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1 LEGOLAND DR; ; CB142822; Permit
City of Carlsbad 03-20-2015 1635 Faraday Av Carlsbad, CA 92008 Commercial/Industrial Permit. Permit No: CB142822 Building Inspection Request Line (760) 602-2725 Job Address: Pertnit Type: Parcel No: Valuation: Occupancy Group: Project Title: Applicant: 1 LEGOLAND DR CBAD Tl Sub Type: COMM Lot#: 0 Construction Type: 5B Reference# 2111000900 $62,699.00 LEGOLAND: FRIENDS Status: ISSUED Applied: 10/21/2014 Entered By: JMA Plan Approved: 01/26/2015 Issued: 01/26/2015 Inspect Area PB Plan Check #: 1,800 SF CANOPY FOR NEW CAROUSEL//PUPPET THEATER MODIFICATIONS . Owner: CHRIS ROMERO LEGOLAND CALIFORNIA LL C <LF> PLAY US ACQUISI C/0 PROPERTY TAX SERVICE CO 1 LEGOLAND DR CARLSBAD CA 92008-4610 760-846-0842 Building Permit Add'I Building Permit Fee Plan Check Add'I Building Permit Fee Plan Check Discount $trong Motion Fee Park Fee LFM Fee Bridge Fee BTD #2 Fee 1;3TD #3 Fee. Renewal Fee Add'I Renewal Fee Other Building Fee Pot. Water Con. Fee Meter Size Add'I Pot. Water Con. Fee Reel. Water Con. Fee Green Bldg Stands (SB1473) Fee Fire Expedidted Plan Review $462.89 $0.00 $324.02 $0.00 $0.00 $17.56 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0:00 $0.00 $1:00 $115.00 PO BOX 543185 DALLAS TX 75354 Meter Size Add'I Reel. Water Con. Fee Meter Fee SDCWA Fee CFO Payoff Fee PFF (3105540) PFF (4305540) License Tax (3104193) License Tax (4304193) Traffic;: Impact Fee (3105541) Traffic Impact Fee (4305541) PLUMBING TOTAL ELECTRICAL TOTAL MECHANICAL TOTAL Master Drainage Fee Sewer Fee Redev Parking Fee Additional Fees HMP Fee Green Bldg Standards Plan Chk TOTAL PERMIT FEES Total Fees: $978.16 Total Payments To Date: $978.16 Balance Due: FINAL APPROVAL Date; Ill-Jf, ({R Clearance: $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $57.69 $0.00 $0.00 $0.00 $0.00 $0.00 ?? ?? $978.16 $0.00 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 pennit 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 infonnation 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 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 f · f · i · i ii · · · 'r 01-26-2015 Job Address: Permit Type: Parcel No: Reference #: CB#: Project Title: Applicant: CHRIS ROMERO 76760-846-0842 Emergency Contact: CHRIS ROMERO 7600846-0842 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Storm Water Pollution Prevention Plan (SWPPP) Permit Permit No:SW140361 1 LEGOLAND DR CBAD SWPPP 2111000900 Lot#: CB142822 LEGOLAND: CAROUSEL SHADE STRUC 0 Owner: Status: Applied: Entered By: Issued: Inspect Area: Tier: Priority: APPROVED 10/21/2014 JMA 1 M LEGOLAND CALIFORNIA LL C <LF> PLAY US ACQUISI C/0 PROPERTY TAX SERVICE CO PO BOX 543185 DALLAS TX 75354 SWPPP Plan Check SWPPP Inspections Additional Fees $53.00 $224.00 $0.00 TOTAL PERMIT FEES $277.00 Total Fees: $277.00 Total Payments To Date: $277.00 Balance Due: $0.00 FINALAPPR DATE 'd-:li, OVAL SIGNATURe '! THE FOLLOWING APPROVALS REQUIRED PRIOR JO PERMIT ISSUANCE: OPLANNING OENGINEERING OBUILDING OFIRE OHEALIH OHAZMAT/APCD Building Permit Application Plan Check No. CB{ 4 .... 'Z§zz.. Est. va1u-...n~ .,._/ """'7'L -: _ "62,. 1,qr (._ Cicyof Carlsbad 1635 Faraday Ave., Carlsbad, CA92008 Ph: 760-602-2719 Fax: 760s602-8558 email: building@cqrlsbadca.gov t-P_la_n_C_k •• D_e---,pr-o_si_t_----,-.-----.-...t---,,,-=-, www.carlsbadca.gov Date /0/Ufrt../ 'jsWPPP _11.f.,,. -~v}I , -JOB ADDRESS SUITE#/SPACE#/UNIT/1 IAPN 1 Legoland Drive, Carlsbad, Ca. 92008 211-100-09 - . 4 CT/PROJECT# • . . ., · I ~OT# I PHASE# I# OF UNITS I# BEDROOMS ;_hns Rom~ : , 18 # 'BATHROOMS I TENANT BUSINESS NAME rONSTR.''lYPE I occ. GROUP DESCRIPTION OF WORK: Include Square Feet of Affected Area(s) New Caroqsel, 1,820 sf wood canopy shade structure, .f!eloG•d medular smeothie eert, nev,i f.leeriAg in a retail area and 71zri M );5 ·LXH!g1r ', &Kisting ,pavhig te~lacement .. '• ,l.',...-, ,,, EXISTING USE A,nlJsment Park I PROPOSED US!;: :1 _ _ No C.hange I GARAGE (SF) PATIOS (SF) IDECKS (SF) FIREPLACE t,IA .. ' .NA . NA . YESO I AIR CONDITIONING I FIRE SPRINKLERS Nc:0 YESONoO YEsONoO APPLICANT NAME Primary Contact · .. Chris RomerQ , PROPERTY OWNER NAME Merlin Entertainments Group US Holdings ADDRESS ADDRESS ·1 LegQla,nd Drive 1 Leaoland Drive CITY STATE ZIP CITY STATE ZIP _Carlsb~d Ca Car1$bad Ca 92008 PHONE PHONE (760}-84_6-0842 (76_0) 91s-sioo EMAIL Christc:>pher.Romero@~egol,md.CQ"J .. EMAIL DESIGN PRQFESSIONAL ·-' -' J~me$ Yost, AIA CONTRACTOR BUS. NAME ADDRESS .2700 Saturn Street . ADDRESS CITY STATE ZIP CITY STATE ZIP Brea Ca .. 92821 PHONE PHONE (71-4) 514~1870 (714) 514-1875: EMAIL J~me~y@frma.com EMAIL I STATE UC.# ,_ . C33565 STATELIC.# I crrv BUS. uc.# Workers' Compensation.Declaration: / hereby affirm under penally of perjury one of the following declarations: . D I have and will maintain a·certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. D I have and will maintlin wo~ers' ~0111pensatiq1J, as required bv Section 3700 of the Lab9r Cp<!e, for the performance of \he work for which this permit is issued. My workers' compensation insurance carrier and policy 'number are: Insurance Co. · Policy No.-'--~----------Expiration Date ________ _ This section need not be completed if the permit is for one hundred dollars ($100) or less. D Certificate of Exemption: I certify that in Ifie performance of the work for which this permit is.issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of Cal_ffomia. WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (&100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's fees. _£{ CONTRACT0RSIGNATURE OAGENT DATE I hereby affirm that I am exempt from Contractor's Ucense Law for the following reason: O-'-'!; as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business.and Professions Code: The Contracto~s License Law does not apply to an owner of property who builds or improves thereon, and who does ~uch work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). --. li] I, as owner of'.l'J~ property; am ~xclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's Licens~ Law does not apply to an owner of ·. -: ·--,property who.bui'9s orimproveS' thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contraclor's License Law). , ·o, fiim,exemp! ·unde~ -~ectiqn: __ ...,. • -----,-· •. Business and.Professions Code for this reason: · · , \ I personally,pJ_arJ r labor and materials for construction of the proposed property improvement. OYes 0No · ·2. I (have l have· noij· plication for a building permit for the proposed work. 3. I have. conlracted l'!i~'l~~-following person (firm) to provide the proposed construction (include name address/ phone/ contractors' license number): 4. I plan to provide portions'_of,tlje work, but-I-have nired tbe following person to coordinate, supervise and provide the major work (include name/ address/ phone/ contractors' license number): 5. I will provide some ·bf the ;ork, but I have contracted (hired) the following persons to provide the work indicated (include name /'address/ phone/ type of work): ~P.~OPE~TY OWNER SIGNATURE lt]AGENT DATE Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? Yes ,/ No Is the applicant or Mure building occupant required to obtain a permit from the air pollution control district or air QlJality management district? Yes ti' No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? . Yes ? No IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. I certify that I have read the application and state that the above information is conectandthatthe information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST-ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA pem,lt is required for excavations over 5'0' deep and demolition or construction of structures over 3 stories in height !=)(PIRATION: Every pennit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void if the building or wmk authorized by such permit is not commenced within 180 days fiom the date of such permit or if th building or authorized by such peimlt is suspended or abandoned at any ~me-after the work is commenced for a peliod of 180 days (Section 106.4.4 Uniform Building Code) . .-@S' APP.UCANT1S SIGNATURE -DATE Io .. ;z 1 _ 1 STOP: THIS SECTION NOT REQUIRED FOR BUILDING PERMIT ISSUANCE. Complete the following ONLY if a Certificate of Occupancy will be requested at final inspection. Fax·(760)'60~;8560, Email building@carlsbadca.gov or Mail the (:Ompleted form-lo City of Carlsbad,.Buildi11g Division 1635 Faraday Avenue, Carlsbad, California 92008. CO#: (Office Use Only) CONTACT NAME James Yost, AIA OCCUPANT NAME Chris Romero- ·ADDRESS 2700. Saturn Street BUILDING ADDRESS , ·. 1 Legoland Drive · CITY STATE Ca ~IP CITY · :92ah _:., Carlsbad STATE CA PHONE FAX :(71'4) 5~4,.1,875 . EMAIL DELIVERY OPTIONS PICK UP: : CONTACT (Listed above) .-. CONTRACTOR (On Pg. 1) OCCUPANT (Listed above) ,1 MAIL TO: .,1 CONTACT (Listed above) -~CCUPANT (Listed above) . CONTRACTOR (On Pg.1) MAIL/ FAX TO OTHER: _______________ _ ~ APPLICANT'S SIGNATURE OCCUPANT'S BUS. LIC. No. ASSOCIATED CB# NO CHANGE IN USE/ NO CONSTRUCTION CHANGE OF USE/ NO CONSTRUCTION DATE ZIP ~2008 Inspection List Permit#: CB142822 Type: Tl COMM . LEGOLAN.D: FRIENDS 1,800 SF CANOPY FOR NEW CAROUSEL/ Date --·-----lh~p~ction Item lm~e~ctor Act Comments ~0/31/2016 89 Final Combo PB AP 05/18/2015 89 Final Combo PB NR 05/14/2015 18 Exterior Lath/Drywall PB NR 05/12/2015 14 Frame/Steel/Bolting/Weldin PB AP 05/05/2015 -11 Ftg/Foundation/Piers PB AP 04/29/2015 11 Ftg/Foundation/Piers PB AP 04/27/2015 18 Exterior Lath/Drywall PB AP 04/23/2015 11 Ftg/Foundation/Piers PB AP 04/14/2015 13 Shear Panels/HD's PB AP 04/08/2015 15 Roof/Reroof PB AP 03/30/2015 11 Ftg/Foundation/Piers PB PA 03/27/2015 11 Ftg/Foundation/Piers PB NR 03/19/2015 11 Ftg/Foundation/Piers PB PA 03/09/2015 11 F:tg/Foundation/Piers PD AP Monday, October 31, 2016 Page 1 of 1 TESTING SERVICES 3030 Main street & "'\ b1ftl Diego, CA 92113 INSPECTION INEity of Ca; s tsi-sandiego.com , • (619) 234-9904 MAR 1 3 20i5 tax (619) 234-4931 "A Quality Assurance Firm" O\V\S~cfN13@yahoo.com VISUAL INSPECTION REPORT Project Name: LEGO LAND Proiect Address: 1 LEGOLAND DR. CARLSBAD, CA 92008 Approval Number: CB142822 Architect: JR M&A J Engineer: JR M&A Project Number: General-Contractor: CO_MMJ]:RCIALBUILDERS _ Permit Number: -----------------. Contractor Doing Reported Work: SAN DIEGO CONSTRUCTION WELDING Plan/File Number: Lab. Receiving & Testing Constr. Mat'! Samples: N/A Other: JNSPECTION MAT'L SAMPLING .QTY MAT'L DESCRIPTION INSPECTION CHECK LIST ,r Field (_Shop) Concrete Cylinders Reinforcing Steel ,/ Plan/Specs Concrete Mortar Samples Cone. Mix/PSI ,/ Clearances ,r Structural Steel Grout Samples ' Cone. Mix/PSI ,/ Positions Masonry Masonry Prisms , All Thread Bolts ,/ Sizes Fireoroofing Masonrv'Block · Grout Mix/PSI Laos Pile Driving Reinforcing Steel · Mortar Tvoe/PSI Consolidation Roofing Fireoroofing " .H.S.Bolts Toraue Aoolied Soecialtv. . Asohalt-Concrete . ,r 'Electrode E-71T8 · Tension Aoolied Soils Technician ---'Roofing ,r Steel A500 GrB . Eooxv Bolt Pull-Out Steel Fireoroof Drilled Holes Ptestress Concrete High Strenm:h Bolts . Units Block Corrective Action EooxvBolt Soil Unit Brick OSA/OSHPD Other Metal Deck Ground Penetrating Radar Other Reinf. Tendons Corrections Comolete Mechanical Other Eooxv Electrical Other Other Batch Plant Other Other Inspection Date: 3/06/15 MONITORED THE WELDING OF STEEL BUCKET AT TOP OF HSS 4" x 4" AND HSS 8" x 8" TOTAL OF 10 COLUMNS INSPECTED SINGLE PASS FILLET WELDS AND ARE IN CONFORMANCE WITH DESIGN DRAWINGS. /7 \ CERTIFICATION OF COMPLIANCE: All of the reported work, unless otherwise noted, comp!!~ ap~;td plans, specification,and applicable sections of the building codes • .This teiiort onlv covers theJocations of the work-insoected and does not constitute en !inee · ooinio r oroiect control. - . INSPECTORNAME: JUAN R. DIAZ -rsPEC~~'S SIGNAA ~ CERTIFICATE NUMBER: SAN DIEGO CITY .#190 . ~ "A // . NOTE: Inspections based on a 4-hour minimum; actual time after 4 hours; 2 hour showpp minimum for job cane~. Over~me effective on Saturdays, double time im Sunday . . .. Submit to: SAN DIEGO CONSTRUCTION WELDING/ CITY OF CARLSBAD BUILDING INSPECTION DEPARTMENT HiTE HILL -INSPECTION TESTING/ ENGINEERING City of Carlsbad Building Department 1635 Faraday Avenue Carlsbad, California 92008 Facsimile: (760) 602-8560 Reference: Lego land, Friends Exhibit, Permit Nos: CB 142822 I CB 150578 May 15, 2015 Subject: Final Verification of Special Inspection and Materials Testing Ladies and Gentlemen: Special Inspections of reinforced concrete, structural masonry, structural steel, welding, and epoxy anchors were performed for the structure/s constructed under the referenced project name and permit number(s) by representatives of HiTE (Hill- inspection/Testing/Engineering). · To the best of my knowledge, all the work requiring special inspection and/or material sampling and testing to date was performed in accordance with the approved plans, construction documents and changes thereto of the approved inspection and testing program and the applicable workmanship provisions of the California Building Code. We appreciate the opportunity of providing our service~. Respectfully submitted, ~J./11 Henry Barton Hill, Principal Engineer M.S., P.E. No: C 64822 Distribution: (1) Legoland (1) Commerial Builders, On-Site PO Box 771, San Diego, CA 92038-0771 San Diego • Orange • Los Angeles • Riverside • Imperial • San Bernardino www.h-ite.com • (858) 220-1078 Office• (858) 220-7421 Fax to: Page 1 of 2 HiTE HILL • INSPECTION TESTING/ ENGINEERING City ofCarlsbad Building Department 1635 Faraday Avenue Carlsbad, California 92008 Facsimile: (760) 602-8560 2015-05-06 20:33:07 (GMTI Reference: Permit Number CB 142822 Subject: Special Inspection Affidavit for Legoland, Friends Exhibit Ladies and Gentlemen: May 6, 2015 This letter is to notify that; Special Inspections of Reinforced Concrete, Masonry, Structural Steel Welding, High Strength Bolting, Epoxy Anchor Installation, and Materials Testing are to be performed at the subject project 'by HiTE (Hill-inspection/Testing/Engineering). All work requiring special inspection and/or materials sampling and testing for the structure(s) constructed . under the referenced permit are to be performed in accordance with the approved plans, specifications, and changes thereto, and the California Building Code. Respectfully submitted, HiTE 11;~/C Henry Barton Hill, Principal Engineer M.S., P.E. #64822 Attachments: Principal Certifications PO Box 771, San Diego, CA 92038-0771 San Diego• Orange • Los Angeles• Riverside• Imperial • San Bernardino www.h-ite.com • (858) 220-1078 Office• (858) 220-7421 Fax From: Henry Hill POOR QUALITY - ORIGINAL S • -'ttw1~i·1i11~ii1~rfr1giitsp~tloiisJ --' .. . ·---~ . ,, ' _, _,. _, ---, ' ---,~, ,.-, . ·, . . -.,, -. 76(),,6,0.2-4~~9 _ ··. ·, -~iip\~~~~:'hJ>i:c'ts. .: · -,-.,--ii---,w..--t--,--,,--...,-,-'~-;---;--,.....a.--------,_____----,--.---'---....,..,...a,-,------;.--=...;..;..-.....,......,.,...,;-;.,;ii-,,;,-;+--,;,'+.;'=;-+;----'-f->r-i-,---'--,'..~,~---a.;.-,--,---.-"'1 ~ .. -' ~-'· . . '-'..!' ', •. ,.,.-,, C,>OE # BUILQIN · Section· :$4 t6-! Health .and S-a:f~fy C_~d~, ;State .o.f C~JiforrHa: · - • ,-< •, C ; ' ,' ; > (a)' th~t~ Shall_ :be h~t l,~s$ thc(n :ofie water clos~t fgr ~acn ~Q er~plc~y.e~~ :or .fr:a~tt9r:i~C iP·art :th~reof worKing .at a ~orisfruc(l9_r, j¢b ·$ite. Th.ewater closet sh;ali consist-oh pat~meti:rcbe_niic~I type.-toil~ti · · · · (b) F.~r l!ie p!jrpose -of this. seGtic;m the temn;qhstrucfion.J~ite sh~I~ mean the :Joc,atioi,'.qn W)1/9h..~qto~! Q<?'nstn;ictiOh of a • . . bl,!Jldiilg ·is iri.·progr!:)SS, _ . , ' · . -· , · . _ -. . <: _ . . . {Q)' A v.iol~tion of this ~·egfion shall constitµW ~ ,misd~mear,:or. . . -. . -. . . · · _ . -_ . _ -All CQh~tn,1ction or work for Which a permit i~ (equired ~ball he .$(.JbjecUo l!i$p~ctioh" a,n~-,~11 ~uch CQriSfrl;lctlpn_or work _shQII remain accessibl$ anc;t expo$ed ·for insp~ction puri;iose's_ 1.iriJi! ~pprqv.ed byfh~ ·irtsp¢otor. : Wo.rK~sna:H :nqf b..e .dbrie Ji.eyond the pc;>int indicated in each successive in·spection withoutffrsrobt~ining th~,l1iRRf.Qval ·9f -tJi.$ insp,$9t9r. --.;._,:. , . _. -. . ' '~ j - , ,' ./~ / "~·u '··;~;/(,/ 1! ! EsGil Corporation In <Partnersftip witft government for (]3ui{aing Safety DAT'=: November 3, 2014 JURISDICTION: Carlsbad PLAN CHECK NO.: 14-2822 PROJECT ADDRESS: 1 Legoland Dr. PROJECT NAME: Carousel SET:I CJ APPLICANT CJ JURIS. CJ PLAN REVIEWER CJ FILE D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. IZ] The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. D The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to: iZ] EsGil Corporatio·n staff did not advise the applicant that the plan check has been completed. D EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone#: Date contacted: (b~. ) Em~LJ ~ Fax #: Mail Telephone :x----1n~ ~\\L,L,\.-( ~<.L-<{G D cx-.J \/ ,z., ~/ t, /) IZ] ~ARKS: 1. Each sheet of the plans must be signed by the licensed architect/engineer. . VI 2'. n sheet E0.5, the inked-in note (clouded) must also be shown on the set currently at the t'V"c,ty. DOlAe__ By: Kurt Culver EsGil Corporation 0 GA O EJ O MB O PC Enclosures: 10/23/14 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 !' Carlsbad 14-2822 November 3, 2014 [DO NOT PAY -THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PREPARED BY: Kurt Culver BUILDING ADDRESS: 1 Legoland Dr. BUILDING OCCUPANCY: BUILDING AREA Valuation PORTION (Sq.Ft.) Multiplier Carousel Air Conqitioning Fire Sprinklers TOTAL VALU.E Jurisdiction Code cb By Ordinance Bldg. Permit Fee by Ordinance _ IJr:I Plan Check Fee by Ordinance ;,'!'.ii Type of Review: 0 Complete Review 0 Repetitive Fee --~:!'""""'.· .~I Repeats Comments: 0 Other 0 Hourly EsGil Fee PLAN CHECK NO.: 14-2822 DATE: November 3, 2014 Reg. VALUE ($) Mod. 62,699 62,699 $458.69! ' $298.151 O Structural Only Ii------11Hr.@• $256.871 Sheet 1 of 1 macvalue.doc + «~.i> ~ CITY OF CARLSBAD. PLAN CHECK REVIEW TRANSMITTAL Community & Economic Development Department 1635 Faraday Avenue Carlsbad CA 92008 www.carlsbadca.gov DATE: 11/06/14 PROJECT NAME: LEGOLAND PROJECT ID: CB 14-2822 PLA~ .:.~~ NO: 1 SET#: 1 ADDRESS: 1 LEGOLAND DR APN: VAL~:~;~62,699 ADD NEW CAROUSEL, 1,820 SF WOOD CANOPY SHADE STRUCTURE This plan check review is complete and has been APPROVED by the ENGINEERING Division. By: t-G-1--2:t-l-5 A Final Inspection by the Division is required Yes I No X This plan check review is NOT COMPLETE. Items missing or incorrect are listed on ···the attached checklist. Please resubmit amended plans as required. ONLY ITEMS MARKED rxr NEED CORRECTION/CLARIFICATION Plan Check Comments have been sent to: CHRISTOPHER.ROMERO@LEGOLAND.COM You may also have corrections from one or' more of the divisions listed below. Approval from these· divisions may be required prior to the. issuanc~ of a building permit. Resubmit.tee:/ plans should inolude corrections .from all divisions. For questions or clarifications on the attached checklist please contact the following reviewer as marked: ·· -Pl,.ANN'ING . · 760~6Q2-4.6j,.0 Chris Sexton 760-602-4624 Chris.Sexton@carlsbadca.gov Gina Ruiz 760-602-4675 Gina.Ruiz@carlsbadca.gov •• I Remarks: ENGINEE·RlNG ' .. 760-:602-2750 ' : ' ~' ' ' • N. ,. ,I " •• • ·:.• :: ••• ;/ " ' , :: · "~ ·,1=1e,£ PR:EVeNt10N::··.:-· .. :, .. ' .. : ..... : ·.·J6Q:~602·466~' .. ·:' .:::-.. ·: '. . / . Kathleen Lawrence · · 760-602-27 41 Kathleen.lawrence@carlsbadca.gov Linda Ontiveros 760-602-2773 linda.Ontiveros@carlsbadca.gov :; ., ,.'' Greg Ryan 760-602-4663 Gregory.Ryan@carlsbadca.gov Cindy Wong 760-602-4662 Cynthia.Wong@carlsbadca.gov Dominic Fieri 760-602-4664 Dominic.Fieri@carlsbadca.gov 1 E-36 Set# ~ Any outstanding issues will be marked with X . Make the necessary corrections for compliance with applicable codes and standards. Submit corrected plans and/or specifications to the Building division for re-submittal to the Engineering division. Items that conform to permit requirements are marked with I 1. SITI: PLAN Provide a fully dimensioned site plan drawn to scale. Show: D m North arrow D m Existing & proposed structures D w i:;xisting street improvements D W Property lines (show all dimensions) D [ZJ Easements D CJ Right-of-way width & adjacent streets Show on site plan: D m Drainage patterns CJ D D CJ Driveway widths CJ Existing or proposed sewer lateral CJ Existing or proposed water service D Submit on signed approved plans: DWG No. D D Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course. 0 DADD THE FOLLOWING NO1E: "Finish grade will provide a minimum positive drainage of 2% to swale 5' awayfrorh building". D D Existing & proposed slopes and topography D C]Size, loc~tion, 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. D CJ Sewer and water laterals should not be located within proposed driveways, per standards. Include o·n title sheet: D [ZJ Site address D m Assessor's parcel number CJ D Legal description/lot number D CJ 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 (manufacturing, warehouse, office, etc.) previously approved. l I D Show all existing use of SF and new p;oposed use of SF. Example: Tenant improvement for 3500 SF of warehouse to 3500 SF of office. Lot/Map No.: Subdivision/Tract: Reference No(s): Page 2 of 6 REV 6/01/12 N/A N/A Set# 2. DISCRE. IONARY APPROVAL COMPLIANCE Project does not comply with the foilowing engineering conditions of approval for project no.: PENINDG APPROVAL OF MINOR SDP AND CDP SC\ ts+~~ (. soP9614H CDP9616G E-36 3. DEDICATION REQUIREMENTS D D 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 an.d for remodels with a value at or exceeding $ .24 ,000 , pursuant to Carlsbad Municipal Code Section 18.40.030. For single family residence, easement dedication will be completed by the City of Carlsbad, cost $115.00. D D Dedication required as follows: 4. IMPROVEMENT REQUIREMENTS D D All n~eded publi? i_mprovements_upon and adjacent to the building site must b~ constructed at time of bu1ld1ng construction whenever the value of the construction exceeds $124;000 00, pursuant to Carlsbad Municipal Code Section 18.40.040. CJ O Public improvements required as follows: sidewalk, underground utilities D D 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 ---------so we may prepare the necessary Neighborhood Improvement Agreement.. This agreement must be signed, notarized and approved by the city pr'iorto issuance of a bt,lilding permit. Processing fee $157.00. D D Future public improvements required as follows: Page 3 of 6 CURB, GUTTER, SIDEWALK UNDERGROUND UTILITIES REV6/30/10 1 E-36 Set# 1 5. GRADING PERMIT REQUIREMENTS The conditions that require a grading permit are found in Section 15.16 of the Municipal Code. D Olnadequate 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" D D Grading Permit required. NOTE: The grading permit must be issued and rough grading approval obtained prior to issuance of a building permit. D D 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 Engineering Construction Inspector (to be determined) The inspector will then provide the engineering counter with·a release for the building permit. I i r ./ J No grading permit required. I-11 _I Minor Grading Permit requited. 6. MISCELLANEOUS PERMlfS D ORIGHT-0F-WAY PERMIT is required to do work in city right-of-way and/or private work adjacent to the public right-of-way. Types of work include, but are not limited to: street improvements, tree trimming, driveway construction, tying into public storm drain, sewer and water utilities. I_J D Right-of-way permit required for: Driveway Page 4 of 6 REV 6/01/12 1 Set# 1 7. STORM WATER NEJ~ DET INETIER LEVE E-36 Construction Compliance D D Project Threat Assessment Form complete. D D Enclosed Project Threat Assessment Form incomplete. D D Requires Tier 1 Storm Water Pollution Prevention Plan. Please complete attached form and return (SW 14-) 0. [~equires Tier 2 Storm Water Pollution Prevention Plan. Requires submittal of Tier 2 SWPPP, payment of processing fee and review by city. Post~Development '{SUSIViP) Compliance D m Storm Water Standards Questionnaire complete. D D Storm Water Standards Questionnaire incomplete. Please make the corrections, re-sign the questionnaire and resubmit with next submittal. D D Project is subject to Standard Storm Water Requirements .. See city Standard Urban Storm Water Management Plan (SUSMP) for reference. http://www.carlsbadca.gov/business/building/Documents/EngStandsw-stds-vol4-ch2.pdf [7 [ZJ Project needs to incorporate low impact development strategies throughout in one or more of the following wayf,: 0 Rainwater harvesting (rain barrels or cistern) D Vegetated Roof D Bio-retentions cell/rain garden D Pervious pavement/pavers D Flow-through planter/vegetated or rock drip line D Vegetated swales or rock infiltration swales D Downspouts disconnect and discharge over landscape D Other: Page 5.of 6 REV 6/01/12 1 Attachments: E-36 Set# 1 9. WATER METER REVIEW Domestic (potable) Use D D What size meter is required? D !FYI I Where a residential unit is required to have an automatic fire extinguishing system, the minimum meter size shall be a 1" meter. NOTE: the connection fee, SDCWA system capacity charge and the water treatment capacity charge will be based on the size of the meter necessary to meet the water use requirements. D iFYi] 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 be¾". 8. i=EES DD DD DD om Required fees have been entered in building permit. Drainage fee applicable Added squa\e feet Added square footage in last two years? Dyes D no Permit No. Permit No. Project built after 1980 0 yes Ono Impervious surface > 50% O yes Ono Impact unconstructed facility Dyes Ono Fire sprinklers required Dyes Ono (is addition over 150' from center line) Upgrade Dyes Ono No fees required 10. Additional Comments . EnglneerlngAppllcatlon StormWater Form Page 6 of 6 · Right-of-Way Application/Info . Reference Documents D REV 6/01/12 & ~ CITY OF CARLSBAD STORM WATER COMPLIANCE FORM TIER 1 CONSTRUCTION SWPPP E-29 STORM WATER COMPLIANCE CERTIFICATE ../ My project is not in a category of permit types exempt from the Construction SWPPP requirements ../ My project is not located inside or within 200 feet of an environmentally sensitive area with a significant potential for contributing 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 the 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 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 horizontal 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 during the rainy season or will extend into the·rainy season. (Oct. 1 through April 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 Tb 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. NER'S AGENT NAME (PRINT) ow lo --:z.1-1"{ DATE E-29 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, PLACE AT THE END OF EACH WORKING DAY WHEN THE FIVE (5) DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PERCENT (40%). SIL.T 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 Page 1 of3 Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov PROJECT INFORMATION Site Address: Oland Drive, Carlsbad, Cal9 Assessor's Parcel Number: ______ _ Project ID: 211 Construction Permit No.: (B ( lf~ Z2 Estimated Construction Start Date 1 /12)'!15 Project Duration 4 Months Emergency Contact: »I Name: Chris Romero ?4 hour Phone"J"° • {(f ~ O!'f-Z,,, 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 9F CAflliSSAD STAN~R :lloo' 1 .SWPPP Approved By: __ Date:,., r T REV 4/30/10 Erosion Control Tracking Non-Storm Water Waste Management and Materials Sediment Control BMPs Control BMPs BMPs Management BMPs Pollution Control BMPs C: C: C: c c 0 0 0 "C tS ~ Cl ~ Ql "C Ql C: C: E C: E "C ~ 0 C: Cl co C: co .E 2 '5 C. Ql 2 (/J E Cl ai Q) ~ 'E ·5 2:-Cl co ~ Cl "C Ql (/J (/J 1ii C: 'E C: (/J 2 c:-C. Ql C: c c= ·c: er -~ co ~ Best Management Practice C: ·a. -~ C: (/J C: C: 0 (/J o!j :c co ~ (/J e m -0 Ql 0 Ql C!) i w Ql co ~ .gd ~ (BMP) Description 7 (/J 0 lB Cl) C: I-E Cl Ql Cl m C: u ... u (/J -g ~ "C <ii (/J ~ Ql "'5 ·e Ql co (/J co ~ .!:: ·a; C: "C Cl C: C: Cl :::> Q) (/J ~ Ql c "C >, 8m CO C > :, 2 ~ ~ 0 Cl 0 m en E Cl ... 0 Q) !:!:! Q) co co c Q) ,~ co 0 Cl g> Cl C: Q) a::: co Cl·-N C/l ~ ;:: fl Ql ~.!:: ~J "iii ·5. s: "E ~ "C Ql Q) E -"' ... <ii Q) :, .0 Ei = (/J ... .!::. :0 ~r ·c: -"' 0 .s::. C: LL 0 > ~ 5 "C :s ~ ·-"C .Si co 2 ~ "C co 0 0 t:: ·-C. '5 Ql Ql e C: .0 co 0 N C: Ql ~ co e 0 ..... Q) .s::. .0 co .s e J!! Cl co 0 ~ er. 0 co .s 0 ~: 0 ..... co ~c} C!) WO <i.i en Cl) u u:: C!) en> Cl) Cl)O. cn.E ci5 a::: 0. ~ ~ Cl) Cl) • u CASQA Designation 7 r--.. 00 a:, ..... ..... (') "'I" IO co r--.. 00 0 & ~ .,.... (') ~ 00 ..... C')I (') "'I" IO <'? 00 I I I ..... I I I I I UJ ..... I I d, I I I I u u u I w w w w w w I Cl) Cl) Cl) ~ ~ ~ ~ ~ ~ ~ w w w u Cl) Cl) Cl) Cl) Cl) Cl) Cl) w I-I-z z z z s: s: s: s: s: s: s: Construction Activity w Cl) ')( Grading/Soil Disturbance X X X X X X X TrenchinQ/Excavation X X StockpilinQ DrillinQ/Borina X Concrete/Asphalt Saw X X X X X cutting X Concrete flatwork ')( X A X Pavina X Conduit/Pipe Installation X ')( X Stucco/Mortar Work . ~ Waste Disposal StaginQ/Lav Down Area Equipment Maintenance and Fueling Hazardous Substance Use/Storage Dewaterina X Site Access Across Dirt X .x X Other (list): . Instructions: Begin by reviewing the list of construction activities and checking the bo:x: to the left of any activity that will occur during the proposed construction. Add any other activity descriptions in the blank activity description boxes provided for that purpose and place a check in the box immediately to the left of the added activity description. For each activity descrribed, pick one or more best management practices (BMPs) from the list located along the top of the form. Then place an X in 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 revi~w the list for something that applies such as "Stabilized Construction Ingress/Egress" under Tracking Control. Follow along the "Site Acc~ss 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 c,:over with a plastic sheet. ~ince 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 description means, you may wish to review the BMP Reference Handout prepared to assist applicants in the selection of appropriate Best Management Practice measures. The reference-also explains the California Stormwater Quality Association (CASQA) designation and how to apply the various selected BMPs to a project. E-29 Page 2 of3 REV 4/30/10 ~ «~ CITY OF CARLSBAD STORM WATER COMPLIANCE ASSESSMENT B-24 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov I am applying to the City of Carlsbad for the following type(s) of construction permit: D Building Permit D Right-of-Way Permit CJ 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 ihe following permit types: ~eek Photo Voltaic Re-Roofing Sign Spa-Factory Sprinkler Electrical Fire Additional Fire Alarm Fixed Systems Mechanical Mobile Home Plumbing Water Discharge Project Storm Water Threat Assessment Criteria* No Threat Assessment Criteria D My project qualifies as NO THREAT and is exempt from the requirement to prepare a storm water pollution prevention plan (SWPPP) because it meets the "no threat" assessment criteria on the City's Project Threat Assessment Worksheet for Determination of Construction SWPPP Tier Level. My project does. not meet any of the High, Mooerate or Low Threat criteria described below. Tier 1 • Low Threat Assessment Criteria D My project does not meet any of the Significant or Moderate Threat criteria, is not an exempt permit type (See list above) and the project meets one or more of the following criteria: • Results in some soil disturbance; and/or • Includes outdoor construction activities (such as saw cutting, equipment washing, material stockpiling, vehicle fueling, waste stockpiling). Tier 2 -Moderate Threat Assessment Criteria .181 My project does not meet any of the Significant Threat assessment Criteria described below and meets one or more of the following criteria: • Project requires a grading plan pursuant to the Carlsbad Grading Ordinance (Chapter 15.16 of the Carlsbad Municipal Code); or, • Project will 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 and project meets one or more of the additional following criteria: • Located within 200 feet of an environmentally sensitive area or the Pacific Ocean, and/or • Disl\.lrbed area is located on a slope with a grade at or exceeding 5 horizontal 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 during the rainy season or will extend into the rainy season (Oct. 1 through April 30). Tier 3 -Significant Threat Assessment Criteria D My project includes clearing, grading or other disturbances to the ground resulting in soil disturbance totaling one or more acres including any associated construction staging, equipment storage, stockpiling, pavement removal, refueling and maintenance areas: and/or D 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, D My project is located inside or within 200 feet of an environmentally sensitive area (see City ESA Proximity map) and has a significant potential for contributing pollutants to nearby receiving waters by way of storm water runoff or non-storm water discharge(s). J certify to the best of my knowledge that the 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 with the storm water best management practices pursuant to Title 15 of the Carlsbad Municipal Code and to City Standards. 'The City Engineer may authorize minor variances from the Storm Water Threat Assessment Criteria in special circumstances where it can be shown that a lesser or higher Construction SWPPP Tier Level is warranted, B-24 Project Address: Assessor Parcel No. 1 Legoland Dr. Carlsbad, Ca 92008 211-100-09 Owner/Owner's Authorized Agent Name; Chris Romero Date: Page 1 of 1 rme: Director of Maintenance Date: Rev.03/09 «~ ~ CITY OF CONSTRUCTION THREAT ASSESSMENT WORKSHEET FOR DETERMINATION OF PROJECT'S PERCEIVED THREAT TO STORM WATER QUALITY E-33 Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov CARLSBAD Construction Perceived SWPPPTier Construction Threat Assessment Criteria* Threat to Storm Water Level Quality Tier 3 -Hiah Construction Threat Assessment Criteria CJ Project site is 50 acres or more and grading will occur during the rainy season D Project site is 1 acre or more in size and is located within the Buena Vista or Agua Hedionda Lagoon watershed, inside or within 200 feet of an environmentally sensitive area (ESA) or discharges directly to an ESA High D Soil at site is moderately ~o highly erosive (defined as having a predominance of soils with Tier3 D USDA-NRCS Erosion factors kt greater than or equal to 0.4) Site slope is 5 to 1 or steeper. D Construction is initiated during the rainy season or will extend into the rainy season (Oct. 1 D through April 30). Owner/contractor received a Storm YIJater Notice of Violation within past two years Tier 3 -Medium Construction Threat Assessment Criteria Medium D All projects not meeting Tier 3 High Constr1,1ction Threat Assessment Criteria Tier 2 High Construction Threat Assessment Criteria D Project is located within the Buena Vista or Agua Hedionda Lagoon watershed, inside or within 200 feet of an environmentally sensitive area (ESA) or discharges directly to an ESA D Soil at site is moderately to highly erosive (defined as having a predominance of soils with USDA-NRCS Erosion factors kt greater than or equal to 0.4) High D Site slope is 5 to 1 or steeper Tier2 llil Construction is initiated during the rainy season or will extend into the rainy season (Oct. 1 through April 30). D Owner/contractor received a Storm Water Notice of Violation within past two years D Site results in one half acre or more of soil disturbance Tier 2 -Medium Construction Threat Assessment Criteria Medium D All projects not meeting Tier 2 High Construction Threat Assessment Criteria Tier 1 -Medium lnsgection Threat Assessment Criteria D Project is located within the Buena Vista or Agua Hedionda Lagoon watershed, within or directly adjacent to an environmentally sensitive area (ESA) or discharges directly to an ESA D Soil at site is moderately to highly erosive (defined as having a predominance of soils with USDA-NRCS Erosion factors kt· greater than or equal to 0.4) Medium (J Site slope is 5 to 1 or steeper Tier 1 D Construction is initiated during the rainy season or will extend into the rainy season (Oct. 1 through April 30). D Owner/contractor received a Storm Water Notice of Violation within past two years D Site results in one half acre or more of soil disturbance Tier 1 -Low lnsgection Threat Assessment Criteria Low D All projects not meeting Tier 1 Medium Construction Threat Assessment Criteria - Exempt -Not Applicable -Exempt *The city engineer may· authorize minor variances from the construction threat assessment criteria m special circumstances where it can be shown that a lesser or higher amount of storm water compliance inspection is warranted in the opinion of the city engineer · E .. 33 Page 1 of 1 REV 4/30/10 «~ ~ CITY OF CARLSBAD STORM WATER STANDARDS QUESTIONNAIRE E-34 Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov , · . . . · .. SiTEP 2 " . . . . , . ., .,, .... · · · · ... ;. · . TO ·BE COMPLE'fED ;fOR ALL 1N.EW .ORJREOEV.E~OPMeNt 1PltbJecms, ..... ;· ' ' :i'· To determine if your project is a priority development project, please answer the following questions: 1. Is your project a new development that creates 10,000 square feet or more of impervious surfaces collectively over the entire project site? This includes commercial, industrial, residential, mixed-use, and public development projects on public or private land. 2. Is your project creating or replacing 5,000 square feet or more of impervious surface collectively over the entire project site on an existing site of 10,000 square feet or more of impervious surface? This includes commercial, industrial, residential, mixed-use, and public development projects on public or private land. 3'. Is your project a new or redevelopment project that creates 5,000 square feet or more of impervious surface collectively over the entire project site and supports a restaurant? A restaurant is a facility that sells prepared foods and drinks for consumption, including stationary lunch counters and refreshment stands selling prepared foods and drinks for immediate consumption. 4. Is your project a new or redevelopment project that creates 5,000 square feet or more of impervious surface collectively over the entire project site and supports a hillside development project? A hillside development project includes development on any natural slope that is twenty-five percent or greater. 5. Is your project a new or redevelopment project that creates 5,000 square feet or more of impervious surface collectively over the entire project site and supports a parking lot. A parking lot is a land area or facility for the temporary parking or storaae of motor vehicles used personally for business or for commerce. 6. Is your project a new or redevelopment project that creates 5,000 square feet or more of impervious surface collectively over the entire project site and supports a street, road, highway freeway or driveway? A street, road, highway, freeway or driveway is any paved impervious surface used for the transportation of automobiles, trucks, motorcycles, and other vehicles. 7. Is your project a new or redevelopment project that creates or replaces 2,500 square feet or more of impervious surface collectively over the entire site, and discharges directly to an Environmentally Sensitive Area (ESA}? "Discharging Directly to" includes flow that is conveyed overland a distance of 200 feet or less from the project to the ESA, or conveyed in a pipe or open channel any distance as an isolated flow from the project to the ESA (i.e. not commingles with flows from adjacent lands).* 8. Is your project a new development that supports an automotive repair shop? An automotive repair shop is a facility that is categorized in any one bf the following Standard Industrial Classification (SIC) codes: 5013, 5014, 5541, 7532-7534, or 7536-7539. 9. Is your project a new development that supports a retail gasoline outlet (RGO}? This category includes RGO's that meet the following criteria: (a) 5,000 square feet or more or (b) a project Average Daily Traffic (ADT} of 100 or more vehicles per dav. 10. ls your project a new or redevelopment project that results in. the disturbance of one or more acres of land and are expected to generate pollutants post construction? YES X NO X X X X X X X X X 11. ls your project located within 200 feet of the Pacific Ocean and (1) creates 2,500 square feet or more of X impervious surface qr (2) i.ncreases impervious surface on the property by more than 10%? If you answered "yes" to one or more of the above questions, you ARE a priority development project and are therefore subject to implementing structural Best Management Practices (BMP's} in addition to implementing Standard Storm Water Requirements such as source control and low impact development BMP's. A Storm Water Management Plan (SWMP} must be submitted with your application(s} for development. Go to step 3 for redevelopment projects. For new projects, go to step 4 at the end of this questionnaire, check the "my project meets PDP requirements" box and complete applicant information. If you answered "no" to all of the above questions, you ARE NOT a priority development project and are therefore subject to implementing only Standard Storm Water Requirements such as source control and low impact development BMP's required for all development projects. A Storm Water Management Plan (SWMP} is not required with your application(s} for development. Go to step 4 at the end of this questionnaire, check the "my project does not meet PDP requirements" box and complete applicant information. E-34 Page 2 of3 Effective 6/27/13 & ~ CITY OF CA'RLSBAD STORM WATER STANDARDS QUESTIONNAIRE E-34 Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov ~-, l --' ::-• :-~~-, ., < ,• To address post-development pollutants that may be generated from development projects, the City requires that new development and significant redevelopment priority projects incorporate Permanent Storm Water Best Management Practices (BMP's) into the project design per the City's Standard Urban Stormwater Management Plan (SUSMP). To view the SUSMP, refer to the Engineering Standards (Volume 4, Chapter 2) at www.carisbadca.gov/standards. Initially this questionnaire must be completed by the applicant in advance of submitting for a development application (subdivision, discretionary permits and/or construction permits). The results of the questionnaire determine the level of storm water standards that must be applied to a proposed development or redevelopment project. Depending on the outcome, your project will either be subject to 'Standard Stormwater Requirements' or be subject to additional criteria called 'Priority Development Project Requirements'. Many aspects of project site design are dependent upon the storm water standards applied to a project. Your responses to the questionnaire represent an initial' assessment of the proposed project conditions and impacts. City staff has responsibility for making the final assessment after submission of the development application. If staff determines that the questionnaire was incorrectly filled out and is subject to more stringent storm water standards than initially assessed by you, this will result in the return of the development application. as incomplete. In this case, please make the changes to the questionnaire and resubmit to the City. If you are unsure about the meaning of a question or need help in determining how to respond to one or more of the questions, please seek.assistance from Land Development Engineering staff. A separate completed and signed questionnaire must be submitted for each new development application submission. Only one completed and signed questionnaire is required when multiple development applications for the same project are submitted concurrently. In addition to this questionnaire, you must also complete, sign and submit a Project Threat Assessment Form with construction permits for the project. Please start by completing Step 1 and follow the instructions. When completed, sign the form at the end and submit this with your application-to the city. ·:sirEP 1 · · ., • TO ·BE C()l't'IPL.E:J;ElH~OJtALI,. PROJEC.Tt$ ; ' '. ._ , ,_ _ _ To determine if your project is a priority development project, please answer the following questions: 1. Is your project LIMITED TO constructing new or retrofitting pcived sidewalks, bicycle lanes or trails that meet the following criteria: (1) Designed and constructed to direct storm water runoff to adjacent vegetated areas, or other non-erodible permeable areas; OR (2) designed and constructed to be hydraulically disconnected from paved streets or roads; OR (3) designed and constructed with permeable pavements or surfaces in accordance with USEPA Green Streets i:iuidance? 