, Section 716 5 2 was modified for Group A and R occupancies, to state that duct openings in fire barriers shall also be provided with smoke dampers Provided at all applicable duct penetrations (MA Engmeers) 27 If smoke dampers are required, the plans shall show the locations of the smoke detectors listed in the options of Section 716 3 3 2 of the IBC Smoke detectors for smoke dampers are shown on detail 4/M5 2 next to the duct penetration (MA Engineers) 28 Provide a note on the plans stating "Penetrations of fire-resistive walls, floor ceilings and roof-ceilings shall be protected as required in IBC Section 713 " Note #6 added to the Floor Plan General Notes on A2 sheets 29 Clearly identify location and hourly fire-resistive rating of vertical shafts on plans Provide construction details showing location of fire dampers and how fire resistivity will be maintained at floors and roofs Section 708 a) In California, Section 708 14 1 was modified for Group A and R occupancies, to require elevator lobbies where an elevator shaft connects more than TWO stories (as opposed to three stories listed in the IBC) Fire-resistive ratings of vertical shafts are identified at overall and enlarged plans, refer to floor plan legend 30 Members of the structural frame (other than columns) supporting more than one floor and roof must be individually encasement fire protected (Section 704 3) Detail the required protection on the plans See sheet AO 4 and A9 3 1 Plan check responses November 16, 2011 Page 7 of 14 31 Show fire-retardant treated wood in furred ceilings where necessary per Section803 11 2 Note #2 added to the RCP General Notes on A6 sheets FIRE BARRIERS 32 A one-hour fire barner separation is required between Rl occupancy & A/S1/M occupancies Show key-plans accordingly Table 508 4 (see exceptions too) 1-hour fire barner is indicated between Laundry termination room and service area, see sheet A2 1 3 33 A fire barrier is not required for an accessory use not occupying more than 10% of the area of any floor of a building, nor more than the tabular values for either height or area for such use (without height/area increases) Section 508 2 1 Service rooms at Levels 2 & 3 are considered Incidental Accessory Occupancies, since they do not occupy more than 10% of the area of any floor a fire barner is not required per CBC section 508 2 1 34 Doors and fire shutters in fire barners shall comply with Table 715 4 FIRE BARRIER RATING (hours) MINIMUM OPENING PROTECTION ASSEMBLY (hours) 1 y4 Door number 1149 at the Laundry Termmation room has 3/4-hour protection as required on Table 715 4, see door schedule sheet AIO 0 5 Openings m a fire barner wall shall be limited to a max aggregate width of 25% of the wall length, and the max area of any single opening shall not exceed 156 sq ft Exception The 156 sqft limitation shall not apply where the adjoining fire areas are spnnklered Section 707 6 Exception applies, the building is fully spnnklered 36 Supporting construction below fire barrier wails shall be protected to afford the same fire-resistance rating of the fire barner Section 707 5 Fire barner only occurs at Level 1 37 Structural members supporting a honzontal fire barner must have the same fire-resistive rating as the separation Section 712 4 Floors are 1-hour rated, see sheet AO 4 ' 38 Incidental use areas need to be separated from main occupancy Table 508 2 5 a) Even if spnnklers are used to eliminate the need for 1-hr wall construction, Sec 508 2 5 2 still requires the partitions to extend to the underside of the floor/roof above and for any doors in the partitions to be self-closing Show this on flooi or key-plans ROOM OR AREA SEPARATION AND/OR PROTECTION Laundry rooms over 100 square feet See the item above Storage rooms over 100 square feet See the item above Waste/linen collection rm > 100 sq ft See the item above Partitions separating the service rooms at Levels 2 & 3 extend to the underside of the structure Doors 2101 2 & 3102 have closers and smoke draft seals as required on section 508 2 5 2 See door schedule on sheet Al 0 0 39 Steel electncal outlet boxes at fire barrier walls shall not exceed 16 sq in, shall not exceed 100 sq in/100 sq ft of wall, and shall be separated by a honzontal distance of 24" when on opposite sides of a wall Section 713 3 2 Electncal outlet boxes at fire barner walls comply with Section 713 3 2 Plan check responses November 16, 2011 Page 8 of 14 40 Ducts penetrating fire barners at occupancy separations must have fire dampers Section 716 5 2 a) In California, Section 716 5 2 was modified for Group A and R occupancies, to require smoke dampers in addition to fire dampers Refer to Mechanical drawings for fire/ smoke damper locations SOUND TRANSMISSION 41 Wall and floor/ceiling assemblies separating dwelling units frorn each other and from common space (such as corridors, laundry rooms, common garages, service areas, etc ) must have a listed rating of STC 50 (and IIC of 50 for floors) Section 1207 Show the location of and reference all the details, as per Sheets AO 2 & AO 3, on the floorplans and section pians The design meets the requirements for STC-50 at guestroom walls and floor/ceilings and IIC-50 at guestroom floor/ceilings I Guestroom demising, corndor and common area separation walls are typified by Wall Type B/Sheet AO 2 Walls are typically scheduled on the enlarged plan sheets A8 1 through A8 17 This wall has a minimum STC value of STC-56 (STC-58/59 expected with additional shear layer) II Guestroom floonng/ceilings are typified by Floor Assembly B/Sheet AO 3 This floor/ceiling assembly has an STC value of STC-60 The floor surface is carpet with a heavy-duty carpet pad beneath (per Note 22 - Sheets AS 1 - A8 17) With the carpeted floor surface, the assembly has an IIC value of IIC-74 III Guestroom Washroom floonng/ceilings are typified by Floor Assembly A/Sheet AO 3 This floor/ceiling assembly has an STC value of STC-60 The floor surface is tile over cement underlayment on top of a 0 40" thick, resilient sound mat With the resilient underlayment, the assembly has an IIC value of IIC-57 42 Show how penetrations of assemblies for piping, electricai devices, recessed cabinets, bathtubs, soffits or heating, ventilating or exhaust ducts shall be sealed, lined or insulated or treated to maintain the required sound ratings Overall and enlarged plan drawings. Sheets A2 1 0 through A2 3 4, contain a keynote which designates all guestrooms as well as spaces noted on the drawings as having Airtight construction with all joints and penetrations treated with acoustical insulation and sealants This is done to maintain the sound isolation performance of a given construction 43 The Title Sheet or Site Plan should clearly indicate if any portion of the project is in a noise cntical area (CNEL contours of 60 dB) as shown on the City or County's General Plan If no portion of the project is within a noise cntical area, provide a note on the Title Sheet stating "This project is not within a noise critical area (CNEL contour of 60 dB) as shown on the General Plan" CBC Section 1207 11 Site plan in relationship to CNEL noise contours is included m the enclosed Extenor-to- Interior Noise Report Plan check responses November 16, 2011 Page 9 of 14 44 If the project is located in noise cntical areas (CNEL contours of 60 dB) as shown on City General Plan, then an acoustical analysis showing that the proposed building has been designed to limit noise in habitable rooms to CNEL of 45-dB is required Where windows must be closed to comply, it is necessaiy to provide mechanical ventilation in accordance with the mechanical code Provide design CBC Sec 1207 11 The required Extenor-to-lntenor Noise Report is included Refer to Mechanical drawings for ventilation systems EXITS 45 Door 1113 1 as sown on floor plans, i e , A2 1 1, near grid point X-20 should swing out (with over 50 occupants in A occupancy) Two means of egress are required and provided for the assembly space (Mini's Bar 1113) Half the occupants exit through door 1113 1 and the other half are directed back into the main Lobby Door 1113 3 swings m because it is used as a means of egress for the "Mini's Bar Outdoor Area" Refer to Egress Plan on sheet AO 1 for egress paths and to door schedule for door hardware 46 Each door in a means of egress from an occupancy of Group A having an occupant load of 50 or more shall not be provided with a latch or lock unless it is panic hardware Section 1008 1 10 Show panic hardware for door 1109 1, as per Sheet A2 1 1, near grid point C-2 Also see all the gates from outdoor dining Panic hardware is provided at all exit doors, see Egress Plans on sheets AO 1 1 & AO 1 2 and door schedule on sheet A10 0 47 All doors/ gates, within the exit path to a public way from an occupancy of Group A having an occupant load of 50 or more shall not be provided with latches or locks unless they are equipped with panic hardware Sec 1008 1 10 and 1002 See door schedule on sheet A10 0 48 When additional doors are provided for egress purposes, they also shall conform to the requirements of Section 1008 (width, swing, hardware, etc ) Section 1008 1 See door schedule on sheet Al 0 0 STAIRWAYS 49 Stairways should be enclosed as specified in Section 1022 a) Doors should be labeled 1-hour fire assemblies for 1-hour stair enclosures Section 715 b) Penetrations into or through an exit enclosure are prohibited, except for equipment and ducts necessary for independent pressunzation, spnnkler piping, standpipes and electncal conduit serving the enclosure Section 1022 4 [Door 872-7 1 needs to be one hour rated instead of 20 minute rated, as noted on door schedule & Sheet A2 1 2] All corndor doors to stairways are identified as 60 min doors, refer to door schedule on sheet AIO 0 CORRIDORS 50 Corndors shall have fire partition walls of one-hour construction when required by Table 1018 1 Show the locations of the rated corndors on the plans or clearly show compliance with an applicable exception from Section 1018 1 a) In California, corndors having greater than 10 occupants in R occupancies must have a 1- hour fire rating (not y2-hour, as listed in the IBC) identify rated corridors on floorplans 1-hour rated corndors are identified on the floor plans (A2 sheets), see floor plan legend Plan check responses November 16, 2011 Page 10 of 14 51 Fire-resistance rated exit corndors shall not be interrupted by intervening rooms Foyers, lobbies or reception rooms constructed as for corndors shall not be construed as intervening rooms Section 1018 6 See next item as well Section 1018 6 requires corndors to be contmuous from the point of entry to an exit The corndor is continuous to the exit at Stair #3 (East), compliant with the code requirement 52 As shown, rated corndor cannot terminate on gndline 26 It needs to continue to the outside & be separated from non-rated dining/admin areas Sheet A2 1 2 See response to comment number 51 53 Corndors shall have intenor door openings protected by tight-fitting smoke and draft control assemblies rated 20 minutes Doors shall be maintained selfclosing or be automatic closing by action of a smoke detector per Section 715 4 8 Doors shall be gasketed to provide a smoke and draft seal where the door meets the stop on sides and top Section 715 Add to door schedule Refer to door schedule, sheet AIO 0 for identification of closers, and smoke seals at corridor doors 54 Duct penetrations (or air transfer openings) of fire-rated corndor construction shall have fire and smoke dampers per Sections 716 Refer to Mechanical drawings for fire/ smoke damper locations 55 Windows in the walls of fire-rated intenor corridor walls (Section 715 5) a) Such openings shall be protected by glazing listed and labeled for a fire-protection rating of at least %-hr (or VA" thick wired glass in steel frames) b) The maximum width or height of such windows shall not exceed 54", and the maximum area may not exceed 1,296 sq in c) The total area of such windows shall not exceed 25% of a common wall area with any room Sec 715582 See 3/A8 21 2 for window locations in the 1-hr corndor, and refer lo window schedule on sheet AIO 2 fire protection rated glazing identification EXIT SIGNS 56 Exit signs are required whenever two exits are required Show all required exit sign locations Section 1011 1 See Electncal Engineer's response 57 A tactile sign stating "EXIT" and complying with ICC Al 17 1 shall be provided adjacent to each door to an egress stairway, an exit passageway and the exit discharge Section 1011 3 See Electncal Engineer's response 58 Show two sources of power for the lamps at exit signs Section 1011 5 3 See Electncal Engineer's response 59 Show that the means of egress path will be lighted with at least one foot candle at floor level Section 1006 See Electncal Engineer's response 60 Show separate sources of power may be required for exit illumination Review Section 1006 3 See Electncal Engineer's response Plan check responses November 16, 2011 Page 11 of 14 ELEVATORS 61 Doors other than the hoistway door and the elevator car door are prohibited at the point of access to elevator car, except doors readily openable from the car side without a key, tool, special knowledge or effort IBC, Section 3002 6 There are no doors other than the hoistway door and the elevator car door at point of access to elevator car 62 In buildings having an elevator in California, Group A and R occupancies, at least one gurney-sized elevator shall be provided The elevator car shall be of such a size and arrangement to accommodate a 24-inch by 84-inch ambulance gurney or stretcher in the honzontal, open position Section 3002 4 Refer to 1/A7 3 for elevator car accommodating a 24-inch by 84-inch ambulance gurney 63 In buildings with elevator in California, Group A and R occupancies, an enclosed elevator lobby shall be provided at each floor (where the elevator connects more than 2 stones) shall be provided Note The exception to eliminate the lobby due to fire spnnklers does not apply to these occupancies Section 708 14 1 Elevator smoke containment system provided, see sheet A7 3 GENERAL RESIDENTIAL REQUIREMENTS 64 A fire alarm system and an automatic smoke detection system may be required in Group R occupancies Please review Section 907 2 8 and 907 2 9 A fire alarm system and smoke alarm system are required (sections 907 2 8 1 through 907 2 S 3) It will be provided as a deferred submittal, refer to list of Deferred Approvals on sheet TO 65 In California, if a fire alarm system is required, it shall activate a means of warning the heanng impaired Please note this on the plans CBC Section 1007 12 Fire alarm system is required and will be provided as a deferred submittal (compliant with 907 2 S 1 through 907 2 8 3 & 1007 12) 66 Glazing in the following locations should be of safety glazing matenal in accordance with Section 2406 4 (see exceptions) a) Fixed and sliding panels of sliding door assemblies and panels m swinging doors b) Glazing in the walls/doors surrounding bathtubs and showers where the bottom exposed edge of the glazing is less than 60 inches above the standing surface c) Fixed or operable panels adjacent to a door where the nearest exposed edge of the glazing IS within a 24-inch arc of either vertical edge of the door in a closed position and where the bottom exposed edge of the glazing is less than 60 inches above the walking surface Exception For R-2 occupancies (only), glazing in walls perpendicular to the door in its closed position, other than the wall towards which the door swings d) Individual fixed or operable panels, other than those locations descnbed above, that meet all of the following conditions i) Exposed area of an individual pane is greater than 9 square feet, and II) Exposed bottom edge is less than 18 inches above the floor, and III) Exposed top edge is greater than 36 inches above the floor, and iv) One or more walking surfaces are within 36" horizontally of the plane of the glazing For safety glazing locations, see window schedule on sheet AIO 2 Plan check responses November 16, 2011 Page 12 of 14 67 Guards (Section 1013) a) Shall have a height of 42" This includes the open side of a stair b) Shall be detailed showing adequacy of connections to resist the honzontal force prescnbed in Section 1607 7 c) Openings between railings shall be less than 4" d) Glass balusters shall be installed with a continuous rail along the top Section 2407 1 2 See 5/A9 6 1 for guardrail detail ROOFS 68 Specify roof slope on plans for all areas I e , pool area, Porte Cochere, mansards, etc Roof slopes are indicated on sheets A2 4 1- A2 4 4 69 Show the required attic ventilation on the plans Show "area required" and "area provided " The net free ventilating area shall not be less that 1/300th of the area of the space ventilated Further, 50% of the opening area must be provided with ventilators in the upper portion (at least 3' above eave or cornice) with the balance of ventilators provided by eave or cornice vents Section 1203 2 The required attic ventilation has been provided, vents are shown on roof plan sheets A2 4 1-A2 4 4, see symbol legend 70 Show location of attic access with a minimum size of 20"x30", unless the maximunri vertical headroom height in the attic is less than 30 inches Access must be provided to each separated attic area Section 1209 2 For location of attic access, refer to roof plans on sheets A2 4 1-A2 4 4 (symbol legend) FIRE EXTINGUISHING 71 Specify on the plans that portable fire extinguishers will be installed in the building in accordance with Section 906 Note added to Floor Plan Legend on A2 sheets, for fire extinguisher location refer to partial floor plans on A2 sheets, for detail see 1/A9 6 4 72 Please show the classification of the standpipes, as required on plans, per Section 905 MISCELLANEOUS LIFE/SAFETY 73 Please cross reference all wall types on floor plans, as per Sheet AO 2 Similarly, for the roof and roof, beam/ column assemblies, as per Sheet AO 3 Wall types are referenced on the Partial Floor Plans on sheets A2 1 1-A2 1 4, A2 2 1- A2 2 4, A2 3 1-A2 3 4 & also on sheets A8 1-A8 18 Beam/ Column assemblies are referenced on sheets A2 1 1 & AO 4 74 On 7/A1 6, dimension the middle landing (both length & width) 75 Label all windows on Sheet A2 1 1 Too many are not labeled (to itemize) Storefront & window types are referenced on the Partial Floor Plans on sheets A2 1 1- A2 1 4, A2 2 1-A2 2 4 & A2 3 1-A2 3 4 Plan check responses November 16, 2011 Page 13 of 14 76 Please show panic hardware for all gates on plans for the outdoor dining areas, as per Sheet A2 1 1 All gates are mdicated to receive panic hardware, see door schedule on sheet A10 0 77 The majority of the references to blow-up details, as per Sheet A2 1 1, are incorrect Please review them all prior to resubmittal References to blow-up details have been revised 78 Many extenor glazing areas are not labeled on Sheet A2 1 1 Also SF as noted near grid point B-2 is incorrect Storefront & window types are referenced on the Partial Floor Plans on sheets A2 1 1- A2 1 4, A2 2 1-A2 2 4 & A2 3 1-A2 3 4 79 Where columns are required to be fire-resistance rated by any provisions of the code, the entire column shall be provided individual encasement protection on all sides for the full column length Section 704 2 See sheet A9 3 80 Specify on the plans that the draftstopping and fireblocking from Section 717 will be installed (combustible construction) 81 Please clarify storefront J as shown on Sheet Al 0 1 It needs 1o be fully dimensioned and the window type needs to be indicated as well Storefront & window types are referenced on the Partial Floor Plans on sheets A2 1 1- A2 1 4, A2 2 1-A2 2 4 & A2 3 1-A2 3 4 Refer to window schedule on sheet AIO 2 for dimensions 82 Specify on plans that Emergency Responder Safety Features of Sec 914 will be installed Water Efficiency and Conservation Standards listed below become effective 7/01/2011 Note For review comments not covered on this letter, please refer to the enclosed Structural, Mechanical, Electncal, & Plumbing Engineers' responses Plan check responses November 16, 2011 Page 14 of 14 ADDITIONAL 124 Please revise the sheet index to match the content of the plans Many of the partial sheets & ALT sheets are not included in this package as per the sheet index Please review them all pnor to resubmittal Sheet index has been revised 125 Please identify all the HC accessible units and heanng impaired equipped rooms on plans, for various unit types, on each level Accessible units are indicated on Floor Plans & Partial Floor Plans on A2 sheets, see Floor Plan Legend 126 Please see attached for P/M/E items 127 To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i e , plan sheet, note or detail number, calculation page, etc 128 Please indicate here if any changes have been made to the plans that are not a result of corrections from this list If there are other changes, please bnefly describe them and where they are located in the plans Have changes been made to the plans not resulting from this correction list*? Please indicate Yes No 129 The junsdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123, telephone number of 858/560-1468, to perform the plan review for your project If you have any questions regarding these plan review items, please contact Ali Sadre at Esgil Corporation Thank you Structuial Engineers October 3, 2011 Plan Check Responses Legoland Hotel Carlsbad 11-1684 Responses 86 To bc piovided by Leighton 87 Notes added as 9 under toundation Sl 1 88 Notes added on S2 1 1 89 Note added on S2 1 1 uiidet foundation notes 90 Per city of Carlsbad, plated trusses can be deferred submittal See S1 1 fbi notes 91 See 90 92-93 Details cither referenced or labeled "not used" on plans 94 Revised to 1 5" on center for top 3 ties around anchor bolts 95 Revised to detail 5 96 Notes for leference added to 82 1 1 97 Picture revised to 8 bolts 98 Sec intenor columns in lobby area 99 Refer to staiis and mansard tor rnost locations Schedule there as requited 100 8 inch embedment added to detail 101 Revised to 5/S4 1 102 Confirmed as noted Also see schedule and headei detail for additional locations 103 confirmed, edited as notes 104 details added or clarified on roof Please note entire low roof has been revised to plated wood trussed, under deferred submittal 105 Tuple joists called out on plans 106 PSL shown on S2 4 1 between B and C 107 PSL shown on 82 4 1 between 5 and 8 108 PSL shown on S2 4 1 between 5 and 8 109-111 Shown on S2 4 1 112 Agreed Ram Steel model created of second floor lobby with schematics, beam designs, foundation load checks and moment frames See attached supplemental calculations 113 Updated to C6A 114 Detail 16/S5 3 added 115-116 Moment frame output included in supplemental calcs with anchorage design 117 Detail at corner tie 19/S5 1 added to plans 118 Details revised to 2,3/Sl 5 119 Revised to detail 11 120 Details are referenced at tower and screen over kitchen 121 Sheet S1 6 revised to mclude details used on this project 122 Pool facility included in supplemental calcs Roof trusses under deferred submittal 123 Confirmed 2445 Fifth Avenue, Suite 300, San Diego, California 92101 Tel (619)687-3810 Fax (619)687-3814 Please contact me duectly with any questions Smcctcly, GSSI Engineers ^BiU Schell S E 244sFifth Avenue, Suite 300, San Diego, California 92101 Tel (619)687-3810 Fax (619)687-3814 I'ROJf CT structural Engineers RNGR 'f?-y_ SillLI i| (JSSI NO DA 11 If '7 ^ - .1! F * * H '7^ <^^4Vd>' \ •5% ff V ^<\t f \7%mm^ t • . ^* • Y; f V i-. t s Ifei ^ 7Hr\ 0(Kfr I PROJl Cl Structural Engineers PNGR n (rSSI NO DAii: ^(MiZ. 1^ \ •Ul V- i: \ 7 U 4 X\ '•'33 i V \ ^? f^^^^-^ LA C O 5 ENlGINEMNi© 2226 FARADAY AVENUE CARISBAD, CAUFORNIA 92008 TEI 7S0 931-C290 FAX 438-5251 inaits'_inont9onieryfflyahoo-coin Civil • STRUCTURAL MECHANICAL* PETROIEUM STRUCTURAL CALCULATIONS AND DETAILS FOR SWIMMING POOL DESIGN PROJECT LEGOLAND CALIFORNL\ HOTEL ONE LEGOLAND DRFVE CARLSBAD, CA 92008 ENGINEER MARTELLB MONTGOMERY RCE 50344 EXP 6-30-13 DATE JULY 7, 2011 DESIGN LOADS 2010 CBC, 2009 IBC lA COSIA ENGINlEERIINLCl 2226 FARADAV AVENUE CARISBAD. CALirODNIA 92008 TEL 7eO-9]1-D29« FAX 438-S2SI maiiY.^mani^mttv9Ythoti ram CiVtt • STRUCrUKAl M£CHA,'«lCAL» PIIBOIEIIM CUENT JOB AQUATIC DESIGN GROUP LEGOLAND CALIFORNIA HOTEL CALCULATED BY SCALE MBM DATE 7/7/2011 SHEET NO OF POOL DESIGN CRITERIA: PER GEOTECHNICAL INVESTIGATION BY LEIGHTON AND ASSOCIATES, INC DATED 5-2-11, PROJECT NO 960151-034 DRAINED CONDITIONS: ACTIVE PRESSURE Pa 35 pcf AT-REST PRESSURE Po 55 pcf APPROX SOIL UNITWT 7 120 pcf PASSIVE PRESSURE Pp 300 pcf BEARING PRESSURE Ps 3500 psf COEFF OF FRICTION 0 35 NOTE: Hydrostatic pressure relief valves in floor slab provide "drained" condition in presence of ground water table, perched water or poor site drainage conditions POOL WALL DESIGN METHOD: (SKIMMER) MECHANICS: AT-REST CONDITION, CANTILEVER WALL, POOL EMPTY LUALL XSECTICN h SEE DETAIL THEELCIU PCOL LUALL FRIN3 LINE FOOL FLCCR CRITICAL POINT y= P„= AT-REST SOIL PRESSURE P=7h=Poh W=Ph/2=Poh72 MOMENT: M=Poh^/2*h/3=Poh^/6 STRENGTH DESIGN 1 2D -H1 6(L-i-H) 0 9D + 1 OE -I-1 6{l+H) WHERE D = DEAD LOAD, L = LIVE LOAD E = SEISMIC LOAD AND H = LOAD DUE TO LATERAL EARTH PRESSURE OR GROUND WATER PRESSURE PsURCHARGE-kaqW MsURCHARGE=kaqwh*h/2 WHERE w=WIDTH OF WALL VJ=ANG INTERNAL FRICTION ka=TAN^(45-^/2) SURCHARGE @ DECK: qDL=(6712)(150 pcf)=75 psf qLL=60 psf LATERAL SURCHARGE w=1' ^=22 5° ~ 2 1 SLOPE (Conservative) ka=TAN^(45°-22 572)=0 45 -0 5 kaqw=(0 5)q(1')=0 5q =0 5(75 psf)=37 5 plf DL =0 5(60 psf)=30 plf LL SKIMMER POOL WALL DESIGN ASSUMPTIONS: PCCL XSECTICN RM P^l=fe BY INSPECTION: WALL DESIGN GOVERNS POOL DESIGN SLIDING RESISTED BY POOL FLOOR OVERTURNING RESISTED BY (1) CONSIDERABLE LENGTH OF POOL FLOOR WRT POOL WALL (2) EFFECTS OF EQUAL AND OPPOSITE MOMENTS ATEA END (3) COMPLETE CONTINUITY OF WALL-FLOOR-WALL SYSTEM 4 POOL WALL DESIGN METHOD CRITICAL POINT COORDINATES: INTERSECTION POINT IN COVE WHERE DESIGN OF WALL MEETS FLOOR SLAB DESIGN DETERMINES EFFECTIVE WALL HT >?'=33° TO CRITICAL POINT x=R-R(sin33°) y=R(cos33°) 3'-6" WALL- 3'-&" £f=raN3 LII^ (&" RAD x=0 5'-0 5'(sin33°)=0 23' y-0 5'(cos33°)=0 42' kJT^ 5'-0" WALL: f=lRIN3 LINE x=1 O'-l 0'(sin33°)=:0 46' y=1 O'(cos33°)=0 84' SWIMMING POOL. HYDROTHERAPY POOL WALL DESIGN: 3'-6" DEPTH: h= 3 42 ft pcf 55 (RET WALL HT TO CRITICAL PT ) MOMENT: Muc=1 6(55 pcf)(3 42')^/6-Hl 2(37 5 psf)(3 42')^/2-i-1 6(30 psf)(3 42')^/2= 1131 Ib-ft GOVERNS TRY: b= 12 in t= 6 in ds= 3 in f'c= 3000 psi fy= 60000 psi 09 A.= fob 1 17f. d„- Asm,n= 200bwd/fy= ^2 2 35M„, ' c^*f',b J 0 09 in^ 0.12 in' N1/2 GOVERNS TRY: #4 @ 12" o.c: As=0 20in''> 0 12 OK I USE t=6", ds=3", #4 @ 12" o.c. E.W. SWIMMING POOL WALL DESIGN: 5'-0" DEPTH: MOMENT: h= 4 84 ft (RET WALL HT TO CRITICAL PT ) pcf 55 Muc=1 6(55 pcf)(4 84')76-Hl 2(37 5 psf)(4 84')^/2-f1 6(30 psf)(4 84')72= 2752 Ib-ft GOVERNS TRY: b= 12 in t= 7 in Cis= 4 in f'c= 3000 psi fy= 60000 psi 09 1 17f„ ^ 2_235M^^'" 2 As„,n= 200bwd/fy= 0.16 in 0.16 in' GOVERNS TRY: VERT.: #4 @ 12" o.c : As=0 20 in'' > 0 16 HORIZ.- #4 @ 12" o.c: As=0.20 in^ > 0 16 OK OK USE t=7", ds=4", #4 @ 12" o.c. VERT #4 @ 12" o.c HORIZ. SWIMMING POOL FLOOR SLAB DESIGN: WATER DEPTH SLAB (t) WH20 WsLAB WTOT 3'-6" 6" 218 psf 75 psf 293 psf 4'-6" 6" 281 psf 75 psf 356 psf 5'-0" 6" 312 psf 75 psf 387 psf ASSUMPTIONS: 1) FULL POOL, WATER = 62 4 pcf 2) CONCRETE WT = 150 pcf Ps=3500 psf > 387 psf OK |USE 6" CONC. SLAB W/#4 @ 12" O.C. EA. WAY | CHECK REBAR SPLICE DEVELOPMENT LENGTH: f'c= 3000 psi fy= 60000 psi 9) 2007 CBC, ACI 318-05 1222 25Vf7 1223 3f, ^ "V.-V.^^k 40 Jf FOR #4 REBAR: (12 2 4) SET db=0 5" ^t=1 3 c b + k „ d, =2 5 4's=0 8 (#6 OR SMALLER) ^e=1 0 (UNCOATED BARS) A=1 0 (NORMAL WT CONC ) ^ (0 5")(60000)(13)(1)(1) 5" GOVERNS 25V3000 Id =05 3(60000) ^ (1 3)(1)(0 8)(1) 40V3OOO 2 5 =17 1" CLASS B SPLICE = 1 3(28 5")=37.0" = 74 BAR DIA. FOR #5 REBAR: (12 2 4) SET db=0 625" ^t=1 3 =2 5 4's=0 8 (#6 OR SMALLER) ^e=1 0 (UNCOATED BARS) X=1 0 (NORMAL WT CONC ) ^^^(0623-)(6000Q(13)(l)(l)^3^^„ ^^^,,,3 L 25N/3000 = 0 62/^^^^^ ,,(1 3)(1)(0 8)(1)' 21 4" _40v/3000 2 5 CLASS B SPLICE = 1 3(35 6")=46: = 74 BAR DIA. FOR #4 REBAR- USE MIN. 37"(925mm) FOR CLASS B LAP SPLICE FOR #5 REBAR: USE MIN. 46"(1150mm) FOR CLASS B LAP SPLICE Leighton an(j Associates, Inc A LEIGH ION GROUP COMPANY May 2, 2011 Project No 960151-034 To Merlin Entertainments Group US Holdings, Inc c/o Project Management Advisors, Inc 462 Stevens Avenue, Suite 106 Solana Beach, Cahfomia 92075 Attention Mr Ted Giesmg Subject Updated Geotechnical Investigation, Proposed Legoland Hotel, Carlsbad, California In accordance with your request and authorization, Leighton and Associates, Inc (Leighton) has conducted a geotechnical investigation for a proposed hotel that is planned for the LEGOLAND California Theme Park m Carlsbad, California This report presents the results of our field investigation activities, review of the laboratory testmg, geotechnical analyses, and provides our conclusions and recommendations for the proposed improvements Based on the result of our preliminary geotechnical investigation, the proposed project is considered feasible from a geotechnical standpoint provided our recommendations are implemented in the design and construction of the project. If you have any questions regarding our report, please do not hesitate to contact this office We appreciate this opportumty to be of service Respectfully submitted, LEIGHTON AND ASSQ lATES, INC Sean OJiofad^, GE 2507 Principal Engmeer Distnbution Mike Jensen, CEG 2457 Project Geologist Address© RW Apel C^shi^«e=?Crchitects, Attention Mr Richard Apel Hofman Planmng and Engineenng, Attention. Mr Evan Wilks GSSI Structural Engmeers, Attention Mr Bill Schell Architects Delawie Wilkes Rodngues Barker, Attention Mr David Mann LEGOLAND California, Attention- Chris Romero 3934 Murphy Canyon Road, Suite B205 • San Diego, CA 92123-4425 858 292.8030° Fax 858.292 0771 960151-034 6.2.1 Conventional Spread Foundations Footings should extend at least 18-mches beneath the lowest adjacent finish grade At these depths, footings founded in properly compacted fill soil or formational material may be designed for a maximum allowable beanng pressure 3,500 psf The allowable pressures may be mcreased by one-third when considenng loads of short duration such as wind or seismic forces. The mimmum recommended width of footmgs IS 15 inches for continuous footings and 18 inches for square or round footings Footings should be designed m accordance with the structural engineer's requirements and have a minimum reinforcement of four No 5 reinforcing bars (two top and two bottom) The recommended allowable bearing capacity for spread footings is based on a maximum allowable total and differential settlements of 1-inch and 3/4-inch Since settlements are functions of footing size and contact bearmg pressures, some differential settlement can be expected between adjacent columns, where large differential loading conditions exist With increased footing depth to width ratios, differential settlement should be less We recommend a horizontal setback distance from the face of slopes and retaining wall for all structural footings and settlement-sensitive structures The distance is measured from the outside edge of the footing, horizontally to the slope face (or to the face of a retaining wall) and should be a minimum of H/2 and need not be greater than 15 feet Utility trenches that parallel or nearly parallel structural footings should not encroach within a 1 1 plane extending downward fi-om the outside edge of footing Please note that the soil within the structural setback area possess poor lateral stability, and improvements (such as retaining walls, sidewalks, fences, pavements, etc ) constructed within this setback area may be subject to lateral movement, and/or differential settlement Potential distress to such improvements may be mitigated by providing a deepened footing or a pier and grade beam foundation system to support the improvement. Deepened footings should meet the setback as descnbed above 6.2.2 Drilled Pile Foundations Drilled piles may be designed for the skin friction capacities shown in Figure 4 plus 7,000 psf for end bearing The capacity of the pile should be reduced by the capacity within the influence zone of the agncultural debris Upward capacity equal to one-half the value on Figure 4 may be utilized to resist tensile loads Pier settlement is anticipated to be less than 1/4 inch under design loads and normal service condifions The design chart contained in the accompanymg Figure 4 is based on center to center pile spacings of at least 3 pile diameters Where piles are 10 -19- Leighton 960151-034 (I spaced more closely, reduction in pile capacity is necessary Construction of piles should be sequenced such that the concrete of constructed piles are allowed to setup prior to construction of piles withm 3 diameters Lateral loads on the face of caissons/piers may be resisted by usmg a lateral bearing of 300 psf/foot elevation Where piles are situated at least 5 diameters (center to center) apart, the effective diameter of the pile may be increased by 1 5 for resisting lateral loads Intermediate cases can be evaluated on a case-by-case basis 6.2.3 Structural Foundations on Grade A soil modulus of 150 pounds per cubic inch is recommended for design of structural slab foundations Structural foundations should be designed by the project structural engineer utilizing the parameters outlined below in Table 3 and an allowable bearmg pressure of 2,000 psf Table 3 Structural Foundation Design Parameters Design Cntena Expansion Index Design Cntena E.I. < 70 Edge Moisture Variation, Cm Center Lift 5 5 feet Edge Moisture Variation, Cm Edge Lift 4 5 feet Differential Swell, Ym Center Lift: 1 5 inches Differential Swell, Ym Edge Lift 0 6 mches Modulus of Subgrade Reaction 100 pci Analysis of uniform mat, conventional nbbed mat and post-tensioned foundation should be performed m accordance with the Post-Tensionmg Institute procedures (PTI, 2008) -20- Leighton 960151-034 It 6.3 Floor Slab Considerations Slab on grade floors should be at least 5 inches thick and reinforced with a mmimum of No 3 rebars at 18 mches on center each way, placed at mid height in the slab Slabs should be underlain by a 2-inch layer of clean sand or clean crushed gravel We recommend that the architect follow the guidance of ACl 302 2R-06 for design of the under slab moisture protection measures and development of construction specifications We recommend control joints be provided across the slab at appropnate intervals as designed by the project architect Prior to placement of the vapor barrier, the upper 6-inches of slab subgrade should be moisture conditioned to a moisture content at or above the laboratory optimum The potential for slab cracking may be further reduced by careful control of water/cement ratios The contractor should take the appropriate precautions durmg the pounng of concrete in hot weather to minimize cracking of slabs We recommend that a slip-sheet (or equivalent) be utilized above the concrete slab if crack-sensitive floor coverings are to be placed directly on the concrete slab If heavy vehicle or equipment loading is proposed for the slabs, greater thickness and mcreased reinforcing may be required 6.4 Retaining Wall Design For design purposes, the following lateral earth pressure values m Table 4 for level or sloping backfill are recommended for walls backfilled with very low to low expansion potential (Expansion Index less than 50) Table 4 Static Equivalent Fluid Weight (pcf) Conditions Level 2 1 Slope Active 35 55 At-Rest 55 85 Passive 300 (maxmium of 3 ksf) 150 (slopmg dovm) Retaimng structures should be provided with a drainage system, as illustrated in Appendix D, to prevent buildup of hydrostatic pressure behind the wall For sliding resistance, a fnction coefficient of 0 35 may be used at the soil-concrete interface The lateral passive resistance can be taken into account only if it is ensured that the soil against embedded structures will remain intact with time -21- Leighton 960151-034 Retaimng wall footings should have a minimum embedment of 12 inches below the adjacent lowest grade unless deeper footings are needed for other reasons 6 5 Earthwork We anticipate that earthwork at the site will consist of remedial grading of the near- surface soils, grading of the building pad and associated improvements, removal of the agncultural debris beneath the proposed hotel and pool complex, utility construction, subgrade preparation in pavement areas, foundation excavafion, and retaining wall construction and backfill operations We recommend that earthwork on the site be performed in accordance with the following recommendations and the General Earthwork and Grading Specifications for Rough Grading mcluded in Appendix E In case of conflict, the following recommendations shall supersede those in Appendix E 6 5.1 Site Preparation If additional grading, such as fill placement, is planned on the site, the areas to receive structural fill, engineered structures, or hardscape should be cleared of surface and subsurface obstructions, including any existing debns and undocumented or loose fill soils, and stripped of vegetation Removals should extend the competent documented fill soils and/or competent formational soils Removed vegetation and debris should be properly disposed off site Holes resulting from the removal of buried obstructions which extend below finish site grades should be replaced with suitable compacted fill material All areas to receive fill and/or other surface improvements should be scanfied to a mimmum depth of 12 inches, brought to above optimum moisture conditions, and recompacted to at least 90 percent relative compaction based on ASTM Test Method D1557 If clayey soils that are more expansive (EI>70) are encountered, revised recommendations may be needed 6.5.2 Excavations and Oversize Matenal Shallow excavations of the onsite materials may generally be accomplished with conventional heavy-duty earthwork equipment Localized heavy npping or drilling may be required if cemented and concretionary lenses are encountered in deeper excavations Shallow, temporary excavations, such as utihty trenches with vertical sides, in the engineered fill and formational matenals should remain stable for the penod required to construct the utility, provided they are free of adverse geologic -22- Leighton 960151-034 (4- conditions or seeps In accordance with OSHA requirements, excavations deeper than 5 feet should be shored or be laid back if workers are to enter such excavations Temporar}' sloping gradients should be determined in the field by a "competent person" as defined by OSHA For preliminary planning, sloping of surficial soils at 1 1 (honzontal to vertical) may be assumed Excavations greater than 20 feet in height will require an alternative sloping plan or shoring plan prepared by a California registered civil engineer 6.6 Proposed Swimming Pool The swimming pool and spa should be designed by a structural engineer to resist the forces lateral earth pressures soils and differential settlement of the fill The following Items should be taken into consideration in the design and construction of the swimming pool and spa • Installation of a pressure release valve system beneath the pool bottom is also recommended • The pool contractor should provide a sufficient level of inspection and control to assure that approved pool plans and specifications are implemented dunng construction • Observation/testing should be performed by a geotechnical consultant dunng pool excavation and backfill operations to verify that exposed soil conditions are consistent with the design assumptions 6.6.1 Pool Deck Recommendations We recommend that the pool deck be a minimum of 5-inches thick, reinforced with No 3 rebars at 18 inches on center each way, and underlain by a minimum 2 mch layer of clean sand The clean sand should be underlain by a 10-mil visqueen moisture barrier properly lapped and sealed, which is in-tum underlain by an additional of 2 mches of sand (mimmum) The moisture bamer should be sloped away from the pool at a minimum gradient of 2 percent The penmeter of the decking should be constracted with a perimeter footing a minimum of 8 inches wide and deep The deck should have appiopriate crack control and expansion joints to reduce the potential for the formation of unsightly cracks as the deck responds to the underlying expansive soils In general, the construction joints should be a mimmum of 5 feet on center (each way) and extend to a depth of at least 1/3 of the concrete thickness. The joints should not cut the rebar reinforcement Special attention should be given to ensure that the joint between -23- Leighton LA COSTA ENGINEERING 2226 FARADAY AVENUE CARtSBAD, CAlirORWIA 92008 TEI 760 931-0290 FAX 438-5251 inartv.inontsonterveyiihoo com CIVIL • STRIJCTURAL MECHANICAL- PETROIEUM '/ STRUCTURAL CALCULATIONS AND DETAILS FOR CHEMICAL TANKS ANCHORAGE DESIGN PROJECT LEGOLAND CALIFORNLA HOTEL ONE LEGOLAND DRIVE CARLSBAD, CA 92008 ENGINEER MARTELLB MONTGOMERY R.CE 50344 EXP 6-30-13 DATE DECEMBER 13,2011 DESIGN LOADS 2010 CBC, 2009 IBC 77 ^^i-lli-' 52"ci3 CHEMICAL TANK ANCHORAGE: For Large Tanks. 100 qal or greater. Use 15 4 1 Design Basis Per Geotechnical Report' Si= 0 476 g Ss= 1 260 g SDI= 0 483 g SDS= 0 840 g V=CsW Cs= SDS/(R/1)= 0 42 Cc Shall not be less than 0 03 If Si > 0 6g. Cc Shall not be less than- 0 8Si/(R/l)= 0 19 C, Shall not exceed lsT<TL'' YES SDI/T(R/I)= 3.80 V= 0.42 W Per Table 15 4-2- R= 3 0 ^0= 2 Cd= 2 5 1= 1 5 (Toxic Fluid) 12 8-1 GOVERNS 15 4-1 15 4-2 T= T= 8 Fig 22-15 0 06 Table 12 8-2 Cp 0 02 4 67 ft x= 0 75 SHEAR AND TENSION FROM OVERTURNING OF CONTAINER LOAD COMB PER 1605 A 2 1 1 0E=1 OEh=V V= 0 42 W V= 1226 Ib W=| 2920 Ib (W/TOXIC FLUID) Mse,s=(V)(4 67'/2)= 2864 Ib-ft Mresis=(0 90)(W)(52"/2)/12 - (0 2)(0 8400)(W)(52"/2)/12= 4631 Ib-ft Tt=(Mse^-M,es,s)/(52"/12)= -408 1b ~ 0 NO UPLIFT TENSION FROM FORCE APPLIED TO UPPER FLANGE V Tt <3ii 1"' T NOTE DUE TO L GEOMETRY WRT TANK, APPLY ENTIRE SEISMIC LOAD ON 2-BOLT CONNECTION V= 1226 Ib Apply Full Force on One Ancorage Point VBOLT=V/2= 613 lb (2 Bolts per Anchorage) IMt.=T(1")-V(1 5")-T,(2 38")=0 IFy=T-C-T,=0 C=T-Tt T= 1840 1b C= 1840 Ib TBOLT=T/2= 920 Ib (2 Bolts per Anchorage) TRY HILTI KWIK BOLT-TZ 3/4" SS x 4 3/4" EMBED: STEEL STRENGTH IN TENSION- N,=24.055 Ib (Table 4 ESR-1917) CONCRETE BREAKOUTOUT STRENGTH OF ANCHOR IN TENSION (PER ACI 318. APP D) Ncb=ANc/ANco'^ed,N'^C,N'J^cp,NNb f'(.i=3000 psi hef=4 75 in (Table 4 ESR-1917) k<.=24 (Table 4 ESR-1917) Ca,min=4 In (Table 4 ESR-1917) Cao=9in (Table 4 ESR-1917) ^cp,N=0 79 ^cp,N=Ca,min/Cac = 4/9 = 0 44 >/= 1.5he,/Cac = 0 79 '^ed,N=0 7+0 3Ca_min/(1 Shg,) When Ca =0 7+0 3(4/(1 5*4 75))=0 87 H^cN='' 25 since k(.=24 AMco-9(he/=9(4 75)^=203 in' Cai=6" 1 5heFl 5(4.75)=7 13" Cai<1 She,, ANc-(Cai+Si+1 5hef)(2x1 5he,)=(6+7+1 5(4 75))(2*1 5(4 75))=287 in' Si<3hef Nb=kc(f'c)''^he,^ ^=24(3000)'''(4.75)' ^=13609 Ib Ncb=287/203(0 87)(1 25)(0 79)(13609)=16530 Ib GOVERNS STEEL STRENGTH IN SHEAR V.=14.615 Ib (Table 4 ESR-1917) CONCRETE BREAKOUT STRENGTH IN SHEAR (PER ACI 318. APP D) Vcb=Avc/Avco^ed,V^c,vVb C'ai=max(Ca2/1.5,ha/1 5,1/3Sn,ax) C'ai=ha/1 5=8/1 5=5.33 in ^edV=0 7+0 3Ca2/(1 5c'ai) When Ca2<1 5c'ai =0 7+0 3*(6/(1 5*5 33))=0 93 ^c,v=1 4 (replace Cai with c'ai since Cgjand ha < 1 5Cai) Avco-4 5(c;,f Avco=4 5(5 33)'=128 in' Ca2<1 5c'ai, Avc=1 5c'ai(1 5c'ai+Ca2)=1 5(5 33)(1 5(5 33)+6)=112 in' Vb=7(le/do)°'(do)^"(f'c)^"(c'ai)^' =7(2(0 75)/(0 75))°'(0 75)'''(3000)^"(5 33)^ ^=4693 lb V<-b=112/128(0 93)(1 4)(4693)=5347Jb GOVERNS CONCRETE PRYOUT STRENGTH OF ANCHOR IN SHEAR (PER ACi 318. APP D) Vcp-kcpNcb kcp=2 0 for hef>=2 5 in V.p=2(16530)=33060 Ib NOMINAL STRENGTH IN TENSION AND SHEAR Nn=165301b Vn=5347 Ib D33 3-0 75<5Nn>=Nua 0 75*Vn>=V,a T 0 75(0 75) (16530)= 9298 lb > V. 0 75(0 65)(5347)= ct'=0 75 *=0 65 920 Ib 613 Ib 2607 Ib > INTERACTION OF TENSILE AND SHEAR FORCES (PER ACI 318, APP D) Nua/(*Nn)+V,a/(*VJ<=1 2 ( 920 / 9298 + 613 / 2607 ) < 1 2 0 33 < 1 2 USE (8) -3/4"ct) x 4 3/4" EMBED INTO CONC SLAB W/HILTI KWIK BOLT-TZ SS ESR-1917 FOLLOW ALL MANUF RECOMMENDATIONS 5' 52"cp CHEMICAL TANK BASE ANGLE CONNECTION: V -.In I 9 Tt 13" 8 I'./ V CD M M M= 1840 Ib-in M= -1840 Ib-in GOVERNS 1) IMA=-V(1 5")+M=0 2) IMT=C(1)+M=0 TRY L 3x3x3/8x10"L 316 S.S. WORST CASE s=bt'/6 b=10"-2(3/4")=8 5" s=(8 5")(3/8)'/6=0 199 in^ L BENDING STRESS fb=M/s= 9244 psi Fb3i6S s=30000(0 6)=18,000 psi FbSHOFiT TERM SEIS LD =(18,000 psi)(1 33)=23,940 psi 23940 PSl > 9244 gsj I USE L 3x3x3/8"x10"L 316 S S ~\ 52"ci? CHEMICAL TANK PUNCHING SHEAR: W= 2920 Ib Vpunch shear=W/(0.857Tdtgab)= ^allow pnch shear=4(f Ps=3500 psf \1/2 P=W/A+t3iab(150 pcf)= d= 52 in ^slab— 8 in 2 6 psi 219 psi 219 psi > 2 6 PSl 298 psf 3500 psf > 298 DSf 8" CONC SLAB WILL RESIST PUNCHING SHEAR OF TANKS 35"clD CHEMICAL TANK ANCHORAGE: For Large Tanks. 100 gai or qreater. Use 15 4 1 Desiqn Basis Per Geotechnical Report Si= 0 476 g Ss= 1 260 g SDI= 0 483 g SDS= 0 840 g V= CsW Cs= SDS/(R/I)= 0 42 Co Shall not be less than. 0 03 If Si > 0 6q. Cc Shall not be less than 0 8Si/(R/l)= 0 19 Cc Shall not exceed Is T<TL'? YES SDI^(R/I)= 4 99 Per Table 15 4-2 R= 3 0 no= 2 Cd= 2 5 1= 1 5 (Toxic Fluid) 12 8-1 GOVERNS 15 4-1 15 4-2 TL= 8 Fig 22-15 T= Cthn" Table 12 8-2 T= 0 05 C,= 0 02 V= 0.42 W hn= 3 25 ft x= 0 75 SHEAR AND TENSION FROM OVERTURNING OF CONTAINER LOAD COMB PER 1605 A 2 1 1 0E=1 0Eh=V V= 0 42 W V= 350 lb W= 833 Ib (w/TOXIC FLUID) Wlse,s=(V)(3 2572)= 569 lb-ft Mres,s=(0.90)(W)(35"/2)/12 - (0.2)(0 8400)(W)(35"/2)/12= Tf=(Mse,s-Mres,s)/(35"/12)= 889 Ib-ft 110 ib ~ 0 NO UPLIFT TENSION FROM FORCE APPLIED TO UPPER FLANGE V u '2 Tt <3ii / I "7 T NOTE DUE TO L GEOMETRY WRT TANK, APPLY ENTIRE SEISMIC LOAD ON 2-BOLT CONNECTION V= 350 Ib VBOLT=V/2= 175 lb Apply Fuil Force on One Ancorage Point (2 Bolts per Anchorage) IMc=T(1 ")-V(1.5")-T,(2 38")=0 IFy=T-C-T,=0 C=T-Tt T= 525 Ib C= 525 lb TBOLT=T/2= 262 lb (2 Bolts per Anchorage) TRY HILTI KWIK BOLT-TZ 3/4"4> SS x 4 3/4" EMBED: STEEL STRENGTH IN TENSION Nc=24.Q55 Ib (Table 4 ESR-1917) CONCRETE BREAKOUTOUT STRENGTH OF ANCHOR IN TENSION (PER ACI 318. APP D) Ncb=ANc/ANco'^ed,N^c N'^^CP.NNP f'c=3000 psi hep4 75 in (Table 4 ESR-1917) kc=24 (Table 4 ESR-1917) Ca,m,n=4in (Table 4 ESR-1917) Cac=9in (Table 4 ESR-1917) ^cp,N=Ca,m,n/Cac = 4/9 = 0.44 >/= 1.5he/Cac= 0 79 '^ed,N=0 7+0 3Ca,m,n/(1-5he,) When Ca,min<hef ^cp,N=0 79 =0 7+0.3(4/(1 5*4 75))=0 87 '^c,N=1 25 since kc=24 ANco=9(hef)'=9(4 75)'=203 in' Cal =6" 1 5he^-1 5(4 75)=7 13" Cai<1 5he,, ANe=(Cai+Si+1 5hef)(2x1 5he,)=(6+7+1 5(4 75))(2*1 5(4 75))=287in' Si<3hef Nb=l<c(f'c)^'^hef^ ^=24(3000)^"(4 75)^ ^=13609 Ib Neb=287/203(0 87)(1 25)(0 79)(13609)=16530Jb GOVERNS 8 STEEL STRENGTH IN SHEAR Vc=14.615 ib (Table 4 ESR-1917) CONCRETE BREAKOUT STRENGTH IN SHEAR (PER ACI 318. APP D) Vcb=Avc/Avco'^ed,V^c,vVb c'ai=max(Ca2/1 5,ha/1 5,1/3s max/ c'ai=ha/1 5=8/1 5=5 33 in ^ed,v=0 7+0 3Ca2/(1.5c'ai) when Ca2<1 5c'ai =0 7+0 3*(6/(1 5*5 33))=0 93 ^c,v=1 4 Avco=4 5(c'ai)' Avco=4 5(5 33)'=128 in' Ca2<1 5c'ai, Avc=1 5c'ai(1 5c'ai+Ca2)=1 5(5 33)(1 5(5 33)+6)=112 in' Vb=7(le/do)°'(do)^''(f'c)'''(C'al)^' (replace Cai with c'ai since Ca2and hg < 1 5Cai) =7(2(0 75)/(0 75))°'(0 75)^"(3000)^"(5 33)' ^=4693 Ib Vcb=112/128(0 93)(1 4)(4693)=534ZJb GOVERNS CONCRETE PRYOUT STRENGTH OF ANCHOR IN SHEAR (PER ACI 318. APP D) Vnn^kcnN. 'cp~'^cp'^cb '•'cp Vcp=2(16530^=33060 Ib krr,=2 0 for he,>=2 5 in NOMINAL STRENGTH IN TENSION AND SHEAR Nn=16530 Ib Vn=5347 lb D333 0 75*N„>=N,a 0.75*Vn>=V,a T 0 75(0 75)(16530)= 9298 Ib > V 0.75(0 65)(5347)= *=0 75 9=0 65 262 Ib 2607 Ib > 175 lb INTERACTION OF TENSILE AND SHEAR FORCES (PER ACI 318. APP D) Nua/(*Nn)+V,a/(*Vn)<=1 2 ( 262 / 9298 + 175 / 2607 ) < 1 2 0 10 < 1 2 USE (8) -3/4"® x 4 3/4" EMBED INTO CONC SLAB W/HILTI KWIK BOLT-TZ SS ESR-1917 FOLLOW ALL MANUF RECOMMENDATIONS 35"cb CHt VSE ANGLE CONNECTION: V Tt 1_ 1 A T / / / / -.3" / '8 , -,../ T C V (D M M 1) . IMA=-V(1 5")+M=0 2) IMT=C(1)+M=0 TRY L 3x3x3/8x10"L 316 S.S. WORST CASE s=bt'/6 S=(8 5")(3/8)'/6=0 199 in^ b=10"-2(3/4")=8.5" M= M= 525 Ib-in -525 Ib-in GOVERNS L BENDING STRESS. fb=M/s= 2637 psi Fb3i6S 3=30000(0 6)=18,000 psi FbSHORT TERM SEIS LD =(18,000 psi)(1 33)=23,940 psi 23940 psi 2637 psi USE L 3x3x3/8"x10"L 316 S S 35"cl:> CHEMICAL TANK PUNCHING SHEAR: W= 833 Ib Vpunch shear=W/(0 85Trdtsiab)= Vallow pnch shear=4(f'c)^''^= 219 pSI Ps=3500 psf P=W/A+tsiab(150pcf)= 225 psf d= 35 in 1.1 psi tslab- 8 in 219 psi > 1.1 psi 3500 psf > 225 esf 8" CONC. SLAB WILL RESIST PUNCHING SHEAR OF TANKS fll'i^il'lrlii'll iju.\ijik^iyjtvjj>ij i? ..... © S] ® iiiG S cl^ • m C§ [Fa © © [Mj OEn JUK^ 1,000 Gal, -p<5=,> "T^-S ^> vi® if g^i b ©J U L- L-u DC Series - Outer containment tank capacity complies with federal regulation 40CFR-264 193 requirements. • Save valuable floor space • Enciosed design prevents rain, snow and debris from collecting in containment tanl< (A) 1,000 Gal to 6,000 Gal (B) 100 Gal to 500 Gal Ml lr CAPACITY (GAL)« SIZE DIA X HT (IN ) VENTED MANWAY (IN) FOB POINTS (1) "^100 35x39 16 NC 150 34x48 16 NC 200 41 x52 16 NC •^V350 52x56 16 NC 600 59x71 16 NC 1000 74x85 16 CTn 2000 86x156 16 Tn 3000 120x116 16 Tn 4000 120x165 16 Tn 5000 120x181 16 Tn 6000 120x198 16 Tn • CapacitY of the primary lank (1) Subjecl to slocking inventoiy DC Series transition fittings available See price sheet OA Series • Excellent cl^emical and impact resistance • Capacities listed are the maximum for the containment basin. The containment basin capacity must be at least 10% greater than that of the primary tank • Checl< local regulations IF" CAPACITY SIZE FOB (GAL) DIA X HT (IN ) POINTS (1) 385 64x33 ClPFTn 675 66x46 NF 675 82x30 F 950 64x70 CIBTn 950 86 X 38 (2) CiPTn 1000 84x46 NF 1150 72 X 72 X 66 rect F 1250 96 X 96 X 40 tapered F 1415 96 X 96 X 44 tapered F 1450 84 X 84 X 48 lect F 1500 86 X 60 (2) ClPFTn 1800 84 X 84 X 60 rect F 2000 86 X 81 (2) CIPTn 2075 96 X 96 X 62 tapered F 2450 95x85 CIPTn 2975 95 X 97 (2) CIPTn 4250 120x 87 (2) CIPTn 4650 120x97 (2) CIPTn 5700 120 X 117(2) CIPTn 6800 120 x 150(2) CIPTn 7500 141 X 125 Tn 8750 141 xl35 Tn Basins ore supplied in block linear polyethylene Avoiloble in tronslucent white, pie Qse conloci soles otiice (!) Subject to slocking invenloiy (2) Internal Flange IMPORTANT-Review tank tiandling, Installation & use guidelines, pg 20 • The degree of transluoency vanes with wall thickness and tank color • Tank sizes ore nominol Copacities indicate approximate volume • Calibrations on molded tanks indicofe approx vol "Tonks UV stabilized fot outdoor use • Go to chemtainer com for updated product inlormation It UPDATED GEOTECHNICAL INVESTIGATION, PROPOSED LEGOLAND CALIFORNIA HOTEL, CARLSBAD, CALIFORNIA Prepared for; MERLIN ENTERTAINMENTS GROUP US HOLDINGS, INC. c/o Project Management Advisors, Inc. 462 Stevens Avenue, Suite 106 Solana Beach, Caiifornia 92075 Project No. 960151-034 May 2, 2011 L'iivi" .0(1 --na .'Ssocic'Ci;, E GHTOl O ' i P C O r ', P . 960151-034 IS Table 1 Seismic Parameters for Active Faults (USGS, 2003) Potential Causative Fault 1 Distance from Fault to Site (Miles/kni) Maximum Moment Magnitude (Mw) Rose Canyon (Offshore) 4 7/7 6 7 2 Ne-wport-Ingle\\'Ood (Offshore) 7 1/11 5 7 1 Coronado Bank/Aqua Blanca 20 6/33 4 76 Elsmore Temecula 24 4/39 3 7 1 As indicated in Table 1, the offshore segment of the Rose Canyon Fault Zone is the 'active' fault considered to have the most significant effect at the site frora a design standpoint 4.3 Seismic Desiqn Parameters The following geotechnical design parameters have been deteimined m accordance with the 2010 California Building Code utilizing the USGS Ground Motion Parameter Calculator version 5 10 -12- Leighton 960151-034 I4r Table 2 2010 CBC Seismic Parameters Description Values CBC Reference Site Class D Table 1613 5 2 Short Period Spectral Acceleration Ss 1 260 Figure 1613 5(3) 1-Second Period Spectral Acceleration s, 0 476 Figure 1613 5(4) Short Period Site Coefficient Fa 1.000 Table 1613 5 3(1) 1-Second Penod Site Coefficient Fv 1 524 Table 1613 5 3(2) Adjusted Short Period Spectral Acceleration SMS 1 260 Equation 16-36 Adjusted 1-Second Period Acceleiation Sfkii 0 725 Equation 16-37 Design Short Period Spectral Acceleration ^—.^^^.^ • SDS 0 840 < Equation 16-38 Design 1 -Second Penod Spectral Acceleration \ SDI 0 483 ) Equation 16-39 4.4 Secondan/ Seismic Hazards Secondary effects that can be associated with severe ground shaking following a relatively large earthquake include shallow ground rupture, soil liquefaction and dynamic settlement, lateral spreadmg, seiches and tsunamis These secondary effects of seismic shaking are discussed in the fcllowing sections 4.4.1 Shallow Ground Rupture No active faults are mapped crossing the site, and the site is not located within a mapped Alquist-Priolo Earthquake Fault Zone (Bryant and Hart, 2007) Shallow ground rupture due to shaking from distant seismic events is not considered a sigmficant hazard, although it is a possibility at any site -13-i Leiqhton r,.-"--; • : '-J.-"••••.fll'" ''^V: • "'""^-'tv^Tl-'."'^. '77-' 77777 960151-034 6 2 1 Conventional Spread Foundations Footings should extend at least 18-inches beneath the lowest adjacent finish grade At these depths, footings founded in properly compacted fill soil or forfrntlofTE material may be designed for a maximum allowable bearing pressurir3,500 psf The allowable pressures may be increased by one-third when considenng4©ad:STrf short duration such as wind or seismic forces The mimmum recommended width of footings is 15 inches for continuous footings and 18 inches for square or round footings Footings should be designed in accordance with the structural engineer's requirements and have a minimum reinforcement of four No 5 reinforcing bars (two top and two bottom) The recommended allowable bearing capacity for spread footings is based on a maximum allowable total and differential settlements of l-mch and 3/4-mch Since settlements are functions of footing size and contact bearing pressures, some differential settlement can be expected between adjacent columns, where large differential loading conditions exist With increased footing depth to width ratios, differential settlement should be less We recommend a horizontal setback distance from the face of slopes and retaining wall for all stmctural footings and settlement-sensitive structures The distance is measured from the outside edge of the footing, horizontally to the slope face (or to the face of a retaining wall) and should be a minimum of H/2 and need not be greater than 15 feet Utihty trenches that parallel or nearly parallel structural footings should not encroach within a 1 1 plane extending downward from the outside edge of footing Please note that the soil within the structural setback area possess poor lateral stability, and improvements (such as retaining walls, sidewalks, fences, pavements, etc ) constructed within this setback area may be subject to lateral movement, and/or differential settlement Potential distress to such improvements may be mitigated by providing a deepened footing or a pier and grade beam foundation system to support the improvement. Deepened footings should meet the setback as described above '5 6.2.2 Drilled Pile Foundations Drilled piles may be designed for the skm friction capacities shown in Figure 4 plus 7,000 psf for end bearing The capacity of the pile should be reduced by the capacity within the influence zone of the agricultural debris Upward capacity equal to one-half the value on Figure 4 may be utilized to resist tensile loads Pier settlement is anticipated to be less than 1/4 mch under design loads and normal service conditions The design chart contained in the accompanying Figure 4 is based on center to center pile spacings of at least 3 pile diameters Where piles are -19- Leiqhton Scott Ferrell | Aquatic Design Group From: Paul Holdaway <pholdaway@a-dwrb com> Sent: Fnday, December 09, 2011 9 48 AM To: Scott Ferrell | Aquatic Design Group, Noel Castillo | Aquatic Design Group Cc: dmann@a-dwrb com, cbarba(ga-dwrb com, 'Bill Schell' Subject: 1104 - LLGA - Pian Check Comments Attachments: CB11-1684 rc2 pdf Scott, Attached are the plan check comments from our most recent submittal We need your assistance with one of the comments ^H/NO response by structural engineer. Please provide complete pians, detail, and calculations for the proposed Chemical Tanks shown on sheet SP10 If prefab tanks please provide the cut-sheets, listing data and installation instructions for the proposed tanks Are the tanks prefab? If so we will need you to provide cut-sheets "r^^^ A^^<lHo«A<*S- cAu:s peo^;v^t.. peg^. Thank you, L. PAUL HOLDAWAY Architects | Delawie Wilkes Rodrigues Barker Te! (i>3 9;79-,'R'/! vi-;f • F„x 1^,13 Tt'is £ n oil'"<J, L'Ti'M I coriti'itnfit i or') 'jl"^"a , or'^ati'T. If/ct'th"r ,ou nr'rt ivCJ i I'.Q •na'imt"rr> , Structural Engmeers Calculations for 11046A 1 Legoland Drive Carlsbad, CA 92008 ARCHITECTS DELAWIE WILKES RODRIGUES BARKER 2265 India Street San Diego, CA 92101 Phone. 619-299-6690 Fax 619-299-5513 RAM RAM Steel vl4.03.02 LEGOLAND DataBase LEGOLAND 1 Building Code IBC % Floor Type: 2nd 08/11/11 11 00 31 Steel Code AISC360-05 LRFD lfl ] y 1 ,-fv r 1 €^ s V 9U RAM RAM Steel vl4 03 02 LEGOLAND DataBase LEGOLAND 1 Buildmg Code IBC Flc Map 08/11/11 11 00 31 Steel Code AISC360-05 LRFD Floor Type: 2nd 15 ' 1^716 • : i 17 4',n8 ) . iq • ' '2" 13 S RAM steel vl4 03 02 LEGOLAND DataBase LEGOLAND Building Code IBC Floor Map 08/15/11 17 23 10 Steel Code A1SC360-05 LRFD Floor Type: 2nd ^''4a(^g4x6i4akp"45k^W24x55^41k|j50k' W24x62 34k^, f ? 1 A, 'i '13ki: SkVlMSk 14kl2Kn 1^ 9\A ^CM .1 ;0 4 3 RAM Steel vl4 03 02 LEGOLAND DataBase LEGOLAND 1 Building Code IBC Floor Map 08/15/11 17 23 10 Steel Code AISC360-05 LRFD Floor Type: 2nd P li Floor Map RAM Steel vl4 03 02 LEGOLAND DataBase LEGOLAND Bmldmg Code IBC Page 2/2 08/15/11 17 23 10 Steel Code AISC360-05 LRFD Surface Loads Label Low Roof Comdo Floor DL psf 00 00 0.0 CDL psf 00 00 00 LL Reduction psf Type 20 0 Roof 100.0 Reducible 40 0 Reducible CLL psf 00 00 00 Mass DL psf 0 0 00 00 RAM Steel vl4 03 02 LEGOLAND DataBase LEGOLAND 1 Buildmg Code IBC Floor Map 08/15/11 17 23 10 Steel Code AISC360-05 LRFD Floor Type: 2nd RAM Steel vl4 03 02 LEGOLAND DataBase LEGOLAND 1 Buildmg Code IBC Floor Map Page 2/2 08/15/11 17 23 10 Steel Code AISC360-05 LRFD Line Loads Label DL CDL LL Reduction CLL Mass DL k/ft k/ft k/ft Type k/ft k/ft Ll GridB 0 770 OOOO 0 280 Roof OOOO 0 770 L2 Atnum Ext Big Wall 0 620 OOOO 0160 Roof OOOO 0 620 L3 Atrium Ext Wall 0 260 OOOO OOOO Roof OOOO 0 260 L4 GndC 1 200 OOOO 0 900 Reducible 0 000 1 200 L5 Grid D 0 360 OOOO 0 300 Reducible OOOO 0 360 L6 Grid E 0 820 OOOO 0 340 Roof OOOO 0 820 L7 Grid 2 0 560 OOOO 0 260 Reducible OOOO 0 560 L8 Typ Partition Wall 0 680 OOOO 0 520 Reducible OOOO 0 680 L9 Grid C (5-8) 0 230 OOOO 0 300 Reducible OOOO 0 230 RAM Steel vl4 03 02 LEGOLAND DataBase LEGOLAND 1 Building Code IBC Floor Map 08/15/11 17 23 10 Steel Code AISC360-05 LRFD Floor Type: 2nd 1717 41' 18 i' 19 i 20 - :t\ 1 r RAM Steel vl4 03 02 LEGOLAND DataBase LEGOLAND 1 Buildmg Code IBC Floor Map Page 2/2 08/15/11 17 23 10 Steel Code AISC360-05 LRFD Point Loads Pl P2 Label B5 &B8 C5 &C8 DL kips 22 000 28 000 CDL kips OOOO OOOO LL Reduction kips Type 6 000 Roof 10 000 Roof CLL kips OOOO OOOO Mass DL kips 22 000 28 000 PRO I LCI i €f,OU^Klb> Structural Engineers I:NGR B Quails siiLcr GSSI NO DAir .5-^7. A f l/7Aic r- 6 " C!itf^LJ_IMljf£^ c. 10 5? 7N-ro iU7\ A'iohCL PROJ i:c 1 IZETIAT/'TTJI. Structurai Engineers HNGR B Quails SlILLI GSSI NO DAlt (^.^j.^ \>tfAfC 2f) (iA (CfA Ihul NCr 2. ^11? 7i I * 1^' IA ^GSSI Proiect Sheet GSSI No Eng Date Frame Loads Seismic Story Shears Level X X Total Y Y Total 2nd Floor 364 kips #REFi 584 kips #REFi Rooi Frames Increse Frames Loads Frame Loads Based on Rigidity Frame Loads Based on Tnb Area Rigidity for Semi-Flexible Action x-Frames X y total Tnb Area Total % % on Rcxjf 1 18 kips -14 kips 23 kips #REFi miv/oi #REFi 2 70 kips -61 kips 92 kips #REFi miv/Qi #REFi Diaphragm is Rigid in Y 3 51 kips -45 kips 68 kips #REFi miv/oi #REFi Direction, no 4 58 kips 46 kips 74 kips #REFI miv/oi #REFI modifications to frames 5 60 kips 44 kips 74 kips #REFI #DIV/Oi #REFI Required 6 60 kips 40 kips 72 kips mEFi miv/oi mEFi 7 25 kips 15 kips 30 kips mEFi #DIV/Oi #REFI 8 5 kips -17 kips 18 kips SUM= #REFi Oft2 miv/oi #REFI New Frames Loads for Frame Loads Based on Rigidity Frame Loads Based on Tnb Area Rigidity Semi-Flexible Action on y-Frames X y total Area Total % % Roof 1 -17 kips 2 -59 kips 3 -38 kips 4 33 kips 5 34 kips 6 42 kips 7 21 kips 8 -1 kips 21 kips 67 kips 43 kips 50 kips 48 kips 60 kips 30 kips 32 kips 27 kips 89 kips 58 kips 60 kips 59 kips 73 kips 36 kips 32 kips SUM= 0ft2 #REFi miV/Qi mEFi 12 00% mEFi mEFi miv/oi mEFi 1200% mEPi mEFi miV/OI mEFi Rigid n 58 kips mEFi miv/oi mEFi 1200% mEFi mEFi #DIV/Oi mEFi 16 50% mEFi mEFi #DIV/0i mEFi Rigid # 73 kips mEFi miv/Qi mEFi 1200% mEF' mEFi #DIV/0I mEFi 12 00% mEFi Sum #REF* The sum ofthe SMRF roof Forces is much higher than the roof force Under the Rigid Diaphragm Analysis Frames 9, 12, and 15 sec a large percentage of the load (about 40%) Under a Flexible Diaphragm Analysis those 3 frames would soo much lees (about 25 %)—To Bc conservative, Design Frames 9, 12, and IS for Rigid Diaphragm loads The Remaing 6 Frames will act rigidly together, so the remaining 75% ofthe load from the flexible diaphragm analysis should be shared between those 6 frames based on rigidity All frames have tho same stiffness, except that Frame 11 is 1 4x morc stiff 11 7% and16 4% should be the load percentages Use 12% and 16 5% for the frame loads This analysis is conservative Since all the moment frames arc similiar (except 11) The design of Frame IS will control the designs of all the frames, including Frame 11 based on the design values abovo Drags will bo designed so that the increased frame loads will be transfered to the SMRF on tho roof Beam Summarv RAM Steel vl4 03 02 00 LEGOLAND DataBase- LEGOLAND 1 Buildmg Code IBC 08/11/11 11 00 31 Steel Code AISC360-05 LRFD STEEL BEAM DESIGN SUMMARY: Floor Type: 2nd n# Length +Mu -Mu Mn Beam Size ft kip-ft kip-ft kip-ft ksi 1 8 00 144 00 72 5 50.0 W12X14 2 13 25 30 8 00 72 5 50 0 W12X14 4 43.42 11172 -31 3 1362 5 50 0 W24X117 u 1 00 0.0 -31 3 6 13 25 30 5 00 72 5 50 0 W12X14 8 34 39 434 9 00 558 3 50 0 W24X55 9 13 25 30.5 00 72 5 50.0 W12X14 10 9 00 43 6 00 72.5 50 0 W12X14 11 13 25 63 6 00 72 5 50 0 W12X14 12 39.75 212 9 00 249 3 50 0 W12X65 13 43 42 1653 8 -86 3 2129 2 50 0 W24XI76 u 1 00 00 -86 3 14 13 25 20 4 00 72 5 50 0 WI2X14 16 26.50 882 1 00 1058 3 50 0 W24X94 17 13 25 20 4 00 72 5 50 0 W12XI4 18 12 32 20 9 00 26 4 50 0 W10X15 19 13 25 3 8 00 72 5 50.0 W12X14 20 19 79 141 0 00 184 2 50.0 W16X26 21 33 39 399 0 00 458 3 50 0 W21X50 22 12 32 42 00 72 5 50 0 W12X14 23 13 25 20 4 00 72.5 50 0 W12X14 24 13 25 35 9 00 72 5 50 0 W12X14 25 13 67 9.4 00 72 5 50 0 W12X14 26 39.75 8174 00 933 3 50 0 W24X84 27 1 00 00 -28 5 25 02 156 7 -28 5 397.5 50 0 W21X44 28 13 25 07 00 72 5 50 0 W12X14 29 29 32 348 5 00 558 3 50 0 W24X55 30 13 25 20 4 0.0 72.5 50 0 W12X14 31 26 50 544 1 00 637 5 50 0 W24X62 32 21 07 104 0 00 138 3 50 0 W14X22 33 31 48 978 8 00 1204 2 50.0 W24X104 u 34 13 25 30 5 00 72 5 50 0 W12X14 35 33 40 398 8 00 458 3 50.0 W21X50 37 34 39 434 6 00 558 3 50.0 W24X55 38 13 25 20 4 00 72 5 50 0 W12X14 39 22 45 47 4 00 83 8 50 0 W12X16 40 13 25 30 5 00 72 5 50 0 W12X14 41 30 98 109 7 00 138 3 50 0 W14X22 42 33 38 400 2 00 458 3 50 0 W2IX50 Studs Beam Summarv RAM Steel vl4 03 02 00 LEGOLAND DataBase. LEGOLAND 1 Bmldmg Code IBC Page 2/4 08/11/11 11 00 31 Steel Code AISC360-05 LRFD n# Length +Mu -Mu Mn Beam Size 44 34 57 1 00 405 0 00 -62 8 -62 8 458 3 50 0 W21X50 45 13 25 20 4 00 72 5 50 0 W12X14 46 39 75 1037 4 00 1166 7 50 0 W24X103 47 13.25 04 00 72.5 50 0 W12X14 49 24 85 15 1 00 72 5 50 0 W12X14 50 13 25 30 5 00 72 5 50 0 W12X14 51 26 50 882 0 0.0 1058.3 50 0 W24X94 52 13.25 0.4 00 72 5 50 0 W12X14 53 1 00 00 -141 1 13 33 00 -141 1 277 1 50 0 W18X35 54 13 25 04 00 72 5 50 0 W12X14 55 34 39 422 6 00 558 3 50 0 W24X55 56 13 25 20 4 00 72 5 50 0 W12X14 57 22 45 47 4 00 83 8 50 0 W12X16 58 13 25 04 00 72 5 50 0 W12X14 59 13.25 30 5 00 72 5 50 0 W12X14 60 33 37 397 4 00 442 2 50 0 W21X48 61 13.25 04 00 72 5 50 0 W12X14 62 6 13 00 00 72 5 50 0 W12X14 64 34 39 5199 00 637 5 50 0 W24X62 65 13 25 20 4 00 72 5 50 0 W12X14 66 22 46 47 9 00 83 8 50 0 W12X16 68 13 25 12 7 00 72 5 50 0 W12X14 69 70 13 88 50 86 0.5 00 I> 00 72 5 397 5 50 0 50 0 WI2X1^ 71 6 13 00 0.0 72 5 50 0 W12X14 72 27 84 404 7 00 637.5 50 0 W24X62 u 73 30 40 1148 5 00 1362 5 50 0 W24X117 74 33 19 405.0 00 458 3 50 0 W21X50 75 13 25 0.4 0.0 72 5 50 0 W12X14 77 20 00 34 4 00 72 5 50 0 W12X14 78 13 25 20 4 00 72 5 50 0 W12X14 79 26 50 543 9 00 637 5 50 0 W24X62 80 13 25 13 4 00 72 5 50 0 W12X14 81 6 13 00 00 72 5 50 0 W12X14 82 4.28 0.0 -6 2 63.3 50 0 W12X14 83 10 00 02 00 72 5 50.0 W12X14 84 28 42 227 4 00 266 7 50 0 W16X36 85 9 39 02 00 35 2 50 0 W12X14 86 18 74 21 8 00 72 5 50 0 W12X14 87 18 74 21 8 00 72 5 50 0 W12X14 88 20 18 595 3 00 737 5 50 0 W24X68 89 35 37 469 7 00 558 3 50 0 W24X55 90 31 20 97 2 00 138 3 50 0 W14X22 Studs Beam Summarv RAM Steel vl4 03 02 00 LEGOLAND DataBase LEGOLAND 1 Buildmg Code IBC Page 3/4 08/11/11 11 00 31 Steel Code AISC360-05 LRFD Bm# Length +Mu -Mu Mn Fy Beam Size 91 13 33 176 00 72 5 50 0 W12X14 93 20 00 34 4 00 72 5 50 0 W12X14 94 13 25 20 4 0.0 72 5 50 0 W12X14 95 7 36 00 -16 5 45 6 50 0 W12X14 96 10 03 04 00 72 5 50 0 W12X14 97 22 47 47 5 00 83 8 50 0 W12X16 98 13 25 127 00 72 5 50 0 W12X14 99 6 13 00 00 72 5 50 0 W12X14 100 42 70 1495.1 -9 0 1950 0 50 0 W24X162 u 1 00 00 -9.0 101 35 37 787 0 0.0 1058.3 50 0 W24X94 u 102 25 04 46 2 00 102 9 50.0 W12X19 103 6 13 00 00 72 5 50 0 W12X14 104 30 95 99 5 0.0 138 3 50.0 W14X22 105 18 75 21 8 00 72 5 50 0 W12X14 106 9 68 00 -26 0 29 4 50 0 W12X14 107 1221 1 9 00 72 5 50 0 W12X14 108 13 33 157 0 00 184 2 50 0 W16X26 110 3 90 1 8 00 72 5 50 0 W12X14 111 13 25 33 9 00 72 5 50 0 W12X14 112 1 00 00 -111 1 20 47 15.8 -111 1 225 0 50 0 W16X31 113 30 40 757.9 00 1058 3 50 0 W24X94 u 114 8.82 1 9 00 36 5 50 0 W8X10 115 13 88 05 00 72 5 50 0 W12X14 50.86 324 2 00 397 5 50 0 W21X44 11.06 18 5 00 72 5 50 0 W12X14 118 6 08 5 7 00 72 5 50 0 W12X14 119 18 88 26.3 00 72 5 50 0 W12X14 120 28 00 418.1 00 558 3 50 0 W24X55_^ 121 32 29 1040.7 0 0 1204 2 50 0 (^W24X 104^0" 122 11 32 3.6 00 36 5 50 0 W8X10 123 4 27 0.0 -6 4 63 3 50 0 W12X14 124 4.57 1.4 00 72 5 50 0 W12X14 125 13 25 33 9 00 72 5 50 0 W12X14 126 5 76 00 -111 54 8 50 0 W12X14 127 8 63 07 00 72 5 50.0 W12X14 128 6 81 00 00 72 5 50 0 W12X14 129 15 24 27 0 00 72 5 50 0 W12X14 130 11 70 9 8 00 72 5 50 0 W12X14 131 10 00 03 00 72 5 50 0 W12X14 132 27 36 249 1 00 277 1 50 0 W18X35 133 22 69 39 2 00 72 5 50 0 W12X14 134 7 35 00 -170 45 6 50 0 W12X14 135 12 71 9.0 0.0 72 5 50 0 W12X14 Studs Beam Summarv RAM Steel vl4 03 02 00 LEGOLAND DataBase LEGOLAND 1 Building Code IBC Page 4/4 08/1 1/11 11 00 31 Steel Code AISC360-05 LRFD Bni# Length -Mu Mn Fy Beam-Size^ CW24X162 u 136 45 46 /l53lT) 00 1950 0 50 0 Beam-Size^ CW24X162 u 137 2 29 mr 00 72 5 50 0 W12X14 138 5 54 08 00 72 5 50 0 W12X14 139 9 69 00 -26 4 29 4 50 0 W12X14 141 10 03 04 00 72 5 50 0 W12X14 142 3 79 2 8 00 72 5 50 0 W12X14 143 18 10 7 3 00 72 5 50 0 W12X14 144 30 83 100 1 0.0 138 3 50 0 W14X22 145 21 30 1 1 00 72 5 50 0 W12X14 146 1 85 02 00 72 5 50 0 W12X14 147 5 74 00 -11.1 54 9 50 0 W12X14 148 12 22 1 9 00 72 5 50 0 W12X14 149 33 36 391 8 00 442 2 50 0 W21X48 150 13 25 20 4 00 72 5 50 0 W12X14 151 27 36 255 3 00 304 2 50 0 W16X40 u 152 8 61 07 00 72 5 50 0 W12X14 153 31 43 462 2 00 637 5 50.0 W24X62 u 154 33 36 398 3 00 558 3 50.0 W24X55 u 155 13 25 20.4 00 72 5 50.0 W12X14 156 27.36 255 3 00 304 2 50 0 W16X40 u 157 12 18 53 7 00 72 5 50 0 W12X14 158 18 01 45 8 00 72 5 50 0 W12X14 159 18.00 26 0 00 52 1 50 0 W10X12 160 21 20 08 00 36 5 50 0 . W8X10 161 41 23 724 9 00 933.3 50 0 W24X84 u 163 13 25 63 6 00 72.5 50 0 W12X14 164 19 50 137 1 00 184.2 50 0 W16X26 165 18 00 25 8 00 72 5 50 0 W12X14 166 3 40 00 00 72 5 50 0 W12X14 167 31 00 226 3 0.0 277 1 50 0 W18X35 168 1 00 00 -29.4 28.73 253 0 -29 4 558 3 50 0 W24X55 170 3 40 1 3 00 36 5 50.0 W8X10 171 9 85 11 2 00 36 5 50.0 W8X10 173 3 40 00 00 36 5 50 0 W8X10 Studs * after Size denotes beam failed stress/capacity cnteria # after Size denotes beam failed deflection cntena u after Size denotes tins size has been assigned by the User Beam Frammg Check RAM Steel vl4 03 02 00 LEGOLAND DataBase LEGOLAND 1 Buildmg Code IBC 08/11/11 11 00 31 Floor Type: 2nd Bm# Beam Size Support Beam Location Unfactored X Y Reaction ft ft kips 31 W24X62 W21X44 -72 00 -192 93 38 13 46 W24X103 W24X104 -53 24 -174 21 64 29 27 W21X44 WI4X22 -56 11 -208 82 10 73 51 W24X94 W21X50 -30 01 -103 74 61 92 73 W24X117 W21X50 -30 01 -103 74 77 01 79 W24X62 W21X50 -6.41 -127 34 38 11 100 W24X162 W24X68 -11 68 -45 24 50.47 136 W24X162 W24X94 9 67 -105 95 88.21 112 W16X31 WI4X22 9 47 -143 23 2 90 84 W16X36 W16X26 -1 91 -75 64 21 96 Number of Warnmgs on the Floor 10 Load Diagram RAM Steel vl 4 03 02 00 LEGOLAND DataBase LEGOLAND 1 Buildmg Code IBC 08/11/11 11 21 05 Floor Type: 2nd Beam Number = 74 Span information (ft). I-End (-29 18,-104 58) J-End (-5 71,-128 05) P2 W3 Wl W2 .--^ V vX- ^ ic ' -v X Cs ^ Os - •rCxX^C'-c c .Cx- .C\XX.Xv ^ \ C-CCxC xX . Xx. .Wx-X-x xv- """x. lx xC x-Cxi"-\x ^ \'P1 i .--^ V vX- ^ ic ' -v X Cs ^ Os - •rCxX^C'-c c .Cx- .C\XX.Xv ^ \ C-CCxC xX . Xx. .Wx-X-x xv- """x. lx xC x-Cxi"- Load Dist DL LL+ LL-PL+ PL-Max Tot ft kips kips kips kips kips kips Pl 4 756 4 958 2 818 OOOO OOOO OOOO 7 775 P2 32 190 28 810 14 730 OOOO OOOO OOOO 43 539 ft k/ft k/ft k/ft k/ft k/ft k/ft Wl OOOO 0 474 0 939 0.000 OOOO OOOO 1 413 W2 4.757 0 474 0 939 0.000 OOOO OOOO 1 413 0 735 0 369 OOOO OOOO OOOO 1 104 W3 4.899 1 149 0.369 OOOO OOOO OOOO 1 518 1 154 0 744 OOOO OOOO OOOO 1 898 W4 32 124 1 154 0 744 OOOO OOOO OOOO 1 898 1 154 0 749 OOOO OOOO OOOO 1 903 W5 32 185 1 154 0 567 OOOO OOOO OOOO 1 721 0 730 0 379 OOOO OOOO 0.000 1 109 W6 32 188 0 730 0 369 OOOO OOOO 0.000 1 099 0 342 OOOO OOOO OOOO 0.000 0 342 W7 32 190 0 730 0 369 OOOO 0.000 OOOO 1 099 0 342 OOOO OOOO 0.000 OOOO 0.342 W8 32 299 0 342 OOOO OOOO OOOO OOOO 0 342 0 196 OOOO OOOO 0.000 OOOO 0 196 W9 32311 0 196 OOOO OOOO OOOO OOOO 0 196 0 196 0 132 0.000 0.000 OOOO 0 328 WIO 32 322 0 196 0.132 OOOO OOOO OOOO 0 328 0 342 0 265 OOOO OOOO OOOO 0 607 Wll 33 190 0 342 0 265 0.000 OOOO 0.000 0 607 Ji W7 Gravitv Beam Design RAM Steel vl 4 03 02 00 LEGOLAND DataBase LEGOLAND 1 Bmldmg Code IBC 08/11/11 11 21 05 Steel Code AISC360-05 LRFD Floor Type: 2nd Beam Number = 74 SPAN INFORMATION (ft): I-End (-29.18,-104.58) Maxunum Depth Limitation specified = 25 00 m Minimum Depth specitied = 11 25 m Beam Size (Optrmum) = W21X50 Total Beam Length (ft) = 33 19 Mp (kip-ft) = 458 33 POINT LOADS (kips): J-End (-5.71,-128.05) Fy = 50 Oksi Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% PartL 4 756 2 48 1 99 29 1 0.00 0 00 00 0 00 00 0 00 4 756 2 48 1 99 29.1 0 00 0 00 00 0 00 00 0 00 32 190 5 53 0 00 00 0 00 0 00 00 2 25 00 0 00 32 190 23.28 9 17 29.1 0.00 0 00 00 5.98 00 0 00 LINE LOADS (k/ft): Load Dist DL LL Red% Type PartL 1 4 757 0 680 0 520 29 1% Red OOOO 32 190 0 680 0 520 OOOO 2 OOOO 0.424 OOOO NonR OOOO 4 756 0 424 OOOO OOOO 3 OOOO OOOO 1 325 29 1% Red OOOO 4 756 OOOO 1 325 OOOO 4 4 757 0 005 OOOO NonR OOOO 4.899 0419 OOOO OOOO 5 4 900 0 424 OOOO — NonR OOOO 32.185 0 424 OOOO OOOO 6 4 900 0 000 0 265 29 1% Red OOOO 32 185 OOOO 0 265 OOOO 7 32 190 0 146 OOOO — NonR OOOO 33 190 0 146 OOOO OOOO 8 32.322 0.146 OOOO — NonR OOOO 33 190 0.146 OOOO OOOO 9 32 322 OOOO 0.132 0 0% Roof 0.000 33 190 OOOO 0 132 OOOO 10 4 900 0.000 0 265 29 1% Red 0.000 32 124 OOOO 0.265 OOOO 11 32 125 OOOO 0 272 29 1% Red OOOO 32.188 OOOO OOOO OOOO 12 32 190 0 146 OOOO ... NonR OOOO 32 299 0 146 OOOO OOOO 13 32.311 OOOO 0 132 0 0% Roof OOOO 33 190 OOOO 0 132 OOOO 14 OOOO 0 050 OOOO — NonR OOOO 33 190 0 050 OOOO OOOO Gravitv Beam Design RAM Steel vl4 03 02 00 LEGOLAND DataBase LEGOLAND 1 Bmldmg Code IBC Page 2/2 08/11/11 11 21 05 Steel Code AISC360-05 LRFD SHEAR (Ultimate): Max Vu (I.2DL+1.6LL) = 98.65 kips 1.00Vn = 237.12 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Max + 1 2DL+1 6LL 405 0 16 8 00 1 00 0 90 412 50 Controllmg 1 2DL+16LL 405 0 168 00 1 00 0 90 412 50 REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: (Camber =1) Left 21 22 1601 51 09 Right 46 76 26 59 98 65 Dead load (m) at 16 76 ft = -1 286 L/D = 310 Live load (m) at 16 59 ft = -0 835 L/D = 477 Net Total load (m) at 16 59 ft = -1 120 L/D = 355 Load Diagram RAM Steel vl4 03 02 00 LEGOLAND DataBase LEGOLAND 1 Buildmg Code IBC 08/11/11 11 21 05 Floor Type: 2nd Beam Number = 51 Span mformation (ft) I-End (-48 75,-122 48) J-End (-30 01,-103 74) Load Pl Dist ft 13 250 DL kips 40 961 LL+ kips 30 664 LL- kips OOOO PL+ kips OOOO PL- kips 0.000 Max Tot kips 71 625 Wl W2 ft OOOO 26 500 k/ft 1 294 1 294 k/ft 0.676 0 676 k/ft OOOO OOOO k/ft OOOO OOOO k/ft OOOO OOOO k/ft 1 970 1 970 Gravitv Beam Design RAM Steel vl4 03 02 00 LEGOLAND DataBase LEGOLAND 1 Buildmg Code IBC 08/11/11 11 21 05 Steel Code AISC360-05 LRFD Floor Type: 2nd Beam Number = 51 SPAN INFORMATION (ft): I-End (-48.75,-122.48) Maxmium Depth Limitation specified = 25 00 in Mmtmum Depth specified = 11 25 m Beam Size (Optimum) = W24X94 Total Beam Length (ft) = 26 50 Mp(kip-ft) = 1058.3 3 POINT LOADS (kips): J-End (-30.01,-103.74) Fy = 50 0 ksi Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% PartL 13 250 21 46 17 78 24 9 0 00 0 00 0 0 0.65 00 0 00 13.250 19 50 22.18 24 9 0 00 0 00 0 0 0 00 00 0 00 LINE LOADS (k/ft): Load Dist DL LL Red% Type PartL 1 OOOO 1.200 0 900 24 9% Red OOOO 26 500 1 200 0 900 OOOO 2 OOOO 0 094 OOOO — NonR OOOO 26 500 0 094 OOOO 0.000 SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) MOMENTS (Ultimate): 84.02 kips l.OOVn = 375.43 kips Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Max + 1 2DL+1 6LL 882 0 13 3 00 1 00 0.90 952 50 Controllmg 1 2DL+1 6LL 882 0 13 3 00 1 00 0 90 952 50 REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: Dead load (m) at Live load (m) at Net Total load (m) at Left 37.63 24 29 84.02 Right 37 63 24 29 84 02 13 25 ft 13 25 ft 13 25 ft -0 534 L/D = 596 -0.358 L/D = 888 -0 892 L/D = 356 Load Diagram RAM Steel vl4 03 02 00 LEGOLAND DataBase LEGOLAND 1 Buildmg Code IBC 08/11/11 11 21 05 Floor Typ e: 2nd Beam Number = 13 Span information (ft) I-End (-101 17,-126 28) J-End (-69 77,-157.68) P2 W1W13 Wll f—J W2 Pl WIO cc^-^^ Wl 1 --.-X^ N x, % \ ' X X \ X N , X ..