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1 LEGOLAND DR; PART ONE; CB132320; Permit
01-16-2014 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Commercial/Industrial Permit PermitNo: CB132320 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: Project Title: 1 LEGOLAND DR CBAD COMMIND 2111000900 $1,202,920.00 Sub Type: COMM Lot #: 0 Construction Type: 5B Reference # Status: ISSUED Applied: 09/25/2013 Entered By: JMA Plan Approved: Issued: Inspect Area Plan Check #: 01/16/2014 01/16/2014 LEGOLAND: WATER PARK EXPANSION 900 SF ACTIVITY POOL MECH. BLDG//2,177 SF WAVEPOOL MECH. BLDG//1,851 SF RESTROOM BLDG//2,330 SF DINING SHADE COVER//712 SF LOCKER SHADE COVER//1,068 SPEEDORZ SHADE COVER//6,636 SF ACTIVITY POOL//13,115 SF WAVE POOL/A/ARIOUS SHADE STRUCTURES// RESTROOMS & MECH. BLDGS. Applicant: RICHARD APEL APT A 571 HYGEIA AVE ENCINITAS CA 92024-2652 760-943-0760 Owner. LEGOLAND CALIFORNIA LLC <LF> PLAY U S ACQUISI C/O PROPERTY TAX SERVICE CO P O BOX 543185 DALLAS TX 75354 Building Permit $4,372.72 Meter Size Add'l Building Permit Fee $0.00 Add'l Red. Water Con. Fee $0.00 Plan Check $3,060.90 Meter Fee $0.00 Add'l Building Permit Fee $0.00 SDCWA Fee $0.00 Plan Check Discount $0.00 CFD Payoff Fee $0.00 Strong Motion Fee $252.61 PFF (3105540) $0.00 Park Fee $0.00 PFF (4305540) $0.00 LFM Fee $0.00 License Tax (3104193) $0.00 Bridge Fee $0.00 License Tax (4304193) $0.00 BTD #2 Fee $0.00 Traffic Impact Fee (3105541) $0.00 BTD #3 Fee $0.00 Traffic Impact Fee (4305541) $0.00 Renewal Fee $0.00 PLUMBING TOTAL $584.00 Add'l Renewal Fee $0.00 ELECTRICAL TOTAL $1,102.00 Other Building Fee $0.00 MECHANICAL TOTAL $83.43 Pot. Water Con. Fee $0.00 Master Drainage Fee $0.00 Meter Size Sewer Fee $0.00 Add'l Pot. Water Con. Fee $0.00 Redev Parking Fee $0.00 Reel. Water Con. Fee $0.00 Additional Fees $0.00 Green BIdg Stands (SB1473) Fee $48.00 HMP Fee $0.00 Fire Expedidted Plan Review $1,442.50 Green BIdg Standards Plan Chk TOTAL PERMIT FEES $10,946.16 Total Fees: $10,946.16 Total Payments To Date: $10,946.16 Balance Due: $0.00 Inspector: FINAL APP Date _ APPROVAL ^^^^ Clearance: NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in 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 vou have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously othew/ise expired. 01-16-2014 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Storm Water Pollution Prevention Plan (SWPPP) Permit Permit No:SW130313 Job Address: Permit Type: Parcel No: Reference #: CB#: Project Title: 1 LEGOLAND DR CBAD SWPPP 2111000900 Lot#: CB132320 LEGOLAND WATER PARK EXPANSION Applicant: RICHARD APEL APT A 571 HYGEIA AVE ENCINITAS CA 92024-2652 760-943-0760 Status: Applied: Entered By: Issued: Inspect Area: Tier: Priority: ISSUED 09/25/2013 JMA 01/16/2014 1 M Owner: LEGOLAND CALIFORNIA LLC <LF> PLAY U S ACQUISI C/O PROPERTY TAX SERVICE CO POBOX 543185 DALLAS TX 75354 Emergency Contact: CHRIS ROMERO 760-846-0842 SWPPP Plan Check SWPPP Inspections Additional Fees $0.00 $221.00 $0.00 TOTAL PERMIT FEES $221.00 Total Fees: $221.00 Total Paynnents To Date: $221.00 Balance Due: $0.00 FINAL APPROVAL DATE_4_'_L-L-- SIGNATURE CITY OF CARLSBAD Building Permit Application 1635 Faraday Ave., Carlsbad, CA 92008 760-602-2717/2718/2719 Fax 760-602-8558 www.carisbadca.gov Plan Check No. Cg? \'b '^320 Est. Value Plan Ck. Deposit Pate qltSji ^ |swPPP /3 <-3/^ JOB ADDRESS 1 Legoland Dr., Carlsbad CA 92008 SUITE#/SPACE#/UNIT« 211 100 09 CT/PROJECT # LOT* PHASE # # OF UNITS l# BEDROOMS # BATHROOMS TENANT BUSINESS NAIVIE CONSTR. TYPE occ. GROUP Tract 94-09 18 n/a n/a 1 n/a LEGOLAND CALIFORNIA VB multipU DESCRIPTION OF WORK: /nclude Square Feet of Affected Area(s) "2014 LEGOLAND Water Park Expansion." Project area = 2.4 acres. 1. New buildings and shade structures: (a) Activity Pool Mechanical BIdg, 900 s.f.; (b) Wave Pool Mechanical BIdg, 2,177 s.f.; (c) Restroom BIdg, 1,851 s.f.; (d) Outdoor Dining Shade Cover, 2,330 s.f.; (e) Locker Changing Area Shade Cover, 712 s.f.; (f) "Speedorz" Attraction Shade Cover, 1,068 s.f 2. New swimming pools: (a) Wave Pool, 13,115 s.f.; (b) Activity Pool, 6,838 s.f. 3. Wlililj i mli lijlilinj n i In lili II [III llll |llll ililii ratmipB CONTACT NAME (If Different Fom Applicant) Richard Apel APPLICANT NAME Christopher Romero ADDRESS R.W. Apel Landscape Architects, 571-B Hygeia Ave. ADDRESS Legoland California, 1 Legoland Dr. CITY Leucadia STATE CA ZIP 92024 CITY Carlsbad STATE CA ZIP 92008 PHONE (760) 943-0760 FAX (760) 943-0760 PHONE (760) 846-0842 FAX (760)918-5460 EMAIL rwapel2@cox.net EMAIL christopher.romero@legoland.eom PROPERTY OWNER NAME Merlin Entertainment Group U.S. Holdings CONTRACTOR BUS. NAME None selected at this time 1 Legoland Dr. ADDRESS CITY STATE Carlsbad CA ZIP 92008 CITY STATE ZIP PHONE (760) 948-5300 FAX (760)918-5469 PHONE FAX EMAIL ^~ -EMAIL ARCH/DESIGNER NAME 8. ADDRESS R. W. Apel (see contact) STATE Lie. # 2825 STATE LIC.# CLASS CITYBUS. LIC.# (Sec. 7031.5 Business and Professions Code: Any City or County which requires a pernnit to construct, alter, innprove, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars [$500]). WORKERS' COMPENSATI Workers' Compensafion Declaration: / hereby affirm under penalty ofpeijury one ofthe following declarations: • I have and will maintain a certificate of consent to self-insure for woriters' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. I have and will maintain workers' coinpensation, as required by Section 3700 of the Labor Code, for the performance of the 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. I I Certificate of Exemption; I certify that in the 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 California 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. CONTRACTOR SIGNATURE • AGENT DATE OWNER-BUILDER DECLARATI / hereby affirm that I am exempt from Contrsctor's License Law for the following reason: I I I, as owner of the property or my employees with wages as their sole compensation, will do the work and the stmcture is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such 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). [7] I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does nol apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). I I I am exempt under Section Business and Professions Code for this reason: 1.1 personally plan to provide the major labor and materials for construction of the proposed property improvement. Q] Yes I INO 2.1 (have / have not) signed an application for a building permit for the proposed work. 3,1 have contracted with the following person (firm) to provide the proposed construction (include name address / phone / contractors' license number): 4.1 plan to provide portions of the work, but I have hired the following person to coordinate, supen/ise and provide the major work (include name / address / phone / contractors' license number): 5.1 will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone / type of work): ^PROPERTY OWNER SIGNATURE QAGENT DATE COMPLETE THIS SECTION FOR N O N - R E S I D E N T I A L BUILDING PERMITS ONLY Is the applicant or future building occupant required to submit a business plajvatuteiy 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 i^No , Is the applicant or future building occupant required to obtain a permit ftom the air pollution control district or air quality management district? Yes ^ Va Is the facility to be constructed within 1,000 feet of the outer boundaty of a school site? Yes 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. CONSTRUCTION LENDING AGENCY I hereby affirnn that there is a construction lending agency for the petformance of the worl< this permit is issued (Sec. 3097 (i) Civil Code). Lender's Name Lender's Address APPLICANT CERTIFICATION I certify that I have read the application and state thatthe above Infbnnation is conect and that the infbnnation on the plans Is accurate. I agree to complywith all City oidinances and State laws relating to building constniction. I hereby authorize representative of the City of Cartsbad to enter upon the above mentioned property fbr 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 pemiit is required for excavations over 5'0' deep and demolition or constmction of sttuctures over 3 stories in height. EXPIRATION: Every pemiit issued by the Building Official under the provisions of this Code shall expire by limitatkin and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such perniit or if the ljuilding or woiliauthorized by such pemiit is suspended or abandoned at any time after the vrork is commenced for a period of 180 days (Section 106.4.4 Unifbrm Building Code). ^APPLICANT'S SiGNATURE DATE STOP: THIS SECTION NOT REQUIRED FOR BUILDING PERMIT ISSUANCE. Complete the following ONLY If a Certificate of Occupancy will be requested at final inspection. T E OF O C C O P A ii C (Co Fax (760) 602-8560, Email builcling(S)carlsbadca.qov or Mail the completed form to City ofCarlsbad, Building Division 1635 FaradayAvenue, Carlsbad, California 92008. C0#: (Office Use Only) CONTACT NAME OCCUPANT NAME ADDRESS / USyoLA/^0 BUILDING ADDRESS CITY STATE _ ZIP CITY STATE ZIP Carlsbad CA PHONE _ FAX _ ^ . , ^ ^ EMAIL OCCUPANT'S BUS. UC. No. DELIVERY OPTIONS '/i'tCK UP: CONTACT (Listed above) ^ CONTRACTOR (On Pg. 1) MAILTO: CONTACT (Listed above) CONTRACTOR (On Pg. 1) MAIL/FAX TO OTHER: OCCUPANT (Listed above) OCCUPANT (Listed above) ASSOCIATED CB# NO CHANGE IN USE / NO CONSTRUCTION CHANGE OF USE / NO CONSTRUCTION EE .ef APPLICANT'S SIGNATURE DATE Inspection List Permlt#: CB132320 Type: COMMIND COMM Date Inspection Item Inspector Act 05/15/2014 89 Final Combo PD AP 05/12/2014 89 Final Combo PD CO 04/29/2014 12 Steel/Bond Beam PD AP 04/24/2014 34 Rough Electric PD AP 04/22/2014 15 Roof/Reroof PD AP 04/21/2014 13 Shear Panels/HD's PD AP 04/18/2014 13 Shear Panels/HD's MC CO 04/15/2014 14 Frame/Steel/Bolting/Weldin PD AP 04/14/2014 17 Interior Lath/Drywall PD AP 04/14/2014 66 Grout PD AP 04/08/2014 18 Exterior Lath/Drywall PD AP 04/07/2014 84 Rough Combo PD AP 04/03/2014 13 Shear Panels/HD's MC CO 04/01/2014 84 Rough Combo PD AP 03/27/2014 13 Shear Panels/HD's PD AP 03/25/2014 14 Frame/Steel/BoltingAA/eldin PD AP 03/25/2014 15 Roof/Reroof PD AP 03/25/2014 31 Underground/Conduit-Wirin PD AP 03/21/2014 14 Frame/Steel/Bolting/Weldin PB PA 03/21/2014 21 Underground/Under Floor PB PA 03/18/2014 11 Ftg/Foundation/Piers PD AP 03/18/2014 21 Underground/Under Floor PD AP 03/14/2014 11 Ftg/Foundation/Piers PD AP 03/13/2014 21 Underground/Under Floor PD AP 03/13/2014 21 Underground/Under Floor 66 AP 03/11/2014 11 Ftg/Foundation/Piers PD AP 03/07/2014 21 Underground/Under Floor PB CA 03/04/2014 11 Ftg/Foundation/Piers PD AP 02/26/2014 11 Ftg/Foundation/Piers PD AP 02/25/2014 11 Ftg/Foundation/Piers PD AP 02/25/2014 23 Gas/Test/Repairs PD AP 02/25/2014 31 Underground/Conduit-Wirin PD AP 02/20/2014 11 Ftg/Foundation/Piers PD AP 02/18/2014 11 Ftg/Foundation/Piers PD AP 02/18/2014 23 Gas/Test/Repairs PD AP 02/18/2014 31 Underground/Conduit-Wirin PD AP 02/12/2014 51 Excav/Steel/Bonding/Fence PD AP 02/10/2014 11 Ftg/Foundation/Piers PD AP 02/10/2014 31 Underground/Conduit-Wirin PD AP 02/06/2014 11 Ftg/Foundation/Piers PD AP 01/28/2014 31 Underground/Conduit-Wirin PD AP 01/21/2014 11 Ftg/Foundation/Piers PD AP 14 Frame/Steel/BoltingAA/eldin LEGOLAND: WATER PARK EXPANSION 900 SF ACTIVITY POOL MECH. BLDG//2,1 Comments LIGHTHOUSE TOWERS Tuesday, November 25, 2014 Page 1 of 1 v?£^^^i^? INSPECTION RECORD 0 INSPECTION RECORD CARD WITH APPROVED PLANS MUST BE KEPT ON THE JOB 0 CALL BEFORE 3;30 pm FOR NEXT WORK DAY INSPECTION 0 FOR BUILDING INSPECTION CALL: 760-602-2725 OR GO TO: www.Carfibaclca.gov/Buifdlng AND CLICK ON "Request InspectkOn" DATE: ///WfW CB132320 1 LEGOUND DR LEGOLAND: WATER PARK EXPANSION 900 SF ACTWITY POC4. WIECH. BLDG;;2,177 SF WAVEPOOL MECH. BLDG//1,851 SF RESTROOM . BLDG//2,330 SF DINING SHADE COVER//712 SF LOCKER SHADE COVER//1,068 SPEEDORZ SHADE COVER//6,636 SF ACTIVITY POOL//13,115 SF WAVE POOL//VARIOUS SHADE STRUCTURES//RESTROOMS & MECH. BLDGS. COMMIND COMM Lot#: RICHARD APEL IF YES IS CHECK IF YOU HAVE ANY Q ALL REQUIRED APPR OR BRING IN A COF REACHED AT 760-6( ' THAT DIVISION'S APPR PLEASE CALL THE AP SIGNED OFF- FAX s CARD TO: 1635 FA I BETWEEN 7:30 AM - IS REQUIRED PR)OT.TCLBEQmSJJNG. A FlNAL BuiL BLE DIVISIONS AT THE PHONE NUMBERS PROVIC 60-602-8S60. EMAIL TO BtpisiNSPECTipMsC Y AVE.. CARLSBAD. CA 92008. BUILDING IN 3 AM THE DAY OF YOUR INSPECTION. INSPECTION. NO Required Prior to Requesting Building Finat If Clieciced YES Date Inspector Notes Pianning/LantJscape 760-944-8463 Allow 48 hours < CM&I (Engineering Inspections) 760-438-3891 Call before 2 pm i. ^ Fire Prevention 760-602-4660 Allow 48 hours 7I?-N Type of Inspection T^pe of Inspecticm - 1 CODE n BUILDING 1 Date 1 Inspector CODE H ELECTRICAL 1 Date Snspector #11 FOUNDATION #31 • ELECTRIC UNDERGROUND DUFER #12 REINFORCED STEEL #34 ROUGH ELECTRIC #66 MASONRY PRE GROUT #33 • ELECTRIC SERVICE DTEMPORARY • GROUT • WALL DRAINS -#15 PHOTOVOLTAIC #3> TILTPANELS #39 FINAL #11 POURSTRIPS CODE # MECHANICAL #11 COLUMN FOOTINGS #41 UNDERGROUND DUCTS & PIPING #14 SUBFRAME • FLOOR • CEILING #44 • DUCT & PLENUM • REF. PIPING #15 ROOFSi'^EATHING #43 HEAT AIR COND. SYSTEMS #13 EXT. SHEAR PANELS #49 FINAL #16 INSUUTION CODS # COfVlBO INSPECTION #18 EXTERIOR LATH #81 UNDERGROUND (11,12,21,31) #17 INTERIOR UTH & DRYWALL #82 DRYWALL,EXTUTH, GASTES (r/,18,23) #51 POOL EXCA/STEEL/BOND/FENCE #83 ROOFSHEATING, EXT SHEAR (13,15) #55 PREPLAST5R #84 FRAME ROUGH COMBO (14,24,34,44) #19 FINAL #85 T-Bar (14,24,34,44) Date Inspector #89 FINAL OCCUPANCY (19,29,39,49) #22 DSEWER&BL/CO • PL/CO , FIRE t t Date inspector #21 UNDERGROtlNDDWASTE OWTR (tifMM^ VXiy> ttjSi^ , #24 TOPOUT OWASTE DWTR A/S UNDERGROUND VISUAL #27 TUB&SKCWc!>.P.^N A/S UNDERGROUND HYDRO cy^/ #23 DGASTEST • GAS PIPING A/S UNDERGROUND aUSH #25 WATER HEATEP A/S OVERHEAD VISUAL #28 SOLXR WATER A/S OVERHEAD HYDROSTATIC cW #29 FINAL A/S FINAL 17pjf^\ FrCooE # S'K>RM WATER F/AROUGH-IN i7^imi #600 PRE-CONSTRUOTON MEETING F/A FINAL <;\x_ KiO-arJ h>, RAW T W7m7 #603 FOLLOW UP'NSPECTION FIXED EXTINGUISHING SYSTEM ROUGH-IN \ \ #S03 NOTICETd CLEAN FKED EXnNG SYSTEM HYDROSTATICTEST \ _ #607 WSrmN WARNING HXED EXTINGUISHING SYSTEM HNAL «609 NOncrOFVIOLATION MEDICAL GAS PRESSURE TEST \, \ iilO \f6lBM.WAItlilN6 MEDICAL GAS FINAL \ i»evioBa3ia SEE BACK, For, SPECIAL ^lOTE.S Section 5416. Health and Sa%ty Code, State of Califomia (a) There shall be not less than one water closet for each 20 employees or fractional part thereof working at a construction job site. The water closet shall consist of a patented chemical type toilet. (b) For the purpose of this section the term construction site shall mean the location on which actual construction of a building is in progress. (c) A violation of this section shall constitute a misdemeanor. All construction or work for which a pemnit is required shall be subject to inspection and all such construction or work shaii remain accessible and exposed for inspection purposes until approved by the inspector. Work shall not be done beyond the point indicated in each successive inspection without first obtaining the approval of the inspector. DATE ADDITIONAL NOTES ^ c& /J £^^T7^ 0p,ek \ SfPer ^fttf f^yOfirJe- C4AJU^^/^ , M-Y ^A-JorlA 'poter rr^' />§^ Uji'i'/:/)Ltj ^rrr/aJ . Ua-/f 5fkt.f zt-r" 'D.IMA./P D/-r U.L, n//)/jAnOi-7 A*^>A//>-C/iA3hoL ^C'fra'J , i^e-7f5rttf Ar jDJiu/^Pfr^ if.lf. I)/OM8 1107J C,nv*yp ttum-z/s fi77 li^^irj/?^i^/^ /Il'T tK- -w-^ " ' « ^T--**-' • /• ^.jr^tr > »• Tfrr fl /'If ' J f^. ' —I rwnr \ ^ ^ r i fi^cjr^1 -g(y u f A^/^f., ClL ^uL 77 ^ /Ayf-r^ erfbi^^t^^ /h)U/Li.^ r^on? fA ^ Uf4^ £1^ ~/^77/^t^S Po rl. S-/S.r/ PIOM fif A/if f^^^ firil Ufa Sfoq^ ^ /J/:4/77nfA7Cj -/t ^7^^ ft- '77\ "lr ' f7UMi^70 /fi.hlcc. pfjy^Sr^h ^,7U.rp£ /\rf /h^cff/L^ />f^ -rs 4iP<^ rVt.^ fvtjS.'. '^\c^?\^s:>\Qo^^xQJOC>r^^^ (•^^\sKi^n)0\k . i^eJ<>L^ o..(-\. \ r^D \^\^'-^\. c^^P TESTING SERV7CES & INSPECTION - A Qua/ity Assurance Eirm RECORD COPY VISUAL INSPECTION REPORT Project Name: LEGOLAND WAVE POOL EXPANSION Project Address: 1 LEGOLAND DR. CARLSBAD, CA 92008 Approval Number: PCR10434 Arciiitect: PATRELL Engineer: PATRELL Project Number: PCR14-34 General Contractor: COMMERCIAL BUILDERS Plan/File Number: CB 13.2320 Contractor Doing Reported Work: SAN DIEGO CONSTRUCTION WELDING Lab. Receiving & Testing Constr. Mat'l Samples: N/A Other: INSPECTION MAT'L SAMPLING QTY MAT'L DESCRIPTION INSPECTION CHECK LIST Field Concrete C Shop) Concrete Cylinders Mortar Samples Reinforcinj! Steel Cone. Mix/PSI Plan/Specs Clearances Stnictural Steel Grout Samples Cone. Mix/PSI Positions Masoniy Masonry Prisms All Thread Studs Sizes Fireproofing Masoniy Block Grout Mix/PSI Laps Pile Driving Reinforcing Steel Mortal Type/PSI Consolidation Roofing Fireproofing H.S. Torque Applied Specialty Asphalt Concrete Electrode E71T-8 Tension Applied Soils Technician Roofing Steel ASOO BoU Pull-Out Steel Fireproof DriUed Holes Prestress Concrete High Strength Bolts Units Block Corrective Action Epoxy Bolt Soil Unit Brick OSA/OSHPD Other Metal Deck Ground Penetrating Radar Other Reinf Tendons Corrections Complete Mechanical Other Epoxy Electrical other other Batch Plant other Other Inspection Date: 3/24/14 MONITORED THE WELDING OF STRUCTURAL STEEL COMPONENTS FOR WAVE POOL EXPANSION, COLUMN BASE PLATE, DIAGONAL TUBE STEEL COLUMNS, FRAME 3-A, TOWER 1 A, IB ASSEMBLY'S. SINGLE PASS FILLET WELDS CONFORM WITH DESIGN DRAWINGS AND ACCEPTED. CERTIFICATION OF COMPLIANCE: All ofthe reported work, unless otherwise noted, co codes. This report only covers the locatioiu of the work inspected and does not constitute eni mplies with api^rovediilans, specificadons and applicable sections of the building sineeriiis opimon or project control. INSPECTOR NAME: JUAN R. DIAZ CERTIFICATE NUMBER: CITY OF SAN DIEGO 190 INSPEOTOR'S^IGNATUREy/ H„^^' NOTE: Inspections based on a 4-hour minimum; actual time after 4 hours; 2 hour show up ninimum for job canceUadmist'OvertUde effective on Saturdays, double time on Sunday Submit to: SAN DIEGO CONSTRUCTION WELDING/CITY OF CARLSBAD BUILDING INSPECTION DEPARTMENT 3030 Main Street SanDiego,CA 92113 (619) 234-9904, Fax (619) 234-4931, E-mail: tsi92ll3(5)vahoo.com Website "TSI-SanDieao.com" HiTE HILL-INSPECTION TESTING / ENGINEERING May 7, 2014 City ofCarlsbad Building Department 1635 Faraday Avenue Carlsbad, Califomia 92008 Facsimile: (760) 602-8560 Reference: Legoland, Chima, Water Park Expansion Permit Nos: CB 132320 / GR 130029 Subject: Final Verification of Special Inspection and Materials Testing Ladies and Gentlemen: Special Inspections of reinforced concrete, structural masonry, structural steel, welding, high strength bolting 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 Califomia Building Code. We appreciate the opportunity of providing our services. Respectfully submitted, HiTE ienry^arton 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 EsGil Corporation In (Partners hip •with government for (BuiUing Safety DATE: January 9, 2014 • APPLICANT • JURIS. JURISDICTION: Carlsbad • PLANREVIEWER • FILE PLANCHECKNO.: 13-2320 SET: IV PROJECT ADDRESS: 1 Legoland Dr. PROJECT NAME: Legoland Water Park Expansion ^ The plans transnnitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. I I The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. I 1 The plans transmitted herewith have significant deficiencies Identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. I I The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. I I The applicant's copy of the check list is enclosed for the jurisdiction to fonward to the applicant contact person. I I The applicant's copy of the check list has been sent to: EsGil Corporation staff did not advise the applicant that the plan check has been completed. I I EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone*: Date contacted: (by: ) . Email: Fax #: Mail Telephone Fax In Person XI REMARKS: The permit application should be revised so that the project description matches that described on the plans. By: Kurt Culver Enclosures: EsGii Corporation • GA • EJ • MB • PC log 9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858)560-1468 • Fax (858) 560-1576 EsGil Corporation In iPartnership with government for <BuiC<fing Safety DATE: January 6, 2014 • APPLICANT ^JURIS. JURISDICTION: Carlsbad • PLANREVIEWER • FILE PLANCHECKNO.: 13-2320 SET: III PROJECT ADDRESS: 1 Legoland Dr. PROJECT NAME: Legoland Water Park Expansion I I The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. I I The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. I I The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. A1 The applicant's copy of the check list has been sent to: Richard Apel I I EsGil Corporation staff did not advise the applicant that the plan check has been completed. IXI EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Richard Apel Telephone #: 760-943-0760 Date contacted: v (by>/>A) Email: rwapel2(gcox.net Fax #: Mail Telephone Fax In Person • REMARKS: By: Kurt Culver Enclosures: EsGil Corporation • GA • EJ • MB • PC 12/26/13 9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858)560-1468 • Fax (858) 560-1576 Carlsbad 13-2320 January 6, 2014 NOTE: The items listed below are from the previous correction list. These remaining items have not been adequately addressed. The numbers of the items are from the previous check list and may not necessarily be in sequence. The notes in bold font are current. GENERAL 1. 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. 2. On the permit application, portions of the proposed work were crossed out by someone. The application now conflicts with the actual work proposed on the plans. Please omit all conflicts. WE WILL WORK WITH CITY STAFF ON THIS. ADDITIONAL 23. Please see the following sheets for MEP corrections. 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 brieflv describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: • Yes • No The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. Ifyou have any questions regarding these plan review items, please contact Kurt Culver at Esgil Corporation. Thank you. Carlsbad 13-2320 January 6, 2014 PLUMBING AND MECHANICAL CORRECTIONS PLAN REVIEWER: Glen Adamek GENERAL AND ARCHITECTURAL PME ITEMS 1. The Citv Buildinq Official to review evidence of Health Department approval for public pools. 2. The Citv Buildinq Official to check for evidence of approval of the food truck or food trailer connections to water, sewer and grease interceptor as reviewed bv the serving sewer agency. Health Department. Citv Planning Department, Fire Department and the Building Department. Please provide the design data used for the food truck or food trailer connections to water, sewer and grease interceptor as reviewed by the serving sewer agency, Health Department, City Planning Department, Fire Department and the Building Department. The City Building Official to review evidence of Health Department approval for proposed kitchen hook-up. 3. The Building Code review can not be completed without knowing the maximum amount of the drv chlorine tablets to be stored and/or used in the Wave Pool Mechanical Building (Storage Room #503?) and the maximum amount of the dry chlorine tablets to be stored and/or used in the Activity Pool Mechanical Building (Storage Room #103?). This is needed to know if there are H-occupancv areas. Please provide data as to the maximum amount ofthe dry chlorine tablets to be stored and/or used in the Wave Pool Mechanical Building (Storage Room #503?) and the maximum amount of the dry chlorine tablets to be stored and/or used in the Activity Pool Mechanical Building (Storage Room #103?). As per the CBC Table 307.1(1) the maximum allowed Class 11 Oxidizer allowed without being an H-3 occupancy is 250 pounds. Data provided seems to show the total maximum amounts may exceed the allowed amounts. Please clearly address. Please address the proposed pool chemicals (like acid and chlorine) as per the following. Provide data on the proposed hazardous materials to be stored and used. CBC 414. Present the description ofthe hazardous materials in a format that coincides with the material classifications found in CBC Tables 307.1(1) and 307.1(2). A) Clearly show the fypes of hazardous materials being stored or used. Provide a list ofthe proposed hazardous materials; include the material safety data sheets (MSDS), if applicable. B) Clearly show the amounts for each type of hazardous material to be stored and in use. C) Clearly show the locations in the building where each type of hazardous material is being stored or used. Carlsbad 13-2320 January 6, 2014 D) Note: If hazardous materials are present in any amount, forward this information to the mechanical designer for design compliance with CMC Chapter 5. 4. See the item 3 above. The Fire Department must review the required hazardous material opinion report. The Building Official to check for Fire Department's approval of the required hazardous material opinion report. 5. The plan check will be completed when the hazardous material data is provided. See the item 3 above. This will be reviewed when the data in 3 above is addressed and when the hazardous material opinion report is provided. If an H-occupancy is required for acid storage show spill control, containment, ventilation rates and ventilation controls. PLUMBING (2013 CALIFORNIA PLUMBING CODE) 7. The calculations on sheet A1.0.3 seem to be incomplete and incorrect. The dining area occupant loads are correct. But the occupant calculations and reguired fixture calculations mus use CBC. Sections 311 SB. 3116B & 3117B for the reguired number of showers, water closets, urinals, lavatories, drinking fountains, and hose bibs for the public pools. Please correct. No Architectural responses provided. The Plumbing response states: "Refer to Architectural response." Provide calculations to show compliance with CPC Section 412.0 & Table 4-1, (Minimum Plumbing Facilities). 9. The Building Official. Will Foss. must review not correcting the following item and allowing the Engineering Department to permit, plan check and inspect the Private Site Water and Private Site Sewer Systems. Provide the site plumbing plans showing the sizes and locations of the gas meters and water meter; and the sizes, routes, and slopes ofthe building sewer, site gas lines, and site water lines. The "Utility Plan (Site)" sheet C2.0 does not comply with the California Plumbing Code. The City Building Department issues permits and inspects the "Private Plumbing Systems". Not the City Engineer. a) The new 8 inch private building sewer may not drain into a 6 inch sewer line. b) The 8 inch private building sewer is over sized as per CPC, Table 7-8. As per CPC, Section 717.0. c) The sheet C2.0 shows an existing private building sewer line within or under the new proposed Activity Pool. Please relocate the existing private building sewer line and/or the new proposed Activity Pool. d) Please provide sizing calculations for the existing and new private building sewer lines from the new connections to the connections to the public sewer system. The existing and the new private building sewer lines do not seem to be sized correctly. e) The civil site plans describe a 1" water supply to the restroom building, the plumbing plans a 2 V2"? Please clarify. Carlsbad 13-2320 January 6, 2014 11. The Building Official. Will Foss. must review not correcting the following item and allowing the Engineering Department to permit, plan check and inspect the Private Site Water and Private Site Sewer Svstems. Please provide the required water line sizing calculations as per CPC, Section 610.0 or Appendix 'A' to show the required flows and pressures are supplied from the public water meter to the new water fixtures so they will operate. And to show if water pumps are required. Correct the water line sizing calculations on sheet P-101: Please provide plans and sizing calculations from the public water meters to the new water fixtures: Include the water pressure, pressure loss caicuiations, water demands, and the developed pipe lengths, as per CPC, Section 610.0 or Appendix 'A'. Please show all existing and new water demands on the private site water system and at each public water meter. Also, GPM values and velocities in the pipe sizing tables on sheet P-101 do not match the CPC, Chart A-4 for copper tubing. Please correct. (8 ft/sec. through a 2 inch copper tube is only about 70.5 GPM. Not the 80 GPM shown.) Please correct all GPM values and velocity values. No hose bibs and/or fill lines for the pools and water features included in water demands. 20. Provide the following: Provide the following information concerning the water heater: A) The detail 3 on sheet A9.0.3 is a roof curb detail. Not a water heater tank hold-down detail and calculations for seismic bracing. Please correct. For the larger water heaters please provide details calculations for the seismic bracing systems, as noted in the response. Please provide detail # and sheet # of details. Show that water heater is adequately braced to resist seismic forces. Provide two straps. One strap at top 1/3 of the tank and one strap at bottom 1/3 of the tank. CPC 508.2 22. The detail 2 on sheet P-501 is for a trailer "Dump Station" to dump trailer sewer holding tank. The detail still shows no plumbing vent for the reguired trap and the detail seems to reguire a direct sewer connection. Not a trailer dump station system. The detail 2 on sheet P-501 is not an approved "indirect waste receptor as per CPC, Chapter 8. No vent and no basin. Looks to be a direct waste connection. Please correct the connection to the grease interceptor. MECHANICAL (2013 CALIFORNIA MECHANICAL CODE) The plan check will be completed when the hazardous material data is provided. See the item 3 above. If no H occupancies, then the Mechanical drawing substantially comply with the jurisdiction's mechanical codes. Note: Ifyou have any questions regarding this Plumbing and Mechanical plan review list please contact Glen Adamek at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. Carlsbad 13-2320 January 6, 2014 ELECTRICAL and ENERGY COMMENTS PLAN REVIEWER: Eric Jensen ELECTRICAL (2010 CALIFORNIA ELECTRICAL CODE) 01/03/2014: Unfortunately Sheet El01, which appears to be the one I need, is not included in the resubmitted set. 1. Provide a grounding system for the "activity building." CEC 250.32 (Be sure to include an intersystem bonding terminal). • / can't find panelboard "2AP" anywhere? My concem is common grounding at the activity building: The building itself will have a grounding electrode system that 2AP and any other remote/same building branch circuits/feeders will need to be referenced thereto. See above "Italics". • How does Note 28 on sheet E101 relate to the activity building single line diagram? I see the ground bus on the floorplan, not on the single line. Still nothing on the single line, I'm not sure of the correctness of this comment as 1 don't have the appropriate (El 01) sheet. 2. New. Sheet E101 has electrical equipment that is installed interior of what appears to be a fenced enclosure. The equipment includes (2) distribution boards installed in NEMA 3 enclosures. Provide a detailed accurate layout for this fenced enclosure. Of concem is that the distribution boards' doors, when opened and "clicked" into place, will not have adequate exit space between the door edge and the fence itself (24"). See above for the missing sheet. Note: If you have any questions regarding this Electrical and Energy plan review list please contact Eric Jensen at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. EsGil Corporation In Partnership with government for (BuiCcCing Safety DATE: November 27, 2013 Q-APPtlGANT 4 JURIsy ^ JURISDICTION: Carlsbad • PLAN REVIEWER • FILE PLANCHECKNO.: 13-2320 SET: II PROJECT ADDRESS: 1 Legoland Dr. PROJECT NAME: Legoland Water Park Expansion I I The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. I I The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. XI The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. I I The applicant's copy of the check list is enclosed for the jurisdiction to fonward to the applicant contact person. X The applicant's copy of the check list has been sent to: Richard Apel I I EsGil Corporation staff did not advise the applicant that the plan check has been completed. EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Richard Apel Telephone #: 760-943-0760 Date contacted: h )^'7l)'3) (by: ICA^) Email: nwapel2@cox.net Fax #: Mail ^ Telephone Fax In Person • REMARKS: By: Kurt Culver Enclosures: EsGil Corporation • GA • EJ • MB • PC 11/20/13 9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad 13-2320 November 27, 2013 NOTE: The items listed below are from the previous correction list. These remaining items have not been adequately addressed. The numbers of the items are from the previous check list and may not necessarily be in sequence. The notes in bold font are current. GENERAL 1. 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. 2. On the permit application, portions of the proposed work were crossed out by someone. The application now conflicts with the actual work proposed on the plans. Please omit all conflicts. WE WILL WORK WITH CITY STAFF ON THIS. 3. Please provide a construction cost estimate for ALL work to be done under this permit. PLEASE CLARIFY THE ESTIMATE YOU PROVIDED. IT CONTAINS VARIOUS "DIVISIONS" THAT MAKE NO SENSE TO ME. PLANS 4. All sheets of the plans are required to be signed by the licensed architect or engineer responsible for the plan preparation. California State Law. THE ARCHITECTURAL PLANS MUST BE SIGNED BY AN ENGINEER OR LICENSED ARCHITECT (NOT A LANDSCAPE ARCHITECT). Carlsbad 13-2320 November 27, 2013 6. Provide a note on the plans indicating if any hazardous materials will be stored and/or used within the building which exceed the quantities listed in IBC Tables 307.1(1) and 307.1(2). Of particular concern are the large amounts of acid/chorine. BASED ON THE AMOUNTS SHOWN, IT APPEARS THAT THE BUILDING IS A "GROUP H OCCUPANCY," WHICH WILL HAVE NUMEROUS CODE PROBLEMS ASSOCIATED WITH IT. PLEASE JUSTIFY. STRUCTURAL 22. The City of Carlsbad requires that their Special Inspection form (attached) be completed and returned. WE DID NOT RECEIVE A COMPLETED FORM. ADDITIONAL 23. Please see the following sheets for MEP corrections. To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. 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 brieflv describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: • Yes • No The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone numberof 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Kurt Culver at Esgil Corporation. Thankyou. Carlsbad 13-2320 November 27, 2013 PLUMBING AND MECHANICAL CORRECTIONS PLAN REVIEWER: Glen Adamek GENERAL AND ARCHITECTURAL PME ITEMS 1. The City Building Official to review evidence of Health Department approval for public pools. 2. Please provide the design data used for the food truck or food trailer connections to water, sewer and grease interceptor as reviewed by the serving sewer agency, Health Department, City Planning Department, Fire Department and the Building Department. The City Building Official to review evidence of Health Department approval for proposed kitchen hook-up. 3. Please provide data as to the maximum amount of the dry chlorine tablets to be stored and/or used in the Wave Pool Mechanical Building (Storage Room #503?) and the maximum amount of the dry chlorine tablets to be stored and/or used in the Activity Pool Mechanical Building (Storage Room #103?). As per the CBC Table 307.1(1) the maximum allowed Class II Oxidizer allowed without being an H-3 occupancy is 250 pounds. Data provided seems to show the total maximum amounts may exceed the allowed amounts. Please clearly address. Please address the proposed pool chemicals (like acid and chlorine) as perthe following. Provide data on the proposed hazardous materials to be stored and used. CBC 414. Present the description of the hazardous materials in a format that coincides with the material classifications found in CBC Tables 307.1(1) and 307.1(2). A) Clearly show the fypes of hazardous materials being stored or used. Provide a list of the proposed hazardous materials; include the material safety data sheets (MSDS), if applicable. B) Clearly show the amounts for each type of hazardous material to be stored and in use. C) Clearly show the locations in the building where each type of hazardous material is being stored or used. D) Note: If hazardous materials are present in any amount, forward this information to the mechanical designer for design compliance with CMC Chapter 5. 4. See the item 3 above. The Fire Department must review the required hazardous material opinion report. The Building Official to check for Fire Department's approval ofthe required hazardous material opinion report. Carlsbad 13-2320 November 27, 2013 5. This will be reviewed when the data in 3 above is addressed and when the hazardous material opinion report is provided. If an H-occupancy is required for acid storage show spill control, containment, ventilation rates and ventilation controls. PLUMBING (2010 CALIFORNIA PLUMBING CODE) 7. No Architectural responses provided. The Plumbing response states: "Refer to Architectural response." Provide calculations to show compliance with CPC Section 412.0 & Table 4-1, (Minimum Plumbing Facilities). 9. The Building Official, Will Foss, must review not correcting the following item and allowing the Engineering Department to permit, plan check and inspect the Private Site Water and Private Site Sewer Systems. Provide the site plumbing plans showing the sizes and locations ofthe gas meters and water meter; and the sizes, routes, and slopes of the building sewer, site gas lines, and site water lines. The "Utility Plan (Site)" sheet C2.0 does not comply with the California Plumbing Code. The City Building Department issues permits and inspects the "Private Plumbing Systems". Not the City Engineer. a) The new 8 inch private building sewer may not drain into a 6 inch sewer line. b) The 8 inch private building sewer is over sized as per CPC, Table 7-8. As per CPC, Section 717.0. c) The sheet C2.0 shows an existing private building sewer line within or under the new proposed Activity Pool. Please relocate the existing private building sewer line and/or the new proposed Activity Pool. d) Please provide sizing calculations for the existing and new private building sewer lines from the new connections to the connections to the public sewer system. The existing and the new private building sewer lines do not seem to be sized correctly. e) The civil site plans describe a 1" water supply to the restroom building, the plumbing plans a 2 Please clarify. 10. The only sewer manhole rim elevation shown seems to be downstream from the restrooms. Not upstream of the restroom connection to the sewer main. Please correct. Please show the upstream sewer manhole rim and finished floor elevations. Provide backwater valves for all fixtures installed on floor levels below the next upstream manhole rim elevation. (Only fixtures installed on floor levels below the next upstream manhole rim elevation may flow through a backwater valve.) CPC 710.1 Carlsbad 13-2320 November 27, 2013 11. Please provide the required water line sizing calculations as per CPC, Section 610.0 or Appendix 'A' to show the required flows and pressures are supplied from the public water meter to the new water fixtures so they will operate. And to show if water pumps are required. Correct the water line sizing calculations on sheet P-101: Please provide plans and sizing calculations from the public water meters to the new water fixtures: Include the water pressure, pressure loss calculations, water demands, and the developed pipe lengths, as per CPC, Section 610.0 or Appendix 'A'. Please show all existing and new water demands on the private site water system and at each public water meter. Also, GPM values and velocities in the pipe sizing tables on sheet P-101 do not match the CPC, Chart A-4 for copper tubing. Please correct. (8 ft/sec. through a 2 inch copper tube is only about 70.5 GPM. Not the 80 GPM shown.) Please correct all GPM values and velocity values. No hose bibs and/or fill lines for the pools and water features included in water demands. 