2. Is your projectUMITED TO retrofitting or redeveloping existing paved alleys, streets, or roads that are designed and constructed in accordance with the USEPA Green Streets guidance? '>A----_--, • ;-~--•r,-: • C" '. ', .~ ' -~ YES NO X X If you answered "yes" to one or more of the above questions, then your project is NOT a priority development project and therefore is NOT subject to the storm water criteria required for priority development projects. Go to step 4, mark the last box stating "my project does not meet PDP requirements" and complete applicant information. If you answered "no" to both questions, then go to Step 2. E-34 Page 1 of3 Effective 6/27/13 ' "' ~ «~~ ~ CITY OF CARLSBAD STORM WATE-R STANDARDS QUESTI-ON.NAIRE E-34 Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov Com lete the uestions below re ardin our redevelo ment ro·ect: YES NO Does the redevelopment project result in the creation or replacement of impervious surface in an amount of less than X 50% of the surface area of the reviousl existin develo ment? If you answered "yes," the structural BMP's required for Priority Development Projects apply only to the creation or replacement of impervious surface and not the entire development. Go to step 4, check the "my project meets PDP requirements" box and complete applicant information. If you answered "no," the structural BM P's required for Priority Development Projects apply to the entire development. Go to step 4, check the "m rcfect meets PDP re uirements" box and com lete a licant information. My project meets PRIORITY DEVELOPMENT PROJECT (PDP) requirements and must comply with additional stormwater criteria per the SUSMP and I understand I must prepare a Storm Water Management Plan for submittal at time of application. I understand flow control (hydromodification) requirements may apply to my project. Refer to SUSMP for details. D My project does not meet PDP requirements and must only comply with STANDARD STORMWATER REQUIREMENTS per the SUSMP. As part of these requirements, I will incorporate low impact development strategies throughout my project. Applicant Information and Signature Box Address: ~plicant Name: Chris Romero Applicant Signature: Accessor's Parcel Number(s): 211-100-09 ~plicant Title: Director of Maintenance Date: 10-.21-t'-( This Box for City Use Only * Environmentally Sensitive Areas include but are not limited to all Clean Water Act Section 303(d) impaired water bodies; areas designated as Areas of Special Biological Significance by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments); water bodies designated with the RARE beneficial use by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments); areas designated as preserves or their quivalent under the Multi Species Conservation Program within the Cities and County of San Diego; and any other equivalent environmentally sensitive areas which have been identified by the Copermittees. E-34 Page 3 of3 Effective 6/27/13 City of Carlsbad Permit No: Valuation Worksheet Building Division i . ' L. . B > »' . •• I .-,,, y·· ..... •·. ·.'·. ·'l ·· Date ,· ' '··'l; '.'I!' > ._ ·M ulflpUer · · . ' SFD and Du_plexes $132.05 $0.00 R_esidential Additions $157.88 $0.00 Remodels/ Lofts* $68.98 $0.00 Apartments & Multi-family $117.70 $0.00 Garages/Sunrooms/Solariums 1,820 $34.45 $62,699.00 Patio/Porch/Carport $11.,48. $0.00 Enclosed Patio* $18.66 $0.00 Decks/Balconies/Stairs. $18.66 $0.00 Retaining Walls, concrete,masonry $22.96 $0.00 Pools/Spas-Guriite. $48.80 $0.00 Tl/Stores, Offices $43.32 $0.00 Tl/Medical, restaurant, H occupancies $60.29 $0.00 Photovoltaic; Systems/# of panels $400.00 $0.00 $0.QO $0.00 . $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 j Fire Sprinkler Systern $3.73. $0.00 Air Conditioning -commercial $6.03 $0.00 Air Conditioning: residential $5.02 $0.00 Fireplace/ concrete, masonry $4,621.70 $0.00 Fireplace/ prefabricated Metal_ $3,141.89 $0.00 $0.00 $0.00 TOTAL $62,699.00 Valuation: $62,699 CFO Comm/Res (C/R): C l.tJ Yes (PFF=l.82%) l.tJ No (PFF = 3.5%) Building Fee $462.89 Land Use: Plan Check Fee $324.02 Density: Strong Motion Fee $13.00 Improve. Area: Green Bldg. Stand. Fee $1.00 Fiscal Year: Annex. Year: Green Bldg PC Fee $150.00 Factor: License Tax/PFF $2,194.47 CREDITS License Tax/PFF (in CFO) $1,141.12 PFF and/or CFD CFO . Explanation: 1st hour of Plan CheckFire Expedite Plumbing TSO Mechanical TBO Electrical TBD r r:-.. ~: !' -; ·,:· '(' -~ ', '?~ - 'J;.,..::;;;;;;...... ..... -------------------------------------, ...,..,; i ,.,, ·F , .. r I !· \ t 1-l·~ ., t· ,. , .. {. ,, ~ r , .. f 1• i: i (, l ' i, r l-j ' ( 1 > ~·, ,·. ,, ' I' :. :: ',' .:·.· «~ ~ CITY OF ·.: CARLSBAD ' . ' . . : \ ,· . PLANNING DIVISION BUILDING PLAN CHECK REVIEW CHECKLIST P-28 Development Services Planning Division 1635 Faraday Avenue (760} 602-4610 www.carlsbadca.rmv \.)'~( )5 ·· DATE: ~r 23, 2014 PROJECT NAME: Lego Friends PROJECT ID: SDP 96-14(H) PLAN CHECK NO: CB 14-2822 SET#: 1 ADDRESS: 1 Legolnad Dr APN: 211-100-09-00 l:ft.i~-%;k ~l~-di!f'co~e and has been APPROVED by the Planning Division. 0, By: ... ; ~\ A Final Inspection by the Planning Division is required lZ] Yes D No . ~,.. ..... ~ ... ,~ ; ' ·, Y<?u may also have corrections from one or more of the divisions listed below. Approval -fr9m these divisions may be required.prior to the issuance of a building permit. R~submitted plans should include corrections from all divisions. l ' ·'. j This plan check review is NOT COMPLETE. Items missing or incorrect are listed· oifw\ the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: Jamesy@jrma.com For questions or clarifications on the attached checklist please contact the following reviewer as marked: .. ·_;> '..,:PLAN:NING·:< >: :· · ::;: ·1~~02~a1<i: ... · .. Di· Chris Sexton .... ; ' 76o-602-4624 Chris.Sexton@carlsbadca.gov D, Gina Ruiz 760-602-4675 Van Lynch . 76o-602-4613 'Van.Lynch@carlsbadca.gov . Remarks: D Kathleen Lawrence 760-602-27 41 Kathleen.Lawrence@carlsbadca.gov D . Linda Ontiveros 760-602-2773 Linda.Ontiveros@carlsbadca.gov D D Greg Ryan 760-602-4663 Gregory.Ryan@carlsbadca.gov D CindyWong 760-602-4662 Cynthia.Wong@carlsbadca.gov D Dominic Fieri 760-602-4664 Dominic.Fieri@carlsbadca.gov I J· -<..' \ " .. l '' i I l I ! \ ,. t REVIEW#: • f :1 2 3 '.~DD \'· ,, r r .. ( L !tJ DD I ,. D.D D .• ., f ~~~ . .:.:. .. J. ' ~DD :!Z] 0 D ' L .t 'f ..... ,, P-28 Plan Check No. CB14-2822 Address 1 Legoland Drive Date 10/24/14 Review# 1 Planner Van Lynch Phone (760) 602-4613 APN: 211-100-09-00 Type of Project&. Use: Theme Park Net Project Density:N/A DU/AC Zoning: C-T-Q General Plan: TR Facilities Management Zone: 13 CFO (in/out) #_Date of participation:12/21/93 Remaining net dev acres:Q (For non-residential development: Type of land use created by this permit: Other (?)) Legend: ~ Item Complete Environmental Review Required: DATE OF COMPLETION: D Item Incomplete -Needs your action YES D NO O TYPE EIR Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval; Discretion~ry Action Required: YES ~ NO D TYPE SOP/CDP APPROVAL/RESO. NO. DATE PROJECT NO. SOP 96-14(H)/CDP 96-.16{G) OTHER RELATED CASES: · Compliance with conditions ~r approval? If not, state conditions which require action. Conditions of Approval: __ Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES !81. NO D CA Coastal Commission Authority? YES O NO !81. If California Coastal Commission Authority: Contact them at -7575 Metropolitan Drive, Suite 103, San Diego, CA 921.08-4402; (619) 767-2370 Determine status (Coastal Permit Required or Exempt): Required Habitat Management Plan (N/A) Data Entry Completed? YES D NO D 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!) lnclusionary Housing Fee required: YES O NO ~ (Effective date of lnclusionary Housing Ordinance -May 21, 1993.) Data Entry Completed? YES D NO D (A/P/Ds, Activity Maintenar,ce, ente~ CB#, toolbar, Screens, Housing Fees, Construct Housing YIN, Enter Fee, UPDATE!) Housing Tracking Form (form P-20) completed: YES D NO D N/A ~ Page 2 of 3 07/11 ' ..:,~ 1 i' ~Site Plan: ·~OD . . j~ 0 D :~ob l J~-b 0 '' t. .-t8J D. D ::; ·:. r: .t--· :~qp er.~ j -· t ··ODD 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 (including all side and rear yard slopes). Provide legal description of property and assessor's parcel number. Cify Council Policy 44 -Neighborhood Architectural Design Guidelines 1. Applicability: YES O NO [8J 2. Project complies: YES O NOiZJ. Zoning: 1. Setbacks: (inner park improvement -all ok) Front: Interior Side: Street Side: Rear: Top of slope: Required __ Shown __ Required __ Shown __ Required __ Shown __ Required __ Shown_._- Required __ Shown __ 2. Accessory structure setbacks: Front: Required __ Shown __ Interior Side: Required __ Shown __ Street Side: Required ___ Shown __ Rear: Required ___ Shown __ Structure separation: Required __ Shown __ 3. Lot Coverage: Required __ $hewn __ 4. Height:-Required-. _Shown __ 5. Parking: Spaces Required no change Shown __ (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required __ Shown __ Additional Comments ·OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER DATE :r 1 .. ~·· ;.. ,..f ._. P-28 Page 3 of 3 07/11 :, ,, :.. .~ «~dtt ~ (:ITV-OF CARLSBAD PLAN CHECK REVIEW TRANS MITT AL PATE: 1/26/14 PROJECT NAME: legoland PROJECT ID: C:::ommunlty & Economic Development Department l.635 Faraday Avenue Carlsba~ CA 9200$ www.carlsbadca.~ov BLDG~ DEPT COPY PLAN CHECK NO: cb142822 SET#: I ADDRESS: 1 legoland dr APN: lZ] This plan check review is c.ompJete and has been APPROVED by the fire Division. By: cwong A Final Inspection by the Oivlslon is required IZ] Yes D No D This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklis~. Please tesubmit amended plans as required. · Plan Check Comments have been sent to You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be requlred1 prior to the Issuance of a building permit. Resubmitted plans should Include corrections from all divisions. For qu~stions or clarifications on the attached checklist please contact the following reviewer as marked: D· Chris Sexton 760-602-4624 Chris.Sextgn@c~rlsbadca.gov D Gina Ruiz 760-602-4675 ~lna.Ruiz@carlsbadca.gg\.'. D Remar~~s: · . * * .li~P.R©¥Ef>~ D Kathleen Lawrence 7:60-602-27 41 Katbleen.~awrnnce@carlsl;!adca.goy D D Linda Ontiveros 7\60-602-2773 J...!nda.Ontlveros@car!i:;badcc).gov D · Greg Ryan 760-602-4663 Gregpry.Ryan@carlsbadca.g,ov [SJ Cindy Wong 760-602-4662 Cynthla.Wong@carlsbadca.gov D Dominic Fieri 760-602-4664 Oomlnic.Fierl@garlsf?adca.goy THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUEANCE OF A 8~.J.!LOI~~. PEHMIT. THIS APPROVAL 15 SUBJECT TO FIELO INSPECTIONS, ANY REQUIRED TESTS, FIRE DEPARTMENT NOTATIONS, CONDITIONS: IN CORRESPONDENCE; AND COMPLIANCE WITH ALL APPLICASLE CODES ANO REGULATl:ONS. THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE ANY VIOLATION OF THE: LAW. ' Page 2 of2 Carbbad Fire Department ·. . Plan Review Requirements Cat~gory: TI , COMM .· Pate of Report: 01-26-2015 Name: Address: Permit #: CBI 42822 CHRIS ROMERO 1 LEGOLAND DR CARLSBAD CA 92008-4610 . Job Name: LEGOLAND: 1,820 WOO:O CANOPY Job Address: 1 LEGOLAND DR CBAD IN~O review 1s mcomplefe:-A.t this time, this office cannot adequately conduct a revi compliance with the applicable codes and/or standards. Please review carefully all com-~·-attached. Pl.ease resµ essary plans and/or specifications, with changes "clouded", to this office for review and approval. Conditions: Cond: CON0008002 [MET]. **AP~ -- THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUEANCE OF A BUILDING PERMIT. THIS APPROVAL IS SUBJECT TO FIELD INSPECTIONS, ANY REQUIRED TESTS, FIRE DEPARTMENT NOTATIONS, CONDITIONS ]N CORRESPONDENCE AND COMPLIANCE WITH ALL APPLICABLE CODES AND REGULATIONS. THIS APPROVAL SHALL NOT BE HELD TO PERMIT-OR APPROVE ANY VIOLATION OF THE LAW. __,I'; Entry: ~tt2·6120t5_B,.....y:-c-=w=on_g_A-r-c=ti=on=:-iAr-TP::7 ~ Rev. No. A i I ----+ Description Architects Engineers Facility Planners Structural Calculations for Friends Exhibit Project Legoland Friends Exhibit 1 Legoland Dr Carlsbad CA 92008 Client Legoland, 1 Legoland Dr Carlsbad CA 92008 JRMA Project No. 4838 Date September 19, 2014 Date I I ' Building Department Su.bmittal September 30, 2014! J.R. tllliller & Associates, Inc. 2700 Saturn Street, Brea, CA 92821 714.524.1870 Voice 714.524.1875 Fax www.jrma.com i I ! RECEIVED OCT 21 2014 CITY OF CARLSBAD BUILDING DIVISION Engineer J.R. Miller, S.E. - --· Project __ _ II Architects Engineers Facility Planners Date Engineer ----·-· _. ··-·-·-·. _____ _ Checked by ______ ... Table of Contents Carousel A.1 -------· --~·-·---·-. . ---·-----·--· --· - Carousel Booth B.1 Stables ________ C.1 I J.R. Miller & Associates, Inc. I -• Project No. ____ _ Sheet ___ of . -· · Architects Engineers Facility Planners Structural Calculations for Friends Exhibit Project Legoland Friends Exhibit 1 Legoland Dr Carlsbad CA 92008 JRMA Project No. 4838 Calculation Subsection Carousel J.R. Miller & Associates, Inc. 2700 Saturn Street, Brea, CA 92821 714.524.1870 Voice 714.524.1875 Fax www.jrma.com ~ Pr;ject --~-----~t-"'o'-""Le~---~__..O.____,,U-=-~-~-.....;u ...... t,-='5'..,;;.l, ___ ____,----Project No. ---- Date ___ Engineer----------Checked by ____ $ht. f\-.?, Of -- -- r, t --.. I a . ,..,"\ _.. , / .. " ~ I o o . Pl o I( • \,,, • -, \ • J . ., 8 ! ' ':-lf4-\.4 ·& ~-e-I o) DJ .,~: .-i,~ --._ 12 -;. ", ,~ " ... V 16 1--+--..:i---+-.--1--,--+-,,---4.--1----,1--+-+--+---+---+----l---+---l--l---l-----l---+----4---+----l----+---l--1---!---1-----1---4----l 16 ~,Uc~ u *' t~ l, ~J. rv!. . 24 t--+---+--+--+---t---+--+--:f--+---t---+--+---t---+--+-t--+---+--+--+---+--+---+--+--:f--+-----+---+---+----1 24 "'I• ,_ 32 l-'--+---+---+----+----+----+---l--l--+---+---+-----+--+----+---l-t---'--+---+---+----+----1---+---+--l-+----+----+---+---+----I 32 361--+---+---!--+----l----+---l--1---l-----+---!--+----l----+---l-+----+---+----4---i----l---l----+----l-1--+----l--+----1----136 i J. R. Miller & Associates, Inc. Titl~ Block Line 1 You can changes this area ,,, using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block tine 6 Project Title: Engineer: Project Descr: ~~i.~itl'. ~t>~, tijs{Z?lf L\~~/2:.'.~?+;;l-,1>1~f JJiit::~~~~f i~i1}~:ttf~~tfit~-, .. , Description : Carousel Footing Calculations per AC! 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: IBC 2012 ~ti1,~lr:ii~t'iM~,m:a.I~rtI:{:I,~::".,:f -:1 .:ts:rf >?:~ ·;;~;1(/l Material Properties fc : Concrete 28 day strength := fy : Rebar Yield := Ee : Concrete Elastic Modulus := Concrete Density := cp Values Flexure := Shear := Analysis Settings Min Steel % Bending Reinf. - Min Allow% Temp Reinf. := Min. Overturning Safety Factor := Min. Sliding Safety Factor := Add Ftg Wt for Soil Pressure Use-fig wt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear Width parallel to X-X Axis = length parallel to Z-Z Axis = Footing Thicknes = Pedestal dimensions ... 15.0 ft 15.0 ft 24.0 in px : parallel to X-X Axis = in pz: parallel to Z-Z Axis ; in Height in Rebar Centerline to Edge of Concrete .. at Bottom of footing = 3.0 in Bars parallel to X-X Axis Number of Bars = 13.0 Reinforcing Bar Size = # 7 Bars parallel to.Z-Z Axis Number of Bars = 13.0 Reinforcing Bar SizE = # 7 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a . # Bars required within zone n/a # Bars required on each side of zone n/a 3.0 ksi 60.0 ksi 3,122.0 ksi 145.0 pct 0.90 0:150 0.00180 1.0: 1 1.0: 1 Yes Yes No No >::.-AR1J~i1l~i~i'.:-:-i: -~~:;,:J;_::;~t ;X,,~,; _::-~~/~i-i:t:{.; D P : Column Load = 60.240 OB : Overburden = M-xx M-zz V-x V-z = = Lr Soil Design Values Allowable Soi! Bearing Increase BearingBy Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff. = := := := Increases based on footing Depth Footing base depth below soil surface = Allowable pressure increase per foot of dept!= when footing base is below = Increases based on footing plan dimension Allowable pressure increase per foot of dept = when maximum length or width is greater=t L s w 40.560 E 338.80 Project ID: 3.50 ksf No 250.0 pct 0.30 ft ksf ft ksf ft H k ksf -----___ ,, __ --·----- k-ft k-ft k k Title~Block Line 1 You can changes this area ~ using the 'Settings' menu item and then using the "Printing & TitleBlock" selection. Project Title: Engineer: Project ID: ProjectDescr: A-.~ Title Block Line6 0 27'~7 ~0 ~J.':-':~7?:'~;;;;l,~~".~--'··,}07:'1:~5i:iii!i':fil\i ~~! ~11~•:l~:j:;1\/~}:~t;j'f~t)&::rn_:;.----· Prtnted: 9OCT2014, 8:57AM '·" Description: Carousel Footing Min.Ratio Item PASS 0.2869 Soil Bearing PASS n/a Overturning -X-X PASS 2.381 Overturning -Z-2 PASS n/a Sliding-X-X PASS n/a Sliding-2-Z PASS n/a Uplift PASS 0.4768 Z Flexure (+X) PASS 0.3576 Z Flexure (-X) PASS 0.3576 XFlexure (+Z) PASS 0.3576 X Flexure (-Z) PASS 0.1693 1-way-Shear (+X) PASS 0.1693 1-way Shear (-X) PASS 0.1693 1-way Shear ( +Z) PASS 0.1693 1-way Shear (-Z) PASS 0.4649 2-way Punching Soil Bearing Rotation Axis & Load Combination ... Gross Allowable X-X.+D+H 3.50 X-X,+D+L+H 3.50 X-X. +D+Lr+H 3.50 X-X.+D+S+H 3.50 X-X, +D+0.750Lr+0.750L +H 3.50 X-X. +0+0.750L+0.750S+H 3.50 X-X. +D+0.60W+H 3.50 X-X. +D+0.70E+H 3.50 X-X, +D+0.750Lr+0.750L +0.450W+H 3.50 X-X, +D+0.750L +0.750S+0.450W+H 3.50 X-X, +D+0.750L +0.750S+0.525E+H 3.50 X-X, +0.60D+0.60W+0.60H 3.50 X-X, +0:60D+0.70E+0.60H 3.50 2-Z, +D+H 3.50 Z-Z,+D+L+H 3.50 2-Z. +D+Lr+H 3.50 Z-Z.+D+S+H 3.50 2-Z, +D+0.750Lr+0.750L+H 3.50 2-Z. +D+Q.750L+0.750S+H 3.50 2-Z. +D+0.60W+H 3.50 2-Z, +D+O.?0E+H 3.50 Z-Z, +D+0.750Lr+0.750L +0.450W+H 3.50 Z-2, +D+0.750L +0:750S+0.450W+H 3.50 2-Z. +D+0.750L +0.750S+0.525E+H 3.50 Z-2, -tQ.60D+0.60W+0.60H 3.50 +0.70E+0.60H 3.50 i?sliil>'rtl·;·.·'. ;·h,·:, ~._---,-t) l :::.:·~--: ~',.-Yr~:- Rotation Axis & Load Combination ... X-X.+D+H X-X. +D+L+H X-X. +D+l:r+H X-X, +D+S+H X-X. +D+0.750Lr+0.750L+H X-X. +D+0.750L +0.750S+H X-X. +D+0.60W+H X-X. +D+0.70E+H X-X. +D+0.750Lr+0.750L+0.450W+H X-X. +D+0.750L +0.750S+0.450W+H Applied 1.004 ksf 0.0 k-ft 237.160 k-ft 0.0 k 0.0 k 0.0 k Xecc n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a 0.0 0.0 0.0 0.0 0.0 0.0 0.0 22.678 0.0 0.0 13.690 0.0 37.797 22.861 k-ft 17.148 k-ft 17.148 k-ft 17.148 k-ft 13:912 psi 13.912 psi 13.912 psi 13.912 psi 76.386 psi Zecc 0.0 0.0 0.0 0.0 0.0 0.0 0;0 0.0 0.0 0.0 0.0 0.0 0.0 n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a Overturning Moment None None None None None None None None None None Bottom, -Z 0.5577 0.7380 0.5577 0.5577 0.6929 0.6929 0.5577 0.5577 0.6929 0.6929 0.6929 0.3346 0.3346 n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a Capacity 3.50 ksf 0.0 k-ft 564.71 k-ft 0.0 k 0.0 k 0.0 k 47.947 k-ft 47.947 k-ft 47.947 k-ft 47.947 k-ft 82.158 psi 82.158 psi 82.158 psi 82.158 psi 164.317 psi +D+0.750L+0.750S+0.525E+H about Z-Z No Overturning +0.60D+0.70E+0.60H No Sliding No Sliding No Uplift +1.20D+0.50L +O. 70S+E+1.60H +1.20D+0.50Lr+1.60L + 1.60H +1.20D+0.50Lr+1.60L +1.60H +1.20D+0.50Lr+1.60L +1.60H +1.20D+0.50Lr+1.60L +1.60H +1.20D+0.50Lr+1.60L +1.60H + 1.20D+0.50Lr+1.60L + 1.60H +1.20D+0.50Lr+1.60L +1.60H +1.20D+0.50Lr+1.60L +1.60H Actual Soil Bearing Stress Actual / Allowable Top, +Z Left, -X Right,+X Ratio 0.5577 n/a n/a 0.159 0.7380 n/a n/a 0.211 0.5577 n/a n/a 0.159 0.5577 n/a n/a 0.159 0.6929 n/a n/a 0.198 0.6929 n/a n/a 0.198 0.5577 n/a n/a 0.159 0.5577 n/a n/a 0.159 0.6929 n/a n/a 0.198 0.6929 n/a n/a 0.198 0.6929 n/a n/a 0.198 0.3346 n/a n/a 0.096 0.3346 n/a n/a 0.096 n/a 0.5577 0.5577 0.159 n/a 0.7380 0.7380 0.211 n/a 0.5577 0.5577 0.159 n/a 0.5577 0.5577 0.159 n/a 0.6929 0.6929 0.198 n/a 0.6929 0.6929 0.198 n/a 0.5577 0.5577 0.159 n/a 0.1431 0.9723 0.278 n/a 0.6929 0.6929 0.198 n/a 0.6929 0.6929 0.198 n/a 0.3820 1.004 0.287 n/a 0.3346 0.3346 0.096 n/a 0.0 0.7619 0.218 Resisting Moment Stability Ratio Status 0.0 k-ft Infinity OK 0.0 k-ft Infinity OK 0.0 k-ft lnfinitv OK 0.0 k-ft Infinity OK 0.0 k-ft Infinity OK 0.0 k-ft Infinity OK 0.0 k-ft Infinity OK 0.0 k-ft Infinity OK 0.0 k-ft Infinity OK 0.0 k-ft lnfinitv OK Title ,{:!lock Line 1 You can changes this area ..., using the "Settings' menu item and then using the 'Printing & Title Block' selection. Project Title: En9irieer: Proiect Descr: Project ID: Title Bio Line 6 ~~~e..,.,..-"""'"'.'"""'77;';:-="=7,..,..,_....,;:-:c-:,..,,...,,~==~,,..,...,.,=~ Printed: 9 OCT 2014, 8:57AM Description : Carousel Footing t'~~tvti't&rnllr'\Sia'Bilt ··<:;< ... -.. ,. · ,,."§~¼-¢",_,'!;v,'-.'--':.--._, •,,9,,:..,"(V>' ~,,J:y:'-J'\..v,,t,, n,'v,•,{ Rotation Axis & Load Combination ... Overturning Moment Resisting Moment Stability Ratio Status X-X. +D+0.750L+0.750S+0.525E+H None 0.0 k-ft Infinity OK x.x :tO 6QD:t0 6QW+Q 60H None 0.0 k-ft Infinity OK X-X. +0.60D+0.70E+0.60H None 0.0 k-ft lnflmtv OK Z-Z,+D+H None 0.0 k-ft lnfinitY OK Z-Z.+D+L+H None 0.0 k-ft Infinity OK Z-Z. +D+Lr+H None 0.0 k-ft Infinity OK Z-Z. +D+S+H None 0.0 k-ft lnfinitv OK Z-Z. +D+O. 750Lr +O. 750L +H None 0.0 k-ft Infinity OK Z-Z, +D+0.750L+0.750S+H None 0.0 k-ft Infinity OK Z-Z. +D+0.60W+H None 0.0 k-ft lnfinitv OK Z-Z. +D+0.70E.-H 237.160 k-ft 941.18 k-ft 3.969 OK Z-Z. +D+0.750Lr+0.750L +0.450W.-H None 0.0 k-ft Infinity OK Z-Z. '1-!J+0.750L +0.750S+0.450W+H None 0.0 k-ft lnfinitv OK Z-Z. +D+0.750L+0.750S+0.525E+H 177.870 k-ft 1.169.33 k-ft 6.574 OK Z-Z. +0.60D+0.60W+0.60H None 0.0 k-ft Infinity OK ~1'iJijJ~;fJji,i~1{~~9~·:;,,:;::-,,;~.' .. ~fi;if\::~t?).'.{ii·:;·,::ti 237.160 k-ft 564.71 k-ft 2.381 OK All units k Force Application Axis Load Combination ... Sliding Force Resisting Force Sliding SafetyRatio Status Footin Has NO Sliding {!{_ :ifti7ttf(:t~ ~-3{5:~~~1~lt~~~1~!)!;?~:L:\~\f\~)~I?li'~ Flexure Axis & Load Combination Mu Which Tension@ AsReq'd Gvrn.As Actual As Phi*Mn Status k-ft Side? BotorTop? jnA2 jnA2 jnA2 k-ft X-X. +1.40D+1.60H 10.542 +Z Bottom 0.5184 MinTempo/o 0.520 47.947 OK X-X. +1.400+1.60H 10.542 -Z Bottom 0.5184 MinTempo/o 0.520 47.947 OK X-X. +1.20D+0.50Lr+1.60L +1.60H 17.148 +Z Bottom 0.5184 MinTemP¼ 0.520 47.947 OK X-X. +1.20D+0.50Lr+1.60L +1.60H 17.148 -Z Bottom 0.5184 Min Temp% 0.520 47.947 OK X-X. +1.200+1.601:. +0.50S+1.60H 17.148 +Z Bottom 0.5184 MinTempo/o 0.520 47.947 OK X-X. +1.20D+1.60L+0.50S+1.60H 17.148 -Z Bottom 0.5184 MinTempo/o 0.520 47.947 OK X-X. +1.20D+1.60Lr+0.50L +1.60H 11,571 +Z Bottom 0.5184 MinTemoo/o 0.520 47.947 OK X-X. +1.20D+1.60Lr+0.50L +1.60H 11.571 -Z Bottom 0.5184 Min Temoo/o 0.520 47.947 OK X-X. +1.20D+1.60Lr+0.50W+1.60H 9.036 +Z Bottom 0.5184 Min Temp% 0.520 47.947 OK X-X. +1.200+1.60Lr+0.50W+1.60H 9.036 -Z Bottom 0.5184 MinTemoo/o 0.520 47.947 OK X-X. +1.20D+0.50L +1.60S+1.60H 11.571 +Z Bottom 0.5184 Min Temoo/o 0.520 47.947 OK X-X. +1.20D+0.50L +1.60S+1.60H 11.571 -Z Bottom 0.5184 Min Temoo/o 0.520 47.947 OK X-X. +1.20D+1.60S+0.50W+1.60H 9.036 +Z Bottom 0.5184 Min Teinoo/o 0.520 47.947 OK X-X. +1.200+1.60S+0.50W+1.60H 9.036 -Z Bottom 0.5184 MinTemoo/o 0.520 47.947 OK X-X. +1.20D+0.50Lr+0.50L+W+1.60H 11.571 +Z Bottom 0.5184 MinTemoo/o 0.520 47.947 OK X-X. +1.20D+0.50Lr+0.50L +W+1:60H 11.571 -Z Bottom 0.5184 Min Temp% 0.520 47.947 OK X-X, +1.20D+0.50L +0.50S+W+1.60H 11.571 +Z Bottom 0.5184 MinTemo% 0.520 47.947 OK X-X. +1.20D+0.50L+0.50S+W+1.60H 11.571 -Z Bottom 0.5184 Min Temp% 0.520 47.947 OK X-X. +1.20D+0.50L+0.70S+E+1.60H 11.571 +Z Bottom 0.5184 MinTemoo/o 0.520 47.947 OK X-X. +1.20D+0.50L +0.70S+E+1.60H 11.571 -Z Bottom 0.5184 Min Temoo/o 0.520 47.947 OK x~x. +0.90D+W+0.90H 6.777 +Z Bottom 0.5184 Min Temp% 0.520 47.947 OK X-X. +0.90D+W+0.90H 6.777 -Z Bottom 0.5184 MinTemo% 0.520 47.947 OK X-X. +0.90D+E+0.90H 6.777 +Z Bottom 0:5184 Min Temo% 0.520 47.947 OK x~x. +0.90D+E-t:0.90H 6.777 -Z Bottom 0.5184 MinTemo% 0.520 47.947 OK Z-Z. +1.400+1.60H 10.542 -X Bottom 0.5184 MinTemo% 0.520 47.947 OK Z-Z. +1.40D+1.60H 10.542 +X Bottom 0.5184 Min Temo% 0.520 47.947 OK Z-Z. +1.20D+0.50Lr+1.60L +1.60H 17.148 -X Bottom 0.5184 Min Temo% 0.520 47.947 OK Z-Z, +1.20D+0.50Lr+1.60L +1.60H 17.148 +X Bottom 0.5184 Min Temo% 0.520 47.947 OK Z-Z. +1.200+1.60L +0.50S+1.60H 17.148 -X Bottom 0.5184 Min Temo% 0.520 47.947 OK Z-Z. +1.200+1.60L +0.50S+1.60H 17.148 +X Bottom 0.5184 Min Temo% 0.520 47.947 OK Z-Z. +1.20D+1.60Lr+0.50L +1.60H 11.571 -X Bottom 0.5184 Min Temo% 0.520 47.947 OK Z-Z. +1.20D+1.60Lr+0.50L +1.60H 11.571 +X Bottom 0.5184 Min Temo% 0.520 47.947 OK Z-Z. +1.20D+1.60Lr+0.50W+1.60H 9.036 -X Bottom 0.5184 Min Temo% 0.520 47.947 OK Z-Z. +1.20D+1.60Lr+0.50W+1.60H 9.036 +X Bottom 0.5184 Min Temo% 0.520 47.947 OK Z-Z. +1.20D+0.50L +1.60S+1.60H 11.571 -X Bottom 0.5184 Min Temo% 0.520 47.947 OK Z-Z. +1.20D+0.50L+1.60S+1.60H 11.571 +X Bottom 0.5184 Min Temoo/o 0.520 47.947 OK Z-Z. +1.200+1.60S+0.50W+1.60H 9:036 -X Bottom 0.5184 Min Temoo/o 0.520 47.947 OK Z-Z. +1.200+1.60S+0.50W+1.60H 9.036 +X Bottom 0.5184 Min Temoo/o 0.520 47.947 OK Title~Block Line 1 You can changes this area ~· using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Bl Description : Carousel Footing Z-Z. +1.20D-t0.50Lr-t-0.50L +W+1.60H 11.571 -X Bottom Project Title: En~ineer: Proiect Descr: Project ID: Printed: 9 OCT 2014, 8.57~i 0.5184 Min Temo % 0.520 47.947 OK Title_f3Iock Line 1 You can changes this area -+-using the ·settings" menu item and then using the 'Printing & Title Block" selection. k Line 6 Description·: Carousel Footing Project Title: En~ineer: ProJect Descr: Project ID: Flexure Axis & Load combination Mu Which Tension @ As Req'd Gvrn. As Actual As Phi*Mn k-ft Side? Bot or Top? . inh2 inh2 inh2 k-ft Status Z-Z, +1,20D-t-0.50Lr+0.50L+W+1.60H 11.571 +X Bottom 0.5184 Min Temo % 0.520 47.947 OK Z Z, , 1.20D+MG~H 11.571 -X---Boltomm----'-'· 0.5.1&LMi-n T::-e-m ..... P ~o/,, ___ -!o:'::.5~20~----,4=:'7.9~4'=-7 ____ 0~K~-----'- Z-Z, +1,20D-t-0,50L+0.50S+W+1.60H 11.571 +X Bottoni 0.5184 Min Temo % 0.520 47,947 OK Z-Z, +1.20D+0.50L +0.70S+E+1.60H 0.2808 -X Bottom 0.5184 Min Temo % 0.520 47.947 OK Z-Z, +1.20D+0.50L-t-0.70S+E+1.60H 22.861 +X Bottom 0.5184 Min Temo % 0.520 47.947 OK Z-Z, +0.90D+W+0.90H 6.777 -X Bottom 0.5184 Min Temp% 0.520 47.947 OK Z-Z. +0.90D+W+0.90H 6.777 +X Bottom 0.5184 Min Temo % 0.520 47.947 OK Z-Z, +0.90D+E+0.90H 4,363 -X Too 0.5184 Min Temo % 0.520 47.947 OK r{z (t~Ji;::~\\{:,/:;Q:,;if:':f:~~,\~-~'.i?:7;{?ji Bottom 0,5184 Min Temo % 0.520 47,947 OK Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu@ +Z Vu:Max +1.40D+1.60H 8.553 osi 8.553 osi 8.553 osi 8.553 osi 8.553 osi +1.20D+0.50Lr+1,60L+1.60H 13.912 osi 13.912 osi 13.912 osi 13.912 osi 13:912 Psi +1.20D+1.60L +0.50S+1.60H 13.912 osi 13.912 osi 13.912 osi 13.912 psi 13.912 Psi +1.20D+1,60Lr+0.50L +1.60H 9,387 osi 9.387 osi 9.387 osi 9.387 psi 9.387 Psi +1.20D+1.60Lr+0.50W+1.60H 7.331 osi 7.331 osi 7.331 osi 7.331 osi 7.331 osi +1.20D-t-0.50L +1.60S+1.60H . 9.387 osi 9.387 psi 9.387 osi 9.387 osi 9.387 Psi +1.20D+1.60S+0.50W+1.60H 7.331 osi 7.331 osi 7.331 osi 7.331 psi 7.331 Psi +1.20D-t-0.50Lr+0.50L +W+1.60H 9.387 osi 9.387 osi 9.387 osi 9.387 osi 9.387 psi +1.20D+0.50L +0.50S+W+1.60H 9.387 osi 9.387 osi 9.387 osi 9.387 osi 9.387 osi +1.20D-t-0.50L+0.70S+E+1.60H 9.387osi 9.387osi 9.387 osi 9.387 osi 9.387osi +0.900+W-t-0.90H 5.498 osi 5.498 osi 5.498 osi 5.498 osi 5.498 osi ~~i%~~~~~~~ii~f:?'i;?s\;2~-ti~~~Lt;,~~;~rJ%?1;~.-?,;\:~:'.~:~:~l.498 osi 5.498 osi 5.498 osi 5.498 osi Load Combination ... Vu Phi*Vn Vu/Phi*Vn +1.40D+1.60H 46.96 osi 164.317osi 0.2858 +1.20D-t-0.50Lr+1.60L +1.60H 76.386 PSI 164.317osi 0.4649 +1.20D+1.60L+0.50S+1.60H 76.386 osi 164.317osi 0.4649 +1.20D+1.60Lr+0.50L +1.60H 51.543 osi 164.317osi 0.3137 +1.20D+1.60Lr+0.50W+1.60H 40.251 Psi 164.317'osi 0.245 +1.20D-t-0.50L+1.60S+1.60H 51.543 osi 164.317psi 0.3137 +1.20D+1.60S+0.50W+1.60H 40.251 psi 164.317psi 0.245 +1.20D-t-0.50Lr+0.50L +W+1.60H 51.543 osi 164.317osi 0.3137 +1.20D+0.50L +0;50S+W+1.60H 51.543 osi 164.317osi 0.3137 +1.20D-t-0.50L+0.70S+E+1.60H 51.543 osi 164.317osi 0.3137 +0.90D+W+0.90H 30.188 osi 164.317osi 0.1837 +0.90D+E+0.90H 30.202 osi 164.317osi 0.1838 PhiVn Vu/Phi*Vn 82.158 psi 82.158 psi 82.158 psi 82.158 osi 82.158 psi 82.158 psi 82.158 osi 82.158 psi 82.158 psi 82.158 psi 82.158 psi 82.158 psi 0.1041 0.1693 0.1693 0.1143 0.08923 0.1143 0.08923 0.1143 0.1143 0.1143 0.06692 0.06692 Status OK OK OK OK OK OK OK OK OK OK OK OK All units k Status OK OK OK OK OK OK OK OK OK OK OK OK ,:,,s., www.hilti.us Profis Anchor 2.4.3 Company: Specifier: Page: Project: 1 Legoland Carousel Address: Sub-Project I Pos. No.: Phone.I Fax: Date: 10/9/2014 E-Mail: Specifier's comments: Base Plate A 1 lnputdat------------------------------------ Anchor type.and diameter: Effective embedment depth: Material: Proof: Stand-off installation: Anchor plate: Profile: Base material: Reinforcement: Seismjc loads (cat. C, D, E, or F) Geometry [in.] & Loading [lb, in.lb] Heavy Hex Head ASTM F 1554 GR. 361/2 het= 18,000 in. ASTM F 1554 design method ACI 318-11 / CIP eb = 0.000 in. (no stand-off); t = 0.500 in. I Ix x ly x t = 12.000 in. x 12.000 in. x 0.500 in.; (Recommended plate thickness: not calculated) S shape (AISC); (L x W x T x FT) = 3.000 in. x 2.330 in. x 0.170 in. x 0.260 in. cracked concrete, 3000, fc' = 3000 psi; h = 24.000 in. tension: condition B, shear: condition B; edge reinforcement: none or < No. 4 bar Tension load: yes (D.3.3.4.3 (d)) Shear load: yes (D.3.3.5.3 (c)) ' z: ' ' ' ' ' it ~-. () _,_!...r--------.0 ' ' ' ' Y--· Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c) 2003-2009 Hllti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 1: 11·s ,_ 1 www.hilti.us Profis Anchor 2.4.3 Company: Specifier: Page: Project: 2 Legoland Carousel Address: Sub-Project I Pos. No.: Phone I Fax: E-Mail: 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions (lb] Tension force: (+ Tension, -Compression) Date: Anchor Tension force 1230 1230 2460 Shear force Shear force x Shear force y 1 2 3 2297 2297 2297 max. concrete compressive strain: -[%o] max. concrete compressive stress: -[psi] 2297 0 2297 0 2297 0 resulting tension force in (x/y)=(0.000I0.000): 4920 [lb] resulting compression force in. (x/y)=(0.000I0.000): 0 [lb] 3 Tension load Load N118 [lb] Capacity +Nn [lb] Steel Strength* Pullout Strength* 2460 2460 Concrete Breakout Strength** 4920 Concrete Side-Face Blowout, direction ** NIA * anchor having the highestloading **anchor group (anchors in tension) 3.1 Steel Strength Nsa = n A.e,N futa $ Ns1ee1.!: Nua Variables n 1 Calculations Nsa[lb] 8236 Results Nsa [lb] 8236. ACI 318-11 Eq. (D-2) ACI 318-11 Table D.4.1.1 Ase,N [in. 2j 0.14 !Psteel 0.750 futa [psi] 58000 pNsa[lb] 6177 Nua[lb] 2460 Input data and resuJts must.be checked for agreement with the existing conditions and for plausibility! · PROFIS Anchor ( c) 2003-2009 Hilti AG, FL-9494 Schaan Hiltl is a registered Trademark of Hilti AG, Schaan 6177 5884 68660 NIA 101912014 ,~Y T t ens1on Utilization 13N = Nuaf+Nn Status 40 OK 42 OK 8 OK NIA NIA A.to 1 :.11 S--1 www.hilti.us Profis Anchor 2.4.3 Company: Page: 3 Specifier: Project: Legoland Carousel Address: Sub-Project I Pos. No.: Phone I Fax: Date: 10/9/2014 E-Mail: 3.2 Pullout Strength NpN =wc,pNp ACl318-11Eq.(D-13) Np = 8Abrg fc ACI 318-11 Eq. (D-14) ~-----,4>1'11~uaa----..... A=C..,_l~3_,..18c..-1,._,1_,T .... a.,,ble~D-cr4'-'-.1'-'-.1 ________________________________ _ Variables 'Vc,p 1.000 Calculations Np [lb] 11208 Results Npn [Ip]. 11208 lj>concn,ta 0.700 3.3 Concrete Breakout Strength. Ncbg = {Z:) \lfec,N \lfed,N \lfc,N \lfcp,N Nb 4> Ncbg 2: Nua 1.000 4>selsmlc 0.750 ~c see ACI 318-11, Part D.5.2.1, Fig. RD.5:2.1(b) ~cO =9h~1 'lfec,N = (1 ) e~) S 1.0 3her 'lfed,N = 0.7 + 0.3 (.::.St,) S 1.0 = MAX{Ca,min, 1.5he1) S 1_0 \lfcp,N Cac Cao Nb = 16 Ao "'1f. h;;3 Variables h01[in.] ec1.N [in.] 18.000 1.167 C00 [in.] kc 16 Calculations ~0 [in.~ ~0o[in.~ 3672.00 2916.00 Results 0.000 1.000 'Vec1,N 0.959 fc [psi] 3000 4>nonductlle 1.000 ACI 318-11 Eq. (D-4) ACI 318-11 Table D.4.1.1 ACI 318-11 Eq. (D-5) ACI 318-11 Eq. (D-8) ACI 318-11 Eq. (D-10) ACI 318-11 Eq. (D-12) ACI 318-11 Eq. (D-7) Ca.min [in.) 36.000 f0 [psi] 3000 'Vec2,N 1.000 p Npn [lb] 5884 \lfc,N 1.000 ljled,N 1.000 Ncbg [lb] lj>concrete lj>selsmlc lj>nonductllo p Ncbg [lb] 130781 0.700 0.750 1.000 68660 Input data and results must be checked for agreement with the existing ccnditions an_d for plausibility! PROFIS Anchor ( c) 2003-2009 Hiltl AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Nua [lb] 2460 ljlcp,N 1.000 108343 Nua [lb] 4920 A,ll 1:11-;;.1 www.hilti.us Profis Anchor 2.4.3 Company: Page: 4 Specifier: Project: Legoland Carousel Address: Sub-Project I Pos. No.: Phone I Fax: Date: E-Mail: 4Shear load LoadVua [lb] Capacity +Vn [lb] Steel Strength* Steel failure (with lever arm)* Pryout Strength** Concrete edge failure in direction x+•• 2297 N/A 6890 6890 • anchor having the highest loading **anchor group (relevant a_nchors) 4.1 Steel Strength Vsa = n 0.6 Ase,V fu1a ACl318-11 Eq. (D-29) lj, Vs1ee1<?:Vua ACl318-11 TableD.4.1.1 Variables -n Ase.v Pn,2] futa [psi] . 1 0.14 58000 Calculations v •• [lb] 4942 Results Vsa.[I~] $steel cl> Vsa (lb] v •• [lb] 4942 0.690 3212 2297 4.2 Pryout Strength 3212 NIA 191005 41421 Vcpg =kcp [ (t;) ljlec,N lj/ed,N lj/c,N ljlcp,N Nb], $ Vcpg c?:Vua ACI 318-11 Eq. (D-41) ACI 318-.11 Table D.4.1.1 ~c see AGI 318-11, Part D.5.2.1, Fig. RD.5.2.1(b) ~ca =9h~r ljlec,N = (1 + ;e~) S 1.0 3 her ljled,N = 0.7 + 0.3 G~~:J S 1.0 = MAX(Ca,m1n, 1.5her) S 1_0 ljlcp,N Cac Cac Nb = 161..a "1.; h~/3 Variables kcp her [in.] 2 18.000 IJ!c,N Cac [in.] 1.000 Calculations ~.[in.2] ~c0Pn.2J . 3672:00 2916.00 Results V029 [lb] -c!>ccncrete 272864 0.700 ec1,N pn.] 0.000 kc 16 . IJ!ec1,N 1.000 q)selsmlc 1.000 ACI 318-11 Eq. (D-5) ACI 318-11 Eq. (D-8) ACI 318-11 Eq. (D-10) ACI 318-11 Eq. (D-12) ACI 318-11 Eq. (D07) ec2,N [in.] 0.000 1.000 IJ!ec2,N 1.000 pnonductlle 1.000 Input data and results 1)1US! be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c) 2003-2009 H11ti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Ca.min [in.] 36.000 fc[psi) 3000 IJ!ed,N 1.000 p Vcpg [lb] 191005 10/9/2014 Utilization flv = V • .J+Vn Status 72 OK NI 4 OK 17 OK Nb [lb] ljlcp,N 1.000 108343 v •• [lb] 6890 www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: 4.3 Concrete edge failure in direction x+ Vcbg = (t::) lj/ec,V lj/ed,V lj/c,V lj/h,V ljlparallel,V Vb -----~bg i? ¼a . _ Ave see ACI 318-11, Part D.6.2.1, Fig. RD.6.2.1(b) A.co = 4.5 ~1 lj/ec,v = (1 + 1 2e~) s 1.0 3Ca1 lj/ed,V = 0.7 + 0.3(/~~aJ S 1.0 --/f5c; -. 1 0 lj/h,V -'\/ha"' · Vb = (1 (i)°'2 .Jcia)"" ~ cJi Variables Ca1 pn.] Ca2 [in.] 36.0CJ0 63.500 1. [i['I.] Aa 4.000 1.000 Calculations Ave pn.2] Avc0[in.2] 2592.00 5832.00 Results Vcb~ [lb] ~ccncrete 59173 0.700 ecv [in.] 0.000 da Pn.] 0.500 N!ec,V 1.000 ~seismic 1.000 5 Combined tension and shear loads PN pv 0.418 0.715 f3NV=f3~+f3~<=1 6Warnings ACI 318-11 Eq. (D-31) ACI 318-11 Table D.4.1.1 ACI 318-11 Eq. (D-32) ACJ-318-11 Eq. (D-36) ACI 318-11 Eq. (D-38) ACI 318-11 Eq. (D-39) ACI 318-11 Eq. (D-33) ~c.V 1.000 Page: Project: Sub-Project I Pos. No.: Date: ha [in.] 24.000 fc [psij ~arallel,V 3000 1.000 ~ed,V ~h,V Vb[lb] 1.000 1.500 88760 ~nonductlle ~ Vcbg [lb] Vua [lb] 1.000 41421 6890 ½ Utilization PN.v [%] 5/3 81 A. t1.,, ,:-11s-• Profis Anchor 2.4.3 5 Legoland Carousel 10/9/2014 Status OK • To avoid failure of the anchor plate the required thickness can be calculated _ih PROFIS Anchor. Load re-distributions on the anchors due to elastic deformations of the anchor plate ~re not-considered. The anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the loadhig! • Condition A applies when supplementary reinforcement is used. The ct> factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! • An anchor design approach for structures assigned to Seismic Design Category C, D, E or Fis given in ACI 318-11 Appendix D, Part D.3.3.4.3 (a) that requires the governing design strength of an anchor or group of anchors be limit~d by ductile steel failure. If this is NOT the case, the connection design (tension) shall satisfy the provisions of Part D.3.3.4.3 (b), Part D.3.3.4.3 (c}, or Part D.3.3.4.3 (d). The connection design (shear) shall satisfy the provisions of Part D.3.3.5.3 (a), Part D.3.3.5.3 (b}, or Part D.3.3.5.3 (c). • Part D.3.3.4.3 (b) / part D.3.3.5.3 (a) requires that the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. Part 0.3.3.4.3 (c) / part D.3.3.5.3 (b) waives the ductility requirements and requires that the anchors shall be designed for the maximum tension I shear that can be transmitted to the anchors by a non-yielding attachment. Part D.3.3.4.3 (d) I part D.3.3.5.3 (c) waives the ductility requirements and requires the design strength of the anchors to equal or exceed the maximum tension I shear obtained from design load combinations that include E, with E increased by Q0• Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c) 2003-200Q H11ti AG, FL-9494 Schaan Hilti is a registered Trademark of Hi!U AG. Schaan www.hilti.us Company, Specifier: Address: Phone I Fax: E-Mail: Page: Project: Sub-Project I Pos. No.: Date: Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan •-= ii s-. .; 1 Profis Anchor 2.4.3 6 Legoland Carousel 10/9/2014 i: i 1 ·5-~ i www.hllti.us Profis Anchor 2.4.3 Company: Page: 7 Specifier: Project: Legoland Carousel Address: Sub-Project I Pos. No.: Phone I Fax: Date: 10/9/2014 E-Mail: 7 Installation data Anchor plate, steel: -Anchor type and diameter: Heavy Hex Head ASTM F 1554 GR. 36, 1/2 Profile: S shape (AISC); 3.000 x 2.330 x 0.170 x 0.260 in. Installation torque: -0.009 in.lb --Hole-diameter-in-the ftx!ure: d1 = 0.563-iH:.:--------------MelEHfiameteF-IR-tt:te-base-mateliaW.,._----------------'- Plate thickness (input): 0.500 in. Hole depth in the base material: 18.000 in. Recommended plate thickness: not calculated Minimum thickness of the base material: 19.844 in. Cleaning: No cleaning of the drilled hole is required y 6.000 6.000 0 0 IO c-.i 02 0 0 0 co 0 0 IO ('t) (\ \_) ;:s . X 0 0 IO ('t) 0 0 0 co 1 0 0 IO c-.i 2.500 7.000 2.500 Coordinates Anchor in. Anchor X y c .• C+x C.y C+y 1 -3.500 -3.500 43.000 60.000 67.000 2 -3.500 3.500 43.000 67.000 60.000 3 3.500 0.000 36.000 63.500 63.500 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c) 2003-2009 Hilti AG, FL-9494 Schaan Hilti Is a registered Trademark of Hilti AG, Schaan 1·:n·-;,-1 www.hilti.us Profis Anchor 2.4.3 Company: Page: 8 Specifier: Project: Legoland Carousel Address: Sub-Project I Pos. No.: Phone I Fax: Date: 10/9/2014 E-Mail: 8 Remarks; Your Cooperation Duties • Any and alrinformation and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied will r by ti re user .. AIHigtlres-contained-1t,erein-are-average-figtlres,afld--tflerefere-use-spesifiG-tests-are..to-be-co11ducted.pdo._r twou.1'<11s"'-io'l:lg _______ _ the relevant Hilti.product. The results of the calcutations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilli will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a cLJlpable breach of duty by you. Input dala and results must be checked for agreement with !he existing conditions and for plausibility! PROFIS Anchor ( c) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: Specifier's comments: Base Plate B 1 Input data Anchor type and diameter: Effective embedment depth, Material: Proof: Stand-off installation: Anchor plate: Profile: Base material: Reinforcement: Seismic loads (cat. C, D, E, or F} Geometry [in.] & Loading [lb, in.lb] •=iiS-i• Profis Anchor 2.4.3 Page: 1 Project: Legoland Carousel Sub-Project I Pos. No.: Heavy Hex Head ASTM F 1554 GR. 36 1 her= 18.000 in. ASTM F 1554 design method ACI 318-11 / GIP eb = 0.000 in. (no stand-off}; t = 0.500 in. Date: 10/9/2014 I Ix x ~ x t = 12.000 in. x 12.000 in. x 0.500 in.; (Recommended plate thickness: not calculated} Sshape (AISC}; (LxWxTx FT}= 3.000 in. x 2.330 in. x0.170 in. x 0.260 in. cracked concrete, 3000, fc' = 3000 psi; h = 24.000 in. tension: condition B, shear: condition B; edge reinforcement: none or < No. 4 bar Tension toad: yes (D.3.3.4.3 (d)} Shear load: yes (D.3.3.5.3 (c)} . ' z: ' ' ' ' ' ' ' ' ~ I 0 ____ y_ .. --~()·_;.-r- ' ' ' ' I Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c) 2003-2009 Hilti AG. FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 1.:: ·1 l S • • www.hilti.us Profis Anchor 2.4.3 Company: Page: 2 Specifier: Project: Legoland Carousel Address: Sub-Project I Pos. No.: Phone I Fax: Date: E-Mail: 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions[lb) Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x She~r force y 1 11225 7995 7995 2 11225 7995 7995 3 11225 7995 7995 4 11225 7995 7995 max. concrete compressive strain: -[%o] max. concrete compressive stress: -[psi) resulting tension force in (x/y)=(0.000/0.000): 44900 [lb] resulting compression force in (x/y)=(0.000/0.000): O [lb] 3 Tension load Steel Strength* Pullout Strength* Concrete Breakout Strength** Concrete Side-Face Blowout, direction** Load N111 [lb) 11225 11225 44900 N/A * anchor having the highest loading **anchor group (anchors in tension) 3.1 Steel Strength Nsa = n Ase,N futa fjJ Ns1eel 2: Nua Variables n 1 Calculations Nsa [lb) 35148 Results Nsa[lb] 35148 ACI 318-11 Eq. (D-2) ACI 318-11 Table D.4.1.1 Asa,NPn.2) 0.61 $steel 0.750 futa [psij 58000 $ Nsa [lb] 26361 Nua [lb] 11225 Input data and results must tie checked for agreement with the existing conditions and for plausibility! 0 0 0 0 Capacity +Nn [lb] 26361 18913 72583 N/A PROFIS Anchor ( c) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 10/9/2014 Os y 04 ( ~ Tension X 01 02 Utilization 13N = Nual+Nn Status 43 OK 60 OK 62 OK N/A NIA ,:,i-s,-• www.hilti.us Profis Anchor 2.4.3 Company: Page: 3 Specifier: Project: Legoland Carousel Address: Sub-Project I Pos. No.: Phone I Fax: Date: 10/9/2014 E-Mail: 3.2 Pullout Strength NpN = lj/c.p Np ACI 318-11 Eq. (D-13) Np =8Ai,rgfc ACl318-11Eq.(D-14) -----~,....N"l'p>N-ti-"'>..,,N..,., • .-------'A"'C.,,lc.3u1.0;8-:.11...J.1-1I.i:1awbltc:e..1.Dt.!4't...L1 .1.1 ____________________________________ ..;. Variables lj!c,p 1.000 Calculations Ne [lb] 36024 Results Npn [lb] 36024 1.50 cj,ccncreta 0.700 3.3 Concrete Breakout Strength Ncbg = {~;) lj/ec.N lj/ad,N lj/c.N lj/cp.N Nb ~ Ncbg?: Nua 1.000 cj,selsrnlc 0.750 ~c seeACI 318-11, Part D.5.2.1, Fig. RD.5.2.1(b) ~co = 9 h~r lj/ec,N = (1) e~) S 1.0 3 her lj/ed,N = 0.1 + o.3 (~s~:) s 1.0 = MAX{Ca,mln, 1.5her} S 1_0 Cac ·Cac = 16 :\.a -ff. h~? Variables her Pn.] ec1,N [in.] 18.000 0.000 Cac [iii.] kc 16 Calculations ~.pn:21 ~.~[in.2) 3721.00 2916.00 Results ec2,N[in.] 0.000 1.000 lj!ec1,N 1.000 f0 (psi] 3000 cj,nonductlle 1.000 ACI 318-11 Eq. (D-4) ACI 318-11 Table D.4.1.1 ACI 318-11 Eq. (D-5) ACI 318-11 Eq. (D-8) ACI 318-11 Eq. (D-10) ACI 318-11 Eq. (D-12) ACI 318-11 Eq. (D-7) Ca.min pn,] 36.000 fc (psi] 3000 lj!ec2,N 1.000 cj, Npn [lb] 18913 lj/c,N 1.000 lj!ed,N 1.000 Ncbg [lb] cj,ccncrete cj,selsmic pnonductlla cj, Ncbg [lb] 138253 0.700 0.750 1.000 72583 Input data and results must be checked for agreement.with the existing conditions and forplausibilityl PROFIS Anchor ( c) 2003-2009 Hilti AG. FL-9494 Schaan Hilti is a registered Trademark of HilU AG. Schaan Nua(lb] 11225 lj!cp,N 1.000 108343 Nua [lb) 44900 t =i l 5 ,ti www.hilti.us Profis Anchor 2.4.3 Company: Page: 4 Specifier: Project: Legoland Carousel Address: Sub-Project I Pos. No.: Phon~ I Fax: Date: E-Mail: 4 Shear load Load v •• [lb] Capacity +vn [lb] Steel Strength* Steel failure (with lever arm)* Pryout Strength** 7995 N/A 31980 Concrete edge failure in direction x+** 31980 * anchor having the highest loading **anchor group (relevant anchors) 4.1 Steel Strength v .. = n 0.6 Ase,V futa ACI 318-11 Eq. (D-29) 4>Vs1ee1c!:Vua ACI 318-11 Table D.4.1.1 Variables n A,.,v pn.2] fu1a [psij 1 0.61 58000 Calculations v .. [lbJ 21089 Results v .. [lb] c!,steel q,Vsa[lb] v •• [lb] 21089 0.650 13708 7995 4.2 Pryout Strength 13708 NIA 193554 52910 Vcpg = kcµ [ (,t:;) lj/ec,N lj/ed,N lj/c,N lj/cp,N Nb] 4> Vcpgc!:Vua ACI 318-11 Eq. (D-41) ACl318-11 TableD.4.1.1 ~c see ACI 318-11, Part D.5.2.1, Fig. RD.5.2.1(b) ~cO =9h;, . lj/ec,N = (1 + ~ e~) S 1.0 3 her lj/ed,N = 0.7 + 0.3 (;s~:,) S 1.0 = MAX{Ca,mln, 1.5her) S 1_0 lj/cp,N Cac Cac Nb = 16 i..a ~ h: Variables kcp . h0r[in.] 2 18.000 1/fc,N Cac Pn.] 1.000 Calculations ~.