\. -X X xCc\ cixxv sXv. >"-Cx\"C . •~ -^s X % X ^^vo:^ X • ixxX 4.CxX^~~ 1 Load Dist DL LL+ LL-PL+ PL-Max Tot ft kips kips kips kips kips kips Pl 5 979 27 195 7 855 OOOO OOOO OOOO 35 050 P2 34 385 91 764 47 926 OOOO OOOO OOOO 139 690 P3 40 469 4 957 2 489 OOOO 0.000 OOOO 7 446 P4 44 417 34 896 26 742 OOOO OOOO OOOO 61 638 ft k/ft k/ft k/ft k/ft k/ft k/ft Wl 0.000 0.404 0 166 OOOO OOOO 0.000 0 570 W2 5.980 0 404 0 166 OOOO OOOO OOOO 0 570 0.964 0 331 OOOO OOOO OOOO 1 295 W3 33 885 0 964 0 341 OOOO OOOO 0.000 1 305 0 948 0 329 OOOO OOOO OOOO 1 277 W4 33 892 0 948 0 329 OOOO OOOO 0.000 1 277 0 964 0.327 OOOO OOOO OOOO 1 291 W5 34 056 0 964 0 163 OOOO OOOO OOOO 1 127 W6 34 385 0 964 0 163 OOOO 0 000 OOOO 1 127 0 600 0 830 OOOO OOOO OOOO 1 430 W7 40 413 0 600 0 830 OOOO OOOO OOOO 1 430 0 388 0415 OOOO OOOO OOOO 0.803 W8 40 427 0.388 0 415 OOOO OOOO 0.000 0 803 0.388 OOOO OOOO 0.000 0.000 0 388 W9 40.442 0 388 OOOO OOOO OOOO OOOO 0 388 0 600 OOOO 0.000 OOOO 0.000 0 600 WIO 40.469 0 600 OOOO OOOO 0.000 OOOO 0 600 1 068 0 326 OOOO OOOO OOOO 1 394 Wll 40 473 1 068 0.326 OOOO OOOO OOOO 1 394 1 280 0.658 OOOO OOOO OOOO 1 937 W12 43 416 1 280 0 658 OOOO OOOO OOOO 1 937 1 280 1 050 OOOO 0.000 OOOO 2 330 W13 44 416 1 280 1 050 OOOO OOOO OOOO 2 330 5p4 Gravitv Beam Design RAM Steel vl4 03 02 00 LEGOLAND DataBase LEGOLAND 1 Buildmg Code IBC 08/11/11 11 21 05 Steel Code AISC360-05 LRFD Floor Type: 2nd Beam Number = 13 SPAN INFORMATION (ft): I-End (-101.17,-126.28) Beam Size (User Selected) Total Beam Length (ft) Cantilever on right (ft) Mp(kip-ft) = 2129.1 7 W24X176 44 42 1 00 J-End (-69.77,-157.68) Fy = 50 0 ksi USER DEFINED FLANGE BRACE POINTS: Dist (ft) Top Bottom 43 42 Yes Yes POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% PartL 5 979 5 19 0 00 00 0 00 0.00 00 1 85 00 0 00 34 385 26 15 28 19 37 4 0 00 0 00 0 0 0 00 00 0 00 34 385 37.61 31 86 37 4 0 00 0 00 0 0 0 32 00 0 00 40 469 2 48 1 99 37 4 0 00 0 00 0 0 0 00 00 0 00 40 469 2 48 1 99 37 4 0 00 0 00 0 0 0 00 00 0 00 44 417 34 90 22 43 00 0 00 0.00 0 0 4 32 00 0 00 5 979 22 00 0 00 00 0 00 0.00 0.0 6 00 0.0 0 00 34 385 28 00 0 00 00 0 00 0 00 0 0 10 00 00 0 00 LINE LOADS (k/ft): Load Dist DL LL Red% Type PartL 1 40 469 0 680 0 520 37 4% Red 0.000 43 416 0.680 0 520 OOOO 2 43 417 0 680 0 520 0 0% Red OOOO 44 416 0 680 0 520 OOOO 3 5 980 0.560 0 260 37 4% Red OOOO 34.385 0 560 0.260 OOOO 4 OOOO 0.016 OOOO — NonR OOOO 33 885 0016 OOOO OOOO 5 5 980 OOOO 0 004 37 4% Red OOOO 33 885 OOOO 0.020 OOOO 6 33 892 0 016 OOOO — NonR OOOO 34 385 0 016 OOOO OOOO 7 OOOO 0212 OOOO _— NonR 0.000 40 413 0212 OOOO OOOO 8 34 386 OOOO 0 662 37 4% Red OOOO 40 413 OOOO 0 662 OOOO 9 34 386 0.212 OOOO — NonR OOOO 43 416 0.212 OOOO 0.000 10 40 473 0212 OOOO __. NonR OOOO 43 416 0212 OOOO OOOO 11 40.473 OOOO 0 530 37.4% Red OOOO 43.416 OOOO 0 530 OOOO Gravitv Beam Design RAM Steel vl4 03 02 00 LEGOLAND DataBase LEGOLAND 1 Building Code IBC Dist DL LL Red% Type PartL 43 417 0 424 OOOO — NonR OOOO 44 416 0 424 OOOO OOOO 43 417 OOOO 0 530 0 0% Red OOOO 44 416 OOOO 0 530 0.000 OOOO OOOO 0 265 37 4% Red OOOO 33 891 OOOO 0 265 OOOO 33 892 OOOO 0 262 37.4% Red OOOO 34 056 OOOO OOOO OOOO 34.386 OOOO 0 662 37 4% Red OOOO 40 427 OOOO 0 662 OOOO 40 442 0212 0.000 NonR OOOO 40 468 0 212 OOOO OOOO OOOO 0.176 OOOO — NonR OOOO 43.416 0 176 OOOO OOOO 43 417 0 176 OOOO NonR OOOO 44 416 0 176 OOOO OOOO Page 2/2 08/11/11 11 21 05 Steel Code AISC360-05 LRFD Load 12 13 14 15 16 17 18 19 SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 206.06 kips l.OOVn = 567.00 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Max + 1 2DL+1 6LL 1653 8 34 4 00 1 00 0 90 1916 25 Max -1 2DL+1 6LL -86 3 43 4 29 2 10 0 90 191625 Right Max -1 2DL+1 6LL -86 3 43 4 1.0 1 00 0 90 1916 25 Controllmg 1 2DL+1 6LL 1653 8 34 4 00 1 00 0 90 1916 25 REACTIONS (kips): DL reaction Max +LL reaction Max -LL reaction Max +total reaction (factored) DEFLECTIONS: (Camber = 1-1/4) Center span: Left 59 59 23 67 -0 63 109 38 Right 137 71 80 43 0 00 293 94 Dead load (m) at 23 01 ft = -1 583 L/D = 329 Live load (m) at 23 23 ft = -0 757 L/D = 688 Net Total load (m) at 23 23 ft = -I 090 L/D = 478 Right cantilever: Dead load (m) 0 130 L/D = 184 Pos Live load (m) = -0 004 L/D = 5668 Neg Live load (m) = 0 065 L/D = 368 Neg Total load (m) 0 195 L/D = 123 Load Diagram RAM Steel vl4 03 02 00 LEGOLAND DataBase LEGOLAND 1 Building Code IBC 08/11/11 11 21 05 Floor Type: 2nd Beam Number = 26 Span infbmiation (ft) I-End (-76 86,-150 59) J-End (-48 75,-122 48) Pl P2 Wl m NX X •XN' X ^ - xv' ~ xS^'^C Xx \ X. xV-x-. x"'x'^vXv X ^ X, '-•C:x -x >.x X, X V X •xX \ X, X.XX Xxxx xc' '^i:'X' X ""X. S ^ X x'' V^-^ N"Sx X X^'^-^^Kil xc ^X X X s c Cx\ 'X X CXx ' ci ,x X V s X s , X X^ - X Vx X<x 1 X X. x'' ^ X^ X ""xX X X . x'" xc;X>' X X 1' XX"- ^ x' ' x''^ ' '' Load Dist DL LL+ LL-PL+ PL-Max Tot ft kips kips kips kips kips kips Pl 13 250 19 556 16 790 0.000 OOOO OOOO 36 346 P2 26 500 19 658 16.775 0.000 OOOO OOOO 36 432 ft k/ft k/ft k/ft k/ft k/ft k/ft Wl OOOO 0 330 0 227 0.000 OOOO OOOO 0 557 W2 39 746 0 330 0.227 OOOO OOOO OOOO 0 557 0314 0.227 0.000 OOOO OOOO 0 541 W3 39.750 0314 0 227 OOOO OOOO OOOO 0 541 Gravitv Beam Design RAM Steel vl 4 03 02 00 LEGOLAND DataBase LEGOLAND 1 Buildmg Code IBC 08/11/11 11 21 05 Steel Code A1SC360-05 LRFD Floor Type: 2nd Beam Number = 26 SPAN INFORMATION (ft): I-End (-76.86,-150.59) Maxmium Depth Limitation specified = 25 00 m Mmimum Depth specified = 23 00 in Beam Size (Optmium) = W24X84 Total Beam Length (ft) - 39 75 Mp (kip-ft) = 933 33 POINT LOADS (kips): J-End (-48.75,-122.48) Fy = 50 0 ksi Dist DL RedLL Red% NonRLL StorLL Red% Ro 13 250 19 56 22 23 24 5 0 00 0 00 00 26 500 19 66 22.21 24 5 0 00 0 00 00 LINE LOADS (k/ft): Load Dist DL LL Red% Type PartL 1 OOOO 0 230 0 300 24 5% Red OOOO 39 750 0 230 0 300 OOOO 2 OOOO 0 016 OOOO NonR OOOO 39 746 0 016 OOOO OOOO 3 OOOO 0 084 OOOO — NonR OOOO 39 750 0 084 OOOO OOOO ofLL Red% PartL 0.00 0.0 0 00 0 00 0 0 0 00 SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 65.47 kips l.OOVn = 339.81 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Pin Phi*Mn kip-ft ft ft kip-ft Center Max + 1 2DL+16LL 8174 19.9 00 1 00 0 90 840 00 Controllmg 1 2DL+16LL 8174 199 00 1 00 0 90 840.00 REACTIONS (kips): DL reaction Max +LL reaction Max -t-total reaction (factored) DEFLECTIONS: (Camber = 1) Left 26 15 21 29 65 44 Right 26 18 21 28 65 47 Dead load (m) at 19 87 ft = -1 369 L/D = 349 Live load (m) at 19 87 ft = -1 126 L/D = 424 Net Total load (m) at 19 87 ft = -1 494 L/D = 319 1 Load Diagram RAM Steel vl4 03 02 00 LEGOLAND DataBase LEGOLAND 1 Bmldmg Code IBC 08/11/11 11 21-05 Floor Type: 2nd Beam Number = 154 Span mfonnation (ft)- I-End (32 01 ,-105 96) J-End (32 02,-72 60) -WIO J Load Dist DL LL+ LL-PL+ PL-Max Tot ft kips kips kips kips kips kips Pl 27.366 4 957 3 002 OOOO OOOO OOOO 7 960 ft k/ft k/ft k/ft k/ft k/ft k/ft Wl OOOO 0 947 0 593 OOOO OOOO OOOO 1 540 W2 0 006 0 947 0 593 0.000 OOOO OOOO 1 540 1 159 0 793 OOOO OOOO OOOO 1 953 W3 27 264 1 159 0 793 OOOO OOOO OOOO 1 952 1 159 0 803 OOOO OOOO OOOO 1.962 W4 27 297 1 159 0 593 OOOO OOOO OOOO 1 752 1.159 0 583 0.000 OOOO OOOO 1 742 W5 27 331 1 159 0 393 OOOO OOOO 0.000 1 552 W6 27.366 1 159 0.393 OOOO OOOO OOOO 1.552 0 055 OOOO OOOO OOOO OOOO 0 055 W7 27 370 0 055 OOOO OOOO OOOO OOOO 0 055 0 055 0 500 OOOO 0.000 OOOO 0 556 W8 27 373 0.055 0 500 OOOO 0.000 0.000 0 556 0 479 1 001 OOOO OOOO OOOO 1 480 W9 33 204 0 479 1 001 OOOO OOOO 0.000 1 480 0 479 1 017 OOOO OOOO OOOO 1 496 WIO 33 256 0 479 0 694 OOOO OOOO OOOO 1 173 0 479 0 685 OOOO OOOO OOOO 1 164 Wll 33 308 0 479 0 200 OOOO OOOO OOOO 0 679 W12 33 360 0 479 0 200 OOOO OOOO OOOO 0 679 1 Gravitv Beam Design RAM Steel vl4 03 02 00 LEGOLAND DataBase LEGOLAND 1 Buildmg Code IBC 08/11/11 11 21 05 Steel Code AISC360-05 LRFD Floor Type: 2nd Beam Number =154 SPAN INFORMATION (ft): I-End (32.01,-105.96) Maximum Depth Limitation specified = 25 00 m Mmunum Depth specified ^ 11 25 in Beam Size (User Selected) = W24X55 Total Beam Length (ft) = 33 36 Mp (kip-ft) = 558 33 POINT LOADS (kips): J-End (32.02,-72.60) Fy = 50 0 ksi Dist DL RedLL Red% NonRLL StorLL Red% RoofLL 27.366 2 48 1 99 24 5 0 00 0 00 0 0 0.00 27 366 2 48 1 99 24 5 0 00 0.00 0 0 0 00 LINE LOADS (k/ft): Load Dist DL LL Red% Type PartL 1 OOOO 0.680 0 520 24.5% Red OOOO 27 366 0 680 0 520 OOOO 2 0 006 0212 OOOO „_ NonR 0.000 27.366 0212 OOOO 0.000 3 0 006 OOOO 0 265 24 5% Red OOOO 27 264 OOOO 0 265 0.000 4 27 265 OOOO 0 278 24 5% Red OOOO 27 297 OOOO OOOO OOOO 5 27 373 0 424 OOOO — NonR OOOO 33 360 0 424 OOOO OOOO 6 27 373 OOOO 0 663 24 5% Red OOOO 33 204 OOOO 0 663 OOOO 7 33 205 OOOO 0 684 24 5% Red OOOO 33 256 OOOO OOOO OOOO 8 33 205 OOOO OOOO 24 5% Red OOOO 33.256 0.000 0 257 OOOO 9 33 257 OOOO 0 265 24 5% Red OOOO 33 360 OOOO 0 265 OOOO 10 OOOl 0 212 OOOO — NonR OOOO 27 366 0 212 OOOO OOOO 11 OOOl OOOO 0.265 24 5% Red OOOO 27 297 0.000 0 265 OOOO 12 27 298 OOOO 0 252 24 5% Red OOOO 27 331 OOOO OOOO OOOO 13 27.370 0.000 0 663 24 5% Red OOOO 33 256 OOOO 0 662 OOOO 14 33 257 OOOO 0.641 24 5% Red OOOO 33 308 OOOO OOOO OOOO 15 OOOO 0 055 OOOO — NonR OOOO 33 360 0 055 0.000 OOOO Red% PartL 0 0 0.00 0 0 0 00 Gravitv Beam Design RAM Steel vl4 03 02 00 LEGOLAND DataBase LEGOLAND 1 Buildmg Code IBC Page 2/2 08/11/11 11 21 05 Steel Code AISC360-05 LRFD SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 50.38 kips 0.90Vn = 251.69 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Max + 1.2DL+1 6LL 398 3 17.3 00 1 00 0 90 502 50 Controlling 1 2DL+1 6LL 398.3 173 00 1 00 0 90 502 50 REACTIONS (kips): DL reaction Max +LL reaction Max -i-total reaction (factored) DEFLECTIONS: Left 19 86 13 87 46 03 Right 19 69 16 72 50 38 Dead load (m) at 16 85 ft = -0 876 L/D = 457 Live load (m) at 16 85 ft = -0 628 L/D = 637 Net Total load (in) at 16 85 ft = -1.504 L/D = 266 Load Diagram i"i i • - " - RAM Steel vl4 03 02 00 LEGOLAND DataBase LEGOLAND 1 Bmldmg Code IBC 08/11/11 11 21 05 Floor Type: 2nd Span information (ft) Beam Number = 136 I-End (9 67,-105 95) J-End (55 12,-105.97) P7 Wl m 1'- — 1- P4 P5 W7 ^ X xX ss x-x XCP2 i c X'X' S-- - : ' ' ''xs C C Xs\^ Y s -s ^ s; 1 "is's' ^sXX"" ' ' - s^'ss's'C 's^ J s - - sc; xis s X-X--X , i;x'-x; xx, X X x'~ ,i "'cX " s " s - •s '- 'C - ' CsiX- ('' s ^xX ss's'-i Load Dist DL LL+ LL-PL+ PL-Max Tot ft kips kips kips kips kips kips Pl 5 357 1 579 0 644 OOOO OOOO 0.000 2 222 P2 5 483 1 913 1 373 OOOO 0.000 0.000 3.286 P3 5 518 0 183 0 154 0.000 OOOO OOOO 0 338 P4 9.091 18 468 10 922 0.000 0.000 OOOO 29 390 P5 22 347 19 859 11 947 0.000 OOOO 0.000 31 806 P6 24 237 4.220 3 720 0.000 OOOO OOOO 7.940 P7 35 602 26 808 15.713 OOOO OOOO OOOO 42 521 ft k/ft k/ft k/ft k/ft k/ft k/ft Wl OOOO 1 026 0 376 OOOO OOOO OOOO 1.402 W2 5 344 1 026 0 376 OOOO OOOO OOOO 1 402 0 983 0 341 OOOO OOOO OOOO 1 325 W3 5.357 0 983 0 341 OOOO OOOO OOOO 1 324 1 013 0 341 OOOO OOOO OOOO 1 354 W4 5 398 1 013 0 341 OOOO OOOO OOOO 1 353 1 013 0 340 OOOO OOOO OOOO 1 353 W5 5 482 1 012 0 340 OOOO OOOO OOOO 1 352 W6 5.513 1 013 0 340 OOOO OOOO OOOO 1 353 0 982 0 340 OOOO OOOO OOOO 1 322 W7 45.456 0 982 0 340 OOOO OOOO OOOO 1 322 Gravitv Beam Design RAM steel vl4 03 02 00 LEGOLAND DataBase LEGOLAND 1 Building Code IBC 08/11/11 11 21.05 steel Code AISC360-05 LRFD Floor Type: 2nd Beam Number = 136 SPAN INFORMATION (ft): I-End (9.67,-105.95) Maximum Depth Limitation specified = 25 00 m Mmimum Depth specified = 11 25 m Beam Size (User Selected) = W24X162 Total Beam Length (ft) = 45 46 Mp(kip-ft) = 1950 0 0 POINT LOADS (kips): J-End (55.12,-105.97) Fy = 50 0 ksi Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% PartL 5 357 1.58 0 00 00 0 00 0 00 00 0 64 00 0 00 5 483 1 91 2 11 35 0 0 00 0 00 00 0 00 00 0 00 5 518 0 18 0 00 00 0 00 0 00 00 0 15 00 0.00 9 091 18 47 16 79 35 0 0 00 0 00 0.0 0 00 0.0 0 00 22.347 19 86 18.37 35 0 0.00 0 00 00 0.00 00 0 00 24 237 4 22 0 00 00 0 00 0 00 00 3 72 00 0 00 35 602 26 81 24.16 35 0 0.00 0 00 00 0 00 00 0 00 LINE LOADS (k/ft): Load Dist DL LL Red% Type PartL 1 OOOO 0 820 0 340 0.0% Roof 0 000 45 456 0 820 0 340 OOOO 2 OOOO 0 044 OOOO — NonR 0.000 5 482 OOOO OOOO OOOO 3 OOOO 0.000 0 055 35 0% Red OOOO 5.398 0.000 OOOl OOOO 4 0.000 OOOO OOOO — NonR 0.000 5 344 0 043 OOOO OOOO 5 OOOO OOOO 0.000 35 0% Red OOOO 5 344 OOOO 0 053 0 000 6 5 357 0 029 OOOO ... NonR OOOO 5.513 0 030 OOOO 0.000 7 0.000 0 162 OOOO ... NonR OOOO 45 456 0 162 0.000 OOOO SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 119.93 kips l.OOVn = 528.75 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Max + 1 2DL+1 6LL 1531 1 22 3 0.0 1 00 0.90 1755 00 Controllmg 1 2DL+1 6LL 1531 1 22 3 00 1 00 0 90 1755 00 REACTIONS (kips): DL reaction Max +LL leaction Left 58 44 29.77 Right 59 48 30 35 Gravitv Beam Design RAM Steel vl4 03 02 00 LEGOLAND DataBase LEGOLAND 1 Building Code IBC Page 2/2 08/11/11 11 21 05 Steel Code AISC360-05 LRFD Max +total reaction (factored) DEFLECTIONS: (Camber = 1-1/4) Left Right 117 76 119.93 Dead load (in) at 22.96 ft = -1 807 L/D = 302 Live load (m) at 22 96 ft = -0 944 L/D = 578 Net Total load (in) at 22 96 ft = -1 501 L/D = 363 Load Diagram RAM Steel vl4 03 02 00 LEGOLAND DataBase LEGOLAND 1 Buildmg Code IBC 08/11/11 11 21 05 Floor Type: 2nd Beam Number =100 Span infonnation (ft). I-End (-11 68,-45 24) J-End (6 46,-84 99) Wl W2 Pl W£ W4 IP2_ _W6 'wslwio • ^ XXJ ^•4 WlWlWl3 xxc P5-- ¥ 1P6 Load Dist DL LL+ LL-PL+ PL-Max Tot ft kips kips kips kips kips kips Pl 30 073 50 443 26 664 OOOO OOOO OOOO 77.107 P2 30 322 17 355 9 366 OOOO OOOO OOOO 26 721 P3 36 652 2 850 1 402 0.000 OOOO OOOO 4 252 P4 36 816 2 947 2 159 OOOO OOOO OOOO 5 106 P5 41 697 0 390 0 274 0.000 OOOO OOOO 0 663 P6 43 698 2 748 3 179 OOOO 0.000 OOOO 5 927 ft k/ft k/ft k/ft k/ft k/ft k/ft Wl OOOO 0 631 0 360 OOOO OOOO OOOO 0 991 W2 1 376 0 616 0 348 OOOO OOOO OOOO 0 964 W3 30.073 0 517 0 205 0.000 OOOO OOOO 0 722 0 710 0 353 OOOO OOOO OOOO 1 063 W4 30 244 0 709 0.352 OOOO OOOO OOOO 1 061 0 709 0 356 OOOO OOOO OOOO 1.066 W5 30 322 0 709 0 640 OOOO OOOO OOOO 1 349 0.482 0613 OOOO OOOO 0.000 1 095 W6 36 651 0411 0 476 OOOO OOOO OOOO 0 887 0 189 OOOO OOOO OOOO OOOO 0 189 W7 36 661 0 189 OOOO OOOO OOOO OOOO 0 189 0 410 OOOO 0.000 OOOO OOOO 0 410 W8 36 774 0 409 OOOO OOOO OOOO OOOO 0 409 W9 36 815 0 409 0 163 OOOO OOOO OOOO 0 571 0 383 0 169 OOOO OOOO OOOO 0 552 WIO 38 142 0 401 0 183 OOOO OOOO OOOO 0 583 Wll 41 697 0.354 0 147 OOOO 0.000 OOOO 0 500 0.494 0 254 0.000 0.000 0.000 0.748 W12 42 697 0 482 0 246 OOOO OOOO OOOO 0 728 0 482 0 400 0.000 OOOO OOOO 0 883 W13 43.697 0 471 0 386 0.000 OOOO 0.000 0 857 Gravitv Beam Design RAM Steel vl4 03 02 00 LEGOLAND DataBase LEGOLAND 1 Buildmg Code IBC 08/11/11 11 21 05 Steel Code AISC360-05 LRFD Floor Type: 2nd SPAN INFORMATION (ft) Beam Size (User Selected) Tolal Beam Length (ft) Cantilever on nght (ft) Mp(kip-ft) = 1950 0 0 Beam Number = 100 I-End (-11.68,-45.24) = W24X162 - 43 70 = 1 00 J-End (6.46,-84.99) Fy = 50 Oksi USER DEFINED FLANGE BRACE POINTS: Dist (ft) Top Bottom 42 70 Yes Yes POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL 30 073 50 44 43 46 38 6 0 00 0 00 00 0.00 30 322 17.36 15 26 38 6 0.00 0 00 00 0.00 36 652 2.85 2 29 38 6 0 00 0.00 00 0 00 36 816 2.95 3 52 38 6 0 00 0.00 00 0 00 41 697 0 39 0 45 38 6 0 00 0 00 00 0 00 43 698 2 75 3 18 00 0 00 0 00 00 0 00 LINE LOADS (k/ft): Load Dist DL LL Red% Type PartL 1 0.000 0 250 OOOO — NonR OOOO 30.073 0.069 OOOO 0.000 2 OOOO OOOO 0313 38 6% Red OOOO 30 073 OOOO 0 086 OOOO 3 30 073 0 262 0.000 — NonR OOOO 36 651 0 222 OOOO OOOO 4 30 073 OOOO 0 327 38 6% Red OOOO 30 244 OOOO 0.326 OOOO 5 30 245 OOOO 0 333 38 6% Red OOOO 30 322 OOOO OOOO OOOO 6 30 245 OOOO OOOO 38 6% Red OOOO 30.322 OOOO 0 795 OOOO 7 30 322 OOOO 0 999 38 6% Red OOOO 36.651 OOOO 0 776 OOOO 8 36.661 0 222 OOOO — NonR OOOO 42 697 0 185 0.000 0.000 9 36 774 OOOO OOOO 38 6% Red OOOO 36 815 OOOO 0 265 OOOO 10 36.816 OOOO 0 276 38 6% Red OOOO 42.697 OOOO 0 232 OOOO 11 42 698 0 320 OOOO ... NonR 0.000 43 697 0 309 OOOO OOOO 12 42 698 OOOO 0 400 0 0% Red OOOO 43 697 OOOO 0.386 OOOO 00 00 00 00 00 00 0 00 0 00 0 00 0 00 0 00 0.00 Gravitv Beam Design RAM Steel vl4 03 02 00 LEGOLAND DataBase LEGOLAND 1 Buildmg Code- IBC Dist DL LL Red% Type PartL 0 000 0219 OOOO — NonR OOOO 36 815 0 026 OOOO OOOO OOOO 0.000 0 273 38 6% Red OOOO 30 322 OOOO 0 075 OOOO 1 376 OOOO OOOO 38 6% Red OOOO 30 322 0 227 0 174 OOOO 36 816 0.000 OOOO — NonR OOOO 38 142 0.026 OOOO OOOO 36 816 OOOO OOOO 38 6% Red 0.000 38 142 OOOO 0 032 OOOO 38 143 0 026 OOOO _._ NonR OOOO 41 697 OOOO OOOO 0.000 38 143 0.000 0 032 38 6% Red OOOO 41 697 OOOO OOOO OOOO 41 697 0 140 OOOO _„ NonR OOOO 42 697 0 135 0.000 0.000 41 697 OOOO 0 175 38 6% Red OOOO 42 697 OOOO 0 169 OOOO OOOO 0 162 OOOO — NonR OOOO 42 697 0 162 0.000 0.000 42 698 0 162 OOOO ... NonR 0.000 43 697 0 162 OOOO OOOO Page 2/3 08/11/11 11 21 05 Steel Code. AISC360-05 LRFD Load 13 14 15 16 17 18 19 20 21 22 23 SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 132.94 kips l.OOVn = 528.75 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Max + 1 2DL+1 6LL 1495 1 30 1 00 1 00 0.90 1755 00 Max -1 2DL+1 6LL -9 0 42 7 1 0 1 83 0.90 1755.00 Right Max -1.2DL+1 6LL -9 0 42 7 1 0 1 00 0 90 1755 00 Controlling 1 2DL+16LL 1495 1 30 1 00 1 00 0.90 1755.00 REACTIONS (kips): DL reaction Max +LL reaction Max -LL reaction Max +total reaction (factored) DEFLECTIONS: (Camber = 1) Center span: Dead load (m) Live load (m) Net Total load (m) Right cantilever: Dead load (m) Left 32 80 17 67 -0 08 67 63 Right 66.94 38.88 0 00 142 53 at at at 23 06 ft 23 06 ft 23 06 ft -1 308 L/D = 392 -0 710 L/D = 722 -1 017 L/D = 504 = 0 108 L/D = 222 Gravitv Beam Design RAM Steel vl4 03 02 00 LEGOLAND DataBase LEGOLAND 1 Building Code IBC Page 3/3 08/11/11 11 21 05 Steel Code AISC360-05 LRFD Right cantilever: Neg Live load (in) Neg Total load (m) 0 059 0 167 L/D L/D 407 144 Gravitv Beam Design RAM Steel vl4 03 02 00 LEGOLAND DataBase LEGOLAND 1 Bmldmg Code IBC 08/15/11 16 04 55 Steel Code AISC360-05 LRFD Floor Type: 2nd Beam Number = 116 SPAN INFORMATION (ft): I-End (-4.93,-166.30) Maximum Depth Limitation specified = 25 00 m Mmmium Depth specified = 11 25 in Beam Size (User Selected) = W24X62 Total Beam Length (ft) = 50 86 Mp (kip-ft) = 637 50 POINT LOADS (kips): J-End (18.85,-211.26) Fy = 50 Oksi Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% PartL 14518 1 05 0 00 00 0.00 0 00 00 0 75 40 0 0 00 14.518 5 37 0.00 00 0.00 0 00 00 4 37 40 0 0.00 24 982 1.72 0 00 00 0 00 0.00 00 1 29 40 0 0 00 24.982 2 82 0 00 00 0 00 0.00 00 2 35 40 0 0 00 35 445 2 05 0 00 00 0 00 0 00 00 1 57 40 0 0 00 35 445 2 04 0 00 00 0 00 0 00 0.0 1 73 40 0 0 00 45 909 1 13 0 00 00 0.00 0 00 00 0 82 40 0 0 00 45 909 1 08 0 00 00 0.00 0 00 00 0 90 40 0 0 00 APPLIED MOMENTS (kip-ft): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% PartL 14518 0.85 0 00 00 0 00 0 00 00 0 54 40 0 0 00 24 982 2 18 0 00 00 0 00 0.00 00 1 49 40 0 0 00 35.445 3 32 0 00 00 0 00 0 00 0.0 2 36 40 0 0 00 45 909 1 40 0 00 00 0 00 0 00 0.0 0 99 40 0 0 00 LINE LOADS (k/ft): Load Dist DL LL Red% Type PartL 1 OOOO 0.045 0.000 —_ NonR OOOO 14 518 0 045 OOOO OOOO 2 OOOO OOOO 0.041 40 0% Roof OOOO 14 518 OOOO 0 041 0.000 3 14 519 0 032 OOOO — NonR OOOO 45 908 0 032 0.000 OOOO 4 14519 OOOO 0 029 40 0% Roof OOOO 45 908 OOOO 0 029 0.000 5 45 909 0 012 OOOO — NonR OOOO 50 858 0 015 0.000 0.000 6 45 909 OOOO 0.011 40 0% Roof 0.000 50.858 OOOO 0.014 OOOO 7 OOOO 0 062 OOOO — NonR OOOO 50 858 0 062 OOOO OOOO SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 20.70 kips l.OOVn = 305.73 kips MOMENTS (Ultimate): uravitv I5eam Design RAM Steel vl 4 03 02 00 LEGOLAND DataBase LEGOLAND 1 Buildmg Code IBC Page 2/2 08/15/11 16 04 55 Steel Code AISC360-05 LRFD Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Max + 1 2DL+1.6LL 331 0 25 0 00 1 00 0 90 573 75 Controllmg 1 2DL+1 6LL 331 0 25.0 00 1.00 0 90 573 75 J REACTIONS (kips): DL reaction Max +LL reaction Max -ftotal reaction (factored) DEFLECTIONS: (Camber = 1-1/4) Dead load (in) at Live load (m) at Net Total load (m) at TORSION (kip-ft): Construction DL Construction LL Dead Load Max Pos Live Load Max Neg Live Load Left 11 06 4 60 20 63 Right 11 09 4 62 20 70 25 17 ft = 25 17 ft = 25 17 ft = 1 746 L/D = 350 0 745 L/D = 819 1 241 L/D = 492 Left -9 29 0 00 -9.29 -6 36 0 00 Right -15 89 0 00 -15 89 -11.12 0 00 Note Torsion is not considered m the design of the beam LEGOLAND DataBase. :iLAND 1 08/10 11 11.53 t ' • s <• 4 s 17 L 2 ii N 0 RAM Steel v 14 03 02 00 LEGOLAND DataBase LEGOLAND 1 Building Code IBC 08/10/11 11 57 10 Steel Code. A1SC360-05 LRFD UNFACTORED COLUMN LOADS: Units: kips Column Line 2-B Level Col# Length Dead Self 2ND fLR fRAMING 1 17 00 8 3 0 2 +Live -Live MinTot MaxTot 4 1 0 0 8 5 126 Colunm Line 3-A Level Col# Length Dead Self +Live 2ND fLR fRAMING 2 17 00 40 0 2 6 21.7 -Live MinTot MaxTot -0.2 42 4 64 2 Column Line -119.40ft~164.27ft Level Col# Length Dead Self +Live 2ND fLR fRAMING 3 17.00 11 2 2 6 7 1 -Live MinTot MaxTot 0 0 13 7 20 9 Column Line 4-A Level CoI# Length Dead Self 2ND fLR fRAMING 4 17 00 25 8 2 6 +Live -Live MinTot MaxTot 14 4 0 0 28 4 42 8 Column Line -106.03ft~177.64ft Level Col# Length Dead Self +Live 2ND fLR fRAMING 5 17 00 18 6 2 6 13 8 -Live MinTot MaxTot 0 0 21 2 35 0 Column Line 5-A Level Col# Length Dead Self +Live 2ND fLR fRAMING 6 17 00 73 4 2 6 29 3 -Live MinTot MaxTot -0.5 75 5 105.3 Column Line -99.66ft~184.00ft Level Col# Length Dead Self 2ND fLR fRAMING 7 17 00 12 7 2 6 +Live -Live MinTot MaxTot 9 8 0.0 15 3 25.0 Colunm Line -90.06ft~193.61ft RAM Steel vl4 03 02 00 LEGOLAND DataBase LEGOLAND I Building Code IBC Page 2/7 08/10/11 11 57 10 Steel Code AISC360-05 LRFD Level Col# Length Dead Self +Live 2ND fLR fRAMING 8 17 00 97 26 54 -Live MinTot MaxTot 00 12 3 17 7 Column Line -89.21ft~175.71ft Level Col# Length Dead Self +Live 2ND fLR fRAMING 9 17.00 77 4 0.4 42.4 -Live MinTot MaxTot 0 0 77 8 120 3 Column Line -81.35ft~202.32ft Level Col# Length Dead Self +Live 2ND fLR fRAMING 10 17 00 10 0 0 2 4 7 -Live MinTot MaxTot 0 0 10.2 14 9 Column Line -73.80ft~191.13ft Level Col# Length Dead Self +Live 2ND fLR fRAMING 11 17 00 43 7 0 2 29.8 -Live MinTot MaxTot 0.0 44 0 73 8 Column Line 8-A Level Col# Length Dead Self +Live 2ND fLR fRAMING 12 17 00 46 2 0.4 15 9 -Live MinTot MaxTot 0 0 46 6 62 5 Column Line -71.68ft-211.99ft Level CoI# Length Dead Self +Live 2ND fLR flRAMING 13 17.00 5.4 0 2 4 1 -Live MinTot MaxTot -01 5.4 9 6 Column Line -70.47ft~156.98ft Level Col# Length Dead Self +Live 2ND fLR fRAMING 14 17.00 137 4 0.7 64 3 -Live MinTot MaxTot 0 0 138 1 202 4 Column Line 9-A Level 2ND fLR fRAMING Col# Length Dead Self +Live 15 17 00 25 4 2 6 14 5 -Live MinTot MaxTot 0 0 28 0 42 5 Column Line 10-A Level 2ND fLR SURING Col# Length Dead Self 16 17 00 25 8 2 6 +Live -Live MinTot MaxTot 14 8 -0 5 27 9 43 2 RAM Steel v 14 03 02 00 LEGOLAND DataBase LEGOLAND 1 Buildmg Code IBC Page 3/7 08/10/11 11 57.10 Steel Code AISC360-05 LRFD Column Line -52.33ft~l 18.90ft Level Col# Length Dead Self 2ND fLR fRAMING 17 17 00 106 0 2 6 +Live -Live MinTot MaxTot 49 3 0 0 108 5 157 9 Column Line -50.61ft-211.98ft Level Col# Length Dead Self 2ND fLR fRAMING 18 17 00 6 5 0 2 +Live -Live MinTot MaxTot 4 8 -0 2 6 4 11 4 Column Line -46.80ft~ 180.65ft Level Col# Length Dead Self +Live 2ND fLR fRAMING 19 17 00 68 6 0 4 45 4 -Live MinTot MaxTot 0 0 69 0 114 4 Column Line 11-A Level 2ND fLR fRAMING Col# Length Dead Self +Live 20 17 00 25 1 2.6 14 3 -Live MinTot MaxTot 0 0 27.7 42 0 Column Line 5-F.7 Level Col# Length Dead Self +U\e 2ND fLR fRAMING 21 17 00 2 8 2 6 5 2 -Live MinTot MaxTot -3.2 2 2 10 6 Column Line 12-A Level 2ND fLR fRAMING Col# Length Dead Self +Live 22 17 00 35 4 0 4 18 5 -Live MinTot MaxTot 0 0 35 8 54.3 Column Line -33.77ft-137.46ft Level Col# Length Dead Self +Live 2ND flLR fRAMING 23 17 00 73 0 2 6 37 2 -Live MinTot MaxTot 0 0 75 5 112 8 Column Line 5-F.8 Level CoI# Length Dead Self +Live 2ND fLR fRAMING 24 17.00 13 0 0 3 6 9 -Live MinTot MaxTot 0 0 13.3 20 2 See Column Loads Report for apphed moments 9\ RAM Steel v 14 03 02 00 LEGOLAND DataBase LEGOLAND 1 Bmldmg Code IBC Page 4/7 08/10/11 11 57 10 Steel Code AISC360-05 LRFD Column Line -29.88ft~103.87ft Level Col# Length Dead Self 2ND fLR filAMING 25 17 00 131 9 0 7 +Live -Live MinTot MaxTot 62 8 0 0 132 5 195 3 Column Line 6-F.7 Level Col# Length Dead Self +Live 2ND fLR fRAMING 26 17 00 7 7 2 6 5 2 -Live MinTot MaxTot 00 10 3 154 Column Line 15-J.l Level 2ND fLR fRAMING Col# Length Dead Self +Live 27 17 00 30 1 0 4 16 8 -Live MinTot MaxTot -0 0 30 4 47 2 Column Line -18.69ft~152.54ft Level CoI# Length Dead Self +Live 2ND fLR fRAMING 28 17 00 46.1 2 6 25 6 -Live MinTot MaxTot 0 0 48 7 74 2 Column Line 7-F.7 Level 2ND fLR fRAMING Col# Length Dead Self +Live 29 17 00 7 7 2 6 5 2 -Live MinTot MaxTot 00 10 3 15 5 Column Line 8-F.7 Level Col# Length Dead Self +Live 2ND fLR fRAMING 30 17 00 6 8 2 6 5 1 -Live MinTot MaxTot -0 2 9 2 14.5 Column Line -8.52ft~82.25ft Level Col# Length Dead Self +Live 2ND fLR filAMING 31 17 00 101 3 2 6 47 5 -Live MinTot MaxTot 0 0 103 9 151 4 Column Line -5.00ft-128.76ft Level CoI# Length 1 2ND fLR fRAMING 32 17 00 Dead Self +Live -Live MinTot MaxTot 81 9 0.4 45 6 -0 0 82 2 127 9s Column Line 8-F.8 RAM Steel vl4 03 02 00 LEGOLAND DataBase LEGOLAND 1 Buildmg Code IBC Page 5/7 08/10/11 11 57 10 Steel Code A1SC360-05 LRFD Level Col# Length Dead Self +Live 2ND fLR fRAMING 33 17 00 12 4 0 3 6 8 -Live MinTot MaxTot 00 12 7 19 5 See Column Loads Report for applied moments Column Line 15.7-J.l Level 2ND fLR fRAMING Col# Length Dead Self +Live 34 17 00 58 6 0 3 27 8 -Live MinTot MaxTot -0 0 58 9 86 7 Column Line 1.30ft-160.07ft Level 2ND fLR fRAMING Col# Length Dead Self +Uye 35 17 00 0 8 0 2 0 6 -Live MinTot MaxTot 0.0 0 9 1 6 Column Line 6.04ft-84.08ft Level Col# Length Dead Self +Live 2ND flLR fRAMING 36 17 00 66 6 0 4 37.0 -Live MinTot MaxTot 0 0 66 9 103 9 Column Line 11.21ft~101.97ft Level Col# Length Dead Self +Live 2ND fLR fRAMING 37 17 00 4 2 2 6 3 8 -Live MinTot MaxTot 0.0 6 8 10 6 Column Line 11.92ft-218.18ft Level 2ND fLR fRAMING Col# Length Dead 38 17 00 11.4 Self +Live -Live MinTot MaxTot 2 6 6 4 0.0 14 0 20 3 See Column Loads Report for apphed moments Column Line 12.62ft~160.07ft Level CoI# Length Dead Self +Live 2ND fLR fRAMING 39 17 00 1 4 0 2 1 1 -Live MinTot MaxTot 0 0 1 5 2.6 Column Line 12.62ft~141.97ft Level 2ND fLR fRAMING Col# Length Dead Self +Live 40 17 00 9 4 0 2 6 8 -Live MinTot MaxTot -1.3 8 3 16.3 /^jjiuiijinji M^\ja\M kjuiiiiiiiai Y RAM Steel vl4 03 02 00 LEGOLAND DataBase LEGOLAND 1 Bmldmg Code IBC Page 6/7 08/10/11 11 57 10 Steel Code AISC360-05 LRFD Colunm Line 16.50ft~107.26ft Level Col# Length 2ND fLR filAMING 41 17 00 Dead Self +Live -Live MinTot MaxTot 83 8 0.8 39 6 -0 0 84 5 124 2 Column Line 18.85ft-211.26ft Level Col# Length Dead Self +Live 2ND fLR filAMING 42 17 00 11 4 2.6 6 4 -Live MinTot MaxTot 0 0 14 0 20 4 See Column Loads Report for apphed moments. Column Line 27.10ft~45.24ft Level Col# Length Dead Self +Live 2ND flLR filAMING 43 17 00 56 9 0 3 27 3 -Live MinTot MaxTot 0 0 57 2 84 5 Column Line 33.10ft~72.60ft Level Col# Length Dead Self +Live 2ND fl:.R filAMING 44 17 00 84 4 0 8 42 7 -Live MinTot MaxTot 0 0 85 1 127 8 Column Line 33.92ft~141.97ft Level Col# Length Dead Self +Live 2ND flLR filAMING 45 17 00 2 4 0 2 1.9 -Live MinTot MaxTot 00 26 45 Column Line 33.92ft~123.97ft Level Col# Length Dead Self +Live 2ND fl.R filAMING 46 17 00 6 7 0.2 5 2 -Live MinTot MaxTot 00 69 12 1 Column Line 45.27ft~64.74ft Level Col# Length Dead Self +Live 2ND fLR filAMING 47 17 00 48 1 0 4 28.0 -Live MinTot MaxTot 0.0 48 6 76 6 Column Line 55.12ft~123.97ft Level 2ND fl.R filAMING Col# Length Dead Self 48 17 00 2 3 0 2 -i-Live -Live MinTot MaxTot 19 00 25 44 RAM Steel vl 4 03 02 00 LEGOLAND DataBase LEGOLAND 1 Building Code IBC Page 7/7 08/10/11 11 57 10 Steel Code- A1SC360-05 LRFD Column Line 55.12ft~105.97ft Level Col# Length 2ND fl.R filAMING 49 17 00 Dead Self +Live 62 1 0 6 32 7 -Live MinTot MaxTot 0 0 62 8 95 5 Column Line 58.52ft~l05.97ft Level Col# Length Dead Self +Live 2ND fl.R filAMING 50 17 00 14 5 0 2 12.1 -Live MinTot MaxTot 0 0 14 7 26 8 Column Line 58.52ft~73.97ft Level Col# Length Dead Self +Live 2ND fl.R filAMING 51 17 00 35.6 0 2 31 2 -Live MinTot MaxTot 0 0 35 8 67.0 Column Line 20-J.l Level 2ND fiLR filAMING Col# Length Dead Self +Live 52 17 00 35 3 0 4 19 8 -Live MinTot MaxTot -0 4 35 3 55 5 vjiaynv ^^uiuiiiii ucsi^ui ouiiiiiiary RAM Steel vl4 03 02 00 ^ 7 , ^^H-^'J cec, Tti, LEGOLAND ^ C«.^-*^' /I- ^ W.i^-'c-.. X^XV DataBase LEGOLAND 1 . , ^ 08/15/11 16 55-37 Building Code IBC ' P t -. ^^^^^ ^^^^ AISC360-05 LRFD Column Line 2-B Level 2ND fl.R flRAMING Pu Mux Muy LC Interaction Eq. Angle Fy Size 14 6 3 0 3 0 1 0.80Eq(Hl-la) 45.0 46 HSS5X5X1/8 Column Line -89.21ft-175.71ft Level Pu 2ND flLR 160 5 filAMING ^rSXj #cf.. Mux Muy LC Interaction Eq. Angle Fy Size 0 0 0 0 1 0 87 Eq(Hl-la) 45 0 46 HSS6X6X3/8 '4! 7,i <s^*j< Column Line -81.35ft~202.32ft Level Pu 2ND fLR 16 5 filAMING Mux Muy LC Interaction Eq. Angle Fy Size 4 3 1 4 10 0.82 Eq(Hl-la) 45 0 46 HSS5X5X1/8 Column Line -73.80ft~191.13ft Level Pu 2ND fl.R 89 5 filAMING Mux Muy LC Interaction Eq. Angle 0 0 0.0 1 0 89Eq(Hl-la) 45 0 Fy Size 46 HSS5X5X5/16 Column Line 8-A t B ''^ ^^^r i*'^'^X^/^x, Level Pu Mux M^iy LC Interaction Eq. Angle 2ND flLR 74 3 9 9 13 8 12 0 95 Eq (Hl-la) 45 0 filAMING ^'^^-"'"^^^ 7 Fy Size 46 HSS6X6X3/8 ll Column Line -71.68ft-211.99ft Level Pu 2ND fl.R 112 filAMING Mux Muy LC Interaction Eq. Angle 2 0 1.5 6 0 53 Eq (Hl-la) 45 0 Fy Size 46 HSS5X5X1/8 Column Line -70.47ft~156.98ft Level Pu Mux 2ND fl.R 253 9 0 0 filAMINGiX« ' drh 'XO Muy LC Interaction Eq. Angle 0 0 1 0 95 Eq (Hl-la) 45.0 Fy Size 46 HSS6X6X5/8 77^ 6v.',v' 7i Column Line -50.61ft-211.98ft Level Pu 2ND fLR 13 7 fRAMING Mux Muy LC Interaction Eq. Angle 2 1 2 6 12 0 67 Eq (Hl-la) 45.0 Fy Size 46 HSS5X5X1/8 Column Line -46.80ft~180.65ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Gravity Column Design Summarv RAM Steel vl4 03 02 00 Page 2/ LEGOLAND DataBase LEGOLAND 1 08/15/11 16 55 3 Buildmg Code IBC Steel Code AISC360-05 LRFl 2ND fl.R filAMING 140 2 0 0 0 0 1 1 00 Eq (Hl-la) 45 0 46 HSS5X5X1/2 Column Line 12-A Level 2ND fl:.R fRAMING Pu Mux M^y LC Interaction Eq. Angle Fy Size 67 5 0 1 30 6 1 0 87 Eq (Hl-la) 45 0 46 HSS6X6X3/8 Column Line 5-F.8 Level 2ND flLR fRAMING Pu Mux Muy LC Interaction Eq. Angle Fy Size 26 7 18 8 9 3 8 0 91 Eq (Hl-la) 45 0 46 HSS5X5X3/8 Column Line -29.88ft~103.87ft Level 2ND fl.R fRAMING tl .r i. (I Pu Mux 257 2 0 0 Muy LC Interaction Eq. Angle 0 0 1 0 96 Eq (Hl-la) 45 0 Fy Size 46 HSS6X6X5/8 JtXs /, X i X" ? "7 Column Line 15-J.l Level 2ND fl.R filAMING Pu Mux Muy LC Interaction Eq. Angle Fy Size 60 7 0 0 25 0 1 0 93 Eq (Hl-la) 90 0 46 HSS5X5X1/2 Column Line -5.00ft~128.76ft Level 2ND fLR fRAMING i-'-*"'- Pu 155.5 Mux 00 y ll i... H7i Muy LC Interaction Eq. Angle 0 0 1 0 99 Eq (Hl-la) 45 0 Fy Size 46 HSS6X6X5/16 '-") 7"^", i^^l^^ Column Line 8-F.8 Level 2ND fl.R filAMING Pu Mux Muy LC Interaction Eq. Angle Fy Size 26 4 19 8 9 4 12 0 94 Eq (Hl-la) 45 0 46 HSS5X5X3/8 Column Line 15.7-J.l Level 2ND fl.R filAMING Pu Mux Muy LC Interaction Eq. Angle Fy Size 89 6 0 0 10 7 10 0 85 Eq (Hl-la) 90.0 46 HSS5X5X1/2 Column Line 1.30ft~160.07ft Level Pu 2ND fl.R 1 8 filAMING Mux Muy LC Interaction Eq. Angle Fy Size 0 2 0 2 12 0 06 Eq (Hl-lb) 45 0 46 HSS5X5X1/8 Gravity Column Design Summarv RAM Steel vl4 03 02 00 Page 3/ LEGOLAND DataBase LEGOLAND 1 08/15/11 16 55 3 Buildmg Code IBC Steel Code AISC360-05 LRFl Column Line 6.04ft-84.08ft Level Pu Mux 2NDfl.R 139 9 0 0 fRAMING '5 ^7i>'l(sj Muy LC Interaction Eq. Angle 0 0 1 0 89 Eq (Hl-la) 45 0 Fy Size 46 HSS6X6X5/16 Column Line 12.62ft~160.07ft Level Pu 2ND fi.R 3 6 filAMING Mux Muy LC Interaction Eq. Angle 0 6 0 8 1 0 16 Eq (Hl-lb) 0 0 Fy Size 46 HSS5X5X1/8 Column Line 12.62ft~141.97ft Level Pu 2ND fLR 21 9 filAMING Mux Muy LC Interaction Eq. Angle Fy Size 0 1 8 4 10 0 71 Eq (Hl-la) 0 0 46 HSS5X5X3/16 Column Line 16.50ft~l07.26ft Level Pu Mm( 2NDfl.R ^, 149 1 80 1 "-^ filAMING ^X' '"'J (|c?h " It' Muy LC Interaction Eq. Angle 0 2 1 0 91 Eq (Hl-la) 45 0 Fy Size 46 HSS8X8X1/2 Column Line 27.10ft-45.24ft Level Pu 2ND fl.R 87 9 filAMING Mux Muy LC Interaction Eq. Angle Fy Size 0 0 12 1 6 0 87 Eq (Hl-la) 90 0 46 HSS5X5X1/2 Column Line 33.10ft~72.60ft Level Pu Mux' Muy LC Interaction Eq. Angle 2NDfi.R 165 9 7^7 fRAMING 0 0 12 0 95 Eq (Hl-la) 0 0 Fy Size 46 HSS8X8X1/2 r(^'7''*7'^~'// Column Line 33.92ft~141.97ft Level Pu 2ND fi.R 6 1 filAMING Mux Muy LC Interaction Eq. Angle 0 1 2 4 1 0 29 Eq (Hl-lb) 0 0 Fy Size 46 HSS5X5X1/8 Column Line 33.92ft~123.97ft Level Pu 2NDfl.R 13 8 filAMING Mux Muy LC Interaction Eq. Angle 0 1 3 4 10 0.58 Eq (Hl-la) 0 0 Fy Size 46 HSS5X5X1/8 Colunm Line 45.27ft-64.74ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Gravity Column Design Summary RAM Steel vl4 03 02 00 Page 4/ LEGOLAND DataBase LEGOLAND 1 08/15/11 16 55 3 Building Code IBC Steel Code AISC360-05 LRFl 2ND fLR filAMING (j 91 4 0 0 29 6 6 0 98 Eq (Hl-la) 0 0 46 HSS6X6X3/8 H>i7 /X^-^ Column Line 55.12ft-123.97ft Level Pu 2ND fLR 6 0 filAMING Mux Muy LC Interaction Eq. Angle 0 1 2 4 1 0 28 Eq (Hl-lb) 0 0 Fy Size 46 HSS5X5X1/8 Colunm Line 58.52ft-105.97ft Level Pu 2ND fLR 28 8 filAMING Mux Muy LC Interaction Eq. Angle Fy Size 0 0 119 1 0 96 Eq (Hl-la) 0 0 46 HSS5X5X3/16 Colunm Line 58.52ft-73.97ft Level 2ND fLR flRAMING Pu 81 3 Mux Muy LC Interaction Eq. Angle 0 0 0 0 1 0 97 Eq (Hl-la) 0 0 Fy Size 46 HSS5X5X1/4 Column Line 20-J.l Level Pu 2ND fl.R 70 0 fRAMING Xl i>J,x Mux Muy LC Interaction Eq. Angle 14 1 17 7 1 0 90 Eq (Hl-la) 90 0 Fy Size 46 HSS6X6X3/8 ^GSSI Project Legoland Hotel Engineer B Quails Steel Column Base Plate Design (for Concrete): Column Position. Column Size: HSS V = Fy = Axial Load. Rg = Minimum Area: Amin = Try Plate wl Length: w/ Width: fpa=Ra/A = n = t = V(2fp3m')/(Fy/Qb) = Conclusion: Base Plate: Column* 14 6 x6x1/2 3000 psi 36 ksi 202.0 kips 79.2 in^ 12 " 12 " 1 403 ksi 3.15 in. 1 14 " 12 (Steei Tube Coiumn) (DL + LL )max Ob Sheet GSSI No 11046A Date Use 12 " 1 67 ASD 05 1 25 " Thickness 1 25 " Steel Column Base Plate Design (for Concrete)'. Column Position: Column #32 ASD 05 Column Size: HSS 5 x5 X 1/2 (Steel Tube Coiumn) fc" = 3000 psi Fy = 36 ksi Axial Load: Rg = 128.0 kips (DL + LL )max Minimum Area* Amin = 50 2 Try Plate wl Length: 12 " = 1 67 w/Width: 12 " fpa=Ra/A = 0.889 ksi n = 3.625 In. t = V(2fp3m=')/(Fy/Ob) = 1 04 " Use 1 "Thickness Conclusion: Base Plate: 12 12 1 " RAM Frame V14 03 - Analysis Mode DataBase: { 50LAND SEISMIC 08/12/11 15:46:44 -7 RAM Fraine V14.03 - Analysis Mode DataBase LEGOLAND SEISMIC 11/15/11 09 25-01 Criteria, Mass and Exposure Data RAM Frame vl4 03 02 00 LEGOLAND DataBase LEGOLAND SEISMIC 08/12/11 15 464 Ignore Effects At Face of Joint Scale Factor- 1 00 CRITERIA: Rigid End Zones Member Force Output P-Delta Yes Ground Level Base Mesh Criteria Max Allowed Distance between Nodes (ft) 4 00 Merge Node Tolerance (m) 0 0100 DIAPHRAGM DATA: Story Diaph # Diaph Type 2ND fl.R filAMING 1 Rigid Disconnect Intemal Nodes of Beams Yes Disconnect Nodes outside Slab Boundary Yes STORY MASS DATA: Includes Self Mass of: Beams Columns (Half mass of columns above and below) Walls (Half mass of walls above and below) Slabs/Deck Calculated Values: Story 2ND fLR filAMING Diaph # 1 None Weight kips 1897 6 23 0 Mass k-s2/ft 58 93 0 72 MMI ft-k-s2 234916 220 Xm ft -26 11 -111 98 Ym ft -117 46 -169 93 EccX ft 9 19 EccY ft 8 76 Story 2ND fl.R filAMING Values Used: Diaph # None Combine None 1-2ND flLR filAMING Story Diaph # Weight Mass MMI Xm Ym EccX EccY kips k-s2/ft ft-k-s2 ft ft ft ft 2ND fl.R filAMING 1 1920 6 59 65 242298 -27.14 -118 09 9 19 8 76 WIND EXPOSURE DATA: Calculated Values: Story Diaph # 2ND fLR filAMING 1 STORY GRAVITY LOADS DATA: Includes Weight of: Beams Columns Building Extents (ft) Expose Parapet MinX MaxX Min Y MaxY ft -125 05 58 77 -220 20 -44 99 Full 0 00 Criteria, Mass and Exposure Data RAM Frame v 14 03 02 00 LEGOLAND DataBase LEGOLAND SEISMIC Page 21 08/12/11 15 46 4 Walls Slabs/Deck Live Load Reduction (Calculated) Reducible Storage Roof 50 00 % 0 00 % 40 00 % Calculated Values: Story Diaph # Dead Xc Yc Live Xc Yc kips ft ft kips ft ft 2ND fi:.R filAMING 1 1926 0 -26 14 -117 69 582 1 -24 16 -110.14 None 24.7 -111 47 -168 92 47 -11231 -171 36 Story Diaph # Roof Xc Yc Combine kips ft ft 2ND flLR filAMING 1 166 7 -24 44 -138 82 None None 00 -124 97 -158 52 None Some Gravity Load has been detected on one or more stones that is not associated with any diaphragms It will be Ignored m Notional Loads unless it is combmed with one or more diaphragms See the Loads - Gravity for Notional command Loads and Applied Forces RAM Frame vl 4 03 02 00 LEGOLAND DataBase LEGOLAND SEISMIC 08/12/11 15 464 LOAD CASE: Seismic Seismic ASCE 7-05 / IBC 2006 Equivalent Lateral Force Site Class D Importance Factor 1 25 Ss 1 260 g Fa 1 000 Fv 1 524 SDs 0 840 g Occupancy Category III Seismic Design Category D Provisions for Force Ground Level. Base Sl 0 476g SDl 0 484g TL 12 00 s Dir Eccent R Ta Equation Buildmg Period-T X + And -65 Std,Ct=0 030,x=0 75 Calculated Y + And-6 5 Std,Ct=0 030,x=0 75 Calculated Dir Ta Cu T T-used Eql2 8-2 Eql2 8-3 Eql2 8-5 k X 0 251 1 400 0 831 0 352 0 162 0 264 0 0100 1 000 Y 0 251 1 400 0 656 0 352 0 162 0 264 0 0100 1 000 Total Buildmg Weight (kips) = 1920 63 APPLIED DIAPHRAGM FORCES Type EQ_IBC06_X_+E_F Diaph # Level 2NDfl.R filAMING 1 APPLIED STORY FORCES Type EQ_IBC06_X_+E_F Level Ht ft 2ND fLR 17 00 fRAMING Ht ft 7 00 Fx kips 31026 Fx kips 310 26 Fy kips 0 00 Fy kips 0 00 X ft -27 14 Y ft -109 33 310 26 0 00 APPLIED DIAPHRAGM FORCES Type EQJBC06_X_-E_F Level Diaph # 2NDfl.R filAMING 1 APPLIED STORY FORCES Type EQ_IBC06_X_-E_F Level Ht ft 2ND fLR 17 00 filAMING Ht ft 17 00 Fx kips 310 26 Fx kips 31026 Fy kips 0 00 Fy kips 0 00 X ft -27 14 Y ft -126 85 Loads and Applied Forces RAM Frame v 14 03 02 00 Page 2/ LEGOLAND DataBase LEGOLAND SEISMIC 08/12/11 15 46 4 310 26 0 00 APPLIED DIAPHRAGM FORCES Type EQ_IBC06_Y_+E_F Level Diaph # Ht Fx Fy X Y ft kips kips ft ft 2NDfi:.R 1 17 00 0 00 310 26 -17 95 -118 09 filAMING APPLIED STORY FORCES Type EQ_IBC06_Y_+E_F Level Ht Fx Fy ft kips kips 2NDfl.R 17 00 0 00 310 26 filAMING 0 00 310 26 APPLIED DIAPHRAGM FORCES Type EQJBC06„Y_-E_F Level Diaph # Ht Fx Fy X Y ft kips kips ft ft 2ND fLR 1 17 00 0 00 310 26 -36 33 -118 09 filAMING APPLIED STORY FORCES Type EQ_IBC06_Y_-E_F Level Ht Fx Fy ft kips kips 2NDfl.R 17 00 0 00 310 26 filAMING 0 00 31026 Building Story Shears RAM Frame vl4 03 02 00 LEGOLAND DataBase LEGOLAND SEISMIC 08/12/11 15 46 4 Ignore Effects At Face of Jomt Scale Factor 1 00 CRITERIA: Rigid End Zones Member Force Output P-Delta Yes Ground Level Base Mesh Cntena Max Allowed Distance between Nodes (ft) 4 00 Merge Node Tolerance (m) 0 0100 Load Case: El Seismic EQ_IBC06_X_+E_F Level Diaph. # Shear-X Shear-Y kips kips 2ND flLR filAMING 1 318 83 -2 08 Summary - Total Story Shears Level 2ND fl.R filAMING Shear-X Change-X kips kips 318 83 318 83 Shear-Y Change-Y kips -2 08 kips -2 08 Load Case: E2 Seismic EQ JBC06_X_-E_F Level Diaph. # Shear-X Shear-Y kips kips 2ND fLR filAMING 1 318 54 -2 13 Summary - Total Story Shears Level 2ND fl.R filAMING Shear-X Change-X kips kips 318 54 318 54 Shear-Y Change-Y kips kips -2 13 -2 13 Load Case: E3 Level Seismic 2ND flL.R filAMING EQ_IBC06_Y_+E_F Diaph. # Shear-X Shear-Y kips kips 1 -2 25 317 84 Summary - Total Story Shears Level 2ND fi.R filAMING Shear-X Change-X kips kips -2 25 -2 25 Shear-Y Change-Y kips kips 317 84 317 84 Load Case: E4 Seismic EQ_IBC06_Y_-E_F Level Diaph. # Shear-X Shear-Y kips kips 2ND fl:.R flRAMING 1 -1 95 317 89 Buiiding Story Shears RAM Frame vl 4 03 02 00 LEGOLAND DataBase LEGOLAND SEISMIC Page ll 08/12/11 15 46 4 Summary - Total Story Shears Level 2ND fi^R filAMING Shear-X Change-X Shear-Y Change-Y kips kips kips kips -1 95 -1 95 317 89 317 89 Frame Story Shears RAM Frame vl4 03 02 00 LEGOLAND DataBase LEGOLAND SEISMIC 08/12/11 15 464 Ignore Effects At Face of Joint Scale Factor. 1 00 CRITERIA: Rigid End Zones Member Force Output P-Delta Yes Ground Level Base Mesh Criteria Max Allowed Distance between Nodes (ft) 4 00 Merge Node Tolerance (m) 0 0100 Frame #1 Load Case: Level El 2ND fi:.R filAMING Seismic EQJBC06_X_+E_F Shear-X Change-X Shear-Y Change-Y kips kips kips kips 13 02 13 02 -9 07 -9 07 Load Case: Level E2 2ND flLR filAMING Seismic EQ_IBC06_X_-E_F Shear-X Change-X Shear-Y Change-Y kips kips kips kips 17 50 17 50 -14 18 -14 18 Load Case: Level E3 2NDfl:.R fRAME^G Seismic EQ_IBC06_Y_+E_F Shear-X Change-X Shear-Y Change-Y kips kips kips kips -1261 -1261 15 21 15 21 Load Case: Level E4 2NDfl.R filAMING Seismic EQ_IBC06_Y_-E_F Shear-X Change-X Shear-Y Change-Y kips kips kips kips -17 31 -17 31 20 57 20 57 Frame #2 Load Case: El Level 2ND fl.R filAMING Seismic EQJBC06_X_+E_F Shear-X Change-X Shear-Y Change-Y kips kips kips kips 67 49 67 49 -58 33 -58 33 Frame Story Shears RAM Frame vl4 03 02 00 LEGOLAND DataBase LEGOLAND SEISMIC Page 2, 08/12/11 15 46^ Load Case: Level E2 2ND fi R filAMING Seismic EQ IBC06_X_-E_F Shear-X Change-X Shear-Y Change-Y kips kips kips kips 69 62 69 62 -60 60 -60 60 Load Case: Level E3 2ND fl.R filAMING Seismic EQ_IBC06_Y_+E_F Shear-X Change-X Shear-Y Change-Y kips kips kips kips -56 79 -56 79 64 82 64 82 Load Case: Level E4 2ND flLR filAMING Seismic EQ_IBC06_Y_-E_F Shear-X Change-X Shear-Y Change-Y kips kips kips kips -59 03 -59 03 67 21 67 21 Frame #3 Load Case: El Level 2NDfl.R filAMING Seismic EQ_IBC06_X_+E_F Shear-X Change-X Shear-Y Change-Y kips kips kips kips 51 06 51 06 -44 73 -44 73 Load Case: E2 Level 2ND fl:.R filAMING Seismic EQ_IBC06_X_-E_F Shear-X Change-X Shear-Y Change-Y kips kips kips kips 45 02 45 02 -38 96 -38 96 Load Case: E3 Level 2ND fLR filAMING Seismic EQJBC06_Y_+E_F Shear-X Change-X Shear-Y Change-Y kips kips kips kips -38 10 -38 10 43 38 43 38 Load Case: Level E4 2ND fl.R filAMING Seismic EQJBC06_Y_-E_F Shear-X Change-X Shear-Y Change-Y kips kips kips kips -31 76 -31 76 37 32 37 32 Frame Story Shears RAM Frame vl4 03 02 00 LEGOLAND DataBase LEGOLAND SEISMIC Page 3/ 08/12/11 15 46 4 Frame #4 Load Case: Level El 2ND fLR filAMING Seismic EQ_IBC06_X_+E_F Shear-X Change-X Shear-Y Change-Y kips kips kips kips 57 80 57 80 46 25 46 25 Load Case: Level E2 2NDfl.R fRAMING Seismic EQ_IBC06_X_-E_F Shear-X Change-X Shear-Y Change-Y kips kips kips kips 47 81 47 81 33 20 33 20 Load Case: E3 Level 2NDfi:.R filAMING Seismic EQ_IBC06_Y_+E_F Shear-X Change-X Shear-Y Change-Y kips kips kips kips 22 70 22 70 35 80 35 80 Load Case: E4 Level 2NDfl.R filAMING Seismic EQ_IBC06_Y_-E_F Shear-X Change-X Shear-Y Change-Y kips kips kips kips 33 18 33 18 49 50 49 50 Frame #5 Load Case: El Level 2NDfl.R filAMING Seismic EQ_IBC06_X_+E_F Shear-X Change-X Shear-Y Change-Y kips kips kips kips 60 14 60 14 43 91 43 91 Load Case: E2 Level 2ND fi.R filAMING Seismic EQ_IBC06_X_-E_F Shear-X Change-X Shear-Y Change-Y kips kips kips kips 48 24 48 24 32 77 32 77 Load Case: E3 Level Seismic EQ_IBC06_Y_+E_F Shear-X Change-X Shear-Y Change-Y kips kips kips kips Frame Story Shears RAM Frame vl4 03 02 00 LEGOLAND DataBase LEGOLAND SEISMIC Page 4/ 08/12/11 15 464 2ND fLR filAMING 21 89 21 89 36 61 36 61 Load Case: Level E4 2NDfi.R filAMING Seismic EQ_IBC06_Y_-E_F Shear-X Change-X Shear-Y Change-Y kips kips kips kips 34 38 34 38 48 30 48.30 Frame #6 Load Case: Level El 2ND fLR filAMING Seismic EQ_IBC06_X_+E_F Shear-X Change-X Shear-Y Change-Y kips kips kips kips 49 67 49 67 31 67 31 67 Load Case: E2 Level 2ND fl.R filAMING Seismic EQ_IBC06_X_-E_F Shear-X Change-X Shear-Y Change-Y kips kips kips kips 59 94 59 94 39 98 39 98 Load Case: Level E3 2ND flLR flRAMING Seismic EQ_IBC06_Y_+E_F Shear-X Change-X Shear-Y Change-Y kips kips kips kips 41 56 41 56 59 93 59 93 Load Case: Level E4 2NDfl.R filAMING Seismic EQ_IBC06_Y_-E_F Shear-X Change-X Shear-Y Change-Y kips kips kips kips 30 78 30 78 51 20 51 20 Frame #7 Load Case: El Level 2ND flLR filAMING Seismic EQJBC06_X_+E_F Shear-X Change-X Shear-Y Change-Y kips kips kips kips 14 18 14 18 5 18 5 18 Frame Story Shears RAM Frame vl 4 03 02 00 LEGOLAND DataBase LEGOLAND SEISMIC Page 5/ 08/12/11 15 464 Load Case: Level E2 2ND fi.R filAMING Seismic EQ IBC06_X_-E_F Shear-X Change-X Shear-Y Change-Y kips kips kips kips 25 47 25 47 15 49 15 49 Load Case: E3 Level 2NDfi.R filAMING Seismic EQJBC06_Y_+E_F Shear-X Change-X Shear-Y Change-Y kips kips kips kips 20 57 20 57 29 76 29 76 Load Case: Level E4 2NDfi.R flRAMING Seismic EQ_IBC06_Y_-E_F Shear-X Change-X Shear-Y Change-Y kips kips kips kips 8 73 8 73 18 94 18 94 Frame #8 Load Case: El Level 2ND flLR filAMING Seismic EQ_IBC06_X_+E_F Shear-X Change-X Shear-Y Change-Y kips kips kips kips 5.48 5 48 -16 98 -16 98 Load Case: E2 Level 2NDfl.R filAMING Seismic EQ IBC06_X_-E_F Shear-X Change-X Shear-Y Change-Y kips kips kips kips 4 94 4.94 -9 84 -9 84 Load Case: E3 Level 2ND fl.R filAMING Seismic EQ_IBC06_Y_+E_F Shear-X Change-X Shear-Y Change-Y kips kips kips kips -1 48 -1.48 32 34 32 34 Load Case: Level E4 2NDfi.R filAMING Seismic EQJBC06_Y_-E_F Shear-X Change-X Shear-Y Change-Y kips kips kips kips -0 91 -0 91 24 85 24 85 ^GSSI Frame Loads Seismic Story Shears Level X Project_ Eng_ Sheet GSSI No_ Date X Total Y Total 2nd Floor #REFi #REFi Roof Frames Frame Loads Based on Rigidity Frame Loads Based on Tnb Area Rigidity x-Frames x y total Tnb Area Total % % Increse Frames Loads for Semi-Flexible Action on Roof 1 18 kips -14 kips 23 kips mEFi mv/Qi mEFi 2 70 kips -61 kips 92 kips mEFi #DIV/OI mEFi Diaphragm is Rigid in Y 3 51 kips -45 kips 68 kips mEFi WIV/Oi mEFi Direction, no 4 58 kips 46 kips 74 kips mEFi WIV/Oi mEFi modifications to frames 5 60 kips 44 kips 74 kips mEFi miv/Qi mEFi Required 6 60 kips 40 kips 72 kips mEFi miv/Qi mEFi 7 25 kips 15 kips 30 kips mEFi miv/Qi mEFi 8 5 kips -17 kips 18 kips mEFi WIV/Ql mEFi SUM= 0ft2 Frame Loads Based on Rigidity Frame Loads Based on Tnb Area Rigidity y-Frames X y total Area Total % % 1 -17 kips 21 kips 27 kips mEFi miV/Qi mEFi 2 -59 kips 67 kips 89 kips mEFi WIV/OI mEFi 3 -38 kips 43 kips 58 kips mEFi #DIV/Oi mEFi 4 33 kips 50 kips 60 kips mEFi miv/oi mEFi 5 34 kips 48 kips 59 kips mEFi #DIV/Oi mEFi 6 42 kips 60 kips 73 kips mEFi #D/V/0' mEFi 7 21 kips 30 kips 36 kips mEFi #DIV/Oi mEFi 8 -1 kips 32 kips 32 kips mEFi miv/oi mEFi SUM= 0ft2 New Frames Loads for Semi-Flexible Action on Roof 12 00% mEFi 12 00% mEFi Rigid it 58 kips 12 00% mEFi 16 50% mEFi Rigid # 73 kips 12 00% mEFi 12 00% mEFi Sum #REF' The sum of the SMRF roof Forces is much higher than the roof force Under the Rigid Diaphragm Analysis Frames 9) ISi and 15 soo a largo porocntago of tho load (about 40%)—Under a Flexible Diaphragm i Analysis those 3 frames would soo much loao (about 25 %) To Bo oonsorvativo, Dosign Frames 0, 12, and 15 for Rigid Diaphragm loads The Remaing 6 Frames will act rigidly together) so tho remaining 75% ofthe load from tho flexible diaphragm analysis should bo chared botwoon those 6 frames basod on rigidity All frames have the same stiffness, except that Frame 11 is 1,4x more stiff 11 7% and16.'f% should be tho load percentages Use 12% and 16 5% for the frame loads This analysis is conservative Since all tho moment frames aro similiar (except 11) Tho design of Frame IS will control the designs of all the frames, including Frame 11 based on the- dcsign values abovo Drags will bo designed so that tho increased frame loads will be transfered to the SMRF on tho roof .7 Story Displacements RAM Frame vl4 03 02 00 LEGOLAND DataBase LEGOLAND SEISMIC Buildmg Code IBC 08/12/11 15 464 Ignore Effects At Face of Jomt Scale Factor CRITERIA: Rigid End Zones Member Force Output P-Delta Yes Ground Level Base Mesh Criteria Max Allowed Distance between Nodes (ft) Merge Node Tolerance (m) 0 0100 1 00 4 00 LOAD CASE DEFINITIONS: El Seismic E2 Seismic E3 Seismic E4 Seismic EQJBC06_X_+E_F EQJBC06_X_-E_F EQJBC06_Y_+E_F EQJBC06_Y_-E_F Level: 2ND flLR fRAMING, Diaph: 1 Center of Mass (ft) (-26 11, -117 46) LdC El E2 E3 E4 Disp X in 0 91086 0 87978 -0 23967 -0 20706 Disp Y in -0 22114 -0 22559 0 80599 0 81066 Theta Z rad -0 00025 -0 00005 0 00009 -0 00013 Frame Reactions RAM Frame vl4 03 02 00 LEGOLAND DdidBdbe LEGOLAIND SEISMIC Buildmg Code IBC 1/13/11 09 25 0 Ignoie Effects At Face of Jomt Scale Factor CRITERIA: Rigid End Zones Member Force Output P-Delta Yes Ground Level Base Mesh Criteria Max Allowed Distance between Nodes (ft) Merge Node Tolerance (m) 0 0100 LOAD CASE DEFINITIONS: 1 00 4 00 D DeadLoad RAMUSER Lp PosLiveLoad RAMUSER Ln NegLiveLoad RAMUSER Rfp PosRoofLiveLoad RAMUSER Rfh NegRoofLiveLoad RAMUSER El Seismic EQ_1BC06_X_-HE_F E2 Seismic EQJBC06_X_-E_F E3 Seismic EQ IBC06 Y +E F E4 Seismic EQ IBC06 Y -E F Frame #2: Node 29 32 34 LdC Rx Ry Rz Mxx Myy Tzz kips kips kips kip-ft kip-ft kip-ft D 10 15 -10 15 101 21 51 36 51 37 -0 00 Lp 4 55 -4 55 38 75 22 98 22 98 -0 00 Ln -0 00 0 00 -0 00 -0 00 -0 00 -0 00 Rfp 0 84 -0 84 9 45 4 33 4 34 -0 00 Rfii -0 00 0 00 -0 00 0 00 -0 00 -0 00 El -20 42 16 88 -11 97 -158 38 -218 54 0 03 E2 -20 85 17 75 -12 39 -168 73 -221 38 0 01 E3 16 77 -19 28 11 57 203 52 160 83 -0 01 E4 17 23 -20 20 1201 21437 163 82 0 02 D -1 00 0 99 80 23 -8 93 -9 01 -0 00 Lp -1 34 1 34 31 08 -8 98 -9 00 -0 00 Ln -0 00 0 00 -0 00 0 00 -0 00 -0 00 R^ 0 66 -0 66 10 18 3 39 3 37 -0 00 Rfii -0 00 0 00 -0 00 0 00 -0 00 -0 00 El -26 13 23 10 -4 23 -195 05 -246 43 0 03 E2 -26 98 23 97 -4 38 -202 95 -253 99 001 E3 22 45 -25 14 4 09 236.23 190 53 -0 01 E4 23 34 -26 05 4 24 '244 52 198 46 0 02 D -6 80 6 79 40 96 -40 26 -40 42 -0 00 Lp -2 34 2 33 11 26 -14 81 -14 85 -0 00 Ln -0 00 0 00 0 00 0 00 -0 00 -0 00 Frame Reactions RAM Fiame vl4 03 02 00 LEGOLAND DaiaBdsc LEGOLAND SElSivlIC Buildmg Code IBC Page 2/ 11/13/11 09 25 0 Node Frame #3: Node 37 38 Frame #4: Node 23 24 LdC Rx Ry Rz Mxx Myy Tzz R^ -1 52 1 52 10 82 -8 40 -8 43 -0 00 Rfii -0 00 0 00 0 00 0 00 -0 00 -0 00 El -20 94 18 34 16 19 -171 71 -215 97 0 03 E2 -21 79 18 87 16 76 -175 77 -225 49 0 01 E3 17 57 -20 40 -15 65 211 44 163 31 -0 01 E4 18 46 -20 96 -16 25 215 70 173 29 0 02 LdC Rx % Rz Mxx Myy Tzz kips kips kips kip-ft kip-ft kip-ft D 0 25 -0 25 98 99 -2 01 -2 02 -0 00 Lp 0 23 -0 23 44 46 -0 28 -0 27 -0 00 Ln 0 00 -0 00 0 00 0 00 0 00 -0 00 R^ -0 04 0 04 2 82 -0 41 -0 41 -0 00 Rfti 0 00 -0 00 0 00 0 00 0 00 -0 00 El -25 67 22 23 -17 23 -207 91 -266 37 0 03 E2 -22 53 19 45 -15 11 -181 73 -234 07 0 01 E3 19 10 -21 64 14 66 223 34 180 08 -0 01 E4 15 81 -18 73 12 43 195 88 146 19 0 02 D -1 70 1 69 7 18 -12 49 -12 60 -0 00 Lp -1 54 1 54 4 17 -11 17 -11 21 -0 00 Ln 0 00 -0 00 -0 00 0 00 0 00 -0 00 Rfp -0 04 0 04 0 03 -0 40 -0 41 -0 00 Rfii 0 00 -0 00 -0 00 0 00 0 00 -0 00 El -25 39 22 50 17 23 -212 57 -261 71 0 03 E2 -22 48 19 50 15 11 -182J9 -233 21 001 E3 19 00 -21 73 -14 66 2'24 94. 178 48 -0 01 E4 15 95 -18 59 -12 43 "193'49 148 58 0 02 LdC Rx Ry Rz Mxx Myy Tzz kips kips kips kip-ft kip-ft kip-ft D -0 05 0 16 42 23 -2 25 -1 40 0 00 Lp -0 04 0 08 18 28 -1 14 -0 85 0 00 Ln 0 00 0 00 -0 17 -0 00 0 00 0 00 Rfp -0 01 0 01 3 25 -0 16 -0 09 0 00 Rfii -0 00 -0 00 0 00 0 00 -0 00 0 00 El -17 64 -14 06 -20 38 128 93 -189 92 -0 03 E2 -1475 -9 93 -15 87 83 15 -165 10 -0 01 E3 -6 77 -11 05 -11 46 126 01 -53 25 0 01 E4 -9 81 -15 38 -16 19 174 05 -79 29 -0 01 D -0 02 0 19 29 16 -2 38 -1 21 0 00 Lp -0 06 0 07 11 62 -1 16 -0 99 0 00 Frame Reactions RAM Flame vl4 03 02 00 LEGOLAND DdUBabc LEGOLAND SEISMIC Building Code IBC Page 3/ 11/15/11 09 25 C Node 26 Frame #5: Node 27 28 30 LdC Rx Ry Rz Mxx Myy Tzz Ln -0 00 -0 00 -0 01 0 00 -0 01 0 00 Rfp 001 0 03 3 14 -0 25 0 02 0 00 Rfii -0 00 -0 00 -0 00 0 00 -0 00 0 00 El -22 25 -18 40 -0 00 150 96 -216 38 -0 03 E2 -18 26 -13 39 -0 00 101 61 -184 39 -0 01 E3 -9 24 -13 61 -0 00 140 40 -66 12 0 01 E4 -13 43 -18 87 -0 00 -99 69 -0 01 D -0 04 0 17 74 00 -2 27 -1 28 0 00 Lp -0 06 0 06 17 05 -1 08 -1 02 0 00 Ln -0 00 -0 00 -0 38 0 01 -0 01 0 00 Rip 0 02 0 03 12 03 -0 29 0 06 0 00 Rfii -0 00 -0 00 -0 10 0 00 -0 00 0 00 El -17 90 -13 79 20 38 124 50 -194 35 -0 03 E2 -14 80 -9 88 15 87 82 33 -165 92 -0 01 E3 -6 68 -11 14 11 46 127 53 -51 73 0 01 E4 -9 94 -15 25 16 19 171 78 -81 56 -0 01 LdC Rx Ry Rz Mxx Myy Tzz kips kips kips kip-ft kip-ft kip-ft D 0 01 0 20 26 86 -2 38 -0 98 0 00 Lp -0 02 0 10 11 36 -1 32 -0 76 0 00 Ln -0 00 -0 00 -0 01 001 -0 01 0 00 R^ -0 00 0 01 3 07 -0 15 -0 04 0 00 Rfii -0 00 -0 00 -0 00 0 00 -0 00 0 00 El -18 42 -13 27 -20 38 115 64 -203 21 -0 03 E2 -14 89 -9 78 -15 87 80 69 -167 55 -0 01 E3 -6 50 -11 32 -11 46 130 56 -48 70 0 01 E4 -1021 -14 98 -16 19 167 24 -86 11 -0 01 D -0 06 0 13 28 32 -1 97 -1 33 0 00 Lp -0 05 0 07 11 85 -1 13 -0 92 0 00 Ln -0 00 -0 00 -0 48 0 00 -0 00 0 00 Rfp 0 00 0 01 3 07 -0 16 -0 03 0 00 Rfii -0 00 -0 00 -0 01 0 00 -0 00 0 00 El -23 03 -17 62 -0 00 137 68 -229 66 -0 03 E2 -1841 -13 25 -0 00 99 16 -186 84 -0 01 E3 -8 98 -13 88 -0 00 144 96 -61 56 0 01 E4 -13 83 -18 47 -0 00 185 37 -106 50 -0 01 D -0 15 0 05 26 87 -1 48 -1 77 0 00 Lp -0 08 0 04 11 16 -0 96 -1 11 0 00 Ln 0 00 0 00 -0 01 -0 01 0 01 0 00 Rfp 0 00 0 01 3 06 -0 14 -0 04 0 00 Frame Reactions RAM Frame vl4 03 02 00 LEGOLAND DataBase LEGOLAND SEISMIC Building Code IBC Page 4, 1 1/15/1 i 09 25 C LdC Rx Ry Rz Mxx Myy Tzz Rfii -0 00 -0 00 0 00 0 00 -0 00 0 00 El -18 68 -13 01 20 38 111 22 -207 63 -0 03 E2 -14 94 -9 74 15 87 79 88 -168 37 -0 01 E3 -6 41 -11 41 11 46 132 09 -47 1'7 0 01 E4 -10 34 -14 85 16 19 164 97 -88 37 -0 01 LdC Rx Ry Rz Mxx Myy Tzz kips kips kips kip-ft kip-ft kip-ft D -0 06 0 15 5 42 -1 78 -1 77 0 00 Lp -0 10 0 07 0 13 -1 25 -1 62 0 00 Ln 0 00 0 00 -2 24 -0 02 0 02 0 00 Rip 0 01 0 03 4 97 -0 18 -0 03 0 00 Rfii 0 00 0 00 -0 93 -0 01 0 01 0 00 El -11.13 -7 02 -12 00 56 12 -125 96 -0 03 E2 -13 61 -8 69 -14 74 70 05 -153 64 -0 01 E3 -9 10 -13 56 -14 97 151 49 -75 69 0 01 E4 -6 50 -11 80 -12 10 136 88 -46 66 -0 02 D -0 17 0 04 12 28 -1 18 -2 31 0 00 Lp -0 11 0 06 0 01 -1 22 -1 64 0 00 Ln 0 00 0 00 -0 02 -0 01 0 01 0 00 Rfp -0 02 -0 01 5 19 0 00 -0 20 0 00 Rfii 0 00 0 00 -0 01 -0 01 0 00 0 00 El -13 44 -9 07 3 59 65 69 -139 97 -0 03 E2 -1631 -11 35 4 41 84 12 -168 53 -0 01 E3 -11 77 -16 32 4 48 166 96 -89 65 0 01 E4 -8 76 -13 93 3 62 147 62 -59 68 -0 02 D -0 16 0 05 12 29 -1 21 -2 24 0 00 Lp -Oil 0 06 -0 01 -1 21 -1 62 0 00 Ln -0 00 -0 00 0 00 0 01 -0 01 0 00 Rfp -0 01 0 00 5 19 -0 04 -0 16 0 00 Rfii -0.00 -0 00 0 00 0 01 -0 01 0 00 El -13.57 -8 94 -3 59 63 47 -142 19 -0 03 E2 -16 34 -11 32 -4 41 83 71 -168 94 -0 01 E3 -11 73 -1636 -4 48 167 72 -88 89 0 01 E4 -8 83 -13 87 -3 62 146 49 -60 82 -0 02 D -0 23 -0 03 9 03 -0 76 -2 64 0 00 Lp -0 10 0 06 0 02 -1 22 -1 59 0 00 Ln -0 00 -0 00 -0 18 0 01 -0 01 0 00 Rfp -0 04 -0 03 5 02 0 12 -0 31 0 00 Rfii -0 00 -0 00 -0 05 0 00 -0 00 0 00 El -11 52 -6 63 12 00 49 47 -132 61 -0 03 Node Frame #6: Node 31 33 35 36 Frame Reactions RAM Fiamevl4 03 02 00 LEGOLAND DdtdBdbC LEGOLAND SEISMIC Buildmg Code IBC Page 5/ 11/13/11 09 25 0 Node LdC Rx Ry Rz Mxx Myy Tzz E2 -13 68 -8 62 14 74 68 82 -154 86 -0 01 E3 -8 96 -13 69 14 97 153 77 -73 41 001 E4 -6 70 -11 60 12 10 133 47 -50 06 -0 02 Frame #7: Node LdC Rx Ry Rz Mxx Myy Tzz kips kips kips kip-ft kip-ft kip-ft 39 D -0 75 -1 63 18 93 8 20 -5 57 -0 00 Lp -0 12 0 05 -0 07 -1 05 -1 80 -0 00 Ln -0 00 -0 00 -0 00 001 -0 01 -0 00 Rip -0 18 -0 50 6 34 2 72 -1 08 -0 00 Rfii -0 00 -0 00 -0 00 0 00 -0 00 -0 00 El -7 04 -2 64 -9 65 11 44 -86 29 0 03 E2 -12 73 -7 76 -20 42 61 11 -145 62 001 E3 -1030 -14 86 -25 09 165 76 -88 24 -0 01 E4 -4 34 -9 50 -13 79 113 64 -25 99 0 02 40 D 1 47 0 57 19 47 -3 68 6 46 -0 00 Lp -0 12 0 05 0 07 -1 04 -1 79 -0 00 Ln -0 00 -0 00 0 00 0 01 -OOI -0 00 RQ} 0 47 0 16 6 39 -0 82 2 48 -0 00 Rfii -0 00 -0 00 0 00 0 00 -0 00 -0 00 El -7 14 -2 54 9 65 9 80 -87 93 0 03 E2 -12 75 -7 74 20 42 60 81 -145 93 0 01 E3 -1027 -14 90 25 09 166 32 -87 68 -0 01 E4 -4 39 -9 45 13 79 112 80 -26 83 0 02 SlIQ I PROJLCl GSSI NO Structural Engineers mcR DArn 4 ^ 3 1 -—. V ' IS- ^ I a » Code Check Summary RAM Frame vl 4 03 02 00 LEGOLAND DdtdBase LEGOLAND SEISMIC Building Code IBC 11/15/11 09 20 0 Steel Code AISC360-05 LRFl Ignore Effects At Face of Jomt Scale Factoi CRITERIA: Rigid End Zones Member Force Output P-Delta Yes Ground Level Base Mesh Criteria Max Allowed Distance between Nodes (ft) Merge Node Tolerance (in) 0 0100 LOAD COMBINATION CRITERIA: Live Load factor fl (0 5 or 1 0) Sds (for Ev) RhoX RhoY 1 00 4 00 0 500 0 840 1 300 1 300 LOAD CASE DEFINITIONS: D DeadLoad RAMUSER Lp PosLiveLoad RAMUSER Ln NegLiveLoad RAMUSER R^ PosRoofLiveLoad RAMUSER Rfii NegRoofLiveLoad RAMUSER El Seismic EQ IBC06 X H-E F E2 Seismic EQ IBC06 X ]-E^ F E3 Seismic EQ IBC06_Y +E_ _F E4 Seismic EQ IBC06_Y -E_ F LOAD COMBINATIONS: IBC06/ASCE7-05 LRFD ] * 1 400 D 2 * 1 200 D + 1 600 Lp + 0 500 Rip 3 1 200 D + 1 600 Ln + 0 500 Rfri 4 1 200 D + 1 600 Lp 5 * 1 200 D + 1 600 Ln 6 * 1 200 D + 0 500 Lp + 1 600 Rfp 7 * 1 200 D + 0 500 Ln + 1 600 Rfii 8 1 200 D + 1 600 Rip 9 * I 200 D + 1 600 Rfii 10 * 1 368 D + 0 500 Lp+ 1 300 El 11 * 1 368 D + 0 500 Lp + 1 300 E2 12 * 1 368 D + 0 500 Lp + 1 300 E3 13 1 368 D + 0 500 Lp + 1 300 E4 14 * 1 368 D + 0 500 Lp - 1 300 El 15 * 1 368 D + 0 500 Lp - 1 300 E2 16 1 368 D + 0 500 Lp - 1 300 E3 17 X 1 368 D + 0 500 Lp - 1 300 E4 18 * 1 368 D + 0 500Ln+ 1 300 El 19 1 368 D + 0 500 Ln + 1 300 E2 Code Checic Summary RAMFiamevl4 03 02 00 LEGOLAND DdidBdse LEGOLAND SEISMIC Building Code IBC Page 2/' 11/15/11 09 20 0 Steel Code AISC360-05 LRFl 20 =1-1 368 D + 0 500 Ln + .300 E3 21 * 1 368 D + 0 500 Ln + 1 300 E4 22 * 1 368 D + 0 500 Ln - 1 300 El 23 1 368 D + 0 500 Ln - 1 300 E2 24 * 1 368 D + 0 500 Ln - 1 300 E3 25 * 1 368 D + 0 500 Ln - 1 300 E4 26 * 1 368 D + 1 300 El 27 * 1 368 D + 1 300 E2 28 * 1 368 D + 1 300 E3 29 * 1 368 D + 1 300 E4 30 * 1 368 D - 1 300 El 31 * 1 368 D - 1 300 E2 32 1 368 D - 1 300 E3 33 * 1 368 D - 1 300 E4 34 * 0732D + 1 300 El 35 * 0 732 D + 1 300 E2 36 0 732 D + 1 300 E3 37 * 0.732 D + 1 300 E4 38 * 0 732D- 1 300 El 39 * 0 732 D - 1 300 E2 40 * 0 732 D - 1 300 E3 41 * 0 732 D - 1 300 E4 = Load combmation currently selected to use Frame #2: Level: 2ND fLR fRAMING CoL Pu Mux Muy Vux Vuy LC Interact. Fy Size # kip kip-ft kip-ft kip kip ksi 17 173 39 462 10 55 31 58 35 2 85 14 0 70 (Hl-lb) 50 W12X152 23 11961 -443 75 -47 00 -49 71 -2 76 11 0 64 (Hl-lb) 50 W12X152 28 83 45 -457 38 -45 88 -52 17 -2 70 11 0 64 (Hl-lb) 50 W12X152 Beam Pu Mux Muy Vux Vuy LC Interact. Fy Size # kip kip-ft kip-ft kip kip ksi 48 -0 00 533 73 0 00 164 23 0 00 11 0 71 (Hl-lb) 50 W24X76 67 -0 00 -497 26 0 00 87 97 -0 00 15 0 66 (Hl-lb) 50 W24X76 Frame #3: Level: 2ND fLR flRAMING Col. Pu Mux Muy Vux Vuy LC Interact. Fy Size # kip kip-ft kip-ft kip kip ksi 31 180 05 431 88 53 74 44 66 3 16 14 0 66 (Hl-lb) 50 W12X152 37 34 31 -468 15 -45 29 -48 39 -2 66 10 0 63 (Hl-lb) 50 W12X152 Code Check Summary RAM Fiamevl4 03 02 00 LEGOLAND DdlaBasc LEGOLAND SElSMiC Buildmg Code IBC Page 3/ 11/15/11 09 20 0 Steel Code AISC360-05 LRFl Beam Pu Mux Muy Vux Vuy LC Interact. Fy Size # kip kip-ft kip-ft kip kip ksi 109 -0 00 -337 22 -0 00 33 15 0 00 10 0 45 (Hl-lb) 50 W24X76 Frame #4: Level: 2ND flLR IRAMING Col. Pu Mux Muy Vux Vuy LC Interact. Fy Size # kip kip-ft kip-ft kip kip ksi 2 87 97 -233 80 -91 34 -29 26 3 05 17 0 51 (Hl-lb) 50 W12X152 4 45.69 336 48 -64 38 -37 54 3 29 10 0 54 (Hl-lb) 50 W12X152 6 136 25 292 13 -68 38 -29 27 3 58 10 0 53 (Hl-lb) 50 W12X152 Beam Pu Mux Muy Vux Vuy LC Interact. Fy Size # kip kip-ft kip-ft kip kip ksi 3 0 00 -187 68 -0 00 -28 34 -0 00 14 0 34 (Hl-lb) 50 W18X71 7 0 00 188 63 -0 00 28 63 -0 00 30 0 34 (Hl-lb) 50 W18X71 Frame #5: Level: 2ND fLR flRAMING CoL Pu Mux Muy Vux Vuy LC Interact. Fy Size # kip kip-ft kip-ft kip kip ksi 15 68 92 -294 66 76 50 -29 37 4 50 14 0 53 (Hl-lb) 50 W12X152 16 44 66 336 98 -88 47 -37 45 4 74 10 0 60 (Hl-lb) 50 W12X152 20 68 84 293 44 -92 50 29 25 -5 44 10 0 57 (Hl-lb) 50 W12X152 Beam Pu Mux Muy Vux Vuy LC Interact. Fy Size # kip kip-ft kip-ft kip kip ksi 36 -0 00 -188 91 0 00 -28 02 0 00 14 0 35 (Hl-lb) 50 W18X71 43 -0 00 -188 09 0 00 28 12 -0 00 10 0 34 (Hl-lb) 50 W18X71 Frame #6: Level: 2ND fLR fRAMING Col. Pu Mux Muy Vux Vuy LC Interact. Fy Size # kip kip-ft kip-ft kip kip ksi 21 -11 68 205 74 -81 29 -20 91 -4 30 11 0.42 (Hl-lb) 50 W12X152 26 22 55 233 49 -81 98 25 96 3 92 11 0 46 (Hl-lb) 50 W12X152 29 11 07 233 40 -82 68 25 94 4 01 11 0 46 (Hl-lb) 50 W12X152 30 31 53 207 57 -83 37 21 09 4 09 11 0 44 (Hl-lb) 50 W12X152 Beam Pu Mux Muy Vux Vuy LC Interact. Fy Size # kip kip-ft kip-ft kip kip ksi 63 -0 00 -134 77 0 00 -20 95 -0 00 24 0 25 (Hl-lb) 50 W18X71 76 0 00 -85 55 -0 00 -1501 -0 00 12 0 16 (Hl-lb) 50 W18X71 92 0 00 -135 87 -0 00 20 79 0 00 12 0 25 (Hl-lb) 50 W18X71 Code Check Summary RAM Frame vl4 03 02 00 LEGOLAND DdtaBdsc LEGOLAND SEISMIC Buildmg Code IBC Page 4/ 11/15/11 09 20 0 Steel Code A1SC360-05 LRFl Frame #7: Level: 2ND fLR flRAMING CoL Pu Mux Muy Vux Vuy LC Interact. Fy Size # kip kip-ft kip-ft kip kip ksi 38 -6 72 246 82 73 80 25 47 4 99 20 0 45 (Hl-lb) 50 W12X152 42 59 25 223 68 74 98 -25 10 -3 38 20 0 45 (Hl-lb) 50 W12X152 Beam Pu Mux Muy Vux Vuy LC Interact. Fy Size # kip Wp-ft kip-ft kip kip ksi 140 -0 00 -156 44 -0 00 -33 81 -0 00 12 0 33 (Hl-lb) 50 W14X74 Seismic Provisions Member Code Check Summary RAM Fiame vl4 03 02 00 LEGOLAND DataBase LEGOLAND SEISMIC 11 / i 5/11 09 20 0 Buildmg Code IBC Steel Code AISC341-05 - LRFl Frame #2: Criteria Apply one and two story exceptions where applicable Use fi-ame numbers to designate a single Ime ot bracing Apply AISC 358-05 RBS Provisions to Moment Frame Stram Hardenmg Factor Cpr =115 Story:2ND fLR Column: Type: Special Moment Resisting Frame fRAMING 17 Size Wl2X152 Fy(ksi) 50 00 8 3 Column Splices — OK 8 4 Column Splices 9 4 Beam and Colunm Limitations — OK 9 7b Unrestramed Jomt — OK 9.9 Column SpUces 358-5.3.2 Column Limitations — OK Criteria Apply one and two story exceptions where applicable Use frame numbers to designate a smgle Ime of bracmg Apply AISC 358-05 RBS Provisions to Moment Frame Stram Hardening Factor Cpr =115 Story:2ND fLR Column: Type: Special Moment Resisting Frame flRAMING 23 Size Wl 2X152 Fy (ksi) 50 00 8 3 Column Splices — OK 8 4 Colurrm Splices 9 4 Beam and Column Lmiitations — OK 9 7b Unrestramed Jomt — OK 9.9 Colunm SpUces 358-5.3.2 Column Limitations — OK Criteria Apply one and two stoi-y exceptions where applicable Use fi-ame numbers to designate a smgle line of bracing Apply AISC 358-05 RBS Provisions to Moment Frame Stram Hardenmg Factor Cpr =115 Story:2ND fLR Column: Type: Special Moment Resisting Frame flRAMING 28 Size W12X152 Fy(ksi) 50 00 8 3 Column Splices — OK Seismic Provisions Member Code Check Summary RAM Frame vl4 03 02 00 Page 2/1 LEGOLAND DataBase LEGOLAND SEISMIC 11/15/i 1 09 20 0 Buildmg Code IBC Steel Code A1SC341-05 - LRFl 8 4 Column Splices 9 4 Beam and Column Lumtations — OK 9 7b Unrestramed Joint — OK 9.9 Column Splices 358-5.3.2 Column Limitations — OK Criteria Apply one and two story exceptions where applicable Use frame numbers to designate a smgle line of bracmg Apply AISC 358-05 RBS Provisions to Moment Frame Strain Hardenmg Factor Cpr =115 Story:2ND fLR Beam: 48 Type: Special Moment Resisting Frame flRAMING SizeW24X76 Fy(ksi) 50 00 Reduced Beam Section (RBS) Bending Check — OK 9 2 Beam-to-Colurnn Jomts and Connections 9.4 Beam and Column Limitations — OK 9.8 Lateral Bracing of Beams — OK 358-5.3.1 Beam Limitations — OK Criteria Apply one and two story exceptions where applicable Use frame numbers to designate a single line of bracmg Apply AISC 358-05 RBS Provisions to Moment Frame Stram Hardenmg Factor Cpr =115 Story:2ND fLR Beam: 67 Type: Special Moment Resisting Frame fRAMING SizeW24X76 Fy (ksi) 50 00 Reduced Beam Section (RBS) Bending Check — OK 9 2 Beam-to-Column Jomts and Connections 9.4 Beam and Column Limitations — OK 9.8 Lateral Bracing of Beams — OK 358-5.3.1 Beam Limitations — OK Seismic Provisions Member Code Check Summary RAM Frame v 14 03 02 00 Page 3/1 LEGOLAND DataBase LEGOLAND SEISMIC 11/15/11 09 20 0 Building Code IBC Steel Code AISC341-05 - LRFl Frame #3: Criteria Apply one and two story exceptions where applicable Use frame numbers to designate a single line of bracing Apply AISC 358-05 RBS Provisions to Moment Frame Stram Hardenmg Factor Cpr =115 Story:2ND fLR Column: Type: Special Moment Resisting Frame fRAMING 31 Size Wl 2X152 Fy(ksi) 50 00 8 3 Column Splices — OK 8 4 Column Splices 9 4 Beam and Column Limitations — OK 9 7b Unrestramed Jomt — OK 9.9 Column SpUces 358-5.3.2 Column Limitations — OK Criteria Apply one and two story exceptions where applicable Use frame numbers to designate a single line of bracmg Apply AISC 358-05 RBS Provisions to Moment Frame Stram Hardenmg Factor Cpr =115 Story:2ND fLR Column: Type: Special Moment Resisting Frame fRAMING 37 SizeW12Xl52 Fy (ksi) 50 00 8 3 Column Splices — OK 8 4 Column Splices 9 4 Beam and Coluirai Limitations — OK 9 7b Unrestramed Jomt — OK 9.9 Column SpUces 358-5.3.2 Column Limitations — OK Criteria Apply one and two story exceptions where apphcable Use fiame numbers to designate a single Ime of bracing Apply AISC 358-05 RBS Provisions to Moment Frame Stram Hardening Factor Cpr =115 Story:2NDfLR Beam: 109 Type: Special Moment Resisting Frame fRAMING SizeW24X76 Fy (ksi) 50 00 Reduced Beam Section (RBS) Bending Check — OK Seismic Provisions Member Code Check Summary RAM Fl ame v 14 03 02 00 Page 4/1 LEGOLAND DdtdBase LEGOLAND SEISMIC 11/15/11 09 20 0 Building Code IBC Steel Code AISC341-05 - LRFl 9 2 Beam-to-Colunm Jomts and Connections 9.4 Beam and Column Limitations — OK 9.8 Lateral Bracing of Beams — OK 358-5.3.1 Beam Limitations — OK Seismic Provisions Member Code Check Summary RAM Frame vl4 03 02 00 Page 5/1 LEGOLAND DataBase LEGOLAND SEISMIC 11/15/11 09 20 0 Building Code IBC Steel Code AISC341-05 - LRFl Frame #4: Criteria Apply one and two story exceptions where applicable Use frame numbers to designate a single line of bracing Apply AISC 358-05 RBS Provisions to Moment Frame Strain Hardening Factor Cpr =115 Story:2ND fLR Column: 2 Type: Special Moment Resisting Frame fRAMING Size Wl 2X152 Fy(ksO 50 00 8 3 Colunin Splices — OK 8 4 Column Sphces 9 4 Beam and Column Limitations — OK 9 7b Unrestramed Jomt — OK 9.9 Column SpUces 358-5.3.2 Column Limitations — OK Criteria Apply one and two story exceptions where applicable Use frame numbers to designate a single Ime of bracmg Apply AISC 358-05 RBS Provisions to Moment Frame Strain Hardening Factor Cpr =115 Stoi7:2ND fLR Column: 4 Type: Special Moment Resisting Frame fRAMING Size Wl 2X152 Fy (ksi) 50 00 8 3 Column Splices — OK 8 4 Colunm Sphces 9 4 Beam and Column Limitations — OK 9 7b Unrestramed Jomt — OK 9.9 Column SpUces 358-5.3.2 Colunm Limitations — OK Criteria Apply one and two story exceptions where applicable Use frame numbers to designate a single line of bracmg Apply AISC 358-05 RBS Provisions to Moment Frame Strain Hardenmg Factoi Cpr =115 Story:2ND fLR Column: 6 Type; Special Moment Resisting Frame fRAMING Size Wl 2X152 Fy(ksi) 50 00 8 3 Column Sphces — OK Seismic Provisions Member Code Check Summary RAM Frame vl4 03 02 00 Page 6/1 LEGOLAND DatdBdsc LEGOLAND SEISMIC 11/15/11 09 20 0 Building Code IBC Steel Code AISC341-05 - LRFl 8 4 Column Sphces 9 4 Beam and Column Limitations — OK 9 7b Unrestrained Joint — OK 9.9 Column SpUces 358-5.3.2 Column Limitations — OK Criteria Apply one and two story exceptions where applicable Use frame numbers to designate a single line of bracing Apply AISC 358-05 RBS Provisions to Moment Frame Stram Hardenmg Factor Cpr =115 Story:2ND fLR Beam: 3 Type: Special Moment Resisting Frame flRAMING Size Wl 8X71 Fy(ksi) 50 00 Reduced Beam Section (RBS) Bending Check — No Check Requiied 9 2 Beam-to-Column Jomts and Connections 9.4 Beam and Column Limitations — OK 9.8 Lateral Bracing of Beams — OK 358-5.3.1 Beam Limitations — OK Criteria Apply one and two story exceptions where applicable Use frame numbers to designate a smgle Ime of bracmg Apply AISC 358-05 RBS Provisions to Moment Frame Strain Hardenmg Factor Cpr =115 Story:2ND fLR Beam: 7 Type: Special Moment Resisting Frame fRAMING Size Wl 8X71 Fy(ksi) 50 00 Reduced Beam Section (RBS) Bendmg Check — No Check Rcquiicd 9 2 Beam-to-Column Jomts and Coraiections 9.4 Beam and Column Limitations — OK 9.8 Lateral Bracing of Beams — OK 358-5.3.1 Beam Limitations — OK Seismic Provisions Member Code Check Summary RAM Frame v 14 03 02 00 Page 7/1 LEGOLAND DaldBdse LEGOLAND SEISMIC 11/15/11 09 20 0 Building Code IBC Steel Code AISC341-05 - LRFl Frame #5: Criteria Apply one and two story exceptions wheie apphcable Use frame numbers to designate a single line of bracing Apply AISC 358-05 RBS Provisions to Moment Frame Stram Hardenmg Factor Cpr =115 Story:2ND fLR Column: Type: Special Moment Resisting Frame fRAMING 15 SizeW12X152 Fy(ksi) 50 00 8 3 Column Sphces — OK 8 4 Column Splices 9 4 Beam and Column Limitations — OK 9 7b Unrestramed Jomt — OK 9.9 Column SpUces 358-5.3.2 Column Limitations — OK Criteria Apply one and two story exceptions where applicable Use frame numbers to designate a smgle Ime of bracmg Apply AISC 358-05 RBS Provisions to Moment Frame Stram Haidenmg Factor Cpr = 1 15 Story:2ND fLR Column: Type: Special Moment Resisting Frame fRAMING 16 SizeWl2Xl52 Fy(ksi) 50 00 8 3 Colunm Sphces — OK 8 4 Coluitm Sphces 9 4 Beam and Colunm Lumtations — OK 9 7b Unrestrained Joint — OK 9.9 Column SpUces 358-5.3.2 Colunm Limitations — OK Criteria Apply one and two story exceptions where applicable Use frame numbers to designate a smgle line of bracing Apply AISC 358-05 RBS Provisions to Moment Frame Stram Hardenmg Factor Cpr =115 Story:2ND fLR Column: Type: Special Moment Resisting Frame flRAMING 20 Size Wl 2X152 Fy(ksi) 50 00 8 3 Column Sphces — OK Seismic Provisions Member Code Checic Summary RAM Frame vl4 03 02 00 Page 8/1. LEGOLAND DdldBdsc LEGOLAND SEISMIC 11/15/11 09 20 0' Bmldmg Code IBC Steel Code AISC341-05 - LRFL 8 4 Column Splices 9 4 Beam and Column Limitations — OK 9 7b Unrestramed Jomt — OK 9.9 Column SpUces 358-5.3.2 Column Limitations — OK Criteria Apply one and two story exceptions where applicable Use frame numbers to designate a single Ime of bracmg Apply AISC 358-05 RBS Provisions to Moment Fiame Strain Hardening Factor Cpr =115 Story:2ND fLR Beam: 36 Type: Special Moment Resisting Frame fRAMING Size Wl 8X71 Fy(ksi) 50 00 Reduced Beam Section (RBS) Bendmg Check — No Check Requiied 9 2 Beam-to-Column Joints and Connections 9.4 Beam and Column Limitations — OK 9.8 Lateral Bracing of Beams — OK 358-5.3.1 Beam Limitations — OK Criteria Apply one and two story exceptions where applicable Use frame numbers to designate a single hne of bracing Apply AISC 358-05 RBS Provisions to Moment Frame Stram Hardening Factor Cpr =115 Story:2ND fLR Beam: 43 Type: Special Moment Resisting Frame fRAMING Size Wl 8X71 Fy(ksi) 50 00 Reduced Beam Section (RBS) Bending Check — No Check Rcquued 9 2 Beam-to-Column Joints and Connections 9.4 Beam and Column Limitations — OK 9.8 Lateral Bracing of Beams — OK 358-5.3.1 Beam Limitations — OK Seismic Provisions Member Code Check Summary RAM Frame vl4 03 02 00 Page 9/1 LEGOLAND DataBase LEGOLAND SEISMIC 11/15/11 09 20 0 Building Code IBC Steel Code AISC341-05 - LRFl Frame #6: Criteria Apply one and two story exceptions wheie applicable Use fi-ame numbeis to designate a single hne of bracing Apply AISC 358-05 RBS Provisions to Moment Frame Stram Hardenmg Factor Cpr =115 Story:2ND fLR Column: Type: Special Moment Resisting Frame fRAMING 21 Size Wl2X152 Fy(ksi) 50 00 8 3 Column Splices — OK 8 4 Column Splices 9 4 Beam and Column Limitations — OK 9 7b Unrestramed Jomt — OK 9.9 Column SpUces 358-5.3.2 Column Limitations — OK Criteria Apply one and two story exceptions where applicable Use frame numbers to designate a smgle Ime of bracing Apply AISC 358-05 RBS Provisions to Moment Frame Sti ain Hardening Factor Cpr =115 Story:2ND fLR Column: Type: Special Moment Resisting Frame fRAMING 26 Size Wl 2X152 Fy (ksi) 50 00 8 3 Column Splices — OK 8 4 Column Sphces 9 4 Beam and ColuiTui Lumtations — OK 9 7b Unrestramed Jomt — OK 9.9 Column Splices 358-5.3.2 Column Limitations — OK Criteria Apply one and two story exceptions where applicable Use frame numbers to designate a single hne of bracing Apply AISC 358-05 RBS Provisions to Moment Frame Strain Hardening Factor Cpr =115 Story:2ND flLR Column: Type: Special Moment Resisting Frame flRAMING 29 Size Wl 2X152 Fy(ksi) 50 00 8 3 Colunm Sphces — OK Seismic Provisions Member Code Check Summary RAM Fiame vl4 03 02 00 Page 10/1 LEGOLAND DdtdBdse LEGOLAND SEISMIC 11/15/11 09 20 0 BuUdmg Code IBC Steel Code A1SC341-05 - LRFl 8 4 ColuiTui Splices 9 4 Beam and Column Limitations — OK 9 7b Uniestrained Joint — OK 9.9 Column Splices 358-5.3.2 Column Limitations — OK Criteria Apply one and two story exceptions where applicable Use frame numbers to designate a single line of bracing Apply AISC 358-05 RBS Provisions to Moment Frame Stram Hardenmg Factor Cpr =115 Story:2ND fLR Column: Type: Special Moment Resisting Frame fRAMING 30 SizeW12X152 Fy (ksi) 50 00 8 3 Column Splices — OK 8 4 Column Splices 9 4 Beam and Column Limitations — OK 9 7b Unrestrained Joint — OK 9.9 Column SpUces 358-5.3.2 Column Limitations — OK Criteria Apply one and two story exceptions where applicable Use frame numbers to designate a smgle line of bracing Apply AISC 358-05 RBS Provisions to Moment Frame Strain Hardenmg Factor Cpr =115 Story:2ND fLR Beam: 63 Type: Special Moment Resisting Frame fRAMING Size W18X71 Fy(ksi). 50 00 Reduced Beam Section (RBS) Bending Check — No Check Rcquued 9 2 Beam-to-Column Joints and Connections 9.4 Beam and Column Limitations — OK 9.8 Lateral Bracing of Beams — OK 358-5.3.1 Beam Limitations — OK Criteria Apply one and two story exceptions where applicable Use frame numbers to designate a smgle line of bracing Apply AISC 358-05 RBS Provisions to Moment Frame Strain Hardenmg Factor Cpr =115 Seismic Provisions Member Code Check Summary RAM Frame vl4 03 02 00 Page 11/1 LEGOLAND DdtdBase LEGOLAND SEISMIC 1 1/15/11 09 20 0 Building Code IBC Steel Code A1SC341-05 - LRFl Story:2ND fLR Beam: 76 Type: Special Moment Resisting Frame fRAMING Size Wl 8X71 Fy(ksi) 50 00 Reduced Beam Section (RBS) Bendmg Check — No Check Requucd 9 2 Beam-to-Colunm Joints and Connections 9.4 Beam and Column Limitations — OK 9.8 Lateral Bracing of Beams — OK 358-5.3.1 Beam Limitations — OK Criteria Apply one and two story exceptions where applicable Use frame numbers to designate a smgle hne of bracing Apply AISC 358-05 RBS Provisions to Moment Frame Stram Hardening Factor Cpr =115 Story:2ND fLR Beam: 92 Type: Special Moment Resisting Frame flRAMING Size Wl 8X71 Fy(ksi) 50 00 Reduced Beam Section (RBS) Bendmg Check — No Check Rcquued 9 2 Beam-to-Column Joints and Connections 9.4 Beam and Column Limitations — OK 9.8 Lateral Bracing of Beams — OK 358-5.3.1 Beam Limitations — OK Seismic Provisions Member Code Check Summary RAM Frame vl4 03 02 00 Page 12/1 LEGOLAND DdlaBdsc LEGOLAND SElSMiC 11/15/11 09 20 0 Building Code IBC Steel Code AISC341-05 - LRFl Frame #7: Criteria Apply one and two story exceptions where applicable Use frame numbers to designate a single line of bracmg Apply AISC 358-05 RBS Provisions to Moment Frame Stram Hardenmg Factor Cpi =115 Story:2ND fLR Column: Type: Special Moment Resisting Frame fRAMING 38 Size Wl2X152 Fy (ksi) 50 00 8 3 Column Splices — OK 8 4 Column Splices 9 4 Beam and Column Limitations — OK 9 7b Unrestramed Jomt — OK 9.9 Column SpUces 358-5.3.2 Column Limitations — OK Criteria Apply one and two story exceptions where applicable Use frame numbers to designate a smgle Ime of bracmg Apply AISC 358-05 RBS Provisions to Moment Frame Stram Hardenmg Factor Cpr =115 Story:2ND fLR Column: Type: Special Moment Resisting Frame flRAMING 42 SizeW12X152 Fy(ksi) 50 00 8 3 Column Sphces — OK 8 4 Coluirm Sphces 9 4 Beam and Column Lumtations — OK 9 7b Unrestramed Jomt — OK 9.9 Column SpUces 358-5.3.2 Column Limitations — OK Criteria Apply one and two story exceptions where applicable Use frame numbers to designate a single Ime of bracing Apply AISC 358-05 RBS Provisions to Moment Frame Stram Hardening Factor Cpr =115 Story;2ND fLR Beam: 140 Type: Special Moment Resisting Frame flRAMING Size W14X74 Fy(ksi) 50 00 Reduced Beam Section (RBS) Bending Check — No Check Rcquued Seismic Provisions Member Code Check Summarv RAM Fiame vl4 03 02 00 Page 13/1 LEGOLAND DdtuBd.se LEGOLAND SEISMIC 11/15/11 09 20 0 Buildmg Code IBC Steel Code AISC341-05 - LRFl 9 2 Beam-to-Column Joints and Connections 9.4 Beam and Column Limitations — OK 9.8 Lateral Bracing of Beams — OK 358-5.3.1 Beam Limitations — OK Seismic Provisions Joint Code Check Summarv RAM Frame vl4 03 02 00 LEGOLAND DaldBdse LEGOLAND SEISMIC 11/15/i 1 09 20 C Building Code IBC Steel Code A1SC341-05 - LRE Frame #2: Criteria Apply one and two story exceptions where applicable Use frame numbers to designate a single line of bracing Apply AISC 358-05 RBS Provisions to Moment Frame Strain Hardening Factor Cpr =115 Story:2ND fLR Joint: 8 Type: Special Moment Resisting Frame fRAMING Size Wl2X152 Fy(ksi) 50 00 9.2a Connection Required Shear Strength 9.3a Panel-Zone of Beam-to-Column Connections: Strength — OK 9 3b Panel-Zone of Beam-to-Column Coimections Thickness — OK 9.6 Column-Beam Moment Ratio — OK 358 - 5.8-6 Face Moment Limit — NG 9.7a Restrained Beam-to-Column Connection — OK Criteria Apply one and two story exceptions where applicable Use frame numbers to designate a single line of bracmg Apply AISC 358-05 RBS Provisions to Moment Frame Stram Hardenmg Factor Cpr = 1 15 Story:2ND fLR Joint: 11 Type: Special Moment Resisting Frame fRAMING SizeW12X152 Fy(ksi) 50 00 9.2a Connection Required Shear Strength 9.3a Panel-Zone of Beam-to-Column Connections: Strength -~ NG 9 3b Panel-Zone of Beam-to-Column Connections Thickness — OK Web plate thickness (m) = 0 870 9.6 Column-Beam Moment Ratio — OK 358 - 5.8-6 Face Moment Limit — NG 9.7a Restrained Beam-to-Column Connection — OK Criteria Apply one and two story exceptions where applicable Use frame numbers to designate a smgle line of bracmg Apply AISC 358-05 RBS Provisions to Moment Frame Strain Hardening Factor Cpr = 1 15 Seismic Provisions Joint Code Check Summary RAM Fiame vl4 03 02 00 Page 2/1 LEGOLAND DdLdBdse LEGOLAND SEISMIC 1 l/l5/11 09 20 0 Buildmg Code IBC Steel Code AISC34I-05 - LRFl Joint: 13 Type: Special Moment Resistmg Frame Story:2ND flLR fRAMING Size W12X152 Fy(ksi) 50 00 9.2a Connection Required Shear Strength 9.3a Panel-Zone of Beam-to-CoIumn Connections: Strength — OK 9 3b Panel-Zone of Beam-to-Colunm Coimections Tliickness — OK 9.6 Column-Beam Moment Ratio — OK 358 - 5.8-6 Face Moment Limit — NG 9.7a Restrained Beam-to-Column Connection — OK Seismic Provisions Joint Code Check Summarv RAM Frame v 14 03 02 00 Page 3/1 LEGOLAND DatdBdse LEGOLAND SEISMIC 11/15/11 09 20 0 Buildmg Code IBC Steel Code A1SC341-05 - LRFl Frame #3: Criteria Apply one and two story exceptions where applicable Use fiame numbers to designate a single line of bracing Apply AISC 358-05 RBS Piovisions to Moment Frame Strain Hardening Factor Cpr =115 Story:2ND fLR Joint: 16 Type: Special Moment Resisting Frame flRAMING Size W12X152 Fy(ksi) 50 00 9.2a Connection Required Shear Strength 9.3a Panel-Zone of Beam-to-Column Connections: Strength — OK 9 3b Panel-Zone of Beam-to-Column Connections Thickness — OK 9.6 Column-Beam Moment Ratio — OK 358 - 5.8-6 Face Moment Limit — OK 9.7a Restrained Beam-to-Column Connection — OK Criteria Apply one and two story exceptions where applicable Use frame numbers to designate a smgle Ime of bracing Apply AISC 358-05 RBS Provisions to Moment Frame Stram Hardenmg Factor Cpr =115 Story:2ND fLR Joint: 17 Type: Special Moment Resisting Frame fRAMING SizeW12X152 Fy(ksi) 50 00 9.2a Connection Required Shear Strength 9.3a Panel-Zone of Beam-to-Column Connections: Strength — OK 9 3b Panel-Zone of Beam-to-Column Coimections Thickness — OK 9.6 Colunm-Beam Moment Ratio — OK 358 - 5.8-6 Face Moment Limit — OK 9.7a Restrained Beam-to-Column Connection — OK Seismic Provisions Joint Code Check Summary RAM Fiame vl4 03 02 00 Page 4/1 LEGOLAND DataBase LEGOLAND SEISMIC 11/15/11 09 20 C Building Code IBC Steel Code AISC341-05 - LRFl Frame #4: Criteria Apply one and two story exceptions where applicable Use hame numbers to designate a single Ime of bracing Apply AISC 358-05 RBS Provisions to Moment Frame Stram Hardenmg Factor Cpr =115 Story:2ND fLR Joint: 2 Type: Special Moment Resisting Frame flRAMING Size W12X152 Fy(ksi) 50 00 9.2a Connection Required Shear Strength 9.3a Panel-Zone of Beam-to-Column Connections: Strength — OK 9 3b Panel-Zone of Beam-to-Column Connections Thickness — OK 9.6 Column-Beam Moment Ratio — OK 358 - 5.8-6 Face Moment Limit — NG 9.7a Restrained Beam-to-Column Connection — OK Criteria Apply one and two story exceptions where apphcable Use frame numbers to designate a smgle line of bracing Apply AISC 358-05 RBS Provisions to Moment Frame Strain Hardening Factor Cpr =115 Story:2ND fLR Joint: 3 Type: Special Moment Resisting Frame fRAMING Size Wl 2X152 Fy (ksi) 50 00 9.2a Connection Required Shear Strength 9.3a Panel-Zone of Beam-to-Column Connections: Strength — NG 9 3b Panel-Zone of Beam-to-Column Connections Thickness — OK Web plate thickness (in) = 0 870 9.6 Column-Beam Moment Ratio — OK 358 - 5.8-6 Face Moment Limit — NG 9.7a Restrained Beam-to-Column Connection — OK Criteria Apply one and two story exceptions where applicable Use frame numbers to designate a smgle Ime of bracing Apply AISC 358-05 RBS Provisions to Moment Frame Strain Hardenmg Factor Cpr =115 Seismic Provisions Joint Code Check Summary RAM Fiame vl4 03 02 00 Page 5/1 LEGOLAND DdidBa^c LEGOLAND SEISMIC 11/15/11 09 20 0 Buildmg Code IBC Steel Code A1SC341-05 - LRFl Joint: 5 Type: Special Moment Resisting Frame Story:2ND fLR fRAMING Size Wl 2X152 Fy(ksi) 50 00 9.2a Connection Required Shear Strength 9.3a Panel-Zone of Beam-to-Column Connections: Strength — OK 9 3b Panel-Zone of Beam-to-Column Connections Thickness — OK 9.6 Column-Beam Moment Ratio — OK 358 - 5.8-6 Face Moment Limit — NG 9.7a Restrained Beam-to-Column Connection — OK Seismic Provisions Joint Code Check Summary RAM FI ame v 14 03 02 00 Page 6/1 LEGOLAND DatdBdsc LEGOLAND SEISMIC 11/15/1 I 09 20 C Buildmg Code IBC Steel Code AISC341-05 - ERF Frame #5: Criteria Apply one and two story exceptions where apphcable Use frame numbeis to designate a smgle line of bracmg Apply AISC 358-05 RBS Provisions to Moment Frame Stram Hardening Factor Cpr =115 Story:2ND fLR Joint: 6 Type: Special Moment Resisting Frame fRAMING SizeW12X152 Fy(ksi) 50 00 9.2a Connection Required Shear Strength 9.3a Panel-Zone of Beam-to-Column Connections: Strength — OK 9 3b Panel-Zone of Beam-to-Column Connections Thickness — OK 9.6 Column-Beam Moment Ratio — OK 358 - 5.8-6 Face Moment Limit — NG 9.7a Restrained Beam-to-Column Connection — OK Criteria Apply one and two story exceptions where applicable Use frame numbers to designate a smgle Ime of bracmg Apply AISC 358-05 RBS Provisions to Moment Frame Strain Hardenmg Factor Cpr =115 Story:2ND fLR Joint: 7 Type: Special Moment Resisting Frame fRAMING Size W12X152 Fy(ksi) 50 00 9.2a Connection Required Shear Strength 9.3a Panel-Zone of Beam-to-Column Connections: Strength — NG 9 3b Panel-Zone of Beam-to-Column Connections Thickness — OK Web plate thickness (m) = 0 870 9.6 Column-Beam Moment Ratio — OK 358 - 5.8-6 Face Moment Limit — NG 9.7a Restrained Beam-to-Column Connection — OK Criteria Apply one and two story exceptions where apphcable Use frame numbers to designate a smgle Ime of bracmg Apply AISC 358-05 RBS Provisions to Moment Frame Stram Hardenmg Factor Cpr =115 Seismic Provisions Joint Code Check Summary RAM Frame vl4 03 02 00 Page 7/1 LEGOLAND DatdBdsc LEGOLAND SEISMIC 11/15/11 09 20 C Building Code IBC Steel Code A1SC341-05 - LRF Joint: 9 Type: Special Moment Resisting Frame Story:2ND flLR flRAMING Size W12X152 Fy(ksi) 50 00 9.2a Connection Required Shear Strength 9.3a Panel-Zone of Beam-to-Column Connections: Strength — OK 9 3b Panel-Zone of Beam-to-Column Connections Thickness — OK 9.6 Column-Beam Moment Ratio — OK 358 - 5.8-6 Face Moment Limit — NG 9.7a Restrained Beam-to-Column Connection — OK Seismic Provisions Joint Code Check Summary RAM Frame vl4 03 02 00 Page 8/1 LEGOLAND DdlaBdsc LEGOLAND SElSMiC 1 i/i5/11 09 20 C Buildmg Code IBC Steel Code AISC341-05 - LRF Frame #6: Criteria Apply one and two story exceptions where apphcable Use frame numbeis to designate a smgle Ime of bracing Apply AISC 358-05 RBS Provisions to Moment Frame Strain Hardening Factor Cpr =115 Story:2ND fLR Joint: 10 Type: Special Moment Resisting Frame fRAMING Size Wl 2X152 Fy(ksi) 50 00 9.2a Connection Required Shear Strength 9.3a Panel-Zone of Beam-to-Column Connections: Strength — OK 9 3b Panel-Zone of Beam-to-Column Coimections Thickness — OK 9.6 Column-Beam Moment Ratio — OK 358 - 5.8-6 Face Moment Limit — NG 9.7a Restrained Beam-to-Column Connection — OK Criteria Apply one and two story exceptions where applicable Use frame numbers to designate a smgle Ime of bracing Apply AISC 358-05 RBS Provisions to Moment Frame Stram Hardenmg Factor Cpr = 1 15 Story:2ND fLR Joint: 12 Type: Special Moment Resisting Frame fRAMING Size Wl 2X152 Fy(ksi) 50.00 9.2a Connection Required Shear Strength 9.3a Panel-Zone of Beam-to-Column Connections: Strength — NG 9 3b Panel-Zone of Beam-to-Column Connections Thickness — OK Web plate thickness (in) = 0 870 9.6 Column-Beam Moment Ratio — OK 358 - 5.8-6 Face Moment Limit — NG 9.7a Restrained Beam-to-Column Connection — OK Criteria Apply one and two story exceptions where applicable Use frame numbers to designate a smgle line of bracing Apply AISC 358-05 RBS Provisions to Moment Frame Stram Hardening Factor Cpi =115 Seismic Provisions Joint Code Check Summary RAM Fiame vl4 03 02 00 Page 9/r LEGOLAND DdtaBdsc LEGOLAND SEISMIC 11/15/11 09 20 0 Buildmg Code IBC Steel Code AISC341-05 - LRFl Joint: 14 Type: Special Moment Resisting Frame Story:2ND fLR fRAMING Size Wl 2X152 Fy(ksi) 50 00 9.2a Connection Required Shear Strength 9.3a Panel-Zone of Beam-to-Column Connections: Strength — NG 9 3b Panel-Zone of Beam-to-Colunm Connections Thickness — OK Web plate thickness (m) = 0 870 9.6 Column-Beam Moment Ratio — OK 358 - 5.8-6 Face Moment Limit — NG 9.7a Restrained Beam-to-Column Connection — OK Criteria Apply one and two story exceptions wheie applicable Use frame numbers to designate a smgle line of bracmg Apply AISC 358-05 RBS Provisions to Moment Frame Strain Hardening Factor Cpr =115 Type: Special Moment Resisting Frame Story:2ND flLR Joint: 15 flRAMING Size W12X152 Fy(ksi) 50 00 9.2a Connection Required Shear Strength 9.3a Panel-Zone of Beam-to-Column Connections: Strength -— OK 9 3b Panel-Zone of Beam-to-Column Connections Thickness — OK 9.6 Column-Beam Moment Ratio — OK 358 - 5.8-6 Face Moment Limit — NG 9.7a Restrained Beam-to-Column Connection — OK Seismic Provisions Joint Code Check Summary RAM Frame v 14 03 02 00 Page 10/1 ( LbGOLAND DdtdBase LEGOLAND SEISMIC 11/15/i 1 09 20 O: Buildmg Code IBC Steel Code A1SC341-05 - LRFL Frame #7: Criteria Apply one and two story exceptions where applicable Use frame numbers to designate a smgle line of bracing Apply AISC 358-05 RBS Piovisions to Moment Fiame Strain Hardening Factor Cpr =115 Story:2ND fLR Joint: 18 Type: Special Moment Resisting Frame flRAMING SizeW12X152 Fy(ksi) 50 00 9.2a Connection Required Shear Strength 9.3a Panel-Zone of Beam-to-Column Connections: Strength — OK 9 3b Panel-Zone of Beam-to-Column Connections Thickness — OK 9.6 Column-Beam Moment Ratio — OK 358 - 5.8-6 Face Moment Limit — NG 9.7a Restrained Beam-to-Column Connection — OK Criteria Apply one and two story exceptions where applicable Use frame numbers to designate a single line of bracmg Apply AISC 358-05 RBS Provisions to Moment Frame Strain Hardenmg Factor Cpr =115 Story:2ND fLR Joint: 19 Type: Special Moment Resisting Frame fRAMING Size Wl 2X152 Fy(ksi) 50 00 9.2a Connection Required Shear Strength 9.3a Panel-Zone of Beam-to-Column Connections: Strength — OK 9 3b Panel-Zone of Beam-to-Column Connections Thickness — OK 9.6 Column-Beam Moment Ratio — OK 358 - 5.8-6 Face Moment Limit — NG 9.7a Restrained Beam-to-Column Connection — OK PROl CCT Structural Engineers l-NOR SHI LT "t^O^i GSSI NO DAii: '^'S'^V.- ^ vo IVJNO • ft 't ^c^^ 3. ' v/c ' l^*x Hlj ^ ^ xv^c. \v. 'OS ^1 Dckwie Rodngiies Birliei I! 'S ! » IB fl MERLIN ENTERTAINMENT GROUP SI lEGOLAND FOUNDATION PLAN LEGO-AND HOTEL C^i RLSBAD FOOL BUiLDING FOUNCATION i. ROOF FRAMING P j^N S2 1 5 FINAL SOILS COMPACTION REPORT Legoland Hotel Carlsbad, California Prepared For Project Design Advisors 462 Stevens Avenue, Suite 106 San Diego, California 92075 Prepared By MTGL, file 6295 Fems Square, Suite C San Diego, CA 92121 Project No 1251 AOl Log No 12-198 A mical Engineering Construction Inspection [aterials Testing Environmental Oi Fici' LOCAHONS ORANGt COUNT Y CORPORATE BRANCH 2992 E La Palma Avenue Suite A Anaheim, CA 92806 Tel 714 632 2999 Fax 714 632 2974 SAN DIEGO IMPERIAL COUNTY 6295 Fems Squaie Suite C San Diego, CA 92121 Tel 858 537 3999 Fax 858 537 3990 INLAND EMPIRE 14467 Mendian Paikway Building 2A Riverside, CA 92518 Tel 951653 4999 Fax 951 653 4666 INDIO 44917 Golf Center Pkwy Suite 1 Indio, CA 92201 Tel 760 342 4677 Fax 760 342 4525 OC/LA/lNLAND EMPIRE DISPATCH 800 491 2990 SAN DiLCrf) DISPA rcH 888 844 5060 March 29, 2013 Project Design Advisors Project No 1251 AOl 462 Stevens Avenue, Suite 106 Log No 12-198 San Diego, California 92075 Attention Mr Ted Giesing Subject FINAL SOILS COMPACTION RE-PORT Legoland Hotel Carlsbad, California Dear Mr Giesmg We are pleased to present this report summanzing the results of the geotechnical testing and observation services provided for the Legoland Hotel project in Carlsbad, California The purpose of the observation and testing services was to obtain information on which to base our professional opinions regarding the conformance of the earthwork construction with the approved project plans and specifications Our service dunng construction covers the observation and testing performed between December 2, 2011 and February 27, 2013 A soils technician was provided whenever requested or scheduled by the general contractor, R D Olson Construction Summary of Construction Operations In general, the project consisted of construction of a new three story hotel with associated dinning facility, courtyard, pool area, pool area restroom, and mechanical plant Additional site improvements included asphalt concrete dnveways and parking areas, grasspave fire access lane, walkways, geognd retaining walls, CMU retaining walls, underground utility lines, and landscaping Pnor to construction, the site was used as a parking lot area for the Legoland park Legoland Hotel Project No 1251A01 Carlsbad, California Log No 12-198 Remedial Grading Remedial grading at the site consisted of removal of previously placed agncultural debns that was placed beneath the existing fill matenals and mitigation of a cut/fill transition within the influence of the building pad As part of previous grading activities at the site, agncultural debns was buned beneath fill matenals on the westem portion of the planned hotel site The agricultural debns was buned up to approximately fifty feet below existing grade The grading contractor. Sierra Pacific West, removed and stockpiled the existing fill matenals until they exposed the agncultural debns The agncultural debns was then removed Irom the excavation and disposed of off-site The excavation was then backfilled with the stockpiled fill matenals and imported soils to finished grade surface As part of the excavation, a temporary shonng wall was constructed on the south side of the excavation to protect an existing utility The fill matenals were placed at a minimum relative compaction of 90 percent, except for fills that were deeper than 30 feet, those matenals were placed at minimum relative compaction of 93 percent To mitigate the cut/fill transition beneath the building pad, the shallow formational matenals beneath the building pad were excavated to a minimum depth of 10 feet below finished grade The excavated soils were then placed as compacted fill matenal to a minimum relative compaction of 90 percent Site Improvements Improvements at the site included construction of hardscape, swimming pool, retaining walls, grasspave fire access lane, asphalt concrete dnveways and parkmg areas, and underground utilities Soils used for underground utility and retaining wall backfill were moisture conditioned and placed in 6 to 8 inch loose lifts and compacted Immediately pnor to pavement construction, the upper 12 inches of subgrade soils were scanfied, moisture conditioned and compacted Portions of the finished grade pavement areas subgrade exposed previously placed aggregate base which was scanfied, moisture conditioned and compacted Pavement sections were then constructed on the compacted subgrade There were portions of the pavement subgrade which were pumping The contractor reworked pumpmg areas by removing the subgrade in those affected areas and replacing the soil with dner on-site soils or aggregate base A Spectra tnaxial geognd matenal was used in portions of the subgrade to help with stabilization Page 2 of4 Legoland Hotel Project No 1251A01 Carisbad, California Log No 12-198 Fill Materials Fill soils used dunng construction consisted of yellowish brown silty sand (SM), yellowish brown sandy silt (ML), brown silty sand (SM), crushed miscellaneous base (CMB), gray crushed gravel with sand, recycled class II base, aggregate base mixed with clayey sand, and brown aggregate base Representative soil samples were collected and laboratory testing consisting of maximum dry density and optimum moisture content was performed in general accordance with the test procedures outlined in ASTM D1557 The results of the laboratory testing are presented on Table 1 We sampled the finished pad grade soils and performed laboratory tesfing which included expansion index tesfing, pH, resistivity, soluble sulfate and soluble chlonde The results of the laboratory testing are presented in Tables 3 and 4 Representative samples of the asphalt concrete used for paving were collected and laboratory testing consisting of Hveem unit weight was performed in general accordance with the test procedures outlined in ASTM D1560 The results of the asphalt concrete laboratory testing are presented on Table 2 Field Density/Moisture Testing In-place moisture and density tests were performed in general accordance with ASTM D 6938 for soils and aggregate base The results of these tests are tabulated in Tables 5 1 to 5 12 Field density testing was performed at random locations and elevations The approximate locations of the field density test are shown on the Test Location Plans (Figures I thru 3) Foundation Excavations Foundation excavations were observed for the buildings on March 7, 13, 14, 15, 22, Apnl 9, May 4 and June 6, 2012 The foundafions consisted of isolated and continuous shallow footings The subsurface conditions exposed in the foundation excavations are consistent with the anticipated soil condifions oufiined in the approved project documents and are considered suitable for the support of the proposed structures Page 3 of 4 Legoland Hotel Cdrlsbad, California ProjectNo 1251A0I Log No 12-198 Grcotechnical Evaluation and Conclusions hi our opinion, remedial grading, wall backfill, ufility trench backfill, and hardscape subgrade were placed in substantial conformance with the compaction cntena of 90 percent of the maximum dry density and 93 percent for fills placed deeper than 30 feet The upper 12 inches of pavement subgrade and aggregate base matenals were placed in substantial conformance with the compaction cntena of 95 percent of the maximum dry density The asphalt concrete was placed to at least 95 percent of the hveem unit weight The conclusions contained herein are based on the observations and tesfing performed between December 2, 2011 and February 27, 2013 No representafions are made as to the quality and extent of matenals not observed Our services were performed using the degree of care and skill ordmanly exercised, under similar circumstances, by reputable soils engmeers and geologists practicing in this or similar localities No warranty, expressed or implied, is made as to the conclusions and professional advice included in this report Our firm is not responsible for work not observed by us or for any changes that may occur outside of our purview, or after our inspections The samples taken and used for testing, the observafions made and the in-place field testing performed are believed representative of the project, however, soil and geological conditions can vary significantly between tested or observed locations If there are any questions, please do not hesitate to contact us Respectfully submitted, MTGL, Inc. Sam E Valdez, RCE 56226, GE 2813 Vice President | Engineenng Attachment Appendix A - Reference Figures 1 thru 3 - Test Location Plan Table 1 - Maximum Dry Density and Optimum Moisture Content Test Results Table 2 - Asphalt Concrete Hveem Test Results Table 3 - Expansion Index Tests Table 4 - pH, Resisfivity, Sulfate & Chlonde Test Results Tables 5 1 to 5 7 - Density Test Results Page 4 of 4 APPENDIX A REFERENCES GSSI Structural Engineers, Structural Plans for Legoland Hotel, complete set Hoffinan Planning and Engineenng (2011) Grading Plans for Legoland Hotel, 16 Sheets, Approved on November 9, 2011 Leighton and Associates (2011) Updated Geotechmcal Investigation, Proposed Legoland Hotel, Carlsbad, California, Froject No 960151-034, May 2 MTGL Inc (2011) Submittal 001-02004L-0001 - Temporary Shonng Design, Legoland Hotel, Carlsbad, Ca/i/ornm, MTGL Project No 1251 AOl, MTGL Log No 11-1442, November 30 MTGL Inc (2011) Geotechnical Engineer of Record, Legoland Hotel, Carlsbad, California, MTGL Project No 1251A01, MTGL Log No 11-1428, December 2 MTGL Inc (2011) Foundation/Grading Plan Review, Legoland Hotel, Carlsbad, California, MTGL Project No 1251 AOl, MTGL Log No 11-1451, December 9 MTGL Inc (2012) Remedial Grading Site Meeting on January 24, 2012, Legoland Hotel, Carlsbad Ca/z/orma, MTGL Project No 1251 AOl, MTGL Log No 12-022, January 25 MTGL Inc (2012) Direct Shear Test Results for Wall Backfill, Legoland Hotel, Carlsbad, California, MTGL Project No 1251A01, MTGL Log No 12-027, February 6 MTGL Inc (2012) Partial Building Pad Certification Gnd Line 1 Through 37, Legoland Hotel, Carlsbad, California, MTGL Project No 1251 AOl, MTGL Log No 12-033, February 20 MTGL Inc (2012) Partial Building Pad Certification Gnd Line 37 Through 62, Legoland Hotel, Carlsbad California, MTGL Project No 1251A01, MTGL Log No 12-038, February 29 MTGL Inc (2012) R-Value Test Results - Dnvable Grass Area, Legoland Hotel, Carlsbad, California, MTGL Project No 1251 AOl, MTGL Log No 12-196, December 11 MTGL Inc (2013) Compaction Testing of Fire Access Road, Legoland Hotel, Carlsbad, California, MTGL Project No 1251 AOl, MTGL Log No 13-178, March 21 7 t ,« Y \ yf 7/ -,155 /"K;-^"^ , ' r: 0£ RELQCATfO £/ pvT arc ro~^ Bt ^xELOCATED 6" c/srf «i.vr BS mOCATiO . 