13. Please provide complete gas line plans and calculations from the public gas meter to the new gas fired equipment. Note: SDG&E must review the gas line plans for the revised gas systems over 3 psi. Plans show 20 psi, 16 psi, 6 psi & 4 psi gas systems. Provide gas line plans and calculations, from the public gas meter to the new gas fired equipment, showing gas pressures, piping types, pipe lengths, gas demands and pipe sizing method used. UPC Section 1217.0. A) Please provide complete gas line plans from the public gas meter to all the new gas fired equipment. B) Show the required gas pressure regulators between each different gas pressure system. The calculations show 20 psi main gas loop. Separate 16 psi gas laterals with 16 psi pressure. And gas drops (regulators) at 6 psi and 4 psi. Please show on the complete gas line riser or isometric. C) The gas line sizing calculations do not include the sizing of all proposed pipe sizes to be used and is only for PE gas piping material. Please correct. D) Show the Equations used and the input values used for each system and each pipe size, pipe material, gas pressure and developed pipe length values. E) Please provide gas piping sizing tables for each separate gas system. 14. On the required gas line riser or isometric drawings please show the locations of the required gas piping sediment traps. Include the gas piping sediment trap installed downstream of the appliance shutoff valve as close to the inlet ofthe appliance as practical. Exceptions: Appliances with an internal sediment trap,(or) ranges, clothes dryers, gas fireplaces, and outdoor grilles. UPC 1212.7. Carlsbad 13-2320 November 27, 2013 20. Provide the following: Provide the following information concerning the water heater: A) For the larger water heaters please provide details calculations for the seismic bracing systems, as noted in the response. Please provide detail # and sheet # of details. Show that water heater is adequately braced to resist seismic forces. Provide two straps. One strap at top 1/3 ofthe tank and one strap at bottom 1/3 ofthe tank. CPC 508.2 22. The detail 2 on sheet P-501 is not an approved "indirect waste receptor as per CPC, Chapter 8. No vent and no basin. Looks to be a direct waste connection. Please correct the connection to the grease interceptor. 23. Please correct the roof drainage system sizing calculations. The City of Carlsbad uses 3.3 inches per hour rainfall rate. Not the 2.0 inches per hour used on the plans. Include the main and overflow roof drainage design: Roof area, rainfall rate, pipe sizing, and drain locations on the plans. CPC 1105.0 MECHANICAL (2010 CALIFORNIA MECHANICAL CODE) If no H occupancies, then the Mechanical drawing substantially comply with the jurisdiction's mechanical codes. Note: Ifyou have any questions regarding this Plumbing and Mechanical plan review list please contact Glen Adamek at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. Carlsbad 13-2320 November 27, 2013 ELECTRICAL and ENERGY COMMENTS PLAN REVIEWER: Eric Jensen ELECTRICAL (2010 CALIFORNIA ELECTRICAL CODE) 1. Provide a grounding system for the "activity building." CEC 250.32 (Be sure to include an intersystem bonding terminal). • / can't find panelboard "2AP" anywhere? My concern is common grounding at the activity building: The building itself will have a grounding electrode system that 2AP and any other remote/same building branch circuits/feeders will need to be referenced thereto. • How does Note 28 on sheet E101 relate to the activity building single line diagram? I see the ground bus on the floorplan, not on the single line. 2. No site lighting or pool lights to speak of? Please respond. (Also) provide a schedule for all those symbols on sheet Al .02 that appear to be located in or close to the pools: Activity and Wave.) 3. New. Sheet El01 has electrical equipment that is installed intehor of what appears to be a fenced enclosure. The equipment includes (2) distribution boards installed in NEMA 3 enclosures. Provide a detailed accurate layout for this fenced enclosure. Of concem is that the distribution boards' doors, when opened and "clicked" into place, will not have adequate exit space between the door edge and the fence itself (24"). Note: If you have any questions regarding this Electrical and Energy plan review list please contact Eric Jensen at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. Carlsbad 13-2320 November 27, 2013 A, SPECIAL INSPECTION °--<"°P-"^^g^^^ ^ CITY OF AGREEMENT 1635 Faraday Avenue B-45 760-602-2719 www.carlsbadca .gov CARLSBAD In accordance with Chapter 17 of the California Building Code the following must be completed when work being performed requires special inspection, structural observation and construction material testing. 'roject/Permit: Project Address: A. THIS SECTION MUST BE COMPLETED BY THE PROPERTY OWNER/AUTHORIZED AGENT. Please check if you are Owner-Builder •. (If you checked as owner-builder you must also coniplete Section B ofthis agreement.) Name: (Please print) First) (M.I) (Last) Mailing Address; Email: Phone; I am: QProperty Owner PProperty Owner's Agent of Record aArchitect of Record QEngineer of Record State of California Registration Numtei:: Expiration Date: AGREEMENT: I, the undersigned, declare under penalty of perjury under the laws of the State of California, that I have read, understand, acknowledge and promise to oompiy with the City of Carlsbad requirements for special inspections, structural observations, construction materials testing and off-site fabrication of building components, as prescribed in the stetement of special inspections noted on the approved plans and, as required by the California Building Code. Signature: Date: B. CONTRACTOR'S STATEMENT OF RESPONSIBILITY (07 CBC, Ch 17, Section 1706J. This section must be completed by the contractor / builder / owner-builder. Contractor's Company Name: Please check ifyou are Owner-Bullder • Name: (Please print) (First) (l«1l) (Last) Mailing Address: Email: Phone: State of California Contractor's License Number: Expiration Date: • I acknowledge and, am aware, of special requirements contained In the statement of special inspections noted on the approved plans; • I acknowledge that control will be exercised to obtain conformance with the construction documents approved by the building official; • I will have in-place procedures for exercising control within our (the contractor's) organization, for the method and frequency of reporting and the distribution of the reports; and • I certify that 1 will have a qualified person within our (the contractor's) organization to exercise such control. • / will orovide a fina/ reooff / letter in compliance with CBC Section 1704.1.2 prior to requesting nnal insoection. Signature; Date: B-45 Page 1 of 1 Rev. 08/11 EsGii Corporation In Partnership tvith government for (BuiUing Safety DATE: October 9, 2013 • APPLICANT /d JURIS. JURISDICTION: Carlsbad • PLANREVIEWER • FILE PLANCHECKNO.: 13-2320 SET: I PROJECT ADDRESS: 1 Legoland Dr. PROJECT NAME: Legoland Water Park Expansion I I The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. I I The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. ^ The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. I I The applicant's copy of the check list is enclosed for the jurisdiction to fonward to the applicant contact person. XI The applicant's copy of the check list has been sent to: Richard Apel I I EsGil Corporation staff did not advise the applicant that the plan check has been completed. EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Richard Apel Telephone #: 760-943-0760 /Date contacted: \^^{0 (by:^^^) Email: nwapel2(gcox.net Fax #: ^lAa\\ TelephonaL Fax In Person • REMARi§^-^0 By: Kurt Culver Enclosures: EsGil Corporation • GA • EJ • MB • PC 9/30/13 9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad 13-2320 October 9, 2013 PLAN REVIEW CORRECTION LIST COMMERCIAL PLANCHECKNO.: 13-2320 JURISDICTION: Carlsbad OCCUPANCY: Varies USE: Water Park TYPE OF CONSTRUCTION: V-B ACTUAL AREA: varies HEIGHT: varies SPRINKLERS?: Yes OCCUPANT LOAD: varies REMARKS: DATE PLANS RECEIVED BY JURISDICTION: 9/25/13 DATE PLANS RECEIVED BY ESGIL CORPORATION: 9/30/13 DATE INITIAL PLAN REVIEW COMPLETED: October 9, 2013 PLAN REVIEWER: Kurt Culver FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the California version of the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Code sections cited are based on the 2010 CBC, which adopts the 2009 IBC. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2009 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copv) where each correction item has been addressed, i.e.. plan sheet number, specification section, etc. Be sure to enclose the marked up list when vou submit the revised plans. Carlsbad 13-2320 October 9, 2013 • GENERAL 1. 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. 2. On the permit application, portions ofthe proposed work were crossed out by someone. The application now conflicts with the actual work proposed on the plans. Please omit all conflicts. 3. Please provide a construction cost estimate for ALL work to be done under this permit. • PLANS 4. All sheets of the plans are required to be signed by the licensed architect or engineer responsible for the plan preparation. California State Law. 5. Please fill in all empty reference bubbles, complete all notes, etc. 6. Provide a note on the plans indicating if any hazardous materials will be stored and/or used within the building which exceed the quantities listed in IBC Tables 307.1(1) and 307.1(2). a) Of particular concern are the large amounts of acid/chorine. 7. The plans are showing a few different types of fabric roofing to be used. Please provide evidence that the fabric is California SFM-listed for each type used. Carlsbad 13-2320 October 9, 2013 8. Specify on the plans the following information for the roof materials, per Section 1506.3: a) Manufacturer's name. b) Product name/number. c) ICC approval number, or equal. • ACCESSIBILITY 9. Please provide detailed/dimensioned plans for the complex ramp system shown on sheet AD-1.2 to show that it fully complies with Title 24. 10. There are other less-complex ramps on the site: Please provide detailed information for them, too. 11. The drinking fountain on A2.2.1 must be within an alcove, or provided with wing walls, per Title 24. • GREEN BUILDING STANDARDS The California Building Standards Commission (BSC) has adopted the Green Building Standards Code which became effective January 1, 2011 and must be enforced by the local building official. The following mandatory requirements for commercial construction must be included on your plans. The Green Building Standards apply only to newly constructed buildings throughout California. CGC 101.3 12. Note on the site plan that for projects of one acre or less the site shall be planned and developed to keep surface water away from buildings. A "SWPP" shall be provided and approved by the City Engineer, showing site grading and provide for storm water retention and drainage during construction. BMP's that are currently enforced by the city engineer must be implemented prior to initial inspection bythe building department. CGC 5.106.1. 13. Note on the plans that exterior light pollution must comply with CGC section 5.106.8. 14. Submit to the Engineering Department or other Agency that regulates construction waste management a Waste Management Plan that outlines the items listed in CGC Section 5.408.2. 15. Note on the plans that a minimum of 50% of construction waste is to be recycled. CGC 5.408.3 16. Note on the plans that 100% oftrees, stumps, rocks, vegetation and associated soils primarily from the construction will be reused or recycled. CGC 5.408.4 Carlsbad 13-2320 October 9, 2013 17. Note on the plans that VOCs must comply with the limitations listed in Section 5.504.4 and Tables 4.504.1, 5.504.4.1 5.504.4.2, 5.504.4.3 and 5.504.4.5 for: Adhesives, Sealants, Paints and Coatings, Carpet and Composition Wood Products. CGC 5.504.4. 18. Note on the plans that prior to final approval of the building the licensed contractor, architect or engineer in responsible charge ofthe overall construction must complete and sign the Green Building Standards Certification form and given to the building department official to be filed with the approved plans. 19. Provide calculations prepared by a licensed engineer that will show water consumption reduction of 20% below the baseline water consumption listed in 5.303.2.2. In lieu of providing the calculations, imprint on the plans Table 5.303.2.3, which lists fixtures that meet the 20% reduction. CGC 5.303.2 TABLE 5.303.2.3 FIXTURE FLOW RATES FIXTURE TYPE MAXIMUM FLOW RATE AT 20 % REDUCTION Showerheads 2 gpm @ 80 psi Lavatory faucets- nonresidential 0.4 gpm @ 60 psi Kitchen faucets 1.8 gpm @ 60 psi Wash fountains 1.8 [rim space (in.)/20 gpm @ 60 psi] Metering faucets 0.2 gallons/cycle Metering faucets for wash fountains .20 [rim space (in.)/20 gpm @ 60 psi] Gravity tank type water closets 1.28 gallons/flush^ Flushometer tank water closets 1.28 gallons/flush^ Flushometer valve water closets 1.28 gallons/flush^ Urinals .5 gallons/flush 1. Includes single and dual flush water closets with an effective flush of 1.28 gallons or less: Single flush toilets-The effective flush volume shall not exceed 1.28 gallons (4.8 liters). The effective flush volunne is the average flush volume when tested in accordance with ASME A 112.19.233.2. Dual flush toilets-The effective flush volume shall not exceed 1.28 gallons (4.8 liters). The effective flush volume is defined as the composite, average flush volume of two reduced flushes and one full flush. Flush volumes will be tested in accordance with ASME A 112.19.2 and ASME A 112.19.14. Carlsbad 13-2320 October 9, 2013 20. Note on the plans that landscape irrigation water use shall have weather based controllers. CGC 5.304.3.1. • STRUCTURAL 21. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soil report are properly incorporated into the plans (required by the soil report). 22. The City of Carlsbad requires that their Special Inspection form (attached) be completed and returned. • ADDITIONAL 23. Please see the following sheets for MEP corrections. 24. To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. 25. 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 brieflv describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: • Yes • No 26. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. Ifyou have any questions regarding these plan review items, please contact Kurt Culver at Esgil Corporation. Thank you. Carlsbad 13-2320 October 9, 2013 PLUMBING AND MECHANICAL CORRECTIONS PLAN REVIEWER: Glen Adamek GENERAL AND ARCHITECTURAL PME ITEMS 1. The City Building Official to review evidence of Health Department approval for public pools. 2. The City Building Official to review evidence of Health Department approval for proposed kitchen hook-up. 3. Please address the proposed pool chemicals (like acid and chlorine) as per the following. Provide data on the proposed hazardous materials to be stored and used. IBC 414. Present the description ofthe hazardous materials in a format that coincides with the material classifications found in CBC Tables 307.1(1) and 307.1(2). a) Clearly show the fypes of hazardous materials being stored or used. Provide a list of the proposed hazardous materials; include the material safety data sheets (MSDS), if applicable. b) Clearly show the amounts for each type of hazardous material to be stored and in use. c) Cleariy show the locations in the building where each type of hazardous material is being stored or used. d) Note: If hazardous materials are present in any amount, fonward this information to the mechanical designer for design compliance with CMC Chapter 5. 4. The Fire Department must review the required hazardous material opinion report. The Building Official to check for Fire Department's approval ofthe required hazardous material opinion report. 5. If an H-occupancy is required for acid storage show spill control, containment, ventilation rates and ventilation controls. 6. Please correct the drawings to show the required 42 inch tall "Guards" (guard rails) as per IBC, Section 1013.5: "Where appliances, equipment, fans, roof hatch openings or other components that require service are located within 10 feet of a roof edge or open side of a walking surface..." PLUMBING (2010 CALIFORNIA PLUMBING CODE) 7. Provide calculations to show compliance with CPC Section 412.0 & Table 4-1, (Minimum Plumbing Facilities). 8. Provide a plumbing material schedule on the plans describing the following systems: Potable water piping, the drain, waste, and vent piping, gas piping, and the roof drains. Carlsbad 13-2320 October 9, 2013 9. Provide the site plumbing plans showing the sizes and locations ofthe gas meters and water meter; and the sizes, routes, and slopes ofthe building sewer, site gas lines, and site water lines. The "Utility Plan (Site)" sheet C2.0 does not comply with the California Plumbing Code. The City Building Department issues permits and inspects the "Private Plumbing Systems". Not the City Engineer. a) The new 8 inch private building sewer may not drain into a 6 inch sewer line. b) The 8 inch private building sewer is over sized as per CPC, Table 7-8. As per CPC, Section 717.0. c) The sheet C2.0 shows an existing private building sewer line within or under the new proposed Activity Pool. Please relocate the existing private building sewer line and/or the new proposed Activity Pool. d) Please provide sizing calculations for the existing and new private building sewer lines from the new connections to the connections to the public sewer system. The existing and the new private building sewer lines do not seem to be sized correctly. e) The civil site plans describe a 1" water supply to the restroom building, the plumbing plans a 2 V-T.'? Please clarify. 10. Please show the upstream sewer manhole rim and finished floor elevations. Provide backwater valves for all fixtures installed on floor levels below the next upstream manhole rim elevation. (Only fixtures installed on floor levels below the next upstream manhole rim elevation may flow through a backwater valve.) CPC 710.1 11. Correct the water line sizing calculations on sheet P-101: Please provide plans and sizing calculations from the public water meters to the new water fixtures: Include the water pressure, pressure loss calculations, water demands, and the developed pipe lengths, as per CPC, Section 610.0 or Appendix 'A'. Please show all existing and new water demands on the private site water system and at each public water meter. Also, GPM values and velocities in the pipe sizing tables on sheet P-101 do not match the CPC, Chart A-4 for copper tubing. Please correct. (8 ft/sec. through a 2 inch copper tube is only about 70.5 GPM. Not the 80 GPM shown.) Please correct all GPM values and velocity values. No hose bibs and/or fill lines for the pools and water features included in water demands. 12. Detail the gas regulator requirements: An accessible shut-off valve installed upstream ofthe regulator and vented to the exterior. CPC 1209.7 & 1211.10. 13. Provide gas line plans and calculations, from the public gas meter to the new gas fired equipment, showing gas pressures, piping types, pipe lengths, gas demands and pipe sizing method used. UPC Section 1217.0. Carlsbad 13-2320 October 9, 2013 14. Include the gas piping sediment trap installed downstream of the appliance shutoff valve as close to the inlet of the appliance as practical. Exceptions: Appliances with an internal sediment trap,(or) ranges, clothes dryers, gas fireplaces, and outdoor grilles. UPC 1212.7. 15. Describe the method of compliance for temperature limitations for the public use lavatories (limited to 110 degrees). Note: The water heater thermostat may not be used for compliance with this Code section. CPC 413. Energy Standards 113(C)3. 16. As per the California Green Building Code, new or relocated water closets and associated flushometer valves, if any, shall use no more than 1.28 gallons per flush, UPC, Sections 402.1 & 402.2.2; and shall meet performance standards, established by the American National Standards Institute Standard A112.19.2, H & S Code, Section 17921.3(b). Please correct all the proposed water closets. 17. As per the California Green Building Code, new or relocated urinals and associated flushometer valves, if any, shall use no more than 0.5 gallon per flush, UPC, Section 402.1 & 402.3.2; and shall meet performance standards established by the American National Standards Institute Standard Al 12.19.2. H & S Code, Section 17921.3(b). Please correct ali the proposed urinals. 18. Showers and tub-shower combinations, control valves must be pressure balance or thermostatic mixing valves. CPC Section 418.0. 19. All water closet seats, except those within dwelling units, shall be of the open front type or have an automatic seat cover dispenser, as per CPC, Section 408.2.2. 20. Provide the following information concerning the water heater: a) Show that water heater is adequately braced to resist seismic forces. Provide two straps. One strap at top 1/3 of the tank and one strap at bottom 1/3 ofthe tank. CPC 508.2 b) Provide combustion air design: Show opening sizes and routing of ducts. CPC 507.0 c) Detail the water heater vent installation: Size, routing, slope, and termination location (Minimum 8' from vertical surfaces). CPC 510.0 d) An expansion tank or other approved device is required if system pressure relief is not available due to the installation of backflow devices or certain pressure regulators. Please address. CPC 608.3 Carlsbad 13-2320 October 9, 2013 21. Hot water recirculating loop systems requirements (Not single family homes): Detail the following as per California Energy Efficiency Standard, Section 113(c)5: a) The installation of an air release valve on the inlet side of the recirculation pump, within 4' ofthe pump. b) A check valve is required between the recirculating pump and the water heating equipment to prevent the hot water from flowing backwards through the recirculation loop. c) A check valve is required on the cold water supply line between the hot water system and the next closest tee on the cold water supply line. (See CPC 608.3 for expansion tank requirements.) 22. Provide the sizing calculations for the gravity grease interceptor as per CPC, Section 1014.3. 23. Include the main and overflow roof drainage design: Roof area, rainfall rate, pipe sizing, and drain locations on the plans. CPC 1105.0 24. Floors shall slope to the floor drain(s) location(s). Please detail on the architectural floor plans. CPC 411.4 25. Detail how the floor drain trap seal is to be maintained. CPC 1007.0 26. Detail the proposed water fill lines for the pools and water features. 27. Detail the drainage systems for the pools and water features. 28. 601.2 Identification ofa Potable and Nonpotable Water System. In all buildings where potable water and not potable water systems are installed, each system shall be clearly identified in accordance with sections 601.2.1 through 601.2.4. 601.2.1 Potable Water-Green background with white lettering. 601.2.2 Color and information. - Each system shall be identified with a colored pipe or band and coded with paints, wraps and materials compatible with the piping. Except as required in Sections 1610.0 and 1617.0, non-potable water systems shall have a yellow background with black lettering, with the words "CAUTION: NONPOTABLE WATER, DO NOT DRINK". Each non-potable system shall be identified to designate the liquid being conveyed, and the direction of normal flow shall be clearly shown. The minimum size ofthe letters and length ofthe color field shall conform to Table 6-1. The background color and required information shall be indicated every twenty feet but not less than once per room, and shall be visible from the floor level. Carlsbad 13-2320 October 9, 2013 MECHANICAL (2010 CALIFORNIA MECHANICAL CODE) 29. Makeup air shall be provided to replenish air exhausted by the ventilation system. Makeup-air intake shall be located so as to avoid recirculation of contaminated air within enclosures. CMC 505.3 30. Detail exhaust ventilation system compliance with CMC Chapters 5 & 6. Check the ventilations systems for the pool chemical storage rooms. a) Detail the required make-up air as per CMC 505.3 b) Detail the exhaust outlet clearances as per CMC 504.5 (Environmental) & 506.9 (Product conveying). c) Cleariy show the duct materials are suitable for the intended use. CMC, Section 506.1 d) Clearly show the exhaust duct material and gage used for each duct size. CMC Tables 5-5 and/or 5-6 e) Separate and distinct systems shall be provided for incompatible materials. CMC 505.1 f) Detail duct cleanouts as per CMC Section 506.3 g) Detail protection from physical damage as per UMC 506.8 & 604.4. 31. Please provide cut-sheets and installation instructions for the proposed boilers and water heaters. Check the combustion air systems and the flue system. Note: Ifyou have any questions regarding this Plumbing and Mechanical plan review list please contact Glen Adamek at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. ELECTRICAL and ENERGY COMMENTS PLAN REVIEWER: Eric Jensen ELECTRICAL (2010 CALIFORNIA ELECTRICAL CODE) 1. Sheet E200, circle Note 7 is misleading. The button does not control "emergency power" but rather is an emergency shut off for the items controlled. Revise the signage to clarify and specify the equipment the button will control. (Same comment, sheet E201) 2. Sheet E200: Adding the grounding design as shown on sheet El01 to 2DAP single line. (Same comment. Sheets El 05 & E201) 3. Describe compliance with Part IX in Article 430 as well as 680.12: "Disconnecting Means" on the plans for all motor loads. 4. Provide a grounding system for the "activity building." CEC 250.32 (Be sure to include an intersystem bonding terminal). Carlsbad 13-2320 October 9, 2013 5. Include any specialized wiring methods on the building floorplans: For example, several "acid storage" rooms are shown, I'm not sure ofthe corrosive influences in the vault/pit areas. 6. Is the lighting in the locker room a victim of CEC 250.32(A)? Note 6, sheet E103. 7. Provide the manufacturers clearance requirements for the distribution transformer (T-WP), sheet El 05. (Not access, clearance from sidewalls and back). (T-WP is misidentified on sheet E105) 8. Sheet E201: Feeder doesn't match panel: "2WP". 9. No site lighting or pool lights to speak of? Please respond. (Also) provide a schedule for all those symbols on sheet Al .02 that appear to be located in or close to the pools: Activity and Wave.) 10. Is there a gas chlorination room in this pool design? See CEC 680.13. 11. Include detailing of the equipotential bond for both pools: Location, design of bond, list of bonded parts. (Additionally, see the next comment, "AV" and speaker systems) 12. If that tower (located in the wave pool) fountain has electrical to it, include compliance with Part V, Article 680 "Fountains". (Check AV systems and speaker systems). ENERGY (CALIFORNIA BUILDING ENERGY STANDARDS) 13. After the energy forms are signed, the energy submittal is fine. Note: Ifyou have any questions regarding this Electrical and Energy plan review list please contact Eric Jensen at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. Carlsbad 13-2320 October 9, 2013 x^^f'- ^r^r-^,.,, •K.r.r.i-^Ti^i.i Developfnent Services SPECIAL INSPECTION Building Division ^ CITY OF AGREEMENT 1635 Faraday Avenue CADI CRAn 760 602 2719 V»./^l\Li3D#\L/ www.carlsbadca.gov In accordance with Chapter 17 of the California Building Code the following must be completed when work being performed requires special Inspection, structural observation and construction material testing. ^oject/Permlt: Project Address; A. THIS SECTION MUST BE COMPLETED BY THE PROPERTY OWNER/AUTHORIZED AGENT. Please check if you are Owner-Builder •. (If you checked as owner-builder you must also completE Section B ofthis agreennent.) Name: (Please print) (First) (M.I.) (L8S1J Mailing Address: Email: Phone:. lam: aProperty Owner QProperty Owner's Agent of Record •Architect of Record QEngineer of Record State of California Registration Numbec: Expiration Date: AGREEMENT: I, the undersigned, declare under penalty of perjury under the laws of the State of California, that I have read, understand, acknowtedge and promise to comply with the City of Carlsbad requirements for special inspections, structural otservations, construction materials testing and off-site fabrication of txiilding components, as prescribed In the statement of special inspections noted on the approved plans and, as required by the California Building Code. Signature: Date: B. CONTRACTOR'S STATEMENT OF RESPONSIBILITY (07 CBC, Ch 17, Section 1706;. This section must be completed by the contractor / builder / owner-builder. Contractor's Company Name: Please check ifyou are Owner-Bullder • Name: (Please print) (Firstl (Ml.) (Last) Mailing Address:. Email: Phone: State of California Contractor's License Number: Expiration Date: • I acknowledge and, am aware, of special requirements contained in the statement of special inspections noted on the approved plans; • 1 acknowledge that control will be exercised to obtain conformance with the construction documents approved by the building official; • I will have in-place procedures for exercising control within our (the contractor's) organization, for the method and frequency of reporting and the distribution of the reports; and • I certify that I will have a qualified person within our (the contractor's) organization to exercise such control. • / will orovide a final report I letter in compliance with CBC Section 1704.1.2 orior to requesting final Inspection. Signature; Date: B-45 Page 1 of 1 Rev. 08/11 Carlsbad 13-2320 October 9, 2013 [DO NOT PAY- THIS IS NOTAN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLANCHECKNO.: 13-2320 PREPARED BY: Kurt Culver DATE: October 9, 2013 BUILDING ADDRESS: 1 Legoland Dr. BUILDING OCCUPANCY: A-4 TYPE OF CONSTRUCTION: V-B BUILDING PORTION AREA ( Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Water Park 1,202,920 Air Conditioning Fire Sprinklers TOTAL VALUE 1,202,920 Jurisdiction Code cb By Ordinance BIdg. Permit Fee by Ordinance Plan Check Fee by Ordinance Type of Review: • Repetitive Fee Repeats 0 Complete Review • Other |--| Hourly EsGil Fee • Structural Only Hr. @ $4,372.72 $2,448.72 Comments: Sheet 1 of 1 macvalue.doc + /^ ' ^^^^ PLAN CHECK /^ ' ^^^^ PLAN CHECK Community & Economic %^ ^ CITY OF REVIEW Development Department 1635 Faraday Avenue CARLSBAD TRANSMITTAL Carlsbad CA 92008 www.carisbadca.gov DATE: 12/27/13 PROJECT NAIVIE: 2014 Legoland Water Park Expansion PROJECT ID:CDP 13-26 PLAN CHECK NO: CB132320 SET#: III ADDRESS: 1 Legoland Dr APN: 211-100-09 VALUATION: $x>202,920 SCOPE OF WORK: New buildings: 900 SF ACTIVITY POOL MECH. BLDGZ/z,!// SF WAVEPOOL MECH. BLDG//i,85i SF RESTROOM BLDG//2,330 SF DINING SHADE COVER//712 SF LOCKER SHADE I / COVER//1,068 SPEEDORZ SHADE COVER//6,636 SF ACTIVITY ] POOL// 13,115 SF WAVE POOL This plan check review is complete and has been APPROVED by: LAND DEVELOPIVIENT ENGINEERING DIVISION A Final Inspection by the Construction Mgmt & inspection Division is required X Yes To determine status by one or more of these divisions, please contact 760-602-2719. 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. Plan Check Comments have been sent toirwapehgcox.net PLANNING 760-602-4610 ENGINEERING 760-602-2750 FIRE PREVENTION 760-602-4665 Kathleen Lawrence 760-602-2741 Kathleen.Lawrence@carlsbadca.gov \/ Linda Ontiveros /S 760-602-2773 Linda.Ontlveros@carlsbadca.gov Remarks: 2014 Legoland Water Park Expansion PLAN CHECK NO # CB132320 Please Read Instructions: Outstanding issues are marked with X . Items that conform to permit requirements are marked with / or have intentionally been left blank. 1. SITE PLAN Provide a fully dimensioned site plan drawn to scale. Show: North arrow Existing & proposed structures Existing street improvements Property lines (show all dimensions) X Easements Right-of-way width & adjacent streets Driveway widths Existing or proposed sewer lateral Existing or proposed water service Submit on signed approved plans: DWG No. 479-9A Show on site plan: Drainage patterns Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course. ADD THE FOLLOWING NOTE: "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building". Existing & proposed slopes and topography Size, location, alignment of existing or proposed sewer and water service(s) that serves the project. Each unit requires a separate service; however, second dwelling units and apartment complexes are an exception. Sewer and water laterals should not be located within proposed driveways, per standards. Inciude on titie sheet: Site address Assessor's parcel number Legal description/lot number For commercial/industrial buildings and tenant improvement projects, include: total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc.) previously approved. Show all existing use of SF and new proposed use of SF. Example: Tenant improvement for 3500 SF of warehouse to 3500 SF of office. Lot/Map No.: Subdivision/Tract: Reference No(s): CDP 13-26 E-36 Page 2 of 6 REV 6/01/12 2014 Legoland Water Park Expansicg PLAN CHECK NO # CB132320 2. DISCRETIONARY APPROVAL COMPLIANCE / Project does not comply with the following engineering conditions of approval for project no. ' in process of complying... 3. DEDICATION REQUIREMENTS Dedication for all street rights-of-way adjacent to the building site and any storm drain or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $ 20,000.00 , pursuant to Carlsbad Municipal Code Section 18.40.030. For single family residence, easement dedication will be completed by the City of Carlsbad, cost $605.00. / Dedication required as follows: N/A 4. IMPROVEMENT REQUIREMENTS All needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the construction exceeds $100.000.00, pursuantto Carlsbad IVIunicipal Code Section 18.40.040, / Public improvements required as follows: with grading plan, DWG 479-9A Construction of the pubiic improvements must be deferred pursuant to Carisbad IVIunicipal Code Section 18.40. Please submit a recent property title report or current grant deed on the property and processing fee nf $ 441 nn so we may prepare the necessary Neighborhood Improvement Agreement. This agreement must be signed, notarized and approved by the city prior to issuance of a building permit. / Future public improvements required as follows: N/A E-36 Page 3 of 6 REV 6/01/12 2014 Legoland Water Park Expansion PLAN CHECK NO # CB132320 5. GRADING PERMIT REQUIREMENTS The conditions that require a grading permit are found in Section 15.16 of the Municipal Code. jt/mT- X Inadequate information available on site plan to make a determination on grading requirements, include accurate grading quantities in cubic yards (cut, fill, import, export and remedial). This information must be included on the plans. If no grading is proposed write: "NO GRADING" Grading Permit required. NOTE: The qradina permit must be issued and rouqh qradinq approval obtained priorto issuance ofa buildinq permit. Graded Pad Certification required, (Note: Pad certification may be required even if a grading permit is not required,) All required documentation must be provided to your Engineering Construction Inspector . The inspector will then provide the engineering counter with a release for the building permit. No grading permit required. Minor Grading Permit required. See attached marked-up submittal checklist for project- specific requirements. 6. MISCELLANEOUS PERMITS / RIGHT-OF-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. Right-of-way permit required for: E-36 Page 4 of 6 REV 6/01/12 2014 Legoland Water Park Expansion PLAN CHECK NO # CB132320 7. STORM WATER Storm water pollution prevention plan, SW13357 In process Storm water management plan, SWMP1316 in process Construction Compliance Project Threat Assessment Form complete. Enclosed Project Threat Assessment Form incomplete. Requires Tier 1 Storm Water Pollution Prevention Plan. Please complete attached form and return (SW ) Requires Tier 2 Storm Water Pollution Prevention Plan, Requires submittal of Tier 2 SWPPP, payment of processing fee and review by city, Post-Development (SUSMP) Compiiance Storm Water Standards Questionnaire complete. Storm Water Standards Questionnaire incomplete. Please make the corrections, re-sign the questionnaire and resubmit with next submittal. Project is subject to Standard Storm Water Requirements. See city Standard Urban Storm Water Management Plan (SUSMP) for reference. http://www.carlsbadca.qov/business/buildinq/Documents/EnqStandsw-stds-vol4-ch2.pdf Project needs to incorporate low impact development strategies throughout in one or more of the following ways: Rainwater harvesting (rain barrels or cistern) Vegetated Roof Bio-retentions cell/rain garden Pervious pavement/pavers Flow-through planter/vegetated or rock drip line Vegetated swales or rock infiltration swales Downspouts disconnect and discharge over landscape Other: E-36 Page 6 of 6 REV 6/01/12 2014 Legoland Water Park Expansion PLAN CHECK NO # CB132320 8. WATER METER REVIEW Domestic (potable) Use / What size meter is required? FYI 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. FYI For residential units the minimum size meter shall be 5/8", except where the residential unit is larger than 3,500 square feet or on a lot larger than one quarter (1/4) acre where the meter size shall be V*. 9. FEES Required fees have been entered in building permit. Drainage fee applicable Added square feet Added square footage in last two years? Permit No. Permit No. Project built after 1980 Impervious surface > 50% Impact unconstructed facility Fire sprinklers required yes Upgrade yes No fees required yes yes yes yes no no no no no (is addition over 150' from center line) no 10. ADDITIONAL COMMENTS Attachments: E-36 Engineering Application Storm Water Form Page 6 of 6 Right-of-Way Appllcatlon/lnfo. Reference Documents REV 6/01/12 CITYOFCARLSBAD GRADING INSPECTION CHECKLIST FOR PARTIAL SITE RELEASE PROJECT INSPECTOR: (^^A/T i . /l/fiyim DATE: //^^// PROJECT ID t>l^P H(/7if&] GRADING PERMIT NO. /3o02'^ LOTS REQUESTED FOR RELEASE: £fi,icrruJ ^uz/Jy*)/. '7k d N/A = NOT APPLICABLE ~J V = COMPLETE 1st 2nd. 7 y 7" / 7 7 7 / 1. Site access to requested lots adequate and logically grouped 2. Site erosion control measures adequate. 3. Overall site adequate for health, safety and welfare of public. 4. Letter from Owner/Dev. requesting partial release of specific lots, pads or bidg. 5. 8!4" X 11" site plan (attachment) showing requested lots submitted. 