[in.2] ~c0 [in.2] 3721.00 2916.00 Results Vcpg [lb] pconcrete 276505 0.700 ec1,N (in.] 0.000 kc 16 lj/ec1,N 1.000 pselsmlc 1.000 ACI 318-11 Eq. (D-5) ACI 318-11 Eq. (0-8) ACI 318-11 Eq. (D-10) ACI 318-11 Eq. (D-12) ACI 318-11 Eq. (D-7) ec2,N [in.] 0.000 1.000 lj/ec2,N 1.000 pnonductlle 1.000 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c) 2003-2009 Hilti AG, FL-9494 Schaen Hilti is a registered Trademark of Hilti AG, Schaen Ca.min [in.] 36.000 t'c[psi] 3000 IJled,N 1.000 p Vcpg [lb] 193554 10/9/2014 Utilization 13v = Vu.f+Vn Status 59 NtA IJ!cp,N 1.000 Vua [lb] 31980 17 61 OK NIA OK OK 108343 www.hllti.us .. Company: $pecifier: Address: Phone I Fax: E-Mail: 4.3 Concrete edge failure in direction x+ -{Ave) Vcbg -Avco lj/ec,V lj/ed,V ljle,V lj/h,V ljlparallel,V vb $ Vcbg;::V11a Ave seeACI 318-11, Part D.6.2.1, Fig. RD.6.2.1(b) Avco = 4.5 cfa1 ljlec,v = (1 + 1 2e~) S 1.0 3Ca1 ljled,V =0.7+0.3(1,~~.Js1.0 _.A:sc;:::10 lj/h,V -'\/ha . vb = 9 1..a -.ff. c!,5 Variables Ca1 [in.] Ca2 [in.] 36.000 60.000 1. [in.] 1..a. 8.000 1,000 Calculations Ave pn.2] Avco pn.2] 2760.00 5832.00 Results Vcbg Pb] $concrete 75586 0.700 ecv pn.J 0.000 da [in.] 1.000 l!'ec,V 1.000 $seismic 1.000 5 Combined tension and shear loads 0.619 f3Nv=!3~+!3~<=1 6 Warnings 0.604 ACI 318-11 Eq. (D-31) ACI 318-11 Table D.4.1.1 ACI 318-11 Eq. (D-32) ACI 318-11 Eq. (D-36) ACI 318-11 Eq. (D-38) ACI 318-11 Eq. (D-39) ACl318-11 Eq. (D-34) l!'c,V 1.000 Page: Project: Sub-Project I Pas. No.: Date: ha [in.] 24.000 f0 [psi] ljlparallet,V 3000 l!'ed,V 1.000 pnonduclile 1.000 c 5/3 1.000 l!'h,V 1.500 $ Vcbg [lb] 52910 106477 Vua [lb] 31980 Utilization ~N.v [%] 89 1·:·1_,--,_, Profis Anchor 2.4.3 5 Legoland Carousel 10/9/2014 Status OK • To avoid failure of the anchor plate the required thickness can be calculated in PROFIS Anchor. Load re-distributions on the anchors due to elastic deformations of the anchor plate are not considered. The anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the loading! • Condition A applies when supplementary reinforcement Is used. The <I> factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! • An anchor design approach for structures assigned to Seismic Design Category C, D, E or Fis given in ACI 318-11 Appendix D, Part D.3.3.4.3 (a) that requires the governing design strength ofan anchor or group of anchors be limited by ductile steel failure. If this is NOT the case, the connection design (tension) shall satisfy the provisions of Part D.3.3.4.3 (b), Part D.3.3.4.3 (c), or Part D.3.3.4.3 (d). The connection design (shear)·shall satisfy the provisions of Part D.3.3.5.3 (a), Part D.3.3.5.3 (b), or Part D.3.3.5.3 (c). • Part D.3.3.4.3 (b) / part D.3.3.5.3 (a) requires that the attachment-the anchors are connecting to the structure be designed to undergo ductile yielding at a.load level corresponding to anchor forces no greater than the controlling design strength. Part D.3.3.4.3 (c) / part D.3.3.5.3 (b) waives the ductility requirements and requires thatthe anchors shall be designed for the maximum tension / shear that can be transmitted to the anchors by a non-yielding.attachment. Part D.3.3.4.3 (d) / part D.3.3.5.3 (c) waives the ductility requirements and requires the design strength of the anchors to equal or exceed the maximum tension I shear obtained from design load combinations that include E, with E increased by Q0• Fastening meets the design criteria! Input da_ta and results must be checked for agreem:ent with the existing conditions and for plausibility! PROFIS Anchor ( c) 2003-2009 Hllti AG, FL-9494 Schaan Hilti is a registered Trademark of Hllti AG, Schaan www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: 7 Installation data Anchor plate.steel: - Profile: S shape (AISC}; 3.000 x 2.330x 0.170 x 0.260 in. ----H-ele-diameter in the fooure: d1 -1.083 in. Plate:thickness (input}: 0.500 in. Recommended plate thickness: not calculated Cleaning: No cleaning of the drilled hole is required 6.000 0 3 1 2.500 Coordinates Anchor in. Anchor X y C.x C+x C.y 1 --3.500 -3.500 43.000 60.000 2 3.5Q0 -3.500 36.000 60.000 3 -3.500 3.500 43.000 67.000 4 3.500 3.500 36.000 67.000 " -·- 7.000 C+y 67.000 67.000 60.000 60.000 Input data and results must be checked for ag·reement with the existing conditions and for plausibility! y ,:-,,-s., Profis Anchor 2.4.3 Page: 6 Project: Legoland Carousel Sub-Project I Pos. No.: Date: 10/9/2014 Anchor type and diameter: Heavy Hex Head ASTM F 1554 GR. 36, 1 Installation torque: -0.009 in.lb Hole.diametec in the base material· -in. Hole depth in the base material: 18.000 in. Minimum thickness of the base material: 20.172 in. 6.000 0 0 IO N 4 0 0 0 co 0 0 ;, --: .... X . ~ 0 0 q (CJ 2 0 0 IO N 2.500 PROFIS Anchor ( c) 2003-2009 Hilti AG. FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan i: ·115 -I• www.hilti.us Profis Anchor 2.4.3 Compa_ny: Page: 7 Specifier: Project: Legoland Carousel Address: Sub-Project I Pos. No.: Phone I Fax: Date: 10/9/2014 E-Mail: 8 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly -----........ rnplied-with by the user. /\II figures eontaiReG-tl=lereiR-are-aVerage-figui:es,...and therefore 11se-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you-bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the Auto Update function of the Software, you must ensure.that you are using the current and thus up-to-date version of the Software in each case ·by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility I PROFIS Anchor ( c )·2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of H1lti AG, Schaan .. RetainPro 10 (c) 1987-2014, Build 10.14.10.09 License : KW-06057586 License To : J.R. MILLER Cantilevered Retaining Wall Design Code: IBC 2012,ACI 318-11,ACI 530-11 / Criteria __________ ... / Soil Data I Retained Height = 4.00 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft Allow Soil Bearing = 3,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Passive Pressure Soil Density, Heel Soil Density, Toe Footingl!Soil Friction Soil height to ignore for passive-pressure = = 300.0 psf/ft = 110.00 pcf = 0.00 pcf = 0.350 = 12.00 in 71 s.u.r.c.ha_r_g_e_L_o.ad_s _____ .. , 1 L.ateral Load Applied to Stem I I Adjacent Footing Load Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning I Axi~I Load Applied to Stem I . Axial Pead Load Axial Live Load = · Axial Load Eccentricity = I Design Summary o.b lbs 0.0 lbs 0.0 in • Lateral Load = ... Height to Top = ... Height to Bottom = The above lateral load has been increased by a factor of Wind on Exposed Stem = I Stem Construction . 0.0 #/ft 0.00 ft 0.00 ft 1.00 o.o psf •· Bottom Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wal.I Poisson's Ratio Wall Stability, Ratios Overturning Design Height Above Ft£' ft= Stem OK ·o.oo Sliding Total Bearing Load ... resultant ecc. 2.20 OK 1.63 OK 1,303 lbs 5.21 in Soil Pressure @ Toe = 1,065 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 3,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,491 psf ACI Factored @ Heel ~ 0 psf Footing Shear @ Toe = 0.0 psi OK Footing Shear@ Heel = 3.7 psi OK Allowable = 75.0 psi Sliding Cales (Vertical Component Used) Lateral Sliding Force = 497.8 lbs less 100% Passive Force= -354.2 lbs less 100% Friction Force = -456.2 lbs Added Force Req'd = 0.0 lbs OK ... .for 1.5: 1 Stability = 0.0 lbs OK Load Factors ----~~------ Building Code Dead Load Live Load Earth,H Wind,W Seismic, E IBC 2012,ACI 1.400 1.700 1.700 1.000 1.000 Wall Material Above "Ht" Thickness Rebar Size · Rebar Spacing Rebar Placed-at Design Data fb/FB + fa/Fa Total Force@Section Moment....Actual Moment. .... Allowable Shear ..... Actual Shear ..... Allowable Wall Weight Rebar Depth 'd' Masonry Data fm Fs Solid Grouting Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy = Concrete = 8.00 = # 5 = 18.00 = Center = 0.182 lbs= 476.0 ft-#= 634.7 = 3,493.2 psi= 9.9 psi= 75.0 = 100.0 in= 4.00 psi= psi= = = = = = Medium Weight = ASD psi= 2,500.0 psi= 60,000.0 = = 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 • RetainPro 10 (c) 1987-2014, Build 10.14:10.09 License : KW-06057586 License To : J.R. MILLER Cantilevered Retaining Wall Design Code: IBC 2012,ACI 318-11,ACI 530-11 I Footing Dimensions & Strengths • Footing Design Results • Toe Width = 0.92 ft Toe-Heel Heel Width = 1.58 Factored Pressure = 1,491 0 psf Total Footing Width = 2.50 Mu': Upward = 548 66 ft-# Footing Thickness = 16.00 in Key Width = 12.00 in Key Depth = 0.00 in Key Distance from Toe = 2.00 ft Mu' : Downward = 150 376 ft-# Mu: Design = 398 311 ft-# Actual 1-Way Shear = 0.00 3.66 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = None Spec'd fc = 2,500psi Fy = 60,000·psi Heel _Reinforcing = None Spec'd Key Reinforcing None Spec'd Footing Concrete Density = 150.00pcf = Min.As% 0.0018 Cover@Top 2.00 @Btm.= 3.00 in Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: Not Req'd = Mu<S*Fr Summa of Overturn in & Resistin Forces & Moments ..... OVERTURNING ..... Force Distance Moment Item lbs ft ft-# Heel Activ~-Pressure = 497.8 1. 78 884.9 Surcharge-over Heel = Surcharge Over Toe = Adjacent Footing Load = . Added Lateral Load, = Load @ Stem Above Soil = = Total 497.8 O.T.M. 884.9 = = Resisting/Overturning Ratio = 2.20 Vert. component of active S.P. used for Overturning Resistance. Soil Over Heel = Sloped Soil·Over Heer = Surcharge Over Heer · = Adjacent-Footing L6~d-= Axial Dead Load-on Stem= * Axial Live Load on Stem = Soil Over Toe Surcharge Over Toe = Stem Weight(s) = Earth @ Stem Transitions= Footing Weigh1 = Key Weight = = .. ... RESISTING ..... Force Distance lbs ft 403.3 ·2.04 400.0 500.0 0.46 1.25 1.25 2.50 Moment ft-# 823.5 500.0 625.0 Total= 1,303.3 lbs R.M.= 1,948.5 * Axial live load NOT included in total displayed1 or used for overturning resistance, but is included for soil pressure ca,culation. Architects Engineers Facility Planners Structural Calculations for Friends Exhibit Project Legoland Friends Exhibit 1 Legoland Dr Carlsbad CA 92008 JRMA Project No. 4838 Calculation Subsection Carousel Booth J.R. Miller & Associates, Inc. 2700 Saturn Street, Brea, CA 92821 714.524.1870 Voice 714.524.1875 Fax www.jrma.com j II Architects Engineers Facility Planners Project Legolarid Friends Exhibit -Stables Project No. _4_83_8 ____ _ Date Engineer --------Checked by ~--Sheet Tu· 'Z-of ___ _ Seismic Base Shear for Building Structures In Accordance with 2013 CBC Chapter 16 and ASCE 7-10 Design Parameters Project Location: .q~t,l~R~!if)Jf\ · : :_"-: ·_ ' Risk Category (Per CBC 1613.3.2, use soil site class 'D' for no soils report) ASCE 7-10-Table 1.5-1 Resp. Spectral Acc. (0.2 sec), Ss = ::.J4~J-g •, ,!, '~. " - Resp. Spectral Acc.(1 sec), S1 Site Coefficient, Fa Site Coefficient, F v Sos = 2/3*SMs Seismic Design Category (Short Period Resp. Acc.) Seismic Design Category (1-sec Period Resp. Acc.) Seismic Design Category Response Modification Coeff., R Importance Factor, 18 = = = = = = = = = = = 1.05 1.57 1.18 0.68 0.790 0.454 D D D J;;~_~: 1.00 Per Soils Report ASCE 7-10-Table 11.4-1 ASCE 7-10 -Table 11.4-2 ASCE 7-10-Equation 11.4-1 ASCE 7-1 0 -Equation 11.4-2 ASCE 7-10 -Equation 11.4-3 ASCE 7-10-Equation 11.4-4 ASCE 7-10-Table 11.6-1 ASCE 7-10-Table 11.6-2 and Section 11.6 Most Severe of ASCE 7-10 Table 11.6-1 and Table 11.6-2 ASCE 7-10 -Table 12.2-1 Building Structures ASCE 7-10-Table 1.5-2 Height Above the Base, hn Period Parameter, C1 = 0.020 Period Parameter, x Fundametal Period, T Maximum Period, Ta = T x 1.4 Use Period, T MAX = = = = 0.75 0.137 sec 0.192 sec 0.192 sec ASCE 7-10-Table 12.8-2 ASCE 7-10-Equation 12.8-7 Long-Period Transition Period TL = ... , -','8 sec ; ~~ ,.; ,, ',: ASCE 7-10 -Figure 22-12 Seismic Base Shear, V Cs = [ Sos ] / [ R fie ] = 0.632 ASCE 7-10-Equation 12.8-2 Csmax=[Sod/[T*(R/10 )] = 1.894 ASCE 7-10 -Equation 12.8-3 Cs max = [ S01 * T d / [ T" * ( R /10 ) = N/A ASCE 7-10 -Equation 12.8-4 T < TL, Use Equation 12.8-3 Cs min= max( 0.044 Sos I, 0.01) = 0.035 ASCE 7-10 -Equation 12.8-5 Cs min = [ 0.5 * S1 ] / [ ( R / le ) ] = N/A ASCE 7-10 -Equation 12.8-6 S1 = 0.435g < 0.6g, Eq. Doesn't Apply V=~*W = 0.632 W ASCE 7-10 -Equation 12.8-1Strength Horiz. V=~*W = 0.442 W ASCE 7-10 -Equation 12.8-1 Service Horiz. Yvert = 0.20 Sos W = 0.158 W ASCE 7-10 -Equation 12.4-4Strength Vert. Vvert = 0.14 Sos W = 0.111 W ASCE_7-10 -Equation 12.4-4Service Vert. J.R. Miller & Associates, Inc. II Architects Engineers Facility Planners Project ______ ~------~-----~------Project No. ______ _ Date __ ..•.... _ -Engineer __________________ Checked by_____ Sheet ... $!_3_ of __ _ Design Wind Pressures on Open Buildings -C&C In Accordance with ASCE 7-1 0 Section 30.8 _Components and Cladding Systems ____ Section 30.8 _____ _ .. :.:JI Table 1.5-1 Risk category B"'"'ir. wind sneed V -·-· . 1':1'0 moh ,-.G" Section 26.5.1 & Fioures 26.5-1A Exposure category Mean roof height Height to length ratio Wind directionality factor h = ·'1).0'.Q ft h/L = 0.25 Kd = 0.85 Velocity pressure exposure coefficient Topographic factor Kh = 0.85 Kzt =; -;''f{t~~Q; Velocity pressure at height h Gust effect factor qh = 22.35 psf G = 0.85 Roof angle V = , .Q;~ H = f¢.:_,_ _ 2.39 deg Fascia Pressure Free roof has fascia panels? es5°? Windward fascia pressure Leeward fascia pressure Span length Trib. (effective) width Effective wind-area length of building Width of building 10% least horizontal dim. or 0.4h RoofType ?.<t~.$; Yes p = 33.53 psf p = -22.35 psf s = -·--,,\-3?5i ft T = ·.\· /:~J; ft A= 7 fr L = ,; ·--'$~t)Q'. ft B = '.!::j~~p; ft a= 3.50 ft a2 = 12.25 Figure 30.8-2 Roof Slope, ClearWind Section 26.7 Section 26.6 & Table 26.6-1 Section 28.3.1 & Table 28.3-1 Figure 26.8-1 & Section 26.8.2 Eq. 28.3-1 Section 26.9 Section 27.4.3 Section 27.4.3 Eq. 6-20 Eq. 6-20 Obstructed Wind 0 Zone3 Zone2 Zone1 Zone3 Zone2 Zone 1 0.0 2.4 -3.3 1.8 -1.7 1.2 -1.1 1 -3.6 0.8 -1.8 0.5 -1.2 7.5 2.2. -3.6 1.7 -1.8 1.1 -1.2 1 -5.1 0.8 -2.6 0.5 -1.7 2.39 2.34 -3.40 1.77 -1.73 1.17 -1.13 1.00 -4.08 0.80 -2.05 0.50 -1.36 Net Desion Wind Pressure per Equation 30.8-1 (psf) Clear Wind Obstructed Wind Zone 3 Zone 2 Zone 1 Zone 3 52.2 -75.9 39.5 -38.7 -26.1 -25.3 22.4 -91.1 I+-fS._OJMin Pressure All Zones I I -J.R. Miller & Associates, Inc. Zone 2 Zone 1 11.s -45.9 "_ 1~;;,o_;.: -3o.4 I - fl Architects Engineers Facility Planners Project No. ______ _ Project Date Engineer _______ _ Checked by ---Sheet ~'{_ of _____ _ Design Wind Pressures on Open Buildings -MWFRS In Accordance with ASCE 7-10 Section 27.4.3 _ly_l_~~ ~i_n-9:~~!:_ce Resisting System~ ___ -~e_ct~on_}._7._4:3-___ _ Risk category Basic wind soeed Exposure category Mean roof height Horiz. dimension of roof along wind direction Height to length ratio Wind directionality factor Velocity pressure exposure coefficient Topographic factor Velocity pressure at height h Gust effect factor .:II V = _ ·1:iiJ moh h =. :~:;~·~.ft L =. . ,::Mrit ft h/L = 1.00 Kd = 0.85 Kh = 0.85 Kzt = . )fQg: qh = 22.35 psf G = 0.85 Table 1.5-1 Section 26.5.1 & Fiaures 26.5-1A Section 26.7 Section 26.6 & Table 26.6-1 Section 28.3.1 & Table 28.3-1 Figure 26.8-1 & Section 26.8.2 Eq. 28.3-1 Section 26.9 Roof angle V = '· · .-'.-1t: . H :::: 1'.2 -· , 45.00 deg Fascia Pressure Free roof has fascia panels? 0S5°? Windward fascia pressure Leeward fascia pressure RoofType . ./~~"$~ No p = NIA psf p= N/Apsf Section 27.4.3 Section 27.4.3 Eq. 6-20 Eq. 6-20 Wind Case A-Figure 27.4-5 & Figure 27.4-7 Roof Wind v=0° _ Wind = 180° Horiz Dist. Wind 1= 90° Anglea Clear Wind Obstructed Wine Clear Wind Obstructed Wine From Wind Clear uostru CNw CNL CNw CNL CNw CNL CNw CNL Edae CN C 37.5 1.3 0.6 -0:6 -0.6 1.3 0.6 -0;6 -0.6 Sh -0.8 -1.2 45.0 1.1 0.9 -0.5 -0.5 1.1 0.9 -0.5 -0.5 > h,S2h -0.6 -0.9 45.00 1.10 0.90 ~a.so -0.50 1.10 0.90 -0.50 ~0.50 >2h -0.3 -0.6 Wind Case B-Figure 27.4-5 & Figure 27.4-7 Roof Wind y=0° Wind v= 180° Horiz Dist. Wind v= 90° Angle 0 Clear Wind Obstructed Wine _ Clear Wind Obstructed Wine From Wind Clear uostru CNw CNL CNw CNL CNw CNL CNw CNL Edge CN C 37.5 -0.2 -0.6 -0.3 -0.9 -0.2 -0.6 -0.3 -0.9 Sh 0.8 0.5 45.0 -0.3 -0.5 -0.3 -0.7 -0.3 -0.5 -0.3 -0.7 >h,S2h 0.5 0.5 45.00 · -0.30 -0.50 -0.30 -0.70 -0.30 -0.50 -0.30 -0.70 >2h 0.3 0.3 Net Desian Wind Pressure per Equation 28.3-1 (psf) Wind rnrection, V = 0° Wind Direction, y = 180° Wind Direction, v= 900 Load Case A Clear Obstructed Windward Edge 20.90 -16.00 Leeward Edge 17.10 _ -16.00 Windward Edae 20.90 _ -16.00 Leeward Edae 17.10 -16.00 Sh -16.00 -22.80 > h,S2h -16.00 -17.10 ->2h -16:00 -16.00 I • J.R. Miller & Associates, Inc. Load Case B Clear Obstructed -16.00 -16.00 _ -16.00 -16.00 -16.00 -16.00 -16.00 -16.00 16.00 16.00 16.00 16.00 16.00 16.00 I • Pronec~ L--e-G-ot..--AN P _E'El ~'PS. ~t-.llhlT-=-~-TA-:BLe-5 Pmject No. l{8'3'&' Da~e l O -/Co -( f Erng1n,~;.:,~· \:-PT Checked by ____ SM. l;,. 5 Of __ ' ' ! I I I ! I ! 1· i I I 4 -r-i I ' i ' ··: ·a I I i 12 12 i I-I I 16 20 20 24 28 28 32 32 f----, _______,....' ---+---·------· ---· --.. · · -· · -----· · · I i ·i i I ' I 36 i : I ! f--..;----~------.... -----. I '---'---·. -----· ' l ' I : l 1,, -r-·-·--.. ',_.,, ___ __,__, __ ! ____,___,____,l I '. __ t ' I .--, n "'// o .8 . • / ["i,._' ~!--~-___ 1 ___J ___ __, I j ci.h. nllf er d, A.SSOCIB.r8S, nc. t L:_~ ...:.~--~ :.:-~: :.~--=i--; ::----...--:~ .,. .. ~·:-:-----.~~.,,~---7$\ .. .a ..... ~;~~!· . , . . . --· ----'-' __;.'-1---..;__-i--i --:--1----'-' ___.1.1_:__-1--~---'----1 ; 36 : Description : 2x joists @ 24" o/c · {~ttJiJJE/REJ=ERENGES~<~f<: .. ~\-.. -· -'·· ... -.~-~\~.--~,.:-:~-~.-> ---.c~··,····-·-,:;.··"··,.>~,_, ________ , ___ ._ ···-··--···--""---------~------------------ Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set; IBC 2012 Material Properties Analysis Method : Allowable Stress Design Load Combination lBC 2012 Fb-Tension Fb-Compr Fc-Prll Fc-Perp 900.0 psi 900.0psi E: Modulus ofE/astJc1ty Wood Species : Douglas Fir -Larch Wood Grade : No.2 Fv Ft BeamBracing : Completely Unbraced 1,350.0psi 625.0 psi 180.0 psi 575.0 psi Ebend-xx 1,600.0ksi Eminbend -xx 580.0ksi Density 32.210pcf Repetitive Member Stress Increase ------·--______ ,, ___ , __ --- t f D(0.02)Lr(0.04)W(·0.1822-l -----·-·······----··--i f f t '---------~------------S-'p_an_=_s._so_1t _________________________________ _; Service loads entered. Load Factors will be applied for calculations. l,Jniform Load: D = 0.010, Lr= 0.020, W = -0.09110.ksf, Tributary Width= 2.0 ft : ivliiximiirri seridirig ·stress.Ratio · · ·· ;;· · -· ·· ·· · · ··· o.2aa 1 Section used for this span 2x4 fb: Actual = 583.92psi Maximum Shear Stress Ratio Section used for this span fv: Actual FB: Allowable = 2,447.50psi Load Combination +0.60D-t-0.60W+0.60H Location of maximum on span = 1. 750ft Span# where maximum occurs = Span.# 1 Maximum Deflection Max Downward L+Lr+S·Deflection Max Upward L +Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.016 in Ratio= 0.000 in Ratio = 0.024 in Ratio = -0.072 in Ratio = Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 2650 0 <360 1767 581 ,,_. --______ ,, ___ ---·-·· -. -·-·-___ ,_,. __ , .,_.,_ . -· ----·-·-·--· -· -----.. ' ---·-__ ,,, ---·------· -. ·-------·-· -. ·---"--·-· ·--"" ---·-(,H#a''11nti'rn'if:ij1:cis1f&-~r.l~~~ ~",tai{La~d~to· ,~6ln~tr8ws:' . ,-.. ~, lL,_ ........ ···-.. ,,..,., ... ;:,,, .. ,~,,-,,, ... _ ... .,.Jll. ....... , ...... , Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cct CFN Cj Cr Cm C t CL M lb +D-i-H Length = 3.50 ft 1 0.087 0.052 0.90 1.500 1.00 1.15 1.00 1.00 0.99 0.03 120.00 +D+L-i-H 1.500 1.00 1.15 1.00 1.00 0.99 Length = 3.50 ft 0.078 0.047 1.00 1,500 1.00 1.15 1.00 1.00 0.99 0.03 120.00 +D+Lr-i-H 1,500 1.00 1.15 1.00 1.00 0.99 Length = 3.50 ft 1 0.188 0.112 1.25 1.500 1.00 1.15 1.00 1.00 0.99 0.09 360.00 +D+S-i-H 1,500 1.00 1.15 1.00 1,00 0.99 Length = 3.50 ft 0.068 0.041 1.15 1.500 1.00 1.15 1.00 1.00 0.99 0.03 120.00 +D+0.750Lr+O. 750L-i-H 1.500 1.00 1.15 1.00 1.00 0.99 Lertgth = 3.50 ft 0.156 0.093 1.25 1.500 1.00 1.15 1.00 1.00 0.99 0.08 300.00 +D+O.Z50L +0.750S-i-H 1.500 1.00 1.15 1.00 mo 0.99 Length = 3.50 ft 1 0.068 0.041 1.15 1.500 1.00 1.15 1.00 1.00 0.99 0.03 120.00 Design OK = 0.142: 1 2x4 = 40.85psi = 288.00psi +0.60D-t-0.60W-t-0.60H = 3.219ft = Span#1 -------. -,. ___ ........ --·------------- Shear Values F'b V fv F'v 0.00 0.00 0.00 0.00 1386.87 0.03 8.39 162.00 0.00 0.00 0.00 0.00 1539.50 0.03 8.39 180.00 0.00 0.00 0.00 0.00 1919.53 0.09 25.18 225.00 0.00 0.00 0.00 0.00 1767.79 0.03 8.39 207.00 0.00 0.00 0.00 0.00 1919.53 0.07 20.99 225.00 0.00 0.00 0.00 0.00 1767.79 0.03 8.39 207.00 Description : 2x joists@24' o/c Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Cj Cr Cm C t CL M fb F'b V fv F'v +D+0.60W+H 1.500 1.00 1.15 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 3.50 ft 0.219 0.130 1.60 1.500 1.00 1.15 1.00 1.00 0.99 0.14 535.92 2447.50 0.13 37.49 288.00 +D+0.70E+H 1.500 1.00 1.15 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.049 0.029 1.60 1.500 1.00 1.15 1.00 1.00 0.99 0.03 120.00 2447.50 0.D3 8.39 288.00 +D+0.750Lr+0.750L+0.450W+H 1.500 1.00 1.15 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 Q.078 0.047 1.60 1.500 1.00 1.15 1.00 1.00 0.99 0.05 191.94 2447.50 0.05 13.43 288.00 +D+O. 750L +O. 750S+0.450W+H 1.500 1.00 1.15 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.152 0.090 1.60 1.500 1.00 1.15 1.00 1.00 0.99 0.09 371.94 2447.50 0.09 26.02 288.00 +D+0.750L +0.750S+0.5250E+H 1.500 1.00 1.15 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.049 0.029 1.60 1.500 1.00 1.15 1.00 1.00 0.99 0.03 120.00 2447.50 0.03 8.39 288.00 +0.60D+0.60W+0.60H 1.500 1.00 1.15 1.00 1.00 0.99 Length = 3.50 ft 0.239 0.142 1.60 1.500 1.00 1.15 1.00 1.00 0.99 0.15 583.92 0.00 0.00 0.00 0.00 2447.50 0.14 40.85 288.00 +0.60D-t0.70E-t0.60H 1.500 1.00 1.15 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 3.50 ft 0.029 0.017 1.60 1.500 1.00 1.15 1.00 1.00 0.99 0.02 72.00 2447.50 0.02 5.04 288.00 .,.,.'O'.'Vi ~,4fM~ .. -~,,.,,.,,,,.tfl··t'ct1'' "·~"':::~,_-,·:.,";'.' .· .. ·, "·.·.,:· ' ::.-·,,·.,·;~';,.-" ;"'.•.era·· axrm1.mr•'ele ,on",;,"·'···'"'· ........ , · ·., ... ,,,,·-<1,,,,.,, ~~·, .. ---~-• .::... ........ "''? .... \ ...... .,..,, .. M ~ 'N ,,,,,y,..,..:;_, .,, ~::>•Cw:," > ~}::1-::''H,?i::.::-:» ~ ,>_ .. .::: :· .. ,-~ ' ;,.,:·.;,"•,,·. ~ ,_,¥:;,',-' .. ~-c-...:-~' ~ Load Combination Span Max.'-' Deft Location in Span Load Combination Max."+' Deft Location in Span 1 0.0000 0.000 WOnly -0.0722 1.763 Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum -0.319 -0.319 Overall MINimum 0.021 0.021 +D+H 0.035 0.035 +D-+L+H 0.035 0.035 +D-+Lr+H 0.105 0.105 +D+S+H 0.035 0.035 +D+0.750Lr+0.750L+H 0.088 0.088 +D+0.750L-t0.750S+H 0.035 0.035 +D+0.60W+H -0.156 -0.156 +D+0.70E+H 0.035 0.035 +D-t0.750Lr-t0.750L-t0.450W-tH -0.056 -0.056 +D+0.750L +0.750S+0.450W+H -0.108 -0.108 +D-tO. 750L +O. 750S+0.525E+H 0.035 0.035 +0.60D+0.60W+0.60H -0.170 -0.170 +0.60D+0.70E+0.60H 0.021 0.021 D Only 0.035 0.035 Lr Only 0.070 0.070 LOnly SOnly W Only -0.319 -0.319 EOnly H Only Description: Roof hip beams _.,~q~lJ~jR~fEifSilqEs_'.·. ·,:·_·:)J;.<~-':;.'.·:-._~~<:,_·:_,:,, ____ ~--------------- caIcuIations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2012 Material Properties Analysis Method : Allowable Stress Design Load Combination lBC 2012 Fb-Tension Fb-Compr Fc-Prll Fc-Perp 1,000.0psi 1,000.0psi 1,500.0 psi E: Modulus of Elasticity Wood Species : Douglas Fir -Larch Wood Grade : No.1 Fv Ft Beam Bracing : Completely Unbraced f t D(0.0-4) Lr(0.08) W(-0.16) t Span=4.50ft t 625.0 psi 180.0psi 675.0psi Ebend-xx 1,700.0ksi Eminbend-xx 620.0ksi Density 32.210pcf t Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D = 0.010, Lr= 0.020, W = -0.040 ksf, Tributary Width= 4.0 ft ~fi!>eS&li~liMAj~~~:if[t?~i.f£:l~:~~:;?~~{~}~ ·-----.. _ .. _______ ---·-----·-·------·-·-·----·-·---··-·-·--:" Maxfnium Bending sfressRatio . . =· -= ~ ... ~0.2111 1 Design OK Maximum Shear Stress Ratio = 0.132: 1 Section used for this span 4x4 Section used for this span 4x4 fb: Actual = 521. 73psi FB: Allowable = 1,875.00psi fv: Actual = 29.62 psi Fv: Allowable = 225.00psi Load Combination +D+Lr+H Location of maximum on span = 2.250ft Load Combination +D+Lr+H Location of maximum on span = 4.221 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span# 1 Maximum Defl.ection Max Downward L+Lr+S Deflection 0.035 in Ratio= 1546 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <240 Max Downward Total Deflection 0.054 in Ratio= 1007 Max Upward Total Deflection -0.070 in Ratio= 773 -· . -----...... .,., ____ ----·----· ·----------------------;?t('fY·TMi :.tSrie?-'\sf ~'saes;fdft, a&G.tr:Hin1 { li)'tii; .;;,, .• ~X!l!,L .. F ... ~ ... ._r,J ~-.L , ... ½ .. , .... , Q ...... ,.111,, .i\ ., ... ,., Load Combination Max $tress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN Cj Cr Cm C t CL M lb F'b V fv F'v +O+H 0,00 0.00 0.00 0.00 Length = 4.50 ft 1 0.135 0.064 0,90 1.500 1.00 1.00 1.00 1.00 1.00 0.11 181.68 1350.00 0.08 10.31 162.00 +O+L+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4,50 ft 1 0.121 0.057 1.00 1.500 1.00 1.00. 1.00 1.00 1.00 0.11 181.68 1500.00 0.08 10.31 180.00 +O+Lr+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.278 0:132 1.25 1.500 1.00 1.00 1.00 1.00 1.00 0.31 521.73 1875.00 0.24 29.62 225.00 +O+S+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.105 0.050 1.15 1.500 1.00 1.00 1.00 1.00 1.00 0.11 181.68 1725.00 0.08 10.31 207.00 +0-!{).750Lr-!{).750L +H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.233 0.110 1.25 1.500 1:00 1.00 1.00 1.00 1.00 0.26 436.72 1875.00 0,20 24.79 225.00 +Q-!{).750L-!{).750S+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 ' ' J Description : Roof hip beams Load Combination Segment Length Length= 4.50 ft +D+0.60W+H li.ngll:1 -4 50 ft +D+0.70E+H Span# Length = 4.50 ft 1 +D+0.750Lr+0.750L +0.450W+H Length = 4.50 ft 1 +D+0.750L+0.750S+0.450W+H Length = 4.50 ft 1 +D+0.750L +0.750S+0:5250E+H Length = 4.50 ft 1 +0.60D+0.60W+0,60H Length = 4.50 ft +0.60D+0.70E+0.60H Length = 4.50 ft Max Stress Ratios M V 0.105 0.050 Q 094 0.076 0.054 0.052 0.076 0.125 0.045 Q 045 0.036 0.026 0.025 0.036 0.059 0.021 1.15 160 1.60 1.60 1.60 1.60 1.60 1.60 CFN Cj Cr 1.500 1.00 1.00 1.500 1.00 too 1.500 1.00 1.00 1.500 1.QO 1.00 1.500 1.00 1.00 1.500 1.00 1.00 1.500 1.00 1.00 1.500 1.00 1.00 1.500 1.00 1.00 1.500 1.00 1.00 1.500 1.00 1.00 1.500 1.00 1.00 1.500 1.00 1:00 1.500 1.00 1.00 1.500 1.00 1.00 Load Combination Span Max.•-• Dell Location in Span 1 0.0000 0.000 Cm C t CL 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.QO 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Load Combination WOnly Support notation : Far left is #1 Load Combination · · Support 1 Support 2 Overall MAXimum -0.360 -0.360 Overall MINimum 0.058 0.058 +D+H 0.096 0.096 +D+L+H 0.096 0.096· +D+Lr+H 0.276 0.276 +D+S+H 0.096 0.096 -0+0.750Lr+0.750L+H 0.231 0.231 +D+0.750L +0.750S+H 0.096 0.096 +D+0.60W+H -0.120 -0.120 +D+0.70E+H 0.096 0.096 +D+0.750Lr+0.750L+0.450W+H 0.069 0.069 +D+0.750L+0.750S+0.450W+H -0.066 -0.066 +D+0.750L+0.750S+0.525E+H 0.096 0.096 +0.60D+0.60W+0.60H -0.158 -0.158 +0.60D+0.70E+0.60H 0.058 0.058 D Only 0.096 0.096 Lr Only 0.180 0.180 LOnly sonly W Only -0.360 -0.360 EOnly HOnly Moment Values Shear Values M lb F'b V fv F'v 0.11 181.68 1725.00 0.08 10.31 207.00 0.00 0.00 0.00 0.00 0.13 226.39 2400.00 0.10 12.85 288.00 0.00 0.00 0.00 0.00 0.11 181.68 2400.00 0.08 10.31 288.00 0.00 0.00 0.00 0.00 0.08 130.67 2400.00 0.06 7.42 288.00 0.00 0.00 0.00 0.00 0.07 124.38 2400.00 0.06 7.06 288.00 0.00 0.00 0.00 0.00 0.11 181.68 2400.00 0.08 10.31 288.00 0.00 0.00 0.00 0.00 0.18 299.06 2400.00 0.14 16.98 288.00 0.00 0.00 0.00 0.00 0.06 109.01 2400.00 0.05 6.19 288.00 Max."+• Dell Location in Span -0.0698 2.266 Values in KIPS ., Description : Roof perimeter beam 6.tJi'ii&i~EFERENCES ·: \ -/~:· ··, · : ·:~ --~ ·.:-.::~,.---· . -· ·---·-... -···-· .... -···· -· , ___ . ·-------. -·······-· ------------·---~--------------Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2012 Material Properties Analysis Method : Allowable Stress Design Load Combination !BC 2012 Fb-Tension Fb-Compr Fe-Prll 1000 psi 1000 psi 1500 psi E: Modulus-of Elasticity Wood Species : Douglas Fir -Larch Wood Grade : No.1 Fe-Perp Fv Ft Beam Bracing : Completely Unbraced t t D(0.09) t t t D/0.03) Lr/0.06) W(-0.12) t t t 625 psi 180 psi 675psi Ebend-xx 1700 ksi Eminbend -xx 620ksi Density 32.21 pcf • ... _______ s-'-pa_n_= s_.oft __________ -------· ____ ·-·-···---------- ~~k;p,~)Jijf~{q§g~}i:_::t/fz::':i:?~f Ai:]It:::t\~(1f\1~)'j} Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D = 0.010, Lr= 0.020, W = -0.040 ksf, Tributary Width= 3.0 ft, (Roof loads) Uniform Load: D =0.010 ksf, Tributary Width= 9.0 ft, (Parapet and soffit) fli4E~t~N~Jfls¥?J~~-;z~~t%:t.:~~f;J~~~:,~~~~~;?r-:s~r~?Ji::~i .. _ ... _. ____ ... ___ .. _____ , .... _._ .. ____ ,,_ ...... _ -·--·-_ ......... _____ .... _. !Maximum Bending Stress Ratio = 0.348: 1 Maximum Shear Stress Ratio Section used for this span 4x6 Section used for this span fb: Actual -564.02psi fv: Actual FB: Allowable = 1,618.88psi Fv: Allowable Load Combination +D+Lr+H Load Combination Location of maximum on span = 3.000ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs . Maximum Deflection Max Downward L +Lr+S Deflection Max Upward L +Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.021 in Ratio= 0.000 in Ratio = 0.066 in Ratio= -0.043 in Ratio= 3375 0 <240 1098 1687 Design OK = 0.164: 1 4x6 = 36.79psi = 225.00 psi +D+Lr+H = 0.000ft = Span# 1 -·----------···· .. ·-·-"---·----------___ ,, __ ,_., -........ ---...... ··--·---,-, ......... ·-· .......... ---.. --·· -...... . ~J1M:~lffiuttiiHott?i ,·1?str~sststto'I;"o' 'a-:o"i}·,· ·blri""fi':11i: .............. ,-...... _ .~--~~~---., ... __ ... f .... ~-~,,Jft.~.!IJt .... Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN Cj Cr Cm C t CL M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length = 6.0 ft 0.326 0.153 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.56 380.40 1166.88 0.32 24.82 162.00 +D+L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.293 0.138 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.56 380.40 1296.13 0.32 24.82 180.00 +D+Lr+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0:348 0.164 1.25 1.300 1.00 1.00 1;00 1.00 1.00 0.83 564.02 1618.88 0.47 36.79 225.00 +D+S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.255 .0.120 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.56 380.40 1489.84 0.32 24.82 207.00 +D-t-0.750Lr-t-0.750L +Ii 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 6.0 ft 1 0.320 0.150 1_.25 1.300 1.00 1.00 1.00 1.00 1.00 0.76 518.11 1618.88 0.43 33.80 225.00 Description: Load Combination Max Stress Ratios ----Segment Length Span# M V Cct CFN Cj Cr Cm C t CL +D+0.750L +0.750S+H 1.300 1.00 1.00 1.00 1.00 1.00 Length = 6.0 fl 0.255 0.120 1.15 1.300 1.00 1.00 1.00 1.00 1.00 +D+060W+H 1300 1.00 1 00 1.00 100 1 00 Length = 6.0 fl 0.077 0.036 1.60 1.300 1.00 1.00 1.00 1.00 1.00 +D+0.70E+H 1.300 1.00 1.00 too 1.00 1.00 Length = 6.0 fl 1 0.184 0.086 1.60 1.300 1.00 1.00 1.00 1.00 1.00 +D+0.750Lr+0.750L +0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 Length = 6.0 fl 1 0.170 0.080 1.60 1.300 1:00 1.00 1.00 1.00 1.00 +D+0.750L +0.750S+0.450W+H 1.300 1.00 1.00 too 1.00 1.00 Length = 6.0 fl 1 0.104 0.049 1.60 1.300 1.00 1.00 1.00 1.00 1.00 +D+0.750L +0.750S+0.5250E+H 1.300 1.00 1.00 1.00 1.00 1.00 Length = 6.0 ft 1 0.184 0.086 1.60 1.300 1.00 1.00 1.00 too 1.00 +0.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 Length = 6.0 ft 0.004 0.002 1.60 1.300 1.00 1.00 1.00 1.00 1.00 +0.60D+0.70E+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 Length = 6.0 ft 1 0.110 0.052 1.60 1.300 1.00 1.00 1.00 1.00 1.00 Load Combination Span Max."-" Deft Location in Span Load Combination +D+Lr+H 1 0.0655 3.022 Support notation : Far left is #1 Load Combination Overall MAXimum Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L +H +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L +0.450W+H +D+0.750L +0.750S+0.450W+H +D+O. 750L+O. 750S+0.525E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H DOnly Lr Only LOnly SOnly WOnly EOnly HOnly Support1 0.553 · 0.008 0.373 0.373 0.553 0.373 0.508 0.373 0.157 0.373 0.346 0.211 0.373 0.008 0.224 0.373 0.180 -0.360 Support2 0.553 0.008 0.373 0.373 0.553 0.373 0.508 0.373 0.157 0.373 0.346 0.211 0.373 0.008 0.224 0.373 0.180 -0.360 Moment Values Shear Values M fb F'b V fv F'v 0.00 0.00 0.00 0.00 0.56 380.40 1489.84 0.32 24.82 207.00 000 0 00 0 00 ODD 0.24 160.07 2069.77 0.13 10.44 288.00 0.00 0.00 0.00 0.00 0.56 380.40 2069.77 0.32 24.82 288.00 0.00 0.00 0.00 0.00 0.52 352.86 2069.77 0.30 23.02 288.00 0.00 0.00 0.00 0.00 0.32 215.15 2069.77 0.18 14.04 288.00 0.00 0.00 0.00 0.00 0.56 380.40 2069.77 0.32 24.82 288.00 0.00 0.00 0.00 0.00 0.01 7.91 2069.77 0.01 0.52 288.00 0.00 0.00 0.00 0.00 0.34 228.24 2069.77 0.19 14.89 288.00 Max. "+" Deft Location in Span 0.0000 0.000 Values in KIPS Description : Column Code!f?~-re,~n'tel: · · · ,. · · .. -· ~'-"~-. .. . .. ., ----·-... ---------. ~------------------------- Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: IBC 2012 : ::G~ii~rlFtnt9'rm~Ji:~At,:.;~~-:::·>: -::_.: · .. ::.~-~-:::··.-=·:: ,:; .. :-.~~; -~:=, Steel Section Name : Analysis Method : HSS4x4x1/4 Load Resistance Factor Overall Column Height 10.0 ft Top & Bottom Fixity Top Free, Bottom Fixed Steel Stress Grade Fy : Steel Yield Brace condition for deflection (buckling) along columns : 46.0 ksi 29,000.0 ksi X-X (width) axis : E : Elastic Bending Modulus Load Combination : Unbraced Length forX-X Axis buckling= 10.0 ft, K = 2.1 IBC 2012 Y-Y (depth) axis: Unbraced Length forY-Y Axis buckling= 10.0 ft, K = 2.1 Column Self weight included : 121.808 lbs * Dead Load Factor AXIAL LOADS ... Axial Load at 10.0 ft, D = 0.20, LR= 0.20 k BENDING LOADS ... Lat. Point Load at 10.0 ft creating Mx-x, E = 0.0680 k Lat. Point Load at 5.0 ft creating Mx-x, W = 0.40, E = 0.3380 k d}Ql$.ttirl:ft!IMM~J.W,i;g~~~:;:~,-~-i-~):~ t:·::.~9~::~~/l,:.~-~'~r:r· Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.1534 : 1 Load Combination +1.20D+0.50L +O. 70S+E+1.60H Location of max.above base 0. 0 ft At maximum location values are ... Pu 0.9*Pn Mu-x 0.9 * Mn-x: Mu-y 0.9*Mn-y: 0.3862 k 27.698 k -2.370 k-ft 16.181 k-ft 0.0 k-ft 16.181 k-ft PASS Maximum Shear Stress Ratio= 0.01275 : 1 Load Combination +1.20D+0.50L +0. 70S+E+1.60H Location of max.above base 6:0 ft At maximum location values are ... Vu: Applied 0.4060 k Vn *Phi: Allowable 31.842 k Load Combination +1.40D+1.60H +1.20D+0.50Lr+1.60L +1.60H +1.20D+1.60L +0.50S+1.60H +1.200+1.60Lr+0.50L +1.60H +1.20D+1.60Lr+0.50W+1.60H +1.20D+0.50L +1.60S+1.60H +1.20D+t.60S+0.50W+1.60H +1.20D+0.50Lr+0.50L+W+1.60H +1.20D+0.50L +0.50S+W+1.60H +1.20D+0.50L +0.70S+E+1.60H +0.90D+W+0.90H +0.90D+E+0.90H Maximum Axial + Bending Stress Ratios Stress Ratio Status _ Location 0.016 PASS 0.00 ft 0.018 PASS 0.00 ft 0.014 PASS 0.00 ft 0.025 PASS 0.00 ft 0.075 PASS 0.00 ft 0.014 PASS 0.00 ft 0.069 PASS 0.00 ft 0.132 PASS 0.00ft 0.131 PASS 0.00 ft 0.153 PASS 0.00 ft 0.129 PASS 0.00 ft 0.152 PASS 0.00 ft Service loads entered. Load Factors will be applied for calculations. Maximum SERVICE Load Reactions .. Top along X-X Bottom along X-X TopalongY-Y Bottom along Y-Y Maximum SERVICE Load Deflections ... Along Y-Y 0.4402 in at for load combination : E Only Along X-X 0.0 in at for load combination : Maximum Shear Ratios O.Ok O.Ok O.Ok 0.4060 k 10.0ft above base 0.0ft above base Stress Ratio Status Location 0.000 PASS 0.00 ft 0.000 PASS 0.00 ft 0.000 PASS 0.00 ft 0.000 PASS 0.00 ft 0.006 PASS 0.00 ft 0.000 PASS 0.00 ft 0.006 PASS 0.00 ft 0.013 PASS 0.00 ft 0.013 PASS 0.00 ft 0.013 PASS 0.00 ft 0.013 PASS 0.00 ft 0.013 PASS 0.00 ft Descrtption : Column Maximiirii'Reacfi6ns' -· ',,, \ ' .. ',. :,../_. , . ;:,::. ________ N_ote: __ onin~-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @Base @Top @Base @Top @Base +D+H k k 0.322 k --~-=bl-R-------------------------------------!2--------- +D+Lr+H k +D+S+H k +D+0.750Lr+0.750L+H k +D+0.750L+0.750S+H k +D+0.60W+H k +D+0.10E+H k +D+0.750Lr+0.750L+0.450W+H k +D+0.750L +0.750S+0.450W+H k +D+0.750L+0.750S+0.5250E+H k +0.60D+0.60W+0.60H k +0.60D+0.70E+0.60H k D~ k u~ k LOnly k s~ t w~ k E~ k HO~ k ir:~'-•axiriiuffllE>ellictr&ifl:loWi~'(tf ~di~bli'i~tiiilhs'?' :·~.-.,~·::;;t,:/\'.At~;;;!J;V;::::ti't'K--' .. ~l\l~ .. , .. ,,h'"" , .. ~, .. ,., .. _,~ .,.,.,,,., ,;.,.., ,_,,, '¼•~-'--···"""""·"""'' .,,.L._ . .,_,_,." .• 1;.,:;, ... "·"''-'<., ~ Load Combination Max. X-X Deflection Distance +D+H 0.0000 in 0.000 ft +D+L +H 0.0000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft +D+0.750L+0.750Stfl 0.0000 in 0.000 ft +D+0.60W+H 0.0000 in 0.000 ft +D+0.70E+H 0.0000 in 0.000 ft +D+0.75QLr+0.750L+0.450W+H 0.0000 in 0.000 ft +D+0.750L+0.750S+0.450W+H 0.0000 in 0.000 ft +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft +0.60D+0.60W+0.60H 0.0000 in 0.000 ft +0.60D+0.70E+0.60H 0.0000 in 0.000 ft D Only 0.0000 in 0.000 ft Lr Only 0.0000 in 0.000 ft L Only 0.0000 in 0.000 ft S Only 0.0000 in 0.000 ft W Only 0.0000 in 0.000 ft E Only 0.0000 in 0.000 ft H Only 0.0000 in 0.000 ft .;,~: ,",,t -~~iW,.,.""~I .. .,;'"},:,'V">:V""" ~....,,..-~,¥--"'"'<-'-'' ,,.,._.,.,, -• • -~:fa§tg~.1:,S~~iQh:J~rgp,'ilJl!~i}~:.~:;\·s·~.:; HSS4x4x1/4 -0.240 -0.284 -0.180 -0.180 -0.213 -0.240 -0.284 -0.400 -0.406 Max. Y-Y Deflection 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.190 in 0.308 in 0.143 in 0.143 in 0.231 in 0.190 in 0.308 in 0.000 in 0.000 in 0.000 in 0.000 in 0.317 in 0.440 in. 0.000 in k k k k k k k k k k k k k k k k k k Distance 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 10.000 ft 10.000 ft 10.000 ft 10.000 ft 10.000 ft 10.000 ft 10.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 10.000 ft 10.000 ft 0.000 ft 0.522 k 0.322 k 0.472 k 0.322 k 0.322 k 0.322 k 0.472 k 0.322 k 0.322 k 0,193 k 0.193 k 0.322 k 0.200 k k k k k k Description : ·steel'S&dti~rfP.rclp'erfies ·: · ·.: HSS4x4x1/4 Depth -~--· 4.000 in I xx Width WaUibick Area Weight Ycg C: 0 0 ~ = = = = = s xx 4.000 in Rxx Q 25Q ia Zx .. 3.370 in'2 I yy 12.181 plf s yy Ryy 0.000 in 4.00in ·;-·-------~7-.8-0-in_'_4 _________ J ___ --;--12.800 in'4 3.90 in'3 = 1.520 in = 4 69D io'3 7.800 jnA4 C = 6.560 jnA3 = 3.900 inA3 -1.520 in ---------------_,, ____ , -------------·---·· --.......... -·-... ----·-· -...... -.. """' M-x Loads 007k--i X = 0 ~ II 074lc--i :l: ai :r: Loads are total entered value. Arrows do not reflect absolute direction. rrf§,_iJ:?~ttn11;~,~'6.Eiffa~:~·:i. Q:,s:4)x~:;].::t f:,r?:'::?(·i:·Jir: ·::~:;~~~::;;re J~~tt~;~?~~,~~Q~!;~~!1~j~f}Sf -11~1~:1~~-~i~~~~;;J~~ -. ·. i 1~Pa?!•f;!fJ1Ffleifi@~$;~~t~;~,ffi;w~~lw~g~~tt~~~~lt£4}U4\~JIE1lf&~m~H.~wIC~K~~ Description : · Pole footing · · coife"Referenc1f's · , ,,, · · ,_,.,_ :'/. ,.\ -· ----· .. -.... -------------------·-·-· Calculations per IBC 2012 1807.3, CBC 20j3, ASCE 7-10 Load Combinations Used: IBC 2012 "·Gin~r~19n.termatiorf .· .. , ,/·.:::·:.. · .. ·.,. ·".··~ .. -:::'';\ Pole Footing Shape Footing Diameter ............. . Calculate Min. Depth for Allowable Pressures No Lateral Restraint at Ground Surface Allow Passive ................. . Max Passive .................. . iControlling Values Governing Load Combination : +D+0.70E+H Lateral Load Moment NO Ground Surface Restraint Pressures at 1/3 Depth Actual Allowable Footing Base Area Maximum Soil Pressure Circular 18.0 in 300.0 pcf 1,500.0 psf 0.3318 k 1.659 k-ft 360.105 psf 360.837 psf 1.767ft"2 5.319 ksf _____________ ,_, ............... , ............. .. Lateral Concentrated Load D:DeadLoad Lr : Roof Live L: Live S:Snow W:Wind E : Earthquake H : Lateral Earth Load distance above ground surface +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L +H +D+O. 750L +O. 750S+H +D+0.60W+H +D+0.70E+H k k k k 0.40 k 0.4740 k k 5.0 ft +D+0.750Lr+0.750L +0.450W+H Lateral Distributed Load k/ft k/ft k/ft k/ft k/ft k/ft k/ft TOP of.Load above ground surface ft BOTTOM of Load above ground surface ft 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.240 1.200 0.332 1.659 0.180 0.900 Point load 0.13 0.13 0.13 0.13 0.13 0.13 3.25 3.63 2.88 * Footing Diameter= 1·~11 0.0 0.0 0.0 0.0 0.0 0.0 318.4 360.1 284.5 Vertical Load 3.80 k 5.60 k k k k k k 0.0 0.0 0.0 0.0 0.0 0.0 318.7 360.8 286.5 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 rR~I~ff99JtB1J~M~~ij~~ >)"·:;_:~~-~fl:}n~,}:;'J?~: .. : . IT,f.l'.1; t Description: ·Pole footing +D-t0.750L-t0.750S-t0.450W+H +D-t{). 750L-t0. 750S-t0.5250E+H -t0.600-t0.60W-t0.60H -t0.600-t0.70E+0.60H 0.180 0.249 0.240 O 332 0.900 1.244 1.200 1 659 ~:;:;:'. -.,~F-fllt~'J:l:Jo_qsl450_l!~:e1i48~,lltE;i,)\SfRUGJ:::-11STA13,~E'~J"1~83§B'0.:.1'.~C6' ~::. '.t,~:·:: : · .. -'ENERCALC;:INC . ."198'3:2Q1.4;Eluild:6:14:9.4, Ver:6:14.9.4 2.88 284.5 286.5 1.000 3.25 321.7 323.8 1.000 3.25 318.4 318.7 1.000 3,63 36D 1 36D B 1 QQQ Architects Engineers Facility Planners Structural Calculations for Friends Exhibit Project Legoland Friends Exhibit 1 Legoland Dr Carlsbad CA 92008 JRMA Project No. 4838 Calculation Subsection The Stables J.R. Miller & Associates, Inc. 2700 Saturn Street, Brea, CA 92821 714.524.1870 Voice 714.524.1875 Fax www.jrma.com C. l _,_ iPmjec·a L-CG--0 L-A-1\l,D. rJ~--l a.lPS 6XlttBrT --ST A-f)l..B~ Project No. lf'B''"b [ Date q _ Lf -( Lf f~11~151e0~ ~DT Chec!<ed bV ____ Silt~ Of -- ... -__,...--.,--...,-----,---.-~I -'---",,---,-----,-----r--.--r-.-, --.,,--~: -.-----, 1 i ! I I ! i l ! I I I l . -· -----t--+·---i i i .. t ! '. -i--r · +---. i .. ---1 . -; . : ·;· 1 1 -r -r -r----------... , i 1 ! 1 1-----''--+-: i ! l l ! 4 JJZ-~.: ~ 'D~AD : I ·--------' ! I : ! ' : ... ,. --'.C"T: 11-· .. P~. , ~ : : Q_ r o i o .JT-----·---r--·t ---: 16 -,- ' I .. -! I· i. i ---·-··r 4 --·4- 12 16 20 28 32 -~----+---------------i -·--------------------1---.-, -'---.,---11---+-...;.--, ---l--r------+-c-----l 32 ' ! I I 36 1---+-I ---t------· ~ · -------- ,__ ____ -----... -- ! i i 1 -J ', I ! I -------·1· ----,---:-----.-, -,-+-:--+--,-: __;_1_,____+----,-+-~--136 l l l I l -! I ! ·-: L~~:_ ~~'.; ~s~o:~at~s~ , _",c1-[. -' __ ]_ _______ .___ ___ , II Architects Engineers Facility Planners Project -------------~------------Project No. ______ _ Date Engineer ---~--~~ Checked by __ _ Sheet C. '? of Design Wind Pressures on Open Buildings -C&C -Joists In Accordance with ASCE 7-1 0 Section 30.8 Components and Claclding Systems Section 30.8 Risk category Table 1.5-1 c ..... ,..: ........ : ... ..1 ,.. ___ ,, ~0 .. tinn 26.5.1 & Fiaures 26.5-1A Exposure category Mean roof height Height to length ratio Wind directionality factor ~ ,, -,, '""""' h = fifh~;ii\ h/L= 0.25 Kd = 0.85 Velocity pressure exposure coefficient Topographic factor Kh = 0.85 Kzt =-::.\~;,i,foo~ 'P ,_.,.~ .. ,~" Velocity. pressure at height h Gust effect factor Roof angle Fascia Pressure Free roof has fascia panels? as5°? Windward fascia pressure Leeward fascia pressure Span length Trib. (effective) width Effective wind area Length of building Width of building 10% least horizontal dim. or 0.4h RoofType qh = 22.35 psf G = 0.85 H =. :.J~·-,~; 2.39 deg i_::?tei}i Yes p = 33.53 psf p = -22.35 psf ~ ~ ~~z~:1i::~: A= 8 ff L = ?··?5'z:6fu:1ft 8 = ,,;.-_.;35~0"0I ft a=·· ,, 3.50.ft 82 = 12.25 Figure 30.8-2 Roof Slope, Clear Wind Section 26.7 Section 26.6 & Table 26.6-1 Section 28.3.1 & Table 28.3-1 Figure 26.8-1 & Section 26.8.2 Eq. 28.3-1 Section 26.9 Section 27.4.3 Section 27.4.3 Eq. 6-20 Eq. 6-20 Obstructed Wind 0 Zone3 Zone2 Zone 1 Zone3 Zone2 Zone 1 0.0 2.4 -3.3 1.8 -1.7 1.2 -1.1 1 -3.6 0.8 -1.8 0.5 -1.2 7.5 2.2 -3.6 1.7 -1.8 1.1 -1.2 1 -5.1 0.8 -2.6 0.5 -1.7 2.39 2.34 . -3.40 1.77 -1.73 1.17 -1.13 1.00 -4.08 0.80 -2.05 0.50 -1.36 Net Design Wind Pressure per Equation 30.8-1 (psf) Clear Wind Obstructed Wind Zone3 Zone 2 Zone 1 Zone3 Zone2 Zone 1 52.2 ~75.9 39.5 -38. 