7vr COM ro « COM ^AOL r ~v \ 1812' Kimeo TO ef mWVEO 193 510;3|6 ^ 5^55 I' / 528 306 \307 , ^ ' '473 -203———o»f}-»^ 464 "it. "HkPLACl'i'UNE C //' \ ZQ^'P'^T^ iS" S350t"^-"465 509 Tco ^.i'*Ci.?2 28'2 SWr ^' V353\370 354~-,| 283 284, - 37,1 1 > // , 216, •434 I~LX ?511i.£C,^C • 351pa0CArt1?5.^.359*' I \ , 360 -\ X 2721 V 466^5^2. 433' 366 727*^^09 . r, 435 I -& m -a TP '"408 BE meP?23 •429R A . 429 , jl\ 428/ 432, 43,1 430/ 427/^ 7- 367 ' 368- 474 467_ U68 472^480 I i 496 481, lis 29a 26a 27a 25a ; i .„ *97^,,sr-^ ^g°f,|lk3-'l2V-33a-'^ .494 470-495^ 471 469 Ji489 -30a:-28a_-24a.^^-^---tjfte PEP DWG 472-3 A PER P',"/G 3.33-2/ • „„ , „,, ; 287 OiVG 4/2-J4 SWr 288.,£,4,1237 Sf/«' MH 223 £•/ PVr e" REC WTR / TQ 8E REMOVED 220 " £x PVT iP-hv.^' •HW PVT I* oW? TO Bf REMOVED iMi m* £X W IS* ®-~\ - - SESShT'O-S 70229 ^MOVH) -\' 425^r^^- 222' I PVT 52f HJh f ^ 4oVRg^^::.^C.g^i^^ P/r r l|g irr^..i«.484R^458a 232 ^/ 231 ' g' POT V.TR~ 8F 2240 VQ) / 7y v506 ^tX PVT 8 Sm^/r- 498 488 g379g--^380Sr403S 499 5404"=^^^ 4'2,1, i324—325—3i6 S —327- 290 / s a • a • "--^ ^ -295~ 483 2I9'— 500—296'^-297 291 292 -298 -%o^^ ''V/487 ; 4934821^95^^ 476^. 49/ 478 -J^^J^ 475 ^ H a a a ?17t7 1 /; a ''479_ 10a 299 -qi-^^-A W 300~t- 502_3oi_ '293 T 9a S££ SHT303J - 44 - 302 503 *4;' 462 ''Vl 460a 485 485R 457a ^,505 V t I 461a -fx Fvr 24" so PER Oi</G JJJ-2r -418—4.16 H W METER CLUSTER •«^===*^f4t7oi^g 472-J i Dm 4n-JA 3H !0 ; fH A.SSY p£R DWG 4.72-i 0 0; Wi KEY: 528 Density Test Number and Approximate Location 1" = 60' TEST LOCATION PLAN MTGL, INC PROJECTNO 1251A01 LOG NO 12-198 FIGURE 1 V\V\^ 6" GATE WilC _ _____ _ ^4Ji_4!.^3jioir:r • S' C47E V^LVf r56' \4H^-/ /'^£X PVT COM 10,. , ; \. . \ EX fri TO BE \REiOCATEO PER DWC 472-3 V275'-279-,;!f>Q3f:>— -.71^280-'^-. •?7R c^28)1 447. "448 <? FH ASSY-^ PEP^l^^G 472-3 278 ''^ ^at- EJ >,c.j '441 442 440 , '^D0C,453:P;^T 454 , DH'G *72^43^49444gjj445 / I / 446 3 D Q ^ Sf PVT ffl- rtn Ml* pr;? /W/IOJUt Sa^aW ^ P£f? OlVC JJ3-/r ".~~SHrS J3-J5, 37 — sa" CRADiHG PLANS mocAm p'v 24' 33 U«£ Ssi- SWT C-7 -OSCA P£K 24" SD *avs cs* ''—^PEP DWG 472-3 FH ASS) PER DWG 472-3 I I KEY: c-jQ Density Test Number ° and Approximate Location TEST LOCATION PLAN PROJECTNO 1251 AOI 1" = GO-MTGL, INC LOG NO 12-198 FIGURE 2 Q SSL :c KEY: 528 Density Test Number and Approximate Location 1" = 60' TEST LOCATION PLAN MTGL, INC PROJECTNO 1251A01 LOG NO 12-198 FIGURE 3 Legoland Hotel Carlsbad, California ProjectNo 1251 AOl Log No 12-198 TABLE 1 MAXIMUM DRY DENSITY AND OPTIMUM MOISTURE CONTENT TEST RESULTS (ASTM D 1557) Lab No. Description Dry Density (pcf) Optimum Moisture (%) 11-341 Yellowish brown Silty Sand (SM) 124 4 106 11-342 Yellowish brown Sandy Silt (ML) 123 8 106 12-12 Brown Silty Sand (SM) 127 4 98 12-15 Crushed Miscellaneous Base 120 1 12 8 12-59 Gray Crushed Gravel with sand 134 7 82 12-139 Recycled Class II Base 127 1 77 12-163 Aggregate Base (AB) mixed with Clayey Sand (SC) 131 7 85 12-436 Exisfing Brown Aggregate Base (AB) 137 7 66 TABLE 2 ASPHALT CONCRETE HVEEM TEST RESULTS (ASTM D 1560) Lab No. Description Hveem Unit Weight (pcf) 12-140 '/2-inch Asphalt Concrete 139 4 13-29 '/2-inch Asphalt Concrete 145 1 Legoland Hotel Carlsbad, Califorma ProjectNo 1251 AOl Log No 12-198 TABLE 3 EXPANSION INDEX TESTS (ASTM D 4829) Lab No. Description Expansion Index Expansion Potential 12-46 Brown Silty Sand (SM) 17 Very Low 12-47 Brown Silty Sand (SM) 12 Very Low 12-48 Brown Silty Sand (SM) 26 Low 12-54 Tan Clayey Sand (SC) 30 Low TABLE 4 pH, RESISTIVITY, SULFATE & CHLORIDE TEST RESULTS Sample No. Description pH [CAL 643] Resistivity (ohm-cm) [CAL 643] Soluble Sulfate (ppm) ICAL 417] Soluble Chloride (ppm) [CAL 442] S-1 Brown Silty Sand (SM) 69 600 max 354 470 S-2 Brown Silty Sand (SM) 70 600 max 288 520 S-3 Brown Silty Sand (SM) 69 600 max 284 495 DENSITY TEST RESULTS MTGL Project No 1251 AOI Log No 12-198 TABLE 5 1 Test Test Elevation/ Location/ Soil Max Dry Moisture Dry Relative Required Retest No Date Depth Station Type Density Content Density Compaction Compaction Number lft] [pcf] [%] [pcf] [%] [%] 1 12/9/2011 -6" HV Elect 341 124 4 142 1154 93 90 2 12/9/2011 -6" HV Elect 341 124 4 124 1184 95 90 3 12/22/2011 -4' 12" SD 341 124 4 109 1139 92 90 4 12/22/2011 -2' 12" SD 341 124 4 11 3 1132 91 90 5 12/22/2011 -r 12" SD 341 124 4 106 1134 91 90 6 12/27/2011 -2' SD 341 124 4 9 1 118 1 95 90 7 12/27/2011 -3' SD 341 124 4 9 3 117 1 94 90 8 12/27/2011 FSG SD 342 123 8 109 1188 96 90 9 12/27/2011 -2' SD 341 124 4 124 112 0 90 90 10 12/27/2011 -3' SD 341 124 4 105 1150 92 90 11 12/27/2011 -r 8" Waterline 341 124 4 98 1164 94 90 12 12/28/2011 -1' 6" Sewer 341 124 4 11 9 120 7 97 90 13 12/28/2011 -1' 6" Sewer 341 124 4 109 119 0 96 90 14 12/28/2011 -2' 6" Sewer 341 124 4 11 1 121 2 97 90 15 12/30/2011 142 6" Sewer 341 124 4 11 1 120 0 96 90 16 12/30/2011 141 6" Sewer 341 124 4 11 4 119 0 96 90 17 12/30/2011 144 8" Sewer 341 124 4 158 104 3 84 90 18 18 12/30/2011 142 8" Sewer 341 124 4 109 119 8 96 90 19 1/2/2012 142 8" Sewer 341 124 4 132 1128 91 90 20 1/2/2012 145 8" Sewer 341 124 4 12 8 115 7 93 90 21 1/2/2012 143 8" Sewer 341 124 4 11 5 119 1 96 90 22 1/3/2012 149 8" Sewer 341 124 4 11 4 1160 93 90 23 1/3/2012 150 8" Sewer 341 124 4 108 120 0 96 90 24 1/4/2012 -4' 8" Sewer 341 124 4 108 1195 96 90 25 1/4/2012 -2' 8" Sewer 341 124 4 106 119 1 96 90 26 1/4/2012 FSG 6" Waterline 341 124 4 142 1120 90 90 27 1/4/2012 FSG 6" Waterline 341 124 4 14 7 113 1 91 90 28 1/4/2012 FSG 6" Waterline 341 124 4 11 1 1170 94 90 29 1/5/2012 150 8" Waterline 341 124 4 11 1 121 7 98 90 30 1/5/2012 150 8" Waterline 341 124 4 11 3 120 9 97 90 31 1/5/2012 FSG 3" Electncal 341 124 4 12 4 1153 93 90 32 1/6/2012 145 3" Electncal 341 124 4 144 116 7 94 90 33 1/6/2012 -2' 8" Waterline 341 124 4 11 0 122 1 98 90 34 1/9/2012 148 8" Waterline 341 124 4 106 113 5 91 90 35 1/9/2012 148 8" Waterline 341 124 4 11 0 116 1 93 90 36 1/9/2012 148 8" Waterline 341 124 4 17 1 105 7 85 90 37 37 1/9/2012 147 8" Waterline 341 124 4 11 4 113 8 91 90 38 1/9/2012 148 8" Waterline 341 124 4 12 6 113 1 91 90 39 1/9/2012 147 8" Waterline 341 124 4 12 8 113 9 92 90 40 1/9/2012 147 8" Waterline 341 124 4 11 5 114 7 92 90 41 1/9/2012 152 8" Waterline 341 124 4 11 9 1145 92 90 42 1/9/2012 147 6" Waterline 341 124 4 128 112 0 90 90 43 1/9/2012 150 6" Waterline 341 124 4 102 1135 91 90 44 1/9/2012 150 8" Waterline 341 124 4 93 119 7 96 90 45 1/9/2012 -2' 8" Waterline 341 124 4 11 6 1146 92 90 46 1/10/2012 148 8" Waterline 341 124 4 11 6 117 7 95 90 47 1/10/2012 149 8" Waterline 341 124 4 11 0 1138 91 90 48 1/11/2012 150 8" Waterline 341 124 4 137 111 7 90 90 49 1/11/2012 148 8" Waterline 341 124 4 10 1 1182 95 90 50 1/11/2012 150 8" Waterline 341 124 4 104 120 4 97 90 51 1/11/2012 150 8" Waterline 341 124 4 103 1160 93 90 52 1/11/2012 148 8" Waterline 341 124 4 135 1158 93 90 DENSITY TEST RESULTS MTGL Project No 1251A01 Log No 12-198 TABLE 5 2 Test Test Elevation/ Location/ Soil Max Dry Moisture Dry Relative Requir No Date Depth Station Type Density Content Density Compaction Compac lft] [pcf] [%] [pcf] [%] [%] 53 1/11/2012 148 8" Waterline 341 124 4 11 3 112 5 90 90 54 1/11/2012 148 8" Wateriine 341 124 4 12 9 115 1 93 90 55 1/11/2012 148 HV Elect 341 124 4 14 1 1034 83 90 56 1/11/2012 148 HV Elect 341 124 4 14 1 1112 89 90 57 1/11/2012 150 HV Elect 341 124 4 11 4 117 8 95 90 58 1/12/2012 -6" HV Elect 341 124 4 106 112 0 90 90 59 1/12/2012 -6" HV Elect 341 124 4 104 1147 92 90 60 1/12/2012 -r HV Elect 341 124 4 98 1163 93 90 61 1/17/2012 FSG Emergency Rd 341 124 4 15 1 1199 96 90 62 1/17/2012 FSG Emergency Rd 341 124 4 10 6 125 6 101 90 63 1/18/2012 FBG Emergency Rd 15 120 1 11 8 111 8 93 90 64 1/18/2012 FBG Emergency Rd 15 120 1 107 1120 93 90 65 1/18/2012 FBG Emergency Rd 15 120 1 10 9 113 1 94 90 66 1/18/2012 FBG Emergency Rd 15 120 1 12 1 1102 92 90 67 1/18/2012 FBG Emergency Rd 15 120 1 132 1179 ^ 98 90 68 1/18/2012 FBG Emergency Rd 15 120 1 11 6 112 7 94 90 69 1/19/2012 149 HV Elect 341 124 4 12 0 1186 95 90 70 1/25/2012 120 Over-Ex 341 124 4 132 1168 94 93 71 1/25/2012 122 Over-Ex 341 124 4 12 3 1175 94 93 72 1/26/2012 126 Over-Ex 341 124 4 144 115 1 93 90 73 1/26/2012 128 Over-Ex 341 124 4 149 1140 92 90 74 1/26/2012 132 Over-Ex 341 124 4 122 122 2 98 90 75 1/28/2012 134 Over-Ex 341 124 4 139 113 5 91 90 76 1/28/2012 136 Over-Ex 341 124 4 10 5 116 8 94 90 77 1/28/2012 138 Over-Ex 341 124 4 11 6 1168 94 90 78 1/30/2012 140 Over-Ex 341 124 4 11 5 120 0 96 90 79 1/30/2012 142 Over-Ex 341 124 4 11 8 122 2 98 90 80 1/30/2012 144 Over-Ex 341 124 4 11 3 122 0 98 90 81 1/31/2012 146 Over-Ex 341 124 4 145 1154 93 90 82 2/1/2012 102 Over-Ex 341 124 4 104 1160 93 93 83 2/1/2012 104 Over-Ex 342 123 8 11 1 1148 93 93 84 2/1/2012 106 Over-Ex 342 123 8 102 1165 94 93 85 2/1/2012 108 Over-Ex 342 123 8 11 5 116 1 94 93 86 2/1/2012 110 Over-Ex 342 123 8 130 1155 93 93 87 2/2/2012 116 Over-Ex 341 124 4 12 0 1170 94 93 88 2/2/2012 118 Over-Ex 341 124 4 12 1 1190 96 93 89 2/2/2012 120 Over-Ex 341 124 4 11 2 116 7 94 93 90 2/4/2012 106 Over-Ex 341 124 4 154 1154 93 93 91 2/4/2012 109 Over-Ex 341 124 4 154 1152 93 93 92 2/4/2012 127 Over-Ex 341 124 4 13 5 110 0 88 90 93 2/4/2012 129 Over-Ex 341 124 4 145 1166 94 90 94 2/4/2012 115 Over-Ex 341 124 4 83 1166 94 93 95 2/4/2012 126 Over-Ex 341 124 4 154 1122 90 90 96 2/4/2012 140 Over-Ex 341 124 4 14 3 1134 91 90 97 2/4/2012 123 Over-Ex 341 124 4 137 1153 93 90 98 2/6/2012 136 Over-Ex 341 124 4 99 1179 95 90 99 2/6/2012 134 Over-Ex 341 124 4 138 1159 93 90 100 2/6/2012 125 Over-Ex 341 124 4 132 1130 91 90 101 2/6/2012 132 Over-Ex 341 124 4 11 1 117 1 94 90 102 2/6/2012 129 Over-Ex 341 124 4 99 121 5 98 90 103 2/6/2012 120 Over-Ex 341 124 4 135 1170 94 93 104 2/6/2012 118 Over-Ex 341 124 4 11 5 1176 95 93 Retest Number 58 59 93 DENSITY TEST RESULTS MTGL Project No 1251 AOI Log No 12-198 TABLE 5 3 Test Test Elevation/ Location/ Soil Max Dry Moisture Dry Relative Required No Date Depth Station Type Density Content Density Compaction Compaction lft] [pcf] l%] [pcf] [%] r/o] 105 2/6/2012 122 Over-Ex 341 124 4 126 1164 94 90 106 2/6/2012 124 Over-Ex 341 124 4 130 1153 93 90 107 2/6/2012 126 Over-Ex 341 124 4 140 1186 95 90 108 2/6/2012 134 Over-Ex 341 124 4 12 7 1149 92 90 109 2/6/2012 128 Over-Ex 341 124 4 136 115 8 93 90 110 2/7/2012 128 Over-Ex 341 124 4 145 1146 92 90 111 2/7/2012 134 Over-Ex 341 124 4 109 122 7 99 90 112 2/7/2012 135 Over-Ex 341 124 4 10 7 1196 96 90 113 2/7/2012 130 Over-Ex 341 124 4 103 1144 92 90 114 2/7/2012 132 Over-Ex 341 124 4 11 7 1169 94 90 115 2/7/2012 134 Over-Ex 341 '124 4 12 1 114 3 92 90 116 2/7/2012 136 Over-Ex 341 124 4 12 1 1194 96 90 117 2/7/2012 138 Over-Ex 341 124 4 126 118 1 95 90 118 Not Used 119 2/9/2012 142 Over-Ex 341 124 4 11 2 118 1 95 90 120 2/9/2012 135 SD 341 124 4 11 7 1167 94 90 121 2/9/2012 135 SD 341 124 4 11 9 1176 95 90 122 2/9/2012 134 Over-Ex 341 124 4 12 0 1196 96 90 123 2/9/2012 136 Over-Ex 341 124 4 129 1130 91 90 124 2/9/2012 138 Over-Ex 341 124 4 130 1125 90 90 125 2/9/2012 140 Over-Ex 341 124 4 10 7 1159 93 90 126 2/9/2012 137 Over-Ex 341 124 4 11 2 1138 91 90 127 2/9/2012 136 Over-Ex 341 124 4 12 0 117 9 95 90 128 2/10/2012 143 Over-Ex 341 124 4 10 5 1149 92 90 129 2/10/2012 142 Over-Ex 341 124 4 95 1149 92 90 130 2/10/2012 146 Over-Ex 341 124 4 10 1 1167 94 90 131 2/10/2012 144 Over-Ex 341 124 4 106 1156 93 90 132 2/10/2012 141 Over-Ex 341 124 4 12 9 1157 93 90 133 2/10/2012 143 Over-Ex 341 124 4 139 1157 93 90 134 2/10/2012 147 Over-Ex 341 124 4 124 1149 92 90 135 2/10/2012 147 Over-Ex 341 124 4 133 1137 91 90 136 2/10/2012 139 Over-Ex 341 124 4 12 5 1172 94 90 137 2/10/2012 142 Over-Ex 341 124 4 11 0 115 6 93 90 138 2/11/2012 149 Over-Ex 341 124 4 140 116 5 94 90 139 2/11/2012 149 Over-Ex 341 124 4 13 1 117 3 94 90 140 2/14/2012 142 6" Sewer 341 124 4 137 1132 91 90 141 2/14/2012 146 6" Sewer 341 124 4 95 121 6 98 90 142 2/14/2012 150 6" Sewer 341 124 4 11 8 1182 95 90 143 2/14/2012 143 12" SD 341 124 4 11 0 117 5 94 90 144 2/14/2012 147 12" SD 341 124 4 10 5 1130 91 90 145 2/14/2012 151 12" SD 341 124 4 104 116 2 93 90 146 2/11/2012 150 Over-Ex 341 124 4 12 8 113 0 91 90 147 2/11/2012 149 Over-Ex 341 124 4 158 114 1 92 90 148 2/11/2012 151 3 Over-Ex 341 124 4 11 4 112 8 91 90 149 2/11/2012 148 Over-Ex 341 124 4 11 0 1152 93 90 150 2/15/2012 147 5 Over-Ex 341 124 4 103 1174 94 90 151 2/15/2012 149 Over-Ex 341 124 4 103 120 8 97 90 152 2/15/2012 148 Over-Ex 341 124 4 12 6 122 0 98 90 153 2/15/2012 149 Over-Ex 341 124 4 12 0 1190 96 90 154 2/15/2012 151 5 Over-Ex 341 124 4 109 1194 96 90 155 2/17/2012 149 3 Over-Ex 341 124 4 136 1168 94 90 156 2/17/2012 149 3 Over-Ex 341 124 4 12 3 121 1 97 90 Retest Number DENSITY TEST RESULTS MTGL Project No 1251A01 Log No 12-198 TABLE 5 4 Test Test Elevation/ Location/ Soil Max Dry Moisture Dry Relative Requir No Date Depth Station Type Density Content Density Compaction Compac lft] [pcf] [%] [pcf] l%] [%] 157 2/17/2012 149 3 Over-Ex 341 124 4 140 120 4 97 90 158 2/17/2012 149 3 Over-Ex 341 124 4 139 119 1 96 90 159 2/17/2012 149 3 Over-Ex 341 124 4 122 121 8 98 90 160 2/17/2012 149 3 Over-Ex 341 124 4 10 1 1199 96 90 161 2/17/2012 147 3 Over-Ex 341 124 4 136 1196 96 90 162 2/17/2012 147 3 Over-Ex 341 124 4 12 2 120 5 97 90 161a 2/20/2012 146 5 8"SD 341 124 4 11 4 1184 95 90 162a 2/20/2012 148 5 8"SD 341 124 4 11 3 1174 94 90 163 2/20/2012 150 5 8"SD 341 124 4 11 7 1175 94 90 164 2/21/2012 146 5 8"SD 341 124 4 10 7 1186 95 90 165 2/21/2012 148 5 8"SD 341 124 4 11 0 118 0 95 90 166 2/21/2012 150 5 8"SD. 341 124 4 11 1 1175 94 90 167 2/21/2012 146 5 8"SD 341 124 4 11 3 1166 94 90 168 2/21/2012 148 6"SD 341 124 4 12 1 1157 93 90 169 2/21/2012 144 8"SD 341 124 4 11 3 1174 94 90 170 2/21/2012 146 8"SD 341 124 4 109 117 1 94 90 171 2/22/2012 149 8"SD 341 124 4 11 1 116 2 93 90 172 2/22/2012 151 6" SD 341 124 4 11 3 1168 94 90 173 2/22/2012 146 6"SD 341 124 4 150 1150 92 90 174 2/22/2012 148 6"SD 341 124 4 136 1162 93 90 175 2/22/2012 149 Over-Ex 341 124 4 11 1 112 7 91 90 176 2/23/2012 143 Over-Ex 341 124 4 13 1 1147 92 90 177 2/23/2012 143 Over-Ex 12 127 4 88 1186 93 90 178 2/23/2012 146 Over-Ex 12 127 4 10 7 120 3 94 90 179 2/23/2012 144 Over-Ex 12 127 4 11 2 1158 91 90 180 2/23/2012 142 Over-Ex 12 127 4 9 7 123 0 97 90 181 2/23/2012 FSG Over-Ex 341 124 4 136 1130 91 90 182 2/23/2012 146 Over-Ex 12 127 4 104 1196 94 90 183 2/23/2012 FSG Over-Ex 341 124 4 10 2 121 4 98 90 184 2/23/2012 FSG Over-Ex 341 124 4 98 1196 96 90 185 2/23/2012 FSG Over-Ex 341 124 4 11 3 1167 94 90 186 2/24/2012 146 Over-Ex 12 127 4 98 122 3 96 90 187 2/24/2012 148 Over-Ex 12 127 4 9 8 117 6 92 90 188 2/24/2012 FSG Over-Ex 12 127 4 10 5 118 1 93 90 189 2/24/2012 FSG Over-Ex 12 127 4 11 0 1159 91 90 190 2/24/2012 150 Over-Ex 12 127 4 10 5 119 5 94 90 191 2/24/2012 FSG 8"SD 341 124 4 106 1132 91 90 192 2/27/2012 FSG Over-Ex 341 124 4 92 1172 94 90 193 2/27/2012 FSG Over-Ex 341 124 4 12 5 1160 93 90 194 2/27/2012 151 3 Over-Ex 12 127 4 94 1173 92 90 195 2/27/2012 FSG Over-Ex 12 127 4 9 5 1168 92 90 196 2/29/2012 151 3 Over-Ex 12 127 4 106 1177 92 90 197 2/29/2012 151 3 Over-Ex 12 127 4 108 1183 93 90 198 3/1/2012 151 3 Over-Ex 341 124 4 10 0 123 5 99 90 199 3/1/2012 151 3 Over-Ex 341 124 4 130 1145 92 90 200 3/1/2012 149 Sewer 341 124 4 130 1177 95 90 201 3/1/2012 149 Sewer 341 124 4 12 9 1174 94 90 202 3/1/2012 147 8"SD 341 124 4 10 7 1118 90 90 203 3/1/2012 FSG 8"SD 341 124 4 11 4 1124 90 90 204 3/1/2012 148 Electncal 341 124 4 156 1140 92 90 205 3/1/2012 FSG Sewer 341 124 4 14 7 1184 95 90 206 3/1/2012 FSG 8"SD 341 124 4 11 6 1152 93 90 Retest Number DENSITY TEST RESULTS MTGL Project No 1251 AOI Log No 12-198 TABLE 5 5 Test Test Elevation/ Location/ Soil Max Dry Moisture Dry Relative Requir No Date Depth Station Type Density Content Density Compaction Compac lft] [pcf] [%] [pcf] [%] [%] 207 3/1/2012 FSG Electncal 341 124 4 150 117 5 94 90 208 3/1/2012 FSG Electncal 341 124 4 144 1104 89 90 209 3/1/2012 -r Electncal 341 124 4 152 1159 93 90 210 3/3/2012 FSG Electncal 341 124 4 12 8 117 5 94 90 211 3/3/2012 FSG Electncal 341 124 4 120 120 7 97 90 212 3/5/2012 FSG Plumbing 341 124 4 10 3 113 1 91 90 213 3/5/2012 FSG Comm 341 124 4 166 1136 91 90 214 3/5/2012 FSG Plumbing 341 124 4 10 5 1132 91 90 215 3/5/2012 • FSG Plumbing 341 124 4 10 7 122 3 98 90 216 3/5/2012 FSG 8"SD 341 124 4 10 9 1193 96 90 217 3/5/2012 FSG 8"SD 341 124 4 107 120 9 97 90 218 3/5/2012 150 Plumbing 341 124 4 106 113 1 91 90 219 3/5/2012 150 Plumbing 341 124 4 108 113 8 91 90 220 3/6/2012 150 Sewer 12 127 4 10 7 1176 92 90 221 3/6/2012 151 Sewer 12 127 4 11 8 1176 92 90 222 3/6/2012 151 Sewer 12 127 4 96 1174 92 90 223 3/6/2012 151 Sewer 12 127 4 99 117 6 92 90 224 3/6/2012 151 Sewer 12 127 4 107 1166 92 90 225 3/6/2012 FSG Plumbing 341 124 4 10 6 113 1 91 90 226 3/6/2012 FSG Plumbing 341 124 4 108 115 7 93 90 227 3/6/2012 FSG Plumbing 341 124 4 99 1149 92 90 228 3/7/2012 FSG Plumbing 341 124 4 10 3 114 1 92 90 229 3/7/2012 FSG Plumbing 341 124 4 109 1174 94 90 230 3/8/2012 -r Electncal 341 124 4 11 7 1115 90 90 231 3/8/2012 -2' Electncal 12 127 4 95 1177 92 90 232 3/8/2012 -r Electncal 12 127 4 94 118 7 93 90 233 3/8/2012 -r Electncal 12 127 4 11 9 121 4 95 90 234 3/8/2012 FSG Electncal 12 127 4 97 121 9 96 90 235 3/8/2012 -2' Electncal 12 127 4 99 121 3 95 90 236 3/9/2012 FSG Plumbing 341 124 4 105 1133 91 90 237 3/9/2012 FSG Plumbing 341 124 4 11 1 1134 91 90 238 3/9/2012 FSG Plumbing 341 124 4 10 6 113 1 91 90 239 3/13/2012 FSG Plumbing 341 124 4 11 0 116 9 94 90 240 3/14/2012 FSG Plumbing 341 124 4 11 3 115 3 93 90 241 3/14/2012 FSG Plumbing 341 124 4 11 1 115 8 93 90 242 3/15/2012 FSG Electncal 12 127 4 98 118 1 93 90 243 3/15/2012 FSG Electncal 341 124 4 11 1 115 7 93 90 244 3/15/2012 FSG Electncal 12 127 4 99 121 5 95 90 245 3/21/2012 FSG Electncal 341 124 4 12 3 1133 91 90 246 4/2/2012 FSG Electncal 341 124 4 96 107 0 86 90 247 4/2/2012 FSG Electncal 341 124 4 106 1156 93 90 248 4/2/2012 FSG Electncal 341 124 4 92 1146 92 90 249 4/3/2012 148 Plumbing 341 124 4 132 1154 93 90 250 4/3/2012 FSG Plumbing 341 124 4 94 121 8 98 90 251 4/3/2012 FSG Electncal 341 124 4 123 1168 94 90 252 4/24/2012 -2' 24-1-85 341 124 4 10 5 118 5 95 90 253 4/24/2012 -r 24-1-85 341 124 4 98 1157 93 90 254 4/24/2012 FSG 24-1-85 341 124 4 103 1186 95 90 255 4/24/2012 -2' 25+75 341 124 4 9 3 122 1 98 90 256 4/24/2012 -r 25+75 341 124 4 100 123 1 99 90 257 4/24/2012 FSG 25+75 341 124 4 108 1187 95 90 258 4/24/2012 -3' 26+96 5 341 124 4 11 0 1123 90 90 Retest Number 210 351 DENSITY TEST RESULTS MTGL Project No 1251 AOI Log No 12-198 TABLE 5 6 Test Test Elevation/ Location/ Soil Max Dry Moisture Dry Relative Requir No Date Depth Station Type Density Content Density Compaction Compac lft] [pcf] [%] IPCfj [%] [%] 259 4/24/2012 -2' 26-t-96 5 341 124 4 11 6 1139 92 90 260 4/24/2012 -r 26-1-96 5 341 124 4 108 1126 91 90 261 4/24/2012 FSG 26-1-96 5 341 124 4 11 0 111 5 90 90 262 4/25/2012 -2' Electncal 341 124 4 11 2 112 7 91 90 263 4/25/2012 -0 5' Electncal 341 124 4 11 1 1166 94 90 264 4/25/2012 -1 5' Electncal 341 124 4 11 3 1183 95 90 265 4/25/2012 FSG Electncal 341 124 4 130 1172 94 90 266 4/25/2012 FSG Electncal 341 124 4 10 6 112 8 91 90 267 5/4/2012 FSG Pool Pad 12 127 4 7 1 120 1 94 90 268 5/4/2012 FSG Pool Pad 12 127 4 80 126 3 99 90 269 5/4/2012 FSG Pool Pad 342 123 8 60 112 5 91 90 270 5/4/2012 FSG Pool Pad 342 123 8 7 7 1138 92 90 271 5/7/2012 FSG Pool Pad 12 127 4 102 125 6 99 90 272 5/7/2012 FSG Pool Pad 342 123 8 99 1159 94 90 273 5/7/2012 FSG Pool Pad 12 127 4 100 120 5 95 90 274 5/7/2012 FSG Pool Pad 342 123 8 99 1153 93 90 275 5/7/2012 FSG Waterline 12 127 4 11 7 1172 92 90 276 5/8/2012 -4' Waterline 342 123 8 126 112 7 91 90 277 5/8/2012 -3' Waterline 342 123 8 11 4 1166 94 90 278 5/8/2012 -r Waterline 342 123 8 138 1136 92 90 279 5/8/2012 -2' Waterline 342 123 8 94 118 3 96 90 280 5/8/2012 -r Waterline 342 123 8 96 119 5 97 90 281 5/8/2012 -r Waterline 342 123 8 10 1 1186 96 90 282 5/8/2012 FSG Pad 12 127 4 10 1 122 8 96 90 283 5/8/2012 FSG Pad 12 127 4 11 2 120 8 95 90 284 5/8/2012 FSG Pad 12 127 4 109 124 2 97 90 285 5/8/2012 FSG Pad 342 123 8 83 119 1 96 90 286 5/8/2012 FSG Pad 342 123 8 94 119 1 96 90 287 5/9/2012 FBG Front Dnveway 59 134 7 58 133 4 99 95 288 5/9/2012 FBG Front Dnveway 59 134 7 55 127 6 95 95 289 5/9/2012 FBG Front Dnveway 59 134 7 79 1156 86 95 290 5/9/2012 FBG Front Dnveway 59 134 7 59 128 0 95 95 291 5/9/2012 FBG Front Dnveway 59 134 7 34 133 3 99 95 292 5/9/2012 FBG Front Dnveway 59 134 7 4 3 132 5 98 95 293 5/9/2012 -2' Waterline 342 123 8 132 1150 93 90 294 5/9/2012 , -1' Waterline 342 123 8 12 8 117 0 95 90 295 5/9/2012 FSG Waterline 342 123 8 11 5 118 6 96 90 296 5/11/2012 -r Watedine 342 123 8 10 8 1137 92 90 297 5/11/2012 FSG Waterline 342 123 8 11 0 1180 95 90 298 5/11/2012 FSG Waterline 342 123 8 108 118 1 95 90 299 5/11/2012 -1' Waterline 342 123 8 126 1174 95 90 300 5/11/2012 -r Waterline 342 123 8 11 3 1178 95 90 301 5/11/2012 FSG Waterline 342 123 8 11 3 118 1 95 90 302 5/11/2012 -V Waterline 342 123 8 95 111 6 90 90 303 5/11/2012 FSG Waterline 342 123 8 10 1 1172 95 90 304 5/14/2012 -r Waterline 341 124 4 88 1182 95 90 305 5/14/2012 FSG Waterline 341 124 4 96 120 6 97 90 306 5/14/2012 FSG Waterline 341 124 4 11 3 119 9 96 90 307 5/14/2012 -' Waterline 341 124 4 11 0 1164 94 90 308 5/14/2012 -r Electncal 341 124 4 126 1134 91 90 309 5/14/2012 FSG Electncal 341 124 4 99 1194 96 90 310 5/14/2012 -5' Sewer 341 124 4 11 7 1168 94 90 Retest Number DENSITY TEST RESULTS MTGL Project No 1251 AOI Log No 12-198 TABLE 5 7 Test Test Elevation/ Location/ Soil Max Dry Moisture Dry Relative Requir No Date Depth Station Type Density Content Density Compaction Compac lft] [pcf] r/o] [pcf] [%] l%] 311 5/14/2012 -3' Sewer 341 124 4 12 6 1170 94 90 312 5/14/2012 -1' Sewer 341 124 4 11 6 1196 96 90 313 Not Used 314 5/14/2012 FBG Paving 139 127 1 106 120 6 95 95 315 5/14/2012 FBG Paving 139 127 1 106 121 4 96 95 316 5/14/2012 FG AC - Paving 140 139 4 140 5 100-H 95 317 5/14/2012 FG AC - Paving 140 139 4 141 5 100-1-95 318 5/15/2012 FSG 2-t-70 341 124 4 86 1189 96 90 319 5/15/2012 -r 2+45 341 124 4 108 1176 95 90 320 5/15/2012 FSG 2+20 341 124 4 96 121 0 97 90 321 5/15/2012 -3' 1+80 341 124 4 84 122 2 98 90 322 5/15/2012 -2' 1+45 341 124 4 94 117 7 95 90 323 5/16/2012 -3" Sewer 341 124 4 11 1 115 5 93 90 324 5/16/2012 FSG Sewer 341 124 4 10 7 116 2 93 90 325 5/16/2012 -1' Sewer 341 124 4 10 2 1198 96 90 326 5/16/2012 FSG Sewer 341 124 4 10 7 119 5 96 90 327 5/16/2012 -r Sewer 341 124 4 103 117 2 94 90 328 5/17/2012 -8" Waterline 341 124 4 102 1186 95 90 329 5/17/2012 FSG Waterline 341 124 4 11 1 120 8 97 90 330 5/17/2012 -8" Waterline 341 124 4 11 5 1178 95 90 331 5/17/2012 FSG Waterline 341 124 4 11 3 1196 96 90 332 5/17/2012 -8" Waterline 341 124 4 12 5 1182 95 90 333 5/17/2012 FSG Waterline 341 124 4 12 1 119 7 96 90 334 5/18/2012 -r Electncal 341 124 4 92 113 5 91 90 335 5/18/2012 FSG Electncal 341 124 4 103 117 5 94 90 336 5/18/2012 -r Electncal 341 124 4 106 1118 90 90 337 5/18/2012 -r Electncal 341 124 4 90 116 1 93 90 338 5/21/2012 FSG Electncal 341 124 4 90 1163 93 90 339 5/21/2012 FSG Electncal 341 124 4 95 117 1 94 90 340 5/21/2012 -r Electncal 341 124 4 102 1124 90 90 341 5/21/2012 FSG Electncal 341 124 4 94 120 6 97 90 342 5/21/2012 FG SD 341 124 4 11 8 121 2 97 90 343 5/21/2012 FG SD 341 124 4 11 0 , 116 0 93 90 344 5/21/2012 FG SD 341 124 4 93 1163 93 90 345 5/21/2012 FG SD 341 124 4 108 1156 93 90 346 5/21/2012 -r SD 341 124 4 11 7 1169 94 90 347 5/21/2012 FG SD 341 124 4 11 3 1192 96 90 348 5/21/2012 -r SD 341 124 4 138 1162 93 90 349 5/21/2012 FG SD 341 124 4 10 5 117 6 95 90 350 5/22/2012 FG SD 12 127 4 9 1 122 1 96 90 351 5/22/2012 FG SD 12 127 4 90 123 3 97 90 352 5/22/2012 FG SD 12 127 4 98 125 3 98 90 353 5/22/2012 FG SD 12 127 4 87 121 6 95 90 354 5/22/2012 FG SD 12 127 4 98 121 0 95 90 355 5/23/2012 FG SD 12 127 4 9 1 124 6 98 90 356 5/23/2012 FG SD 12 127 4 10 0 121 5 95 90 357 5/23/2012 FG SD 12 127 4 11 0 120 9 95 90 358 5/23/2012 FG SD 12 127 4 97 122 4 96 90 359 5/23/2012 FG SD 12 127 4 84 122 0 96 90 360 5/23/2012 FG SD 12 127 4 9 8 120 7 95 90 361 5/23/2012 FG SD 12 127 4 98 126 7 99 90 362 5/23/2012 FG SD 12 127 4 99 125 3 98 90 Retest Number DENSITY TEST RESULTS MTGL Project No 1251 AOI Log No 12-198 TABLE 5 8 Test Test Elevation/ Location/ Soil Max Dry Moisture Dry Relative Required No Date Depth Station Type Density Content Density Compaction Compaction [ft] [pcf] [%] [pcf] [%] [%] 363 5/23/2012 -2' SD 12 127 4 106 1182 93 90 364 5/23/2012 FG SD 12 127 4 99 120 1 94 90 365 5/24/2012 -r SD 12 127 4 93 1184 93 90 366 5/24/2012 FG SD 12 127 4 9 5 124 0 97 90 367 5/24/2012 -V SD 12 127 4 87 1166 92 90 368 5/24/2012 FG SD 12 127 4 99 'l20 1 94 90 369 5/24/2012 FG SD 12 127 4 100 1165 91 90 370 5/24/2012 FG Electncal 341 124 4 100 1170 94 90 371 5/24/2012 FG Electncal 341 124 4 10 9 120 6 97 90 372 5/24/2012 FG SD 12 127 4 10 7 1183 93 90 373 5/24/2012 FG SD 12 127 4 96 121 2 95 90 374 5/24/2012 FG SD 12 127 4 86 1179 93 90 375 5/24/2012 FG SD 12 127 4 102 120 1 94 90 376 5/24/2012 FG SD 12 127 4 10 3 1196 94 90 377 5/25/2012 -r Electncal 12 127 4 80 1150 90 90 378 5/25/2012 -1' Electncal 12 127 4 9 5 120 7 95 90 379 5/25/2012 -8" Electncal 12 127 4 7 5 125 3 98 90 380 5/25/2012 -8" Electncal 12 127 4 80 124 4 98 90 381 5/25/2012 FG SD 12 127 4 100 122 9 96 90 382 5/25/2012 FG SD 341 124 4 106 1148 92 90 383 5/25/2012 FG SD 341 124 4 103 1145 92 90 384 5/25/2012 FG SD 341 124 4 85 1135 91 90 385 thru 387 Not Used 388 5/29/2012 FG Waterline 12 127 4 84 118 6 93 90 389 5/29/2012 FG Waterline 12 127 4 92 1172 92 90 390 5/29/2012 -3' 6" Waterline 12 127 4 85 1190 93 90 391 5/29/2012 -r 6" Waterline 12 127 4 11 7 1162 91 90 392 5/29/2012 FG 6" Waterline 12 127 4 98 120 9 95 90 393 5/29/2012 FG 6" Waterline 12 127 4 10 1 120 4 95 90 394 5/29/2012 FG 6" Waterline 12 127 4 93 122 8 96 90 395 5/29/2012 FG 6" Waterline 12 127 4 10 0 120 7 95 90 396 5/29/2012 FG 6" Waterline 12 127 4 106 123 6 97 90 397 5/30/2012 ~ Electncal 12 127 4 94 117 9 93 90 398 5/30/2012 ~ Electncal 12 127 4 10 1 122 2 96 90 399 5/30/2012 Electncal 12 127 4 10 8 1188 93 90 400 5/30/2012 ~ Electncal 12 127 4 9 1 120 9 95 90 401 5/30/2012 Electncal 12 127 4 10 5 1188 93 90 402 5/30/2012 -Electncal 12 127 4 104 1176 92 90 403 5/30/2012 -8" Electncal 163 131 7 84 121 8 92 90 404 5/30/2012 -8" Electncal 163 131 7 74 123 9 94 90 405 5/31/2012 -r Electncal 12 127 4 93 1188 93 90 406 ' 5/31/2012 FG Electncal 12 127 4 9 1 118 1 93 90 407 5/31/2012 FG SD 12 127 4 94 125 0 98 90 408 5/31/2012 FG SD 12 127 4 87 125 5 99 90 409 5/31/2012 FG SD 12 127 4 105 1189 93 90 410 5/31/2012 FG SD 12 127 4 84 122 1 96 90 411 6/1/2012 FSG Electncal 12 127 4 108 125 5 99 90 412 6/1/2012 FSG Electncal 12 127 4 96 121 4 95 90 413 6/1/2012 FSG Electncal 12 127 4 100 1178 92 90 414 6/1/2012 -V SD 341 124 4 127 1148 92 90 415 6/1/2012 FSG SD 341 124 4 129 116 6 94 90 416 6/1/2012 -1' SD 341 124 4 130 114 7 92 90 Retest Number DENSITY TEST RESULTS MTGL Project No 1251 AOI Log No 12-198 TABLE 5 9 Test Test Elevation/ Location/ Soil Max Dry Moisture Dry Relative Requir No Date Depth Station Type Density Content Density Compaction Compac [ft] [pcf] [%] [pcf] [%] [%] 417 6/1/2012 FSG SD 341 124 4 130 1138 91 90 418 6/1/2012 -2' SD 341 124 4 133 1169 94 90 419 6/1/2012 -r SD 341 124 4 11 3 1165 94 90 420 6/1/2012 FSG SD 341 124 4 11 7 1166 94 90 421 6/1/2012 FSG Sewer 341 124 4 12 4 114 1 92 90 422 6/1/2012 FSG Sewer 341 124 4 11 6 1168 94 90 423 6/1/2012 FSG SD 341 124 4 11 6 115 8 93 90 424 6/1/2012 FSG SD 341 124 4 12 6 1189 96 90 425 6/1/2012 FSG SD 341 124 4 130 1163 93 90 426 6/1/2012 FSG SD 341 124 4 11 3 1180 95 90 la 6/7/2012 FSG Plumbing 341 124 4 97 113 1 91 90 2a 6/7/2012 FSG Plumbing 341 124 4 92 1150 92 90 3a 6/7/2012 FSG Plumbing 341 124 4 89 1176 95 90 4a 6/7/2012 FSG Plumbing 341 124 4 86 1168 94 90 5a 6/7/2012 FSG Plumbing 341 124 4 10 7 1135 91 90 6a 6/8/2012 -4' Plumbing 341 124 4 11 1 1166 94 90 7a 6/8/2012 -1 5' Plumbing 341 124 4 9 7 115 7 93 90 8a 6/8/2012 FSG Plumbing 163 131 7 69 120 5 91 90 9a 6/8/2012 FSG Plumbing 163 131 7 77 122 6 93 90 10a 6/8/2012 FSG Plumbing 163 131 7 72 122 9 93 90 11a 6/8/2012 FSG Plumbing 163 131 7 8 1 120 2 91 90 12a 6/8/2012 FSG Plumbing 163 131 7 68 124 1 94 90 13a 6/13/2012 FSG Paving 15 120 1 109 1170 97 95 14a 6/13/2012 FSG Paving 15 120 1 127 1164 97 95 15a 6/13/2012 FSG Paving 15 120 1 12 9 114 1 95 95 16a 6/13/2012 FSG Paving 15 120 1 11 6 1195 100 95 17a 6/13/2012 FSG Paving 15 120 1 134 1160 97 95 18a 6/13/2012 FSG Paving 15 120 1 109 1155 96 95 19a 6/13/2012 FSG Paving 15 120 1 130 117 3 98 90 20a 6/13/2012 FSG Paving 15 120 1 12 1 1156 96 90 21a 6/19/2012 -r Plumbing 341 124 4 12 6 1144 92 90 22a 6/19/2012 FSG Plumbing 341 124 4 13 1 115 1 93 90 23a 6/19/2012 FSG Plumbing 341 124 4 12 8 1136 91 90 427 6/20/2012 148 Plumbing 341 124 4 134 1194 96 90 428 6/20/2012 148 Plumbing 341 124 4 10 6 1169 94 90 429 6/20/2012 148 Plumbing 341 124 4 10 1 1100 88 90 429R 6/20/2012 148 Plumbing 341 124 4 11 3 116 7 94 90 430 6/20/2012 148 Plumbing 341 124 4 11 0 1144 92 90 431 6/20/2012 148 Plumbing 341 124 4 12 2 114 1 92 90 432 6/20/2012 148 Plumbing 341 124 4 12 8 1174 94 90 433 6/20/2012 148 Plumbing 341 124 4 12 6 119 1 96 90 434 6/20/2012 148 Plumbing 341 124 4 11 6 1182 95 90 435 6/21/2012 148 Plumbing 341 124 4 10 8 113 1 91 90 436 6/21/2012 148 Plumbing 341 124 4 11 7 1148 92 90 437 6/21/2012 148 Plumbing 341 124 4 109 1148 92 90 438 8/6/2012 FSG Plumbing 341 124 4 125 1168 94 90 439 8/6/2012 FSG Plumbing 341 124 4 12 7 112 1 90 90 440 9/21/2012 -2' Walkway 341 124 4 129 1176 95 90 441 9/21/2012 -2' Walkway 341 124 4 12 0 122 0 98 90 442 9/21/2012 -1' Walkway 341 124 4 11 4 116 8 94 90 443 9/25/2012 139 Paving 341 124 4 12 1 1183 95 90 444 9/25/2012 139 Paving 341 124 4 12 5 1177 95 90 Retest Number 429R DENSITY TEST RESULTS MTGL Project No 1251 AOI Log No 12-198 TABLE 5 10 Test Test Elevation/ Location/ Soil Max Dry Moisture Dry Relative Requir No Date Depth Station Type Density Content Density Compaction Compac [ft] [pcf] [%] [pcf] [%] [%] 445 9/25/2012 FBG Paving 15 120 1 98 116 1 97 95 446 9/25/2012 FBG Paving 15 120 1 94 115 1 96 95 447 9/26/2012 139 Wall 341 124 4 11 5 1143 92 90 448 9/26/2012 140 4 Wall 341 124 4 12 1 1149 92 90 449 9/26/2012 141 Wall 341 124 4 128 1130 91 90 450 9/26/2012 138 7 Wall 341 124 4 12 5 1158 93 90 451 9/26/2012 139 4 Wall 341 124 4 11 9 1164 94 90 452 9/26/2012 140 Wall 341 124 4 12 4 1140 92 90 453 9/27/2012 140 67 Wall 341 124 4 11 1 1136 91 90 454 9/27/2012 140 67 Wall 341 124 4 12 1 1123 90 90 455 9/27/2012 FBG Wall 15 120 1 99 114 3 95 95 456 9/27/2012 FBG Paving 15 120 1 108 1145 95 95 457 9/27/2012 FBG Paving 15 120 1 11 2 1150 96 95 458 9/27/2012 FBG Paving 15 120 1 11 5 1142 95 95 459 9/27/2012 FBG Paving 15 120 1 130 1152 96 95 460 9/27/2012 FBG Paving 15 120 1 13 5 1144 95 95 461 9/27/2012 FBG Paving 15 120 1 138 1146 95 95 24a 11/8/2012 -2 5' Wall 3 341 124 4 67 1165 94 90 25a 11/8/2012 FSG Wall 3 341 124 4 7 5 1143 92 90 26a 11/8/2012 -V Wall 3 341 124 4 63 118 1 95 90 27a 11/8/2012 FSG Wall 3 341 124 4 7 8 115 2 93 90 28a 11/8/2012 -2' Ped Ramp 341 124 4 65 1173 94 90 29a 11/8/2012 -2' Ped Ramp 341 124 4 79 1156 93 90 30a 11/8/2012 -1' Ped Ramp 341 124 4 8 7 114 1 92 90 31a 11/8/2012 FSG Ped Ramp 341 124 4 7 8 120 7 97 90 32a 11/8/2012 FSG Ped Ramp 341 124 4 11 5 1160 93 90 33a 11/8/2012 FSG Ped Ramp 341 124 4 90 1185 95 90 451a 12/11/2012 FSG Curb/Gutter 341 124 4 87 121 2 97 90 452a 12/11/2012 FSG Curb/Gutter 341 124 4 103 123 0 99 90 453a 12/11/2012 FSG Curb/Gutter 341 124 4 92 122 1 98 90 454a 12/11/2012 FSG Sidewalk 436 137 7 52 124 1 90 90 455a 12/11/2012 FSG Sidewalk 436 137 7 5 1 126 1 92 90 456a 12/11/2012 FSG Sidewalk 436 137 7 5 1 125 4 91 90 457a 12/12/2012 FSG NE Road Entr 341 124 4 11 4 123 9 100 95 458a 12/12/2012 FSG NE Road Entr 341 124 4 11 3 121 7 98 95 459a 12/12/2012 FSG NE Road Entr 436 137 7 58 133 3 97 95 460a 12/12/2012 FSG NE Road Entr 436 137 7 52 131 7 96 95 461a 12/12/2012 FSG NE Road Entr 436 137 7 54 131 0 95 95 462 12/12/2012 FSG NE Road Entr 341 124 4 10 3 122 7 99 95 463 12/12/2012 FSG SW Sidewalk 341 124 4 102 1136 91 90 464 12/12/2012 FSG SW Sidewalk 341 124 4 10 5 1172 94 90 465 12/12/2012 FSG SW Sidewalk 341 124 4 108 1173 94 90 466 12/19/2012 FSG SW Road Ent 12 127 4 11 8 124 0 97 95 467 12/19/2012 FSG SW Road Ent 12 127 4 109 121 3 95 95 468 12/19/2012 FSG SW Road Ent 12 127 4 11 3 121 2 95 95 469 12/19/2012 FSG SW Road Ent 12 127 4 93 121 1 95 95 470 12/19/2012 FSG SW Road Ent 12 127 4 102 125 9 99 95 471 12/19/2012 FSG SW Road Ent 12 127 4 11 5 122 0 96 95 472 12/19/2012 FSG SW Road Ent 12 127 4 102 121 1 95 95 473 12/19/2012 FSG SW Road Ent 12 127 4 102 122 7 96 95 474 12/19/2012 FSG SW Road Ent 12 127 4 102 121 0 95 95 475 12/20/2012 FSG Parking Lot 163 131 7 92 126 7 96 95 Retest Number DENSITY TEST RESULTS MTGL Project No 1251 AOI Log No 12-198 TABLE 5 11 Test Test Elevation/ Location/ Soil Max Dry Moisture Dry Relative Requir No Date Depth Station Type Density Content Density Compaction Compac [ft] [pcf] [%] [PCfj [%] [%] 476 12/20/2012 FSG Parking Lot 12 127 4 105 121 0 95 95 477 12/20/2012 FSG Parking Lot 163 131 7 99 128 2 97 95 478 12/20/2012 FSG Parking Lot 12 127 4 10 7 125 9 99 95 479 12/20/2012 FSG Parking Lot 12 127 4 128 123 7 97 95 480 12/21/2012 FSG Access Rd 12 127 4 95 121 8 96 95 481 12/21/2012 FSG Access Rd 12 127 4 11 5 124 9 98 95 482 12/21/2012 FSG Access Rd 12 127 4 11 3 123 4 97 95 483 12/22/2012 FBG Access Rd 15 120 1 134 1198 100 95 484 12/22/2012 FBG Access Rd 15 120 1 142 109 8 91 95 485 12/22/2012 FBG Access Rd 15 120 1 135 111 4 93 95 484R 12/27/2012 FBG Access Rd 15 120 1 12 5 1144 95 95 485R 12/27/2012 FBG Access Rd 15 120 1 13 1 1162 97 95 486 12/27/2012 FBG Access Rd 15 120 1 12 9 1160 97 95 487 12/27/2012 FBG Access Rd 15 120 1 137 1177 98 95 488 12/27/2012 FBG Access Rd 15 120 1 127 1153 96 95 489 12/27/2012 FBG Access Rd 15 120 1 139 1158 96 95 490 12/27/2012 FBG Access Rd 15 120 1 13 1 1160 97 95 491 12/27/2012 FBG Access Rd 15 120 1 132 1176 98 95 492 12/27/2012 FBG Access Rd 15 120 1 136 1175 98 95 493 12/27/2012 FBG Access Rd 15 120 1 137 1166 97 95 494 12/27/2012 FBG Access Rd 15 120 1 13 1 1158 96 95 495 1/4/2013 FG Access Rd AC 29 145 1 139 9 96 95 496 1/4/2013 FG Access Rd AC 29 145 1 139 4 96 95 497 1/4/2013 FG Access Rd AC 29 145 1 139 2 96 95 498 1/4/2013 FG Access Rd AC 29 145 1 139 6 96 95 499 1/4/2013 FG Access Rd AC 29 145 1 141 5 98 95 500 1/4/2013 FG Access Rd AC 29 145 1 139 0 96 95 501 1/4/2013 FG Access Rd AC 29 145 1 143 4 99 95 502 1/4/2013 FG Access Rd AC 29 145 1 139 3 96 95 503 1/4/2013 FG Access Rd AC 29 145 1 139 8 96 95 504 1/4/2013 FG Access Rd AC 29 145 1 139 2 96 95 505 1/4/2013 FG Access Rd AC 29 145 1 140 2 97 95 506 1/4/2013 FG Access Rd AC 29 145 1 140 2 97 95 507 1/17/2013 FSG Sidewalk 12 127 4 10 6 122 7 96 90 508 1/17/2013 FSG Sidewalk 12 127 4 10 2 127 0 100 90 509 1/17/2013 FSG Sidewalk 12 127 4 108 119 5 94 90 510 1/17/2013 FSG Sidewalk 12 127 4 93 121 8 96 90 511 1/17/2013 FSG Sidewalk 12 127 4 92 120 2 94 90 512 1/17/2013 FSG Sidewalk 12 127 4 10 3 122 1 96 90 513 1/24/2013 FSG Electncal 12 127 4 90 121 8 96 90 514 1/24/2013 FSG Electncal 12 127 4 95 121 9 96 90 515 1/24/2013 FSG Electncal 12 127 4 95 1186 93 90 516 2/21/2013 FBG N Fire Lane 15 120 1 126 1142 95 95 517 2/21/2013 FBG N Fire Lane 15 120 1 143 1156 96 95 518 2/21/2013 FBG N Fire Lane 15 120 1 138 1174 98 95 519 2/21/2013 FBG N Fire Lane 15 120 1 133 1182 98 95 520 2/21/2013 FBG N Fire Lane 15 120 1 133 1165 97 95 521 2/21/2013 FBG N Fire Lane 15 120 1 134 117 5 98 95 522 2/25/2013 FBG N Fire Lane 15 120 1 143 1124 94 95 523 2/25/2013 FBG N File Lane 15 120 1 11 1 1139 95 95 524 2/25/2013 FBG N Fire Lane 15 120 1 12 8 1162 97 95 525 2/27/2013 FBG N Fire Lane 15 120 1 11 3 1158 96 95 Retest Number 484R 485R 524 DENSITY TEST RESULTS MTGL Project No 1251 AOI Log No 12-198 TABLE 5 12 Test Test Elevation/ Location/ Soil Max Dry Moisture Dry Relative Required Retest No Date Depth Station Type Density Content Density Compaction Compaction Number [ft] [pcf] r/o] [pcf] [%] [%] 526 2/27/2013 FBG N Fire Lane 15 120 1 96 113 5 95 95 527 2/27/2013 FG Walkway 12 127 4 11 4 123 7 97 95 528 2/27/2013 FG Walkway 12 127 4 93 126 0 99 95 AC - Asphalt Concrete Comm - Communication FBG - Finished Base Grade FG - Finished Grade FSG - Finished Sub Grade SD - Storm Dram FINAL SOILS COMPACTION REPORT Legoland Hotel Carlsbad, California Prepared For Project Desi^pi Advisors 462 Stevens Avenue, Suite 106 San Diego, California 92075 Prepared By MTGL, hic 6295 Fems Square, Suite C San Diego, CA 92121 ProjectNo 1251 AOl Log No 12-198 A Geotechnical Engineering Construction Inspection [aterials Testing Environmental OmCF LOCAI lOiNS ORANGF COUNT Y CORPORA FE BRAN'CH 2992 E U Palma Avenue Suite A Anaheim, CA 92806 Tel 714 632 2999 Fax 714 632 2974 SAN DIEGO IMPERIAL COUNTY 6295 Fems Squaie Suite C SanDrego, CA 92121 Tel 858 537 3999 Fax 858 537 3990 INLAND EMPIRE 14467 Mendian Paikway Building 2A Riverside, CA 92518 Tel 951653 4999 Fax 951 653 4666 INDIO 44917 Golt Center Pkwy Suite 1 Indio, CA 92201 Tel 760 342 4677 Fax 760 342 4525 OC/LA/lNLAND EMPIRE DISPATCH 800 491 2990 SAN DIEGO DISPATCH 888 844 5060 March 29, 2013 Project Design Advisors ProjectNo 1251 AOI 462 Stevens Avenue, Suite 106 Log No 12-198 San Diego, Califorma 92075 Attention Mr Ted Giesing Subject FINAL SOILS COMPACTION REPORT Legoland Hotel Carlsbad, California Dear Mr Giesing We are pleased to present this report summanzing the results of the geotechnical testing and observation services provided for the Legoland^Hotel project in Carlsbad, California The purpose of the observation and testing services was to obtain information on which to base our professional opinions regarding the conformance of the earthwork construction with the approved project plans and specifications Our service dunng construction covers the observation and testing performed between December 2, 2011 and February 27, 2013 A soils technician was provided whenever requested or scheduled by the general contractor, R D Olson Construction Summary of Construction Operations In general, the project consisted of construction of a new three story hotel with associated dinning facility, courtyard, pool area, pool area restroom, and mechanical plant Additional site improvements included asphalt concrete dnveways and parking areas, grasspave fire access lane, walkways, geogrid retaining walls, CMU retaining walls, underground utility lines, and landscaping Pnor to construction, the site was used as a parking lot area for the Legoland park Legoland Hotel ProjectNo 1251 AOl Carlsbad, California Log No 12-198 Remedial Grading Remedial grading at the site consisted of removal of previously placed agncultural debns that was placed beneath the existing fill matenals and mitigation of a cut/fill transition within the influence of the building pad As part of previous grading activities at the site, agncultural debns was buned beneath fill matenals on the westem portion of the planned hotel site The agncultural debns was buned up to approximately fifty feet below existing grade The grading contractor, Sierra Pacific West, removed and stockpiled the existing fill matenals until they exposed the agncultural debns The agncultural debns was then removed fi-om the excavation and disposed of off-site The excavation was then backfilled with the stockpiled fill matenals and imported soils to finished grade surface As part of the excavation, a temporary shonng wall was constructed on the south side of the excavation to protect an existing utility The fill matenals Avere placed at a minimum relative compaction of 90 percent, except for fills that were deeper than 30 feet, those matenals were placed at minimum relative compaction of 93 percent To mitigate the cut/fill transition beneath the building pad, the shallow formational matenals beneath the building pad were excavated to a minimum depth of 10 feet below fmished grade The excavated soils were then placed as compacted fill matenal to a minimum relative compaction of 90 percent Site Improvements Improvements at the site included construction of hardscape, swimming pool, retaining walls, grasspave fire access lane, asphalt concrete dnveways and parking areas, and underground utilities Soils used for underground utility and retaining wall backfill were moisture conditioned and placed in 6 to 8 inch loose lifts and compacted Immediately pnor to pavement construction, the upper 12 inches of subgrade soils were scanfied, moisture conditioned and compacted Portions of the finished grade pavement areas subgrade exposed previously placed aggregate base which was scanfied, moisture conditioned and compacted Pavement sections were then constructed on the compacted subgrade There were portions of the pavement subgrade which were pumping The contractor reworked pumping areas by removing the subgrade in those affected areas and replacing the soil with dner on-site soils or aggregate base A Spectra tnaxial geognd matenal was used in portions of the subgrade to help with stabilizafion Page 2 of 4 Legoland Hotel ProjectNo 1251 AOl Carlsbad, California Log No 12-198 Fill Materials Fill soils used dunng construction consisted of yellowish brovra silty sand (SM), yellowish brown sandy silt (ML), brown silty sand (SM), crushed miscellaneous base (CMB), gray crushed gravel with sand, recycled class II base, aggregate base mixed with clayey sand, and brown aggregate base Representative soil samples were collected and laboratory testing consisting of maximum dry density and optimum moisture content was performed in general accordance with the test procedures outlined in ASTM D1557 The results of the laboratory testing are presented on Table 1 We sampled the finished pad grade soils and performed laboratory testing which included expansion index testmg, pH, resistivity, soluble sulfate and soluble chlonde The results of the laboratory testing are presented in Tables 3 and 4 Representative samples of the asphalt concrete used for paving were collected and laboratory testing consisting of Hveem unit weight was performed in general accordance with the test procedures outlined in ASTM D1560 The results of the asphalt concrete laboratory testing are presented on Table 2 Field Density/Moisture Testing In-place moisture and density tests were performed m general accordance with ASTM D 6938 for soils and aggregate base The results of these tests are tabulated in Tables 5 1 to 5 12 Field density tesfing was performed at random locafions and elevations The approximate locations of the field density test are shown on the Test Location Plans (Figures 1 thru 3) Foundation Excavations Foundation excavations were observed for the buildings on March 7, 13, 14, 15, 22, Apnl 9, May 4 and June 6, 2012 The foundations consisted of isolated and continuous shallow footings The subsurface condifions exposed in the foundafion excavafions are consistent with the anficipated soil conditions outlined in the approved project documents and are considered suitable for the support of the proposed structures Page 3 of4 Legoland Hotel Carlsbad, California ProjectNo 1251A01 Log No 12-198 Geotechnical Evaluation and Conclusions In our opinion, remedial grading, wall backfill, ufility trench backfill, and hardscape subgrade were placed in substantial conformance with the compaction cntena of 90 percent of the maximum dry density and 93 percent for fills placed deeper than 30 feet The upper 12 inches of pavement subgrade and aggregate base matenals were placed in substantial conformance with the compaction cntena of 95 percent of the maximum dry density The asphalt concrete was placed to at least 95 percent of the hveem unit weight The conclusions contained herein are based on the observations and testing performed between December 2, 2011 and February 27, 2013 No representations are made as to the quality and extent of matenals not observed Our services were perfonned using the degree of care and skill ordmanly exercised, under similar circumstances, by reputable soils engineers and geologists practicing in this or similar localities No warranty, expressed or implied, is made as to the conclusions and professional advice included in this report Our firm is not responsible for work not observed by us or for any changes that may occur outside of our purview, or after our inspections The saraples taken and used for testing, the observations made and the in-place field testing performed are believed representative of the project, however, soil and geological conditions can vary significantly between tested or observed locations If there are any questions, please do not hesitate to contact us Respectfiilly submitted, MTGL, Inc. Sam E Valdez, RCE 56226, GE 2813 Vice President | Engineenng Attachment Appendix A - Reference Figures 1 thru 3 - Test Location Plan Table 1 - Maximum Dry Density and Opfimum Moisture Content Test Results Table 2 - Asphalt Concrete Hveem Test Results Table 3 - Expansion Index Tests Table 4 - pH, Resisfivity, Sulfate & Chlonde Test Results Tables 5 1 to 5 7 - Density Test Results Page 4 of 4 APPENDIXA REFERENCES GSSI Structural Engineers, Structural Plans for Legoland Hotel, complete set Hoffinan Planning and Engineenng (2011) Grading Plans for Legoland Hotel, 16 Sheets, Approved on November 9, 2011 Leighton and Associates (2011) Updated Geotechnical Investigation, Proposed Legoland Hotel, Carlsbad, California, Project No 960151-034, May 2 MTGL hic (2011) Submittal 001-02004L-0001 - Temporary Shonng Design, Legoland Hotel, Carlsbad Ca/z/orma, MTGL Project No 1251 AOl, MTGL Log No 11-1442, November 30 MTGL Inc (2011) Geotechnical Engineer of Record, Legoland Hotel, Carlsbad, California, MTGL Project No 1251 AOl, MTGL Log No 11-1428, December 2 MTGL Inc (2011) Foundation/Grading Plan Review, Legoland Hotel, Carlsbad, California, MTGL Project No 1251 AO 1, MTGL Log No 11-1451, December 9 MTGL Inc (2012) Remedial Grading Site Meeting on January 24, 2012, Legoland Hotel, Carlsbad California, MTGL Project No 1251A01, MTGL Log No 12-022, January 25 ) MTGL hic (2012) Direct Shear Test Results for Wall Backfill, Legoland Hotel, Carlsbad, California, MTGL Project No 1251 AOl, MTGL Log No 12-027, February 6 MTGL Inc (2012) Partial Building Pad Certification Gnd Line 1 Through 37, Legoland Hotel, Carlsbad California, MTGL Project No I251A01, MTGL Log No 12-033, Febmary 20 MTGL Inc (2012) Partial Building Pad Certification Gnd Line 37 Through 62, Legoland Hotel, Carlsbad California, MTGL Project No 1251A01, MTGL Log No 12-038, Febmary 29 MTGL Inc (2012) R-Value Test Results - Dnvable Grass Area, Legoland Hotel, Carlsbad, California, MTGL Project No 1251A01, MTGL Log No 12-196, December 11 MTGL Inc (2013) Compaction Testing of Fire Access Road, Legoland Hotel, Carlsbad, Ca/z/orma, MTGL Project No 1251 AOl, MTGL Log No 13-178, March 21 i!i»^l°^-Ll-. 1?^ 471 469 -46; pff? 4/2-3 DWC ,31a, 32a,:33a« 488 " 499 S^2S^38P^4033Sss:404=:^' " 483 289 ^^41,1.^412 290/ 292 500—296^^ 297 -298 —EgQ^-s 299 11a / L 493 ,482'^^ 475 <^ 476 A 491 478 490' t47t7'a''l3 -''479 PC/? DIK 33J-2Y ^miAL ,_,_SHJS 3J-JS, J/ ^. Sff GRADING PLANS 1 DtVG 472-JA !(J CX PVT 24' 3D PER DWC 33J-2Y • FH ASSY PER DWG i-'2~3 •RELOCATES PVrL SEE SHT C-7 * _ 418—416 A;T» METER CiUSTER 47?-J 2#° SS mc CS" aT »r 5-7 \ -7^7i 1 ' KEY: 528 Density Test Number and Approximate Location 1" = 60' TEST LOCATION PLAN MTGL, INC PROJECTNO 1251A01 LOG NO 12-198 FIGURE 1 '.47-" ll^^-EX PVT SD UNE C-10 f7 Pff? om 333-2r SHT 40-4) 1 X / i7* EX PVT FH ro B£ Pgl^O^ATEO '0 - j», 1 j r f r 1 -EX PVT 30" S3 PEP DWG 333-2 r SWTS 3436 4f ^ fX PVT COA^ / r~£X PVT £LEC " C334 r7iT'^ _2 rTik -TV - 1» I t- h£w PV7 IS' SD PSn C-7 r-£'/ PVT 6 ' sm ^ X . X ^•'-^A7 / ^7X7^ --i'v%^'/ 7:^^'^ '-^f "^7^ •^0 BE RELOCATED PFM CAS sms .-EX PVl S" POT mp, TO BE REmVEO 337 340 > 341^ iffi \ 50^ St RELOCATED ,¥^58^ 4/ W 7 < • 7../PEREIIC SHfS ' I -la COM' COM VAU.T-^ '^^ TO BE REMOVED ^ E\ PVT 8' POT WTR TO BE REMOVED CX PVT ELEC TO Bf RELOCATED NEW PVT Ml-' 4/^338 C'UNf 6 5£-£- SKT C-3 •48 139^%'^ - \5a '46"-^«»5 \ - ' - V £y PVT 3 POP WTR > 77. I sc RELOCATED \.. cr PVl ELEC ro —^ EX p^r ELEC VAUL T - 8C PELXATED ro BE REMOVED \ W 1 \ EX TO BE~7' iRtiOCATEO PER owe •'72-3 \ X. — EX PVT 8" POT mp TO BE REMOVED \ EX PVT ELEC & COM ro BC RELOCATED P£» SIC. ShTS iym PW sm »H ^4-a PW 3" sm ^ I'B •» .S 344'rx / •^Ex pvT acc ro-' / sc RELOCATED "'^ y—a P</T TEL 70 / 8£ RBMCAim •*,275'=-279-S-if ~ — PEPLACED UNE C /PVT Jo' 50 P£/?-—- .Dfe'C 477-3^ SHT 10 '''' ^ I 1! 1 f 'LM SF K _ Iv -.^-Xs-!E ze, SEE SfitCS - V -EX sm LAT % - EX PVr IS" so UNE C6~^ ' PEP DWG .313-?r, SH-i 33-35, 37 j •?V7 S\m MH -^19] s. T38 ^ y<y 23a^ 22a ' 2:1a / -181^/^ - •ncn c,/-"" n-' ','1'30 *40'«V"^'41A#^ TrfEESHT ^ \ JY '28 w*^ Lr ^ -^^^ . > ,1 t7^tJd3a~^_:::ir~™^- E% PVT 6-PEC mP-^, ! I fp^f^^^^'gg %__^„^-^^_yp -/ ^0 er PEuovED ' tX P'/r 3' S'Af?_^' ,V£W ?1/T «" » TO 3C RCMOVCD f ffi aj ra B£ ^tfOVED X •" :¥7. 16,-. 13a //< 2a/, °1 62l/«C 28" / -C/ Pl/SLfC a' »TJ? PC/? 0*5 333- ?7 SEE OV%5e2-3A SHT ifl (•/fj'1 tfa'^ SWRJ<^-329' 330 -1-3 455 ; 276 , ,. a • P&'2^'^*G 4 72-3 J -£)DC,453:/? Oi'.'G 472-443 - 444 "454-^ i 449,J50445 446 PS? acsc-i-m-Qmam 7'77 ^i7'^'£^ , ——— ^ SHTS 33-35, 37 289 33t a e^a 1 S -_14^ 64 14a 459 \ -15-332 Nt<A^?^/T sm MH-^'^.\Q^ 65 ^66 ii/ 63 460 461 68 17a ^346==:34-7-_„..jj:.r348— • .•rth Di'/G 333~2Y sec GRADtNC PLA'^IS D'.\C 472-JA SHT W FH ASSrTy ' "ER DWC 47?-j\ SEE SHT C-7 ^ -mOCATED PVT sr S3 'ifNf «• SHT ^7 349-WTl? TCR CLUSTI •'-^ipEP DWG 472-3 sy PVT 38' SD- i I i i I k 528 Density Test Number and Approximate Location 1" = 60' TEST LOCATION PLAN MTGL, INC PROJECTNO 1251A01 LOG NO 12-198 FIGURE 2 Tj' S^^%^ ... <7T\K \ KEY: 528 Density Test Number and Approximate Location 1" = 60' TEST LOCATION PLAN MTGL, INC PROJECTNO 1251A01 LOG NO 12-198 FIGURES Legoland Hotel Carlsbad, California ProjectNo 1251A01 Log No 12-198 TABLE 1 MAXIMUM DRY DENSITY AND OPTIMUM MOISTURE CONTENT TEST RESULTS (ASTM D 1557) Lab No. Description Dry Density (pcf) Optimum Moisture (%) 11-341 Yellowish brown Silty Sand (SM) 124 4 106 11-342 Yellowish brown Sandy Silt (ML) 123 8 10 6 12-12 Brown Silty Sand (SM) 127 4 98 12-15 Cmshed Miscellaneous Base 120 1 12 8 12-59 Gray Cmshed Gravel with sand 134 7 82 12-139 Recycled Class II Base 127 1 77 12-163 Aggregate Base (AB) mixed with Clayey Sand (SC) 131 7 85 12-436 Exisfing Brown Aggregate Base (AB) 137 7 66 TABLE 2 ASPHALT CONCRETE HVEEM TEST RESULTS (ASTM D 1560) Lab No. Description Hveem Unit Weight (pcf) 12-140 Vi-mch Asphalt Concrete 139 4 13-29 '/2-inch Asphalt Concrete 145 1 Legoland Hotel Carlsbad, California ProjectNo 1251A01 Log No 12-198 TABLE 3 EXPANSION INDEX TESTS (ASTM D 4829) Lab No. Description Expansion Index Expansion Potential 12-46 Brown Silty Sand (SM) 17 Very Low 12-47 Brown Silty Sand (SM) 12 Very Low 12-48 Brown Silty Sand (SM) 26 Low 12-54 ' Tan Clayey Sand (SC) 30 Low TABLE 4 pH, RESISTIVITY, SULFATE & CHLORIDE TEST RESULTS Sample No. Description pH [CAL 643] Resistivity (ohm-cm) [CAL 643] Soluble Sulfate (ppm) [CAL 417] Soluble Chloride (ppm) [CAL 442] S-1 Brown Silty Sand (SM) 69 600 max 354 470 S-2 Brown Silty Sand (SM) 70 600 max 288 520 S-3 Brown Silty Sand (SM) 69 600 max 284 495 DENSITY TEST RESULTS MTGL Project No 1251A01 Log No 12-198 TABLE 5 1 Test Test Elevation/ Location/ Soil Max Dry Moisture Dry Relative Required Retest No Date Depth Station Type Density Content Density Compaction Compaction Number lft] [pcf] [%] [pcf] [%] [%] 1 12/9/2011 -6" HV Elect 341 124 4 142 1154 93 90 2 12/9/2011 -6" HV Elect 341 124 4 124 1184 95 90 3 12/22/2011 -4' 12" SD 341 124 4 109 1139 92 90 4 12/22/2011 -2' 12" SD 341 124 4 11 3 113 2 91 90 5 12/22/2011 -r 12" SD 341 124 4 10 6 1134 91 90 6 12/27/2011 -2' SD 341 124 4 9 1 118 1 95 90 7 12/27/2011 -3' SD 341 124 4 93 117 1 94 90 8 12/27/2011 FSG SD 342 123 8 109 1188 96 90 9 12/27/2011 -2' SD 341 124 4 124 112 0 90 90 10 12/27/2011 -3' SD 341 124 4 10 5 115 0 92 90 11 12/27/2011 -1' 8" Waterline 341 124 4 98 1164 94 90 12 12/28/2011 -r 6" Sewer 341 124 4 11 9 120 7 97 90 13 12/28/2011 -r 6" Sewer 341 124 4 109 1190 96 90 14 12/28/2011 -2' 6" Sewer 341 124 4 11 1 121 2 97 90 15 12/30/2011 142 6" Sewer 341 124 4 11 1 120 0 96 90 16 12/30/2011 141 6" Sewer 341 124 4 11 4 1190 96 90 17 12/30/2011 144 8" Sewer 341 124 4 15 8 104 3 84 90 18 18 12/30/2011 142 8" Sewer 341 124 4 10 9 119 8 96 90 19 1/2/2012 142 8" Sewer 341 124 4 13 2 112 8 91 90 20 1/2/2012 145 8" Sewer 341 124 4 12 8 115 7 93 90 21 1/2/2012 143 8" Sewer 341 124 4 11 5 119 1 96 90 22 1/3/2012 149 8" Sewer 341 124 4 11 4 1160 93 90 23 1/3/2012 150 8" Sewer 341 124 4 108 120 0 96 90 24 1/4/2012 -4' 8" Sewer 341 124 4 108 1195 96 90 25 1/4/2012 -2' 8" Sewer 341 124 4 10 6 119 1 96 90 26 1/4/2012 FSG 6" Waterline 341 124 4 142 1120 90 90 27 1/4/2012 FSG 6" Waterline 341 124 4 14 7 113 1 91 90 28 1/4/2012 FSG 6" Waterline 341 124 4 11 1 117 0 94 90 29 1/5/2012 150 8" Waterline 341 124 4 11 1 121 7 98 90 30 1/5/2012 150 8" Waterline 341 124 4 11 3 120 9 97 90 31 1/5/2012 FSG 3" Electrical 341 124 4 12 4 115 3 93 90 32 1/6/2012 145 3" Electncal 341 124 4 144 1167 94 90 33 1/6/2012 -2' 8" Waterline 341 124 4 11 0 122 1 98 90 34 1/9/2012 148 8" Wateriine 341 124 4 106 1135 91 90 35 1/9/2012 148 8" Waterline 341 124 4 11 0 116 1 93 90 36 1/9/2012 148 8" Waterline 341 124 4 17 1 105 7 85 90 37 37 1/9/2012 147 8" Waterline 341 124 4 11 4 1138 91 90 38 1/9/2012 148 8" Waterline 341 124 4 12 6 113 1 91 90 39 1/9/2012 147 8" Waterline 341 124 4 128 1139 92 90 40 1/9/2012 147 8" Waterline 341 124 4 11 5 1147 92 90 41 1/9/2012 152 8" Waterline 341 124 4 11 9 114 5 92 90 42 1/9/2012 147 6" Waterline 341 124 4 12 8 1120 90 90 43 1/9/2012 150 6" Wateriine 341 124 4 102 1135 91 90 44 1/9/2012 150 8" Waterline 341 124 4 93 1197 96 90 45 1/9/2012 -2' 8" Waterline 341 124 4 11 6 1146 92 90 46 1/10/2012 148 8" Waterline 341 124 4 11 6 1177 95 90 47 1/10/2012 149 8" Waterline 341 124 4 11 0 1138 91 90 48 1/11/2012 150 8" Waterline 341 124 4 13 7 111 7 90 90 49 1/11/2012 148 8" Waterline 341 124 4 10 1 1182 95 90 50 1/11/2012 150 8" Waterline 341 124 4 104 120 4 97 90 51 1/11/2012 150 8" Waterline 341 124 4 103 1160 93 90 52 1/11/2012 148 8" Waterline 341 124 4 13 5 1158 93 90 DENSITY TEST RESULTS MTGL Project No 1251A01 Log No 12-198 TABLE 5 2 Test Test Elevation/ Location/ Soil Max Dry Moisture Dry Relative Required Retest No Date Depth Station Type Density Content Density Compaction Compaction Number [ft] [pcf] [%] [pcf] [%] [%] 53 1/11/2012 148 8" Waterline 341 124 4 11 3 112 5 90 90 54 1/11/2012 148 8" Waterline 341 124 4 12 9 115 1 93 90 55 1/11/2012 148 HV Elect 341 124 4 14 1 103 4 83 90 58 56 1/11/2012 148 HV Elect 341 124 4 14 1 111 2 89 90 59 57 1/11/2012 150 HV Elect 341 124 4 11 4 1178 95 90 58 1/12/2012 -6" HV Elect 341 124 4 106 112 0 90 90 59 1/12/2012 -6" HV Elect 341 124 4 104 114 7 92 90 60 1/12/2012 -r HV Elect 341 124 4 98 1163 93 90 61 1/17/2012 FSG Emergency Rd 341 124 4 15 1 119 9 96 90 62 1/17/2012 FSG Emergency Rd 341 124 4 10 6 125 6 101 90 63 1/18/2012 FBG Emergency Rd 15 120 1 11 8 111 8 93 90 64 1/18/2012 FBG Emergency Rd 15 120 1 107 112 0 93 90 65 1/18/2012 FBG Emergency Rd 15 120 1 10 9 113 1 94 90 66 1/18/2012 FBG Emergency Rd 15 120 1 12 1 1102 92 90 67 1/18/2012 FBG Emergency Rd 15 120 1 132 1179 98 90 68 1/18/2012 FBG Emergency Rd 15 120 1 11 6 112 7 94 90 69 1/19/2012 149 HV Elect 341 124 4 12 0 1186 95 90 70 1/25/2012 120 Over-Ex 341 124 4 132 116 8 94 93 71 1/25/2012 122 Over-Ex 341 124 4 123 1175 94 93 72 1/26/2012 126 Over-Ex 341 124 4 144 115 1 93 90 73 1/26/2012 128 Over-Ex 341 124 4 149 114 0 92 90 74 1/26/2012 132 Over-Ex 341 124 4 12 2 122 2 98 90 75 1/28/2012 134 Over-Ex 341 124 4 139 113 5 91 90 76 1/28/2012 136 Over-Ex 341 124 4 10 5 1168 94 90 77 1/28/2012 138 Over-Ex 341 124 4 11 6 1168 94 90 78 1/30/2012 . 140 Over-Ex 341 124 4 11 5 120 0 96 90 79 1/30/2012 142 Over-Ex 341 124 4 11 8 122 2 98 90 80 1/30/2012 144 Over-Ex 341 124 4 11 3 122 0 98 90 81 1/31/2012 146 Over-Ex 341 124 4 145 1154 93 90 82 2/1/2012 102 Over-Ex 341 124 4 104 1160 93 93 83 2/1/2012 104 Over-Ex 342 123 8 11 1 1148 93 93 84 2/1/2012 106 Over-Ex 342 123 8 102 1165 94 93 85 2/1/2012 108 Over-Ex 342 123 8 11 5 116 1 94 93 86 2/1/2012 110 Over-Ex 342 123 8 130 1155 93 93 87 2/2/2012 116 Over-Ex 341 124 4 120 1170 94 93 88 2/2/2012 118 Over-Ex 341 124 4 12 1 1190 96 93 89 2/2/2012 120 Over-Ex 341 124 4 11 2 116 7 94 93 90 2/4/2012 106 Over-Ex 341 124 4 154 1154 93 93 91 2/4/2012 109 Over-Ex 341 124 4 154 1152 93 93 92 2/4/2012 127 Over-Ex 341 124 4 135 110 0 88 90 93 93 2/4/2012 129 Over-Ex 341 124 4 14 5 1166 94 90 94 2/4/2012 115 Over-Ex 341 124 4 83 1166 94 93 95 2/4/2012 126 Over-Ex 341 124 4 154 112 2 90 90 96 2/4/2012 140 Over-Ex 341 124 4 14 3 1134 91 90 97 2/4/2012 123 Over-Ex 341 124 4 137 1153 93 90 98 2/6/2012 136 Over-Ex 341 124 4 99 1179 95 90 99 2/6/2012 134 Over-Ex 341 124 4 138 1159 93 90 100 2/6/2012 125 Over-Ex 341 124 4 132 1130 91 90 101 2/6/2012 132 Over-Ex 341 124 4 11 1 117 1 94 90 102 2/6/2012 129 Over-Ex 341 124 4 99 121 5 98 90 103 2/6/2012 120 Over-Ex 341 124 4 135 1170 94 93 104 2/6/2012 118 Over-Ex 341 124 4 11 5 1176 95 93 DENSITY TEST RESULTS MTGL Project No 1251 AOI Log No 12-198 TABLE 5 3 Test Test Elevation/ Location/ Soil Max Dry Moisture Dry Relative Required No Date Depth Station Type Density Content Density Compaction Compaction [ft] [pcf] [%] [pcf] [%] [%] 105 2/6/2012 122 Over-Ex 341 124 4 12 6 1164 94 90 106 2/6/2012 124 Over-Ex 341 124 4 130 1153 93 90 107 2/6/2012 126 Over-Ex 341 124 4 140 1186 95 90 108 2/6/2012 134 Over-Ex 341 124 4 12 7 1149 92 90 109 2/6/2012 128 Over-Ex 341 124 4 136 115 8 93 90 110 2/7/2012 128 Over-Ex 341 124 4 14 5 1146 92 90 111 2/7/2012 134 Over-Ex 341 124 4 109 122 7 99 90 112 2/7/2012 135 Over-Ex 341 124 4 107 1196 96 90 113 2/7/2012 130 Over-Ex 341 124 4 103 1144 92 90 114 2/7/2012 132 Over-Ex 341 124 4 11 7 1169 94 90 115 2/7/2012 134 Over-Ex 341 124 4 12 1 114 3 92 90 116 2/7/2012 136 Over-Ex 341 124 4 12 1 1194 96 90 117 2/7/2012 138 Over-Ex 341 124 4 12 6 118 1 95 90 118 Not Used 119 2/9/2012 142 Over-Ex 341 124 4 11 2 118 1 95 90 120 2/9/2012 135 SD 341 124 4 11 7 116 7 94 90 121 2/9/2012 135 SD 341 124 4 11 9 1176 95 90 122 2/9/2012 134 Over-Ex 341 124 4 12 0 1196 96 90 123 2/9/2012 136 Over-Ex 341 124 4 12 9 1130 91 90 124 2/9/2012 138 Over-Ex 341 124 4 130 1125 90 90 125 2/9/2012 140 Over-Ex 341 124 4 10 7 1159 93 90 126 2/9/2012 137 Over-Ex 341 124 4 11 2 1138 91 90 127 2/9/2012 136 Over-Ex 341 124 4 12 0 117 9 95 90 128 2/10/2012 143 Over-Ex 341 124 4 10 5 1149 92 90 129 2/10/2012 142 Over-Ex 341 124 4 95 1149 92 90 130 2/10/2012 146 Over-Ex 341 124 4 10 1 1167 94 90 131 2/10/2012 144 Over-Ex 341 124 4 106 1156 93 90 132 2/10/2012 141 Over-Ex 341 124 4 12 9 115 7 93 90 133 2/10/2012 143 Over-Ex 341 124 4 139 115 7 93 90 134 2/10/2012 147 Over-Ex 341 124 4 124 1149 92 90 135 2/10/2012 147 Over-Ex 341 124 4 133 1137 91 90 136 2/10/2012 139 Over-Ex 341 124 4 125 1172 94 90 137 2/10/2012 142 Over-Ex 341 124 4 11 0 1156 93 90 138 2/11/2012 149 Over-Ex 341 124 4 140 1165 94 90 139 2/11/2012 149 Over-Ex 341 124 4 13 1 117 3 94 90 140 2/14/2012 142 6" Sewer 341 124 4 137 1132 91 90 141 2/14/2012 146 6" Sewer 341 124 4 95 121 6 98 90 142 2/14/2012 150 6" Sewer 341 124 4 11 8 1182 95 90 143 2/14/2012 143 12" SD 341 124 4 11 0 1175 94 90 144 2/14/2012 147 12" SD 341 124 4 10 5 1130 91 90 145 2/14/2012 151 12" SD 341 124 4 104 1162 93 90 146 2/11/2012 150 Over-Ex 341 124 4 128 1130 91 90 147 2/11/2012 149 Over-Ex 341 124 4 158 114 1 92 90 148 2/11/2012 151 3 Over-Ex 341 124 4 11 4 112 8 91 90 149 2/11/2012 148 Over-Ex 341 124 4 11 0 1152 93 90 150 2/15/2012 147 5 Over-Ex 341 124 4 103 1174 94 90 151 2/15/2012 149 Over-Ex 341 124 4 10 3 120 8 97 90 152 2/15/2012 148 Over-Ex 341 124 4 126 122 0 98 90 153 2/15/2012 149 Over-Ex 341 124 4 12 0 1190 96 90 154 2/15/2012 151 5 Over-Ex 341 124 4 109 1194 96 90 155 2/17/2012 149 3 Over-Ex 341 124 4 136 1168 94 90 156 2/17/2012 149 3 Over-Ex 341 124 4 12 3 121 1 97 90 Retest Number DENSITY TEST RESULTS MTGL Project No 1251 AOI Log No 12-198 TABLE 5 4 Test Test Elevation/ Location/ Soil Max Dry Moisture Dry Relative Requir No Date Depth Station Type Density Content Density Compaction Compac [ft] [pcf] [%] [pcf] [%] [%] 157 2/17/2012 149 3 Over-Ex 341 124 4 140 120 4 97 90 158 2/17/2012 149 3 Over-Ex 341 124 4 13 9 119 1 96 90 159 2/17/2012 149 3 Over-Ex 341 124 4 122 121 8 98 90 160 2/17/2012 149 3 Over-Ex 341 124 4 10 1 119 9 96 90 161 2/17/2012 147 3 Over-Ex 341 124 4 136 119 6 96 90 162 2/17/2012 147 3 Over-Ex 341 124 4 12 2 120 5 97 90 161a 2/20/2012 146 5 8"SD 341 124 4 11 4 1184 95 90 162a 2/20/2012 148 5 8"SD 341 124 4 11 3 1174 94 90 163 2/20/2012 150 5 8"SD 341 124 4 11 7 1175 94 90 164 2/21/2012 146 5 8"SD 341 124 4 107 1186 95 90 165 2/21/2012 148 5 8"SD 341 124 4 11 0 1180 95 90 166 2/21/2012 150 5 8" SD 341 124 4 11 1 117 5 94 90 167 2/21/2012 146 5 8"SD 341 124 4 11 3 1166 94 90 168 2/21/2012 148 6"SD 341 124 4 12 1 1157 93 90 169 2/21/2012 144 8" SD 341 124 4 11 3 1174 94 90 170 2/21/2012 146 8"SD 341 124 4 109 117 1 94 90 171 2/22/2012 149 8"SD 341 124 4 11 1 1162 93 90 172 2/22/2012 151 6"SD 341 124 4 11 3 1168 94 90 173 2/22/2012 146 6"SD 341 124 4 150 1150 92 90 174 2/22/2012 148 6"SD 341 124 4 136 1162 93 90 175 2/22/2012 149 Over-Ex 341 124 4 11 1 112 7 91 90 176 2/23/2012 , 143 Over-Ex 341 124 4 13 1 114 7 92 90 177 2/23/2012 143 Over-Ex 12 127 4 88 1186 93 90 178 2/23/2012 146 Over-Ex 12 127 4 107 120 3 94 90 179 2/23/2012 144 Over-Ex 12 127 4 11 2 115 8 91 90 180 2/23/2012 142 Over-Ex 12 127 4 9 7 123 0 97 90 181 2/23/2012 FSG Over-Ex 341 124 4 13 6 1130 91 90 182 2/23/2012 146 Over-Ex 12 127 4 104 1196 94 90 183 2/23/2012 FSG Over-Ex 341 124 4 10 2 121 4 98 90 184 2/23/2012 FSG Over-Ex 341 124 4 98 1196 96 90 185 2/23/2012 FSG Over-Ex 341 124 4 11 3 1167 94 90 186 2/24/2012 146 Over-Ex 12 127 4 98 122 3 96 90 187 2/24/2012 148 Over-Ex 12 127 4 9 8 117 6 92 90 188 2/24/2012 FSG Over-Ex 12 127 4 105 118 1 93 90 189 2/24/2012 FSG Over-Ex 12 127 4 11 0 1159 91 90 190 2/24/2012 150 Over-Ex 12 127 4 10 5 1195 94 90 191 2/24/2012 FSG 8" SD 341 124 4 106 1132 91 90 192 2/27/2012 FSG Over-Ex 341 124 4 92 1172 94 90 193 2/27/2012 FSG Over-Ex 341 124 4 125 116 0 93 90 194 2/27/2012 151 3 Over-Ex 12 127 4 94 1173 92 90 195 2/27/2012 FSG Over-Ex 12 127 4 95 1168 92 90 196 2/29/2012 151 3 Over-Ex 12 127 4 106 117 7 92 90 197 2/29/2012 151 3 Over-Ex 12 127 4 108 1183 93 90 198 3/1/2012 151 3 Over-Ex 341 124 4 100 123 5 99 90 199 3/1/2012 151 3 Over-Ex 341 124 4 130 1145 92 90 200 3/1/2012 149 Sewer 341 124 4 130 1177 95 90 201 3/1/2012 149 Sewer 341 124 4 12 9 1174 94 90 202 3/1/2012 147 8"SD 341 124 4 107 111 8 90 90 203 3/1/2012 FSG 8" SD 341 124 4 11 4 1124 90 90 204 3/1/2012 148 Electncal 341 124 4 156 114 0 92 90 205 3/1/2012 FSG Sewer 341 124 4 147 1184 95 90 206 3/1/2012 FSG 8"SD 341 124 4 11 6 1152 93 90 Retest Number DENSITY TEST RESULTS MTGL Project No 1251 AOI Log No 12-198 TABLE 5 5 Test Test Elevation/ Location/ Soil Max Dry Moisture Dry Relative Requir No Date Depth Station Type Density Content Density Compaction Compac [ft] [pcf] [%] [pcf] [%] [%] 207 3/1/2012 FSG Electncal 341 124 4 150 117 5 94 90 208 3/1/2012 FSG Electncal 341 124 4 144 1104 89 90 209 3/1/2012 -1' Electncal 341 124 4 152 1159 93 90 210 3/3/2012 FSG Electncal 341 124 4 12 8 117 5 94 90 211 3/3/2012 FSG Electncal 341 124 4 12 0 120 7 97 90 212 3/5/2012 FSG Plumbing 341 124 4 103 113 1 91 90 213 3/5/2012 FSG Comm 341 124 4 166 1136 91 90 214 3/5/2012 FSG Plumbing 341 124 4 105 113 2 91 90 215 3/5/2012 FSG Plumbing 341 124 4 10 7 122 3 98 90 216 3/5/2012 FSG 8"SD 341 124 4 10 9 1193 96 90 217 3/5/2012 FSG 8"SD 341 124 4 107 120 9 97 90 218 3/5/2012 150 Plumbing 341 124 4 106 113 1 91 90 219 3/5/2012 150 Plumbing 341 124 4 108 1138 91 90 220 3/6/2012 150 Sewer 12 127 4 10 7 1176 92 90 221 3/6/2012 151 Sewer 12 127 4 11 8 117 6 92 90 222 3/6/2012 151 Sewer 12 127 4 96 1174 92 90 223 3/6/2012 151 Sewer 12 127 4 99 1176 92 90 224 3/6/2012 151 Sewer 12 127 4 10 7 1166 92 90 225 3/6/2012 FSG Piumbing 341 124 4 106 113 1 91 90 226 3/6/2012 FSG Plumbing 341 124 4 108 1157 93 90 227 3/6/2012 FSG Plumbing 341 124 4 99 114 9 92 90 228 3/7/2012 FSG Plumbing 341 124 4 10 3 114 1 92 90 229 3/7/2012 FSG Piumbing 341 124 4 109 1174 94 90 230 3/8/2012 -r Electncal 341 124 4 11 7 111 5 90 90 231 3/8/2012 -2' Electncal 12 127 4 9 5 1177 92 90 232 3/8/2012 -1' Electncal 12 127 4 94 118 7 93 90 233 3/8/2012 -1' Electncal 12 127 4 11 9 121 4 95 90 234 3/8/2012 FSG Electncal 12 127 4 9 7 121 9 96 90 235 3/8/2012 -2' Electncal 12 127 4 99 121 3 95 90 236 3/9/2012 FSG Piumbing 341 124 4 105 1133 91 90 237 3/9/2012 FSG Plumbing 341 124 4 11 1 1134 91 90 238 3/9/2012 FSG Plumbing 341 124 4 106 113 1 91 90 239 3/13/2012 FSG Plumbing 341 124 4 11 0 116 9 94 90 240 3/14/2012 FSG Piumbing 341 124 4 11 3 1153 93 90 241 3/14/2012 FSG Plumbing 341 124 4 11 1 1158 93 90 242 3/15/2012 FSG Electncal 12 127 4 98 118 1 93 90 243 3/15/2012 FSG Electrical 341 124 4 11 1 115 7 93 90 244 3/15/2012 FSG Electncal 12 127 4 99 121 5 95 90 245 3/21/2012 FSG Electncal 341 124 4 12 3 1133 91 90 246 4/2/2012 FSG Electncal 341 124 4 96 107 0 86 90 247 4/2/2012 FSG Electncal 341 124 4 10 6 1156 93 90 248 4/2/2012 FSG Electncal 341 124 4 92 1146 92 90 249 4/3/2012 148 Plumbing 341 124 4 132 1154 93 90 250 4/3/2012 FSG Plumbing 341 124 4 94 121 8 98 90 251 4/3/2012 FSG Electncal 341 124 4 12 3 1168 94 90 252 4/24/2012 -2' 24-1-85 341 124 4 105 1185 95 90 253 4/24/2012 -r 24-t-85 341 124 4 98 115 7 93 90 254 4/24/2012 FSG 24-1-85 341 124 4 103 1186 95 90 255 4/24/2012 -2' 25-1-75 341 124 4 93 122 1 98 90 256 4/24/2012 -r 25+75 341 124 4 100 123 1 99 90 257 4/24/2012 FSG 25-1-75 341 124 4 108 118 7 95 90 258 4/24/2012 -3' 26-1-96 5 341 124 4 11 0 112 3 90 90 Retest Number 210 351 DENSITY TEST RESULTS MTGL Project No 1251 AOI Log No 12-198 TABLE 5 6 Test Test Elevation/ Location/ Soil Max Dry Moisture Dry Relative Requir No Date Depth Station Type Density Content Density Compaction Compac [ft] [pcf] [%] [pcf] [%] [%] 259 4/24/2012 -2' 26-1-96 5 341 124 4 11 6 1139 92 90 260 4/24/2012 -V 26-f-96 5 341 124 4 108 1126 91 90 261 4/24/2012 FSG 26+96 5 341 124 4 11 0 111 5 90 90 262 4/25/2012 -2' Electncal 341 124 4 11 2 112 7 91 90 263 4/25/2012 -0 5' Electncal 341 124 4 11 1 1166 94 90 264 4/25/2012 -1 5' Electncal 341 124 4 11 3 118 3 95 90 265 4/25/2012 FSG Electncal 341 124 4 130 1172 94 90 266 4/25/2012 FSG Eiectneai 341 124 4 106 112 8 91 90 267 5/4/2012 FSG Pool Pad 12 127 4 7 1 120 1 94 90 268 5/4/2012 FSG Pool Pad 12 127 4 80 126 3 99 90 269 5/4/2012 FSG Pool Pad 342 123 8 60 112 5 91 90 270 5/4/2012 FSG Pool Pad 342 123 8 77 1138 92 90 271 5/7/2012 FSG Pool Pad 12 127 4 10 2 125 6 99 90 272 5/7/2012 FSG Pool Pad 342 123 8 99 1159 94 90 273 5/7/2012 FSG Pool Pad 12 127 4 100 120 5 95 90 274 5/7/2012 FSG Pool Pad 342 123 8 99 115 3 93 90 275 5/7/2012 FSG Waterline 12 127 4 11 7 1172 92 90 276 5/8/2012 -4' Waterline 342 123 8 12 6 112 7 91 90 277 5/8/2012 -3' Waterline 342 123 8 11 4 1166 94 90 278 5/8/2012 -1' Waterline 342 123 8 13 8 1136 92 90 279 5/8/2012 -2" Waterline 342 123 8 94 1183 96 90 280 5/8/2012 -r Watedine 342 123 8 96 1195 97 90 281 5/8/2012 -r Watedine 342 123 8 10 1 1186 96 90 282 5/8/2012 FSG Pad 12 127 4 10 1 122 8 96 90 283 5/8/2012 FSG Pad 12 127 4 11 2 120 8 95 90 284 5/8/2012 FSG Pad 12 127 4 109 124 2 97 90 285 5/8/2012 FSG Pad 342 123 8 8 3 119 1 96 90 286 5/8/2012 FSG Pad 342 123 8 94 119 1 96 90 287 5/9/2012 FBG Front Dnveway 59 134 7 58 133 4 99 95 288 5/9/2012 FBG Front Dnveway 59 134 7 55 127 6 95 95 289 5/9/2012 FBG Front Dnveway 59 134 7 7 9 1156 86 95 290 5/9/2012 FBG Front Dnveway 59 134 7 59 128 0 95 95 291 5/9/2012 FBG Front Dnveway 59 134 7 34 133 3 99 95 292 5/9/2012 FBG Front Dnveway 59 134 7 4 3 132 5 98 95 293 5/9/2012 -2" Watedine 342 123 8 132 1150 93 90 294 5/9/2012 -r Watedine 342 123 8 12 8 1170 95 90 295 5/9/2012 FSG Watedine 342 123 8 11 5 1186 96 90 296 5/11/2012 -r Watedine 342 123 8 108 1137 92 90 297 5/11/2012 FSG Wateriine 342 123 8 11 0 1180 95 90 298 5/11/2012 FSG Wateriine 342 123 8 108 118 1 95 90 299 5/11/2012 -r Wateriine 342 123 8 12 6 1174 95 90 300 5/11/2012 -r Wateriine 342 123 8 11 3 1178 95 90 301 5/11/2012 FSG Wateriine 342 123 8 11 3 118 1 95 90 302 5/11/2012 -r Wateriine 342 123 8 9 5 1116 90 90 303 5/11/2012 FSG Wateriine 342 123 8 10 1 1172 95 90 304 5/14/2012 -r Watedine 341 124 4 88 1182 95 90 305 5/14/2012 FSG Wateriine 341 124 4 96 120 6 97 90 306 5/14/2012 FSG Watedine 341 124 4 11 3 1199 96 90 307 5/14/2012 Wateriine 341 124 4 11 0 1164 94 90 308 5/14/2012 -r Electncal 341 124 4 126 1134 91 90 309 5/14/2012 FSG Electncal 341 124 4 99 1194 96 90 310 5/14/2012 -5' Sewer 341 124 4 11 7 1168 94 90 Retest Number 7? DENSITY TEST RESULTS MTGL Project No 1251 AOI Log No 12-198 TABLE 5 7 Test Test Elevation/ Location/ Soil Max Dry Moisture Dry Relative Requir No Date Depth Station Type Density Content Density Compaction Compac [ft] [pcf] [%] [pcf] [%] [%] 311 5/14/2012 -3' Sewer 341 124 4 12 6 1170 94 90 312 5/14/2012 -r Sewer 341 124 4 11 6 1196 96 90 313 Not Used 314 5/14/2012 FBG Paving 139 127 1 106 120 6 95 95 315 5/14/2012 FBG Paving 139 127 1 106 121 4 96 95 316 5/14/2012 FG AC Paving 140 139 4 140 5 100•^ 95 317 5/14/2012 FG AC Paving 140 139 4 141 5 100+ 95 318 5/15/2012 FSG 2-1-70 341 124 4 86 1189 96 90 319 5/15/2012 -r 2-1-45 341 124 4 108 1176 95 90 320 5/15/2012 FSG 2-1-20 341 124 4 96 121 0 97 90 321 5/15/2012 -3' H-80 341 124 4 84 122 2 98 90 322 5/15/2012 -2' 1-1-45 341 124 4 94 117 7 95 90 323 5/16/2012 -3' Sewer 341 124 4 11 1 115 5 93 90 324 5/16/2012 FSG Sewer 341 1244 10 7 1162 93 90 325 5/16/2012 -r Sewer 341 124 4 102 119 8 96 90 326 5/16/2012 FSG Sewer 341 124 4 107 1195 96 90 327 5/16/2012 -r Sewer 341 124 4 103 1172 94 90 328 5/17/2012 -8" Wateriine 341 124 4 102 1186 95 90 329 5/17/2012 FSG Wateriine 341 124 4 11 1 120 8 97 90 330 5/17/2012 -8" Wateriine 341 124 4 11 5 1178 95 90 331 5/17/2012 FSG Wateriine 341 124 4 11 3 119 6 96 90 332 5/17/2012 -8" Wateriine 341 124 4 12 5 1182 95 90 333 5/17/2012 FSG Wateriine 341 124 4 12 1 119 7 96 90 334 5/18/2012 -1' Electncal 341 124 4 92 1135 91 90 335 5/18/2012 FSG Electncal 341 124 4 103 1175 94 90 336 5/18/2012 -1' Electncal 341 124 4 106 111 8 90 90 337 5/18/2012 -r Eiectneai 341 124 4 90 116 1 93 90 338 5/21/2012 FSG Electncal 341 124 4 90 1163 93 90 339 5/21/2012 FSG Electncal 341 124 4 95 117 1 94 90 340 5/21/2012 -1' Electncal 341 124 4 102 1124 90, 90 341 5/21/2012 FSG Electncal 341 124 4 94 120 6 97 90 342 5/21/2012 FG SD 341 124 4 11 8 121 2 97 90 343 5/21/2012 FG SD 341 124 4 11 0 116 0 93 90 344 5/21/2012 FG SD 341 124 4 93 1163 93 90 345 5/21/2012 FG SD 341 124 4 10 8 1156 93 90 346 5/21/2012 -r SD 341 124 4 11 7 1169 94 90 347 5/21/2012 FG SD 341 124 4 11 3 1192 96 90 348 5/21/2012 -1' SD 341 124 4 138 1162 93 90 349 5/21/2012 FG SD 341 124 4 10 5 1176 95 90 350 5/22/2012 FG SD 12 127 4 9 1 122 1 96 90 351 5/22/2012 FG SD 12 127 4 90 123 3 97 90 352 5/22/2012 FG SD 12 127 4 98 125 3 98 90 353 ' 5/22/2012 FG SD 12 127 4 87 121 6 95 90 354 5/22/2012 FG SD 12 127 4 98 121 0 95 90 355 5/23/2012 FG SD 12 127 4 9 1 124 6 98 90 356 5/23/2012 FG SD 12 127 4 100 121 5 95 90 357 5/23/2012 FG SD 12 127 4 11 0 120 9 95 90 358 5/23/2012 FG SD 12 127 4 97 122 4 96 90 359 5/23/2012 FG SD 12 127 4 84 122 0 96 90 360 5/23/2012 FG SD 12 127 4 98 120 7 95 90 361 5/23/2012 FG SD 12 127 4 98 126 7 99 90 362 5/23/2012 FG SD 12 127 4 99 125 3 98 90 Retest Number DENSITY TEST RESULTS MTGL Project No 1251 AOI Log No 12-198 TABLE 5 8 Test Test Elevation/ Location/ Soil Max Dry Moisture Dry Relative Requir No Date Depth Station Type Density Content Density Compaction Compac [ft] [pcf] [%] [pcf] [%] [%] 363 5/23/2012 -2' SD 12 127 4 106 1182 93 90 364 5/23/2012 FG SD 12 127 4 99 120 1 94 90 365 5/24/2012 -r SD 12 127 4 93 1184 93 90 366 5/24/2012 FG SD 12 127 4 9 5 124 0 97 90 367 5/24/2012 -r SD 12 127 4 8 7 1166 92 90 368 5/24/2012 FG SD 12 127 4 99 120 1 94 90 369 5/24/2012 FG SD 12 127 4 10 0 1165 91 90 370 5/24/2012 FG Electncal 341 124 4 100 117 0 94 90 371 5/24/2012 FG Electncal 341 124 4 109 120 6 97 90 372 5/24/2012 FG SD 12 127 4 10 7 1183 93 90 373 5/24/2012 FG SD 12 127 4 96 121 2 95 90 374 5/24/2012 FG SD 12 127 4 86 117 9 93 90 375 5/24/2012 FG SD 12 127 4 102 120 1 94 90 376 5/24/2012 FG SD 12 127 4 103 1196 94 90 377 5/25/2012 -1' Electncal 12 127 4 80 1150 90 90 378 5/25/2012 -1' Electncal 12 127 4 95 120 7 95 90 379 5/25/2012 -8" Eiectneai 12 127 4 75 125 3 98 90 380 5/25/2012 -8" Electncal 12 127 4 80 124 4 98 90 381 5/25/2012 FG SD 12 127 4 100 122 9 96 90 382 5/25/2012 FG SD 341 124 4 106 1148 92 90 383 5/25/2012 FG SD 341 124 4 10 3 1145 92 90 384 5/25/2012 FG SD 341 124 4 85 1135 91 90 385 thru 387 Not Used 388 5/29/2012 FG Watedine 12 127 4 84 118 6 93 90 389 5/29/2012 FG Wateriine 12 127 4 92 1172 92 90 390 5/29/2012 -3' 6" Wateriine 12 127 4 85 1190 93 90 391 5/29/2012 -V 6" Wateriine 12 127 4 11 7 1162 91 90 392 5/29/2012 FG 6" Watedine 12 127 4 98 120 9 95 90 393 5/29/2012 FG 6" Wateriine 12 127 4 10 1 120 4 95 90 394 5/29/2012 FG 6" Wateriine 12 127 4 93 122 8 96 90 395 5/29/2012 FG 6" Watedine 12 127 4 100 120 7 95 90 396 5/29/2012 FG 6" Wateriine 12 127 4 106 123 6 97 90 397 5/30/2012 -Eiectneai 12 127 4 94 117 9 93 90 398 5/30/2012 -Electncal 12 127 4 10 1 122 2 96 90 399 5/30/2012 -Electncal 12 127 4 108 1188 93 90 400 5/30/2012 Electncal 12 127 4 9 1 120 9 95 90 401 5/30/2012 -Electncal 12 127 4 10 5 118 8 93 90 402 5/30/2012 ~ Electncal 12 127 4 104 1176 92 90 403 5/30/2012 -8" Electncal 163 131 7 84 121 8 92 90 404 5/30/2012 -8" Electncal 163 131 7 74 123 9 94 90 405 5/31/2012 -r Electncal 12 127 4 93 1188 93 90 406 5/31/2012 FG Electncal 12 127 4 9 1 118 1 93 90 407 5/31/2012 FG SD 12 127 4 94 125 0 98 90 408 5/31/2012 FG SD 12 127 4 87 125 5 99 90 409 5/31/2012 FG SD 12 127 4 105 1189 93 90 410 5/31/2012 FG SD 12 127 4 84 122 1 96 90 411 6/1/2012 FSG Electncal 12 127 4 10 8 125 5 99 90 412 6/1/2012 FSG Electncal 12 127 4 96 121 4 95 90 413 6/1/2012 FSG Electncal 12 127 4 10 0 1178 92 90 414 6/1/2012 -r SD 341 124 4 127 114 8 92 90 415 6/1/2012 FSG SD 341 124 4 12 9 1166 • 94 90 416 6/1/2012 -r SD 341 124 4 130 1147 92 90 Retest Number DENSITY TEST RESULTS MTGL Project No 1251 AOI Log No 12-198 TABLE 5 9 Test Test Elevation/ Location/ Soil Max Dry Moisture Dry Relative Requir No Date Depth Station Type Density Content Density Compaction Compac [ft] [pcf] [%] [pcf] [%] [%] 417 6/1/2012 FSG SD 341 124 4 130 113 8 91 90 418 6/1/2012 -2' SD 341 124 4 133 1169 94 90 419 6/1/2012 -r SD 341 124 4 11 3 1165 94 90 420 6/1/2012 FSG SD 341 124 4 11 7 1166 94 90 421 6/1/2012 FSG Sewer 341 124 4 12 4 114 1 92 90 422 6/1/2012 FSG Sewer 341 124 4 11 6 1168 94 90 423 6/1/2012 FSG SD 341 124 4 11 6 1158 93 90 424 6/1/2012 FSG SD 341 124 4 12 6 1189 96 90 425 6/1/2012 FSG SD 341 124 4 130 1163 93 90 426 6/1/2012 FSG SD 341 124 4 11 3 1180 95 90 la 6/7/2012 FSG Piumbing 341 124 4 97 113 1 91 90 2a 6/7/2012 FSG Piumbing 341 124 4 92 1150 92 90 3a 6/7/2012 FSG Piumbing 341 124 4 89 1176 95 90 4a 6/7/2012 FSG Piumbing 341 124 4 86 1168 94 90 5a 6/7/2012 FSG Plumbing 341 124 4 10 7 113 5 91 90 6a 6/8/2012 -4' Plumbing 341 124 4 11 1 1166 94 90 7a 6/8/2012 -1 5' Piumbing 341 124 4 9 7 115 7 93 90 8a 6/8/2012 FSG Piumbing 163 131 7 69 120 5 91 90 9a 6/8/2012 FSG Plumbing 163 131 7 7 7 122 6 93 90 10a 6/8/2012 FSG Plumbing 163 131 7 72 122 9 93 90 11a 6/8/2012 FSG Piumbing 163 131 7 8 1 120 2 91 90 12a 6/8/2012 FSG Piumbing 163 131 7 68 124 1 94 90 13a 6/13/2012 FSG Paving 15 120 1 109 1170 97 95 14a 6/13/2012 FSG Paving 15 120 1 12 7 1164 97 95 15a 6/13/2012 FSG Paving 15 120 1 129 114 1 95 95 16a 6/13/2012 FSG Paving 15 120 1 11 6 119 5 100 95 17a 6/13/2012 FSG Paving 15 120 1 134 1160 97 95 18a 6/13/2012 FSG Paving 15 120 1 109 115 5 96 95 19a 6/13/2012 FSG Paving 15 120 1 130 117 3 98 90 20a 6/13/2012 FSG Paving 15 120 1 12 1 1156 96 90 21a 6/19/2012 -r Piumbing 341 124 4 12 6 1144 92 90 22a 6/19/2012 FSG Plumbing 341 124 4 13 1 115 1 93 90 23a 6/19/2012 FSG Plumbing 341 124 4 12 8 113 6 91 90 427 6/20/2012 148 Plumbing 341 124 4 134 1194 96 90 428 6/20/2012 148 Plumbing 341 124 4 10 6 116 9 94 90 429 6/20/2012 148 Plumbing 341 124 4 10 1 110 0 88 90 429R 6/20/2012 148 Plumbing 341 124 4 11 3 1167 94 90 430 6/20/2012 148 Plumbing 341 124 4 11 0 1144 92 90 431 6/20/2012 148 Plumbing 341 124 4 12 2 114 1 92 90 432 6/20/2012 148 Plumbing 341 124 4 12 8 1174 94 90 433 6/20/2012 148 Plumbing 341 124 4 12 6 119 1 96 90 434 6/20/2012 148 Plumbing 341 124 4 11 6 1182 95 90 435 6/21/2012 148 Plumbing 341 124 4 108 113 1 91 90 436 6/21/2012 148 Plumbing 341 124 4 11 7 1148 92 90 437 6/21/2012 148 Plumbing 341 124 4 109 114 8 92 90 438 8/6/2012 FSG Plumbing 341 124 4 125 1168 94 90 439 8/6/2012 FSG Plumbing 341 124 4 127 112 1 90 90 440 9/21/2012 -2' Walkway 341 124 4 129 117 6 95 90 441 9/21/2012 -2' Walkway 341 124 4 120 122 0 98 90 442 9/21/2012 -r Walkway 341 124 4 11 4 1168 94 90 443 9/25/2012 139 Paving 341 124 4 12 1 1183 95 90 444 9/25/2012 139 Paving 341 124 4 12 5 117 7 95 90 Retest Number 429R DENSITY TEST RESULTS MTGL Project No 1251A01 Log No 12-198 TABLE 5 10 Test Test Elevation/ Location/ Soil Max Dry Moisture Dry Relative Requir No Date Depth Station Type Density Content Density Compaction Compac [ft] [pcf] [%] [pcf] [%] [%] 445 9/25/2012 FBG Paving 15 120 1 98 116 1 97 95 446 9/25/2012 FBG Paving 15 120 1 94 115 1 96 95 447 9/26/2012 139 Wall 341 124 4 11 5 114 3 92 90 448 9/26/2012 140 4 Wall 341 124 4 12 1 1149 92 90 449 9/26/2012 141 Wail 341 124 4 12 8 1130 91 90 450 9/26/2012 138 7 Wail 341 124 4 12 5 1158 93 90 451 9/26/2012 139 4 Wall 341 124 4 11 9 1164 94 90 452 9/26/2012 140 Wall 341 124 4 124 114 0 92 90 453 9/27/2012 140 67 Wall 341 124 4 11 1 1136 91 90 454 9/27/2012 140 67 Wall 341 124 4 12 1 112 3 90 90 455 9/27/2012 FBG Wall 15 120 1 99 1143 95 95 456 9/27/2012 FBG Paving 15 120 1 108 114 5 95 95 457 9/27/2012 FBG Paving 15 120 1 11 2 1150 96 95 458 9/27/2012 FBG Paving 15 120 1 11 5 1142 95 95 459 9/27/2012 FBG Paving 15 120 1 130 1152 96 95 460 9/27/2012 FBG Paving 15 120 1 135 1144 95 95 461 9/27/2012 FBG Paving 15 120 1 138 114 6 95 95 24a 11/8/2012 -2 5' Wall 3 341 124 4 67 1165 94 90 25a 11/8/2012 FSG Wall 3 341 124 4 75 114 3 92 90 26a 11/8/2012 -r Wail 3 341 124 4 63 118 1 95 90 27a 11/8/2012 FSG Wail 3 341 124 4 78 1152 93 90 28a 11/8/2012 -2' Ped Ramp 341 124 4 65 1173 94 90 29a 11/8/2012 -2' Ped Ramp 341 124 4 7 9 1156 93 90 30a 11/8/2012 -1' Ped Ramp 341 124 4 87 114 1 92 90 31a 11/8/2012 FSG Ped Ramp 341 124 4 78 120 7 97 90 32a 11/8/2012 FSG Ped Ramp 341 124 4 11 5 1160 93 90 33a 11/8/2012 FSG Ped Ramp 341 124 4 90 1185 95 90 451a 12/11/2012 FSG Curb/Gutter 341 124 4 8 7 121 2 97 90 452a 12/11/2012 FSG Curb/Gutter 341 124 4 10 3 123 0 99 90 453a 12/11/2012 FSG Curb/Gutter 341 124 4 92 122 1 98 90 454a 12/11/2012 FSG Sidewalk 436 137 7 52 124 1 90 90 455a 12/11/2012 FSG Sidewalk 436 137 7 5 1 126 1 92 90 456a 12/11/2012 FSG Sidewalk 436 137 7 5 1 125 4 91 90 457a 12/12/2012 FSG NE Road Entr 341 124 4 11 4 123 9 100 95 458a 12/12/2012 FSG NE Road Entr 341 124 4 11 3 121 7 98 95 459a 12/12/2012 FSG NE Road Entr 436 137 7 5 8 133 3 97 95 460a 12/12/2012 FSG NE Road Entr 436 137 7 52 131 7 96 95 461a 12/12/2012 FSG NE Road Entr 436 137 7 54 131 0 95 95 462 12/12/2012 FSG NE Road Entr 341 124 4 103 122 7 99 95 463 12/12/2012 FSG SW Sidewalk 341 124 4 10 2 1136 91 90 464 12/12/2012 FSG SW Sidewalk 341 124 4 10 5 1172 94 90 465 12/12/2012 FSG SW Sidewalk 341 124 4 108 1173 94 90 466 12/19/2012 FSG SW Road Ent 12 127 4 11 8 124 0 97 95 467 12/19/2012 FSG SW Road Ent 12 127 4 109 121 3 95 95 468 12/19/2012 FSG SW Road Ent 12 127 4 11 3 121 2 95 95 469 12/19/2012 FSG SW Road Ent 12 127 4 93 121 1 95 95 470 12/19/2012 FSG SW Road Ent 12 127 4 102 125 9 99 95 471 12/19/2012 FSG SW Road Ent 12 127 4 11 5 122 0 96 95 472 12/19/2012 FSG SW Road Ent 12 127 4 102 121 1 95 95 473 12/19/2012 FSG SW Road Ent 12 127 4 10 2 122 7 96 95 474 12/19/2012 FSG SW Road Ent 12 127 4 102 121 0 95 95 475 12/20/2012 FSG Parking Lot 163 131 7 92 126 7 96 95 Retest Number DENSITY TEST RESULTS MTGL Project No 1251 AOI Log No 12-198 TABLE 5 11 Test Test Elevation/ Location/ Soil Max Dry Moisture Dry Relative Requir No Date Depth Station Type Density Content Density Compaction Compac [ft] [pcf] [%] [pcf] [%] [%] 476 12/20/2012 FSG Parking Lot 12 127 4 105 121 0 95 95 477 12/20/2012 FSG Parking Lot 163 131 7 99 128 2 97 95 478 12/20/2012 FSG Parking Lot 12 127 4 10 7 125 9 99 95 479 12/20/2012 FSG Parking Lot 12 127 4 12 8 123 7 97 95 480 12/21/2012 FSG Access Rd 12 127 4 95 121 8 96 95 481 12/21/2012 FSG Access Rd 12 127 4 11 5 124 9 98 95 482 12/21/2012 FSG Access Rd 12 127 4 11 3 123 4 97 95 483 12/22/2012 FBG Access Rd 15 120 1 134 1198 100 95 484 12/22/2012 FBG Access Rd 15 120 1 142 109 8 91 95 485 12/22/2012 FBG Access Rd 15 120 1 135 111 4 93 95 484R 12/27/2012 FBG Access Rd 15 120 1 12 5 1144 95 95 485R 12/27/2012 FBG Access Rd 15 120 1 13 1 1162 97 95 486 12/27/2012 FBG Access Rd 15 120 1 12 9 1160 97 95 487 12/27/2012 FBG Access Rd 15 120 1 137 117 7 98 95 488 12/27/2012 FBG Access Rd 15 120 1 12 7 1153 96 95 489 12/27/2012 FBG Access Rd 15 120 1 139 1158 96 95 490 12/27/2012 FBG Access Rd 15 120 1 13 1 1160 97 95 491 12/27/2012 FBG Access Rd 15 120 1 132 1176 98 95 492 12/27/2012 FBG Access Rd 15 120 1 136 117 5 98 95 493 12/27/2012 FBG Access Rd 15 120 1 137 1166 97 95 494 12/27/2012 FBG Access Rd 15 120 1 13 1 1158 96 95 495 1/4/2013 FG Access Rd AC 29 145 1 139 9 96 95 496 1/4/2013 FG Access Rd AC 29 145 1 139 4 96 95 497 1/4/2013 FG Access Rd AC 29 145 1 139 2 96 95 498 1/4/2013 FG Access Rd AC 29 145 1 139 6 96 95 499 1/4/2013 FG Access Rd AC 29 145 1 141 5 98 95 500 1/4/2013 FG Access Rd AC 29 145 1 139 0 96 95 501 1/4/2013 FG Access Rd AC 29 145 1 143 4 99 95 502 1/4/2013 FG Access Rd AC 29 145 1 139 3 96 95 503 1/4/2013 FG Access Rd AC 29 145 1 139 8 96 95 504 1/4/2013 FG Access Rd AC 29 145 1 139 2 96 95 505 1/4/2013 FG Access Rd AC 29 145 1 140 2 97 95 506 1/4/2013 FG Access Rd AC 29 145 1 140 2 97 95 507 1/17/2013 FSG Sidewalk 12 127 4 10 6 122 7 96 90 508 1/17/2013 FSG Sidewalk 12 127 4 10 2 127 0 100 90 509 1/17/2013 FSG Sidewalk 12 127 4 10 8 119 5 94 90 510 1/17/2013 FSG Sidewalk 12 127 4 93 121 8 96 90 511 1/17/2013 FSG Sidewalk 12 127 4 92 120 2 94 90 512 1/17/2013 FSG Sidewalk 12 127 4 10 3 122 1 96 90 513 1/24/2013 FSG Electncal 12 127 4 90 121 8 96 90 514 1/24/2013 FSG Electncal 12 1274 95 121 9 96 90 515 1/24/2013 FSG Electncal 12 127 4 95 1186 93 90 516 2/21/2013 FBG N Fire Lane 15 120 1 126 1142 95 95 517 2/21/2013 FBG N Fire Lane 15 120 1 143 1156 96 95 518 2/21/2013 FBG N Fire Lane 15 120 1 138 1174 98 95 519 2/21/2013 FBG N Fire Lane 15 120 1 133 1182 98 95 520 2/21/2013 FBG N Fire Lane 15 120 1 133 1165 97 95 521 2/21/2013 FBG N Fire Lane 15 120 1 134 117 5 98 95 522 2/25/2013 FBG N Fire Lane 15 120 1 143 1124 94 95 523 2/25/2013 FBG N Fire Lane 15 120 1 11 1 1139 95 95 524 2/25/2013 FBG N Fire Lane 15 120 1 12 8 1162 97 95 525 2/27/2013 FBG N Fire Lane 15 120 1 11 3 1158 96 95 Retest Number 484R 485R 524 DENSITY TEST RESULTS MTGL Project No 1251 AOI Log No 12-198 TABLE 5 12 Test Test Elevation/ Location/ Soil Max Dry Moisture Dry Relative Required Retest No Date Depth Station Type Density Content Density Compaction Compaction Number [ft] [pcf] [%] [pcf] [%] [%] 526 2/27/2013 FBG N Fire Lane 15 120 1 96 113 5 95 95 527 2/27/2013 FG Walkway 12 127 4 114 ' 123 7 97 95 528 2/27/2013 FG Walkway 12 127 4 93 126 0 99 95 AC - Asphalt Concrete Comm - Communication FBG - Finished Base Grade FG - Finished Grade FSG - Finished Sub Grade SD - Storm Dram UPDATED GEOTECHNICAL INVESTIGATION, PROPOSED LEGOLAND CALIFORNIA HOTEL, CARLSBAD, CALIFORNIA Prepared for: MERLIN ENTERTAINMENTS GROUP US HOLDINGS, INC. c/o Project Management Advisors, Inc. 462 Stevens Avenue, Suite 106 Solana Beacli, California 92075 Project No. 960151-034 May 2, 2011 eighton and Associates, Inc. A LEIGHTON GROUP COMPANY Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY May 2, 2011 ProjectNo 960151-034 To Merlin Entertainments Group US Holdings, hic c/o Project Management Advisors, Inc 462 Stevens Avenue, Suite 106 Solana Beach, Cahfomia 92075 Attenfion Mr Ted Giesmg Subject Updated Geotechmcal Investigation, Proposed Legoland Hotel, Carlsbad, California In accordance with your request and authorization, Leighton and Associates, Inc (Leighton) has conducted a geotechnical investigation for a proposed hotel that is planned for the LEGOLAND California Theme Park in Carlsbad, Cahfomia This report presents the results of our field investigation activities, review of the laboratory testmg, geotechnical analyses, and provides our conclusions and recommendations for the proposed improvements Based on the result of our preliminary geotechnical investigation, the proposed project is considered feasible from a geotechnical standpoint provided our recommendations are implemented in the design and constmction of the project. If you have any questions regarding our report, please do not hesitate to contact this office We appreciate this opportunity to be of service Respectfully submitted. LEIGHTON AND ASSO Sean Ortofad^, GE 2507 Principal Engineer Distribution Mike Jensen, CEG 2457 Project Geologist Addressed R W Apel C^Ji^^lg^chitects, Attenfion Mr. Richard Apel Hofman Planmng and Engineering, Attention. Mr. Evan Wilks GSSI Stmctural Engineers, Attenfion IMr Bill Schell Architects Delawie Wilkes Rodrigues Barker, Attention Mr David Mann LEGOLAND California, Attention Chris Romero 3934 Murphy Canyon Road.