6. Compaction report from soils engineer submitted. (If soils report has been submitted with a previous partial release, a letter from soiis engineer referencing the soils report and identifying specific lots for release shall accompany subsequent partial releases). 7. EOW certification of work done with finish pad elevations of specific lots to be released. Letter must state lot (s) is graded to within a tenth (.1) of the approved grading plan. 8. Geologic engineer's letter if unusual geologic or subsurface conditions exist. 9. Fully functional fire hydrants within 500 feet of building combustibles and an all weather roads access to site is required. 10. Letter from EOW that TCBMP's are installed. Partial release of grading for the above stated lots is approved for the purpose of building pennit issuance. Issuance of building pemnits is still subject to all nonnal City requirements required pursuant to the building pennit process. I I Partial release of the site is denied for the following reasons; Date ^^^^^jC<ffTStructiofi Manager •/"-/if DateT K VFM MASTEmFonraWAKTSrrF FRM doe PLAN CHECK Community & Economic ^ CITY OF REVIEW Development Department 1635 Faraday Avenue CARLSBAD TRANSMITTAL Carlsbad CA 92008 www.carisbadca.gov DATE: 12/12/13 PROJECT NAIVIE: 2014 Legoland Water Park Expansion PLAN CHECK NO: CB132320 SET#: II ADDRESS: 1 legoland Dr VALUATION: $1,202,920 PROJECT ID:CDP 13 26 APN: 211-100-09 SCOPE OF WORK: New buildings: 900 SF ACTIVITY POOL MECH. BLDG//2,i77 SF WAVEPOOL iMECH. BLDG//i,85i SF RESTROOM BLDG//2,330 SF DINING SHADE COVER//712 SF LOCKER SHADE COVER//i,o68 SPEEDORZ SHADE COVER//6,636 SF ACTIVITY POOL// 13,115 SF WAVE POOL This plan check review is complete and has been APPROVED by: LAND DEVELOPMENT ENGINEERING DIVISION A Final Inspection by the Construction Mgmt & Inspection Division is required Yes To determine status by one or more of these divisions, please contact 760-602-2719. 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. Plan Check Comments have been sent to: wapei2@c0x.net PLANNING 760-602-4610 ENGINEERING 760-602-2750 i FIRE PREVENTION j 760-602-^665 Kathleen Lawrence 760-602-2741 Kathleen.Lawrence@carlsbadca.gov lw] Linda Ontiveros k_J 760-602-2773 Linda.Ontiveros@carlsbadca.gov Remarks: A thorough review of plans will be done once civil engineering plans are signed and approved. 2014 Legoland Water Park Expansion PLAN CHECK NO # CB132320 Please Read Instructions: Outstanding issues are marked with X . Items that conform to permit requirements are marked with / or have intentionally been left blank. Grading plan, DWG 479-9A In process 1. SITE PLAN Provide a fully dimensioned site plan drawn to scale. Show: North arrow Existing & proposed structures Existing street improvements Property lines (show all dimensions) X Easements Right-of-way w/idth & adjacent streets Driveway widths Existing or proposed sewer lateral Existing or proposed water service Submit on signed approved plans: DWG No. 479-9A Show on site plan: Drainage patterns Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course. ADD THE FOLLOWING NOTE: "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building". Existing & proposed slopes and topography Size, location, alignment of existing or proposed sewer and water service(s) that serves the project. Each unit requires a separate service; however, second dwelling units and apartment complexes are an exception. Sewer and water laterals should not be located within proposed driveways, per standards. Include on title sheet: Site address Assessor's parcel number Legal description/lot number For commercial/industrial buildings and tenant improvement projects, include: total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc.) previously approved. Show ail existinq use of SF and new proposed use of SF. Example: Tenant improvement for 3500 SF of warehouse to 3500 SF of office. Lot/Map No.: Subdivision/Tract: Reference No(s): CDP 13-26 E-36 Page 2 of 6 REV 6/01/12 2014 Legoland Water Park Expansicg PLAN CHECK NO # CB132320 2. DISCRETIONARY APPROVAL COMPLIANCE / Project does not comply with the following engineering conditions of approval for project no. In process of complying... 3. DEDICATION REQUIREMENTS Dedication for all street rights-of-way adjacent to the building site and any storm drain or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $ 20,000.00 , pursuant to Carlsbad Municipal Code Section 18.40.030. For single family residence, easement dedication will be completed by the City of Carlsbad, cost $605.00. 7 Dedication required as follows: N/A 4. IMPROVEMENT REQUIREMENTS All needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the construction exceeds $100.000.00, pursuant to Carlsbad Municipal Code Section 18.40.040. / Public improvements required as follows: with grading plan, DWG 479-9A Construction of the pubiic improvements must be deferred pursuant to Carisbad Municipal Code Section 18.40. Please submit a recent property title report or current grant deed on the property and processing fee nf $ 441 nn so we may prepare the necessary Neighborhood Improvement Agreement. This agreement must be signed, notarized and approved by the city prior to issuance of a building permit. / Future public improvements required as follows: N/A E-36 Page 3 of 6 2014 Legoland Water Park Expansion PLAN CHECK NO # CB132320 5. GRADING PERMIT REQUIREMENTS The conditions that require a grading permit are found in Section 15.16 of the Municipal Code. X X Inadequate information available on site plan to make a determination on grading requirements. Include accurate grading quantities in cubic yards (cut, fill, import, export and remedial). This information must be included on the plans. If no grading is proposed write: "NO GRADING" Grading Permit required. NOTE: The qradinq permit must be issued and rouqh qradinq approval obtained prior to issuance of a buildina permit. Graded Pad Certification required. (Note: Pad certification may be required even if a grading permit is not required.) All required documentation must be provided to your Engineering Construction Inspector . The inspector will then provide the engineering counter with a release for the building permit. No grading permit required. Minor Grading Permit required. See attached marked-up submittal checklist for project- specific requirements. 6. MISCELLANEOUS PERMITS y RIGHT-OF-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. Right-of-way permit required for: E-36 Page 4 of 6 REV 6/01/12 2014 Legoland Water Park Expansion PLAN CHECK NO # CB132320 7. STORM WATER Storm water pollution prevention plan, SW13357 In process Storm water management plan, SWMP1316in process Construction Compliance Project Threat Assessment Form complete. : Enclosed Project Threat Assessment Form incomplete. •• Requires Tier 1 Storm Water Pollution Prevention Plan. Please complete attached form and return (SW ) Requires Tier 2 Storm Water Pollution Prevention Plan. Requires submittal of Tier 2 SWPPP, payment of processing fee and review by city. Post-Development (SUSMP) Compliance ., Storm Water Standards Questionnaire complete. Storm Water Standards Questionnaire incomplete. Please make the corrections, re-sign the questionnaire and resubmit with next submittal. Project is subject to Standard Storm Water Requirements. See city Standard Urban Storm Water Management Plan (SUSMP) for reference. http://www.carlsbadca.aov/business/buildinq/Documents/EnaStandsw-stds-vol4-ch2.pdf Project needs to incorporate low impact development strategies throughout in one or more of the following ways: Rainwater harvesting (rain barrels or cistern) Vegetated Roof i Bio-retentions cell/rain garden •< Pervious pavement/pavers Flow-through planter/vegetated or rock drip line Vegetated swales or rock infiltration swales Downspouts disconnect and discharge over landscape Other: E-35 Page 5 of 6 REV 6/01/12 2014 Legoland Water Park Expansion PLAN CHECK NO # CB132320 8. WATER METER REVIEW Domestic (potable) Use 7 What size meter is required? 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. For residential units the minimum size meter shall be 5/8", except where the residential unit is larger than 3,500 square feet or on a lot larger than one quarter (1/4) acre where the meter size shall be FYI FYI 9. FEES Required fees have been entered in building permit. Drainage fee applicable Added square feet Added square footage in last two years? Permit No. Permit No, yes no Project built after 1980 yes no Impervious surface > 50% yes no Impact unconstructed facility yes no Fire sprinklers required yes Upgrade yes No fees required no (is addition over 150' from center line) no 10. ADDITIONAL COMMENTS Attachments: E-36 Engineering Application Storm Water Form Page 6 of 6 Right-of-Way Application/Info. Reference Documents REV 6/01/12 PLAN CHECK Community & Economic % c ^ CITY OF REVIEW Development Department 1635 Faraday Avenue CARLSBAD TRANSMITTAL Carlsbad CA 92008 www.carisbadca.gov DATE: 10/15/13 PROJECT NAME: 2014 Legoland Water Park Expansion PLAN CHECK NO: CB132320 SET#: I ADDRESS: 1 l egoland Dr VALUATION: $1,202,920 PROJECT ID:CDP 13 26 APN: 211-100-09 SCOPE OF WORK: New buildings: 900 SF ACTIVLIT POOL MECH. BLDG//2,i77 SF WAVEPOOL MECH. BLDG//i,85i SF RESTROOM BLi:»G//2,330 SF DINING SHADE COVER//712 SF LOCKER SHADE COVER//i,o68 SPEEDORZ SHADE COVER//6,636 SF ACTIVITY POOL//13,115 SF WAVE POOL This plan check review is complete and has been APPROVED by: LAND DEVELOPMENT ENGINEERING DIVISION A Final Inspection by the Construction Mgmt & Inspection Division Is required Yes To determine status by one or more of these di visions, please contact 760-602-2719. 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. Plan Check Comments have been sent to:rwapei2@c0x.net PLANNING 760-602-4610 ENGINEERING 760-602-2750 FIRE PREVENTION 760-602-4665 Kathleen Lawrence 760-602-2741 Kathleen.Lawrence@carlsbadca.gov \/ Linda Ontiveros /\ 760-602-2773 Linda.Ontiveros@carlsbadca.gov Remarks: A thorough review of plans will be done once conditions are approved and civil engineering plans are submitted. ^ CITY OF CARLSBAD STORM WATER COMPLIANCE ASSESSMENT B-24 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carisbadca.gov am applying to the City of Carlsbad for the following type(s) of construction permit: ^i. Building Permit • Right-of-Way Permit • My project is categorically EXEMPT from the requirement to prepare a storm water pollution prevention plan (SWPPP) because it only requires issuance of one or more of ttie following permit types: Electrical Fire Additional Fire Alami Fixed Systems Mechanical IVIobile Home Plumt)ing Patio/Decl( Photo Voltaic Re-Roofing Sign Spa-Factory Sjainlder Water Discharge Project Storm Water Threat Assessment Criteria* Ho Threat Assessment Critaria • My project qualifies as NO THREAT and is exempt from the requirement to prepare a storm water pollution prevention plan (SWPPP) tiecause It meete the 'no threaf assessment criteria on the City's Project Threat Assessment Worl<sheet fbr Detennination of Construction SWPPP Tier Level. My project does not meet any of the High, Moderate or Low Threat criteria descritied liebw. Tierl - Low Threat Assessment Criteria • My project does not meet any of the Significant or Moderate Threat criteria, Is not an exempt pennit type (See list aliove) and the project meets one or more of the fbllowing criteria • Results In some soii dishjrtiance; and/or • Includes outdoor construction activities (such as saw cutting, equipment washing, materiai stockpiling, vehicle fueUng, waste stockpiling). Tier 2 • Moderate Threat Assessment Criteria • My project does not meet any of the Significant Threat assessment Criteria descritied bebw and meets one or more of the following criterta: • Project requires a grading plan pursuantto the Carlsbad Grading Ordinance (Chapter 15.16 of the Carisbad Municipal Code); or, • Project wDI result In 2,500 square feet or more of soils disturbance Induding any associated constniction staging, stockpiling, pavement removal, equipment storage, reftieling and maintenance areas and project meets one or more ofthe additkinal following criteria • Located within 200 f^et 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 • Constmction 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 ^ My project includes dearing, grading or other disturiiances to the ground resulting in soil disturbance totaling one or more acres Including any associated constructon staging, equipment storage, stockpiling, pavement removal, reflieing and maintenance areas: and/or • My project Is part of a phased devekipment plan that will cumulatively result In soil disturiiance totaling one or more acres induding any associated constmction staging, equipment storage, refueling and maintenanoe areas: or, • My project is kicated inside or within 200 feet of an environmentally sensitive area (see City ESA Proximity map) and has a significant potential for contributing polutants to nearby receiving waters by way of stonn water mnoff or non-storm water dlscharge(s). / certHy tothe best of my Imowiedge that ttie above checked sfatements ars (rue and correcL I understand and acknowledge that even tfiougA this projecf does not require preparation ola construction SWPP, I must still adhere to, and at aK times during constuction activities lor the pennit typefs) check almve comply with the storm water Imt management practices pursuant to THIe IS of Oie Carlsbad Municipal Code and to City Standards. The City Engineer nai/ authorize minor variances from Ihe Stonn Water Threat Assessment Criteria in special circumstances where it canliesliownSiata lesser or higher Constmction SWPPP Tier Level is warranted. Project Address: Assessor Parcel No. Owner/Omers Authorized Agent Name: TiBe: Cit/li. Owner/Owners Aulhorized tawit Signature: •ate; i 3 II20I73 city Concunmca: By. Date: • YES QNO ProjectID: B-24 Page 1 of 1 Rev.03/09 CITY OF CARLSBAD CONSTRUCTION THREAT ASSESSMENT WORKSHEET FOR DETERMINATION OF PROJECT'S PERCEIVED THREAT TO STORM WATER QUALITY E-33 Development Services Land Development Engmeering 1635 Faraday Avenue 760-602-2750 wvvw.carl5badca.gov Construction SWPPP Tier Level Construction Threat Assessment Criteria* Perceived Threat to Storm Water Quality Tier 3 Tier 3 - Hiah Construction Threat Assessment Criteria O Project site is 50 acres or more and grading wili occur during the rainy season • 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 • Soil at site is moderately to highly erosive (defined as having a predominance of soiis with USDA-NRCS Erosion factors kf greaterthan or equai to 0.4) • Site slope is 5 to 1 or steeper 121 Constmction is initiated during the rainy season or wlil extend into the rainy season (Oct. 1 through April 30). • Owner/contractor received a Storm Water Notice of Violation within past two years High Tier 3 Tier 3 - Medium Construction Threat Assessment Criteria Medium Tier 3 • All projects not meeting Tier 3 High Constmction Threat Assessment Criteria Medium Tier 2 Tier 2 Hiah Constmction Threat Assessment Criteria High Tier 2 • 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 • Soil at site is moderately to highly erosive (defined as having a predominance of soiis with USDA-NRCS Erosion fectors kf greater than or equal to 0.4) • Site siope Is 5 to 1 or steeper • Constmction is initiated during the rainy season or will extend into the rainy season (Oct. 1 through April 30). • Owner/contractor received a Stonn Water Notice of Violation within past two years • Site results in one half acre or more of soil disturbance High Tier 2 Tier 2 - (VIedium Constmction Threat Assessment Criteria Medium Tier 2 • All projects not meeting Tier 2 High Construction Threat Assessment Criteria Medium Tierl Tier 1 - l\/ledium Insoection Threat Assessment Criteria Medium Tierl • 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 • Soil at site Is moderately to highly erosive (defined as having a predominance of soiis with USDA-NRCS Erosion factors kf greater than or equal fo 0.4) • Site slope Is 5 to 1 or steeper • Constmction is initiated during the rainy season or will extend into the rainy season (Oct. 1 through April 30). • Owner/contractor received a Storm Water Notice of Violation within past two years • Site results in one half acre or more of soil disturbance Medium Tierl Tier 1 - Low Insoection Threat Assessment Criteria Low Tierl • All projects not meeting Tier 1 Medium Constmction Threat Assessment Criteria Low Exempt - Not Applicable -Exempt *The city engineer may authorize minor variances from the constmction threat assessment criteria in speciai 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.carisbadca.gov I INSTRUGTigjSst •i To address post-devetopment pollutants that may be generated from development projects, the City requires that new development and significant redeveiopment priority projects Incorporate Pennanent Stonn Water Best Management Practices (BMP's) into the project design per the City's Standard Uriban Stormwater Management Plan (SUSMP). To view the SUSMP, refer to the Engineering Standards (Volume 4, Chapter 2) at www.carisbadca.Qov/standards. Initially this questionnaire must be completed by the applicant in advance of submitting for a development application (subdivision, discretionary permits and/or constructbn penmits). The results of the questionnaire detennine 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 Stonmwater 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 questkinnaire represent an Initial assessment of the proposed project conditions and impacts. City staff has responsibility for making the final assessment after submissk>n ofthe devetopment application, ff staff determines that the questionnaire was incon-ectly filled out and is subject to more stringent stom water standards than initially assessed by you, this will result In the retum of the devetopment 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 detennining 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 applicatton submission. Only one completed and signed questionnaire is required when multiple development applications fbrthe same project are submitted concurrently. In addition to this questionnaire, you must also complete, sign and submit a Project Threat Assessment Form with construction pemiits 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. STEP 1 " TO BE COMPISTEO FOR ALL PROJECTS To determine if your project is a priority devetopment project, please answer the following questions: YES NO 1. Is your project LIMITED TO constmcting new or retrofitting paved sidewalks, bicycle lanes or trails that meet the following criteria: (1) Designed and constructed to direct stonm water mnoff to adjacent vegetated areas, or other non-erodible permeatile areas; OR (2) designed and constmcted to be hydraulically disconnected from paved streets or roads; OR (3) designed and constructed with pemieable pavements or surfaces in accordance with USEPA Green Streets guidance? 2. Is your project LIMITED TO retrofitting or redeveloping existing paved alleys, streets, or roads that are designed and constructed In accordance with the USEPA Green Streets guidance? If you answered 'Ves" to one or more of the above questions, then your project Is NOT a priority development pnaject 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 of 3 Effective 6/27/13 'i ' CITY OF CARLSBAD STORM WATER STANDARDS QUESTIONNAIRE E-34 Development Services Land Development Engineering 1635 FaradayAvenue 760-602-2750 www.carisbadca.gov STEP2 TO BE COMPLETED FOR ALL NEWIOR REDEVELOPMENT PROJECTS. To detennine if your project is a priority devetopment project, please answer the following questions: YES NO 1. Is your project a new development that creates 10,000 square feet or more of impen/ious surfaces collectively over the entire project site? 77J/S includes commercial, industrial, residential, mixed-use, and public development proiects on public or pnvate land. )<. 2. Is your project creating or replacing 5,000 square feet or more of Impervious surface coiiectively over the entire project site on an existing site of 10,000 square feet or more of impennous surface? This includes commercial, industrial, residential, mixed-use, and public development projects on public or private iand. 7 3. Is your project a new or redevelopment project that creates 5,000 square feet or more of impen/ious 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 re^shment stands selling prepared foods and drinks for immediate consumption. 7 4. Is your project a new or redevelopment project that creates 5,000 square feet or more of impervious surface coiiectively 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 moro of impervious surfaoe collectively over the entire project site and supports a paridng lot. A parking lot Is a land area or facility for the temporary parking or storage of motor vehicies 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 impen/ious surface collectively over the entire prpject 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 redevetopment project that creates or replaces 2,500 square feet or more of impervious surface collectively over the entire site, and discharges directiy to an Environmentally Sensitive Area (ESA)? "Discharging Directly to" includes flow that is conveyed overiand 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 ttie proiect to the ESA (i.e. not commingles with nows from adjacent lands).* 8. Is your project a new devetopment that supports an automotive repair shop? An automotive repair shop is a facility that is categorized in any one of the foltowing Standard Industrial Classificadon (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 Mowing criteria: (a) 5,000 sguare feet or more or (b) a project Average Daily Traffic (ADT) of 100 or more vehtoles per day. 10. Is your project a new or redevelopment project that results In the disturtiance of one or more acres of land and are expected to generate pollutants post constmction? 7 11. Is your project located within 200 feet of the Padfic Ocean and (1) creates 2,500 square feet or more of Impervious surface or (2) Increases Impervtous 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 aro therefore sub Implementing stmctural Best Management Practices (BMP's) in addition to implementing Standard Stomi Water Requirement as source control and low impact devetopment BMP's. A Storm Water Management Plan (SWMP) must be submitted wit application(s) for development. Go to step 3 for redevelopment projects. For new projects, go to step 4 at the end c questionnaire, check the "my project meets PDP requirements" box and complete applicant information. ect to 3 such 1 your >f this If you answered "no" to aii 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 BMPs required for ali development projects. A Stonn Water Management Pian (SWMP) is not required with your applicatton(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 of 3 Effective 6/27/13 ^ CITY OF CARLSBAD STORM WATER STANDARDS QUESTIONNAIRE E-34 Development Services Land Development Engineering 1635 FaradayAvenue 760-602-2750 www.carisbadca.gov STEP3 . : 77 • '•• TO BE COMPLETED FOR REDEVELOPMENT PROJECTS THAT ARE PRIORTTY DEVELOPEMENT PROJECTS ONLY Complete the questions below regarding your redevelopment project: YES NO Does the redevelopment project result in the creation or replacement of impen/ious surface in an amount of less than 50% of the surface area of the previously existing development? If you answered "Ves," the stmctural 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 requiremsnts" box and complete applicant information. If you answered "no," the stmctural BMP's required for Priority Development Projects apply to the entire development. Go to step 4, check the "my project meets PDP requirements" box and complete applicant Information. CHECK THE APPROPRIATE BOX AND COMPLETE APPUCANT INFORMATION My project meets PRIORITY DEVELOPMENT PROJECT (PDP) requiremenls 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. My project does not meet POP requirements and must only comply with STANDARD STORMWATER REQUIFtEMENTS per the SUSMP. As part of these requirements, I wili incorporate low Impact development strategies throughout my project. Applicant infomiauon^d^ngure ^ox^,^^ Address: 27|0tD|C^Kfe U^' 'H^'fOC^ Accessi Applicant Signatur^^^*^^^ isspr's Parcel Numi 2A\7\co' 14 ber^s): Applicant Title: Date: nfi6lui'^ This Box fbr City Use Only City Concurrence: YES NO By: Date: Project ID: * 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 fbr the San Dlego 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 presen/es or their quivalent under the Multi Species Consen/ation Program within the Cities and County of San Diego; and any other equivalent environmentally sensitive areas which have been identified bythe Copemiittees. E-34 Page 3 of 3 Effective 6/27/13 VXARLSBAD Community & Economic Development www.carlsbadca.gov December 3, 2013 Chris Romero IVlerlin Entertainment Group 1 Legoland Drive Carlsbad, CA 92008 SUBJECT: SDP 95-14(G)/CDP 13-26 - LEGOUND WATERWORKS EXPANSION • Request for approval of a Minor Site Development Plan Amendment and Minor Coastal Development Permit (SDP 96-14(G)/CDP 13-26) to expand the existing water park attraction with an additional 2.4 acre water park attraction within Expansion Area 2 ofthe Legoland California Theme Park on property generally located north of Palomar Airport Road, south of Cannon Road, east of Armanda Drive and west of The Crossings Drive in the Mello II Segment ofthe Local Coastal Program and in Local Facilities Management Zone 13. Dear Mr. Romero, The City Planner has completed a review of your application for a Minor Site Development Plan Amendment and Minor Coastal Development Permit (SDP 96-14(G)/CDP 13-26) to expand the existing water park attraction with an additional 2.4 acre water park attraction within Expansion Area 2 of the Legoland California Theme Park on property generally located north of Palomar Airport Road, south of Cannon Road, east of Armanda Drive and west of The Crossings Drive in the Mello II Segment of the Local Coastal Program and in Local Facilities Management Zone 13. A notice was sent to property owners within a 100' radius of the subject property requesting comments regarding the above request. No comments were received within the ten day notice period (ending on October 15, 2013). After careful consideration of the circumstances surrounding this request, the City Planner has determined that the findings required for granting a Minor Site Development Plan Amendment and Minor Coastal Development Permit .can be made and therefore, APPROVES this request based on the following findings and conditions. Findings: 1. That the requested use is properly related to the site, surroundings and environmental settings, is consistent with the various elements and objectives of the General Pian, will not be detrimental to existing uses or to uses specifically permitted in the area in which the proposed use is to be located, and will not adversely impact the site, surroundings or traffic circulation, in that the project is consistent with the Travel Recreation General Plan Land Use designation and development will be required to comply with the development standards of the Carlsbad Ranch Specific Plan which is found to be consistent with the various elements of the General Plan and that the project design complies with the requirements of the Carlsbad Ranch Specific Plan, Development ofthe proposed area will not encroach into the required building and landscape setbacks for the perimeter of the site. The required building and landscape setbacks provide an appropriate buffer between the LEGOLAND Park and existing, as well as Planning Division ®f 1635 Faraday Avenue, Carlsbad, CA 92008-7314 T 760-602-4600 F 760-602-8559 ® SDP 96-14(G)/CDP 13-26 - LEGOLAND WATERWORKS EXPANSION Decembers, 2013 Page 2 future, commercial tourist development. There is not a significant traffic increase associated with the proposed attraction and any additional traffic would not exceed the original projected traffic generation for the project. 2. That the site for the intended use is adequate in size and shape to accommodate the use, in that all applicabie code requirements have been met. All required parking has been constructed and the infrastructure needs of the inner park development were planned for with the Initial park construction. 3. That all yards, setbacks, walls, fences, landscaping, and other features necessary to adjust the requested use to existing or permitted future uses in the neighborhood will be provided and maintained, in that screen walls, berming and landscaping have been constructed to screen service areas for the park. The proposed attraction is an inner park attraction and will not be readily visible from the perimeter ofthe park. Adequate vehicle and bus parking and turning movements were included on-site with the construction of initial improvements. A service road was constructed around the perimeter of the inner Park for operational needs and emergency vehicle access. Several access points were provided to the service road for emergency vehicles. Pedestrian connections were also constructed to the overall pedestrian circulation system ofthe Carlsbad Ranch. 4. That the street system serving the proposed use is adequate to properly handle all traffic generated by the proposed use, in that the proposed expansion areas were included in the original circulation analysis prepared for program EIR 94-01 for the Carlsbad Ranch Specific Plan. The circulation analysis considered the buildout of the park and the corresponding attendance levels with park buildout. 5. The City Planner has determined that: a. the project is a subsequent activity of a project for which a program EIR was prepared, and a notice for the activity has been given, which includes statements that this acttvity is within the scope of the program approved earlier, and that the program EIR adequately describes the activity for the purposes of CEOA) [15168(c)(2) and (e)]; b. this project is consistent with the project cited above; c. Program Environmental Impact Report (EIR 94-01) for Carlsbad Ranch Specific Plan Amendment was certified in connection with the prior project or plan; d. the project has no new significant environmental effect not analyzed as significant in the prior EIR; e. none of the circumstances requiring a Subsequent EIR or a Supplemental EIR under CEQA Guidelines Sections 15162 or 15163 exist. 6. The City Planner finds that the project, as conditioned herein, is in conformance with the Elements of the City's General Plan and Carlsbad Ranch Specific Plan SP 207 in that the project is consistent with the Travel Recreation General Plan Land Use designation and development SDP 96-14(G)/CDP 13-26 - LEGOLAND WATERWORKS EXPANSION December 3, 2013 Page 3 will be required to comply with the development standards of the Carlsbad Ranch Specific Plan which is found to be consistent with the various elements of the General Plan and that the project design complies with the requirements ofthe Carlsbad Ranch Specific Plan. 7. The project is consistent with the Citywide Facilities and Improvements Plan, the Local Facilities Management Plan for Zone 13 and all City public facility policies and ordinances. The project includes elements or has been conditioned to construct or provide funding to ensure that all facilities and Improvements regarding sewer collection and treatment; water; drainage; circulation; fire; schools; parks and other recreatlonai facilities; libraries; government administrative facilities; and open space, related to the project will be installed to serve new development priorto or concurrent with need. Specifically, a. The project has been conditioned to provide proof from the Carlsbad School District that the project has satisfied its obligation for school facilities. b. A growth management park fee of 40 cents per square foot of non-residential development will be collected at the time of building permit issuance. This fee will be used to construct recreational facilities to offset the demand created by employees within Zone 13. c. Park-in-lieu fees are required by Carlsbad Municipal Code Chapter 20.44, and will be collected priorto issuance of building permit. d. The Public Facility fee is required to be paid by Council Policy No. 17 and will be collected priorto the issuance of building permit, 8. The project is consistent with the adopted Airport Land Use Compatibility Plan for the McClellan-Palomar Airport (ALUCP), dated October 2004, in that the project is compatible with the projected noise levels ofthe ALUCP; and, based on the noise/land use compatibility matrix of the ALUCP, the proposed land use is compatible with the airport in that areas of the site are within the 60 and 65 CNEL noise contours and the park was considered a compatible land use at these noise levels. 9. That the project is consistent with the City's Landscape Manual (Carlsbad Municipal Code Section 14.28.020 and Landscape Manual Section I B). 10. That the proposed development is in conformance with the Certified Local Coastal Program and all applicable policies in that the project consists of the construction of an expansion of the existing water park feature with a new 2.4 acre water park attraction within the Legoland California theme park on a lot designated as Travel Recreation Commercial (TR), by the Mello 11 Land Use Plan. The proposed water attractions wlli not obstruct views of the coastline as seen from public lands or the public right-of-way, nor otherwise damage the visual beauty of the coastal zone. No agricultural uses currentiy exist on the site, nor are there any sensitive resources located on the property. In addition, the proposed attraction is not located in an area of known geologic instability or flood hazards. Since the site does not have frontage along the coastline, no public opportunities for coastal shoreline access are available from the subject site. Furthermore, the Travel Recreation Commercial-designated site is hot suited for open water-oriented recreation activities. SDP 96-14(G)/CDP 13-26 - LEGOLAND WATERWORKS EXPANSION December 3, 2013 Page 4 11. The proposal is in conformity with the public access and recreation policies of Chapter 3 of the Coastal Act in that the site is not located adjacent to the shore. Therefore, the project will not interfere with the public's right to physical access to the sea and the site is not suited for open water-oriented recreation activities. 12. The project is consistent with the provisions of the Coastal Resource Protection Overlay Zone (Chapter 21.203 of the Zoning Ordinance) in that the project will adhere to the City's Master Drainage Plan, Grading Ordinance, Storm Water Ordinance, Standard Urban Storm Water Mitigation Plan (SUSMP), and Jurisdictional Urban Runoff Management Program (JURMP) to avoid increased urban runoff, pollutants, and soil erosion; no deveiopment is proposed in areas of steep naturai slopes 25% gradient); no native vegetation is located on the subject property; and, the site is not located in an area prone to landslides, or susceptible to accelerated erosion, floods or liquefaction. 13. The City Planner has reviewed each of the exactions imposed on the Developer contained In this approval letter, and hereby finds, in this case, that the exactions are imposed to mitigate impacts caused by or reasonably related to the project, and the extent and the degree ofthe exaction is in rough proportionality to the impact caused by the project. Conditions: 1. Approval is granted for SDP 96-14(G] and CDP 13-26 LEGOLAND WATERWORKS EXPANSION as shown on Exhibits "A" - "U" dated December 3, 2013 on file in the Planning Division and incorporated herein by reference. Development shall occur substantially as shown unless otherwise noted in these conditions. 2. If any of the following conditions fail to occur, or If they are, by their terms, to be implemented and maintained over time, if any of such conditions fail to be so implemented and maintained according to their terms, the City shall have the right to revoke or modify all approvals herein granted; deny or further condition issuance of all future buiiding permits; deny, revoke, or further condition all certificates of occupancy issued under the authority of approvals herein granted; record a notice of violation on the property title; institute and prosecute litigation to compel their compliance with said conditions or seek damages for their violation. No vested rights are gained by Developer ora successor in interest by the City's approval of this Minor Site Development Pian Amendment and Minor Coastal Development Permit. 3. Staff is authorized and directed to make, or require the Developer to make, all corrections and modifications to the SDP 96-14(G) and CDP 13-26 - LEGOLAND WATERWORKS EXPANSION documents, as necessary to make them internally consistent and in conformity with the final action on the project. Development shall occur substantially as shown on the approved Exhibits. Any proposed development different from this approval shall require an amendment to this approval. 4. The Developer/Operator shall and does hereby agree to indemnify, protect, defend and hold harmless the City of Carlsbad, its Council members, officers, employees, agents, and representatives, from and against any and all liabilities, losses, damages, demands, claims and costs, including court costs and attorney's fees Incurred by the City arising, directly or indirectly, from (a) City's approval and issuance of this Minor Site Development Plan Amendment and SDP 96-14(G)/CDP 13-26 - LEGOLAND WATERWORKS EXPANSION December 3, 2013 Page 5 Minor Coastal Development Permit, (b) City's approval or issuance of any permit or action, whether discretionary or non-discretionary, in connection with the use contemplated herein, and (c) Developer/Operator's installation and operation of the facility permitted hereby. Including without limitation, any and all liabilities arising from the emission by the facility of electromagnetic fields or other energy waves or emissions. 5. The Developer shall comply with all applicable provisions of federal, state, and local ordinances in effect at the time of building permit issuance. 6. This project shall comply with all conditions and mitigation measures, which are required as part of the Zone 13 Local Facilities Management Plan and any amendments made to that Pian prior to the issuance of building permits. 7. Prior to the issuance of a permit, the Developer shall provide proof to the Director from Carlsbad Unified School District that this project has satisfied its obligation to provide school facilities. 8. Developer shall submit and obtain City Planner approval of a Final Landscape and Irrigation Plan showing conformance with the approved Preliminary Landscape Plan and the City's Landscape Manual. Developer shall construct and install all landscaping as shown on the approved Final Plans, and maintain all landscaping in a healthy and thriving condition, free from weeds, trash, and debris. 9. The first submittal of Final Landscape and Irrigation Plans shall be pursuant to the landscape plancheck process on file in the Planning Department and accompanied by the project's building, improvement, and grading plans. 10. All roof appurtenances, including air conditioners, shall be architecturally integrated and concealed from view and the sound buffered from adjacent properties and streets, in substance as provided in Building Department Policy No. 80-6, to the satisfaction of the Director of Community and Economic Development and the City Planner. 