7 26.1 -25.3 22.4 -91.1 I'+.,: 1 SiOJI Min Pressure All Zones I I • J.R. Miller & Associates, Inc . I - --- II Architects Engineers Facility Planners Project -------------------~------Project No. ______ _ 0 ate Engineer _______ _ Checked by __ _ Sheet C,tf of Design Wind Pressures on Open Buildings -C&C -Beams In Accordance with ASCE ·7-10 Section 30.8 Componen~ and Cladding System~ Section 30.8 Risk category Table 1.5-1 --_! -·~-_I ____ _,a .,.. Section 26.5.1 & Figures 26.5-1A Exposure category Mean roof height Height to length ratio Wind directionality factor :·; /::}Q- h =:.: ~'13,'iQ~} ft h/L= 0.25 Kd = 0.85 Velocity pressure exposure coefficient Topographic factor Kh = 0_.85 Kzt __ :-:-:;.-:50"·. -!/:·: -~tl~~ ~.,. Velocity press!,Jre at height h Gust effect factor Roof angle V =: ',.-9,9: ·. · Fascia Pressure Free roof has fasc_ia panels? 9:;;5°? Windward fascia pressure Leeward fascia pressure Span.length Trib. (effective) width Effective wind area Length of building Width of ouilding 10% least horizontal dim. or 0.4h RoofType qh = 22.35 psf G = 0.85 H =C{1W~_:: 2.39 deg .. ·:-,&~ Yes p = 33.53 psf p = -22.35 psf s =::}:::.\J~:ft T = t;·;'J:.'1i ft A= 72 tr L =h~ , Jtft B =n'''.' :rn -· ,~ '-. ' ... ¥ , ~ a= 3.50 ft a2 = 12.25 ,t'\''7rn1·iG· .;::,:,.,:""'r'·e',.e~'c;;.'...;i:,9-<<,'•t5·0· /,, . ,.,?,_~~ ~ i::::_~"-!1~;~'::! .. ~~?~hA,~:~0,"':'1.:-'?-:.~< ,_\. Figure 30.8-2 Roof Slope, Clear Wind Section 26. r Section 26.6 & Table 26.6-1 Section 28.3.1 & Table 28.3-1 Figure 26.8-1 & Section 26.8.2 Eq. 28.3-1 Section 26.9 Section 27.4.3 Section 27.4.3 Eq. 6-20 Eq.6-20 Obstructed Wind 0 Zone3 Zone2 Zone 1 Zone3 Zone2 Zone 1 0.0 1.2 -1.1 1.2 -1.1 1.2 -1.1 0.5 -1.2 0.5 -1.2 0.5 -1.2 7.5 1.1 -1.2 1.1 -1.2 1.1 -1:2 0.5 -1.7 0.5 -1.7 0.5 -1.7 2.39 1.17 -1.13 1.17 -1.13 1.17 -1.13 0.50 -1.36 0.50 -1.36 0.50 -1.36 Net Design Wind Pressure per Equation 30.8-1 (psf) Clear vvind Obstructed Wind Zone 3 _ Zone 2 . Zone 1 Zone 3 Zone 2 Zone 1 26.1 -25.3 26.1 -25.3 26.1 -25.3 ,\.1~:'.q;J -30.4 f:iJ,9','(t'1 -30.4 :,];§'?.Of: -30.4 pi:~·\1_6~0sj Min Pressure All Zones I I • J. R. Miller & Associates, Inc. I • --- Description : · 2xjoists@24" o/c Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2012 Material Properties Analysis Method : Allowable Stress Design Load Combination lBC 2012 Wood Species : Douglas Fir -Larch Wood Grade : No.2 Beam Bracing : Completely Unbraced t .. Fb-Tension Fb-Compr Fc-Prll Fc-Perp Fv Ft D(Q.02) Lr{0.04) W(-0.1822) . .. ... Span=4.0ft 900.0psi 900.0psi 1,350.0psi 625.0psi 180.0psi 575.0psi t c.~ E: Modulus of Elasticity Ebend-xx 1,600.0ksi Eminbend -xx 580.0ksi Density 32.210pcf Repetitive Member Stress Increase Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.010, Lr= 0.020, W= -0.09110 ksf, Tributary Width= 2.0 ft ·1rviaximum-Benciing ·stress.Ratio· ····; · ...... ··--.. o.312 1 Maximum Shear Stress Ratio Section used for this span fv: Actual · Section used for this span 2x4 fb : Actual = 762.67psi FB: Allowable = 2,440.71 psi Load Combination +0.60D+0.60W+0.60H Location of maximum on span = · 2.000ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.027 in Ratio= Max Upward L +Lr+S Deflection 0.000 in Ratio= Max Downward Total Deflection 0.041 in Ratio-= Max Upward Total Deflection -0.123 in Ratio= ' Fv : Allowable Load Combination Location of maximum on span Span# where maximum occurs 1775 0 <360 1183 389 Design OK = 0.166: 1 2x4 = 47.90psi = 288.00 psi +0.60D+0.60W+0.60H = 3.723ft = Span#1 ' I ---· _.,, -·-----·-__ ,, ____ . --·---· -"------.. -------· ,_., __ .... .,_ --. ---__ ., __ ------_.,. -,,_..,.,, -......... _.., --......... ......... ----...... _. --· ·-·-·-··--· ... ... ,._, ... ..... , .. i ~-:·7NialiiiffifiiFite~~\sft~se-t:-t6titbicf:t:iorii&in···1Mfs~ ,.,,, .... --.~ ..... ., ...... ,., .. ·--~-----"· •·'"----~·-····· ..... ,. " .. Jij ,,. .. ,.,. Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN Cj Cr Cm C t CL M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.113 0.061 0.90 1.500 1.00 1.15 1.00 1.00 0.99 0.04 156.73 1385.16 0.03 9.84 162.00 +D+L+H 1.500 1.00 1.15 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.102 0.055 1.00 1.500 1:00 1.15 1.00 1.00 0.99 0.04 156.73 1537.32 0.03 9.84 180.00 +D+Lr+H. 1.500 1.00 1.15 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.245 0.131 1.25 1.500 1.00 1.15 1.00 1.00 0.99 0.12 470.20 1915.84 0.10 29.53 225.00 +D+S+H 1.500 1.00 1.15 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.089 0.048 1.15 1.500 1.00 1.15 1.00 1.00 0.99 0.04 156.73 1764.77 0.03 9.84 207.00 +D+O. 750Lr+O. 750L +H 1 .. 500 1.00 1.15 1.0Q 1.00 0.99 0.00 0.00 0.00 0.00 Length = 4.0-ft 1 0.205 0.109 1.25 1.500 1:00 1.15 1.00 1.00 0.99 0.10 391.84 1915.84 0.09 24.61 225.00 +D+0.750L +0.750S+H 1.500 1.00 1.15 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.089 0.048 1.15 1.500 1.00 1.15 1.00 1.00 0.99 0.04 156.73 1764.77 0.03 9.84 207.00 Description : 2xjoists@24" o/c Load Combination Max Stress Ratios Moment Values Shear Values Segment_ Length Span# M V Cd CFN Ci Cr Cm C t CL M lb F'b V fv F'v +D-t-0.60W-+H 1.500 1.00 1.15 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.287 0.153 1.60 1.500 1.00 1.15 1.00 1.00 0.98 0.18 699.98 2440.71 0.15 43.96 288.00 1D19.70E1H 1500 100 115 100 100 098 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.064 0.034 1.60 1.500 1.00 1.15 1.00 1.00 0.98 0.04 156.73 2440.71 0.03 9.84 288.00 +D-t-0.750Lr-t-0.750L-t-0.450W-+H 1.500 too 1.15 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.103 0.055 1.60 1.500 1.00 1.15 1.00 1.00 0.98 0.06 250.70 2440.71 0.06 15.74 288.00 +O-l(J.750L-t-0.750S-t-0.450W-+H 1.500 1.00 1.15 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.199 0.106 1.60 1.500 1.00 1.15 1.00 1.00 0.98 0.12 485.80 2440.71 0.11 30.51 288.00 +D-t-0. 750L-t-0.750S-t-0.5250E-+H 1.500 1.00 1.15 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.064 0.034 1.60 1.500 1.00 1.15 1.00 1.00 .0.98 0.04 156.73 2440.71 0.03 9.84 288.00 -t-0.60D-t-0.60W-t-0.60H 1.500 1.00 1.15 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.312 0.166 1.60 1.500 1.00 1.15 1.00 1.00 0.98 0.19 762.67 2440.71 0.17 47.90 288.00 -t-0.60D-t-0.70E-t-0.60H 1.500 1.00 1.15 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 4.0 ft 0.039 0.021 1.60 1.500 1.00 1.15 1.00 1:00 0.98 0.02 94.04 2440.71 0.02 5.91 288.00 '\:i:'.'Q~p,iltMW,inum:~~,~~011~;:c.:;;-·::,::·.:,:;;;:::':::.:¾~;;~,·:,~~5s;-~,'.'.;~~?~~;i~ Load Combination Span Max. "-"Defl Location in Span Load Combination Max."+" Defl Location in Span 1 0.0000 0.000 WOnly -0.1231 2.015 Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum -0.364 -0.364 Overall MINimum 0.024 0.024 +D-+H 0.040 0.040 +D+L-+H 0.040 0.040 +D+Lr+I-! 0.120 0.120 +D+S-+H 0.040 0.040 +0-+0:750Lr-t-0.750L-+H 0.100 0.100 +D-t-0.750L-t-0.750S-+H 0.040 0.040 +D-t-0.60W+H -0.179 -0.179 +D-t-0.70E+H 0.040 0.040 +D-t-0.750Lr-t-0.750L-t-0.450W+H -0.064 -0.064 +D-t-0.750L-t-0.750S-t-0.450W+H -0.124 -0.124 +D-t-0.750L-t-0.750S-t-0.525E+H 0.040 0.040 -t-0.60D-t-0.60W-t-0.60H ·0.195 -0.195 -t-0.60D-t-0.70E-t-0.60H 0.024 0.024 D Only 0.040 0.040 Lr Only 0.080 0.080 LOnly SOnly W Only -0.364 -0.364 EOnly HOnly Description: Roof beams@4'-0" o/c Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2012 Material Properties C,1 Analysis Method : Allowable Stress Design Load Combination lBC 2012 Fb-Tension Fb-Compr Fc-Prll Fc-Petp 1,000.0psi 1,000.0psi 1,500.0psi E: Modulus of Elasticity Ebend-xx 1 .700. 0 ksi Eminbend -xx 620.0ksi Wood·Species : Douglas Fir -Larch Wood Grade : No.1 Fv Ft Beam Bracing : Completely Unbraced 625.0psi 180.0psi 675.0 psi Density 32.210pcf t . D(0.04) Lr(0.08) W(-0.1216) + + Span= 18.0 ft Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D = 0.010, Lr= 0.020, W = -0.03040 ksf, Tributary Width= 4.0 ft :~J~~:S7JMMA~t~y;~J7if~~~~~ri}/jj]~:~ ::~~~{~~~!L0i~----------··--·-· .. -__ ... _ ._ ..... _ --·-·-.... ___ .. _ .... ___ ... --.. -- : Maximum Bending Stress Ratio = 0.846: 1 Maximum Shear Stress Ratio = i Section used for this span 4x1 0 Section used for this span fb: Actual = 1,238.98psi fv: Actual = FB: Allowable = 1.465.33psi Fv: Allowable = Load Combination +D+Lr+H Load Combination Location of maximum on span = 9.000ft Location of maximum on span = Span # where maximum occurs = Span # 1 Span # where maximum occurs = Maximum Deflection Max Downward L +Lr+S Deflection Max Upward L +Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.484 in Ratio = b.000 in Ratio= 0.770 in Ratio= -0.736 in Ratio= 445 0 <240 280 293 Design OK 0.217: 1 4x10 48.80 psi 225.00 psi +D+Lr+H 17.277ft Span# 1 ........ ..,_ .... , ..... -..... -----·----_,_.., --· .. , .. ___ .. -.... ,, .. ,_,_, -......... -·--........ ·-·-· ---·-·-----· --·---·-_,_,., ___ ,. ____ ·----·-... -·-·--·----.. -·--__ , _______ ,, ____ , _____ , _________ ,,, __ . 1.~<'Mlilr\1m\F:6'i:i .'. -Ja,sire~>str::tor::L~i,f'a1f ·~tSlr,itr'·Kit ·--~·-······":!.."····· ·-"·-~ ·=· . ··-~ .. !? ·--.... " ... , m ..... -.. .Ai .... Load·Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN Cj Cr Cm C t CL M fb F'b V fv F'v +D-tH 0.00 0.00 0.00 0.00 Length= 18.0 ft 0.432 0.112 0.90 1.200 1.00 1.00 1.00 1:00 0.99 1.91 460.00 1063.82 0.39 18.12 162.00 +D+L-tH 1.200 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length= 18.0 ft 1 0.390 0.101 1.00 1.200 1.00 1.00 1.00 1.00 0.98 1.91 460.00 1179.44 0.39 18.12 180.00 +D+Lr-tH 1.200 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Lengih = 18.0 ft 1 0.846 0.217 1.25 1.200 1.00 1.00 1.00 1.00 0.98 5.15 1,238.98 1465.33 1.05 48.80 225.00 +D+S-tH 1.200 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 18.0 ft 1 0.340 0.088 1.15 1.200 1.00 1.00 1.00 1.00 0.98 1.91 460.00 1351.55 0.39 18.12 207.00 +D+0.750Lr+0.750L-tH 1.200 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length= 18.0 ft 1 0.713 0.183 1.25 1.200 1.00 1.00 1.00 1:00 0.98 4.34 1,044.24 1465.33 0.89 41.13 225.00 +D+0.750L+0.750S-tH 1.200 1.00 1.00 too 1.00 0.98 0.00 0.00 0.00 0.00 , .. , Description: Roof beams @4'-0' o/c Load Combination Max Stress Ratios Segment Length Span# M V Cd CFN Cj Cr Cm C t CL Length = 18. 0 ft 1 0.340 0.088 1.15 1.200 1.00 1.00 1.00 1.00 0.98 +0i{).60W+H 1.200 1.00 1.00 1.00 1.00 0.98 LeAglh -18.Q ft 1 0.135 0.034 160 1200 100 100 100 100 097 +Di{). 70E+H 1.200 1.00 1.00 1.00 1.00 0.97 Length= 18.0 ft 1 0.248 0.063 1.60 1.200 1.00 1.00 1.00 1.00 0.97 +Di{).750Lr-i0.750L i{).450W+H 1.200 1.00 1.00 1.00 1.00 0.97 Length= 18.0 ft 1 0.276 0.070 1.60 1.200 1.00 1.00 1.00 1.00 0.97 +D-i-0.750L-i0.750S-i0.450W+H 1.200 1.00 1.00 1.00 1.00 0.97 Length= 18.0 ft 1 0.039 0.010 1.60 1.200 1.00 1.00 1.00 1.00 0.97 +D-i0.750L-i0.750S-i0.5250E+H 1.200 1.00 1.00 1.00 1.00 0.97 Length= 18.0 ft 1 0.248 0.063 1.60 1.200 1.00 1.00 1.00 1.00 0.97 -i0.60D-i0:60W-i0.60H 1.200 1.00 1.00 1.00 1.00 0.97 Length = 18.0 ft 1 0.234 0.059 1.60 1.200 too 1.00 too 1.00 0.97 i{).60Di{).7QE-!{).6QH 1.200 1.00 1.00 1.00 1.00 0.97 Length = 18.0 ft 1 0.149 0.038 1.60 1.200 1.00 1.00 1.00 1.00 0.97 Load Combination Span Max.•.• Defl Location in Span Load Combination +Dtlr+H 1 0.7703 9.066 Support notation : Far left is #1 Load Comblnalion Overall MAXimum Overall MINimum +D+H +Dtl+H +Dtlr+H +D+S+H +D-i0.750Lri{).750L +H +Di{).750L i{),750S+H +0i{).60W+H +0i{).70E+H +Di{).750Lri{).750L i{).450W+H +Di{). 750L-i0. 750Si{).450W+H +0i{).750L i{).750Si{).525E+H -i0.6QD-i0.60W-i0.60H i{),60Di{).70Ei{).60H DOnly Lr Only LOnly sonly WOnly EOnly HOnly Support 1 1.145 -0.067 0.425 0.425 1.145 0.425 0.965 0.425 -0.231 0.425 0.473 -0.067 0.425 -0.402 0.255 0.425 0.720 -1.094 Support2 1.145 -0.067 0.425 0.425 1.145 0.425 0.965 0.425 -0.231 0.425 0.473 -0.067 0.425 -0.402 0.255 0.425 0.720 -t094 Moment Values Shear Values M lb F'b V Iv F'v 1.91 460.00 1351.55 0.39 18.12 207.00 0.00 0.00 0.00 0.00 104 250,43 1856.31 0.21 9.86 288.00 0.00 0.00 0.00 0.00 1.91 460.00 1856.31 0.39 18.12 288.00 0.00 0.00 0.00 0.00 2.13 511.42 1856.31 0.43 20.14 288.00 0.00 0.00 0.00 0.00 0,30 72.82 1856.31 0.06 2.87 288.00 0.00 0.00 0.00 0.00 1.91 460.00 1856.31 0.39 18.12 288.00 0.00 0.00 0.00 0.00 1.81 434.43 1856.31 0.37 17.11 288.00 0.00 0.00 0.00 0.00 1.15 276.00 1856.31 0.23 10,87 288.00 Max. •+• Def! Location in Span 0.0000 0.000 Values in KIPS ,. Description : Roof beam atend supporting soffit Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2012 Material Properties Analysis Method : Allowable Stress Design Load Combination lBC 2012 Wood Species : Douglas Fir ~ Larch Wood Grade : No. 1 Beam Bracing : Completely Unbraced Fb-Tension Fb-Compr Fc-Prll Fc-Perp Fv Ft 1,000.0psi 1,000.0psi 1,500.0psi 625.0psi 180.0psi 675.0psi c., E : Modulus of Elasticity Ebend-xx 1, 700.0ksi Eminbend -xx 620.0 ksi Density 32.210pcf ! ---------·-·--·----"'"" '" ·---·-· ---· ---·-----------------' , ~Mm ~ 'I + • • • T ! • ...----------• ...--------D(""'O ... O3.._l ... Lr""(O .... ,...)...,W.._(-__ O.""'O9 __ 12 ... l _______ • ..,._ ________ ____,y I I I I i 4x12 Span = 18.0 ft L------~---------" -·------------- Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D = 0.010, Lr= 0.020, W = -0.03040 ksf, Tributary Width= 3.0 ft, (Roof loads) Uniform Load: D = 0.010 ksf, Tributary Width= 9.0 ft, (Parapet and soffit) ~~1G11£~1J&rtif~R!ffft:~~~g~~~:~i~,:~:~~:{\ ~%~:~~~:~:~~~~ :-;~~TI~l ___________ _ '.Maximum Bending Stress Ratio = 0.929 1 Maximum Shear Stress Ratio ' Section used for this span 4x12 fb: Actual = 1,242.89psi FB: Allowable = 1,337.91 psi Load Combination +D+Lr+H Location of maximum on span = 9.000ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L +Lr+S Deflection Max Upward L +Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.202 in Ratio = 0.000 in Ratio = 0.635 in Ratio = -0.307 in Ratio= Section used for this span fv: Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 1069 0 <240 339 703 ; ....... --.-0 __ , ____ , ___ , ............. H __ ,.,.,,._ -----·---------------·-·-·-----.. -----nr·:r, ~·"'"1f'f.:8ri!e$\&"strEisf~U'Flib ·-.,-fc·'firttfn 1lonll ,-.. M~JJL.rn.f.,N-.• --· M, '""'"""'J),.,.,.,,~~L9 .. .,,1 .t •"~-~,, Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cct CFN Cj Cr Cm C t CL M fb +DtH Length= 18.0 ft 1 0.871 0.245 0.90 1.100 1.00 1.00 1.00 1.00 0.98 5.22 847.92 +D+LtH 1.100 1.00 1.00 1.00 1.00 0.98 Length= 18.0 ft 1 0.786 0.220 1.00 1.100 1.00 too 1.00 1.00 0.98 5.22 847.92 +D+LrtH 1.100 1.00 1.00 1.00 1.00 0.98 Length= 18.0 ft 1 0.929 0.258 1.25 1.100 1.00 1.00 1.00 1.00 0.97 7.65 1,242.89 +D+StH 1.100 1.00 1.00 1.00 1.00 0.97 Length = 18.0 ft 1 0.687 0.192 1.15 1.100 1.00 1.00 1.00 1.00 0.98 5.22 847.92 +D-+-0.750Lr-+-0.750LtH 1.100 1.00 1.00 1.00 1.00 0.98 Length= 18.0 ft 1 0.855 0.238 1.25 1.100 1.00 1.00 1.00 1.00 0.97 7.04 1,144.15 Design OK = 0.258: 1 4x12 = 58.12 psi = 225.00psi +D+Lr+H = 17.080ft = Span#1 Shear Values F'b V fv F'v 0.00 0.00 0.00 0.00 972.96 1.04 39.65 162.00 0.00 0.00 0.00 0.00 1078.25 1.04 39.65 180.00 0.00 0.00 0.00 0.00 1337.91 1.53 58.12 225.00 0.00 0.00 0.00 0.00 1234.70 1.04 39.65 207.00 0.00 0.00 0.00 0.00 1337.91 1.40 53.50 225.00 ; c.to 1,11 Description : Roof beam at end supporting soffit Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN Ci Cr Cm C t CL M lb F'b V fv F'v +D+0.750L +0.750S+H 1.100 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length = 18.0 ft 0.687 0.192 1.15 1.100 1.00 1.00 1.00 1.00 0.98 5.22 847.92 1234.70 1.04 39.65 207.00 1Q~Q.6Ql.O,',i.M 1100 100 100 1 00 100 098 000 0.00 0.00 0.00 Length= 18.0 ft 1 0.288 0.079 1.60 1.100 1.00 1.00 1.00 1.00 0.96 3.00 487.71 1690.63 0.60 22.81 288.00 +D+0.70E+H 1.100 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Length= 18.0 ft 1 0.502 0.138 t60 1.100 1.00 1.00 1.00 1.00 0.96 5.22 847.92 1690.63 1.04 39.65 288.00 +D+O. 750Lr+0.750L +0.450W+H 1.100 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Length= 18.0 ft 1 0.517 0.142 1.60 1.100 1.00 1.00 1.00 1.00 0.96 5.38 873.99 1690.63 1.07 40.87 288.00 +D+0.750L +0.750S+0.450W+H 1.100 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Length= 18.0 ft 1 0.342 0.094 1.60 1.100 1.00 1.00 1.00 1.00 0.96 3.55 577.76 1690.63 0.71 27.02 288.00 +D+0.750L +0.750S+0.5250E+H 1.100 1.00 1:00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Length= 18.0 ft 1 0.502 0.138 1.60 1.100 1.00 1.00 1.00 1.00 0.96 5.22 847.92 1690.63 1.04 39.65 288.00 +0.60D+0.60W+0.60H 1.100 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Length = 18. O ft 0.088 0.024 1.60 1.100 1.00 1.00 1.00 1.00 0.96 0.91 148.54 1690.63 0.18 6.95 288.00 +0.60D+0.70E+0.60H 1.100 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Length= 18.0 ft 0.301 0.083 1.60 1.100 1.00 1.00 1.00 1.00 0.96 3.13 508.75 1690.63 0.62 23.79 288.00 Load Combination Span Max. "-· Deft Location in Span Load Combination Max. '+" Defl Location in Span +D+Lr+H 1 0.6354 9.066 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Load Corriblnation Support 1 Support 2 · Overall MAXimum 1.699 1.699 Overall MINimum 0.203 0.203 +D+H 1.159 1.159 +D+L+li 1.159 1.159 +D+Lr+H 1.699 1.699 +D+S+H 1.159 1.159 +D+0.750Lr+0.750L +H 1.564 1.564 +D+0.750L+0.750S+H 1.159 1.159 +D+0.60W+H 0.667 0.667 +D+0.70E+H 1.159 1.159 +D+0.750Lr+0.750L+0.450W+H 1.195 1.195 +D+0.750L:.0.750S+0.450W+H 0.790 0.790 +D+0.750L +0.750S+0.525E+H 1.159 1.159 +0.60D-+0.60W+0.60H 0.203 0.203 +0.60D+0.70E+0.60H 0.696 0.696 D Only 1.159 1.159 Lr Only 0.540 0.540 LOnly sonly W Only -0.821 -Q.821 EOnly HOnly Description: Main Support Beam Spanning 30.5' :~ "c7:l~£!Blf€R~RP~§~\·; ·. -~-t~ _ _: .. :=_,:_=ii=;;,=<:~t .... ):' ..... -.:,=r~=t-=··.,...,,\~'.''-"'--~------------------------ ca1cu1ations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 • Load Combination Set : IBC 20.12 Material Properties. Analysis Method : Allowable Stress Design Load Combination iBC 2012 Wood Species : DF/DF Wood Grade : 24F -V4 Beam Bracing : Completely Unbraced Fb-Tension Fb-Compr Fc-Prll Fe-Perp Fv Ft 2,400.0 psi 1,850.0psi 1,650.0psi 650.0 psi 265.0 psi 1,100.0psi E : Modulus of Elasticity Ebend-xx 1,800.0ksi Eminbend -xx 930.0 ksi Ebend-yy 1,600.0ksi Eminbend -yy 830.0ksi Density 32.210pcf ... --.. ,,, _,._,_ ---,,_, __ ....... ------, .. -----I t + + • D/0.09) + D(0.108flr(0.18) Span = 30.50 ft t • • • Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform·Load: D = 0.0120, Lr= 0.020 ksf, Tributary Width= 9.0 ft, (Roof !rib) Uniform Load: D = 0.010 ksf, Tributary Width= 9.0ft, (Parapet andsoffit) ~t@~~m~r~~~~?rrJl;Jit:~~~~----~------!Maximum Bending Stress Ratio = 0.575 1 Section used for this span 6. 75x18 fb: Actual = 1,551.09psi Maximum Shear Stress Ratio Section used for this span fv: Actual FB : Allowable = 2,699.87psi Load Combination +D+Lr+H Location of maximum on span = 15.250ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L +Lr+S Deflection Max Upward L +Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection Load Combination Max Str~ss Ratios 0.597 in Ratio = 0.000 in Ratio= 1.344 in Ratio = 0.000 in Ratio= Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 613 0 <360 272 0 <240 Moment Values Segment Length Span# M V Cct C FN Ci Cr Cm C t CL M fb -f{)+H Length = 30.50 ft -f{)+l+H Length = 30.50 ft -f{)+lr+H Length = 30.50 ft -f{)+S+H Length = 30.50 ft 4{)+0.750Lr+0.750L +H Length = 30.50 ft 1 0.443 1 0.399 1 0.575 1 0.347 1 0.511 0.161 0.90 0.900 1.00 0.900 1.00 0.145 1.00 0.900 1.00 0.900 1.00 0.208 1.25 0.900 1.00 0.900 1.00 0.126 1.15 0.900 1.00 0.900 1.00 0.185 1.25 0.900 1.00 1.00 1.00 1.00 0.99 26.18 862.02 1.00 1.00 1.00 0.99 1.00 .1.00 1.00 0.98 26.18 862.02 1.00 1.00 1.00 0.98 1.00 1.00 1.00 0.98 47.11 1,551.09 1.00 1.00 1.00 0.98 1.00 1.00 1.00 0.98 26.18 862.02 1.00 1.00 1.00 0.98 1.00 1.00 1.00 0.98 41.88 1,378.83 = = = = Design OK 0.208: 1 6.75x18 69.04 psi 331.25psi +D+Lr+H 0.000ft Span# 1 -·-·------·----·-----HOM-000 ----H - Shear Values F'b V fv F'v 0.00 0.00 0.00 0.00 1943.91 3.11 38.37 238.50 0.00 0.00 0.00 0.00 2159.90 3.11 38.37 265.00 0.00 0.00 0.00 0.00 2699.87 5.59 69.04 331.25 0.00 0.00 0.00 0.00 2483.88 3.11 38.37 304.75 0.00 0.00 0.00 0.00 2699.87 4.97 61.38 331.25 I ~1i:~i1ilififi:~:~r:: ,.,, Description : Main Support Beam Spanning 30.5' Load Combination Max Stress Ratios Segment Length Span # M V Cd C FN C i Cr Cm C t CL +D+0.750L+0.750S+H 0.900 1.00 1.00 1.00 1.00 0.98 Length =30.50 ft 0.347 0.126 1.15 0.900 1.00 1.00 1.00 1.00 0.98 ; D-+0.60W 111 0.900 1.00 1.00 1.00 1.00 0.98 Length =30.50 ft 1 0.249 0.090 1.60 0.900 1.00 1.00 1:00 1.00 0.97 +D+0.70E+H 0.900 1.00 1.00 1.00 1.00 0.97 Length = 30.50 ft 1 0.249 0.090 1.60 0.900 1.00 1.00 1.00 1.00 0.97 +D+0.750Lr+0.750L+0.450W+H 0.900 1.00 1.00 1.00 1.00 0.97 Length= 30.50 ft 1 0.399 0.145 1.60 0.900 1.00 1.00 1.00 1.00 0.97 +D+0.750L+0.750S+0.450W+H 0.900 1.00 1.00 1.00 1.00 0.97 Length = 30.50 ft 1 0.249 0.090 1.60 0.900 1.00 1.00 1.00 1.00 0.97 +D+0.750L+0.750S+0.5250E+H 0.900 1.00 1.00 1.00 1.00 0.97 Length =30.50 ft 1 0.249 0.090 1.60 0.900 1.00 1.00 1.00 1.00 0.97 +0.60D+0.60W+0.60H 0.900 1.00 1.00 1.00 1.00 0.97 Length = 30.50 ft 1 0.150 0.054 1.60 0.900 1.00 1.00 1.00 1.00 0.97 +0.60D+0.70E+0.60H 0.900 1.00 1.00 1.00 1.00 0.97 Length= 30.50 ft 1 0.150 0.054 1.60 0.900 1.00 1.00 1.00 1.00 0.97 1\illiij}1~ixiln'«ffi)W~fi~Wi~ntf::i!i\':_~\,t//,g;-10-if~::r~';,{[~t1} Load Combination Span Max.'-" Dell Location in Span Load Combination +D+Lr+H 1 1.3438 15.361 Support notation : Far left is #1 Load Combination Overall MAXimum Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L +0.450W+H +D+0.750L+0.750S+0.450W+H +D+0.750L+0.750S+0.525E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H DOnly Lr Only LOnly $Only WOnly E Only HOnly Support1 6.179 2.060 3.434 3.434 6.179 3.434 5.493 3.434 3.434 3.434 5.493 3.434 3.434 2.060 2.060 3.434 2.745 Support2 6.179 2.060 3.434 3.434 6.179 3.434 5.493 3.434 3.434 3.434 5.493 3.434 3.434 2.060 2.060 3.434 2.745 Moment Values Shear Values M lb F'b V fv F'v 0.00 0.00 0.00 0.00 26.18 862.02 2483.88 3.11 38.37 304.75 000 QQQ 0QD QQQ 26.18 862.02 3455.84 3.11 38.37 424,00 0.00 0.00 0.00 0.00 26.18 862.02 3455.84 3.11 38.37 424.00 0.00 0.00 0.00 0.00 41.88 1,378.83 3455.84 4.97 61.38 424.00 0.00 0.00 0.00 o:oo 26.18 862.02 3455.84 3.11 38.37 424.00 0.00 0.00 0.00 0.00 26.18 862.02 3455.84 3.11 38.37 424.00 0.00 0.00 0.00 0.00 15.71 517.21 3455.84 1.86 23.02 424.00 0.00 0.00 0.00 0.00 15.71 517.21 3455.84 1.86 23.02 424.00 Max."+" Dell Location in Span 0.0000 0.000 Values in KIPS Description : Main Support Beam Spanning 15' Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2012 Material Properties Analysis Method : Allowable Stress Design Fb-Tension Load Combination iBC 2012 Fb-Compr Fc·-Prll Wood Species : DF/DF Fc-Perp Wood Grade : 24F-V4 Fv Ft Beiim Bracing : Completely Unbraced • t D{0.108i Lr(0.14l t + DW.108i'LrW.18l Span = 15.0 ft 2,400.0psi E: Modulus of Elasticity 1,850.0psi Ebend-xx 1,800.0ksi 1,650.0psi Eminbend -xx 930.0ksi 650.0 psi Ebend-yy 1,600.0ksi 265.0psi Eminbend -yy 830.0ksi 1,100.0 psi Density 32.210pcf ---------__ ., --·------------·----· t • ' • Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D = 0.0120, Lr= 0.020 ksf, Tributary Width= 9.0 ft Uniform Load: D = 0.01550, Lr= 0.020 ksf, Tributary Width= 7.0 ft 1tJfff~~llfjisr:fM¥l'f!Jl£~~{J,'~q~Y.~~~r~~:~~-~';·:;-;r::;:f;,~3r~;'.""]____________ --- !Maximum Bending Stress Ratio = 0.202 1 Maximum Shear Stress Ratio-··-----; 0.123: 1 1 1 Section used for this span 8. 75x15 Section used for this span 8. 75x15 fb: Actual = 582.03psi fv: Actual = 40.71 psi FB: Allowable = 2,876.15psi Fv: Allowable = 331.25 psi Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span = 7.500ft Location of maximum on span = 13.796ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L +Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.083 in Ratio = 0.000 in Ratio= 0.146 in Ratio= 0.000 in Ratio= 2174 0 <240 1229 0 <180 ! -------. -----------. ----·------rz(Mllt ·,umT:i>fte'iJ&tstrelli ·jtt>:~11:,a, ::coirtolnatri:-6,1 &s,h •••. J!l "···~----_,,,,_ ...... ~ .. -.JL .-t.. __ .. g, .~ ....... ----· !iI ... Load Combination Ma£ Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN Cj Cr C_m Ct CL M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length = 15.0 ft 0.122 0.074 0.90 0.959 1.00 1.00 1.00 1.00 1.00 6,91 252.88 2070.83 1.55 17.69 238.50 +D-tl+H 0.959 1-.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 15.0 ft 1 0.110 0.067 1.00 0.959 1.00 1.00 1.00 1.00 1.00 6;91 252.88 2300.92 1.55 17.69 265.00 +D-tlr+H 0.959 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 15.0 ft 0.202 0.123 1.25 0:959 too 1.00 1.00 1.00 1.00 15.91 582.03 2876.15 3.56 40.71 331.25 +D+S+H 0.959 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 15.0 ft 0.096 0.058 1.15 0.959 1.00 1.00 1.00 1.00 1.00 6.91 252.88 2646.06 1.55 17.69 304.75 +D+0.750Lr+0.750L +H 0.959 1.00 1.0Q 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 15.0 ft 0.174 0.106 1.25 0.959 1.00 1.00 1.00 1.00 1.00 13.66 499.74 2876.15 3.06 34.96 331.25 Description : Main Support Beam Spanning 15' Load-Combination Max Stress Rc1tios Segment Length Span# M V Cd CFN Ci Cr Cm C t CL +D-¼Q.750L-¼Q.750S+H 0.959 1.00 1.00 1.00 1.00 1.00 Length= 15.0 ft 1 0.096 0.058 1.15 0.959 1.00 1.00 1.00 1.00 1.00 -1{l-f0.60W+H 0.959 1.00-+.00 1.00 1.06---4.00 Length= 15.0 ft 0.069 0.042 1.60 0.959 1.00 1.00 1.00 1.00 0.99 +D-¼Q.70E+H 0.959 1.00 1.00 1.00 1.00 0.99 Length= 15:0 ft 1 0.069 0.042 1.60 0.959 1.00 1.00 1.00 1.00 0.99 +D-¼Q.750Lr-¼Q.750L-¼Q.450W+H 0.959 1.00 1.00 1.00 1.00 0.99 Length= 15.0 ft 1 0.136 0.082 1.60 0.959 1.00 too 1.00 1.00 0.99 +D-¼Q,750L-¼Q.750S-¼Q.450W+H 0.959 1.00 1.00 1.00 1.00 0.99 Length= 15.0 ft 1 0.069 0.042 1.60 0.959. 1.00 1.00 1.00 1.00 0.99 +D-¼Q.750L-¼Q.750S-¼Q.5250E+H 0.959 1.00 1.00 1.00 1.00 0.99 Length= 15.0 ft 1 0.069 0.042 1.60 0.959 1.00 1.00 1.00 1.00 0.99 -¼Q.60D-¼Q.60W-¼Q.60H 0.959 1.00 1.00 1.00 1.00 0.99 Length= 15.0-ft 1 0.041 0.025 1.60 0.959 1.00 1.00 1.00 1.00 0.99 -¼Q.60D-¼Q.70E-¼Q.60H 0.959 1.00 1.00 1.00 1.00 0.99 Length= 15.0 ft 1 0.041 0.025 1.60 0.959 1.00 1.00 1.00 1.00 0.99 ,,,11.v-~'."f: -~-~-...... ~~v.~fl ..... ~~ 'J' ,'-'"," '"-> ,,,,,,_,.~-~-~:,;-.,.'-"'r'""~';',y,,-....,-~f'r'"'J!'t'.."n;'.~" >, \f:lv:e ;alJi· "' imtlflt'll.le i! ;lions\ , ;, _c<;, :>\-' ,_,;r,: ... ;,-,-,-",>";;t'c:t->;:·.i,_ .t\'.;; '',;),•,,,,'.=, , ,.:,_ ,,-, ,,,,,,-, .. ,,,,,~,._,,, '">'-,,4(,.,,:,_,:-.J~'<.',_'', ,,,,•:: ,,:?,~J,,~'f""\\ '/•,'..:,'.',_,~~':!,, ~',,,',,,t" I Load Combination Span Max."·" Deft Location in.Span Load Combination +D+Lr+H 1 0.1464 7.555 Support notation : Far left is #1 Load Combination Overall MAXimum Overall MINimum +D+H +D+L+H +D+l;;r+H +D+S+H +D-¼Q.750Lr-¼Q.750L +H +D-¼Q.750L-¼Q.750S+H +D-¼Q.60W+H +D-¼Q.70E+H +D-¼Q.750Lr-¼Q.750L-¼Q.450W+H +D-¼Q. 750L-¼Q:750S-¼Q.450W+H +D-¼Q.750L-¼Q.750S-¼Q.525E+H -¼Q.60D-¼Q.60W-¼Q.60H -¼Q.60D-¼Q.70E-¼Q.60H DOnly Lr Only LOnly SOnly WOnly EOnly HOn!y Support 1 4.244 1.106 1.844 1.844 4.244 1.844 3.644 1.844 1.844 1.844 3.644 1.844 1.844 1.106 1.106 1.844 2.400 Support2 4.244 1.106 1.844 1.844 4.244 1.844 3.644 1.844 1.844 1.844 3.644 1.844 1.844 1.106 1.106 1.844 2.400 Moment Values Shear Values M lb F'b V fv F'v 0.00 0.00 0.00 0.00 6.91 252.88 2646.06 1.55 17.69 304.75 0.00 0.00~.0Q 0.00 6.91 252.88 3681.47 1.55 17.69 424.00 0.00 0.00 0.00 0.00 6.91 252.88 3681.47 1.55 17.69 424.00 0.00 0.00 0.00 0.00 13.66 499.74 3681.47 3.06 34.96 424.00 0.00 0.00 0.00 0.00 6.91 252.88 3681.47 1.55 17.69 424.00 0.00 0.00 0.00 0.00 6.91 252.88 3681.47 1.55 17.69 424.00 0.00 0.00 0.00 0.00 4.15 151.73 3681.47 0.93 10.61 424.00 0.00 0.00 0.00 0.00 4.15 151.73 3681.47 0.93 10.61 424.00 Max. "+" Deft Location in Span 0.0000 0.000 Values in KIPS . " " Pr~]ect --~~IJ;) __ e~J..ruPs ~}(lli~lT -· 'ST A-(sLfJS Project No. lf:2?3 f D@te 9-tl-l4 Efftg!n~l?Ju' ~T Checked by ____ SM.C.Q5 Of -- I ---, - ! I . . , . I . ,.Tfhv_·.-~.-~~sl&-N --·-------. . ! I -. --·-. 1-·- I i-., . l . ! ' f •• -, 4 r----i---.---.-=""'· =c.J*-;;;;;;,;;-=i'-.;;;;.;t--r---r-: ------r -' t . -t !~ if ---_ _j I 1 ' j ! '. ' -.. __ : i - 20 1---_,____--1---------·------·--~- --+------,----'--+~~. --r--+-.-:.---; --i----+-! -+----1 28 ~ L. 1/. h ! ~ fr) ~--__ '_t,.k1'f$ : . 1---- 32 1---1----1 · .. c----· --... -· -----· ---1----.---.--+---+---.--+--+--+--+---'--!--,----,--32 . ' ; : i--:-. · i . ! . ~ CP-_ . .Pl4~i~Sto1'l. oh. tB.~1L.t. 1~ee.c..1.t~ __ ' ' _ -· ·-• ..... . I l,_,e___J---~..J..--...;-._-1---~~-J-----r----i 36 : i Description : Header (D and W both input in same direction -conservative) Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2012 Materiai Properties C,U.P Analysis Method : Allowable Stress Design Load Combination !BC 2012 Fb-Tension Fb-Compr Fc-Prll Fc-Perp 1,200.0psi 1,200:0psi 1,000.0psi E: Modulus of Elasticity Wood Species : Douglas Fir -Larch Wood Grade : No.1 Fv Ft Beam Bracing : Completely Unbraced 625.0psi 170.0psi 825.0psi Ebend-xx 1,600.0ksi Eminbend -xx 580.0ksi Density 32.210pcf r----·----· _______________ ., _____ -·----------.... " --""" ----- • t D/0.1) W/0.175) t . t t I Span= 7.0ft '------------------------'------------·----------·-----·------------------_., Service loads entered. Load Factors will be applied for calculations. UniformLoad: D=0.10, W=0.1750, TributarvWidth=1.0ft t~E!llfNJBllA/~rti¾S~~~Ii:~;~?:~)1;;&i~if~i(Lf· ____________________ ,, ____ _ !Maximum Bending Stress Ratio = 0.283 1 ! Section used for this span 6x6 fb: Actual = 543.38psi Maximum Shear Stress Ratio Section used forthis span fv: Actual FB: Allowable = 1,920.00psi Load Combination +D+0.60W+H Location of maximum on span -3.500ft Span # where maxlmum occurs = Span # 1 Maximum Deflection Max Downward L +Lr+S Deflection Max Upward L+lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.000 in Ratio = 0.000 in Ratio = 0:091 in Ratio = 0.000 in Ratio = ~Mak1fiio'M:iE'ofi:~&/sf :e-::sif iiftifia~o'o--'''' "• ;ratiij'' ,:: ""·' -= .. -~-~-.. -"' -~. -· .. ·--... u:~ .. ,. JL .. ,R,= _i. _ m~Jt __ .Jl1- Load Combination Max Stress Ratios Segment Length Span# M V Cd CFN Ci Cr Cm +D-tH Length= 7.0 ft 1 0.245 0.099 0.90 1.000 1.00 1.00 1.00 +D+L-tH 1.000 1.00 1.00 1.00 Length = 7.0 ft 1 0.221 0.089 1.00 1.000 1.00 1.00 1.00 +D+Lr-tH 1.000 1.00 1.00 1.00 Length= 7.0 ft 1 0.177 0.072 1.25 1.000 1.00 1.00 1.00 +D+S-tH 1.000 1.00 1.00 1.00 Length = 7 .0 ft 1 0.192 0.078 1.15 1.000 1.00 1.00 1.00 +D-t0.750Lr-t0.750L-tH 1.000 1.00 1.00 1.00 Length= 7.0 ft 1 0.177 0.072 1.25 1.000 1.00 1.00 1.00 +D-t0.750L-t0.750S-tH 1.000 1.00 1.00 1.00 Length= 7.0 ft 1 0:192 0.078 1.15 1.000 1.00 1:00 1.00 Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0<360 0 <360 920 0 <240 --·------------------- Moment Values Ct CL M lb 1.00 1.00 0.61 265,06 1.00 1.00 1.00 1.00 0.61 265.06 1.00 1.00 1.00 1.00 0.61 265.06 1.00 1.00 1.00 too 0.61 265.06 1.00 1.00 1.00 1.00 0.61 265.06 1.00 1.00 1.00 1.00 0.61 265.06 = = = = = F'b 0.00 1080.00 0.00 1200.00 0.00 1500.00 0.00 1380.00 0.00 1500.00 0.00 1380,00 Design OK 0.115:1 6x6 31.16 psi 272.00 psi +D+0.60W+H 6.566ft Span# 1 --·--------___ .,, __ -----! Shear Values V fv F'v 0.00 0.00 0,00 0,31 15.20 153.00 0.00 0.00 0.00 0.31 15.20 170.00 0.00 0.00 0.00 0.31 15.20 212.50 0.00 0.00 0.00 0.31 15.20 195.50 0.00 0.00 0.00 0.31 15.20 212.50 0.00 0.00 0.00 0.31 15.20 195.50 -~ ,.,, Description : Header (D and W both input in same direction -conservative) Load Combinafion Max Stress Ratios Segment Length Span# M V Cd CFN Ci Cr Cm C t CL +D-i-0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 Length= 7.0 ft 0.283 0.115 1.60 1.000 1.00 1.00 1.00 1.00 1.00 --0..0.7BE+i I 1.000 1.00 UlO 1.00--4.0Q 1.QO Length = 7.0 ft 1 0.138 0.056 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +D-i-0:750Lr-i-0.750L-i-0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 7.0 ft 1 0.247 0.100 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +D-i-0.750L-i-0.750S-i-0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 7.0 ft 1 0.247 0.100 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +D-i-0.750L-i-0.750S-i-0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 Length= 7.0 ft 1 0.138 0.056 1.60 1.000 1.00 1.00 1.00 1.00 1.00 -i-0.60D-i-0.60W-i-0.60H 1.000 1.00 1.00 1.00 1.00 1.00 Length= 7.0 ft 1 0.228 0.092 1.60 1.000 1.00 1.00 1.00 1.00 1.00 -i-0.60D-i-0.70E-i-0.60H 1.000 1.00 1.00 1.00 1.00 1.00 Length= 7.0 ft 1 0.083 0.034 1.60 1.000 1.00 1.00 too 1.00 1.00 ·:i~;Q,,i1:~lt~1ffi~11:rtleJ1i·ct1boi:.:t;~i:'.;·i,1.',;;1?::<'..t1~~£J%\/~l;ir:~1 Load-Combination Span Max.·-· Deft Locafion in Span Load Combination +D-i-0.60W+H 1 0.0913 3.526 , 1~Y~~~il~~~!Qfi,;:1;E+1;-~r:t ~S~\:i/§(ff~~f;/t~-1\:0: J\f:!t~ Support notafion : Far left is #1 Load Combinafion Overall MAXimum Overall MINimum -tO+H +D+L+H +D+Lr+H +D+S-tH +D-i-0.750Lr-i-0.750L +H +D-i-0.750L-i-0.750S+H +D-i-0.60W+H +D-i-0.70E+H +D-i-0.750Lr-i-O. 750L-i-0.450W-tH +D-i-0.750L-i-0.750S-i-0.450W-+H +D-i-0.750L-i-0.750$-i-0.525E+H -i-0.60D-i-0.60W-i-0.60H -i-0.60D-i-0.70E-i-0.60H DOnly Lr-Only LOnly sonly WOnly EOnly HOnly Support 1 0.718 0.210 0.350 0.350 0.350 0.350 0.350 0.350 0.718 0.350 0.626 0.626 0.350 0.578 0.210 0.350 0.613 Support2 0.718 0.210 0.350 0.350 0.350 0,350 0.350 0.350 0.718 0.350 0.626 0.626 0.350 0.578 0.210 0.350 0.613 C,l7 Moment Values shear Values M lb F'b V fv F'v 0.00 0.00 0.00 0.00 1.26 543.38 1920.00 0.63 31.16 272.00 000 DOD 000 000 0.61 265.06 1920.00 0.31 15.20 272.00 0.00 0.00 0.00 0.00 1.09 473.80 1920.00 0.55 27.17 272.00 0.00 0.00 0.00 0.00 1.09 473.80 1920.00 0.55 27.17 272.00 0.00 0.00 0.00 0.00 0.61 265.06 1920.00 0.31 15.20 272.00 0.00 0.00 0.00 0.00 1.01 437.36 1920.00 0.51 25.08 272.00 0.00 0.00 0.00 0.00 0.37 159.04 1920.00 0.18 9.12 272.00 Max. "+"Deft Location in Span 0.0000 0.000 Values in KIPS ., Description : Opening jamb member ': i~9-l!,ii1f{it~'r,~~~Lf·;,,;-:.:;r~\: <Y _,: > '.':;,: :,::.:?,.:);:;.:i·i Calculations per 2012 NOS, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : IBC io12 .,:;~~e,&~'fali1fr1m1·rafil>J~\~-~-t:;~;~:~;::~,:~·: ;. ~,.x;::~;·;;:~/:_'.,·i~;;':i~;~ Analysis Method : Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height 16.0 ft ( Used for non-slender calculations ) Wood Species Douglas Fir -Larch Wood Grade No.1 Fb -Tension 1,200.0 psi Fv Fb -Compr 1,200.0 psi Ft Fe-Prll 1,000.0 psi Density Fe -Perp 625.0 psi 170.0 psi 825.0 psi 32.210 pcf Wood Section Name Wood Grading/Manuf. Wood Member Type Exact Width ExactD(;lpth Area Ix ly 6x6 Graded Lumber Sawn 5.50 in Allow Stress Modification Factors 5.50 in Cfor Cv for Bending 1.0 30.250 inh2 Cf or Cv for Compression 1.0 76.255 inh4 Cf or Cv for Tension 1.0 76.255 ini4 Cm: Wet Use Factor 1.0 Ct: Temperature Factor 1.0 Cfu: Flat Use Factor 1.0 E : Modulus of Elasticity . . . x-x Bending y-y Bending 1,600.0 580.0 Axial Kf: Built-up columns 1.0 NOS 15.3.2 Basic 1,600.0 Minimum 580.0 1,600.0 ksi Use Cr: Repetitive? No in°n-gil!only} Column self weii:iht included : 108.261 lbs * Dead Load Factor AXIAL LOADS ... Axial load at 16.0 ft, D = 0.50 k BENDING LOADS ... Lat. Point Load at 8.0 ft creatini:i Mx-x, W = 0.5250 k Lat. Uniform Load:creatini:i Mx-x, W = 0.030 k/ft S!ifrjWfJJif/Mf'Aij~f it~i:It1~JfJis;~:}}5:~;?i/illi}t0f;i;J~~1 Bending & Shear Check Results PASS Max. Axial+BendingStress Ratio = 0.4372: 1 Load Combination +D-t-0.60W+H Governing NOS Forumla Comp + Mxx, NOS Eq. 3.9-3 Location of max.above base 7 .946 ft At maximum location values are ... Applied Axial AppliedMx Applied My Fe: Allowable PASS Maximum Shear Stress Ratio= Load Combination Location of max.above base Applied Design Shear Allowable Shear 0.6083k 1.828 k-ft 0.0 k-ft 369.087psi 0;03664: 1 +D-t-0.60W+H 0.0ft 14.950 psi 272.0 psi Brace condition for deflection (buckling) along columns : X-X (width) axis : Unbraced Length for X-X Axis buckling = 16.0 fl, K = 1.0 Y-Y (depth) axis : Unbraced Length for X-X Axis buckling= 16.0 ft, K = 1.0 Service loads entered. Load Factors will be applied for calculations. Maximum SERVICE Lateral Load Reactions .. Top along Y-Y 0.5025 k Bottom along Y-Y Top along X-X 0.0 k Bottom along X-X Maximum SERVICE Load Lateral Deflections ... 0.5025 k 0.0 k Along Y-Y 1. 007 in at 8. 054 ft above base for load combination: W Only Along X-X 0.0 in at 0.0 ft above base for load combination : n/a Other Factors used to calculate allowable stresses ... Bending Compression Tension Cf or Cv : Size based factors 1.000 1.000 Co Cp Maximum Axial + Bending Stress Ratios Maximum Shear Ratios load Combination Stress Ratio Status Location Stress Ratio Status Location +D+H 0.900 0.231 0.05786 PASS 0.0ft 0.0 PASS 16.0 ft +D+L+H 1.000 0.231 0.0570 PASS 0.0ft 0.0 PASS 16.0 ft +D+Lr+H 1.250 0.231 0.05558 PASS 0.0ft 0.0 PASS 16.0 ft +D+S+H 1.150 0.231 0.05606 PASS 0.0ft 0.0 PASS 16.0 ft +D-t-0.750Lr-t-0.750L +H 1.250 0.231 0.05558 PASS 0.0ft 0.0 PASS 16.0 ft +D-t-0.750L-t-0.750S+H 1.150 0.231 0.05606 PASS 0.0ft 0.0 PASS 16.0 ft +D-t-0.60W+H 1.600 0.231 0.4372 PASS 7.946ft 0.03664 PASS 0.0ft +O-t-0. 70E+H 1.600 0.231 0.05448 PASS 0.0ft 0.0 PASS 16.0 ft Description : Opening jamb member CD Cp Maximum Axial + Bending Stress Ratios Load Combination Stress Ratio Status Location +D+O 750Lr+O 750L+O 450W+H +D+0.750L+0.750S+0.450W+H +D+0.750L +O. 750S+0.5250E+H +0.60D+0.60W+0.60H +0.60O+0:70E+0.60H 1 600 a 231 1.600 0.231 1.600 0.231 1.600 0.231 1.600 0.231 Q 3286 PASS 7 946ft 0.3286 PASS 7.946ft 0.05448 PASS 0.0ft 0.4261 PASS 7.946ft 0.03269 PASS 0.0ft · X-XAxis Reaction Y-Y Axis Reaction Load Combination @Base @Top @Base @Top -O+H k -O~+H k -O~r+H k -O+S+H k -0+0.750Lr+0.750L+H k -0+0.750L+0.750S+H k -0+0.60W+H k 0.302 -0+0.?0E+H k -0+0.750Lr+0.750L+0.450W+H k 0.226 -0+0. 750L +0.750S+0.450W-iH k 0.226 -0+0.750L+0.750S+0.525E+H k +0.60D+0.60W+0.60H k 0.302 +0.60D+0.70E+0.60H k D~ k ~~ k LOnly k s~~ k W Only k 0.503 E0~ k HOnly k "i,;!c~~-:.:~\'\_~m~,~~_..,1,,..',. r~,, :, ','J',, ,.{,~ .... ,.~ ~,'<'':$'-,~•,-•-;t'•"':t,:::"-}".'8? ~$'}t,',~~1:',.(' P'" ':''l:_<'>:-..>"'t,"'<~,-,-,;~'-*<->:1';:-'t<'~,,,~..,,,. r~'<~VI~m1Mntl;l~f!@J.tJP.11~1Qi:4~9.~~ii.r>mQ111Jt~t11~.:,:is.'it:;,:~'i':!-·i::~~'.:J.\}!::'J:~i Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection -O+H 0.0000 in 0.000-ft 0.000 in -O~+H 0.0000 in 0.000 ft 0.000 in -O~r+H 0.0000 in 0.000 ft 0.000 in -O+S+H 0.0000 in 0.000 ft 0.000 in -0+0.750Lr+0.750L+H 0.0000 in 0.000-ft 0.000 in -0+0.750L+0.750S+H Q.0000 in 0.000ft o.aoo in -0+0.60W+H 0.0000 in 0.000 ft 0.604 in -0+0.70E+H 0.0000 in 0.000 ft 0.000 in -0+0.750Lr+0.750L+0.450W+H 0:0000 in 0.000 ft 0.453 in -0+0.750L +0.750S+0.450W+H 0.0000 in 0.000 ft 0.453 in -0+0:750L +0.750S+0.525E+H 0.0000 in 0.000 ft 0.000 in +0.60D+0.60W+0.60H 0.0000 in 0.000 ft 0.604 in +0.60D+0.70E+0.60H 0.0000 in 0.000 ft 0.000 in D Only 0.0000 in 0.000 ft 0.000 in Lr Only 0.0000 in 0.000 ft 0.000 in L Only 0.0000 in 0.000 ft 0.000 in S Only 0.0000 in 0.000 ft 0.000 in W Only 0.0000 in 0.000 ft 1.007 in E Only 0.0000 in 0.000 ft 0.000 in H Only 0.0000 in 0.000 ft 0.000 in k k k k k k 0.302k k 0.226 k 0.226 k k 0.302k k k k k k 0.502k k k Distance 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 8.054 ft 0.000 ft 8.054 ft 8.054 ft 0.000 ft 8.054 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 8.054 ft 0.000 ft 0.000 ft Maximum Shear Ratios Stress Ratio Status Location Q 02748 PASS O Oft 0.02748 PASS 0.0 ft 0.0 PASS 16.0 ft 0.03664 PASS 0.0 ft 0.0 PASS 16.0ft Note: Only non-zero reactions are listed. Axial Reaction @Base 0.608 k 0.608 k 0.608 k 0.608 k 0.608 k 0.608 k 0.608 k 0.608 k 0.608 k 0.608 k 0.608 k 0.365 k 0.365 k 0.608 k k k k k k k Description : Opening jamb member M9&C Loads 6x6 0.031df 5.50in Loads are total entered value. Arrows do not reflect absolute direction. " II Architects Engineers Facility Planners Project Legoland Friendl,l E~hibit -Stabl.es -~---~~--------"----------------Project No. _4_83_8 ____ _ Date Engineer ------~-Checked by ____ _ Sheet C,.?,., \ of ________ _ Seismic Base Shear for Building Structures In Accordance with 2013 CBC Chapter 16 and ASCE 7-10 Design Parameters Project Location: :13:~rl§o~ij fJA Risk Category = , .. '.ff' (Per CBC 1613.3.2, use soil site class 'D' for no soils report) ASCE 7-10-Table 1.5-1 Resp. Spectral Acc. (0.2 sec), Ss = · .,1·4~,t 9 .Resp. Spectral Acc.(1 sec), S1 Site Coefficient, Fa Site Coefficient, F v Sos = 2/3*SMs So1 = 2/3 * SM1 Seismic Design Category (Short Period Resp. Acc.} Seismic Design Category (1-sec Period Resp. Acc.) Seismic Design Category Response Modification Coeff., R Importance Factor, le Height Above the Base, hn Period Parameter, C1 Period Parameter, x Fundametal Period, T Maximum Period, Ta = T x 1.4 Use Period, T MAX Long.:Period Transition Period TL Seismic Base Shear, V Cs = [ Sos ] / [ R / le ] Cs max = [ So1 ] / [ T * ( R / le ) ] Cs max = [ So1 * T Ll / [ T" * ( R fie ) Cs min= max( 0.044 Sos I, 0.01) Cs min = [ 0.5 * S1 ] / [ ( R / le ) ] V=C5 *W V=C5 *W Vvert. = 0.20 Sos W Vvert. = 0.14 Sos W = = = = = = = = = = = = = = = = = = = = = = = = = = = :;(\)~435-g 1.05 1.57 1.18 0.68 0.790 0.454 D D D <·fz5_: 1.00 ·',; ·--1~':00' ft > •• ,-,,1.-' 0.020 0.75 0.137 sec 0.192 sec 0.192 sec }$;sec Per Soils Report ASCE 7-10 -Table 11.4-1 ASCE 7-10 -Table 11.4-2 ASCE 7-10 -Equation 11.4-1 ASCE 7-10-Equation 11.4-2 ASCE 7-10-Equation 11.4-3 ASCE 7-10-Equation 11.4-4 ASCE 7-10-Table 11.6-1 ASCE 7-10-Table 11.6-2 and Section 11.6 Most Severe of ASCE 7~1 0 Table 11.6-1 and Table 11.6-2 ASCE 7-10 -Table 12.2-1 Building Structures ASCE 7-10 -Table 1.5-2 ASCE 7-10 -Table 12.8-2 ASCE 7-10 -Equation 12.8-7 ASCE 7-10 -Figure 22-12 0.632 ASCE 7-10 -Equation 12.8-2 1.894 ASCE 7-10 -Equation 12.8-3 N/A ASCE 7-10 -Equation 12.8-4 T < TL, Use Equation 12.8-3 0.035 ASCE 7-10 -Equation 12.8-5 N/A ASCE 7-10 -Equation 12.8-6 S1 = 0.435g < 0.6g, Eq. Doesn't Apply 0.632 W ASCE 7-10 -Equation 12.8-1 Strength Horiz. 0.442 W ASCE 7-10 -Equation 12.8-1Service Horiz. 0.158 W ASCE 7-10 -Equation 12.4-4Strength Vert. 0.111 W ASCE 7-10-Equation 12.4-4Service Vert. J.R. Miller & Associates, Inc. II Architects Engineers Facility Planners Project --------------------------Project No. ______ _ Date Engineer --------Checked by Sheet C. 7,, '2..-of --- Design Wind Pressures on Open Buildings -MWFRS In Accordance with ASCE 7-10 Section 27.4.3 Main Wind-Force Resisting Systems Section 27.4.3 Risk category -. ..,,...,,., ... ,,u "1-'"'"'u Exposure category Mean roof height Horiz. dJmension of roof along wind direction Height to length ratio Wind directionality factor Velocity pressure exposure coefficient Topographic factor Velocity pressure at height h Gust effect factor h = t'/:j,3:·00( ft L = i -.;:~:{00) ft h/L = 0.25 Kd = 0.85 Kh = 0.85 Kzt = 1/ ;)i!.~-~:- qh = 22.35 psf G = 0.85 Roof angle V =: ·_ rt~-' _ · H = ·--·]!2-:\:.( 45.00 deg Fascia Pressure Free roof has fascia panels? 8S5°? Windward fascia pressure Leeward fascia pressure Roof Type j~~:i~!Yi~i No p = N/A psf p = N/A psf Table 1.5-1 .:>t:UIUII r..v,iJ, I Cl -l~Ulv<> r..v,v" 11"\ Section 26. 7 Section 26.6 & Table 26.6-1 Section 28.3.1 & Table 28.3-1 Figure 26.8-1 & Section 26.8.2 Eq. 28.3-1 Section 26.9 Section 27.4.3 Section 27.4.3 Eq. 6-20 Eq. 6-20 Wind Case A-Fi!lure 27.4-5 & Fi!lure 27.4-7 Roof Windy= 0° Wind = 180° Horiz Dist. Wind 1'= goo Angle 8 Clear Wind Obstructed Wind Clear Wind Obstructed Wine From Wind Clear ubstru CNw CNL Ci,iw CNL CNw CNL CNw CNL Edae CN C 37.5 1.3 0.6 -0.6 -0.6 1.3 0.6 -0;6 -0.6 Sh -0.8 -1.2 45.0 1.1 0.9 -0.5 -0.5 1.1 0.9 -0.5 -0.5 > h,S2h -0.6 -0.9 45.00 1.10 0.90 -0,50 -0.50 1.10 0.90 -0.50 -0.50 >2h -0.3 -0.6 Wind Case 8-Figure 27.4-5 & FiQure 27.4-7 Roof Wind v= 0° Wind = 180° Horiz Dist. Wind ,:goo Anglea Clear Wind Obstructed Wine Clear Wind Obstructed Wine From Wind Clear ubstru CNw CNL CNw CNL CNw CNL CNw CNL Edae CN C 37.5 -0.2 -0.6 ~0.3 -0.9 -0.2 -0.6 -0.3 -0.9 Sh 0.8 0.5 45.0 -0.3 -0.5 -0.3 -0.7 -0.3 -0.5 -0.3 -0.7 > h,S2h 0.5 0.5 45.00 -0.30 -0.50 -0.30 -0.70 -0.30 ~0.50 -0.30 -0.70 >2h 0.3 0.3 Net Design Wind Pressure per Equation 28.3-1 (psf) Wind Direction, v= 0° Wind Direction, y = 180° Wind Direction, v= 90° Load Case A _ Clear Obstructed Windward Edge 20.90 -16.00 Leeward Edge 17.10 -16.00 Windward Edae 20.90 -16.00 Leeward Edge 17.10 -16.00 :;;h -16.00 -22.80 > h,S 2h -16.00 -17.10 >2h -16.00 -16.00 I -J.R. Miller &Associates, Inc. Load Case B Clear Obstructed -16.00 -16.00 -16.00 -16.00 -16.00 -16.00 -16.00 -16.00 16.00 16.00 16.00 16.00 16.00 16.00 I • --- ,. ·;· I ! 