-Suite B205 • San Diego, GA 92123-4425 858.292.8030 • Fax 858.292.0771 960151-034 TABLE OF CONTENTS Section Page 1.0 INTRODUCnON . i 1.1 Purpose and Scope l 1.2 Site Location and Description 3 1.3 Proposed Development 3 2.0 SUBSURFACE EXPLOf^TION AND LABOIATORY TESTING 4 2.1 Subsurface Investigation 4 2.2 Laboratory Testing 4 2.3 Previous Subsurface Investigation 4 2.4 Previous Laboratory Testing 5 3.0 SUMMARY OF GEOTECHNICAL CONDITIONS 6 3.1 Geologic Setting 6 3.2 Site-Specific Geology 6 3.2.1 Artificial Fill (Map Symbol - Af) 6 3.2.2 Agricultural Debris (Map Symbol Afd) . 7 3.2.3 Quaternary-Aged Alluvium (Map Symbol - Qal) 7 3.2.4 Quaternar/-Aged Terrace Deposits (Map Symbol - Qt) 7 3.2.5 Tertiary-Aged Santiago Formation (Map Symbol - Tsa) 7 3.3 Placement of the Agricultural Debris 8 3.4 Ground Water . . 9 3.5 Landslides ... . . 9 3.6 Engineering Characteristics of On-Site Soil . . . 9 3.6.1 Soil Compressibility and Collapse Potential .... 9 3.6.2 Expansive Soils ... .9 3.6.3 Soil Corrosivity . . .10 3.6.4 Excavation Characteristics. . . 10 4.0 FAULTING AND SEISMICITY 11 4.1 Faulting ll 4.2 Seismicity . .11 4.3 Seismic Design Parameters . 12 4.4 Secondary Seismic Hazards ... . 13 4.4.1 Shallow Ground Rupture . . . . 13 4.4.2 Liquefaction ... . .14 4.4.3 Tsunamis and Seiches 14 5.0 CONCLUSIONS 15 Leighton 960151-034 TABLE OF CONTENTS (Continued^) Secfion Page 6.0 RECOMMENDATIONS 17 6.1 Site Preparation 17 6.1.1 Removal of Agricultural Debris 17 6.1.2 Deepened Foundation Mitigation 18 6.2 Foundation Design Considerations 18 6.2.1 Conventional Spread Foundations 19 6.2.2 Drilled Pile Foundations 19 6.2.3 Structural Foundations on Grade 20 6.3 Floor Slab Considerations 21 6.4 Retaining Wall Design . 21 6.5 Earthwork . . . 22 6.5.1 Site Preparation . 22 6.5.2 Excavations and Oversize Material 22 6.6 Proposed Swimming Pool 23 6.6.1 Pool Deck Recommendations . 23 6.7 Surface Drainage and Erosion .... 24 6.8 Infiltration 24 6.9 Geochemical Considerations . .. 24 6.10 Vehicular Pavements ... ... 25 6.11 Foundation Review . . . . . . 26 6.12 Construction Observation .... .26 Tables Table 1 - Seismic Parameters for Acfive Faults - Page 12 Table 2 - 2010 CBC Seismic Parameters - Page 13 Table 3 - Structural Foundafion Design Parameters - Page 20 Table 4 - Stafic Equivalent Fluid Weight (pcO - Page 21 Table 5 - Preliminary Pavement Sections - Page 25 Figures Figure 1 - Site Locafion Map - Page 2 Figure 2 - Regional Fault Map - Rear of Text Figure 3 - Excavation Exhibit - Rear of Text Figure 4 - Allowable Downward Pile Capacity 11 - Leighton 960151-034 TABLE OF CONTENTS TConfinued") Plates Plate 1 - Geotechnical Map - In Pocket Plate 2 - Cross-Secfion A-A', B-B' and C-C" - In Pocket Appendices Appendix A - References Appendix B - Bonng Logs Appendix C - Laboratory Results Appendix D - General Earthwork and Grading Specificafions - Ill 4^ Leighton 960151-034 1.0 INTRODUCTION 1.1 Purpose and Scope This report presents the results of our update geotechnical investigation for a proposed hotel that is planned to be constructed south of the mam entrance to the LEGOLAND Cahfomia Theme Park in Carlsbad, Califorma (Figure 1) The purpose of our investigation was to identify and evaluate the existing geotechnical conditions present at the site and to provide conclusions and recommendations relative to the proposed development Our scope of services included • Review of existing project geotechnical reports, aerial photographs, and other geologic documents and maps (Appendix A) • Geotechmcal logging of four small-diameter borings in the general vicinity of the proposed hotel site in order to obtain supplemental site-specific subsurface information for the design of the hotel foundation system • Laboratory testing to supplement previous testing • Geotechnical analysis of the data • Preparation of this report presenting our findings, conclusions, and recommendations relative to the proposed hotel improvements -1- Leighton LEGOLAND California Hotel Project No LEGOLAND California Hotel SITE LOCATION 960151-034 t^^L 1 LEGOLAND Drive MAP Carlsbad, California MAP Date Apnf 2011 Figure 1 Date Apnf 2011 Figure 1 \\GISV\dministration\ArcGISTemplates\NEW_GDT_SileLocationMap mxd 960151-034 1.2 Site Locafion and Descnpfion The LEGOLAND California Theme Park is located north of Palomar Airport Road and west of College Boulevard m Carlsbad, Califomia (Figure I) The location of the proposed hotel is in the central portion of the LELGOLAND California Park property south of the mam entrance into the park as shown on the Geotechnical Map (Plate 1) property The site plan prepared by Hofman Planning (Hofman, 2011) was utilized as the base map for the geotechnical map Topographically, the site consists of a relatively level area with elevations ranging from approximately 140 to 159 feet above mean sea level Existing improvements on the site of the proposed hotel include paved driveways and parking areas, walkways, and landscaping 1 3 Proposed Development It is our understanding that the proposed development will consist of a two story hotel with an associated dining facility, court yard, pool area with associated pool restroom and showers, and mechanical plant Associated site improvements will include reconfiguration of the parking area and driveways, walkways, underground utility lines, and landscaping Leighton 960151-034 2.0 SUBSURFACE EXPLORATION AND LABORATORY TESTING 2.1 Subsurface Invesfigafion To supplement previous exploration performed in 2008 during the initial project planning studies (Leighton, 2008), four additional test borings were excavated The borings were advanced to depths of 21 to 51 feet The approximate locations are shown on the Geotechnical Map (Plate 1) The borings were logged and sampled usmg the Standard Penetration Test (SPT) and Modified California Rmg (nng) samplers at selected intervals A representative from Leighton geotechnically logged the borings utilizing the Unified Soil Classification System The SPT and ring samplers were driven using a 140-pound automatic hammer falling freely for 30 inches, and the blow counts were noted for every 6 inches of penetration Disturbed and relatively undisturbed samples were collected from the borings using the SPT and ring samplers In addition, bulk samples were collected from each of the borings The soil descriptions and sampling depths are shown on the boring logs, which are included in Appendix B of this report Afier completion of drilling, the bonngs were backfilled 2.2 Laboratory Tesfing Laboratory testmg was performed on selected samples to supplement previous laboratory testmg Testing included moisture and density determinations, Atterberg Limits, and corrosion characteristics The results of the m-situ moisture and density tests are shown on our geotechnical boring logs (Appendix B) The results of the laboratory tests are presented in Appendix C of this report 2.3 Previous Subsurface Invesfigafion Previous subsurface field investigation was coordinated and performed by others The subsurface investigation, which was performed on May 27 and 28, 2008, consisted of the excavation of four small-diameter hollow-stem auger borings The four bonngs were drilled to depths ranging from 21 to 75 5 feet below the existing ground surface (bgs). The approximate locations of the bonngs are presented on the Geotechnical Map (Plate 1) The borings were logged and sampled using the Standard Penetration Test (SPT) and Modified California Rmg (ring) samplers at selected intervals by others At the same time, a representative from Leighton geotechnically logged the borings ufihzing the Unified Soil Classification System The SPT and Ring samplers were driven usmg a 140- Leighton 960151-034 pound automatic hammer falling freely for 30 inches for a total penetration of 18 inches, and the blow counts were noted for every 6 inches of penetration Disturbed and relatively undisturbed samples were collected from the borings using the SPT and ring samplers In addition, bulk samples were collected from each of the borings The soil descriptions and sampling depths are shown on the boring logs, which are included in Appendix B of this report 2 4 Previous Laboratory Tesfing Laboratory tests were performed on recovered samples to determine the geotechnical properties of the subsurface materials The laboratory tests, which were performed by others mcluded expansion index, minimum resistivity and pH, soluble sulfate content, Atterberg limits, particle size (percent passing No 200 Sieve) analysis, maximum density, compression/swell, direct shear, in-situ moisture and density determination, and corrosion characteristics The results of the in-situ moisture and density tests are shown on our geotechnical bormg logs (Appendix B) The results of the laboratory tests are presented m Appendix C of this report -5- Leighton 960151-034 30 SUMMARY OF GEOTECHNICAL CONDITIONS 3.1 Geologic Setting The site is located in the coastal section of the Peninsular Range Province, a geomorphic provmce with a long and active geologic history throughout Southern California Throughout the last 54 million years, the area known as "San Diego Embayment" has undergone several episodes of marine inundation and subsequent marine regression, resulting in the deposifion of a thick sequence of marine and nonmarine sedimentary rocks on the basement rock ofthe Southern California batholith Gradual emergence of the region from the sea occurred in Pleistocene time, and numerous wave-cut platforms, most of which were covered by relatively thin marine and nonmarine terrace deposits, formed as the sea receded from Ihe land Accelerated fluvial erosion during periods of heavy rainfall, coupled with the lowering of the base sea level during Quatemary times, resulted in the rolling hills, mesas, and deeply incised canyons which characterize the landforms we see in the general site area today 3.2 Site-Specific Geology Based on our subsurface exploration, geologic mapping during previous grading operations (Leighton, 1998), and review of pertinent geologic literature and maps, the geologic umts underlying the site consist of artificial fill soils, agricultural debris, Quatemary-aged Alluvium, Quatemary-aged Tenace Deposits and the Tertiary-aged Santiago Formation A brief description of the geologic units present on the site is presented in the following sections The approximate aerial distributions of those units are shown on the Geotechnical Map and further illustrated on Cross-Sections A-A', B-B' and C-C (Plate 2) 3.2.1 Artificial Fill (Map Symbol - Af) Presently the center of the site is overlain by engineered artificial fill (Af) with depths up to approximately 10 to 55 feet below the ground surface (bgs) The artificial fill consists of damp to moist, light-brown to orange-brown, medium dense to very dense silty sands and clayey sands with layers of gray-brovm sandy clays and sandy silts The fill was derived from on-site excavations that was placed and compacted during the rough grading operations in the late 1990's The fill soils were compacted to at least 90 percent relative compacfion based on ASTM Test Method D1557 (Leighton, 1998) Leighton 960151-034 3.2.2 Agncultural Debns (Map Symbol Afd) Dunng the rough grading operafions, the agricultural debris that was present on the site was placed in one of the main canyons withm the proposed parking lot of the LEGOLAND site The agncultural debris, which consisted mainly of plastic sheeting with lesser amounts of thm plasfic tubing and constmction debns such as wood and concrete, is located beneath the artificial fill in the south central portion of the proposed hotel site The approximate location of this debris is presented on the Geotechmcal Map and Cross-Secfions A-A', B-B' and C-C (Plate 1) Additional information about the placement operations is presented in Section 3 3 3.2.3 Quaternary -Aged Alluvium (Map Symbol - Qal) Buried alluvium is present in the south-central portion of the site outside the limits of the hotel improvements Dunng the rough grading operations, alluvium was encountered in the main canyon on the site and typically consisted of medium to dark brown, moist to wet, loose to medium dense, clayey to silty fine sand and sandy clay (Leighton, 1998) Removals of the potentially compressible alluvial soils were made on the order of approximately 5 to 15 feet Due to the relatively saturated and nonporous condition of the deeper alluvial soils, the alluvial soils were removed to within 2 feet of the static ground water level and left-in-place The approximate limits of the left-in-place alluvium is shown on the Geotechmcal Map (Plate I) 3.2.4 Quaternary-Aged Terrace Deposits (Map Symbol - Ot) Quatemary Terrace Deposits are present at grade in the westem and southeastem portions of the site and beneath the artificial fill in the northeastem portion These Tenace Deposits consist of orange to reddish brown, damp to moist, medium dense to dense, silty fine- to medium-gramed sand 3.2.5 Tertiary-Aged Sanfiago Formafion (Map Symbol - Tsa) The Tertiary-aged Santiago Formation is present beneath the artificial fill or Terrace Deposits m much of the site and at grade in the west-central portion of the site As encountered dunng the grading operations (Leighton, 1998), the unit consisted of massive to poorly bedded sandstones with interbedded clayey siltstones and silty claystones The sandstone encountered consisted pnmarily of light gray to light brown, and light yellow-brown, moist, dense, silty fine- to occasionally medium- gramed sandstone The sandstone was generally friable, slightly micaceous and massive. The siltstone consisted of medium brown and olive brown, moist, sfiff, 4 Leighton 960151-034 clayey siltstones that were fissile to indistinctly bedded and contained calcium carbonate manganese oxide, and iron oxide staimng The claystone was typically a gray to brown, moist, stiff to hard, sandy to silty claystone that was moderately sheared 3.3 Placement of the Agncultural Debns Prior to the grading of the LEGOLAND site, a significant amount of agricultural debris was identified in one of the major canyons on the site This debris was buned in the major canyons on the site dunng the time the property was used for agricultural purposes Dunng the planmng stages of site development, offsite disposal of the debris was considered but determined to be cost prohibitive As a result, recommendations were made to bury the agncultural fill m a deep canyon within the limits of the LEGOLAND parking lot In addition, recommendations were made to remove as much of the orgamc material as possible and to mix the plastic sheeting with at least 50 percent soil Pnor to the placement of the plastic sheeting, the alluvium was removed and a canyon subdrain installed and covered with compacted fill soils until a relatively level area on the order of 100 feet wide was established The debns was then placed with rock tmcks that also wheel-rolled the fill area Due to the presence of the debris, compaction testing of this area was not feasible. However, observations were made dunng the placement to ensure the loaded rock tmcks wheel-rolled the area at frequent intervals It IS our understanding that the debns fill was placed a maximum of 15 to 20 feet thick and kept at least 20 feet below the fimsh grade surface of the parking lot After the completion of the agricultural debns placement, the matenal was then capped with a layer of Mirafi 700X geotextile to reduce the infiltration of fmes and help bndge minor irregulanties The approximate location of the buned agncultural debns that is within the proximity of the hotel improvements is presented on the Geotechmcal Map and Cross-Sections A-A', B-B' and C-C (Plates 1 and 2) As indicated on Plate 2, the northem portion of this agncultural debns is present beneath a portion of the proposed hotel complex The stippled area on the Geotechriical Map represents the approximate location of the top of the agricultural debns/layer of geotextile The bottom width of the debns zone is also shown within that area 4 Leighton 960151-034 3.4 Ground Water Ground water was not encountered within the borings excavated for the preparation of this report However, perched ground water conditions were encountered in Bonng B-l at a depth of approximately 65 feet within a sandstone umt 3 5 Landslides No ancient landslides or other slope instability problems have been mapped on the subject site In addition, no evidence of landsliding was encountered during our site investigation Based on our review of geotechnical literature and our observations, landsliding is not a constraint to the cunentiy proposed development 3 6 Engineenng Charactensfics of On-5ite Soil Based on the results of our geotechnical investigation, laboratory testing of on-site soils (Appendix C), and our professional experience on adjacent sites with similar soils, the engineering charactenstics ofthe on-site soils are discussed below 3.6.1 Soil Compressibility and Collapse Potential Based on our analysis of the current laboratory testing, previous laboratory testing performed by Leighton and Associates (Appendix A), and professional expenence, the near-surface soil is considered to have low compressibility and low collapse potential. Because of the organic content of the agricultural debris fill and the possibilitjf of void spaces within that zone, these materials are considered susceptible to settlement 3.6.2 Expansive Soils Based upon our review of previous geotechnical reports and laboratory test performed for the preparation of this report, the near surface soils in the vicinity of the proposed hotel are expected to generally possess a low to moderate expansion potential Soils generated from excavations m the Terrace Deposits are expected to possess a low expansion potential while excavations into the artificial fill and Santiago Formation are expected to possess a low to moderate expansion potential, however, highly expansive soils within the Santiago formation may be present Leighton 3.6.3 Soil Corrosivity Laboratory tests camed out on selected soil samples collected from the recent subsurface investigation (Appendix C) indicate the soils possess a low soluble sulfate content, slightly alkaline pH, and low electrical resistivity These results are consistent with the results presented in our previous reports (Appendix A) These findings indicate that the conosive effects to buried fenous metal are expected to be moderate to severe Affects to properly design and placed concrete are considered low 3.6.4 Excavafion Charactenstics It is anticipated the on-site soils can be excavated with conventional heavy-duty constmction equipment Localized loose soil zones, if encountered, may require special excavation techniques to prevent collapsing of the excavation I I I I I I I I I I I I I I I I I 1 -10- Leighton 960151-034 I I I I I I I I I I I I I I I I I I i 960151-034 4.0 FAULTING AND SEISMICFFY 4.1 Fau Ifi ng Our discussion of faults on the site is prefaced with a discussion of Cahforma legislafion and policies conceming the classificafion and land-use critena associated with faults By defimfion of the Cahforma Mining and Geology Board, an active fault is a fault which has had surface displacement within Holocene time (about the last 11,000 years) The state geologist has defined a potentiallv active fault as any fault considered to have been active durmg Quatemary time (last 1,600,000 years) This definition is used in delineating Earthquake Fault Zones as mandated by the Alquist-Pnolo Geologic Hazards Zones Act of 1972 and most recently revised in 2007 (Bryant and Hart, 2007) The intent of this act is to assure that unwise urban development and certain habitable stmctures do not occur across the traces of active faults The subject site is not included within any Earthquake Fault Zones as created by the Alquist-Pnolo Act Our review of available geologic literature (Appendix A) indicates that there are no known major or active faults on or in the immediate vicinity of the site The nearest active regional fault is the offshore segment of the Rose Canyon Fault Zone located approximately 4 7 miles (7 6 kilometers) west of the site 4.2 Seismicity The site can be considered to lie within a seismically active region, as can all of Southem California Table 1 (below) identifies potential seismic events that could be produced by the maximum moment magnitude earthquake A maximum moment magnitude earthquake is the maximum expectable earthquake given the known tectonic framework Site-specific seismic parameters for the site included in Table 1 are the distances to the causative faults, and earthquake magnitudes The fault parameters are updated based on the Califomia Geological Survey Models (CGS, 2003) Figure 2 illustrates the location of the Regional Faults m relation to the site location -11- Leighton I I I I I I 1 I I I I I I I I I I I i 960151-034 Table 1 Seismic Parameters for Acfive Faults (USGS, 2003) Potential Causative Fault Distance from Fault to Site (Miles/km) Maximum Moment Magnitude (Mw) Rose Canyon (Offshore) 4 7/7 6 72 Newport-Inglewood (Offshore) 7 1/115 7 1 Coronado Bank/Aqua Blanca 20 6/33 4 76 Elsmore Temecula 24 4/39 3 7 1 As indicated in Table 1, the offshore segment of the Rose Canyon Fault Zone is the 'active' fault considered to have the most significant effect at the site from a design standpoint 4.3 Seismic Design Parameters The following geotechnical design parameters have been determined in accordance with the 2010 Cahfomia Building Code ufihzing the USGS Ground Motion Parameter Calculator version 5 10 -12- Leighton I I I I I I I I I I I I I I I I I 1 I 960151-034 Table 2 2010 CBC Seismic Parameters Description Values CBC Reference Site Class D Table 1613 5 2 Short Period Spectral Acceleration Ss 1 260 Figure 1613 5(3) 1-Second Period Spectral Acceleration Sl 0 476 Figure 1613 5(4) Short Period Site Coefficient Fa I 000 Table 1613 5 3(1) 1 -Second Period Site Coefficient Fv 1 524 Table 1613 5 3(2) Adjusted Short Period Spectral Acceleration SMS 1 260 Equation 16-36 Adjusted 1-Second Period Acceleration SMI 0 725 Equation 16-37 Design Short Period Spectral Acceleration SDS 0 840 Equation 16-38 Design 1-Second Period Spectral Acceleration SDI 0 483 Equation 16-39 4.4 Secondary Seismic Hazards Secondary effects that can be associated with severe ground shaking following a relatively large earthquake include shallow ground mpture, soil liquefaction and dynamic settlement, lateral spreading, seiches and tsunamis These secondary effects of seismic shaking are discussed in the following sections 4.4.1 Shallow Ground Rupture No active faults are mapped crossing the site, and the site is not located within a mapped Alquist-Priolo Earthquake Fault Zone (Bryant and Hart, 2007) Shallow ground mpture due to shaking from distant seismic events is not considered a sigmficant hazard, although it is a possibility at any site -13- Leighton 960151-034 4 4 2 Liquefacfion Liquefaction and dynamic settlement of soils can be caused by strong vibratory motion due to earthquakes Research and histoncal data indicate that loose granular soils underlain by a near surface ground water table are most susceptible to liquefaction, while the stability of most clayey material are not adversely affected by vibratory motion Liquefaction is characterized by a loss of shear strength in the affected soil layer, thereby causing the soil to behave as a viscous liquid This effect may be manifested at the ground surface by settlement and, possibly, sand boils where insufficient confining overburden is present over liquefied layers Where sloping ground conditions are present, liquefaction- induced instability can result Based on the results of our subsurface explorations, laboratory testing, and geotechnical analysis it is our professional opinion that the site is not considered susceptible to liquefaction resulting from ground shaking at the design ground motion 4.4.3 Tsunamis and Seiches Based on the distance between the site and large, open bodies of water, and the elevation of the site with respect to sea level, the possibility of seiches and/or tsunamis is considered to be very low -14- Leighton 960151-034 5.0 CONCLUSIONS Based on the results of our geotechnical review of the site, it is our opmion that the proposed development is feasible from a geotechmcal viewpoint, provided the following conclusions and recommendations are incorporated into the project plans and specifications The following is a summary of the significant geotechmcal factors that we expect may affect development of the site • The footprint of the proposed hotel is underlain by a cut/fill condition that will need to be mitigated by the overexcavation of the cut portions or the building will need to be designed with a deep foundation system • In addition, to the cut/fill transition condition, a portion of the hotel building and pool complex IS situated over agricultural debris that was not designed to support settlement sensitive stmctures (i e the hotel and pool) Removal of the agricultural fill or design of deep foundations will be needed to mitigate differential settlement of the proposed improvements • Perched ground water/seepage conditions were encountered in Bonng B-l at a depth of approximately 65 feet within a well-graded sandstone unit We anticipate that the on-site soils on the site should be generally rippable with conventional heavy-duty earthwork equipment The on-site soils are expected to generally possess a very low to moderate expansion potential with Expansion Index values less than 70 Onsite soils are expected to have a low to potential for sulfate attack on concrete and moderate to severe potential for conosion of buried ferrous metals The existing onsite soils appear to be suitable material for use as compacted fill provided they are free of organic material, debris, and rock fragments larger than 6 inches in maximum dimension Our review of the geologic literature (Appendix A) indicates there are no known major or active faults on or m the immediate vicimty of the site In addition, evidence of faulting was not encountered durmg our previous field investigation or the pnor grading operations (Appendix A) Because of the lack of known active faults on the site, the potential for surface mpture at the site is considered low The mam seismic hazard that may affect the site is ground shaking from one of the active regional faults The nearest known active fault is the Rose Canyon Fault Zone, which is located approximately 4 7 miles (7 6 kilometers) west of the site 4 -15- Leighton 960151-034 A Peak Horizontal Ground Acceleration (PHGA) of 0 34g is associated with the mapped design response spectmm Liquefaction induced instability is not considered to be a nsk due to the relatively dense condition ofthe onsite soil, fines content, and the absence of shallow ground water -16- Leighton 960151-034 6.0 RECOMMENDATIONS The conclusions and recommendations in this report are based in part upon data that were obtained from a limited number of observations, site visits, excavations, samples, and tests Such information is by necessity mcomplete The nature of many sites is such that differing geotechnical or geological conditions can occur within small distances and under varying climatic conditions Changes in subsurface conditions can and do occur over time Therefore, the findings, conclusions, and recommendations presented in this report can be relied upon only if Leighton has the opportunity to observe the subsurface conditions during earthwork operations and constmctton of the project, in order to confirm that our preliminary findings are representative for the site 6.1 Site Preparation A significant consideration regarding the plarmed site development is the presence of the agricultural debris that was buried during mass grading below the site The organic content and potentially compressible nature of these materials necessitates measures to mitigate the potential for adverse settlement Two options, removal of agricultural debris and deep foundations were previously presented in our early planning study report (Leighton, 2008) It is understood that it is preferable to develop the site without removing the agricultural debris However, we have provided the option for agricultural debris removal in the event that the deep foundation option is not utilized 6 1.1 Removal of Agricultural Debris The agricultural debris may be excavated v^ithm the influence of the proposed hotel and pool With this approach, the overlying materials would be excavated to the top of the agricultural debris and stockpiled for reuse The agricultural debris would then be excavated and either disposed of off-site or relocated to non- structural fills (e g landscape berms) within the Legoland property An illustration showing the anticipated overall excavation for this concept is provided as Figure 3 To minimize stockpiling efforts, it may be preferable to excavate one- half of the removal so that the overburden from the adjacent excavation may be placed in that excavation as compacted fill. It is thought that fill materials that are stockpiled in the Legoland north expansion area can be utilized to replace the volume of removed agricultural debns Fills deeper than 30 feet below pad grade should be compacted to at least 93 percent relative compaction With this approach, the proposed hotel may be supported on shallow foundations provided the maximum fill differenfial beneath the building is less than 45 feet -17- Leighton 960151-034 To achieve this difference, the shallow fomiational materials below the east and west portions of the building pad should be overexcavated to provide a minimum of 10 feet of fill over the formation 6.1.2 Deepened Foundafion Mifigafion The proposed hotel, pool and pool shower buildings should be supported on foundations that extend below, or are outside the influence of the agricultural debris The limits of agricultural debris influence are illustrated on Plate 1 and Figure 3 Piles should develop capacity below an imaginary 1 to 1 projection from the limit of influence line, where the projection is inclined toward the zone of agricultural debris, and becomes horizontal at an elevation of 103 feet above mean sea level To mitigate the potential differenfial settlement, pile supported building with conventional slab on grade may be utilized beyond the limits of the debris influence or a stmctural mat foundation be provided over a distance of at least 20 feet beyond the limits of the agricultural debris influence It is also noted that an existing storm drain line is present east of the proposed kitchen Foundations should also be deepened below a 1 to 1 projection from the bottom of that trench Foundations beyond the limits prescribed for deep foundations maybe founded on shallow foundations Where deep foundations are utilized within the influence of agricultural debris, the slab should consist of pile supported stmctural slabs With this method, differential settlement between site improvements and pile supported elements may necessitate periodic maintenance In areas where shallow foundations are utilized, the existing site should be over excavated at least 3 feet Over-excavation should also extend at least 2 feet below the deepest footings in areas where fomiational materials are anticipated at shallow depth 6.2 Foundafion Design Considerafions As discussed in the preceding section, we anticipate that the proposed improvements will be supported on spread footings, drilled piles, and/or mat slabs The following sections address the recommendations for these types of foundation systems. -18- Leighton 960151-034 6.2.1 Convenfional Spread Foundafions Footings should extend at least 18-inches beneath the lowest adjacent finish grade At these depths, footings founded in properly compacted fill soil or formational material may be designed for a maximum allowable bearing pressure 3,500 psf The allowable pressures may be increased by one-third when considering loads of short duration such as wind or seismic forces The minimum recommended width of footings IS 15 mches for continuous footings and 18 inches for square or round footings Footings should be designed in accordance with the structural engineer's requirements and have a minimum reinforcement of four No 5 reinforcing bars (two top and two bottom) The recommended allowable bearing capacity for spread foottngs is based on a maximum allowable total and differential settlements of l-mch and 3/4-inch Since settlements are functions of footing size and contact beanng pressures, some differential settlement can be expected between adjacent columns, where large differential loading conditions exist With increased footmg depth to width ratios, differential settlement should be less We recorrmiend a horizontal setback distance from the face of slopes and retaining wall for all stmctural footings and settlement-sensitive stmctures The distance is measured from the outside edge of the footing, horizontally to the slope face (or to the face of a retaining wall) and should be a minimum of H/2 and need not be greater than 15 feet Utility trenches that parallel or nearly parallel stmctural footings should not encroach within a 1.1 plane extending downward from the outside edge of footing Please note that the soil within the stmctural setback area possess poor lateral stability, and improvements (such as retaining walls, sidewalks, fences, pavements, etc) constmcted within this setback area may be subject to lateral movement, and/or differential settlement Potential distress to such improvements may be mitigated by providing a deepened footing or a pier and grade beam foundation system to support the improvement Deepened footings should meet the setback as described above. 6.2.2 Drilled Pile Foundafions Drilled piles may be designed for the skin friction capacities shown in Figure 4 plus 7,000 psf for end bearing The capacity of the pile should be reduced by the capacity withm the influence zone of the agncultural debris Upward capacity equal to one-half the value on Figure 4 may be utilized to resist tensile loads Pier settlement is anticipated to be less than 1/4 inch under design loads and normal service conditions The design chart contained in the accompanying Figure 4 is based on center to center pile spacings of at least 3 pile diameters Where piles are -19- Leighton 960151-034 spaced more closely, reduction in pile capacity is necessary Constmction of piles should be sequenced such that the concrete of constmcted piles are allowed to setup prior to constmction of piles within 3 diameters Lateral loads on the face of caissons/piers may be resisted by using a lateral bearing of 300 psf/foot elevation Where piles are situated at least 5 diameters (center to center) apart, the effective diameter of the pile may be increased by 1 5 for resisting lateral loads Intermediate cases can be evaluated on a case-by-case basis 6.2.3 Structural Foundafions on Grade A soil modulus of 150 pounds per cubic inch is recommended for design of stmctural slab foundations Stmctural foundations should be designed by the project stiuctural engineer utilizing the parameters outlined below in Table 3 and an allowable bearmg pressure of 2,000 psf Table 3 Structural Foundafion Design Parameters Design Cntena Expansion Index Design Cntena E.L < 70 Edge Moisture Variation, Cm Center Lift 5 5 feet Edge Moisture Variation, Cm Edge Lift-4 5 feet Differential Swell, Center Lift 1 5 inches Differential Swell, Edge Lift 0 6 inches Modulus of Subgrade Reaction —^ 100 pci Analysis of uniform mat, conventional ribbed mat and post-tensioned foundation should be performed in accordance with the Post-Tensioning Institute procedures (PTI, 2008) -20-4 Leighton 960151-034 6.3 Floor Slab Considerafions Slab on grade floors should be at least 5 inches thick and reinforced with a minimum of No 3 rebars at 18 inches on center each way, placed at mid height in the slab Slabs should be underlain by a 2-inch layer of clean sand or clean cmshed gravel We recommend that the architect follow the guidance of ACI 302 2R-06 for design of the under slab moisture protection measures and development of constmction specifications We recommend control joints be provided across the slab at appropriate intervals as designed by the project architect Prior to placement of the vapor bamer, the upper 6-inches of slab subgrade should be moisture conditioned to a moisture content at or above the laboratory optimum The potential for slab cracking may be further reduced by careful control of water/cement ratios The contractor should take the appropriate precautions during the pouring of concrete in hot weather to minimize cracking of slabs We recommend that a slip-sheet (or equivalent) be utilized above the concrete slab if crack-sensitive floor coverings are to be placed directly on the concrete slab If heavy vehicle or equipment loading is proposed for the slabs, greater thickness and increased reinforcing may be required 6.4 Retaining Wall Design For design purposes, the following lateral earth pressure values m Table 4 for level or sloping backfill are recommended for walls backfilled with very low to low expansion potential (Expansion Index less than 50) Table 4 Stafic Equivalent Fluid Weight (pcO Conditions Level 2 I Slope Active 35 55 At-Rest 55 85 Passive 300 (maximum of 3 ksf) 150 (slopmg down) Retaimng stmctures should be provided with a drainage system, as illustrated in Appendix D, to prevent buildup of hydrostatic piessure behind the wall For sliding resistance, a fnction coefficient of 0 35 may be used at the soil-concrete interface. The lateral passive resistance can be taken mto account only if it is ensured that the soil agamst embedded stmctures will remain intact with time -21- Leighton 960151-034 Retaining wall footings should have a minimum embedment of 12 inches below the adjacent lowest grade unless deeper footings are needed for other reasons 6.5 Earthwork We anticipate that earthwork at the site will consist of remedial grading of the near- surface soils, grading of the building pad and associated improvements, removal of the agricultural debris beneath the proposed hotel and pool complex, utility construction, subgrade preparation in pavement areas, foundation excavation, and retaining wall constmction and backfill operations We recommend that earthwork on the site be performed in accordance with the following recommendattons and the General Earthwork and Grading Specifications for Rough Grading included in Appendix E In case of conflict, the following recommendations shall supersede those in Appendix E 6.5.1 Site Preparafion If additional grading, such as fill placement, is planned on the site, the areas to receive stmctural fill, engineered stmctures, or hardscape should be cleared of surface and subsurface obstmctions, including any existing debris and undocumented or loose fill soils, and stripped of vegetation Removals should extend the competent documented fill soils and/or competent formational soils Removed vegetation and debris should be properly disposed off site Holes resulting from the removal of buried obstmctions which extend below finish site grades should be replaced with suitable compacted fill material All areas to receive fill and/or other surface improvements should be scarified to a minimum depth of 12 inches, brought to above optimum moisture conditions, and recompacted to at least 90 percent relative compaction based on ASTM Test Method D1557 If clayey soils that are more expansive (EI>70) are encountered, revised recommendations may be needed 6.5.2 Excavations and Oversize Material Shallow excavations of the onsite materials may generally be accomplished with conventional heavy-duty earthwork equipment Localized heavy rippmg or drilling may be required if cemented and concretionary lenses are encountered in deeper excavations Shallow, temporary excavations, such as utility trenches with vertical sides, in the engineered fill and formational materials should remain stable for the period required to constmct the utility, provided they are free of adverse geologic 4 -22- Leighton 960151-034 conditions or seeps In accordance with OSHA requirements, excavations deeper than 5 feet should be shored or be laid back if workers are to enter such excavations Temporary sloping gradients should be determined in the field by a "competent person" as defined by OSHA For preliminary planning, sloping of surficial soils at 1 1 (horizontal to vertical) may be assumed Excavations greater than 20 feet in height will require an alternative sloping plan or shoring plan prepared by a Cahfomia registered civil engineer 6.6 Proposed Swimming Pool The swimming pool and spa should be designed by a stmctural engmeer to resist the forces lateral earth pressures soils and differenfial settlement of the fill The following Items should be taken mto considerafion in the design and construction of the swimming pool and spa Installation of a pressure release valve system beneath the pool bottom is also recommended The pool contractor should provide a sufficient level of inspection and control to assure that approved pool plans and specifications are implemented during constmction Observation/testing should be performed by a geotechnical consultant during pool excavation and backfill operations to verify that exposed soil conditions are consistent with the design assumptions 6.6.1 Pool Deck Recommendafions We recommend that the pool deck be a mimmum of 5-inches thick, remforced with No 3 rebars at 18 inches on center each way, and underlain by a minimum 2 inch layer of clean sand The clean "sand should be underlain by a 10-mil visqueen moisture bamer properly lapped and sealed, which is in-tum underlain by an additional of 2 inches of sand (mimmum) The moisture bamer should be sloped away from the pool at a minimum gradient of 2 percent The penmeter of the decking should be constmcted with a perimeter footing a minimum of 8 inches wide and deep. The deck should have appropriate crack control and expansion joints to reduce the potential for the formatton of unsightly cracks as the deck responds to the underlying expansive soils In general, the constmction joints should be a minimum of 5 feet on center (each way) and extend to a depth of at least 1/3 of the concrete thickness The joints should not cut the rebar reinforcement Special attention should be given to ensure that the joint between 4 -23- Leighton 960151-034 the pool decking and pool coping is propeily sealed with a flexible, watertight caulking to prevent water infiltration The concrete decking should be sloped to area drains with sufficient gradient to maintain active flow, even if the deck is subject to minor movement 6.7 Surface Drainage and Erosion Surface dramage should be controlled at all times The proposed structures should have appropriate drainage systems to collect mnoff Positive surface drainage should be provided to direct surface water away from the stmcture toward suitable drainage facilities In general, ponding of water should be avoided adjacent to the structure or pavements Over-watering of the site should be avoided Protective measures to mitigate excessive site erosion during constmction should also be implemented in accordance with the latest City of Carlsbad grading ordinances 6.8 Infiltrafion Due to the presence of potentially compressible agricultural debris beneath the site, infiltration of surface waters should be avoided within the area of agricultural debris influence and east of those limits This office should review proposed LID solutions to confirm they are consistent with the intent of oui recommendations Where pervious paving IS proposed, underdrains should be provided at low points of the pavement subgrade 6.9 Geochemical Considerafions We recommend that concrete in contact with earth materials be designed in accordance with Secfion 4 of ACI 318-08 A(ACI, 2008) Due to the low resistivity of the onsite materials, the soils are considered conosive to buried ferrous metals and measures to mitigate corrosion should be incorporated in the design of those elements Section 855 of the Caltrans Highway Design Manual provides guidance a measure to mifigate Conosion for underground utilities Measures to mitigate conosion should be incorporated in the design and implemented during constmction as per the guidance of the project conosion engineer 4 -24- Leighton 960151-034 6.10 Vehicular Pavements The pavement section design below is based on an assumed Traffic Index (TI), our visual classification of the subject site soils, and laboratory testing (we have utilized an R-Value of 11) The Tl values were chosen based on our experience with similar projects Actual pavement recommendations should be based on R-value tests performed on bulk samples of the soils that are exposed at the finished subgrade elevations across the site at the completion of the gradmg operations Flexible pavement sections have been evaluated in general accordance with the Caltrans method for flexible pavement design The recommended flexible pavement section for this condition is given m Table 5 below Table 5 Preliminary Pavement Secfions Traffic Descnpfion Assumed Traffic Index (TI) Asphalt Concrete (inches) Aggregate Base (inches) Auto Parking 45 40 5 0 Driveways 50 40 7.0 Flexible pavements should be constmcted in accordance with cunent Caltrans Standard Specifications Aggregate base should comply with the Caltrans Standard Specifications of Section 26 Aggregate base should be compacted to a mimmum of 95 percent relative compaction (ASTM D 1557) For areas subject to regular tmck loadmg (i e , trash tmck apron), we recommend a fiill depth of Portland Cement Concrete (PCC) section of 7 5 inches with appropriate steel reinforcement and crack-control joints as designed by the project stmctural engineer. We recommend that sections be as nearly square as possible. A 3,250-psi mix that produces a 550-psi modulus of mpture should be utilized Additional City of Carlsbad specifications are presented on Detail GS-16 ofthe City of Carlsbad Engineermg Standards Volume 3 - Standard Drawing and Notes AU pavement section materials conform to and be placed in accordance with the latest revision of the California Department of Transportation Standard Specifications (Caltrans) and American Concrete Insfitute (ACI) codes The upper 8 inches of subgrade soil and all aggregate base should be compacted to a relafive compaction of at least 95 percent (based on ASTM Test Method DI557) -25- Leighton 960151-034 If pavement areas are adjacent to heavily watered landscape areas, we recommend some measure of moisture control be taken to prevent the subgrade soils from becoming saturated It is recommended that the concrete curmg separating the landscaping area from the pavement extend below the aggregate base to help seal the ends of the sections where heavy landscape watering may have access to the aggregate base Concrete swales should be designed in roadway or parking areas subject to concentrated surface mnoff 6,11 Foundafion Review Foundation plans should be reviewed by Leighton to confirm that the recommendations in this report are incorporated in project plans 6.12 Construcfion Observafion The recommendations provided in this report are based on preliminary design information, our experience during rough grading, and subsurface conditions disclosed by widely spaced excavations The interpolated subsurface conditions should be checked in the field during constmction Constmction observation of all onsite excavations and should be performed by a representative of this office so that constmction is in accordance with the recommendations of this report All footing excavations should be reviewed by this office prior to steel placement -26- Leighton REFERDICE. HOFniAN PLANNING, L£GOtANO HOTEU 2011 200 FEET E XCAVATIO LEGOLAND CE 1 LEGOLA Carlsbad, ( N EXHIBIT ilifomja Hotel ND Dnve ilalifomia Proj 960151-034 Eng/Geol SAC/MDJ Scale 1"= 100' Date 05/2011 FIGURE 3 Leighton -10 -20 -30 a> -40 a. a a -50 - -60 -70 -80 12" CIDH Pile 18" CIDH Pile • • _L 24" CIDH Pile 30" CIDH Pile ±^ ' ' ' 0 100 200 300 400 500 600 700 800 900 Allowable Downward Pile Capacity (kips) ALLOWABLE DOWNWARD PILE CAPACITY CHART LEGOLAND California Hotel Cadsbad, California Project No 960151-034 Date April 2011 Leighton and Associates, Inc A LEIGHTON GROUP COMPANY Figure 4 I APPENDIX A References I I I 960151-034 APPENDIX A References American Concrete Institute (ACI), 2006, Guide for Concrete Slabs that Receive Moisture- Sensitive Flooring Materials Bryant, W. A. and Hart, E. W., 2007, Fault Rupture Hazard Zones in California, Alquist-Priolo Special Studies Zones Act of 1972 with Index to Special Study Zone Maps, Department of Conservation, Division of Mmes and Geology, Special Publication 42, dated 1997 with 2007 Interim Revision California Building and Safety Commission (CBSC), 2010, California Building Code. California Division of Mmes and Geology (CDMG), 1998, Maps of Knowm Active Fault Near- Source Zones in California and Adjacent Portions of Nevada, dated Febmary, 1998 California Geologic Survey (CGS), 2003, Revised 2002, California Probabilisfic Seismic Hazard Maps, June, 2003. Leighton and Associates, Inc., 1995, Preliminary Geotechnical Investigation, Lego Family Park and Pointe Resorts, Lots 17 and 18 of the Carlsbad Ranch, Carlsbad, Califomia, Project No 950294-001, dated October 5,1995 , 1996, Supplemental Geotechnical Investigation, Lego Family Park, Carlsbad Ranch, Carlsbad, California, ProjectNo. 960151-001, dated July 23,1996 —, 1997, Treatment of Plastic Debns, Legoland, Carlsbad, Project No 4960151-003, dated June 25,1997 , 1998, Final As-Graded Report of Rough Grading, Lego Family Park, Carlsbad, California, ProjectNo 960151-003, dated Febmary 10, 1998. , 2008a, Planning-Level Geotechnical Review, Proposed Legoland Hotel, Legoland Family Park, Carlsbad, California, ProjectNo. 960151-027, dated April 11,2008 , 2008b, Geotechnical Investigation, Proposed Legoland Hotel, Carlsbad, California, Project No. 960151-028, dated July 22, 2008 Tan, S S. and Kennedy, M P., 1996, Geologic Maps of the Northwestem Part of San Diego County, California, Division of Mines and Geology (DMG) Open-File Report 96-02, San Luis Rey and San Marcos Quadrangles A-1 APPENDIX B Boring Logs From Recent Update Investigation GEOTECHNICAL BORING LOG KEY Project No. Project Dnlling Co. Dnllmg Method Location KEY TO BORING LOG GRAPHICS Date Dniled Logged By Hole Diameter Ground Elevation Sampled By c o UJ O M 0) •a 3 o a. E ra (0 (A 0) II 0) Q. W 0) U Q (0 so O _OT 5z> SOIL DESCRIPTION T/7;s So(/ Descnption applies only to a location ofthe exploration at the time of sampling Subsurface conditions may differ at other locations and may change with time The descnption is a simplification of the actual conditions encountered Transitions between soil types may be gradual (A 0) O 0) Q. 10- 15- 20- 25- SAMPL^TYPES B BULK SAMPLE C CORE SAMPLE G GRAB SAMPLE R RING SAMPLE 8 SPLIT SPOON SAMPLE T TUBE SAMPLE B-l C-l G-1 R-l SH-1 S-I I Asphaltic concrete Portland cement concrete CL CH Inorganic clay of low to medium plasticity, gravelly clay, sandy clay, silty clay, lean clay inorganic clay OL Organic clay ML Inorganic silt, clayey silt with low plasticity MH Inorganic silt, diatomaceous fine sandy or silty soils, elastic silt ML-CL Clayey silt to silty clay GW Well-graded gravel, gravel-sand mixture, little or no fines GP Poorly graded gravel, {^vel-sand mixture, little or no fines GM Silty gravel GC Clayey gravel, gravel-sand-clay mixture SW Well-graded sand, gravelly sand, little or no fmes SP Poorly graded sand, gravelly sand, little or no fines SM Silty sand, poorly graded sand-silt mixture SC Clayey sand Bedrock Ground water encountered at time of drilling Bulk Sample Core Sample Grab Sample Modified California Sampler (3" O D, 2 5 I D) Shelby Tube Sampler (3" O D) Standard Penetration Test SPT (Sampler (2" O D , 1 4" I D ) TYPE OF TESTS -200 % FINES PASSING AL ATTERBERG LIMITS CN CONSOUDATION CO COLLAPSE CR CORROSION CU UNDRAINED TRIAXIAL DS DIRECT SHEAR El EXPANSION INDEX H HYDROMETER MD MAXIMUM DENSITY PP POCKET PENETROMETER RV RVALUE SA SIEVE ANALYSIS SE SAND EQUIVALENT SG SPECIFIC GRAVmr UC UNCONFINED COMPRESSIVE STRENGTH ' This log IS a part of a report by Leighton and should not be used as a stand-alone document Page 1 of 1 GEOTECHNICAL BORING LOG B-5 Project No. Project Dnlling Co Dnlling Method Location 960151-034 LEGOLAND California Hotel 3-22-11 MDJ Baia Exploration Hollow Stem Auger 1401b - Autohammer - 30" Drop West Date Dniled Logged By Hole Diameter Ground Elevation Sampled By MDJ 8" 150' c o |u. LU Q.a> u •5o> 2_j o in TJ 3 4—* a E ra CO (0 a> II k. 0) OL (A 4) U QQ. £• o (A 0) SO o 11)'-' SOIL DESCRIPTION r/7/s So;/ Description applies only to a location ofthe exploration at the time of sampling Subsurface conditions may differ at other locations and may change with time The description is a simplification ofthe actual conditions encountered Transitions between soil types may be gradual (A 0) O o a. >• 150 145 140 135 15- 130 20- 125 25- B-l 2-5' SC Asphalts^ mches - -\ Aggregate Ba^e^ incjies ARTIFICIAL FILL (AO @9 5" Clayey SAND Gray-brown, moist, medium dense R-l 17 51 122 10 CL ^M" ! 9' Sandy CLAY Gray to olive, moist, stiff : 10" Silly coarse SAND Gray-brown, damp, dense, possible formational chuck in tip 115' Very dense drilling R-2 I 28 " 50/3" SM TERTIARY SANTIAGO FORMATION (Tsa) @ 14' Silty fine SANDSTONE Light gray, damp, very dense R-3 i 28 50/4" 126 Total Depth = 21 Feet No ground water encountered at time of drilling Backfilled on 3/22/11 TYPES TYPE OF TESTS B BULK SAMPLE -200 % FINES PASSING DS DIRECT SHEAR SA SIEVE ANALYSIS C CORE SAMPLE AL ATTERBERG LIMITS El EXPANSION INDEX SE SAND EQUIVALENT G GRAB SAMPLE CN CONSOLIDATION H HYDROMETER SG SPECIFIC GRAVITY R RING SAMPLE CO COLLAPSE MD MAXIMUM DENSITY UC UNCONFINED COMPRESSIVE STRENGTH 8 SPLIT SPOON SAMPLE CR CORROSION PP POCKET PENETROMETER T TUBE SAMPLE CU UNDRAINED TRIAXIAL RV RVALUE ' This log IS a part of a report by Leighton and should not be used as a stand-alone document. Page 1 of 1 GEOTECHNICAL BORING LOG B-6 Project No. Project Dnlling Co Dnlling Method Location 960151-034 LEGOLAND California Hotel 3-22-11 MDJ Baia Exploration Hollow Stem Auger - 1401b - Autohammer -30" Drop North Date Dniled Logged By IHole Diameter Ground Elevation Sampled By MDJ 8" 153' h I- UJ SOIL DESCRIPTION This Soil Descnption applies only to a location ofthe exploration at the time of sampling Subsurface conditions may differ at other locations and may change with time The descnption is a simplification of the actual conditions encountered Transitions between sal types may be gradual (A 0) o 0) Q. >• ,Asphalt_3_[nches ^Aggregate Base 4_inches ARTIFICIAL FILL @ 0 7" Clayey SAND Gray-brown, moist, medium dense 150 145 8' Silty fine SAND and clayey SAND Gray-brown, moist, medium dense 12' Silly clayey SAND Gray-brown, moist, medium dense 140 135 20' Clayey SAND to sandy CLAY Gray-brown to brown, medium dense to stiff 130 25' Clayey SAND to sandy CLAY Gray-brown to brown, medium dense to stiff 125 SAMPLtTYPES B BULK SAMPLE C CORE SAMPLE G GRAB SAMPLE R RING SAMPLE S SPLIT SPOON SAMPLE T TUBE SAMPLE TYPE OF TESTS -200 % FINES PASSING DS AL ATTERBERG UMITS El CN CONSOLIDATION H CO COLLAPSE MD CR CORROSION PP CU UNDRAINED TRIAXIAL RV DIRECT SHEAR SA EXPANSION INDEX SE HYDROMETER SG MAXIMUM DENSITY UC POCKET PENETROMETER RVALUE SIEVE ANALYSIS SAND EQUIVALENT SPECIFIC GRAVITY UNCONFINED COMPRESSIVE STRENGTH * * * This log IS a part of a report by Leighton and should not be used as a stand-alone document. *' Page 1 of 2 GEOTECHNICAL BORING LOG B-6 Project No. Project Dnlling Co. Drilling Method Location 960151-034 3-22-11 LEGOLAND California Hotel MDJ Baia Exploration Hollow Stem Auger - 1401b - Autohammer -30" Drop North Date Drilled Logged By Hole Diameter Ground Elevation Sampled By MDJ 8" 153' c o m (A 0) •o 3 •4-' o z 0) Q. E ra tn (A 0) IA-<= o— CQtO Um OL <A 0) u QQ. Q (A 0) so o -o _w SOIL DESCRIPTION This Soil Description applies only to a location ofthe exploration at the time of sampling Subsurface conditions may differ at other locations and may change with time The description is a simplification of the actual conditions encountered Transitions between soil types may be gradual (A 0) O a. >. I- T R-3 120 10 17 40 109 16 SC ARTIFICIAL FILL (Af) (continued) @ 30' Clayey SAND Gray-brown, moist, medium dense 13 12 15 CL ! 35' Sandy CLAY Gray-brown, moist, very stiff, no recovery 115 40— 110 45 105 B-3_ 38-42' R-4 SC-CL 115 ) 38 5' Clayey silty SAND to silly sandy CLAY Dark brown to dark gray, moist, medium dense, possible Alluvium/Topsoil derived Fill CR 14 R-5 22 117 12 SM R-6 70/6" 108 100 55— 95 TERTIARY SANTIAGO FORMATION (Tsal @ 46' Silty fine to medium SANDSTONE Oflf-white, damp, very dense ! 50' Silty fine to mtxiium SANDSTONE Off-white, damp, very dense Total Depth = 51 Feet No ground water encountered at time of drilling Backfilled on 3/22/11 SAMPLFTYPES B BULK SAMPLE C CORE SAMPLE G GRAB SAMPLE R RING SAMPLE S SPLIT SPOON SAMPLE T TUBE SAMPLE TYPE OF TESTS -200 % FINES PASSING AL ATTERBERG LIMITS CN CONSOLIDATION CO COLLAPSE CR CORROSION CU UNDRAINED TRIAXIAL DS DIRECT SHEAR SA El EXPANSION INDEX SE H HYDROMETER SG MD MAXIMUM DENSITY UC PP POCKET PENETROMETER RV RVALUE SIEVE ANALYSIS SANO EQUIVALENT SPECIFIC GRAVITY UNCONFINED COMPRESSIVE STRENGTH " This log IS a part of a report by Leighton and should not be used as a stand-alone document.' Page 2 of 2 GEOTECHNICAL BORING LOG B-7 Project No. Project Drilling Co. Dnllmg Method Location 960151-034 LEGOLAND California Hotel 3-22-11 MDJ Baia Exploration Hollow Stem Auger 1401b - Autohammer - 30" Drop Central East Date Dniled Logged By Hole Diameter Ground Elevation Sampled By MDJ 8" 148' c o UJ •SO> 9-0 S_i O (A a> •D < 0) a E ra (A 0) (A-C il ta<o i-0) CL (A CM-0) u QQ. £• Q (A 0) 5^ so o (A—* _co (0^ SOIL DESCRIPTION r/7;s Soil Description applies only to a location ofthe exploration at the time of sampling Subsurface conditions may differ at other locations and may change with time The descnption is a simplification of the actual conditions encountered Transitions between soil types may tie gradual (A 0) H 4-O 0) a >• .1 ylgf 145 140 10 135 15 130 20- 125 25- B-l 1-5' SM ^Asphalt^5 inches v^ggregateJ3ase^5_tqJ i^inches ARTIFICIAL FILL (Af) @ I' Silty SAND Brown, moist, medium dense 10 10 15 R-l B-2 11-14' I 12 15 21 120 } 6' Silty fine SAND Orange-brown and brown, moist, medium dense, no recovery I 10' Silly fine to medium SAND Light gray, moist, medium dense R-2 I 12 18 21 119 @ 15' Silty fine to medium SAND Light brown, moist, medium dense R-3 I 12 110 32 SM/ML ! 2 r Silty fine SAND and fine sandy SILT Orange-brown, moist, medium dense to dense, mottled, possible weathered formational material SM TERTIARY SANTIAGO FORMATION (Tsa) @ 23' Silty fine to medium SANDSTONE Off-white, damp, very dense R-4 I 36 50 115 120 SAMPLETYPES B BULK SAMPLE C CORE SAMPLE G GRAB SAMPLE R RING SAMPLE 8 SPLIT SPOON SAMPLE T TUBE SAMPLE Total Depth = 26 Feet No ground water encountered at time of drilling Backfilled on 3/22/11 TYPE OF TESTS -200 % FINES PASSING DS AL ATTERBERG LIMITS El CN CONSOUDATION H CO COLLAPSE MD CR CORROSION PP CU UNDRAINED TRIAXIAL RV DIRECT SHEAR SA EXPANSION INDEX SE HYDROMETER SG MAXIMUM DENSITY UC POCKET PENETROMETER RVALUE SIEVE ANALYSIS SAND EQUIVALENT SPECIFIC GRAVITY UNCONFINED COMPRESSIVE STRENGTH ' This log IS a part of a report by Leighton and should not be used as a stand-alone document.' Page 1 of 1 GEOTECHNICAL BORING LOG B-8 Project No Project Dnlling Co. Drilling Method Location 960151-034 LEGOLAND California Hotel 3-22-11 MDJ Baia Exploration Hollow Stem Auger - 1401b - Autohammer - 30" Drop East Date Dniled Logged By Hole Diameter Ground Elevation 148' Sampled By MDJ 8" h I- UJ 1-2 S-o «_i o w TJ 3 < a. E ra (O CQ<0 o CL (A CH-ID o QQ. £• Q a)6~ (A 0) o-E so o _co (0^ SOIL DESCRIPTION This Soil Description applies only to a location ofthe exploration at the time of sampling Subsurface conditions may differ at other locations and may change with time The description is a simplification of the actual conditions encountered Transitions between soil types may be gradual in 0) o a. 145 140 10 135 B-l 1-4' SM R-l 109 16 SM .Asphalt^ 4^ inches vAggregate_B^se^6^n^hes ARTIFICIAL FILL (Af) @ 10" Silty SAND with gravel, Orange-brown, moist ! 5' Silty SAND Light brown, moist, medium ML ) 6 5' Sandy SILT Orange-brown, moist, stiff, mottled ML R-2 I 9 10 17 QUATERNARY TERRACE DEPOSITS (Qt) @ 9' Silly very fine S^ND Gray and orange, moist, medium dense, possible Qt/Tsa weathered 130 B-2 14'-18' R-3 SC/ML I TERTIARY SANTIAGO FORMATION (Tsa) @ 13' Clayey fine SANDSTONE and sandy SILTSTONE with clay Olive, moist, medium dense, interbalded 105 16 14 19 ML/CL 1 17' Fine sandy SILTSTONE and silty CLAYSTONE Orange-brown and olive, damp, very stiff R-4 13 17 93 29 CH §20 5' Silty CLAYSTONE Olive, moist, medium stiff AL 125 25- 120 SAMPLETYPES B BULK SAMPLE C CORE SAMPLE G GRAB SAMPLE R RING SAMPLE 8 SPLIT SPOON SAMPLE T TUBE SAMPLE Total Depth = 21 5 Feet No ground water encountered at time of drilling Backfill on 3/22/11 TYPE OF TESTS -200 % FINES PASSING DS AL ATTERBERG LIMITS El CN CONSOUDATION H CO COLLAPSE MD CR CORROSION PP CU UNDRAINED TRIAXIAL RV DIRECT SHEAR SA EXPANSION INDEX SE HYDROMETER SG MAXIMUM DENSITY UC POCKET PENETROMETER RVALUE SIEVE ANALYSIS SAND EQUIVALENT SPECIFIC GRAVITY UNCONFINED COMPRESSIVE STRENGTH ' This log IS a part of a report by Leighton and should not be used as a stand-alone document * * * Page 1 of 1 Boring Logs From Previous Investigation (Leighton, 2008b) GEOTECHNICAL BORING LOG B-1 Date 5-27-08 Sheet 1 of Project Legoland Hotel Dnllmg Co Scott's Drilling Project No Type of Rig 960151-028 CME-55 8 in Hole Diameter Elevation Top of Elevation 148' Dnve Weight Location 140 pound hammer Drop 30" East of Entrance/Parking Lot m 1^ u S-O g-1 in o 73 3 B < 0) CL E ra <n (AO 50 CDu CL in a>u Qa £• Q OC SO o in^ _<o 03 co~-LoggedBy Sampled By DESCRIPTION DB DB in 0) o u a 145 140 135 130 125 120 10— 15- 20- 25- 30- S-2 ARTIFICIAL FILL (Afl @ 0' Silty clayey SAND Light brown, damp, medium dense 12 9 13 2 SM 19 14 1 I R-2 134/11" 1184 13 3 SM/SC ) 8' Silty SAND Light brown, damp, very stiff to medium dense, medium grained @ 12' Change in color to red-brown @ 13' Change m color to light brown @ 15' Fill lifts of silty SAND Pale light brown, damp and clayey SAND Gray-brown , damp to moist, very dense, medium grained S-3 \ 26 11 0 SM @ 20' Silty SAND Pale light brown and gray, damp, medium dense, medium gramed !22 5' Sandy CLAY Dark gray to black, moist R-3 I 31/6" 121 7 117 SM BURIED AGWCULTURAL DEBRIS (Afd) @ 25' Silty SAND Brown, damp, medium dense, medium grained with agricultural debns including plastic sheetmg, plastic piping, wood chips, etc SAMPLETYPES S SPLIT SPOON R RING SAMPLE B BULK SAMPLE T TUBE SAMPLE G GRAB SAMPLE SH SHELBY TUBE TYPE OF TESTS DS DIRECT SHEAR MD MAXIMUM DENSITY CN CONSOLIDATION CR CORROSION SA SIEVE ANALYSIS AT ATTERBURG LIMITS El EXPANSION INDEX RV R VALUE LEIGHTON GEOTECHNICAL BORING LOG B-1 Date 5-27-08 Sheet 2 of Project Legoland Hotel Dnllmg Co Scott's Dnllmg Hole Diameter Project No Type of Rig 960151-028 CME-55 8 in Elevation Top of Elevation 148' Dnve Weight Location 140 pound hammer Drop 30" East of Entrance/Parking Lot UJ S-O O in o •a 3 B < a. E ra V) (AO $o o"- DQo) in « u Qa £« Q 3-S oc SO (AT (0(0 OZ) Logged By Sampled By DESCRIPTION DB DB in o o o a SO- US 110 105 45- 100- 95 55- 90 60- S-4 i 36 122 SM R-4 I 35/6" 122 8 13 0 SC/SM ) 30' Silty SAND Light brown and gray, damp to moist, dense, medium grained, trash remnants I men wood chips 133' Trace of gravel in cuttings ) 34' Clayey SAND Medium brown, moist to silty SAND, medium grained, slight organic odor, 1 inch wood chips in sample, thin plastic sheeting throughout S-5 t 31 116 SM/ML @ 40' Silty SAND and sandy SILT Medium brown, moist, dense, fine to medium grained, greenish brown, damp, medium gramed sandy silt, scattered wood chips, debris in sample R-5 I 50/5" 121 5 II 6 SM/SP S-6 44 144 CH SM I R-6 142/12' 115 5 14 6 SM/SC TERTIARY SANpSTONE FORMATION (Tsa) @ 45' Silty SAND Medium brown, moist, tine to medium grained, contact, grades to poorly-graded SANDSTONE Reddish-brown, damp, fine to medium grained (6 inches and shoe is) ) 50' Fat CLAYSTONE Brown, damp, mottled, contains 3/4 to 1 inch gravel ! 50 5' Silty SAND Reddish brown, damp, fine gramed, medium to coarse grained and change in color, iron-oxide stamed to 50 8 feet @ 55' Silty SANDSTONE Upper sample is reddish brown, shoe is light brown, moist, medium gramed, clayey SAND Light brown, damp medium grained, dense, 2 inches of lean clay Light brown, damp, oxidation stammg, interbedded SAMPLE TYPES s SPLrr SPOON R RING SAMPLE B BULK SAMPLE T TUBE SAMPLE G GRAB SAMPLE SH SHELBY TUBE TYPE OF TESTS DS DIRECT SHEAR MD MAXIMUM DENSITY CN CONSOLIDATION CR CORROSION SA SIEVE ANALYSIS AT ATTERBURG LIMITS El EXPANSION INDEX RV R-VALUE LEIGHTON GEOTECHNICAL BORING LOG B-1 Date 5-27-08 Project Legoland Hotel Dnllmg Co Scott's Dnllmg Sheet 3 of Project No Type of Rig 960151-028 CME-55 8 in Hole Diameter Elevation Top of Elevation 148' Dnve Weight Location 140 pound hammer Drop 30" East of Entrance/Parking Lot UJ S-o C-l CD in TJ < a E ra CO (AO $o CQ«> Q. in Qa £• Q 15 4-i C (OOJ o c so O (Ato _co 03 CO-' Logged By Sampled By DESCRIPTION DB DB J2 in o a 60- 85 65- 'P : 80 70- 75 75- 70 80— 65 85— 60 90- S-7 i 37 15 1 SM 160' Silty SANDSTONE Light brown and orange-brown, moist to wet, dense, medium to coarse gramed R-8 I 50/4' S-8 R-9 1 1186 16 4 [SW-SM @65' Well-graded SANDSTONE with SILT Orangish brown, wet, very dense, medium to coarse grained, shoe is, pale light brown and coarse grained, perched ground water 50/2 5' 17 6 VIL/SW @ 70' Interbedded SILTSTONE Greenish gray, dry to damp, hard, medium to high, and SANDSTONE with SILT Pale light gray, damp 50/5" 1159 178 SW 3.75' Well-graded SANDSTONE with SILT Pale light gray, damp, _^ very dense, medium to coarse gramed Total Depth = 75 5 Feet Perched ground water at 65 feet Backiilled with bentonite slurry on 5/27/08 SAMPLE TYPES S SPLIT SPOON R RING SAMPLE B BULK SAMPLE T TUBE SAMPLE G GRAB SAMPLE SH SHELBY TUBE TYPE OF TESTS DS DIRECT SHEAR MD MAXIMUM DENSITY CN CONSOUDATION CR CORROSION SA SIEVE ANALYSIS AT ATTERBURG LIMITS El EXPANSION INDEX RV R VALUE LEIGHTON GEOTECHNICAL BORING LOG B-2 Date 5-27-08 Sheet 1 of 1 Project Legoland Hotel Dnlling Co Scott's Dnllmg Hole Diameter Project No Type of Rig 960151-028 CME-55 8 in Elevation Top of Elevation 147' Dnve Weight Location 140 pound hammer Drop 30" South of Entrance/Parking Lot I* I- UJ a? I-ao iS-i O in 0) -D < a E n CO inO $o ffiw CL 5' in Cii-O U Qa £• Q 5c oc SO O (A'—' (A(0 ^(0 "oii CO--Logged By Sampled By DESCRIPTION DB DB in 0) I- o o a >. 145 140 135 130- 125 120- 10- 15- 20- 25- 30- R-1 S-1 I 31 12 117 1 165 172 SM ML SM 6 mches asphalt concrete/14 inches base ARTIFICIAL FILL (Af) Silty medium SAND Brown, moist 12 5' SILT Greenish gray, dry to damp, hard, little clay dark brown TERTIARY SANTIAGO FORMATION (Tsa) @5' Silty SANDSTONE Pale light brown and medium brown, damp, stiff to medium dense, medium grained I R-2 173/11" 120 7 12 5 S-2 R-3 @ 10' Silty SANDSTONE Pale light brown, damp, very dense, medium gramed 90/10' 13 2 ML @ 15' Sandy SILTSTONE Light brown, dry to damp, hard I 84/9" 118 6 96 SM }20' !21' Silty SANDSTONE Pale light brown, damp, very dense Practical refiisal Total Depth = 21 Feet No ground water encountered at time of dnlling BacTdilled with bentonite chips on 5/27/08 SAMPLE TYPES S SPLIT SPOON R RING SAMPLE B BULK SAMPLE T TUBE SAMPLE G GRAB SAMPLE SH SHELBY TUBE TYPE OF TESTS DS DIRECT SHEAR MD MAXIMUM DENSITY CN CONSOUDATION CR CORROSION SA SIEVE ANALYSIS AT ATTERBURG LIMITS El EXPANSION INDEX RV R-VALUE LEIGHTON GEOTECHNICAL BORING LOG B-3 Date 5-28-08 Project Legoland Hotel Dnllmg Co Scott's Dnllmg Sheet 1 of _2 Project No 960151-028 Type of Rig CME-55 Hole Diameter 8 in Elevation Top of Elevation 146' Dnve Weight 140 pound hammer Location Drop 30" East of Entrance/Parking Lot to I-S-o in -o < 0) a E ra CO (AO SO &^ CQcD CL in (U u Qa Q 4.4 C (A^ OC SO O (AT _co 03 CO--Logged By Sampled By DESCRIPTION DB DB 42 in a> a 145 >.|:'ifr 140 10— 135 IS- OO 20- 125 25- 120 30- ••p';.V. '•0:. .tj.-.v ' • m .-.•tZ'. 5 mches asphalt concrete/12 inches base R-l S-1 I 52 14 120 3 14 8 15 6 SM ML SM AR^TIFICIAL FILL (Af) (^r Silty SAND Light rown, damp, medium grained @ 2 5' SILT Greenish gray, damp, hard ) 5' Silty SAND Light brown, damp, medium dense fine to medium grained, some fines I R-2 1 50/6" 123 9 113 S-2 R-3 \ I ! 10' Silty SAND Light brown, damp, very dense, fine gramed, scrap metal m shoe @ 13' Silty SAND Orangish brown, damp, medium grained 31 107 SW UATERNARY; TERRACE DEPOSITS (Ot) g 15' Well-graded SAND Pale light brown and light gray, damp, dense, medium to coarse grained 125 3 10 1 17 5' Contams 1 mch to 2 mch gravel ! 20' Becomes a lighl brown, fine to medium grained SAND with scattered gravel S-3 38 103 SP @ 25' Difficult drillmg, water added ! 25' Poorly-graded SAND Light brown, damp, dense, fine grained, oxidation staining SAMPLE TYPES S SPLIT SPOON R RING SAMPLE B BULK SAMPLE T TUBE SAMPLE G GRAB SAMPLE SH SHELBY TUBE TYPE OF TESTS DS DIRECT SHEAR MD MAXIMUM DENSITY CN CONSOLIDATION CR CORROSION SA SIEVE ANALYSIS AT ATTERBURG LIMITS El EXPANSION INDEX RV R-VALUE LEIGHTON GEOTECHNICAL BORING LOG B-3 Date 5-28-08 Sheet 2 of Project Legoland Hotel Dnllmg Co Scott's Dnlling Hole Diameter Project No Type of Rig 960151-028 CME-55 8 in Elevation Top of Elevation 146' Dnve Weight Location 140 pound hammer Drop 30" East of Entrance/Parking Lot I- UJ a? 1^ -So> S-O iS-J O in o> •a 3 'B < o z 9) a E ra CO (OO 50 DQQ) CL (A 0) u Qa Q 2°. oc SO O (ACO _co 03 CO"- LoggedBy Sampled By DESCRIPTION DB DB in o t- o « a 30-"RPT TT9T TZT" 115 35- 110 40- 105 45- 100 50— 95 55- 90- 60- TERTIARY SANTIAGO FORMATION (Tsa) @ 30' Well-graded SANDSTONE Pale light brown, white, and light gray, damp, very dense, fme to coarse grained, weakly cemented Total Depth = 315 Feet No ground water encountered at time of drilling Backfilled with bentonite on 5/28/08 SAMPLE TYPES S SPLIT SPOON R RING SAMPLE B BULK SAMPLE T TUBE SAMPLE G GRAB SAMPLE SH SHELBY TUBE TYPE OF TESTS DS DIRECT SHEAR MD MAXIMUM DENSITY CN CONSOUDATION CR CORROSION SA SIEVE ANALYSIS AT ATTERBURG UMITS El EXPANSION INDEX RV R-VALUE LEIGHTON GEOTECHNICAL BORING LOG B-4 Date 5-28-07 Project Legoland Hotel Dnlling Co Scott's Dnlling Sheet 1 of _2 Project No 960151-028 Type of Rig CME-55 8 in Hole Diameter Elevation Top of Elevation 150' Dnve Weight 140 pound hammer Location Drop 30" East of Entrance/Parking Lot/ Near Northern Dnveway o S-o S-I O in o •a 3 B < o z o a E ra CO mo 50 CQOD CL in 0) u Qa Q ,3c (AO) o c so O (AT (ACO _co oii co-Logged By Sampled By DESCRIPTION DB DB B in (U 0) a >< ISO 145 140 135 130 10- 15- 20- 125 25- •P ".. 9'-. • • • .0:. 120-1 30- SAMPLE TYPES S SPLIT SPOON R RING SAMPLE B BULK SAMPLE T TUBE SAMPLE S-1 R-I "SM" _6jnches asphalt concrete/H mchesbase ARTIFICIAL FILL (Af) @ 6"-2 5' Silty SAND Reddish brown, damp, medium gramed I 21 58 126 4 14 9 123 SP ! 2 5' Silty SAND Light brown and reddish brown, damp, medium dense, medium grained ! 5' Silty SAND Reddish brown, damp, very dense, medium gramed S-2 i 27 139 SW SM I R-2 1 51 1175 12 3 SW S-3 39 83 SM @ 7 5' Change m color Pale light brown 10' Well-graded SAND Pale light brown, damp, medium dense, medium to coarse grained, few fines 12'-I5' Silty SAND Pale light brown, damp ! 15' Well-graded SAND Pale light brown, moderate brown, damp, dense, medium to coarse grained 18' Change m color Orange-brown @ 20' Silty SAND Moderate brown and light brown, damp, dense, medium grained, scattered gravel I R-4 172/11' 102 4 21 8 ML TERTIARY SANTIAGO FORMATION (Tsa) @ 25' SIL I S I'ONE Brown, dry to damp, hard, medium to high strength G GRAB SAMPLE SH SHELBY TUBE TYPE OF TESTS DS DIRECT SHEAR MD MAXIMUM DENSITY CN CONSOUDATION CR CORROSION SA SIEVE ANALYSIS AT ATTERBURG UMITS El EXPANSION INDEX RV R-VALUE LEIGHTON GEOTECHNICAL BORING LOG B-4 Date 5-28-07 Sheet 2 of Project Legoland Hotel Dnllmg Co Scott's Dnlling Project No Type of Rig 960151-028 CME-55 8 in Hole Diameter Elevation Top of Elevation 150' Dnve Weight Location 140 pound hammer East of Entrance/Parking Lot/ Near Northern Driveway Drop 30" I- UJ a" I-S-o 2_i O (0 0) •o 3 B < a E ra CO (OO 50 9^ CQ(u CL in o u Qa £• Q i2S OC SO O in'T (OCO _co OZ3 CO— Logged By Sampled By DESCRIPTION DB DB B in 0) o 0) a >^ 11 » 120 30- 9 ^:-:7'4 S-4 115 35- 81/11 SW R-5 I 50/' 116 1 90 110 40— 105 45- 100 50— 95 55— 90 60- @ 30' Well-graded SANDSTONE Pale light brown, dry to damp, very dense, medium to coarse grained - difficult dnllmg water added to ease drillmg ^@35' Change in coloi Light brown, otherwise, similar to above Total Depth = 35 5 Feet No ground water encountered at time of dnlling Backfilled with bentonite slurry on 5/28/08 SAMPLE TYPES s SPLrr SPOON R RING SAMPLE B BULK SAMPLE T TUBE SAMPLE G GRAB SAMPLE SH SHELBY TUBE TYPE OF TESTS DS DIRECT SHEAR MD MAXIMUM DENSITY CN CONSOUDATION CR CORROSION SA SIEVE ANALYSIS AT ATTERBURG UMITS El EXPANSION INDEX RV R-VALUE LEIGHTON APPENDIX C From Recent Update Laboratory Test Results 960151-034 APPENDIX C Laboratory Testing Procedures ancj Test Results Minimum Resistivity and pH Tests Mimmum resistivity and pH tests were performed in general accordance with Caltrans Test Method CT643 The results are presented in the table below Sample Location pH Minimum Resistivity (ohms-cm) B-6 @ 15 to 20 feet 77 579 Soluble Sulfates The soluble sulfate contents of selected samples were determined by Caltrans Test Method CT417 The test results are presented in the table below Sample Location Sulfate Content (ppm) Potential Degree of Sulfate Attack* B-6 @ 38 to 42 feet 60 Negligible * Based on the 2008 edition of Amencan Concrete histitute (ACI) I I I I I I I Atterberg Limits The Atterberg Limits were determined in accordance with ASTM Test Method D4318 for engineenng classification of the fme-grained matenals and presented m the table below Sample Location Liquid Limit (%) Plastic Limit (%) Plasticity Index (%) B-8 @ 20 feet 95 16 79 Moisture and Densitv Determmation Tests Moisture content and dry density determinations were performed on relatively undisturbed samples obtained from the test borings according ASTM D2216 The results of these tests are presented in the bormg logs Where applicable, only moisture content was determined from "undisturbed" or disturbed samples C-l I I I I Laboratory Test Results From Previous Investigation (Leighton, 2008b) 960151-028 APPENDIX C Laborator/ Testing Procedures and Test Results Following are tables that summarize laboratory testing that was perfonned by other consultants and provided to Leighton Copies of the tests results we were provided are mcluded at the end of this appendix Expansion Index Tests The expansion potential of selected matenals was evaluated by the Expansion Index Test, ASTM Standard D4829 Specimens are molded under a given compactive energy to approximately the optimum moisture content and approximately 50 percent saturation The prepared 1-inch thick by 4-mch diameter specimens are loaded to an equivalent 144 psf surcharge and are inundated with water until volumetnc equilibnum is reached The results of these tests are presented m the table below Sample Location Compacted Dry Density (pcf) Expansion Index B-l @ 0-5 feet 108 2 53 B-l @ 15-20 feet 1107 56 B-2 @ 0-5 feet 107.0 66 B-4 @ 1-5 feet 110.4 29 Mimmum Resistivity and pH Tests Mimmum resistivity and pH tests were performed m general accordance -with Caltrans Test Method CT643. The results are presented m the table below Sample Location pH Minimum Resistivity (ohms-cm) B-l @ 15 to 20 feet 86 671 B-2 @ 5 to 10 feet 7.2 600 B-3 @ 1 5 to 5 feet 7.7 600 B-4 @ 1 to 5 feet 7.6 613 B-4 @ 10 to 15 feet 8.1 600 C-l 960151-028 APPENDIX C (Continued) Soluble Sulfates The soluble sulfate contents of selected samples were determined by Caltrans Test Method CT417 The test results are presented in the table below Sample Location Sulfate Content (ppm) Potential Degree of Sulfate Attack* B-l @ 15 to 20 feet 62 Neghgible B-2 @ 5 to 10 feet 135 Negligible B-3 @ 1 5 to 5 feet 407 Negligible B-4 @ 1 to 5 feet 82 Negligible B-4@ 10to ISfeet 395 Neghgible * Based on the 2005 edition of Amencan Concrete Institute (ACI) Committee 318R, Table No 43 1 Atterberg Limits The Atterberg Limits were determined m accordance with ASTM Test Method D4318 for engineenng classificahon ofthe fine-gramed matenals and presented in the table below Sample Location Liquid Limit (%) Plastic Limit (%) Plasticity Index (%) B-l @ 2 feet 35 17 18 B-2 @ 5 feet 34 18 16 B-4 @ 2 feet 30 15 15 Organic Content Organic content of typical matenals were determined per ASTM D2974 (Method D). The results of these tests are presented m the table below Sample Location Organic Content (%) | B-l @ 20 feet 1 3 1 B-l @ 25 feet 1 7 B-l @ 35 feet 49 C-2 960151-028 APPENDIX C (Continued) Particle Size Analvsis Particle size analysis was performed by mechamcal sieving methods according to ASTM Dl 140/C117. The percent fine particles from these analyses are summanzed below Sample Location Percent Passing No. 200 Sieve (%) B-l @ 2 feet 49 1 B-l @ 5 feet 41 2 B-l @ 20 feet 31 3 B-2 @ 5 feet 39 2 B-3 @ 5 feet 43 3 B-4 @ 2 feet 27.8 "R"-Value (Caltrans CT301) The resistance "R"-value was detennmed by the California Matenals Method CT301 for basement soils The samples v^^ere prepared and exudation pressure and "R"-value determined The graphically determined "R"-value at exudation pressure of 300 psi IS reported Sample Location R-Value B-l @ 0 to 5 feet 11 B-2 @ 0 to 5 feet 17 B-4 @ 1 to 5 feet 19 Moisture and Density Determination Tests Moisture content and dry density determinations were performed on relatively undisturbed samples obtained from the test bonngs accordmg ASTM D 2216 The results of these tests are presented in the bormg logs Where applicable, only moisture content was determmed from "undisturbed" or disturbed samples C-3 960151-028 APPENDIX C (Continued) Maximum Density Tests The maximum dry density and optimum moisture content of typical materials were determmed in accordance with ASTM Test Method D1557 The results of these tests are presented in the table below. Sample Location Maximum Dry Density (pcf) Optimum Moisture Content (%) B-l @ 15 to 20 feet 121.1 95 B-2 @ 5 to 10 feet 1188 96 B-3 @ 5 to 10 feet 1197 100 Compression/Swell Tests Consolidation tests were performed on selected, relatively undisturbed ring samples in accordance with Modified ASTM Test Method D2435 Samples were placed m a consolidometer and loads were applied m geometnc progression The percent compression/swell for each load cycle was recorded as the ratio of the amount of vertical compression to the ongmal 1-inch height The compression/swell pressure curves are presented in the accompanying plots Direct Shear Direct shear tests were performed in accordance with ASTM D3080 on selected samples that were soaked for under a surcharge equal to the applied normal force dunng testing The rate of shearing used for the tests was reported to be 0 0125 in/min. Plots of the individual test results are provided within this appendix Strength envelopes are provided on each of the individual plots. Those envelopes conespond to the peak shear resistance and the shear resistance at the end of the test C-4 APPENDIX C Laboratory Testing By Others COMPACTION TEST REPORT ProjetrtNo.: 1726-AOl Project" Legoland Hotel Carhb<>cl Date- 6-13-08 Location: Elev./Depth: 5-10' Remarks: Sample No. 3 MATERIAL DESCRIPTION Description: Classifications USCS. AASHTO: Nat Moist. = Sp.G. = Liquid Limit Plasticity Index = % > No 4 a % % < No.200 = TEST RESULTS Maxiimim dry density = 119 7 pet Oplinium moisture =10 0% 140 130 120 1. 110 c TJ Q 100 90 80 -\ Test snecification: -V A.STM n 1S57-07 Mnllind A Mfwlifip/l - — - V — - --— -- - — - — — --— — — - 100% SATURATION CURVES —- - - - 100% SATURATION CURVES —- - - --l-O KSPtC GRAV. EQUAL lO _ 28 27 —- - - — ~ — KSPtC GRAV. EQUAL lO _ 28 27 - — ~ — —^ 26 — --- - — -- --- - - -- --- - - -~ - - - - -- - - -~ - -- -- • — --— — ---• — _„ - --- — --— — - — — — — -— — --— — -— -— — — --- -__. — -— -— — — ---- -__. — — --- — -— - ---- -— - - --- - ----- --- - — - - — — --— — — -— — — ----~ -— — -— — — ----~ -— 70 10 15 20 25 Water content. % 30 -MTGL, Inc.