11. If any condition for construction of any public improvements or facilities, or the payment of any fees in-lieu thereof, imposed by this approval or imposed by iaw on this residential housing project are challenged this approval shall be suspended as provided in Government Code Section 66020. If any such condition Is determined to be Invalid this approval shall be invalid unless the City Councii determines that the project without the condition complies with all requirements of law. 12. Prior to the issuance of a building permit, owner/applicant shall submit to the City a Notice of Restriction to be filed in the office ofthe County Recorder, subject to the satisfaction ofthe City Planner, notifying ali interested parties and successors in interest that the City of Carlsbad has issued a Minor Site Development Plan Amendment and Minor Coastal Development Permit on the real property owned by the owner/applicant. Said Notice of Restriction shall note the property description, location of the file containing complete project details and all conditions of approval as well as any conditions or restrictions specified for inclusion in the Notice of Restriction. The City Planner has the authority to execute and record an amendment to the SDP 96-14(G)/CDP 13-26 - LEGOLAND WATERWORKS EXPANSION December 3, 2013 Page 6 notice, which modifies or terminates said notice upon a showing of good cause by the owner/applicant or successor in Interest. 13. This approval shall become null and void if building permits are not issued for this project within 24 months from the date of project approval. 14. Developer shall report, in writing, to the City Planner within 30 days, any address change from that which is shown on the permit application. Engineering: NOTE: Unless specifically stated In the condition, all of the following conditions, upon the approval of this proposed development, must be met prior to approval of a building or grading permit whichever occurs first. General 15. Prior to hauling dirt or construction materials to or from any proposed construction site within this project, developer shall apply for and obtain approval from, the city engineer for the proposed haul route. 16. This project is approved upon the express condition that building permits will not be issued for the development of the subject property, unless the district engineer has determined that adequate water and sewer facilities are available at the time of permit Issuance and will continue to be available until time of occupancy. Fees/Agreements 17. Developer shall cause property owner to execute and submit to the city engineer for recordation, the city's standard form Geologic Faiiure Hold Harmless Agreement. 18. Developer shall cause property owner to execute and submit to the city engineer for recordation the city's standard form Drainage Hold Harmless Agreement. 19. Developer shall cause property owner to submit an executed copy to the city engineer for recordation a city standard Permanent Stormwater Quality Best Management Practice Maintenance Agreement. Grading 20. Based upon a review ofthe proposed grading and the grading quantities shown on the site plan, a grading permit for this project Is required. Developer shall prepare and submit plans and technical studies/reports for city engineer review, post security and pay all applicable grading plan review and permit fees per the city's latest fee schedule. 21. Developer shall comply with the city's Stormwater Regulations, latest version, and shall implement best management practices at all times. Best management practices include but are not limited to pollution control practices or devices, erosion control to prevent silt runoff during SDP 96-14(G)/CDP 13-26 - LEGOLAND WATERWORKS EXPANSION Decembers, 2013 Page 7 construction, generai housekeeping practices, pollution prevention and educational practices, maintenance procedures, and other management practices or devices to prevent or reduce the discharge of pollutants to stormwater, receiving water or stormwater conveyance system to the maximum extent practicable. Developer shall notify prospective owners and tenants of the above requirements. 22. Prior to the issuance of a grading permit, developer shall submit to the city engineer receipt of a Notice of Intent from the State Water Resources Control Board. 23. Prior to the issuance of grading permit or building permit, whichever occurs first, developer shall submit for city approval a Tier 3 Storm Water Pollution Prevention Plan (TIER 3 SWPPP). The TIER 3 SWPPP shall comply with current requirements and provisions established by the San Dlego Regional Water Quality Control Board and City of Carlsbad Requirements. The TIER 3 SWPPP shall Identify and incorporate measures to reduce storm water pollutant runoff during construction of the project to the maximum extent practicable. Developer shall pay all applicable SWPPP plan review and inspection fees per the city's latest fee schedule. 24. This project is subject to 'Priority Development Project requirements. Developer shall prepare and process a Storm Water Management Plan (SWMP), subject to city engineer approval, to demonstrate how this project meets new/current storm water treatment requirements perthe city's Standard Urban Storm Water Management Plan (SUSMP), latest version. In addition to new treatment control BMP selection criteria in the SUSMP, the developer shall use low impact development (site design) approaches to ensure that runoff from impervious areas (roofs, pavement, etc.) are drained through landscaped (pervious) areas prior to discharge. Developer shall pay all applicable SWMP plan review and inspection fees per the city's latest fee schedule. 25. Developer is responsible to ensure that all final design plans (grading plans, improvement pians, landscape plans, building plans, etc) Incorporate all source control, site design, treatment control BMP, applicable hydromodification measures, and Low Impact Design (LID) facilities. 26. Developer acknowledges the upcoming City of Carlsbad BMP Design Manual pursuant to provision E.3.d of the new California Regional Water Quality Control Board (RWQCB) Order No. R9-Z013-001 adopted on June 27, 2013. During final design, developer shall demonstrate compliance with latest storm water requirements to the satisfaction of the city engineer. Utilities 27. Developer shall meet with the fire marshal to determine if fire protection measures (fire flows, fire hydrant locations, building sprinklers) are required to serve the project. Fire hydrants. If proposed, shall be considered public Improvements and shall be served by public water mains to the satisfaction of the district engineer. 28. Prior to issuance of building permits, developer shall pay all fees, deposits, and charges for connection to public facilities. 29. The developer shall design landscape and irrigation plans utilizing recycled water as a source and prepare and submit a colored recycled water use map to the Planning Department for processing and approval by the district engineer. SDP 96-14(G)/CDP 13-26 - LEGOLAND WATERWORKS EXPANSION December 3, 2013 Page 8 30. Developer shall install potable water and/or recycled water services and meters at locations approved by the district engineer. 31. The developer shall install sewer laterals and clean-outs at locations approved by the city engineer. 32. The developer shall design and construct public water, sewer, and recycled water facilities substantially as shown on the site plan to the satisfaction of the district engineer and city engineer. Code Reminders: The project Is subject to all applicable provisions of local ordinances, including but not limited to the following: 33. Approval of this request shall not excuse compliance with all applicable sections of the Zoning Ordinance and all other applicable City ordinances in effect at time of building permit issuance, except as otherwise specifically provided herein. 34. Developer shall exercise special care during the construction phase of this project to prevent offsite siltation. Planting and erosion control shall be provided in accordance with Carlsbad Municipal Code Chapter 15.16 (the Grading Ordinance) to the satisfaction ofthe City Engineer. 35. Prior to the Issuance of a building permit. Developer shall pay a Public Facility fee as required by Council Policy No. 17. 36. Prior to the issuance of a building permit. Developer shall pay the Local Facilities Management fee for Zone 13 as required by Carlsbad Municipal Code Section 21.90.050. 37. Developer shall pay traffic impact and sewer impact fees based on Section 18.42 and Section 13.10 of the City of Carisbad Municipal Code, respectively. The Average Daily Trips (ADT) and floor area shown on the site plan are for planning purposes only. 38. Any signs proposed for this development shall at a minimum be designed in conformance with the City's Sign Ordinance and shall require review and approval of the City Planner prior to installation of such signs. SDP 96-14(G)/CDP 13-26 - LEGOLAND WATERWORKS EXPANSION December 3, 2013 Page 9 NOTICE Please take NOTICE that approval of your project includes the "imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to for convenience as "fees/exactions." You have 90 days from date of final approval to protest imposition of these fees/exactions, if you protest them, you must follow the protest procedure 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 charges, 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 you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired. This decision may be appealed by you or any other member of the public to the Planning Commission within ten days of the date of this letter. Appeals must be submitted in writing to the Planning Department at 1635 Faraday Avenue in Carlsbad, along with a payment of $638.00. The filing of such appeal within such time limit shall stay the effective date ofthe order ofthe City Planner until such time as a final decision on the appeal is reached. Ifyou have any questions regarding this matter, please feel free to contact Van Lynch at (760) 602-4613. Sincerely, CHRIS DeCERBO Principal Planner CD:VL:fn c: Don Neu, City Planner Chris DeCerbo, Principal Planner Tecla Levy, Project Engineer Data Entry/DMS Fiie Copy CITY OF CARLSBAD PLANNING DIVISION BUILDING PLAN CHECK REVIEW CHECKLIST P-28 Development Services Planning Division 1635 Faraday Avenue (760) 602-4610 www.carlsbadca.eov lO^/s/fS DATE: 10/03/13 PROJECT NAME: LEGOLAND WATERPARK EXP PROJECT ID: SDP 96-14(g) PLAN CHECK NO: CB13-2320 SET#: 2 ADDRESS: 1 LEGOLAND DR APN: 211-100-09 3 This plan check review is complete and has been APPROVED by the Planing Division. By: Van Lynch A Final Inspection by the Planning Division is required ^ Yes • 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 ofa building permit Resubmitted plans should include corrections from all divisions. • 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 Comments have been sent to: rwapei2@cox.net For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLANNING 760-602-4610 ENGINEERING 760-602-2750 FIRE PREVENTION 760^02-4665 1 Chris Sexton 760-602-4624 Chris.Sexton@carisbadca.gov 1 1 Kathleen Lawrence 760-602-2741 Kathleen.Lawrence@carlsbadca.gov 1 1 Greg Ryan 760-602-4663 Gregorv.RYan@carlsbadca.gov 1 1 Gina Ruiz 760-602-4675 Gina.Ruiz@carlsbadca.gov 1 Linda Ontiveros 760-602-2773 Linda.Ontiveros@carlsbadca.gov Q Cindy Wong 760-602-4662 Cvnthia.Wong@carlsbadca.gov X Van Lynch 760-602-4613 Van.Lynch@carlsbadca.gov • Dominic Fieri 760-602-4664 Dominic.Fieri@carlsbadca.gov Remarks: None. Plan Check No. CB 13-2320 Address 1 Legoland Dr. Date 10/03/13 Review # 2 Planner Van Lvnch Phone (760) 602- 4613 Type of Project & Use: Theme park Net Project Densitv:n/a DU/AC Zoning: C-T-Q General Plan: JzR Facilities Management Zone: 13 CFD (in/out) #_Date of participation:12/21/93 Remaining net dev acres:0 (For non-residential development: Type of land use created by this permit: Theme park) REVIEW #: 12 3 Legend: ^ Item Complete • Item Incomplete - Needs your action Kl • • Environmental Review Required: YES |EI NO • TYPE EIR 94-01 DATE OF COMPLETION: Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: • ^ • Discretionary Action Required: YES 1^ NO Fl TYPE Minor SDP/CDP APPROVAL/RESO. NO.. DATE December 3. 2013 PROJECT NO. SDP 96-14(GVCDP 13-26 OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: IEI • • Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES El NO • CA Coastal Commission Authority? YES • NO El If California Coastal Commission Authority: Contact them at - 7575 Metropolitan Drive, Suite 103, San Diego, CA 92108-4402; (619) 767-2370 Determine status (Coastal Permit Required or Exempt): CDP required Appvd 12/3/2013 El • • Habitat Management Plan - N/A Data Entry Completed? YES • NO • 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!) El • • Inclusionary Housing Fee required: YES • NO El (Effective date of Inclusionary Housing Ordinance - May 21,1993.) Data Entry Completed? YES • NO • (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE!) E • • Housing Tracking Form (form P-20) completed: YES • NO • N/AE p-28 Page 2 of 3 07/11 Site Plan: EDO Provide a fully dimensional site plan drawn to scale. Show: Noilh 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. City Council Policy 44 - Neighborhood Architectural Design Guidelines EDD 1. Applicability: YES • NO E • • • 2. Project complies: YES • NOD • • • • EDO E • • • • • Zoning: 1. Setbacks: Project meets setbacks for the Legoland Project/Carlsbad Ranch Specific Plan Front; Interior Side: Street Side: Rear: Top of slope: Required Required Required Required Required Shown. Shown Shown Shown Shown 2. Accessory structure setbacks: Per Specific Plan Front: Required Interior Side: Required Street Side: Required Rear: Required Structure separation: Required Shown Shown Shown Shown Shown 3. Lot Coverage: 4. Height: 5. Parking: Required Shown 64% Required >45: Shown 44'6" Spaces Required 4.168 Shown 4.960 (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required Shown Additional Comments OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER Van Lvnch DATE 12/5/13 p-28 Page 3 of 3 07/11 ^ CITY OF CARLSBAD PLAN CHECK REVIEW TRANSMITTALSIOG. OHPT- Community & Economic Development Department 1635 Faraday Avenue Carlsbad CA 92008 ^^^m.carlsbadca.gov DATE: 01/08/13 PROJECTNAME: legoland PROJECTID: PLAN CHECK NO: cbl32320 SET#: II ADDRESS: I legoland drive APN: • This plan check review is complete and has been APPROVED by the fire Division. By: cwong A Final Inspection by the Division is required E Yes • No This plan check review is NOTCOMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: Vou may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance ofa 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: ENGINEERMIG 760^02-2730 1 1 Chris Sexton 760-602-4624 Ghris.Sexton@carlsbadca.£ov 1 1 Kathleen Lawrence 760-602-2741 Kathleen.Lawrence@carlsbadca.gov 1 1 Greg Ryan 760-602-4663 Gregorv.Rvan@carlsbadca.gov 1 1 Gina Ruiz 760-602-4675 Gina.Ruiz@carlsbadca.gov 1 1 Linda Ontiveros 760-602-2773 Linda.Ontiveros@carlsbadca.gov X Cindy Wong 760-602-4662 Cvnthia.Won£@carlsbadca.gov • • 1 1 Dominic Fieri 760-602-4664 Dominic.Fieri@carisbadca.gov Remarks: ****The following will be addressed in the field to facilitate permit process* The architect is to explain the advantage of providing a copy of Table 307.1(a) from the CBC (2703.1.1(1) from the CFC is comparable) and posting it on the mechanical buildings. What useful information will the first responders be able to glean from this table in the event of an emergency response? Page 1 of 2 What relationship does this table have to what is stored within? This was in response to Fire Department comment requesting a sign package for hazardous materials. ** APPROVED: THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUEANCE OF A BUILDING PERIVIIT. THIS APPROVAL IS SUBJECTTO FIELD INSPECTIONS, ANY REQUIRED TESTS, FiRE DEPARTMENT NOTATIONS, CONDITIONS IN CORRESPONDENCE AND COMPLIANCE WITH ALL APPLICABLE CODES AND REGULATIONS. THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE ANY VIOLATION OF THE LAW. 12/09/2013 *** Bubble All Changes*** 1. Have all the "Conditions for Approval" been satisfied? 2. Sheet Al.0.3: Clarify exit analysis for Activity Area. Aren't 3 exits required? Clearly identify these and their exit discharge to public way. 3. Where is Gate #5? 4. In comments by Daryl K. James and Associates, Sheet E002 required addition of EM lighting note. Was this added? In addition, was this requirements met under shade structure to public way? 5. Where is signage package for hazardous materials storage and use? Page 2 of 2 Carlsbad Fire Department Plan Review Requirements Category: COMMIND , COMM Date of Report: 01-08-2014 Reviewed by: Name: RICHARD APEL Address: APT A 571 HYGEIA AVE ENCINITAS CA 92024-2652 Permit #: CBI32320 Job Name: LEGOLAND: WATER PARK EXPANSION Job Address: 1 LEGOLAND DR CBAD INCOMPLETE The item you have submitted for review is incomplete. At this time, this office cannot adequately conduct a review to determine compliance with the applicable codes and/or standards. Please review carefully all comments attached. Please resubmit the necessary plans and/or specifications, with changes "clouded", to this office for review and approval. Conditions: Cond: CON0006852 [NOT MET] *** Bubble All Changes*** 1. have all the "Conditions for Approval" been satisfied? 2. Sheet Al.0.3: Clarify exit analysis for Activity Area. Aren't 3 exits required? Clearly identify these and their exit discharge to public way. 3. Where is Gate #5? 4. In coments by Daryl K. James and Associates, Sheet E002 required addition of EM lighting note. Was this added. In addition, was this requiremetns met under shade structure to public way? 5. Where is signage package for hazardous materials storage and use? Entry: 12/09/2013 By: cwong Action: CO Cond: CON0006918 [MET] ****The following will be addressed in the field to facilitate permit process**** The architect is to explain the advantage of providing a copy of Table 307.1(a) from the CBC (2703.1.1(1) from the CFC is comparable) and posting it on the mechanical buildings. What useful information will the first responders be able to glean fi-om this table in the event of an emergency response? What relationship does this table have to what is stored within? This was in response to Fire Department comment requesting a sign package for hazardous materials. ** APPROVED: 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 IN CORRESPONDENCE AND COMPLIANCE WITH ALL APPLICABLE CODES AND REGULATIONS. THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE ANY VIOLATION OF THE LAW. Entry: 01/08/2014 By: cwong Action: AP BLDG. DBPT COP^ CORRECTION LIST NOT APPROVED Page: 1 of 10 Daryl K. James & Associates, Inc. Checked By: Robert Salgado Plan Check Date: 10/13/2013 APPLICANT NAME (Primary Contact) Richard Apel, JURISDICTION: Carlsbad Fire Department (760) 943-0760; nA/apel2@cox.net PROJECT NAME: 2014 LEGOLAND Water Expansion Project PROJECTADDRESS: 1 Legoland Drive PROJECT DESCRIPTION: CB132320 - This is a mixed use project with the following single-story occupancies: A-2, A-5, B, F-1, and S-1. Construction of two (2) outdoor shade structures; twelve (12) tent cabanas; one (1) locker room/changing area building; one (1) restroom building; two (2) pool mechanical buildings; one (1) swimming pool, and one (1) wave pooi. The 2014 water park expansion project covers an area of 2.4 acres and includes underground civil work for fire protection and utilities for each new building. The scope of this review also includes Mechanical, Electrical, and Plumbing systems (MEP); fire sprinkler/suppression systems and alarm and detection systems are deferred submittal items. This plan review has been conducted in order to verify conformance to minimum requirements of codes adopted by the Carlsbad Fire Department applicable to the scope of work. The items below require correction, clarification or additional information before this plan check can be approved for permit issuance. RESUBMITTAL INSTRUCTIONS TO AVOID DELAY IN EXPEDITED RECHECK SERVICES: • Corrections or modifications to the plans must be clouded and provided with numbered deltas and revision dates. • Provide a written response following each comment, On This Correction List, explaining how and wiiere you've addressed eacii plan review comment. • •Provide a copy of Building Department (EsGil) comments. Input fire revisions onto the Building Department plan check. Received on 10/12/13 " Please direct any questions regarding this review directly to: Robert Salgado at: (961) 541-4380, or to his email address at: fisreview lnspection@roadrunner.com COMMENTS MUST BE SUBMITTED DIRECTLY TO THE FOLLOWINQ ADDRESS TO AVOID DELAY: Attn: Robert Salgado 40312 Emery Drive Temecula, CA 92591 FIRE AND UFE SAFETY COMMENTS (non-structural plan reviewV. SHEET 001. COVER SHEET: (1) Revise and re-format the information in the "BUILDING CODE DATA" block to call-out or othen/vise identify the occupancy or use of each individual building and structure. > NOTE: Depending on the results of the Hazardous Materials Technical Reports, the occupancy classification of Activity and wave pool mechanical equipment buildings may change due to the quantities of chemicals used and stored in the filtration and water treatment process. (2) QUESTIONS - Request for Clarification: I. The construction type for each new building is "VB;" will fire sprinklers be installed in all buildings within the scope ofthis project? If no, identify on plan which ones are unsprinklered. II. Will the sprinkler instaiiation serve as a "Substitution" for any other provisions permitted in the 2010 CBC? Refer to CBC, Table 601, Note d. lli. Will the 2,330 SQ/FT, A-2 occupancy or any other outdoor shade structure be sprinklered? IV. Will any commercial cooking equipment be located under the dining area shade covering and within the boundaries of the supporting columns of the A-2 structure? V. Is the Mobil Food Kitchen equipped with a commercial cooking system that produces grease and laden vapors? (3) Update the "CODE REFERENCES" section to reflect the edition/year of amended model codes, and all NFPA Standards, as listed below: > NOTE: Add the following "TEXT" onto the plans [verbatim]. • 2010 California Building Code (CBC) Part 2, Volume 1 and 2, Titie 24, Caiifornia Code of Regulations (CCR) Based on the 2009 International Building Code (IBC) witti 2010 Amendments • 2010 California Mechanical Code (CMC Part 4, Title 24, California Code of Regulations (CCR) Based on ttie 2009 Uniform Mechanical Code (UMC) with 2010 Amendments • 2010 California Electrical Code (CEC Part 3, Title 24, California Code of Regulations (CCR) Based on the 2008 National Electrical Code (NEC) with 2010 Amendments • 2010 California Plumbing Code (CPC) Part 5, Title 24, California Code of Regulations (CCR) Based on the 2009 Uniform Plumbing Code (UPC) with 2010 Amendments • 2010 California Fire Code (CFC) Part 9, Title 24, California Code of Regulations (CCR) Based on the 2009 International Fire Code (IFC) with 2010 Amendments NFPA STANDARDS: • NFPA 13, Standard for the Installation of Sprinkler Systems, 2010 Edition • NFPA 17A, Wet Chemical Extinguishing Systems, 2002 Edition • NFPA 96, Ventilation Control and Fire Protection of Commercial Cooking Operations, 2008 Edition (incorporated by reference in the CMC - Ch. 5, Part 11) • NFPA 24, Standard for the Installation of Private Fire Service Mains and their Appurtenances, 2010 Edition • NFPA 72, National Fire Alarm and Signaling Code, 2010 Edition (4) Please update the Sheet Index to include any sheets/drawings that were added or removed as a result of requirements identified in the Building Department (EsGil) comments and the FLS comments listed herein. (5) Provide copies of completed, signed & dated HM permits obtained from the County of San Diego Hazardous Materials Division, Department of Environmental Health; specifically items 5. And 6. Listed under the subheading "ADDITIONAL APPROVALS & PERMITS." (6) Provide a complete "EXIT CODE ANALYSYS" that depicts the provisions for each building within the scope of this project; including the A-occupancies and their seating arrangements, and outdoor areas surrounding each new building and structure [2010 CBC Chapter 10]. The "EXIT CODE ANALYSYS," at minimum, include the following: • Occupant loads (O.L.) [calculations] based on 2010 CBC, Table 1004.1.1; including O.L.'s from fixed seating and/or benches. • Widths of aisles and walkways serving as part of the means of egress for the outdoor courts, patios, and/or yards serving the buildings and structures within the scope of this project • Path of travel distances and directional arrow markings [fully dimensioned] to all required exits, extending to the point of discharge to a public way. > NOTE: Based on the occupant loads of the A-2 Dining Area, the Speedorz Arena, and enclosed courts/yards; the means of egress for these occupants requires additional exits, in accordance with 2010 CBC, Sections 1003.6; 1004.8; 1005.1; 1015.1; 1027.1; and 1028.2. • Exit signage leading to required exits. • Location of gates used as part of the means of egress; specify "Panic Hardware" devices where required. Coordinate with the door schedule on Sheet A10.0.1. SHEET A1.0.2. SITE PLAN: (1) The first Aid building is not listed in the WORK OF THIS PERMIT section on or identified under the BUILDING CODE DATA section; refer to Sheet 001 and 2010 CBC, Sections 508.1; and 508.2.2. Please revise accordingly. (2) Carlsbad Ordinance 17.04.350 "When access to or within a structure or an area is unduly difficult because of secured openings or where immediate access is necessary for life saving or firefighting purposes, a key box will be required and installed in an accessible location. The key box shall be a type approved by the Carlsbad Fire Marshal, and shall contain keys to gain necessary access to the building, as required by the Carlsbad Fire Department." > NOTE: Add the above note onto the plans and show Key Boxes at every new perimeter gate (within the scope of this project) that the owner intends to lock. In addition, add an ID # tag to each gate, provide panic harciware, and coordinate with the door schedule on Sheet A10.0.1. (3) Has the City of Carlsbad Fire Marshal reviewed and approved the required fire protection features listed in items a. and b.? a. HYDRANT AND FDC PLAN [• Yes • No]: If yes, please provide documentation and/or letter with the CB Application # and the date in which the following items were approved: Civil drawings and underground fire protection plans indicating locations of current and proposed fire hydrants, back flow prevention devices, sprinkler control valves, and FDC locations. The Flre Flow requirements for each "Mechanical Equipment Building" must be determined by the Carlsbad Fire Marshal and approved in accordance with Carlsbad Municipal Fire Prevention Code Section 17.04.360. b. FIRE DEPARTMENT ACCESS PLAN [• Yes • No]: If yes, please provide documentation and/or letter with the CB Application #, name of fire official, and date when the FD Access Plan was approved. The site plan must demonstrate that the approved emergency access and flre apparatus access roads meet the 150'-0" requirement, in accordance with 2010 CFC, Sections 503.1.1 and 504.1. The emergency access/roadway plan must also show no parking flre lanes, as per the Carlsbad Municipal Fire Prevention Code 17.04 and the CFC, Section 503.3. All site conditions must be reviewed and approved by the City of Carlsbad Fire Marshal. > NOTE: If the existing Service Road serves as the "approved emergency access and flre apparatus access road" for the 2014 WATER PARK EXPANSION PROJECT; then please provide documentation and/or a letter stating that the city concurs and approves the existing site conditions for this purpose. Include the CB Application #, name of the approving fire official, and date of approval. (4) To determine the requirements for "Area Modifications" and/or "Buildings on the Same Lot" and/or "Mixed Occupancy Buildings with Groups A-1 and A-2;" the Architect (AOR) must provide a fully dimensioned site plan drawn to scale. Refer to 2010, CBC Sections 107.2.5; 503.1.2; 506.1 Include the following: a. Clearly dimension buiiding setbacks from property lines [distance to lot lines], street centerlines, and from all adjacent buildings and other structures on the site plan. (Include North, East, South, and West orientations). b. Provide a statement on the site plan stating: "Ali property lines, easements and buildings both, existing and proposed, are shown on this site plan." c. The dimensioned site plan [drawing] must show which buildings are grouped together as a single mixed use building. Provide a separate code analysis for each group of buildings. d. Separate occupancies must be separated from adjacent occupancies in accordance with 2010 CBC, Table 508.4. For example: The "B" and "A-2" occupancies require a 2-Hour separation if constructed without fire sprinklers. (5) Clarify if project is in Carlsbad "High Fire Hazard Severity Zone" as per Carlsbad Ordinance 17.04.090. SHEET A2.1.1. ACTIVITY POOL MECHANICAL BUILDING - FLOOR AND ROOF PLAN: (1) Provide a completed, signed/dated copy of the County of San Diego Hazardous Materials Questionnaire- 1971 Form (See attached). (2) The provisions of CBC 2010, Section 414 apply to the activity pool mechanical building; therefore additional information is required. Please provide a Technical Report and Opinion to determine the correct occupancy classification and applicable code requirements. The Hazardous Materials Technical Report must be completed by a qualified person, firm or corporation that is accepted and approved by the city of Carlsbad. At minimum, the hazmat tech. report must include, but is not limited to the following information: • Provide a code analysis of the water filtration and water treatment process in the activity pool mechanical equipment building; the analysis should include a full description of the entire water treatment process. The Hazardous Materials Technical Report must determine the correct occupancy classification and identify all the requirements for the activity pool mechanical equipment building. • A chemical inventory of every hazardous substance stored and used in the acfivity pool mechanical building. Acid, Chlorine. C02, etc. • List and specify quanfities of every combusfible and/or flammable solids, liquids, and gases stored and used in the activity pool mechanical building, as listed throughout the 2010 CBC, Section 414, and 2010 CFC, Chapter 27. Acids, Chlorine, C02, etc. • Copies of Safety Data Sheets for every hazardous substance stored and used in the acfivity pool mechanical building. Acid, Chlorine, C02, etc. • Capacity, size, and volume of any (above or below ground) storage tanks and disclose of their contents. • Requirements for Class 1, Division 1 or 11 electrical systems in the storage room and/or other areas of the activity pool mechanical building (corrosion resistant, intrinsically safe, explosion/vapor proof, etc.). • Ventilafion and air exchange calculafions based on volume of each space, as required by the 2010 CFC and the 2010 CMC; applies to all areas and rooms within the activity pool mechanical building. • Plumbing - Corrosion resistant fixtures and piping listed for water treatment and hazardous materials waste. • Fire protection and emergency alarms required for each "mechanical building;" includes detecfion systems for chlorine and C02, etc. • Fire-Resisfive-Rafing and construcfion requirements for H-Occupancies. • Requirements for spill controi, drainage, and containment. • Egress requirements for H-Occupancies, fire-resisfive opening protecfion (doors and glazing), egress doors swinging in the direction of travel, where required. > NOTE: The Building Code Data (code analysis) and scope of work statement on sheet 001 must reflect the requirements specified in the Hazardous Materials Technical Report and all drawings must be revised in accordance with the provisions listed in the report. (3) Specify the nonabsorbent floor material, slope, and drainage requirements for equipment room #101, refer to 2010 CBC, Section 3121B. (4) Specify 1-hour fire-resisfive construcfion for the area/room housing the chlorination equipment, in accordance with 2010 CBC, Section 3122B. (5) Clarify Legend tag #P4 that references Sheet A9.1; this Sheet is mislabeled and detail P4 referenced on Sheet A9.0.1 does not depict a 1-Hour wall assembly. (6) Provide a drawing that has wall assembly details specific to 1-hour flre barriers, as required for occupancy separafions. Wall details must reference approved assembly #'s from 2010 CBC, Table 720.1(2), Gypsum wallboard Associafion, or U.L, whichever is most appropriate; coordinate with wall legend and drawing scheme, refer to 2010 CBC, 707.3.8 (NOTE: Sheet A9.1 is missing from check set). (7) Show fire extinguishers of the appropriate size, class, and type; in all areas of the activity pool mechanical building. (8) Add a note on the plans that describes all applicable flre exfinguisher installafion requirements for this project; mounfing heights for portable fire exfinguishers having a gross weight above or below 40 pounds shall be installed in accordance with 2010 CFC, Sections 906.9,1 through 906.9.3 [California Code of Regulations, Title 19, Division 1; §567.6 Mounting]. (9) Specify Class of rooflng material, in accordance with 2010 CBC, Chapter 15. (10) The design and construcfion of the enfire roofing system must comply with the provision of "Carlsbad Roof Policy 80-6, Intent "B" and revise drawings where required (TYPICAL - all roof plan dwgs). a) Imprint Carlsbad Policy 80-6 to roof plan. Provide a note that Intent B (Fireman Safety) will be maintained on previously approved roofs or provided on roofs of new buildings. b) Indicate provisions taken to comply with Carlsbad Policy 80-6 Intent B. (Fireman Safety) where mulfiple roof units are added; provide notes details, etc. SHEET A2.2.1. RESTROOM - FLOOR AND ROOF PLAN: (1) Show fire exfinguishers of the appropriate size, class, and type. (2) Add a note on the plans that describes all applicable fire exfinguisher installafion requirements for this project; mounfing heights for portable fire extinguishers having a gross weight above or below 40 pounds shall be installed in accordance with 2010 CFC, Secfions 906.9,1 through 906.9.3 [California Code of Regulations, Title 19, Division 1; §567.6 Mounting]. (3) Specify Class of rooflng material, in accordance with 2010 CBC, Chapter 15. (4) The design and construcfion of the entire roofing system must comply with the provision of "Carlsbad Roof Policy 80-6, Intent "B" and revise drawings where required (TYPICAL - all roof plan dwgs). c) Imprint Carlsbad Policy 80-6 to roof plan. Provide a note that Intent B (Fireman Safety) will be maintained on previously approved roofs or provided on roofs of new buildings. d) Indicate provisions taken to comply with Carlsbad Policy 80-6 Intent B. (Fireman Safety) where mulfiple roof units are added; provide notes details, etc. SHEET A2.3.1. CHANGING/LOCKER BUILDING - FLOOR AND ROOF PLAN: (1) Show flre exfinguishers ofthe appropriate size, class, and type. (2) Add a note on the plans that describes all applicable fire extinguisher installafion requirements for this project; mounfing heights for portable fire exfinguishers having a gross weight above or below 40 pounds shall be installed in accordance with 2010 CFC, Sections 906.9,1 through 906.9.3 [California Code of Regulations, Title 19, Division 1; §567.6 Mounting]. (3) Specify Class of roofing material, in accordance with 2010 CBC, Chapter 15. (4) The design and construcfion of the entire roofing system must comply with the provision of "Carlsbad Roof Policy 80-6, Intent "B" and revise drawings where required (TYPICAL - all roof plan dwgs). e) Imprint Carlsbad Policy 80-6 to roof plan. Provide a note that Intent B (Fireman Safety) will be maintained on previously approved roofs or provided on roofs of new buildings. f) Indicate provisions taken to comply with Carlsbad Policy 80-6 Intent B. (Fireman Safety) where mulfiple roof units are added; provide notes details, etc. SHEET A2.5.1. WAVE POOL MECHANICAL BUILDING - FLOOR AND ROOF PLAN: (1) Provide a completed, signed/dated copy of the County of San Diego Hazardous Materials Quesfionnaire- 1971 Form (See attached). (2) The provisions of CBC 2010, Secfion 414 applies to the wave pool mechanical building; therefore addifional information is required. Please provide a Technical Report and Opinion to determine the correct occupancy classificafion and applicable code requirements. The Hazardous Materials Technical Report must be completed by a qualifled person, firm or corporafion that is accepted and approved by the city of Carlsbad. At minimum, the hazmat tech. report must include, but is not limited to the following informafion: • Provide a code analysis of the water filtration and water treatment process in the wave pool mechanical equipment building; the analysis should include a full descripfion of the enfire water treatment process. The Hazardous Materials Technical Report must determine the correct occupancy classificafion and identify all the requirements for the wave pool mechanical equipment building. • A chemical inventory of every hazardous substance stored and used in the wave pool mechanical building. Acid, Chlorine. C02, etc. • List and specify quantifies of every combusfible and/or fiammable solids, liquids, and gases stored and used in the wave pool mechanical building, as listed throughout the 2010 CBC, Section 414, and 2010 CFC, Chapter 27. Acids, Chlorine, C02, etc. • Copies of Safety Data Sheets for every hazardous substance stored and used in the wave pool mechanical building. Acid, Chlorine, C02, etc. • Capacity, size, and volume of any (above or below ground) storage tanks and disclose of their contents. • Requirements for Class I, Division 1 or 11 electrical systems in the storage room and/or other areas of the wave pool mechanical building (corrosion resistant, intrinsically safe, explosion/vapor proof, etc.). • Ventilafion and air exchange calculafions based on volume of each space, as required by the 2010 CFC and the 2010 CMC; applies to all areas and rooms within the wave pool mechanical building. • Plumbing - Corrosion resistant fixtures and piping listed for water treatment and hazardous materials waste. • Fire protecfion and emergency alarms required for each "mechanical building;" includes detection systems for chlorine and C02, etc. • Fire-Resisfive-Rating and construcfion requirements for H-Occupancies. • Requirements for spill control, drainage, and containment. • Egress requirements for H-Occupancies, fire-resisfive opening protecfion (doors and glazing), egress doors swinging in the direcfion of travel, where required. > NOTE: The Building Code Data (code analysis) and scope of work statement on sheet 001 must reflect the requirements speeifled in the Hazardous Materials Technical Report and all drawings must be revised in accordance with the provisions listed in the report. (3) Specify the nonabsorbent floor material, slope, and drainage requirements for equipment room #101, refer to 2010 CBC, Section 3121B. (4) Specify 1-hour fire-resisfive construcfion for the area/room housing the chlorination equipment, in accordance with 2010 CBC, Section 31228. (5) Show flre exfinguishers of the appropriate size, class, and type; in all areas of the acfivity pool mechanical building. (6) Add a note on the plans that describes all applicable fire exfinguisher installafion requirements for this project; mounfing heights for portable fire exfinguishers having a gross weight above or below 40 pounds shall be installed in accordance with 2010 CFC, Secfions 906.9,1 through 906.9.3 [Catifornia Code of Regulations, Title 19, Division 1; §567.6 Mounting]. (7) Specify Class of rooflng material, in accordance with 2010 CBC, Chapter 15. (8) The design and construcfion of the enfire rooflng system must comply with the provision of "Carlsbad Roof Policy 80-6, Intent "B" and revise drawings where required (TYPICAL - all roof plan dwgs). g) Imprint Carlsbad Policy 80-6 to roof plan. Provide a note that Intent B (Fireman Safety) will be maintained on previously approved roofs or provided on roofs of new buildings. h) Indicate provisions taken to comply with Carlsbad Policy 80-6 Intent B. (Fireman Safety) where mulfiple roof units are added; provide notes details, etc. SHEET A2.6.1. SPEEDORZ ARENA SHADE COVER - FLOOR PLAN. ROOF PLAN & ELEVATIONS: (1) Show flre exfinguishers ofthe appropriate size, class, and type. (2) Add a note on the plans that describes all applicable fire exfinguisher installafion requirements for this project; mounting heights for portable fire exfinguishers having a gross weight above or below 40 pounds shall be installed in accordance with 2010 CFC, Sections 906.9,1 through 906.9.3 [California Code of Regulations, Title 19, Division 1; §567.6 Mounting] SHEET A9.0.1. PARTITION TYPES: (1) Provide a drawing that has wall assembly details specific to 1-hour fire barriers, as required for occupancy separafions. Wall details must reference approved assembly #'s from 2010 CBC, Table 720.1(2), Gypsum wallboard Associafion, or U.L, whichever is most appropriate; coordinate with wall legend and drawing scheme, refer to 2010 CBC, 707.3.8 (NOTE: Sheet A9.1 is missing; refer to Sheet A2.1.1, Legend for P4 call-out). SHEET A10.0.1. GENERAL NOTES. DOORS. SCHEDULES. FINISHES: (1) Provide a schedule in "Matrix" format lisfing every fabric and material used for the shade/tent covering, as well as every other fabric or material used for netting; themed walls with nets; fabric canopy at the restroom building; free standing fabric canopy; stretched fabric; and ragged fabric valance. The matrix must be comprehensive to the extent it clearly lists the code provisions and fiame retardant regulations for each fabric or material installed as new. Refer to 2010 CFC, Chapter 24; and Tifie19, Chapters 2, 7, and 8. > Retrieved from http://osfm.fire.ca.qov/strucflreenqineer/pdf/flameretardant/FrReqs.pdf > NOTE: Fiame Retardant informafion, as shown on the labels of each shade or tent covering must be added onto the plans. 