4 I I ' I 8 ; ' " IPG'ojec~ ~L:.e-C,,-O L-~ t> E~\ f;(\.} 'P ~ ~Ht Bl I -'S 1 A-Bt..,~'5. Project No. 4: Z-5 ~ Date Of~ t q ~ tlf:. ~ngi11~0r ~PT Chec~{ed by ____ SM. C., l-4 Of -- 8 : v, ~ .1, ~ l -~: ~i-': ~. 2-i ?,1.+.1 -. -----· ··-· -: j ; i ; : ; ! . ' I ! l 1 12 f---+--1 _____.._..: -+-'---2. ~ .( LsJLr-1 ~) Ci l 7j~/ >:: I 2-l ~ ~ r-# --.. ----; ·\ i i ; : -~ · : 12 J J ;-' j, I / 1 f-! I I I -i ' , ; v4-~2,4,~s-_1r_ -!5~ ~ ~o_ p1.f-< __ 1'Ufrl1· --~--r -,~--1· , I vi 1 1--~-~i . ! I I I_~. 'V'I.'. I -• ' ' ' i ,-. -----;-·· --!----!------'~---~-Ps,iL I ; lilo ' I 1 j ' ' j) ·-' j -i ------_---r;· ] -r-· I __ I ____ ~~( 16 _____ _,____ _____ ----------·-··---! I i I ! lJ.! ~ , h\ : I i ! I I i ! ' l ~ i :· : .. .\~-~ ~ ·(\'3 -1 Ps"')(to· ~3'~-:;: 111iz. ,-~-! --~-1---------,-~ ;----_-__ -_-_1'_ 1 ' __ ; 1 ,_ ,_:_-___ --------: ' L.,V,. ' • I -S -,-• '-!! --),. ' • t -· ·11 --·: .. ·--------l--!---1--I-· _:_ _. :· --.... I l ' ; ' • t t ' -. L --f----1-• I 1--. . :·· -. 7 --' - 20 1----~-1-12---4-,_-:::. ~( \,_,__'1 i-_r-1t)_(_t_1~ 2.1.V-~2 ~ J,~Z-4 3 : *! ! : : : ! : I £{ I J.tt=: / 1 I 1 1\' l' (I ! 1 ! i I )),-:::. , /2.--~: /; 5:2--i:;: ,7-:-::t ,f--;T ·; --l---~----I ; -, ,t I - I I ' I I I I I l I I I L I ' : 16 20 24 : : 12-'" ~ CI 1-f Z-} ~ )( l ts') 1 ?J ,'t~ 5 ~ i -1 _ l : [ ; i ! i v ~ ~ 2.-, L.fr_~,L s:2--~ :; _; 4-Z ~!I L.1-<---1-1--'44--'~'--"'o1++1 p~I :.___t .-;-'. _,,,c0~1,k:,,...,.,---1-~_;.'_, --I---'-' ---1 24 ' ' : I I' '--+--: I ' ' I : --t-· .. i -- I i .i . ; ! -~---· .. ~ -j ,. ' I ; : ' ; I ; i r l I ! ~ -1 · -· -· , !· I : 1 I ;· 28 cnu.-.VM.r J ., , : · .I ! ! ! I . . ' 1 :~fl6:.Mtc.... ov~~N? oy~ .IA 1~.D-J .. ; . --. : ;. -: --· '. . : : : , .. . V z:; 0 I -'2.. 0 ll,,j {....C> r:K ; 1 i I • ; ·: ·-Lo· W,;/~;i\Z--~\~ ,: ci) :+ c 1 1--!~i1 {; ;,-Tc1! -.r v2: :t-: -,. I VL ,c ~32...[C f5~) .ti/5 ~ -! ... S--,.~f',--1---~-)]_ __ J! __ :\ ____ ,_G)i_9fi"l~-.. ; I t ! i I ' , I ' T : 32 i ' .... 21 ·ti±L ::14:: / ooc....-u M.N. -C.l%t-J2) .. ' i i ! I ' : ' . ' . ' ' I I ! I I I ' ! ' : 1 ,. i I 28 32 36 __ , -----· · ---··- j ·-·!· _ --____ • ____ __,'_-+-! ---+-;.....' -+-i ---4i_-1--_' ---'---'-----1-----1----l 36 ! I ! t ; i i 1 1 i,r·---~ .-...... ,--! . -1 , '1111-· __ ___.. __ , ---~---- -·11 ___ 2:: !--;~:~~~} -~:/ . .<:~~~~~~~~:~:.~~-~J~ ~w~jec~ --~0&-0L-Af,H:) __ J::~J et-Jt>~ ®<Jt.~JT ---SJ~L.,BS. ;.. Date IO -l '.? ·t 4Erigirse<9f --"~--=-7).....,T ________ Checked by ____ SM. c.. i,~· Oi' --, ·r·· I : . : . . . . : r . . . i" . -.... j___ --t---. : . :_C.bLH,..-tC:-;fa;g,__ !f.T : .. Gtt.~.J2 l .Jt i ----1-----------. .I.. .. ;. - I I I. I i l I I : : ' ' C. I ! ' i ' I i • 4 i-----~8~-~ -;c __ (D~.LJit~.'t)C12-~~sl4 ti._sj 2: ~ J~-3. ~~t--+·:--=(_r-= ... +-,{c/-'r. r---'---: -+----,. 1 _· -+---+--+-.....:....,_--1 4 :)) 'I::, (O_l,tiJ:7-.l'(lS--5 ;.,J'"':(1b,o:d-1\i: l~l~' '. ~'< ; \ s . -:L ~Y -.-. r: ... -t. l t -? ) ! ... 1 --~,---_ 1 ,_ .... v...)..., ... :· . . ' I . . I I ! I ' ., ...... L.: ... -· ----.. . .. : _____________ i_ ... L .. J .. -I ---'---·,--· -,-·-__ ; ___ ------· ·+· ......... , ., ... 8 24 32 r------+-----' . - I 3s 1-----'-;I -----------. -~----·--,. _..,.._ -·------···-- .. ' ' I i ·- I I l i 1· -.. I". ' -/·--· . ·r -· I l . -;- ,-- 12 20 Description: Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: IBC 2012 ~'Glniiatfomr:iMtfgn;· ;:-:1f;::r:JE?:::i:~:;;;{¾~'.: ?:, ;~0-\:?"}: Steel Section Name : HSS8x8x3/8 Analysis Method : Load Resistance Factor Overall Column Height 13.0 ft Top & Bottom Fixity Top Free, Bottom Fixed Steel Stress Grade Fy : Steei Yield Brace condition for deflection (buckling) along columns : 46.0 ksi 29,000.0 ksi X-X (width) axis : E : Elastic Bending Modulus Load Combination : Unbraced Length forX-X Axis buckling= 13.0 ft, K = 2.1 IBC 2012 Y-Y (depth) axis: UnbracecfLength forY-Y Axis buckling= 13.0 ft, K = 2.1 Column self weight included : 488.984 lbs * Dead Load Factor AXIAL LOADS ... Axial Load at 13.0 ft, D = 3.80, LR= 5.60 k BENDING LOADS ... Lat. Point Load at 13.0 ft creating Mx-x, E = 3.741 k Lat. Uniform Load creating MH, E = 0.02380 k/ft ~12g~1t1t~1JfifMA~'tfC:tlt~\~~~!~f?(~~;;;\~J?ftf :i~-.:t:~~::(:11:~-1 Bending & Shear Check Results · PASS Max. Axial+Bending Stress Ratio = 0.5120 : 1 Load Combination +1.20D+0.50L +0.70S+E+1.60H Location of max.above base O. 0 ft At maximum location values are ... Pu 0.9 * Pn Mu-x 0.9*Mn-x: Mu-y 0.9 *Mn-y: 5.147 k 203.132 k -50.644 k-ft 101.430 k-ft 0.0 k-ft 101.430 k-ft PASS Maximum Shear Stress Ratio= 0.04032 : 1 Load Combination +1.20D+0.50L +O. 70S+E+1.60H Location of max.above base 0.0 ft At maximum location values are ... Vu : Applied 4.050 k Vn*Phi:Allowable 100.461 k Load Combination +1.40D+1.60H +1.20D+0.50Lr+1.60L +1.60H +1.20D+1.60L +0.50S+1.60H +1.20D+1.60Lr+0.50L +1.60H +1.20D+1.60Lr+0.50W+1.60H +1.20D+0.50L +1.60S+1.60H +1.20D+1.60S+0.50W+1.60H +1.20D+0.50Lr+0.50L+W+1.60H +1.20D+0.50L+0.50S+W+1.60H +1.20D+0.50L +0.70S+E+1.60H +0.90D+W+0.90H +0.90D+E+0.90H Maximum Axial + Bending Stress Ratios Stress Ratio Status Location 0.030 PASS .. 0.00ft 0.039 PASS 0.00 ft 0.025 PASS' 0.00 ft 0.069 PASS 0.00 ft 0.069 PASS 0.00 ft 0.025 PASS 0.00 ft 0.025 PASS 0.00ft 0.039 PASS 0.00 ft 0.025 PASS 0.00ft 0.512 PASS 0.00 ft 0.019 PASS 0.00ft 0.509 PASS 0.00 ft Service loads entered. Load Factors will be ppplied for calculations. Maximum SERVICE Load Reactions .. Top along X-X Bottom along X-X Top along Y-Y Bottom along Y-Y Maximum SERVICE Load Deflections ... Along Y-Y 1.675 in at for load combination : E Only Along X-X 0.0 in at for load combination : Maximum Shear Ratios 0.0k 0.0k 0.Ok 4.050 k 13.0ft above base 0.0ft above base Stress Ratio Status Location 0.000 PASS 0.00 ft 0.000 PASS 0.00 ft 0.000 PASS 0.00 ft 0.000 PASS 0.00 ft 0.000 PASS 0.00 ft 0.000 PASS 0.00 ft 0.000 PASS 0.00 ft 0.000 PASS 0.00 ft 0.000 PASS 0.00 ft 0.040 PASS 0.00 ft 0.000 PASS 0.00 ft 0.040 PASS 0.00 ft Description : Column X-X Axis Reaction Load Combination @ Base @Top ~+Lr+H k ~+S+H k ~-+-0.750Lr-+-0.750L+H k ~-+-0.750L-+0.750S+H k ~-+-0.60W+H k ~-+-0.70E+H k +D-+-0.750Lr-+-0.750L-+-0.450W+H k ~-+-0.750L-+-0.750S-+-0.450W+H k ~-+-0.750L-t0.750S-+-0.5250E+H k -+-0.60D-+-0.60W-+-0.60H k -+-0.60D-+-0.70E-+-0.60H k D~ k ~~ k LOnly k so~ k w~ k E~ k H~~ k t~~lJtjfffii'iffiiort11aio11i1on:ota1eA'iifi,Irt~ :_ ~/ )::;:;ot}·':::\::\~%1."~iz?;;: '"·" ... ,,~ -------·-----...... "" ... ·"'"". ... . .,,,a: ...... "" !','jc,-,, •• • '"'-~" -. '"" ·""'"--· "'' •• ,.J Load Combination Max. X-X Deflection Distance ~+H 0.0000 in 0.000 ft ~+L+H 0.0000 in 0.000 ft ~+Lr+H 0.0000 in 0.000 ft ~+S+H 0.0000 in 0.000 ft ~-+-0.750Lr-+-0.750L+H 0.0000 in 0.000 ft ~-+-0.750L-+-0.750S+H 0.0000 in 0.000 ft ~-+-0.60W+H 0.0000 in 0.000 ft ~-+-0.70E+H 0.0000 in 0.000 ft ~-+-0.750Lr-+-0.750L-+-0.450W+H 0.0000 in 0.000 ft ~-+-0.750L-+-0.750S-+-0.450W+H 0.0000 in 0.000 ft ~-+-0.750L-+-0.750S-+-0.5250E+H 0.0000 in 0.000 ft +0.60D-+-0.60W-+-0.60H 0.0000 in 0.000 ft -+-0.60D-+-0.70E-+-0.60H 0.0000 in 0.000 ft D Only 0.0000 in 0.000 ft Lr Only 0.0000 in 0.000 ft L Only 0.0000 in 0.000 ft S Only 0.0000 in 0.000 ft W Only 0.0000 in 0.000 ft E Only 0.0000 in 0.000 ft H Only 0.0000 in 0.000 ft 11.{:s~:Sifc!fiisiilRrfa~rtiet:f:k\:~)) HSS8x8x3/8 R_..:.__,~,, ,', '" :,.:,,_.,;;..,.,~ _, ,,, .s!J•~t!III V:.<-,, , "' ,,., ",_<,.,-." ~~-, Y-Y Axis Reaction @Base -@Top -2.835 -2.126 -2.835 -4.050 Max. Y-Y Deflection 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 1.172 in 0.000 in 0.000 in 0.879 in 0.000 in 1.172 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 1.675 in 0.000 in C, i,.7 Note: Only non-zero reactions are listed. Axial Reaction @Base k 4.289 k k 4.289 k k k 4.289 k k 8.489 k k 4.289 k k 4.289 k k 4.289 k k 8.489 k k 4.289 k k 4.289 k k 2.573 k k 2.573 k k 4.289 k k 5.600 k k k k k k k k k k k Distance 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 13.000 ft 0.000 ft 0.000 ft 13.000 ft 0.000 ft 13.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 13.000 ft 0.000 ft Description : Depth = 8.000 in I xx Sxx Width Wall Thick Area Weight Ycg C 0 0 a) - - = = = 8.000 in 0.375 in 10.400 in"2 37.614 plf 0.000 in y 8.00in Rxx zx lyy Syy Ryy = 100.00 in"4 160.000 in"4 = 24.90 in"3 = 3.100 in = 29.400 in"3 = 100.000 in"4 C = 40.700 m"3 = 24.900 in"3 = 3.100 in ------·----------· '·""' M-x Loads 374k_.., = 0 X ..; II E ai :c 002Jdf Loads are total entered value. Arrows do not reflect absolute direction. ---------------------------------- · :f ~!i ~ -.,1i9'.tJi:~m»,@~Q~~:1i'~_,:,s~~r.:::,:~;,:,:~~l~::}::~S:,,4::~~-~1,~:~~t~'~tJ;i{:E~'{::;}i:t:~fis"'-,,, -,· I, II Description : Pole footing Calculations per IBC 2012 1807.3, CBC 2013, ASCE 7-10 Load Combinations Used: IBC 2012 ~:~G'etiirari?.'For:Ritllo'ii?=::t r~:·o:t}::: r;,· s.:r,:\:>::' ')::: \o-::~r:,:~ i;{• ..,.,,,.. ..... ,,,.,,J,_l},!..!.~""-'""'' , ... ,~=~~:-.e<.~,..,.;-,.}.,)' :},_/:,.s.'.,;,'-,,:. ~,:.' -~~: • ,' • ,,, ';;~,:".)..-.. ,_ :vc-,-~>'j: Pole Footing Shape Circular Footing Diameter . . . . . . . . . . . . . . 30.0 in Calculate Min. Depth for Allowable Pressures No Lateral'Restraint at Ground Surface Allow Passive ................. . Max Passive .................. . j Controlling Values 1 Governing Load Combination: +D-+-0.70E+H Lateral Load Moment NO Ground Surface Restraint ; Pressures at 1/3 Depth Actual Allowable Footing Base Area Maximum Soil Pressure 300.0 pd 1,500.0 psf 3.481 k 42.21.Y k-ft 896.80 psf 898.12psf 4.909ft"2 1.915 ksf 1.-._,, ____ ,_,_, __ ,~------------~---- Lateral Concentrated Load D: Dead Load Lr : Roof Live L: Live S:Snow W:Wind E : Earthquake H : Lateral Earth Load distance above ground surface +D+H +D+L+H +D+Lr+H +D+S+H +D-+-0.750Lr-+-0.750L +H +D-tQ.750L-+-0.750S+H +D-+-0.60W+H +D-+-0.70E+H k k k k k 4.676 k k 12.50 ft +D-+-0.750Lr-t0.750L-t0.450W+H Lateral Distributed i.oad k/ft k/ft k/ft k/ft k/ft 0,02380 k/ft k/ft TOP of Load above ground surface 12.50 ft BOTTOM of Load above ground surface ft 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 3.481 42.217 0.000 0.000 ~ .... 0.13 0.13 0.13 0.13 0.13 0.13 0.13 9.00 0.13 0.0 0.0 0.0 0.0 0.0 0.0 0.0 896.8 0.0 ~ Footing Diameter= z . .s" Vertical Load 3.80 k 5.60 k k k k k k 0.0 0.0 0.0 0.0 0.0 0.0 0.0 898.1 0.0 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 .. Description : Pole footing +O+O. 750L +O. 750S+0.450W+H 0.000 0.000 0.13 0.0 0.0 1.000 +O+O. 750L +0.750S+0.5250E+H 2.611 31.662 8.13 803.5 804.2 1.000 +0.60D+0.60W+0.60H 0.000 0.000 0.13 0.0 0.0 1.000 +0.60D+0.70E+0.60H 3.481 42.217 9.00 896.8 898.1 1.000 ~ '- ~ II Arehlteoi. Engineers Facility Planners Project Project No. Date Engineer Checked by Sheet C,'?\ Design Wind Pressures on Components and Cladding -Parapets In Accordance with ASCE 7-1 0 Chapter 30 Part 6 Building Parapets Risk category Basic wind speed Exposure category RoofType Parapet Elevation ::-.. ~)'di: V =;;-\t:,~1 . .(i>' mph Parapet height hp = Ci~~i9l>( ft Section 30.9 Table 1.5-1 Section 26.5.1 & Figures 26.5-1A Section 26. 7 of Parapet around Perimeter of Building? ;::;:tY·::Y:~ Roof slope V -::<··t~ '/ H \;;-'::ia:_:i:; 7.13 deg Wind directionality factor Kd = 0.85 Note: Cp Factors modified per Keynote 5 Figure 30.4-2A Section 26.6 & Table 26.6-1 Velocity pressure exposure coefficient<z = 0.85 Section 28.3.1 & Table 28.3-1 Topographic factor Kzt =;~:J3\Q)i Figure 26.8-1 & Section 26.8.2 Velocity pressure at height p Internal pressure coefficient (±) Span length Trib. (effective) width Effective wind area Length of building Width of building 10% least horizontal dim. or 0.4h Parapet Material Type Parapet Location Load Case A Edge external wall pressure coefficient{+) Positive Edge wall pressure on front surface Edge zone roof pressure coefficient(-) Negative Edge zone roof pressure on back surface of parapet Internal wall pressure Net pressure on parapet Load Case B Edge external wall pressure coefficient(+) Positive Edge wall pressure on back surface Edge zone roof pressure coefficient{-) Negative Edge zone wall pressure on front surface Internal wall pressure Net pressure on parapet ! l!i,.· tsFo,j Min Pressure All Zones Eq. 28.3-1 Table 26.11-1 GCp= p= GCp= p= 0.9 * 20.12 psf -2.6 -58.11 psf p = 0.00 psf p = 78.23 psf Figure 30.4-1 Eq. 30.8-1 Figure 30.4-2A thru 58 Eq. 30.8-1 Eq. 30.8-1 * includes 10% reduction for 8<=10 deg. GCp= p= GCp= p= 0.9 * 20.12 psf -1.0 -22.13 psf p = o.oo psf p = 42.24 psf Figure 30.4-1 Eq. 6-24 Figure 30.4-2A thru 58 Eq. 6-24 Eq. 6-24 * includes 10% reduction for 8<=10 deg. jLoad ease A Governs, Use 78.23 psf tor par:apet pressure J.R. Miller & Associates, Inc. Wind Direction 4 8 12 t0 rniject No. '-{Js2>8 -:J "1'-Checked lby ----SM. C, Ji./ Of __ I i T ---... ·-. T" -! I ! r ! I , I -• ----1-· -· --·---·-·· 1... /· . ! I I ,I i • , • • • 1 ·-1-,---·-T" ,~r-~--L~; -_-----_,··-··~+----'--1·_-_ ......__~---+-i------+..l.---l-_-_---1_ -_ ....... ---'_,-_ --!-_--I __ ~----,~----,.,.-_-,,;·· -__ -~----1 4 I I __ .l .. _ : . _ _ . • 1 I 8 12 28 1--------+-·--------------· -----------· -----i---,-+--l1r--+------,!--+---+------l----"----J 28 32 1-----<---------------·----·· ---·· ---· i ' ,T i I ' ',_ I -. -;- i ,--------------1----,---r----+--+-----,----+-----''--...,_.._-'--+----1 32 ! ,-. i. ' 36 1----+,-'---I----·--····· -------· ---· --------------~ .---,-· -------,----+-.........;....--J.--.--+--L---l--_;__-~---J---+---136 '------------------····· ... iwr~~it~,ro?~lt~ls~ti~'.;~:\r: ;_t/: ,. ,.,, . Description : 2x joist with parapet brace load Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2012 Material Properties Analysis Method : Allowable Stress Design Load Combination lBC 2012 Fb-Tension Fb-Compr Fc-Prll Fc-Perp 900.0 psi 900.0 psi E: Modulus of Elast1c1ty Wood Species : Douglas Fir -Larch Wood Grade : No.2 Fv Ft Beam Bracing : Completely Unbraced -------·---------- Span=4.0ft 1,350.0psi 625_0 psi 180.0psi 575.0psi Ebend-xx 1,600.0ksi Eminbend-xx 580.0ksi Density 32.210pcf Repetitive Member Stress Increase Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.010, Lr= 0.020 ksf, Tributary Width= 2.0ft Point Load : W = 0.4020 k (@, 2.0 ft ~~~~1lSi!lliMlR$:~~~~~~~l~J·~·~~~;~~~lL~~;~T_;if~l,:""'~:;v,,..,,;. ·~-~ ______ _ -------- !Maximum "seri'ding Stress~Ratfo-,;, . -. --.. 0.451: 1 Maximum Shear Stress Ratio Design OK / Section used for this span 2x4 Section used for this span fb : Actual = 1,101.84 psi fv : Actual FB : Allowable = 2,440.71 psi Fv : Allowable Load Combination +D+0.60W+H Load Combination Location of maximum oh span = 2.000ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L +Lr+S Deflection · Max Downward Total Deflection Max Upward Total Deflection 0.027 in Ratio = 0.000 iii Ratio= 0.109 in Ratio= 0.000 in Ratio= 1775 0 <360 441 0 <240 0.175: 1 2x4 = 50.45 psi = 288.00 psi +D+0.750Lr+0.750L+0.450W+H = 3.723ft = Span#1 L _______ ,, ___ ,,_, _____ -.. , .. _, .. , ... ' H ..... 0 ... ,.,., __ , , .. ___ , ......... __ , ,,_, ____ , .-----·----·-· --------·--------------·---,, _____ _. (',t''!r,:·:,,."P~ li': "'&~fl;~isJ6f:t.6a'. 'G.cfmb'rt"Joif ?~ ,,;,,Jl~JTI!-!ID.. Jt~ ... ,.,__ .. I? ., • "' ., . .. t, .. ,,.J. ]t UL,,$" Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN Cj Cr Cm C t CL M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0,113 0.061 0.90 1.500 1.00 1.15 1.00 1.00 0.99 0.04 156.73 1385.16 0.03 9.84 162.00 +O+L+H 1.500 1.00 1.15 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 4.0 ft 0.102 0.055 1.00 1.500 1.00 1.15 1.00 1.00 0.99 0.04 156.73 1537.32 0.03 9.84 180.00 +D+Lr+H 1.500 1.00 1.15 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 4.0 ft 0.245 0.131 1.25 1.500 1.00 1.15 1.00 1.00 0.99 0.12 470.20 1915,84 0.10 29.53 225.00 +D+S+H 1.500 1.00 1.15 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Lenglli = 4.0 ft 0.089 0.048 1.15 1.500 1.00 1.15 1.00 1.00 0.99 0.04 156,73 1764.77 0.03 9.84 207.00 +D+0.750Lr+0.750L +H 1.500 1.00 1.15 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 4.0 ft 0.205 0.109 1.25 1.500 1.00 1.15 1.00 1.00 0.99 0.10 391.84 1915.84 0.09 24.61 225.00 +D+0.750L +0.750S+H 1.500 1.00 1.15 1.00 1.00 0.99 0.00 0.00 0.00 0.00 v~ c~I " "J1Y:~;~f;i;r;:iffrlfjt~ti;.·· .. Description: 2x joist with parapet brace load Load Combination Max Stress Ratios Segment Length Span# M V Cd CFN Ci Cr Cm C t CL Length = 4.0 ft 1 0.089 0.048 1.15 1.500 1.00 1.15 1.00 1.00 0.99 +D-t-0.60W+H 1.500 1.00 1.15 1.00 1.00 0.99 Length = 4.0 ft 0.451 0.154 1.60 1.500 1.00 1.15 1.00 1.00 0.98 +D-0.60W+H 1.500 1.00 1.15 1.00 1.00 0.98 Length = 4.0 ft 1 0.323 0.120 1.60 1.500 1.00 1.15 1.00 1.00 0.98 +D-t-0.70E+H 1.500 1.00 1.15 1.00 1.00 0.98 Length = 4.0 ft 1 0.064 0.034 1.60 1.500 1.00 1.15 1.00 1.00 0.98 +D-t-0.750Lr-t-0.750L-t-0.450W+H 1.500 1.00 1.15 1.00 1.00 0.98 Length = 4.0 ft 1 0.451 0.175 1.60 1.500 1.00 1.15 1.00 1.00 0.98 +D-t-0.750Lr-t-0.750L-0.450W+H 1.500 1.00 1.15 1.00 1.00 0.98 Length = 4.0 ft 1 0.130 0.090 1.60 1.500 1.00 1.15 1.00 1.00 0.98 +D-t-0.750L-t-0.750S-t-0.450W+H 1.500 1.00 1.15 1.00 1.00 0.98 Length = 4.0 ft 1 0.355 0.124 1.60 1.500 1.00 1.15 1.00 1.00 0.98 +D-t-0.750L-t-0.150S-0.450W+H 1.500 1.00 1.15 1.00 1.00 0.98 Length = 4:0 ft 1 0.226 0.090 1.60 1.500 1.00 1.15 1.00 1.00 0.98 +D-t-0.750L-t-0.750S-t-0.5250E+H 1.500 1.00 1.15 1.00 1.00 0.98 Length = 4.0 ft 1 0.064 0.034 1.60 1.500 1.00 1.15 1.00 1.00 0.98 -t-0.60D-t-0.60W-t-0.60H 1.500 1.00 1.15 1.00 too 0.98 Length = 4.0 ft 0.426 0.140 1.60 1.500 1.00 1.15 1.00 1.00 0.98 -t-0.60D-0.60W-t-0.60H 1.500 1.00 1.15 1.00 1.00 0.98 Length = 4.0 ft 1 0.349 0.120 1.60 1.500 1.00 1.15 1.00 1.00 0.98 -i-0.60D-t-0.70E-t-0.60H 1.500 1.00 1.15 1.00 1.00 0.98 Length = 4.0 ft 1 0:039 0.021 1.60 1.500 1.00 1.15 1.00 1.00 0.98 Load Combination Span Max.'-" Defl Location in Span Load·Combination W Only 1 0.1086 2.000 Support notation : Far left is #1 Load Combination Overall MAXimum Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D-t-0.750Lr-t-0.750L +H +D-t-0.750L-t-O. 750S+H +D-t-0.60W+H +D-t-0.70E+H +D-t-0.750Lr-i-0.750L-t-0.450W+H +D-t-0.750L-t-0.750S-t-0.450W+H +D-t-0.750L-t-0.750S-t-0.525E+H -t-0.60D-t-0.60W-t-0.60H -t-0.60D-t-0.70E-t-0.60H DOnly Lr Only LOnly SOnly WOnly EOnly HOnly Support 1 0.201 0.024 0.040 0.040 0.120 0.040 0.100 0.040 0.161 0.040 0.190 0.130 0.040 0.145 0.024 0.040 0.080 0.201 Support2 0.201 0.024 0.040 0.040 0.120 0.040 0.100 0.040 0.161 0.040 0.190 0.130 0.040 0.145 0.024 0.040 0.080 0.201 c. 3c; Moment Values Shear Values M lb F'b V fv F'v 0.04 156.73 1764.77 0.03 9.84 207.00 0.00 0.00 0.00 0.00 0.28 1,101.84 2440.71 0.16 44.30 288.00 0.00 0.00 0.00 0.00 0.20 788.38 2440.71 0.12 34.46 288.00 0.00 0.00 0.00 0.00 0.04 156.73 2440.71 0.03 9.84 288.00 0.00 0.00 0.00 0.00 0.28 1,100.67 2440.71 0.18 50.45 288.00 0.00 0.00 0.00 0.00 0.08 317.00 2440.71 0.09 25.84 288.00 0.00 0.00 0.00 0.00 0.22 865.57 2440.71 0.12 35.69 288.00 0.00 0.00 0.00 0.00 0.14 552.10 2440.71 0.09 25.84 288.00 0.00 0.00 0.00 0.00 0.04 156.73 2440.71 0.03 9.84 288.00 0.00 0.00 0.00 0.00 0.27 1,039.15 2440.71 0.14 40.36 288.00 0.00 0.00 0.00 0.00 0.22 851.07 2440.71 0.12 34.46 288.00 0.00 0.00 0.00 0.00 0.02 94.04 2440.71 0.02 5.91 288.00 Max.•+• Defl Location in Span 0.0000 0.000 Values in KIPS -,. [) REPORT OF FINE & POST GRADING, LEGOLAND FRIENDS LEGOLAND THEME PARK CARLSBAD, CALIFORNIA Prepared for: MERLIN ENTERTAINMENT GROUP/ US HOLDING, INC. One Lego Drive Carlsbad, California 92008 Project No. 10075.007 May 18, 2015 ----Leighton and Associates, Inc. --- A i..EIG'HT'ON GROUP COMPANY Leighton and Associates, Inc. A LEIGHTON GROU.P COMPANY May 18, 2015 Merlin Entertainment Group/US Holding, Inc. One Lego Drive Carlsbad, California 92008 Attention: Subject: Introduction Mr. Chris Brzezicki As-Graded Report of Fine and Post Grading LEGOLAND Friends, LEGOLAND Theme Park Carlsbad, California Project No. 10075.005 In accordance with your request and authorization, Leighton and Associates, Inc. (Leighton) has performed g_eotechnical observation and testing services during the fine and post grading operations of the new L.:EGOLAND Friends area at LEGOLAND Theme Park, located in Carlsbad, California (Figure 1 ). This report summarizes our geotechnical observations, field and laboratory test results, and the geotechnical conditions encountered during the fine, and post grading of the site. As of the date of this report, all grading activities are essentially complete. Project Description The subject attraction site is located in the southwest portion of the LEGOLAND Theme Park. The new LEGOLAND Friends area included a Carousel, a building (identified as the Stable), a fountain water feature, Lifeguard Tower, and a storm water infiltration area (JR Miller & Associates, 2015). 3934 Murphy Canyon Road, Suite B205 • San Diego, CA 92123-4425 858.292.8030 • Fax 858.292.0771 • www.leightongroup.com ' As-Graded Report of Fine & Post Grading. LEGOLAND Friends 10075.007 Previous Site Grading The subject site was originally graded as part of the LEGOLAND Theme Park development under the observation and testing of Leighton and Associates (Leighton, 1998). Summary of Fine.and Post Grading Operations The fine grading for this project was performed by Sierra Pacific West, Inc. between February 11 and 18, 2015. In general, the fine grading operations included: 1) removal of disturbed and potentially compressible existing artificial fill; and 2) the placement of compacted fill soils to achieve the proposed finished grade. Fine grading activities were generally performed under full time observation and testing of a representative of Leighton in accordance with the project geotechnical recommendations (Leighton, 2014), additional recommendations made during the course of grading, and the requirements of the City of Carlsbad. The geotechnical conditions encountered during grading were generally as anticipated. The post grading operations for the. project were performed by Concrete Contractors Interstate, Rand Engineering, and Sierra Pacific West between February 18 and May 13, 2015, and included: 1) utility trenches, vault and manhole backfill and compaction; 2) observation of foundations; and 3) observation and testing of pavement subgrade. Post-grading activities were generally performed under observation and testing by a representative of Leighton in accordance with the project geotechnical recommendations (Leighton, 2014), additional recommendations made during the course of grading, and the requirements of the City of Carlsbad. Note that our field technician was on-site on a part-time basis, as needed, during the post grading operations. • Site Preparation Prior to grading, the area was stripped of existing surface pavement, vegetation, and debris. These materials were hauled away for disposal off-site. Subsequently, the existing debris and undocumented or loose dry fill soil over the project area of the proposed improvements was removed to competent older fill soils. As recommended, the upper 3 to 5 feet of soil in areas receiving improvements was removed, and the removal bottom scarified and recompacted prior to the placement of additional fill in accordance with the recommendations of the Geotechnical Report (Leighton, 2014). The fill was moisture conditioned to near optimum moisture content and recompacted to a minimum 90 percent relative compaction, based on ASTM Test Methods D1557. .,.2- Leighton As-Graded Report of Fine & Post Grading, LEGOLAND Friends 10075.007 • Fill Placement and Compaction After scarifying the area to receive additional fill, on-site soil was spread in 4-to 8-inch loose lifts; moisture conditioned as needed to attain near-optimum moisture content, and compacted. Field density test results performed during the grading operations indicated the fill soils were compacted to at least 90 percent of the maximum dry density in accordance with ASTM Test Methods D1557. Compaction of the fill soils was achieved by use of heavy-duty construction equipment. Areas of fill in which field density tests indicated compactions less than the recommended relative compaction or where the soils exhibited nonuniformity, or had field moisture contents less than the laboratory optimum moisture content, were reworked. The reworked areas were recompacted and re-tested until the recommended minimum 90 percent relative compaction and near-optimum moisture content was achieved. The results and description of approximate location of the fill tests are summarized in Appendix B. • Trench. Vault and Manhole Backfill Underground utility trenches, vault and manhole (water and sewer) were constructed during the development of the site. It should be noted that depth of the trenches were very shallow (i.e., on the order of 1 foot) and therefore evaluated by field probing. During the backfill operations for the vault and manhole, native soils were moisture- conditioned, placed in 8 to 12 inch thick loose lifts, and compacted to a minimum 90 percent relative compaction (based on ASTM Test Method D1557). Compaction of the backfill soils was accomplished by whacker and/or vibratory wheel-rolling with heavy- duty construction equipment. The results and description of approximate location of the backfill tests are summarized in Appendix B. • Foundations Excavation Observation Excavations for conventional spread and continuous footings for the new Carousel structure and site walls were observed by representatives of Leighton and found to be with in competent fill soils or formational material, as recommended in the project geotechnical recommendations (Leighton, 2013). In addition, excavations for the drilled CIDH for the Stable Building and the Carousel Booth were observed by representatives of Leighton. The drilled shafts with diameters ranging from 18 to 30 inches were excavated to the proposed depths in accordance with the project plans. It should also be noted that two drilled CIDH for Lifeguard Tower encountered an existing storm drain. Therefore, the Lifeguard Tower foundation had to be redesigned as mat foundation. -3-Leighton As-Graded Report of Fine & Post Grading, LEGOLAND Friends 10075.007 • Concrete Subgrade - Prior to placement of the concrete flatwork, subgrade soils were scarified to a minimum depth of 12 inches, moisture-conditioned to near-optimum moisture content and thoroughly mixed and then compacted to a minimum of 95 percent relative compaction (based on ASTM Test Method D1557) in accordance with the project geotechnical recommendations (Leighton, 2014). The field density test results and description of approximate location for the subgrade soil testing are summarized in Appendix 8. Field Density Testing Field density tests were performed during the placement and compaction of fill. Density tests were performed in general accordance with the Nuclear-Gauge Method (ASTM Test Methods D6938). The results and approximate locations of the field density tests per.formed are summarize(:! in Appendix B. The field density testing was performed in general accordance with the applicable ASTM standards, the current standard of care in the industry, and the precision of the testing method itself. Variations in relative compaction should be expect~d from the results documented herein. Laboratory Testing Laboratory maximum dry density tests of representative on-site soils were performed in general accordance With ASTM Test Method D1557. The laboratory test results are presented in Appendix C. Summary of As-Graded Geologic Conditions • Geologic Units The geologic units encountered during the grading of the site were essentially as anticipated and consisted of artificial fill and Quaternary-aged Terrace Deposits. The artificial fill consisted mainly of soils derived from on-site excavations that were placed during and following the original site grading that occurred in the 1990's (Leighton, 1998). The majority of the Quaternary-aged Terrace Deposits consists of silty fine to medium grained sand. -4- Leighton As-Graded Report of Fine & Post Grading, LEGOLAND Friends 10075.007 • Faulting Based on our review of published geologic maps and geotechnical observations made during the rough grading operations for the project, no known faults are present on the site, nor was any evidence of faulting encountered during site grading. The nearest active regional fault is the Rose Canyon Fault Zone located approximately 4.7 miles west of the site. • Landslides and Surficial Failures Based on our geotechnical observations during the rough and fine grading operations, there were no indications of landslides or other surficial failures within the subject site. Conclusions of Grading Based on our geotechnical observations and testing, it is our professional opinion (i.e., certifying as defined by the California Business and Professions Code) that the soil engineering and engineering geologic aspects of the grading are in general compliance with the approved geotechnical investigation (Leighton, 2014), geotechnical recommendations made during grading, and the City of Carlsbad requirements. Limitations. The presence of our field represe,ntative at the site was intended to provide the owner with professional .advice, opinions, and recommendations based on observations of the contractor's work. Although the observations did not reveal obvious deficiencies or deviations from project specifications, we do not guarantee the contractor's work, or his subcontractor's work, nor do our services relieve the contractor or his subcontractors of their responsibility if defects are subsequently discovered in their work. Our responsibilities did not include any supervision or direction of the actual work procedures of the contractor, his personnel, or subcontractors. The conclusions in this report are based on test results and observations of the grading and earthwork procedures used and represent our engineering opinion as to the compliance of the results with the project specifications. -5-Leighton 10075.007 If you have .any questions regarding our repbrt, please do not hesitate to contact this office. We appreciate this opportunity to be of service. Attachmentsr Figure 1 -Site Location Map Appendix A-References Respectfully submitted, LEIGHTON AND ASSOCIATES, INC. William D. Olson, RCE 45283 Associate .Engineer dolson@leightongroup.com Appendix B -Summary of Field Density Tests Appendix C-Laboratory Testing Procedures and Test Results Distribution: (4) Addressee -6- Leighton Project: 1rio1s.007 Eng/Geot:WDOIMOJ Scale:1,.=2~0do• -D'ate:M~y 2015 Base Map: E:SRIArcGIS Online 2014 Thematic lnformalfon: Leighton AUlhOr: Leighton Geomatics (cglovando) SITE LOCATION MAP Legoland California 1 Lego Drive Carlsbad, California Map Saved as V:1draltingl10075\0041Map•l10075-!lll4_F01_SLM_20140627.mxd on 6127120144:34:30 PM Leighton As-Graded Report of Fine & Post Grading, LEGOLAND Friends 10075.007 APPENDIX A References JR Miller & Associates, 2015, Proposed LEGOLAND Friends, Grading Plans, Carlsbad, California, dated February 12, 2015 Leighton and Associates, Inc., 1998, Final As-Graded Report of Rough-Grading Lego Family Park, Carlsbad, California, Project No. 960151-003, dated February 10, 1998. --------, 2014, Geotechnical Update Report, Proposed LEGO Friends, LEGOLAND Theme Park, Carlsbad, California, Project No. 10075.002, July 14, 2014. -~--, 2015, As-Graded Geotechnical Conditions and Certification of the Stable Building Pad at the Proposed LEGO Friends, LEGOLAND Theme Park, Carlsbad, California (CB142822), Project No. 10075.007 dated March 23, 2015. A-1 As-Graded Report of Fine & Post Grading. LEGOLAND Friends 10075.007 APPENDIX B Explanation of Summary of Field Density Tests Test No. Test of r=;::=:_ Test of Prefix Test of Abbreviations Prefix Test of Abbreviations (none) GRADING Natural Ground NG (SG) SUBGRADE Original Ground OG (AB) AGGREGATE BASE Existing Fill EF (CB) CEMENT TREATED BASE Compacted Fill CF (PB) PROCESSED BASE Slope Face SF (AC) ASPHALT CONCRETE Finish Grade FG (S) SEWER Curb C (SD) STORMDRAIN Gutter G (AD) AREADRAIN Curb and Gutter CG Cross Gutter XG (YI) DOMESTIC WATER Street ST (RC) RECLAIMED WATER (SB) SUBDRAIN Sidewalk SW (G) GAS Driveway D (E) ELECTRICAL Driveway Approach DA (T) TELEPHONE Parking Lot p (J) JOINT UTILITY Electric Box Pad EB Trash Enclosure TE (PW) POOLWATER Loading Ramp LR Bedding Material B Building Pad BP Shading Sand s Main M Lateral L Crossing X Manhole MH Hydrant Lateral HL Catch Basin CB Riser R Inlet I Fire Service FS Water Services ws Head Wall HW (RW) RETAINING WALL (P) PRESATURATION (CW) CRIB WALL (LW) LOFFELL WALL Moisture Content M (SF) STRUCT FOOTING Footing Bottom F Backfill B Wall Cell C (IT) INTERIOR TRENCH Sewer Lateral s Storm Drain SD Electric Line E N represents nuclear gauge tests that were performed in general accordance with most recent version of ASTM Test Methods D6938-08a. S represents sand cone tests that were performed in general accordance with most recent version of ASTM Test Method D 1556. 15A r~presents first retest of Test No. 15 B-1 SUMMARY OF FIELD DENSITY TESTS -.. '. . --. . . -------.-----. .. ---. -.. , ! Test '. Test Test •' Location -··-Test Soil Dry Density Moisture (%) Relative(%) ·; No. })ate Of Lot # Elev (ft) Type Field Max Field Opt. Compaction Remarks 'i i. .. ' '' .. _, .... ,_ ----" .. ... ------·1: I. I 1 2/11115 CF West Site 147.5 1 117.4 125.5 13.7 9.0 94 " 2 2/11/15 CF West Site 148.5 1 115.7 125.5 13.0 9.0 92 I ·, i 3 2/11/15 CF West Site 148.0 2 123.9 129.0 11.4 10.0 96 : ' 4 2/11/15 CF West Site 149.0 2 123.6 129.0 11.0 10.0 96 5 2/11/15 CF Stable Pad 148.0 2 118.4 129.0 12.5 10.0 92 I : I ' 6 2/14/15 CF Stable Pad 149.0 2 118.8 129.0 10.9 10.0 92 1 I 7 2/14/15 CF Stable Pad 150.0 2 114.0 129.0 14.0 10.0 88 ·Retest on 7 A i,: ' ' ! 7A 2/14/15 CF Stable Pad 150.0 2 120.0 129.0 12.1 10.0 93 Retestof7 Ii ,, 1 8 2/14/15 CF $table Pad 150.0 2 120.8 129.0 12.2 10.0 94 I' 'I 9 2/16/15 CF Stable Pad 151.0 2 118.2 129.0 11.'.7 10.0 92 : 10 2/16/15 CF Stable Pad 151.0 2 118.8 129.0 10.9 10.0 92 I , ''r 11 2/16/15 CF Carousel Pad 147.5 2 I 19.8 129.0 12.0 10.0 93 ',, : ! 12 2/16/15 CF Carousel Pad 148.5 2 118.0 129.0 12.9 10.0 91 , ., ' 'I 'I 13 2/16/1'5 CF Carousel Pad 149.5 2 119.6 129.0 12.5 10.0 93 '/ 14 2/18/15 FG Stable Pad 0.0 1 117.5 125.5 9.5 9.0 94 I ' : 15 2/18/15 FG Stable Pad 0.0 1 117.1 125.5 9.1 9.0 93 ' 16 2/18/15 FG Carousel Pad 0.0 1 118.2 125.5 9.9 9.0 94 ; ' '' 17 2/18/15 FG Carousel Pad 0.0 l 119.2 125.5 9.7 9.0 95 ' I' 18 2/18/15 FG Carousel Pad 0.0 2 122.4 129.0 10.9 10.0 95 I ' ! I i i Proiect Number: 10075.007 C Proiect Name: LEGO Proiect Location: 0 Client: 0 Paee 1 of 1 5/15/2 9:01:17AM SUMMARY OF FIELD DENSITY TESTS i .. l Test Test Test Location .. .. Test Soil Dry Density Moisture (%) Relative (%) No. Date Of Lot # Elev (ft) Tyne Field Max Field Opt. Coml!action Remarks ----... ·--,, .. --· . ---· ·---. -. -. '--, . ---~ ---,_ . . .. i : s 1 4/21/15 Mlt Sewer Manhole 0.0 1 118.0 125.5 10.1 9.0 94 . i'S 2 4/21/15 MH Sewer Manhole 0.0 1 117.3 125.5 9.7 9.0 93 '. \ ( i 1. ., .. . . \ I t: '' ' .. I : •, Proiect Number: 10075.007 cf i Proiect Name: LEGO : Proiect Location: 0 Client: 0 Pa£?:e 1 of 1 .. 5/15/2 9:0l:33AM SUMMARY OF FIELD DENSITY TESTS --. ----·-" ---·----, -·-·---....... --- Test Test Test --.. Location -,, Test Soil Dry Density Moisture (%) Relative{%) . No. ,Date Of Lot # Elev (ft) Type Field Max Field Opt. ComJ!action Remarks -, ., ------, -~-. ·-------... -' -------------· .. ----' SG 1 3/16/15 SG Stable Pad 0.0 1 120.6 125.5 9.8 9.0 96 SG 2 3/16/15 SG Stable Pad 0.0 1 120.3 125.5 10.0 9.0 96 SG 3 3/16/15 SG Stable Pad 0.0 1 119.3 125.5 9.5 9.0 95 , SG 4 4/23/15 SG Site Slab 0.0 l 122.2 125.5 9.0 9.0 97 SG 5 4/23/15 SG Site Slab 0.0 1 120.1 125.5 9.3 9.0 96 SG -6 4/23/1~ SG Site Slab 0.0 1 121.0 125.5 9.8 9.0 96 ' ' I I ,' ! ! Proiect Number: 10075.007 4 Proiect Name: LEGO Proiect Location: 0 Client: 0 Pae:e 1 of 1 -5/15/2 9:0l:49AM SUMMARY OF FIELD DENSITY TESTS ------ " . --'.. -----------.. -·--. .. . ---... Test Test Test ... Location .. --~-·. Test Soil Dry Density Moisture (%) Relative {%} ' No. Date Of Lot # Elev (ft) Ty;pe Field Max Field Opt. ComJ!action ReJlJ,arks ... . . ·• --. --.__ --... ---~----. ----~--. - w 1 4/13/15 Pump Vault 149.0 1 ·116.4 125.5 10.3 9.0 93 w 2 4/13/15 PumpVault 150.5 1 118.2 125.5 10.5 9.0 94 w 3 4/13/15 Pump Vault 151.0 J 117.5 125.5 10.1 9.0 94 w 4 4/16/15 Pump Vault 147.0 1 116.2 125.5 9.7 9.0 93 w 5 4/16/15 Pump Vault 146.5 l 118.0 125.5 10.2 9.0 94 w 6 4/16/15 Pump Vault 149.0 l 117.7 125.5 9.5 9.0 94 ' w 7 4/16/15 Pump Vault 149.5 l 116.0 125.5 9.1 9;0 92 w 8 4/17/15 Pump Vault 149.0 l 117.1 125.5 10.3 9.0 93 w 9 4/17/15 Pump Vault 149.5 -1 117.5 125.5 9.9 9.0 94 I Proiect Number: 10075.007 C Proiect Name: LEGO Proiect Location: 0 Client: 0 Pa2e 1 of 1 .. 5/15/2 9:02:09AM As-Graded Report of Fine & Post Grading, LEGOLAND Friends 10075.007 APPENDIX C Laboratory Testing Procedures and Test Results Maximum DensityTests: The maximum dry density and optimum moisture content of typical materials were determined in accordance with ASTM Test Method D1557. The results of these tests are presented in the table below: Sample Maximum Optimum Sample Description Dry Density Moisture Number (pcf) Content(%) MD-1 Red-Bmwn Silty SAND 125.5 9.0 MD-2 Red Brown Silty SAND 129.0 10.0 C-1 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • ' l "' Hydrology Report and Low Impact Development (LID) Design and Calculations Legoland Friends Exhibit 1 Legoland Drive, Carlsbad, CA 92008 Prepared by: Dax Consulting, Inc . 23679 Calabasas Road, Suite 995, Calabasas, CA 91302 RECEIVED October 06, 2014 Page 1 of 7 OCT 21 2014 CITY OF CARLSBAD BUILDING DIVISION • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • Table of Contents Hydrology Report: Section I: lntroduction, Existing and Proposed Conditions .•.••..•..•.....•.....•..•..••....•..• 3 Section II: Pre-development/Post-Development Parameters .•..••.......•..•..•..•..•..•.••..... 4 Section II: Pre-development/Post-Development Flows ............................................. 5 Section Il: Low Impact Development Calculations ....•..•.....•........•..............•..•..•..... 6 Appendices: Vicinity Map .................................................................................. Appendix A Hydrology Report Supporting Tables / Maps .•..•..••••..•...•.....•..•..•........•.. Appendix B Low Impacr Development Report Supporting Supporting Tables/ ....•..•..... Appendix C Page 2 of 7 •• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • SECTION I: • Introduction: Legoland California is a 128.32 acres theme park located in the City of Carlsbad. Legoland is bounded on the north by Cannon Road, oil the south by Palomar Airport Road and on the west by Legoland Drive . The expansion was made on the north side of Lego land and a Preliminary SWMP for expansion was prepared by O'day Consultants in 2013 as well as a drainage study prepared by Hofman Planning and Engineering in 2010 . • Existing Condition: The subject project area is currently developed and is a portion of existing water park. The coverage of the area consists of landscaping, pervious and impervious concrete surfaces. All drainage of the proposed work area currently are connected to existing storm drain system of the park through various pipes and conduits . • Proposed Condition: The intent of the project is to improve a portion of the water park and creation of new water features that triggers certain limited storm. water mitigation measures. The proposed site is less than one acre and ex.empt from SWPPP, however the low impact development and priority project measures are applicable. The proposed site surface will also be consists oflandscaping, concrete and pervious play area cover and the drainage will comply with NPDES General permit requirements . The storm water will be collected through series of pipes and after receiving pre-treatment will flow into an infiltration basin to percolate and retain water within the site area . Page3of7 • • • • • • • • • • • • • SECTION II: • Pre-development and post development Parameters: Per San Diego County Hydrology manual and using rational method we will calculate the flow for the proposed site as follows: Pre-developmet Coefficient (C)" C= 0.90 x (%Impervious)+ CP x (1-%Impervious) (CP extracted from table 3-1 attached)=0.41 C= 0.9 x (0.78) + 0.41 x (1-0.78) = 0.792 • Post-developmet Coefficient (C)" • C= 0.90 x (%Impervious)+ CPx (1-%Impervious) • (CP extracted from table 3-1 attached)=0.41 • C= 0.9 x (0.83) + 0.41 x (1-0.83) = 0.816 • • • • • • • • • • • • • • • Calculating Intensity of rainfall (I) per San Diego County Hydrology Manual based on Isopluvials maps for 10 and I 00 years storm and 6 hours rainfall event per following formula: I = 7.44 x P 6 x D * -0·645 D= Time of Concentration, assumed 5 min . I= 7.44 x 1.8 x (S)*-·0·645 = 4.74 in/hr{IO years storm event) I= 7.44 x 2.75 x (5)*-·0·645 = 7.24 in/hr (100 years storm event) Page 4 of 7 • • • • • SECTION III: • • Pre_-development and post development Flows: • • Using rational method formula (Q = C x Ix A) • • • • • • • • • • • • • • • • 10 YEARS STORM EVENT: Pre-development Q = C x Ix A== 0.792 x 4.74 x 0.8 = 3.00 cfs Post-development Q = C x l x A= 0.816 x 4.74 x 0.8 = 3.09 cfs 100 YEARS STORM EVENT: Pre-development Q = C x Ix A= 0.792 x 7.24 x 0.8 = 4.58 cfs Post-development Q == C x Ix A= 0.816 x 7.24 x 0.8 = 4.72 cfs We have attached the following from San Diego County Hydrology Manual for reference: • Soil Hydrologic Group Map • Runoff Coefficients For Urban Area table (Cp) • Rainfall lsopluvials -10 Year Rainfall Event-6 Hours • Rainfall Isopluvials -100 Year Rainfall Event-6 Hours • In addition , we have attached the percolation test performed by Leighton and Associates, Inc. • Dated October 1, 2014 for LID purpos~s . • • • • • • Page 5 of 7 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • SECTION IV: • Low Impact Development (LID) Calculations: This report is prepared with the consideration that the overall development will undergo the comprehensive storm-water compliance improvements at a later time and the purpose of this report is to deal with the storm-water requirements within the proposed construction site . The report has been prepared based on San Diego County Hydrology manual as well as Standard Urban Storm-water Mitigation Plan (SUSMP) map.ual. The proposed construction site is within Soil classification "D" based on the Hydrology manual. (Attached) LID Design and Calculations (1) Based on survey performed measure the area of work and the tributary area is as follows: LID Tributary Area= 0.80 acre (2) Coefficient of Runoff= 1.0 ........ [Per LID Design Guide, Table 4-2 attached] (3) Unit Volume = 0.6 inch [Per San Diego County Hydrology Manual, 85th Percentile Precipitation Isopluvial Map- San Diego County Hydrology Manual-attached] ( 4) Calculate volume of storm-water to be contained based on 85% rainfall per following formula: Volume= [Tributary Area] x [Weighted Runoff Factor] x [Unit Volume] Volume= (0.80 acre)(43,560 ft2/acre)(l.0)(0.60 in)(l ft/12 in)= 1,742 ft3 (5) The selected basin depth= 3.0 feet. ( 6) The required basin area, assume a porosity of 100% : AReq = {1,742 ft3) / {3 ft)= 581 ft2 (7) The percolation rate= 0.67 in/hr, the maximum infiltration depth for the basin within 96 hrs= (0.67 in/hr)(l ft/ 12 in)(96 hrs)= 5.36 ft . Page 6 of 7 • • • • • • • • • • • • • • • • • •• • • •• • • • • • • • • • • • (8) Since the selected basin depth, 3 ft, is less than the maximum infiltration depth, 5.36 ft, then the basin will infiltrate the entire volume of water with 96 hours . Infiltration basin has to have 96 hours draw-down time. We calculate the draw-down based on the following formula: Aminimum = Volume x 12 / (Time) x K saturated, design K saturated, design= Infiltration Rate/ Factor of Safety= 0.67 / 2=0.335 A min= 1,742 x 12 / 96 x 0.335 = 650 SF< Infiltration basin size footprint So the infiltration basin will draw down within 96 hours requirement. Page 7 of 7 •r.