- 35 Figure 40 COMPACTION TEST REPORT ProjectNo.: 1726-AOl Project: 1 .egolaud I lotcl Carl sbad Date: 6/13/08 Location: Elov./Depth: 15-20' Remarks- Sample No. I MATERIAL DESCRIPTION Description: Classifications -uses-AASHTO: Nat Moist. = Sp.G. = Liquid Limit Plasticity Index = % > No.4 = % % < No.200 = TEST RESULTS Maximum diy density = 121 1 pcf Oplmium moisture = 95% 140 130 120 \ 110 c. OJ T) O 100 90 80 70 L V Test snecification: N A<?TM D 1 ^57-07 Mp.tliofl A Moaifipd — N — -— — --- -— — --- - — - 100% SATURATION CURVES -------100% SATURATION CURVES ----- - — — - --hOR SPfeC. GRAV. EQUAL 10 - — — -28 27 26 — -- - — — - — 28 27 26 — --— 28 27 26 ------— 28 27 26 ---- — -- --— ---— -- ----- -— -- -- ---— -- — -- — - — - — -- - - — - — - — -- - - — - — — - - — - — — __ — — __ — — - -— -- __ — — -— -- ---— --— --- -— - — -— --— - -— — - -— - -— ----- - - — -— - ------ 10 15 20 Water content, % 25 30 -MTGL, Inc- 35 Figure 40 COMPACTION TEST REPORT ProjectNo.: 1726-AOl Project: legoland Hold CnrKliad Location* Elev/Depth: 5-10' Remarks- Date: 6/13/08 Sample No 2 MATERIAL OESCRIPTION Description: Classifications -USCS: AASHTO: Nat. Moist = Sp.G. = Liquid Limit Plasticity Index = % > No.4 = % % < No.200 a TEST RESULTS Maximum diy density = 118 8 pcf Optimum moisture = 96% Test specification' ASTM D 1557-07 Method A Modified 100% SATURATION CURVES FOR SPEC GRAV EQUAL TO 28 27 26 15 20 25 Water content, % 30 -MTGL, Inc.. 35 Figure 40 CONSOLIDATION TEST REPORT 20 50 100 200 500 Applied Pressure - psf 1000 2000 5000 Natural Dry Dens LL PI Sp Overburden Pc (psf) Co Cs Swell Press Swell Sat Moist (pcf) LL PI Gr (psf) Pc (psf) Co Cs (psf) % 90 1 % 11 9 % 122 6 2 65 1613 0 05 0 01 332 0 I 0 350 MATERIAL DESCRIPTION USCS AASHTO ProjectNo. 1726-AOl Client: Project: I xigoland I lotel Carlsbad Source: Sample No.; Bl El6V./Depth: 35' MTGL, Inc. San Diego, CA Remarks: Figure -1 50 CONSOLIDATION TEST REPORT 200 500 Applied Pressure - psf 1000 Natural Dry Dens (pcO LL PI Sp Gr Overburden (psf) Pc (psO Cc Cs Swell Press (psf) Swell % Sat Moist Dry Dens (pcO LL PI Sp Gr Overburden (psf) Pc (psO Cc Cs Swell Press (psf) Swell % 86 ] % 14 4% 114 7 2 65 1896 009 0 03 203 03 0442 MATERIAL DESCRIPTION USCS AASHTO Project No. 1726-AOl Client: Project: Legoland 1 lotel Carlsbad Source: Sample No.: Bl Bev./Depth: 55' MTGL, Inc. San DIego, CA Remarks: Figure ti- in U) 0) OT m ll. 3000 2000 IOOO ^psf ii_de£L Tan^l Result!. 167^ "54 0 09 1000 2000 3000 Normal Stress, psf 4000 5000 6000 0 5 10 15 stram, % Sample No 1 2 3 Water Content, % 13 0 13 3 13 4 Dty Density, pcf 1188 1184 118 5 (a •fc; Saturation. % 87 5 88 7 89 8 c Void Ratio 0 3929 0 3968 0 3958 Diameter, in 2 42 2 42 2 42 Height in 100 1 00 1 00 Water Content, % 14 8 149 14 8 *. Dry Density, pcf 1189 1185 1187 (A 4) 1— Saturation. % 100 0 99 7 99 6 5c Void Ratio 0 3918 0 3958 0 3941 Diameter, tn 2 42 2 42 2 42 Height, in 100 100 100 Normal Stress, psf 1000 2000 4000 Fail Stress, psf 1785 1841 2044 Strain, % 54 5 4 6 6 Ult Stress, psf Strain, % Strain rate, in /mm 0 0125 0 0125 0 0125 Sample Type: 7 Description: SILTY CLAY (CL), gray Assumed Specific Gravity= 2 65 Remarks: Figure Client: Project. Legoland Hotel Catlsbad Sample Number: 1 Depth: ISO' Proj. No.: 1726-AOl Date 6/14/08 DIRECT SHEAR TEST REPORT MTGL, Inc. Tested By: JJhL Checked By: ED_ 6000 Noimal Stress, psf 10000 12000 6000 5000 "000 Q. in to (U S 3000 <D <U CO 2000 1000 -•----— — -•-- - — — — -— — — - -— - — ---— — 7 --- 1 / - — — -- — -A — -- — ----- --- -- 5 10 15 Strain, % 20 Sample No 1 Water Content, % Dry Density, pcf Saturation, % Void Ratio Diameter, in Height, in I? 3 122 1 91 6 0 3.551 2 42 100 12 0 122 2 89 8 0 3542 2 42 1 00 12 1 122 9 92,9 0 3460 2 42 I 00 Water Content, % Dry Density, pcf Saturation, % Void Ratio Diameter, m Height, in 13 4 122 1 99 8 0 3548 2 42 1.00 13 3 122 2 99 9 0 3.533 2 42 100 12 9 123 1 99 7 0 3439 2 42 too Normal Stress, psf Fail Stress, psf Strain, % Ult Stress, psf Strain,% Strain rate, m /mm 1000 1518 54 2000 2047 87 4000 3306 87 0 0125 0 0125 0 0125 Sample Type; Description: LEAN CLAY (CL)' brown Assumed Specific Gravity= 2 65 Remarks: Figure. Client: Project: Legoland Hotel Carisbad Sample Number: I Depth: 33 0' Proj. No.: 1726-AOl Date: 6/14/08 DIRECT SHEAR TEST REPORT MTGL. Inc. Tested By: JH_ Checked By: ED_ 6000 4000 in a. OT to xx. 2000 6000 Normal Stress, psf 10000 12000 5 10 15 20 Strain, % Sample No Water Content, % Dry Density, pcf Saturation, % Void Ratto Diameter, in Height, in 11 5 123 7 90 5 0 3170 2 42 1 00 114 123 2 88 3 0 3432 2 42 1 00 II 6 123 4 90 4 0 3405 2 42 1 00 Water Content, % Dry Density, pcf Saturation. % Void Ratto Diameter, in Height, in 12 3 124 7 IOOO 0 3263 2 42 0 99 12 5 124 2 99 7 0 3325 2 42 0 99 12 3 124 5 99 6 0 3285 2 42 0 99 Normal Stress, psf Fail Stress, psf Strain, % Ult Stress, psf Strain, % Strain rate, in /mm 1000 1465 2 1 2000 2323 4 1 4000 3416 54 0 0125 0 0125 0 0125 Sample Type: Description: CLAYEY SAND (SC), olive Assumed Specific Gravity= 2 65 Remarks: Figure Client: Project: Legoland Hotel Carlsbad Sample Number: 3 Proj. No.: 1726-AOl Depth: 10 0' 0 Date: 6/14/08 DIRECT SHEAR TEST REPORT MTGL, Inc. Tested By: JhL Checked By: ED_ 6000 4000 V) ro UL 2000 Results Results C, psf Q17 C, psf — -. deg 35 7 — 0 72 • an 0 72 ----------------------------------- ------------- ------------------ ------------- -------------------------- ---- 2000 4000 6000 Normal Stress, psf 8000 10000 12000 Ui s V) (5 (U w 6000 5000 4000 3000 2000 ^ooo 10 15 Stram. % Sample No 1 2 3 Water Content, % 11 5 11 5 114 Dry Density, pcf 125 9 126 2 126 0 •t; Saturation, % 97 1 98 5 96 2 c Void Ratio 0 3141 0 3106 0 3132 Diameter, in 2 42 2 42 2 42 Height, in 1 00 100 1 00 Water Content, % 118 116 118 to <a 1— Dry Densrty, pcf 125 9 126 4 126 1 to <a 1— Saturation, % 1000 99 6 99 9 Void Ratio 0 3140 0 3091 0 3120 Diameter, in 2 42 2 42 2 42 Height, m 1 00 1 00 1 00 Normal Stress, psf 1000 2000 4000 Fail Stress, psf 1634 2357 3791 Strain. % 4 1 29 58 Ult Stress, psf Stram, % Strain rate, m /mm 0 0125 0 0125 0 0125 Sample Type: Description: bEAN CLA'Y (CL), biown Assumed Specific Gravity= 2 65 Remarks: Figure Client: Project: Legoland Hotel Cailsbad Sample Number: 4 Depth: 5 0' Proj. No.: 1726-AOl Date: 6/14/08 DIRECT SHEAR TEST REPORT MTGL. Inc. Tested By: JH, Checked By: ED_ LIQUID AND PLASTIC LIMITS TEST REPORT 50 eo UQUID LIMIT MATERIAL OESCRIPTION SlLXiLCLArV-fet) 7> LL PL Pl %<#40 %<#200 USCS 35 17 18 34 18 16 30 15 IS Project No. 1726-AOl Client: Remarks: Project: 1 -cgoland 1 lotel Carlsliad • Depth. 2' Sample Number: Bl • Depth: 5' Sample Numtier: B2 A Depth: 2' Sample Number: n4 MTGL, Inc. San Diego, CA Figure Tested By: EP Checked By: JH^ MTGL, INC. Moisture Content / Drv Densitv ASTM D2216 PROJEGT NAME_ SOURCE LEGOLAND HOTEL CARLSBAD PROJECTNO 1726-A01 SAMPLE NO CRt>*^^ | Bl B1 81 Bl Bl Bl Bl Bl B2 DEPTH {ft) 1 5 15 25 35 45 55 65 75 2 WET DENSITY (pcf) j -2" e^cjC 134.2 135 9 137 5 135 6 132 4 138.1 136 5 136 4 DRY DENSITY (pcf) |«*^ 118.4 121 7 122 8 121 5 1155 118.6 115 9 117 1 Water Content, % j 13 2% 13 3% 11 7% 12 0% 11 6% 14.6% 16 4% 17 8% 16 5% SAMPLE NO C ) B2 B2 B3 83 B3 83 -B4 B'ii 84 B4 DEPTH ( ft) 10 20 2 20 30 5 15 25 35 WET DENSITY (pcf) 135 8 130 138 1 137.9 138 134 5 142 132 124 7 126.6 1 DRY DENSITY (pcf) 120 7 1186 120 3 123 9 125 3 1197 126 4 1175 102 4 116 1 1 Water Content, % 12 5% 9 6% 14 8% 11 3% 10 1% 12.4% 12 3% 12 3% 21 8% 9.0% SAMPLE NO ^-Sf-r) 81 81 81 81 81 81 Bl Bl B2 B2 j DEPTH (ft) 2 10 20 30 40 50 60 70 5 15 Water Content, % 12.9% 14 1% 11 0% 12.2% 11.6% 14 4% 15 1% 17 6% 17 2% 13 2% j SAMPLE NO ( SpT] 83 83 B3 84 B4 84 84 DEPTH (ft) 5 15 25 2 10 20 30 Water Content, % 15 6% 10.7% 10 3% 14 9% 13 9% 8 3% 8 5% PROJECT NAME SOURCE MTGL, INC. ORGANIC CONTENT ASTM D2974 (Method D) LEGOLAND HOTEL CARLSBAD PROJECTNO 1726-AOl SAMPLE NO Bl B1 B1 DEPTH (ft) 35 20 25 Organic Content, % 4 9% 1 3% 1 7% 11 I , I I 1 ( t Itli PROJECT NAME SOURCE MTGL, INC. Amount of Material Passing #200 Sieve ASTM D1140/C117 LEGOLAND HOTEL CARLSBAD PROJECTNO . 1726-A01 SAMPLE NO 81 81 Bl 82 B3 84 DEPTH ( ft ) 2 5 20 5 5 2 % Passing -#200 49 1% 41 2% 31.3% 39.2% 43 3% 27 8% PHYSICAL PROPERTIES OF SOILS I'ROJFX'I Ixigolaiid LOCATION SAMPLRDBY: E.Dizoa OATH: kA«wV -iu xt , ^003 SUBMI ITRD BY; P.. Di/on DATF: ifi ' 21 / 9" DAT!'. SOURCE. HHVIF.WIDllV IH DATli: KKFORT DATE EXPANSION INDKX TKST ASTM D4829-07 Uoring No. 1 I 2 4 Depth (ft) 0-5 15-20 0-5 1-5 ClassificRtion t^- ec* ^ jsr Water Conleni, % 9.5 9.6 10.0 9.8 Wt. ofRing&Soil. gm. 610.2 608.0 609.9 621.1 Weight of Ring, gm 219.2 207.8 221.4 221.0 Weight of Soil, gm m 0 400.2 353 1 364.5 Wet Density, pcf II8.S 121.3 117 7 121.2 Dry Density, pcf 108.2 II0.7 107.0 110.4 inilial %, Saturation 49 50 47^ 50 Expansion Index (EI,«M) S6 56 68 29 Expansion Index (EIso) 53 56 66 Mutlium 29 bm R-VALUE TEST REPORT 100 60 40 20 0 - . . - - - -Li.. - ^ ^ t mm • A • • ••••• ^ • « * * r « • * h 4 * * • 1 ii 1 Jill llll lllll Iilll llill .... ].... lilXL LLLLL llll 1 ii 1 lllllllill .... 800 700 600 500 400 300 Exudation Pressure - psi Resistance R-Valuo and Expansion Pressure - Cal Test 301 200 100 No. Compact. Pressure psi Density pcf Moist. % Expansiofi Pressure P«l Horizontal Press, psi @ 160 psi Sample Height in. Exud. Pressure P«l R Value R Value Corr. 1 70 115.5 iVH 0.61 133 2.51 36C 13 13 2 50 109.5 16.7 0.76 140 2.55 191 8 8 3 ISO 113.8 14.9 0.55 125 2 so 517 18 18 Test Results Material Description R-value at 300 psi exudation pressure » 11 SILTY ClAY (CL). brown ProjectNo.: 1726-AOI Project:Ix;golnnd Hold Carlsbad Sample Number: 1 Deptti: 0-5' Date: 6/17/2008 Tested by: JS Checked by: JH Remarks: R-VALUE TEST REPORT MTGL. Inc. Figure R-VALUE TEST REPORT 100 0) to Exudation Pressure - psi Resistance R-Value and Expansion Pressure - Cal Test 301 No. Compact. Pressure psi Density pcf Moist. % Expansion Pressure psi Horizontal Press, psi @ 160 psi Sample Height in. Exud. Pressure psi R Value R Value Corr. 1 100 117 3 13 5 0 39 120 2 49 350 21 21 2 50 1158 14 4 015 128 2 53 255 16 16 3 230 119 8 12 7 012 105 248 517 32 32 Test Results Material Description R-value at 300 psi exudation pressure = 19 LEAN CLAY (CL), brovm Project No.: 1726-AOl Project'.Legoland Hotel Carlsbad Sample Number: 4 Depth: 1-5' Date: 6/11/2008 R-VALUE TEST REPORT WITGL. Inc. Tested by: JS Checked by: JH Remarks: Figure. R-VALUE TEST REPORT 0) 3 > 100 80 60 40 20 llilllllill 11111111111111n111111111111 i 1111 i i! 11 lllllllllllllllllll 800 700 600 500 400 300 Exudation Pressure - psi Resistance R-Value and Expansion Pressure - Cal Test 301 200 100 No Compact. Pressure psi Density pcf Moist. % Expansion Pressure psi Horizontal Press, psi @ 160 psi Sample Height in. Exud. Pressure psi R Value R Value Corr. 1 75 1104 15 9 0 55 125 2.60 318 17 18 2 110 1140 15 1 045 102 2 55 557 29 29 3 50 106 6 17 6 061 140 2 60 159 8 9 Test Results Material Description R-vaiue at 300 psi exudation pressure - 17 SILTY CLAY (CL), brown ProjectNo.: 1726-AOl Project:Legoland Hotel Carlsbad Sample Number: 2 Depth: 0-5' Date: 6/11/2008 R-VALUE TEST REPORT WITGL, Inc. Tested by JS Checked by: JH Remarks: Figure. ANAHEIM TEST LABORATORY SOOe $. ORANOB AVENUE SANTA ANA. CALIFORNIA «7Q? PHONE (7 U) 549.7 W 2992 LA PALMA AVE fth ANAHEIM, CA,92806 AlrTN:ED DIZON DATI.- 6/04/08 RO No, LETTER lab.«toB-2576 MOWKW-SOIL JOB; LEGLAWD-1726->&),01 ANALYTICAL REPORT CORROSION SERIES SOMMARY OP DATA #1 B-1@15*-20' ff2 B.-205'-1O' #3 B-3ei.5'-5' # B-4^1'-5' #5 B-4§10-15* PH 8.6 7.2 7.7 7.6 8.1 SOLUBLE SULFATES per CA.417 ppm 62 135 407 82 305 MIN.RESISTIVITY per CA.643 ohm-om 671 600 600 613 600 Km 0i I I I I APPENDIX D General Earthwork and Grading Specifications For Rough Grading LEIGHTON AND ASSOCIATES, INC. General Eanhwork and Grading Specifications 1.0 General 1.1 Intent These General Earthwork and Grading Specifications are for the grading and earthwork shown on the approved grading plan(s) and/or indicated in the geotechnical repon(s). These Specifications are a part of the recommendations contained in the geotechnical report(s). In case of conflicl, the specific recommendations in the geotechnical repon shall supersede these more general Specifications. Observations of the earthwork by the project Geotechnical Consultant during the course of grading may resull in new or revised recommendations that could supersede these specifications or the recommendations In the geotechnical report(s). 1.2 The Geotechnical Consultant of Record Prior to commencement of work, the owner shall employ the Geotechnical Consultant of Record (Geotechnical Consultant). The Geotechnical Consultants shall be responsible for reviewing the approved geotechnical report(s) and accepting the adequacy ofthe preliminary geotechnical findings, conclusions, and recommendations prior to Ihc commencement ofthe grading. Prior lo commencement of grading, the Geotechnical Consultant shall review the "work plan" prepared by the Eanhwork Contractor (Contractor) and schedule sufficient personnel lo perform the appropriate level of observation, mapping, and compaction testing. During Ihe grading and earthwork operations, the Geotechnical Consultant shall observe, map. and document the subsurface exposures to verify the geotechnical design assumptions. If the observed conditions are found to bc significantly different than the interpreted assumptions during the design phase, the Geotechnical Consultant shall inform the owner, recommend appropriale changes in design to accommodate the observed conditions, and notify the review agency where required. Subsurface areas to be geotechnically observed, mapped, elevations recorded, and/or tested include natural ground al\er it has been cleared for receiving fill but before fill is placed, bottoms of all "rcmedial removal" areas, all key bottoms, and t>enches made on sloping ground to receive fill. The Gcolcchnical Consultant shall observe the moisture-conditioning and processing of the subgrade and fill materials and perfonn relative compaction testing of fill to determine the attained level of compaction. The Geotechnical Consultant shall provide Ihe lest results to ihe owner and the Contractor on a routine and frequent basis. -1- LEIGHTON AND ASSOCIATES. INC. General Earthwork and Grading Spceificalions 1.3 The I Earthwork Comractor I hc iianhwork Contractor (Coniractor) shall t>e qualified, experienced, and knowledgeable in earthwork logistics, preparation and processing of ground to receive fill, moisture-conditioning and processing of fill, and compacting fill. I IK- I nnii.Kioi \\vM\ review and acccpl (lie phins, ('enUH li)in;il ivpurKs). :inJ Ihcse Specifications prior lo commencement of grading- The Contractor shall be solely responsible for performing the grading in accordance wilh the plans and specifications. I he Contractor shall prepare and submit to the owner and ihe Geotechnical Consultant a work plan that indicates the sequence of earthwork grading, the number of "spreads" of work and the estimated quantities of daily earthwork contemplated for the sile prior to commencement of grading. Itic Contractor shall inform the owner and the Geotechnical Consultani of changes in work schedules and updates to the work plan at least 24 hours in advance of such changes so lhat appropriate observations and lesLs can bc planned and accomplished. The Contractor shall not assume lhal the (ieolechnical Consuhant is aware of all grading operations. The Contractor shall have the sole responsibility to provide adequate equipment and methods to accomplish the earthwork in accordance wilh Ihe applicable grading codes and agency ordinances, these Specifications, and the recommendations in Ihe approved geotechnical repon(s) and grading plan(s). If. in the opinion of the Geotechnical Consultant, unsatisfactory conditions, such as unsuitable soil, improper moisture condition, inadequate compaction. insulHcient butlress key size, adverse weather, etc., are resulting in a qualily of work less lhan required in Ihese specifications, the Geotechnical Consultant shall reject the work and may recommend to the owiier lhal construclion be stopped until the condiiions are rectified. 2.0 Preparation of Arcas lo bc Filled 2.1 Clearing and Grubbing Vegetation, such as brush, grass, roots, and other deleterious material shall be sufficiently removed and properly disposed of in a method acceptable to the owner, goveming agencies, and the Gcolcchnical Consullani. Ihc Geotechnical Consullani shall evaluate the exienl of these removals depending on specific silc condiiions. Earth fill material shall nol contain morc lhan I percent of organic materials (by volume). No fill lil\ shalt contain more lhan 5 percent of organic matter. Nesting of the organic malerials shall not bc allowed. LEIGHTON AND ASSOCIATES, INC General Earthwork and Grading Specifications If potentially hazardous materials are encountered, the Contractor shall stop work in the affected area, and a hazardous material specialist shall be informed immediately for proper evaluation and handling of these materials prior to continuing to work in that area As presently defined by the State of California, most refined petroleum products (gasoline, diesel fuel, motor oil, grease, coolant, etc) have chemical constituents that are considered to be hazardous waste As such, the indiscriminate dumping or spillage of these fluids onto the ground may constitute a misdemeanor, punishable by fines and/or imprisonment, and shall not be allowed 2 2 Processing Existing giound that has been declared satisfactory for support of fill by the Geotechnical Consultant shall be scarified to a minimum depth of 6 inches Existing ground that is not satisfactory shall be overexcavated as specified m the following section Scarification shall continue until soils are broken down and free of large clay lumps or clods and the working surface is reasonably uniform, flat, and free of uneven features that would inhibit uniform compaction 2 3 Overexcavation In addition to removals and overexcavations recommended in the approved geotechnical report(s) and the grading plan, soft, loose, dry, saturated, spongy, organic-rich, highly fractured or otherwise unsuitable ground shall be overexcavated to competent ground as evaluated by the Geotechnical Consultant during grading 2 4 Benching Where fills are to be placed on ground with slopes steeper than 5 1 (horizontal to vertical units), the ground shall be stepped or benched Please see the Standard Details for a graphic illustration. The lowest bench or key shall be a minimum of 15 feet wide and at least 2 feet deep, into competent material as evaluated by the Geotechnical Consultant Other benches shall be excavated a minimum height of 4 feet into competent material or as otherwise recommended by the Geotechnical Consultant Fill placed on ground sloping flatter than 5'1 shall also be benched or otherwise overexcavated to provide a flat subgrade for the fill 2 5 Evaluation/Acceptance of Fill Areas All areas to receive fill, including removal and processed areas, key bottoms, and benches, shall be observed, mapped, elevations recorded, and/or tested prior to being accepted by the Geotechnical Consultant as suitable to receive fill. The Contractor shall obtain a written acceptance from the Geotechnical Consultant LEIGHTON AND ASSOCIATES, INC General Earthwork and Grading Specifications prior to fill placement A licensed surveyor shall provide the survey control for determining elevations of processed areas, keys, and benches 3 0 Fill Material 3 1 General Material to be used as fill shall be essentially free of organic matter and other deleterious substances evaluated and accepted by the Geotechnical Consultant prior to placement Soils of poor quality, such as those with unacceptable gradation, high expansion potential, or low strength shall be placed in areas acceptable to the Geotechnical Consultant or mixed with other soils to achieve satisfactory fill material 3 2 Oversize Oversize material defined as rock, or other irreducible material with a maximum dimension greater than 8 inches, shall not be buried or placed in fill unless location, materials, and placement methods are specifically accepted by the Geotechnical Consultant Placement operations shall be such that nesting of oversized material does not occur and such that oversize material is completely surrounded by compacted or densified fill Oversize material shall not be placed within 10 vertical feet of finish grade or within 2 feet of future utilities or underground construction 3 3 Import If importing of fill material is required for grading, proposed import material shall meet the requirements of Section 3 1 The potential import source shall be given to the Geotechnical Consultant at least 48 hours (2 working days) before importing begins so that its suitability can be determined and appropriate tests performed 4 0 Fill Placement and Compaction 4 1 Fill Layers Approved fill material shall be placed in areas prepared to receive fill (per Section 3 0) in near-horizontal layers not exceeding 8 inches in loose thickness The Geotechnical Consultant may accept thicker layers if testing indicates the grading procedures can adequately compact the thicker layers Each layer shall be spread evenly and mixed thoroughly to attain relative uniformity of material and moisture throughout. LEIGHTON AND ASSOCIATES, INC General Earthwork and Grading Specifications 4 2 Fill Moisture Conditioning Fill soils shall be watered, dried back, blended, and/or mixed, as necessary to attain a relatively uniform moisture content at or slightly over optimum Maximum density and optimum soil moisture content tests shall be performed in accordance with the American Society of Testing and Materials (ASTM Test Method Dl 557) 4 3 Compaction of Fill After each layer has been moisture-conditioned, mixed, and evenly spread, it shall be uniformly compacted to not less than 90 percent of maximum dry density (ASTM Test Method D1557) Compaction equipment shall be adequately sized and be either specifically designed for soil compaction or of proven reliability to efficiently achieve the specified level of compaction with uniformity 4 4 Compaction of Fill Slopes In addition to normal compaction procedures specified above, compaction of slopes shall be accomplished by backrolling of slopes with sheepsfoot rollers at increments of 3 to 4 feet m fill elevation, or by other methods producing satisfactor>' results acceptable to the Geotechnical Consultant Upon completion of grading, relative compaction of the fill, out to the slope face, shall be at least 90 percent of maximum density per ASTM Test Method D1557 4 5 Compaction Testing Field-tests for moisture content and relative compaction of the fill soils shall be performed by the Geotechnical Consultant Location and frequency of tests shall be at the Consultant's discretion based on field conditions encountered Compaction test locations will not necessarily be selected on a random basis Test locations shall be selected to verify adequacy of compaction levels in areas that are judged to be prone to inadequate compaction (such as close to slope faces and at the fill/bedrock benches) 4 6 Frequency of Compaction Testing Tests shall be taken at intervals not exceeding 2 feet in vertical rise and/or 1,000 cubic yards of compacted fill soils embankment In addition, as a guideline, at least one test shall be taken on slope faces for each 5,000 square feet of slope face and/or each 10 feet of vertical height of slope The Contractor shall assure that fill construction is such that the testing schedule can be accomplished by the Geotechnical Consultant The Contractor shall stop or slow down the earthwork construction if these minimum standards are not met LEIGHTON AND ASSOCIATES, INC General Earthwork and Gradmg Specifications 4 7 Compaction Test Locations The Geotechnical Consultant shall document the approximate elevation and horizontal coordinates of each test location The Contractor shall coordinate with the project surveyor to assure that sufficient grade stakes are established so that the Geotechnical Consultant can determine the test locations with sufficient accuracy At a minimum, two grade stakes within a horizontal distance of 100 feet and vertically less than 5 feet apart from potential test locations shall be provided 5 0 Subdrain Installation Subdrain systems shall be installed in accordance with the approved geotechnical report(s), the grading plan, and the Standard Details The Geotechnical Consultant may recommend additional subdrains and/or changes in subdrain extent, location, grade, or material depending on conditions encountered during grading All subdrains shall be surveyed by a land surveyor/civil engineer for line and grade after installation and prior to burial Sufficient time should be allowed by the Contractor for these surveys 6 0 Excavation Excavations, as well as over-excavation for remedial purposes, shall be evaluated by the Geotechnical Consultant during grading Remedial removal depths shown on geotechnical plans are estimates only The actual extent of removal shall be determined by the Geotechnical Consultant based on the field evaluation of exposed conditions during grading Where fill-over-cut slopes are to be graded, the cut portion of the slope shall be made, evaluated, and accepted by the Geotechnical Consultant prior to placement of materials for construction of the fill portion of the slope, unless otherwise recommended by the Geotechnical Consultant 7 0 Trench Backfills 7 1 Safety The Contractor shall follow all OSHA and Cal/OSHA requirements for safety of trench excavations I LEIGHTON AND ASSOCIATES, INC General Earthwork and Grading Specifications 7 2 Bedding and Backfill All bedding and backfill of utility trenches shall be performed in accordance with the applicable provisions of Standard Specifications of Public Works Construction Bedding material shall have a Sand Equivalent greater than 30 (SE>30) The bedding shall be placed to 1 foot over the top of the conduit and densified Backfill shall be placed and densified to a minimum of 90 percent of relative compaction from 1 foot above the top of the conduit to the surface The Geotechnical Consultant shall test the trench backfill for relative compaction At least one test should be made for every 300 feet of trench and 2 feet of fill 7 3 Lift Thickness Lift thickness of trench backfill shall not exceed those allowed in the Standard Specifications of Public Works Construction unless the Contractor can demonstrate to the Geotechnical Consultant that the fill lift can be compacted to the minimum relative compaction by his alternative equipment and method 7 4 Observation and Testing The densification of the bedding around the conduits shall be observed by the Geotechnical Consultant -7- RLL SLOPE PROJECTED PLANE 1 1 (HORIZONTAL VERTICAL) MAXIMUM FROM TOE OF SLOPE TO APPROVED GROUND EXISTING GROUND SURFACE C0MPACTEn-:-:-:-:-:-:-t_ E:EKEI REMOVE UNSUITABLE MATERIAL BENCH HEIGHT (4 FEET TYPICAL) 2 FEET MIN KEY DEPTH LOWEST BENCH (KEY) RLL-OVER-CUT SLOPE EXISTING GROUND SURFACE BENCH I L-BENCH HEIGHT (4 FEET TYPICAL) REMOVE UNSUITABLE MATERIAL CUT-OVER-RLL SLOPE OVERBUILD AND TRIM BACK -CUT FACE SHALL BE CONSTRUCTED PRIOR TO FILL PLACEMENT TO ALLOW VIEWING OF GEOLOGIC CONDITIONS . y EXISTING- GROUND SURFACE _^-?::>>;^^: PROJECTED PLANE 1 TO 1 MAXIMUM FROM TOE OF SLOPE TO APPROVED GROUND 2 FEET MIN-J KEY DEPTH UT FACE SHALL BE CONSTRUCTED PRIOR TO FILL PLACEMENT REMOVE UNSUITABLE MATERIAL LOWEST BENCH (KEY) BENCH HEIGHT (4 FEET TYPICAL) BENCHING SHALL BE DONE WHEN SLOPE'S ANGLE IS EQUAL TO OR GREATER THAN 5 1 MINIMUM BENCH HEIGHT SHALL BE 4 FEET AND MINIMUM FILL WIDTH SHALL BE 9 FEET KEYING AND BENCHING GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAIL A FINISH GRADE SLOPE FACE OVERSIZE ROCK IS LARGER THAN 8 INCHES IN LARGEST DIMENSION EXCAVATE A TRENCH IN THE COMPACTED FILL DEEP ENOUGH TO BURY ALL THE ROCK BACKFILL WITH GRANULAR SOIL JETTED OR FLOODED IN PLACE TO FILL ALL THE VOIDS DO NOT BURY ROCK WITHIN 10 FEET OF FINISH GRADE WINDROW OF BURIED ROCK SHALL BE PARALLEL TO THE FINISHED SLOPE GRANULAR MATERIAL TO BE" DENSIFIED IN PLACE BY FLOODING OR JETTING DETAIL "JETTED OR FLOODED • GRANULAR MATERIAL TYPICAL PROFILE ALONG WINDROW OVERSIZE ROCK DISPOSAL GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAIL B \ —EXISTING GROUND SURFACE ^ :-:-:-:-N m / BENCHING REMOVE UNSUITABLE MATERIAL SUBDRAIN TRENCH SEE DETAIL BELOW CALTRANS CLASS 2 PERMEABLE^^ yy OR #2 ROCK (9FT"3/FT) WRAPPED" ' IN FILTER FABRIC // FILTER FABRIC (MIRAFI 140N OR APPROVED EQUIVALENT)* 4" MIN BEDDING t COLLECTOR PIPE SHALL BE MINIMUM 6" DIAMETER SCHEDULE 40 PVC PERFORATED PIPE SEE STANDARO DETAIL D FOR PIPE SPECIFICATIONS SUBDRAIN DETAIL DESIGN FINISH GRAOE •20' MIN 5' MIN NONPERFORATED 6"0 MIN —PERFORATED 6" 0 MIN PIPE ^FILTER FABRIC (MIRAFI MON OR APPROVED EQUIVALENT) -CALTRANS CLASS 2 PERMEABLE OR ROCK (9FT"3/FT) WRAPPED IN FILTER FABRIC DETAIL QF CANYON SUBDRAIN OUTLET CANYON SUBDRAINS GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAIL C 15' MIN OUTLET PIPES 4" 0 NONPERFORATED PIPE, 100" MAX 0 0 HORIZONTALLY, 30' MAX OC VERTICALLY BACK cur 1 1 OR FLATTER SEE SUBDRAIN TRENCH DETAIL LOWEST SUBDRAIN SHOULD BE SITUATED AS LOW AS POSSIBLE TO ALLOW SUITABLE OUTLET KEY WIDTH AS NOTED ON GRADING PLANS -KEY DEPTH (15' MIN ) (2' MIN ) 12 MIN OVERLAP FROM THE TOP HOG RING TIED EVERY 6 FEET ,71 CALTRANS CLASS II PERMEABLE OR §2 ROCK a FT'"3/FT) WRAPPED IN FILTER FABRIC -4" 0 NON-PERFORATED OUTLET PIPE PROVIOE POSITIVE SEAL AT THE JOINT T-CONNECTION FOR COLLECTOR PIPE TO OUTLET PIPE 6" WIN COVER 4" 0 PERFORATED PIPE -FILTER FABRIC ENVELOPE (MIRAFI 140 OR APPROVED EQUIVALENT) 4 MIN BEDDING SUBDRAIN TRENCH DETAIL SUBDRAIN INSTALLATION - subdroin collector prpe sholl be instolled with perforotion down or unless otherwise designated by the geotechnicol consultont Outlet pipes shall be non-perforated pipe The subdrain pipe sholl hove ol leost 8 perforotions uniformly spoced per foot Perforotion sholl be 1/4" to 1/2" if drill holes ore used All subdrom pipes sholl hove o grodient of ot least 2% towords the outlet SUBDRAIN PIPE - Subdroin pipe sholl be ASTM D2751, SDR 23 5 or ASTM D1527. Schedule 40 or ASTM D3034. SDR 23 5. Schedule 40 Polyvinyl Chloride Plastic (PVC) pipe All outlet pipe sholl be pioced m o trench no wider thon twice the subdroin p Ipe BUTTRESS OR REPLACEMENT FILL SUBDRAINS GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAIL D CUT-FILL TRANSITION LOT OVEREXCAVATION REMOVE UNSUITABLE GROUND• OVEREXCAVATE AND RECOMPACT UNWEATHERED BEDROCK OR MATERIAL APPROVED BY THE GEOTECHNICAL CONSULTANT- S' MIN ^ TRANSITION LOT FILLS GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAIL E i RETAINING WALL WALL WATERPROOFING - PER ARCHITECT'S SPECIFICATIONS SOIL BACKFILL. COMPACTED TO 90 PERCENT RELATIVE COMPACTION BASED ON ASTM 01557 FILTER FABRIC ENVELOPE (MIRAFI MON OR APPROVED EQUIVALENT)" 3/4" TO 1-1/2" CLEAN GRAVEL 4" (MIN ) DIAMETER PERFORATED PVC PIPE (SCHEDULE 40 OR EQUIVALENT) WITH PERFORATIONS ORIENTED DOWN AS DEPICTED MINIMUM 1 PERCENT GRADIENT TO SUITABLE OUTLET WALL FOOTING COMPETENT BEDROCK OR MATERIAL AS EVALUATED BY THE GEOTECHNICAL CONSULTANT NOTE UPON REVIEW BY THE GEOTECHNICAL CONSULTANT. COMPOSITE DRAINAGE PRODUCTS SUCH AS MIRADRAIN OR J-DRAIN MAY BE USED AS AN ALTERNATIVE TO GRAVEL OR CLASS 2 PERMEABLE MATERIAL INSTALLATION SHOULD BE PERFORMED IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS RETAINING WALL DRAINAGE GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAIL F GRAVEL DRAINAGE FILL MIN 6" BELOW WALL MIN 12" BEHIND UNITS -WALL SUBDRAIN I FOUNDATION SOILSj REAR SUBDRAIN 4" (MIN) DIAMETER PERFORATED PVC PIPE (SCHEDULE 40 OR EQUIVALENT) WITH PERFORATIONS DOWN SURROUNDED BY 1 CU FT/FT OF 3/4" GRAVEL WRAPPED IN FILTER FABRIC (MIRAFI 140N OR EQUIVALENT) OUTLET SUBDRAINS EVERY 100 FEET, OR CLOSER, BY TIGHTLINE TO SUITABLE PROTECTED OUTLET GRAVEL DRAINAGE FILL. SIEVE SIZE % PASSING 1 INCH 3/4 INCH NO 4 NO 40 NO 200 100 75-100 0-60 0-50 0-5 NOTES 1) MATERIAL GRADATION AND PLASTICITY REINFORCED ZONE. SIEVE SIZE % PASSING 1 INCH 100 NO 4 20-100 NO 40 0-60 NO 200 0-35 FOR WALL HEIGHT < 10 FEET PLASTICITY INDEX < 20 FOR WALL HEIGHT 10 TO 20 FEET, PLASTICITY INDEX < 10 FOR TIERED WALLS, USE COMBINED WALL HEIGHTS WALL DESIGNER TO REQUEST SITE-SPECIFIC CRITERIA FOR WALL HEIGHT > 20 FEET 2) CONTRACTOR TO USE SOILS WITHIN THE RETAINED AND REINFORCED ZONES THAT MEET THE STRENGTH REQUIREMENTS OF WALL DESIGN 3) GEOGRID REINFORCEMENT TO BE DESIGNED BY WALL DESIGNER CONSIDERING INTERNAL, EXTERNAL, AND COMPOUND STABILITY 3) GEOGRID TO BE PRETENSIONED DURING INSTALLATION 4) IMPROVEMENTS WITHIN THE ACTIVE ZONE ARE SUSCEPTIBLE TO POST-CONSTRUCTION SETTLEMENT ANGLE a ^45+4>/2, WHERE 4" IS THE FRICTION ANGLE OF THE MATERIAL IN THE RETAINED ZONE 5) BACKDRAIN SHOULD CONSIST OF J-DRAIN 302 (OR EQUIVALENT) OR 6-INCH THICK DRAINAGE FILL WRAPPED IN FILTER FABRIC PERCENT COVERAGE OF BACKDRAIN TO BE PER GEOTECHNICAL REVIEW SEGMENTAL RETAINING WALLS GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAIL G Project Name: MA Job #: Date: Legoland 5153 12/14/2011 Total Cold/Hot Water Demand - Pool Bldg Project Information Pressure Available (Residual) 81 Elevation 15 Pressure Required @ Highest Fixture 30 Meter & Backflow Preventer 17 Fall-Off Pressure 10 Total Equivalent Length 100 Fixture Qty FU Total FU Water Closet (1 28 GPF Flush Valve) 3 5 15 Urinal (0 125 GPF Flush Valve) 1 4 4 Lavatory (Public) 2 1 2 Column Shower - (4) Head 4 2 8 Hose Bibb 1 25 25 Total FU Total GPM Allowable Friction Loss Per 100 Feet 76.5 Total FU Total GPM Allowable Friction Loss Per 100 Feet 12 Total FU Total GPM Allowable Friction Loss Per 100 Feet 17.55 * Additional 60 GPM required for Swimming Pool 12 Pool Bldg + 60 GPM Pool = *72 GPM Total Project Name: MA Job #. Date: Legoland 5153 12/14/2011 Total Cold/Hot Water Demand - Hotel Project Information Pressure Available (Residual) 81 Elevation 30 Pressure Required @ Highest Fixture 25 Meter & Backflow Preventer 17 Fall-Off Pressure 10 Total Equivalent Length 1445 Fixture Qty FU Total FU Water Closet (1 28 GPF Flush Valve) 11 5 55 Water Closet (1 28 GPF Flush Tank) 251 25 627 5 Urinal (0 125 GPF Flush Valve) 3 4 12 Lavatory (Public) 12 1 12 Lavatory (Private) 251 1 251 Bathtub/Shower 251 4 1004 Shower 3 2 6 Service Sink 4 3 12 Kitchen Sink 22 3 66 Kitchen Fill Faucet 20 3 60 Dishwasher 5 4 20 Clothes Washer 3 4 12 Hose Bibb 1 25 25 Hose Bibb 11 1 11 Total FU Total GPM Allowable Friction Loss Per 100 Feet 2096 Total FU Total GPM Allowable Friction Loss Per 100 Feet 320 Total FU Total GPM Allowable Friction Loss Per 100 Feet 1.1141869 Project Name: MA Job #: Date Legoland 5153 1/19/2012 Total Cold/Hot Water Demand - Hotel Project Information Pressure Available (Residual) 81 Elevation 30 Pressure Required @ Highest Fixture 25 Meter & Backflow Preventer 17 Fall-Off Pressure 10 Total Equivalent Length 1445 Fixture Qfy FU Total FU Water Closet (1 28 GPF Flush Valve) 11 5 55 Water Closet (1 28 GPF Flush Tank) 251 25 627 5 Unnal (0 125 GPF Flush Valve) 3 4 12 Lavatory (Public) 12 1 12 Lavatory (Pnvate) 251 1 251 Bathtub/Shower 251 4 1004 Shower 3 2 6 Service Sink 4 3 12 Kitchen Sink 22 3 66 Kitchen Fill Faucet 20 3 60 Dishwasher 5 4 20 Clothes Washer 3 4 12 Hose Bibb 1 25 2 5 Hose Bibb 11 1 11 Total FU Total GPM Allowable Friction Loss Per 100 Feet 2096 Total FU Total GPM Allowable Friction Loss Per 100 Feet 330 Total FU Total GPM Allowable Friction Loss Per 100 Feet 1.1141869 Project Name: MA Job #: Date: Legoland 5153 1/19/2012 Total Cold/Hot Water Demand - Pool Bldg Project Information Pressure Available (Residual) 81 Elevation 15 Pressure Required @ Highest Fixture 30 Meter & Backflow Preventer 17 Fall-Off Pressure 10 Total Equivalent Length 520 Fixture Qty FU Total FU Water Closet (1 28 GPF Flush Valve) 3 5 15 Unnal (0 125 GPF Flush Valve) 1 4 4 Lavatory (Public) 2 1 2 Column Shower - (4) Head 4 2 8 Hose Bibb 1 2 5 25 Total FU Total GPM Allowable Friction Loss Per 100 Feet 31.5 Total FU Total GPM Allowable Friction Loss Per 100 Feet 42 Total FU Total GPM Allowable Friction Loss Per 100 Feet 3.375 * Additional 60 GPM required for Swimming Pool 42 Pool Bldg + 60 GPM Pool = *102 GPM Total DS 5600.1 AMC Quality System QMt is Accr&dftod by ISO 9002 Reslsterod Dutch Council AMERICAIM IVIETER ^^SUsERiES" Rotary Gas Meters Data Sheet Advantages American Meter's RPM Senes Rotary Gas Meters feature improvements over typical meters in their class. Supenor construction, flexible mounting, space-saving designs, and optional data storage and transmission features give you a more reliable and versatile meter. Supenor strength The RPM Senes is designed for optimal performance in extreme temperatures and in the harshest conditions. The meter's extmded aluminum housing is constructed to provide supenor strength at extreme bending moment ..as much as four times the required strength' As line conditions change and snap-acting loads occur, Amencan's rotary meters will continue to operate at peak performance. Flexible space-saving designs All RPM Series meters mount in either a vertical or honzontal position, depending on available space and convenience. Once installed, all standard and optional equipment can be positioned easily for quick service and convenient reading. • Standard mechanical register is always in a honzontal position face fonward. • Instrument drive features a compact "footprint" compared to other meters in its class. • Optional temperature compensator or electronic corrector rotate 360° at 45° increments to accom- modate reading at any meter position. Temperature Compensation Module (below) The battery-powered temperature compensator mounts directly above the standard mechanical register for com- pact installation. A thermowell in the notary's housing detects temperature changes in the gas stream and makes the appropnate adjustment to the meter's output measurements. The compensator is accurate in climates ranging from -40^ to +140"^ (-40°C to 60°C). Use in particularly harsh conditions (down to -40°F) yields no measurable loss in accuracy. The unit's memory stores daily corrected and uncorrected volume for one month. A separate data file records a monthly summary of this information forthe six previous months of operation. Electronic Temperature Compensator Features • TC mounts directly to RPM Senes Rotary Meter (factory or field). • "Constant On" display shows corrected volume. • Magnetic wand allows quick viewing of constants, • Downloadable six-month data storage (laptop or handheld PDA). • TCDAS software available for laptop or handheld PDA. SERIES Technical Data and Dimensions Meter Size Description Units 9.00 1.5M 3.5M 5.5M 71V) 11M Description G16 G25 G65 G100 G130 G200 Q Max rated capacity cfh 900 1500 3500 5500 7000 11000 Max allowable pressure psig 175 175 175 175 175 175 (MAOP) Rangeability ±1% >30.1 >40:1 >75.1 >120 1 >701 >120.1 Rangeability ±2% >60i >75-1 >1401 >2101 >115 1 >225-1 Start rate cfh <3 0 <3 0 <4.0 <4.4 <5 5 <5 5 Row rate @ 0 5", gas cfh 900 1500 2000 4500 4450 6000 Differential 100% flow, gas in wc 0 22 0 35 1 04 0 68 1 14 1.73 Drive regisler/I.D. cf/rev 10 10 10 10/100 10/100 10/100 Max operating speed rpm 2043 2358 2950 2425 2098 2414 Flange/flange dimension in. 6.75 6.75 6 75 6 75 9 50 9.50 Nominal pipe size in. 1 5/2 1.5/2 2 2/3 3 4 Oil capacity Vertical mount (gear) oz. 5.6 56 27 27 68 6.8 Vertical mount (drive) oz. 6.6 6.6 38 38 8.5 8.5 Honzontal mount (gear) oz. 2.9 29 09 09 2.2 2.2 Horizontal mount (dnve) oz. 29 29 1 6 1.6 55 55 Carton size m 16"Hx 12"Wx21.5"L-TBD TBD Shipping weight Ibs 26 33 30 42 65 75 Meter with Temperature Compensator Vertical or honzontal mounting soa 940 "(203 7) (238 S7 Horizontal View 779 898 ''{m9){22Slf Vertical View 9 0C-5.5[«1 (90C-S5M) 7M-11M(7M-i;jW; Meter with Instrument Drive Vertical or horizontal mounting 749 887 "(1902) (22S 3) Horizontal View 7 26 8 55 ^ "^(184 4) (217.2) Vertical View 90C-5.5M{5I0C-J5A/; 7M-11M{7M-i/M) r I « Number of holes = D Bolt circle = F Standard Meter Vertical mounting Gas Flow 6 26 (1590) Aiic£mciu«r METER COMPJUMY Gas Flow Standard Meter Horizontal mounting -A- 6 26 Dimensions in inches (millmwiers) Standard meter with and without temperature compensator Honzontal and vertical mounting Meter Size 9.0C G16 1.5M G2S 3 5M G65 5 5M (2") G100 5.5M (3") G100 7M G130 IIM G200 A 13 460 (341 90) 14.960 (38000) 12 950 (32890) 16 890(^2900; 16 890 (^29 oo; 16.400 (41356) 18.160 (46126) B 5 810 (14760) 6.390 (162 30) 5.390 (13690) 7.360 (186 90) 7.360 (186.90) 6.970 (17704) 7 980 (202 70; G 7.650 (19430) 8 570 (217.70) 7 560 (192.00) 9 530 (242 10) 9 530 (242 10) 9170 (2J2 92; 10.120 (25705; D 4 4 4 4 4 4 8 E (ANSI) 5/8-11 5/8-11 5/8-11 5/8-11 5/8-11 5/8-11 5/8-11 E (metric) M16X2 Ml 6X2 M16X2 M16X2 M16X2 M16X2 Ml 6X2 F{ANSI)' 4 750 (12065) 4 750 (720.155) 4.750 (12065) 4 750 (720 55) 6 000 (752 40) 6 000 (752.40; 7.500 (79050; F (metric) 4 924 (125 00) 4 924 (12500) 4 924 (12500) 4.924(125 00) 6 299 (76000; 6 299 (16000) 7 087 (18000) G (metnc) 6.75 (1715) 6 75 (1715) 6 75 (171.5) 6.75 (;7;5; 6 75 (777 5; 9 50 (241.3) 9.50 (2413) Weight Ibs.fA-gj 22 7 (1030) 30 3 (13 70) 27 0 {12 30) 38.5 (7750) 38.5 (7750; 63.1 (2862) 735 (33 31) Weight with temp comp \bs.(ks) 26 0 (11 SO) 33 6 (15.30) 30.3 f/iSO) 41.8 (7900) 41 8 (7900; 66 4 (JO 72; 76.8 (34 S2) Meter with instrument drive Horizontal and vertical mounting Meter 9.00 1.5M 3.5M 5.5M (2") 5.5M (3") 7M IIM Size G16 G25 G55 G100 G100 G130 G200 A 15.200 (38610) 17 020 (43230) 15 020 (381 50) 19.020 (483 10) 19 020 (48310) 18 530 (47066) 20.290 (5/5 i7; B 5 810 (147 60) 6 390 (16230) 5 390 (13690) 7.360(18690) 7.360 (78690; 6 570 (766 ss; 7 980 (202,70; C 9.390 (23550; 10 630 (27000; 9 630 (244 60) 11.660 (29620; 11 660 (29620; 11 300 (2S702; 12.310 (372 67; D 4 4 4 4 4 4 8 E (ANSI) 5/8-11 5/8-11 5/8-11 5/8-11 5/8-11 5/8-11 5/8-11 E (metnc) Ml 6X2 M16X2 Ml 6X2 Ml 6X2 -Ml 6X2 M16X2 F (ANSI) 4.750 (72065; 4 750 (120.65) 4.750 (72065; 4.750(720 65; 6 000 (752.40; 6.000 (152 40) 7.500 (79050; F (metric) 4.924 (72500; 4 924 (725.00; 4 924(725 00; 4.924(72500; -6 299 (760 00; 7 087 (75000; G (metric) 6 75 (777 5; 6 75 (777 5; 6.75 (777 5; 6.75 (777 5; 6 75 (777 5) 9 50 (2413) 9 50 (247 3; Weight Ibs (kg) 24 3 (11 00) 31.9 (1450) 28.6 (1300) 40.1 (1820) 401 (7S20; 64.7 (2934) 75.1 (3416) ^^MlsERIES" Sizing and Ordering Specifications Using the chart to the right: Select the appropriate size rotary meter tiased on maximum mstantaneous flow rate and minimum pressure • Size is determined by finding the maximum hourly flow rate in cubic feet per hour (scfh) and the corresponding pressure at that flow rate Note 1000 BTU's/hr of natural gas equals 1 CFH (BTU input rating can be found on the equipment/ burner name plate) • Find a value larger than the required maximum instantaneous hourly flow rate In the row representa- tive to the specific minimum operating pressure The proper rotary meter model heads the column ie A maximum ioad of 25,000 seth at 100 PSIG requires a 3.5[ui meter. Corrected capacity at metering pressure - (scfh) Meter Size Local Atm Pressure - (psia) 14 37 Sea Level Atm Pressure - (psia) 14.73 Badged Rating 9 0C 1.5M 3.5M 5.5M 7M 11M 0.25 PSIG 900 1500 3500 5500 7000 11000 1 939 1565 3652 5739 7304 11478 3 1061 1769 4127 6486 8255 12971 5 1184 1973 4603 7233 9205 14465 10 1489 2482 5791 9099 11581 18199 15 1795 2991 6979 10966 13957 21933 20 2100 3500 8167 12833 16333 25667 25 2405 4009 9355 14700 , 13709 29401 30 2711 4518 10543 16567 21086 33134 40 3322 5537 12919 20301 25838 40602 50 3933 6555 15295 24035 30590 48070 60 4544 7573 17671 27769 35342 55538 70 5155 8592 20047 31503 40094 63005 80 5766 9610 22423 35237 44847 70473 90 6377 10628 24799 38970 49599 77941 100 6988 11647 27175 42704 54351 85409 110 7599 12665 29552 46438 59103 92876 120 8210 13683 31928 50172 63855 100344 125 8515 14192 33116 52039 66232 104078 130 8821 14702 34304 53906 68608 107812 140 9432 15720 36680 57640 73360 115280 150 10043 16738 39056 61374 78112 122747 160 10654 17757 41432 65108 82864 130215 170 11265 18775 43808 68841 87616 137683 175 11570 19284 44996 70708 89993 141417 Ordering information Meter Size Options Type Connections Pipe size Mounting Counter Output drive Multiplier H D pulser 9.0C G16 1.5IW G25 3.5M G65 S.5M G100 english or metnc NPT or flanged NPT or flanged 7M G130 flanged flanged flanged 1 5" or 2" 1.5" or 2" 2" or 3" 3" vertica! or horizontal 4, 5 or 6 digit regular, TC, or instrument dnve 10,100 yes or no 11M G200 flanged 4" ® AMERICAN METER 300 Welsh Road Building One Horsham, PA 19044-2234 U.S.A. Phone. 215/830-1800 Fax: 215/830-1890 Website: amerioanmeter.com CANADIAN METER 275 Industrial Road Cambridge, Ontano N3H 4R7 Canada Phone: 877/461-2626 (toll free) Phone: 519/650-1900 Fax-519/650-1917 Website: canadianmeter.com Pnnled in USA Core-2000-5/02 Hearth Products Controls Co. 706 Congress Park Dr Dayton, OH 45459 Select Models Certified by CSA International* Meets: ANSI Z21.97-2010 ACR97-003 See Bottom of This Page Electronic Ignition Safety Manual Installation & Operation Instructions I i >• •"•"•'-•ll Installation We suggest that our products be instaiied by professionals that are iocally licensed by the authority having jurisdiction m gas piping Service N*,r(0MAl NFl (fe We suggest that our products be serviced by a professional certified in the US by the National Fireplace Institute A WARNING: FOR OUTDOOR USE ONLY 1 A WARNING •Improper installation, adjustment, alteration, service, or maintenance can cause injury or property damage. Read the installation, operating, and maintenance instructions thoroughly before installing or servicing this equipment. 0 A WARNING •Do not store or use gasoline or other flammable vapors and liquids in vicinity ofthis or any other appliance. •An LP-cylinder not connected for use shall not be stored in the vicinity of this or any other appliance. A DANGER If you smell gas: 1) Shut off gas to appliance. 2) Extinguish any open flame. 3) If odor continues, keep away from appliance and immediately call gas supplier or fire department. INSTALLER: Leave this manual with the appliance. CONSUMER: Retain this manual for future reference. * Select Models CSA Certified: Bowl: 13SS90HWI, 19SS90HWI, 25SS150HWI, 31SS300 HWI, 37SS300HWI-HC, & 43SS400HWI-HC Flat: 18FSS90HWI, 24FSS150HWI, 30FSS300 HWI, 36FSS300HWI-HC, & 42FSS400HWI-HC Trough: 24SS50HWI-TRGH, 36SS75HWI-TRGH, 48SS100HWI-TRGH, 60SS125HWI-TRGH, 72SS150HWI-TRGH, & 96SS200HWI-TRGH 4/7/2011 860 C611 -iCpVf Index: 1) General Information 2) Selecting the Location 3) Construction of Enclosure 4) Installation of Fire Pit 5) Media Product Specific Information 6) Parts List 7) Fire Pit Operation 8) Maintenance 9) Troubleshooting 10) Replacement Parts 11) Warranty 1) General Information Instructions are also available at HPCfire com Please carefully follow the instructions in this manual to prevent personal injury or property loss Instructions are updated as needed It is the installer's responsibility to penodically review instructions for applicable updates The steps listed as Contains information cntical to the safe installation and operation of the fire-pit WARRANTY REQUIREMENT: Must be stnctly followed to qualify for product warranty. Warranty will be void if not followed IMPORTANT: Are notes and insights to help ensure product satisfaction and serviceability It IS the installer's responsibility to ensure a safe installation and to educate the end user as to proper operation Leave this manual with the end user Never alter product or configuration in any way I FOR REMOTE CONTROL USE To prevent accidental start-up from unwanted RF signals It IS the responsibility of the end user to tum off power to electric outlet for the remote control receiver when the fire-pit is not in use via wall switch or breaker BMUMiSMI We suggest that our products be installed by professionals that are locally licensed by the authority having junsdiction m gas piping We suggest that our products be serviced annually by a professional certified in the US by the National Fireplace Institute (NFl) as NFl Gas Specialists or in Canada by WETT (Wood Energy Technical Training) Installer must follow all instructions carefully to ensure proper performance and safety Hearth Products Controls Companv is not responsible for your actions ^^^^ Product IS not intended to be a starter for wood or any other combustibles ^SS^ It is the responsibility of the installer to follow ALL LOCAL CODES conceming the installation and operation of the fire pit In the absence of local codes, please follow • Fixed piping system The National Fuel Gas Code, ANSI Z223 1/NFPA 54 or International Fuel Gas Code •Electrical ground The National Electrical Code, ANSI/NFPA 70 MtMWm^ Only use gas/fuel type specified for this fire pit see label on the fire pit control Box Verify correct gas/fuel type and pressure Never use an alternative fuel to include bio-fuel, ethanol, lighter fluid or any other fuel Gas pressure and type should be checked pnor to use and installation • Natural Gas Fire Pit Supply Pressure Minimum 3 5" W C , Maximum 7 0" W C Outlet Pressure 3 5" to 5 0" W C • LP Gas Supply Pressure Minimum 8 0" W C , Maximum 15 0" W C Outlet Pressure 10 0" to 12 0" W C 4/7/2011 860 2) Selecting the Location I All fire pits, match lit kits, spark ignition, safety pilot and electronic ignition systems are designed and mtended for outdoor use only troiMHiS^ For electronic ignition models there must be an electrical shut off (wall switch or breaker) on the exterior of the fire pit or on adjacent wall to allow for emergency shutdown and maintenance BMaBHiSliii^^ All fire pits must have a gas shutoff on the outside of the exterior of the fire pit to allow for emergency shut off and maintenance tMSiiSltS^ Select a location where the fire pit can be attended dunng operation Never leave an operatmg fire pit unattended or by someone not familiar with its operation or emergency shut off locations l!Mi?ISHSSBSl Both children and adults should be alerted to the hazards of high surface temperatures and should stay away to avoid bums and clothing ignition Young children should be carefiilly supervised when they are in the area of fire pit Clothing or other flammable matenals should not be placed on or near fire pit Fire pits create very high temperatures - Combustibles must be located far enough away that there is no risk of Ignition "513 Overhead Clearance applies to tree limbs and branches only- DO NOT install unit under overhang or ceiling IMPORTANT: It is recommended that matenal such as granite, marble or other dense stone be kept away from heat and especially flame due to risk of cracking Manufacturer is not responsible for damage Fire Pit Clearances Under Valve Box When Applicable 6" Sides Surrounding Fire Pit 48" Overhead Clearance 120" • The gas line should be a minimum of 3/4" or larger based on fire pit size and distance from fuel source • Select a location with good drainage • Choose a location that allows easy access for installation and maintenance of the fire pit • Pick a location that allows sufficient horizontal room to enjoy the fire pit while allowing a safe distance from the heat and flame. 3) Construction of the Enclosure For electronic ignition models there must be an electrical shut off ( wall switch or breaker) on the exterior of the fire pit or on adjacent wall to allow for emergency shutdown and maintenance Verify correct 110VAC or 24VAC Supply KM!B£]^IHI8i^ All fire pits must have a gas shutoff on the outside of the exterior of the fire pit to allow for emergency shut off and maintenance IP^SHj^BS^ Always use proper materials and construction for gas supply, power and enclosure KMSjiWSE^ The enclosure must incorporate 1 vent on at least two opposing sides (2 vents total) at a mimmum size of 18 sq inches each (Example 3"x 6" or larger) Venfilafion allows for heat and or residual fiiel to escape Failure to properly vent enclosure may result in the fire-pit overheating or explosion For electronic ignition systems the fire pit will automatically shut down when intemal valve box temperature reaches 175° F and will automatically restart when temperatures drop below 175° F Overheating could lead to heat damage to intemal components Some enclosures may require more ventilation based on material, size, and extended use The vent may work as a drain as well when mstalled at bottom sidewall to prevent water build up j The mterior void space of the enclosure surrounding the valve box cannot be filled with any material (gravel, crushed Vents- 2 Total rock, concrete, etc )- It is a requirement to have a minimum of 6" under the valve box for proper ventilation 8BSif^|!ISIII8BP Select materials that are non-combustible in both initial installations as well as over time WARRANTY REQUIREMENT The enclosure must be constructed on a stable surface The weight of the fire pit must be supported by the pan and not by any control/valve box For electronic ignition models the control/valve box must be above grade with adequate drainage to prevent water damage to the controls inside the box • Make sure that the stmcture is level We recommend the use of the installation collar (optional) that may be mortared into the surround • HFC recommends that the pan lip is recessed on trough (linear), and large round products as illustrated below HFC cannot guarantee the hp on all of our products will be perfectly flat and will not warp due to heat — Dsmcn-jton t^ — Dimoneion A nzzL T-3 4/7/2011 860 4) Installation of a Fire Pit Installation We suggest that our products be installed by professionals that are locally licensed by the authority having jurisdiction in gas piping I We suggest that our products be installed by professionals that are locally licensed by the authority having jurisdiction in gas piping BBgSSB^HI^^ We suggest that our products be serviced annually by a professional certified in the US by the Nafional Fireplace Instifiite (NFl) as NFl Gas Specialists 88!!liS^W8^ Confirm this appliance is built for gas used - natural gas or LP Do not use natural gas appliance with LP or LP I ij Ith natural gas Refer to the label on the appliance E^ltiSHiw^ To prevent damage, unhook fire pit from gas supply for pressure leak tests E^JLfSW^P^ Burn Testing- It is the responsibility of the qualified mstaller to test for gas leaks at all connections When filling the pan with lava rock and/or decorative glass, the instmctions in Section 5 must be followed S^rH <SJI1V^ Gas Plumbing Connections Use only joint compound or tape that is resistant to all gases Apply joint compound to all male pipe fittings only- DO NOT use on FLARED fittings Be sure to tighten every joint securely BB^ilM^MS^ For systems with an extended or detached valve box the area in which the valve box is installed must conform with all installation requirements to mclude but not limited to location, constmction, venting and local codes Failure to do so may result in personal injury property damage or explosion WARRANTY REQUIREMENT: The fire pit assembly should be recessed a minimum of 4" from the top of the enclosure to protect flame from being blown out Some areas may require more- 8" is not uncommon WARRANTY REQUIREMENT Electronic Ignition fire pits come with a 13" x 13" sheet of insulation between pan and valve box to protect intemal components from heat damage This may need to be trimmed on smaller enclosures for proper fit Please use insulation at all times WARRANTY REQUIREMENT: Warranty is void if valve box is opened » Purge gas lines of air « Perform all leak test with leak detector or leak reactant « Verify correct gas type and pressure « Perform leak test on mam gas supply Repair leaks as necessary o Shut Off Gas Supply and Power to fire-pit » Connect fire-pit to main gas supply If using flex line avoid sharp bends with flex line to prevent whistling o Tum on gas supply and perform leak test on all mlet connections Repair as needed o For electronic ignition models hook up proper 1 lOVAC or 24VAC electrical power following all local codes o On electronic ignition models The 3' power cord can be either tied into the mam power supply for use with wall switch or plugged into remote receiver to use remotely o Position fire pit safely with access to all gas connections for testing o Light fire pit It may take several cycles to purge air from the lines o For electronic ignition models apply proper 110VAC or 24 VAC o Once fire pit is lit perform leak test on all gas connections Repair as needed • Turn off fire pit and allow to cool » Apply media as described in (Section 5) » Tum on fire pit again and perform leak test with media correctly installed If gas leak is detected verify correct media application and repair as needed » If trimmer valve is installed adjust flame to desired height Never alter the product configuration o Set fire pit in properly constmcted enclosure (Section 3) • Verify correct operation and lighting « Review safety manual with end user and instmct not to change/ modify fire pit or media » Leave manual with end user IMPORTANT: On electronic ignition models please apply the Start Up and Shutdown decal next to control switch in an obvious position 5) Media A iiH^iilM^ FQR GLASS MEDIA USAGE WITH LP GAS- WHEN USING APPROVED DECORATIVE GLASS TO COVER BURNER APPLY ONLY ENOUGH TO HIDE BURNER. APPLYING OVER 1/2" MAY CREATE BACK PRESSURE AND GAS LEAKAGE FROM AIR MIXER RESULTING IN LP POOLING UNDER FIRE PIT. AfeM^^ FOR GLASS MEDIA USAGE WITH LP GAS- THE UNIT MUST BE TESTED WITH MEDIA OVER BURNER FQR CONFIRMATION QF NO BACK PRESSURE CREATING GAS TQ LEAK QUT QF AIR MIXER VENTURI HOLES. THIS MAY HAVE TQ BE DONE PRIOR TQ PLACING IN ENCLOSURE IF NQ ACCESS DOOR. 4/7/2011 860 Lava Rock & Glass Application I'leiisi' folloiv (he iDstruclionv helow to add the finishing touch to your fire pit Remember the deeper your luvu rock or glass the morc risk of reducing if not smothering Ihe flame. Particular altenlion needs to bc on Ihe pilol assembly area. Incorrect media insiallaiion will cauw the pUol flamfr-lo suffocate and turn off pU or dctoy nmln burner Ignition. Liiva Hock Only Ai>i)licalion I) Install your lire pil £cr inslruciinns. Apply lava rock ONLY deep enough to cover ring and pan- less than 2" above fire rini Kor Kleclronic Ignition 3) Blow Out Box: Do nol cover vents wiih lava rock- leave open. Oo nol allow any rock to block llame opening. 4) Blowout Bo\: Do nol cover blowout box venis or opening with lava rock or glass. Incorrect media installation will cause the pilot flame to su^ocate and turn off pit or delay main burner ignition. [)fc'ir:iti\c Class .ADplication I) Install your lire pit per inslniclions. 2) Add base layer of lava rock as filler lo hide pan and ring. Height should bc slightly above nng 3) Apply top coat of glass to lava rock just deep enough lo hide lava rock and ring. For Electronic leriitiim 4) Blowout Box: Do not cover blowout box vents or opening with lava rock or glas.s. Incorrect media installation will cause the pilot flame lo suffocate and turn off pit or delay main burner Ignllion. DO NOT COVKR P!IX)T OPENING! 6) Parts Lists 1) Klectronic ignition l-ire Pit 2) l.ava Rock 3) Wall Sw itch or Remote 4) Cover 5) Instructions 4/7/2011 860 7) Fire Pit Operation Before use, be sure to test all gas connections for leaks Do not use fire pit if there is any evidence of leaking gas If leaking gas suspected, fiim off the mam gas supply and repair immediately ^iBilBSIlSllMSS Do not use fire pit if any part has been submerged under water Immediately call a qualified service technician to inspect the fire pit and to replace any part of the control system and gas control which has been under water ^^^^^^P For electronic ignition models power to fire pit must be turned off via wall switch or breaker when not in operation BiiaiSia^Hi^l^ Never use any matenal that is non-porous and holds moisture such as gravel, pebbles, river rock, etc This matenal, when heated will cause the trapped moisture to boil and fracture unexpectedly This material is not sufficiently porous to allow heated steam to readily escape which can break and cause personal injury or damage BMiSiaSIM^^ Solid fuels shall not be burned in the fire pit Leaves, sticks, wood, paper, clothing, food material, should be kept away from the fire pit Make sure that there is no vegetation or other objects over the top or sides of the fire pit that could interfere with safe operation See clearances in section 2 Selecting the Location BMIIISillSM^P§ If lava rock is wet, allow fire pit to bum for 45 minutes pnor to coming within 15 feet of the fire pit WARRANTY REQUIREMENT: When not in use the fire pit must be covered at all times Electronic Ignition Fire Pit Start Up: Initial Start-up: Several "on/off cycles may be necessary to purge air in gas lines after system installation Fire pit will lockout after 15 attempts to light pilot Please power OFF then ON to restart Sequence of Operation: 1. The hot wire igniter will be powered (glow red) for 5 seconds before pilot valve opens 2. The hot wire igniter will only be powered the initial 15 seconds of the 60 second pilot cycle This sequence will repeat up to 15 times (-15 minutes) before going into lockout To reset, tum "OFF" power then back "ON" again 3. Pilot flame will igmte and warm thermocouple- it may take 30 seconds at times for thermocouple to get hot If thermocouple is not hot in 60 seconds, system will shutdown then go back to Step 1 4. Once thermocouple is hot, mam valve will open allowing main bumer to ignite 5. If pilot flame is blown out at anytime, system will shutdown, then automatically restart (Step 1) IMPORTANT If power to the fire pit is tumed "Off then immediately tumed back "On" the system will go into lockout mode To reset, tum off, wait 5 minutes, then tum on FIRE PIT START UP 1 STOP! Read the safety information on "What to Do If Smell Gas" (Pg. 1). 2 Confirm there is no debns in fire pit (as mentioned in wamings) including water 3 Tum "ON" electrical power and gas to fire pit 4 Using wall switch or remote, tum "ON" fire pit- this may take several cycles to purge any air 5 To reset after lockout, power unit down, wait 5 minutes, then restart ^^^^^^inc^i^grtjias^i^^ OVERHEATING The fire pit will automatically close gas valve if temperature exceeds 175° F inside valve box to prevent component damage When unit cools below 175° F, the unit will automatically restart To correct overheating, ensure enclosure has adequate ventilation- see "Constmcfion of Enclosiu-e" FIRE PIT SHUTDOWN 1 Tum "OFF" fire pit using remote control or wall switch IMPORTANT: FOR REMOTE CONTROL USE: YOU MUST ALSO TURN OFF POWER TO ELECTRICAL OUTLET OR GAS TO FIRE PIT TO PREVENT ACCIDENTAL START. 2 Once fire pit is cooled, use appi opriate cover to protect fire pit 4/7/2011 860 8) Maintenance m Any guard or protective device removed for servicing must be replaced Service We suggest that our products be serviced by a professional certified in the US by the National Fireplace Institute (NFl) as NFl Gas Specialists prior to operafing the fire pit E^a^SBSg^^ We suggest that our products be serviced annually by a professional certified in the US by the National Fireplace Insfitute (NFl) as NFl Gas Specialists Ensure gas and power (if applicable) are shut off and fire pit is cool before servicing Keep fire pit covered at all times when not in use Keep any debris out of fire pit- clean as needed Ring Cleaning (I x YR) If flames exhibit any abnormal shapes or behavior, or if bumer fails to ignite properly, then the bumer holes may requue cleaning The appliance can be cleaned by carefully removing the logs and media to allow access to bumer Use a bmsh to carefully remove dust, spider webs, and loose particles from base, logs, and fire ring Itself If evidence of damage, fire ring must be replaced with fire ring specified by manufacturer Thermocouple Cleaning of Soot (1x6 mos or as needed) Remove lava rock & glass around pilot, then the blow out box hd Clean thermocouple of any soot using soft brash Be careful not to damage hot wire element Place lava rock or glass back as explained in section 5 Visually inspect the pilot- The pilot flame should cover 3/8" to 1/2" of the thermocouple as shown below Cleaning of orifice may be required by removing pilot hood (CCW) and removmg orifice as shown below '''mm Pilot Hood- turn CCW. Orifice 9) Troubleshooting Below are some potenfial causes and countermeasures to the symptoms indicated in bold Please contact your retailer or certified technician for service & repair WARRANTY REQUIREMENT: Warranty is void if valve box is opened. Hot Wire Will Not Glow 1 No power to unit 2 Hi Limit Temp Switch Tripping 3 Hot wire element damaged 4 Damaged wires No Pilot Flame (Hot Wire Glows) 1 Air in gas line 2 Debris in gas line 3 Gas Pressure Improper 4 Pilot Orifice Dirty Confirm breaker, wall switch, and remote are on (120Vac) Inadequate venting- see proper venting in "Constmction of Enclosure" Change hot wire element Inspect wires to hot wire- confirm insulation is in good condition and connecfions are tight If new mstall, may take several attempts to purge air Confirm gas line is clear (insulation, dirt, plastic etc ) Confirm proper gas pressure (Secfion 1) Remove pilot head and clean (Section 8) No Main Burner (Pilot Lights) 1 Gas Pressure Improper 2 Small Pilot Flame 3 Dirty Thermocouple 4 Fire Ring Obsfiiicted 5 Improperly applied Media Confirm proper gas pressure (Section 1) Remove pilot head and clean orifice ( Section 8) Clean using soft bmsh (Section 8) Confirm no debns or water in nng (Always cover fire pit') See (Section 5) Main Burner Turning Off/On Frequently 1 Small Pilot Flame 2 Improperly applied Media 3 Gas Pressure Improper 4 Thermocouple Defective Remove pilot head and clean orifice (Section 8) See (Section 5) Gas pressure too low (Section 1) Change Thermocouple 4/7/2011 860 10) Replacement Parts Please see list below for replacement parts as needed Please contact your known dealer for these parts- if unsure please contact HPC and we will be happy to help you Trough Style: Component / Model # 24SS50HWI- TRGH 36SS75HWI- TRGH 48SS100HWI- TRGH 60SS125HWI- TRGH 72SS150HWI- TRGH 96SS200HWI- TRGH Fire Ring TBSS-24 TBSS-36 TBSS-48 TBSS-60 TBSS-72 TBSS-96 Pan LFPSS-24 LFPSS-36 LFPSS-48 LFPSS-60 LFPSS-72 LFPSS-96 Flex Line SSC-HC24 SSC-HC24 SSC-HHC24 SSC-HHC24 SSC-HHC24 SSC-HHHC24 Control Box MVK HW50-X MVK HW75-X MVK HWIOO-X MVK HW125-X MVK HW150-X MVK HW200-X Cover TPHC-24 TPHC-36 TPHC-48 rPHC-60 TPHC-36 x2ea TPHC-48 X 2ea Bowl Stvle Pan Component / Model # 13SS90HWI 19S590HWI 25SS150HWI 31SS300HWI 37SS300HWI-HC 43SS300HWI-HC Fire Ring FRS-12 FRS-12 FRS-18 FRS-24 FRS-30HC FRS-36HC Pan 570-13 570-19 570-25 570-31 570-37HC 570-43HC Flex Line SSC-HC24 SSC-HC24 SSC-HC24 SSC-HHC24 SSC-HHC24 SSC-HHC24 Control Box MVK HV\/90-X MVK. HW90-X MVK HW150-X MVK HV\/300-X MVK HW300-X MVK HW300-X Vinyl Cover FPC-45 FPC-45 FPC-45 FPC-53 FPC-53 FPC-60 Flat Style Pan: Component / Model tt 18FSS90HWI 24FSS150HWI 30FSS300HWI 36FSS300HWI- HC 42FSS300HWI- HC Fire Rmg FRS-12 FRS-18 FRS-24 FRS-30HC FRS-36HC Pan 571-18 571-24 571-30 571-36HC 571-42HC Flex Line SSC-HC24 SSC-HC24 SSC-HHC24 SSC-HHC24 SSC-HHC24 Control Box MVK HW90-X MVK HW150-X MVK HW300-X MVK HW300-X MVK HW300-X Vmyl Cover FPC-45 FPC-45 FPC-53 FPC-53 FPC-60 Common Components Thermocouple 311-T/C Igniter Repair Kit HWI-913/Shield Pilot Gas Line 654 Blow Out Box 598HWI Insulation FPI-13SQ Remote Control 578-C Lava Rock 657 11) Warranty Limited Warrantv Hearth Products Controls Company (HPC) warranties HWI fire pits against manufacturing defects that prevent safe and correct function as follows •Electronics, Gas Valve, & Pilot Assembly: Commercial-6mos; Residential-1 yr. •Stainless Steel Pan, Fire Ring, & Valve Box: Commercial-lyr.; Residential 3yrs. This commences from the date of original sale / shipment from HPC FOB Dayton, Ohio This warranty is for parts and m-house (HPC) labor The defective product must be sent back to HPC with a Retum Merchandise Authorization (RMA) issued by HPC for that specific product and any other additional mformation for the nature of the defect or warranty claim The warranty does not cover items that have been damaged by overheating, modification, abuse, or improper storage Also any labor involving installation or maintenance with the unit is not covered This warranty excludes claims for consequential, indirect-collateral expenses ansmg from product defects or warranty recovery 4/7/2011 860 o 00 o o Clearance From Structure Overhead Sructure '——• 48 inches Fire Pit Read Cerefully and Fodw sH Installation Instructions FroMded *ith product and ai-ailable at HPCFire com Instructions are updated regularl/ ___Jfcleai:th.HccBcftuKisJ^jritt^^ SCL "SO >.C I tA5i">> Aj_ , t =—i REVISIONS ZONE REV DESCRIPTION Click Image to View in 3D 156 130 25 155 y 6 1 1 •1-50 Materials Pan, Burner, and Valve Box Are All 304 Stainless Steel Construction Overall Height +-2 0 Depending on Configuration DRAWN Mike Adkins MFG APPROVED DATE 1/5/2010 13SSHWI SIZE A Hearth Procfucts Controls Co 13SSHWI 0 0 0 Product Information Sheet FyreWrap® Elite® 1.5 Duct Insulation - Grease Duct ASTM E 2336 System Introduction Unifrax's FyreWrap® Elite® 1 5 Duct Insulation is a two-layer flexible enclosure for one- and two-hour rated commercial kitchen grease ducts FyreWrap Elite 1 5 Duct Insulation is tested per ASTM E 2336 and is acceptable as an alternate to a traditional fire-rated shaft Installed as a two-layer system, FyreWrap Elite 1 5 complies with AC101 and the 2006 and 2009 Editions of the International Mechanical Code (IMC) and Uniform Mechanical Code (UMC) FyreWrap Elite 1 5 Duct Insulation offers the following product features 2-hour fire-resistance rating Alternate to shaft enclosure Complies with 2006 and 2009 IMC and UMC Tested per ASTM E 2336 Two-layer system, inner layer utilizes butt joint High-temperature, biosoluble insulation Zero clearance to combustibles, at any location GREENGUARD listed for Microbial Resistance Typical Product Properties FyreWrap® Elite® 1 5 Duct Insulation Product Components Core-Matenal FyreWrap Elite 1 5 incorporates Insulfrax® Thermal Insulation as its core matenal Insulfrax is a high- temperature insulation made from a calcia, magnesia, silica chemistry designed to enhance biosolubility It provides excellent insulation in a noncombustible blanket product form Encapsulating Material The core insulation blanket is completely encapsulated in an aluminum foil fiberglass reinforced scrim covering This scnm provides additional handling strength as well as protection from moisture absorption and teanng ICC Evaluation Services Intertek Laboratones (OPL) Listed, File 14870 ASTME 2336 (AC101) ASTM E 2336 (AC101) Internal Grease Duct Test ASTM E 119 Full Scale Engulfment Test ASTM E 119 Vertical Wall Test ASTM E 84/UL 723, UL File No R14514 Flame Spread/Smoke Developed Rating ASTM E 814 Firestop Test F-Rating = 2 Hrs , T-Rating = 2 Hrs ASTM E 136 Non-Combustibility Test ASTM C 518 Durability Test ASTM C 518 Thermal Resistance ASTM D 6329-03 Microbial Resistance California State Fire Marshal Listing Evaluation Report ESR-2224 Duct System Design No UNI/BI 120-02, UNI/WA 120-01 Passes all tests Zero Clearance to Combustibles at all locations on wrap 2-hour Fire Resistance Rating 2-hour Fire Resistance Rating Unfaced Blanket Encapsulated Zero/Zero <25/<50 Firestop System UNI/FRD 120-19, UNI/BI 120-02 Passes Passes, R-Value = 48 per inch at 75°F R-Value of Elite 1 5 (ir) = 72 Resistant to Mold Growth No 2440-1478 100 Complies with NFPA 96 (all edrtions), 1997 ICBO Uniform Mechanical Code (\JMC), 1997 ICBO Uniform Building Code (UBC), 2000, 2003, 2006 and 2009 International Mechanical Code (IMC), 2000, 2003, 2006 and 2009 lAPMO UMC (Uniform Mechanical Code), NFPA 90 A (2002) Complies with NFPA' 96 imeimtional , HreStDp Coundl [PyreWtap Typical Product Parameters Thickness Nominal Density Standard Product Form Product Availability 15" 6pcf Scnm Encapsulated 24"w X 25LF 48"w X 25LF Installation The FyreWrap Elite 1 5 Duct Insulation ASTM E 2336 System consists of a fully encapsulated, two-layer system applied directly to the duct surface The insulation system may be installed at zero clearance to combustibles at any point To minimize waste, FyreWrap Elite 1 5 should be rolled out tautly before measunng and making any material cuts Butt Joint Both Layers Wrap Option (For ducts 24" x 24" or less) For ducts 24" x 24" or less, both layers of wrap can be installed with transverse (penmeter) joints butted and minimum 3" longitudinal overlaps located on the topside of honzontal ducts Stagger transverse butt joints by 12" between the first and second layers of wrap Both layers of wrap can be temporanly secured with 1" wide filament tape After the second layer of wrap is installed, place carbon or stainless steel bands (mm Vz wide, 015" thick) on both sides of all transverse butt joints 2}/^ on center from the joint and in the field area between the butt joints 9" on center Tighten banding to firmly hold the wrap system in place but not so tight as to cut or damage the blanket and secure with minimum 1" long steel crimp clips Seal all second layer transverse butt joints and exposed blanket edges with minimum 3" wide aluminum foil tape Pins are NOT required when utilizing this installation method Overlap Techniques The first layer can be installed with transverse (perimeter) joints butted and minimum 3" longitudinal overlaps on the topside of honzontal ducts All overlaps for the second, or outer layer, are required to be a minimum of 3" For the second layer, transverse (perimeter) overlaps of adjacent blankets may be installed using one of the following three methods and as shown in Figure 2 Telescoping Overlap Wrap Technique: This wrap technique is the most common method of installing FyreWrap Elite 1 5 where each adjacent blanket has one edge exposed and one edge covered by the next blanket, to form a 3" overlap Cut the first piece of inner layer insulation to a length sufficient to wrap around the duct and provide a 3" longitu- dinal overlap on the topside of the duct Install the adjacent inner layer piece so that the blanket edge is butted against the preceding piece, forming a tight perimeter joint This piece also requires a 3" longitudinal overlap on the topside of the duct Space the starting edge of the outer layer a maximum 3" from the exposed edge of the inner layer All joints on the second layer require a minimum 3" overlap Ends of the outer overlaps occur on the topside of the horizontal section and backside of the vertical section of the duct, alternating nominal 8" on either side of the longitudinal centerline with each successive wrap piece All cut edges shall be sealed with aluminum foil tape Figure 1. Butt Joint Wrap Option FyreWrap® Ehte® 1 5 Duct Insulation Commercial Kitchen Grease Duct System ASTM E 2336/ICCES AC 101 System 1- and 2-Hour Fire-Rated Enclosure, Shaft Alternative Zero Clearance To Combustibles Butt Joint Svstem (Both Layers, Max 24" x 24" Duct) FP-693 9 Butt Joint Adiacent Blanket Pieces Legend 1 FyreWrap® Elite® 15 Duct Insulation, Two Layers (eacti 1 5", total ttiickness = 3") 2 Filament Tape (Temporary Hold) 3 yi' Carbon or SS Banding Straps (Permanent Hold) 4 3" Minimum Longitudinal Overlap 5 1" Compressed Butt Joint 6 3" Wide Aluminum Foil Tape at 2nd Layer Transverse Butt Joints Form C-1495 Effective 4/11 ©2011 UnifraxlLLG All Rights Reserved Printed in USA Page 2 of 8 Figure 2 2-layer detail FyreWrap® Elite® 1 5 Duct Insulation Commercial Kitchen Grease Duct System ASTM E 2336 System/ICC ES AClOl 1- and 2-Hour Fire-Rated Enclosure, Shaft Alternative Zero Clearance To Combustibles FP-421 INSTALLATION METHODS IDi' Butt Joint-3" Overlap Legend 1 FyreWrap® Elite® 1 5 Duct Insulation, Two Layers (eacti 1 5", total thickness = 3") 2 Filament Tape (Temporary Hold) 3 Carbon or SS Banding Straps (Permanent Hold) 4 3" Minimum Longitudinal Overlap 5 3" Minimum Transverse Overlap 6 1" Compressed Butt Joint 7 Steel Hanger Rod 8 Steel Angle 9 6" wide FyreWrap® Elite® 1 5 Collar Butt Joint - Collar 3" Overlap on all layers Checkerboard Overlap Wrap Technique: This installation uses a 3" overlap pattern with both edges of each alternating blanket covered by each adjacent blanket whose edges are exposed The overlap joints in alternate layers of blanket resemble a checkerboard pattern in the completed installation This technique is often utilized when a small section of duct wrap must be repaired Butt Splice with Collar Wrap Technique: This wrap technique permits installation with the blanket edges butted together and a 6" wide collar of blanket that IS centered over the butt splice, overlapping each adjacent blanket 3" The collar can be field fabncated from FyreWrap Elite 1 5 Duct Insulation rolls or purchased separately Vertical Duct Runs For vertical runs, the insulation can be applied to the duct in a continuous length applied parallel with the length of the duct as opposed to wrapping around the duct All overlaps are to be maintained at a minimum 3" and are to occur a minimum of 6" from any corner of the duct The second layer IS to be centered over the overlapped seam of the first layer Pins spaced a maximum 8" o c are to be placed at the centerline of all vertically oriented overlaps Attachment Options Three attachment options are available for installers Choices are limited by the duct width dimension Details on each option are provided below Banding Only: For Duct Widths 24" or Less To temporanly secure the insulation, optional use of filament tape IS permitted Place carbon steel or stainless steel bands (mm wide, nom 0 015" thick) from each edge of each second layer blanket overlap Place additional bands in the field area between the second layer overlaps on maximum WA" centers Tighten banding to firmly hold the wrap system in place but not so tight as to cut or damage the blanket and secure with minimum 1" long steel cnmp clips Pins are NOT required when this banding technique is used Banding and Pins: For Duct Widths ^ 49" Weld 12-gauge steel insulation pins to the underside of honzontal runs and backside (side of duct having largest dimensions) of vertical runs Place pins at maximum 12" rows and on maximum WA" centers To temporanly secure the insulation, optional use of filament tape is permitted Impale FyreWrap Elite 1 5 Duct Insulation over the pins and hold in Form C-1495 Effective 4/11 © 2011 Unifrax I LLC All Rights Reserved Printed in USA Page 3 of 8 place with minimum 2V2" square or 1 5" round galvanized steel speed clips (washers) Turn down or cut off exposed ends of pins to eliminate safety hazards Locate carbon steel or stainless steel bands (mm T wide, nom 0 015" thick) V/i from each edge of second layer overlap joints Locate a second band midpoint between the second layer overlapped joints, approximately W/i' on center Tighten banding to firmly hold the wrap system in place but not so tight as to cut or damage the blanket and secure with minimum 1" long steel crimp clips Cup head style pins are also permitted and shall be located at the same spacing as pre-welded pins Pms Only. For Duct Widths > 49" Weld 12-gauge steel insulation pins on all sides of the duct Place insulation pms in rows (perpendicular to the length of the duct) spaced maximum 10'/^" on center Pms in each row are maximum 5" from each duct edge and maximum 8" on center Locate insulation overlaps so they are centered on the pms Impale FyreWrap Elite 1 5 Duct Insulation over the pms and hold in place with minimum 2^/z square or V/z" round galvanized steel speed clips (washers) to keep the system from saggmg Turn down or cut off exposed ends of pins to eliminate safety hazards Cup head style pms are also permitted and shall be located at the same spacing as pre-welded The pms only attachment method can be used for duct widths less than 49", but is optional Access Door Field fabricated and prefabricated grease duct access doors are permitted for use with FyreWrap Elite 1 5 Duct Insulation Installation details are provided below and in Figure 3 Field fabricated access doors are protected with three layers of FyreWrap Elite 1 5 Duct Insulation A gasket of 0 5" thick unfaced FyreWrap or ceramic fiber blanket is initially installed between the duct and the access door cover Weld threaded rod to each corner of the access door opening Cover with hollow steel tubes (optional) for easy removal of blanket Weld at least four steel insulation pms to the outside of the door cover panel, 1" from each corner Cut through the two layers of FyreWrap Elite 1 5 Duct Insulation already covenng the duct and access door opening Leave the intenor piece in place Cut back the outer layer to form an opening with penmeter dimensions that extend 1" beyond the inner layer Cut a piece of FyreWrap Elite 1 5 Duct Insulation that matches the dimensions of the opening and install over pms to fit tightly within the existing material Cut an additional piece of insulation with penmeter dimensions that extend T' beyond the layer below Install over the insulation pins Throughout the installation process, seal all cut edges with aluminum foil tape Secure with washers and bend over excess pm lengths to eliminate safety hazards Place washers on threaded rod and secure with nuts Do not install banding over this area See Figure 3 for details Prefabricated - Ductmate Ultimate and Ductmate F2-HT prefabricated access doors are permitted and must be installed in accordance with Ductmate Industries, Inc installation instructions and the applicable code The prefabricated access door is protected with three layers of FyreWrap Elite 1 5 Duct Insulation The first layer is cut to the size of the door A successive layer (two additional layers) is sized to create an overlap of 1" beyond the layer immediately below All edges of insulation blanket must be protected with aluminum foil tape A No 16 gauge outer plate the same dimension as the outer layer of insulation blanket IS held in place over the insulation using threaded rod and wing nuts The outer plate is supplied with the Ultimate door and F2-HT doors Access doors are available from Ductmate Industries, Inc Contact www ductmate com or 1-800-245-3188 for additional information or local distributors Ask for the Access Door Product Line Manager (Si Listed W/N 14870 Reference Directory of Listed Building Products, Matenals & Assemblies for Specifics APPLIED FIRE PROTECTION UNIFRAX I LLC New Carlisle, IN FyreWrap® Elite® 1 5 Duct Insulation Nominal Density 6 pcf Tested Per ASTM E119 - Fire Resistance Rating 2 hour ANSI/ASTM E814 T Rating 2 hr F-Rating 2 hour ASTM E2336 UL 1978 (June 2002) - Sec 14 & 15 - Passed UL 2221 AC 101 (Engulfment) Passed AC101 (Internal) - Passed ISO 6944 - Duct Type A US FACED BATTS & BLANKETS SURFACE BURNING CHARACTERISTICS FLAME SPREAD SMOKE DEVELOPED For additional information about product performance or to identify the recommended product for your fire protection application, please contact Unifrax at 716-278-3800 and ask for Fire Protection Application Engineering Refer to the product Material Safety Data Sheet (MSDS) for recommended work practices and other product safety information [PyreWtap Form c-1495 Effective 4/11 © 2011 Unifrax I LLC All Rights Reserved Printed in USA Page 4 of 8 Figure 3 Access Door FyreWrap® Elite® 1 5 Duct Insulation Commercial JCitchen Grease Duct System Access Door Svstems FP-426 Ultimate Door System Legend 1 Access Door Opening 2 All Thread Rods 3 Access Door Cover Panel 16 Gauge (field fab only) 4 Insulation Pins - Welded to Cover 5 First Layer FyreWrap® Elite® 15 6 Second Layer FyreWrap® Elite® 1 5,1" Overlap 7 Thiird Layer FyreWrap® Elite® 15,1" Overlap 8 Speed Clips/Wastiers 9 Cut Edges Sealed With Aluminum Foil Tape 10 Spool pieces for threaded rods (optional field tab only) 11 Wing Nuts 12 Washers 13 Insulation plate 14 Unfaced FyreWrap blanket or Ceramic fiber gasket, Vs" thick 15 Prefabricated access door Field Fabncated Door System Duct Support Horizontal duct support systems do not require FyreWrap insulation when constructed using a minimum %" diam- eter uninsulated all-thread steel rod and 1V2" x 1V2" x Va" uninsulated steel angle spaced a maximum 60" on center along the length of the duct A minimum clearance of 1" is required between the protected duct and the steel rod To increase hanger spacing to 72" on center, V2' all-thread steel rod and 2" x 2" x Vt" steel angle are required Vertical duct support systems do not require FyreWrap insulation when constructed using minimum iy2" x V/z x VA steel angle brackets located on opposite sides of the duct, on the top and bottom of each floor-ceiling assembly The supports are attached to the duct with welds Maximum spacing between vertical supports shall be established by structural calculations in accordance with the applicable code, that are submitted to the building official for approval See Figure 4 for details For all other duct support configurations, please contact Unifrax at 716-278-3800 and ask for Fire Protection Application Engineering Firestop Systems Where ducts insulated with FyreWrap Elite 1 5 Duct Insulation pass through fire-rated walls and floors, the penetration opening shall be firestopped to maintain the fire rating of the assembly Firestop Systems acceptable for use with FyreWrap Elite 1 5 Duct Insulation ASTM E 2336 System at the time of printing are detailed below See Figures 5-7 for details Additional firestop systems may be developed and available for use Contact Unifrax at 716-278-3800 and ask for Fire Protection Application Engineering for additional details and assistance or visit the test lab web site for the latest documentation Form C-1495 Effective 4/11 © 2011 Unifrax I LLC All Rights Reserved Printed in USA Page 5 of 8 WyreWtap Figure 4 Firestop Installation FyreWrap® Elite® 1 5 Duct Insulation Typical Duct Support Details TYPICAL HORIZONTAL DUCT SUPPORT DETAILS _Typical Penetration of noor/Ceiling L 0 G Legend 1 Max Duct Size (HxW) 49" X 49" 49" X 49" 2 Steel Threaded Rod %" diameter 'A" diameter 3 Steel Angle 1 /4" X 1 /^" X %" 2" X 2" x '/" 4 Support System Spacing (L) 60" 72" FP-625 TYPICAL VERTICAL DUCT SUPPORT DETAILS Legend 1 FyreWrap® Elite® 1 5 Duct Insulation, Two Layers 2 Duct Support Mechanism 3 Mechanical Fasteners & Washers 4 Grease Duct 5 Fire Resistive Concrete Floor/Ceiling Assembly 6 Firestop System 7 Steel Banding and Clips Figure 5 Firestop Installation FyreWrap® Elite® 1 5 Duct Insulation Through Penetration Wall System Intertek (OPL) Design No UNI/FRD 120-19 2-Hour Fire Resistance Rating F-Rating = 2 Hrs T-Rating = 2 Hrs Legend 1 Grease Duct, max 4900 in^area, 70" max width 2 FyreWrap® Elite® 1 5 Duct Insulation, Two Layers 3 Unfaced FyreWrap® Elite® 15 (3%" compressed 48%) 4 STI Spec Seal SSS, %" depth 5 Fire-Resistive Gypsum Wall Assembly 6 Annular Space 0" to 3VS" FP-429 Floor View Form C-1495 Effective 4/11 ©2011 Unifrax I LLC All Rights Reserved Printed in USA Page 6 of 8 WyreWirap Figure 6 Firestop Installation FyreWrap® Elite® 1 5 Duct Insulation Through Penetration Firestops Wall Intertek Design No UNI/BI 120-02 F-Rating = 2 Hrs T-Rating = 2 Hrs FP-690 Section "A-A" Option 1 Option 8 Option 7 Section "A-A" Option 2 Section "A-A" Option 3 Section "A-A" Section "A-A" Option 4 Section "A-A' Section "A-A' Option 6 Section "A-A' Option S Legend 1 Grease Duct, max 2401 in^area, 49" max width 2 FyreWrap® Elite® 15 Duct Insulation, Two Layers 3 Fire-Resistive Concrete, Gypsum, orSMU block wall assembly, 2 hr rated 4 Firestop Sealant, %" depth, overlapping on wall and duct mm 3M Fire Barner 1000NS or Hilti FS-ONE or STI SpecSeal orTremco FyreSil 5 Unfaced FyreWrap® Elite® 15 or 4 PCF Mineral Wool compressed 50% option 1 and 33% options 2-8, recessed %" from both sides of wall 6 Annular space, to 4V2" Form C 1495 Effective 4/11 ©2011 Unifrax I LLC All Rights Reserved Printed in USA Page 7 of 8 Figure 7 Firestop Installation FyreWrap® Ehte® 1 5 Duct Insulation Through Penetration Firestops Floor Intertek Design No UNI/BI 120-02 F-Rating = 2 Hrs T-Rating = 2 Hrs FP-691 2 ( 1 Section "A-A" Option 1 ©f Section "A-A" Option 8 0f Section "A-A" Option 7 Section "A-A" Option 2 Section "A-A" Option 3 0f Section "A-A" Option 4 Section "A-A" Option 6 Kg Section "A-A" Option 5 Legend 1 Grease Duct, max 2401 in^area, 49" max width 2 FyreWrap® Elite® 1 5 Duct Insulation, Two Layers ' 3 Fire-Resistive Concrete Floor assembly, 2 hr rated 4 Firestop Sealant, %" depth, overlapping on floor and duct mm Vz" 3M Fire Barner 1000NS or Hilti FS-ONE or STI SpecSeal SSS orTremco FyreSil 5 Unfaced FyreWrap® Elite® 1 5 or 4 PCF Mineral Wool compressed 50% option 1 and 33% options 2-8, recessed %" from top side of floor 6 Annular space, Va" to AV2" Form C-1495 Effective 4/11 ©2011 Unifrax I LLC All Rights Reserved Printed m USA Page 8 of 8 The following are registered trademarks of Unifrax FyreWrap, Elite and Insulfrax The test data shown are average results of tests conducted under standard procedures and are subject to vanation Results should not be used for specification purposes Product Information Sheets are periodically updated by Unifrax Before relying on any data or other information in this Product Information Sheet you should confirm that it is still current and has not been superseded A Product Information Sheet that has been superseded may contain incorrect obsolete and/or irrelevant data and other information [FyreWt^p UnilraxlLLC Corporate Headquarters 2351 Whirlpool Street Niagara Falls, New York 14305-2413 Telephone 716-278-3800 Telefax 716-278-3900 Internet www unitrax com Email infomnilrax com BEMIS. COMMERCIAL PLASTIC HINGES WITH STAINLESS STEEL POSTS AND PINTLES STA-TITE* COMMERCIAL FASTENING SYSTEM™ COMMERCIAL PLASTIC HEAVY TOILET DUTY SEAT MODEL # COLOR # 1955CT/1955SSCT DESCRIPTION: Open front less cover, elongated, heavy-duty, injection molded solid plastic toilet seat Features four molded-in bumpers, non self-sustaining {1955CT) or self-sustaining (1955SSCT) check hinges with non-corrosive 300 Senes stainless steel posts and pintles and STA-TITE* Commercial Fastening System™ This seat complies with American National Standard Z124 5 Toilet (Water Closet) Seats as a class Commercial Heavy Duty SPECIFICATIONS Size Material Style Bumpers Hinges Elongated Plastic Open Front less Cover Four Plastic Non Self-Sustaining (1955CT) or Self- Sustaining (1955SSCT) with 300 Series Stainless Steel Posts and Pintles Fastening System STA-TITE® Commercial Fastening System^ FEATURES: STA-TITE® Commercial Fastening System™ Non-Corroslve 300 Series Stainless Steel Posts and Pintles DIMENSIONS / 5-1/2" 3-9/16"->-| < 14-1 /4" >. ^ h-7/8" ^ |-<-1-1/16" TS^ Proudly Made in the USA Bemis Manufacturing Co , Sheboygan Falls, Wl 53085 www BemisSeats.com Phone- 920-467-4621 I 800-558-7651 Fax: 920-467-8573 124 ASPE Data Book — Volume 2 Table 5-6 Conversions—Gallons per Minute (Liters per Second) to Fixture Units Flow, 1 gpm (L/s) Fixture Units Flow, gpm (L/s) Fixture Units Flow, gpm (Us) Fixture Units Flow, 1 gpm (L/s) Flush Tank Flush Valve Flow, gpm (L/s) Flush Tanic Flush Valve Flow, gpm (Us) Flush Tanit Flush Valve 1 (0.06) 0 — 45 (2.84) 107 37 145 (9.14) 611 521 2 (0.13) 1 — 46 (2.90) 111 39 150 (9 45) 638 559 3 (0.19) 3 — 47 (2.96) 115 42 155 (9.77) 665 596 . 