1) Revise the door schedule to specify "Panic Hardware" for all gates serving as part of the required means of egress; coordinate with the site plan. 2) Provide speciflcations and California State Fire Marshal lisfings and other acceptance criteria for fiame spread and smoke developed index for wall finish material and corner guards, 2010 CBC, Section 803.1.2. 3) Denote all furnishings and evidence of compliance with 2010 CFC, Secfion 808. 4) Provide speciflcafions and other acceptance criteria for flame spread and smoke developed index for furniture. 5) Denote all decorative materials and trim and evidence of compliance in accordance with 2010 CFC 807.2 SHEET AC-100. ABBREVIATIONS. SYMBOLS. SPECS. AND LEGENDS: 1) Add the following note onto the plans: • All work shall be in accordance with the 2010 California Mechanical Code (CMC) Part 4, Tifie 24, California Code of Regulations (CCR) Based on the 2009 Uniform Mechanical Code (UMC) with 2010 Amendments SHEET AD-3.2. HARDSCAPE DETAILS: (1) Call-out and specify panic hardware for gates serving as part of the required means of egress; coordinate with the door schedule on Sheet Al 0.0.1. SHEET C-1.1. UTILITY SITE (PLAN): (1) Update the Civil Legend to include the following: • Back flow prevention device symbol • Base of riser symbol • Fire department connection symbol • Fire hydrant symbol • Post indicator valve symbol • Thrust block symbol • Underground sectional valves for flre lines (symbol) SHEET C2.0. UTILITY SITE (PLAN): (1) Provide a copy of the approved CIVIL DRAWINGS that show the required flre protecfion components, devices, and equipment applicable to this project. The underground plans for fire protecfion must comply with State Codes, Nafional Standards [NFPA 24], and Ordinances adopted by the City of Carlsbad Fire Department. > NOTE: Civil drawings must have the Design Engineers (P.E.) stamp and license informafion with signature and must also have the fire marshal's stamp with wet signature). (2) Clarify the PSI rating for the U/G AWWA C900 piping: Is it CL-150 or CL-200? (3) Provide pipe restraint informafion and/or define thrust block (T.B.) requirements for (N) U/G flre line; include applicable details, notes, and T.B. calculafions. Show thrust blocks at every change of direction, i.e. 45° degree angles, etc. (4) Clarify type of pipe, size, and configurafion at "Base-of-Riser" [flange] to 5'-0' outside of building. Provide a detail depicting this secfion of the U/G piping and call-out stainless steel or ducfile-iron, etc. (5) Clarify provisions for separate control valves (P.I.V's) and separate (FDC's) for each building. > NOTE: Closing the O, S, &Y valves on a backfiow prevenfion device that serves mulfiple buildings cannot place all buildings out of service; where this is the case, each building would require its own fire department connecfion. (6) Provide details, installafion notes, and flushing/hydrostafic testing requirements for U/G fire line piping. SHEET E001: 1) Add the following note onto the plans: • All work shall be in accordance with the 2010 California Electrical Code (CEC) Part 3, Tifie 24, California Code of Regulations (CCR) Based on fhe 2008 National Electrical Code (NEC) with 2010 Amendments 2) Delete all references to the NEC. SHEET E002. LUMINAIRE SCHEDULE: 1) Add the following notes under the Luminaire Schedule: • Means of egress illuminafion level shall be not less than 1-foot candle at the walking surface and equipped with not less than 90-minute battery backup, 2010 CBC, Secfion 1006 • Exit signs shall be illuminated at all times and equipped with not less than 90-minute battery backup. 2010 CBC, Section 1011.5.3 SHEET E010: 1) Add the following note onto the plans: • All work shall be in accordance with the 2010 California Electrical Code (CEC) Part 3, Tifie 24, California Code of Regulations (CCR) Based on the 2008 National Electrical Code (NEC) with 2010 Amendments 2) Delete ali references to the NEC. 3) Provide means of egress illuminafion along path of travel at every walkway and extend illuminafion coverage to the exit discharge; also clarify illuminafion power in accordance with CBC, Sectioni006.3. SHEET P-100. ABBREVIATIONS. SYMBOLS. NOTES. AND LEGENDS: 1) Add the following note onto the plans: • All work shall be in accordance with the 2010 California Plumbing Code (CPC) Part 5, Tifie 24, California Code of Regulations (CCR) Based on the 2009 Uniform Plumbing Code (UPC) with 2010 Amendments SPECIAL NOTE TO THE ARCHITECT OF RECORD (AOR) AND THE M.E.P. DESIGNER ENGINEERS: • The remaining M.E.P. and SP drawings will be reviewed after the Hazardous Materials Technical Reports are completed. • Pease ensure that all code requirements identified in the initial plan review, as well as the requirements stipulated in the Hazardous Materials Technical Reports are incorporated into the design and construction of the Activity and Wave pool buildings. • Submit original copies of the Hazardous Materials Technical Reports with the revised plans. END OF COMMENTS 10 •Apel r-w landscape architects inc. November 20, 2013 Mr. Curt Culver ^^^S/Ou. EsGil Corporation ^QA* 9320 Chesapeake Drive, Suite 208 San Diego, CA 92123 Subject: Resubmittal for LEGOLAND 2014 Water Park Expansion. 1 LEGOLAND Drive, Carlsbad, CA Plan Check No. 13-2320 Dear Curt, Please find accompanying this letter our resubmittal for the above named project. Following Is our response to plan check comments from EsGII's first review dated October 9, 2013. Responses follow the numbering of EsGil's review letter. GENERAL 1. We are using option #2. One set of plans is submitted directly to Esgil, one set directly to Daryl K. James & Asso. (fire plan check), and two remaining sets to the City of Carlsbad for engineering and planning review. 2. The City crossed out portions of the work on the application form (Janet Altar) when we submitted to the counter. We believe she crossed out items that do not get calculated into the fees. The work of this permit is as submitted on the drawings. Please contact Janet if you have questions. 3. A construction cost estimate is attached. Not all items listed on the estimate may be applicable for permit fee calculations. Let us know if you need this broken down differently. PLANS 4. All sheets are now stamped and signed. 5. Empty reference bubbles, notes, etc., are completed. 6. No hazardous materials exceeding the quantities listed in IBC tables will be stored within buildings. The chemical to be stored is limited to dry chlorine tablets for swimming pool water treatment. With this system, acid is not necessary and no acid will be stored. Previous references to an "acid room" have been removed from the plans (see shts 1/A2.1.1 & 1/A2.5.1). The following documentation is submitted to clarify the chemicals to be stored: a. Letter, Patrell Engineering Group, October 23, 2013, re; Legoland Chemical Requirements. b. San Diego Region Hazardous Materials Questionaire (signed and approved by County DEH). 571-B Hygeia Avenue, Leucadia, CA 92024 • tel & fax 760-943-0760 • rwapel2@cox.net • CA License 2825 Page 2 —-——-cr-MateriaM 7. See specification sheet ASP-2, Tensioned Fabric Shade Structures, Section I.2.B. for the specified Califomia State Fire Marshal listed product. Submittal of evidence of fire marshal listing is a deferred submittal per sheet 001 (to be provided by the Contractor/supplier as part of submittal process). 8. See specification sheet ASP-3, Section Built Up Roofing, for roofing material manufacture's name, product name/number and ICC approval number, or equal. ACCESSIBILITY 9. For the "complex" ramp system, see plan enlargement sheet AD-2.3 and the referenced details 1/AD3.8 and 2/AD3.8. See handrail detail 2/AD3.3. For grading of ramps, see Grading plans sheet numbers 6 and 8. 10. Forthe less complex ramp, see sheets ADI.3 and ADI .7, and Grading plan sheet 7. See handrail detail 2/AD3.3. 11. Wing walls added to drinking fountain. See sheet A2.2.1 and detail 16/A9.0.2. GREEN BUILDING STANDARDS 12. A SWPPP (Storm Water Pollution Prevention Plan) has been prepared and submitted to the City of Carlsbad Engineering Department for approval. The project is more than 1 acre. See added California green building standard sheet AO.0.4. 13. See added California green building standard sheet AO.0.4. 14. See added California green building standard sheet AO.0.4. 15. See added California green building standard sheet AO.0.4. 16. See added California green building standard sheet AO.0.4. 17. See added California green building standard sheet AO.0.4. 18. See added California green building standard sheet AO.0.4 & P-100, "Mandatory Conservation Notes." 19. See added California green building standard sheet AO.0.4. STRUCTURAL 20. See attached geotechnicai review letter, Leighton & Associates, Inc., November 20, 2013. 21. We will submit the Special Inspection form to the building department priorto issuance of the permit. ADDITIONAL 22. Please see attached letters from exp engineers for response to MEP comments. 23. Done. 24. Changes have been made to the plans not resulting from this correction list as follows: a. New sheets are added to the set. These are shown clouded on the sheet index, sheet 001-Cover Sheet. b. The civil sheets, which included the grading, storm drainage and wet utilities, have been removed from the building permit drawings at the request of the Carlsbad engineering department. These sheets are now being processed as a separate grading permit. The site retaining walls are also included in the grading R. W. Apel Landscape Architects, Inc. 571-B Hygeia Avenue, Leucadia, CA 92024 • tel & fax 760-943-0760 • rwapel2@cox.net • CA License 2825 Page 3 permtt set.-i'trextvtliTlaTTs^^area^^ poFmit^et-few— reference purposes. The plans are currently in the plan review process and are subject to future correction. c. Plan changes since the first review submittal are clouded and identified by delta numbers "1", "A" and "B". Minor revisions that are for graphic or drawing clarity purposes (including dimensioning, etc.) are not necessarily clouded. d. The "Mount Cavora" feature was listed as a deferred submittal in the first review. It is now included in this resubmittal~see sheets SS-1.0 and SS-2.0. Structural calculations (Turley Engineering) are submitted herein. e. Drawings by White Water West for the water slide play structure are added to the set (see sheet index). Sheets for the water slide play structure itself are for reference only (listed as "ref in the sheet index), since the play structure is not a building permit item but is subject to State of California review and inspection. The foundation for the slide structure is a part of the buiiding permit and is shown on sheets P300, S320, S321 for review. Structural calculations are submitted herein. f. Supplemental Structural Calculations are submitted for revised drawings (Dunn Savoie Inc., November?, 2013). g. City of Carlsbad Planning and Engineering departments provided no comments from the first review to address (other than transferring the civil sheets to a separate grading permit). h. Changes to Plumbing Plans: • Change 1: Revised note #3 under Materials Notes section (P-100). • Change 2: Added note #15 under Materials Notes section (P-100). • Change 3: Revised instantaneous water heater specification (WH-2) to a light duty commercial storage water heater (P-101). • Change 4: Updated Plumbing Equipment Schedule to include expansion tank (ET-2) specification (P-101). • Change 5: Revised grease interceptor model number (P-101). • Change 6: Updated cold water and sanitary pipe routing at activity pool buildings to match updated Civil drawings (P-150). • Change 7: Updated site plan to include storm water point-of-connection for restroom (P-150). • Change 8: Revised sanitary line size serving activity pool building to 4" (P-150) • Change 9: Revised gas pipe routing to match Civil drawings (P-150). • Change 10: Revised note on sheet to include gas regulator specification (P-150). • Change 11: Updated "Above Slab Plan" to indicate primary and secondary storm drain pipe sizes (P-201). • Change 12: Revised Key Note #7 to include gas regulator specification. (P-201). • Change 13: Revised water heater callout on floor plan (P-203). • Change 14: Updated sink callout in both pool equipment rooms to service sink (SS-1).(P-203). • Change 15: Revised plumbing pipe routing in activity pool equipment room based on updated architectural backgrounds (P-203). • Change 16: Added Key Note 15, & 16. (P-203). R. W. Apel Landscape Architects, Inc. 571-B Hygeia Avenue, Leucadia, CA 92024 • tel & fax 760-943-0760 • rwapel2@cox.net • CA License 2825 Page 4 — ——•-•Chongo 4?T equipment room. (P-203). • Change 18: Added sanitary line to serve new pump pit in the wave pool equipment room. (P-203). • Change 19: Revised sanitary line size reference in Key Note 8. (P-203). • Change 20: Revised Key Note #4 to include gas regulator specification. (P-203). • Change 21: Updated location of storm drain down spout for activity pool building to match updated architectural backgrounds. (P-204). • Change 22: Updated Detail 14 based on revised electric water specification. (P-501). • Change 23: Updated Detail 1 to reference structural drawings. (P-501). • Change 24: Updated total quantity of fixtures on table. (P-601). • Change 25: Updated total quantity of fixtures on table. (P-602). • Change 26: Updated water and sanitary riser diagrams to match updated pipe routing on floor plan. (P-602). • Change 27: Updated sanitary riser diagram to incorporate sump pump discharge. (P-602 & P-603). • Change 28: Updated sink and water heater call-outs to SS-1 and WH-2, respectively. (P-602 & P603). i. Changes to Mechanical Plans: • Change 1: Added EF-7 to Exhaust Fan Schedule. (AC-101). • Change 2: Updated locations of door louvers based on updated Architectural background. (AC202). • Change 3: Added EF-7 to roof plan. (AC-202). • Change 4: Added ductwork and thermostat associated with EF-7 to floor plan. (AC-202). • Change 5: Revised Exhaust Fan Control Schematic to incorporate EF-7. (AC-701). j. Changes to Electrical Plans: • Lighting control panels have been shown to connect to existing park lighting control infrastructure. Light fixtures have been re-circuited to route through these lighting control panels. See sheets E010, E011, E102, E104, E105. • Equipment layout in Dining area adjacent to mobile food kitchen has been updated. See sheet E106. • Light fixture 'F3' has been added to the fixture schedule. See sheet E002. • Add conduit pathway from the electrical yard to the inside of the building for network cabling at Wave Pool machine building has been added to the drawings. See sheet E105. • Grounding bus bars have been added into the pool mechanical rooms and tied into the grounding grids. See single line diagrams on sheets E200&E201. • E-stop button stations have been added to the site power/lighting plan and shown to be circuited with UPS back-up power. See sheet EOI 0. • Add general construction notes to sheet E001. • Show pool equipotential grounding on site plan, sheet E010. R. W. Apel Landscape Architects, Inc. 571-B Hygeia Avenue, Leucadia, CA 92024 • tel & fax 760-943-0760 • nivapel2@cox.net • CA License 2825 Page 5 E105. Add power to new EF-7 on sheet El01. Show grounding of chain link fence around equipment yard on sheet E101 and E105. Add telecom ground bus bar in Sound Room on sheet El 01. Revised the locations of the power and communications stub up for the electrified lockers on sheet E103. Revised Ground Bus detail 6/E401 to match the bare copper ground sizes shown on the single line diagrams. Revised single line diagrams on sheet E200 and E201. PLUMBING AND MECHANICAL CORRECTIONS GENERAL AND ARCHITECTURAL PME ITEMS 1. Pool plans are currently in plan check review by the health department. Will submit evidence of approval when received. 2. Will submit evidence of health department approval of kitchen hook up when received. 3. No hazardous materials exceeding the quantities listed in IBC tables will be stored within buildings. The chemical to be stored is limited to dry chlorine tablets for swimming pool water treatment. With this system, acid is not necessary and no acid will be stored. Previous references to an "acid room" have been removed from the plans (see sheets 1/A2.1.1 & 1/A2.5.1). The dry chlorine tablets will be stored in the rooms labeled "storage" on sheets 1/A2.1.1 and 1/A2.5.1. The following documentation is submitted to clarify the chemicals to be stored: • Letter, Patrell Engineering Group, October 23, 2013, re: Legoland Chemical Requirements. • San Diego Region Hazardous Materials Questionaire (signed and approved by County DEH). • Material Safety Data Sheet for Calcium Hypochlorite Tablets. 4. The above chemical information is included in the fire plan check resubmittal. 5. No acid is proposed to be used or stored. 6. 42" high guard rails have been added to all roof equipment within 10 feet of roof edge. See sheet A2.1.1 and A2.5.1. PLUMBING 7. Refer to Architectural response. 8. Refer to previously submitted Sheet P-100, "Materials Notes" section. 9. For the LEGOLAND project, the City Engineering Department reviews the site water and sewer distribution plans, even though they are private. This has been the procedure since the original construction of the park and all subsequent expansion projects. Consequently, sheet C2.0-Utility Plan has been removed from the building permit set of drawings and is now a part of the Precise Grading Plans submitted to the City Engineering Department for review and approval. The grading plans are attached to the end of the building permit set for your reference. Refer to Sheet P-150 for all new gas piping for this project. R. W. Apel Landscape Architects, Inc. 571-B Hygeia Avenue, Leucadia, CA 92024 • tel & fax 760-943-0760 • nwapel2@cox.net • CA License 2825 Page 6 This sewer is sized for a hub drain that receives 300 GPM discharge. Per CPC Section 702.3, this equates to 600 fixture units. Table 7-5 lists a maximum of 576 fixture units at 1% slope for a 6" pipe. As a result, 8" service size is provided. c. City Engineering Dept. will plan check the site sewer system as explained above. The existing sewer line shown under the Activity pool is over 10' deep and barely skirts the edge ofthe pool. The Activity pool is only 12" deep, so we see no conflict that would justify relocation of the sewer line. d. City Engineering Dept. will plan check the site sewer system as explained above. e. The domestic water supply is 2 ^/4". Civil plans have been updated accordingly. 10. Elevations for existing sewer manhole and restroom finished floor are shown on revised Sheet P-150. No backwater valves are required. 11. See our response to comment #9 regarding the provision of plans for water lines from the public water meters to the new fixtures. City Engineering will plan check the proposed site water lines. Updated GPM values, velocity values, and water demand calculations are given on revised Sheet P-101. 12. Refer to Detail 8 on revised Sheet P-501. Vent not required as pressure regulator is located outside of building. 13. Refer to revised Sheet P-100 for gas site piping plan and connected loads. Refer to revised Sheet P-101 for gas sizing calculations. 14. Refer to Detail 10 on revised Sheet P-501. 15. Tempering valve (TV) serves all public use lavatories. Note added to plumbing equipment schedule on revised Sheet P-101 for TV to be ASSE 1017 compliant. 16. Plumbing Fixture Schedule on revised Sheet P-101 updated to reflect 1.28 gpf for water closets. 17. Plumbing Fixture Schedule on revised Sheet P-101 updated to eliminate noncompliant urinal. Remaining urinal is specified as 0.5 gpf. 18. Per previously submitted Sheet P-201, hot water to showers provided by a tempering valve. 19. Plumbing Fixture Schedule on revised Sheet P-101 updated to include open front type seat specifications for water closets. 20. Response: a. There are three (3) water heaters. The small electric water heaters are braced as described. Refer to Detail 14 on revised Sheet P-501. The large water heater is located on the roof. Refer to Structural plans for seismic bracing of this equipment. b. Combustion air design not required as water heater is located outside of building. c. Water heater is an outdoor unit provided with standard unit vent hood. d. Expansion tank provided. Refer to Details 1 and 14 on previously submitted sheet P-501. 21. Hot water recirculation system to each fixture not provided as part of this project. 22. Refer to "Grease Interceptor Calculafions" on previously submitted sheet P-100. 23. Refer to updated Sheet P- 202 for "Roof Drain Sizing Calculations". Roof drain locations are shown on this sheet as previously submitted. 24. Refer to Architectural response. 25. Refer to Detail 4 on previously submitted Sheet P-501. 26. Refer to Key Note 7 on revised Sheet P-203 for details on the activity pool make-up water line. Refer to previously submitted P-150 for details on the wave pool make-up water line. 27. Pool drainage is through a hub drain identified on previously submitted Sheet P-203. R. W. Apel Landscape Architects, Inc. 571-B Hygeia Avenue, Leucadia, CA 92024 • tel & fax 760-943-0760 • rwapel2@cox.net • CA License 2825 Page 7 "~—28. Refer tu mvibed Slieet P-100for"ldentificat^or^^efg•^ System" notes. MECHANICAL 29. Make-up air is provided for ail exhaust systems. The restroom building make-up air is through RTU-1. The pool equipment rooms use louvers as the source of make-up air. Intake sources are located so as to avoid recirculation of contaminated air within enclosures. 30. Response: a. Make-up air louvers are shown on the plans. b. Previously submitted Sheet AC-201 shows clearance for outside air intake for the restroom. Refer to revised Sheet AC-202 and AC-203 for clearance requirements on mechanical room intakes. c. All duct materials are suitable for non-corrosive vapors. No hazardous levels of chemical storage are anticipated. d. Table 5-5 and 5-6 from CMC added to revised Sheet AC-101. e. Separate and distinct systems are provided for incompatible materials. f. Duct cleanouts are not required for non-corrosive vapors. g. All equipment are not in a iocation where they are subject to physical damage. 31. Refer to attached cut sheets for domestic water heaters. Gas water heater is located outdoors. ELECTRICAL and ENERGY COMMENTS ELECTRICAL (2010 CALIFORNIA ELECTRICAL CODE) 1. Key note 7 on sheet E200 and E201 have been revised to say "emergency pool equipment shutoff'. 2. The details of the grounding system shown on sheets El01 and El 05 have been shown on the associated single line diagrams on sheets E200 and E201. 3. Key notes 3 and 4 have been revised on sheets El 01 and El 05 to note that the VFDs have an integral disconnect with lock out and tag out device as shown on the single line diagram. 4. Activity building grounding system has been shown on sheet E200, a ground bus bar has been shown in the sound room for intersystem bonding. 5. Acid storage is no longer proposed for use or storage in the project. See response #6 on page 1. Rooms previously identified for acid storage will now store dry chlorine tablets in sealed containers. 6. There is no lighting within the locker room; this building has a shade screen fabric roof. 7. The transformer has been graphically shown with minimum of 6" clearance on the sides and back, key note 22 has been added to sheet E105 specifying that the manufactures installation requirements and clearances shall be followed. 8. The circuit breaker size has been revised to match the feeder and panel board rating. 9. Site lighting is limited to two light poles and exterior stair lighting shown on sheet E010. This lighting is for maintenance purposes. The project area will not be open to the public after daylight hours, so more extensive lighting is not proposed. 10. There is no gas chlorination system proposed in the project (refer to pool plans for pool water treatment systems. Calcium hypochlorite in dry tablet form will be used for pool R. W. Apel Landscape Architects, Inc. 571-B Hygeia Avenue, Leucadia, CA 92024 • tel & fax 760-943-0760 • nwapel2@cox.net • CA License 2825 Page 8 "~ -watertreaLiTieMtrThe-rooms labeled-'3torage"-en tho architectural -flooHaiaas-sheets-^ A2.1.1 & A2.5.1 will be used to store the tablets in sealed containers. 11. Equipotential bonding detail/notes have been called out on the plan view. 12. Key note 3 has been added to sheet EOI 2, noting all associated AV equipment associated to the animation feature shall be grounded per CEC 680.54. 13. Signatures have been included on the Title 24 forms. Please do not hesitate to contact me if you have any questions. Sincerely, Richard W. Apel, ASLA Principal Cc: Chris Romero, LEGOLAND California Gerald Michaels, SMS Architects Walter Brennan Jr., exp. Bryan Wayne, Michael Wall Engineering Rhett Savoie, Dunn Savoie Inc. Douglas Ferrell, Patrell Engineering Group, Inc. Keith Hansen, O'day Consultants Robert Salgado, Daryl K. James & Associates R. W. Apel Landscape Architects, Inc. 571-B Hygeia Avenue, Leucadia, CA 92024 • tel & fax 760-943-0760 • nwapel2@cox.net • CA License 2825 EsGM Corporation In Partnership •with government for (BuiCding Safety DATE: October 9, 2013 • APPLICANT • JURIS. JURISDiCTiON: Carlsbad • PLAN REVIEWER • FILE PLANCHECKNO.; 13-2320 SETI PROJECT ADDRESS: 1 Legoland Dr. PROJECT NAME: Legoland Water Park Expansion I 1 The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. I I The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. XI The check list transmitted herewith is for your information. The plans are being held at Esgii Corporation until corrected plans are submitted for recheck. I [ The applicant's copy of the check list is enclosed for the jurisdiction to fon/vard to the applicant contact person. XI The applicant's copy of the check list has been sent to: Richard Apel I I EsGil Corporation staff did not advise the applicant that the plan check has been completed. IXI EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Richard Apel Telephone #: 760-943-0760 Date contacted: (by: ) Emaii: rwapel2@cox.net Fax #: Mail Telephone Fax In Person • REMARKS: By: Kurt Culver Enclosures: EsGil Corporation • GA • EJ • MB • PC 9/30/13 9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad 13-2320 Uctobef 9, 2013— PLAN REVIEW CORRECTION LIST COMMERCIAL IPLAN CHECK NO.: 13-2320 JURISDICTION: Carlsbad OCCUPANCY: Varies USE: Water Park TYPE OF CONSTRUCTION: V-B ACTUAL AREA: varies HEIGHT: varies SPRINKLERS?: Yes OCCUPANT LOAD: varies REMARKS: DATE PLANS RECEIVED BY JURISDICTION: 9/25/13 DATE PLANS RECEIVED BY ESGIL CORPORATION: 9/30/13 DATE INITIAL PLAN REVIEW COMPLETED: October 9, 2013 PLAN REVIEWER: Kurt Culver FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the California version of the International Building Code, Uniform Plumbing Code, Unifonn Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Code sections cited are based on the 2010 CBC, which adopts the 2009 IBC. The following items listed need clarification, modification or change. All items must be safisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2009 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e.. plan sheet number, specification section, etc. Be sure to enclose the marked up list when vou submit the revised plans. Carlsbad 13-2320 GENERAL 1. 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 ali 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 roufing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directiy to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporafion is complete. 2. On the permit application, portions of the proposed work were crossed out by someone. The application now conflicts with the actual work proposed on the plans. Please omit all conflicts. 3. Please provide a construction cost estimate for ALL work to be done under this permit. • PLANS 4. All sheets of the plans are required to be signed by the licensed architect or engineer responsible for the plan preparafion. California State Law. 5. Please fill in all empty reference bubbles, complete all notes, etc. 6. Provide a note on the plans indicafing if any hazardous materials will be stored and/or used within the building which exceed the quantities listed in IBC Tables 307.1(1) and 307.1(2). a) Of particular concern are the large amounts of acid/chorine. 7. The plans are showing a few different types of fabric roofing to be used. Please provide evidence that the fabric is California SFM-listed for each tvpe used. Carlsbad 13-2320 •-0etober-9r-30i3——•• —— —.—^ _...„„„.„ 8. Specify on the plans the following informafion for the roof materials, per Secfion 1506.3: a) Manufacturer's name. b) Product name/number. c) ICC approval number, or equal. • ACCESSIBILITY 9. Please provide detailed/dimensioned plans for the complex ramp system shown on sheet AD-1.2 to show that it fully complies with Title 24. 10. There are other less-complex ramps on the site: Please provide detailed information for them, too. 11. The drinking fountain on A2.2.1 must be within an alcove, or provided with wing walls, per Title 24. • GREEN BUILDING STANDARDS The California Building Standards Commission (BSC) has adopted the Green Buiiding Standards Code which became effective January 1, 2011 and must be enforced by the local building official. The following mandatory requirements for commercial construction must be included on your plans. The Green Building Standards apply only to newly constructed buildings throughout California. CGC 101.3 12. Note on the site plan that for projects of one acre or less the site shall be planned and developed to keep surface water away from buildings. A "SWPP" shall be provided and approved by the City Engineer, showing site grading and provide for storm water retention and drainage during construction. BMP's that are currently enforced by the city engineer must be implemented prior to initial inspection by the building department. CGC 5.106.1. 13. Note on the plans that exterior light pollution must comply with CGC section 5.106.8. 14. Submit to the Engineering Department or other Agency that regulates construction waste management a Waste Management Plan that outlines the items listed in CGC Secfion 5.408.2. 15. Note on the plans that a minimum of 50% of construcfion waste is to be recycled. CGC 5.408.3 16. Note on the plans that 100% oftrees, stumps, rocks, vegetation and associated soils primarily from the construcfion will be reused or recycled. CGC 5.408.4 Carlsbad 13-2320 "October 9, 20-^3 ______—_——__„. ,.—^ ^ 17. Note on the plans that VOCs must comply with the limitafions listed in Secfion 5.504.4 and Tables 4.504.1, 5.504.4.1 5.504.4.2, 5.504.4.3 and 5.504.4.5 for: Adhesives, Sealants, Paints and Coatings, Carpet and Composition Wood Products. CGC 5.504.4. 18. Note on the plans that prior to final approval of the building the licensed contractor, architect or engineer in responsible charge of the overall construction must complete and sign the Green Building Standards Certificafion form and given to the building department official to be filed with the approved plans. 19. Provide calculafions prepared by a licensed engineer that will show water consumpfion reducfion of 20% below the baseline water consumpfion listed in 5.303.2.2. In lieu of providing the calculafions, imprint on the plans Table 5.303.2.3, which lists fixtures that meet the 20% reducfion. CGC 5.303.2 TABLE 5.303.2.3 FIXTURE FLOW FIATES FIXTURE TYPE MAXIMUM FLOW RATE AT 20 % REDUCTION Showerheads 2 gpm @ 80 psi Lavatory faucets- nonresidenfial 0.4 gpm @ 60 psi Kitchen faucets 1.8 gpm @ 60 psi Wash fountains 1.8 [rim space (in.)/20 gpm @ 60 psi] Metering faucets 0.2 gallons/cycle Metering faucets for wash fountains .20 [rim space (in.)/20 gpm @ 60 psi] Gravity tank type water closets 1.28 gallons/flush^ Flushometer tank water closets 1.28 gallons/flush^ Flushometer valve water closets 1.28 gallons/flush^ Urinals .5 gallons/flush 1. Includes single and dual flush water closets with an effective flush of 1.28 gallons or less: Single flush toilets-The effective flush volume shall not exceed 1.28 gallons (4.8 liters). The effective flush volume is the average flush volume when tested in accordance with ASME A 112.19.233.2. Dual flush toilets-The effective flush volume shall not exceed 1.28 gallons (4.8 liters). The effective flush volume is defined as the composite, average flush volume of two reduced flushes and one full flush. Flush volumes will fae tested in accordance with ASIVIE A 112.19.2 and ASME A 112.19.14. Carlsbad 13-2320 20. Note on the plans that landscape irrigation water use shall have weather based controllers. CGC 5.304.3.1. . STRUCTURAL 21. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendafions in the soil report are properly incorporated into the plans (required by the soil report). 22. The City of Carlsbad requires that their Special Inspecfion form (attached) be completed and returned. • ADDITIONAL 23. Please see the following sheets for MEP correcfions. 24. To speed up the review process, note on this list (or a copy) where each correcfion item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. 25. Please indicate here if any changes have been made to the plans that are not a result of correcfions from this list. If there are other changes, please brieflv describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes • No 26. The jurisdiction has contracted with Esgii Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone numberof 858/560-1468, to perform the plan review for your project. If you have any quesfions regarding these plan review items, please contact Kurt Culver at Esgil Corporation. Thankyou. Carlsbad 13-2320 PLUMBING AND MECHANICAL CORRECTIONS PLAN REVIEWER: Glen Adamek GENERAL AND ARCHITECTURAL PME ITEMS 1. The City Building Official to review evidence of Health Department approval for public pools. 2. The City Building Official to review evidence of Health Department approval for proposed kitchen hook-up. 3. Please address the proposed pool chemicals (like acid and chlorine) as per the following. Provide data on the proposed hazardous materials to be stored and used. IBC 414. Present the description of the hazardous materials in a format that coincides with the material classifications found in CBC Tables 307.1(1) and 307.1(2). a) Clearly show the types of hazardous materials being stored or used. Provide a list of the proposed hazardous materials; include the material safety data sheets (MSDS), if applicable. b) Clearly show the amounts for each type of hazardous material to be stored and in use. c) Clearly show the locations in the building where each type of hazardous material is being stored or used. d) Note: If hazardous materials are present in any amount, fonward this informafion to the mechanical designer for design compliance with CMC Chapter 5. 4. The Fire Department must review the required hazardous material opinion report. The Building Official to check for Fire Department's approval of the required hazardous material opinion report. 5. If an H-occupancy is required for acid storage show spill control, containment, ventilation rates and ventilation controls. 6. Please correct the drawings to show the required 42 inch tall "Guards" (guard rails) as per IBC, Section 1013.5: "Where appliances, equipment, fans, roof hatch openings or other components that require sen/ice are located within 10 feet of a roof edge or open side of a walking surface..." PLUMBING (2010 CALIFORNIA PLUMBING CODE) 7. Provide calculafions to show compliance with CPC Secfion 412.0 & Table 4-1, (Minimum Plumbing Facilities). 8. Provide a plumbing material schedule on the plans describing the following systems: Potable water piping, the drain, waste, and vent piping, gas piping, and the roof drains. Carlsbad 13-2320 "O?rCErtjer^-20t3 — —- — ——..-_„...^ .,— 9. Provide the site plumbing plans showing the sizes and locations of the gas meters and water meter; and the sizes, routes, and slopes of the building sewer, site gas lines, and site water lines. The "Ufility Plan (Site)" sheet C2.0 does not comply with the California Plumbing Code. The City Building Department issues permits and inspects the "Private Plumbing Systems". Not the City Engineer. a) The new 8 inch private building sewer may not drain into a 6 inch sewer line. b) The 8 inch private building sewer is over sized as per CPC, Table 7-8. As per CPC, Section 717.0. c) The sheet C2.0 shows an exisfing private building sewer line within or under the new proposed Activity Pool. Please relocate the existing private building sewer line and/or the new proposed Activity Pool. d) Please provide sizing calculations for the exisfing and new private building sewer lines from the new connecfions to the connections to the public sewer system. The existing and the new private building sewer lines do not seem to be sized correctly. e) The civil site plans describe a 1" water supply to the restroom building, the plumbing plans a 2 34"? Please clarify. 