====-~-~~==========7 • • • • • • • •• • • • • • • • • • • • • • • • • • • • • • • Appendix A VICINITY MAP •L===~====-=======,======-============== PALOMAR AIRPORT RD. ~\ N VICINITY MAP ~ N.T.5. • -============~~-~~=====~===============; • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • AppendixB HYDROLGY REPORT SUPPORTING TABLES/MAPS -~===~-=====-~=~===================:!! 0 ~ 33°30' ::: . -· -~.-: -·Ri"! --&-_.,,. 33'15'---- TYP6~'t{c. I ' l'O.' ',); ';,. 33•00· I -~ ~.-,,· 0 0 p G): ~ -~ in ,- t:: ,- - ~~ --t-~ 32'30' t l l 0 ri ~ .... ii) -~ ,.. 0 ~ ::: ·--_ l_ f "" Ii> ;'I" CD ,... ... ~ ~ I ~ ~ ... .L · -33'30' i •. :_, : :i&.'\, I $a•oo• .:3_· ! -:0 •(I). .'.ijt i g'. ~ ----~~45' .L ----32'ao• -----~-:-------·· r;, ,g i ~ -~ .... County of San Diego Hydrology Manual Soil Hydrologic Groups Legend S.oilGroup;, Ell G~upA CJ -GroupB D -D Group c _ I :,$:J:1"£ -GrotipC. ..... Urideteririlned =:=J. ·oats l:JnavaUabie DPW ·-G1c-~ --~- f>..~~~ ~ S~·1· aiiG: S '\,\;~J:,iW:;.'i;ti;,1)~t:>wcii;<l!- N llUUN"lSMOYOEDWllll)U'f~c;t:'Nt(t(M),;tfTlO;t)Qlft + -""""""lllltHOT""""'lD,TIC_W_ (lt'MS,11Ci1,J,HTMWJY.NDFm.'B!11QRA.P.Al(t1(llA1t~I, ~~1,1,.,.AliMtW,I. • tNif~fflll)'~~IV*N~~ • J3 ~~vr~"*~~~ ,.,.....,...,. ___ ..,...,.......,..., .....,~t,~Jtot#t.llilp&i -$' ' a _ o a .MIies 1'5£25 •••••••••••••••••••••••••••••••• San Diego County Hydrology Manual Date: June 2003 Table 3-1 Section: Page: 3 6 of26 RUNOFF COEFFICIENTS FOR URBAN AREAS Land Use J\1RCS Elements Undisturbed Natural Terrain (Natural) . Lb\.V Oeirsity Resideq!ial (LDR) Low ben~ity Residential (LDR) LoW Density Resiq¢ntial (LDR) Meditjm; Density-Residential (MDR) Medium· Pens it)'. Residential (MDR) Medium beiisitY, llesidentiaf (MDR) Medium Density Residential (MDR) High Density Residential (HDR) High Density Re.sidentia1 (HOR) Comm.ercial/lndµ~tr.ial (N. Com) Commercialllndustrial(O. Com) Commercial/lhdustrial (O.l>. Com) Commercial/Industrial (Limited 1.) -Con11nerc.iWI ndJ.1strial (Generar l.) County Elements l>ermanent Open Space Residential, 1.0 DU/A or less • .•. ___.._._·------- R.es1dential, 2.<I DU/A or less Residential, 2.9 DU/A ot less Residential; 4.3 DU/Aor less Resiclential, 7.3 DU/A qt less Res.idential, 10.9.0U/A or:Jess R:esideiltial\ 1.f.5 DU/A or less Resident'ial, 24.0 DU/ A or less Resi~ential~ 43.0 DU/ A or less Neighborhood Commercial Genernl Com111ercial -Office Prof'essional/Cotnmerdal Limited Industrial General. Industdal %IMPER. 0* 10 20 25 30 40 45 50 65 80 80 .85 90 90 95 A 0.20 0.27 0.34 0.38 ·o.41 .0:48 0,.52 ·Q.55 .0 .. 66 0.76 0.76 Q.80 0.83 0.83 0.87 Runoff Coefficient "C'' cp Soil Type r:::::::-,.. s01J.,.·'TYP.E. a ~c {.DJ 0.25 0.32 0.38 0.41 0 . .45 0.51 0.54 0.58 0.67 0.,77 (D1 0.80 0.84· 0.84 0,87. ·0.30 0.36 0.42 Q.45 0.:48 0.54 0.57 0:60 0;69 0.78 0'.78 0.81 Q,84 0.84 _():87 0:35. fifil_ --~:;: -'\'.lfs:.e.i"> ·().52 0.57 Q;6t) Q.63 0·.71 0.79 0;79 0.82 0.85 9~85 ·0,87 *The values associated -with ·0% ~pervious may be used .(or diregt calcµlation of the r.unoff coefficient as-described in Section 3. I ,2 (representing. the pervious :runoff coefficient, Cp,.forthe soil type),. or for area~ that will re.main undisturbed inper.petuity. Justification must b~ gi:ven thatthe. area will remain natural ;forever (e.g., ·the,area, is located in Cleveland National Forest). DU/ A =; dwelJing units ,peucre NRCS = 'Nation11I Resources Co11sewation Service 3-6 •••••••••••••••••••••••••••••••• 33°30'- c:, g> .... .,... .,... Orange ~-_ CounF ! 1 ..... ! ··. l. 33"15'·----- i S·IT:~. ,·;~~ '1:). ~ ·O ·.;,,• 33'00'·--~ .... "I'.;') i; 32°45'--- 0 ¢ ~ ~ ~ ~ ,.. 32°$' b ~ ·~ . ~ ~ t: --.... 0 ~ i:: . ) l--. __ J ,c, l ;:; re, ~ .,... c:, "' ~ .,... re, ~ ~----------+-33'30' re, ' 'r ··,:::::r~t~-r !:~> '•'): \ ····._) I ~-···· :~ . ....__,__ • ,••• ! { I, : \ • ······33•1s '1'1. ·········-1 · ~,-·.1:fr·· r"-----, .. . '• ••••• · .............. 1:4 ···--· ..... _ ........ _....... .. •• _ .. ..,"*•• .. ·········-~-·· ... ·······r··········-..... '·~ "\ ·----:2'-l_ 33°00' i ~ I "O· 1/jl<!f::\ .. (._ ... ,···> .... ~. • , ,, • •• ••• •• •:,, 1 \ .A·:6 . \. ~·\ '·.::t:},.\ \ /\...----··: ··-.:::~i~~ .. --.... ; r y··· J ar, ::;. ~ (') Cl) t:· ::, -?· '• ~ ...... \•, • .... ,_"\ \ \ . \\\\ \ \. : ·, ...... , . . , , , , r ,,.., / j j \ '•. · .• ,._;; .....• :.. r ., ... , : .: I .. .. . • ,, r t ·l= Ii'> ""' «> i:: 32'30' County of San Diego Hydrology Manual Rainfall Jsopluvials 10 Year Rainfall Event-6 .Hours -----~ -- lsopluvlal {inches) QPG· !WI. S~ -~·-· b,,...~:1f,.t(,:.~. ~l~f(!(l~,t iIS ·-~~C:i~ N nu.~1isPR:!YOm~WAAAAoir01tNHktc;tmtt.ltO"/'fl + ,Oq,IW'l?m,.:t.l(W)O«).tur-t.m't.MrtitJ'ro,."TICM't.lmWMAIH'tlCt ~~~~FCflAPNltJCJ.l.Alt~ :$$-::n~~~ l;."t;'!".'.t.~,-!:""...:,1.,,,........f..., $ . . . 3 0 3 MIies ~ ••••••••••••••••••••••••••••••••• 0 ~ 33°30' -• -·· ·, SI T t:.. .· .... . t;;oi n,, ~- ~-t;) ~. 33'00'----I ~ 32'45' ----- 32'30' .!i1 ... ::: b ',rj. ·<ti' ?l ~ ~ ~ ,- ~ ,( ::: f ... 0 0 -~ ::: ~ ~ {- I 0 ~ g 0:, .... .... l ... ~·• .. .,,.i'i ii) ~ 33'30' I • .. ··,.-·j\ "-.. ··-.,,.:t?i¼ ..... \ , .... ···-.1·-.... . ~ ~ .,... J. ·---~2'45' -·-• --,32'3()' County of San Diego Hydrology Manual Rainfqll Isopluvtals 100J:'eru:-Raiiifall Event-6 .Hours [ ····----fsopruv~~nc~esi __ _ ~~i H.D_._~e,ln,:l,; • ._ ..... ,,,_,,,_M,'11'.rtti;.o.lci.-t ~ SfflGI8 •W~,rl:i,1'1:--Saitt 1)t<;:(li G:....:n,dt ,1~N ~=t~~~%:oo~~ ' ' , ,==:~fifd'o~fORAPAAna.Vlt~ 'I .-"C ~~==~-==~ ' ' &.;,---~"~ ' ~~~~~--~_, t'""'·,._,d;•~~~~.....-. ' ' ?' 0 3 Miles ~---} •••••••••••••••••••••••••••••••• •r.======-~---==================n • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • Appendix C LOW IMPACT DEVELOPMENT REPORT SUPPORTING TABLES/MAPS •l'==============-=====================11 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • CHAPTER 4: LID DESIGN GUIDE A partially pervious area may be drained to a self-retaining area. For example, a driveway composed of unit pavers may drain to an adjacent lawn. In this case, the maximum ratios are: (Runoff factor) x (tributary area) ::S 2 x (self-retaining area) Equation 4-1 Use the runoff factors in Table 4-2 . Prolonged ponding is a potential problem at higher impervious/pervious ratios. In your design, ensure that the pervious area soils can handle the additional run-on and are sufficiently well- drained . Under some circumstances, pervious pavement (e.g., crushed stone, pervious asphalt, or pervious concrete) can be self-retaining. Adjacent roofs or impervious pavement may drain on to the pervious pavement in the same maximum ratios as described above . To design a pervious pavement to be a self-treating area, ensure: • • The gravel base course is a minimum of four or more inches deep . The base course is not to be under-drained . • A qualified engineer has been consulted regarding infiltration rates, pavement stability, and suitability for the intended traffic . Runoff from self-treating and self-retaining areas does not require any further treatment or flow control • TABLE 4-2. Runoff factors for surfaces draining to !MPs . Surface Runoff Factor Roofs 1.0 , ._I __,,,=C=o=n=cr=et=e===================1=.0====----' Pervious Concrete 0.1 Porous Asphalt 0.1 Grouted Unit Pavers 1.0 Solid Unit Pavers on granular base, min. 3/16 inch joint space Cmshed Aggregate Turfblock Amended, mulched soil Landscape 0.2 0.1 0.1 0.1 0.1 Areas draining to IMPs are multiplied by a sizing factor to calculate the required size of the IMP. On most densely developed sites-such as commercial and mixed-use developments and small-lot residential subdivisions-most DMAs will drain to IMPs . 72 County SUSMP-August 2012 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • 0 5 1D County of San Diego Figure 1-7. Hydrologic soil groups . The hydrologic soil groups are defined as: • Group A soils have a high rate of percolation and a low runoff potential. The rate of water transmission is high; thus, runoff potential is low. Group A soils are generally referred to as sandy ~oils . • Group B soils have moderate percolation rates when thoroughly wet. These are chiefly soils that are moderately deep to deep, moderately well-drained to well-drained, and moderately coarse textured. Ratl;l of water transmission is moderate . • Group C soils have a slow percolation rate when thoroughly wet. They are chiefly soils that have a layer impeding the downward movement of water, or they are moderately fine to fine-textured soils that have a slow infiltration rate. Th.e rate of water transmission is slow . • Group D soils have very slow percolation rates when thoroughly wet. They are clays that have a high shrink-swell potential, soils that haw a high permanent water table, soils that have a claypan or -clay layer at or near the surface, or soils that are shallow over nearly impervious material. The rate of water transmission for group D soils is very slow . The soil survey also evaluated erodibility. The majority of soils in the San Diego area exhibit moderate or severe erosion potential. COUNTY OF SAN DIEGO Low IMPACT DEVELOPMENT HANDBOOK PAGE 15 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • Leighton and Associates, Inc, A LEl~HTON GROUP COMPAN.Y To: Attention: Subject:·. Reference: October 1, 2014 Merlin Entertainment :Group/U$ Holding, Inc. c/o LEGbLANb California, LLC One Lego Drive · Carlsbad, Caiifomia 92008 Mr. Chris Romero Project No 10075.004 Field Percolation Testing -Results, LEGO Friend~, LEGOLAND Theme Park, Carlsbad, California Leighton and Associat~s., 2014, Geotechnical Update Report, Proposed LEGO Friends, LEGOLAND Toeme Park,. Carlsbad, California, Project No. 10075.004, dated July 14, 2014 JRMAA, 2014, Conceptual Utilities Plan, LEGOLAND Theme Park, Carlsbad, Califomi~, Sheet 6 of 14, dat~d.Augt,1st 1{;., 2014 · In accortjance with your request and at,ithorization, Leighton :and Associates, Inc. performed one field percolation test at the SQbject site to evaluate the existing on site soils for potential infiltration of storm water (Le., test cfepth .approximately 5 feet below· the existing ground surface). The results of the field percolation, test indicated that the soils at the site are silty to clayey sands and sandy· clays, and have a percolation rate of 90_ minutes per inch (mpi), or 0.67 inches per hour. The approximate location of the test is shown on the attached Exhibit A. Note that the designer of the onsite storm water infiltration system should consider the results· of field testing, which rriaY vary; and use engin~ering jUdQment in ·developing an appropriate ,system . In generar, we -recommend thc;1tthe proposed th~ sides of all infiltration system area be lined with a 20 mil impermeable liner. As, an ~Jtern~tive,. we recommend minimum setbacks of the· storm water infiltration-system (see Table 1) . :·3934 Murphy Canyon Road, Suite B205 • San Dieg9, CA92123-4425 858.292.8030 • Fa~ 858.292.0771 • www.leightongeo.com • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • 10075.004 Table 1 --Storm Wa.ter infiltration System Setback .Setback from Distance 'Property lin·es -2.5feet Any foundation 15 feet-or within a 1 ~ 1 plane drawn up from the bottom of foundation . Face of any slope · H/2,. 9 feet tninimurn _(H is heigf:lt ,of ~lope) Private water weJls used 100 f$et for drinking water Note that foundation and sub'surface improvememts (eg., basements) of structures adjacent to proposed infiltration systems sho1.1ld be evatuated to make sure that they are not impacted by storm water migration. Where setbacks-qanit be attained a 20 mil' impermeable liner should be pl1:1ced on bottom -anq si,C;ies of1h~ inflltr~tion ba.sins. In-addi_tion, if utilities are present below the bottom of the infiltrati0n basih, we recor.nmend-backfilling utilities with slurry or constructing concrete cut~off wall to prevent lateral migration of storm water . Please also note that dur evaluation was limited-lo assessment of the geologic aspects of the project, and did not include evaluation. of structural issues, environmental concerns or the presence of nazard0us materials. Our conclusiohsj recommendations and opinions are based oh an an~lysi~ of the obser,ved site conditions, and our review of the referenced geologic literature and reports. If geologic-conditions-different .from those described in this report are encountered, our offic~ should be notified .and additional recommendations, if warranted, will be provided upon reque$t. If you have any qu~stions rega.rding_ our result~. plea§!e c.antact this office. W~ appredate this opportunity to be of service~ · Respectfully submittedt LEIGHTON AND ASSOCIATES, INC . /t,/~/J?J~ William D. 01$00, RCE; 45283 Associate Engineer Attachment: ExhibitA-Field Percolc1tion Test Loca~on Map Distribution: (1) .Addressee (3) Dax Consulting, Attention: Mr. Dax.Hoff, (1) JRM.&A-Arcbltects, Attention Mr.. James Yost Leighton ~ms 11r mm• 1 1;;«11KtJ11 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • li " l!leili i~i'j ~ij; t,.· i ~t ~~ ~.&°f ~ (W."'t·~ ~ ~ .. "al i~ ~~l « i ·a ! ~. ~ ;:, :. "" . .... ""'" = :.: ; ~-u • • ,. • J ~ ... 1 •I i a I I I ~ ~ is t "' i s i ; i I i ! •:"t ~ :,, ... ! 3 i l I I. r /' ~ °" ~ I' z:--·. '~ " ' ~ a. (I) w E .J § ~ w 0 8 To: Address: J.R .. Miller & Associates 2700 Saturn St. Brea, CA 92821 ~, COMMERCIAL BUILDERS INC Submittal #9REV1 From: Address, COMMERCIAL BUILDERS, INC. Commercial Builders, Inc. has reviewed this submittal with the purpose of checking for compliance with the contract documents. Submittal: Underground Retention System By: Alex Jesme Date: March 18th, 2015 · Project: Legoland Friends Project Number:_1~5~0~0~6 ____ _ · Commercial Builders, Inc. 525 B. Street, Suite 740 San Diego, CA 92101 Attn: James Yost Contact: Rob Netzer (P) 619-564-75.55 (F) 619-564-7556 roryour: File D Signature rn . COPIES DAT~ DESCRIPTION 1 3/18/2015 Contech Underground Retention System Comments: Please see the attached underground retention system shop drawings for your review and approval. CBI Notes: "1. Inverts and Rims corrected per engineers comments. Thank You! AlexJesme COMMERCIAL BUILDERS, INC. ,,,, «; N1 &; "' ~ ;\:; ~ O• ~ g 9 i I ~. "' .. b .tr, ..,.. I ~ 0 ! THE UNDERSiGNED HEREBY APPROVES THE ATTACHED (7) PAGES INCLUDING THEFOLLOWIN'G: i' • CMP VOLUME = 955 CF ~-• POROUS STONl= VOLUME = 554 CF j • TOTAL VOLUME = 1,509 ·CF i • MAINLINE PIPE GAUGE = 16 I • WALL TYPE= PERFORATED ~ • DIAMETER = 48" ~ • FINISH= ALT2 @ i CUSTOMER I ! -o The design and lnformaUon shown on this drawing Is provldedj 0 es a service to tho project owner, engineer and contractor by g; Contech Engineered Solutions LLC ("Contech~). Neither this 8 :i::r:d ~n°~:;~~~~~~~~:~~~~~ :;,~;~~i;:~~0:nus:8n~ ~~ ii: Contech. Failure to comply Is done at the user's own risk and o Contech expressly dlsclalms any Ueblllly or responslbil1ly for ± suchuse 0 DATE '~ ~~l~~?i:;f~~5a::~~~"a:~a~rie':~~~~:::~~: e"r:~;:: ~ :~~::~~J~':~~~fys;t~:::~~c;:~:~~s0~~!!9~~~= .1 2/25/15 PIPE DIAMETER & ELEVATIONS ~ =~;o~~~C::ue:~:~;~e:e~mlsslng,lncompletebr MARK DATE . . ---~ REVISIQN DESCRiPTION A 06"STUBA1 INV= 148.5 I ~ 0 ~ _, r-.. Qi) BANDSTYP. SEE DETAIL BY Ct'jNTECH. ENGINEERED SOLUTIONS LLC www.ContechES.com 9025 Centre Pointe Dr., Suite 400, West Chester, OH 45069 80()-338-1122 513-645-7000 513-645-7993 FAX 2A'<'' ,·~·7 048" BULKHEAD (TYP. OF 3) b a: ~?:: B C D ASSEMBLY SCALE: 1" = 5' PIPE VOLUME: 955 CF LOADING: H20/H25 SYSTEM INV= 146.4 ~1¼:.U'r~~U® ~~~fiii i ;;.vn CMP DETENTION SYSTEMS CONTECH CONTRA.CT DRAWltlG 06"STUBC3 ·1NV = 149.9 030" RISER C2 IM= 152.05 INV= 146:4 NOTES • ALL RISER AND STUB DIMENSIONS ARE TO CENTERLINE. • Al.:L ELEVATIONS, DIMENSIONS, AND LOCATIONS OF RISERS AND INLETS,. SHALL BE VERIFIED BY THE ENGINEER OF RECORD PRIOR TO RELEASING FOR FABRICATION. • ALL FITTINGS AND REINFORCE;MENT COMPLY WITH ASTM/1~98. • ALL RISERS AND STUBS ARE 2½" x½" CORRUGATION AND 16 GAGE UNLESS OTHE;RWISE NOTED. • RISERS TO BE FIELD TRIMMED TO GRADE. • QUANTITY OF PIPE SHOWN DOES NOT PROVIDE EXTRA PIPE FOR CONNECTING THE SYSTEM TO EXISTING PIPE OR DRAINAGE STRUCTURES. OUR SYSTEM AS DETAILED PROVIDES NOMINAL INLET AND/OR OUTLET PIPE STUB FOR CONNECTION TO EXISTING DRAINAGE FACILITIES. IF ADDITIONAL PIPE IS NEEDED IT IS THE RESPONSIBILITY OF THE CONTRACTOR. 048''PERFORATED UNDERGROUND RETENTIONSYSTEM 513841-010 PROJECT No.: SEQ. No.: DATE: 513841 010 2/13/2015 DESIGNED: DRAWN: LEGOLAND FRIENDS EXHIBIT ALS ASB CHECKED: I APPROVED: • CARLSBAD.CA SITE DES-IGN.A TION: UDS --~--~-----, · - :,; n. ~ "' I i i :,; ~ 9 i ~ I );l "' I ~ 0 I C n.' :,; ~ ';' i ; i I ffl ' r1'a0" MIN.. =--==-LIMITS OF ~:~i~" ~"TTIP TYPICAL SECTION VIEW SCALE: N.T.S. 5" X 1"·CORRUGATION-STEEL ON\. Y EDGE SPACING EQUAL ON BOTH SIDES -1, (.)~~ (.) a. t-, it '!'-:. ~ 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O· 0 0 0 0 0 I -1. I. .... . I . I ,9@2.711":;, 24.399". ~.711" GO!LWl!)tH OPEN AREA= 3.33 SQ IN/SQ FT NOTES: 1. PERFORATIONS MEET AASHTO AND ASTM SPECIFICATIONS. . 2. PERFORATION OPEN AREA PER SQUARE FOOT OF PIPE IS BASED ON THE NOMINAL DIAMETER AND LENGTH OF PIPE. 3. ALL DIMENSiONSARE SUBJECT TO MANUFACTURING TOLERANCES. 4. ALL HOLES 3/8"0. EXFIL; TRA TION AREA STANDARD PERFORATION PATTERNS AASTHO M-36 AND ASTM A760, B745 APPROXIMATE AREA PER LINEAR FOOT OF PIPE CORRUGATION PATTERN PIPE0 (INCHES) 2-2/3"X1/2" (SQ. INCHES) 3"X1" 5"x1" (SQ. INCHES) ULTRA-FLO (SQ. INCHES) 48 ( SQ. INCHES) 47.2 52.3 NOTES: 1. ALL HOLES ARE 3/8" DIAMETER,AND ARE NOTED AS 'CLASS 2 PERFORATIONS' PER AASHTO AND ASTM. 51.6 2. GAGE AND COATING LIMITATIONS APPLY. 5" X 1" IS NOT AVAILABLE IN ALUMINUM. 3. ALL DIMENSIONS ARE SUBJECT TO MANUFACTURING TOLERANCES. PERFORATION DETAIL ---~--- FITTING A A-TEE A1 B B1 C C1 C2 C3 D D1 BAND FASTENER ------c.... __ ----. --..-., __ --,----=-----· ~- FABRICATION BoM TYPE QTY 0 CORRUGATION GAGE FINISH WALL TYPE LENGTH TOTAL MANIFOLD 1 48 5x 1 16 ALT2 Perforated 20 20 TEE 1 48 5x 1 16 ALT2 Perforated 4 4 STUB 1 6 SMOOTH 16 ALT2 Solid 1.08 1.08 PIPE 1 48 5x1 16 ALT2 Perforated 18 18 BULKHEAD 1 48 12 ALT2 Solid o· 0 PIPE 1 48 5x1 16 ALJ2 Perforated 18 18 BULKHEAD 1 48 12 ALT2 Solid 0 0 RISER 1 30 2 2/3x1/2 16 : ALT2 Solid 3.65 3.65 STUB 1 6 SMOOTH 16 ALT2 Solid 1 1 PIPE 1 48 5x1 16 ALT2 Perforated 18 18 BULKHEAD 1 48 12 ALT2 Solid 0 0 12" DIMPLE 3 I 48 I w/7" TECHCO WD I 16 I ALT2 ?ii Thodoslgnondmfonnatlon,hownonlhlsd,awlngl,p,o,ldod 048" PERFORATED UNDERGROUND RETENTION SYSTEM IPROJECTNo.: !SEQ.No.: IDATE: ~ ~~~t=:~:9:~e~~e~r~:l~tI~~~rL~n{~~::t~~~~).co;:i~~~~h~; c~'~NTEcH· A~l~MTrAU® -513841 010 2/13/2015 b drawing, nor any part thereof, may be used, reproduced or • jj ~~ 6!iiniii: • ----.-. 513841 Q 1 Q ~ modified In any manner without !he prior written consent of T.41111 ~ ~. Ii ~ • -~ • • -. ~ ~~~;_:.~:~::,~,1:;~1~:·::;~:~,,~;~:~::.~~~,:',:,~,·,:~ ENGINEERED SOLUTIONS LLC CMP DETENTION SYSTEMS LEGOLAND FRIENDS EXHIBIT Dt:SIGNED. DRAWN: ALS ASB ~ If d[scropancles between tho suppUed lnformaUon upon which www.ContechES.com l CONTECH j z the drawing Is based and actual field cond11Ions are encountered 2 j • · , ::; asollowo,kp,og,mo,,thos,dl,aepenci,om,stb,,.port,d 1 2/25/15 PIPE DIAMETER & ELEVATIONS 90 5 Centre Ponte Dr., Suite 400, West Chester, OH 45069 CONTRACT CARLSBAD' CA ffi to Contech Immediately for ro-ovaluabon or the design, Con!ech ~ f:::,:o,~~:z.~:!";~:::;~-:;:.~;,mlsslog,locomp1,1,or MARK DATE REVISION DESCRIPTION BY 800-338-1122 513-645-7000 513-645-7993 FAX DRAWING ~ SITE.DESIGNATION: UDS CHECKED. APPROVED: SHEET NO.: C2 OF 7 i ~· :,; ~· 9 i ~ ~r i I ,g z 0 ~ ~I g i 1ii i I j 6 § ~ ~ ::; ·ffi KEYO 0 FOUNDATION/BEDDING PREPARATION 1.) RIGID OR FLEXIBLE PAVEMENT 2.) GRANULAR ROAD BASE 3.) 12" MIN. FOR DIAMETERS THROUGH 96" 18" MIN. FOR DIAMETERS FROM 102" AND LARGER MEASURED TO TOP OF RIGID OR BOTTOM OF FLEXIBLE PAVEMENT. 4.) FREE DRAINING ANGULAR WASHED STONE ¾" -2" PARTICLE SIZE. 5.) GRANULAR BEDDING, ROUGHLY SHAPED TO FIT THE BOTTOM OF PIPE, 4"-6" IN DEPTH. 6.) CONTECH C-40 OR C-45 NON-WOVEN GEOTEXTILE REQUIRED, WRAPPING TRENCH SIDES AND TOP ONLY. PRIOR TO PLACING THE BEDDING, THE FOUNDATION MUST BE CONSTRUCTED TO A UNIFORM AND STABLE GRADE. IN THI;: EVENT TtJAT UNSUITABLE FOUNDATION MATERIALS ARE ENCOUNTERED DURING EXCAVATION, THEY SHALL BE REMOVED AND BROUGHTBACK TO THE GRADE WITH A FILL MATERIAL AS APPROVED BY THE ENGINEER. ONCE THE FOUNDATION PREPARATION IS COMPLETE, THE 4 INCHES OF A WELL-GRADED GRANULAR MATERIAL SHALL BE PLACED AS THE · BEDDING. BACKFILL THE BACKF.ILL MATERIAL SHALLBEFREE-DRAINING ANGULAR.WASHED-STONE 3/4" -2"PARTICLE SIZE. MATERIAL SHALL BE PLACED IN 8"-10" MAXIMUM LIFTS. MATERIAL SHALL BE WORKED INTO TRE PIPE HAUNCHES BY MEANS OF SHOVEL- SLICING, RODDING, AIR-TAMPER, VIBRATORY ROD, OR OTHER EFFECTIVE METHODS COMPACTION IS CONSIDERED ADEQUATE WHEN NO FURTHER YIELDING OF THE MATERIAL IS OBSERVED UNDERTHE COMPACTOR, OR UNDER FOOT, AND THE PRO;JECT ENGINEER OR HIS REPRESENTATIVE IS SATISFIED WITH THE LEVELOF COMPACTION. INADEQUATE COMPACTION CAN LEAD TO EXCESSIVE DEFLECTIONS WITHIN THE SYSTEM AND SETTLEMENT OF THE SOILS OVER THE SYSTEM. BACKFILi:. SHALL BE PLACED SUCH THAT THERE IS NO MORE THAN A TWO-LIFT DIFFERENTIAL BETWEEN THE SIDES OF ANY PIP.E INTHE SYSTEM AT ALL TIMES DURING THE BACKFILL PROCESS. BACKFILL SHALL BE ADVANCED ALONG THE LENGTH OF THE SYSTEM AT THE SAME.RATE TO AVOID DIFFERENTIAL LOADING ON ANY PIPES IN THE SYSTEM. EQUIPMENT USED TO PLACE AND COMPACT THE BACKFILL SHALL BE OF A SIZE AND TYPE SO AS-NOT TO DISTORT, DAMAGE, OR DISPLACE THE PIPE. ATTENTION MUST BE GIVEN TO PROVIDING ADEQUATE MINIMUM COVERFOR SUCH EQUIPMENT, AND MAINTAINING BALANCED·LOADING ON ALL PIPES IN THE SYSTEM, DURING ALL · SUCH OPERATIONS. OTHER AL TERNA TE 'BACKFILL MATERIAL MAY BE ALLOWED DEPENDING ON SITE SPECIFIC CONDITIONS. REFER TO TYPICAL BACKFILL Dl;:TAIL FOR MATERIAL REQUIRED. BACKFILL DETAIL SCALE: N.T.S. § The design and lnformaUon shown on this drawing Is provided O as a s~rvlce to tho project owner, engineer and contractor by ~ Contech Engineered SoluUons LLC (•contech•). Neither this 8 !i;~":d ~o;:;~~~~~~:;~~!~~I~~ :~1i:~~i1;:~~0d:s~8! ~~ ' C~'iNTECH. ~~1~UTl:~U® ~~~ifti i ;."n CMP DETENTION SYSTEMS i5: Contech Failure to comply Is done at the user's own risk and o' Contech expressly disclaims any llablllly or responslblllty for ± suchuse 0 ~ ~:·~:~!;f~~5a=!~~~"a::iriJ~':!~~::_a~~: e~~~~;~~ O asslleworkprogresses,thesedlscrepanclesmustbereported 1 2/25/15 PIPE DIAMETER & ELEVATIONS q to Contech lmmedlataly for re-eva1uaUon of lhe destgn. Contech ~ ~~C:!~01~:C:Z~~:ue;;~;~:;~~0~;.missrng,incompleteor MARK DATE REVISION DESCRIPTION BY ENGINEERED SOLUTIONS LLC www.ContechES.com 9025 Centre Pointe Dr., Suite 400, West Chester, OH 45069 800-338-1122 513-645-7000 513-645-7993 FAX CONTECH CONTRACT DRAWiNCL. j-12-3/4"-J I i--1 -5/8"--I I D12BAND • STANDARD SECTION 112-3/4"7 I 1 1 -: 8"1 I DIMPLES 0½"BOLT 7½" TECHO ANGLES r------~ 0 0. ,CONNECTION DETAIL GENERAL NOTES: 1. REFER TO CONTECH BAND,.SELECTION GUIDE FOR BAND WIDTH, GAGE, AND FASTE;NER TYPES. 2. BANDS FOR PIPE-ARCl:I ARE THE SAME AS FOREQUIVALENT DIAMETER ROUND PIPE. 3. BANDS ARE NORMALLY FURNISHEQ AS FOLLOWS: 12" THRU 48" 1-PIECE 54" THRU 96" 2-PIECE 102" THRU 144" 3-PIECES. 4. BAND·FASTENERS ARE ATTACHED WITH SPOT WELDS, RIVETS OR HAND WELDS. 5. REROLLED ANNULAR END CORRUGATIONS ARE NORMALLY 2-2/3"X 1/2". 6. DIMENSIONS ARE SUBJECT TO MANUFACTURING TOLERANCES. 12" DIMPLE BAND DETAIL SCALE: N.T.S. 048"-PERFORATED UNDERGROUND RETENTION SYSTEM 513841-010 LEGOLAND FRIENDS EXHIBIT CARLSBAD,CA SJTE_DESIGNATION: UDS PROJECT No.: 513841 . SE~;;: 1D;~~:3/2015 ., DESIGNED: DRAWN: ALS' ASB CHECKED: APPROVED: SHEET NO.: C3 OF 7 :,; a. ~ "' I I :,; g 9 i I i I I " a.' :,; g i !!' i i TEMPORARY COVER FOR CONSTRUCTION LOADS 7 HEIGHT . EL L.t::I . 7-1 OFl COVER u_ ---------------------------------------- CONSTRUCTION LOADS FOR TEMPORARY CONSTRUCTION VEHICLE LOADS, AN EXTRA AMOUNT OF COMPACTED COVER MAY BE REQUIRED OVER THE TOP OF THE PIPE. THE HEIGHT-OF-COVERSHALL MEET THE MINIMUM.REQUIRE;MENTS SHOWN IN THE TABLE BEL.OW. THE USE OF HEAVY CONSTRUCTION EQUIPMENT NECESSITATES GREATER PROTECTION FOR THE PIPE THAN FINISHED GRADE COVER MINIMUMS.FOR NORMAL HIGHWAY TRAFFIC. PIPE SPAN, AXLE LOADS (kips) INCHES 18°50 50-75 75°110 110-150 MINIMUMCOVER (FT) 12-42 2.0 2.5 ~.o 3.0 48-72 3.0 3.0 3;5 4.0 i-----------A-----------0-i ACCESS CASTING TO BE PROVIDED At'·lD·INSTALLED BY CONTRACTOR. F,i b "' ..... 1 l ~ 1 •" • ,.:,:~--~--.!_-...,._---:_r':,. =±Ji ~-.,--.cg~_ '-Cl. ;_,_I....,,..~ 4 -i:--O!l-" ~ --,o -. I :sf I .1 -~:~•a. .. ,-·~-..... -~>--+ ., .. GASKET MATERIAL SUFFICIENT TO PREVENT SLAB.FROM BEARING ON RISER TO BE PROVIDE!,) BY CONTRACTOR. ~ __:--~~\ ..... 1 -.~B-~11"TYP.-l a:~ ~ .(/)_ w. . Q a.(/) <( . ~ "'· Cl ,..--?P.1--; ~-~ SECTION VIEW .. .... #4 DIAGONAL TRIM BAR (TYP. 4 PLACES), SEE NOTE 7. REINFORCING TABLE 0CMP A 0B REINFORCING RISER 24" 04' 26" #5@f2"0CEW 4'X4' #5@12"0CEW 30" 04'-6" 32" #5@12"0CEW 4'-6" X 4'-6" #5@12"0CEW .. 36" 05' 38" #5@10"0CEW 5'X5' #5@10" OCEW 42" 0 5'-6" 44" #5@10"0CEW 5'-6" X 5'-6" #5@9"0CEW 48" 06' 50" #5@9"0CEW 6'X6' #5@8"0CEW •• ASSUMED SOIL BEARING CAPACITY i--------'-'_A~------i 78-120 3.0: 3.5 4.0 4.0 #4 DIAGONAL TRIM BAR(TYP. 4 PLACES), SEE.NOTE 7. , r ,~ -11 I 2" COVER_ .11 ~. . 41< :......Z ..... 2.-__::::...---::: ss . -(TYP) · 126-144 3:5 4.0 4.5 4.5 *MINIMUM COVER MAY VARY, DEPENDING ON LOCAL CONDITIONS. THE CONTRACTOR MUST PROVIDE THE ADDITIONAL COVER REQUIRED TO AVOID DAl\l!AGE TO THE PIPE. MINIMUM COVER IS MEASURED FROM THE TOP OF THE PIPE TO THE TOP OF THE MAINTAINED CONSTRUCTION ROADWAY SURFACE. CONSTRUCTION LOADING DIAGRAM SCALE: N.T.S. SPECIFICATION FOR CORRUGATED STEEL PIPE-ALUMINIZED TYPE 2 STEEL SCOPE THIS SPECIFICATION COVERS THE MANUFACTURE AND INSTALLATION OF THE CORRUGATED STEEL PIPE (CSP) DETAILED IN THE PROJECT PLANS. MATERIAL THE ALUMINIZED TYPE 2 STEEL COILS SHALL CONFORM TO THE APPLICABLE REQUIREMENTS OF AASHTO M274 OR ASTM A929. PIPE HANDLING AND ASSEMBLY SHALL BE IN ACCORDANCE WITH RECOMMENDATIONS OF THE NATIONAL CORRUGATED STEEL PIPE ASSOCIATION (NCSPA) INSTALLATION SHALL BE IN ACCORDANCE WITH AASHTO STANDARD SPECIFICATIONS FOR HIGHWAY BRIDGES, SECTION 26, DIVISION II OR ASTM A798 AND IN CONFORMANCE WITH THE PROJECT PLANS AND SPECIFICATIONS. IF THERE ARE ANY INCONSISTENCIES OR CONFLICTS THE CONTRACTOR SHOULD DISCUSS AND RESOLVE WITH THE SITE ENGINEER. L OPENING IN PROTECTION SLAB FOR CASTING INTERRUPTED BAR REPLACEMENT, SEE NOTE6. STANDARD REINFORCING, SEE TABLE J.L OPENING IN PROTECTION SLAB FOR CASTING STANDARD RE;INFORCING, SEE TABLE ROUND OPTION PLAN VIEW NOTES: 1. DESIGN IN ACCORDANCE WITH AASHTO, 17th EDITION. 2. DESIGN LOAD HS25. 3. EARTH COVER= 1' MAX. 4. CONCRETE STRENGTH = 3,500 psi SQUARE OPTION PLAN VIEW 7. TRIM OPENING WITH DIAGONAL #4 BARS, EXTEND BARS A MINIMUM OF 12" BEYOND OPENING, BEND BARS AS REQUIRED TO MAINTAIN BAR COVER. 8. PROTECTION SLAB AND ALL MATERIALS TO BE PROVIDED AND INSTALLED BY CONTRACTOR. **BEARING PRESSURE (PSF) 2,410 1,780 2,120 1,530 1,890 1,350 1,720 1,210 .. 1,600 1,100 J <C· INTERRUPTED BAR REPLACEMENT, SEE NOTE 6. THE CSP SHALL BE MANUFACTURED IN ACCORDANCE WITH THE APPLICABLE REQUIREMENTS OF AASHTO M36 OR ASTM A760. THE PIPE SIZES, GAGES AND CORRUGATIONS SHALL BE AS SHOWN ON THE PROJECT PLANS. IT IS ALWAYS THE RESPONSIBILITY OF THE CONTRACTOR TO FOLLOW OSHA GUIDELINES FOR SAFE PRACTICES. 9. DETAIL DESIGN BY DELTA ENGINEERING, BINGHAMTON, NY. ALL FABRICATION OF THE PRODUCT SHALL OCCUR WITHIN THE UNITED STATES. 5. REINFORCING STEEL= ASTM A615, GRADE 60. 6. PROVIDE ADDITIONAL REINFORCING AROUND OPENINGS EQUAL TO THE BARS INTERRUPTED, HALF EACH SIDE. ADDITIONAL BARS TO BE IN THE SAME PLANE. MANHOLE CAP DETAIL SCALE: N.T.S. ~ I ,j; Th,d,slgaaadlafo,malloa,howaoathlsdrnwiag"pro,1dad 048" PERFORATED UNDERGROUND RETENTION SYSTEM PROJECTNo.: !SEQ.No .. IDATE: ~ ~~~l=~~ig~~8~~e~r~:1~~~~~ri:~(~~:::e:;coi:i~~~~h~! c~'~NTEcH· A~1~M'IPrAU® -513841 010 2/13/2015 o drawing, nor ::iny port thereof, may be used, reproduced or § i;;i; a~~ .:--.~ --..-._ j! modlflodlnanymannerw1thoutthopriorwrlltenconsentol ~8' ~~~Ii,. ... ,.,,n 513841-010 DESIGNED: \DRAWN. ~ ~~o~:l~-~=:~::,~.~;,~:~~:;;~.~1:,:;i:~t:,~~~1~1;,:;~'. ENGINEERED SOLUTIONS LLC CMP DETENTION SYSTEMS LEGOLAND FRIENDS EXHIBIT CHECKE:,Ls IAPPROV~;B g. If discrepancies between the supplied lnformaUon upon which www.ContechES.com [ l z the drawing Is based and actual field conditions are encountered • • CONTECH ::; ... 11,wookp,og,esso,, th,sodlso,opaaciasm"''""'POrted 1 2/25/15 PIPE DIAMETER & ELEVATIONS 9025 Centre Pointe Dr., Suite 400, West Chester, OH 45069 CONTRACT CARLSBAD' CA ffi lo Contech Immediately for re-evaluation of the design Contoch ~ ~'::'.:~~~:~=,~~::;;::~~;:~.'.~mlsslog,laoompleteo, MARK DATE REVISION DESCRIPTION BY 800-338-1122 513-645-7000 513-645-7993 FAX .DRAWING ___ SITE DESJGNA.II_ON: UDS SHEET NO .. C4 OF 7 ~ -~ "' I i " ~ q ~ ~ I 0 9 "' "' I ~ 0 ~ ~ ~[ ~ :;: iii ;ii ~ I -~-------'-------~----- _ ·. ,,-0, .. : I I 06"STUBA1~ .,..,,._-i r ,-5•;p··--6'-;o•·-7 b b ... , ' _1 <Dj b ~ 6 i-------< 6 <Dj' ,.1 ,.1 .. ,, -. r . . ·_ L4'-0''J~·-o-LA'-O''J~.-o.L4'-0"-_J PLAN VIEW (lj •·~ [c] •·eo· [I) ELEVATION VIEW PART A 1" = 5' 14'-0"1 I I I l \ \ // '-'= ~ 1· 1·~1" F--+ _/ ' ~ ~ I t RIGHT VIEW i----------------~-·1S'ati"·---~----.,..--------i PLAN VIEW ELEVATION VIEW PARTB 1" = 5' 048" BULKHEAD B1 ...-:-::- . ,,,,.,--- / ' I ,· I \ \ \) \ I \ /, ·' I ---/ ~ . RIGHT VIEW PROVIDED FOR YOUR INFORMATION ONLY INTENDED FOR PLANT USE ;ii Thodeslgooodtoro,metlooshownonlhlsd,awlaglspm,lded 048" PERFORATED UNDERGROUND RETENTION SYSTEM PROJECTNo.: ISEQ,No.: IDATE, ~ ~~~1::~~g~~e~~e~r:i1~~~~~rt~~~~::l~~~~coi::hc:~~h~; c~l~NTEcH· A~1~M'l'rAU® -513841 010 2/13/2015 o drawing, nor any part thereof, may be used, reproduced or IE s;; a.--::=::: .::.-.!II=---..-..,_ ~ modlf!odlnnnymonnerwlthoutlheprlorwrlltenconsenlof ~If ~·~ ..... • .. ..,,n 513841-01 O DESIGNED: I DRAWN: 0 Contech Fallure to comply ts done at the user's own risk and ;3 ;i:::_e,p,esslydlsolalm,aoyllabllltyo"e'poo"bllltyfo, ENGINEERED SOLUTIONS LLC (MP DETENTION SYSTEMS LEGOLAND FRIENDS EXHIBIT ALS ~ lr discrepancies botweon the supplled lnformaUon upon which www.ContechES.com l Z the drawing Is based and actual fleld conditions are encountered • , CONTECH ~ ., ,,,. wori< ,,og,esses, these "'"~paacie, m"'t be ,eported 1 2125115 PIPE DIAMETER & ELEVATIONS 9025 Centre Pointe Dr., Suite 400, West Chester, OH 45069 FABRICATION j CARLS BAD CA w to Contech lmmed1atety for re-ovaluaUon of the doslgn. Conlech ' :,:; acceptsaohablhtyto,des,g"'basedoomlsslag,loo,mpleteo, MARK D T SIONDESC 800-338-1122 513-645-7000 513-645-7993FAX DRAWING SITE DESIGNATION• UDS ....: tnaccuratornrormatlonsupphodbyothers A E REVI RIPTION BY _ ___ _ _______ • _______ _ ASB CHECKED. APPROVED: SHEET NO.: F1 OF 7 ii': ~ ,n ~ ~ i ~ I 9 ii i I ! ~ ~ C a.' "' ~ '" i lii ! I i------'-------1§'-0"--:---------i 048" BULKHEAD C1 030" RI.SER C2 PLAN VIEW ACCESS LADDER 0 £',,.,, _/ V06"STUBCS (SEEDETAIL F3) -+---+---f00° ' l I ' C • tf=======h <D i ·i ~ I I l ELEVATION VIEW PARTC 1" = 5' J ,l·I rln ·=· ! ! (X) 11 ' ' ~· :,!....-::::::u l ,:.Irr,,-. ' --' A,I' \ !l \ i.i } \ll / ,: l / \: / . ' / ...... ___ .,,,.. RIGHT VIEW 048" BULKHEAD D1 --~-------------18,'.~o··-------~-------- PLAN VIEW ELEVATION VIEW PARTD 1" = 5' ._,,,,.,,,..--.:..... / ..... I ,· ( j \ I \ I l \ I \ / '-I ..... / ~· --=- RIGHT VIEW PROVIDED FOR YOUR INFORMATION ONLY INTENDED FOR PLANT USE /ii Thed,.,g,aadlafomml,oashowaoalhlsd,ewlaglsp,o,ldad 048" PERFORATED UNDERGROUND RETENTION SYSTEM PROJECTNo.: ISEQ.No.: IDATE: ~ ~~~t=~~v~:g:~=~e~r~~1::~~rL;(~~::,~~~~).co;:i~~~~:i; c~'~NTEcH· A~1~MTrAU® -513841 010 2/13/2015 0 drawmg,noranypartthereof,maybeused,reproducedor ~ ~ ~~~~ -~---.-. 513841 01 Q ~ modlllodlnenymannerw1thouttheprlorwrlltenconsontof ....,..., ~ •• Ii~._._,_ --DESIGNED: I DRAWN: ~ ~}r:;:.;:~::,~,~:~,,~~::;::~;,~:~:;::p~~~,~,:,~·~~ ENGINEERED SOLUTIONS LLC cMP DETENTION svsTEMs LEGOLANo FRIENDs EXHIBIT ~LS 0: WWW ContechES com CHECKED. g,_ If dlscropenclos between the supplled lnforrnatlon upon which • • l CONTE CH I Z the drawing Is based and actual field condrtlons are encountered • • :J assl!ewo,,p,og""''· theso dlmepaa,10,m,stbe ,oported 1 2/25/15 PIPE DIAMETER & ELEVATIONS 9025 Centre Pointe Dr., Suite 400, West Chester, OH 45069 FABRICATION CARLS BAD' CA ffi to Contach Immediately for re-eva!uaUon of tho design Con tech ~ ~~.::,:~~~':;;:~,;';,':o';;?.::~;~;~,<:,:_mlssl,g.laoompleleo, MARK DATE REVISION DESCRIPTION BY 800-338-1122 513-645-7000 513-645-7993FAX DRAWING SITE DESIGNATION: UDS I F2 OF 7 , ASB APPROVED: SHEET NO.: i ~ I 9 i ~ I 0 g "' "' I ~ 0 ! C a.' :,; ~ :;: ! i i -. ------~-------'----- r16;·1 ~ ¾" (116) REBAR. , I 1--f CAN BE CUT FLUSH TO OUTSIDE OF RAIL (BAR LENGTH= 16 ¾") OR BAR CAN EXTEND BEYOND RAIL½± 12" TYP. CENTER TO CENTER RUNG SPACING 7 ·~ lf2½" 0 0 FABRICATION TOLERANCE: :t¼" FLAT BAR AND REBAR: MILL TOLERANCE APPLIES ¼" HOLE w/ ¾" REBAR RUNG, WELD REBAR TO RUNG ON OUTSIDE OF STEEL RAIL 2½"x¾" FLAT BAR SIDE RAIL LADDERS CAN BE MADE IN 20'-0" STANDARD LENGTHS ANP CUT TO FIT NOTE: STANDARD LADDER DETAIL SCALE : N.T-.S. RISER w/ LADDER & STEPS IF EXTENSION IS REQUIRED PROVIDE MINIMUM OF 4 ATTACHMENT ANGLES (2 ON EITHER SIDE OF LADDER RAIL) TO CONNECT LADDER TORISER EXTEN$1ON RISER w/ LADDER &STEPS MAINLINE CMP 2½x½, 5x1, 3x1, ETC. 5' THIS DRAWING IS INTENDED TO APPLY TO LADDERS INSTALLED IN RISERS HAVING A DIAMETER OF 30" OR LARGER. DUE TO SPACE CONSTRAINTS AND LIMITED ACCESSIBILITY, THE PRACTICALLY AND SUITABILITY OF UTILIZING RISERS SMALLER THAN 30" DIAMETER AND/OR INCORPORATING LADDERS IN THESE SMALLER DIAMETER RISERS SHOULD BE ADDRESSED BY THE OWNER AND PROJECT ENGINEER. L5x3x¼ x 16" LONG AT 1'-0" SPACING. LONG LEG TO PROJECT OUT. WELD TOP AND BOTTOM OF 3" LEG TO EACH CORRUGATION CREST (THESE ANGLES SHOULD BE USED FOR LARGER DIAMETER MAINLINES WHERE ADDITIONAL STEPS ARE NEEDED) ,11111,11111111111 ,m1111111 ~--~-------~ ·-------~ ----"'-------------~---------------- *NOTE: WHEN RISER EXTENSIONS ARE USED, THE PLANT SHOULD CUT 3" FROM THE SIDE RAILS AS SHOWN •3• F~bVBciTTOM OF LAQDER 6" FROM RUNG TO . ~ISER JOINT +--+---'---+ le rSSS J!OINJ .. ';'A<O~TOPdFLADDEs•r:l ~ 7 RAI~ Tg Rl$ER~O)NT . O 1 LADDER RAILS AND RUNGS (2) ¼" FILLET WELDS 1" LONG ATTACHMENT ANGLE MINIMUM OF 4 ANGLES PER LADDER SECTION,(2 EACH SIDE OF LADDER) 6' MAX. SPACING VERTICALLY 6"' FROM Rl[NG '.fb RISE;R JOINT RISER NORMALLY C.MP WITH 2½" x ½" CORRUGATIONS (4) ½e" FILLET WELDS FROM EACH ANGLE TO CORRUGATION CREST (2 WELD EACH SIDE) L 3" x 3" x¾e" '--,----5½" LONG SECTION A-A RISER LADDER DETAIL SCALE: N.T.S. (4) 1/16" FILLET WELDS FROM EACH ANGLE CORRUGATION CREST (2 WELDS EACH SIDE) (2) ¼" FILLET WELDS 1" LONG FROM EACH ANGLE TO LADDER RAIL PLAN +, 1r-, -----------~l E---~====--==~ f -~ --=::::._ --«) -·----....J '" I -_ ----I ' E== -=--=---;;=i I . ----------~ i-..___ ----I -._ -RISER-NORMALLY · r-----_ _ --__ ~- . 2½" x½2"~ ------J 3 ---CMP _ -_ I (4) ½e" FILLET WELQS FROM EACH ANGLE TO CORRUGATION CREST (2 WELDS EACH SIDE) L3" x3"x ¾e" 5½"LONG r---_ ------~ f---__ ---==-_ 11111-= =:j i--___ -~ rt= ===l tz -=--==-~ ------ ELEVATION --~ --~ -----..! I LADDER RAILS AND RUNGS ~ I ?i, Thodoslgnandlnro,m,Uon,hownonlhlsd,awlnglsp,ovldod 048" PERFORATED UNDERGROUND RETENTION SYSTEM IPROJECTNo.: ISEQ.No.: IDATE. ~ ~~~t:~:;v~~g~~e~~e~~1:u~~~rt.~(~~:it~~~~)co~;~ce~~; c~'~NTECH. A~l~UT~AU® -513841 010 2/13/2015 t) drawlng,noranypartthereof,maybeused,reproducedor & iS -~~~!Ill-;;;•--~.-. 513841 01 Q ~ modified In any manner wllhout the prior written consent of ""'... "!'.iiii"' •• Ii ~ • _,,_,, • • - ~ ~~f~:_.~::i::,\0,~;!'11~:·:;;~.~,,::;i:~::,~;:,:::~:,:: ENGINEERED SOLUTIONS LLC CMP DETENTION SYSTEMS LEGOLAND FRIENDS EXHIBIT ~ lfdlscrepanc!osbotweenthosupphodlnformaUonuponwhlch www.ContechES.com [ l z the drawing Is based and actual field condlllons are encountered • • CONTECH i;i assnewo,,,,o,.,.,,., lh.,, dl,,.,,anclosm"'""''ort,, 1 2/25/15 PIPE DIAMETER & ELEVATIONS 9025 Centre Pointe Dr., Suite 400, West Chester, OH 45069 FABRICATION CARLSBAD' CA w lo Contoch Immediately for re--avaluaUon or the design. Contech ~ a"'optsnohablll~fo,desogn,basodonmlsslng,So,mpleloo, MARK DATE ISIO DESC I .,.ION BY 800-338-1122 513-645-7000 513-645-7993 FAX DRAWING SITE DESIGNATION• UDS .:.: lnaccuratelnformatronsuppl!odbyolhors, ,I REV __ !!_ RP1 ____ _______ _____ ___ _____ __ _ _______________________ ······----------------------_______ , __ DESIGNED: ALS DRAWN. ASB CHECKED: APPROVED. SHEET NO.: F3 OF 7 INDUSTRIAL WASTEWATER DISCHARGE PERMIT , SCREENING SURVEY DateOct. 21, 2014 Business Name Legoland California Resort Street Address One Legoland Dr. Carlsbad, Ca. 92008 !::mail Address Chris Romero [Christopher.Romero@legoland.comJ PLEASE CHECK HERE IF YOl)R BUSINESS IS EXEMPT: (ON REVERSE SIDE CHECK TYPE OF BUSINESS) [8] Check all below that are present at your facility: Acid Cleaning Ink Manufacturing Nutritional Supplement/ Assembly Laboratory Vitamin Manufacturing Automotive Repair Machining l Milling Painting/ Finishing Battery Manufacturing Manufacturing Paint Manufacturing Biofuel Manufacturing Membrane Manufacturing Personal Care Products Biotech Laboratory (i.e. water filter membranes) Manufacturing Bulk Chemical Storage Metal Casting/ Forming Pesticide Manufacturing / CarWash Metal Fabrication Packaging Chemical Manufacturing Metal Finishing Pharma_ceutical Manufacturing Chemical Purification Electroplating (including precursors) Dry Cleaning Electroless plating Porcelain Enameling Electrical Component Anodizing Power Generation Manufacturing Coating (i.e. phosphating) Print Shop Fertilizer Manufacturing Chemical Etching / Milling Research and Development t=ilm I X~ray Processing Printed Circuit Board Rubber Manufacturing Food Processing Manufacturing Semiconductor Manufacturing Glass Manl!facturing Metal Powders Forming Soap/ Detergent Manufacturing Industrial l-aundry Waste Treatment/ Storage SIC Code(s) (if known):_-___________________ _ Brief description of business activities (Production I Manufacturing Operations): ______ _ Amusement Park . Description of operations generating wastewater (discharged to sewer, hauled or evaporated): None Estimated volume of industrial wastewater to be discharged (gal/ day): ~N;..;:.o.:..::n.;:;..e _____ _ List hazardous wastes,9enerated (type /volume): _N_o_n_e ____________ _ Date -operation began/or will begin at this location: --=E=s=t. ..::O=c=t.,_1!!.1.,..:::2=0...,_1 ~5 _______ _ Have you apQlied for a Wastewater Discharge Permit from the Encina Wastewater Authority? Yes ® If yes, when: ___________________ _ Site Contact C~1is::wi:o TIiie Director of Maintenance SignatureL~ ·-Phone No., (760) 918-5460 ENCINAWAST WATER AUTHORITY, 6200 Avenida Encinas Carlsbad, CA 82011 (760) 438-3941 FAX: (760) 476-9852 OFFICE USE ONLY SAN DIEGO REGIONAL HAZARDOUS MATERIALS QUESTIONNAIRE UPFP# _______ _ HV# ______ _ BP DATE. _ __,'-----'--- Business Name Le oland California Resort Project Address One Le oland Drive MailinQ_ Address One Le oland Drive Project Contact James Yost, AIA Business Contact Chris Romero City Carlsbad . City Carlsbad Telephone# State Zip Code CA 92008 State CA Zip Code Plan File# 92008 Telephone# 760 18 -5460 The following questions represent the facility's activities, NOT the specific project description. PART I: FIRE DEPARTMENT-HAZARDOUS MATERIALS DIVISION: OCCUPANCY CLASSIFICATION: Indicate by circling the item, whether your business will use, process, or store any of the following hazardous materials. If any of the items are circled, applicant must contact the Fire Protection Agency with jurisdiction prior to plan submittal. Facility's Square Footage (including proposed project}: _______ Occupancy Rating: ________ _ 1. Explosive or Blasting Agents 5. Organic Peroxides 9. Water Reactives 13. Corrosives 2. Compressed Gases 6. Oxidizers 10. Cryogenics 14. Other Health Hazards 3. Flammable/Combustible Liquids 7. Pyrophorics 11. Highly Toxic or Toxic Materials @ None of These. 4. Flammable Solids 8. Unstable Reactives 12. Radioactives PART II: SAN DIEGO COUNTY DEPARTMENT OF ENVIRONMENTAL HEALTH -HAZARDOUS MATERIALS DIVISIONS (HMD): If the answer to any of the questions is yes, applicant must contact the County of San Diego Hazardous Materials Division, 5500 Overland Ave., Suite 110, San Diego, CA 92123. Call (858} 505-6700 prior to the issuance. of a building permit. FEES ARE REQUIRED. Project Completion Date: May1...Q1_j1§__ Expected Date of Occupancy: Maw 25 t.19._ 1. 2. 3. 4. 5. 6. 7. YES NO (for new construction or remodeling projects} D lKl Is your business listed on the reverse side of this form? (check all that apply). D 00 Will your business dispose of Hazardous Substances or Medical Waste in any amount? D !jJ Will your business store or handle Hazardous Substances in quantities equal to or greater than 55 gallons, 500 pounds 200 cubic feet, or carcinogens/reproductive toxins in any quantity? D D D D IXI Will your business use an existing or install an underground storage tank? l,:ll Will your business store or handle Regulated Substances (CalARP)? IXI Will your business use or install a Hazardous Waste Tank System (Title 22, Article 10}? IXI Will your business store petroleum in tanks or containers at your facility with a total storage capacity equal to or greater than 1,320 gallons? (California's Aboveground Petroleum Storage Act}. D CalARP Exempt I Date Initials 0 CalARP Required I Date Initials 0 CalARP Complete I Date Initials PART Ill: SAN DIEGO COUNTY AIR POLLUTION CONTROL DISTRICT: If the answer to any of the questions below is yes, applicant must contact the Air Pollution Control District (APCD), 10124 Old Grove Road, San Diego, CA 92131-1649, telephone (858) 586-2600 prior·to the issuance of a building or demolition permit. Note: if the answer to qu(;lstions 4 or 5 is yes, applicant must also submit an asbestos notification form to the APCD at least 10 working days prior to commencing demolition or renovation, except demolition or renovation of residential structures of four units or less. Contact the APCD for more information. YES NO 1. D IXI Will the subject facility or construction activities include operations or equipment that emit or are capable of emitting an air contaminant? (See the APCD factsheet at http://www.sdapcd.org/info/facts/permits.pdf, and the list of typical equipment requiring an APCD permit on the reverse side of this from. Contact APCD if you have any questions}. 2. D D (ANSWER ONLY IF QUESTION 1 IS YES) Will the subject facility .be located within 1,000 feet of the outer boundary of a school (K through 12}? (Search the California. School Directory at http://www.cde.ca.gov/re/sd/ for public and private schools or contact the appropriate school district). 3. D 1KI Has a survey been performed to determine the presence of Asbestos Containing Materials? 4. D 00 Will there be renovation that.involves handling of any friable asbestos mc1terials, or disturbing any material that contains non-friable asbestos? 5. D IXI Will there be demolition involving the removal of a load supporting structural member? Briefly describe business activities: Briefly describe proposed project Amusement Park Installation of a new Carousel and related site work Cl decif!re under penalty of perjury that to the best of my knowledge and belief t es made herein are true and correct. hns Romero --,---l-'-J,,,!!,,!~~!!""'!!!!!,,,,,,... _____ _ Name of Owner or Authorized Agent 10/ 21 / 14 Date FOR OFFICIAL USE ONLY: FIRE DEPARTMENT OCCUPANCY CLASSIFICATION: ____ .....,.