4(0 25) 4 — 48 (3.02) 119 44 160 (10.08) 692 631 1 5 (0.32) 6 — 49 (3.09) 123 46 165 (10 40) 719 666 6 (0.38) 7 — 50 (3.15) 127 48 170(10 71) 748 700 |1 7(0.44) 8 — 51 (3.21) 130 50 175(11.03) 778 739 ) 8 (0 50) 10 — 52 (3.28) 135 52 180 (11.34) 809 775 jl 9 (0 57) 12 — 53 (3.34) 141 54 185 (11.66) 840 811 ' 10 (0.63) 13 — 54 (3 40) 146 57 190 (11 97) 874 850 ; 11 (0 69) 15 — 55 (3.47) 151 60 200 (12 60) 945 931 ' 12(0.76) 16 — 56 (3 53) 155 63 210 (13 23) 1018 1009 1 13(0.82) 18 — 57 (3 59) 160 66 220 (13 86) 1091 1091 1' 14(0.88) 20 — 58 (3 65) 165 69 230 (14.49) 1173 1173 ll 15(0.95) 21 — 59 (3.72) 170 73 240 (15 12) 1254 1254 1' 16(101) 23 — 60 (3,78) 175 76 250 (15.75) 1335 1335 i'l 17(1.07) 24 — 62 (3.91) 185 82 260 (16 38) 1418 1418 18(1.13) 26 — 64 (4 03) 195 88 270 (17 01) 1500 1500 ', 19(1.20) 28 — 66 (4.16) 205 95 280 (17.64) 1583 1583 1' 20 (1 26) 30 —• 68 (4 28) 215 102 290 (18 27) 1668 1668 21 (1 32) 32 — 70(4 41) 225 108 300 (18.90) 1755 1755 ; 22 (1 39) 34 5 72 (4.54) 236 116 310 (19.53) 1845 1845 23(1.45) 36 6 74 (4.66) 245 124 320 (20.16) 1926 1926 1'! 24(1.51) 39 7 76 (4.79) 254 132 330 (20.79) 2018 2018 25 (1 58) 42 8 78(4 91) 264 140 340 (21 42) 2110 2110 |i 26(1.64) 44 9 80 (5.04) 275 148 350 (22.05) 2204 2204 27 (1.70) 46 10 82 (5 17) 284 158 360 (22 68) 2298 2298 |1 28(1.76) 49 11 84 (5.29) 294 168 370 (23.31) 2388 2388 ' 29(1.83) 51 12 86 (5 42) 305 176 380 (23 94) 2480 2480 30(1.89) 54 13 88 (5 54) 315 186 390 (24 57) 2575 2575 31 (1 95) 56 14 90 (5.67) 326 195 400 (25.20) 2670 2670 ] 32 (2 02) 58 15 92 (5 80) 337 205 410 (25 83) 2765 2765 33 (2.08) 60 16 94 (5 92) 348 214 420 (26 46) 2862 2862 34(214) 63 18 96 (6.05) 359 223 430 (27 09) 2960 2960 35(2.21) 66 20 98 (6 17) 370 234 440 (27.72) 3060 3060 36 (2 27) 69 21 100(6.30) 380 245 450 (28.35) 3150 3150 37 (2 33) 74 23 105(6 62) 406 270 500 (31 50) 3620 3620 I 38 (2.39) 78 25 110 (6.93) 431 295 550 (34 65) 4070 4070 39 (2 46) 83 26 115(7.25) 455 329 600 (37.80) 4480 4480 40 (2 52) 86 28 120 (7.56) 479 365 700 (44 10) 5380 5380 41 (2.58) 90 30 125 (7 88) 506 396 800 (50.40) 6280 6280 42 (2.65) 95 31 130 (8 19) 533 430 900 (56.70) 7280 7280 43 (2.71) 99 33 135 (8.51) 559 460 1000(63) 8300 8300 44 (2,77) 103 35 140(8 82) 585 490 Geoteciinical Rn^M-sf^eriiig Coiistrtttiioii I iks, section Envi ronnieii tal Central Dispatch (H88)844-5«6« IJ rai id I Offlic San Dit'go / Iinpt'n<»! 6295 l'l't ris S»iii,iu' SiHte <, S.Hif)ieK«,<Ja<J2i2i IVl f{5« $M-y)m V.i\ mSM-WM) Oltltc Lot.ttioii') < litiiiU • Indi" o Los 'Vnpeies / X't'titura {'oun!} o Rivm side / San Bfi narifino NtaH' ot Caiilutiu.! !> S A OSUI'i) Anil lit ail Assfif ui St.ite liisima}". ('.it I'l CCRL CtttH'iit & <'<«Krftt KffutfHi 1 aln>i.i(i(r\ ) \ Ctumu I.Mm Oiaii|»t! r(aini\ LllMIOISitlVlVlBf Maiiasi'iiiinl VfifiH'v .Sail Dtt'S') Sail Ditgfi Citi Sail l)i<"R(i Cmsiits Sl> \\.ifi>i AiiShoiilN tuland t'mpiic Cit\ «! KiMiiidc ( mm\^ nl itiM-rsnk December 9, 2011 Mr. Ted Giesing " Project Management Advisors 462 Stevens Avenue, Suite 106 San Diego, CA 92075 MTGL Project No 1251 AOl MTGL Log No 11-1451 Subject Foundation/Grading Plan Review Legoland Hotel References 1) Leighton and Associates, Updated Geotechnical Investigation, Proposed Legoland Hotel, Carlsbad, California, Project No 960151-034, dated May 2, 2011 2) GSSI Structural Engineers, Foundation Plans Sl 1, Sl 2, S2 1 1, S2 1 2, S2 1 3, S2.14, S2 15, S4 1and S4.2 3) Hofman Planning and Engineering, Grading Plan, Drawing No 472-3A, Project No SDP96-14C, Sheets 1 thru 12, Legoland Hotel Dear Mr Giesing: At the request of the City of Carlsbad / EsGil Corporation, we have reviewed the foundation and grading plans and specifications, references 2 and 3, to verify if they have been prepared in general accordance with geotechnical considerations presented in reference 1 Based upon our review from a geotechnical standpoint, it has been determined that the recommendations in the soils report (reference 1) have been properly incorporated into the plan.s (references 2 and 3) If you have any questions regarding this letter, please do not hesitate to contact our office. Respectfully submitted, MTGL, Inc Eduardo C Dizon, RCE Senior Engineer cc Architects Delawie Wilkes Rodrigues Barker \ SMOKE GUARD® system M200 PHYSICAL PROPERTIES air leakage TEST STANDARD UL 1784 and IBC 2003 §715 3 3, IBC 2006 §715 4 3 1 TEST PARAMETERS max allov/able is 3 cfm/sf @ 0 1 inch wg @ 72 ° F ond 400°F or 84 cFm for a 4' x 7' elevator door opening TEST RESULTS ACHIEVED air leakage less than 33 cfm/sf opening or 9 24 cfm for 4' X 7' elevator door opening air leakage TEST STANDARD NFPA 105 TEST PARAMETERS max allov/oble = 3 cfm/sf @ up to 0 3 inch wg @ 400 °F or 84 cfm for a 4' x 7' elevator door opening TEST RESULTS ACHIEVED air leakage less than 1 34 cfm/sf at 0 3 mch wg opening or 3752 cfm for a 4' x 7' elevator door opening opening force TEST STANDARD 2003 IBC §1008 1 2, 2006 IBC §1008 1 2 TEST PARAMETERS force < 30 ibs TEST RESULTS ACHIEVED 15 lbs applied at the edge of screen material flammability standards TEST STANDARD ASTM E 84 TEST PARAMETERS flame spread < 25 smoke generation < 50 TEST RESULTS ACHIEVED reinforced film exceeds Class A building building product standards flame spread index = 0 smoke generated = 5 SMOKE GUARD' svitems System Description. Tlie Smoke Guard® system Model 200 (M200) creates a code compliant smoke and draft control assembly when paired with common fire-rated elevator doors The Smoke Guard screen con- sists of a reinforced, transparent, polyimide film ITie film edge is con- nected to flexible magnetic strips which adhere to ferrous metal rails as the system deploys creating a tiglit seal The M200 uses standard build- mg power The system may be connected to standby power Codes and Standards. The M200 works in conjunction with the al- leady fire-rated elevator doois to exceed the NFPA and IBC leqmic- ments for a smoke and draft control assembly This enables the elevator to open directly onto the corridor System Operation. The Smoke Guard system is designed to protect elevator openings and shaft from vertical smoke migration The sys- tem will deploy when the smoke detector m front of the elevator opemng goes mlo alarm for on loss oi power to the unit) The system is not designed to deploy on general alarm As the lobby smoke detector goes mto alarm, the elevator will au- tomatically return to the lecall floor If an elevator occupant were to encountei a deployed M200, a screen rewind switch located on both sides of the screen will allow for egress If smoke is still actively being detected, the screen will then redeploy to seal the opening If AC power is lost, the Smoke Guard system M200 operates on a fail safe basis, triggering screen deployment A deployment delay is built mto the system to avoid nuisance deploys on bnef power outage As power is restoied, the screen will automatically rewind into the housing Unit Dimensions. The M200 is available m two standard screen sizes which will cover openings up to 48" wide (assuming a standard 2" el- evator door frame) Consult smokeguard com or your local distributor for detailed information on this product Installation. All Smoke Guard units are installed by factory recog- nized personnel There is minimal preparation work Installation re- quires a clear, plumb, unobstructed wall surface above the hoistway door, 120v AC power and a UL 268 conforming smoke detector Smolie Guard systems meet or exceed the requirements of: • UL 1784 'All Leakage Tests of Door Assemblies " • UL 864 "Control Units Jor Fire Protective Signaling Systems" • ICC Evaluation Service Report ESR-1136 • 2000 International Building Code Section 714 2 3 • 2003 International Building Code 715 3 3 • 2006 International Bmlding Code Section 715 4 3 • NFPA 105 "Installation of Smoke Control Door Assemblies" 1^ K 800 574 0330 WWW SMOKEGUARD COM SGSa2 REV 8 • i 2007 SMOKE GUARD, INC '120V AC UNE IN (by others) SMOKE DETECTOR MOUNTING PLATE AUXILIARY RAIL AUXILIARY RAIL BACKER POLYIMIDE SCREEN REINFORCED WITH NOMEX® SMOKE GUARD* US PATENT NUMBERS 7,000,6(58 • 7,028 742 AND OTHER US PATENTS PENDING SMOKE GUARD® system Fail Safe Secure. The Vf200 operates on a fail safe basis The loss of AC powei will trigger screen deployinent There is a deployment delay on powei failure built into the system to avoid nuisance deploys on brief power outage Upon restoration of power the screen will automatically rewind into the housing Listed Releasing Device The iV!200 features a releasing device tested m accordance with the UL 864 standard Rewind Switch. The Smoke Guard system rewind switch may bc activated from both sides of the screen This feature allows elevator occupants to exit from the elevator car using the interior (shaft side) of the switch The screen will then re- deploy aftei egress, as long as the smoke detector continues to be activated, providing continued smoke protection for the elevator hoistway DC Series - Outer containment tank capacity complies with federal regulation 40CFR-264.193 requirements. • Save valuable floor space • Enclosed design prevents rain, snow and debris from collecting in containment tank (A) 1,000 Gal to 6,000 Gal (B) 100 Gal to 500 Gal CAPACITY (GAD* SIZE DIA X HT (IN ) VENTED MANWAY (IN) FOB POINTS (1) "^100 35x39 16 NC 150 34x48 16 NC 200 41 x52 16 NC •^50 52x56 16 NC 500 59x71 16 NC lOiM 74x85 16 CTn 2000 86x156 16 Tn 3000 120x116 16 Tn 4000 120x165 16 Tn 5000 120x181 16 Tn 6000 120x198 16 Tn * Copocity ol Ihe primary tank (1) SuD)ecl lo slocliiiig Invenloiy OC Series transition fittings ovallable See price sheet ©(o)[raSl3D[n][jTn3(i[n]ti OA Series • Excellent chemical and impact resistance • Capacities listed are the maximum for the containment basin The containment basin capacity must be at least 10% greater than that of the primary tank • Check local regulations CAPACITY SIZE FOB (GAL) DIA X HT (IN ) POINTS (1) 385 64x33 ClPFTn 675 66x46 NF 675 82x30 F 950 64x70 CIRTn 950 86 X 38 (2) CiPTn 1000 84x46 NF 1150 72 X 72 X 66 rect F 1250 96 X 96 X 40 tapered F 1415 96 X 96 X 44 tapered F 1450 84 X 84 X 48 rect F 1500 86 X 60 (2) ClPFTn 1800 84 X 84 X 60 rect F 2000 86 X 81 (2) CIPTn 2075 96 X 96 X 62 tapered F 2450 95x85 CIPTn 2975 95 X 97 (2) CIPTn 4250 120x87 (2) CIPTn 4650 120x97 (2) CIPTn 5700 120x117(2) CIPTn 6800 120x150(2) CIPTn 7500 141 X125 Tn 8750 141 X135 In Bosins ore supplied in black linear polvethylene Avoiloble in tronslucent whits pteose contact soles olfics (1) Subject to stoclong invenloiy (2) tnternol Flange IMPORTANT- Review tank handling, installation & use guidelines, pg. 20. • The degree of tronslucency vanes with wall thickness and tank color • Tank sizes ore nominol Copocilies indicote approximate volume • Calibrations on molded tonks indicate approx vol 'Tanks UV stabilized for outdoor use •Go to chemtainer com for updoted product information r TtZM TayU KNORR SYSTEMS, INC 2221 S Standard Avenue Santa Ana, CA 92707 1-800-676-7946 Supply Line Pressure Guage Supply to Dnnk ^ Macnif^e 120 VAC or 208/240 VAC :0- Gheck Vaive Gas Use Regulate Gas Use Valve Flow Diagram Heater Control Box Container Pressure Guage ^ _ A, Isolation ^ Valve Imer Container Relief Valve 13= Inner Container ^Safety Head Standard Components ^.j. included on all easyCARB TCWi products Ftli Station Eiectnc Heater 1 1 - 'A^it^WMW f'?rt MtmiJer EC60-0C01 EC60-OC02 Diametsr • in -mm 22 559 22 559 Heiglrt'" - in - mm 70 4 1766 70 4 1788 ^ WcigM (EmpSy) - ib - kg 360 16? 360 163 Capacity CO- Ssturatod (S> 12S <5Sig (8 6 (jar) Liquid - tb -tg 594 •565 594 269 Caseous @ «Tr> @STP cu fl cu m 5195 136 5195 136 now Rate* Peak Demand Ita /hr - ^g riir 30 0 136 60 0* 27 2' Conlmoous - Ib rhr - Kg Ihr 20 0 9 1 40 0* 18 r Minimum Osage (Mo VciUmg) Ib /day Kg /day 29 1 32 29 1 32 Pressuie Building System Stsnc^srd Operating Pressure 125 psig (8 5 bar) 125 psig (8 6 bar) Safirty Device Settings Inner Container Frimary Relief Valve 300 psig {20 7 bar) 300 psig (20 7 bar) Inner Col^talnB^ Safety Head 450 psig (31 0 bar) 450 psig (31 0 bar) Electrical {Requiiements** Haatci Voltage 120 VAC 208/240 VAC y Hester Current 7 5 amperes 6 5/7 5 amperes j © Copynght 2005, HARSCO CORPORATION, ALL RIGHTS RESERVED 'V Inside Advantage Whirlpool® Duet® High Efficiency Gas Dryer with AccelerCare® Dr Page 1 of 2 Home > Dp/ers > WGD9151YW/ O Back to Products Whirlpool® Duet® High Efficiency Gas '-^ PnntSpec ,B PnntPage l l Ema.l Pago yDryer with AccelerCare® Drying System WGD9151YW AVAILABLE COLORS n White — Mortel WGU')151YW Go to Dimensions Go to Specifications Go to Literature Guides DIMENSIONS Height Depth Width 36 Inches 29 Inches 27 Inches Diinr'iioions ^hown jre loi pliiniiing purposfs only FOI complclt, infomwtioii see In'ilailalion Insliurtioiib packed with product SPECIFICATIONS KEY FEATURES High Efficiency Sensor Drying AccelerCare® Drying System more Eco Normal Cycle - Duet more Estimated Time Remaining Display Wnnkle Shield'" Plus Option (up to 90 Minutes) more Heavy Duty Cycle Intenor Drum Light more Timed Drying Adjustable End-of-Cycle Signal 6 7 Cu Ft Capacity Capacity 9 Automatic Cycles Total Capacity 6 7Cu Ft 4-Way Venting more Normal Cycle Casual Cycle Controls Delicate Cycle Controls Electronic Control Touch Up Cycle Optional 10' or 15" Pedestals Sold Separately 6 Temperature Sellings Construction 6 Temperature Sellings Top Finish Painted Drum Ivlatenal Painted Steel Drum LITERATURE GUIDES Door Window Dryer Door Window ^ Product Literature Reversible Door Reversible Side- Swing Door Ii-l Installation Instructions (2204 21 KB) Door Swing Side Swing Warranty (300 54 KB) Use and Care Guide (9136 45 KB) Performance Dimension Guide (546 41 KB) Drum Light Intenor Drum Light i->J Instruction Sheel (6305 69 KB) Lint Screen Front-tVlounted Lint Location Screen To view and pnnt these documents you will O Return to Top need Adobe Acrobat Reader „ ALIOIIC'! Reader http //www insideadvantage com/catalog/product jsp'7categoryId=64&productId=5827 12/15/201 nside Advantage Whirlpool® Duet® High Efficiency Gas Dryer with AccelerCare® Dr Page 2 of 2 Moisture Sensor AccelerCare Drying Syslem Numberof 9 Cycles Heavy Duty Yes Normal Yes Wnnkle Control Up to 90 Minutes Time Damp Dry Yes Timed Dry Time Dry 60 mm Quick Dry Small Load Wnnkle Guard Wrinkle Shield Plus Feature End of Cycle End of Cycle Signal Signal Cool Down Drymg/Cool Down Number of 5 Temperatures ELECTRICAL 15-20 Amps 60 Hz 120 V O Return to Top http //www insideadvantage com/catalog/product jsp'^categoryId=64&productld=5827 12/15/2011 FBM Series Filter Boxes Manufactured for MITSUBISHI ELECTRIC & ELECTRONICS USA CITY MULTI® PEFY-P-NMAU-E MEDIUM-STATIC INDOOR UNITS Job Name Location Drawing Reference Schedule No System No Date GENERAL FEATURES • All filter boxes include 2" thick pleated iVIERV 13 fiiter(s) installed, - Rated IVIERV 13 when tested in accordance with ANSI/ASHRAE 52 2 Standard - Rated Class 2 under U L Standard 900 • Cabinet is constructed of non-insuiated 20 gauge G-60 galvanized steei • Knurled thumb screws on access door allow easy filter replacement • Foam gasi<et provides air-tight connection to indoor unit and access door • Gasl<et matenal complies with UL 723 requirements • Screw-through cabinet design for secure attachment to indoor unit • Return connection in rear easily field converted to bottom • Filter access door includes area to record maintenance schedule Meets LEED requirement of MERV 13 SPECIFICATIONS Part Number Use on CITY MULTI Models Filters Included Ship Weight (Ibs.) Net Weight (Ibs.) FBM2-1 PEFY-P06, POS, P12-NMAU-E (1)-14" X 25" X 2" 22 20 FBM2-2 PEFY-P15, P18-NMAU-E (1)-14" X 20" X 2", (1)- 14" X 14" X 2" 28 26 FBM2-3 PEFY-P24, P27, P30-NMAU-E (2)- 14" X 20" X 2" 35 32 FBM2-4 PEFY-P36, P48-NMAU-E (2)- 14" X 20" X 2", (1)-14" X 14" X 2" 44 41 FBM2-5 PEFY-P54-NMAU-E (3)- 14" X 20" X 2" 50 46 EXTERNAL DIMENSIONS End View Indoor Unit Rear Inlet (standard) Bottom Inlet (field convertible) Back View (inlet air) _L 1 1/2 T 7 5/8- Top View Model "A" "B" FBM2-1 27-9/16" 26-1/16" FBM2-2 35-7/16" 33-15/16" FBM2-3 43-1/4" 41-3/4" FBM2-4 55-1/8" 53-5/8" FBM2-5 63" 61-1/2" Rear Inlet (standari Initial Filter Pressure Drop with 2" MERV 13 Filter(s) Installed PEFY-P06, P08-NMAU with Filter Box FBM2-1 5^ 0 09 212 225 237 250 262 Airflow rate (cfm) 275 287 300 PEFY-P12-NMAU with Filter Box FBM2-1 ^ 0 11 0 10 « 0 09 V) £ 0 08 y 007 m CO 0 06 265 High 1 M ed 1 1 ' rr ^ 1 280 295 310 326 Airflow rate (cfm) 341 356 371 PEFY-P15-NMAU with Filter Box FBM2-2 0 12 -0 12 - 0 11- 0 10 - V. 3 V) 0 09 - V) £ 0 08 -Q. 0 08 - o 0 07 - re 5) 0 06 - High ti /led l_UW _ 353 373 393 413 434 Airflow rate (cfm) 454 474 494 Initial Filter Pressurd Drop with 2" MERV 13 Filter(s) Installed, cpntd. PEFY-P18-NMAU with Filter Box FBM2-2 > 0 14 0 13 5 012 in 0 11 E 0. 0 10 o 5 0 09 (Q 25 0 08 Hiah niyii lUloH 1 1 /^»«f 1 424 449 474 499 525 Airflow rate (cfm) 550 575 600 PEFY-P24-NMAU with Filter Box FBM2-3 C9 O-l^ > 0 13 0 12 I Oil (^0 10 £ Q. 0 09 o V 0 08 n K 0 07 1 niyii 1 jMed ow ow 477 505 532 560 588 Airflow rate (cfm) 616 643 671 PEFY-P27, P30-NMAU with Filter Box FBM2-3 i 3 V> <^ 22 a. o 1 V) 0 16 0 15 0 14 0 13 0 12 0 11 0 10 0 09 0 08 1 Hiah L 1 niyii 1^ Med 1 [LOW^^ [LOW^^ 512 545 578 611 643 Airflow rate (cfm) 676 709 742 Initial Filter Pressure Drop with 2" MERV 13 Filter(s) Installed, cbntd. PEFY-P36-NMAU with Filter Box FBM2-4 5 0 17 — 016 V ^ 015 ID (0 0 14 £ a. 013 u •5 0 12 re ^0 11 High 1 RA —1 L« —1 L« _ 1 " 812 862 913 963 1014 Airflow rate (cfm) 1064 1115 1165 PEFY-P48-NMAU with Filter Box FBM2-4 1 High 1 g 0 22 ^ 0 21 - ^ 0 20 - £ 0 19 - 5 0 18 - 8 017- —[M ed 1— £ 0 19 - 5 0 18 - 8 017- £ 0 19 - 5 0 18 - 8 017- (t 0 16- O 0 15 - (t 0 16- O 0 15 -1 Low re 0 14- W 0 13-1 989 10 49 11 10 11 Air 70 flow r 12 ate (cl 31 m) 12 91 13 52 14 12 PEFY-P54-NMAU with Filter Box FBM2-5 1042 1105 1168 1231 1294 Airflow rate (cfm) 1357 1420 1483 C SD - FBM Filter Boxes for PEFY-P-NMAU Indoor Units- 200912 Manufactured for lUirTSUBISHI ELECTRIC & ELECTRONICS HVAC Advanced Products Division Mitsubishi Electnc & Electronics USA, Inc 3400 Lawrenceville Suwanee Rd, Suwanee, GA 30024 Tele 678-376-2900'Toll Free 800-4334822 (#4)• Fax 800-889-9904 www mehvac com Specifications are subject to change without notice CITY MULTI' Model: PEFY-P15NMAUE A MITSUBISHI ELECTRIC Job Name Location Drawing Reference Schedule No System No Date GENERAL FEATURES • R410A refrigerant • 9-7/8" (250mm) high for low ceiling heights • Eleven sizes from 6,000 to 54,000 Btu/h • Ducted fan coil supporting multiple configurations for flexible installation • Five static pressure settings from 014"WG up to 0 60"WG • Choice of fan speed settings • Built-in condensate lift, lifts to 27-9/16" (700mm) • Auto fan mode • Quiet operation from 26 to 45 dB(A) SPECIFICATIONS Capacity* Cooling Heating Power Power Source Power Consumption Cooling Heating Current Cooling Heating Minimum Circuit Ampacity (MCA) Maximum Overcurrent Protection (MGCP) Fuse 15,000 Btu/h 17,000 Btu/h 208/230V, 1-phase, 60Hz 0 09 kW 0 07kW 0 67 A 0 56 A 1 45 A 15A External Finish External Dimensions Inches mm Galvanized-steel Sheet 9-7/8 H X 35-7/16 W x 28-7/8 D 250 H X 900 W X 732 D Net Weight Unit Coil Type 58 Ibs / 26 kg Cross Fin (Aluminum Plate Fin and Copper Tube) Fan Type X Quantity Sirocco Fan x 1 Airflow Rate (Low-Mid-High) 353 - 424 - 494 CFM External Static Pressure 014 - 0 20 - 0 28 - 0 40 - 0 60"WG (External static pressure is factory set to 0 20"WG) Motor Type DC Brushless Motor Output 0 085 kW Air Filter Refrigerant Piping Dimensions Liquid (High Pressure) Gas (Low Pressure) Drainpipe Dimension Sound Pressure Levels Low-Mid-High Polypropylene Honeycomb 1/4" / 6 35 mm (Brazed) 1/2"/12 7 mm (Brazed) O D 1-1/4"/32 mm 28 - 30 - 34 dB(A) OPTIONS • External Heater Adapter CN24RELAY-KIT-CM3 • Filter Box (Includes 2" MERV 13 filter) FBM2-2 * Cooling / Heating capacity indicated at the maximum value at operation under the following conditions Cooling Indoor 80°F (27X) DB / 67°F (19X) WB, Outdoor 95°F (35°C) DB Heating Indoor 70°F (21 °C) DB, Outdoor 47^ (8°C) DB / 43°F (6°C) WB Note Ventilation air Providing sufficient ventilation air is an impor- tant part of every building design ASHRAE Standard 62 provides the minimum ventilation air requirement Also, check local codes Model: PEFY-P15NMAU-E - DIMENSIONS \. e 0952 (3/8) 0 (2/1) Z210 (8/5) 88510 0, = z \ (f/E-OE) 09Z 990 139) 1280 (50-7/16) 1480 (58-5/16) 300 1 (11 13/16) \ \ \ 150 (515/16) gf 330 (13) 320 (12 5/8) (8/9 fl) OZE -44 (1 3/4) ss 49 1 (1 15/16) 54 (2 3/16) (91/E 2) fS 800 (31 1/2) sS 1200 1 (47 1/4) 1500 1 (591/16)1 1700 (6615/16)1 CD 658n (25-15/16)1 (91/El £E)| 958 1058 (41 11/16) 1558 1 (61 3/8) 1 600 (23 5/8) 1 l9/£ 6E) OOOl 1300 1 (51 3/16)1 1500 1 (59-1/16)1 Q (92) 099 860n (33 7/8) (WE If) ! 0901 1360n (53 9/16)1 1560 (617/16)1 O (2/1 IE) 008 13 1200 (47 1/41 1500 (591/16)1 1700 (66-15/16)1 m 754 129-11/16)1 954 (37 9/16)1 1154 (45-7/16) 1 1454 (571/4) 1654 (65 1/8) 1 < 700 (27 9/16)1 300 (35-7/16)1 1100 (43 5/16)1 (9/1-95) OOfl 1600 (63) 1 Model { Zl < z £ a. =j z 51 t PEFY P24 27 30NMAU E | a- £ PEFYP54NMAUE | (A) Space required for service and maintenance (B) Provide an access door for maintenance at the bottom Note 1 Use M10 suspension bolts (not supplied) 2 Provide an access door for maintenance at the bottom 3 The dimenstons in the table are those of the PEFY-P24, 27, 30, 36, 48, 54NMAU-E models, which have 2 fans The PEFY-P06, 08, 12, 15, 18NMAU-E model have 1 fan 4 To connect an intake duct, uninstall the air filter on the unit, and install a field supplied air filter on the intake duct on the intake side 5 If using a ventilation air connection, air temperature must be at neutral conditions Certificate Numtwr FM33568 Mitsubishi Electric Air Conditioning ft Rotrlgeration Systoms Works acquired ISO 9001 ceniflcatlon under Series 9000 ot Ihe International Standard Organization (ISO) based on a review of quality warranties for the production of refrigeration and air conditioning equipment ISO Authorization System The ISO 9000 series Is a plant authorization syslem relating to qualily warranties as stipulated by tha ISO ISO 9001 certifies quality warranties based on tho design deveiopment production instaiiation and auxiliary services for products bulit al an authorized plant MliBubishi Electric Air Conditioning & Refrigeration Systems Works acquired environmental management aystem standard ISO 14001 certification The ISO 14000 series Is a set of standards applying to environmental protection set by the Intemationai Standard Organization (ISO) Certiticate Number ECg7J1227 CSD-PEFY-P15NMAU-E -1-201103 • MITSUBISHI ELECTRIC HVAC Advanced Products Division Mitsubishi Electric & Electronics USA, Inc 3400 Lawrenceville Suwanee Rd Suwanee, GA 30024 Tele 678-376-2900 • Fax 800-889-9904 Toll Free 800-433-4822 (#4) www mehvac com Specifications are subject to change without notice CITY MULTI' Model: PEFY-P12NMAU-E A MITSUBISHI ELECTRIC Job Name Location Drawing Reference Schedule No System No Date GENERAL FEATURES • R41 OA refrigerant • 9-7/8" (250mm) high for low ceiling heights • Eleven sizes from 6,000 to 54,000 Btu/h • Ducted fan coil supporting multiple configurations for flexible installation • Five static pressure settings from 014"WG up to 0 60"WG • Choice of fan speed settings • Built-in condensate lift, lifts to 27-9/16" (700mm) • Auto fan mode • Quiet operation from 26 to 45 dB(A) SPECIFICATIONS Capacity* Cooling Heating Power Power Source Power Consumption Cooling Heating Current Cooling Heating Minimum Circuit Ampacity (MCA) Maximum Overcurrent Protection (MOCP) Fuse 12,000 Btu/h 13,500 Btu/h 208/230V, 1-phase, 60Hz 0 09 kW 0 07 kW 0 66 A 0 55 A 1 21 A 15 A External Finish External Dimensions Inches mm Galvanized-steel Sheet 9-7/8 H X 27-9/16 W x 28-7/8 D 250 H X 700 W X 732 D Net Weight Unit Coil Type 51 Ibs / 23 kg Cross Fin (Aluminum Plate Fin and Copper Tube) Fan Type X Quantity Sirocco Fan x 1 Airflow Rate (Low-Mid-High) 265 - 318 - 371 CFM External Static Pressure 014 - 0 20 - 0 28 - 0 40 - 0 60"WG (External static pressure is factory set to 0 20"WG) Motor Type DC Brushless Motor Output 0 085 kW Air Filter Refrigerant Piping Dimensions Liquid (High Pressure) Gas (Low Pressure) Drainpipe Dimension Sound Pressure Levels Low-Mid-High Polypropylene Honeycomb 1/4" / 6 35 mm (Brazed) 1/2"/12 7 mm (Brazed) O D 1-1/4"/32 mm 28 - 30 - 34 dB(A) OPTIONS • External Heater Adapter CN24RELAY-KIT-CM3 • Filter Box (Includes 2" MERV 13 filter) FBM2-1 * Cooling / Heating capacity indicated at the maximum value at operation under the following conditions Cooling Indoor SOT (27°C) DB / 67°F (19°C) WB, Outdoor 95^ (35°C) DB Heating Indoor 70°F (2rC) DB, Outdoor 47^ (B-C) DB / 43°F (6°C) WB Note Ventilation air Providing sufficient ventilation air is an impor- tant part of every building design ASHRAE Standard 62 provides the minimum ventilation air requirement Also, check local codes Model: PEFY-P12NMAU-E - DIMENSIONS i \ 0 06 35 (1/4) (9/E) 25 60 1 1 e 012 7 (1/2) (8/5) 98 510 ° = \ (WE-OE) 1 08Z 1 ii 1280 1 (50-7/16) 1480 (58-5/16) \ (91/El 11) OOE 1 \ \ \ \ (91/51 5) 091 1 260 (10 1/4) 330 _(13) 320 1 (12 5/8) (8/5 f I) OZE 44 (1 3/4) 49 1 (1 15/16)1 54 1 (2 3/16) 54 (2 3/16) (2/1 IE) 008 1 (9/E-6E) OOOl 1 1200 1 (47 1/4) 1 1500 1 (59 1/16) 1700 1 (66-15/16)1 o (91/51 52) 859 ! (33*^16) 1058 1 (41 11/16)1 1358 1 (53-1/2) 1558 (61 3/8) 600 (23 5/8) 1000 1 (39 3/8) 1 1300 1 (51 3)16) 1500 (59 1/16)1 o, S a 660 (26) gg (f/£ If) 0901 1360 1 (53-9)16) 1560 (61 7/16) o (2/1 lEll 009 1 (9/E-6E) 1 OOOl 1 («1 Zf) 0021 1500 (59-1/16) 1700 1 (66-15/16)1 m 754 (29-11/16) 954 (37 9/16)1 1154 (45-7/16) 1 1454n 157 1/4) 1654 (65 1/8) < 700 (27 9/16)1 900 (35-7/16)1 1100 (43 5/16)1 1400 (55-1/8) 1 1600 1 (63) i f PEFYP060812NMAUE PEFYP15P18NMAU-E | UJ ci. £ Q. i 5 Cl. t PEFY P54NMAU E (A) Space required for service and maintenance (B) Provide an access door for maintenance at the bottom Note 1 Use MIO suspension bolts (not supplied) 2 Provide an access door for maintenance at the bottom 3 The dimensions in the table are those of the PEFY-P24, 27, 30, 36, 48, 54NMAU-E models, v\/hich have 2 fans The PEFY-P06, 08, 12, 15, 18NMAU-E model have 1 fan 4 To connect an intake duct, uninstall the air filter on the unit, and install a field supplied air filter on the intake duct on the intake side 5 If using a ventilation air conneclion, air temperature must be at neutral conditions Certificate Number FM33S68 Mitsubishi Electric Air Conditioning & flotrlgeratlon Systems Works acquired ISO 9001 certKlcetlon under Series 9000 of the International Standard Organization (ISO) based on a review of quality warranties for the production of refrigeration and air conditioning equipment ISO Authorization System TTie ISO 9000 series Is a plant suthorlzatlon system relating to quality warranties as stipulated by the ISO ISO 9001 certifies quslily warranties based on the design development production Installation and auxiliary services tor products built at an authorizod plant • MITSUBISHI ELECTRIC MllaublshI Electric Air Conditioning & Rofrlgaratlon Systems Worlts acquired environmental management system standaid IS0 14001 certification The ISO 14000 series Is s set of siandards epptying to environmental protection set by the International Standard Organizatton (ISO) certiticate Humbet EC97J1227 CSD-PEFY-P12NMAU-E 1 -201103 IHVAC Advanced Products Division Mitsubishi Electric & Electronics USA, Inc 3400 Lawrenceville Suwanee Rd Suwanee, GA 30024 Tele 678-376-2900 • Fax 800-889-9904 Toll Free 800433-4822 (#4) www mehvac com Specifications are subject to change without notice 500 Series IIS Magnetic Drive Positive Displacement Disc Meters Sizes 1-1/2" & 2" 'I Mueller SYSTEMS I' Features APPLICATIONS Measurement of cold water for residential, commercial and industrial applications where water volumes are low, and low flow sensitivity is important CONFORMANCE TO STANDARDS Hersey Series 500 IIS Water Meters comply with ANSI/AWWA Standard C700 Meters which are manufactured with EnviroBrass® II maincase option meet the requirements of NSF Standard 61 Each meter is tested to ensure compliance CONSTRUCTION Hersey Series 500 IIS Water Meters consist of three basic parts maincase, measuring chamber, and permanently sealed register The maincases and topcases are made of bronze The measuring chamber, nutation disc and strainer are made of thermoplastic, which is dimensionaliy stable and will not corrode A test port in the body permits in-line testing Register box and lid are available in plastic or bronze The meter is designed so that the register, measuring chamber and strainer can be replaced without removing the meter from the line REGISTER The permanently sealed register has a unique seal and heat- treated glass to eliminate dirt, moisture infiltration and lens fogging An integral tamper-proof locking feature is provided to resist tampering with the register The totalizing register has a straight-reading odometer type display, a 360 test circle with center sweep hand and a low fiow (leak) de- tector Standard gearing is used, making registers interchangeable by size All Hersey Meter Models have electronic meter reading systems available for increased reading efficiency (see Meter Reading Systems) OPERATION Waterflows through the meter's strainer where any debris that could adversely affect meter accuracy or free operation is screened out As the water enters, it fills a known volume of the measuring chamber on one or the other side of a movable disc that separates the chamber into two sections As water enters it moves the disc (nutates), forcing a known volume of water out of the meter from the opposite side of the disc The process repeats as the sections refill and empty in turn The nutating action of the disc is coupled magnetically to the register to indicate the volume of water that passes through the meter The large measuring chamber requires fewer nutations of the disc for each gallon measured, which helps to limit wear, reduce pressure loss and extend the life ofthe meter MAINTENANCE The Hersey Series 500 IIS Water Meters are designed and manufactured to provide long service life with virtually no maintenance required CONNECTIONS Available with integral two-bolt oval flanges, integral NPT internal threads or integral straight external threads 5621IS with Integral Hot Rod Materials and Specifications MODEL NUMBER SIZES STANDARDS to meet or exceed al EnviroBrass® I 562IISand 572IIS 1-1/2" and 2"| Manufactured and tested I applicable parts of ANSI/AWWA C700 Standard options meet requirements of NSF Standard 61 SERVICE Cold water measurement with flow in only one direction OPERATING FLOW RANGE ACCURACY PRESSURE LOSS MAXIMUM WORKING PRESSURE TEMPERATURE RANGE MEASURING ELEMENT DISC NUTATIONS (per Gallon) See Chart on following page See Chart on following page See Chart on following page 150 PSI 33 F to 100 F water temperature Nutating DISC 562IIS 6 47, 572IIS 3 92 REGISTER TYPE Straight reading, permanently sealed,magnetic drive with low flow indicator Remote reading units optional METER CONNECTIONS 1-1/ 2" size and 2" size available with two bolt flanged ends, internal threads or external threads (NPT - ANSI 81-20 1) MATERIALS Maincase - bronze UNSC84400, Measuring Chamber - Thermoplastic, Magnets - ceramic, Strainer - Thermoplastic, Casing bolts - stainless steel ANSI B18, Register box and lid - thermoplastic OPTIONS Meter case - EnviroBrass® II UNSC89520 Register box and lid - bronze UNSC85700, AMR Reading Systems — ,Muellef SYSTEMsi 500 Series IIS Magnetic Drive Positive Displacement Disc Meters Sizes 1-1/2" & 2" Meter Registration Meter Size Initial Dial* Capacity Initial Dial* Capacity 1-1/2" 100 Gallons 100 Million 10 Cubic Feet 10 Million 2" ICQ Gallons 100 Million 10 Cubic Feet 10 Million 'Registration equal to one full revolution of the sweep hand Flow Characteristics Meter Typical Low Flow Typical Maximum Size (95% Minimum) Operating Range Continuous (100% ±1.5%) Operation 1-1/2" 1-1/2 GPM 5 to 100 GPM 50 2" 2 GPM 8 to 160 GPM 80 Performance Performance HEAD LOSS-1-1/2" AND 2" (Figure 1) ACCURACY-1-1/2" AND 2" (Figure 2) CO OO QC 00 ClO -m Awi lAStD— / r 0 20 40 100 120 140 RATE OF FLOW -US GPM DC 100 ?2 95 C9 LU OC 90 S 85 cc UJ Q- 80 1-1/2' AWWA STD -2" 1 5T0 20 5S TOO TBO RATE OF FLOW - U S GPIVI NOTE Performance curves are typicai only and NOT a guarantee of performance Dimensions and Weights 1" NPT Test Port Meter Size 1-1/2" 2" Ends Flanged, Female & Male Model 562 572 Dimension A 13" 17" B 7 250" 8 125" C 2 437" 3 00" D 8 750" 10 437" E 4 00" 4 50" w 9-1/4" 10-1/2" Net weight 18 28 NOTE Meter couplings are optional and must be ordered separately Weights are in pounds and are approximate 500 Series IIS Magnetic Drive Positive Displacement Disc Meters Sizes 1-1/2" & 2" Parts i|Mueller SYSTEMS|l Ref No Description Material 562 1-1/2" Model 572 2" Model 1 Visual Register US Gallons CF Glass/Brass D357715 D358115 1 Visual Register US Gallons CF Glass/Brass D357725 D358125 1 Translator Register* US Gallons CF Plastic/Brass D35791m D3583hxx 1 Translator Register* US Gallons CF Plastic/Brass D35792XXX D35832XXX 1 Specify Electronic Reading Value 4, 5, or 6 Wheel 2 Complete Register Housing Assembly Includes parts 3-7 Plastic B7856 B7855 2 Complete Register Housing Assembly Includes parts 3-7 Bronze B7857 B7857 3 Register Cover Plastic C5768 C5768 3 Register Cover Bronze C5774 C5774 4 Spirol Pin Plastic cover SST AS41122 AS41122 4 Spirol Pin Branze Cover SST AS41123 AS41123 5 Register Housing Base Plastic C5769 C5769 5 Register Housing Base Bronze C5772 C5772 6 Register Housing Insert Plastic C5770 C5770 7 Register Locking Pin Blue Colored Plastic A12658 A12658 7 Register Locking Pin Brass Colored Plastic A126581 A126581 8** Top Case 2 Bolt Flange Standard Bronze D3546 D3550 8** Top Case 2 Bolt Flange EnviroBrass® II D3546SI D3550SI 8** Top Case Female Standard Bronze C6587 C6601 8** Top Case Female EnviroBrass® 11 C6587SI C6601SI 8** Top Case Male Standard Bronze C6587 C6601 8** Top Case Male EnviroBrass® II C6587SI C6601SI 9** Case Bolts for 2 Bolt Flange Units SST 90026 (qty 6) 90010 (qty 8) 9** Case Bolts for Female Flange Units SST 90074 (qty 10) 90074 (qty 10) 9** Case Bolts for Male Flange Units SST 90074 (qty 10) 90074 (qty 10) 10 0-ring Case Seal Rubber A130206 A130207 11 Top Chamber Assembly D3275ASSY D3277ASSY 12 Chamber Retainer Plastic C5466 05466 13 0-ring Chamber Seal Ruber A130204 A130205 14 Thrust Roller SST A12781 B8024 15 Wear Plate SST B8026 B8025 16 Disk Assembly Plastic/SST B8067 B8068 17 Bottom Chamber Plastic 03274 D3276 18 Chamber Assy Replacement Kit (incl 10-17) D3575 D3576 19 Strainer Plastic C6576 C6577 20 Test Plug Standard Bronze 59008 59008 20 Test Plug EnviroBrass® II 59008SI 59008SI 20 Test Plug SST 59013 59013 21** Bottom Case 2 Bolt Flange Standard Bronze - test port D35481 D35521 21** Bottom Case 2 Bolt Flange EnviroBrass® 11 - test port D35481SI D35521SI 21** Bottom Case Female Standard Bronze - test port C65851 D3593F 21** Bottom Case Female EnviroBrass® II - test port C65851SI D3593FSI 21** Bottom Case Male Standard Bronze-test port C65852 D3593M 21** Bottom Case Male EnviroBrass® II - test port C65852SI D3593MSI Call Mueller Systems Customer Service tor Appropriate Translator Register and AMR Device part number * Not shown **Note the different top and bottom case requirements for the various flange configurations Bolt quantities and sizes vary i. • e. Mueller SYSTEMS] 500 Series IIS Magnetic Drive Positive Displacement Disc Meters Models 562 IIS and 572 IIS 500 Series IIS Magnetic Drive Positive Displacement Disc Meters Models 562IIS and 572IIS from 1992-2003 i| Mueller SYSTEMS|l Ref Description 562 572 No 1-1/2" Model 2" Model 1 Register USG (Glass/Brass) D32521 D32531 CF (Glass/Brass) D32522 D32532 Translator Register USG* (Plastic/Brass) D35131XXX D35071 Translator Register CF*(Plastic/Brass) D35132XXX D35072 Specify Electronic Reading Value 4, 5, or 6 Wheel 2 Complete Register Housing Assembly(Plastic) B7856 B7856 (Bronze) B7857 B7857 Includes the following items 3-7 3 Register Cover(Plastic) C5768 C5768 (Bronze) C5774 C5774 4 Spirol Pin(Plastic cover SST) AS41122 AS41122 (Bronze cover SST) AS41123 AS41123 5 Register Housing Base(Plastic) C5769 C5769 (Bronze) C5772 C5772 6 Register Housing Insert(Plastic) C5770 05770 7* Register Locking Pm (Blue Colored Plastic) A12658 A12658 Register Locking Pin (Brass Colored Plastic) A126581 A126581 9 Case Bolts 90073 (10) 90073(12) 10 Case Gasket 51068P174 51068P175 11 Magnet Housing Assembly 51281G063 51281G078 12 Magnet Housing Screw 13348P176 (2) 13348P176 (2) 13 Top Strainer 51026P046 51026P047 14 Top Strainer Screw 13348P176 (2) 13348P176 (2) 15 Top Strainer Lock Washer 98155 (2) 98155 (2) 16 Chamber Pm 51115 51515 17 Top Chamber 51034P058 51034P059 18 Top Chamber Screw 13348P176 (2) 13348P176 (2) 19 Top Chamber Lock Washer 98155 (2) 98155 (2) 20 DISC Piston with Spindle 51038G186 51038G187 21 Diaphragm 51032P067 51032P068 22 Bottom Strainer 51026P046 51026P047 23 Bottom Strainer Screw 13348P176 (2) 13348P176(2) 24 Bottom Strainer Lock Washer 98155 (2) 98155 (2) 25 Bottom Chamber 51033P058 51033P059 27 Bottom Case (Female) 51023P355 51023P357 28 Bottom Case (2 Bolt Flange) 51023P359 51023P360 ^g^Regtsiar Housing Assembly © * Call Mueller Systems Customer Service for Appropriate Translator Register and AMR Device part number Note If more than one part is required per assembly, quantity is noted after part number (in parenthesis) Models 562 and 572 (starting January 1992) r -- J L FOR WAILK-IN COOLERS AND FREEZERS J 1 DISPLAY •••H '^LARM RESET n9 TEST ALARM SAFE ^ ALARM CONTROL BATTERV TEST fa ODUl-*S« C DISPLAY I RESET I ALARM TEST ALARMimiB ^'''^ O AURM CONTROL , .^J^OOELTSTHMPER;,,, For the protection of walk-in coolers, walk-in freezers, and other environments where the maintenance of proper temperatures is essential. MODULARM Model 75 Alarm FOR WALK-IN COOLERS AND FREEZERS ProteCstS against loss of perisFi'aBles aiid | helps to [avoid cdstlyj spoilage! by providing audible, visual and i TetTTotealarm^ ever! inordinate tem-1 pefaturerconditioris 1 exist or whenever | po wef i I y|^~^j.^y jpj-p ' ' I i 'Features: ]"-"f • Conipietely solid state j •"Drgitarre'a7deutlDf"mt)1litoreid'"" I temperature in °C or °F | '• Field-adjustabte high-and-(6w- I alarm temperature setpoints •^Eield adjustableltime.deiay L^^ i crcuitry i | | I j»JBuilt-in tesjt circuitry_ j j Surface Mount 1 8"D Built-in battery and charger circiJitry for power failure ' annunciation—: " • Built-in transformer (remote —transformer-also available)-; • Standard 25' sensor line ^« Sensor acc ur^cyjj naff ected by_ length of sensor line • Safe and alarm lights provide ^dmtant^isualltafus'df ~ ^ monitored area , •-Built-in N/0~&-N/edry - — contacts and pulse output for . remote notification - , - - • Fail-safe control circuitry design prevents acciderital _ disabling • Available in flush or surface mount enclosure • Many optional configurations available Specifications: -Dimensions -| 1 Surface fUount - 9"Lx 4"W x Fidsh Mount- ! 1 Flahget fO 37j5"Lx 4;75'Wi Cutout;937^"Lx4 375"W| Enclosure:-Dr|awR-alumintim--f with stainless steel faceplate j Temperature iRangje: -40f F to l-^o[r3o°C to 89°cr^ Setpoint Range: -4p°F to --40°etoi49°ef— ; I20°F Operation: ^ "Adjustments for the'alarrii' temperature setpoints and } 'time|deiayjare-s^t-in-accor-—1~ dance wittji the application j -Monitoredltemperature--—4- exceeding setpoints causes j .activation. of_ time „dela^. circuitry Audible, visual and[ rerpote alarm occurs vvhen j moinitoredjtemperature has [ remained outside of setpoints "6eyc)naierjigth"Ojf tirne|de%^ Power failLire is annunciated immediately apon^occarrence' Applicatibn:^ | Scho'ols, cafeterias, hotels, fast -foodj-facilities,-hcispita!srrestau- rants, industrial or institutional ^kitch'ens.-blood-banks, I L-I * ' ' 1 biomedical labs, |ndustriai | processes, jenvironmental rooms Time Delay: 10 to 150 minutes j in !l 0 minute increments * ' ' Temperature Accuracy: ± 1 °F Audible Notification: Piezo "type horh,-frequenc^"3-8i<Hz,SRL -8|5db@3'TYP I i ] Visual Klotific:ation:_Green LED - Safe light. Red LED!-Alarm light Remotel Notification: Dry } cohtactst- Normallyopen^and | normally closed, Current capacity 6 AMP @ 120/240\>AC, 6iAMP . @ 28VDC, Pulse output - 6yDC for 1 second Voltage Requirements: 1 1 5/23dVAC, 50/60HZ Power Consumption: 8 Watts * Other ranges available Mbdularijfi Ternperature Monitoring Systems are distiributed-by: WARRANTYrAll systems and components manufectured by Modularm Corporation are warranted tq be free from defects In material and workijnarJhip^unde^norrTiaJ^use and^service for a penod of orie year, from date of installation ,lf, dunng thisjtime periodand.^after^^rTiination , any Modularmjfr^te^ sahie ,T^is.warraniyjha|,rjot,appty,^&nyt %t Lrepreseplativ^(wloddla%i^drppfeti^Hn^^ iilitvtscialuDettoii SDaii3^^p{^(^q| Engineered no 3 O O a o o o o PIPE-FLO Compressible o User's Manual & Method of Solution o o o o o o 3 3 D D D D 3 Engineered Software, Inc. Engineered Software, Inc. makes no claims or warranties with respect to the contents or accuracy of this pubUcation, including any warranties of fitness or merchantability for a particular purpose Information in this document is subject to change without notice. The software described in this document is ftmiished under a license agreement or nondisclosure agreement. The software may be used or copied only in accordance with the terms of that agreement. It is against the law to copy the software except as specifically allowed in the license or nondisclosure agreement. Companies, names, and data used in examples herein are fictitious. © Copyright 2008 Engineered Software, Inc. All rights reserved. No part of this manual may be reproduced or transmitted in any form or by any means, electronic or mechanical, mcluding photocopying and recordmg, for any purpose without the written permission of Engineered Software, Inc. FLO-SERIES and PIPE-FLO are registered trademarks of Engineered Software, Inc. PIPE-FLO Compressible, PIPE-FLO Stock, PIPE-FLO Lite, PIPE-FLO Overtime, FLO-Sheet, FLO-Links, X-Link, PUMP-FLO, CON-FLO, and ORI-FLO are trademarks of Engineered Software, Inc. PIPE-FLO Compressible includes some routines from the following source: LAPACK Users' Guide, Third Edition, ISBN 0-89871-447-8 Authors: E. Anderson, Z. Bai, C. Bischof, S. Blackford, J. Demmel, J. Dongarra, J Du Croz, A. Greenbaum, S. Hammarling, A. McKenney, and D. Sorensen Microsoft and MS-DOS are registered trademarks of Microsoft Corporation. Windows is a trademark of Microsoft Coiporation. Engmeered Software, Inc. 4529 Intelco Loop SE, Suite A Lacey,WA 98503-5941 360-412-0702 If you need technical support for PIPE-FLO Compressible, call 360-292-4060. Our e-mail address is solutions@eng-software.com August 2008 Edition for PIPE-FLO Compressible 2007 and above CM-V0808 TABLE OF CONTENTS INTRODUCTION 1 PIPE-FLO Compressible Overview 1 Getting Started 2 Using Program Help 2 Technical Support 3 PIPING SYSTEM ANALYSIS 5 Introduction 5 Terms and Definitions 5 Compressible Flow Equations 9 Fanno Flow 10 Simple Area Change Flow 16 Pipeline Sizing 18 Valves and Fittings 19 Modeling Reduced Seat (R/S) Valves 25 Compressors 28 Components 31 Pressure Controlling Devices 31 Flow Contro! Valves 36 Using Control Valve Catalog Data 37 Total System Volume Calculation 37 Network Flow Equations 38 Table of Contents i CM-V0808 PIPE-FLO Compressible References. References, Pressure Loss // 0 o 43 o 44 o 46 Q 50 O 50 o 51 o 51 o 52 o 56 o 59 o 62 o o 63 o 63 o 64 65 o 66 o 69 o 70 o 71 o 73 o 74 o o ints .V0808 o o o o o o o o o o o o o o o o o o o o o o o o 3 INTRODUCTION PIPE-FLO Compressible Overview PIPE-FLO Compressible is a comprehensive piping design and analysis software package that provides you with a clear picture of the entire system. Using PIPE-FLO Compressible you can: Draw a piping system schematic on the FLO-Sheet showing all the compressors, components, pressure sources, control valves and interconnecting pipelines. Determine when a fluid is approaching sonic conditions. Size the individual pipelines using electronic pipe, valve, and fluid data tables. Calculate how the system operates including pressures and flow rates. Create FLO-Links to provide immediate access to supporting documents needed to design, build, and operate the piping system. New this version Isometric drawings - Draw or display pipeline diagrams in the new isometric gnd mode, compfete with rotatable text and symbols. Customized shapes - Create your own symbols for pressure sources, compressors, control valves, and other components. Copy & paste improvements - Copy all or part of a system from one project file to another. Integrated flow meter calculations pipeline in a single step. Size an orifice and insert it into a More flexible fluid assignment - Add fluid properties directly to system lineups to make changing fluids quick and easy. Customized results - Alter piping schematic and fly-by viewer text to show Introduction CM-V0803 PIPE-FLO Compressible only the items you want to see. Getting Started Installation PIPE-FLO Compressible comes in both stand alone and network versions. Standalone versions are installed in the standard manner (insert the CD and run Setup.exe), but include a hardware key that must be attached to the computer before PIPE-FLO Compressible will run properly. Instead of a hardware key, network versions include special licensing software and setup options. Please consult the network.pdf document on the root ofthe installation CD for detailed information about configuring and administenng PIPE-FLO Compressible network packages. Learning to use the software Learning new software can be a daunting experience. To speed up the process, PIPE-FLO Compressible includes a comprehensive tutorial accessible directly from the program's startup screen. Simply launch the software, click the Software Tutonal button and choose either the Metric or US unit-based tutorial. The tutorial is designed to walk users through all aspects of the software as quickly as possible by demonstrating, step by step, the process of building a piping system. Using Program Help PIPE-FLO Compressible's help system has been designed to answer the most common types of questions as they anse. Help may be accessed in the following ways: When viewing any dialog box, click its Help button to bnng up a descnption of the dialog and its choices. At any time, pressing the Fl key, clicking the Help (question mark) button on the toolbar, or selecting Contents or Index items from the program's Help menu will bring up the full Help file. Introduction CM-V0808 ^ PIPE-FLO Compressible O O From within the Help interface you may use the Contents tab to browse the O help file by category, use the Index tab to browse for specific topic items by name, or use the Search tab to look for any help topics that contain O specific key words. o The Help interface's Glossary tab lists and defines many of the technical terms that are used throughout the software. O • Many Help topics also contain a Related Topics button. This button cross- references other topics which are related to the topic you are currently O viewing. o 3 O 3 3 Technical Support 3 3 3 Q . All program upgrades The purchase or upgrade of your PIPE-FLO Compressible software includes one year of Engineered Software's TechNet technical support service This service includes: Web-based software training Discounts on FLO-Master training classes Unlimited access to Engineered Software's online knowledge base (www. eng-software.com/kb) and other web-based support services Email and telephone support for installation and program troubleshooting issues Email and telephone support from Engineered Software's engineenng staff for questions about your own piping system models 3 • Access to new fluid data as it is added to the MKS Fluid Compilation ^ Limited support for issues with program operation and access to the online knowledge base are sfill available after your TechNet subscription expires. For '-\ infomnation on renewing a lapsed TechNet subscnption, please call our sales ^ department at 800-786-8545. 3 3 3 2) Introduction 3 CM-voeo8 PIPE-FLO Compressible Contacting Engineered Software When you can't find the answers to your questions in PIPE-FLO Compressible's Online Help or in Engineered Software's knowledge base (www.eng-software com/kb), you can contact our technical support in one of the following ways: By e-mail at solutions@eng-software.com By phone at 360-292-4060 By fax at 360^12-0672 When contacting us, you should include the foliowing information: Your name Company name Program serial number Program version number Your phone number, fax number, and e-mail address A detailed description of your question or problem Introduction CM-V0808 o o o o o o PIPING SYSTEM ANALYSIS Introduction This section of the reference book describes the engineering methods used O and the assumptions made by the PIPE-FLO Compressible program. The calculations associated with system elements, such as pipes, compressors/ 3 blowers, components, and controls, is discussed, along with the methodology applied in performing the piping system calculations. Q Terms and Definitions Q Adlabatic Process - A process with no heat transfer. If there is no heat transfer to the system, the total (or stagnation) temperature is a constant. PIPE-FLO Q Compressible assumes adiabatic flow. Ideal (Thermally Perfect) Gas - An Ideal gas is one that obeys the ideal gas law: 3 3 p = P(MW)/(RT) 3 equation 1 p = fluid density Q P = pressure R = universal gas constant ^ MW ~ molecular weight 3 3 3 3 3 3 ^ Piping System Analysis T = temperature PIPE-FLO Compressible assumes the ideal gas law tor the equation of state For the accuracy required in many engineenng computations, air and many other common gases behave as ideal gases. CM-voaoe PIPE-FLO Compressible Compressibilty Factor (Z) - The compressibility factor is defined as follows: Z = P(MW)/(pRT) equation 2 Z = compressibility factor P = pressure p = density R = universal gas constant T = temperature Note that for an ideal gas, Z = 1, and the deviation of Z from unity is a measure ofthe deviation ofthe actual relation from the ideal gas equation of state. PIPE- FLO Compressible always assumes an ideal gas (Z = 1). Specific Heat Ratio - The ratio of the speciflc heat at constant pressure to specific heat at constant volume: k - Cp/Cv equation 3 k = specific heat ratio Cp = specific heat at constant pressure Cv = specific heat at constant volume When performing calculations for a system, PIPE-FLO Compressible assumes that the specific heat ratio is constant The user can directly enter the specific heat ratio, or if a fluid is selected from the fluid table, the program calculates the specific heat ratio using the following equation: k = Cp/(Cp - R) equation 4 Cp = specific heat at constant pressure R = universal gas constant The specific heat at constant pressure is calculated using the system total temperature and the formula stored in the selected fluid table. Piping System Analysis CM-V0808 ^ PIPE-FLO Compressible O 3 Mach Number - The ratio ofthe fluid velocity to the speed of sound in the fluid 3 3t a particular point. o o o M = V/c equation 5 M = Mach number V = flow velocity c = speed of sound O Subsonic Flow - A fiow with Mach number less than one. r-\ Critical or Choked Flow - A fiow which occurs when the Mach number equals one. This is also referred to as choked, or sonic flow. When a subsonic flow becomes choked, the flow rate has reached its maximum possible value - it cannot be increased even if the downstream pressure is lowered. PIPE-FLO Q Compressible considers a flow choked when the Mach number at the outlet of a pipeline or a device is one or close to one. If choking occurs prior to the pipeline ^ or device outiet, the status of the pipeline or device is marked as "Invalid," indicating that the program cannot converge to a valid solution. O Supersonic Flow - A flow with Mach number greater than one. PiPE-FLO Compressible does not handle supersonic flow. Total (Stagnation) Property - A point in a flow field in which the fiow is brought Q to rest is called a stagnation point, and properties at that point are called total (stagnation) properties Thus in contrast to static properties, measurements Q of stagnation properties require that the flow be brought to rest with respect to the observer's instruments Total properties include both static and dynamic Q eflFects. See Figure 1 on the following page. 3 3 3 3 3 3 Q Piping System Analysis 7 CM-V080a PIPE-FLO Compressible Static Property - Static properties are those that would be measured if one could travel with the fluid at its exact velocity (in this case the relative velocity between the observer and the fluid wouid zero - hence the term "stafic"). Stafic properties do not contain dynamic effects. Figure 1 illustrates the difference between static and totai pressure. Figure 1 Isentropic - Term used to descnbe a constant entropy process. Isentropic processes Involve no heat transfer; that is, they are adiabafic as well as reversible. Although real processes are never truly isentropic, irreversible effects are often negligible. An example of isentropic flow would be a simple area change. For a simple area change, both the stagnafion temperature and stagnation pressure are constant. Simple Flow - In an internal compressible flow, factors such as area change, friction, heat transfer, and mass flow rate change can affect the state of the flow at a location. If only one of these effects is occurring (for example, an area change in the absence of fricfion, heat transfer, and mass flow rate change), then the flow is termed simple. Fanno Flow isentropic). Fiow with fricfion. Fanno flow is adiabatic, but irreversible (not 8 Piping System Analysis CM-V0808 o o o o PIPE-FLO Compressible Compressible Flow Equations For compressible flows through pipelines, the state ofthe flow can be affected Q by such things as fnction, area change^ heat transfer, and mass flow rate change. The flow is described as simple if only one of these effects is present, (3 for example, an area change occurs without friction, heat transfer, or a mass flow rate change. PIPE-FLO Compressible makes the assumption that the O flow is a simple flow. For many compressible systems this provides results well within the range of acceptable engineering accuracy. The equations for (3 the simple flows can be obtained by first developing the generalized, steady, one-dimensional compressible flow equations. These generalized equations C3) are developed by considering the conservation equations for mass, momentum, and energy, along with the equation of state for a perfect gas and various 3 thermodynamic definifions. Once the generalized equations have been developed, the equations for the simple flows can be derived by considering O each type of flow as a special case of the generalized flow. For brevity, the generalized, steady, one-dimensional compressible flow equations are not O developed and listed here. Interested readers are directed to consult Reference 5 for a complete derivation. ^ PIPE-FLO Compressible assumes an adiabatic process (no heat transfer) with r\ no mass addition or removal. Thus, the two simple flows handled by the program are Fanno flow (flow with friction) and simple area change. 3 3 O 3 3 3 3 3 3 Q Piping System Anaiysis 9 CM.VO803 PIPE-FLO Compressible Fanno Flow M < 1 Flow in an adiabatic, constant area duct with no mass addition is called Fanno flow. Since there is friction in the duct, Fanno flow is irreversible. For subsonic Fanno flows, the equation vanables change along the pipe (or duct) as indicated below in Figure 2: IVI increases P decreases T decreases v increases M > 1 Figure 2 For Fanno flow, the following relations apply: (P/P*) = (1/M){(2/(k+1))(1 + 0.5(k- 1)M2)]''' (p/p*) - (1/M)[(2/(k+1))(1 + 0.5(k - 1)M==)]-'^ {TIT*) = [(2/(k+1))(1 + 0.5(k - 1)M^)]-^ (VA/*) = M[(2/(k+1))(1 + 0.5(k - 1)M^)]-« (Po/Po*) = (1/M)[(2/(k+1))(1 + 0.5(k- 1)M2)]f^iw'(^-i)i A = A* = constant equation 6 equation 7 equation 8 equation 9 equation 10 equation 11 10 Piping System Analysis CM-V0808 o 3 O o 3 O o o o o o o o o 3 3 3 3 3 3 3 3 3 3 PIPE-FLO Compressible To = To* = constant W = W* = constant equation 12 equation 13 M = Mach number k = specific heat ratio P = pressure p = density T = Temperature V = flow velocity A = cross sectional area W = mass flow rate 0 = subscnpt indicating total (or stagna- tion) state * = superscript indicating critical state Fanno flow moves toward the Mach 1 state as the compressible fluid propagates down a frictional pipe. Given an initial Mach number, M, the Sonic Length Formula can be used to calculate the length of pipe downstream through which the fluid must flow to reach sonic velocity: S = (fL*/D) = (1-M^)/(kM^) + [(k+1)/2k]ln[(k+1)M='/(2+(k-1)M=^)] equation 14 L* = length of pipe the fluid must flow through to reach sonic vjelocity D = pipe diameter f = Darcy friction factor M = initial mach number k = specific heat ratio Piping System Analysis CM-V0808 11 PIPE-FLO Compressible A plot of sonic length vs. initial mach number is shown below in Figure 3: Sonic Length vs. initial Mach Number initial Mach Number Figure 3 Duct Addition Duct addition is a recurring circumstance that is involved in many Fanno flow situations. In duct addition, information on the initial state, the friction factor, and the duct diameter and length are given; the final state after the flow traverses the duct length is desired. Conditions at the duct inlet (Mi, Pi, Ti, f, D, and L) are known. The duct length required to achieve Mach 1 is Li*, and for state 2 the duct length required to achieve Mach 1 is Lz*. The duct location ofthe sonic point (M = 1) and the conditions at the sonic point in a given Fanno fiow are unique. For both the inlet and the outiet the sonic location and the conditions at the sonic location must be the same. Figure 4 on the foiiowing page illustrates the problem. 12 Piping System Analysis CM-V0808 o 3 O 3 O 3 O 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 PIPE-FLO Compressible Ml Pi Tl M2 P2 T2 M = 1 P' V z"™^ ^^^^^^^^^ MillliillHHiiHIM L2* Ll* Schematic of Duct Addition Problem Figure 4 Li* can be computed directly by substituting the known inlet Mach number (Mi) into the Sonic Length Formula (equation 14). L2* can then be computed by subtracting the actual duct length from Li*: (fL2*/D) = (fLl*/D) - (fiJD)ac.uaI equation 15 Since the Sonic Length Formula is non-analytic with respect to the Mach number, the outlet Mach number (M2) cannot be directly calculated. A numerical method is required to determine this value. Piping System Analysis CM-VO8D8 13 PIPE-FLO Compressible Newton's Method As noted above, the sonic length function is a non-analytic function with respect to the Mach number. Thus, to determine the outiet Mach number PIPE-FLO Compressible employs Newton's method. A brief descnption of this method follows. NOTE: For convenience, S will be used to refer to the dimensionless quantity (fl-/D). 1 Start wifii an initial guess for the outiet Mach number, My. 2 From this initial value of M2", compute (S2*)». 3 Compute the value of the derivative dS*/dM evaluated at M2«. 4 Find the equation of the line that is tangent to the sonic length function at M2"and (82*)°: S* = (M - M2»)(dS*/dM)|M20 + (S2*)» equation 16 5 Find the intersection of the tangent line with horizontal line S* = S2*. S2* = (M - M2»)(dS*/dM)|M2° + (S2*)' Solving for M, M = [S2* - (S2*>]/(dS*/dM)|M2) + M2« equation 17 The value of M calculated in equation 17 is the improved guess for M2, Ms-. 6 Repeat steps 2 through 5, substituting the improved guess M2' for the initial guess. When (S2*)''is within an acceptable tolerance ofthe target S2* (cal- culated with equation 15), stop. At this point, (M2)''is a good approximation to the theoretical M2we are trying to calculate. 14 Piping System Analysis CM-VO8O8 3 3 O 3 3 PIPE-FLO Compressible O 3 Calculating the Friction Factor The pipeline friction factor is a function ofthe Reynolds number. The Reynolds number is a dimensionless parameter which describes the characteristics of the fluid flowing in the piping system. O Reynolds developed the following relationship. Q Re = W/(d^) equation 18 W = flow rate d = pipe diameter |i s= fluid dynamic viscosity O It was determined that for Newtonian fluids with a Reynolds number below a specific value, the fluid particles move in slip streams or laminar layers. Above O a critical value of Reynolds number, the motion of the fluid particles becomes random or turbulent. O For engineering calculations, the upper practical limit of laminar flow has been Q set at a Reynolds number of Re = 2100. Above the laminar flow region, the flow starts to become turbulent. As the Reynolds number ofthe system increases, the Q flow becomes more turbulent, until the motion ofthe fluid particles is completely turbulent. The range between laminar flow and fully turbulent flow is referred Q to as the transition region. Because most compressible gas flow in pipes is turbulent, the program considers only turbulent flow. 3 O 3 Q 1 At high Reynolds numbers the pipe fnction factor becomes constant 3 3 3 3 Q Piping System Analysis 15 Nikuradse performed a senes of experiments in order to develop a relationship between the friction factor and Reynolds number in pipes with turbulent flow. The value of material surface roughness was arrived at by coating the intenor of a smooth pipe with uniform grains of sand. The results of his experimentation presented some valuable relationships. He made the following discoveries: For rough pipes the ratio of surface material roughness to pipe diameter, or relative roughness, is more important than the Reynolds number for determining the friction factor. CM-V0808 PIPE-FLO Compressible Since Nikuradse used pipes with an artificial roughness applied, his friction factor values had little direct application for engineenng materials. C. F. Colebrook experimented with commercial pipes of various materials and roughness and developed the following equation for pipes in the transition region to the complete turbulence zone. M{P) = -0.869ln[(e/D)/3.7 + 2.523/(Refi*)J equation 19 Since this relationship has the fnction factor term on both sides ofthe equation, it must be solved by iteration. Iterative equations are easily solved by computer, but they take longer to solve than a straightforward relationship. For this reason, PIPE-FLO Compressible uses an equation from Reference 4 that provides a direct calculation of the friction factor and is within 1% of the Colebrook equation. f = 1.325/Iln(e/(3.7D) + 5.74/Reo9)]^ equation 20 Equation 20 gives accurate values ofthe friction factor and can be solved quickly without performing iterative calculations. Simple Area Change Flow For a simple area change, the friction can be neglected since It has a small effect compared to the effect of the area change. Therefore, flow through a simple area change is an isentropic process. For an adiabafic isentropic process, the total (or stagnation) temperature and pressure are constant. The following equations apply: (A/A*) = (1/M)[(2/(k+1))(1 + 0 5(k- 1)M^)F*^>'i2('<--')i equation 21 (P/P*) = [(2/(k+1))(1 + 0.5(k- equation 22 (p/p*) = [(2/(k+1))(1 + 0.5(k - 1)M2)]--"<'^-i) equation 23 16 Piping System Analysis CM-V0808 o o o o o o o o o o 3 3 3 3 3 3 3 3 3 3 3 3 3 3 PIPE-FLO Compressible (T/T*) = [(2/(k+1))(1 + 0.5(k- 1)M=')r (V/V*) = M[(2/(k+1))(1 + 0.5(k- 1)M2)]''' (P/Po) = [1 +0.5(k~1)M2]-k't(k-i) (p/po) = [1 +0.5(k-1)M=^-^iM (T/To) = [1 +0.5(k-1)M^]-'' To = constant Po = constant W = constant equation 24 equation 25 equation 26 equation 27 equation 28 equation 29 equation 30 equation 31 M = Mach number k = specific heat ratio A = cross sectional area P = pressure p = density T = Temperature V = flow velocity A = cross sectional area W = mass flow rate 0 = subscnpt indicating total (or stagna- tion) state * = superscript indicating critical state Piping System Analysis CM-V0808 17 PIPE-FLO Compressible Pipeline Sizing Users can size pipelines based on sizing cnteria entered in the pipe specifications The sizing criteria selected can either be an inlet Mach number or dP per 100 fl: (or m) The following equation is used for pipeline sizing when the inlet Mach number is selected for the sizing criteria' d = [(4W/7iPM)/(RT/k)''^]>'' equation 32 d = pipe diameter W = mass flow rate P = static pressure M = inlet Mach number R = gas constant T = static temperature k = specific heat ratio For preliminary pipeline sizing based on pressure drop, PIPE-FLO Compressible uses the Darcy-Weisbach equation. Even though the Darcy-Weisbach equation assumes that the density in the pipeline does not change significantiy, its use can be extended to compressible applications ifthe pressure drop in the pipeline is less than 40% of the inlet pressure. Since most pipelines are not sized to achieve excessive pressure drops, the Darcy-Weisbach equation provides a quick and reasonably accurate tool for estimating pipe size The Darcy-Weisbach equation is as follows dP = pf(L/D)v^/2g equation 33 If a fluid table Is selected for the system fluid, the density used in the pipeline sizing equation IS obtained using the equation of state stored in the fluid table. Ifthe fluid IS a custom fluid, the ideal gas law is used io calculate the density dP = pressure drop p = fluid density f = Darcy friction factor L = length of pipe D = pipe diameter V = mean fluid velocity g = gravitational constant 18 Piping System Analysis CM-V0808 3 3 O 3 O o o PIPE-FLO Compressible Valves and Fittings Valve manufacturers have performed experiments on various valves and fittings 3 in order to arrive at empirical pressure drop expressions for specific types of piping system components. The relationship between the K value and pipe 3 length is as follows: K = frL/d equation 34 fr= turbulent fnction factor L = length d = pipe diameter 3 As mentioned above, the K value for various fittings has been arrived at through experimentation. For any valve, a length over diameter (L/D) coefficient can be O determined by equating the pressure drop through the valve to the equivalent length of pipe measured in pipe diameters. When the (L/D) coefficient is O multiplied by the turbulent friction factor for clean commercial steel pipe at various diameters, the K value for the valve is determined. To determine the O turbulent fnction factor, PIPE-FLO Compressible uses the following equation from Nikuradse: o ^ fr = 8[2 457ln(3,707d/e)]-2 3 equation 35 r-\ d = pipe diameter e = absolute roughness of clean ^ commercial steel pipe There are some resistances to flow in piping systems that are independent of the friction factor. These resistances are determined only by the change in fluid velocity and the change in direction of flow. Losses associated with changes in pipe diameter (both gradual and abrupt) or pipeline entrances or exits fall into this category. Piping System Analysis 19 CM-V0a08 PIPE-FLO Compressible Reducers A change in fitting diameter causes a pressure loss due to the change In velocity ofthe fluid as it passes through the fitting. The pressure drop is also dependent on the rate at which the change of direction in the fitting occurs. For example, a 12x6 reducer with a 12 inch approach length has a smaller pressure drop than a 12x6 reducer with a 6 inch approach length. This holds true when the flow in the reducer is either conti'acting or expanding The equations used by PIPE-FLO Compressible to calculate reducer K values are listed below. Notice that these equations vary with the angle of approach, which is determined from the approach length specified by the user (see Figure 5 below). Reducer Fitting i 32 I da e -r e = Angle of approach L = Approach length 1 = Smaller diameter subscript 2 = Larger diameter subscnpt Figure 5 For an enlargement, the direction of flow in Figure 5 is from the smaller diameter (di) to the larger diameter (dz). For a contraction, the direction of flow is from the larger diameter (da) to the smaller diameter (di). Reducer - Contraction Ki = 0.8sin(e/2)(1-p=) Kl = y2(1-p2)(sin(e/2)) (9 < 45") equation 36a 1/2 (45" <9< 180") equation 36b 20 Piping System Analysis CM-V0808 o o o o o o o o o o o 3 o o o o o 3 3 3 3 3 3 3 PIPE-FLO Compressible Reducer- Enlargement Ki = 2.6sin(e/2)(1-p2)2 Ki = (1-p2)2 (0 < 45") equation 37a (45" <e< 180") equation 37b 9 = Angle of approach P = dminor / dmajor Reduced Seat Valves and Fittings Reduced seat valves are broken down into three sections: the reducer (contraction) section, the valve section, and the enlarger section (see Figure 6 below). A K value is determined for each section in relation to the size of the valve in the pipeline. Reduced Seated Valves and Fittings Flow Reducer Valve Enlarger Figure 6 The total K value for the valve consists of K values for the reducer, the valve section, and the enlarger. Since the K value for the valve section is dependent on the valve seat diameter instead ofthe pipeline diameter, it must be adjusted by a correction factor to determine the correct K value for the diameter of the pipe. The valve correction factor is the ratio of valve seat diameter divided by pipeline diameter (often called beta) raised to the fourth power. Piping System Analysis CM-V0808 21 PIPE-FLO Compressible The inside diameter IS used when calculating a K value with equation 39 If you later change the pipe diameter, you sfiould reinstall the K value. Users can also specify a Kv value for a pipeline Kv IS related to Cv by the following conversion factor: Kv = 0.86477*Cv The total K for the reduced seat valve is: K2 = KReducer + Kl/p" + KEnlarger equation 38 K2~K value of the total valve Ki = K value of reduced seat KReducer = K value of reducer KEnlarger = K value of enlarger P = dvalve/dpipe Cv Values Many valve manufacturers express the pressure drop characteristics of their valves using a flow coefficient (Cv) rather than a K value. By definition, Cv is the numberof gallons per minute of 60"F water which will pass through a valve with a fixed pressure drop of 1 psi. When users specify a Cv value for a pipeline, PIPE-FLO Compressible calculates the K value using the following correlation: K.891dVCv2 equation 39 d = inside pipe diameter, inches PIPE-FLO Compressible Valve Table Formulas PIPE-FLO Compressible uses the method outiined in the Crane Technical Paper 410 (Reference 1) when calculating the K values for valves and fittings. PiPE-FLO Compressible's standard and specialty valve tables are set up such that each valve and fitting type references a predefined K value formula. Below is a listing of these formulas, the types of valves or fittings they support, and the input information PIPE-FLO Compressible requires from the user when defining the valve. 22 Piping System Analysis CM-V0808 PiPE-FLO Compressible 3 3 3 3 3 3 O 3 3 Formula 1 Q Formula 3 - Pipe Enlargement o 3 Formula 1 - Pipe Contraction Formula 1 is used to calculate the K value for pipe contracfions. PIPE-FLO Compressible determines which of the Formula 1 equations to use based on the reducer angle of approach (0). For pipe contractions, the user must enter the reducer diameters and approach length in the Valve & Fitting dialog box. From this information, PIPE-FLO Compressible selects the appropnate equation and calculates the K value. Ki = 0.8sin(9/2)(1-p2) (9<45") Ki = y2(1-p==)(sin(9/2))i'2 (450 < ^ < isQO) Formula 3 is used to calculate the K value for pipe enlargements. PIPE-FLO Compressible determines which of the Formula 3 equations to use based on the reducer angle of approach (B). For pipe enlargements, the user must enter the reducer diameters and approach length in the Valve & Fitting dialog box. 3 Rom this information, PIPE-FLO Compressible selects the appropnate equation and calculates the K value ^ Kl = 2 6sin(e/2)(1-p2)2 (9 < 45") O Ki = (1-p=)2 (45"<9<180") Q Formula 3 3 Formula 5 - Reduced Seat Valve, Gradual Change in Diameter Formula 5 is used to calculate the K value for reduced seat valves with a 3 gradual change in diameter. Examples of valves which use Formula 5 are ball and gate valves Formula 5 is a combinafion of Formulas 1 and 3 (discussed Q above) and the K value of the reduced seat valve type. For each supported valve or fitting, a full seat L/D coefficient is stored in the valve table PIPE-FLO 3 Compressible determines the angle of approach from the reduced seat diameter and the approach length specified by the user in the Valve & Fitting dialog box. 3 If a reduced seat and approach length are not specified, the program assumes that the valve Is full seated. ') K2 = KReducer + Kl/p" + KEnlarger Q Formula 5 Q Piping System Analysis 23 CM-VO8O8 PIPE-FLO Compressible A maximum of 100 size ranges can be specified for a Formula 9 valve. Formula 7 - Reduced Seat Valve, Abrupt Change in Diameter Formula 7 is used to calculate the K value for reduced seat valves with an abrupt change in diameter. Examples of valves using Formula 7 are globe, angle, lift check, and stop check valves. Formula 7 is a combination of Formulas 1 and 3 (with the angle of approach set to 180°) and the K value of the reduced seat valve type. A full seat L/D coefficient is stored in the table for each supported valve or fitting. The user must specify the reduced seat diameter in the Valve and Fitting dialog box. If a reduced seat is not specified, the program assumes that the valve is full seated. K2 = KReducer + Kl/p" + KEnlarger Formula 7 Formula 8 - Elbows and Bends Formula 8 is used to calculate the K value for elbows and bends. A coefficient is stored in the valve and fitting table for each r/d ratio. In the Valve & Fitting dialog box, the user must specify the angle of the elbow. Kb= (n-1)(0.257tfT(r/d) + 0.5K) + K Formula 8 n = number of 90" bends K = resistance coefficient for one 90" bend Formula 9 - UD Varies with Pipe Diameter Formula 9 is used to calculate the K value for valves that have an L/D coefficient that varies with pipe diameter. L/D coefficients for a range of pipe diameters are stored in the valve table. Valves that fall into this category are butterfly valves and tilting disk check valves. PIPE-FLO Compressible automatically selects the appropnate coefficient based on the pipe diameter the valve is installed in. K = fr(L/D) Formula 9 24 Piping System Analysis CM-V0808 PIPE-FLO Compressible Formula 10 - Full Seat Valves and Fittings Formula 10 is used to calculate K values for valves and fittings that do not support reduced seat diameters. Afull seat L/D coefficient is stored in the table for each supported valve or fitting. Valves and fittings which use Formula 10 include plug, foot, and swing check valves as well as tees and miter bends. K = fT(L/D) Formula 11 - Fixed K Value Formula 10 Formula 11 is used to enter a valve or fitting with a fixed K value. A K value is stored in the table for each supported valve or fitting. Examples of Formula 11 fittings are pipe entrances and exits. Formula 12 - Fixed Cv Value Formula 12 is used to enter a valve with a fixed Cv value. A Cv value Is stored in the table for each supported valve. PIPE-FLO Compressible calculates the K value for fixed Cv valves using equation 39. A maximum of 100 size ranges can be specified for a Formula 13 valve. Formula 13 - Cv Value Varies with Pipe Diameter Formula 13 Is used for valves that have a Cv value that varies with pipe diameter. Cv values for a range of pipe diameters are stored in the valve table. PIPE- FLO Compressible automatically selects the appropriate coefficient based on the pipe diameter the valve is installed in and calculates the K value using equation 39. IVlodeling Reduced Seat (R/S) Valves PIPE-FLO Compressible handles R/S valves difl'erentiy than full seat valves. The following points should be noted: Only one R/S valve can be installed in a pipeline . The program locates the R/S valve next to the inlet ofthe pipeline (the inlet is designated according to the direction of flow that is assumed when the pipeline is defined) Piping System Analysis CM-V0808 25 PIPE-FLO Compressible NOTE: Once the calculafions are performed, if the direction of flow in the pipeline is reversed from the assumed direction, the location of the R/S valve does not change. For example, if a pipeline direction is initially assumed to be from node A to B, the program locates the valve next to node A. If the flow is actually calculated to be from node B to node A, the valve is still located next to node A. The R/S valve is modeled by the program as an area change, connected to a pipe with a diameter equal to the reduced seat, connected to another area change. The length of the reduced seat diameter pipeline is equal to an equivalent length calculated from the valve K value. This model is illustrated in the example below. Example of an R/S Valve Model The following example illustrates how PIPE-FLO Compressible models an R/S valve: A 6" pipeline has an Angle 90" globe valve installed in it with a reduced seat of 4." Figure 7 below shows the program model. Reduced Seat Valve Area change from 6" to 4" 4" reduced seat 6" pipeline Area change from 4" to 6" Figure 7 26 Piping System Analysis CM-V0808 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 PiPE-FLO Compressible The reduced seat diameter pipeline equivalent length is calculated from the following equations: KEQ= KR/SP'' fr= 8[2,457ln(3.707dKs/e)l-' LEQ = KEODR/S/ ft equation 40 equation 41 equation 42 KRJS = reduced seat valve K value calcu- lated using Formula 5 or formula 7 KEQ = reduced seat K value in terms of the reduced seat diameter reduced seat diameter, inches DR/S^ reduced seat diameter, ft LEO= equivalent pipeline length, ft p = dR/s/dpipo fr=turbulent friction factor Piping System Anaiysis cmmoB 27 PIPE-FLO Compressible Compressors When a compressor (or other pressure gain device, such as a blower) is modeled with a curve and installed in the system, the energy or pressure nse due to the compressor must be factored into the calculations. This pressure increase is obtained from the user specified curve data. Compressor or Blower Curve Zero flow pressure, Po Mirror of curve, CW" Flow Rale Figure 8 Figure 8 above shows the curve shape PIPE-FLO Compressible uses to model a compressor. Note that for this curve, the pressure decreases as the flow increases. Users can specify up to ten points to model a compressor. PIPE- FLO Compressible reduces these ten points to an exponential equation as shown in equation 43' P = Po - CW" equation 43 The equation for the pressure curve has two parts, a constant value Po and a coefficient fimes the flow rate raised to the nth power, CW". The constant Po corresponds to the pressure at zero flow. C and n are determined using geometric regression. 