10. Please show the upstream sewer manhole rim and finished floor elevafions. Provide backwater valves for all fixtures instaiied on floor levels below the next upstream manhole rim elevation. (Only fixtures installed on floor levels below the next upstream manhole rim elevation may flow through a backwater valve.) CPC 710.1 11. Correct the water line sizing calculafions on sheet P-101: Please provide plans and sizing calculations from the public water meters to the new water fixtures: Include the water pressure, pressure loss calculafions, water demands, and the developed pipe lengths, as per CPC, Secfion 610.0 or Appendix 'A'. Please show all exisfing and new water demands on the private site water system and at each public water meter. Also, GPM values and velocities in the pipe sizing tables on sheet P-101 do not match the CPC, Chart A-4 for copper tubing. Please correct. (8 ft/sec. through a 2 inch copper tube is only about 70.5 GPM. Not the 80 GPM shown.) Please correct all GPM values and velocity values. No hose bibs and/or fill lines for the pools and water features included in water demands. 12. Detail the gas regulator requirements: An accessible shut-off valve installed upstream of the regulator and vented to the exterior. CPC 1209.7 & 1211.10. 13. Provide gas line plans and calculafions, from the public gas meter to the new gas fired equipment, showing gas pressures, piping types, pipe lengths, gas demands and pipe sizing metfiod used. UPC Section 1217.0. Carlsbad 13-2320 Oclubei 9, 2013 ——— —— —_—_ . ^—_ _— 14. Include the gas piping sediment trap installed downstream of the appliance shutoff valve as close to the inlet of the appliance as practical. Exceptions: Appliances with an internal sediment trap,(or) ranges, clothes dryers, gas fireplaces, and outdoor grilles. UPC 1212.7. 15. Describe the method of compliance for temperature limitations for the public use lavatories (limited to 110 degrees). Note: The water heater thermostat may not be used for compliance with this Code section. CPC 413. Energy Standards 113(C)3. 16. As per the California Green Building Code, new or relocated water closets and associated flushometer valves, if any, shall use no more than 1.28 gallons per flush, UPC, Sections 402.1 & 402.2.2; and shall meet performance standards, established by the American National Standards Institute Standard Al 12.19.2, H & S Code, Secfion 17921.3(b). Please correct all the proposed water closets. 17. As per the California Green Building Code, new or relocated urinals and associated flushometer valves, if any, shall use no more than 0.5 gallon per flush, UPC, Section 402.1 & 402.3.2; and shall meet performance standards established by the American National Standards Institute Standard A112.19.2. H & S Code, Secfion 17921.3(b). Please correct all the proposed urinals. 18. Showers and tub-shower combinations, control valves must be pressure balance or thermostafic mixing valves. CPC Section 418.0. 19. All water closet seats, except those within dwelling units, shall be of the open front type or have an automatic seat cover dispenser, as per CPC, Section 408.2.2. 20. Provide the following informafion concerning the water heater: a) Show that water heater is adequately braced to resist seismic forces. Provide two straps. One strap at top 1/3 of the tank and one strap at bottom 1/3 ofthe tank. CPC 508.2 b) Provide combustion air design: Show opening sizes and roufing of ducts. CPC 507.0 c) Detail the water heater vent installafion: Size, routing, slope, and terminafion locafion (Minimum 8' from vertical surfaces). CPC 510.0 d) An expansion tank or other approved device is required if system pressure relief is not available due to the installafion of backflow devices or certain pressure regulators. Please address. CPC 608.3 Carlsbad 13-2320 21. Hot water recirculafing loop systems requirements (Not single family homes): Detail the following as per California Energy Efficiency Standard, Section 113(c)5: a) The Installation of an air release valve on the inlet side of the recirculation pump, within 4' ofthe pump. b) A check valve is required between the recirculating pump and the water heating equipment to prevent the hot water from flowing backwards through the recirculafion loop. c) A check valve is required on the cold water supply line between the hot water system and the next closest tee on the cold water supply line. (See CPC 608.3 for expansion tank requirements.) 22. Provide the sizing calculations for the gravity grease interceptor as per CPC, Section 1014.3. 23. Include the main and overflow roof drainage design: Roof area, rainfall rate, pipe sizing, and drain locations on the plans. CPC 1105.0 24. Floors shall slope to the floor drain(s) location(s). Please detail on the architectural floor plans. CPC 411.4 25. Detail how the floor drain trap seal is to be maintained. CPC 1007.0 26. Detail the proposed water fill lines for the pools and water features. 27. Detail the drainage systems for the pools and water features. 28. 601.2 Identification ofa Potable and Nonpotable Water System. In all buildings where potable water and not potable water systems are installed, each system shall be clearly identified in accordance with secfions 601.2.1 through 601.2.4. 601.2.1 Potable Water-Green background with white lettering. 601.2.2 Color and information. - Each system shall be identified with a colored pipe or band and coded with paints, wraps and materials compatible with the piping. Except as required in Secfions 1610.0 and 1617.0, non-potable water systems shall have a yellow background with black lettering, with the words "CAUTION: NONPOTABLE WATER, DO NOT DRINK". Each non-potable system shall be idenfified to designate the liquid being conveyed, and the direcfion of normal flow shall be clearly shown. The minimum size ofthe letters and length ofthe color field shall conform to Table 6-1. The background color and required information shall be indicated every twenty feet but not less than once per room, and shall be visible from the floor level. Carlsbad 13-2320 ~Octxitperr9~,-^&t9~ —— ^. —.-^..„ —„ „ MECHANICAL (2010 CALIFORNIA MECHANICAL CODE) 29. Makeup air shall be provided to replenish air exhausted by the ventilation system. Makeup-air intake shall be located so as to avoid recirculation of contaminated air within enclosures. CMC 505.3 30. Detail exhaust venfilafion system compliance with CMC Chapters 5 & 6. Check the ventilafions systems for the pool chemical storage rooms. a) Detail the required make-up air as per CMC 505.3 b) Detail the exhaust outlet clearances as per CMC 504.5 (Environmental) & 506.9 (Product conveying). c) Clearly show the duct materials are suitable for the intended use. CMC, Section 506.1 d) Clearly show the exhaust duct material and gage used for each duct size. CMC Tables 5-5 and/or 5-6 e) Separate and distinct systems shall be provided for incompatible materials. CMC 505.1 f) Detail duct cleanouts as per CMC Secfion 506.3 g) Detail protecfion from physical damage as per UMC 506.8 & 604.4. 31. Please provide cut-sheets and installafion instructions for the proposed boilers and water heaters. Check the combusfion air systems and the flue system. Note: If you have any questions regarding this Plumbing and Mechanical plan review list please contact Glen Adamek at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. ELECTRICAL and ENERGY COMMENTS PLAN REVIEWER: Eric Jensen ELECTRICAL (2010 CALIFORNIA ELECTRICAL CODE) 1. Sheet E200, circle Note 7 is misleading. The button does not control "emergency power" but rather is an emergency shut off for the items controlled. Revise the signage to clarify and specify the equipment the button will control. (Same comment, sheet E201) 2. Sheet E200: Adding the grounding design as shown on sheet El01 to 2DAP single line. (Same comment. Sheets E105 & E201) 3. Describe compliance with Part IX in Article 430 as well as 680.12: "Disconnecfing Means" on the plans for all motor loads. 4. Provide a grounding system for the "activity building." CEC 250.32 (Be sure to include an intersystem bonding terminal). Carlsbad 13-2320 OcitObcr 9, 2013————— ^ ——^ ^ _ 5. Include any specialized wiring methods on the building floorplans: For example, several "acid storage" rooms are shown, I'm not sure of the corrosive influences in the vault/pit areas. 6. Is the lighting in the locker room a vicfim of CEC 250.32(A)? Note 6, sheet E103. 7. Provide the manufacturers clearance requirements for the distribufion transformer (T-WP), sheet El 05. (Not access, clearance from sidewalls and back). (T-WP is misidentified on sheet E105) 8. Sheet E201: Feeder doesn't match panel: "2WP". 9. No site lighting or pool lights to speak of? Please respond. (Also) provide a schedule for all those symbols on sheet Al .02 that appear to be located in or close to the pools: Activity and Wave.) 10. Is there a gas chlorination room in this pool design? See CEC 680.13. 11. Include detailing of the equipotenfial bond for both pools: Location, design of bond, list of bonded parts. (Additionally, see the next comment, "AV and speaker systems) 12. If that tower (located in the wave pool) fountain has eiectricai to it, include compliance with Part V, Article 680 "Fountains". (Check AV systems and speaker systems). ENERGY (CALIFORNIA BUILDING ENERGY STANDARDS) 13. After the energy forms are signed, the energy submittal is fine. Note: If you have any quesfions regarding this Electrical and Energy plan review list please contact Eric Jensen at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. •9 •9 09 m m m m (7^97 EtVY^/YrEr 1.01 DE5CRIPTK3N Genaral Requlramwits General Requirements General Conditions 91,450.00 115,200.00 Metals Structural Steel Metal Railings. Guardrails Misc. Metals 2 Sitework 2.01 Mobilization Induded 2.02 Demolition/Earthwork $ 248,444.00 Sierra Pacific 2.03 Site Utilities (Wet) $ 407,706.00 Kyne Construction 2.04 Site Utilities (Dry) Included 2.05 Paving S 16.048.00 Angus Asphalt 2.06 Site Concrete Included 2.07 MISC Site'/vork Included 3 Concrete 3.01 Foundations $ 632.839.00 Certified Concrete 3.02 CIP Concrete Columns/Walls/Beams Included 3.03 Slab On Grade Included 3.04 Concrete Topping Slabs/Deck Fill Included 3.05 Concrete Reinforcing Included 3.06 Misc Concrete Work Included 3.07 Simulated Rock Structures Induded 4 Masonry 4.01 ' 1 Masonry Wails S 238,910.00 Cleavenger Masonry 4.02 Keystone Walls Included 4.o:i Misc. Masonry Induded 60,440.00 75,562.00 so Welding Scott Fence s Wood and Plastics 6.01 Rougii Carpentry $ 121.025.00 Davis Framing 6.02 Siiade strudures $ 37.540.00 Califomia Technical Canvas 6.03 Wood Board Ttieming Induded 6.04 Misc. Wood and Rastics $ 12.750.00 Woodworks West 8 Doors and Windows 1 8.01 jSteel Doors Frames and Hardware $ 33,620.00 McBride 8.02 1 Spedalty Doors $ 8.03 i Misc. Doors and Windows $ <9 —i-^ 9.01 Finishes Painting and Staining S 57.545.00 Century Painting 9.02 Sealants Induded 903 Tile S 31,906.00 CBI 904 Flooring Induded Only flooring is tile- see above 9.05 Misc Finisfies Induded 9.06 ^ Metal studs and Drywall $ 130.388.00 DCR Construction 9.07 Lath and Plaster S 203.947.00 Hobbs 9.08 Acoustic Ceilings $ 1.720.00 CBI 13 Sp»cial Constfuction 13.01 Pool Shell 13.02 Pool Equipment 13.03 Pool Piping 13.04 Misc Pools 13.05 Rockscapes and Theminq 14 Convylnfl Systems 10 SfMclaitiM 10.1 Shade Structure Sails Induded ^ 10.2 Thatched Roofing Exduded 10.3 Louvers and Vents Included 10.4 Signs Exduded By Owner 10.5 Partitions S 34.500.00 Stumbaugh 10.6 Induded 1.934,000.00 Califomia Commerdal Pools Induded Induded Induded 267,378.00 IS Mtechanlcal 15.01 Rumbing S 174.220.00 Sherwood Mechanical 15.02 HVAC $ 32,500.00 AMC flr.02 Fire Sprinklers $ 49.302.00 Westem Fire Protedton 15 03 Misc Mechanical Induded^ 16 ElactriMi 16.01 Lighting S 645,700 00 Dynaleetric 16.02 Power Induded 16.03 Comms. Sound. Animations and Airiine Conduits Induded 16.04 Transformers and Distrit>ution Panels Induded 16.05 Controls. Conduit and Wiring Induded 16.06 Fire Alarms Induded 16.07 Misc. Electncal Induded 4 Leighton andAssociates, Inc. A LEIGHTON GROUP COMPANY November 20, 2013 ProjectNo. 10075.002 To: Merlin Entertainment Group/US Holding, inc. One Lego Drive Carlsbad, California 92008 Attention: Mr. Chris Romero Subject: Geotechnical Review of Project Plans, Proposed Water Park Activity Pool, LEGOLAND Theme Park, Carlsbad, California References: Dunn Savoie Structural Engineers, 2013, Foundation Plans, LEGOLAND 2014 Water Paric Expansion Carlsbad, California, Sheets 8100, SI01, S102, S200, S210, S220, S230, 8240, 8300, 8400. 8401, 8402, 8403, and 8404, dated October 18, 2013 Leighton and Associates, 2013a, Geotechnical Update Report, Proposed Water Park Activity Pool, LEGOLAND Theme Park, Carlsbad, Califomia, Project No. 10075.002, July 24, 2013 Leighton and Associates, 2013b, Email Transmission - Update CIDH Graph for 18-inch Diameter Pile, Proposed Water Park Activity Pool, LEGOLAND Theme Park, Carlsbad, California, Project No. 10075.002, November 1, 2013 Parell, 2013, Wave Pool and Activity Pool, 2014 Waterpark Expansion, Carisbad, Califomia, Sheets SP0.1 through SP5.8 and SS-1.0, dated October 15, 2013 RW Apel, 2013, Area Development, 2014 Waterparic Expansion, Carlsbad, California, Sheets, AD1.1 through AD3.9, dated October 15, 2013 In accordance with your request, we have peiformed a geotechnical review of the referenced plans for the proposed Water Pari< Activity Pool at LEGOLAND Theme Paric, in Carisbad, California. Our review was peri'onned to Identify potential conflicts with the intent of the referenced geotechnical documents. Based on our review, the plans appear to be in general conformance with our recommendations. 3934 Murphy Canyon Road, Suite B205 • San Diego, CA 92123-44^ 858.292.8030 • Fax 858.292.077 10075.002 The conclusions and recommendations presented in this review are based in part upon data that were obtained from a limited number of observations, site visits, excavations, samples, and tests. Such information Is by necessity Incomplete. The nature of many sites is such that differing geotechnical or geological conditions can and do occur. Therefore, the findings, conclusions, and recommendations presented in this report can be relied upon only If Leighton has the opportunity to observe the subsurface conditions during grading and construction of the project. Only with these observations are we able to confimn that our preliminary findings are representative for this site. If you have any questions regarding our letter, please do not hesitate to contact this office. We appreciate this opportunity to be of service. Respectfully submitted, LEIGHTON AND ASSOCIATES, INC. William D. Olson, RCE 45283 Associate Engineer Distribution: (4) Addressee 4 .2- Leighton -i^rLodiinvar ~J Higli irmriniiry»iitifr ITfatm, Bmltn.jinl EaalHtatm LIGHT DUTY COMMERCL4L ELECTRIC WATER HEATER CLD-Sub-03b LIGHT DUTY COMMERCIAL ELECTRIC WATER HEATERS JOB NAME LOCATION ENGINEER WHOLESALER MECH. CONTRACTOR _ MODEL NO. EJJ015E RECOVERY RATE IN GPH 13.6 @ 60 °F RISE GALLON CAPACITY 15 VOLTAGE/PHASE 208/1 KW 2 NOTES Furnish with wali mounted support, expansion tank & seismic restraint straps Standard Features • Meets ASHRAE Energy Efficiency Standards. • 300 psi Test Pressure, 150 psi Working Pressure. • Glass-Lined Steel Tank • Non-CFC Foam Insulation • Adjustable Thennostats • Automatic Overheat Protection • Tank Saver Anode • ASME Temperature and Pressure Relief Valve • 3 Year Limited Tank Warranty, 1 Year Limited Parts Warranty (See warranty for details) Dimensions & Spedfkations Poinf-of-Use models Short models Toll models OUTLET 3/4- (FEMALE) NPT TOP VIEW P.O.U. 6/10/15/20 ALTERNATE OUTLET OUTLET 3/4- (FEMALE) NPT 3/4- (FEM/U£) NPT INLET 3/4" (FEMALE) NPT OUTLET 3/4- (FEMALE) NPT TOP VIEW JUNCTION ES 30/40(50 BOX INLET 3/4- (FEMALE) NPT 3/4-NPT RELIEF VALVE OPENING 3/4-MPT RELIEF VALVE ^ OPENING ELECTRICAL CONNECTION ' INLET 3/4- (FEMALE) NPT D 3/4-NPT RELIEF VALVE OPENING BRASS DRAIN VALVE DRAIN VALVE D FRONT VIEW EJ 6/10/15/20 FRONT VIEW ES 30/40/50 FRONT VIEW ET 30 -120 Light Duty Commercial Models Model Gallon Number Capti<ity A B C D Shipping Weight Pomf-of-Use Models EJW006FS 6 15-1/2" 14-1/4" 11" -35 EJWOIOFS 10 18-1/4" 18" 12-1/2" -54 W» 15 w W . -58 EJW020FS 20 22-1/4" 21-3/4" 15-1/2" -73 Short Models ESX030KD 30 31" 21-3/4" 24-1/4" 8" 100 ESX040KD 40 32-1/4" 24" 25-1/2" 8" 125 ESX050KD 50 32-1/4" 26-1/2" 25-1/4" 8" 166 Toll Models EIX030KD 30 34-1/2" 20-1/2" -8" 98 ETX040KD 40 45-1/4" 20-1/2" -8" 113 ETX050KD 50 55" 20-1/2" -8" 131 ErX065KD 66 60-3/4" 21-3/4" -8" 176 E1X080KD 80 59-1/2" 24" -8" 211 ETX120KD 119 62-1/2" 29-1/2" -8" 326 c r r w Voltage Schedule (EJ Models) 120V 1 PH 240V 1 PH 277y 1 PH IBOV TPH" ES & ET Models T 2Q8V 3 PH P 240V 3 PH W 277V 1 PH X 480V 3 PH Wattage limits w/ Simultaneous Operation 208V- IQ,000W(5,Q00W/5,QflflW) 24OV-ll,0O0W(5,500W/5,50OW) 277V-12,OOQW(6,0OOW/6,0OOW) 480V - 12,0QQW (6,0QOW/6,OOOW)" For Ease in Ordering by Model Nuniber E T X 050 K D This is a Tall Commercial Electric 480 vott model with a tank capacity of 50 gallons. The upper and lower elements are 4500 watts. Sotes: Water connections 3/4 " NPT on all models. P. O. U. models available in single phase nnly. 6 gallon P. O. U. not availabte above 2500 watts or in 4S0 !^on-.^imulUmemii circuit nnly Short t& Tall models are factory wired for three phase sei^vice and are field converted ta single phase. "7^—113.6 GPH(g>60d Element Avoilability Schedule Recovery Rate (GPH @ °F> Wattage 120V 208V 240V 277V 480V H • 40°F 70°F !00°F 130°F C-1500 Yes Yes Yes Yes N/A 16 f, 5 0-1650 N/A N/A N/A N/A N/A 7 5 %m Yes IB-Yes Yes N/A 21 ^ — 12 8 6 F-2500 Yes Yes Yes Yes Yes 26 15 10 8 G-3000 Yes Yes Yes Yes Yes 31 18 12 10 H-3500 N/A Yes Yes N/A N/A 36 21 14 11 J-4000 N/A Yes Yes Yes Yes 41 24 17 13 K-4500 N/A Yes Yes Yes Yes 47 27 19 14 M-5000 N/A Yes* Yes* N/A Yes* 52 30 21 16 N-5500 N/A N/A Yes* N/A N/A 57 32 23 17 P-6000 N/A Yes Yes Yes Yes 62 35 25 19 !SnteS:Mia WatuigeforE.I~m)6 is iimw ' Indicates Not Available Ibr E.I-010 and EJ-OIS -iirLodiiiivar * * Higli EffidcBcy Witer Heaters, BoUen and Pool Heaters Lochinvar, LLC 300 Maddox Stmpson Parkway Lebanon, Tennessee 37090 P; 615-889-8900 / F: 615-547-1000 i wvAv.Lodiinvar.com ® i 7.'I3-Prinlcd in U.S.A. AAMTROL THERM-X-SPAN ® Thermal Expansion Absorbers, T-Series (Non-ASME) 150 PSIG WorklngTressure in-Line Models T-5, T-8, T-12 Model Tank Max. A B Sys. Ship No. Vol. Accept Heiqht Diameter Conn. Wt. Lit Gal. Factor cm ins. cm ins. NPTM Kg tbs. MM T-8 12.1 3.2 0.59 381 15 229 9 3.2 7 T-12 17 4.4 0.73 381 15 279 11 4.0 9 Maximum Operating Conditions Operating Temperature 200°F (93°C) Woricing Pressure 150 PSIG (10.5 bar) Specifications Description Standard Construction Standard Factory Pre-ctiarge 40 PSIG (2.8 bar) System Connecfion Stainless Steel Diaphragm Butyl Liner Material Polypropylene All dimensions and weights are approximate. Complies with Low Lead Plumbing Law Job Name Location Engineer Contractor Contractor P.O. No. Sales Representative Model No. Ordered Rev. 04/11 P/N 4400-046 Submittal data sheets can ONLY be ordered as a "Submittal Data Sheet Pack", using MC# 4400. They are not available to order on an 4( individual basis, however each data sheet is available on the AMTROL Web Site and can be downloaded and printed for use as needed. CnrthQ mn'st iinriaterl technical snecifications. olea.se download sheet at www amtrol.com PRODUCT SPECIFICATION DRAWING QUICK STRAP® #QS-5. #QS-12 THERMAL EXPANSION TANK MOUNTING BRACKET 1/2" Wide, .025" Thick, Stainless Steel Band; (2) ALL DIMENSIONS IN INCHES #8 X 1.5" Sheet Metal Screw; (2) The QUICK STRAP® #QS-5, #Q-12 is a thermal expansion tank mounting bracket. Secures to wall and takes weight and load off pipes. Galvanized and stainless steel construction. Available for 2-5 gallon units. The system includes: Wall Bracket, (2) Straps, and (2) #8 x 1.5" Sheet Metal Screws. Product Information: MODEL SIZE QS-5 UP TO 2.5 GAL; UP TO 9.0" DIA QS.12 2.5 TO 5 GAL; 9.5" TO 13" DIA Material: Strap, 1/2" Wide, .025" Thicl<, 201/301 Stainless Steel Material: Bracket, 16 Gauge Galvanized Steel THIS INFORMATION IS PROPRIETARY TO HOtDRrTE AND IS SUBJECT TO CHANSE Wn-HOUT MOTICE. rr MAY NOT BE REPRODUCED IN PART DR WHOLE WITHOUT WRITTEN AUTHORIZATION. I® Product Submittal Job Name: Date: Part Number: Architect / Owner: Contractor: Notes: CONVERTING MAKESHIFT METHODS INTO ENGINEERED SOLUTIONS^" 800-321-0316 OR 760-744-6944 / FAX: 760-744-0507 / WWW.H0LDRITE.COM spec_QS-5_-12_RevC PRODUCT SPECIFICATION DRAWING QUICK STAND™ #40-SWHP-WM Wall Mounted Equipment Platform ALL DIMENSIONS IN INCHES FULLY ASSEMBLED Scale: 1 /14 The Wall Mounted Equipment Platform is engineered to support water heaters up to 20 U.S. gallons (or other equipment up to 375 pounds total weight) mounted to a wall. This item also serves as a drain pan. Product Information: Material: Pan: 14 gage CRS, galvanized Corner Brackets (4): 14 gage CRS, galvanized C-Brackets (2): 16 gage CRS, galvanized 45° Brackets (4): 12 gage, CRS, galvanized Tiireaded Rod (2): Low carbon steel, zinc plated, 3/8" x 29-3/4" long Drain Kit: Hex Bushing: Malleable Iron, galvanized finish Lock Nut: Steel, zinc plated Flanged Gasket: Neoprene, 50±.05 Shore A Wide platform allows water heaters up to 21-1/4" diameter Watertight corners and welded 1" steel drain body eliminate need for additional drain pan Static load rating 375 pounds with 2X safety factor (depending on structural anchorage) Professional Engineer stamped documentation available Galvanized steel construction Suspends with user supplied 3/8" hardware to mount to wall, 4 places Installation instructions for mounting to concrete or framed wall structure available Patent Pending THIS INFORIVIATION IS PROPRIETARY TO HOLDRITE AMD IS SUBJECT TO CHANGE WITHOUT NOTICE. IT MAY NOT BE REPRODUCED IN PART OR WHOLE WITHOUT WRITTEN AUTHORIZATION. • "C" Bracket, 2 places 45° Bracket, 4 places Product Submittal Job Karae: Data: Part kumtter: Architsct / Ownsr: I® Contractor: Notts: CONVERTING MAKESHIFT METHODS INTO ENGIMEERED SOLUTIONS'" 800-321-0316 OR 760-744-6944 / F/>iX: 760-744-0507 / WWW.H0LDRITE.COM spec_40-SWHP-WM_RevF(no welding) WATTS Spacemaker Heavf^ MODEL E] 00 Shown on obove GLAA-PHCC endorses these restraints because of the extra value-added aspeds. Use for optimal security. Cradles the tank with gussets for added security. Complies with all applicable codes. Fast convenient front tensioning of the restraint. Specially designed for cobinets and tight installafions. Thousands of firss are startsd every year by flammable vapors stored cr used near a water heater or furnace. A. Gas Rex lines can cracK. B. Rue pipes leak exhaust C. Flex lines can separate and cause water ieaks. ?•• 1 MODEL ESQ Shown above Ever? a partially toppled water heater can cause dangerous gas, '.vater, and exhaust leaks. Model Number Ordering Code For Water Heater Tank (Gallons) Up To Description Weight Ibs. (each) E-50 0070026 52 gallons Double strapping system for tight spaces and/or cabinets where hardware needs to locate behind the water heater. Shake tested for up to 65 gallon water heaters. NOTE: Each kit contains a lower compliance strap thot simply logs across the front of the tonk. 7.5 E-100 0070025 100 gallons Double strapping sysfem for tight spaces and/or cabinets where hordware needs to locate behind the water heater. Shake tested for up to 100 gallon water heaters. Both upper and lower straps are as depicted above. 15 WATTS REGULATOR COMPANY • North Andover, MA Job: Engineer: _ Contractor: Prepared By: Model: Date: Indoor/Outdoor: Raytherm®- Type WH Water Heaters Commercial Models 182-400 EFFICIENT > 82% thermal efficiency - highest of any atmospheric water heater available today THERMAL SHOCK PROOF > Twenty-year warranty against thermal shock damage up to 150°F differential > Maximum operating temperature: 210°F LIGHTWEIGHT > A floor load of 70 lbs./sq. ft. or less HIGH RECOVERY > Cuts fuel costs substantially because the standby and radiation losses associated with other tank-type water heaters are eliminated LOW WATER OPERATING TEMPERATURE * Operates with water temperature as low as 105°F without condensing Indoor Model Illustrated Heat Exchanger • ASME Inspected and Stamped 160 PSiG • National Board Approved • Headers • Bronze - Standard • Glass-lined Cast Iron - Option A-2 • Fin Tubing • Copper - Standard • Cupro Nickel - Option A-3 • ASME Steel Tube Stieet • Silicone O-Rings • 125 PSIG ASME Pressure Relief Valve • Temperature and Pressure Gauge, Stiipped Loose • Water Connections • Left Hand - Standard • Right Hand - Option A-6 • Two-pass Flow Configuration • Pump - Optional • Mounted, 1/8 HP, 120 VAC, 10, 60 Hz Controls • 120V, 60Hz, 1 Pil Power Supply • 120/24V Transformer • 100% Pilot Stiut-off/Lockout • Electronic, Intermittent Ignition (IID) Pilot • Higti Limit Control, Manuai Reset - 200^ • On/Off Switcti Controls (cont.) • Flow Switch • Economaster II Pump Time Delay Gas Control Train • Manual Main Gas Shut-off Cock • Main Gas Pressure Regulator • Redundant Safety Shut-off Valve • Control Valve • Firing Mode • On/Off (WHI) • 2-stage Firing (WHS) • Mechanical Modulation (WH2) • Fuel • Natural Gas • Propane Gas • Design Certified ANSI Z21.10.3/ CSA 4.3 Construction • Front Controls • Stainless Steel Bumers • PolyTuf Powder Coat Finish • Vent Selection • Indoor Drafthood - Option D-10 • Outdoor Stackless Top - Option D-11 • Base - Optional • Combustible Floor Shield - Option J-1 Temperature Controls • B-2 Single-Stage Tankstat (100-180°F) • B-3 2-stage Tankstat (100-180°F) • Y-241 Electronic Sequencer, 1-4 Stages • Y-281 Electronic Sequencer, 1-8 Stages Additional Safety Controls • F-9 • 1-3 • • S-1 S-2 • • Low Water Cut-off Probe High Limit Control, Auto Reset, 180°F Low Gas Pressure Switch, Manual High Gas Pressure Switch, Manual Catalog No.: 3500.203D Effective: 1-15-08 Replaces: 4-1-05 Raytherm - Type WH -JWlQdalsJjBZi Model INLET OUTLET 1-1/2' NPT WATER CONNECTIONS PUMP (OPTIONAL) PUMP COVER (OPTIONAL) (OUTDOOR MODELS ONLY) 40" STACKLESS OUTDOOR TOP 3/4 NPT QAS CONNECTION (C) INDOOR DRAFT 13-1/4' GAS CONNECTION - 21-1/4' ELECT. CONN Dimensions (Inches) Shipping Weight (Lbs.) - Approx. Model No. MBTUH Input MBTUH Output Width A Height C J Flue Dia. K Shipping Weight (Lbs.) - Approx. Model No. MBTUH Input MBTUH Output Width A Height C J Flue Dia. K No Pump w/ Pump WH-182 181 148 18-1/4 62-5/8 12-1/16 6 191 221 WH-260 264 216 22-3/8 62-7/8 11-1/8 7 214 244 WH-330 334 274 25-3/4 63-3/4 10-3/4 8 234 264 WH-400 399 327 29-1/4 65-3/8 12-1/2 9 253 283 NOTE: Ratings shown are for elevations up to 2,000 feet for indoor or outdoor installations. For elevations over 2,000 feet, reduce ratings 4% for each 1,000 feet above sea level. HEATER RATES OF FLOW AND PRESSURE DROPS Model No. 10° AT 20° AT 30° AT 40°AT Model No. GPM AP(ft) GPM AP(ft) GPM AP(ft) GPM AP(ft) WH-182 30 4.2 N/A N/A N/A N/A N/A N/A WH-260 44 8.5 22 2.2 N/A N/A N/A N/A WH-330 N/A N/A 28 3.4 N/A N/A N/A N/A WH-400 N/A N/A 33 5.2 22 2.3 N/A N/A N/A - Not Applicable HEATER RECOVERY RATES Model No. Temperature Rise Model No. 10°F 20°F 30°F 40°F 50°F eO-F SO-F lOCF Model No. Gallons Per Hour WH-182 1794 897 598 448 359 299 224 179 WH-260 2618 1309 873 655 524 436 327 262 WH-330 3321 1661 1107 830 664 554 415 332 WH-400 3964 1982 1321 991 793 661 495 396 Raypak, Inc. • 2151 Eastman Avenue, Oxnard, CA 93030 • (805)278-5300 • Fax (800) 872-9725 • www.raypak.com Catalog No.: 3500.203D Effective: 1-15-08 Replaces: 4-1-05 ^Patrelt -^sr- Engineering Group, Inc. 751 Sunny Grove Lane • Giendora, CA 91741 • Phone: (626) 335-4362 • Fax: (626) 963-4812 10/23/13 MEMO TO: MEMO FROM: RE: Dear Mr. Romero, Chris Ronnero Legoland Carlsbad, California Douglas R. Ferrell P.E. Petrel Engineering Group, Inc. Giendora, CA Legoland Chemical Requirements Pursuant to your request, I have delineated below the estimated chlorine required to be delivered for an operational period of two weeks for each pool in the new expansion. The chlorine is In tablet form and is delivered in 55 Ib. sealed pales. The total estimated two-week tablet usage is as follows: Activity Pool 185 lbs. (4) pales Wave Pool 550 Ibs. (10) pales In terms of the need for Acid, the tablet system precludes the need for regular acid use and allows forthe C02 injection system to adequately balance the pH ofthe water. if there are any questions feel free to contact me. RELL ENGINEERING GROUP, INC. ^^-BA^RELL ENGINEERIN! Douglas R. Ferrell P.E. Principal Material^afetyJData^Sliejgt Date of issue Version 21 October 2010 1 1 . Product and company identification Product name Code Synonym Supplier Emergency telephone number Technical Phone Number Calcium Hypochlorite Tablets 01593 Calcium Hypochlorite Tablets; Cal Hypo Tablets; Ca(0CI)2; MSDS No. 01593 PPG Industries, Inc. One PPG Place Pittsburgh, PA 15272 (412) 434-4515 (U.S.) (514) 645-1320 (Canada) 01-800-00-21-400 (Mexico) 1-800-245-2974 (Cal Hypo) Hazards identification Emergency overview Potential acute tiealth effects Inhalation Ingestion Skin Eyes Over-exPOsure siqns/svmptoms DANGER! STRONG OXIDIZER. CONTACT WITH OTHER MATERIAL MAY CAUSE FIRE. DO NOT MIX WITH OTHER CHEMICALS, INCLUDING ANY OTHER POOL CHEMICALS OF ANY KIND. MIXING WITH OTHER CHEMICALS COULD CAUSE A FIRE OR EXPLOSION. Contamination with moisture, acids, organic matter, other chemicals (including, but not limited to cleaning chemicals and other pool chemicals), petroleum or paint products or other easily combustible materials may start a chemical reaction with generation of heat, liberation of hazardous gases and possible violent reaction leading to fire or explosion. ALWAYS ADD PRODUCT TO LARGE QUANTITIES OF WATER TO FULLY DISSOLVE PRODUCT. DO NOT POUR WATER INTO PRODUCT, ALWAYS ADD PRODUCT TO WATER. DO NOT USE WITH STABILIZED CHLORINE OR BROMINE TABLET CHEMICAL FEEDERS. Do not add this product to any dispensing device containing remnants of any other product or pool chemical. CAUSES EYE AND SKIN BURNS. CAUSES RESPIRATORY TRACT IRRITATION. HARMFUL IF INHALED. HARMFUL OR FATAL IF SWALLOWED. CONTAINS MATERIAL THAT MAY CAUSE TARGET ORGAN DAMAGE, BASED ON ANIMAL DATA. Very toxic to aquatic organisms. Keep away from heat, sparks, flames, direct sunlight, and other sources of heat, including lighted tobacco products. Keep away from incompatible materials and combustible materials. Do not swallow. Do not get in eyes or on skin or clothing. Use only with adequate ventilation. Keep container closed. If product becomes contaminated or decomposes do not reseal container. If possible isolate container in open air or well- ventilated area. Wash thoroughly after handling. Keep out of waterways. Harmful if inhaled. Severely irritating fo the respiratory system. Can irritate eyes, nose, mouth and throat Hannful or fatal if swallowed. May cause bums to mouth, throat and stomach. Corrosive to the skin. Causes burns. Harmful in contact with skin. Corrosive to eyes. Causes burns. United States - Canada - Mexico Page: 1/9 Product code 01593 Date of issue 21 October 2010 Version 1 Product name Calcium Hypochlorite Tablets l-lazards identification Inhalation : Adverse symptoms may include the following: respiratory tract irritation coughing breathing difficulty or shortness of breath pulmonary edema Ingestion : Adverse symptoms may include the following: stomach pains nausea or vomiting gastric perforation Skin : Adverse symptoms may include the following: pain or irritation redness blistering may occur Eyes : Adverse symptoms may include the following: pain watering redness Direct contact with the eyes can cause irreversible damage, including blindness. Medical conditions : Pre-existing disorders involving any target organs mentioned in this MSDS as being at aggravated by over- risk may be aggravated by over-exposure to this product. exposure This Material Safety Data Sheet has been prepared in accordance with Canada's Workplace Hazardous Materials Information System (WHMIS) and the OSHA Hazard Communication Standard (29 CFR 1910.1200). See toxicological information (section 11) 3 . Composition/information on ingredients Calcium hypochlorite sodium chloride Calcium carbonate calcium dihydroxide calcium chlorate CA? nmnber 7778-54-3 7647-14-5 471-34-1 1305-62-0 10137-74-3 'A 65-76 10-30 1 -3 1 -3 0-3 Notes: Avaiiabie Chlorine: 65-76%, Inert ingredients 24-35 %(includes 5.6% water). There are no additional ingredients present which, within the current knowledge of the supplier and in the concentrations applicable, are classified as hazardous to health or the environment and hence require reporting in this section. 4 . First aid measures If ingestion, irritation, any type of overexposure or symptoms of overexposure occur during or persists after use of this product, contact a POISON CONTROL CENTER, EMERGENCY ROOM OR PHYSICIAN immediately; have Material Safety Data Sheet information available. Never give anything by mouth to an unconscious or convulsing person. Eye contact Skin contact Inhalation Ingestion Check for and remove any contact lenses. Immediately flush eyes with running water for at least 15 minutes, keeping eyelids open. Continue rinsing until medical attention can be obtained. In case of contact, immediately flush skin with plenty of water for at least 15 minutes while removing contaminated clothing and shoes. Get immediate medical attention. Remove to fresh air Keep person wami and at rest. If not breathing, if breathing is irregular or if respiratory anest occurs, provide artificial respiration or oxygen by trained personnel. Get medical attention immediately. If swallowed, seek medical advice immediately and show this container or label. Keep person warm and at rest. Do not induce vomiting. Get medical attention immediately. United States - Canada - Mexico Page: 2/9 Product code 01593 Product name Calcium HypochJoriFeTaBleST Date of issue 21 October 2010 Version 1 4 . First aid measures Notes to physician No specific treatment. Treat symptomatically. Contact poison ft-eatment specialist immediately if large quantities have been ingested or inhaled. 5. Fire-fighting measures Flammability of the product Extinouishina media Suitable Not suitable Special exposure hazards Hazardous combustion products Special protective equipment for fire-fighters Product is not known to be flammable, combustible, or pyrophoric. This material increases the risk of fire and may aid combustion. Contact with combustible material may cause fire. This product is a strong oxidizer which is capable of intensifying a fire once started. Container may rupture. Drench with large quantities of water only. Do not use dry chemicals or foams. Product supplies own oxygen, therefore attempts to smother fire with a wet blanket, carbon dioxide, dry chemical extinguisher or other means are nol effective. Product has the potential to cause a violent reaction if dry chemical fire extinguishers are used. Promptly isolate the scene by removing all persons from the vicinity of the incident if there is a fire. No action shall be taken involving any personal risk or without suitable training. Emits toxic fijmes under fire conditions. Chlorine gas may be generated. Hazardous combustion products may include the following materials: carbon oxides halogenated compounds metal oxide/oxides Fire-fighters should wear appropriate protective equipment and self-contained breathing apparatus (SCBA) with a full face-piece operated in positive pressure mode. Accidental release measures Personal precautions Environmental precautions Large spili No action shall be taken involving any personal risk or without suitable ti-aining. Evacuate surrounding areas. Keep unnecessary and unprotected personnel from entering. Do not touch or walk through spilled material. Shut off all ignition sources. No flares, smoking or flames in hazard area. Provide adequate ventilation. Wear appropriate respirator when ventilation is inadequate. Put on appropriate personal protective equipment (see Section 8). Avoid dispersal of spilled material and runoff and contact with soil, waterways, drains and sewers. Inform the relevant authorities if the product has caused environmental pollution (sewers, waterways, soil or air). Use extreme caution in handling spilled material. Use spark-proof tools and explosion- proof equipment. Do not mix this product with any other chemicals, including any other pool chemicals of any kind, such as other disinfection or "shock" pool products. Contamination with moisture, acids, organic matter, other chemicals (including, but not limited to cleaning chemicals and other pool chemicals), petroleum or paint products or other easily combustible materials may start a chemical reaction with generation of heat, liberation of hazardous gases and possible violent reaction leading to fire or explosion, if fire or decomposition occurs in area of spill, immediately douse with plenty of water. Otherwise, sweep up all visible material using a clean (new, if possible), dry shovel and broom and immediately dissolve material in a water-filled container. Spilled material that has been swept up and dissolved in water should be used immediately in the normal application for which this product is being consumed. Prevent entry into sewers, water courses, basements or confined areas. Note: see section 1 for emergency contact information and section 13 for waste disposal. United States - Canada - Mexico Page: 3/9 Product code 01593 pF5duHlSim5 Calcii^ Date of issue 21 October 2010 Version 1 Accidental release measures Small spill Use extreme caution in handling spilled material. Use spark-proof tools and explosion- proof equipment. Do not mix this product with any other chemicals, including any other pool chemicals of any kind, such as other disinfection or "shock" pool products. Contamination witti moisture, acids, organic matter, other chemicals (including, but not limited to cleaning chemicals and other pool chemicals), petroleum or paint products or other easily combustible materials may start a chemical reaction with generation of heat, liberation of hazardous gases and possible violent reaction leading to fire or explosion. If fire or decomposition occurs in area of spill, immediately douse with plenty of water. Othenvise, sweep up all visible material using a clean (new, if possible), dry shovel and broom and immediately dissolve material in a water-filled container. Spilled material that has been swept up and dissolved in water should be used immediately in the normal application for which this product is being consumed. Prevent entry into sewers, water courses, basements or confined areas. Note: see section 1 for emergency contact information and section 13 for waste disposal. 