----,---'------------------------ BY: ------------,------------~-----DATE:--~'--~'--- EXEMPT OR NO FURTHER INFORMATION REQUIRED RELEASED FOR BUILDING PERMIT BUT NOT FOR OCCUPANCY RELEASED FOR OCCUPANCY COUNTY-.HMO* APCO COUNTY-HMO . APCO COUNTY-HMO APCO ~- . . *A stamp in this box only exempts businesses from completing or updating a Hazardous Materials Business Plan. Other perm1tt1ng requirements may still apply . HM-9171 (02/11) County of San Diego -DEH -Hazardous Materials Division «~ ~ CITY OF PLUMBING, ELECTRICAL, MECHANICAL WORKSHEET Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov Building@carlsbadca.gov CARLSBAD B-18 Project Address: Permit No.: ,, ' Information provided below refers to worl:I being done on the obove mentioned permit only. This form must be completed and returned to the Building Division before the permit con be issued. · Building Dept, Fa){: (766):-602,:8558 Number of new or relocated fixtures, traps, or floor drains ....................................................... __ New building sewer line? ......................................................................................... Yes __ No_ Number of new roof drains? ............................................................................................................................................ , ............. __ Install/alter water tine? ............................................................................................................................................................... __ Number of new water heaters? .............................................................................................................. _ ,. Number of new, relocated or replaced gas outl~ts? .................................................................... _ Number of new hose bibs? ................................................................................................................................... _ Residential Permits: . / New/expanded seivice: Number of new amps: _____ JJ.+-,u __ A __ _ Minor Remodel only: Ves_ No Commercial/Industrial: Tenant Improvement: Number of existing amps involved in this project: 1.16, C/ Number of new amps involved in this project: tf 7, 'J.. JJ~,...r,~r of teMov~o -<t1111P$ 1/,/l, 0 New Construction: Amps· per Panel~ -L PSR~. }·-·_:LP.~~. I . _; .. ::1:= fi:P.R .. L; _ g P 0.1~ . . . ·:. :· ~ --. Single Phase ............................................................... Numberofnewamperes 2-tfA; i,zA; /IA-; Z-3A Three Phase .................................................... ,. ................ Number of new amperes -@- Three Phase 480 ............................................................ Number of new amperes -0- Number of new furnaces, A/C, or heat pumps? ............................................................................... _ New or relocated duct worl::z? .................................... ._ ......................................... Yes ___ No __ _ Number of new fireplaces? ............................................................... , ................................................................... _ Number of new exhaust fans? .................................................................................................................... _ Relocate/install vent? .......................................... ~ ..................................................................................................... __ Number-of new exhaust hoods? .................................................................................................................... _ Number of new boilers or compressors? ........................................................... Number of HP __ _ 8-18 Page 1 of 1 Rev. 03/09 T0/2-1 (!Cf-IO ·,--'{M}V/ <..;t.?C-.,. r I Ir:./-r C. ... ,.:n:::n ~ c-v--; • .-~ ---••• tO{~L\ \ ,'--f ,('\~ ~. -1--7 r 7 / a;,.7;.'i---, . . ·7 -·\ ~-"!1.,.,.Wf~"'!PJp::r ,E'J"'"U1r I ---If""--. -\.--U ~ a ..... ,..,,.,. t ..r.11,(L~.-\ n/ (p !, Lf-(!)w~4f @ r-=-c H / lo ( I l,( CA~ @/~C- r/ J1, [ I 5 -@ Li'--TU L.4-L. 0,, L ft,'_(~ Luo T6 Ju /ft1t 11 d C'hfU:-t-(,, s ~rs --J.~1-f fti 1tJ fJJ -. Jo ~ ~-G;wd-~ , ~c/lf_-~aceloJt~ [flll~~J:-1 I /JG/is f JJ[JUJ ENGINEERING FIRE Expedite DIGITAL FILES R, HazMat APCD Health Formsffees Encina Fire HazHealthAPCD PE&M ·School Sewer Storrnwater Special Inspection CFO: y N LandUse: PFF:_ Y . N C0_1!!_f!1ents Building Planning Engineering Fire Need? y N Sent Density: lmpArea: . · Date Due? By V N --V N --V N --V N --V N --V N --V N --V N Factor: tp/B/lb . ~, 'e,w er.ha,il fra,,__. µt/~~OJV bf8ri re,411-- . ~of f/anJ ~ {-etb/1,,,7,L-/i;~d, City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 04-09-2015 Plan Check Revision Permit No:PCR15022 Job Address: Permit Type: Parcel No: Valuation: Reference #: PC#: Project Title: Applicant: Building Inspection Request Line (760) 602-2725 1 LEGOLAND DR CBAD PCR Lot#: 0 2111000900 $0.00 CB142822 Construction Type: NEW FREINDS -DEFERED SUMBITTAL FQR FOUNTAINS AND BALANCE/SURGE TANKS Owner: Status: Applied: Entered By: Plan Approved: Issued: Inspect Area: ISSUED 03/20/2015 LSM 04/09/2015 04/09/2015 CHRIS BRZEZICKI LEGOLAND CALIFORNIA LL C <LF> PLAY US ACQUISI C/O PROPERTY TAX SERVICE CO 1 LEGOLAND DR CARSLBAD CA 92008 760-429-8942 Plan Check Revision Fee Fire Expedited Plan Review Additional Fees Total Fees: $312.50 PO BOX 543185 DALLAS TX 75354 $312.50 $0.00 $0.00 Total Payments To Date: $312.50 Balance Due: FINAL APPROV k Date: /o· 3/,./ Clearance: $0.00 ·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 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 NOTIFIED 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 service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which ou have reviousl been iven a NOTICE similar to this or as to which the statute of limitations has reviousl otherwise ex ired. «1~ ~ CITY OF CARLSBAD PLAN CHECK REVISION APPLICATION 8-15 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov Plan Check Revision No .. PCl,_ /5 0 :)d--. Original Plan Check No. CR::,N ~8'&a, L I OrJi U*f\vvJ> 01 ,; ProjectAddress11r0--:Av-"\)) (f\L\ fwl.,._J\A fCN.q&flA-0 cf\; t:1100/. Date t'lfl-/Zbl Zo//lA. B e. -z_~'Z, LC.~ t . ,, 8CJ t..f,;L Contact U1'1A.S ~J,fl:/cH;tU( • .,\ Ph 1bo :k2.'i-.t4lil Fax ______ _ Email GK ii s.~{l~t:l-\[4l (l,Mkll.LINt/\lTc/11A:1N1'-'Lfr11..FS-({(c Contact Address 0/lLk. LlCrol.l\ >JIJ . OK , City U\/USl)AI) Zip q1,nof. General Scope of Worlc t0vl~f\:ltv1 -LlWLA-NO huvtr U-Q Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 . Elements revised: Gr'Plans ~alculations D Soils D Energy · D Other __________ _ 2. 3. 4. Describe revisions in detail List page(s) where List revised sheets each revision is that replace shown existing sheets . YOVdV\ (\ \ \'J~ A-Nf:J ~-A-L-~Lk.. l Suit£.., A1uits o Q..Farre.-C ' 5. Does this revision, ·in any way, alter the exterior of the project? D Yes 6. Does this revision add ANY new floor area(s}? D Yes ifNo 7. Do.es this revision affect any fire related issues? D Yes ~No 8. ls this a complete set7 ~es cef' No £$'Signature ~. 1635 Faraday Avenue, Carlsbad, CA 92008 Ph: 7 60-602-2719 Fax: 760-602-8558 Email: building@carlsbadca.gov www.carlsbadca.gov EsGil Corporati:on In Partn,rsliip wit Ii (jo1Jernm,nt for <.Buitiling safety DATE: April 7, 2015 JURISDICTION: Carlsbad, PLAN CHECK NO.: 14-2822 REV PROJECT ADDRESS: 1 Legc,land Dr. PROJECT NAME: Legoland;·. Heart Lake SET: 11 r I ( I \ / Cl APPLICANT Q. JURIS. Cl PLAN REVIEWER Cl FILE ~ The plans transmitted herewith h·av:·been corrected where ~1ecessary and substantially comply with the jurisdiction's building codes. -·~ / D The plans transmitted herewith will substantially comply with;the jurisdiction's codes when minor deficiencies identified below are resolved}and ·checked by building department staff. ·: .. , · D : / ) The pl_ans .ransmitted herewith have significant deficiehcieSI identified on the enclosed check list and shou , I be corrected and resubmitted for a complete recheck. . , I -:· . ; ,, ) D The chec: list transmitted herewith is for your informati_on. 1he plans are being held at Esgil Corpora~ ,n until corrected plans are submitted for recl1eck.; . ,, D T~e a~p:icant's copy of the check list is enclosed for th~:.juris~iction to forward to thi~ppti'Gant cdntarzt·person. .. · -4 f·. /o The li',Plicant's cop}' of the check list has been sent to:) ~- D 1· ,• ( EsGil Co~,.,!ation staff did not advi$Et-tt:ieJ·applicant that the plan check has been completed. ,· ,, \ . /' '· .•. EsGil CorporaticP staff did advise the ·a~plicant that th~ plan check has been completed. • • \1 "!' Perso~ contacted\"· Tele~hone #: Date contacted: ·--:.. -, , (by: ) Er.nail: ~ail,: . · Telepnone Fax ,~~rson REMARKS: PCR15022 · --·· .. .!' \ .. By: Kurt Culver · EsGil Corporation D GA D EJ D MB D PC ' 4/2/1_5 Enclosures: Previously-approved plans 9320 Chesapeake Drive, Suite 208 + San I >iego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 DATE: March 27, 2015 JURISDICTION: Carlsbad EsGil Corporation In <Partnersliip witli (}overnment for (}Jui[aing Safety PLAN CHECK NO.: 14-2822 REV fc..e.,\SOd'"'~ET: I PROJECt ADDRESS: 1 Legoland Dr. PROJECT NAME: Legoland; Heart Lake ~~PP LI CANT .,,,)iIJURIS. CJ PLAN REVIEWER CJ FILE D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. D 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. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. [X'J The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. r;gj The applicant's copy of the check list has been sent to: Chris Brzezicki D EsGil Corporation staff did not advise the applicant that the plan check has been completed. r;gj EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Chris Brzezicki Telephone#: 760-429-8942 L°ate contacted:6 f~ (by~ Email: chris.brzezicki@merlinentertainments.com -"DMail Telephon~ Fax In Person D REMARKS: By: Kurt Culver EsGil Corporation D GA D .EJ D MB O PC Enclosures: 3/24/15 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 ... , Cadsbad 14-2822 REV March 27, 2015 GENERAL PLAN CORRECTION LIST JURISDICTION: Carlsbad PROJECT ADDRESS: 1 Legoland Dr. DATE PLAN RECEIVED BY ESGIL CORPORATION: 3/24/15 REVIEWED BY: Kurt Culver FOREWORD (PLEASE READ): PLAN CHECK NO.: 14-2822 REV DATE REVIEW COMPLETED: March 27, 2015 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 disabled access. This plan review is t;>ased on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited code's and regulations. The approval of the plans does not permit the violation of any state, county or city law. • 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 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, 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 • To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. • 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 briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? CJ Yes CJ No .. Carlsbad 14-2822 REV March 27, 2015 1. Page 3 of the structural calculations calls for the vertical rebar at the restrained wall to have a "d" distance of 8.5" measured from the dirt face. As shown on the plans, the vertical rebar is on the wrong side. 2. 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 proj~ct. If you have any questions regarding these plan review items, please contact Kurt Culver at Esgil Corporation. Thank you. ~ Cadsbad 14-2822 REV March 27, 2015 [DO NOT PAY --THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PREPARED BY: Kurt Culver BUILDING ADDRESS: 1 Legoland Dr. BUILDING OCCUPANCY: BUILDING AREA Valuation PORTION ( Sq. Ft.) Multiplier ·- - Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code cb By ()rdinance Bldg. Permit Fee by Ordinance l,:~..:j Plan Check Fee by Ordinance Type of Review: D Repetitive Fee ----r=7 Repeats _w • Based on hourly rate Comments: D Complete Review D Other 0 Hourly EsGil Fee PLAN CHECK NO.: 14-2822 REV DATE: March 27, 2015 Reg. VALUE ($) Moct.· $312.501 D Structural Only . 2.5, Hrs.@• $100.00 $250.00j Sheet 1 of 1 macvalue.doc + . ',f , . '/4f~•::,, ~~Ji,)'~ ¥',CITY OF .CARLSBAD PLAN CHECK · REVIEW TRANS MITT AL DATE:03-27-2015 PROJECT NAME: tEGOLAND FOUNTAIN/SURGE TANKS PLAN. CHECK NO: PCR15-022 SET#: 1 ADDRESS: ONE LEGOLAND·DRIVE VALUATION:$ Community & Economic Development Department 1635 Faraday Avenue Carlsbad CA 92008 www.carlsbadca.gov PROJECT ID: CB14-2822 APN: 211-100-09-00 This plan check review is complete ahd has been APPROVED by the ENGINEERING Division. By: CG 3/27/15 A Final Inspection by the Division is required .. Yes I.. No This pl.an check review is NOT COMPLETE. Items missing or incorrect are listed on · the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been' sent to: CHRIS.BRZEZICKl@MERLINENTERTAINMENTS.BIZ You may a/so have· corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. For questions or clarifications on the att?tched checklist please contact the following reviewer as marked: ,, . PLANNING . ~NGlNEE,RIN(J . FIRE PR'EVENTIO:N/ 760-602-46j,0 760-602-27$9 ,,, '1E>0-60~-4665, •,c ,•, ,;, ' ' ., .. . . .. Chris Sexton ,/ Chris Glassen Greg Ryan 760-602-4624 760-602-2784 760-602-4663 Chris.Sexton@carlsbadca.gov Christogher.Glassen@carlsbadca.gov Gregorl(.Rl(an@carlsbadca.gov Gina Ruiz Linda Ontiveros Cindy Wong 760-602-4675 760-602-2773 760-602-4662 Gina.Ruiz@carlsbadca.gov Linda.Ontiveros@carlsbadca.gov Cynthia.Wong@carlsbadca.gov .. . Dominic Fieri 760-602-4664 Dominic.Fieri@carlsbadca.gov Remarks: , BUILDING PLANCHECK CHECKLIST QUICK-CHECK/APPROVAL Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www .carlsbadca.gov ENGINEERING Plan Check for C814-2822 Date: 03-27-2015 Project Address: ONE LEGOLAND DRIVE APN: 211-100-09-00 P . t D . t· INSTALL FOU~TAINS AND BALANCE/SURGE TANKS Val"-at·ion·. $ roiec -escnp 10n: ... ENGINEERING Contact : CHRIS GLASSEN Phcme: 760-602-2784 0 RESIDENTIAL INTERIOR []RESIDENTIAL ADDITION MINOR (<$20,000.00) LJ CARLSBAD PREMIER OUTLETS GZ]OTHER: LEGOLAND. Email: Christopher.Glassen@carlsbadca.gov Fax: 760-602-1052 OTENANilMPR0VEMENT 0 PLAZA CAMINO REAL 0 COMPLETE OFFICE BUILDING r • a -a • -I I ~ I •1 ---I I ---I I ~ I, I --I I.--I I ....... I I ~' I I, ---I I -I I ....... I I ~ I I -I I --I I -I I ---I I 1 . . -OF.FICIAL U$E Ot-JL Y . . • · ENGINEERING AUTHORIZATION to 1$SUE BUILDING PERMIT . • I BY: CG 3/27 /15 REMARKS: NO ADDITIONAL ENGINEERING FEE DATE: 03-27-2015 I I I Not_ifiCi!tion of Ertgin~ering APPROVAL has ~een sent to· CHRIS.BRZEZICKl@MERLINENT.ERTAINMENTS.BIZ , 1 vi'a 'EMAIL _ an 03-27-201-5 ' -' · I -··-··· ....... ···-··-··-··-·· ...... ··--··,-·'·•·-··(·-····---··--·'-••-···-··-··-··-----·· ·E-36 Page 1 of 1 REV 4/30/11 -~ «~~-~ CITY OF CARLSBAD PLANNING DIVISION BUILDING PLAN CHECK APPROVAL· P-29 DATE: 3-27-:1.5 . PROJECT NAME: PROJECT ID: Development Services Planning Division 1635 Faraday Avenue (760) 602-4610 www.carlsbadca.e:ov PLAN CHECK NO: PCR :1.5-22 SET#: 1 ADDRESS: 1 Legoland Dr APN: cgj This plan check review is complete and has been APPROVED by the Planning Division. By: Chris Sexton for Van Lynch A Final Inspection by the Planning Division is required 0-Yes r:g:i No You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building petmit. Resubmitted plans should include corrections from all divisions. D This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required .. Plan Check APPROVAL has been sent to: chris.brzezicki@merlinentertainments.biz For questions or clarifications on the attached checklist please contact the following reviewer as marked: , -~ . PLANNING EN:GlNEERING· . ', FIRE ~REVENTION 760-602-4610 7(;,0-9Q2-27q0 760°602,4665 --· -. [:g] Chris Sexton -D Chris Glassen D Greg Ryan 760-602-4624 760-602-2784 760-602-4663 Chris.Sexton@carlsbadca.gov Christogher.Glassen@carlsbadca.gov Gregory.Ryan@carlsbadca.gov D Gina Ruiz D ValRay Marshall D Cindy Wong 760-602-4675 760-602-2741 760-602-4662 Gina:Ruiz@carlsbadca.gov ValRay.Marshall@carlsbadca.gov Cynthja.Woog@carlsbadca.goy D D Linda Ontiveros D Dominic Fieri 760-602-2773 760-602-4664 Linda.Ontiveros@carlsbadca.gov Dominic.Fieri@carlsbadca.gov Remarks: TO: City of Carlsbad 1635 Faraday Avenue Carlsbad, CA 92008 A TIN: Building Department WE ARE SENDING YOU 0 PER YOUR REQUEST IZ] FOR APPROVAL ~ HEREWITH 0 FOR REVIEW AND COMMENT 0 FOR YOUR INFORMATION D OTHER DESCRIPTION: 2 Sets Revised Calculations TRANSMITTAL FROM: Greg Ferrell DATE: March 30, 2015 PROJECT: Legoland Heartlake 14-2822 REV 0 UNDER SEPARATE COVER D VIAMAIL 0 VIA EXPRESS 0 VIA MESSENGER 0 VIA BLUEPRINTER ~ VIA OTHER Handcarry I Building Department Comments with ADG Responses I General Plan Correction List Packet REMARKS: CC: Project File 2226 Faraday Ave .• Carlsbad, CA 92008 Tel 760.438.8400 Fax 760.438.5251 www.aquaticdesigngroup.com RESPONSE It!:. AQUATIC ~DESIGN GROUP DATE:: 03/30/2015 TO: EsGil Corporation "City of Carlsbad" Building Department Plan Check No.: 14-2822 REV FROM:·. RE: Scott Ferrell, Architect Legoland ; Heart Lake Mr.: Kurt Culver PLAN CHECK We have reviewed your comments dated March 27, 2015 regarding the Balance Tank at Legoland Heart Lake. Comment I: Page 3 of the structural calculations calls for vertical rebar at the restrained Wall to have a "d" distance of 8.5" measured from the dirt face. As shown on the plans the vertical rebar is on the wrong side. .. (ADG Response: I revised sheets· 3,4,5,6,8, 9 to show the proper steel depth 'd' in the ca/cs. Please note that the program isn't.specific in the printout compared to a screenshot of the monitor during design. In the restrained design section, it is specific where the location of steel is ... I wrote this information in on sheets 3 and 5 so you could understand the rebar location. The design is for #5 @ 6" o.c. where d=9" as measured from the toe side, the rebar: location is near the 'earth side'. Also, #4 @ 12" o.c. where d=9" as measured from the earth side, the rebar /ocation'is near the 'toe side' ... This steel provid~s tensile strength in·the wall mid-section..) CC: lA COSTA ENJGIN!EUJJ~ 2226 FARADAY AVENUE CARLSBAD, CALIFORNIA 92008 TEL 760•931•0290 FAX 438•5251 manv_montlj!ameryd!yahoo.com CIVIL• STRUCTURAL MECHANICAL• PETROLEUM STRUCTURAL CALCULATIONS AND DETAILS FOR LEGOLANDHEARTLAKEBALANCETANK DESIGN PROJECT: LEGOLAND ONE LEGOLAND DRIVE CARLSBAD, CA 92008 ENGINEER: MARTELL B. MONTGOMERY R.C.E. 50344 EXP. 6-30-13 DATE: MARCH 9, 2016' ~~-~~ ~ 1"\A~c~ t·1i eo ,s DESIGN LOADS: 2013 CBC, 2012 IBC l A, C o s TA CLIENT AQUATIC DESIGN GROUP E!NtilNE:fJUNG JOB LEGOLAND HEART LAKE :22:26 FARADAY A.VE.NU£ CARlSIM, CAUmlllWIA. ~2008 ll:l 7Sl1-9'J1-ll2K fAlUJe-52$1 IIIIUl\i'.,.lfttll!l[Qlffll\!l'\'Dlf.lhOtl.ieGIII ------------------ Ct YI l • S'l'.1tUCTURAl MECHA~lCAt• t"Et:ftOlEVM POOL DESIGN CRITERIA: PER GEOTECHNICAL INVESTIGATION BY: CALCULATED BY MBM SCALE SHEET NO ----- LEIGHTON AND ASSOCIATES, INC. DATED 5-2-1'1, PROJECT NO. 960151-034 DRAINED CONDITIONS: ACTIVE PRESSURE: Pa AT-REST PRESSURE: Po APPROX. SOIL UNIT WT.: y PASSIVE PRESSURE: Pp BEARING PRESSURE: Ps COEFF. OF FRICTION: µ 35 pcf 55 pcf 120 pcf 300 pcf 3500 psf 0.35 DATE 3/9/2015 OF 1.e, ------='-------1 ·-~ BALANCE TANK RESTRAINED WALL DESIGN: PER SOILS RPT: AT-REST PRESSURE PASSIVE PRESSURE COEFF. OF FRICTION P -o- P= p µ= ALLOW. BEARING PRESS. Ps= SOIL UNIT WT 1 s= CONDITIONS: EMPTY CHAMBER 55 pcf 1------1 300 pcf 0.35 3500 psf 120 pcf CONC. ROOF DL = (1')(1')(150 pcf)(8'/2) = 600 lb CONC. ROOF LL= (100 psf)(1'){8'/2 + 10"/12) = 483 lb STEM= LATERAL RESTRAINT SLIDINC:i RESTRAINT "4<1>6" o.c. E.W. WALL RESTRAINED . 61 CONC. ROOF DECK "4 e 6" O.C. E.W. CENTERED 8'-\'2." 12. ", t2.·· USE t=12", ds=9", #5 @6" o.c. VERTICAL, OUTSIDE FACE #4 @ 6" o.c., HORIZONTAL #4@ 12" o.c. VERT. & HORIZ., INSIDE FACE NOTE: SEE CONSTRUCTION CONDITION FOR ANY ADDITIONAL REINFORCING REQUIREMENTS '2. LA COSTA ENGINEERING Martell B. Montgomery, P.E. 2226 Faraday Avenue Carlsbad, CA 92008 (760) 931-0290 RetainPro 10 (c) 1987-2012, Build 10.13.7.31 License : KW-06058263 License To : LA COSTA ENGINEERING Title : Legoland Heart Lake Balance Tank Page: 3~ Job# : 2015006 Dsgnr: MBM Date: 30 MAR 2015 Descr: Balance Tank Restrained Wall w/ Vehicle Pt. Load Above Vall in File: C:\Program Files\RetainPro 10\legoland balance tank.rps Restrained Retaining Wall Design ~ode: CBC 2010,ACI 318-08,ACI 530-08 I Criteria -------------· I Soil Data I Retained Height = 8.25 ft Allow Soil Bearing = 3,500.0 psf Wall height above soil = 0.00ft Equivalent Fll,iid Pressure Method Total Wall Height = 8.25ft Heel Active Pressure = 55.0 psf/ft = Top Support Height = 8.25 ft Passive Pressure = 300.0 psf/ft Soil Density = 120.00 pcf Slope Behind Wal = 0.00: 1 Footingl!Soil Frictior = 0.350 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Soil height to ignore for passive pressure = 0.00 in Thumbnail /7S•u•r•c•h•a•rg111e•L•o•a•d•s ________ _.. I Uniform Lateral Load Applied to Stem I I Adjacent Footing Load Surcharge Over Heel = 150.0 psf »>NOT Used To Resist Sliding & Overturn Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overturning I Axial Load Applied to Stem • Axial Dead Load = Axial Live Load = Axial Load Eccentricity = 1,500.0 lbs 1,500.0 lbs 6.0 in Lateral Load ... Height to Top = ... Height to Bottorr = The above lateral load has been increased by a factor of Wind on Exposed Stem = 0.0 #/ft 9.00 ft 0.00 ft 1.00 0.0 psf Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio I Earth Pressure Seismic Load I Kh Soil Density Multiplier= 17.000 g ~~~~~~~~~~----~~-----------------•_,•- Added seismic per unit area Added seismic per unit area L..1.s.te·m-W·e·i·g-ht·S·e·i·s·m-ic_L_o.ad ______ ,. Fp / WP Weight Multiplier = 0.200 g I Design Summary Total Bearing Load ... resultant ecc. = = 5,588 lbs 29.11 in Soil Pressure @Toe = 0 psf OK Soil Pressure@Heel = 1,796 psf OK Allowable = 3,500 psf Soil Pressure Less Than Allowable· ACI Factored@ Toe = 0 psf ACI Factored @ Heel = 2,348 psf Footing Shear@Toe = 36.3 psi OK Footing Shear @ Heel = 0.0 psi OK Allowable = 82.2 psi Reaction at Top = 859.8 lbs Reaction at Bottom = 2,129.1 lbs Sliding Cales Slab Resists All Sliding ! Lateral Sliding Force = 2,129.1 lbs II Concrete Stem Construction Thickness = 12.00 in Fy = 60,000psi 3,000psi Wall Weight = 150.0 psf fc Stem is FIXED to top of footing (<~W., L..OcA-"M>tv \ @ Top Support Stem OK Design Height Above Fte = 8.25 ft Rebar Size = # 5 Rebar Spacing = 6.00 in Rebar Placed at = Edge Rebar Depth 'd' = 9.00 in Design Data fb/FB + fa/Fa = 0.090 Mu .... Actual = 2,100.0 ft-# Mn * Phi.. ... Allowable = 23,409.0 ft-# Shear Force @ this height = 1,321.1 lbs Shear ..... Actual = 12.23 psi Shear ..... Allowable = 109.54 psi W~$\~ Mmax Between Top &Base Stem OK 3.88 ft # 4 12.00 in Edge 9.00 in 0.177 1,398.8 ft-# 7,923.0 ft-# Load Factors -----~-------Rebar Lap Required = 21.36 in 17.09 in = = = = = = = = 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 0.0 psf 0.0 psf • I lSM-1" S\~ @Base of Wall Stem OK 0.00 ft # 5 6.00 in Edge 9.00 in 0.136 3,180.2 ft-# 23,409.0ft-# 2,581.21bs 23.90psi 82.16psi Building Code Dead Load Live Load Earth,H Wind,W Seismic, E CBC 2010,ACI 1.200 1.600 1.600 1.300 1.000 Hooked embedment into footing (w/ stress level reduction) = 6.00 in Other Acceptable Sizes & Spacings: Toe:# 4@ 6.00 in -or-#4@ 9.50 in, #5@ 14.50 in, #6@ 20.50 in, #7@ 28.1 Heel: None Spec'd -or-Not req'd, Mu < S * Fr Key: No key defined -or-No key defined LA COSTA ENGINEERING Martell B. Montgomery, P.E. 2226 Faraday Avenue Carlsbad, CA 92008 (760) 931-0290 RetainPro 10 (c) 1987-2012, Build 10.13.7.31 License : KW-06058263 License To : LA COSTA ENGINEERING I Footing Strengths & Dimensions Toe Width = 8.00 ft Heel Width = 1.00 Total Footing Widtt = 9.00 Footing Thickness = 12.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft fc = a,ooo psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover@ Top = 3.00 in @ Btm.= 3.00 in Title : Legoland Heart Lake Balance Tank Page: ~ Job# : 2015006 Dsgnr: MBM Date: 30 MAR 2015 Descr: Balance Tank Restrained Wall w/ Vehicle Pt. Load Above Vall in File: C:\Program Files\RetainPro 10\legoland balance tank.rp5 Restrained Retaining Wall Design ~ode: CBC 2010,ACI 318-08,ACI 530-08 • Footing Desigr, Results I .___, ________ al!!lf!!llo•e--lall!ll~eel Factored Pressure Mu': Upward Mu' : Downward Mu: Design = = = = Actual 1-Way Shear = Allow 1-Way Shear = 0 2,348 psf 8,956 5,760 3,196 36.33 82.16 0 ft-# 0 ft-# 0 ft-# 0.00 psi 0.00 psi I Summary of Forces on Footing : Slab RESISTS sliding, stem is FIXED at footing • Forces acting on footing for soil pressure Load & Moment Summary For Footing : For Soil Pressure Cales Moment@ Top of Footing Applied from Stem = Surcharge Over Heel = lbs ft Adjacent Footing Load = lbs ft Axial Dead Load on Stem = 3,000.0lbs 8.00 ft Soil Over Toe = lbs ft Surcharge Over Toe = lbs ft Stem Weight = 1,237.5Ibs 8.50 ft Soil Over Heel = lbs 9.00 ft Footing Weight = 1,350.0lbs 4.50 ft Total Vertical Force = 5,587.5Ibs Base Moment = Soil Pressure Resulting Moment = -13,556.:ft-# DESIGNER NOTES: >» Sliding Forces are restrained by the adjacent slab -1,893.8 ft-# ft-# ft-# 24,000.0 ft-# ft-# ft-# 10,518.8 ft-# ft-# 6,075.0 ft-# 38,699.9 ft-# LA COSTA ENGINEERING Martell B. Montgomery, P.E. 2226 Faraday Avenue Carlsbad, CA 92008 (760) 931-0290 RetainPro 10 {c) 1987-2012, Build 10.13.7.31 License : KW-06058263 License To : LA COSTA ENGINEERING j Criteria Retained Height = 8.25 ft Wall height above soil = 0.00 ft Total Wall Height = 8.25ft Top Support Height = 8.29 ft Slope Behind Wal = 0.00: 1 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft I Title : Legoland Heart Lake Balance Tank Page: ~ Job# : 2015006 Dsgnr: MBM Date: 30 MAR 2015 Descr: Balance Tank Restrained Wall w/ Adjacent Vehicle Load Vall in File: C:\Program Files\RetainPro 1 0\legoland balance tank.rp5 Restrained Retaining Wall Design ~ode: CBC 2010,ACI 318-08,ACI 530-08 / Soil Data I Allow Soil Bearing = 3,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 55.0 psf/ft = Passive Pressure = 300.0 psf/ft Soil Density = 120.00 pcf Footingl!Soil Frictior = 0.350 Soil height to ignore for passive pressure = 0.00 in Thumbnail J '-s_ur•c•h•a•rg•e-Lo•a•d•s---------•· I Uniform Lateral Load Applied to Stem I j Adjacent Footing Load • Surcharge Over Heel -150.0 psf >»Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning / Axial Load Applied to Stem Axial Dead Load = Axial Live Load = Axial Load Eccentricity = 600.0 lbs 0.0 lbs 6.0 in • Lateral Load = ... Height to Top = ... Height to Bottorr = The above lateral load has been increased by a factor of Wind on Exposed Stem = 0.0 #/ft 9.00 ft 0.00 ft 1.00 0.0 psf I Earth Pressure Seismic Load I Kh Soil Density Multiplier= 17.000 g ~~~~~~~~~~~~~~~~~~~~~~~~·- ._J .st_e_m_w_e.ig·h·t·S·e-is·m·i·c·L·o-ad _____ ., Fp / WP Weight Multiplier = 0.200 g / Design Summary · 11 Concrete Stem Construction Total Bearing Load ... resultant ecc. = 3,188 lbs 10.03 in Thickness = 12.00 in Fy = = Wall Weight = 150.0 psf fc = Soil Pressure@Toe = 157 psf OK Stem is FIXED to top of footing Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio Added seismic per unit area Added seismic per unit area 60,000psi 3,000psi = = = Soil Pressure @ Heel = 552 psf OK R,Ee.,AQ.. 1-.0C~()~! TOS-~,~G" Allowable = 3,500 psf Mmax Between Soil Pressure Less Than Allowable ACI Factored @Toe = 188 psf ACI Factored @ Heel = 662 psf Footing Shear@Toe = 17.2 psi OK Footing Shear@ Heel = 0.0 psi OK Allowable = 82.2 psi Reaction at Top = 709.6 lbs Reaction at Bottom = 4,764.9 lbs @ Top Support Stem OK Design Height Above Ftg = 8.25 ft Rebar Size = # 5 Rebar Spacing = 6.00 in Rebar Placed at = Edge Rebar Depth 'd' = 9.00 in Design Data Top & Base Stem OK 4.44 ft # 4 12.00 in Edge 9.00 in fb/FB + fa/Fa = 0.015 0.267 Sliding Cales Slab Resists All Sliding ! Lateral Sliding Force = 4,764.9 lbs Mu .... Actual = 360.0 ft-# Mn * Phi ..... Allowable = 23,409.0 ft-# 2,111.8 ft-# 7,923.0 ft-# Shear Force @ this height = 1,072.8 lbs Shear ..... Actual = 9.93 psi Shear ..... Allowable = 109.54 psi Load Factors ------------~ Rebar Lap Required = 21.36 in 17.09 in 8,000.0 lbs 0.75 ft 0.00 in 1.25 ft Line 0.0 ft 0.300 0.0 psf 0.0 psf I ~S\~€ @Base of Wall Stem OK 0.00 ft # 5 6.00 in Edge 9.00 in 0.254 5,941.1 ft-# 23,409.0 ft-# 5,315.1 lbs 49.21 psi 82.16psi Building Code CBC 2010,ACI 1.200 1.600 1.600 1.300 1.000 Hooked embedment into footing (w/ stress level reduction) = 6.00 in Dead Load Live Load Earth, H Wind,W Seismic, E Other Acceptable Sizes & Spacings: Toe:# 4@ 6.00 in -or-#4@ 9.50 in, #5@ 14.50 in, #6@20.50 in, #7@28.1 Heel: None Spec'd -or-Not req'd, Mu < S * Fr Key: No key defined -or-No key defined ' LA COSTAENGINEERING Martell B. Montgomery, P.E. 2226 Faraday Avenue Carlsbad, CA 92008 Title : Legoland Heart Lake Balance Tank Page: <o ~ Job# : 2015006 Dsgnr: MBM Date: 30 MAR 2015 Descr: Balance Tank Restrained Wall w/ Adjacent Vehicle Load (760) 931-0290 Vall in File: C:\Program Files\RetainPro 10\legoland balance tank.rp5 RetainPro 10 (c) 1987-2012, Build 10.13.7.31 License : KW-06058263 Restrained Retaining Wall Design ~ode: CBC 2010,ACI 318-08,ACI 530-08 License To : LA COSTA ENGINEERING I Footing Strengths & Dimensions • Footing Design Results I ........_ ________ llll!!T!!lo•e----neel Toe Width = 8.00 ft Heel Width = 1.00 Total Footing Widtt = 9.00 Factored Pressure Mu': Upward = 188 662 psf = 10,511 0 ft-# Footing Thickness = 12.00 in Mu' : Down.ward Mu: Design = = 5,760 0 ft-# 4,751 0 ft-# Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Actual 1-Way Shear = Allow 1-Way Shear = 17.15 82.16 0.00 psi 0.00 psi fc = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover@ Top = 3.00 in @ Btm.= 3.00 in I Summary of Forces on Footing : Slab RESISTS sliding, stem is FIXED at footing Forces acting on footing for soil pressure >>> Sliding Forces are restrained by the adjacent slab Load & Moment Sum_mary For Footing : For Soil Pressure Cales Moment@Top of Footing Applied from Stem = Surcharge Over Heel = lbs 9.00 ft Adjacent Footing Load = lbs ft Axial Dead Load on Stem = 600.0 lbs 8.00 ft Soil Over Toe = lbs ft Surcharge Over Toe = lbs ft Stem Weight = 1,237.5 lbs 8.50 ft Soil Over Heel = lbs 9.00 ft Footing Weight = 1,350.0 lbs 4.50 ft Total Vertical Force = 3,187.5Ibs Base Moment = Soil Pressure Resulting Moment = -2,665.31:-# DESIGNER NOTES: -4,384. 7 ft-# ft-# ft-# 4,800.0 ft-# ft-# ft-# 10,518.8 ft-# ft-# 6,075.0 ft-# 17,009.0 ft-# • BALANCE TANK TEMPORARY CANTILEVER WALL CONDITION: STEM: PER SOILS RPT: ACTIVE PRESSURE Pa= PASSIVE PRESSURE Pµ= ALLOW. BEARING PRESS. Ps= CONDITIONS: TOP OF WALL NOT RESTRAINED NO ROOF DULL NO ADJACENT SLAB SURCHARGE 35 pcf 300 pcf 3500 psf '"111"F Ill I' 11· II' . ,. SLIDING RESTRAINT £:! FOOTING 4----1-,-,~~------+---~=..-,,,-1 12." USE t=12", ds=9", #5 @6" o.c. VERTICAL, OUTSIDE FACE #4 @ 6" o.c., HORIZONTAL #4@ 12" o.c. VERT. & HORIZ., INSIDE FACE 1 LA COSTA ENGINEERING Martell B. Montgomery, P.E. 2226 Faraday Avenue Carlsbad, CA 92008 (760) 931-0290 RetainPro 10 (c) 1987-2012, Build 10.13.7.31 License : KW-06058263 License To : LA COSTA ENGINEERING Title : Legoland Heart Lake Balance Tank Page: S\?... Job# : 2015006 Dsgnr: MBM Date: 30 MAR 2015 Descr: Temporary Balance Tank Wall Loading Vall in File: C:\Program Files\RetainPro 10\legoland balance tank.rps Cantilevered Retaining Wall Design ~ode: CBC 2010,ACI 318-08,ACI 530-08 I Criteria --------------· I Soil Data • Allow Soil Bearing = 3,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Retained Height = 8.25 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00: 1 = Height of Soil over Toe = 0.00 in Passive Pressure = 300.0 psf/ft Water height over heel = 0.0 ft Soil Density, Heel = 120.00 pcf Soil Density, Toe = 120.00 pcf Footingl!Soil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in l,S~u.r.c.ha•r•g~e-.. L.0 111 a.d.s ____ 111111 _.1 I Lateral Load Applied to Stem I I Adjacent Footing Load Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning I Axial Load Applied to Stem Axial Dead Load = Axial Live Load = Axial Load Eccentricity = 0.0 lbs 0.0 lbs 0.0 in • Lateral Load = ... Height to Top = ... Height to Bottom = The above lateral load has been increased by a factor of \/Vind on Exposed Stem = 0.0 #/ft 0.00 ft 0.00 ft 1.00 0.0 psf '"I/ o.e.s.i.gn_s.u.m•m•a•ry_• ______ ... / Stem Construction • Top Stem Stem OK Wall Stability Ratios Overturning = 3.59 OK Slab Resists All Sliding ! Total Bearing Load ... resultant ecc. = 2,588 lbs 1.55 in Soil Pressure @ Toe = 263 psf OK Soil Pressure@ Heel = 312 psf OK Allowable = 3,500 psf Soil Pressure Less Than Allowaole AC! Factored @Toe = 315 psf ACI Factored @ Heel = 375 psf Footing Shear@ Toe = 11.4 psi OK Footing Shear @ Heel = 0.0 psi OK Allowable = 82.2 psi Sliding Cales Slab Resists All Sliding ! Lateral Sliding Force = 1,497.3 lbs Design Height Above Ft2 Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at ft= = = = = = 0.00 Concrete 12.00 # 5 6.00 Edge Design Data fb/FB + fa/Fa Total Force@Section Moment.. .. Actual Moment. .... Allowable lbs= ft-#= 0.224 1,905.8 5,240.8 = 23,409.0 Shear ..... Actual psi = Shear ..... Allowable psi = Wall Weight = Rebar Depth 'd' in = LAP SPLICE IF ABOVE in= LAP SPLICE IF BELOW in= HOOK EMBED INTO FTG in = 17.6 82.2 150.0 9.00 21.36 6.00 Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio = = = = = 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 • Hook embedment reduced by stress ratio MasonryData ------------------------- Load Factors -~----------- Building Code Dead Load Live Load Earth,H Wind,W Seismic, E CBC 201 O,ACI 1.200 1.600 1.600 1.300 1.000 fm psi= Fs psi= Solid Grouting = Use Half Stresses = Modular Ratio 'n' = Short Term Factor = Equiv. Solid Thick. = Masonry Block Type = Masonry Design Method = Concrete Data fc psi= Fy psi= Medium Weight ASD 3,000.0 60,000.0 LA COSTA ENGINEERING Martell B. Montgomery, P.E. 2226 Faraday Avenue Carlsbad, CA 92008 Title : Legoland Heart Lake Balance Tank Page: ~ Job# : 2015006 Dsgnr: MBM Date: 30 MAR 2015 Descr: Temporary Balance Tank Wall Loading (760) 931-0290 Vall in File: C:\Program Files\RetainPro 10\legoland balance tank.rp5 RetainPro 10 (c) 1987-2012, Build 10.13.7.31 License : KW-06058263 License To : LA COSTA ENGINEERING . Cantilevered Retaining Wall Design ;ode: CBC 2010,ACI 318-08,ACI 530-08 I Footing Dimensions & Strengths I Toe Width = 8.00 ft Heel Width' = 1.00 Total Footing Width = 9.00 Footing Thickness = 12.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft fc = 3,000psi Fy = 60,000 psi Footing Concrete Density = 150.00pcf Min.As% = 0.0018 Cover@Top 9.00 @Btm.= 3.00 in Footing Design Results _.ToL Factored Pressure = 315 Mu' : Upward = 10,654 Mu': Downward = 5,760 Mu: Design = 4,894 Actual 1-Way Shear = 11.39 Allow 1-Way Shear = 82.16 Toe Reinforcing = # 4@ 6.00 in Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings • Heel 375 psf 0 ft-# 0 ft-# 0 ft-# 0.00 psi 0.00 psi Toe: #4@9.50 in, #5@ 14.50 in, #6@20.50 in, #7@28.00 in, #8@36.75 in, #9@46 Heei: Not req'd, Mu < S * Fr Key: No key defined I Summary of Overturning & Resisting Forces ~ Moments ..... OVERTURNING ..... . .... RESISTING ..... Force Distance Moment Item lbs ft ft-# Heel Active Pressure = 1,497.3 3.08 4,616.8 Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = = Total 1,497.3 O.T.M. 4,616.8 = = Resisting/Overturning Ratio = 3.59 Vertical Loads used for Soil Pressure = 2,587.5 lbs DESIGNER NOTES: Force Distance Moment lbs ft ft-# Soil Over Heel = 9.00 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = SoilOverToe = Surcharge Over Toe = Stem Weight(s) = 1,237.5 8.50 10,518.8 Earth @ Stem Transitions= Footing Weigh! = 1,350.0 4.50 6,075.0 Key Weight = Vert. Component _= ____ _ Total= 2,587.5 lbs R.M.= 16,593.8 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. • CHECK REBAR SPLICE DEVELOPMENT LENGTH: fc= 3000 psi fy= 60000 psi 2007 CBC, ACI 318-05 12.2.2: FOR #4 REBAR: (12.2.4) '1'5=0.8 (#6 OR SMALLER) '!' e=1.0 (UNCOATED BARS) \=1.0 (NORMAL WT. CONC.) 1 = (0.5'')(60000)(l.3)(l)(l) =28.5" GOVERNS d 2s,J3000 l = 0.5[3(60000) * (1.3)(1)(0.8)(1)] =17.1" ct 40.J3000 2.5 FOR #5 REBAR: (12.2.4) CLASS B SPLICE= 1.3(28.5")=37.0" = 74 BAR DIA. '1' 5=0.8 (#6 OR SMALLER) '1'c:=1.0 (TNXOATE.6. BAP~) \=1.0 (NORMAL WT. CONC.) Id (0.62S')(6000Q(l.3)(1)(1) =35.6" GOVERNS 2s&ooo I = 0.62{ 3(6000() * (1.3)(1)(0.8)(1)] 21.4" <l 4W3000 2.5 CLASS B SPLICE= 1.3(35.6")=46" = 74 BAR DIA. FOR #4 REBAR: USE MIN. 37" LAP SPLICE FOR #5 REBAR: USE MIN. 46" LAP SPLICE BALANCE TANK FLOOR DESIGN w!-!20 M+ FROM CONC. WALL DESIGN W1NCIDENTAL PERCHED GROUNDWATER= (62.4 pcf)(1 ')(1 ') = 62.4 plf Muc = 1.6(62.4 plf)(8')2/8 = 799 lb-ft M+ FROM WALL GOVERNS USE FOOTING/SLAB DESIGN FROM RESTRAINED WALL CALCS. IUSE t=10", ds=5", MIN. #4@ 12" o.c. EA. WAY t\ BALANCE TANK FLOOR SLAB DESIGN: WATER DEPTH SLAB {t) WH20 0 8'-3" 12" 12" 0 515 psf 150 psf 150 psf 150 psf 665 psf ASSUMPTIONS: 1) STATIC WATER LEVEL= 62.4 pcf 2) CONCRETE WT = 150 pcf P5=3500 psf > 665 psf OK Design Reinforcement: b= 12 t=j12 in !in d5= 9 in fc= 3000 psi fy= 60000 psi cp= 0.9 #5 @ 6" o.c.: As=0.62 in2 > 0.36 IUSE t=12", ds=9" w/ #5@ 6" O.C. EA. WAY OK Balance Tank Roof Longitudinal Reinforcement Design Max. Span: 8 ft 1) Estimate the thickness of slab: Tryt= 12 in assume cover: 2.75 in assume No. 4 bars: 0.25 in d = t -( cover +r) = 9 in Check minimum depth requirement: simply supported: 1/20= 4.8 in < Slab thickness: Deflection calcs are not required 2) Compute the trial factored loads: 20,000 GVW Load: Live Load: Front Tire: 8000 lb Dead Load: Element: Wct unit Slab: 150 psf Earth: O psf Pavers: 0 psf Misc: 0 psf DL= Total: 150 psf Factored Distributed Load: Wu= 1.2*DL = Distr. Load per 1 ft strip: Wu= 1 ft* factored load = Case 1: Single Point Load: Pu= 1.6*LL = Case 2: 2 Equal Point Loads: Pu = 1.6*LL = 3) Check the thickness required for moment: Case 1: Mu = 27.04 kip-fUft Case 2: M -u-28.44 kip-ft/ft b = 12 in f y = 60000 psi f 0' = 5000 psi Pmin = 200/fy = 0.00333 Pmax = 0.75[(0.85*f0'/fy )*0.85*(87000/(87000+fy))] Pmax = 0.026725 cp = 0.9 From: W = pf/fc' = cpk0 = cp[f0'w(1-0.59w)] = bd2/12000 = MJcpk0 180 psf 180 plf 12800 lb acts at slab mid-point 12800 lb both are 1 '-3" from slab edge Governs Set Quadratic equation: (fy2/fc)*cp*p2 + (-cpfy)*p + (Mu*12000/bd2) = 0 a= 0.59*cp*(fy2/fc)= b= -cp*fy= c= 12000*Mu/bd2= p = [-b +l-'1(b2 -4ac)]/2a= 0.006833 Is pmin < p? Yes: Use p Is p < pmax? Yes: Use p Use total slab depth of 12 in 4) Check if thickness is adequate for shear: Ve= 2'1(fc')bwd = Vs = Ayfyd/s = Vn =Vc+Vs = cpVn= Is cpVn >Vu? cpVc = 0.75(2.,/(fc')bwd) = Vu= 13520 lbs/ft Yes 20365 19800 40165 30124 1527 4 lbs/ft 382320 -54000 351.11 Is Vu< cpVc? shear reinforcement is not required 5) Design reinforcement: Flexural reinforcement: As= pbd= 0.74 Try#6@ 6".o.c.: As= 0.88 in2 > 0.74 in2 IUse #6 @ 6" o.c. at d= 9" for flexural reinforcement. Determine the minimum flexural reinforcement using ACI Sec.10.5.4: As(min) = 0.0020bh = 0.288 in2/ft For maximum facing, ACI Sec.7.6.5 gives 3h = 39 in but not more than 18". use maximum spacing of 18" 6) Determine the shrinkage and temperature reinforcement: As= 0.0020bh = 0.288 in2/ft Max spacing = 18" or Sh = 18 II 0.C. I Use #4@ 8" o.c. each way as shrinkage and temperature reinforcement. Design: Provide #6 @ 6" o.c., d= 9 in. of 12", 4500 psi cone. slab as flexural reinforcement. Use #4 @ 8" o.c., d=3 in. each way as shrinkage and temperature reinforcement. Balance Tank Roof Beam Transverse Reinforcement Design at Side-Centered Manhole Opening Span: 8 ft 1) Estimate the thickness of slab: Tryt= 12 in assume cover: 2.75 in assume No. 4 bars: 0.25 in d = t -(cover +r) = 9 in Check minimum depth requirement: simply supported: 1/20= 4.8 in > actual depth: deflection calcs are not required 2) Compute the trial factored loads: 20,000 GVW Load: Live Load: Front Tire: 8000 lb Dead Load: Element: wd unit Slab: 150 psf Earth: O psf Pavers: O psf Misc: O psf DL= Total: 150 psf Factored Distributed Load: Wu = 1.2*DL = Distr. Load per (4 ft+1 ft)/2 strip: Wu= 2.5 ft* fact. load= Case 1: Single Point Load: Pu= 1.6*LL = Case 2: 2 Equal Point Loads: Pu= 1.6*LL = 3) Check the thickness required for moment: Case 1: Mu = 29.20 kip-ft/ft Case 2: Mu = 30.60 kip-ft/ft b = 12 in fy = 60000 psi f c' = 5000 psi Pmin = 200/fy = 0.00333 Pmax = 0. 75[{0.85*fc'ffy }*0.85*{87000/{87000+fy}}] Pmax = 0.026725 q> = 0.9 180 psf 450 plf 12800 lb acts at slab mid-point 12800 lb both are 1 '-3" from slab edge Governs 15 From: W = pf/fc' = cpkn = cp[f0'w(1-0.59w)] = bd2/12000 = Mufcpkn Set Quadratic equation: (fy2/fc)*cp*p2 + (-cpfy)*p + (Mu*12000/bd2) = 0 a= 0.59*cp*(fy2/fc)= b= -cp*fy= c= 12000*Mu/bd2= p = [-b +/--v(b2 -4ac)]/2a= 0.007382 Is pmin < p? Yes: Use p Is p < pmax? Yes: Use p Use total slab depth of 12 in 4) Check if thickness is adequate for shear: Ve= 2-V{fc')bwd = Vs = Ayfyd/s = Vn =Vc+Vs = cpVn= Vu= 14600 lbs/ft Yes 20365 19800 40165 30124 1527 4 I bs/ft 382320 -54000 377.78 Is cpVn >Vu? cpV0 = 0.75(2-V{fc')bwd) = Is Vu< cpVc? shear reinforcement is not required 5) Design reinforcement: Flexural reinforcement: As= pbd= 0.80 Try (2) -#6: As= 0.88 in2 > 0.80 I Use (2) -#6 at d= 9" for flexural reinforcement Determine the minimum flexural reinforcement using ACI Sec.10.5.4: As(min) = 0.0020bh 0.288 in.:/ft For maximum facing, ACI Sec.7.6.5 gives 3h = 39 in but not more than 18". use maximum spacing of 18" 6) Determine the shrinkage and temperature reinforcement: As= 0.0020b*h = 0.288 in.:/ft < 0.88 in2 OK Max spacing = 18" or 5*h = 18 "o.c. Design: IProvide (2) -#6 at d=9" of cone. beam supporting Hatch ,~ BALANCE TANK DESIGN ACCESS LADDER CONNECTION DESIGN: ASSUME: 1 PERSON STANDING ON 1 RUNG, W=300 lb WT. PER CONN.= 300 lb/2 = 150 lb 1" DIA. COMPOSITE EMBEP CONNECTION 1/2" DIA. A615, G.R. 60 STEEL CORE ROD V Al I ow (STEEL RODCORE): (0.4)(60000)\t:,-(0.25)2 = 4712 lb 5301 lb> 150 lb OK CK. SHEAR STRENGTH OF CONCRETE: CBC 2013, TABLE 1911 A.2: f c=3000 psi MIN EMBED = 3" VALLOW= 1100 lb (3" Embed) 1/2" DIA. ANCHOR 1100 lb> 150 lb OK CONNECTION SUFFICIENT FOR DESIGN LOAD 11 lA COSTA ENGJNHI.Jl~ 2226 FARADAY AVENUE CARLSBAD, CALIFORNIA. i2008 TEL 760•931•0290 FAX 438-5251 martv_mont;ameryll!!yahoo.com CIVIL • STRUCTURAL MECHANICAL• PETR.OLEUM ACCESS LADDER CONNECTION -'I.---+--'--t===========-:3 --"'---+---c===========:::f ...!II.---+----============:::) ELEVATION TOP OF EQUIPMENT ROOM FLOOR OR DECK STEEL REINFORCED INJECTION MOLDED FOL 1PROF1LENE LADDER RIJNG (TYPICAL) 'NEXTEP' :ilHWT.354, 'LINCOLN' *97-12~ OR EQUAL. (NUMBER ~QUIRED Fl:R DEPTH) SIDE VIEW Of LADDER RUNG NO-SCALE FLOOR OF FUMF FIT OR 5URGE CHAM6ER ~- ..SI~( t S "\D fLA-iV / er-.&-/ E:sQ,.-l" u:>{.!)TfZ-1..e.,--r + CP.:, t\.../:;;l.'B'ot:L _g }o-v/ 16' ~ to ~ 3/;;)...1/16' ~ ~ pu ~ ,q ,_,u r\, ,..., Al i:aJ ~IL -. (J__£),/..,LC-5 'f) IV l ldvV ''-"-"-3 }2D f 16 JJW) "'.,-,,.ue:, 6 ':J If.) .fu Ider q/r/15 kt:T-IJ-~~~---~ 'f · q. is--r· Final Inspection required by: 0 Plan O CM&I O Fire 0 SW DISSUED Approved_ Date BUILDING t.//7/)e;' PLANNING :$};)....7 /1.S ENGINEERING .3/~7/15 FIRE Expedite? y N J.)lt p.(2,;J ( DIGITAL FILES Required? y 'N HazMat APCD Health Forms/Fees Sent Rec'd Encina Fire HazHealthAPCD PE&M Schqol Sewer . Stormwater Special lnsP,ection CFD: y N LandUse: Density: lmpArea: FY: ·Annex: ,. PFFi: y N Comments Date Date Date B4ilding 3/ .),"7j ,~ ' Planning Engi!')eering Fire Need? ~ · r p>N\J")l~ ~ r Lt~ Pc"ir-'Pr c.H • - I ocv. By ~r ~ - c..c.-- '..,(,,,u) Due? By y N y N y N V. N y N y N y N y N Factor: . .. Date ·--q""oone ODone ODone ODone City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 05-15-2015 Plan Check Revision Permit No:PCR15026 Job Address: Permit Type: Parcel No: Valuation: Reference #: PC#: Project Title: Applicant: Building Inspection Request Lihe (760) 602-2725 1 LEGOLAND DR CBAD PCR Lot#: 0 2111000900 $0.00 CB142822 Construction Type: NEW Status: Applied: Entered By: Plan Approved: Issued: LEGOLAND FRIENDS= DEFERRED Inspect Area: SUBMITTAL FOR PERMANENT TRUSS & FOUNDATION TO SUPPORT SHOW SCREEN/LIGHTING/RIGGING (PREVIOSl-Y SUBMITTED AS A PORTABLE UNIT WILL NOW BE PERMANENT) Owner: ISSUED 04/01/2015 LSM 05/15/2015 05/15/2015 CHRIS BREZEZICKI Ll;GOLAND CALIFORNIA LL C <LF> PLAY US ACQUISI C/O PROPERTY TAX SERVICE CO 1 LEGOLAND DR CARLSBAD CA 92008 760-429-8942 Plan Check Revision Fee Fire Expedited Plan Review Additional Fees Total Fees: $312.50 lnspeetor: PO BOX 543185 DALLAS TX 75354 $312.50 $0.00 $0.00 Total Payments To Date: $312.50 Balance Due: FINAL APPROVAL Date: /O·J/--/4' Clearance: $0.00 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 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 NOTIFIED that your right.to protest the specifiea 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 fees/exactions of which ou have reviousl been iven a NOTICE similar to this or as to which the statute of limitations has reviousl otherwise ex ired. j •. DATE: April 7, 2015 JURISDICTION: Carlsbad EsGil Corporation In <Partnersliip witli government for <Bui(tfing Safety PLAN CHECK NO.: 14-2822 -BW.12 /k!