28 Piping System Analysis CM-V0808 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 PIPE-FLO Compressible As shown in Figure 8, the compressor is modeled as a step Increase in pressure (Po) followed by a pressure loss due to flow through the compressor (-CW"). If the solution indicates that the flow rate through the compressor falls outside the data point range entered for the curve, PIPE-FLO Compressible provides notification that the compressor is out of range. If the compressor can still be used with an increased flow rate, the model should be adjusted to use an extended fiow rate range and the calculation should be performed again. If it is not possible to use the same compressor with a higher flow rate, another compressor should be selected and inserted into the system. The curve shape shown in Figure 8 is a reasonable approximation for a centrifugal compressor. On the other hand, typical curves for pressure gain devices such as axial flow and centnfugal blowers have dips in them (see Figure 9 below). Blower Curves Axial Flow Fonward-curving blades (centnfugal) Backward-curving blades (centrifugal) FLOW RATE Figure 9 When modeling these curves In PIPE-FLO Compressible, it is not possible to accuately model the dips in the curves with an equation. For these curves, PIPE- FLO Compressible llneariy interpolates between the specified curve data. Piping System Analysis CM-V0808 29 PIPE-FLO Compressible Running a Compressor at a Fixed Flow Rate Instead of entering performance curve data, the user can also specify a fixed flow rate and have PIPE-FLO Compressible calculate the developed pressure. The following points about fixed flow rate compressors should be noted. When a fixed flow rate is specified for a compressor, the performance curve data (if specified) is overridden. PIPE-FLO Compressible models a fixed flow compressor by creating two nodes in the system where the compressor is installed (refer to Figure 10). A flow demand value equal to the set flow rate is taken out of the flrst compressor node (the inlet node) and an equal flow demand is set entering the second node (the outiet node). . If a compressor status is listed as invalid, it means that you have set the flow rate lower than what would naturally occur through the line if the compres- sor was not installed The compressor then acts as "valve" in order to limit the flow rate to the set value. If this occurs, you should either increase the set flow rate or remove the compressor. Fixed Flow Compressor Model COMPRESSOR '^CMPR '-'cMPR CMPRI CMPR2 dP = P - P CMPR CMPRI CMPR2 Figure 10 PIPE-FLO Compressible balances the network and calculates the pressure at each node. The program checks the calculated results to insure that the compressor is operating properiy (the inlet pressure must be less than the outiet pressure). 30 Piping System Analysis CM-V0808 3 3 3 3 PIPE-FLO Compressible Components PIPE-FLO Compressible allows any component that can be descnbed by a series 3 of pressure vs. flow data points to be modeled and inserted into the network. These components include such items as filters and screens From the specified Q data points, PIPE-FLO Compressible calculates an exponential equation to describe the pressure drop vs. flow characteristic for a component: ^ dPcomp = CWn Q equation 44 3 The user inputs up to ten points for the pressure drop vs. flow relationship The values of n and C are determined using geometric regression. This expression O IS valid for the range of flow rates between 0 and the last data point entered by the user. When the flow is outside this range of values, the program provides 3 notification that the component is out of range. If this occurs, the range of flow rate data forthe component should be extended or a different component 3 should be used. r\ In addition to the generic component device, PIPE-FLO Compressible has a meter device available to model ventun, nozzle, and flat plate orifice differential r\ pressure flow meters as well as balancing orifices. Please see the Flow Meters section. 3 3 Pressure Controlling Devices Any time a network is analyzed with a PRV or BPV installed, it is always best 3 to perform the initial analysis without the pressure controlling devices. Once a need for these devices has been identified, they should be installed one at 3 a time so that their effect can be fully understood. Also, care must be taken not to disconnect the network due to the modeling of the pressure controlling 3 devices. 3 3 3 3 Q Piping System Analysis 31 CM-VQSOS PIPE-FLO Compressible Pressure Regulating Valves The function of a pressure regulating valve is to lower the pressure in a section of the system to a specific downstream set pressure, regardless of the flow through the connecting piping. The following points should be noted about PRVs: The set pressure at the outlet of the PRV is entered with the valve For the PRV model, the program creates two nodes in the system where the PRV IS installed (see Figure 11 below). A flow demand leaving the system is set at the first node (the inlet node), and a pressure source equal to the PRV set pressure is set at the second node (the outlet node). The direction of flow through the PRV, from high pressure to low pressure, is determined from the direction of the connecting pipelines. . The PRV inlet and outiet pipelines cannot have a pressure source set on the other end. Pressure Regulating Valve Model PRV Pressure Node at ^PRV ^ PRV Set Pressure PRV1 PRV2 dP =P -P PRV PRV1 PRV2 Figure 11 32 Piping System Analysis CM-V0808 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 You can close a valve by clicking on It with the Open/Close tool This closes both the inlet and outlet pipelines PIPE-FLO Compressible When installing a PRV, there are three different conditions under which it can operate: (1) regulating, (2) fully closed, and (3) fully open. The manner in which the valve operates depends on the value entered for the set pressure. The fully closed and fully open positions represent the extreme valve positions. Each valve position is discussed below. 1 Regulating: The valve maintains the downstream pressure to the set value by throttling the flow rate through the PRV. 2 Fully Closed: This situation occurs if the valve set pressure is less than the pressure downstream ofthe valve for the case where the valve is closed. When this situation occurs in an actual piping system, the flow through the PRV reverses and the valve acts as a check valve, closing the pipeline. In PIPE-FLO Compressible, the flow also reverses, however the PRV does not act like a check valve. The pipeline remains open and the PRV results are invalid because the flow is going into the Pressure Node from the downstream pipeline node in order to maintain the set pressure value. 3 Fully Open: This situation occurs if the valve set pressure is greater than the pressure at the valve inlet for the case where the valve is fully open. When this situation occurs in an actual piping system, the PRV maintains a fully open position and it has no effect on the pipeline flow conditions. In PIPE-FLO Compressible, the differential pressure across the valve will cor- respond to a pressure gam rather than a pressure drop. The PRV results are invalid because it is acting as a pressure gain device rather than as a pressure control. If the valve status is listed as invalid, the flow direction should be checked to determine if condition 2 or 3 is occurring. If the flow is opposite the assumed direction, the valve should be closed and the calculations run again. If the flow is In the assumed direction, the PRV setting should be set to fully open and the calculations run again. In most cases, PRV operation problems can be avoided by first determining the valve's pressure regulating range. This is done by running two lineup calculations which simulate the fully open and fully closed valve positions. These lineups provide the pressure range over which the valve will regulate the flow. For the fully open case, the PRV setting should be set to fully open. For the fully closed case, the valve should be closed. The maximum pressure the PRV can be set at is equal to the pressure at the valve inlet for the fully open case. The minimum pressure the PRV can be set at is equal to the pressure downstream of the valve for the fully closed case Piping System Analysis 33 CM-V0808 PIPE-FLO Compressible Back Pressure Valves Back Pressure Valves are installed in systems to keep a section ofthe network above a minimum set pressure. A BPV maintains the set pressure on the high pressure or upstream side of the valve and only allows enough flow through the valve to maintain the upstream BPV set pressure. The following points should be noted about BPVs: The set pressure at the upstream side of the BPV is entered with the valve. For the BPV model, the program creates two nodes in the system where the BPV IS installed (see Figure 12 below). A pressure source equal to the BPV set pressure is set atthe first node (the inlet node), and a flow demand is set at the second node (the outiet node). The direcfion of flow through the BPV, from high pressure to low pressure, is determined from the direction ofthe connecting pipelines. The BPV inlet and outlet pipelines cannot have a pressure source set on the other end. Back Pressure Valve Model BPV Pressure Node at BPV Set Pressure f^:, ^BPy BPV1 BPV2 dP = p - p ""BPV ^BPV1 BPV2 Figure 12 34 Piping System Analysis CM-V0808 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 You can close a valve by clicking on It with the Open/Close tool This closes both the inlet and outlet pipelines. PIPE-FLO Compressible When Installing a BPV In a pipeline, there are three different conditions under which it can operate: (1) regulating, (2) fully closed, and (3) fully open. The manner in which the valve operates depends on the value entered for the set pressure. The fully closed and fully open positions represent the extreme valve positions. Each valve position is discussed below. 1 Regulating - The valve maintains the upstream pressure to the set value by regulating the flow rate through the BPV. 2 Fully Closed: This situation occurs if the valve set pressure is greater than the pressure upstream ofthe valve for the case where the valve is closed. When this situation occurs in an actual piping system, the flow through the BPV reverses and the valve acts as a check valve, closing the pipeline. In PIPE-FLO Compressible, the flow also reverses, however the BPV does not act like a check valve. The pipeline remains open and the BPV results are invalid because flow is going from the Pressure Node to the pipeline upstream node. 3 Fully Open: This situation occurs if the valve set pressure is less than the pressure at the valve outiet for the case where the valve is fully open. When this situafion occurs in an actual piping system, the BPV maintains a fully open position and it has no effect on the pipeline flow condifions. In PIPE-FLO Compressible, the differential pressure across the valve will cor- respond to a pressure gain rather than a pressure drop. The BPV results are invalid because it is acting as a pressure gain device rather than as a pressure control. If the valve status is listed as invalid, the flow direcfion should be checked to determine if condition 2 or 3 is occurring. If the flow is opposite the assumed direction, the valve should be closed and the calculations run again. Ifthe flow is in the assumed direction, the BPV setting should be set to fully open and the calculations run again. In most cases, BPV operation problems can be avoided by first determining the valve's pressure regulating range. This is done by running two lineup calculations which simulate the fully open and fully closed valve positions. These lineups provide the pressure range over which the valve will regulate the flow. For the fully open case, the BPV setting should be set to fully open. For the fully closed case, the valve should be closed. The maximum pressure the BPV can be set at is equal to the pressure upstream of the valve for the fully closed case. The minimum pressure the BPV can be set at is equal to the pressure at the valve outiet for the fully open case. Piping System Analysis CM-VD808 35 PIPE-FLO Compressible Flow Control Valves Flow control valves (FCVs) maintain the flow rate in a line to a fixed value and calculate the differential pressure across the control required to regulate the flow rate. The following points about FCVs should be noted: . The direction of flow through the FCV is determined from the direction of the connecting pipelines. PIPE-FLO Compressible models an FCV by creating two nodes In the sys- tem where the valve Is installed (refer to Figure 13). A flow demand value equal to the set flow rate is taken out of the first node (the inlet node) and an equal flow demand is set entering the second node (the outiet node). If an FCV is status is Invalid, you should first check the direction of flow through the line. Ifthe flow direction is correct, the invalid flag means that you have set the flow rate in the FCV to a value higher than would naturally occur in the line and the FCV is acting as a pressure gain device in order to achieve the set flow rate. In an actual piping system, the valve would be 100% open, so you should change valve setting to fully open and let PIPE-FLO Compressible calculate the flow rate. Flow Control Valve Model FCV ^FCV ^FCV FCV1 FCV2 dP = P - p ""^FCV "^FCVI ^ FCV2 Figure 13 36 Piping System Analysis CM-V0808 PIPE-FLO Compressible 3 3 PIPE-FLO Compressible balances the network and calculates the pressure 3 at each node. The program checks the calculated results to insure the flow control IS operating properiy For the FCV, the inlet pressure must be greater O than the outiet pressure. 3 3 3 3 3 Using Control Valve Catalog Data For each type of contro! (PRV, BPV, and FCV), you can import control valve catalog data. PIPE-FLO Compressible can then calculate the required valve position for a variety of valve settings and system configurations. Manual control operation can also be modeled by fixing the valve to a set position. Calculations for control valves with catalog data are performed using the equations outlined in the Control Valve Selection section. Valve data can also be manually entered or imported from manufacturers'valve 3 selection programs when the programs have export capability. The calculations for these valves are performed using the same equations that are used for 3 catalog valves. NOTE: The required valve file format for manufacturers' exported files is documented in the cvalve.xls file located in the same folder as the PIPE-FLO jQ Compressible program. 3 Total System Volume Calculation 3 The total system volume is listed in the Bill of Materials report and is calculated as follows: 3 ^ V = EAI*LI equation 45 3 V = total system volume Al = cross-sectional area of a pipe 3 Ll = length of a pipe Q The total volume inciudes both open and closed pipelines as well as pipelines that are disconnected from the system. 3 3 Q Piping System Anaiysis 37 CM-V08O3 PIPE-FLO Compressible Network Flow Equations In order to solve for the flow rates in all of the network paths, a series of simultaneous equations must be developed that include every pipeline in the network. The Kirchoff laws form the basis forthe development ofthe equations used to balance the flow in the network and are listed below: 1 The algebraic sum of the flow into and out of all nodes must equal zero. 2 The algebraic sum of the pipeline pressure drops around a loop must equal zero. Kirchoff's First Law: The Node Continuity Equation In PIPE-FLO Compressible, a node is a point in the piping system where one or more pipelines are connected to the network Figure 14 illustrates a network node, NN, with four connecting pipelines. Pipe 012-40kg/hr Pipe 001 -20kg/hr Pipe 003 - 50 kg/hr Node NN Pipe 021 - 30 kg/hr Figure 14 PIPE001 and PIPE003 have fiows going into Node NN and PIPE012 and PIPE021 have flows going out of Node NN, The following flow sign convention is used in this section of the user's guide: flow into a node is assigned a negative value, and flow out of a node is assigned a positive value. Kirchofl^s First Law states that the algebraic sum ofthe flows at Node NN must be zero. In other words, the flow into and out of the node must balance, 38 Piping System Analysis CIW-V0808 ^ PIPE-FLO Compressible 3 3 This relationship gives the following continuity equation describing the flow at 3 Node NN. 3 3 W001 - W003 + W012 + W021 = 0 equation 46 W = mass flow rate 3 Flows leaving or entering the network by way of a node are referred to as demands on the network. All demands must enter and exit the network at 3 nodes. The demands must also be accounted for when developing the Junction Node continuity equations The sign convention for demands is the same as 3 for pipelines, flow into the node is negative and flow out of the node is positive. The complete node flow continuity relationship is descnbed below: ^ (- W001 - W003 + W012 + W021 ) + Wdemands = 0 (3 equation 47 3 Each node in the piping network has a corresponding flow continuity equation. If the network consists of N nodes with all external flows or demands into and 3 out ofthe network known, there exists N-1 independent equations describing the flows in the pipelines. Notice that the node flow continuity equation (equation 3 47) is linear. Q In order to determine the flow rate in each pipeline, there must be as many independent equations as pipelines with unknown flow rates. The node Q equations only provide N-1 independent equations. The second Kirchoff law IS used to develop the remaining equations necessary for the determination of iQ the pipeline flow rates. 3 Kirchoff's Second Law: The Loop Energy Equation r\ The network nodes are interconnected by pipelines, generating closed circuits or loops within the system. Kirchoff's second law states that the algebraic r-\ sum of the pressure drop (or energy loss) caused by the flow of fluid around a loop must equal zero. In other words, after completely tracing a loop, all ofthe Q pressure energy must be accounted for. 3 3 Q Piping System Analysis 39 CM-V0808 PIPE-FLO Compressible Figure 15 illustrates a network that will be used to demonstrate how the loop equations are developed. 40 Figure 15 The network, which includes 5 pipelines and 4 nodes, consists of two loops. All of the nodes have flow demands. In developing the loop pressure drop equations, node AA will be used as the starting point for both loops. The first loop traces around pipelines 2, 4, and 3. The second loop traces around pipelines 1, 5, and 2. In this document, the sign convention for the pressure drop around the loop is positive for the clockwise direction and negative for the counterclockwise direction. Ifthe flow in a pipeline is in a clockwise direction, the pressure drop in the pipeline is given a positive (+) value If the flow in the pipeline is in a counterclockwise direction, the pressure drop in the pipeline is given a negative (-) value. For the system shown in Figure 15, the following loop pressure loss equations are developed: Loop 1 (-dP2) + (-dP4) + (-dPa) = 0 equation 48 Loop 2 dPi+ dP5+ dP2= 0 equation 49 Piping System Analysis CM-V0808 ^ PIPE-FLO Compressible 3 3 Notice that in pipelines 2, 4, and 3 the flow directions are counter to the 3 established standard clockwise loop direction. Therefore, the pressure drops in these pipelines are assigned a negative value. In a network, every non- 3 overiapping loop provides one pressure drop equation. In the Figure 15 network, the loop with pipelines 1,5,4, and 3 is an overiapping loop so its pressure drop 3 equation is not independent. Now all of the necessary information is available for the development ofthe equations descnbing the network. With all demand 3 flows known, the following equations can be used to solve the network in Figure 15. 3 3 3 Node AA: -WD4 + WI + WS- W2 = 0 NodeAB:-Wi + WD2+W5=0 Q NodeAC :-W5-W4 +WDI + W2=0 equation 50 3 ^ The loop pressure drop equations are: Loop 1 3 (-dP2) + (-dP4) + (-dPs) = O Q equation 51 3 Loop 2 Q dPi + dP5+dP2= O equation 52 3 Notice that there are now flve independent flow rate equations for the solution 3 of the five-pipeline network. In review, if all ofthe external demands are known in the network, there must be as many independent flow equations as pipelines in the network. The node equations provide N-1 independent flow equations, with N being the number of nodes in the network. The network loop pressure drop equations supply the Q remaining equations necessary to solve for the flow rate in each pipeline. 3 3 ^ Piping System Analysis 41 CM-V0808 PIPE-FLO Compressible Solving Systems with Unknown Demands If a network is supplied from two or more pressure sources, then the flow of the fluid into or out of the network is not fixed but is a function of the pressure driving the fluid into the network. In other words, the demands into or out of the network are unknown at these pressure sources, and an equation must be developed to describe them. Since the pressure is fixed, it is not a function ofthe flow rate. In PIPE-FLO Compressible, nodes with a specified constant pressure are referred to as Pressure Sources. At a Pressure Source, the pressure is fixed at a specific value. This fixed pressure affects the flow rate in each network pipeline. A constraint in PIPEFLO Compressible is that each network must have at least one set Pressure Source, The Pressure Source is used to supply a starting pressure point for the system pressure calculations. 42 Figure 16 in Figure 16, there are three pressure nodes which are represented by a pressure gage symbol. Between any two Pressure Sources there exists a pressure difference. This difference is accounted for in a "pseudo" or fictitious loop. A pseudo loop consists of a path of pipelines in the network which connects two Pressure Sources. A fictitious pipeline is installed outside the actual network to connect the Pressure Sources, completing the loop. The pressure drop in the pseudo loop is fixed at a value that accounts for the difference in the set pressures of the two Pressure Sources. Equations 53 and 54 represent the pseudo loops forthe network in Figure 16. Piping System Analysis CM-V0808 3 3 3 3 PIPE-FLO Compressible Pseudo loop 1 dp8+dP3-dP7= 125-115 Q equation 53 equation 54 3 Pseudo loop 2 Q dP6-dPi-dP8= 120-125 3 Notice that with three Pressure Sources there are two pseudo loop equations. 3 This can be carried further to show that for P Pressure Nodes there are P-1 ^ independent pseudo loop pressure drop equations. Q Solving the Network r\ The network solution can be represented as two vectors, the loop mass flow vector and the pressure vector. The mass flow rate in each independent loop r\ in the network is represented by each coordinate of the loop mass flow vector (vectors are denoted with boldface type): 3 W = (Wl,W2, W#ioops) 3 equation 55 Q The pressure at each network node is represented by each coordinate of the pressure vector. The size of the pressure vector will be equal to the number of Q nodes in the network for which the pressure is not fixed. ^ P=(P1,P2 , P#nodes) ^ equation 56 3 The loop mass flow vector and the pressure vector can be combined into one Q vector, X, that contains all of the system variables: ^ X = (Wl, W2 W#loops, P1, P2 , P#nodes) equation 57 3 The flow rates and pressures in this vector by deflnition satisfy Kirchoff's first Q and second laws, respectively. 3 Piping System Analysis 43 CM-V0808 PIPE-FLO Compressible Penalty Function Using the variable naming convention discussed above, Kirchoff's laws are satisfied by any values we assign to the pressure and loop flow vectors. In order to balance the network, we must find the pressure and loop flow vectors which simultaneously satisfy all of the elemental equations (Fanno flow and isentropic area change equations). Various techniques exist to search for the solution vectors (discussed below). All of these techniques depend on the concept of a penalty function. A penalty function is a measure of how close a given vector X is to the solution vector denoted by X*. The smaller the penalty, the closer the vector is to the solution. For a single element, the mass flow rate and the pressures at either end (W, Pin, and Pout) can be assigned from the coordinates of the vector X. A penalty forthe element can then be computed, indicating how much the assigned values W, Pm, and Pout deviate from the values which would satisfy the elemental relationship. The total network penalty is the sum of the penalties produced from each element For a balanced network, the total network penalty should equal zero. Thus, the problem of balancing the network becomes a problem of minimizing the total network penalty, which in turn is the sum of E elemental penalty functions Single Element Penalty The following example illustrates the penalty function produced by a single element From the equations of simple one dimensional compressible fluid dynamics, we know that we can compute Pout if Pm and W are known. If the values (W, Pm, and Pout) are assigned to an element, the penalty can be computed by finding the magnitude of the difference between the assigned Pout and the value for Pout calculated from the assigned Pm and W. For example, suppose that Pm is fixed at 10000 and W = 60. Using the equations of compressible fluid dynamics, we determine that Pout should equal 9500 - this satisfies the elemental relationship. However, if Pout was assigned a value of 8000, the value of the penalty for the element would be 9500 ~ 8000 = 1500, 44 Piping System Analysis CM-V08Q8 3 3 3 3 PIPE-FLO Compressible Network Penalty Pout From the description above, we can now move onto the concept of a network O penalty. Figure 17 below shows a simple network composed of two pipes connected in series with fixed pressures set at the network inlet and outlet. 3 3 3 3 3 3 3 3 3 3 w Figure 17 The network contains one pseudo-loop connecting the two pressure sources, and one Internal node where the pressure is not fixed. Thus, both the loop flow vector and the pressure vector have one coordinate For this example, we will denote the loop flow as W and the pressure at the intermediate node as P. The fixed pressures at the system inlet and outlet have values of Pm and Pout, respectively. If we assign values to W and P we can compute the total network penalty for the system as follows: Q 1 Compute the penalty for element A using the values W, Pin, and P. 2 Compute the penalty for element B using the values W, P, and Pout, 3 Add the elemental penalties found in steps 1 and 2. Many penaity minimizing techniques produce an improved estimate for the assigned values (W, Pm, and Pout) by approximating the gradient ofthe penalty function. Therefore, we would like the gradient of the penalty funcfion to point towards coordinates which satisfy the elemental relationship. 3 3 3 3 3 3 3 f) Piping System Analysis 45 CM-voeoa PIPE-FLO Compressible Convergence Methods The network balancing calculations incorporate a numberof advanced numerical solution techniques, including three penalty minimization techniques (steepest descent. Hardy Cross, and a genetic algorithm) as well as a flow averaging algorithm, a pressure averaging algorithm, and the Newton-Raphson method. The program performs the network balancing calculations using a combination of these methods, choosing the best method to drive the solution. This insures that the best method is used for each type of system during all phases of the calculation process. The steepest descent, Hardy Cross, genetic algonthm, flow averaging, and pressure averaging methods are discussed below. The methodology of the Newton-Raphson method was discussed in a previous section Steepest Descent Recall that a penalty function is a measure of how close a given vector X is to the solution vector denoted by X*. The smaller the penaity, the closer the vector is to the solution The steepest descent method is a minimization technique that depends on the gradient of the penalty function. Essentially the steepest descent method consists in the following: 1 Begin with an initial estimate for the system vector X. 2 Compute the gradient of the total penalty function at the current estimate 3 Generate an improved estimate as follows: X,*i = X,-<V[penalty(X)] equation 58 It should be noted that for sufficiently complex systems, it is difficult, if not impossible, to directly compute the gradient ofthe penalty function. In this case, one can approximate the gradient by perturbing each of the system variables in turn and recording the change in total penalty. The approximate gradient is given by the following equation: vpenalty(X) = {[penalty(xi + ,x, X2, xa, ...) - penalty(X)]/.x, [penalty(xi, X2+ .x, xa,...) - penalty(X)]/.x, ...} equation 59 46 Piping System Analysis CM-V0808 Q PIPE-FLO Compressible O 3 For each iteration of the steepest descent method, the penalty function must 3 be evaluated (n+1) times in order to compute the approximate gradient, here n IS equal to the number of system variables. This can be very time consuming 3 for large systems. Also, the value of ( must be determined so as to be large enough that the penalty of the new estimate is significantly decreased, but 3 not so large that the new estimate overshoots the minimum penalty along the gradient direction. One way to flnd the correct < is to proceed along the gradient 3 in small increments, evaluating the penalty function at each step, continuing until the penalty function starts to increase, at which point backtrack and zero 3 in on the minimum along the gradient direction. This is also a time consuming process. Another thing to note about the steepest descent method is that it can easily Q be caught in local minima. If the penalty function only had one local minimum (which then would also be the global minimum) the steepest descent method Q would be guaranteed to converge on this minimum, no matter what the initial estimate. However, even simple systems can have penalty functions that contain /Q multiple local minima. An initial estimate close to a local minimum would be drawn into that local minimum, thereby missing the desired global minimum (Q at which the solution to the network can be found. Thus, convergence of the steepest descent method can depend greatly on the initial estimate. 3 3 3 3 3 3 3 Hardy-Cross The Hardy-Cross method, which is used to solve incompressible fluid networks, is a vanant of the steepest descent method. In the Hardy-Cross method, only the loop fiow system variables are perturbed and adjusted accordingly. This significantiy reduces the number of penalty function evaluations which must be performed, while maintaining some of the favorable characteristics of the steepest descent method. After each iteration ofthe Hardy-Cross method, the pressure variables must be maintained by means of projecting them into the system from fixed pressure sources using the newly estimated flow rates. It should be noted that since the Hardy-Cross method is a minimization technique Q based on the gradient, it too can fall prey to local minima. Q Genetic Algorithm 3 A genetic algorithm is a minimization technique which does not depend on the gradient and thus is not hindered by local minima. The central concept of a genetic algonthm is to store a population of P data structures called 3 Piping System Analysis 47 CM-V0808 PIPE-FLO Compressible chromosomes in computer memory. Each chromosome contains a record of one system vector estimate. The total penalty can be computed for each chromosome by applying its system vector to the network. Chromosomes which have lower associated penalties are more "fit" than chromosomes with greater penalties. By the principle of "survival ofthe fittest," a percentage ofthe chromosome population with the lowest penalties survive to the next iteration of the algorithm, while the rest are deleted from memory. The resulting free space is then filled with chromosomes spawned from the lucky survivors using a combination algorithm which exploits the fact that minima tend to be centered between chromosomes with low penalties. The goal ofthe combination process is to produce a few children chromosomes with penalties lower than that of their parents' chromosomes In order for the genetic algorithm to be robust, there must exist some mechanism by which chromosomes can diverge from one another to explore previously uncharted regions ofthe solution space. The process of mutation provides this mechanism. After the combination cycle of a generation of chromosomes is complete, a number of chromosomes are randomly selected from the population to be mutated. Mutation involves adding or subtracting a random amount from each of the onginal chromosome's system variables. Dunng the early iterations of a genetic algorithm, the magnitude of mutation should be relatively high, which has the effect of enabling the chromosomes to be more mobile and to travel quickly into regions of low penalty. As the algorithm progresses, the chromosomes tend to cluster around regions of low penalty. At this stage, large mutations rarely have beneficial results, whereas genetic combination and small mutations in the correct direction may produce a significant decrease in penalty function. Flow Averaging The flow averaging method calculates the pipeline flow rates in the following way: For each pipeline, a flow rate is calculated from the pressures at its endpoints. Note that these calculated flow rates will not necessarily satisfy KirchofTs first law (continuity at the nodes) until the program is close to converging to a solution. The next step is to balance all ofthe flow rates at the nodes while still remaining as close as possible to the flow rates that were calculated from the endpoint pressure values. To do this, a weighted linear least squares method is used. 48 Piping System Analysis CM-V0808 3 O 3 3 3 3 3 3 3 3 3 3 3 3 PIPE-FLO Compressible Pressure Averaging The pressure averaging method calculates the nodal pressures in the following way: Suppose we have a node A that has three pipelines connected to it with nodes B, C, and D at the opposite ends of these pipelines (refer to Figure 18). Each of these nodes has a pressure value associated with it. Using the pressure value at each node opposite of A and the flow through the corresponding pipeline, a pressure value at node A can be calculated. This will give three different pressure values which are then averaged to determine a new pressure value at node A, This process is done for each node in the system (except fixed pressure sources). Once the average pressure values are calculated for the entire network, the process is repeated and new average pressure values are obtained. These new average pressures are compared to the previously calculated average pressures. Until the change between the calculated average pressures is below a predefined threshold, the averaging process is repeated. B P2 Pi D# • •^^ #C 3 A Q Figure 18 3 3 3 3 3 3 3 ^ Piping System Analysis 49 CM-VO8O8 PIPE-FLO Compressible Standard Flow Rate Units A standard flow rate is the gas flow rate expressed at standard conditions of temperature and pressure. The following standard US flow rate units are available in PIPE-FLO Compressible: scfm (standard cubic feet per minute) scfh (standard cubic feet per hour) scfs (standard cubic feet per second) These units are based on a reference condition of 60°F and 14.7 psia. The following standard metric fiow rate units are available in PIPE-FLO Compressible: smVmln (standard cubic meters per minute) smVhr (standard cubic meters per hour) srxfis (standard cubic meters per second) These units are based on a reference condition of 15"C and 1.01325 bar a. References 1 Crane, Crane Technical Paper 410, Flow of Fluids through Valves, Fittings, and Pipe, 24th printing. Crane Company 1988. 2 Jeppson, Analysis of Flow in Pipe Networks, 4th edition, Ann Arbor Science Publishers, Inc 1981. 3 Vennard, Elementary Fluid Mechanics, fourth edition, John Wiley & Sons, Inc., New York, London, 1961. 4 Streeter - Wylie, Fluid Mechanics, Sth edition, McGraw Hill, Inc., New York, 1985. 5 Hodge and Koenig, Compressible Fluid Dynamics with Personal Computer Applications, Prentice Hall, Englewood cliffs. New Jersey, 1995. 6 Nichols, Compressible Fluid Flow in Networks of Frictional Pipes: Problem Solving through Graphical Analysis and Genetic Algonthms, Pacific Lutheran University, 1999. 7 Shapiro, The Dynamics and Thermodynamics of Compressible Fluid Flow, vol 1, Ronald Press, New York, 1953. 8 Lindeburg, Mechanical Engineenng Reference Manual, 8th edition. Profes- sional Publications, Inc., Belmont CA, 1990. 50 Piping System Analysis CM-V0808 CONTROL VALVE SELECTION Introduction The sizing and selection of valves is based upon many piping system vanables PIPE-FLO Compressibles's control valve selection module analyzes the operation of the valve while taking into account the hydraulic characteristics ofthe system. The source document for the sizing calculations used in PIPE-FLO Compressible's control valve selection module is the American National Standard Institute, Instrument Society of America standard ANSI/ISA-S75.01-1985 (R 1995) Flow Equations for Sizing Contro! Valves. PIPE-FLO Compressible provides a quick and effective means of evaluating various valves using the ANSI/ISA standard. The specific formulas from this standard used are supplied in this reference book. When there is a discrepancy between the standard and the reference book, the standard takes precedence. The majority of valve manufacturers have adopted the ANSI/ISA standard for the sizing of their valves and they provide the necessary factors in their valve catalogs. When there is a discrepancy between a valve manufacturer's data and the data presented in the supplied catalog disks, you should contact the valve manufacturer. A few valve manufacturers have developed their own propnetary formulas and factors for sizing their valves. PIPE-FLO Compressible does not use any proprietary method for sizing valves. Using the ANSI/ISA standard allows the valves from vanous manufacturers to be compared with the same approach, thus insuring that the best valve is selected for the application, PIPE-FLO Compressible's control valve selection module is not intended to be used to design or test valves. Control Valve Selection 51 CM-V0808 PIPE-FLO Compressible Sizing Valves For Liquid Service The equations for the flow of a non-compressible fluid through a valve as described by the standard and used in PIPE-FLO Stock's control valve selection module are as follows: w = N, Fp FR C, {dP/py equation 1 Ng = conversion coefficient Cv = valve flow coefficient, dimensionless Fp = piping geometry factor, dimensionless FR = Reynolds number factor, dimensionless (FR = 1 for turbulent flow) dP = pressure drop across the valve (P^-PJ, pressure units p = fluid density, mass/unit volume Cv Valve Flow Coefficient The flow coefficient (Cv) describes the flow vs pressure relationship through a valve. By definition, Cv is the number of gallons per minute of 60"F water which will pass through a valve with a fixed pressure drop of 1 psi. The valve manufacturer supplies the Cv value of the valve for various valve body types, sizes, trim characteristics, and valve positions. The Cv value stored in the valve catalog is a function of the valve travel at 5%, 10%, 20% and every subsequent 10% of rated travel up to and including 100% PIPE- FLO Compressible performs a linear interpolation to determine the Cv values for positions between the increments found in the valve catalog. 52 Control Valve Selection CM-V0808 3 O 3 3 3 3 3 PIPE-FLO Compressible Fp Piping Geometry Factor The Cv values for valves are obtained experimentally by installing the valve in a straight run of pipe without any inlet or outlet reducers. Since many applications of valves do require reducers, the Fp factor takes into account the effects of the inlet and outlet reducers The Fp factor is defined as the ratio of the valve Cv installed with reducers lo 3 the rated Cv ofthe valve installed without reducers. The following equation can be used to determine Fp: Fp = (((KsuMC/)/(N2Dv^))+ir^ 3 equation 2 3 3 Kjyj, = K, + KJ + KJ, " K, 3 K^ = inlet reducer resistance coefficient 3 1^2" outlet reducer resistance coefficient 3 Kg. = inlet Bernoulli coefficient N2 = conversion coefficient Dv = nominal valve diameter B2 equation 3 31 Kg2 = outiet Bernoulli coefficient PIPE-FLO Compressible calculates the values of the coefficients with the Q following equations as found in the standard: K, = 0.5 (1 - (D//D,=))= equation 4A K,= 1.0 (1-(D//D/))^ 3 3 3 equation 4B O K^ = 1 - {DJD^r Q equation 4C 3 3 Q Control Valve Selection 53 CM-VOSOS PIPE-FLO Compressible K = 1 - (DJDy equation 4D D = nominal pipe diameter D^ = nominal valve diameter 1 = inlet 2 = outlet PIPE-FLO Compressible also performs the Fp calculations during valve selection. The Fp factor is incorporated into the search value of Cv This insures that the valve is selected based upon the installed piping arrangement. If a valve Is evaluated that requires reducers, the following compensation is made to the "search" value for Cv: Cv (search) = Cv (full size)/Fp If the flow through the valve is in the laminar and transition range, the standard states that pipe reducers are not to be installed around the valve. The value of Fp is therefore not factored into the sizing equation for the laminar and transition ranges. During sizing calculations, a turbulent flow check is performed, ff the flow is found to be in the laminar or transitional range, the program does not consider reduced size valves as a valid option. Non-turbulent Flow ff the flow through the valve is non-turbulent (due to a high fluid viscosity or low flow rate) a correction factor is added to the sizing equation to correct for the non-turbulent conditions. For fully turbulent flow, the correction factor (FR) is assumed to be 1. For flow in the laminar range, the Cv value can be calculated directly, eliminating the need to calculate the value of FR. When the flow is in the transition range, the FR value is calculated and used in the general sizing equation (equation 1). 54 Control Valve Selection CM-V08D8 o 3 3 3 3 3 3 3 3 3 3 3 3 3 PIPE-FLO Compressible Non-turbulent Flow and Valves with Close-coupled Reducers The ANSI/iSA-S75.01-1985 (R 1995) standard states that for non-turbulent flow conditions, the effect of close-coupled reducers is not known. Thus, when the specified design condition is in the non-turbulent region, PIPE-FLO Compressible does not automatically select valves which are smaller than the pipeline size. However, users can manually select valves that are smaller than the pipeline size. In these cases, Fp = 1 is assumed. The correction factors for laminar and transitional flow are described below: Laminar Flow The Cv calculation for the laminar flow range is as follows: Cv = (1/Fs)(wM/NsdP)2'3 Q equation 5 Ng = conversion coefficient Fg = laminar flow factor, dimensionless w = mass flow rate p = fluid viscosity (absolute) O The value of Fs is determined by manufacturer testing and is stored in the valve catalog Note that for each valve body type, the same value of Fs is used for Q flow to open, flow to close, and full and reduced seated trims. Transitional Flow Q When the flow is in the transitional range, the value of FR varies depending on what type of calculation is being done. 3 In valve sizing calculations, the following formula is used for FR: 3 FR = 1.044 - 0.358 {CJCJ ° equation 6 Cvs = the Cv value for laminar flow (3 (equation 5) Cvt = the Cv value for fully developed (3 turbulent flow (equation 1, without Fp) 3 Q Control Valve Selection 55 CM-V0808 PIPE-FLO Compressible When calculating the flow rate, the following formula is used for FR: FR = 1.004 - 0.358 (w/wj o^ae equation 7 w^ = the mass flow rate for laminar flow (equation 5) w, = the mass flow for fully developed turbulent flow (equation 1) Once FR IS calculated using either equation 6 or equation 7 above, it is inserted into the general sizing equation (equation 1). ff the FR value calculated is less than 0,48, the flow through the valve is laminar and equation 5 is used in all sizing calculations. When FRIS greater than 0.98, the flow is considered turbulent and equation 1 is used with FR set equal to 1. Whenever the flow through a valve is non-turbulent, a laminar line is displayed on the Flow vs dP and %Open vs Flow Graph Windows, Choked Flow Conditions As the inlet pressure to the valve is held constant and the outlet pressure is decreased, the flow rate through the valve will increase. This is true until the static pressure at the vena contracta (the point of lowest pressure in the valve) falls below the vapor pressure of the fluid. The maximum pressure drop and flow rate for the valve have been reached and choked flow occurs, resulting in either cavitation or flashing. If the outlet pressure is greater than the vapor pressure of the liquid, cavitation occurs. If the outiet pressure is equal to or less than the vapor pressure of the liquid, flashing occurs. The calculation ofthe choked flow and pressure conditions are as follows: QMAX = N,F,,C„((P,-PJP)>'^ equation 8 N6 = conversion coefficient QMAX = maximum mass flow rate Pvc = absolute pressure at vena contracta FLP = liquid pressure recovery factor with reducers installed, 56 Control Valve Selection CM-V0808 3 3 3 3 PIPE-FLO Compressible O 3 dimensionless The value of Pvc can be calculated from the following formula: 3 Pvc = P, equation 9 Fp = liquid cntical pressure ratio factor, dimensionless P^ = vapor pressure at inlet Q temperature The value of QMAX is displayed on the Flow vs dP and %Open vs Flow Graph 3 Windows when choked flow conditions occur in the specified flow rate range. ^ F^ Liquid Pressure Recovery Factor 3 The liquid pressure recovery factor, FL, IS a measure of the valve's ability to convert the kinetic energy of the fluid at the vena contracta back into pressure. 3 The internal geometry of the valve determines the value of FL. It is a function of the direction of flow through the valve, the valve position, and whether the 3 valve has a full or reduced seated trim. r~\ The values of FL used in PIPE-FLO Compressible's control valve selection module are supplied in the manufacturer's catalog FL values are stored for Q each valve body type for fiow to open, flow to close, and full and reduced seated trims at 10% increments of valve position. 3 if a manufacturer does not provide a value for a particular condition, the program will display a warning message and allow the user to enter a value. It is strongly 3 recommended that users consult with the manufacturer for the suitability of the 3 3 3 3 valve to operate under such conditions. If reducers are installed around the valve, their effects are factored into the value Q of FL. A new factor, called FLP, is calculated and used in the valve sizing equation for non-compressible fluids with reducers. FLP is calculated as follows. 3 FLP = FJ(F,- (K, +K3,)/N2)(C,^/ DV-)^ + 1]-'^ Q equation 10 NJ = conversion coefficient Control Valve Selection 57 CM-V0808 PIPE-FLO Compressible Fp Liquid Critical Pressure Ratio Factor The liquid critical pressure ratio factor, FF, is the ratio of the apparent vena contracta pressure of the liquid under choked flow conditions to the vapor pressure of the liquid at the inlet temperature. The following equation (as found in the standard) is used to calculate the value of FF used in the choked flow equations: Fp = 0,96-0.28 (P,/P/' equation 11 = critical pressure ofthe liquid P = vapor pressure of the liquid The above equation is based on the assumption that the fluid is always in thermodynamic equilibrium. Because this is usually not the case for a liquid as it flashes across a valve, the flow rate predicted using equation 11 will be less than the actual flow rate. 58 Control Valve Selection CM-voaoe 3 3 3 3 PIPE-FLO Compressible 3 O 3 3 3 3 Sizing Valves for Compressible Service The equations for the flow of a gas or vapor through a valve as described by 3 the standard and used in PIPE-FLO Compressible's control valve selection module are as follows: ^ w = N,FpC^Y(XP,p)>'' Q equation 12 Ng = conversion coefficients w = mass flow rate X = ratio of pressure drop to absolute inlet static pressure dP/P.,, dimensionless Y = expansion factor, dimensionless p = density of the fluid, mass per unit volume 3 The piping geometry factor (Fp) is identical to the one used in the calculations for non-compressible fluids. The Reynolds factor (FR) is not used in the gas 3 sizing equation because for a gas it can be assumed that the flow through a valve is always turbulent. The values of Y and X are unique to the gas sizing 3 equation and are explained below. 3 Y Expansion Factor Q The expansion factor (Y) accounts for the change in the fluid density as it passes from the valve inlet to the vena contracta. The value of Y is affected 3 by the following factors: 1 Ratio of the valve trim area to the inlet area 2 Shape of the flow path 3 Pressure drop ratio (X) 3 4 Ratio of specific heats (k) of the fluid. Q The effect of items 1,2, and 3 are accounted for in the pressure drop ratio factor, XT. The value of XT is determined experimentally for each valve. XT factors Q are supplied in the manufacturer's catalog. 3 Q Control Valve Selection 59 CM-V0808 PIPE-FLO Compressible The effect of item 4 is accounted for by using the ratio of specific heat factor, Fk. The calculated value of Y is detemiined by the following equation: Y = 1 - X /(3 Fk X^) equation 13 (limits0.67<Y< 1.0) Fk = ratio of specific heat factor, dimensionless X = ratio of pressure drop to absolute inlet static pressure dP/PI, dimensionless XT = pressure drop ratio factor, dimensionless Ratio of Pressure Drop to Inlet Pressure (X) The value of X is the ratio ofthe differential pressure to the inlet static pressure X is defined in the standard as follows: X = (P, - P^ )/P, equation 14 (limit X = XT Fk) As the differential pressure increases and the inlet pressure is held constant, the value of X increases. This results in a higher mass flow rate through the valve. The value of X continues to Increase until it equals XT Fk. This corresponds to a minimum value of 0.67 for Y. When this condition occurs, the flow through the valve is sonic. Once sonic flow is achieved, the reduction of outiet pressure has no further effect on the mass flow rate through the valve. PIPE-FLO Compressible's control valve selection module program checks for sonic or choked flow and indicates when these conditions exist. 60 Control Valve Selection CM-V0B08 3 3 3 3 3 PIPE-FLO Compressible Fk Ratio of Specific Heats Factor The flow rate through a valve is affected by the ratio of specific heats for the compressible fluid. The factor Fk accounts for this effect. The standard uses the following formula to determine Fk. 3 Fk= k/1.40 equation 15 o o 3 Q Rated Pressure Drop Ratio Factor (XT) 3 3 3 3 k = ratio of specific heats The ratio of specific heats (k) can be found in fluid tables for most common gases The value of XT is determined expenmentally and supplied by the valve manufacturer. The valve catalog stores XT values for each valve body type for flow to open, flow to close, and full and reduced seated trims at 10% increments of valve position, ff a manufacturer does not supply a value forXT, the valve is not suitable for use with compressible fluids, ff a manufacturer only provides a partial data set for XT, the user is given the opportunity to manually enter a value. Users are strongly urged to contact the manufacturer to insure that the valve is suitable for a particular application. 3 It there is a reducer on the valve inlet, its effect must be factored into XT, resulting In a new factor designated as XTP. The value of XTP is calculated by 3 the following equation: Q x,p = (XT / X, K„ C//(N, Dv^)) + 1]-^ equation 16 3 3 3 3 3 Q Control Valve Selection 61 CM.V0808 Ng = conversion coefficient PIPE-FLO Compressible References American National Standard Institute, Instrument Society of America Stan- dard, Flow Equations for Sizing Control Valves, ANSI/ISA-75.01-1985 (R 1995), sponsor Instrument Society of America, Research Triangle, 1995. Les Dnskell, "Control-Valve Selection and Sizing," first edition, Instrument Society of America, Research Triangle, 1983. J.W. Hutchison, "ISA Handbook of Control Valves," second edition, InstrumentSociety of America, 1976. Crane, Crane Technical Paper 410, "Flow of Fluids through Valves, Fittings, and Pipe" twenty-fifth printing, Crane Company 1988. Vennard, "Elementary Fluid Mechanics" fourth edition, John Wiley & Sons Inc.. New York, 1961 62 Control Valve Selection CM-VQ808 FLOWMETERS Introduction The flow meter provides a differential pressure which is related to a known rate of flow through the meter. PIPE-FLO Compressible's flow meter sizing feature calculates the size of an opening in a flow meter to achieve the desired pressure drop forthe design flow conditions. Venturi, nozzle, and fiat piate orifice differential pressure flow meters are supported. PIPE-FLO Compressible can also size an orifice to supply a flxed non-recoverable pressure drop for use in balancing flow rates. When sizing flow meters PIPE-FLO Compressible assumes that the mass flow rate through the meter is constant with respect to time. In other words, the flow IS not subject to pulsation. Reference 1 provides a discussion of pulsating flow effects on fluid meters The source documents forthe PIPE-FLO Compressible's meter device are the American Society of Mechanical Engineers standards ASME MFC-3M-1989 (Reference 1) and ASME MFC-14M-1995 (Reference 2), PIPE-FLO Compressible's flow meter sizing feature is designed to provide a quick and effective means of sizing differential pressure flow meters using the referenced ASME standards Specific formulas from these references are supplied in this reference book. When there is a discrepancy between the standards and this book, the standard takes precedence. Flow Meters 63 CM-V0808 PIPE-FLO Compressible Sizing Flow Meters The general sizing equation forthe flow of a fluid through a differential pressure fiow meter as described by the standard and used in PIPE-FLO Compressible's flow meter sizing feature is: q^ = 0.09970190FaCY^p2D2(h^Pj/(1-p^))^'2 equation 1 qm = mass rate of flow (lb/sec) Fa = thermal expansion correction factor C = discharge coefficient Y1 = expansion factor based on upstream pressure D = upstream internal pipe diameter in inches at measured temperature (68"F) P = diameter ratio (orifice diameter/pipe diameter, d/D) hw = differential pressure (inches H20) pfl = density of fiowing fluid at upstream conditions (Ib/ft3) Discharge Coefficient The actual flow rate through the meter is seldom equal to the theoretical flow and usually turns out to be less than the theoretical flow. In order to account for this difference, a discharge coefficient C is introduced into the flow equation. C = actual flow rate/theoretical flow rate equation 2 64 Flow Meters CIVI-V0808 PIPE-FLO Compressible Thermal Expansion Factor If the meter is used at a temperature that differs from the temperature at which it was manufactured, the thermal expansion of the meter must be taken Into account. Fa is the thermal expansion correction factor. The value of Fa depends on the meter material, the pipe material, and the temperature of the process fluid. The following equation is used to determine Fa. Fa = 1 f [2/(1 - P^_)]Iap, - p^_ ap][t -1, J equation 3 ttp = thermal expansion factor of the pipe (in/in/"F) ttp^ = thermal expansion factor of the flow meter (in/in/"F) t = temperature of the flowing fluid ("F) *meas ~ Teferonce temperature for measured bore (68"F) P„„ = diameter ratio at the reference temperature (68°F) Fluid Compressibility When a fluid flows through a meter, there is a pressure drop as it passes through the constriction. When a compressible fluid (a gas or vapor) flows through a meter, the resulting pressure drop causes a change in fluid density at the constnction. As a result, the fluid densities at the meter inlet and within the meter are different. The expansion factor corrects for density differences between pressure taps due to expansion to the lower pressure. It is equal to one for incompressible fluids and less than one for compressible fluids. The expansion factor equation for each flow meter is given below. Flow Meters 65 CM-V0808 PIPE-FLO Compressible Orifices Y^ = 1 - (0.41 + 0 35p^)(hJ27.73kp,) equation 4 Y^ = expansion factor based on upstream pressure k = isentropic exponent (specific heat ratio) p^ = static upstream pressure of the fluid (psi) Nozzles and Venturi Tubes Y, ~ {[kT^/ik - 1)][(1 - p^)/(1 - ^'-C^M'i - T(k-1)*)/(1 - T)]}1'2 equation 5 T = pressure ratio, Pj/p, Calculating Discharge Coefficients In order to solve the meter equation, a value for the discharge coefficient, C will have to be found. One means of arnving at the meter flow coefficient is to install the meter in a test stand and generate a calibration curve. This method is expensive and time consuming, and fortunately it is not necessary in most cases. A considerable number of tests have been performed on various meter combinations and geometries, and a set of equations have been developed to calculate the value of the discharge coefficient. These coefficients fail within the range of experimental accuracy. Except for small bore orifices, the coefficients used in PIPE-FLO Compressible's flow meter sizing feature are those listed in Reference 1. Small bore orifices are covered by Reference 2. The formula used to calculate the value ofthe coefficient depends on the meter type and manufacturing method or pressure tap arrangement used to measure the differential pressure. The most common meter types are supported by the program. These types are: orifices (corner, flange, ID - VzD, and balancing), small bore onfices (comer groove and flange), flow nozzles (1D - VzD), venturi tubes (rough-cast rough-welded, and machined convergent). The discharge coefficient for each type of meter is given below. 66 Flow Meters CM.V0808 3 3 3 3 PIPE-FLO Compressible Orifices Corner Taps 3 Corner taps are located such that the tap holes break through the wall flush with the faces of the meter plate. The discharge coefficient for corner taps is 3 as follows: Q C = 0.5959 + 0.0312p2i - 0 1840p« + 91.71p2 5R^-o75 equation 6 3 3 3 Rp = Reynolds number = 22738 q^/^iD Flange Taps Flange pressure taps are located so that the inlet tap is 1 inch from the upstream Q face of the meter plate and the outiet tap is 1 inch from the downstream face ^ of the meter plate. The discharge coefficient for flange taps when D > 2.3 in. Q IS as follows. C = 0.5959 + 0.0312p2-i - 0.1840pe + 0.0900D--'p'»(1 - p'')"^ 3 - 0.0337D-ip3 + 91.7ip2-5Rp-°^s Q equation 7 Q For flange taps when 2 < D < 2,3 in,. C = 0.5959 + 0.0312p2i - 0,1840p8 + 0.0390D-^P''(1 - p'^)-^ 3 - 0.0337D-^p3 + 91.71p"Rp-'>« Q equation 8 3 1D-%D Taps Q 1D - V^D pressure taps are located so that the inlet tap is a distance of one pipe ^ diameter upstream of the meter plate inlet face and the outlet tap is located a Q distance of one half pipe diameter downstream of the meter plate inlet face. The discharge coefficient for 1D - "540 taps is as follows- 3 C = 0.5959 + 0.0312p2i - 0.1840p« + 0.0390p^(1 - P'^)"^ -0.01584p3 + 91.7ip2%-<'75 equation 9 3 3 Q Flow Meters 67 CM-V0B08 PIPE-FLO Compressible Balancing For the balancing orifice, the discharge coefficient is the same as that for the ID - ViD tap arrangement For small bore balancing orifices, the discharge coefficient is the same as that for the corner tap arrangement. Small Bore - Corner Taps Corner pressure taps are located In annular grooves on each side ofthe plate. The discharge coefficient for small bore corner taps is as follows: C = [0,5991 + 0.0044/D + (0,3155 + 0.0175/D)(p^ + 2^^^ - + [0.52/D - 0.192 + (16.48 - 1.16/D)(P'' + 4p^6)][(1 - p^ yRoV^ equation 10 Small Bore - Flange Taps Flange pressure taps are located so that the inlet tap is 1 inch from the upstream face of the meter plate and the outiet tap is 1 inch from the downstream face ofthe meter plate. The discharge coefficient for small bore flange taps is as follows. C = [0.5980 + 0.468(p^ + 10^'^)] (1 - p" + (0.87 + 8.ip'')[(1 -p" )/RDr^ equation 11 Flow Nozzles The upstream tap is located a distance of one pipe diameter upstream from the plane ofthe nozzle inlet face. The downstream tap is located either in the nozzle throat or one half pipe diameter from the nozzle inlet face. Location of the downstream tap beyond the plane of the nozzle exit end is not permitted. The discharge coefficient for flow nozzles is as follows: C =0.9975-0.00653(10«p/Ro)i'2 equation 12 68 Flow Meters CM-V0808 PIPE-FLO Compressible Venturi Tubes 3 3 3 Q ^ The upstream pressure taps are located a distance of one half pipe diameter p. upstream from the inlet of the convergent entrance. The throat taps are ^ located a distance of one half the venturi throat diameter from the end of the convergent entrance. The venturi discharge coefficient is dependent on the ^ method of manufacture. The discharge coefficients for each type of venturi is Q as follows: Q Rough'Cast and Rough-welded Convergent Q C =0.984 Q Machined Convergent C =0.995 3 O Pressure Loss Q For orifices and nozzles, the pressure loss is the difference in static pressure between a wall pressure measured on the upstream side of the meter where Q the influence of the approach impact pressure adjacent to the plate becomes negligible (approximately ID upstream ofthe meter) and the pressure measured Q on the downstream side of the meter where the static pressure recovery by expansion of the jet may be considered as just completed (approximately 6D Q downstream of the meter). ^ For venturi tubes, the pressure loss is the difference in pressure measured between a point 1D upstream from the upstream end of the venturi and a point ^ 6D downstream from the downstream end of the ventun minus the difference 3 in pressure at those same locations prior to installation of the venturi. Q The equations for the pressure loss are given below, 3 Orifices 3 h={[(1 - - cp^)/[(i - p<r+cmK 3 3 Q Flow Meters 69 equation 13 h = pressure loss (in H^O) C = discharge coefficient CM-V08D8 PIPE-FLO Compressible Nozzles h = (1 +0,014p-2.06p2+ 1.18p^)hw equation 14 Venturi Tubes 15° Divergent Angle h = (0 436 - 0.86P + 0.59p2)h^ 7° Divergent Angle h = (0.218-0,42p + 0.38p2)h^ equation 15 equation 16 Sonic Flow Sonic flow is the maximum flow that can be attained through a meter. It is primarily a function of the pressure rafio, beta ratio, and isentropic exponent As an approximation, PIPE-FLO Compressible considers the flow to approach the sonic velocity when the value of the expansion factor (Y) reaches 2/3. This approximation is intended as a guideline to aid in identifying design conditions which are potentially sonic. 70 Flow Meters CM-V0808 3 O 3 3 3 3 3 3 3 PIPE-FLO Compressible Equation Limits and Discharge Coefficient Uncertainties In the standard, discharge coefficient uncertainty values are given for each type (3 of flow meter. Limits of use for the flow meter equations are also provided. 3 Orifices Uncertainty p =0.20 0.60 0.75 3 10.000 <R,< 103 1^(0.6%)—*|^(P%)_>j I* (0 6 + 61% *^ Q 2000 <Rp< 10.000 I ^ I Limits 2" < D < 36" Q 0.20 0.75 Small Bore Orifices (incerta/nfy O ±0.75% Limits, Corner Taps 0.5" < D < 2.0" 3 0.10<p<0.80 RD> 1000 3 Limits, Flange Taps 3 r'<D<2.0" Q 0.15<p<070 RD> 1000 3 3 3 Q Flow Meters 71 CM-V0808 PIPE-FLO Compressible Nozzles t/ncerta/fify 2% Limits 4" < D < 30" 0.20 0.75 Venturi Tubes Uncertainty 1% Limits, Rough-cast and Rough-welded Convergent 4" < D < 48" 0.30 0.75 Limits, Machined Convergent 2" < D < 10" 0.30 0.75 72 Flow Meters CM-V0808 3 PIPE-FLO Compressible 3 3 ^ Thermal Expansion Factor Limits The Standard has thermal expansion data for the following matenals over the temperature ranges shown: Q Material Temperature Limits, "C Temperature Limits, "F 3 Carbon Steel -198 to 760 -325 to 1400 3 Alloy Steel -198 to 760 -325 to 1400 3 Series 300 SS -198 to 760 -325 to 1400 3 Senes 400 SS -198 to 760 -325 to 1400 3 CrNI 25/20 -198 to 760 -325 to 1400 3 Monel 67/30 -198 to 760 -325 to 1400 3 Monel 66/29 -198 to 760 -325 to 1400 3 Aluminum -198 to 316 -325 to 600 3 Bronze -198 to 649 -325 to 1200 3 Brass -198 to 649 -325 to 1200 3 Wrought Iron -198 to 538 -325 to 1000 3 CuNi 70/30 -198 to 204 -325 to 400 3 3 3 3 3 3 3 3 3 3 3 3 Flow Meters 73 CM-V0808 PIPE-FLO Compressible References American Society of Mechanical Engineers Standard, Measure- ment of Fluid Flow in Pipes Using Orifice, Nozzle, and Venturi (ASME MFC-3M-1989), Issued January 1990. Amencan Society of Mechanical Engineers Standard, Measurement of Fluid Flow Using Small Bore Precision Orifice Meters (ASME MFC-14M-1995); issued June 1995. Crane Technical Paper No. 410, Flow of Fluids Through Valves, Fittings, and Pipe; twenty fourth printing, 1988. 74 Flow Meters CM-V0808 ForTechnica EngineeredSoftware, inc 4529 Intelco Loop SE • Lacey, WA 98503 (360) 412-0702 • solutions@eng-software.com www«eng-softwarexoin - COIVIMUNITY Development Services Building Division FACILITIES Development Services Building Division CITY OF DISTRICT NO. 1 1635 FaradayAvenue CARLSBAD NON-RESIDENTIAL B-32 760-602-2719 www carlsbadca.gov NON-RESIDENTIAL CERTIFICATE' Non-Residential land owner, please read this option carefully and be sure you thoroughly understand before signing. The option you chose will affect your payment of the developed Special Tax assessed on your property. This option is available only at the time of the first building permit issuance Property owner signature is required before signing. Your signature is confirming the accuracy of all information shown. Merlin Entertainment 760-846-0842 Name of Owner Telephone 1 Legoland Dr. 1 Legoland Dr. Address Project Address Carlsbad, CA 92008 Carlsbad.CA 92008 City, state Zip City, State Zip 211-100-09-00 Assessor Parcel Number(s) or APN(s) and Lot Numbers(s) if not yet subdivided by County Assessor CB111684 Building Permit Number(s) As cited by Ordinance No NS-155 and adopted by the Crty of Carlsbad, Califomia, the City is authonzed to levy a Special Tax in Community Facilities Distnct No 1 All non-residential property, upon the issuance of a building permit, shall have the option to (1) pay the SPECIAL DEVELOPMENT TAX ONE TIME or (2) assume the ANNUAL SPECIAL TAX - DEVELOPED PROPERTY for a penod not to exceed twenty-five (25) years. Please indicate your choice by initializing the appropriate line below ^TION(I) [Select to pay the SPECIAL TAX - ONE TIME nowjis a one-time payment ^ Amount of One-Time Special TaxC$J22j9517^ Owner's Initials OPTION (2) I elect to pay the SPECIAL DEVELOPMENT TAX ANNUALLY for a period not to exceed tv/enty-five (25) years AmtcAi^tX Maximum annual Special Tax: $ 16,106.67 Owner's Initials I DO HEREBY CERTIFY UNDER PENALTY OF PERJURY THAT THE UNDERSIGNED IS THE PROPERTY OWNER OF THE SUBJECT PROPERTY ANDIHAXi^NDERSTAND AND WILL COMPLY WITH THE PROVISION AS STATED ABOVE Signaturfe-of^ Property Owfier Title &n{^P)^ 2-/1 b/\7. Pnnt Name Date The City of Carlsbad has not independently verified the information shown above Ttierefore, we accept no responsibility as to the accuracy or completeness of this information ft/I (0C^66 LandUse Hotel ImpArea 2 FY 11/12 Annex d^»J^1993 f 2-Z., H fS /, f-D Factor $.8389 X Square Ft 146,563 = $ 122,951.7oDept . _ Proj.Q^imL_CAR^09 a S^l^'^ Tax r ^ mMHX^ FEB 1 0 ^Ol^ate B-32 Page 1 of 1 Rev 07/09 AUG/08/2011/MON 12 AM ADWRB FAX No, 619 299 5513 P. 001/001 t ^ CITY OF CARLSBAD PLUMBING, ELECTRICAL, MECHANICAL WORKSHEET B-18 Building Division 1635 FaradayAvenue 760-502-2719 vi/ww.carl$badca.gov Project Address: Parmit Nci Infonnation providad befow refan to worl) bolhg done on tha obove mentioned [ Thig form must be cowlptOToidl mi rettfrngd fo th« Buildiita Divigioa before the pet-mll con be iaawi. led pennil on^A « \/ f Biildlna Dept. Fa» (760) 602-85S8 795 No. Numioer of new or relocated fixtures, traps, or floor drains New budding sewer line? ...,.„„ Ves • Number of new roof drains?.™,....-,.,:... •1 - Imtall/aiter water line? Number of new water hetA^ml Number of new, relocated or replaced gas outlets? Number of new hose bibs? i4f »iiB*M*ifa«fiaif •»«••( t*tlMni*fl*>i*imM*fM*ll«l 12 T«iant Improvement/Remodelu Number of Panels Onvo^ in this proied) Amps per panel (involved in this projoec). Remodel only - (relocate/add outldts/switches) „.„...,„,.,..,„ Ves No. Mt«w ConiteucUom Number of new panels or subpaneK?. Amps por Panels Single Pliase .4.„„ ...„,.„.,. Three Pliase, „ > ..„,. Three Phase 480 ,. • »"»»I1»f ¥*f\ Iff (1)208Y/120V 3Ph 4000Amp Switchboard (10)208Y/120V 3Ph 400Amp Panels {11)208Y/120V 3Ph 225Amp Panels (12)208Y/120V 3Ph 150Amp Panels {1 )480Y/277V 3Ph 1600Amp Switchboard (4)480Y/277V 3Ph 400Amp Panels Number of new fumaces, A/C, or heat pumps? „, New or relocated duct worfc? Number of new fireplaces? Number of new exhaust fans?— Rfllocate/install vent?.. Number of new exhaust hoods? Number of new boilers or compressors? 35 *««flf*4»M44l*«ll**VfM«»>tlt mr 111 • it> 4hi Ves No 23 kM*««^ll**ri .Numberof HP B-18 Page 1 of 1 Rev, 03/09 CITY CARLSBAD O F CERTIFICATION OF SCHOOL FEES PAID B-34 Development Services Building Department 1635 FaradayAvenue 760-602-2719 www carlsbadca gov This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit The City will not issue any building permit without a completed school fee fomi Project Name- Building Permit Plan Check Number* Legoland Hotel CB111684 1 Legoland Dr. 211-100-09-00 Merlin Entertainment Hotel Project Address A P.N Project Applicant (Owner Name). Project Description Building Type- Residential" U^nh^M Jl»>.>^.. w»t^t-^'^ ^^squ of Living Area in New Dwelling/s Second Dwelling ^.nlM 4CSq'uare-)^eet of Living Area in SDU Residential Additions- Net Square Feet New Area Commercial NEW DWELLING UNIT(S) Commercial/industnal. 146,563 Net Square Feet New Area City Certification of Applicant Information.- (TaM>t AitiB/^ Datft i/Q/?ni? SCHOOL DISTRICTS WITHIN THE CITY OF CARLSBAD ^ Carisbad Unified School District 6225 El Camino Real Carlsbad CA 92009 (760-331-5000) Q Vista Unified School District 1234 Arcadia Drive Vista CA 92083 (760-726-2170) 1 1 San Marcos Unified Sciiool District 255 PIO Pico Ave Ste 100 San Marcos, CA 92069 (760-290-2619) Contact Nancy Dolce (By Appt Only) 1 1 Encinitas Union School District 101 South Rancho Santa Fe Rd Encmitas. CA 92024 (760-944-4300 X1166) 1 1 San Dieguito Union High School District-By Appointment Only 710 Encinitas Blvd Encmitas, CA 92024 (760-753-6491) Certification of Applicant/Owners The person executing this declaration ("Owner") certifies under penalty of perjury that (1) the information provided above is correct and true to the best ofthe Owner's knowrtedgs, and that the Ovwier will file an amended certification of payment and pay the additional fee if Owner requests an Increase in the number of dwelling units or square footage agec-tlif building permit is issued or if the initial determination of units or square Signature: Date B-34 Page 1 of 2 Rev 03/09 1 footage is found to be incorrect, and that (2) the Owner is the owner/developer ofthe above described project(8), or that the person executing this declaration is authonzed to sign on behalf of the Owner. SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. SCHOOL DISTRICT The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issue building pemiits for this project SIGNATURE OF AUTHORIZED SCHOOL DISTRICT OFFICIAL TITLE NAME OF SCHOOL DISTRICT CARLSBAD UNIFIED SCHOOL DISffilCT 6225 EL CAMINO REAL CARLSBAD, CA 92009 PHONE NUMBER B.34 Page 2 of 2 Rev. 03/09 COWn OF SftW DiEGO , EVIR0MM5NTAU HEALTH / POOL PLAN CHECK (E) ADMIN VISITOR PARKINO COUNTY OF SAN DIEGO y ENVIRONMCNTAL HEALTH / ^ PLAN REVIEW fcMPLOYEE PARKING t I il y/ A~ „OATr. MATCH LINE ARCHITECTURAL SITE PLAN Al.l County of San Diego DEPARTMENT OF ENVIRONMENTAL HEALTH FOOD AND HOUSING DIVISION JACKMlLLER PLAN CHECK AND CONSTRUCTION ELIZABETH POZZEBON DIRECTOR PO BOX 129261 SAN DIEGO CA 92112-9261 ASSISTANT DIRECTOR (619) 338-2364 FAX (619) 237-8541 www sdcdeh org POOL PLAN APPROVAL SHEET DBA. Legoland Hotel January 20, 2012 SITE: 1 Legoland Dr. Carlsbad 92008 PC #: 28685 BUSINESS OWNER: Merlin Ent. Group Plans are approved contingent upon the following 1) Department of Environmental Health (DEH) stamped plans shall be maintained at the jobsite and be available for review at the time of the inspection 2) Changes to the structures, appurtenances, equipment layout or application must be submitted for approval Changes made without approval will make the plan approval null and void 3) Obtain local Building Department and all applicable agencies permits and approvals 4) All pool-related equipment shall be certified by an ANSI accredited testing agency or in the absence of ANSI standards a nationally recognized standard will be considered 5) Prior to pounng concrete, call (858) 505-6660 to scheduie a pre-gunite inspection Large pools may call for plumbing inspection pnor to backfilling 6) The operational Health Permit may be applied for after the pre-gunite inspection 7) At the final inspection all equipment including signs, safety devices, free chlonne test kit, first aid kit and vacuuming equipment shall be available 8) It IS recommended that a Certified Pool Operator (CPO) be responsible for the pool Contact the National Swimming Pool Foundation at nspf org for listing of CPO classes 9) For indoor pools, to ensure human comfort, to lessen the evaporation of water and to prevent the proliferation of microorganisms, maintain the relative humidity at 40 to 60 %, provide 6-12 air changes per hour and keep the air temperature above the pool 2-5 degrees higher than the pool water 10) Keys, cards or other means of access shall be made available for routine inspection by DEH once the pool completes construction 11) Complete AB1020 form 12) NOTE: The owner/operator is responsible for the function, calibration, maintenance, and testing of the safety vacuum release, suction-limiting vent, gravity drainage, or automatic pump shut-off system. Environmental Health will not inspect the system to determine whether it is functioning properly, if it has been calibrated, if it is being properiy maintained, and will not conduct testing ofthe system. Plans reviewed by C Penn (5) 858-505-6660 CALL (858) 505-6660 IN ADVANCE TO SCHEDULE PRE-GUNITE, PRE-PLASTER AND FOR FINAL INSPECTION A FINAL INSPECTION SHALL BE CONDUCTED AND AN ENVIRONIWENTAL HEALTH PERMIT SHALL BE ISSUED PRIOR TO OPENING AND OPERATING THIS PUBLIC POOL FACILITY cc File Distnct Inspector "Prevention Comes First" lALVANiZED CONDUIT SHOULD NOT BE USED WITH COPPER REFRIGEFtATION SYSTEIVI iJL HORIZONTAL DIMENSIONS SHOWN ON FIXTURE REFRIGERATION PLAN ARE GIVEN FROM FACE OF IHISHED WALLS TO CENTER UNES OF PULL BOX OR CONDUIT AND/OR FROM CENTER LINE OF PULL BOX )R CONDUIT TO CENTER UNE OF PULL BOX OR CONDUIT, UNLESS OTHERWISE NOTED. EIGHT OF PULL BOXES ON WALL IS GIVEN FROM FINISHED FLOOR TO CENTER LINE OF PULL BOX. LECTRICAL CONTRACTOR TO SUPPLY & INSTALL CONDUIT FOR REMOTE Co2, SYRUP & BEER UNES FOR ilSPENSING SYSTEMS AS CALLED FOR ON FIXTURE REFRIGERATION PLAN. LECTRICAL CONTRACTOR TO SUPPLY POWER AT COMPRESSOR RACK FOR & CONNECT COMPRESSORS loMPLETE WITH DISCONNECT SWITCHES, UNLESS NOTED OTHERWISE HEREIN. SEE FIXTURE lEFRIGERATION SCHEDULE FOR REQUIREMENTS. i' fXTURE REFRIGERATION CONTRACTOR TO SUPPLY & INSTALL ALL COMPRESSORS, LINES, FITTINGS & ALVES FOR COMPLETE FIXTURE REFRIGERATION SYSTEM. ixTURE REFRIGERATION CONTRACTOR TO SUPPLY & INSTALL WELDED ANGLE IRON RACK & PROTECTIVE bUSING SIZE TO HOLD ALL REMOTE COMPRESSORS & CONDENSERS '} ENERAL CONTRACTOR TO SUPPLY AIR FLOW TO COMPRESSOR ROOM AS FOLLOWS: 1000 CFM's OF AIR ER H.P. ARE REQUIRED TO BE BROUGHT INTO COMPRESSOR ROOM & BLOWN DOWN ACROSS THE FACE iF COMPRESSOR, WITH PROPER GRILLS IN WALL TO SAME AMOUNT OF AIR. IF COMPRESSOR ROOM WILL XCEEO 100°F AT ANY TIME, THE AfR BROUGHT IN MUST BE COOLED. LECTRICAL CONTRACTOR TO PROVIDE 4-WIRE, OR S-WIRE TO 7-WIRE COLOR CODED SERVICE FROM REEZER COMPRESSOR & TIME CLOCK TO FREEZER BLOWER COIL IN FIXTURE FOR AUTOMATIC DEFROST YSTEM. ONDUrr RUNS ON PLAN FOR SYRUP UNES, Co2, GAS UNES, AND REFRIGERATION UNES ARE SHOWN NLY SCHEMATIC: CONDUIT SHALL NOT EXCEED 45 FEET IN LENGTH ON HORIZONTAL OR VERTICAL RUNS, !ND NO MORE THAN THREE (3) CONDUIT BENDS WITHOUT TERMINATING IN A 12"x12"x4" PULL BOX. PULL DX LOCATIONS SHALL BE ACCESSIBLE FOR A PULUNG OF UNES, CONDUIT BENDS MUST HAVE A IINIMUM RADIUS OF 24" ENERAL CONTRACTOR TO PROVIDE 6" HIGH PLATFORM ON ROOF. TOP OF PLATFORM COVERED WITH ALVANIZED SHEET METAL, SEE PLAN AND/OR SCHEDULE FOR SIZE. EFRIGERATION CONTRACTOR TO PROVIDE HEATER TAPE FOR FREEZER DRAIN LiNE. ELECTRICAL ONTRACTOR TO HOOK-UP. BUlU DESIGN OR C0NS?fe''^ ^V^ETRI^PF^^ OR SJEQ- JACK MILLER C O U. n^t ^ Of SSn DlG^^O ELIZABETH POZZEBON D'ffictor ,-.iw.„..N.I.i .I,-...-,. Assistant Director DEPARTMENT OF ENVIRONMENTAL HEALTH FOOD AND HOUSING DIVISION PO BOX 129261, SAN DIEGO, CA 92112-9261 Phone (858) 505-6659 FAX (858) 505-6824 1 (800) 253-9933 www sdcdeh org PLAN APPROVAL SHEET DBA: Legoland DATE: 24JAN2012 SITE: 1 Legoland Drive, Carlsbad 90228 PC#: 28601 BUSSINESS OWNER: Plans are approved contingent upon tiie following 1) Department of Environmental Health (DEH) stamped plans shall be maintained at the jobsite and available for review at the time of the inspection 2) Changes to equipment layout, menu, or application must be submitted for approval Changes made without approval will make the plan approval null and void 3) Obtain local Buildmg Department and all applicable agencies permits and approvals 4) All food and utensil-reiated equipment shall be certified to applicable sanitation standards by an ANSI accredited testing agency 5) Upon completion of 60%-80% of construction, call (858) 505-6660 to schedule a preliminary inspection In lieu of a plumbing inspection by DEH a Floor sinks shall be installed '/z exposed and equipped with an appropriate grill cover if no access is provided for cleaning b Drain imes shall slope V" per foot to gravity, shall not exceed 15'm length and shall terminate a minimum of 1" above the floor sink with a legal air gap Dram lines shall not intercept walkways or door ways c No condensate drainage of any kind, including HVAC can drain to the mop sink d The entire floor surface must be sloped to the floor drains approximately 1/8 inch per foot or a four feet diameter depression that slopes I 50 (approximately % inch per foot) e Conduits of all types shall be installed within walls as practicable When otherwise installed, they shall be mounted or enclosed in a chase so as to facilitate cleanmg 6) Owners and/or operators must pass an approved and accredited Food Safety Certification course Proof of successful completion of this course is to be fumished at the final mspection 7) At the time when the final inspection is requested, the facility shall have all utilities operational and all refrigeration shall have an ambient air temperature of 38°F or below and shall be equipped with a thermometer accurate to +/- 2°F in the warmest section of the unit All equipment is to be in place and functional 8) An air balance test shall be fumished at the time of the final inspection (for facilities with mechanical exhaust systems) 9) Seal all cracks, gaps and crevices in counters, cabinets, around metal flashing, sink backsplashes, around pipes and conduits with silicone sealant Plans reviewed by Emie Liwag. REHS @ (858) 505-6897 CALL (858) 505-6660 AT LEAST 5 WORKING DAYS IN ADVANCE TO SCHEDULE PRELIMENARY AND FINAL INSPECTIONS A FINAL INSPECTION SHALL BE CONDUCTED AND AN ENVIRONMENTAL HEALTH PERMIT SHALL BE ISSUED PRIOR TO OPENING AND OPERATING THIS FOOD ESTABLISHMENT cc File District Inspector "Environmental and public health through leadership, partnership and science" Jan.24. 2 012 1 0 3PM Orness Cesisn Group fttw t 10.1381 p. 1 DEPARTMENT OF ENVIRONMENTAL HEALTH FOOD AND HOUSING DIVISION FOOD FACILITY PLAN CHECK APPLICATION www sdcdeh ore MAIN OFFICE SAN mF.tif) 1255 IMPERIAL 3"* floor SAN DIEOO, CA 92101 NORTII COUNTY 151 H,CARMELST SAN MARCOS CA 92078 PARTI I^NEW/TI (For office use only) PLANaffiCKHI' INTAKE DATB, IHZ'=T't i AMT PAID, CHECK 1? 'ACILH Y BLISliNESS AND CONTACT INFORMATION •REMODEL •CONVERSION •MOBn.E •CONSULTATION •REVISION OTHER Facility Name I-egdanti Assessor's Parcel No, ^n-ioo-osoo Facility Address l Legoland Drive City Carlsbad Zip 90228 BUSINESS OWNER: Name Marlin Entertainments Company Marlin EntertaininentB Group US Holdings, Inc. Mailing Address i Legoland Drive City carlsbad gtate Zip 90228 Phone ( ). Fax( ) E-Mail DESIGNER/CONTRACTOR: Name Company Orness Design Group Mailing Address E-Mail AddrEss_ Contact Person 5955 Mira Mesa Blvd. Suite 'H' San Diego State CA Zip_92121_ Melissa Waznren State Contractor's License if applicable_ _ Contact Phone ( 858 ) 457-5955 Contact Fax ( 858 ) 457-5950 Contact E-Mail Address ™el3.ssasi<3n»essdesigiigirwp com FAC:ri,n V l]\FORMATION HUnpackaged Food Prep • 100% Prepackaged Only DLimited (MFF/SFS) nWholesale Processing For Permanent Food Facilities Total Square Feet of Facjliiy, ^,970 ; Projected Date for Completion" January 2013 Total # Staff ^6 Max. Number of Food Employees per Shift- S i-10 •ll-25n26-l00ni00+ Scating: •l-20n2I-50 Gsi-lOO ^101+ Aflticipated Max # Meals to be Served, °J3fgakfast ^°"Lunch Dinner Customer Utensils: •Single Service SMulti-service Is there outdoor dimng, outdoor bar, barbecue, wood oven etc. associated with the food facility? •Yes SNO If yes, explain- Is this facility within a Food Court QYes l^No-If so is the facility enclosed DVes DNO Explain. Ate sneeze guards required? Yes GNo-If yes plans must indicate details ofthe sneeze guard and location. Buffet area Grease Trap/Tnterceptor required: ^Yos DNO; Tf yes indicate location Below grad*, outside # Employees Restrooms ^ ; Public Access? DYes No i Will alcohol bc served and consumed on site? |^ Yes QNO SEWER: SPublic-QScptic/ Private WATER; HPuWic-OWell/ Private (If private contact Land Use at (858) 565-5173) Identify the munictpal water and wastewater districtts") carlsbad COM I'LI 11^ PAKl M fHD-PC-177 (01-08) FOOD & HOUSING DIVISION-PLAN CHECK P-1 2 )3PM Orness Cesisn Groi Ho.1381 P 2 Jan.24. 20 PARTH SUBMIT THE FOLLOWING DOCUMENTS WITH YOUR APPLICATION Applicalion.s will not be processed until all lequiied documents arc received and ail fees arc paid. ? \ 1) Plans must be subnutted to a stated scale (].e, V*" per ft.) and done in a professional manner Tlie minimum size is U" x 17" A total of three (3) sets are required. An Environmental Health Note section must be on plan? 2) Proposed fflcnu (Including seasonal, off-site and catering raeaus) 3) Fimsh schedule of interior finishes 4) Plumbing layout showmg type and location of equipment with drams, floor sinks and plumbint^ ^sftj^ule, ,_™„„ Etpnpraeiifschcdflfie Showing type, manuiaciurcr, and modfel numbers 6) Floor plan layout. All equipment shall be clearly labeled on the plan with its common name, 7) Manufacturer specification sheets "cut sheets" for equipment shown on the plan. 8) Complete eidiaust ventilation plans (HVAC), induding restroom ventilation and kitchen exhaust system plans 9) All existing equipment and finishes must bc defined, 10) Site plan showing the location of restrooms, mop basm, alleys, streets, vacant lots, adjacent businesses, and outside equipment (dumpsters, Weil, sepfac system, etc.). 11) Wiitten legal agreement for shst&i restrooms or common restrooms not located within the establishment. 12) if there are open or continuous doors, then the food prep areas must be shown as completely enclosed. 13) For unenclosed (non-occupied) Mobile Food Facilities (MFF) operational procedures for food handling and the cleaning and samtizingof food-contact surfaces, food equipment and uicnsjls. 