7 . Handling and storage Handling Storage Use extreme caution in handling spilled material. Put on appropriate personal protective equipment (see Section 8). Eating, drinking and smoking should be prohibited in areas where this material is handled, stored and processed. Do not swallow. Do not get in eyes or on skin or clothing. Use only with adequate ventilation. Wear appropriate respirator when ventilation is inadequate. Keep in the original container with the lid securely closed. Keep away from heat, sparks, flames, direct sunlight, and other sources of heat, including lighted tobacco products. Keep away from combustible material. Add this product only to water. Never add water to this product. Always add the product to large quantities of water. Do not mix this product with any other chemicals, including any other pool chemicals of any kind, such as other disinfection or "shock" pool products. Fire may result if contaminated with acids, organic materials and other easily combustible materials such as oil, kerosene, gasoline, paint products wood and paper. Use only a clean (new, if possible), dry scoop made of metal or plastic each time product is taken from the container. Do not add this product to any dispensing device containing remnants of any other product or pool chemical. Such use may cause violent reaction leading to fire or explosion. Empty containers retain product residue and can be hazardous. Do not reuse container. Residual material remaining in empty container can react to cause fire. Thoroughly flush empty container with water then destroy by placing in trash collection. Store in accordance with local regulations. Store in original container protected from direct sunlight in a dry, cool and well-ventilated area, away from incompatible materials (see section 10) and food and drink. Separate from reducing agents and combustible materials. See NFPA 400. Hazardous Materials Code for further information. (Please note that NFPA 400, Hazardous Materials Code recentiy replaced NFPA 430, Code for Storage of Liquid and Solid Oxidizers.) Keep container closed. Containers that have been opened must be carefully reseated and kept upright to prevent leakage. If product becomes contaminated or decomposes do not reseal container. If possible isolate container in open air or well-ventilated area. Do not store in unlabeled containers. Use appropriate containment to avoid environmental contamination. Do not contaminate water, food, or feed by storage or disposal of this product. 8 . Exposure controls/personal protection Name Result ACGIH OSHA Ontario Mexico PPG United States - Canada - Mexico Page: 4/9 Product code 01593 Date of issue 21 October 2010 Version 1 Product name Calcium Hyp^^af^o^le TltJlete 8 . Exposure controls/personal protection Calcium hypochlorite TWA STEL Not established Not established Not established Not established Not established Not established Not established Not established 1 mg/m' 2 mg/m' Calcium carbonate TWA 10MG/M3 TD 3 MG/M3 R 5 mg/m' R 15 mg/m'TD 5 mg/m3 R 15 mg/m3 Not established Not established Not established calcium dihydroxide TWA 5 mg/m' 5 mg/m' R 15 mg/m'TD 5 mg/m' 5 mg/m' Not established Kay to abbraviations A s Acceptable Maximum Peak S Potential skin absorption ACGIH = American Conference of Govemmental Industrial Hygienists. SR = Respiratory sensitization C Ceiling Limit SS s Skin sensitization F s Fume STEL s Short term Exposure limit values IPEL = Internal Permissible Exposure Limit TD s Total dust OSHA = Occupational Safety and Health Administration. TLV = Threshold Limit Value R = Respirable TWA Time Weighted Average Z = OSHA 29CFR 1910.1200 Subpart Z - Toxic and Hazanlous Substances Consult local authorities for acceptable exposure limits. Recommended monitoring procedures Engineering measures Hygiene measures Personal protection Eyes Hands Gloves Respiratory Skin Environmental exposure controls If this product contains ingredients with exposure limits, personal, workplace atmosphere or biological monitoring may be required to determine the effectiveness of the ventilation or other control measures and/or the necessity to use respiratory protective equipment. Use only with adequate ventilation. If user operations generate dust, fumes, gas, vapor or mist, use process enclosures, local exhaust ventilation or other engineering controls to keep worker exposure to airbome contaminants below any recommended or statutory limits. Wash hands, forearms and face thoroughly after handling chemical products, before eating, smoking and using the lavatory and at the end of the wortdng period. Appropriate techniques should be used to remove potentially contaminated clothing. Wash contaminated clothing before reusing. Ensure that eyewash stations and safety showers are close to the workstation location. Chemical splash goggles and face shield. Chemical-resistant, impervious gloves complying with an approved standard should be worn at ail times when handling chemical products if a risk assessment indicates this is necessary. nitrile, neoprene, butyl rubber If workers are exposed to concentrations above the exposure limit, they must use appropriate, certified respirators. Use a properiy fitted, air-purifying or air-fed respirator complying with an approved standard if a risk assessment indicates this is necessary. Respirator selection must be based on known or anticipated exposure levels, the hazards of ttie product and the safe working limits of the selected respirator. Personal protective equipment for the body should be selected based on the task being performed and the risks involved and should be approved by a specialist before handling this product. Emissions from ventilation or work process equipment should be checked to ensure they comply with the requirements of environmental protection legislation. In some cases, fume scrubbers, filters or engineering modifications to the process equipment will be necessary to reduce emissions to acceptable levels. United States - Canada - Mexico Page: 5/9 Product code 01593 Date of issue 21 October 2010 Version 1 Product nameHCalciumTlypci^^ 9 . Pliysical and chemical properties Physical state Flash point Color Odor pH Boiling/condensation point Melting/freezing point Specific gravity Density (Ibs / gal) Vapor pressure Vapor density Volatility Odor threshold Evaporation rate Partition coefficient: n- octanol/water % Solid, (w/w) Solid, [tablets ] Closed cup: Not applicable. White. CHLORINE [Slight] Alkaline. Decomposes. @ 170-180°C (338-356°F) Not available. Not availabte. Not available. Not available. Not avaiiabie. 0% (w/w) Not available. Not available. Not available. : 100 Bulk Denstty: 67-71 Ibs/ft3 (1.07 - 1.4 g/cm») 10 . stability and reactivity Stability Conditions to avoid Materiais to avoid Hazardous decomposition products Hazardous polymerization Stable under recommended storage and handling conditions (see section 7). Product decomposes at approximately 170-180°C (338-356°F) releasing oxygen gas and some chlorine gas. Heating may cause a fire or explosion. Excessive heat will cause decomposition resulting in the release of oxygen and chlorine gas. Highly reactive or incompatible with the following materials: moisture, combustible materials, organic materials, metals, acids, alkalis, oxidizing materials, reducing materials. Ammonia., Petroleum products.. Paint products.. Wood and paper.. Pool chemicals. Acid or ammonia contamination will release toxic gases. Product slowly releases chlorine gas. Under normal conditions of storage and use, hazardous polymerization will not occur. 11 . Toxicological information Product/ingredient name Calcium hypochlorite sodium chloride Calcium carbonate calcium chlorate calcium dihydroxide ghrphig tpxlcity Conclusion/Summary Target organs Result LDSO Oral LDSO Dennal LDSO Oral LDSO Oral LDSO Oral LDSO Oral Species Rat Rabbit Rat Rat Rat Rat Dose 850 mg/kg >1000 mg/kg 3000 mg/kg 6450 mg/kg 4.5 g/kg 7340 mg/kg Exposure Not available. Contains material which may cause damage to the following organs: mucous membranes, upper respiratory tract, skin, eyes, stomach. United States - Canada - Mexico Page: 6/9 Product code 01593 Date of issue 21 October 2010 Version 1 Producf namellJjniciuM^^ 11 . Toxicological information Carcinooenlcitv Carcinogenicity Classification Product/ingredient name Calcium hypochlorite Mutaaenicitv Product/ingredient name Calcium hypochlorite No known significant effects or critical hazards. ACGIH lARC EPA NIOSH lARC 3 Test Experiment Experiment: In vitro Subject: Bacteria Experiment: In vitro Subject: Mammalian- Animal Experiment: In vivo Subject: Mammalian- Animal NTP Result Positive Positive Negative OSHA Mutagenicity Teratogenicity Teratogenicity Reproductive toxicity Developmental effects Fertility effects Equivocal evidence.-mutagenic effects No known significant effects or critical hazards. No known significant effects or critical hazards. No known significant effects or critical hazards. 12. Ecological information Environmental effects Aquatic ecotoxicihr Very toxic to aquatic organisms. Product/ingredient name Result Species Exposure Calcium hypochlorite Acute LCSO 57 to 60 ug/L Fresh water Fish - Bluegill - Lepomis macrochirus 96 hours Calcium hypochlorite Acute LCSO 37 ug/L Marine water Fish - Atiantic silverside - Menidia menidia 96 hours Calcium hypochlorite Acute EC50 0.073 to 0.079 ppm Fresh water Daphnia - Water flea - Daphnia magna 48 hours sodium chloride Acute LCSO 1294600 ug/L Fresh water Fish - Bluegill - Lepomis macrochirus 96 hours sodium chloride Acute EC50 402600 to 469200 ug/L Fresh water Daphnia - Wafer flea - Daphnia magna 48 hours sodium chloride Chronic NEL 0.86 g/L Fresh water Fish - Fathead minnow - Pimephales promelas 96 hours calcium dihydroxide Acute LCSO 356 mg/L Marine water Fish - Guppy - Poecilia reticulata 96 hours calcium dihydroxide Chronic NOEC S6 mg/L Marine water Fish - Guppy - Poecilia reticulata 96 hours Conclusion/Summary Other adverse effects : LC 50: 0.088 mg/1 (96 HR Bluegill Sunflsh) - Very toxic to aquatic organisms. Do not allow to enter groundwater, surface water or drains. : No known significant effects or critical hazards. United States - Canada - Mexico Page: 7/9 Product code 01593 Product name Calcium HypocliloriieTaBIgK" Date of issue 21 October 2010 Version 1 13. Disposal considerations Waste disposal : The generation of waste should be avoided or minimized wherever possible. This material and its container must be disposed of in a safe way. Spilled material that has been swept up and dissolved in water should be used immediately in the normal application for which this product is being consumed, if this is not possible, material may be neuti-alized. Please contact PPG Industries, Inc. Emergency Response team for guidance at 412-434-4515. Note: Only properiy neutralized material should be flushed to sewer. Unneutralized material can cause environmental damage to receiving water or can interfere with treatment plant operation. Care must be taken when using or disposing of chemical materials and/or their containers to prevent environmental contamination. Empty containers retain product residue and can be hazardous. Residual material remaining in empty container can react to cause fire. Thoroughly flush empty container with water then destroy by placing in trash collection. Disposal of this product, solutions and any by-products should at all times comply with the requirements of environmental protection and waste disposal legislation and any regional local authority requirements. Disposal should be in accordance with applicable regional, national and local iaws and regulations. Refer to Section 7: HANDLING AND STORAGE and Section 8: EXPOSURE CONTROLS/PERSONAL PROTECTION for additional handling information and protection of employees. Section 6. Accidental release measures 14. Transport information Regulation UN number Proper shipping name Classes PG* Additional information UN 2880 CALCIUM HYPOCHLORITE. HYDRATED 5.1 II - IMDG 2880 CALCIUM HYPOCHLORITE. HYDRATED 5.1 11 - DOT 2880 CALCIUM HYPOCHLORITE. HYDRATED 5.1 II - Reportable quantity RQ : CERCLA: Hazardous substances.: Pentasodium triphosphate: 5000 Ibs. (2270 kg); Calcium hypochlorite: 10 Ibs. (4.54 kg); 15 . Regulatory information United States inventory (TSCA 8b) Australia inventory (AlCS) Canada inventory ( DSL) China inventory (lECSC) Europe inventory ( REACH ) Japan inventory (ENCS) Korea inventory (KECI) New Zealand ( NZIoC ) Philippines inventory (PfCCS) All components are listed or exempted. All components are listed or exempted. All components are listed or exempted. All components are listed or exempted. Please contact your supplier for information on the inventory status of this material. All components are listed or exempted. All components are listed or exempted. All components are listed or exempted. All components are listed or exempted. United States EPA ID No. - Pesticide. : Please contact your supplier to get the information. SARA 302/304/311/312 extremely hazardous substances: No products were found. SARA 302/304 emergency planning and notification: No products were found. SARA 302/304/311/312 hazardous chemicals: calcium dihydroxide; calcium chlorate; Calcium carbonate; sodium chloride; Calcium hypochlorite CERCLA: Hazardous substances.: Pentasodium triphosphate: 5000 lbs. (2270 kg); Calcium hypochlorite: 10 Ibs. (4.54 kg); SARA 311/312 MSOS Distribution - Chemical Inventory - Hazard Identification: United States - Canada - Mexico Page: 8/9 Product code 01593 Date of issue 21 October 2010 Version 1 Product name CalciurtTiRypocYTIorite tablets 15. Regulatory information Chemical name CA5# AcM,t? Chronic Fire Reactive Pressure. Calcium hypochlorite 7778-54-3 Y N N Y N sodium chloride 7647-14-5 N N N N N calcium dihydroxide 1305-62-0 Y N N N N calcium chlorate 10137-74-3 Y N N Y N Calcium carbonate 471-34-1 N N N N N Product as-supplied: Y N N Y N California Prop. 65 Not applicable. Canada WHMIS (Canada) Mexico Classification Flammability : I Class E: Corrosive solid. Class C: Oxidizing material. Health : 3 Reactivity : 2 16 . Otiier information Hazardous Material information System (U.S.A) Health : 3 Flammability : 0 Physical hazards : 2 (*) - Chronic effects Caution: HMIS® ratings are based on a 0-4 rating scale, with 0 representing minimal hazards or risks, and 4 representing significant hazards or risks Although HMIS® ratings are not required on MSDSs under 29 CFR 1910.1200, the preparer may choose to provide them. HMIS® ratings are to be used with a fully implemented HMIS® program. HMIS® is a registered mark of the National Paint & Coatings Association (NPCA). HMIS® materials may be purchased exclusively from J. J. Keller (800) 327-6868. The customer is responsible for determining the PPE code for this material. National Fire Protection Association (U.S.A) Health : 3 Flammability : 0 Instability : 2 Other special : NSF Drinking Water Treatment Chemicals Listing - PPG calcium hypochlorite considerations (68% nominal product) is certi'fied for maximum use at 15 mg/L under NSF/ANSl Standard 60. I^SF Drinking Water Treatment Chemicals Listing - PPG calcium hypochlorite (73% nominal product) is certified for maximum use at 14 mg/L under NSF/ANSl Standard 60. This product is registered with U.S. EPA as a pesticide. Date of previous issue : No previous validation. Organization that prepared : EHS the MSDS ^ Indicates information that has changed from previously issued version. Disclaimer The infonvation contained in this data stieet is based on present scientiTic and technical knowledge. The purpose ofthis information is to draw attention to the health and safety aspects conceming the products supplied by PPG, and to recommend precautionary measures for the storage and handling ofthe products. No warranty or guarantee is given in respect ofthe properties ofthe products. No liability can be accepted for any failure to observe fhe precautionary measures described in this data sheet or for any misuse ofthe products. United States - Canada - Mexico Page: 9/9 tilitEce^^^WfP-^^UM „ Irw. l3aY50^ SAN OIEGO REGIONAL HAZARDOUS MATERIALS QUESTIONNAIRE Of^lCt US80M.V HVt J. Plan File* tUMt PJOOWit Oft---luiMkfian pttar la plan ubmlRaL FaolB^'t S<)UMf f tetaga (lodufing propetrt prafv^U i. CeraprtMaaGaM* A- (MRtanr. )0. DyoganioF 1 FlMiRaU«^en*iui»U*tjqMt» r »ynpbaw*f if, Higt«rTaile«i'ToaaeM«l«nai» 4 FlMimibla SeiU* » UMUMMMM* Oeevpancy Ralbitf. 13. rmniimi 14. 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WB your builnaoa awra or handhttf l|tyhk<i*llHi\iw ^ittas^i M VMiinirtiiMM«:iM*or.MMt^ £3$ VW joir liMiiRaa^tMni pairaC^ 1^ etpain Data inHtaK • CatMtPRaqoiw^ d om Iniiate Oaiar ponoKMatittif lliiKanaMatta quaationa^or&tii' (amnmwinU <iiinD<ito> or tanovaHoft aacap* " VEB NO 1. • tt^«jBM>(SDal1iMa»10 WNUn»«m»pt1«»(» a 3 • wn ItiaaoMaci >Klli»« coniWidlPiriiililim >Kluili BtwiBBWHf aqwlpnianl Om a«i« or ata capaMa etataiUfcio aw afc^cortamlrMnry (Saa ma eRHwii«a(wiLtaai»p>«iMi»ia»:|a<><wwiH»«»<^i^ t mgwi»faa:tanov*«ont«atinwBMaluw«Ht:af»iv.iWi^ tiatcaotaina non-Mabteaaiwiloa?! .y«ttMmb*dameailett JnnoMna** fawcwteta>aarfiMppqi<ntatnie»><iiiOBitar» —tjm^ii^iif.lH^ In Sia tiasl of ny knoHMm ir4 MM V ti Mama «l OiMMf «r>ufMMtca<i A«on( c ^/f^y^ •ffttmaantfoMMct af<MMF«rAuHgt<ia4Asar* Data FIRE DEPARTMENT OCCUPANCY CmSSFICATIQN;, ovs FOR OFFKUL USC OML« OATE. utt»TO«Mm«tM*.NWM«Tiani«eauaH» riiifinifta—iiiniiiiiwriiiriiiiiiiialima llllll *<iMtBro«aeou»«Mev COUNfy-MMSP >w>ei> *POI» COUMrr.HUO APCO / l.'.HMily itTSin l)!C(<i mu lli/.«ilni» MiwiuKlliv.titvn ATTACHMENT 'B' IM DUNN SAVDIE INC. 9DB S. CLEVELAND ST. DDEArjSIDE, CA 760.5166,6355 PH. 760.966.6360 FX. Da»@auRrDBi.CDrw EMAIL IM STRUCTURAL EN£31 NEERING 9DB S. CLEVELAND ST. DDEArjSIDE, CA 760.5166,6355 PH. 760.966.6360 FX. Da»@auRrDBi.CDrw EMAIL IM 9DB S. CLEVELAND ST. DDEArjSIDE, CA 760.5166,6355 PH. 760.966.6360 FX. Da»@auRrDBi.CDrw EMAIL Supplemental STRUCTURAL CALCULATIONS FOR LEGOLAND - 2014 WATER PARK EXPANSION 1 Legoland Drive Carlsbad, CA 92008 RECEIVED DEC 2 4 ZOtS CITY OF CARLSBAD BUILDING DIVISION (DSI PROJECT NO. 13-172.00) (ARCHITECT: SMS ARCHITECTS) NOVEMBER 7,2013 TABLE OF CONTENTS ITEIVI DESIGN CRITERIA AXIAL LOAD VERSUS CAISSON DEPTH GRAPH RESTROOM & LOCKER ROOM RETAINING WALL DESIGN EQUIPMENT ANCHORAGE DESIGN WAVE POOL EQUIPMENT BUILDING DESIGN LOADS LATERAL ANALYSIS UTERAL DEISGN OUT-OF-PLANE WALL ANCHORAGE DESIGN SUB DIAPHRAGM DESIGN PAGE Al A2 B13-B19 B20-B23 Gl G2-G4 G5-G8 G9-G10 G11-G12 DUNN SAVOIE INC. STRUCTURAL ENGINEERS 908 S. Cleveland Street GCEIANSIDE, CA 92054 PH. (760) 966-6355 FAX (760) 966-6360 Email: dsi@suifdsi.com SHPPT lun 6\3 CALCULATED BY 1-4 & r.HFRKFn BY DATF SCALE . tF^P- \P\PiDVW 1' iJ f5 r - AVI At LCAP c?M 6?^ADtf tSt?At^ v/ (6) =H 0 ^/^f^ \if^ D PRODUCT SBT Gantilevered Retaining Wall Descnption: Restroom 4' retaining wall (Stem Wail Design) [Soil Data FOB = U:\h3alillarAstiafeiflEGOLAr1\Resttloni\re5t«ini.e(£ b BJEF%:AI.G, INC. 1993.2013, BulId:6;13.B'31..Ver£.iaS.31 I .Licensee : DUNN SWOIE INC^ STRUCTURAL ENGINEERS Criteria Relalned Heighl = 4.0011 Wall hsigiil above soii = O.COfI Slope Behind Wall = 0.00:1 Heightof Soil over Toe = 6.00 in Water height ovar heel = 0.0 ft Vertical componenl of active Lateral soU pressure options: NOT USED for Soil Pressure. NOT USED for Sliding Resislance. NOT USED for Overluming Resistance. Allow Soil Bearing = 4,500.0 psf Equivaleni Fluid Pressure Melhod Heel Active Pressure = 35.0 psf/ft Toe Active Pressure = 0.0 psf/fl Passive Pressure = 300.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density. Toe = 0.00 pcf Fricfion Coeff biwn Fig & Soil = 0.400 Soil height to ignore for passive pressure = 12.00 in Calculations per ACI 318-OS, ACI 530-OB, IBC 2009, CBC 2010, ASCE 7-05 Surctiarge Loads Lateral Load Applied to Stem I Adjacent Footing Load Surcharge Over Heel = 100.0 psf Used To Resist Sliding & Overtuming Surcharge Over Toe = 0.0 psf Axial Load Applied to Stem Axial Dead Load 571.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccenlricily = D.O in Design Summary Lateral Load ...Heighl to Top ...Heighl to Bottom Wind on Exposed Stem 28.0 plf 4.00 ft 0.00 fl 0.0 psf Adjacent Footing Load Footing Width Eccentricity Wdl to Fig CL Disi Fooling Type Base Above/Below Soii at Back of Wall Poisson's Ratio 0.0 Ibs O.OO It 0.00 in 0.00 ft Line Load 0.0 ft 0.300 Wall Stability Ratios Overluming Sliding 0.82 UNSTABLE! 1.80 OK Total Bearing Load = 2,227 Ibs ...resultani ecc. = 14.25 in Resulant Exceeds Ftg. Width! Soil Pressure ^ Toe = 0 psf OK Soil Pressure @ Heel = 0 psf OK Allow^le = 4,600 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 0 psf ACI Factored @ Heel = 0 psf Fooling Shear® Toe = 0.0 psi OK Footing Shear @ Heel = 5.4 psI NG Allowable - 3.0 psi Sliding Calcs (Vertical Componenl NOT Used) Laieral Sliding Force = 932.9 Ibs less 100% Passive Force = - 787.5 Ibs less 100% Fridion Force = • 890.8 Ibs Added Force Req'd = 0.0 lbs OK ....for1.5:1 Stability = 0.0 Ibs OK Load Factors Dead Load 1.200 Uve Load 1.600 Earlti, H 1.600 Wind.W 1.600 Seismic, E 1.000 Stem Construction ] Top stem Bar Lap/Emb Design Height Above Ftg ft = o.OO Wall Material Above 'Hf = Masonry Thiclaiess in = 8.00 Rebar Size = # S Rebar Spacing in= 16.00 Rebar Placed at = Center Design Data ——— fb/FB+fa/Fa = ti.584 Tolal Force @ Section Ibs = 519.3 Moment....Actual fl-i = B51.9 IVloment Allowable ft-i= 1,515.5 Shear Actual psi= 11.5 Shear.....Allow3ble psi= 51.6 WallWeight psf= 84.0 Rebar Deplh'd' in= 3.75 Lap splice if above in - 30.00 Lap splice if below in= 175.00 Hooi< embed into footing jr\= 175.00 Masonry Data fm psi= 1,500 Fs psi = 20,000 Solid Grouting = Yes Modular Ratio'n' = 21.48 Short Term Factor = 1.333 Equiv. Solid Thick. in = 7.60 Masonry Block Type = 3 Masonry Design Method = ASD Cantilevered Retaming Wall Rle=lJMiaal)llanteharB(aEG0liATr1telTOimlresliDcrn.ec8 b EMERCALC, INC. 1833.2013, Bldd£.13A31, Veni13.a.31 i :v Ucensee: DUNN SAVOIE.INC. STRUCTURAL ENGINEERSf Description: Rsstroom 4' retaining wall (Stem Wall Design) Footing Dimensions & Strengths Footing Design Results Toe Width 0.00 ff Heel Wdth 2.00 Tolal Footing Width 2.00 Fooling Thickness 24.00in Key Widlh 0.00 in Key Depth = 0.00 in Key Distance from Tos 0.00 ft fc = 4 DSi Fy = 60,000 psi Footing Concrete Densily 150.00 pcf Min. As % 0.0018 Cover ©Top 200 @ Btm.= 3.00 i Toe Factored Pressure = 0 Mu'; Upward = 0 Mu': Downward = 0 Mu: Design = 0 Actual 1-Way Shear = 0,00 Allow 1-Way Shear = 0,00 Toe Reinforcing = #4@18.00in Heel Reinforcing = #4 @0.00 in Key Reinforcing = None Spec'd Other Acceptable Sizes & Spaclngs Toe: Not req'd, Mu < S * Fr Heel: As>0.75*Bai% Key: No key defined Heel 0 psf 0 fl-lb 1,179 ft-lb 1,179 frib 5.42'psi 3.00 psi Summaiy of Overturning & Resisting Forces & Moments item .....OVERTURNING..... Force Distance IVloment Ibs « ft-lb RESISTING Force Distance IVloment ibs fi fl-lb Heel Acllve Pressure Surcharge over Heel Toe Active Pressure Surcharge Over Toe Adjaceni Fooling Load Added Lateral Load Load @ Stem Above Soil Total 630.0 190.9 112.0 2.00 3.00 0.83 4.00 1,260.0 572.7 448.0 585.7 1.33 932.9 O.T.M. = 2,280.7 Resisting/Overturning Ratio = 0.82 Vertical Loads used for Soil Pressure = 2,227.0 Ibs Soil Over Heel Sloped Soil Over Heel = Surchaige Over Heel = Adjacent Fooling Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = Surchaige Over Toa StBmWeight(s) Earth @ Stem Transitions = Footing Weight = Key Weight Vert Component _= Total = 2,227.0 Ibs aM.= ' 1,862.3 * Axiai live load NOT included in total displayed, or used for overtuming resistance, but is included for soil pressure calculation. 133.3 571.0 33S.0 600.0 1.33 0.33 0.33 1.00 782,2 177.8 190.3 112.0 600.0 Concrete Beam Description: Restroom 4' Retaining Wall (Grade Beam Design Gravity Check) He=U:\hgabllan\s)iaiEd\L£G0lA~1V^tiDciii'ie5tiiiain£cS • ENERCALC, INC.- 19B3j!m3,Sulld:6.ia8.31, VenB.ia8.31 I Licensee: DUNN SAVOIE INC. STRUCTURAL ElvlGINEERS! CODE REFERENCES Calculations per ACI 318-OB, IBC 2009, CBC 2010, ASCE 7-05 Load Combination Set: ASCE 7-05 Material Properties , . fc^" * 7.50 fc fr = ^|/ Density X LtWt Faclor Elastic fi/lodulus fy - Main Rebar E - Main Rebar 4.0 ksi 474.342 psi 145.0 pcf 1.0 3,122.0 tei 60.0 ksi 29,000.0 ksi li) Phi Values Flexure: 0.80 Shear: 0.750 j}., = 0.850 Fy - Stin-ups 40.0 ksi E-Stirmps = 29,000.0 ksi Stirrup Bar Size # = lif 3 Number of Resisting Legs Per Stinup = 2 Load Combination ASCE 7-05 '''Oik''"' Ztin 0(1.113) 24" w X 24" h Span=8.0 ft "2 Cross Ssdion&Rejnf^^^^^ Redangular Section, 'iwdlti = 24.0 in, Heighl = 24.0 in Span #1 Reinforcing... 246 at 3.0 in from Bottom, from 0.0 lo 8.0 ft in this span Applied Loada Beam self weight calculated and added to loads Load for Span Number 1 Unifonn Load: D = 1.113 K/ft. Tributary Width = 1.0 ft, (Wall Dead Loads) MSIGN SIJWMARY 2M at 3.0 in from Top, from 0.0 to 8.0 ft in this span Service loeds entered. Losd Factors will be applied for calculations. Maximum Bending Stress Ratio Section used for this span Mu : Applied Mn * Phi: Allowable Load CombinatlDn Location of maximum on span Span # where maximum occurs Design OK 0.147:1 Typical Section 18.962 k-ft 129.197 k-ft +1.40D 4.000ft Span#1 IVIaximum Deflection Max Downward L+Lr+S Deflection Max Upvrard L+Lr+S Deflection Max Downward Total Denection Max Upward Total Deflection O.OOO in Ration O<360 0.000 in Ratio = 0<360 0.002 in Ratio = 53160 0.000 in Ratio = 999<180 Vertical Reactions • Unfactored Support rotation: Far left s #1 Load Combination Suppom Suppon 2 Overall MAXimum 6.772 6.772 0 Only 6772 6772 Shear Stirrup Requirements „, ._ , ,_ Entire Beam Span Length: Vu < PhiVc/2, Req'd Vs = Not Reqd, use slimips spaced at O.ODO in Maximum Forces & Stresses for Load Combinations Load Combination Segment Lengih Span# Locaton (ft) in Span Bending Stress Results (k-ft) Locaton (ft) in Span Mu: Max Phi'Mnx StrB.« Ratio 8.000 1B.9S 129.20 0.15 8,000 18.96 129.20 0.15 B.OOO 16.25 129.20 0.13 MAXimum BENDING Envelope SoEn#1 1 +1.40D Span#1 1 ^-1.20D+0.50Lr+1.60L+1.60h Span it 1 1 Concrete Beam Description: Restroom 4' R^lnhg Wall (Grade Beam Design Gravity Cheek) Filfl=i;;lh5abllan\Bliared\l£GOlATl\R£straOT'rest(oomi!c6 ENERCALC. INC. 10M-2013. Bulld:fi.ia.a.!i1.\/cr:li.n.R 31 Licensee: DUNN SAVOIE INC. STRUCTURAL ENGINEERS - Load Combinalkin Segment Lengih Span # Location ( in Span Bending Stress Results (k-lt) Mu: Max Phl'Mnx Stress Ratio +1.2OD+1.60L4O.5OS+1.60H Span#1 1 fi.OOO 16.25 129.20 0.13 +1.200*1.6DLr-4O.50L Spans 1 1 S.DGO 16.25 129.20 0.13 +1.20D+1.60Lr40.80W Span#1 1 8.000 16.25 129.20 0.13 +1.20D-»O.5l)L+1.60S Span#1 1 8.000 16.25 129.20 0.13 +1.20D+1.60S+O.B0W Span#1 1 8.000 16.25 129.20 0.13 +1.20D-K).50Lr+0.50L+1.60V\' Span#1 1 8.000 16.25 129.20 0.13 +1.20D-H)50LH).50S+1.60W Span SI 1 8.000 16,25 129.20 0.13 +1.20D-tO.50LtO.20S-tE Span#1 1 8.000 16.25 129.20 0.13 +O.SOD+1.60W+1.50H Span#1 1 8.0DO 12.19 129.20 0.09 tO.S0Dt£+1.60H Span#1 1 8.000 12.19 129.20 0.09 Overall Minimum DefleCtltins • Unfactored Loads Load Combination Span MaK."-' Defl Locatton in Span Load Combination Max."+" Defl Location In Span DOrly Detailed Shear Information 0.0018 4.080 0.0000 0.000 Span Distanse •rf Vu (k) Mu d'VuMu Phl'Vc Comment PhI'Vs Phi^n Spacing (In) Load Combination NunAer (ft) (in) Actual De sign (k-ft) (1^) (k) Req'd Suggest +1.400 1 0.00 21.00 9.48 9.48 0.00 1.00 47.90 Vu<PhiVc/2 Not Reqd 47.9 0.0 0.0 +1.40D 1 0D2 21.00 9.44 9.44 0,17 1.00 47.90 Vu<PhlVc/2 Not Reqd 47.9 0,0 0.0 +1.-100 1 0.04 21.00 9.40 9.40 0.34 1.00 47.90 Vu<PhlVc/2 Not Reqd 475 0,0 0.0 +1.400 1 0.05 21.00 9.35 9.35 0.50 1,00 47.90 Vu<PhlVc/2 NotReqd 47.9 0,0 0.0 +1.40D 1 0.07 21.00 9.31 9.31 0.67 1,00 4790 Vu<PhlVc/2 Not Reqd 47.9 0,0 0.0 +1.400 1 0.09 21 OD 9.27 9.27 0,83 1,00 4790 Vu<PhlVc/2 Not Reqd 47.9 0,0 0.0 +1.40D 1 0.11 21,00 9.23 9.23 too 1,00 47.90 Vu<PhiVc/2 Not Reqd 47.9 0.0 0.0 +1.40D 1 0.12 21,00 9.19 3.19 1,16 1,00 47.90 Vu<PhlVc/2 Not Reqd 47.9 0,0 0.0 +1.400 1 0.14 21.00 9.14 9.14 1.32 1,00 47.90 Vu<PhlVc/2 Not Reqd 47.9 00 0.0 +1.400 1 0.16 21.00 9.10 9.10 1,49 1,00 47.90 Vu<PhiVc/2 Not Reqd 47.9 0,0 0.0 +1.400 1 0.18 21.00 9.06 9.06 1,65 1,00 47.90 Vu'!PhiVc/2 Not Reqd 47.9 0.0 0.0 +1.400 1 0.20 21.00 9.02 9.02 1,81 1,00 47.90 Vu<PhiVc/2 Not Reqd 47.9 00 0.0 +1.40D 1 0.21 21,00 8.98 8.98 1.97 1,00 47.90 yu<PhiVcy2 Not Reqd 47.9 0.0 0.0 +1.40D 1 0.23 21.00 8.93 8.93 2,13 1.00 47.90 Vu<PhiVc/2 Not Reqd-47.9 00 0.0 +1.400 1 0.25 21.00 8.89 8.69 2J29 1.00 47.90 Vu<PhiVc/2 Not Reqd 47.9 0.0 0.0 +1.400 1 0.27 21.00 8.85 8.85 2.44 1.00 47.90 Vu<PhiVc/2 Not Reqd 47.9 0,0 0.0 +1.40D 1 0.28 21.00 8.81 8.81 2.60 1,00 47.90 Vu<PhiVc/2 Not Reqd 47.9 0,0 0.0 +1,400 1 0.30 21.00 8.76 8.76 2.76 1.00 47,90 Vu<PhiVcf2 Not Reqd 47.9 0.0 0.0 +1.400 1 0.32 21,00 872 8.72 2.91 1,00 47,90 Vu<PhiVc/2 Not Reqd 47.9 0,0 0.0 +1.400 1 0.34 21.00 8.68 8.68 3.07 100 47,90 Vu<PhiVtf2 Not Reqd 47.9 00 0.0 +1.40D 1 0.36 21.00 8.64 8.64 322 1,00 47,90 Vu<PhiVd2 Not Reqd 47.9 0,0 0.0 +1.40D 1 0.37 21.00 8.60 8.60 3.37 1.00 47,90 Vu<PhiVc/2 Not Reqd 47.9 0,0 0.0 +1.4GD 1 0.39 21.00 6.55 8.65 3.53 1,00 47,90 Vu<PhiVc/2 Not Reqd 47.9 oo 0.0 +1.40D 1 0.41 21.00 8.51 8.51 3.68 1,00 47,90 Vu<PhiVd2 Not Reqd 47.9 0,0 0.0 +1.40D 1 0.43 21.00 8.47 8.47 3.83 1,00 47.90 Vu<PhiVc/2 Not Reqd 47.9 0,0 0.0 +1.4QD 1 0.44 21.00 8.43 8.43 3.98 1,00 47,90 Vu<PhiVc'2 Not Reqd 47.9 O.D 00 +1.40D 1 0.46 21.00 6.39 8.39 4.13 1,00 47.90 Vu<PhlVc/2 Not Reqd 47.9 0,0 00 +1.400 1 0.18 21.00 8.34 8.34 4.26 1.00 47,90 Vu<PhiVc/2 Not Reqd 47.9 0,0 00 +1.40D 1 0.50 21.00 6.30 8.30 4.43 1.00 47,90 Vu<PhlVc/2 Not Reqd 47.9 0.0 0,0 +1.40D 1 0.52 21.00 8.26 8,26 4.57 1.00 47,90 Not Reqd 47.9 0,0 0,0 +I.10D 1 0.53 21.00 8.22 8,22 472 1.00 <7,90 Vu < PhiVc/2 Not Reqd 47.9 0.0 0,0 +1.40D 1 0.55 21.00 8.17 8.17 4.87 1.00 47.90 Vu<PhlVtf2 Nol Reqd 47.9 0.0 00 m Concrete Column Dsscriplion: Restioom 4' Retaining Wall (Caisson Reinforcement Design) : HlB=U:lhBaliil2nteharaatlf(MtAr.1WesfiDom^te ENERCALC, INC. 19BM013, aiIlld:B.13.8.31, VBr;6.13.8.31 Licensee ::DUNN SAVOIE INCJSTIIUCTURAL ENGINEERSI Code References Caiculattons per ACI 318-08. IBC 2009, CBC 2010, ASCE 7-05 Load Combinations Used : ASCE 7-05 General Infonnation fc: Concrete 28 day strength = E = Densily = P fy - Mam Rebar = E - Main Rebar = 4.0 ksi 3,122.0 ksi 150.0 pcf 0.850 60.0 ksi 29.000.0 ksi Allow, Reinforcing Limits Min, Reinf, Max. Reinf. Load Combination: ASTM/lets Bs/sliserf 1.0% 8.0 % ASCE 7-05 Overall Column Heigtit _ = 0.50 ft End Fixity Top Free, Bottom Fixed Brace condition for deflection (buckling) along columns: X-X (wridth) axis: Unbraced Length for X-X Axis buckling = 4 ft, K = 1.0 Y-Y (depth) axis: Unbraced Length for X-X Axis buckling = 4 fl, K = 1.0 Column Cross Section Column Dimensions :1 S.Oin Diameter, Column Edge lo Rebar Edge Cover = I.SOin Column Reinforcing :6 - #6 bars x-f- Appiied Loads Column selfweight included: 132.538 Ibs * Dead Load Factor AXIAL LOADS... Axial Load on Caisson: Axial Load al 0.50 ft above bass, D = 13.440 k Entered loads are factored per load combinations specified bv user. Load Combination Location ol max.above base Maximum Stress Ratio Ratio = (Pu'*2+Mu*2)*.5/ (PhiPn«2+PhitVln*2)*,5 Pu= 19.002 k tp*Pn = Mu-x= 0.0 k-fl 9'Mn-x = MM-y 0.0 k-fl 9* Mn-y = +1.40D 0.4966 ft 0.029:1 646.82 k 0.0 k-fl 0.0 k-fl Maximum SERVICE Load Reactions.. Top along Y-Y 0.0 k Bollom along Y-Y Top along X-X 0.0 k Bottom along X-X 0.0 k 0.0 k Mu Angle = 0.0 deg Mu at Angle = 0.0 k-ft <pMn al Angle = 0.0 k-ft Pn S. Mn values bested al Pu-Mu vector intersection vvith capacity curve Column Capacities... Pnmax: Nominal Max. Compressive Axial Capaciiy 1,014.62 k Pnmin; Nominal Min. Tension Axial Capacity -158.40 k tp Pn, max: Usable Compressive Axial Capacity 646.82 k <P Pn, min: Usable Tension Axiai Capacity -118.80 k Governing Load Combination Results Maximum SERVICE Load Deflections. Along Y-Y COin at for load combination: Along X-X 0.0 in at for load combin^ion: 0.0 ft above base 0.0 ft above base General Section Information . <p = 0.750 p =0.850 p : % Reinforcing 1.037 % Rebar % Ok Reinforcing Area 2.640 in'*2 Concrete Area 254.469 in'^2 e = 0.850 Govemir^Fadored Load ComMnatlon +r4iD Moment Source X-X Y-Y •isLfrom AxiafLoad base ft Pu rp k *Pn Bendfng A&lysIs fcfl Ufilization 3x gx'Mux gy 5y*l*y Al()ha;(deg) 5* q)Mn Rato \ 0.50 19.00 646,82 0.000 0.029 [concrete Column Description: Restroom 4' Retaining Wall (Caisson Reinforcemenl Design) Governiiig Load GotnbinaticiniR RleMWiSaaimiSBSiil^^ EMERCALC, wc. 1983-2013, B!ild;S.13.8.31,VerS.13.8.S1 I Liceiwlefc^DUNN SAWaiEJNa STRU(:TURAL ENGINEERS^^ Governing Factored Load Combination Moment Source X-X Y-Y Dist. fram Axial Load k base ft Pu qj *Pn 5t 5«*Mux Bending Analysis k-ft sy syMuy Alpha (deg) 5Mu Utilization qj Mn Ratio | +1.20D+0.50Lr+1.60L+1.60H 0.50 15.29 346,82 0.000 0.025 +1.20D+1.60L+0.50S+1.60H 0.50 13.29 546.82 0.000 0.025 +1.20D+1.60Lr+0.50L 0.50 16.29 G4G.82 0.000 0.025 +1.2OD+1.60Lr+O.80W 0,50 15.29 S46.82 0.000 0.025 +1.2OD+O.50L+1.60S 0,50 16.29 646,82 0.000 0.025 +1.20D+1.60S-tO.80W 0.50 16,29 646.82 0.000 0.025 +1.20D-K).50Lr+0.50L+1.50W 0.50 16.29 646.82 0.000 0.025 +1.20D-fO.50L+O.50S+1.60W 0.50 16.28 646.82 O.OQO D.D25 +1.20D-.0.50L+0.20S+E 0.50 16.29 646.82 0.000 0.025 +0.90D+1.60W+1.60H 0.50 12.22 646.82 0.000 0.019 +{j.90D+E+1.60H 0.50 12.22 646.82 0.000 0.019 Maximum Reactions - Unfactored Note: Only non-Eero reactions are listed. Load Combination Reaction along X-X Axis ©Base Reaction along Y-Y Axis @Base @Top Axial Reaction @Base DOnly k MaximumiDefleetions for Load Combinations • Unfactored Loads k 13.573 k Load Combination Max. X-X Deflection Distance Max. Y-Y DeltecHon Distance DOnly ^Sketches 0.0000 in 0.tX)0 11 0.000 in 0.0D0 ft ttxxinv usxio f'"* Ant Interaction Diagrams DUI>IN SAVaiE INC. STRUCXURAi. ENBINEERINI: saa s. CLErvEUAMO ST. PH: cysai gee-eass FAX: ivso) gee-sasD JOB Legoland - 2014 Waterparl< Expansion SHEET NO. CALCULATED BY HG DATE 11/4/13 CHECKED BY DATE SCALE EQUIPMENT ANCHORAGE per 2009 Ihternationat Buirding Code and ASCE 7-05 ELEMENT CRITERIA Hot Water Storage Tanks EQUIPMENT WEIGHT Wp 3600 Ibs DIMEfMSIONS: DIAMETER D 3S in (anclior spacing) D 36 in HEIGHT H 84 in EQUIPMENT ELEVATION z 1.0 ft ROOF ELEVATION Ii 1.0 ft SEISMIC CRITERIA SEISMIC DESIGN CATEGORY D SPECTRAL ACCELERATION, SHORT PERIOD S^ 0.833 IMPORTANCE FACTOR Ip 1.5 COMPONENT AMPLIFICATION FACTOR Qp 1.0 COMPONENT RESPONSE MODIF. FACTOR Rp 2.5 Design Seismic Load per 2009 Intemational Building Code and ASCE 7-05 Desian Lateral Force: fi3.3-i) (LRFD) (ASD) —l^^(^^2(z/h))wp 0.600 Wp — 0.428 Lower Limit: (13.3-2) Fp= 0.3*SpsipWp 0.375 Wp = 0.268 Uooer Linnit: fi3.3-3) Fp= 1.6'SDsipWp 1.999 Wp = 1.428 Therefore, ELEMENT ANCHORAGE LRFD Fp= 0.600 Wp (LRFD) Fp= 0.428 Wp (ASD) = 2159 Ibs = 1542 lbs OVERTURNING: 0M= Fp.H,'2 RM = (0.9-0.2SDs)*Wp.W/z NET M = OM-RM Therefore T SHEAR: No. of bolts = V = F„ / No. of bolls = 5397 Ib-ft 3960 Ib-ft 1437 Ib-ft 479 lbs per side 4 540 lbs USE: (4) 3/8" SS HILTI KB TZ EXPANSION ANCHORS WITH MIN. 2" EMBED DUNN SAVOIE ttvic. JOB Legoland - 2014 Waterpark Expansion STRUGTURAU ENGINEERING SHEET NO. SOB S. CLEVELAND BT. CALCULATED BY HG DATE 11/4/13 • cEANsioE, CA.. 9zaa4 CHECKED BY DATE PH: t"7Qa) .9se-Gas5 SCALE FAX: CySO) ^£,&S3GU EQUIPMENT ANCHORAGE per 2009 intemational Building Code and ASCE 7-05 ELEMENT CRITERIA Water Heater EQUIPMENT WEIGHT ' DIMENSIONS: LENGTH WIDTH (anchor spacing) HEIGHT EQUIPMENT ELEVATION ROOF ELEVATION SEISMIC CRITERIA SEISMIC DESIGN CATEGORY SPECTRAL ACCELERATION, SHORT PERIOD IMPORTANCE FACTOR COMPONENT AMPLIFICATION FACTOR COMPONENT RESPONSE MODIF. FACTOR Desiqn Lateral Force: (i 3.3-1) 0.4apSDs (Rp/lp) Lower Limit: (13.3-2) Upper Limit: fl3.3-3) -(1 +2(z/h))Wp Fp= 0.3*SoslpVVp Fp= 1.6*SDslpWo Wp = 366 Ibs L = 29 in W = 23.25 in H = 65.375 in z = 1.0 ft h = 1.0 ft D SDS ~ 0.833 lp = 1.5 1.0 Ro = 2.5 uilding Code and ASCE 7-05 (LRFD) 0.600 Wp = = 0.375 Wp = = 1.999 Wp = (ASD) Therefore, Fp= 0.600 Wp (LRFD) Fp= 0.428 Wp (ASD) ELEMENT ANCHORAGE ASD OVERTURNING: 0M= Pp.H/2 RM= (0.6-0.14SDs)*Wp.W/2 = NET M = OM-RM Therefore T = 220 lbs 157 lbs 428 Ib-ft 171 Ib-ft 256 Ib-ft 132 Ibs per side SHEAR: V = USE: No. of bolts = Fp/No. of bolts = 39 Ibs (4) 3/8 dia. Galv. Lag Screw w/ min. 2" embed into blocl^ing s-iiiiijri-i www.hlltl.us Profis Anchor 2.4.3 Company: DSI Page: 1 Specifier: HG Project: Legoland Address: Sub-Project 1 Pos. No,: Waterlank Phone 1 Fax: 1 Dale: 11/4/2013 E-Mail: Specifier's comments: 1 input data Anclior type and diameter: EffecilvB emljedmeni deptti: IVIatefial: Evaluation Service Report: Issued I Valid: Proof: Sland-off installallon: Anchor plate: Proflla: Base material: pEinforcement: Seismic loads {est. C, D, E, or F) Qeometry [in.] ft Loading [Ib, in.lb] Kwik Bolt TZ • cs 3f6 (2) h„ = 2.000 in.. h„^ = 2.313 in. Carbon Steel ESF?-1917 5/1/2013 IS/1/2015 design method ACI 318 / ACI 93 ei, = 0.000 h. (no stand-off); t = 0.25O in, 1, X I, X t = 4.000 in. x 4.000 in. x 0.250 in.; (Recommendod plate Ihickness: not caloulaled) no pronie cracked conaete, 4000, f^' •» 4000 psi; h - 6,000 in. tension: condition G, shean condlttan 6; no supplemental splitting reinforcemenl present edge reinforcement: > No. 4 bar no ^0, \ V* .V * ** • * tn;ju! datfl ond resuHs must be checked for agroamcnl with the existins conditions end for plausibjlit/J PROFIS Anctior {c) 2SC3-:oog Hlti AG FL-9494 Scnaan HIItt Is a registered Trademeili ef Hilt: AS, Sclicen www.lillti.us 9-«ii.ffr"i^ Profis Anchor 2.4.3 Company: Specifisr: Address: Phone 1 Fax: E-Mail: DSI HG Page: Project: Sub-Project I Pos. No.: Date: 2 Legoland WatertanK 11/4/2013 2 Proof I Utilization (Governing Cases) Loading Proof Deis ign values [lb] Load Capacity Utilization Status Tension Shear Pullout Strength Pryout Strength 479 540 1B66 2129 26/- -/26 OK OK Loading Combined tension and shear loads 0.257 pv 0.254 (; UtBliatlonpnv[%] 5/3 21' Status OK 3 Warnings • Please consider ail detsils and hlntsAwamings given in the detailed repotti Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties • Any and aii Information and data contained In the Software concem solely the use of Hllti products and sre based on the principles, formu-'as and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., Ihat must be strictly complied wilh by Ihe user. Ali figures conlained therein are average flsures, and thersfofv use-specific tests ars io be conducted pnor to using the relevant Hiltl 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 responsihiliiy for fhe absenoe of errors, the completeness and Ihe relevance of the dais to tie put in by you. Moreover, you bear sola responsibility for having the nssults of the calculation checked and cleared by an expert, particularly wiih regaid lo compliance with appOi^ble noirns and penults, prior to using Ihem for your specifio facility. The Software serves or^y as an aid to interpret norms and pemnits without any guarantee ae to the absanca of errors, tiwi correclnasE and the relsvanca of tlie results or suitability for a spai:jflc applicatton. • You must taKe all necessary and reasonable steps to prevent or limit damage caused by the Soltware. In particular, you must arrange for the regular backup of programs and dala and, if appBcable, carry out the updates of Ihe Software offered by Hiltl on a itegular basis. Ifyou do not uss the AutoUpdate function ofthe Software, you must ensure that you are using the current and thus up-to-date version of ths Software in each case by canying oul 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 culpsble breach of duty by you. Inpu; dnin find rasiifis intjr.l be eiincAetl Irir AQroomenl witti ttie cxtsling ccnriitirnx nnd tor plausitxillyt PROFIS Anttior (c ( 21303-2009 HiHi Ar3, FL-9494 SP.fin.in HHti i* a rngrsiemdTmdem.nA nt Hill, AG, Schoan DUNN SAVOIE INC. STRUCTURAL ENGINEERING 90e a CLEVELAND BT OCEANSIDE, CA 92054 760.966.6355 Ph. 760.966.6360 FX. oaNjOauRrDBt.CDM EMAIL STRUCTURAL CALCULATIONS FOR LEGOLAND - 2014 WATER PARK EXPANSION 1 Legoland Drive Carlsbad, CA 92008 (DSI PROJECT NO. 13-172.00) (ARCHITECT: SMS ARCHITECTS) ' r-- -" • =^53 ^ »' • •. <C /t - - * r \ ^ycy 1*0 fll- A.i I V •«• >«. SEPTEMBER 24, 2013 RECEIVED SEP 2 5 2013 CITY OF CARLSBAD BUILDING DIVISION TABLE OF CONTENTS HEM PAGE DESiGN CRiTERIA Al RESTROOiVI & LOCKER ROOIVI DESIGN LOADS Bl LATERAL ANALYSSIS B2-B5 SHEAR WALL & HOLD DOWN DEISGN B6-B8 GRAVITY DESIGN B9 IVIETAL STUD DESIGN BIO SCREENWALL DESIGN Bll FOUNDATION DESIGN B12 AaiVITY POOL MECHANICAL ROOIVI DESIGN LOADS Cl LATERAL ANALYSSIS C2-C5 CIVIU WALL OUT-OF-PLANE WALL DESIGN & ANCHORAGE C6-C9 CIVIU SHEARWALL DESIGN CIO ROOF JOIST DESIGN C11-C12 IVIASONRY WALL DESIGN C13-C15 MASONRY LINTEL DESIGN C16-21 PIT RETAINING WALLS DESIGN C22-C28 OUTDOOR CANOPY DESIGN LOADS Dl LATERAL ANALYSIS D1-D2 CENTER POST DESIGN D3-D8 EXTERIOR POST DEISGN D9-D14 POST FOOTING DESIGN D15-D16 LOCKER ROOM DESIGN LOADS El GRAVITY DESIGN E2-E8 OUT-OF-PLANE WALL DESIGN E9-E13 SPEEDORZ DESIGN LOADS Fl LATERAL ANALYSIS Fl BOT SPACING DESIGN F2 BEAM DESIGNS F3 SHORT SPAN BEAM AND POLE DESIGN F4-F16 WAVE POOL EQUIPMENT BUILDING DESIGN LOADS Gl LATERAL ANALYSIS G2-G4 LATERAL DEISGN G5-G8 OUT-OF-PLANE WALL ANCHORAGE DESIGN G9-G10 SUB DIAPHRAGM DESIGN G11-G12 PIT RETAINING WALLS DESIGN G13-G18 FORTRESS WALL DESIGN LOADS G19 FORTRESS WALL LATERAL ANALYSIS G19-G20 FORTRESS WALL STEM WALL DESIGN G21-G23 FORTRESS WALL GRADE BEAM DEISGN G24-G27 FORTRESS WALL CAISSON DESIGN G28-G34 COLUMN TOWER LATERAL ANALYSIS G35-G38 COLUMN TOWER LATERAL DESIGN G39-G41 COLUMN TOWER CAP FOOTING DESIGN G42-G45 COLUMN TOWER CAISSON G46-G51 I I I DUNN SAVOIE INC. STRUCTURAL ENGINEERING 9DS S. CLEVELAND ST. • CEANSIDE, CA. 92D54 PH: (760) 9ee-6355 FAX: (7ea) 9G6-63GD JOB Legoland -2014 Water Park Expansion SHEET NO. OF CALCULATED BY HG DATE 9/13 CHECKED BY OATE SCALE I I I I I PE?lgN CRITERIA CODE: 2009 International Building Code (IBC) 2010 California Building Code (CBC) SEISMiC: Buiidina Occupancy Categorv Seismic Design Categorv: WIND: IE = Fa = Fv = SDS ~ SDI = T = Basic Wind Speed = Exposure = 'w - II D 1.00 1.000 1.528 0.833 0.481 0.137 85 C 1.00 sec MPH (3-sec Gust) CONCRETE: ACI 318 IMASONRY: MSJC 2005 WOOD: 2005 NDS 2x&3x >3x Douglas Fir-Larch No. 2 Douglas Fir-Larch No. 1 FOUNDATION CRiTERIA PER SOILS REPORT ALLOWABLE SOIL PRESSURE FOR D+L SHORT TERM INCREASE PASSIVE PRESSURE DESIGN COEFFICIENT OF FRICTION 3500 1.33 300 0.35 PSF PCF DUNN SAVOIE INC. STRUCTURAL ENGINEERING 90S S. CLEVELAND ST. OCEANSIDE, CA. BZOBA PH: (veo) 9iee-e355 FAX: (76D) 966-63GD JOB Legoland - 2014 Water Park Expansion SHEET NO, OF CALCULA" HG DATE 9/13 CHECKED BY DATE SCALE RESTROOM & LOCKER ROOM ROOF DEAD LOADS (psf) 2x Wood Truss @ 24" oc 3.3 5/8" Plywood 1.9 Built up Roofing 3.0 Insulation 0.8 Gyp Ceiling 2.8 ME&P 1.5 Miscellaneous 1.7 £ Dead Load 15.0 Live Load 20.0 WALLS Brg. Non Brg. DEAD LOADS (psf) (psf) 6" Metai Studs® 16" o.c. 1.2 0.0 3 5/8" Metal Studs @ 16"o.c 0.0 1.1 Stucco 10.0 0.0 Stone Veneer 10.0 0.0 1/2" Plywood 1.5 0.0 Gyp Board 2.8 5.6 Insulation 0.8 0.0 ME&P 0.6 0.0 Miscellaneous 1.1 0.3 £ Dead Load 28.0 7.0 OUNN SAVaiE INC. JOB Legoland - 2014 Water Park Expansion STRUCTURAL ENBINECRIMG SHEET NO. gaa s. CUEVEUAND ST. CALCULATED BY HG DATE 9/13 acEANSlOE, CA. 92aS4 CHECKED BY OATE PH: (760) 9&e-a355 SCALE Therefore, per 2009 IBC, for the entire structure, R= 6.5 Qo= 3.0 Cd = 4,0 Per IBC2009 (1613), ASCE 7-05 Chapter 11,12,13 Seismic Design Criteria Soil Site Class D Table 20-3-1. Default =D Method 1 Input Project Zip Code 92008 Response Spectral Acc. (0.2 sec) Ss = 125%g = 1.251 g Figure 22-1 through 22-14 Response Spectral Acc.