/.JJP~ SET: I PROJECT ADDRESS: 1 Legolaild Dr. PROJECT NAME: Legoland Stage Truss CJ APPLICANT CJ JURIS. CJ PLAN REVIEWER CJ FILE ~ The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D 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. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. D The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D 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. D EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone#: Date contacted: (by: ) Email: Mail Telephone Fax In Person ~ REMARKS: PCR15026 By: Kurt Culver EsGil Corporation D GA D EJ D MB D PC 4/6/15 Enclosures: 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 I l Carlsbad 14-2822 REV2 April7,2015 [DO NOT PAY -THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PREPARED BY: Kurt Culver BUILDING ADDRESS: 1 Legoland Dr. BUILDING.OCCUPANCY: BUILDING AREA Valuation PORTION ( Sq. Ft.) Multiplier Air Conditioning _ Fire Sprinklers TOTAL VALUE Jurisdiction Code cb By Ordinance Bldg. Permit Fee by Ordinance j ~:! Plan Check Fee by Ordinance Type of Review: D D Repetitive Fee _,___,_i· ~=-~ 1 Repeats * Based on hourly rate Comments: Complete Review tl Other 0 Hourly EsGil Fee PLAN CHECK NO.: 14-2822 REV2 DATE: April 7, 2015 Reg. VALUE ($) Mod. $312.50! D Structural Only ~ __ -_2_._s, Hrs. @ • _ _ $100.00_ $250.00! Sheet 1 of 1 macvalue.doc + :; «~ ~ CITY OF .CARLSBAD i PLANNING DIVISION BUILDING PLAN CHECK APPROVAL P-29 Development Services Planning Division 1635 Faraday Avenue (760) 602-4610 www.carlsbadca.rmv S'.--.----.. ----------------------------------f.. h ~-' l ,; ; i; ' l DATE: April 13, 2015 PROJECT NAME: Legoland stage PROJECT ID: SDP 96-14 . PLAN CHECK NO: PCR 15-26 SET#: 1 ADDRESS: 1 Legoland Dr APN: [:g] This plan check review is complete and has been APPROVED by the Planning Division. By: Van Lynch A Final Inspection by the Planning Division· is required D Yes ~ No ""'~I ' f Y?u may also have corrections from one or more of the divisions listed below. Approval i, from these divisions may be required prior to the issuance of a building permit. J. . l Resubmitted plans should include corrections from all divisions. ; D This plan check review is NOT COMPLETE. Items missing or incorrect are listed on ~... ... . the attached checklist. Please resubmit amended plans as required. • ' ..I.IIJ,.,~ Plan Check APPROVAL has been sent to: Chris.brzezicki@merlinentertainments.biz For questions or clarifications on the attached ch~cklist please contact the following reviewer as marked: '' .. '. ''ENGlNEERING, ,·:' : i ··, ,' FIR:e :P~atENtloN· Pl.ANNU~G. •· '' .--, . ', .• 7,6~0~-4610 ,,.,_,·,,, · tso-so2;21~6 ··-. ·. ·, ,' " '' . · 76~6024665 . '' ! , ' ~ :, ,,, , t' ,, ,, ·, ,, -.,, : ' . ... .. .. , " . . D Chris Sexton D Chris Glassen D Greg Ryan \ 760-602-4624 760-602-2784 760-602-4663 ,chris.Sexton@carlsbadca.gov ChristoQher.Glassen@carlsbadca.gov Gregory.Ryan@carlsbadca.gov ' o; Gina Ruiz D ValRay Marshall D Cindy Wong " 760-602-4675 760-602-2741 760-602-4662 ', '.Gina,Ruiz@carlsbadca.gov Va1Ray.Marshal1@carlsbadca.gov t;Y.nthia. Wong@c2rlsbadca.gQy .. 0 Van Lynch D Linda Ontiveros D Dominic Fieri 760-602-4613 760-602-2773 760-602-4664 i.Van.Lynch@carlsbadca.gov Linda.Ontiveros@carlsbadca.gov Dominic.Fieri@c9rlsbadca.gov Remarks: ~& ~ CITY OF CARLSBAD PLAN CHECK REVIEW TRANSMITTAL Community & Economic Development Department 1°635 Faraday Avenue Carlsbad CA 92008 e-,-. ~ ~ www.carlsbadca.gov . yv.. b,ltJD,-,,.. DATE: 5/14/15 PROJECT NAME: lego friends PROJECT ID: PLAN CHECK NO: pcr15026 SET#: II ADDRESS: 1 legoland dr APN: 1:8'.J This plan check review is complete and has been APPROVED by the fire Division. By: cwong A Final Inspection by the Division is required ~ Yes D No D This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please r~submit amended plans as required. Plan Check Comments have been sent to chris. brzezicki@merlinentertainments.biz &USPS .You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. For questions or clarifications on the attached checklist please contact the following reviewer as marked: . PLANNING· ENGINEERING FIRE. PREVENTI.ON. 760-602-4610 760-602-2750 760-602-4~65 .. D Chris Sexton D Kathleen Lawrence· D Greg Ryan 760-602-4624 760-602-27 41 760-602-4663 Chris.Sexton@carlsbadca.gov Kathleen.Lawrence@carlsbadca.gov Gregory.Ryan@carlsbadca.gov D Gina Ruiz D Linda Ontiveros ~ Cindy Wong 760-602-4675 760-602-2773 760-602-4662 Gina.Ruiz@carlsb~d!.~.gQv Linda.Ontivei'os@carlsbadca.gov Cynthia.Wong@carlsbadca.gov D D D Dominic Fieri 760-602-4664 Dominic.Fieri@carlsbadca.gov Remarks: 5/14/15 ** APPROVED: Page 1 of2 ....,,Tfil§ PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUEANCE OF A BUILDING PERMIT. TIDS APPROVAL IS SUBJECT TO FIELD INSPECTIONS, ANY REQUIRED TESTS, FIRE DEPARTMENT NOTATIONS, CONDITIONS IN CORRESPONDENCE AND COMPLIANCE WITH ALL APPLICABLE CODES AND REGULATIONS. . TIDS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE ANY VIOLATION OF THE LAW. 4/15/15 ***Bubble All Changes**** 1. This submittal for "permanent stage truss" should be accompanied by information about the stage. Material sheets should accompany submittal for all stage components. 2. How is the electrical being addressed in this submittal? 3. Regardless of the mobility of the stage components, this is considered a permanent structure. Page2 of2 Pla,11 Review Requir~ments·categqry: PCR, Da~e of Re.port: 05-14.-2015 · Name: A.ddr,ss: P~rmit #: J?CR.15026 CHRIS-BREZEZICKl 1 LEGQLANPPR CARLSBAD CA 92008. Job N~~: LEGOLAND FRlENDS= OEfERRED · · Job Address.; 1 LEGOLAND DR CBAD Conditions: Cond: CON0008193 [NOT MET] *-**-Bubble All Chang~s**** 1. This submittal for "permanent stage truss." should be accompanied by information about the stage. Material sheets should accom:pan.y submittal for all stage components. . . · '2. How is the electrical being addressed in this submittal? 3, Rega,rdless of the mobility of the stage components, this is consid~red a permanent structure. Entry: 04/15/2015 l3y; cwong A9tion: CO · Cond: CQN0008271 [M!ET] C3-PPROVED: ? THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUEANCE OF A BUILDING PERMIT. THIS APPROVAL IS SUBJE9T TO FIELD INSPE~TIONS, ANY REQU£R.ED TESTS, FIRE DEPARTMENT NOTATIONS, CONDITJONS IN CORRESPONDENCE AND COMPLIANCE WlTH ALL APPLICABLE CODES AND REGULATIONS, THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE ANY VIOLATION OF THE LAW. ,._, '-"' Entry: 05/l4/2015 By: cwong Action: AP ( . «.~ -~ CITY OF CARLSBAD e, . ~~CHECK RB¥#t{i,W TRANSl\nl~. . y DATE: 4/15/15 PROJECT NAME: lego friends PROJECT ID: Community & Economic Development Department 1635 Faraday Avenue Carlsbad CA 92008 www.carlsbadca.gov PLAN CHECK NO: pcr15O26 SET#: I ADDRESS: 1 legoland dr APN: D This plan check review is complete and has been APPROVED by the fire Division. By: cwong A Final Inspection by the Division-is required IZ] Yes D No 1ZJ This plan· check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan C~eck Comments have been sent to chris.brzezicki@merlinentertainments.biz &USPS You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. . . Resubmitted plans should Include corrections from all divisions. For questions or clarifications on the attached checklist please contact the following reviewer as marked: -··. ... . .. .. PLANNING ENGINEERING -·· .. FIRE PREVENTfON- 760-602-4610 760-602-2.750 760-GOi-46$5 . . '. ... '. ' ... "· - D Chris Sexton D Kathleen Lawrence D Greg Ryan 760-602-4624 760-602-27 41 760-602-4663 Chris.Sexton@carlsbadca.gov Kathleen.Lawrence@carlsbadca.gov Gregory.Ryan@carlsbadca.gov ·D Gina Ruiz o-Linda Ontiveros ~ Cindy Wong 760-602-4675 760-602-2773 760-602-4662 Gina.Ruiz@carlsbadca.gov Linda;Ontiveros@carlsbadca.gov Cynthia.Wong@carlsbadca.gov D D D Dominic Fieri ' 760-602-4664 Dominic.Fieri@carlsbadca.gov Remarks: 4/15/15 ***Bubble All Changes**** Page 1 of2 1. This submittal for "permanent stage truss" should be accompanied by information about the stage. Material sheets should accompany submittal for all stage components. 2. How is the electrical being addressed in this submittal? 3. Regardless of the mobility of the stage components, this is considered a permanent structure. Page2 of2 Carlsbad Fire Department Pl®Revi~w Na.rnei Addr@s~~ ~~rmi~ #: PCRl 502.6 CHIU$ BR.EZEZlCIQ 1 tEGOLANO DR CARLSBAD CA 92008 JQQ Ntmw: LEOOLAND '.FRIENDS;,;, DEFERRED Job Address; 1 LEGOLAND DR CBAD INCOMPLETE The item you have submitt~d for review is incomplete, At this tim~. this office cannot ad~quately qpnduct a review to determine compliance with the applicable Qodes and/or standards. Please review carefully all comments attached. Pleas~ resubmit the necessal'Y pia.ns and/or specifications, with changes "clouded", to th.is office for review and approval. · · Phln~t~J9.~~J Con,d: CON0Q0S l 93 CNOTMET] 1. This submittal for "perrnan..ent stage trµss'' sliJ,Quld· be accgmpanJed by information about the stage. Matedal sheets should accompany submittal for all sta;g~ e<,nnponents, 2, Hpw is the ~l~ctrical b(;;ling addr~ssed in thht submittal? 3~. Regardless of the. mobility of the stage components, thi~ i~ consid~red a p~rmanen,t structur~. Entry: 04/15/2015 .By: cwon~ Acdom GO 4--/ , / 1 5 TO p L.,f'n..) / r I R6 / es&-, '--· { 00 1 i+;;;. ~;),-~ a_,L r~ ~ a..:t-6&j, I w/PUc. TSO~) . /tit/ts~~~~ <t( r~( 1S-~ CA-~ ~ Ft~ s I"' I,,.; r. lc6 :rr -t=, ec 6,M, . N@u:3 -ptaGid!5 ' CfO btl J OrPfJJ;rta«., ,~ J ftfl/&JJ; ~ !JJ . s:11-rs-4-,7 -~11' 09P/2£4:? -o'>vq-4lfuL ~ ~,---. ro --~ tr;& 6/ I 3/ 15. A-SJ.LeD_ ~ ~ TO .SUJ°P ~ A-0-v.D o.( Fi JJAL- ~,e;ro,-.;-pl,fr"IJS ~ Wt+-e,/'I Ttt--tS 1-S r~<.Su.-uD ~ ~"T -~~~~ ~,df:\v_,T 4r-m 5/i 4 5> ft_f ;J;;' -/Joh<;,,,:[)_ e--'I( ~ . (f::/~P~ , Final Inspection required by: 0 f'lan O CM&I O Fire 0 SW 01SSUED Approved Date BUILDING t..//7 I /q PLANNING q},:?,/,.5" ENGINEERING - FIRE Expedite? y N ~/Jt-j/;:_5 DIGITAL FILES Required? y N ' t HazMat APCD Health Forms/Fees Sent Rec'd Encina Fire HazHealthAPCD PE&M School Sewer . Stormwater Speci~I lnspecti9n GFD: y N ,LandUse: Density: lmpArea: . FY: :Annex: PFF: y N . ' -C.omments 'Date Date oate Buil<;ling •· . Planni11g,-,. Engineering· fire Hf 1::;}1~ Need? . . ' -----~--- I Dev. .. ~y /( fl . \II __,, C-1-,J Due? By y N y N y N y N y N y N y N y N Fac;tor: Date ,. . ODone CJ Don~ 0.Done -0.0one City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 05-15-2015 Plan Check Revision · Permit No:PCR15032 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: Valuation: Reference #: PC#: Project Title: Applicant: 1 LE:GOLAND DR CBAD PCR Lot#: 0 2111000900 $0.00 Construction Type: NEW CB142822 LEGOLAND FRIENDS-REVISE FOUNDATION DETAILS-(ORIG PERMIT CB142822) Owner: Status: Applied: Entered By: Plan Approved: Issued: Inspect Area: ISSUED 04/23/2015 RMA 05/15/2015 05/15/2015 TURLEY ENGINEERING LEGOLAND CALIFORNIA LL C <LF> PLAY US ACQUISI C/O PROPERTY TAx SERVICE CO 6947 SALIZAR ST SAN DIEGO CA 92111 858 945-8738 Plan Check Revision Fee Fire Expedited Plan Review Additional Fees Total Fees: $450.00 _ Inspector: PO BOX 543185 DALLAS TX 75354 $450.00 $0.00 $0.00 Total Payments To Date: $450.00 Balance Due: FINAL APPROVAL Date: IP -5/---I/; . Clearance: ------ $0.00 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 wa~ 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 NOTIFIED 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 service fees in connection with this project. NOR DOES IT APPLY to any fees/exactio s of which ou have reviousl been iven a NOTICE similar to this or as to which the statute of limitations has reviousl otherwise ex ired. Ccityof Carlsbad PLAN CHECK REVIS.ION APPLICATION 8-15 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov Plan Checl< Revision No. p cA,. /5 a. }:J-Original Plan Check No. ~C/!J ..... 1 -+--I-/_L_,_/_...,_Jj;-,J-1----"-~----'-"';2 _____ _ Prdject Address / l l C,' o I A11J1 ()fl Date_:t_/>'-""l:?.: __ s /,--,&~-- Contact 1/). [WJ/1. ( t:U B, Uy [n6utU;J'J.11'".,...-----"--''--(l------!----l---..."''----"-_,__JcfFax ______ _ Email l Contact Address 6 9C/ 7 .[/J-Ll'k,1/4 I General Scope of Work 'f)..,vu,14,R_ 1-fl IJ/4 MVf!v,. . . City};IY/ !})Uo Zip r ~I II /J r.,,74:11.,f (Fll/EitL2~ Original plans prepared by an architec~ or engineer, revisions must be signed & stamped by that person. 1 . Elements revised: D Plans D Calculations D Soils D Energy D Other __________ _ 2 .. Describe revisions in detail 5. Does this revision, in any way, alter the exterior of the project? 6. Does this revision add ANY new floor·area(s}? 7. 8. Does this revision affect any fire related issues? Is this a complete set? D Yes r4 No D Yes D Yes 3. List page(s) where each revision is shown D Yes D No 0 No 4. List revised sheets that replace existin sheets D No £S'Signature--~------------------------- J635 Faraday Avenue, Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: building@carlsbadca.gov www.carlsbadca.gov V r: . (_ Cicyof· Carlsbad PLAN CHECK REVISION APPLICATION 8-15 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov Plan Check Revision ~o. P cA /5(). }J-Original Plan Check No. __._[~'/J+-4-/-L-E-/-.2f:-:u--:.~---'---""2------ Project A_ddress / L l CD/ Aro1 (}fl Date_?'.......,,~/~'--"'--s_/.--,.ls~-- Contact '11<. £VI)~ (tun.Ley tn6m£t/Jit . ..,._'--'<--_____ ¥--'--3tft:ax· ______ _ I Email -+-"~ILJL/J,,-/=!--../--l,<~~~LI""-'L!!...5.~cqJq.~~~..,__ _______________ _ Contact ~ddress b q C/ 7 : UL I z.M r . · General ·:Scope of Work ,f?..tul4f.. ·t--a llk] MtL/At . cityi/hz !JJUa zip IJ r:r-11:a.r (F!f /EJtac) r~111 qriginal:plans prepared by an architec~ or engineer, revisions n:1ust be signed & stamped by that person. 1 . Elements revised: · D Plans D Calculations -0 Soils -D Energy D Other __________ _ 2 .. Describe revisions in detail ..... 5. Does this revision, in any wayj alter the exterior o_f the project? 6. boes this revision add ANY new floor·area(s)? 7. 8. Does this revision affect any fir~ related issues? Is thjs a complete set? D Yes ~ No D Yes D Yes 3. List page(sJ where each revision is shown D Yes D No Q No 4. List revised sheets that replace existin sheets D No ~Signature __________________________ _ 1635 Far~day Avenue, Carlsbad, CA 92008 Ph: 7 60-602-2719. Fax: 7 60-602-8558 Email: building@carlsbadca.gov www.carlsbadta.gov EsGil Corporation In <Partnersliip witli (}0T1ernment for <Bui[aing Safety DATE: May 12, 2015 JURISDICTION: Carlsbad PLAN CHECK NO.: 14-2822 REV3 gG:fR~,5'.03~ PROJECT ADDRESS: One Legoland Dr. SET: I-SUPP PROJECT NAME: Archway/Tree "Legoland Friends" Cl APPLICANT ~URIS. Cl PLAN REVIEWER Cl FILE ~ The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D 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. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. D The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D 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. D EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone#: Date contacted: (by: ) Email: Mail Telephone Fax In Person 1:8'.] REMARKS: This review is a supplement to our previous review. By: Kurt Culver EsGil Corporation D GA D EJ D MB D PC Enclosures: 5/11/15 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 Carlsbad 14-2822 REV3 May 12, 2015 [DO NOT PAY -THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PREPARED BY: Kurt Culver BUILDING ADDRESS: One Legoland Dr. BUILDING OCCUPANCY: BUILDING AREA Valuation PORTION ( Sq. Ft.) Multiplier Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code Cb By Ordinance Bldg. Permit Fee by Ordinance Fl Plan Check Fee by Ordinance Type of Review: ~etitive Fee ~ Repeats * Based on hourly rate Comments: 0 Complete Review D Other 0 Hourly EsGil Fee PLAN CHECK NO.: 14-2822 REV3 DATE: May 12, 2015 Reg. VALUE ($) Mod. $2so.001 O Structural Only 21 Hrs.@* =====$=10=0=.o:o $200.001 Sheet 1 of 1 macvalue.doc + ) EsGil Corporation In <Partnersliip witfi qovern,rient for <:Bui[ain9 Safety DATE: May 4, 2015 JURISDICTION: Carlsbad PLAN CHECK NO.: 14-2822 REV3 PROJECT ADDRESS: One Legoland Dr. pc.(l. 150~-:l. SET:I Cl .foPPLICANT J,il'JURIS. Cl PLAN REVIEWER Cl FILE PROJECT NAME: Revised Foundation Details "Legoland Friends" D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. D 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. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. C8J The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D 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 h~s been sent to: Trevor Turley D EsGil Corporation staff did not advise the applicant that the plan check has been completed . . ~ EsGil Corporation staff did ~dvise the applicant that the plan check has been completed. Person contacted: Trevor Turley Telephone#: 858-945-8738 ~Date co~edf ( 4-(by: r® Email: trevor@TurleyEngineering.com / 4:::,;Mail ~t,~ Fax In Person ~ REMARKS: The paperwork with this submittal indicates that it is a revision. However, there does not seem to be anything in the original plans (for Heart Lake) that mentions this tree/archway. It appears that the submittal should have its own separate plan check number (and its own set of plans, including a site plan, etc.). By: Kurt Culver EsGil Corporation D GA D EJ D MB D PC Enclosures: 4/27/15 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 \ l \ l\ l;sGil Corporation In q,attnmliip w#li goTJ1rtnn1nt for fBuilifing Saf,t:, DATE:-Ma.y 4, 2015 JURISDICilON: . Carlsbad . ~2J..._ PLAN CHECK NO.: 14-2822 RBV3 f C/lJ.JD.7 SET: I PROJECTADD~ESS: One Legoland Dr. CJ _}PPLICANT .)iil'JURIS. CJ PLAN REVIEWER CJ FILE . -. PROJECT NAME: Revised Foundation Details -"Legoland Friends" D I Jhe plans t~ansmi~ed herewith have been corrected where necessary and substantially comply with t~e jurisdiction's codes. D · The p!ans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. q~: The pians t~arismitted herewith have ~ignificant deficiencies identified on the enclosed check list ,),, ~-and should. be_ corrected and resubmitted for a complete recheck. IZ! The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. . ' D The applicant's copy of the check ·list is endosed for the jurisdiction to forward to the applicant contact pe~on. · C8J The applicant's copy of the check list has been sent to: Trevor Turley · D EsGil Corporation staff did not advise the applicant that the plan check has been completed. ~ EsGil Corpo·ration staff did advise the applicanUhat the plan check has been completed. Person contacted: Trevor Turley Telep_hone #: 858-945-8738 -1-._ Date _co~Jed:f ( 4--" (by: Tl8J Email: trevor@TurleyEngineering.com ~Mail · ~~ Fax . In Person l:8J REMARKS: . The paperwork with this submittal indicates that it is a revision .. However, there does not-seem to be anything in the original plans (for Heart Lake) that m~ntions this tree/arc;hway. It appears that the submittal should have its own separate ,plan check number (and_i~s own set of plans, includiti~ a $ite plan, etc.)._kv~~'-µt /JJ.tlfl ~--/1Je_. w$ By: K~c~iei~fArt'} d-Jtf~ /Ji~dTure"'s; /-F iH-if~ 1-1f·/{ftl!JI~ EsG1I Corporation ;b *-((flJ£fl/Jf 11 a1,U(.. ---Ciid 11 IP/ .. ~ ~ 0 GA-0 EJ O MB O PC_ 4/27/15 CiJ/Lf ;;;:;_ . 9320 Ch~ Drive, Suite 208 + San DiegO, California 92123. + (858) 560-1468 .~e76 . ' EsGil Corporation In <Partnersliip witli (joflernment for (}Jui(ain9 Safety DATE: May 8, 2015 JURISDICTION: Carlsbad l:J APPLICANT l:l JURIS. l:J PLAN REVIEWER 1:J FILE PLAN CHECK NO.: 14-2822 REV3 PROJECT ADDRESS: One Legoland Dr. SET: I PROJECT NAME: Archway/Tree Foundation Details "Legoland Friends" 0 D D D D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. 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. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected'and resubmitted fora 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. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant'~ copy of the check list has been sent to: 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: Telephone#: Date contacted: (by: ) Email: Mail Telephone Fax In Person cg] REMARKS: The "plan" for this project is actually stapled to the end of the calculation package. By: Kurt Culver EsGil Corporation D GA D EJ . D MB D PC log Enclosures: Previously-approved plans 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 Carlsbad 14-2822 REV3 May 8, 2015 [DO NOT PAY-THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PREPARED BY: Kurt Culver BUILDING ADDRESS: One Legoland Dr. BUILDING OCCUPANCY: BUILDING AREA Valuation PORTION ( Sq. Ft.) Multiplier Air Conditioning Fire Sprinklers _TOTAL VALUE Jurisdiction Code .Cb By Ordinance Bldg. Permit Fee by Ordinance E] Plan Check Fee by Ordinance Type of Review: D 0 Repetitive Fee J J ..-J Repeats * Based on hourly rate Comments: Complete Review D Other 0 Hourly EsGil Fee PLAN CHECK NO.: 14-2822 REV3 DATE: May 8, 2015 Reg. VALUE ($) Mod. s2so.001 D Structural Only 21 Hrs.@* =====$=1 o=o=.o:o $200.00! Sheet 1 of 1 macvalue.doc + •]' /I TURLEY ~ ENGINEERING Structural Consulting -Engineering -Ilisped:ions STRUCTURAL CALCULATIONS JOB-: T150l7 4/21/15 PROTECT ADDRESS L,E.GOLAND TREE & .ARC.tiWAY FOUNDATION CALCULATIONS ONE LEGQLAND DRIVE CAR~SBAD,CA.$2008 CtIENT STORYLAND STUDIOS 590 CRANE STREET LAKE ELSINORE, CA. 92530 i=r,n-:=--. :-:,-. -.. 'J t L, .... t .,..,,., r.~ APR 2 7 2015 i~--. .;;,.:,.:.:., l.i-; :.; ·1J:-· .,-· :·: _'·-rrevor P. Turley, PE (858) 945-8738 6947 Salizar St., San Diego, CA 92111 Trevor@TurleyEngineerlng.com r · /(TURLEY ~ ENGINEERING Structural Cot1sulting -.fngin5:lerlng -Inspections Trev.or P. Turley, PE 858.945.8738 6947 Salizar St, San Diego, CA 92;111 l;revor@turley!=nglneerlng.cqm Scope:_.,_( N'-'""'")__.r_0_"' ___ 1" __ 1t--1_lr __ v_D_'-_t...-_$ __ _ DES.IGN. CRITERIA GOVERNING CODE: IBC 2012 / CBC20l3 1 ASCI:: 7710 CONCRETE: F'c=2500 psi, NO SPECIAL INSPECTlqN REQ'D. (U.N.O.) MASONRY: MEDIUM WEIGHT, ASTMC90, f'm= 1500 psi, SPECIAL INSPECTION REQ'P MORTAR: ASTM C270, F'c=1800 psi, TYPES GROUT: ASTM 0476, F'c=2000 psi REINFORCING STEEL: ASTM A615, Fy= 40ksj FOR# 4 AND SMALLER REBAR & T!~S ASTM A615, Fy= 60ksi FOR# 5 AND LARGER REBAR TYP. STRUCTURAL STEEL: ASTM A572 or A992, Fy= 50 ksi (STEEL SHAPES) U.N.O. ASTM A50Q, GRADE 8, Fy= 46ksi (STRUCTURAL TUBE) ASTM A53, GRADE B, Fy= 35ksi (STRUCTURAL PIPE) ASTMA36, Fy= 36 ksi (PLATES) BOLTING: A307, SING.!-E.PLATE SHEAR CONNECTION, U.N.O. A325~N, A490-N HIGH S~ENGtH, SPECIAL INSPECTION REQUIRED WELDING: E70XX SERlES-TYP., E90 SERIES FOR A615 GRADE 60 REBAR SHOP WELDING TO BE DONE IN AN APPROVED FABRICATOR'S SHOP FIELD WELDING TO HAVE CONTINUOUS SPECIAL INSPECTION. SAWN LUMBER: DOUGLAS FIR LAROH, ALLOWABi.,E STRESSES PER 2012 NOS GLULAMS: DOUGLAS FIR LARCH 24F-V4 FOR SIMPLE SPAN CONDITIONS 24F-V8 FOR CANTILEVER CONDITION SOIL: ALLOWABLE BEARING PRESSURE =. / S 00 psf ACTIVE SOIL PRESSURE =---pcf AT;_REST SOJL PR~SSURE (RESTRAIN!:'.D) =--pcf PASSI~ SOIL PRESSURE = 'l-o-o pcf SOIL D~NSITY =--,,.-pcf COEFFICIENT OF FRICTION = , 7.-( _9(EXISTING NATURAL SOIL PER CBC2013 TABLE 1806.2 & TABLE 1610.1 SOILS REPORT PROVIDED BY: ___________ _ SOIL REPORT#.: REPORT DATE: S01.L CLASS: '} INPUT DATA Exposure category (B, c or D) Importance factor, 1.0 only, (Table 1.5-2) Basic wind speed (ASCE ,-10 26.5.1) Topographic factor (26.8 & Table 26.8-1) Height of top Vertical dimension (for wali, s = h) Horizontal dimension Dimension of return co.rner lw V K~ h s B Lr = = = { PAGE DESIGN BY REVIEW BY ,u,10« ~ v- DESIGN SUMMARY Max horizontal .wind pressure Max total horizontal force at centroid.of base Max b$nding moment at centroid of base Max torsion at centroid of base p F = = 57 psf (, c,) = ')4'-"Z--fs1-(;:,St?) 1.04 kips 13.56 ft-kips 3. 76 ft-kips ANALYSIS Velocity pressure. qh = 0.00256 Kli Kzt Kd V2 = 18.43 psf M = T = where: Qh =velocity pressure at mean roof height, h, (Eq. 29.3-1 p_age 307 & Eq. 30.3-1 page 316) Kh = VJ;!locily pressure exposure coeffieient evaluated at height, h, ffab. 29.3-1, pg 31 OJ K~ = wine.directionality fa·ctor. (Tab. 26:6-1, for building, page :250) h = height of top = = = 0.70 0.85 14.00 ft Wind Force Case.A: resultant force though the geometric center p=qhGCt= (Sec. 29.4.1 & Fig. 29.1-1) v'f-t-liv(._. = 29 psf (/~)-= 11.1' 1'Sf-6 F=pA11 M = F (h -0.5s) for sign, F (0.55h),for wall = 1.04 kip~ l V7~ : \16 f'?t) = 13.56 ft-kips T= . = 0.00 ft-klps where: G = gust effect factor. (Sec .. 26.9) Cr= net force coefficiEmt. (Fig. 29.4-1, page 31'1j A5 =Bs Wind Force Case. B: resultant force.at 0.2 B offset of the-geometrlc:center p=C~~A .. = F=CaseA M=CaseA T= O.~F B = (Sec. 29.4.1 & Fig. 29.1-1) 29 psf 1.04 kips 13.56 ft-klps 3. 76 ft-kips w1n·d Force Case c:. resultant force·different at each region p=qhGCr (Sec;:,29.4.1 & Fig. 29.4-1) Balance = = F=~pAs 1 I I I I M = :E [ F (h -0.5s) for sign, F (0.55'1) for wall] T=:E Ts Distance Cr P1 As1 (ft) (Fig.6-20) (psf) (tt2l 2.0 3.650 '57 4 4,0 2.350 37 .4 6.0 1.750 27 4 8,0 1.,000 '16 4 10.0 1,000 16 4 18.0 1.000 16 16 1) F1 M1 l'.1 (kips) (ft-kjps) (ft-kips) 0.23 2.97 1.83 0.15 1.91 0.88 0.1'1 1.43 0.44 0.06 0.81' 0.13 0.06 0.81 0.00 0.25 ·3.26 -1.25 0.86 11.20 2.02 0.85 1.85 36.0 ft2 .c Si "n·Desi ·n,Basect,on'.AISC:360a10;AGl.3"18~1.1f.i:iriiUBC/t::BC;1807·.3·. - INPUT DATA & DESIGN SUMMARY COllJMN SECTION(WF, Tube, or-Pipe) COlUMJ'J YIElD $TRESS OIMENSIONS SIGN GRAVITY lOAD ( lbs/ ft2) SIGN LA TERAl lOAD ( lbs / ft2 ) COlUMN LATERAL LOAD ( plf) DIAMETER OF POLE FOOTING. ALLOW SOIL PRESSURE LATERAL SOIL-CAPACITY RESTRAINED@ GRADE ?(1=yes,0=no) Tube w Use 3 ft dia.x 2.97 ft deep footing restrained-@ ground level ·r t ) 17 THE DESIGN IS ADEQUATE. ~ \)$~ ?t, <p le 1',,...,.,.. '"NIM. ANALYSIS 'J>Uf ~ .. 1 11-1 tr:,,: Cl:IECK COMBINED COMPRESSION-AND Bl:NDING CAPACITY OP COLUMN (AISC 360-10, H1) PAGE DESIGN BY REVIEW BY ! Pr+_!!(Mrx+M,yJ, for Pr~o.z Pc 9 Mex Mey Pc .l!.r....+(Mrx +: M ,yJ ' for Pr <0.2 = O.o7 < 4/3 [Satisfactory] 2Pc lvfcx· Mey Pc Where P-{= 0.41 kips Mrx = 7.578 ff-kips, at-bottom of column MfY= 2,2734 ft-kips, 30% M rx used 712 i 1.67·= 426,,52 kips, (AISC 360-10 Chapter E) > Pr [SatisJactory] 222.72 / 1.67 = 133.36 ft-kips, (AISC 360-10 Chapter F) > 3/4 M rx [Satisfactory] 222.72 / 1.67 = 133,36 ft-kips, (AISC 360-10 Chapter F) > 3/4 M fY [Satisfactory] DESIGN POLE FOOTING (IBC/CBC 1807-,3) 'By-trials, use pole depih, d = 2.97 ft Lateral.bearing @ bottom, S 3 = _2 Pp Min(-d, 12') = 1.19 Lateral bearing @ d I 3, S 1 = 2 Pp Min( d.l 3, 12') =-0.4!) R~qulre._D~pih is given by d ={J[1+~l+ 4·~6h] for nonconstrained ~ for constiained Where P =· V max.= 0,79 kips A-= 2.34Pl(b81)= U4 h-=-Mma,r IV max = 9.57 ft CHECK VERTIML SOIL BEARING CAPACITY (ACI, Sec. 15.2.2) ksf ksf 2.97 ft [Satisfactory] q s011 = (0:5 DH s L + col wt) I ( 1r b 2 I 4) = 0.04 ksf, (net weight of pole footing included.) ·< Q 8 [Satisfactory] en :c u :c ,. /)TURLEY .!::::::f ENGINEERING Structural .Consulting -·Engineering -Inspection!:i Trevor P. Turley, PE (858) 945-1:!738 6947 Salizar St, San Diego, CA 92111 Trevor@TurleyEnglneerlng.com STEEL BASE PLATE PER FRAME IJRAWIN~S WITH ANCHOR BOLTS EMBEDDED 18" MIN. INTO FOOTINGS. -SLAB ON GRADE <I " 4· Ll • <I ::c I- ,4 <I 4 -~- <I 4 4- ,<I .& <I :21· . <I. PROJECT: Lru,-t> LANP 1~ I ~'1-<-ll \J)IJ-f I Date: __ 14-/..e:::l(,+/ ..:....:1 ~~_-Page: t/ t Scope: l -N) f:="::>f I t--{. (. ~ v'~ 1*11' ~ ~ 4Ll 4 ~ 1~ >-/l'1,-v'p\:Jt,-f ~fl'VL"T~ 4 NOTE: STEEL FRAME LOCATION AND EMBEDDED ANCHOR BOLT ALIGNMENT SHOULD BE VERIFIED PRIOR TO CONCRETE POUR. 1-. z zw -~ ~Cl = w C9 Ill ..... ~ w SLAB ON GRADE r 0. w. Cl <I ... z ~ b -·· 'q' 4 4 '<1 •• • 4 <I: <I . 4 . .d <I • .. 4e ... • ' • •• J • • • <J , •• .il, . <I 4 ,4 • • • • • '•• ~ • • . . . " • • <I Ll • • • • • • $.',.DrA! •• • • •• • • • • ••• • " • • <I • 4· <1 4 • • • • • •• • • •• Ll. ·. <I <I Ll <i . • • • (;) .. • • • • • <I (12) #5 VERT. BARS EQUALLY SPACED #4 TIES @ 12" O.C., (4)@ 3" O.C. @ TOP OR SPIRAL CAGE WI 12" PITCH ARCHWAY-ANO rg_EEF.OQJING SECTI.ON SCALE: 1 Ii = 1 '-0" • • • .. . . • • • • •• '7). • • • • • • ••••• . . . ') . . ') .. ::' •• !) • -, . n• -,- ' TURLEY . ENGINEERING Structural Consulting -Engineering -Inspections STRUCTURAL CALCULATIONS JOB: T15017 4/21/15 PROJECT ADDRESS l,.EGOLAND TREE & ARCHWAY FOUNDATION CALCULATIONS ONE LEGQLAND DRIVE CARLSBAD,CA.92008 CLIENT STORYLAND STUDIOS 590 CRAN13 STREET LAKE ELSINORE, CA. 92530 Trevor P. Turley, PE (858) 945-8738 6947 Salizar st., San Diego, CA 92111 Trevor@TurleyEng ineerlng. com -J ,. · ~TURLEY !::=j ENGINEERING PROJECT: L\Ufl L-m-1 ~ T ir-,t,..i{.., f A141HJ>IO-I Tl S;, 11 J Date: 4 /-i.-.. / J) Page:. I/ 4 , r r Strµctural Consulting -.Engineering ~ Inspections' lreyor P, Turley, P.E 858.945.8'738 Scope:_.:...( N~)__.f:_D_» __ tf ___ lH ____ t,. __ 6-_b_1...--_'-'_> __ _ 6947 Salizar St, San Diego, CA 92P,1 trevor@turleyenglneering.com .. DESIG'N CRITERIA GOVERNfNG CODE: IBC 2012 / CBC2013, ASCE 7-10 CONCRETE: F'c=2500 psi, NO SPECIAL INSPECTION REQ'D. (U.N.O.) MASONRY: MEDfUM WEIGHT, ASTM C90, F'm=. 1500 psi, SPECIAL INSPECTION REQ'D MORTAR: ASTM C270, f=''c=1800 psi, TYPES GROUT: ASTM 0476, F'c=2000 psi REINFORCING STEEL: ASTM A6l5, Fy= 40ksj FOR # 4 AND SMALLER REBAR & T!~S ASTM A615, Fy= 60ksi FOR #5 AND LARGER REBARTYP. STRUCTURAL STEEL: AST!v1 A572 or A992, Fy= 50 ksi (STEEL SHAPES) U.N.O. ASTM A500, GRADE B, Fy= 46ksi. (STRUCTURAL TUBE) ASTM A53, GRADE B, Fy= 35ksi {SiRUCTURAL PIPE) ASTM A36, Fy= 36 ksi (PLATES) . BOLTING: A307j SING.LE PLATE SHEAR CONNECTION, U.N.O. A325-N, A490-N HIGH STRENGTH, SPECIAL INSPECTION REQUIRED WELDING: E70XX SERIES-TYP., E90 SERIES FOR A615 GRADE 60 REBAR SHOP WELDING TO BE DONE IN.AN APPROVED FABRICATOR'S SHOP FIELD WELDING TO MAVE CONTINUOUS SPECIAL INSPECTION. SAWN LUMBER: DOUGLAS FIR LARCH, ALLOWABLE STRESSES PER 2012 NOS GLULAMS: DOUGLAS FIR LARCl-i SOIL: 24FN4 FOR SIMPLE SPAN CONDITIONS 24F-V8 FOR CANTILEVER CONDITION ALLOWABLE BEARING PRESSURE = I S 0 ~ psf I ACTIVE SOIL PRESSURE =---pcf AT~.REST SOIL PR~S-SURI; (RESTRAINl;D) =--pcf PASSI~ SOIL PRESSl,JRE = t.,o-o pcf SOIL DENSITY =---pcf COEFFICIENT OF FRICTION = . 7.-( _9i(EXiSTING NATURAL SOIL PER CBC2013 TABLE 1806.2 & TABLE 1610.1 SOILS REPORi PROVIDED BY: __________ _ SOIL REPORT#.: REPORT DATE: SOIL CLASS: INPUTOATA Exposure category (B, c or DJ importance factor, 1.0 only, (Table 1.5-2) Basic wind speed (ASCE 7-10-26.5.1) Topo9.raphic factor (26.8 & Table26.8°.1) Height of top Vertic;al dimension (for wall, s = h) Ror:izgntar dimension Dimenslon of return corner lw V Kzt h s 8 Lr = = '.'.~.,:'j,t - 1.00 { PAGE DESIGN BY REVIEW BY soiloce ~ 1-1' DESIGN:SUMMARY Malc'horizontal wind pressure Max total horizontal force at centroid of base Max bending moment at centroid of base Max torsion at centroid ofbase p F M T 57pst(,e,):: 11.--Z--f71-(;:,S't?) 1.04 kips 13.56 ft-kips 3.76 ft-kips ANALYSIS Velocity pressure. qh = O;OQ256 Kn Kzt Kd V2 = 18.43 psf where: % =-velocity pressure at mean roofJJeight, h, (Eq. 29,3-1 page 307 & Eq. 30.3-1 page 316) K11 = velocity pressure exposure coefficient evaluated at height, h, (Tab. 29.3-1, pg 310) Kij = wind directionality factor. ('rab .. 26.6-1., for building, page 250) h = height of top = = = 0.70 0.85 14.00 ft Wind -Force Case A: resultant force ·though the geometric center p=qhGCr= :(Sec. 29.4.1 & Fig. 29.1-1) Vf--t-t.11.A..- = 29 pst (/~)-:: !1.1 ,'Sf-6 F·= PAs M = F (h -,0.5s) forsign1 F (0.55h) for wall T= = 1.04 kips l v~~ : \'6 °\7'7t) = 13.56 ft-kips = 0.00 ft-kips where: G = gust effect factor. ($ec;, 26.9) Ct,= net force cpefficient. (Fig. 29.4-1, page 311) As=·,Bs. Wind Force Case B: resultant force-at 0.2 B offset.of the geometric center p=Cas~A · = F=C~eA = M=CaseA = T=0.2FB - (Sec. 29.4.1 & Fig. 29.1-1) 29 psf 1.04 kips 13.56 ft-kips 3:76 ft-kips Wind Force Case C: resultant force-different at each region P = Clh G C, (Sep. 2~.4.1 & Fig. 29.4-1) Balance = = 0.85 1,85 36.0 ft2 F=:EpAs r I I I I r M =:El F (h -0.5s) for sign, F (D.5~h) for wall ] T;:: :E Ts Distance .er P1 As1 (ft) (Fig.6-20) (_psf). (tt2) 2.0 3.650 57 4 4.0 2.350 ~7 4 6.0 1.750 27 4 8.0 1,000 16 4 10.0 1:000 16 4 18.0 1..000 16 16 1: F1 M1 T1 ~,., {kips) {ft-kjps) '{ft-kips) 0,23 2.97 1.83 0.15 1.91 0.88 (,), 11 1.43 0.44 ·0.06 0.81 0.13 0.06 0.81 0.00 0,25 3.26 -1.25 0.86 11.20 2.02 I Si n'OeiiJ n,Based·on',AISC:360.~10;.ACl::318,1~/iintl 1B.C/CBC':1807.3···· · INPUT DATA & DESI.GN SUMMARY COLUMN SECTION (WF., Tube,,orPipe) CQLU]VIN YIELD STRESS DIMl:NSIONS He =1 .. _ 1t:.ut S.JGN (3RAVITY LOAD (lbs/ ft2 ) O.=; t; ,'.. i5} '.' psf SIGN LATERAL LOAD ( lbs /ft2) W= f '.\1}1;·.;.;psf, ASD COLUMN LATERAL LOAD ( plf) F= ~>;" ·aQ :i.-.. plf, ASD DIAM.ETER OF POLE FOOTING b = . ·,:· 3 ;:· · , ft ALLOW.SOIL PRESSURE Oa = Q}\~-·:/ksf LATERAL SOIL CAPACITY Pp= 1\'9Ji,;~:,ksf /'ft RESTRAINED@ GRADE ?(1=yes,0=no) ):.,f.::; Yes Tube w Use ·3 ft dia )( 2.97 ft deep footing .restrained @· ground ,level r r ) , 1 THE DESIGN IS ADEQUATE. ~ vs~ 7/, <p 1r 1'/.... "Nl·•·'- 'PUr f,,, ... ··p:r--tt,..> ANALYSIS Cl:IECK COMBINED COMPRESSION AND BENDING-CAPACITY OF COLUMN (AISC 360-10, R1) F PAGE DESIGN BY REVIEW BY ! Pr+~(Mrx+MryJ, ior P,~0.2 Pc 9 Mex Mey Pc ..E!:..+(Mrx + M ry) ' for Pr <.0.2 0.07 < 4/3 [Satisfactory] 2Pc Mex M,:y Pc Where P, = 0.41 kips Mrx = 7.578 ft-kips, at I;,ottom of column Mr; = -2,2734 ~-kips, 30% M rx used Pc =Pn /,f2c = 712 / 1.67 =-426.52 .kips, (AISC 360-10 Chapter E) > Pr [Satisfactory] 222.72 I 1,67 = 133,36 ft-1\ips, (AISC 360-10 Chapter F) > 3/4 M ni [Satisfactory] 222. 72 / 1.67 = 133.36 ft-kips, (AISC 360-10 Chapter F) > 314 Mr; [Satisfactory] DESIGN POLE' FOOTING (!BC/CBC 1807.3) :By:trials, use pole depth, d = 2.97 ft La1eralbearing'@bottom,S3 =2PpMin{r},12')= 1.19 ksf Lateral bearing @ d 13, S 1 = 2 PP Min( d I 3, 12') = OAP ksf Re,qulre.Depth is given by d={~[l.+~l+ 4·~6h] fol· nonconstrained _ ) h 2.97 ft 4 ·25p for constrained . bS3 [Satisfactory] Where P = V max. = 0. 79 kips A= 2.34PJ(QS1)"' 1.14 ~.57 ft CHECK VERTICAL.Sb!!-BEARING ,GAPAQITY (ACI, Sec. 15.2.2) g sofl = (0.5-D H; L + co/'wt) ( (:1r b 2 I 4) = 0.04 ksf, (net weight of pole footing included.) ,< [Satisfactory] rn :c u :c /1TURLEY ~ ENGINEERING Structural Consulting --Engineering -Inspections Trevor P. Turley, PE (858) 945-'8738 6947 Salizar St., San Diego, CA 9;2.111 Trevor@Turley,Engineerin$J,COm STEEL BASE PLATE.PER FRAME DRAWING'S WITH ANCHOR BQL TS EMBEDDED 18" MIN. INTO FOOTINGS. SLAB ON· GRADE :c ~ w C z ~ • <I 4 4 _<J 4 . <1 • ;a 4 •. <J <J 4 LI • <J 4 4 '<I; A ·,q .. 4 ,.II ·LI • <J 4 4 . "<1 •• <1 PROJECT: L lf.,b-i> l...J.)t---lY.:, 11-#-/ ~1!-<--ll \J}IJ-f I Date: __ 1.i+-/-'-==ll,~/...:...;I ~:___,Page: t / t I I I ·Scope: l N) fo::>'f l t-t I. :?-fw. II'~ 1*41 ~ ~ 1~ )-/!J~~\:J1,-1 o/ffw'-1vrz.y; NOTE: STEEL FRAME LOCATION AND EMBEDDED ANCHOR BOLT ALIGNMENT SHOULD BE VERIFIED PRIOR TO CONCRETE POUR. <I' .i! . <J 4 1-. z zw -:E :Ee = w SLAB ON GRADE . <I. ~ cc .... :E w 4 <J -(12) #5 VERT. BARS <J EQUALLY SPACED 4' <J ~ <J <l 4 #4 TIES @ 12" O.C., (4)@ LI 3" O.C. @TOPOR SPIRAL 4 .. .<J CAGE w/ 12" PITCH <! . l 36" DIA. l 'I 'I ARCHWAY.AND TR.EE FO-OTING .SECTION SCALE: 1" = 1 ',.Q" ,., I ', { ~- It ~· • I ,.M --~j : t:~:, ' ... " -ii ,~,; City of Carlsbad Building Division •,' MAY 14 2015 APPROVED BY: ~ ISSUED BY: j±fk.~ LEGOLAN,D California Resort (Friends) Install of them.ed archways {portals), decorative \ trees and entertainment stage RECEIVED MAYO 6.2015 CITY OF CARLSBAD BUILDING DIVISION ij ~ ~ l'CAJSo.J~ DAt I:, Cl I Lf lJ ~-'l... ,.,, ~ (~ \ FOR 0 cc> () REFERENCE r7i'"""7 I I ,J 1 '"""L J ONLY PROPOSED SITE PLAN N ~ SCALE 1 1·-20·-o· OKEYNOTES 0 THEMEPARKENTRYPOATAL 0 THEMEPARKDECORA.TIVETREE ~ 0 THEME PARK PERFORMANCE STAGE NOTE 1. SITE PLAN SHOWN FOR REFERENCE ONLY. REFER TO DRAWINGS PREPARED BY OTHER FOR ADDITIONAL INFORMATION LEGEND ~ FIRELANE ARCHITECTS ENGINEERS PLANNERS J.R. MIiier & ANoclaloa 2700 Salum St Broa, CA 92121 tel.714.524.1870 fax.714.524.1175 www.JrmLcom Pn,jKtRevlelon ·PROPOSED LEGOLAND FRIENDS. EXHIBIT FOR: ,\LL-Logo-BB.'w,tlf, 1 LEGOLAND DRIVE CARLSBAD, CA. 92008 Project Location J..R.Mllrl:,.__._ ... ,...mr-= = ;::' =----= =----.. - PROPOSED SITE PLAN 07.01.2014 ~ AS NOTED Sc~ OWN = CHK JRMA Project No. 4838 A0.2 II:/ ., ~ Themed: Archway (Portal) Decorative Trees • Themed Archway (Portal) General Arrangement • Themed Archway (Portal) Structural Arrangement • Decorative Trees General Arrangement • Decorative Trees Structural Arrangement . • Themed Archway & Decorative Trees Calculations / Foundation Details Front View ·"( r Top View Base ~t@=l ,~ Scale: 1:39 1 in= 71.93in Side View Color Key • • • n t.':.£u D • • • LEGO268 RAL5022 LEGO 325 RAL 4011 MAGENTA RAL4011 LEGO 322 RAL 6027 LEGO 192 RAL 8011 LEGO 312 RAL 1011 LEGO 191 RAL 1003 LEGO037 RAL 6018 LEGO 037 RAL 6018 LEGO RED Pantone 485C SILVER RAL 7004 I Perspective I LEGO Friends Heartlake Portal ';..,J' ' .. ~ ~~-'. . ..,,., ', 590 Crane Street Lake Elsinore, CA 92530 Tel 951.674.0998 Fax 951.674.0245 StorylandStudios.com Client: Lego Land Project: Lego Tree Date: 01-29-15 Drawn By: SH (,........_; l,<' \ NOU:: .50, 1Ut3e-5-rE~Lc 5l~BVl::5 A55e.MB~ Y 51ZB & 1HICKNt55 '$1?, Q ½11·~1, CiRAIY!; ? 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BRANT Scale: AS SHOWN PAGE4 /1 TURLEY !f::::I ENGINEERING Structura'I Gonsi.Jl~ing -Engineetihg -Inspecti'ons STRUCTURAL CALCULATIONS JOB: T15017 4/21/15 PROTECT ADDRESS b LEGOLAND TREE &ARCHWAY FOUNDATION CALCULATIONS ONE LEGOLAND DRIVE CA~LSBAD, CA. 92008 CLIENT STORYLAND STUDIOS 590 CRANE STREET LAKE EJ.,.SINORE, CA. 92530 Trevor P. Turley, PE (858) 945-8738 6947 Salizar St., San Diego, CA 92111 Trevor@TurleyEngineering.com ). -· TURLEY PROJECT: L~ l-li>l-1 ~ T J!,,~~ I fl~f¾ 'wlf-1 Tl s i) I~ l --~.· ENGINEERING Date: 1/-,_• ! IS" Page: . I/ 4 Struct;ural Consulting -Engineering -Inspections· Scope:_.;,.( ,1...;.N_..=:;.)_t ...... :o_:a:. ...... rf ___ l H_1,. __ e,,_I)_'-_'-"_$ ___ _ Trevor. I?. Tuney, PE 8!>8.945.8738. 6947 Salizar-st, :San [)lego, CA 921U trevor@tt.tr1eyenglneerlng.cQm DESIGN CRITERIA . ·GOVERNING· .. cooE: 1sc 20121 csc201s , ASCE 7-10 CONCRETE: F'c=2500 psi, NO SPECIAL INSPECTION REQ'D. (U~N.O.) MASONRY: MEDIUM WEIGHT; ASTM C90, F'm= 1500 psi, SPECIAL INSPECTION REQ'D MORTAR: ASTM 02701 F'c=lBOO psi, TYPE S GROUT: ASTM C476, F'c=2000 psi REINFORCiNG STEEL: ASTM A6l5, Fy= 40ksi. FOR # 4 AND SMALLER REBAR & Tt~S ASTM A6l5, Fy= 60ksi FOR.# .5 AND LARGER REBAR TYP. STRUCTURAL STEEU ASTM A57';. or .A992, Fy= 50 ksi .(STEEL SHAPES) U.N.O. ASTM A500, GRADE ·e, Fy= 46ksi (STRUCTURAL TUBE) ASTM A53, GRADE 13, Fy= 35ksi (STRUCTURAL PIPE) ASTM A36, Fy= '36 ksi (PLATES) BOLTING: A307, S.INGLE Pl.Ale SHEAR CONNECTION, U.N.O. A325·-N, A490-N HI.GH STRENGTH, SPECIAL INSPECTION REQUIRED WELDING·: E70XX Si:'.RIE$.-TYP •. , E90 SE'.RIES FOR A6l5 GRADE 60 REBAR SHOP WELDING. TO B~ DONE IN AN APPROVED FABRICATOR'S SHOP FIELD WELDING TO HA VE CONTINUOUS SPECIAL INSPECTION. SAWN· LUMBER: DOUGLAS FIR LARCH, ALLOWABLE STRESSES PER 2012 NOS GLULAMS: DOUGLAS FIR LARCH SOIL: 24F-V4·FOR SIMPLE SPAN CONDITIONS 24F:.vs .FOR CANTILe:VER CONDITION AU-OWABL~ BEARING PRESSURE = f S 00 psf. ACTIVE SOIL PRESSURE = ___ pcf AT-RE'.ST SOIL PRESSURE (RESTRAINED)= pcf PASSI~ SOIL PRESSURE = 1,_.o-o pcf SOIL DENSITY = pcf COEFFl'ClENT OF FRICTION = t 7.,,( _9l(EXISTING NATURAL SOIL. PER CBC2013 TABLE 1806.2 & TABl-E '1610.1 SO.ILS REPORT PROVlbI::D BY: -----------S 01 L REPORT# : REPORT DATE:. SOIL Ct.ASS: ) I J i ! /4'TURLEY !E:::=I ENGINEERING PROJECT: CLIENT: JOB NO._: INPUT·DATA E;XPQSU(!;!,, c;ategory (B, C or·D) tm·portance factor, 1..0 only, .(Table t.5~2) Basic'wind speed (ASCI= 7-1026'.5--1) Topographic factor (26.8 & Table 26.B-1:) Height of top Vertical ditne.nsioa (fer wall, s_ = h) Horizontal dim~nsion Dimenslon of r~turn earner DESlGN SUMMARY Max horizontal wind pressure Ma~ totaf horizonta_l force at centroid· of bas~ Mc1x benc(ing moment at centroid of base. Max torsion at centroid ofqase ANALYSIS Velocity pressure. qh-= o;oc,2·ss Klj K~Kdv2-= = I~ = 1.00 V = Kzt = h = s = B = Lr ::: 1'8~43 psf p F M T = = = = PAGE: DESIGN BY: REVIEW BY: u, ' A t T surloce ~~ 57 psf (,~) = 7 4',"'Z--f7f-( p$O) 1.04 kips 13.56 ft-kips 3.76 ft-kips where: C!h =velocity-pressure at mean roof height,, h. (Eq_, -~9.3-1 page 307 & ·Eq. 30.3-1 page 316) Kn= veJocity pressure exp·osute coefficient·evaluated at height, h, (Tab. ;29.3-1, pg 310} = 0.70 Kd =winci·dlrectronaiity-factor. (Tab. 26.6-1, for building, page 250) h = height of top = = 0.85 14.00 ft Wind Force Case A: resultant force though the geometric center p.=qh G Cr==· (Sec. 29.4.1 & Fig. 29.1-1) W~\.A..-- = 29 psf ( /P) -:-11. t\' 'fS ~ 6V F = p.A5 M = F (h -0.5s)forsign,. F (0.55h) for wall t= -Where: G = gust effect factor. (Sec. 26.~) Cf':::; net ·force coefficient (Fig. 29.4-1', page '311) A$=Bs = = = 1.04 kip~ l v~~ : \'6 f'7f-) 13.56 ft-kips 0.00 ft-kips = = 0.85 1.85 ft2 36.0 Wind Force Case B: resultant force at 0.2 B offset of' the geometric center (Sec. 29.4.1 & Fig. 29.1-1) p=CaseA = F=CaseA = M=Cas·eA = T=0.2'F f;3 = 29 psf 1.04 kips 13.56 ft-kips 3.76 ft-kips VVind Force Case C: resultant force different at each region (Sec. 29.4.1 & Fig. 29.4-1) p = qh G, cf Balance s s s s ---1 _;::_____,__~1---=----r--F:;: Ep.Ali M =<£ .[ F (h " 0.5s}-for sign, F (0.55h) for wall ) T = I; Ts, ,, Distance cf pi As, (ft} :(Fig.6-20) (psf) (tr} 2.0 3.650 57 4 4.0 2.350 37 4 6.0, t.750 27 4 8,0 '1-.000 16 4 10.Q 1..000, 1:6: 4 18.0 1.000 16 16 'E --' Fi M1 T, (kips} (ft-kips) (ft-kips) 0.23 2.97 1.83 0.15 1.91 0.88 ·0.11 1.43 0.44 .0.06' 0.81, 0.13 (l.06 0.81 0.00 0.25 3.26 -1.25 0,86 11.20 2.02 > ,. .c _,.<'huRLEY PROJECT 1 ?. ·~ : PAGE: !:::=j:,ENGINEERING CU~NT ; ,• . DESIGN BY: .strutwn.1 CUMUIUtJO -r~11iteonp • ln,pcalun1 JOB. NQ. : • i_NPUT DATA·& DESIGN.SUMMARY COJ:.UMN SECTI.ON (WF, Tube, or Pipe) CbbUMN YIE;LD STRESS OIMENSIONS SIGN GAAVITY LOAD { lbs f.ft.2 ) .SIGN LATERAL LOAD { lbs I ft2 } CO.LU MN LA'.fERAL LOAD ( .plf) DIAMETER OF POLE FOOTING ALLOW $OIL PRI:$SURE LATERAL SOIL CAPACITY RESTRAINED @-GRADE. ?(1=yes,O=nq)' ANALYSIS Tube w CRE:CK COMBINEDCOMPRE~SION.ANP _BENDING CAPACITY OF COLUMN (AISC 360,10, H1) i ' •• REVIEW BY: F l~r +!(M_rx+ M r;vJ ' for Pr ~0.2 Pc 9 Mc:+ Mey Pc < -_ Q.07 tAz:+:;J, for ;>0.2 4/3 [Satisfactory] Where P, = 0.4:1 Mrx = 7.578 Mry = 2;-2734' Pc: =P-n I ilc = kips ft-kips_, at. bdttom qf Goh.1mn ft-kip,&, -~0,°/4 M,x used 712 / 1.67 = 426.52. kips, (AISC 360-10 Chapter E} ·> Pr [Satisfactory] 222:72 /'1.67 = 133.36 fH~ips, (AISC 360-10 Chapter F) > 3/4 M rx [Satisfactory] ·222,72 71.97 = 133.36. ft-ki))s, (AISC 360-10 Chapter F} ? 314 M ry [Satisfactory] J:>.ESIGN ROLE FOOTING (IBC/CBC 1807.3) ·ay·tnals, use pole depth, d = 2.97 ft lateral bearing @ bottom,. SJ = 2 PP Min( d, 12') ·= 1. 19 Lateral bearing._@df.3; S1 =2 Pp Min(d/3, 12') = 0.49 Require Depth is given by ~ [ t + ~l + 4 -~0h] for .noncons trained 4= ~4 -25Ph f9r constrained .. bS3 . Where P = V max.= 0.7e kips A= 2.34Pl(bSr)= 1.14 h ·= Mmax IV max = 9:57 ft ksf ksf 2.97 ft [Satisfactory] CHECK VE'RTICAL SOIL BEARING CAPAen-Y (ACI, Sec. 1.s.2)) q soil = (0.50 H s L + ·coFwt) I (a P2 l4) =· O .. d4 ksf, (net weight of pole footing included.) < Q a [Satisfactory] ,, F U) I (_) I TUR.LEY ENG I NEE.RING PROJECT: L fi,lr't> L-f.>Nr,, Dare 1/ il,/ 1< 1~ /,4~wn-t I Page: f /t I iiSol7 Stru.ctural Consultrng -Engineeri,n,g. -Inspections Trevor P. Turley:,, P.E' (858) 945'-8738 fi947 Salizar.St, San Diego, GA 92111 Trevor@TurleyEngine·ering.com Scope: l N) fo~fH-tL. ~il~f*t1 ~ f7N'::: 1~ )-' /:)'1,,v.~'-4)----f o/ffl11L1vi+< $TEEL BASE .PLATE PER FRAME·----, DRAWIN~$-WITH ANCHOR BOLTS EMBEDDED HJ" MIN. INTO FOOTINGS. NOTE: STEEL FRAME LOCATION AND EMBEDDED ANCHOR BOLT ALIGNMENT SHOULD BE VERIFIED PRIOR TO CONCRETE POUR. ,4 .---1------1-----......;...;...-1------<1 SLAB ON GRADE. J: li: w -0 .z" -:E 0 -· "l;f'' <I . L\ <1 ·4 <1 Rf. .. ' .4 4 L\ 4 4- <I: .6 ·4 ' <1 4 .,1 il <i 4 •. <1 --!. ,~· 4 .4· . <I. <1 . 4 . 4 <I . <I 4 4 <1 • <1 4 4' <1 <1 • 'LI.' 4 . L\ .<I ' 21 4 <1 . <I l 35•• DIA. 1 SLAB ON I-GRADE z z w -~ 4 :E 0 co w I cc -' ~~ w 4 L\ 4 <1 . • . L\. -. ·. <I (12) #5 VERT. BARS <I EQUALLY SPACED & <1 #4 TIES @ 12" O.C., {4) @ L\ .. 3" O.C. @ TOP OR SPIRAL CAGE w/ 12" PITCH ·4 <i . l 1 ARC-HWAY AND TR.EE FOOTING SECTION ' . . - SCALE: 1" = 1 '~0" . ,I