14) MFF commissary agreement letter, if avail^lc at that time, shall accompany tha plMis (otherwise to be submitted upon application for the operational health permit) _• Fast food • beli ^ Kitchen (Hood Ventilation) TYPE OF OPERATION (ffek fl^ Uventlebs CDpkms-2 exempt max HCafetefia • Kitchen (No hood) D Institution : D Take out only S Buffet or salad bar i • Catering J. • Mobile vendoi i • School 3 Tableside / display cooking ^ Hospital/Licensed care facility I^JLodging ^iUty H Galley I] Commissary/Vending HQ Grocery Related Zl Market TjRaw Meat JJ Seafood/fish •Pelj ZlProduoe j QProduce processing '._ j USmpkedfish •Bakery ! • Sushi prep i Q Self-service bulk items • ShcUftsh storage Q Wholesale food distribution warehouse 1 • Commissary I Qloe production / packaging I • Self-service baked goods OaHER AGENCIES: O BLDG DEPARTMENT O jriRl£ PEPARTMENT • ZONWC 0 WATERAVASTEWATER DISTRICTS O APCD 0 DtH.LWQ (NOTE If you an; tfie imsinesii owner and an hotiojaWy discharged veteran you may be eligible for a fee exemption.) I declare under penalty orpcrjuty that lo the best of my knowledge and belief tJic description of use and in&nnation contained on fhis application sad plans are correct and true I hereby consent 10 aU newssaiy inspections made pursuant to law and bcidcntal to the issuance of this review and opcratioa of this busmess I also agree lo confonn to all conditions, orders, and directions, issued pursuinit to Ihc California HeaJlh and Safefy Code, aiid all apphcable County and City Ordinances I understand that if the plans are mcomplete dua to a lack of any of the required infonuauon, the plans will bc rejected and upon resubmission, a plan rooheok fee will be charged I am ftware that plan check fees are not fiilly refimdaWc and thai plans, once reviewed, will be pidted up witiim 60 days or they Vfill be discafdod. Plans are valid for one year after stamp Any changes to the released documents will be submitted 2nd filed with the County of San Dicgo, Department orEn\iroTim.eQt Health Authorized Sipature Date 11/29/2011 Print Name and Titie Hete Melissa warden (Fot office use only) PLAN CHECK #/TYPE:. ASSIGNED TO: PERMIT NUMBER/TYPE-CENSUS TRACT: ROUTE CODE: PLAN STATUSDAPPROVED • DISAPPROVEDQ RED TAGJPC INITIALS . K6VIEWDATE RECHECK STATUS • APPROVEDQDIS APPROVEDDRED TAG; PC IMHALS _^ RECHECK DATE DATE APPR0VED^5^^M§- FOOD & HOUSING DTVISION-PLAN CHECK FH1>PC-1T7 (01-08) P-2 CARLSBAD FIRE DEPARTIVIENT EXPEDITED PLAN CHECK REQUEST I, (l!^fe.V5<iNameft^i9/yS{24^ am requesting 'Expedited Plan Check Services' and understand I will be levied an additional fee assessed at the rate of $90.00 dollars per hour plus $25.00 dollars administration fee. I understand that my plans shall not be released until all fees are paid. I, d\^\^» ^Rgaicifa^Ggg> the applicant, am solely responsible for all fees due should the project be withdrawn or otherwise not completed. And by signing below I acknowledge that my plans shall be forwarded by the City of Carlsbad to an independent contractor/consultant. I, acknowledge that the expected 'first review' time for all expedited Fire plan reviews will be fourteen- (14) business days from date of submittal. I, Ct-l'tv^ 'V^mei^ the applicant, acknowledge that revised plans shall be sent directiv to the plan checker, at the address specified on the Correction List, at my cost, parcel post or other means. And I Clfe\s> ''B-gBA'&gg). acknowledge that a turnaround time for re-submittals is seven- (7) business days from the date plans are received at the address specified by the plan checker on the Correction List. The Carlsbad Fire Department does not perform 'Over-the-counter' plan review services. Plans submitted to the Carlsbad Fire Department for review by CFD shall be checked on a 'first come, first served' basis and could take 60 days or more to be completed. NO PLEASE CIRCLE YOUR SELECTION Applicant Signature lU/^JtfUju.^ 0Kn5 v^mM^Date t Copy to Building and Fire Prevention file San Diego Gas & Electric 571 Enterprise Street Escondido CA 92029 A Sempra Energy utility" PROJ# 155861 May 26, 2011 M A Engineering Attn Richard Hernandez 5160 Carrol Canyon Dr # 200 San Diego CA 92121 Dear Mr Hernandez PROJECT Legoland California, Carlsbad Thank you for the preliminary information for your project Enclosed is a list of the plans and information that will be required before actual design work can begin Once this information is received, it will take approximately 4-6 weeks to complete the preliminary/final design(s) Please note that if relocation or conversion from overhead to underground is required for any SDG&E facilities, additional time may be needed to complete the design Please note, SDGE requires 24-hour access to gas and electric facilities, please take this into consideration when selecting preferred meter and transformer locations, in addition truck access must be available to these facilities (refer to SDG&E Service Standards and Guide sections 016, 005, 604, and 1006- 1008) To prevent future delays, you may wish to contact the telephone and cable companies for whatever requirements they may have For additional general information, you can visit our website at http //sdge com Sincerely, Fred Monigold (For Myrna Moran) Customer Project Planner Telephone (760) 480-7621 FLM rbm Enclosure (1) Plans and Information Required For AFS Date and Design Submittal Additional Insured — Automatic — Owners, Lessees Or Contractors ZURICH Pobcy No Eff Oate of Pol Exp Data of Pol Eff Date of End Producer No Add'l Prem Retum Prem GLO3686689-04 7/1/2011 7/1/2012 7/1/2011 THIS ENDORSEMENT CHANGES THE POLICY. PLEASE READ IT CAREFULLY. Named Insured R D Olson Construction, Inc Address (including ZiP Code) This endorsement modifies insurance provided underthe* Commercial General Liability Coverage Part A. Section II - Who Is An Insured is amended to include as an msured any person or organization who you are required to add as an additional insured on this policy under a wntten contract or wntten agreement B. The insurance provided to the additional insured person or organization applies only to "bodily injury", "property damage" or 'personal and advertising injury" covered under Section I - Coverage A - Bodily Injury And Property Damage Liability and Section I - Coverage B - Personal And Advertising Injury Liability, but only with respect to liability for "bodily Injury", "property damage" or "personal and advertising injury" caused, In whole or in part, by 1. Your acts or omissions, or 2. The acts or omissions of those acting on your behalf, and resulting directly from your ongoing operations or "your work" as Included in the "products-completed operations hazard", which is the subject ofthe wntten contract or written agreement, perfbrmed forthe additional insured person or organization. C. (However, regardless of the provisions of Paragraphs A. and B. above: 1. We will not extend any Insurance coverage to any additional Insured person or organization a. That Is not provided to you In this policy, or b. That IS any broader coverage than you are required to provide to the additional insured person or organization in the wntten contract or wntten agreement, and 2. We will not provide Umits of Insurance to any additional insured person or organization that exceed the lower of a. The Limits of Insurance provided to you in this policy, or b. The Limits of Insurance you are required to provide in the wntten contract or wntten agreement D. The insurance provided to the additional insured person or organization does not appty to: "Bodily injury", "property damage" or "personal and advertising injury" arfeing out of the rendering or failure to render any professional architectural, engineering or surveying services including 1. The preparing, approving or failing to prepare or approve maps, shop drawings, opinions, reports, surveys, field orders, change orders or drawings and specifications; and 2. Supervisory, Inspection, architectural or engmeenng activities Inciudes copyrighted material of Insurance Services Office, Inc, with its permission U-GL-1175-C cw (07/10) F>age 1 of 2 E. The additional insured must see to it that 1. We are notified as soon as practicable of an "occurrence" or offense that may result in a claim, 2. We receive wntten notice of a daim or "suit" as soon as practicable; and 3. A request for defense and indemnity of the claim or 'suit" will promptly be brought against any policy issued by another Insurer under which the additional Insured may be an Insured in any capacity This provision does not apply to insurance on which the additional insured is a Named Insured, ifthe wntten contract or wntten agreement requires that this coverage be primary and non-contnbutory. F. For the coverage provided by this endorsement 1. The following paragraph is added to Paragraph 4.a. ofthe Other Insurance Condition of Section IV - Commercial General Liability Conditions: This insurance is pnmary insurance as respects our coverage to the additional insured person or organization, where the wntten contract or wntten agreement requires that this insurance be pnmary and non-contnbutory with respect to any other policy upon which the additional insured is a Named Insured In that event, we will not seek contribution from any other such Insurance policy available to the additional insured on which the additional insured person or organization is a Named Insured 2. The fblkiwing paragraph is added to Paragraph 4.b. of the Other Insurance Condrtion of Section IV - Commercial General Liability Conditions This insurance is excess over Any of the other Insurance, whether primary, excess, contingent or on any other basis, available to an additional insured, in which the additional insured on our policy Is also covered as an additional msured on another policy providing coverage for the same "occurrence", offense, dalm or "surt" This provision does not apply to any policy in which the additional Insured is a Named Insured on such other poltey and where our policy is required by wntten contract or written agreement to provkie coverage to the additional insured on a primary and non- contributory basis O. This endorsement does not apply to an additional Insured which has been added to this policy by an endorsement showing the additional Insured In a Schedule of additional Insureds, and whteh endorsement applies spedfically to that klentified addittonal Insured All othertenms and conditions ofthis policy remain unchanged U-GL-1175-CCW (07/10) Page 2ot2 Includes copyrighted material of Insurance Sereices Office, Inc, with its permission -'^~^.:;i^'CBiii684 lildOLANDbR OUND yOTEL- l''46,563 SF, •^(11^01110^6^2^24 SF RESTAURANT, BAR & WKI^ fWHm i^Hui j^Lc-pc^ t4w%^'^^^'fi 17 K ii[so|n IT 6ooa^ V h '1'. •Itii l' ll •J^C 765 05-24-2012 City of Carlsbad 1635 Faraday Av Carlsbad.CA 92008 Plan Check Revision Permit No:PCRl2030 Building Inspection Request Line (760) 602-2725 Job Address Permit Type: Parcel No. Valuation: Reference #• PC#: Project Title: 1 LEGOLAND DR CBAD PCR 2111000900 Lot#: 0 $0.00 Construction Type. NEW CB111684 LEGO HOTEL- REVISE UNDERGROUND PLUMBING, ELECTRIC CIRCUITS & ROOF MANSARD FRAMING Status: Applied. Entered By Plan Approved- Issued. Inspect Area: ISSUED 03/29/2012 RMA 05/24/2012 05/24/2012 Applicant: DAVID MANN 2665 INDIA ST SAN DIEGO CA 92101 619 299-6690 Owner: LEGOLAND CALIFORNIA LLC <LF> PLAY U S ACQUISI C/O PROPERTY TAX SERVICE CO POBOX 543185 DALLAS TX 75354 Plan Check Revision Fee Firo Expedited Plan Review/ Additional Fees $400.00 $0.00 $0.00 Total Fees-$400 00 Total Payments To Date-$400.00 Balance Due: $0.00 Inspector: FINAL APPROVAL Date Clearance NOTICE Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions" You have 90 days from the date this permit was issued to protest imposition of these fees/exactions If you protest them, you must follow the protest procedures set forth in Govemment Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3 32 030 Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to wafer and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or sen/ice fees in connection with this project NOR DOES IT APPLY to any fees/exactions of which vou have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired PLAN CHECK REVISION Development Services Building Division 1635 Faraday Avenue CITY OF CARLSBAD APPLICATION Development Services Building Division 1635 Faraday Avenue CITY OF CARLSBAD B-15 760-602-2719 www.carlsbadca.gov Check Revision No. .Original Plan Check No. — Date- Plan Project Address. Contact ;B^Lyi_vf5iv^i?0 Ph -^Cy (^(^<^fQ Fax2^g|. c^QEmail _£l Contact Address .^.^LG^ x^i/v ^ General Scope ofWork n ncj^JLC^iP.oA/JT:> Pi ,ovnfe(/vj^ 7 R>aQF A\AA)g»/^izo "pgAt^vn/U^ Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 Elements revised: atySAA3 l^/tr^n Zip "^2,(0 ( ^ Plans ^^Calculations • Soils • Energy • Other 2 Describe revisions in detail A-TTA^^ft5D • 3 List page(s) where each revision is shown 4 List revised sheets that replace existing sheets "^No 5 Does this revision, in any way, alter the exterior of the project? • Yes 6 Does this revision add ANY new floor area(s)? Q Yes No T Does this revision affect any fire related issues? • Yes ^^o 8 Is this a complete set? • Yes ^^^No ^Signature_ 1635 Faraday Avenue, Carl Phone: 760-602-2717/2718/2719 www.carlsbadca.gov Fax: 760-602-8558 EsGil Corporation Jn (Partners Rip with government for (Building Safety DATE: 5/1/12 • Af»l^LICANT •<JURIS. JURISDICTION: CARLSBAD • PLAN REVIEWER • FILE PLAN CHECK NO.: 11-1684 ( PCR 12-030 ) SET: REV 1, Set II PROJECT ADDRESS: 1 LEGOLAND DRIVE PROJECT NAME: LEGOLAND HOTEL ( Revised Plans ) ^ The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. ^ I I The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. i I The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. 0 The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. 1 I The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. I I The applicant's copy of the check list has been sent to: Esgil Corporation staff did not advise the applicant that the plan check has been completed. I I Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Email: Fax #: iUlall Telephone Fax In Person • REMARKS: By: Chuck Mendenhall Enclosures: EsGil Corporation • GA • EJ • PC 4/26/12 EsGil Corporation In (PartnersHip witH government for (Building Safety DATE: 4/9/12 tKAPPblC^NT JURISJ ' JURISDICTION: CARLSBAD • FDinrREVIEWER • FILE PLAN CHECK NO.: 11-1684 ( PCR 12-030 ) SET I PROJECTADDRESS: 1 LEGOLAND DRIVE PROJECT NAME: LEGOLAND HOTEL ( Revised Plans ) I I The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. I I The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. ^ The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. I I The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. ^ The applicant's copy of the check list has been sent to: DAVID MANN C/O DWRB AIA 2265 INDIA ST., SAN DIEGO, CA 92101 I I Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: DAVID CV.H) Telephone #: 619-299-6690 Date contacted: wi'l 112. (by: Email: dmann(a)a-dwrb.com Fax #: 619-299-5513 ^ Mail ^ Telephone ^ Fax"^ In Person • REMARKS: By: Chuck Mendenhall Enclosures: EsGil Corporation • GA 13 EJ • PC 4/2/12 9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858) 560-1468 • Fax (858) 560-1576 CARLSBAD 11-1684 ( PCR 12-030 ) 4/9/12 PLAN REVIEW CORRECTION LIST MULTI-FAMILY PLAN CHECK NO.: 11-1684 ( PCR 12-030 ) JURISDICTION: CARLSBAD OCCUPANCY: R1/B/S1/A2/A3 USE: HOTEL TYPE OF CONSTRUCTION: III-A/SPR. ACTUAL AREA: 146,563 PATIO = 16,941; PORTE COCHERE = 2,839 ALLOWABLE FLOOR AREA: A = 84K; Rl = 144KSTORIES: THREE HEIGHT: 35' SPRINKLERS?: Y OCCUPANT LOAD: 750 REMARKS:. DATE PLANS RECEIVED BY JURISDICTION: 8/3 DATE PLANS RECEIVED BY ESGIL CORPORATION: 4/2/12 DATE INITIAL PLAN REVIEW COMPLETED: 4/9/12 PLAN REVIEWER: Chuck Mendenhall FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Present California law mandates that construction comply with the 2010 edition ofthe California Building Code (Title 24), which adopts the following model codes: 2009 IBC, 2009 UPC, 2009 UMC and 2008 NEC. The above regulations apply, regardless ofthe code editions adopted by ordinance. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2009 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed. I.e.. plan sheet number, specification section, etc. Be sure to enclose the marked up list when vou submit the revised plans. CARLSBAD 11-1684 ( PCR 12-030 ) 4/9/12 Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects) For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Dnve, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. • PLANS 1. The roof mansard framing has been revised as part ofthis revision submittal. The previous approved plans showed that the mansard framing was part ofthe 1 HR roof/ceiling assembly. See detail 6/A9.2.1 ofthe approved plans showing min. 2 layers of 5/8" drywail on the bottom ofthe mansard rafters. The proposed revised detail 6/A9.2.1 shows the wall supporting the mansard is 1 HR construction but the rafters are shown as exposed steel framing. Provide a code justification to eliminate the drywail from the bottom ofthe mansard rafters. Note that the type of construction is lll-A which requires a 1 HR rated per CBC Table 601. 2. The structural connection between the proposed steel mansard joists and the truss ceiling is shown in details 13 & 18/35.1 ofthe revised plans. These details do not match was designed by the engineer. See revised design calc's by GSSI showing a 14 GA angle clip between the rafters and top plate with 3- #10 screws. Revise the plans or the design calc's to be consistent. ELECTRICAL and ENERGY COMMENTS PLAN REVIEWER: Eric Jensen ELECTRICAL (2010 CALIFORNIA ELECTRICAL CODE) 1. Two things I need to know: • Is the dimming rack (outdoor dining space) and the ETC ELTS listed for emergency circuits? (and) • Include the equipment specification for both controls that demonstrates the two systems (normal and emergency) are physically separate from one another. Note: If you have any questions regarding this Electrical and Energy plan review list please contact Eric Jensen at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. END OF REVISED PLAN REVIEW To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. CARLSBAD 11-1684 ( PCR 12-030 ) 4/9/12 The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Chuck Mendenhall at Esgil Corporation. Thank you. CARLSBAD 11-1684 ( PCR 12-030 ) 4/9/12 [DO NOT PAY- THIS IS NOTAN INVOICE] VALUATION AND PLAN CHECK FEE ( Plan Revisions ) JURISDICTION: CARLSBAD PLAN CHECK NO.: 11-1684 ( PCR 12-030 ) PREPARED BY: Chuck Mendenhall DATE: 4/9/12 BUILDING ADDRESS: 1 LEGOLAND DRIVE BUILDING OCCUPANCY: Rl/A/Sl/B TYPE OF CONSTRUCTION: IH-A/SPR. AREA ( Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Hotel Revisions 146563 Hrly Air Conditioning Fire Sprinklers TOTAL VALUE Junsdiction Code CB By Ordinance Bldg. Permit Fee by Ordinance Plan Check Fee by Ordinance Type of Review • •Repetitive Fee Repeats * Based on hourly rate Complete Review • Other [7] Hourly EsGii Fee • Structural Oniy 4 Hrs. $400.00 Comments: Sheet 1 of 1 macvalue doc + Structural Engineers Supplemental Calculations for Legoland Hotel Carlsbad, CA Mansard Framing Revision 15 7\ •fc Architects Delawie Wilkes Rodrigues Barker 2265 India Street San Diego, CA 92101 March 2012 1^03 D PROJl CI Structural Engineers CNGR Mil L'l jJ'-Jis>__,_. C.SSl NO ^ DAII. ^Ct- k-mu-^ j*^^T I^^Mw Cico 11. r It- 1/ \ larkWeStern Budding systems cw rech Support. (888) 43/-3244 clarkwestem.com 2007 North American Specification ASD DATE. 3/20/2012 SECTION DESIGNATION: 600S137-43 [33] Single Input Properties: Web Height = Top Flange = Bottom Flange = Stiffening Lip = Punchout Width = 6 000 in 1 375 in 1 375 in 0 375 in 1 500 in Design Thickness = Inside Corner Radius = Yield Point, Fy = Fy With Cold-Work, Fya Punchout Length = 0 0451 in 0 0712 m 33 0 ksi 33 0 ksi 4 000 in Joist Sowing 24 0 in Floor Solver Design Data - Simple Span Joist Soan lOOOfjl Dead Ll)|id^t6-0 psf Live Load = 19 0 psf Check Flexure Mmax = 875 Ft-Lb <= Ma = 1061 Ft-Lb & Ma(distortional) = 985 Ft-Lb K-phi for Distortional Buckling = 0 lb*in/in Check Deflection Total Load Defl Limit L/180 Total Load Defl = 0 261 m Live Load Defl Limit L/240 Live Load Defl = 0 142 in Totai Load Defl Ratio = L/459 Live Load Def! Ratio = 1/845 Check Web Crippling Web Crippling capacity not reduced for punchouts near ends of member Rmax = 350 ib End Beanng Length = 1 00 in ^ w. f f Ra = 259 ib < Rmax, STIFFENERS REQUIRED d^^. Check Shear Vmax = 350 Ib Shear capacity not reduced for punchouts near ends of member Va = 1416ib>= Vmax larkWeStern Buiiding systems cw rech Support (888) 43/-3244 clarkwestern com 2007 North American Specification ASD DATE: 3/20/2012 fr V3 SECTION DESIGNATION: 600S137-43 [33] Single Input Properties: Web Height = Top Flange = Bottom Flange = Stiffening Lip = Punchout Width = 6 000 in 1 375 in 1 375 in 0 375 in 1 500 in Design Thickness = Inside Corner Radius = Yield Point, Fy = Fy With Cold-Work, Fya • Punchout Length = 0 0451 in 0 0712 in 33 0 ksi 33 0 ks! 4 000 in Floor Solver Design Data\- Simple Span JoistSpai(l2 00 5/ Dead Loa^^e-fpsf Live Load = 19 0 psf Joist Spacifig 16 0 in Check Flexure Mmax = 840 Ft-Lb <= Ma = 1061 Ft-Lb & Ma{distortional) = 985 Ft-Lb K-phi for Distortional Buckling = 0 ib*in/in Check Deflection Totai Load Defl Limit L/180 Total Load Defl = 0 361 in Live Load Defl Limit L/240 Live Load Defl = 0 196 m Totai Load Defl Ratio = L/398 Live Load Defl Ratio = L/734 Check Web Crippling Web Crippling capacity not reduced for punchouts near ends of member Rmax = 280 lb End Bearing Length = 1 00 in A f I A Ra = 259 lb < Rmax, STIFFENERS REQUIRED r^^lkt^" ^^"i* Check Shear Vmax = 280 lb Shear capacity not reduced for punchouts near ends of member Va = 1416 lb >= Vmax larkWeStern Buiiding systems cw "lech Support. (888) 43/-3244 clarkwestem.com 2007 North American Specification ASD DATE. 3/20/2012 SECTION DESIGNATION: 600S162-54 [50] Single ^ , Input Properties: Web Height = Top Flange = Bottom Flange = Stiffening Lip = Punchout Width = 6 000 in 1 625 in 1 625 in 0 500 in 1 500 in CvW « Design Thickness = Inside Corner Radius - Yield Point, Fy = Fy With Cold-Work, Fya Punchout Length = 0 0566 in 0 0849 in 50 0 ksi 55 3 ksi 4 000 in Joist Spacidg 16 0 in Floor Solver Design Data - Simple Span Joist SparLie 00 ft^ Dead Loadfe^4oO psf Live Load = 19 0 psf Check Flexure Mmax = 1493 Ft-Lb <= Ma = 2527 Ft-Lb & Ma(distortional) = 2158 Ft-Lb K-phi for Distortional Buckling = 0 ib*in/in Check Deflection Totai Load Defl Limit L/180 Totai Load Defl = 0 815 in Totai Load Defl Ratio = L/235 Live Load Defl Limit L/240 Live Load Defl = 0 443 in Live Load Defi Ratio = L/434 Check Web Crippling Web Crippling capacity not reduced for punchouts near ends of member Rmax = 373 lb End Bearing Length = 1 00 in Ra = 599 Ib >= Rmax, stiffeners not required Check Shear Vmax = 373 ib Shear capacity not reduced for punchouts near ends of member Va = 2823 lb >= Vmax ClarkWestern Suilding systems cw Tech Support: (888) 437-3244 clarkwestern .com 2007 North American Specification ASD DATE: 3/20/2012 SECTION DESIGNATION: 362S137-33 [33] Single Input Properties: '^'-~--»-~'-'~--»=™«^^ Web Height = 3 625 in Top Flange = 1 375 in Bottom Flange = 1 375 in Stiffening Lip = 0 375 in Punchout Width = 1 500 in Design Thickness = Inside Corner Radius = Yield Point, Fy = Fy With Coid-Work, Fya Punchout Length = 0 0346 in 0 0765 in 33 0 ksi 33 0 ksi 4 000 in Wall Solver Design Data - Simple Span Wall Height 6 00 ft Lateral Pressure 20 00 psf Stud Spacing 16 0 in Check Flexure Load Multiplier for FlexurafStrength = 1 00 Fiexurai Bracing KyLy =^8 Op Me = 1068 Ft-Lb V-*^ = 727 Ft-Lb Mc = 655 Ft-Lb Sc/Sf = 0 90 Mmax = 120 Ft-Lb <= Ma = 353 Ft-Lb Deflection Limit L/240 Axiai Load 245 ib Cb = 1 00 0 56 My < Me < 2 78 My Check Deflection Deflection Limit L/240 Load Multiplier for Deflection = 1 00 Maximum Deflection = 0 055 in Deflection Ratio = L/1308 Check Shear Vmax = 80 ib (including Flexural Load Multiplier) Shear capacity not reduced for punchouts near ends of member Va = 1024 ib >= Vmax Check Web Crippling Rmax = 80 ib (Including Fiexurai Load Multiplier) Web Crippling capacity not reduced for punchouts near ends of member End Bearing Length = 1 00 in Ra = 165 ib >= Rmax, stiffeners not required- Check Axial Interactions P = 245 lb (Including Axial Load Multiplier) Axial Loads Multiplied by 1 00 for interaction Checks Max unbraced length, KyLy and KtLt = 48 0 in Max KL/r = 96 Allowable Pure Axial Load, Pa • K-phi for Distortional Buckling 17771b Axial Load Ratio, P/Pa = 0 138 0 !b*in/in P/Pa <=0 15 Therefore, Check Equation C5 2 1-3 Equation C5.2.1-3 = 0.478 <=1.0 STEEL s T D ll E S i G N G u ^9 D C 1 1/2" X 4" SiipporAlips ft i 1 /-GiRgCR/vlOlSr 1 3- 1 1/2" X 4" 16 gauge 50 ksi Support Clip V •6IR0EP/J01ST Clip Angle Length jfteheS Fasten«r Count Support Clip Long Leg f Short Leg Capacity Maximum Allowable Poinl Load, Ib ^..Mnimum Glcder/Joist Gauge at Connection "5" lb 16 14 "33 kS! _£_60 ksi 33 KSI 1 50 i=si i5I I iSI 3'i! * 2?.l \\ * ^ it ll ../^ 3 1 \ ! A'^ 5 1,7 ' -14 ! AM 4 ! 3 0=40 i 7 ; 3 , , 'c It'" KH5 3 - \ I.-4 rSi rr i * ! 4 j >> •51 i _li»2 ; 012" 6 \ 11 " 5 »40 ! IT?.' 177/ 1 1/?? ! 6 \ 11 " S 1 ififi i(vo r ^ ?X>7 '53 >2 ' yi} i Noies ! ;i Sci~,\'s sf!t< be riacec! stdnbig r»(» b« <jtB':i<!* Hriies Miid cifematiivj tom top io boltotn ^ 2 >'w<-9iHicc%">v!a«9''-w»5Si'»^Pps«s5"*^^'Jc6sn^^^ , THE SiREr^iGTH T o 2.iO SUPPORT YOU structurai Engineers Revised Calcs Supplemental Calculations foi* Legoland Hotel Carlsbad, CA Mansard Framing Revision Architects Delawie Wilkes Rodrigues Barker 2265 India Street San Diego, CA 92101 March 2012 Cru^ cB \\\lo^(l structural Engineers ENGR SHEET GSSI NO DATL •TEXT-. 1^ 1. .4? ^GSSI PROJLCT^ {^^•^ U^.'^'b y^^Sfc^4,D structural Engmeers ENGK •SHFnr OSSI NO ClarkWestern Building Systems CW iech Support; (8b8j 437-3244 clarkwestem.com 2007 North American Specification ASD DATE: 3/20/2012 SFCTION OFSIGNATION: 600S137-43 [33] Single Input Properties: Web Height = lop Flange = Bottom Flange = Stiffening Lip = Punchout Width = 6.000 in 1.3/b in 1.375 in 0.375 in 1.500 in Design Thickness = Inside Corner Radius = Yield Point, Fy = Fy With Cold-Work, Fya Punchout Length = 0.0461 in 0.0712 in 33.0 ksi 33.0 ksi 4 000 in Floor Solver Desi^Ddta - Simple Span Joist Span 10.00 ft) Dead L6^_^,6f0 psf Live Loaa=*19.0 psf Joist S Check Flexure Mmax = 875 Ft-Lb <= Ma = 1061 Ft-Lb & Ma(distortional) = 985 Ft-Lb K-phi for Distortional Buckling = 0 ib*in/in Check Deflection Total Load Defl Limit: U180 Total Load Defl. = 0.261 in Live Load Defl Limit: L/240 Live Load Defl. = 0.142 in Total Load Defi. Ratio = L/459 Live Load Defl. Ratio = U845 Check Web Crippling Web Crippling capacity not reduced for punchouts near ends of member Rmax = 350 lb End Bearing Length =/1.00 in , i • Ra = 259 lb < Rmax, BTlFFENfRS REQUIRED ^"X^ /b>*f^. ^ • Check Shear Vmax = 350 Ib Shear capacity not reduced for Va = 14161b >= Vmax jnchouts near ends of member ClarkWestern Building Systems CW Tech Support: (888) 437-3244 clarkwestem.com 2007 North American Specification ASD DATE: 4/23/2012 Legoland JCCTION DESIGNATION: 0009137-43 [33] Single Input Properties: Web Height = Top Flange = Bottom Flange = Stiffening Lip = Punchout Width = 6.000 in 1.375 in 1.375 in 0.375 in 1.500 in Design Thickness = Inside Corner Radius = Yield Point, Fy = Fy With Cold-Work, Fya Punchout Length = 0.0451 in 0 0712 in 33.0 ksi 33.0 ksi 4.000 in Floor Solver Design Data - Simple Span Joist Span 10.00 ft Dead Load = 16.0 psf Live Load = 19.0 psf Joist Spacing 24.0 in Check Flexure Mmax = 875 Ft-Lb <= Ma = 1061 Ft-Lb & Ma(distortionai) = 985 Ft-Lb K-phi for Distortional Buckling = 0 ib*in/in Check Deflection Total Load Defi Limit: L/240 Total Load Defl. = 0.261 in Live Load Defi Limit: L/360 Live Load Defi. = 0.142 in Total Load Defl. Ratio = L/459 Live Load Defl. Ratio = L/845 Check Web Crippling Web Crippling capacity not reduced for punchouts near ends of member Rmax = 350 Ib End Bearing Length = 3.00 in Ra = 377 Ib >= Rmax, stiffeners not required Check Shear Vmax = 350 Ib Shear capacity not reduced for punchouts near ends of member Va= 14161b >= Vmax ClarkWestern Building Systems CW Teen Support: (688) 437-3244 clarkwestem.com 2007 North American Specification ASD DATE: 3/20/2012 3( SECTION DESIGNATION: 600S1.37-43 [.3.3] Singlfi Input Properties: Web Height = Top Flange = Bottom Flange = Stiffening Lip = Punchout Width = 6.000 in 1.3/b m 1.375 in 0 375 in 1.500 in Design Thickness = Inside Corner Radius = Yield Point, Fy = Fy With Cold-Work, Fya Punchout Length = 0.0451 in 0.0712 in 33.0 ksi 33.0 ksi 4.000 in Floor Solver De; Joist Spai Dead Loa^3:;JeD psf Live Load = 19.0 psf Simple Span Joist Spaciifg 16.0 in" Check Flexure Mmax = 840 Ft-Lb <= Ma = 1061 Ft-Lb & Ma(distortional) = 985 Ft-Lb K-phi for Distortional Buckling = 0 lb*in/in Check Deflection Total Load Defl Limit: L/180 Totai Load Defi. = 0.361 in Live Load Defi Limit: L/240 Live Load Defl. = 0.196 in Total Load Defl. Ratio = L/398 Live Load Defl. Ratio = L/734 Check Web Crippling Web Crippling capacity not reduced for punchouts near ends of member Rmax = 280 Ib ^ ^s. End Bearing Length = 1.00 in , Ra = 259 Ib < Rmax, STIFFENERS REQUIRED 'X^&^i;^)^^^^^^ Check Shear Vmax = 280 Ib Shear capacity not reduced for punchouts near ends of member Va = 14161b >= Vmax ClarkWestern Building Systems GW Tech Support: (888) 43/-3244 clarkwestem.com 2007 North American Specification ASD DATE: 3/20/2012 SECTION DESIGNATION: 600S162-54 [.W] Single Input Properties: Web Height = Top Flange = Bottom Flange = Stiffening Lip = Punchout Width = 6.000 in 1.625 in 1.625 in 0.500 in 1.500 in Design Thickness = Inside Corner Radius = Yield Point, Fy = Fy With Cold-Work, Fya Punchout Length = 0.0566 in 0.0849 in 50.0 ksi 55.3 ksi 4.000 in Joist Spa^ Floor Solver D^t^nData - Simple Span Joist SpaiCie.OOft-^ Dead Load fe^ii^ psf Live Load = 19.0 psf Check Flexure Mmax = 1493 Ft-Lb <= Ma = 2527 Ft-Lb & Ma(distortional) = 2158 Ft-Lb K-phi for Distortional Buckling = 0 lb*in/in Check Deflection Total Load Defl Limit- L/180 Total Load Defl. = 0.815 in Live Load Defl Limit: L/240 Live Load Defl. = 0.443 in Total Load Defl. Ratio = L/235 Live Load Defl. Ratio = L/434 Check Web Crippling Web Cnppling capacity not reduced for punchouts near ends of member Rmax = 373 ib End Bearing Length = 1.00 tn Ra = 599 Ib >= Rmax, stiffeners not required Check Shear Vmax = 373 lb Shear capacity not reduced for punchouts near ends of member Va = 2823 Ib >= Vmax ClarkWestern Building Systems CW rech Support: (888) 43/-3244 clarkwestem.com 2007 North American Specification ASD DATE: 3/20/2012 SFCTION DESIGNATION: 362S137-33 [33] Single Input Properties: Web Height = lop Flange = Bottom Flange = Stiffening Lip = Punchout Width = 3.625 in 1.3/5 in 1.375 in 0.375 in 1.500 in Design Thickness = inside Corner Radius = Yield Point, Fy = Fy With Cold-Work, Fya Punchout Length = 0.0346 in 0.0765 in 33.0 ksi 33.0 ksi 4.000 in Wall Solver Design Data - Simple Span Wall Height 6.00 ft Lateral Pressure 20.00 psf Stud Spacing 16.0 in Check Flexure Load Multiplier for Flexuraf3ti;ength = 1.00 Flexural Bracing: KyLy =^48.0 hp Me = 1068 Ft-Lb ^--^ My = 727 Ft-Lb Mc = 655 Ft-Lb Sc/Sf = 0.90 Mmax = I^Ft-Lb <= Ma = 353 Ft-Lb Check Deflection Deflection Limit-17240 Load Multiplier for Deflection = 1.00 Maximum Deflection = 0.055 in Deflection Limit L/240 Axial Load 245 Ib Cb = 1.00 0 56 My < Me < 2.78 My Deflection Ratio = L/1308 Check Shear Vmax = 80 Ib (Including Flexural Load Multiplier) Shear capacity not reduced for punchouts near ends of member ' Va = 1024lb>= Vmax Check Web Crippling Rmax = 80 Ib (Including Flexural Load Multiplier) Web Crippling capacity not reduced for punchouts near ends of member End Bearing Length = 1.00 in Ra = 165 ib >= Rmax, stiffeners not required Check Axial Interactions P = 245 Ib (Including Axial Load Multiplier) Axial Loads Multiplied by 1.00 for Interaction Checks Max unbraced length, KyLy and KtLt = 48.0 in Max KL/r = 96 Allowable Pure Axiai Load, Pa = 1777 Ib : Axiai Load Ratio, P/Pa = 0 138 K-phi for Distortional Buckling = 0 lb*in/in P/Pa <=0.15 Therefore, Check Equation C5.2.1-3 Equation C5.2.1-3 = 0.478 <=1.0 Electrical Response MICHAa WALL ENGINEERiNG April 9, 2012 Eric Jensen EsGil Corporation 9320 Chesapeake Drive, Suite 208 San Diego, CA 92123 Re: Legoland Hotel Plan Check Number: 11-1684 MWE Job No. 11-057 SAN DIEGO 858-638-0600 858-638-0640 FAX 4115 Sorrento Valley Blvd San Diego, CA 92121 IRVINE 949-864-0600 949-864-0640 FAX 19600 Fairchild Road Suite 200 Irvine, CA 92612 www mwallenq com We have received the comments from your plan review for the above referenced project. We have responded to each Issue (In Italics), and have included the original Issues (in boldface) for your reference. Electrical & Enerqv Comments ' • 1. Two things I need to know: • Is the dimming rack (outdoor dining space) and the ETC ELTS listed for emergency circuits? (and) • Include the equipment specification for both controls that demonstrates the two systems (normal and emergency) are physically separated from one another. Re.'sponse: • The ETC (Electronic Theatre Controls) ELTS (Emergency Ughting Transfer System) is UL listed 1008 for Automatic Transfer Switch for use in emergency systems (category code WPWR) UL File #E157852, see page 2 ofthe attached cut sheet. The dimming rack is not the source of the emergency power and therefore is not required to be UL listed for emergency power The source for the emergency power is the backup emergency power generator shown on sheet E8.5 and connected to the hotel via panel ELH. • Please see page 2 of the attachment which describes the operation of the transfer system as follows: Monitors normal power: upon the detection of power failure with presence of any emergency source disconnects normal source and connects emergency source. We trust that these responses, along with the corrections to the plans, meet with your approval. Should you have any questions or comments, please feel free to contact me at 858-638-0600. Sincerely, Bryan Wayne Michael Wall Engineering ETC^ Emergency Lighting Transfer System ©us USTED IISTEO ELTS2 Series GENERAL INFORMATION ETC's Emergency Lighting Transfer System (ELTS2) is designed to switch one or more hghting loads from one power source to another when there is a power failure or other emergency situation present APPLICATIONS • Emergency lighting'applications in UL and cUL rnarkets • School auditoriums • Theaters and concert halls • Themed retail or casino spaces • Houses of Worship, Churches GENERAL • Self-contained and separate from normal power or control wiring • Continuous monitoring of normal and emergency power • NEMA 1 rated cabinet (optional NEMA 4 cabinet) • Seismic certified ELECTRICAL • Connect up to 24 - 20A circuits • Single or three phase power - 12 0/2 08V - 12 0/2 40V - Three phase power - 2 3 0/400V - 240/415V - 277/480V • Optional discrete circuit feeds or mam feed with branch circuit distribution • Contractor connections are convenient and clearly marked ACCESSORIES • Remote Control Keyswitch Station • Mounting Kit - horizontal tab option ORDERING INFORMATION ELTS2 ENCLOSURE EMERGENCY FEED INPUTS VOLTAGE OPTIONS CIRCUITS 120= 120V AC D = Discrete circuits @ 20A ELTS2 1 = NEMA 1 Inputs 277 = 277V AC Circuits @ 20A 2-12 111 small enclosure ELTS2 4 = NEMA 4 M = Main Feed 3P = 120/208V AC (30 4-wire) 1P= 120/2 40V AC (10 3-wire) 3P240 = 230/400V AC (30 4-wire) 277 = 277/4S0V AC (30 4-wire 2-24 in large enclosuie BASIC IVIODEL NUMBERING: ELTS2-1-M-3P-6 Tins IS the basic form of the model number It reads ELTS2- to differentiate from original ELTS, 1 - Type of Enclosure, M - Type of Emergency Feed Inputs, 3P - Voltage Option, 6 - Quantity of circuits (even numbeis only, max 24i Example ELTS2-1-D-120-8 This is an emergency lighting transfer system in a NEMA 1 enclosure with discrete circuit feeds from an emergency branch breaker panel (by others) for eight 20A circuits at 120V The units are available with even number circuits only The number of ciicuits determines'the size of the unit Small Unit - 2, 4, 6, 8, 10, 12 Laige Unit - 14, 16, 18, 20, 22, 24 Note Mixed Moltag^s fl'p not allowed "i tne same unit and requue two separate units 1 of 4 ETC^ Emergency Lighting Transfer System ELTS2 Series SPECIFICATIONS GENERAL • UL and cUL Listing ANSI/UL*1008 Automatic Transfer Switch for use in emergency systems (category code WPWR) -• 'UL File #E157852 • Complies with ANSI/NFPA 110, Standard for Emergency and Standby PowecSysterris • Satisfies requirements of The'National Electnc Code (NFPA 70) - ; Article 700 vJEmergehcy Systems -'.Article 701_r Legally Required Standby Systems -' Article 702 -Optional Standby Systems -'riSection" 518.3C-ffc'/&seiTibly Occupancies -i'Section.:52p.'8 - Theatres and Similar Locations - '.Section 540.1 K - Motion Picture Projection Rooms • Self-contained system for up to 24 circuits • Short Circuit Current Rating (SCCR) 65,000A RMS symmetrical • Standard Enclosure is NEMA 1, optional Enclosure is NEMA 4 SEISMIC CERTIFICATION - Independent lab certification and third party testing complies with the US seismic requirements of the International Building Code (IBC) for equipment in the emergency life-safety chain - IBC 2000 - referencing ASCE 7-98 and ICC AC-156 - IBC 2003 - referencing ASCE 7-02 and ICC AC-155 - IBC 2006 - referencing ASCE 7-05 and ICC AC-156 - IBC 2009 - referencing ASCE 7-05 and ICC AC-156 MECHANICAL • Wall mount unit with vertical mounting tab kit, alternative (horizontal) mounting tab kit available • 14 gauge welded steel cabinet, rated NEMA 1 or optional NEMA 4 cabinet • One-point (small unit) or three-point (large unit) door latch with key lock • Fine-textured scratch resistant epoxy paint • Hinged front access to wiring space for easy contractor connections - clearly marked termination strips and phase voltage lugs • Conduit entry via top, bottom or from any side (see manual • Control wiring separated from the higher voltage wires to avoid contact during installation OPERATION • Monitors normal power upon the detection of power failure • with presence of an emergency source disconnects normal source and connects emergency source • When normal power is restored, the emergency source is disconnected from the loads and normal source is connected to the loads • Monitors voltage on all normal phases • Field adjustable delay after a loss of normal power before switching to the emergency source - adjustable from 0 to 10 seconds • Field adjustable delay after the restoration of normal povvei before switching to normal source - adjustable from 0 to 60 seconds • Emergency state control pnority - 1 - Power Fail - 2 - Fire Alarm activation - 3 - Local and/or remote activation SPECIFICATIONS ELECTRICAL NORMAL SENSE FEED INPUT • AC circuits with neutral to provide power to the normal side of the electronics and for sensing a power fail - 120V - Single phase, 2 wire (Discrete Feed) - 277V - Single phase, 2 wire (Discrete Feed) - 120/20SV - Three phase, 4 wire (Mam Feedl - 120/240V - Single phase, 3 wire (Mam Feed) - 230/400V - Three phase, 4 wire (Mam Feed) - 277/480V - Three phase, 4 wire (Mam Feed) • Terminals sized for up to 8 AWG wire • Separate units required for mixed voltages EMERGENCY SOURCE FEED • Type D Each circuit discretely fed from a remote breaker panel (supplied by others) • Available in the following configurations - 20A 120V circuits - 20A 230 and 240V circuits - 20A 277V circuits • Type M Single feed mam lugs provided to distribute emergency power to all circuits • Available in the following configurations - 120/208V - Three phase, 4 wire, SOA for 12 circuits /160A for 24 circuits - 120/240V - Smgle phase, 3 wire, 120A for 12 circuits / 240A for 24 circuits - 230/400V - Three phase, 4 wire, SOA for 12 circuits / 160A for 24 circuits - 277/480V - Three phase, 4 wire, SOA for 12 circuits / 160A for 24 circuits • For both types input lug wire range of 14 AWG - 2/0 for 12 circuits (small) or 6 AWG - 350kcmil for 24 circuits (large) • For both types fuse protection to allow listed use with any circuit breaker brand - Class G SCCR protection - Located on load side of contactor and protects both normal and emergency source feeds MAXIMUM CONTINUOUS LOAD CONTACTORS • 20A circuits are rated for a continuous load of 1920W per Circuit at 120V 3680W at 230V and 4432W per circuit at 277V • A single contactor set controls no more than 2 circuits • Switches both hot and neutral conductors • Mechanically interlocked to insure a break before make • Rated for mixed loads resistive, tungsten and discharge lamps • Mechanically maintained (held) FIRE ALARM INPUT • Normally closed dry contact closure • Input terminals accepts 10 - 22 AWG class 2, two-wire from alarm panel USER CONTROLS • Front panel local control mcludes a test key switch and 3 indicators • Test Key Switch - thiee-position momentary key switch - Normal Mode with indicator - Emergency Mode with indicatoi - Fire Alarm with indicatoi • Allows connection of up to five remote control stations (5-wiie, 24V Class 2, tested 16 AWG up to IOOO') 2 of 4 ETC^ Emergency Lighting Transfer System ELTS2 TYPE D TYPICAL RISER ELTS2 Series DIMMER RACK OR CiRcurr BRE:AKER PANEL NORMAL POWER SOURCE NoPMAL (oNLf) LIGHTING LOADS DIMMER OUTPUT TO HOftUAL f £MgRCjgNCY LIGHTING LOADS NORMAL Sfc^fc FEEP 10 OR 30SiNeurRAL VIA 15 AMP CIRCUIT BREAKER (B'' OTHERS) SENSOR TAP KIT UNISON TAP KIT SENSL Fi-tD 8v OTHEI^S EMERGENCY BRANCH CIRCUIT PANEL {SY OTHERS) EMERGENCY POWER SOURCE: (GCNERATOR INVERTCROR SLCONO UTIUTV) EMERGENCY LIGHTIW' CIRCUIT FEEDS NORMAL / EMERGEf^c LIGHTING LOADS ELTS - EMERGENCY LIGHTING TRANSFER SrsTEM TYPE D - DISCRETE FEED ULT (2) 16 AWG CLAbb 2 (DRY CONTAC- INPUT) FIRE ALARM 1^ REMOTE STATIONS ELTS2 TYPE M TYPICAL RISER NORMAL (OWLY) LiGHriKO LOAD!. DiMMFR RACK OR CIRCUIT BREAKER PANEL NORMAL POWER SOURCE niMME^ OUTPUT TO NORMAL/f=MF'^O^NC>- UGHTING I 0*DS NORMAL SENS^ 10 OR 30 1 NEUTRAI vw 15 Aup CIRCUIT BREAKTR (BY orMERs) SENSOP TAP KIT — UNISON TAP KIT SENSE FEED BY OTHERS •DO- NORMAL / EMERGENCV LlGHTtNC LOAPS EMERGENCY Power? SOURCE; GENERATOR, INVERTER OR SECOND UTH ITV JAI 0 ELTS - EMERGENCY LiGHtiNG TRANSFER SvsTfcM U TYPE M - MAIN FbED -otr (2) 16 AWG CLASS 2 (DRV CONTACT INPUT) ^5) 16 AWG FIRE ALARM REMOTE , STATIONS 3 of 4 ETC^ Emergency Lighting Transfer System ELTS2 Series PHYSICAL ELTS2 Overall Dimensions ELTS2 Weights MODEL HEIGHT WIDTH DEPTH inches mm inches mm mches mm Large unit 50 8 1290 31 3 795 103 262 Small unit 38 8 986 25 3 643 103 262 MODEL WEIGHT SHIPPING WEIGHT* Ibs kgs Ibs kgs Large unit 119 54 169 77 Small unit 99 45 149 67 ELTS2 Small unit for up to 12 circuits (NEMA 1) M mt,!tfr,m.!nr.rm'.mt nr TB 38 8" 986mm 24 3" 617mm" 37 6" 955mm 34 5 875mm 5L -4- ELTS2 Large unit for up to 24 circuits (NEMA 1) 50 8" 1290mm 49 6" 1260mm 46 5" 1181mm EL _21 3"_ 541mm _25 3"_ 643 mm _ 30 i"_ 770mm _ 27 3"_ 694mm _ 31 3"_ 795mm * Shipped on pallet "TfU 36 3" 922mm _87"_ 221mm _tsi 48 3" 1227mm 10 3"_ 262mm _ 8 7"_ 221mm 10 3"^ 262mm Corporate Headquarters • 3031 Pleasanl VVi/ Rd, PO Box S20979, Middlelon VVI 53563 0975 USA • Tel +1 60S S31 4116 • Fa>. -rl 60S 336 1736 London, UK • Um; 2D-23 Virlurrt Inrlusni.il EstdiP Virtoii.i =in,iil London SUU, U< • td +J-I (Ol^O 3895 1000 • ta< +4J lOUO 339S 2000 Rome, IT • Vi.T Pic-,e toiliui 48, 00156 Rome, Italy • Toi r39 l06l 32 1 11 GS3 • Fax »44 lO«0 3752 3486 Holzkirchen, DE • Ohm-JUKe 3, S3607 Holt^'iicnen GerrTianv • lel +49 .80 34) 4/ 00-0 • f .> ^49 ISO 24) 47 00-3 00 Hong Kong • I'-jnin IdOl, 18/F Towt-r 1 Pl.nSe I Enli-ip'iw Sqiidif 9 aneliiiil fuel Kivld Kciwioun B..V. Kowloon, Hnnq Komi ' Tel -1-S52 2799 1220 • Fl> +352 2799 9325 Web • wvv'^e'cconnoctcom • CapyrignitO20I2 TTC All "^iqlus RGSen'Ctl All orodlicl inlormcTion dnd 5pocincations 5uoiei.t lO cndncje IO9uL1001 Rev F USA 02,^12 4 of 4 DAVID MANN ARCHITECT, LEED AP Architects | Delawie Wilkes Rodrigues Barker 2265 ir.did Street Bar Diego CA32101-r'2S Te foigi299-669C xi373 fjx,51S; 299 5J13 Thi', e '^^ail •~^av contciin -onfiaentiai at privileged inforrnaucin If /ou C'IIOK ^ ou liove received ti^.is e-n-i^'l ;r. en DI oiease sdvise "he sender oy reply e-mji! and then delete ^hi5 e iTijii irnmeduteiy Thank /oi. > i i: Floor Assembly B-1HR AA| : j • ^—[ =L= MANSARD AREA 1 HOUR ROOF/CLG ASSEMBLY I 2 HOUR WALL o b o CO ALLOWABLE VOLUME PROFILE, DIAGRAM ACTUAL VOLUME PROFILE DIAGRAM PENTHOUSE AREA CALCUL>\TION (BASED ON SF| CBC I 509 2 2 PENTHOUSE AREA ALLOWABLE 56,519 sf X ^ (CBC allowable) = 18,839 sf PENTHOUSE AREA ACTUAL = 20,979 sf PENTHOUSE VOLUME CALCULATION PENTHOUSE VOLUME- ALLOWABLE 56,519 sf X i (CBC 1509 2 2) =18,839 sf x 18 ft (ALLOWABLE HEIGHT PER CBC 1509 2 I ) = 339,1 14 cf PENTHOUSE VOLUME ACTUAL TALL MANSARD = 12,015 sf X 8 ft (HEIGHT)/2 = 48,060 cf SHORTMANSARD = 8,964 sf x 5 167 ft (HEIGHT)/2 = 23 158 cf TOTAL VOLUME - 71,218 cf TOTAL ROOF AREA 56.519 SF TALL MANSARD AREA I2,0I5SF SHORT MANSARD AREA 8,964 S F TOTAL MANSARD AREA 20,979 S F MICHAEL WALL ENQINEERINQ January 13,2012 Eric Jensen EsGil Corporation 9320 Chesapeake Drive, Suite 208 San Diego, CA 92123 Re; Legoland Hotel Plan Check Number: 11-1684 MWE Job No 11-057 SAN DIEGO 658-638-0600 868-e3e-0640FAX 4115 Sorrento Valley Blvd. San DIego, CA 92121 IRVINE 949-864-0600 949-864-0640 FAX 19600 Fairchild Road SuHe 200 livine, CA 92612 www.mwaBens.com We have received the comments from your plan review for the above referenced project. We have responded to each Issue (in Italics), and have included the original Issues (In boldface) for your reference. Electrical & Enerav Comments • 1. Exterior egress lighting required in outdoor dinlng/lounge area (Opposite side of building from the entry/lobby.) to all three exits, Including steps. • What I'm trying to determine Is compliance with CEC 700.9(B) that Is a separation of the normal and the emergency circuits: Primary at ETC/ELTS cabinet. (See 700.23 for additional requirements). I'm having trouble correlating the different elements shown on E1.4 (alfdetalls) • I'm not crazy about the concept of plug In rope lights for use as emergency egress lighting, If this is the case. o Detail the use of cords In this design (See CEC 400.8). o Provide photometries for compliance with CBC 1006.3. Response: • The normal power for the lighl fixtures in the outdoor dining space shall be providedfi'om (he dimming rack located in the main electrical room. • The emergency power for the Ught fixtures in the outdoor dining space shall be provided from the emergency panel ELH connected to a generator. • An ETC (Electronic Theatre Conlrol) ELTS (Emergency Lighting Transfer System shall be provided in the main electrical room as well The ELTS contains Iransfer switches lhat upon loss of normal power will automatically switch fi om the normal source to the emergency source; this is shown on detail 6 of sheet El. 4. • The emergency and normal sources shall nol be mixed except in the Iransfer switch. » The fixtures used for emergency lighling are mounted on aircraft cable but are not rope lights, the termination for the fixture shall be hard wired to a j-box, please see attached cut sheet offixture with attachment clouded. • Please see attached photometries of outdoor dining space. Cable Specification and Conduit Access Note: All Class 2 low voltage wiring is required to enter the unit in the top left conduit entry access point Do not run the Class 2 wires in the same conduit as sense, phase, or load power wiring. Type D ^Discrete Feed) Cable Specification and Conduit Access Connection Purpose Terminal Accepts Torque Notes 20A circuit from a normal source (dimmer rack or circuit breaker panel) to the transfer switch 12-8 AWG 16in/lbs Line and neutral conductors only! No ground lugs provided in the ELTS2. 20A discrete emergency branch circuit breaker feed input 12-8 AWG Line and neutral conductors only! No ground lugs provided in the ELTS2. Emergency lighting load output terminal strip 22-8 AWG (1) normal sense feed • single phase or three phase (must match normal power feeds) + neutral 20-6 AWG Normal power sense must connect to the ELTS2 through an extemal 10A circuit breaker. Reference "Sense Feed Requirements", page 9 for details Fire Alarm - dry contact input 22-10AWG 2 conductor Class 2 nonnally closed dry contact input Remote Stations 22-12 AWG, 5 conductor + 24Vdc, Class 2 Up to 5 remote stations per system typically wired in a parallel topology. Required conduit entry for - normal sense feed, remote station data termination, and fire alarm contact input transformers on 277 VAC units only Conduit entry for - normal load input from dimmer rack or branch circuit breaker panel Conduit entry for • discrete emergency branch circuit breaker feed input Conduit entry for - normal load input from dimmer rack or branch circuit breaker panel Conduit entry for • load output from EL TS2 to emergency lighting loads Installation 11 DAVID MANN ARCHITECT, UEED AP Architects | Delawie Wilkes Rodrigues Barker 2265 india Street San Diego, CA 92101-1725 Tel (519)299-6690 xll78 Fax (619) 299-5513 This e-mail may contain confidential or privileged information If you think you haue received this e-mail in error, piease advise the sender by reply e-mail and then delete this e- mail immediately Thank you 4 (3e> U \(etf* MANSARD AREA ® 1 HOUR ROOF/CLG ASSEMBLY ALLOWABLE VOLUME PROFILE, DIAGRAM ACTUAL VOLUME PROFILE DIAGRAM PENTHOUSE AREA CALCULATION (BASED ON SF) CBC 1509 2 2 PENTHOUSE AREA ALLOWABLE 56,519 sfx^ (CBC allowable) = 18,839 sf PENTHOUSE AREA ACTUAL = 20,979 sf PENTHOUSE VOLUME CALCULATION PENTHOUSE VOLUME-ALLOWABLE 56,519 sfx I (CBC 1509 2 2) = PENTHOUSE VOLUME ACTUAL TALL MANSARD SHORT MANSARD 18,839 sf X 18 ft (ALLOWABLE HEIGHT PER CBC i 509 2 I) = 339,1 14 cf 12,015 sf X 8 ft (HEIGHT)/2 = 48,060 cf 8,964 sfx 5 l67ft(HEIGHT)/2 = 23 I 58 cf TOTAL VOLUME - 71,218 cf TOTAL ROOF AREA 56,519 SF TALL MANSARD AREA 12,015 SF SHORT MANSARD AREA 8,964 S F TOTAL MANSARD AREA 20,979 SF Structural Engineers Revised Calcs Supplemental Calculations for Legoland Hotel Carlsbad, CA Mansard Framing Revision Architects Deiawie Wilkes Rodrigues Barker 2265 India Street San Diego, CA 92101 March 2012 my PROIECT Structural Engineers ENGR SHEET •¥ r VS> GSM NO DATE 3ATE_^|i% A. /! 3^ PROJECT^, ,L^\o« U^_eb f^'r'^h.±.^... SIIEET6^L^1A GSSI NO. Structural Engmeers ENGR 1 ^ % f^^^l - »« ClarkWestern Buiiding systems cw Tech Support: (888) 437-3244 clarkwestem.com 2007 North American Specification ASD DATE: 3/20/2012 SECTION DESIGNATION: 600S137-43 [33] Single Input Properties: Web Height = lop hlange = Bottom Flange = Stiffening Lip = Punchout Width = 6.000 in 1 375 in 1.375 in 0.375 m 1.500 in Design Thickness = Inside Corner Radius = Yield Point, Fy = Fy With Cold-Work, Fya Punchout Length = 0.0451 in 0.0712 in 33 0 ksi 33.0 ksi 4.000 in Floor Solver Desl^'Dita - Simple Span Joist SQ^ 10.00 ft) Dead L^^6*0f3sf Live Loaa=T^.O psf Joist S Check Flexure Mmax = 875 Ft-Lb <= Ma = 1061 Ft-Lb & Ma(distortional) = 985 Ft-Lb K-phi for Distortional Buckling = 0 lb*in/in Check Deflection Total Load Defi Limit: U180 Total Load Defl. = 0.261 in Live Load Defl Limit: L/240 Live Load Defl. = 0.142 in Total Load Defl. Ratio = L/459 Live Load Defl. Ratio = L/845 Check Web Crippling Web Crippling capacity not reduced for punchouts near ends of member Rmax = 350 Ib End Bearing Length =/1. Ra = 259 Ib < Rmax, {STIFFENERS REQUIRED ' V>^W XAK^ Check Shear Vmax = 350 Ib Shear capacity not reduced for f^nchouts near ends of member Va = 14161b >= Vmax B\. ClarkWestern Buiiding systems cw Teen Support: (888) 437-3244 clarkwestem.com 2007 North American Specification ASD DATE: 4/23/2012 Legoland SECTION DESIGNATION; 0003137-43 [33] Single Input Properties: Web Height = Top Flange = Bottom Flange = Stiffening Lip = Punchout Width 6 000 in 1 375 in 1.375 in 0.375 in 1.500 in Design Thickness = Inside Corner Radius = Yield Point, Fy = Fy With Cold-Work, Fya • Punchout Length = 0.0451 in 0 0712 in 33.0 ksi 33.0 ksi 4.000 in Floor Solver Design Data - Simple Span Joist Span 10.00 ft Dead Load = 16.0 psf Live Load = 19.0 psf Joist Spacing 24 0 in Check Flexure Mmax = 875 Ft-Lb <= Ma = 1061 Ft-Lb & Ma(distortional) = 985 Ft-Lb K-phi for Distortional Buckling = 0 lb*in/in Check Deflection Total Load Defl Limit: L/240 Total Load Defl. = 0.261 in Live Load Defl Limit: L/360 Live Load Defl. = 0.142 in Total Load Defl Ratio = L/459 Live Load Defl. Ratio = L/845 Check Web Crippling Web Crippling capacity not reduced for punchouts near ends of member Rmax = 350 Ib End Bearing Length = 3 00 in Ra = 377 Ib >= Rmax, stiffeners not required Check Shear Vmax = 350 Ib Shear capacity not reduced for punchouts near ends of member Va = 14161b >= Vmax larkWeStern Buiiding systems cw Tech Support: (888) 437-3244 clarkwestem.com 2007 North American Specification ASD DATE: 3/20/2012 SECTION DESIGNATION: 600S137-43 [33] Single Input Properties: Web Height = Top Flange = Bottom Flange = Stiffening Lip = Punchout Width 6.000 in 1.3/b in 1.375 in 0.375 in 1.500 in Design Thickness = Inside Corner Radius = Yield Point, Fy = Fy With Cold-Work, Fya Punchout Length = 0 0451 in 0.0712 in 33.0 ksi 33.0 ksi 4.000 in Floor Solver De: Joist Spa Dead Loa^^^^fO'psf Live Load = 19 0 psf - Simple Span Joist Spaci Check Flexure Mmax = 840 Ft-Lb <= Ma = 1061 Ft-Lb & Ma(distortional) = 985 Ft-Lb K-phi for Distortional Buckling = 0 lb*in/in Check Deflection Total Load Defl Limit; L/180 Total Load Defl. = 0.361 in Live Load Defl Limit: L/240 Live Load Defl. = 0.196 in Total Load Defl. Ratio = L/398 Live Load Defl Ratio = L/734 Check Web Crippling Web Crippling capacity not reduced for punchouts near ends of member Rmax = 280 Ib ^ fv End Bearing Length = 1 00 in Aft .y^y r<. Ra = 259 Ib < Rmax. STIFFENERS REQUIRED ^"VX^^^^r Check Shear Vmax = 280 Ib Shear capacity not reduced for punchouts near ends of member Va = 1416 lb>= Vmax larkWeStern Buiiding systems cw rech Support: (888) 437-3244 clarkwestem.com 2007 North American Specification ASD DATE: 3/20/2012 SECTION DESIGNATION: 600S162-fi4 [.^0] Single Input Properties: Web Height = Top Flange = Bottom Flange = Stiffening Lip = Punchout Width = 6.000 in 1.625 in 1.625 in 0.500 in 1.500 in Design Thickness = Inside Corner Radius = Yield Point, Fy = Fy With Cold-Work, Fya Punchout Length = 0.0566 in 0.0849 in 50 0 ksi 55.3 ksi 4.000 in ^ V Floor Solver Desrgn Data - Simple Span Joist Spar Dead Load M^O psf Live Load = 19.0 psf Joist Spa Check Flexure Mmax = 1493 Ft-Lb <= Ma = 2527 Ft-Lb & Ma(distortional) = 2158 Ft-Lb K-phi for Distortional Buckling = 0 lb*in/in Check Deflection Total Load Defl Limit: L/180 Total Load Defl. = 0.815 in Live Load Defl Limit L/240 Live Load Defl. = 0.443 in Total Load Defl. Ratio = L/235 Live Load Defl. Ratio = L/434 Check Web Crippling Web Crippling capacity not reduced for punchouts near ends of member Rmax = 373 Ib End Bearing Length = 1.00 in Ra = 599 Ib >= Rmax, stiffeners not required Check Shear Vmax = 373 Ib Shear capacity not reduced for punchouts near ends of member Va = 2823 Ib >= Vmax ClarkWestern Buiiding systems cw Tech Support: (888) 437-3244 clarkwestem.com 2007 North American Specification ASD DATE: 3/20/2012 5^u SECTION DESIGNATION r Input Properties: Web Height = lop Flange = Bottom Flange = Stiffening Lip = Punchout Width 362S137-33 [33] Single 3 625 in 1.375 in 1.375 in 0.375 in 1 500 in Design Thickness = Inside Corner Radius = Yield Point, Fy = Fy With Cold-Work, Fya Punchout Length = 0.0346 in 0.0765 in 33.0 ksi 33.0 ksi 4.000 in Wall Solver Design Data - Simple Span Wall Height 6.00 ft Lateral Pressure 20.00 psf Stud Spacing 16.0 in Deflection Limit L/240 Axial Load 245 Ib Check Flexure 1.00 Load Multiplier for FlexurafStrength Flexural Bracing: KyLy =Ut8.0 fti ^—My = 727 Ft-Lb Cb = 1.00 Me = 1068 Ft-Lb Mc = 655 Ft-Lb Mmax = 120 Ft-Lb < Sc/Sf = 0.90 Ma = 353 Ft-Lb 0 56 My < Me < 2.78 My Check Deflection Deflection Limit; L/240 Load Multiplier for Deflection = 1.00 Maximum Deflection = 0.055 in Deflection Ratio = L/1308 Check Shear Vmax = 80 lb (Including Flexural Load Multiplier) Shear capacity not reduced for punchouts near ends of member Va = 1024 lb>= Vmax Check Web Crippling Rmax = 80 Ib (Including Flexural Load Multiplier) Web Crippling capacity not reduced for punchouts near ends of member End Bearing Length = 1.00 in Ra = 165 Ib >= Rmax, stiffeners not required Check Axial Interactions P = 245 ib (Including Axial Load Multiplier) Axial Loads Multiplied by 1.00 for Interaction Checks Max unbraced length, KyLy and KtLt = 48.0 in Allowable Pure Axial Load, Pa = 1777 Ib ; Axial Load Ratio, P/Pa • K-phi for Distortional Buckling = 0 lb*in/in Max KL/r = 96 0,138 P/Pa <=0.15 Therefore, Check Equation C5.2.1-3 Equation C5.2.1-3 = 0.478 <=1.0 Electrical Response MICHAEL WALL ENGINEERING Apnl 9, 2012 Eric Jensen EsGil Corporation 9320 Chesapeake Drive, Suite 208 San Diego, CA 92123 Re: Legoland Hotel Plan Check Number: 11-1684 MWE Job No. 11-057 SAN DIEGO 858-638-0600 858-638-0640 FAX 4115 Sorrento Valley Blvd San Diego, CA 92121 IRVINE 949-864-0600 949-864-0640 FAX 19600 Fairchild Road Suite 200 In/ine, CA 92612 www mwallenq com We have received the comments from your plan review for the above referenced project We have responded to each Issue (in italics), and have included the original Issues (in boldface) for your reference. Electrical & Energv Comments • 1. Two things I need to know: • Is the dimming rack (outdoor dining space) and the ETC ELTS listed for emergency circuits? (and) • Include the equipment speciflcation for both controls that demonstrates the two systems (normal and emergency) are physically separated from one another. Response: • The ETC (Electronic Theatre Controls) ELTS (Emergency Lighting Transfer System) is UL listed 1008 for Automatic Transfer Switch for use in emergency systems (category code WPWR) UL File #E157852, see page 2 ofthe attached cut sheet. The dimming rack is not the source of the emergency power and therefore is not required to be UL listed for emergency power The source for the emergency power is the backup emergency power generator shown on sheet £8.5 and connected to the hotel via panel ELH. • Please see page 2 of the attachment which describes the operation of the transfer system as follows: Monitors normal power: upon the detection of power failure with presence of any emergency source disconnects normal source and connects emergency source. We trust that these responses, along with the corrections to the plans, meet with your approval. Should you have any questions or comments, please feel free to contact me at 858-638-0600. Sincerely, Bryan Wayne Michael Wall Engineering ETC Emergency Lighting Transfer System (VL)US C(«L) LISTED LISTED ELTS2 Series GENERAL INFORMATION ETC's Emergency Lighting Transfer System (ELTS2) is designed to switch one or more lighting loads from one power source to another when there is a power failure or other emergency situation present APPLICATIONS ^ _ • .E£Dt[9fP£Xi'9M'D9JP&!tcajrons:]^^^^ • School auditonums • Theaters and concert halls • Themed retail or casino spaces • Houses of Worship, Churches GENERAL • Self-contained and separate from normal power or control wiring • Continuous monitoring of normal and emergency power • NEMA 1 rated cabinet (optional NEMA 4 cabinet) • Seismic certified ELECTRICAL • Connect up to 24 - 20A circuits • Single or three phase power - 120/208V - 120/240V - Three phase power - 230/400V - 240/415V - 277/480V • Optional discrete circuit feeds or mam feed with branch Circuit distribution • Contractor connections are convenient and clearly marked ACCESSORIES • Remote Control Keyswitch Station • Mounting Kit - horizontal tab option ORDERING INFORMATION ELTS2 ENCLOSURE EMERGENCY FEED INPUTS VOLTAGE OPTIONS CIRCUITS 120= 120V AC D = Discrete circuits @ 20A inputs 277 = 277V AC 2-12 in small EtTS2 1 = IMEIVIA 1 circuits @ 20A enclosure EtTS2 4 = NEMA 4 M = iviain Feed 3P = 120/208V AC (30 4-wire) 1P= 120/240V AC (10 3-wire) 3P240 = 230/400V AC (30 4-wire) 277 = 277/480V AC (30 4-wire 2-24 in large enclosure BASIC MODEL NUMBERING: ELTS2-1-M-3P-6 This IS the basic form of the model number It reads ELTS2- to differentiate from original ELTS, 1 - Type of Enclosure, M - Type of Emergency Feed Inputs, 3P - Voltage Option, 5 - Quantity of circuits (even numbers only max 24) Example ELTS2-1-D-120-8 This is an emergency lighting transfer system in a NEMA 1 enclosure with discrete circuit feeds from an emergency branch breaker panel (by others) for eight 20A circuits at 120V The units are available with even number circuits only The number of circuits determines the size of the unit Small Unit - 2, 4, 6, 8, 10, 12 Large Unit - 14, 15, 18, 20, 22, 24 « Note Mixed voltages are not allowed in the ^ same unit and require two separate units 1 of 4 ETC Emergency Lighting Transfer System ELTS2 Series SPECIFICATIONS GENERAL ^ _ • DUnFMr^^ ernei^ency jysterns {categoixcpdeWP\M)^ ^-^pimefEj5780' ' „ \„ „ • Coggiieswith ,/^SI/NF£Aj| 0; §tanBa^d Jg^^ Standby Power Systems; Satisfies. reguirernent|j3f4h^ IWESIM-S - Artide.TOi - OgtiOTaJ^StandbyJystems^ -JSec|on_5J.8.3CAssgpSiy Occujm - Sectfoii 520 8'-JT\eatres^ndJimT]g^ _ • Self-contained system for up to 24 circuits • Short Circuit Current Rating (SCCR) 65,000A RMS symmetrical • Standard Enclosure is NEMA 1, optional Enclosure is NEMA 4 SEISMIC CERTIFICATION - Independent lab certification and third party testing complies with the US seismic requirements of the International Building Code (IBC) for equipment in the emergency life-safety chain - IBC 2000 - referencing ASCE 7-98 and ICC AC-1 56 - IBC 2003 - referencing ASCE 7-02 and ICC AC-156 - IBC 2006 - referencing ASCE 7-05 and ICC AC-1 56 - IBC 2009 - referencing ASCE 7-05 and ICC AC-1 56 MECHANICAL • Wall mount unit with vertical mounting tab kit, alternative (horizontal) mounting tab kit available • 14 gauge welded steel cabinet, rated NEMA 1 or optional NEMA 4 cabinet • One-point (small unit) or three-point (large unit) door latch with key lock • Fine-textured scratch resistant epoxy paint • Hinged front access to wiring space for easy contractor connections - clearly marked termination stnps and phase voltage lugs • Conduit entry via top, bottom or from any side (see manual • Control wiring separated from the higher voltage wires to avoid contact during installation OPERATION • Monitorsjnqrnria[pbyver upon the detection of pqw^ wth presence ofan ernergency soura & source ancJcqnjiecte erne • When normal power is restored, the emergency source is disconnected from the loads and normal source is connected to the loads • Monitors voltage on all normal phases • Field adjustable delay after a loss of normal power before switching to the emergency source - adjustable from 0 to 10 seconds • Field adjustable delay after the restoration of normal power before switching to normal source - adjustable from 0 to 60 seconds • Emergency state control priority - 1 - Power Fail - 2 - Fire Alarm activation - 3 - Local and/or remote activation SPECIFICATIONS ELECTRICAL NORMAL SENSE FEED INPUT • AC circuits with neutral to provide power to the normal side of the electronics and for sensing a power fail - 120V - Single phase, 2 wire (Discrete Feed) - 277V - Single phase, 2 wire (Discrete Feed) - 120/208V - Three phase, 4 wire (Mam Feed) - 120/240V - Single phase, 3 wire (Mam Feed) - 230/400V - Three phase, 4 wire (Mam Feed) - 277/480V ~ Three phase, 4 wire (Mam Feed) • Terminals sized for up to 8 AWG wire • Separate units required for mixed voltages EMERGENCY SOURCE FEED • Type D Each circuit discretely fed from a remote breaker panel (supplied by others) • Available in the following configurations - 20A 120V circuits - 20A 230 and 240V circuits - 20A 277V circuits • Type M Single feed mam lugs provided to distribute emergency power to all circuits • Available in the following configurations - 120/208V - Three phase, 4 wire, 80A for 12 circuits /150A for 24 circuits - 120/240V - Single phase, 3 wire, 120A for 12 circuits / 240A for 24 circuits - 230/400V - Three phase, 4 wire, 80A for 12 circuits / 160A for 24 circuits - 277/480V - Three phase, 4 wire, SOA for 12 circuits / 160A for 24 circuits • For both types input lug wire range of 14 AWG - 2/0 for 12 circuits (small) or 6 AWG - 350kcmil for 24 circuits (large) • For both types fuse protection to allow listed use with any circuit breaker brand - Class G SCCR protection - Located on load side of contactor and protects both normal and emergency source feeds MAXIMUM CONTINUOUS LOAD CONTACTORS • 20A circuits are rated for a continuous load of 1920W per circuit at 120V, 3680W at 230V, and 4432W per circuit at 277V • A single contactor set controls no more than 2 circuits • Switches both hot and neutral conductors • Mechanically interlocked to insure a break before make • Rated for mixed loads resistive, tungsten and discharge lamps • Mechanically maintained (held) FIRE ALARM INPUT • Normally closed dry contact closure • Input terminals accepts 10-22 AWG class 2, two-wire from alarm panel USER CONTROLS • Front panel local control includes a test key switch and 3 indicators • Test Key Switch - three-position momentary key switch - Normal Mode with indicator - Emergency Mode with indicator - Fire Alarm with indicator • Allows connection of up to five remote control stations (5-wire, 24V Class 2, tested 16 AWG up to 1000') ETC^ Emergency Lighting Transfer System ELTS2 Series ELTS2 TYPE D TYPICAL RISER HORtAAl (ONiy) LlGHTIMG LOAOS OR Cl=?C JIT BREAKER PANEL NORMAL POVVER SOURCS DIMMEi* OUTPUT IO <<IQRMAL ! EMERGENCY LIGHTING LO^DS NORMAL SENSE FEEU 10 OH 30 8> NEUTRAL VIA 15 AMP C'RCUiT BREAKER SLNSORTAP KIT on UNISOM TAP KIT OR . SbNSfc FcED BY OTHERS EMtRGSKCY BRANCH CIRCUIT PANEL ^Bv OTHERS) JAL SotRCE (GCNLRATOR INVERTER OR SECOND UTILITV) EMFRGENCY LIGHTING CIRCUIT FC=DS NORMAL ' EMERGENC LIGHPVG LOADS JAL ELTS - EMERGENCV LIGHTING TRANSFER SYSTEM TypE D - DISCRETE FEED UO" "ULT (D«V CONTACT iNPUr) (51 16 AWG F'RE ALARM 1 RSMOTE STATIONS ELTS2 TYPE M TYPICAL RISER NORMAL SQNLV) LIGHTING LOADS DfMMER RACK OR CiRCUtT 8REAKEH PANEL NORMAL POWER SOURCE niN'ME=! OUTPUT TO NORMAL 'FMEROFNCY llGHTiNO 1 OADS NORMAL SENSE 0 OR 30 i NeUTRAl VIA 15 AMP CIRCUIT BREAKER (ev OTHERS) SENSOR TAP KIT OB UNISON TAP KIT SENSE FEED BY OTHERS SL NORMAL / EMERGENCY LIGHTIM!, LOAD^ JB. ELTS - EMERGENCY LIGHTING TRANSFER SYSTEM TYPE IVI - MAIN FEED 12) 13 AWG Cs-ASS 2 (DSV CONTACT INPUT) (6) 16 AWG EMERGENCY POWER SOURCE GENERATOR, INVERTER OR SECOND UTILITr FIRE ALARM I'M" r REMOTE , STATIONS ETC Emergency Lighting Transfer System ELTS2 Series PHYSICAL ELTS2 Overall Dimensions ELTS2 Weights MODEL HEIGHT WIDTH DEPTH inches mm inches mm inches mm Large unit 50 8 1290 31 3 795 10 3 262 Small unit 38 8 986 25 3 643 10 3 262 MODEL WEIGHT SHIPPING WEIGHT* Ibs kgs Ibs kgs Large unit 119 54 169 77 Small unit 99 45 149 67 ELTS2 Small unit for up to 12 circuits (NEMA 1) jAl [fll tsr 38 8" 986mm TAT 37 5" 955mm 34 5" 875mm 24 3" 517mm" 5S ELTS2 Large unit for up to 24 circuits (NEMA 1) tnT 50 8" 1290mm 49 6" 1260mm 45 5 1181mm _21 3"_ 541mm _25 3"_ 543mm _ 30 3"_ 770mm EL _ 27 3"_ 694mm . 31 3"_ 795mm * shipped on pallet ___ 8 7" _ 221mm 36 3" 922mm JAL -3^ 10 3"_ 252mm „ 8 7"^ 221mm 48 3" 1227mm 10 3" 262mm Corporate Headquarters • 3031 Pleasant View Rd, PO Box 620979, Middleton Wl 53562 0979 USA • Tel +1 608 831 4116 • Fax+1 508 336 1736 London, UK • Unit 26-28, Victoria Industrial Estate, Victoria Road, Umdon W3 6UU, UK • Tel +44 (0)20 3896 1000 • Fax +44 (0)20 8896 2000 Rome, IT • Via Pieve Tonna, 48, 00155 Rome. Italy • Tel +39 (06) 32 111 583 • Fax f44 (0)20 8752 3485 Holzkirchen, DE • Ohmstrasse 3, S3607 Holikirchen Germany • Tel +49 (80 24) 47 00-0 • Fax +49 (80 24) 47 00-3 00 Hong Kong • Room 1301, 18/F, Tower 1 Phase 1, Enterpnse Square, 9 Sheuny Yuet Road, Kowloon Bay, Kowloon, Hong Konq • Tel +852 2799 1220 • Fax +852 2799 9325 Web • www etcconncct com • Copynght©2012 ETC All Rights Resen/ed All product information and specifications subject to change I096L100I Rev F USA 02/12 PCR12030 1 LEGOUND DR LEGO HOTEL REVISE UNDERGROUND PLUMBING, ELECTRIC CIRCUITS & ROOF MANSARD 4 • cv '^«3.<^(|-2- (5.e£f.><NS€' <.Ke^3 ^AJUV Lj/A£txJ cJa^S, OtoU^ krt -70 - JjsiM4 'yw^^ JM Approved Date By BUILDING 3/7] IJL^ PUVNNING ENGINEERING FIRE Expedite? Y N AFS Checked by / '' HazMat APCD Health Forms/Fees sent Rec'd Due? By Encina Y N Fire V N HazHealthAPCD \ Y N PE&M \ Y N School Y N Sewer V N Stormwater Y N Special Inspection Y N CFD- Y N PFF- Y N Comments Date Date Oate Date Building Planning Engineenng Fire Need? ; • Done a Done • Done SW Q Done • Done • Issued 09-17-2012 City of Carlsbad 1635 Faraday Av Carlsbad.CA 92008 Plan Check Revision Permit No PCR12056 Building Inspection Request Line (760) 602-2725 Job Address 1 LEGOLAND DR CBAD Permit Type PCR Status ISSUED Parcel No 2111000900 Lot# 0 Applied 06/01/2012 Valuation $0 00 Gonstruction Type NEW Entered By LSM Reference* CJB>1\ Xi^^ Plan Approved 09/17/2012 PC# Issued 09/17/2012 Project Title LEGO HOTEL- REVISIONS TO Inspect Area EXTERIOR FACADE DESIGN AND STRUCTURAL DESIGN FOR Applicant DAVID MANN 2265 INDIA ST SAN DIEGO CA 92101 619-299-6690 Owner LEGOLAND CALIFORNIA LLC <LF> PLAY U S ACQUISI C/O PROPERTY TAX SERVICE CO POBOX 543185 DALLAS TX 75354 Plan Check Revision Fee Fire Expedited Plan Review Additional Fees $600 00 $0 00 $0 00 Total Fees $600 00 Total Payments To Date $600 00 Balance Due $0 00 Inspector FINALAPPROVAL Date Clearance NOTICE Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, resen/ations, or other exactions hereafter collectively referred to as "fees/exactions" You have 90 days from the date this permit was issued to protest imposition of these fees/exactions If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and tile the protest and any other required information twith the City Manager for processing in accordance with Carlsbad Municipal Code Section 3 32 030 Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition You are hereby FURTHER NOTIFIED that your nght to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project NOR DOES IT APPLY to any tees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previouslv othenwise expired ^ CITY CARLSBAD O F PLAN CHECK REVISION APPLICATION B-15 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www carlsbadca gov Plan Check Revision No. P(l^ \ 7X>^Xo Project Address / ^£'^06^AJP P^. .Original Plan Check No C&ll - /^o4 .Date- Contact QAyy/p/>^^^^A ph 6^9^03^630Fax^/liZmi^mEmail di^Ant^Oq-A^rh-co^ Contact Address 22^^ /AJDIA C\lsj SA^ XXC^o Zip 0^1 General Scope of Work £xrgg/dg Es>£^of. a!:og-c//</J - STBOCruiLiiL F^IL 12.06F Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 Elements revised ^ Plans Calculations • So/Is • Energy • Other 2 Describe revisions in detail 3 List page(s) where each revision is shown 4 List revised sheets that replace existing sheets 5 Does this revision, in any way, alter the exterior of the project"? |2 Yes 6 Does this revision add ANY new floor area(s)? Q Yes No T Does this revision affect any fire related issues? • Yes 0 No 8 Is this a complete set? • Yes ^ No ^Signature. • No 1635 FaradayAvenue, Carlsbad, CA 92008 Phone 760-602-2717/2718/2719 vvww.carlsbadca.gov Fax 760-602-8558 CARLSBAD 11-1684 ( PCR 12-056 ) 7/25/12 EsGil Corporation In (partnership wttfi government for (ButCcftng Safety DATE 7/25/12 • APPLICANT ^ • JURIS JURISDICTION CARLSBAD^-, ^ ,^ j»-7 • PLAN REVIEWER •fCfZ I • FILE PLAN CHECK NO 11-1684 ( PCR 12-056 ) SET III Trusses, I Arch/ Struct PROJECTADDRESS 1 LEGOLAND DRIVE PROJECT NAME LEGOLAND HOTEL ( Revised Architectural, Structural 86 Trusses ) XI The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes I I The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck I I The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck I I The applicant's copy of the check list is enclosed for the junsdiction to fonward to the applicant contact person I I The applicant's copy of the check list has been sent to ^ Esgil Corporation staff did not advise the applicant that the plan check has been completed I I Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted David Mann Telephone # Date contacted (by ) Email Fax # Mail Telephone Fax In Person • REMARKS By Chuck Mendenhall Enclosures EsGll Corporation • GA • EJ • PC 7/19/12 EsGil Corporation In (Partnership with government for (Buidftng Safety DATE 7/12/12 • APPLICANT JURISDICTION CARLSBAD • PLAN REVIEWER • FILE PLAN CHECK NO 11-1684 ( PCR 12-056 ) SET II PROJECT ADDRESS 1 LEGOLAND DRIVE PROJECT NAME LEGOLAND HOTEL ( Revised Architectural and Structural) I I The plans transmitted herewith have been corrected where necessary and substantially comply with the junsdiction's codes I I The plans transmitted herewith will substantially comply with the junsdiction's codes when minor deficiencies identified below are resolved and checked by building department staff I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck I I The applicant's copy of the check list is enclosed for the junsdiction to forward to the applicant contact person XI The applicant's copy of the check list has been sent to David Mann 22654 India St, San Diego, CA 92101 I I Esgil Corporation staff did not advise the applicant that the plan check has been completed IXI Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted David Mann Telephone # (619) 299-6690 Date contacted i-a-iz (byQj2.) Email dmann@a-dwrb com Fax # (619)299-5513 ^ Mail Telephone y Fax In Person • REMARKS By Chuck Mendenhall Enclosures EsGll Corporation • GA • EJ • PC 7/12/12 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 CARLSBAD 11-1684 ( PCR 12-056 ) 7/12/12 NOTE: The items listed below are from the previous correction list. These remaining items have not been adequately addressed. The numbers ofthe items are from the previous check list and may not necessarily be in sequence. The notes in bold font are current. Please make all corrections, as requested in the correction list Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects) For expeditious processing, corrected sets can be submitted in one of two ways 1 Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave , Carlsbad, CA 92008, (760) 602-2700 The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engmeenng and Fire Departments 2 Bnng one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Dnve, Suite 208, San Diego, CA 92123, (858) 560-1468 Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engmeenng and Fire Departments NOTE Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engmeenng and Fire Departments until review by EsGil Corporation is complete • PLANS Detail 16/S1 6 is referenced on the revised roof framing plans at the unit entry door recess See revised S2 4 1 gnd line 23 This detail shows cantiievered trusses supported by the recessed beanng wall The truss details were submitted under a previous revision The trusses by Mission Truss do not account for this cantiievered condition The response to this item in the form of a letter from Mission Truss Indicating refer to the ALT truss designof all trusses affected by the possible cantilever. The same truss can be used in a cantilever and non-cantilever condition. This is not correct. Truss T02A and T02A- ALT are not identical. The ALT truss shows the design included a panel point at the cantilever support but the truss T02A does not. The engineer of record must carefully review the proposed roof trusses for beanng points and the revised structural plans to verify design consistency and a complete vertical load path for the roof trusses END OF REVISED RECHECK EsGil Corporation In (Partnership with government for (BuiCdmg Safety DATE 6/18/12 O^APPirfCA^T JURISDICTION CARLSBAD • PLAN REVIEWER • FILE PLAN CHECK NO 11-1684 ( PCR 12-056 ) SET I PROJECTADDRESS 1 LEGOLAND DRIVE PROJECT NAME LEGOLAND HOTEL ( Revised Architectural and Structural) I I The plans transmitted herewith have been corrected where necessary and substantially comply with the junsdiction's codes I I The plans transmitted herewith will substantially comply with the junsdiction's codes when minor deficiencies identified below are resolved and checked by building department staff I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck ^ The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck I I The applicant's copy of the check list is enclosed for the junsdiction to forward to the applicant contact person ^ The applicant's copy of the check list has been sent to David Mann 22654 India St, San Diego, CA 92101 I I Esgil Corporation staff did not advise the applicant that the plan check has been completed IXI Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted David Mann (V^M) Telephone # (619) 299-6690 Date contacted (^li S'liz^ (by |<=^ ) Email dmann(ga-dwrd com Fax # (619)299-5513 C Mail TelephoneFax^ In Person • REMARKS By Chuck Mendenhall Enclosures EsGll Corporation • GA • EJ • PC 6/11/12 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 CARLSBAD 11-1684 ( PCR 12-056 ) 6/18/12 Please make all corrections, as requested in the correction list Submit FOUR new complete sets of plans for commercial/industnal projects (THREE sets of plans for residential projects) For expeditious processing, corrected sets can be submitted in one of two ways 1 Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave , Carlsbad, CA 92008, (760) 602-2700 The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineenng and Fire Departments 2 Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468 Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engmeenng and Fire Departments NOTE Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engmeenng and Fire Departments until review by EsGil Corporation is complete • PLANS Detail 16/S1 6 is referenced on the revised roof framing plans at the unit entry door recess See revised S2 4 1 grid line 23 This detail shows cantiievered trusses supported by the recessed beanng wall The truss details were submitted under a previous revision The trusses by Mission Truss do not account for this cantiievered condition The engineer of record must carefully review the proposed roof trusses for beanng points and the revised structural plans to verify design consistency and a complete vertical load path for the roof trusses END OF REVISED REVIEW To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i e , plan sheet, note or detail number, calculation page, etc The junsdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123, telephone number of 858/560-1468, to perform the plan review for your project If you have any questions regarding these plan review items, please contact Chuck Mendenhall at Esgil Corporation Thank you CARLSBAD 11-1684 ( PCR 12-056 ) 6/18/12 ^DO NOT PAY- THIS IS NOTAN INVOICE] VALUATION AND PLAN CHECK FEE ( Plan Deferred Submittal) JURISDICTION CARLSBAD PLAN CHECK NO 11-1684 ( PCR 12-056 ) PREPARED BY Chuck Mendenhall DATE 6/18/12 BUILDING ADDRESS 1 LEGOLAND DRIVE BUILDING OCCUPANCY Rl/A/Sl/B TYPE OF CONSTRUCTION III-A/SPR. AREA ( Sq Ft) Valuation Multiplier Reg Mod VALUE ($) Hotel Revisions 146563 Hrly Air Conditioning Fire Spnnklers TOTAL VALUE Junsdiction Code CB By Ordinance Bldg Permit Fee by OnJinanoe Plan Ctieck Fee by Ordinance Type of Review • Complete Review • Structural Only ^Repetitive Fee ^ Repeats * Based on hourly rate • Other ^ Hourly EsGil Fee 6 Hrs. @ $600.00 Comments Sheet 1 of 1 macvalue doc + PLANNING/ENGINEERING APPROVALS PERMIT NUMBER PCRI 2056 DATE June 7, 2012 ADDRESS 1 Legoland Drive RESIDENTIAL ADDITION- MINOR (<17,000.00) RETAINING WALL POOL/SPA TENANT IMPROVEMENT COMPLETE OFFICE BUILDING VILLAGE FAIRE SOLAR PANELS OTHER Minor pian revision to elevation details and roof structural of the Legoland Hotel PLANNER Van Lynch cJr. DATE 6/7/12 ENGINEER DATE II \AIIMIN\IOIiNrril/PI «NI\'0/rNI,INbl-RINI, APPIIIIVAIS Architects Delawie Wilkes Rodrigues Barker 2265 India Street San Diego California 92101-1725 Telephone 619 299-6690 Facsimile 619 299-5513 June 7, 2010 LEGOLAND HOTEL, REVISONS to SHEETS (volume 1 only) • Summary of Revisions o North Facade • articulation to removed on park facing side of building " mech screen removed on park side o Mansard Penthouse • framing revised from metal stud construction to fire treated lumber compliant with CBC 1509.2.4, exception #5 o West (northwest) fagade - Former curtain wall fagade and feature reduced in scale, replaced with plaster and stud infill, o Plans - doors added near service elevators itemized revisions list below- See separate list for structural revisions R \11104\CAD\07_Archive\03_CD (bound)\2012-0607_11104 4th Pian Check ResubmittalWchitectural revisions hst doc Architects Delawie Wilkes Rodrigues Barker 2265 India Sfreet San Diego California 92101- Telephone 619 299-6690 Facsimile 619 299-5513 1725 Sheet Number Revision A0.2 \Na\i type revised to reflect mansard condition A2.1.1 Dimension revised, door added near service elevator A2.2.3 Door added near service elevator A2.3.3 Door added near service elevator A2.4.0 Metal mansard framing note removed A2.4.1 Metal mansard framing note removed A2.4.2 Mechanical screen removed on north (service) side A2.4.3 Metal mansard framing note removed A2.4.4 Metal mansard framing note removed A3.0 1/A3.0 Trellises and suDoorting columns deleted 2/A3.0 Revised exterior elevation at iconic area based on owner design revisions. Reduce height of glazed curtain wall and replace with plaster and metai stud type construction. Reduce height of themed elements and revise shapes per owners direction. Revised material of themed elements along northwest fagade to be plaster in lieu of specialty material. Removed themed hedge railing and replace with standard rail at northwest guestroom balconies 3/A3.0 Remove themed, painted pilasters, themed plant on arches and themed awnings. Removed south section of mechanical screen. 4/A3.0 Removed themed, painted pilasters. A3.1 Removed exterior trellises and supporting columns A3.3 Removed awnings and colored articulation on north (park) side. Equip, screen removed (north side only) A3.6 Themed element lowered. Former curtain wall system replaced with steel stud/plaster infill A4.0 Mansard framing revised to FT Lumber A5.0.0 Mansard Framing revised to FT Lumber A5.3.0 Mansard Framing revised to FT Lumber A8.21.2 Windows revised at west elevation and new stud infill A9.2.0 Roof Detail Revised for FT wood Mansard (penthouse) A9.2.1 Roof Detail Revised for FT wood Mansard (penthouse) AlO.O Windows revised at west elevation R \11104\CAD\07_ Archive\03_CD {bound)\2012-0607_11104 4th Plan Check ResubmittalWchitectural revisions list doc -•^6 o I Structural Engineers Legoland Hotel - 06.01,12 Delta 6 Drawing Revisions Sheet 1 of 3 Sheet S1.4 Detail 2 balcony. Detail 2 - Revised to clarify blocking requirements at roof and 2'"' floor at the atrium and Sheets 1.6 Detail 3 - Added for specific condition at grid J Detail 16, 21 - Added for revised roof truss support at comdor wall Detail 19 - Added for reduced corridor joist depth at third floor at mechanical unit Sheets 1.7 Detail 14,20 - Note added for nailer support at protected zone Sheet S2.1.1 Elevation 5/S5.4 added north of grid A between grid 5 and 8 to clarify top of steel at girts Stepped footing locations shown at grid 8 Sheet S2.1.2 Post shown at landing support against CMU wall at grid 26 Sheet 82.1.4 Detail 18/S4.2 shown at grid U between 53 and 58 for concrete pier around steel column Sheet S2.1.5 Reference made to see arch dwg for slab edge at comers Sheet S2.2.1 Plywood nailing revised at grid A to C, from 2 to 14 Balcony detail 16/85.2 edited Corridor steel beams revised to W]2xl 9 from shop drawing review and use of corridor as roof bearing wall - See calc sheet 3 Bracing at frames edited based upon shop drawing markups Floor joist 5A revised at third floor corridor for depth reduction - See calc sheet 3 Details 19,20/85.4 added for brace details at lower tower framing Revised to wood beam at corridor wall at back of staii" at grid E Sheet S2.2.2 Detail 17/S5.4 added at landing beam support at CMU wall Sheet S2.3.1 - S2.3.4 - See calc sheet 3 Note 2 revised for corridor joist Detail 19/Sl .6 added and plans edited for reduced corridor joist at hung mechanical unit Sheet S2.4.1-4 3969 First Avenue, Suite 200, San Diego, Califorr\ia 91103 Tel. (619) 687-3810 Fax: (619) 687-3814 Sheet 2 of 3 Rcof revised lo plated wood tvus'xs bcunny, oiiboih corridor \vaiis -.vith 2x jor^'-; bcLwccn tlic walls. See calc sheet 3 Roof blocking reduced to just: 6 feet each side of transverse shear walls Details 4,9,15/85.4 added at steel to roof truss over atrium Sheet S2.5.1-4 Revised mansard framing back to original permitted construction of wood framing. Details, calcs, etc all match original permitted set. Sheet 84.1 Detail 9,16 - welding of tube steel shear lug to baseplate clarified Sheet S4.2 Detail 18 added Sheet 85.1 Details 11-18 revised back to wood framing for the mansard construction per original permit. Sheet 85.2 Detail 4,16 edited Sheet S5.3 Detail 7,12 edited Sheet S5.4 Entire sheet added for new details. See previous comments tor locations. Detail 6,7 added for support of architectural scope 3969 First Avenue, Suite 200, San Diego, California 92103 Tel- (6ig) 687-3810 Fax- {619) 687-3814 Structural Engineers PRC) I ncr I-.NG • R /^S SI IFF. I CiSSi NO. ~ I \ ^^f^*^ltlC-^ tf4 = ^-2. t^*-' > = life PCR12056 1 LEGOLAND DR LEGO HOTEL- REVISIONS TO EXTERIOR FACADE DESIGN AND STRUCTURAL ^ /I /(/>'gV - • CV Final insp Approved Date By • BUILDING • PLANNING • ENGINEERING • FIRE Expedite? Y N -— AFS Checked by HazMat APCD Health Forms/Fees sent Reed Due? By Encina Fire HazHealthAPCD PE&M School Sewer Stormwater Special Inspection CFD- Y N I LandUse Density ImpArea FY Annex Factor PFF Y N Comments Date Date Date Date Building Planning Engineering Fire (p/itf/i-z. Need? , Done SW • Done • Done • Done • Done • Issuect