( 1.0 sec) S, = 47%g = 0.472 g Figure 22-1 through 22-14 Site Coefficient Fa = 1.000 Table 11.4-1 Site Coefficient F, = 1.528 Table 11.4-2 Max Considered Earthquake Acc. SMS " F^.S, = 1.251 g (11.4-1) Max Considered Earthquake Acc. SMI = Fy.Si = 0.721 g (11.4-2) @ 5% Damped Design Sos = 2/3(SMS) = 0.834 g (11.4-3) SDI = 2/3(SMI) = 0.481 g (11.4-4) Method 2 Input the coordinate of project Latitude 33.129789 (24° to 50°) Longitude -117.31069 (-125'to-65°) From the Ground Motion Parameter Calculator by USGS SMS= 1.249 g The seismic design parameters are SM1= 0.721 g Ss= 1.249 g Fa = 1.0 SDS= 0.833 g SI = 0.472 g Fv = 1.528 SD1= 0.481 g Use the seismic oarameters from Method 21 0 suoercede those from Method 1. LATERAL ANALYSIS This building consists mainly of wood shear panels and hardy panel for shear resistence, Seiemic Design Category (SDC) Determination Building Occupancy Categories II Seismic Design Category for 0.1 sec D Seismic Design Category for 1 .Osec D SI = 0.472 < 0.75g Therefore, SDC = D Equivalent lateral force procedure To Determine Period C,= Building ht Hn = Cu = Approx Fundamental period, Tg = Calculated T shall not exceed < Per Section 11.6 Is Structure Regular & = 5 stories ? Response Spectral Acc.( 0.2 sec) Ss = @ 5% Damped Design SQS = Response Modification Coef. R = Over Strength Factor Cl^ = Importance factor I = Seismic Base Shear V = Cs = or need not to exceed, Cs = or Cs Cs shall not be less than = Min Cs = Use C. = 0.02 13 1.4 C,(h„)'' Cu.Ta T = 0.8TS = Yes 1.50g %(Fa.Ss) 6.5 3.0 1.00 C,W R/l (R/I).T SpiTj^ T^(R/I) 0.01 0.5Sil/R 0.128 0.75 Table 1-1 Table 11.6-1 Table 11.6-2 Section 11.6 NOT Apply! Sectkin 12.8 Tablel 2.8-2 O.OlOg Fa= 1.00 ft forSpiOf 0.481 g Tablel 2.8-1 = 0.137 TL= 8 Sec Figure 22-15 = 0.192 UseT= 0.137 sec. 0.8SDI/SDS = 0.462 sec. OK! Section 12.8.1.3 (11.4-3) Table-12.2-1 Table 11.5-1 (12.8-2) (12.8-3) (12.8-4) =0.128 = 0.540 N/A ForT = T|. ForT>TL Design Base Shear V = 0.128 W = 0.036 For Si = 0.6g X 0.7 (ASD) x 1.3 (r) = 0.117 W (12.8-5) (12.8-6) DUNN SAVOIE INC. STRUCTURAL ENGINEERING goB s. CLEVELAND ST, OCEANSIDE, CA. 92054 PH: (V6D) 96e-6355 FAX: (veo) 9S6-e36D JOB Legoland - 2014 Water Park Expansion SHEET NO. ^ "h OF CALCULATED BY HG DATE 9/13 CHECKED BY DATE SCALE (LATERAL ANALYSIS | Roof: i\flk \) Area of Roof = Total Weight of Roof = Interior Wall Weight = = ft^ = T^HVTk lbs Ibs Exterior Wall Weight = / H 6"-l- 3 S .^^ K 2 g r^f x fg .5 4g> :$M5l B lbs Total Roof Diaptiragm Weight = (j>^l^O Ibs Roof: (Aff^ -f) Area of Roof =_ Total Weight of Roof =" Interior Wall Weight =_ Exterior Wall Weight = ft^ = H°iSc> Ibs g?^^ ^ fy-Tx^iS^ = g>^^ lbs -2, 1^,^ ^ ^^r^ f >^(i5.s ^-x^) = \6/!,j^ Ibs Total Roof Diaphragm Weight = 2^ \j$.[^ Ibs A' + ^ Total Diaphragm Weight = W = '^0^16 Ibs Desiqn Base Shear: (Taken from previous page) V = o,i\l w C^CJ Therefore V = Q|U7 W = IV ^ Ibs f ^ V = i7, )/7 W= 7^^^ lbs /.^HTA- M V = g.ji^ W= ^5)7 Ibs,,^..^^ SAWUIb. INli. iiTRUCTURAl. LNQINEERIHG 90S E. CLEVELAMD ST. • CCAHSIOC, CA. 93 DB^ PhK l-JSai 966-6355 r*x: I?6D1 96fi-S36n J06 Leqoland - 2014 Water Park Expansion SHEET NO. CALCULATED BY HG OATE 9/16/2013 CHECKED BY DATE SCALE ASCE 7-05 Wind Lateral Desian Analvsis For Rigid Structures With Flat Rook Directionallv Independent: Design Parameters: Building Category = II Top of Roof Elevation 11 tt hnportarKe Factor, 1 = 1.00 Top of Parapet Eievation 13 ft Basic Wind Speed (3-sec, mph), V = 85 Max Horizontal Dimension 49.6 ft Exposure Category = C Min Horizontal Dimension 46 ft Directionality Factor, = 0.85 Parapet Factor Windward 1.5 M = 1 Parapet Factor Leeward -1.0 Velocitv Pressure Exposure Coefficient: a= 9.5 Zg = 900 ft Structure Height (ft) 11 11 11 11 11 11 Parapet Kz = 2.0V(zlz,f^=\ oso" 0.80 0.80 0.80 0.80 0.80 0.80 0.82 Topooraohlc Factor: 2-D Ridge L Elevation Change, H = 10 Crest to Mid-Height, = 1 Dist from Crest, x = 0 H / Lh = 0.50 J 2-D Escarp[ ft ft 3-D Hill 1 < 15ft Topographic Factor NOT Required Downwind of Crest? | No j ("X" One Box) (Yes or No) MAX K,= 0.73 Y = 3.0 K2 = 1-(lx|/nLh) = 1.00 l» = 1.5 Structure Height (ft) 11 11 11 11 11 11 11 Parapet K3 = e'-^' = 0.19 0.19 0.19 0.19 0.19 0.19 0.19 0.14 Ka = (1+KiK2K3)' = 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Velocitv Pressure: Structure Height (ft) 1 11 11 11 11 11 11 Parapet qz = 0.00256 V1 eo = 12.50 12.50 12.50 12.50 12.50 12.50 12.50 12.95 Directionallv Deoendent: Gust Effect Factor: Gs = 0.850 GL = 0.850 Extemal Pressure Coefficients: Sliort Direction: Windward Leeward Long Direction: Windward Leeward Waiis, Cp = 0.8 -0.50 Walls, Cp =1 0.8 -0.48 Desian Wind Pressures: Short Direction: Windward Leeward Leeward Parapet Pwatts - Qh Gs Cp = See Below -5.31 psf -12.95 psf structure Height (ft) 11 11 11 11 11 11 11 Parapet Pwalls = Qz Gs Cp = 8.50 8.50 8.50 8.50 8.50 8.50 8.50 19.42 PiMat = Qz Gs Cp -qhG,Cp= 13.81 13.81 13.81 13.81 13.81 13.81 13.81 32.37 Long Direction: Windward Leeward Leeward Parapet Pw«iis = Qll GL Cp = See Below -5.15 psf -12.95 psf Stmcture Height (ft) 11 11 11 11 11 11 11 Parapet PwaNs = Qz GL Cp = 8.50 8.50 8.50 8.50 8.50 8.50 8.50 19.42 Ptotai = Qz Gs Cp -qh G, Cp= 13.65 13.65 13.65 13.65 13.65 13.65 13.65 32.37 Buildina Elements: (+)GCp (-) GCp GCp, Force at Highest Elev Walls Main-(4): P= qhHGCpHGCp,)] EQ6-22 0.93 -1.1 -0.18 16.00 psf Walls Corners-(5): P= QhttGCpHGCp.)] EQ6-22 1 -1.2 -0.18 17.25 psf Parapets: P= qp(GCp-GCp,) EQ6-24 2.2 -0 28.49 psf Main Roof Uplift'^1): P= QhKGCpHGCp,)] EQ6-22 1 -0.8 0,18 14.75 psf Roof uplift at Ends and Peaks-<2): P= qiJ{GCpHGCp,)l EQ6-22 1.1 -1.0 0.18 16.00 psf psf psf psf Dunn Savoie Inc. Structural Engineers 908 S. Cleveland St. Oceanside, CA 92054 Tel: (760)966-6355 Fax: (760)966-6360 JOB Legoland -2014 Water Park Expansion SHEET NO. OF CALCULATED BY HG DATE 9/13 CHECKED BY DATE SCALE IWIND ANALYSIS Exposure: 1 = C Basic Wind Speed = mph .V 11. Pi= i"^'*^' DsfatO'-fy P,= Zt-Sy psf at 1^^' r'Af'^fJ^J Pj = psf at 20'-25" P4 = psf at 25'-30' P5 = psf at 30'-40' ^1 Governing Lateral Forces Roof Level: (N-S) direction: (E-W) direction: Wind Desion Seismic Design Ibs Ibs Ibs Ibs .governs governs DUNN BAVOIE INC. STRUCTURAL ENGINEERING goa S. CLEVELAND ST. • CEANSIDE, CA. 92054 PH: (VeC) 966-6355 FAX: (76D) 966-636C JOB Legoland - 2014 Water Park Expansion SHEET NO. OF CALCULATED BY HG DATE 9/13 CHECKED BY DATE SCALE Shear Wall Design] Seismic Govemed Design Level: Direction: Shear Wall Designs based on: • 3/8" Struct. I P.W. • 1/2" Struct I P.W. 1^ w Lateral Force / Overall Floor Area = v = Ml? ^1 6 psf ^ (.6-.14SDS)= ^/I? • Holdowns Not Required Line P Tributary Area, T.A. = Load, (vXT.A.)=; Other Loads = Total Load, T.L. =" Shear Wali Length, L = ' T.L./L=' -r \ -7. U ps 14 ' Use: {ssu^per Shear Wall Schedule Overturning: Shear Panel Length = OT Moment = Resisting Moment = Net Moment = Uplift =• Use:<CyF per Holdown Anchor Schedule ^0 tifHrT • Holdowns Not Required Line ^ Tributary Area, T.A. = ft^ Load, (vXT.A.) = lbs Other Loads = ~— = — Ibs Total Load, T.L. = Ibs Shear Wall Length, L = [3 ' ft T.L./L = J?)C^/ 1^' = 21! plf Use: ^C^per Shear Wail Schedule Overturning: Shear Panel Length = 1 ft OT Moment = ft-lb Resisting Moment = 6 = yo7L ft-lb Net Moment = = n'&iH ft-lb Uplift = Ibs Use: ^^per Holdown Anchor Schedule ft^ 'lbs ^Ibs j£j1__\bs ft •plf .= _L2 ft ft-lb -z ft-lb ft-lb ibs DUNN SAVOIE INC. STRUCTURAL ENGINEERING gaa s. CLEVELAND ST. • CEANSIDE, CA. 9ZC54 PH: (76D) 966-6355 FAX: (76G) 966-636D JOB Legoland - 2014 Water Park Expansion SHEET NO. OF CALCULATED BY HG DATE 9/13 CHECKED BY DATE SCALE Shear Wall Design} Seismic Govemed Design Level: ^OQ r Direction: \y Lateral Force / Overall Floor Area = v = Shear Wali Designs based on: • 3/8" Struct. I P.W. • 1/2" Struct. I P.W. psf 7_; y f c r (.6-.14SDS)= G. V? Line Tributary Area, T.A. = = ft^ Load, (v)(T.A.) = It, 3 ft^^ r.ifpf T ^-^X H,(r r^^ = 505H Ibs Other Loads = = — Ibs Total Load, T.L. = Ibs Shear Wall Length, L = = ^^// ft T.L./L = = WS plf Use: ^^per Shear Wall Schedule Overturning: Shear Panel Length = = ^V^ ft OT Moment = ^^CO X 1/ ' C-yd'Ci' ft-lb Resisting Moment = ft-lb Net Moment = = ^ ft-lb Uplift = Ibs Use: ^ yber Holdown Anchor Schedule P'^ ^ ft^l • Holdowns Not Required Line Tributary Area, T.A. = Load, (v)(T.A.)=; Other Loads = Total Load, T.L. =' Shear Wall Length, L=" T.L./L=' ft^ 'lbs "lbs "lbs "ft "plf Use: ^ ^per Shear Wail Schedule Overturning: Shear Panel Length = OT Moment = Resisting Moment = Net Moment = Uplift =• ft "ft-lb "ft-lb "ft-lb "lbs Use: ^^per Holdown Anchor Schedule • Holdowns Not Required DUNN SAVDIE INC. STRUCTURAL ENGINEERING 9Da S. CLEVELAND ST. • CEANSIDE, CA. 92054 PH: (V6D) 966-6355 FAX: (76G) 966-636D JOB Legoland -2014 Water Park Expansion SHEET NO. B~7 OF CALCULATED BY HG DATE 9/13 CHECKED BY DATE SCALE I Shear Wall Design~| Seismic Governed Design Level: _F^f_ Direction: jJ - c, Lateral Force / Overall Floor Area = v = Shear Wall Designs based on: • 3/8" Struct I P.W. • 1/2" Struct I P.W. psf rsi Al^fA^ (.6-.14SDS)= 0,^9" Line Tributary Area, T.A. = Load, (vKT.A.)=" Other Loads = Total Load, T.L. =" Shear Wall Length, L = " T.L./L=" 1^5 ft^ Ibs Ibs Ibs •Z7 • ft ;T57 Use:^(»^per Shear Wall Schedule Overturning: Shear Panel Length = OT Moment = ^3 Resisting Moment = g^.g f t B - fj y < ZJA y '"^-^^ ^ Net Moment = Uplift = ft )7 7^'-i "ft-lb ^'^•g^^. ft-lb 0^ ft-lb Ibs Use: ^^er Holdown Anchor Schedule • Holdowns Not Required Line 7 Tributary Area, T.A. = Load, (v)(T.A.)=; Other Loads = Total Load, T.L. =" Shear Wall Length, L=" T.L./L=' 21 -) I >^'iCr) qr^/ ft' 5<:?^7 Ibs Ibs ^£S2/_lbs ft •plf g2o Use:^$S<^per Shear Wall Schedule Overturning: Shear Panel Length = OT Moment = Resisting Moment = o.'-i9 fj-^^l< M^-^ i 5 ^ ^r'"^(g^X'H^-^)l Net Moment = Uplift = ft TT£T5I ft-lb 0^1-7 ft-lb ^ Ibs Use: ^^)er Holdown Anchor Schedule D Holdowns Not Required [0 DUNN SAVOIE INC. STRUCTURAL ENGINEERING 9Da S. CLEVELAND ST. • CEANSIDE, CA. 92054 PH: {76D) 966-6355 FAX: (76C) 966-636D JOB Legoland - 2014 Water Park Expansion SHEET NO. OF CALCULATED BY HG DATE 9/13 CHECKED BY DATE SCALE I Shear Wall Design \ Seismic Governed Design Level: Direction: Lateral Force / Overall Floor Area = v = Shear Wall Designs based on: • 3/8" Struct. I P.W. • 1/2" Struct. I P.W. ^'(/ psf ^ m f (.6-.14SDS)= 0,Hf Line Tributary Area, T.A. = Load, (vXT.A.)=; Other Loads = Total Load, T.L. =' Shear Wall Length, L=" T.L./L=' ICL. Use:^SV>^per Shear Wall Schedule ft' •|bs ^Ibs x^CO lbs •^(-y^ ft plf Overturning: Shear Panel Length = OT Moment = ^ cy z<hoo < \\" Resisting Moment = "3','-)^ fj^Sx/n ^ b''^?S-VzJ (WXl^li) Net Moment = Uplift = HI8O0 Use: ^y^per Holdown Anchor Scheduie ft "ft-lb "ft-lb •ft-lb •|bs • Holdowns Not Required Line Tributary Area, T.A. = Load, (vXT.A.)=; Other Loads = Total Load, T.L. =" Shear Wall Length, L=" T.L./L=" ft^ "lbs "lbs "lbs "ft "plf Use: ^ y per Shear Wall Schedule Overturning: Shear Panel Length = OT Moment = Resisting Moment = Net Moment = Uplift =" ft "ft-lb "ft-lb "ft-lb "lbs "se:<C>y per Holdown Anchor Scheduie • Holdowns Not Required OUNN SAVOIE INC. STRUCTURAL ENGINEERING gOB S. CLEVELAND ST. • CEANSIDE, CA. 92054 PH: (760) 966-6355 FAX: (76a) g66-&36a JOB Legoland - 2014 Water Park Expansion SHEET NO, OF CALCULATED BY HG DATE 9/13 CHECKED BY OATE SCALE Level: Members: Marie: 13 1 Span = J_ ft Fl-tfhiform Load Wi = W2= Pi= P2= RLeft= R Right= Vallow=j3 V M altow= ? I 3 /\allow~ CD= 7^ f^l'^ly' T.A.=_ L.L.= "=~T^oT • -p-rp— 6, ^ lbs 'lb*ft in > > > l\ TL= (S,0^ V, M, plf plf 'lbs "lbs "lbs jbs "lbs "lb*ft in .ft" J)Sf 7^ Use: Grade: J± Mark: 13^ Span = ^ Wi= W2= Pl = P2= RLeft= R Right= M allow' /\allow CD= C!5 f C7 -^5 \2_lr£l .ft = 7<5 Q Uniform Load T.A.=_ L.L.= -ft" JDSf in lbs "lb*ft in > > > V M max max A TL= 0 0 V plf ^Plf "lbs "lbs 'lbs jbs 'lbs "lb*ft in Use: Grade: H"' I Marie Span= IL^ ft n Uniform Load T.A.= ft^ Wi = f^ y^f yC plf L.L.= psf W2= = CO plf Pl = — Ibs ^ -L P2= = Ibs " RLeft= Ibs R Right= = IS^I Ibs ^ allow" H7^C lbs > V max = 1^61 Ibs M allow= ^\allow~ lb*ft > M max in > /\ TL lb*ft in Use: 9/11 CD= Grade: ' ) Grade: ' ) DUNN SAVOIE INC. STRUCTURAL ENGINEERS 908 S. Cleveland Street OCEANSIDE, CA 92054 PH. (760) 966-6355 FAX (760) 966-6360 Email: dsi@surfdsi.com SHFFT NO OF CALCULATED BY DATF CHECKED BY DATE / / .<5r.AI F VAS't pe r f^f \^06f OUT Y>i^ 1 ^ DUNN SAVOIE INC. STRUCTURAL ENGINEERS 908 S. Cleveland Street OCEANSIDE, CA 92054 PH. (760) 966-6355 FAX (760) 966-6360 Email: dsi@surfdsi.com SHFFT NO ll OF CALCULATED BY nATF y CHECKED BY DATF r SCAIF - Oi\j (HO Ks.') £7 7 I ^ C> 7 S i/ /b-fT" Ll iA6j^ 17^ V ^4 DUNN SAVOIE INC. STRUCTURAL ENGINEERS 908 S. Cleveland Street OCEANSIDE, CA 92054 PH. (760) 966-6355 FAX (760) 966-6360 Email: dsi@surfdsl.com RHFFT ND % \1-OF CALCULATED BY H DATF CHECKED BY DATF / <V.&I F '''M-C\C -^uOp /kOxQu^ L zy\r^ U<5AP5 ^TH IS |::H^ V^^^S-T c/r^f CD/^P ) r?^:? prri DUNN SAVOIE INC. STRUCTURAL ENGINEERING 900 S. CLEVELAND ST. • CEANSIDE, CA. PH: (VeO) 986-6355 FAX: (V6D) 966-6360 JOB Legoland - 2014 Water Park Expansion SHEET NO. ^1 OF CALCULA" HG DATE 9/13 CHECKED BY DATE SCALE DESIGN LQADS ACTIVITY POOL MECHANICAL ROOM FRAMING ROOF WALLS DEAD LOADS (psf) 2x Wood Truss @ 24" oc 3.3 19/32" Plywood 1.5 Built up Roofing 3.0 ME&P 2.0 Miscellaneous 5.2 £ Dead Load 15.0 Live Load 20.0 DEAD LOADS (psf) 8" CMU Wall 84.0 ME&P 0.5 Miscellaneous 0.5 £ Dead Load 85.0 DUNN SAVOIE INC. STRUCTURAL ENGINEERING BOB S. CLEVELAND ST. OCEANSIDE, CA. 92aB4 PH: (VeO) 966-Sa5S FAX: (veD) 9Ge-e36D IOB Legoland - 2014 Water Park Expansion MO. C'C OF BY HG DATE 9/13 BY OATE VJc LATERAL ANALYSIS This building consists special reinforced masonry shear walls, Therefore, per 2009 IBC, for the entire stmcture, R= 5 00= 2.5 Cd= 3.5 Per IBC2009 (1613), ASCE 7-05 Chapter 11,12,13 Seismic Design Criteria Soil Site Class D Table 20-3-1, Default = D Method 1 Input Project Zip Code 92008 Response Spectral Acc. (0.2 sec) Sj = 125%g = 1.251 g Figure 22-1 through 22-14 Response Spectral Acc.( 1.0 sec) S, = 47%g = 0.472 g Figure 22-1 through 22-14 Site Coefficient Fa = 1.000 Table 11.4-1 Site Coefficient F, = 1.528 Table 11.4-2 Max Considered Earthquake Acc. SMS ~ Fa-Sj = 1.251 g (11.4-1) Max Considered Earthquake Acc. Su^ = F,.Si = 0.721 g (11.4-2) @ 5% Damped Design SQS = 2/3(SMS) = 0.834 g (11.4-3) SDI = 2/3(S„i) = 0.481 g (11.4-4) Method 2 Input the coordinate of project Latitude 33.129789 (24° to 50°) Longitude -117.31069 (-125° to-65°) From the Ground Motion Parameter Calculator by USGS SMS= 1.249 The seismic design parameters are SM1= 0.721 Ss= 1.249 g Fa = 1.0 SDS= 0.833 S1 = 0.472 g Fv = 1.528 SD1= 0.481 Use the seismic oarameters from Method 2 to suoercede those from Method 1. Seiemic Design Category (SDC) ITetermlnation Buikiing Occupancy Categories II Table 1-1 Seismic Design Category for O.lsec D Table 11.6-1 Seismic Design Category for 1 .Osec D Table 11.6-2 SI = 0.472 < 0.75g Section 11.6 NOT Apply 1 Therefore, SDC = D Equivalent lateral force procedure To Detennine Period C, = Building ht. Hn = Cu = Approx Fundamental period, Tg = Calculated T shall not exceed < Per Section 11.6 Is Structure Regular & < 5 stories ? Response Spectral Acc.( 0.2 sec) S, = @ 5% Damped Design SQS = Response Modification Coef. R = Over Strength Factor £i„ = Importance factor I = Seismic Base Shear V = C,=. for SDI of 0.481 g = 0.129 TL= 8 Sec = 0.181 UseT= 0.129 sec. 0.02 12 1.4 C,(h„)' Cu.Ta T < 0.8Ts = 0.8 SDI/SDS = Yes 1.50g ^(Fa-Ss) 5 2.5 1.00 C,W SDS 0.75 Section 12.8 Table12.8-2 Tablel 2.8-1 Figure 22-15 = 0.010g 0.462 sec. OK! Section 12.8.1.3 Fa= 1.00 (11.4-3) Table-12.2-1 Table 11.5-1 or need not to exceed, Cj = . orCs = . CJ shall not be less than = Min Cs = Use C, = R/l SDI (R/I).T SDITI_ T^(R/I) 0.01 0.5Sil/R 0.167 =0.167 = 0.746 N/A ForT<T|_ • ForT>TL Design Base Shear V = 0.167 W = 0.047 For SI > 0.6g x 0.7 (ASD) X 1.3 (r) = 0.152 W (12.8-2) (12.8-3) (12.8-4) (12.8-5) (12.8-6) i: if \MJ. DUNN SAVOIE INC. STRUCTURAL ENGINEERING 9DB S. CLEVELAND ST. OCEANSIDE, CA. 92054 PH: tVeO) 966-6355 FAX: (veo) gee-eaeo JOB Legoland -2014 Water Park Expansion SHEET NO. OF CALCULATED BY HG DATE 9/13 CHECKED BY DATE SCALE [LATERAL ANALYSIS | ACTIVITY POOL MECHANICAL ROOM Roof: Area of Roof = = n<^c> ft^ Total Weight of Roof = = 13 Ibs Interior Wall Weight = = S^gf Ibs Exterior Wall Weight = = S^^\7 Ibs Total Roof Diapiiragm Weiglit = VS^ai lbs Total Diaptiragm Weigiit = W = lbs Desiqn Base Shear: (Taken from previous page) V = C?.|ST W Tiierefore V = g'' I'^2- yy = U (QJ ibs DUNN SAVOIE: INC. 5TRUCTLIRAL ENBINEERINB 9aa E. CLEVELAND BT. GCEANSIDE, CA. 9Z054 PH: (76D) 9Se-6355 FAX: (76D) 966-6360 Leqoland - 2014 Water Park Expansion HEET NO. ALCULATED BY HG DATE 9/16/2013 HECKED BY DATE CALE iASCE 7-05 Wind Lateral Desian Analvsis For Rigid Structures With Flat Roofs Activity Pool Mechanical Room Directionallv Indeocndent: Design Parameters: Building Category = II Importance Factor, I = 1.00 Basic Wind Speed (3-sec, mph), V = 85 Exposure Category = C Directionality Factor, = 0.85 co= 1 Velocitv Pressure Exposure Coefflcient: a= 9.5 Zg = 900 ft Top of Roof Eievation 11.8 ft Top of Parapet Elevation 0 ft Max Horizontal Dimension 30 ft Min Horizontal Dimension 30 ft Parapet Factor Windward 1.5 Parapet Factor Leeward -1.0 NG Structure Height (ft) 1 11.8 11.8 11.8 11.8 11.8 11.8 11.8 Parapet Kz=2.01*(z/Zg)^" = 1 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.00 ToDoaraohic Factor: 2-D Ridge 1 X 12-D Escarp 1 1 3-D Hill 1 ("X" One Box) Elevation Change, H = Crest to Mid-Height, L|, = 10 1 ft ft < 15ft Topographic Factor NOT Required Dist from Crest, x = 0 ft Downwind of Crest? No 1 (Yes or No) H/U = 0.50 MAX K,= Kj = 1-(|x|/nLh) = 0.73 1.00 7 = H = 3.0 1.5 Structure Height (ft) 11.8 11.8 11.8 11.8 11.8 11.8 11.8 Parapet K3 = e'-'"'^' = Kz,= (1 +K,KjK3)^ = 0.17 1.00 0.17 1.00 0.17 1.00 0.17 1.00 0.17 1.00 0.17 1.00 0.17 1.00 1.00 1.00 Velocitv Pressure: structure Height (ft) 1 11.8 11.8 11.8 11.8 11.8 11.8 11.8 Parapet qz = 0.00256 K^KaKjV'1(0 = 1 12.69 12.69 12.69 12.69 12.69 12.69 12.69 0.00 Directionallv Deoendent: Gust Effect Factor: 0,= 0.850 GL = 0.850 Extemal Pressure Coefflclents: Short Direction: Windward Leeward Long Direction: Windward Leeward Walls, Cp = 0.8 -0.50 Walls, Cp = 0.8 -0.50 Desian Wind Pressures: Short Direction: Windward Leeward Leeward Parapet Pwalls = Ph Gs Cp = See Below -5.39 psf 0.00 psf Stmcture Height (ft) 11.8 11.8 11.8 11.8 11.8 11.8 11.8 Parapet Pwalto = Pz Gs Cp = 8.63 8.63 8.63 8.63 8.63 8.63 8.63 0.00 PtDiai' Qz Gs Cp -qh G, Cp= 14.02 14.02 14.02 14.02 14.02 14.02 14.02 0.00 Long Direction: Windward Leeward Leeward Parapet Pwalls = GL Cp = See Below -5.39 psf 0.00 psf Structure Height (ft) 11.8 11.8 11.8 11.8 11.8 11.8 11.8 Parapet Pwaite = Qz GL Cp = 8.63 8.63 8.63 8.63 8.63 8.63 8.63 0.00 Ptolal = Qz Gs Cp -Qh Gs Cp= 14.02 14.02 14.02 14.02 14.02 14.02 14.02 0.00 Building Elements: (+) GCp (-)GCp GCpi Force at Highest Elev Walls Main-(4): P= qh[(GCp).(GCp,)] EQ6-22 0.93 -1.1 -0.18 16.24 psf Walls Corners-(5): P= QhlCGCpHGCp,)] EQ6-22 1 -1.2 -0.18 17.51 psf Parapets: P= qp(GCp-GCp,) EQ6-24 2.2 -0 0.00 psf Main Roof Uplift-(1): P= qh[(GCp)-(Gcp,)] EQ6-22 1 -0.8 0.18 14.97 psf Roof uplift at Ends and Peaks-(2): P= qh[(GCp)-<Gcp,)] EQ6-22 1.1 -1.0 0.18 16.24 psf psf psf psf psf psf Dunn Savoie Inc. Structural Engineers 908 S. Cleveland St. Oceanside, CA 92054 Tel: (760)966-6355 Fax: (760)966-6360 JOB Legoland - 2014 Water Park Expansion SHEET NO. OF CALCULATED BY HG DATE 9/13 CHECKED BY DATE SCALE IWIND ANALYSIS | Exposure: C Basic Wind Speed = mph l = _L^ Pi = P2 = P3 = P4 = P5 = jasfat 0'-15' j)sf at15'-20' _psfat 20'-25' jDsfat 25'-30" jDsf at 30'-40' "A •7^ Governing Lateral Forces Roof Level: (N-S) direction: (E-W) direction: Wind Desiqn Seismic Design 5IlHlbs )]/ lbs governs ^ f'i^H >c. governs \yoo a.rptj DUNN SAVOIE INC. STRUCTURAL ENGINEERS 908 S. Cleveland Street OCEANSIDE, CA 92054 PH. (760) 966-6355 FAX (760) 966-6360 Email: dsi@surfdsi.com RHFFT NO CO OF CALCULATED BY nATF CHECKED BY nATF .<?r.AI F .Six p , 0 - -11-7' MAX, i?p (i)2.M.I -=:?^^f^p>< IJ^ « (64 Pup A'-^^ P.^ Ft^-.^s^ff^e/kSH^" /h) r); ADcrrr^J/}-^ MHror p2-'/-2./ DUNN SAVOIE INC. STRUCTURAL ENGINEERS 908 S. Cleveland Street OCEANSIDE, CA 92054 PH. (760) 966-6355 FAX (760) 966-6360 Email: dsi@surfdsi.com JOB SHEET NO.. C7 CALCULATED BY CHECKED BY_ SCALE 0F_ DATE, DATE, I 1^ ^ 7^^'-f ^ 15^5^ J As 0^ ^ i?-c90Sf tug ^5"^ 3^/^pS(^. 24 Vc (W DUNN SAVOIE INC. /\cx)\^\x>^ - F^c>(^ STRUCTURAL ENGINEERS 908 S. Cleveland Street SHEET NO OCEANSIDE, CA 92054 0F_ PH. (760) 966-6355 FAX (760) 966-6360 CALCULATED BY H.^} DATE. Email: dsi@surfdsi.com CHECKED BY DATE. SCALE c . DUNN SAVOIE INC. STRUCTURAL ENGINEERS 908 S. Cleveland Street OCEANSIDE, CA 92054 PH. (760) 966-6355 FAX (760) 966-6360 Email: dsi@surfdsi.com SHEET NO.. CALCULATED BY. CHECKED BY SCALE 0F_ DATE. DATE. X r3 ^fi/sr/^-^ 23 DUNN SAVOIE INC. STRUCTURAL ENGINEERS 908 S. Cleveland Street OCEANSIDE, CA 92054 PH. (760) 966-6355 FAX (760) 966-6360 Email: dsi@surfdsi.com JOB. C\0 SHEET NO CALCULATED BY CHECKED BY SCALE DF_ DATE. DATE. ^AL-P tfjA-D Soes To ^-H- WAU-l^M^. YIHSOK'-^I lZ'7psi ^^^^^-/^ TA/-f5 <S'TB£t- fz?^ fveY.L\^. (L^) "V /4s- Title Block Line 1 You can change this area using the "Settings' menu item and then using the "Printing & Title Block" selection. Title Bk)ck Line 6 Projeci Title: Engineer: Project Descr: Lie. # : KW-060629^ Description: Roof Joists Project ID: Cli Printed: 18 SEP 2013, 5:39PM Licensee : DUNN SAVOIE INC. STRUCTURAL ENGINEERS Calculations per NDS 2005, IBC 2006, CBC 2007. ASCE 7-05 Load Combination Set: ASCE 7-05 Materiai Properties Analysis Method: Allowable Stress Design Load Combination ASCE 7-05 Wood Species : RedBuilt Wood Grade : RedLam LVL Beam/Joist Beam Bracing : Completely Unbraced Fb - Tension Fb - Compr Fc-Prll Fc - Perp Fv Ft 2,900.0 psi 2,900.0 psi 2,635.0 psI 750.0 psi 285.0 psi 1,660.0 psi E: Modulus of Elasticity Ebend-xx 2,000.0 ksi Eminbend-xx 2,000.0ksi Density 32.210pcf D(0.03)^Lr(0.04) 1.750x16.000 Span = 28.50 ft Service loads entered. Load Factors will be applied for calculations. Beam self weight cak:ulated and added to k>ads Unifonn Load: D = 0.0150, Lr=0.020 ksf. Tributary WkJth = 2.0 ft, (Roof Maximum Bending Stress Ratio Section used fbr this span fb: Actual FB: Allowable Load Combination Location of maximum on span 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 0.96e 1 1.750x16.000 1,244.42psi 1,288.59psi +0-H.r+H 14.250ft Span#1 Maximum Sfiear Stress Ratio Section used fbr tfiis span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.500 in Ratio •• 0.000 in Ratio •• 0.953 in Ratio • 0.000 in Ratio • 684 0 <360 358 0<180 Design OK 0.186 :1 1.750x16.000 53.12 psi 285.00 psi +0+Lr+H 27.252ft Span # 1 :::y^''-' mi Load Combination Segment Length Span# Max Stress Ratios Cd C F/V Ci Cr Cm Ct Moment Values Shear Values Load Combination Segment Length Span# M V Cd C F/V Ci Cr Cm Ct CL M fb Fb V fv FV DOnly 0.00 0.00 0.00 0.00 Length = 28.50 ft 1 0.459 0.089 1.00 0.97 1.00 1.00 1.00 1.00 0.46 3.68 591.72 1288.59 0.47 25.26 285.00 0.97 1.00 1.00 1.00 1.00 0.46 0.00 0.00 0.00 0.00 Lengih = 28.50 ft 1 0.459 0.089 1.00 0.97 1.00 1.00 1.00 1.00 0.46 3.68 591.72 1288.59 0.47 25.26 285.00 -tO+Lr-m 0.97 1.00 1.00 1.00 1,00 0.46 0.00 0.00 0.00 0.00 Lengih = 28.50 ft 1 0.966 0.186 1.00 0.97 1.00 1.00 1.00 1.00 0.46 7.74 1,244.42 1288.59 0.99 53.12 285.00 +0+S+H 0.97 1.00 1.00 1.00 1.00 0.46 0.00 0.00 0.00 0.00 Lengih = 28.50 ft 1 0.459 0.089 1.00 0.97 1.00 1,00 1.00 1.00 0.46 3.68 591.72 1288.59 0.47 25.26 285.00 tO-K).750Lr-t0.750L+H 0.97 1.00 1.00 1,00 1.00 0.46 0.00 0.00 0.00 0.00 Length = 28.50 ft 1 0.839 0.162 1.00 0.97 1.00 1.00 1,00 1.00 0.46 6.73 1,081.25 1288.59 0.86 46.15 285.00 +O-K).750L-^.750S->H 0.97 1.00 1.00 1,00 1.00 0.46 0.00 0.00 0.00 0.00 Tille Block Line 1 You can change this area using lhe "Settings" menu Item and then using the "Printing & THIe Block" selection. Jle^Btock Line 6 Ticr#': KW-0^^^ Description: Roof Joisls Project Tille: Engineer: Projeci Descr: Project ID: Cll Printed: 18 SEP 2013, 5:39PM Licensee : DUNN SAVOIE INC. STRUCTURAL ENGINEERS Load Combinatkxi Segment Length Span# tax Stress Ratios Cd Cpw Ci Cr Cm Ct Moment Values Shear Values Load Combinatkxi Segment Length Span# M V Cd Cpw Ci Cr Cm Ct CL M ft) Fb V lv FV Lengih = 28.50 ft 1 0.459 0.089 1.00 0.97 1.00 1.00 1.00 1.00 0.46 3.68 591.72 1288.59 0.47 25.26 285.00 +0+W4H 0.97 1.00 1.00 1.00 1.00 0.46 0.00 0.00 0.00 0.00 Length = 28.50 ft 1 0.459 0.089 1.00 0.97 1.00 1.00 1.00 1.00 0.46 3.68 591.72 1288.59 0.47 25.26 285.00 +1.117D^0.70E4H 0.97 1.00 1.00 1.00 1.00 0.46 0.00 0.00 0.00 0.00 Lengih = 28.50 ft 1 0.513 0.099 1.00 0.97 1.00 1.00 1.00 1.00 0.46 4.11 660.73 1288.59 0.53 28.20 285.00 ••O-K).750Lr-K).750L-t0.750WfH 0.97 1.00 1.00 1.00 1.00 0.46 0.00 0.00 0.00 0.00 Lengih = 28.50 ft 1 0.839 0.162 1.00 0.97 1.00 1.00 1.00 1.00 0.46 6.73 1,081.25 1288.59 0.86 46.15 285.00 +a»0.750Lt0.750S-K).750W-tH 0.97 1.00 1.00 1.00 1.00 0.46 0.00 0.00 0.00 0.00 Lengih = 28.50 ft 1 0.459 0.089 1.00 0.97 1.00 1.00 1.00 1.00 0.46 3.68 591.72 1288.59 0.47 25.26 285.00 +1.087D+0.750Lr+0.750L-<0.5250E-0.97 1.00 1.00 1.00 1.00 0.46 0.00 0.00 0.00 0.00 Length = 28.50 ft 1 0.879 0.170 1.00 0.97 1.00 1.00 1.00 1.00 0.46 7.05 1,133.00 1288.59 0.90 48.36 285.00 +1.087D^0.750L-»0.750St<).5250E+ 0.97 1.00 1.00 1.00 1.00 0.46 0.00 0.00 0.00 0.00 Ungth = 28.50 ft 1 0.499 0.096 1.00 0.97 1.00 1.00 1.00 1.00 0.46 4.00 643.48 1288.59 0.51 27.47 285.00 •tO.60D+W+H 0.97 1.00 1.00 1.00 1.00 0.46 0.00 0.00 0.00 0.00 Length = 28.50 ft 1 0.276 0.053 1.00 0.97 1.00 1.00 1.00 1.00 0.46 2.21 355.03 1288.59 0.28 15.15 285.00 -•0.4834D+0.70E4H 0.97 1.00 1.00 1.00 1.00 0.46 0.00 0.00 0.00 0.00 Length = 28.50 ft 1 0.222 0.043 1.00 0.97 1.00 1.00 1.00 1.00 0.46 1.78 286.03 1288.59 0.23 12.21 285.00 Load Combinatkin Span Max. "-"Defl Location In Span Load Combination Max."+" Defl Location In Span D+Lr Load Combination Overall MAXimum DOnly LrOnly D-K-r 1 0.9531 Support 1 Support 2 14.354 Support notation: Far left Is #1 0.0000 Values In KIPS 0.000 1.087 0.517 0.570 1.087 1.087 0.517 0.570 1.087 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer: Project Descr: ProjectID: Cj5 Pnnted: 20 SEP 2013. 11:46AM Masonry Slender Wall Lie. #: KW-06002938 Flte = \\VMHOST^Users\hgabllan\sharedU^ I ENERCALC. INC. 198^2013. !C6 3.8.31 Licensee : DUNN SAVOIE INC. STRUCTURAL ENGINEERS Description : Activity Pool Mechanical Room CMU Wall Design Code Referent Calculations per ACI 530-05/MSJC 2005 Sec. 3.3.5, IBC 2006, CBC 2007, ASCE 7-05 Load Combinations Used : ASCE 7-05 General Information Calculations per ACI 530-05/MSJC 2005 Sec. 3.3.5, IBC 2006, CBC 2007, ASCE 7-05 Construction Type: Grouted Hollow Concrete Masonry F'm Fy-Yield Fr - Rupture Em = f m * Max % of p bal. Grout Density Block Weight Wall Weight 1.50 ksi 60.0 ksi 61.0 psi 900.0 = 0.007138 = 140 pcf Normal Weight 84.0 psf Wall is Solid Grouted Nom. Wall Thickness Actual Thickness Rebar "d" distance Lower Level Rebar . Bar Size Bar Spacing 8 in 7.625 in 3.750 in 5 16.0 in Temp Diff across thickness = deg F Min Allow Out-of-plane Defl Ratio= 150.0 Minimum Vertical Steel % = 0.0020 A Clear Height = B Parapet height = Wall Support Condition Top & Bottom Pinned 12.0 ft ft Vertical Unifonn Loads ... (Applied per foot of Strip Width) Ledger Load Eccentricity 6.750 in Concentric Load Lateral LoadsSHHBHI PL: Dead 0.0150 Lr: Roof Live 0.020 Lf: Floor Live S:Snow W: Wind k/ft k/ft Full area WIND load Fp 1.0 14.020 psf 28.0 psf Wall Weight Seismic Load Input Method : Seismic Wall Lateral Load Direct entry of Lateral Wall Weigfit 28.0 psf Distributed Lateral Load 0 tr 0.2140 0.2850 k/ft Endpoints from Base (Applied to full "STRIP Width") ~fop bottom k/ft Tille Block Line 1 You can change this area using lhe "Sellings" menu item and then using the "Printing & Tille Bkx*" selection. Title Block Line 6 Lie. # : KW-06002938 Project Title: Engineer: Projeci DesCT: Project ID: 0]^ Description: Activity Pool Mechank^al Room CMU Wall Design Printed: 20 SEP 2013,11:46AM Licensee : DUNN SAVOIE INC. STRUCTURAL ENGINEERS Results reported for "Strip Widtti" of 12.0 in Goveming Load Combination Actual Values.., Allowable Values.. PASS Moment Capacity Check +0.7334D+E PASS Servfce Deftection Check D + L + S +E/1.4 PASS Axial Load Check +1.367D+0.50L+0.20S+E PASS Reinforcing UmH Check PASS Minimum Moment Check +1.40D Maximum Bending Stress Ratio = 0.1402 MaxMu Min. Defl. Ratio Max. Deflectfcn MaxPu/Ag Location Controlling As/bd Mcracking Maximum Reactions.. Top Horizontal Base Horizontal Vertical Reaction 0.5130 k-ft 862.06 0.1670 in 8.280 psi 5.80 ft 0.0050 Phi*Mn Max Allow Ratio Max. Albw. Defl. 0.2 *fm 3.660 k-ft 150.0 0.960 in 300.0 psi As/bd007138 rtio bal 0.007138 4.650 k-ft 0.5911 k-ft Minimum Phi Mn forLoad Combination.... EOnly 0.1680 k EOnly 0.1680 k D+L + Lr 1.043 k Load Combination Axial Load i Pu 0.2*fm*b*t ' k k Mcr k-ft Mu k-ft Phi Moment Values Phi Mn k-ft As in"2 As Ratio 0.6* ttw bal +1.40D at 11.60 to 12.00 0.000 27.360 0.59 0.01 0.90 3.58 0.233 0.0050 0.0071 +1.20Dt0.50Lr+1.60L at 11.60 to 12.00 0.000 27.360 0.59 0.02 0.90 3.58 0.233 0.0050 0.0071 +1.20D+1.60L-K).50S at 11.60 to 12.00 0.000 27.360 0.59 0.01 0.90 3.58 0.233 0.0050 0.0071 +1.20D+1.60Lr+0.50L at 11.60 to 12.00 0.000 27.360 0.59 0.03 0.90 3.58 0.233 0.0050 0.0071 +1.20D+1.60Lr^.80W at 6.00 to 6.40 0.655 27.360 0.59 0.22 0.90 3.72 0.233 0.0050 0.0071 +1.20D+1.60Lr-0.80W at 5.60 to 6.00 0.695 27.360 0.59 0.19 0.90 3.73 0.233 0.0050 0.0071 +1.20atO.50L+1.60S at 11.60 to 12.00 0.000 27.360 0.59 0.01 0.90 3.58 0.233 0.0050 0.0071 +1.20D+1.60S-»0.80W at 6.00 to 6.40 0.623 27.360 0.59 0.21 0.90 3.71 0.233 0.0050 0.0071 +1.20D+1.60S-0.80W at 5.60 to 6.00 0.663 27.360 0.59 0.20 0.90 3.72 0.233 0.0050 0.0071 +1.20D-tO.5OLr-»O.5OL+1.60W at 6.00 to 6.40 0.633 27.360 0.59 0.42 0.90 3.71 0.233 0.0050 0.0071 +1.20Dt0.50Lr+0.50L-1.60W at 5.60 to 6.00 0.673 27.360 0.59 0.40 0.90 3.72 0.233 0.0050 0.0071 +1.20D-tO.5OLiO.50S+1.6OW at 5.60 to 6.00 0.663 27.360 0.59 0.42 0.90 3.72 0.233 0.0050 0.0071 +1.20D-»0.50Lt0.50S-1.60W at 5.60 to 6.00 0.663 27.360 0.59 0.41 0.90 3.72 0.233 0.0050 0.0071 +1.367D-K).50LtO.20S+E at 5.60 to 6.00 0.755 27.360 0.59 0.52 0.90 3.74 0.233 0.0050 0.0071 +1.367D-K).50L+0.20S-1.0E at 5.60 to 6.00 0.755 27.360 0.59 0.51 0.90 3.74 0.233 0.0050 0.0071 -tO.90D+1.60W at 5.60 to 6.00 0.497 27.360 0.59 0.41 0.90 3.68 0.233 0.0050 0.0071 •^.90D-1.60W at 5.60 to 6.00 0.497 27.360 0.59 0.41 0.90 3.68 0.233 0.0050 0.0071 -K).7334a»E at 5.60 to 6.00 0.405 27.360 0.59 0.51 0.90 3.67 0.233 0.0050 0.0071 -K).7334D-1.0E at 5.60 to 6.00 0.405 27.360 0.59 0.51 0.90 3.67 0.233 0.0050 0.0071 Load Combination Axial Load Pu k Moment Values Mcr Mactual k-ft k-ft 1 gross inM Stiffness 1 cracked inM Deflections 1 effective Deflection Defl. Ratio inM '• in D + L + Lr at 6.80 to 7.20 0.472 0.59 0.01 443.30 42.56 42.558 0.006 25,887.9 D + L + W af 6.00 to 6.40 0.519 0.59 0.26 443.30 42.66 42.658 0.118 1,222.4 D + L + W+S/2 al 6.00 to 6.40 0.519 0.59 0.26 443.30 42.66 42.658 0.118 1,222.4 D + L + S+W/2 al 6.00 to 6.40 0.519 0.59 0.13 443.30 42.66 42.658 0.060 2,397,1 D + L + S + E/1.4 al 6.00 to 6.40 0.519 0.59 0.37 443.30 42.66 42.658 0.167 862.1 D+0.5{L+Lr)+0.7W al 6.00 to 6.40 0.529 0.59 0.19 443.30 42.68 42.679 0.085 1,699.8 D+0.5(L-H.r)+0.7E al 6.00 to 6.40 0.529 0.59 0.37 443.30 42,68 42.679 0.165 871.2 Tille Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block* selection. Project Title: Engineer: Projecf Descr: Proiect ID: Title Block Line 6 Printed: 20 SEP 2013.1I.46AM Li£ # rKVV-06bb2938 ^^^^ Licensee DUNN SAVOIE INC. STRUCTURAL ENGINEERS Description : Activity Pool Mechantoal Room CMU Wall Design 'if •. fp4»:'. Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base DOnly 0.0 k 0.00 k 1.023 k SOnly 0.0 k 0.00 k 0.000 k WOnly 0.1 k 0.08 k 0.000 k EOnly 0.2 k 0.17 k 0.000 k D + L + Lr 0.0 k 0.00 k 1.043 k D + L + S 0.0 k 0.00 k 1.023 k D + L+W + S/2 0.1 k 0.08 k 1.023 k D + L + S+W/2 0.0 k 0.04 k 1.023 k D+L + S + E/1.4 0.1 k 0.12 k 1.023 k Tille Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Tille Block" selection. Tille Block Line 6 Project Title: Engineer: Project Descr: Proiect ID: 61(/ Pnnted. 19 SEP 2013, 2:29PM Lie. #: KW-06002938 DeSCTiplion : Activily Pool Mechanical Room Lintel File=WMH06nuseiiV«BbianVsham< j£NERCAtClN(Xt8 Licensee : DUNN SAVOIE INC. STRUCTURAL ENGINEERS Code References Calculations per ACI 530-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combinations Used : ASCE 7-05 General Information fm Fs Em = rm* Wall Wt Mult Block Type Lateral Wind Load 1,500.0 psi 24,000.0 psi 750.0 1.0 Nomial Wt 14.020 psf Lateral Wall Weight Seismic Factor Calculate vertical lintel weight ? 0,3332 Yes Note! Shear calculated at "d/2" from edge of lintel Left :dge Clear Span Lintel Depth Thickness End Fixity Equiv, Solid Thick Wall Weight E n Ld#1 14,50 ft 5.0 ft 8 in Pin-Pin 7.60 in 84.0 psf 1,125,0 ksi 25,778 Rebar Size # Bars E/F Top Clear Blm Clear # Bar Sets Bar Spacing 6,0 1 1,50 in 3.0 in 1 5,0 in Right^Edge 14.Sft Span Length M m i Uniform Loads Start X #1 ft #2 ft #3 ft #4 ft DESIGN SUMMARY EndX 14.50 ft fl ft ft Dead Load L: Fkior Live Lr: Roof Live 0.0150 0.020 S:Snow W: Wind E: Earthquake k/ft k/ft k/ft k/ft Design OK Maximum Stress Ratios... vertical ft)/Fb 0,1312 h//Fv 0.1320 Minimum Mn = 1.3'For* S = Vertical Strength As rho np k: ((np)''2+2np)r5-np j = 1 - k/3 M:mas=Fbkjbd'*2/2 M:Stl = FsAsjd Lateral 0.4993 0.04842 Combined 0.5163 0.1406 1.00 1.00 38.125 k-ft 0.880 in'^2 0.002025 0.05219 0.2751 0.9083 127.668 k-ft 91,121 k-ft Maximum Moment Actual Altowable k-ft VerticalLoads 11.958k-ft 91,121 k-ft for Load Comt)ination : +D->Lr+H Lateral Loads 2.573 k-ft 5,154 for Load Combination : -tO-t0.70E+H Maximum Shear Actual Allowable VerticalLoads 5.111 psi 38,730 psi for Load Combination : +0+Lr+H Lateral Loads 1,875 psi 38,730 psi for Load Combination : +O-K),70E-tfl Lateral Strength As rho np k: (np*2+2np)''.5-np j = 1 - k/3 M:mas=Fbkjbd'*2/2 M:Stl = Fs As j d (Checking lateral bending for span) 0.440 in'^2 0.001162 0.02995 0.2166 0.9278 9.910 k-ft 5.154 k-ft Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer: Project Desa: Project ID: Printed: 19 SEP 2013, 2:29PM iLic. # : KW-06002938 Licensee : DUNN SAVOIE INC. STRUCTURAL EI^BINEERS Description : Activily Pool Mechancal Room Lintel Detailed Load Combination Results Load Combination Vertical Lateral Mmax Mallow fv: Vert Fv: Vert Mactual Mallow fv Fv k-ft k-ft psi psi k-ft k-ft psi psi DOnly 11.43 91.12 4.89 38.73 0.00 5.15 0.00 38.73 +0+L+H 11.43 91.12 4.89 38.73 0.00 5.15 0.00 38.73 +0+Lr+H 11.96 91.12 5.11 38.73 0.00 5.15 0.00 38.73 +0+S+H 11.43 91.12 4.89 38.73 0.00 5.15 0.00 38.73 +O+0.750U-K).750L+fl 11.83 91.12 5.05 38.73 0.00 5.15 0.00 38.73 +D^0.750L+0.750S+H 11.43 91.12 4.89 38.73 0.00 5.15 0.00 38.73 +0+W+H 11.43 91.12 4.89 38.73 1.84 5.15 1.34 38.73 +O-1.0W-^H 11.43 91.12 4.89 38.73 1.84 5.15 1.34 38.73 +O-K).70E+fl 11.43 91.12 4.89 38.73 2.57 5.15 1.88 38.73 +O-0.70E+H 11.43 91.12 4.89 38.73 2.57 5.15 1.88 38.73 +D+0.750Lr-K).750L-K).750W+H 11.83 91.12 5.05 38.73 1.38 5.15 1.01 38.73 •K>K).750Lr+0.750L-0.750W+H 11.83 91.12 5.05 38.73 1.38 5.15 1.01 38.73 +O-K).750L-K).750S+0.750W+H 11.43 91.12 4.89 38.73 1.38 5.15 1.01 38.73 +O+0.750L-K).750S-0.750W+H 11.43 91.12 4.89 38.73 1.38 5.15 1.01 38.73 •K)-K).750Lr-K).750L+0.5250E+H 11.83 91.12 5.05 38.73 1.93 5.15 1.41 38.73 +O-K).750Lr-»0.750L-0.5250E+fl 11.83 91.12 5.05 38.73 1.93 5.15 1.41 38.73 +O-K).750L+0.750S-K).5250E+H 11.43 91.12 4.89 38.73 1.93 5.15 1.41 38.73 +O-K).750L-K).750S-0.5250E+H 11.43 91.12 4.89 38.73 1.93 5.15 1.41 38.73 •K).60D+W+H 6.86 91.12 2.93 38.73 1.84 5.15 1.34 38.73 +0.600-1.0W++H 6.86 91.12 2.93 38.73 1.84 5.15 1.34 38.73 +0.60D+0.70E+H 6.86 91.12 2.93 38.73 2.57 5.15 1.88 38.73 -K).60D-0.70E++1 6.86 91.12 2.93 38.73 2.57 5.15 1.88 38.73 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Tille Block" selection, Tille Block Line 6 Project Title: Engineer: Project Descr: 0\.9> Project ID: Printed: 19 SEP 2013. 2:38PM wMln- J Masonry :Lintel.v Lie. #: KW-06002938 File = UVMHOSnUsersymaUai^ ENERCALC, INC 19»-2013; Licensee : OUNN SAVOIE INC. STRUCTURAL ENGINEERS Description: Activity Pool Mechanical Room Lintel (Max Span 14,5) Code References Calculations per ACI 530-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combinations Used : ASCE 7-05 General Information fm Fs Em = f m * Wall Wt Mult Block Type Lateral Wind Load 1,500,0 psi 24,000,0 psi 750,0 1,0 Nomnal Wt 14.020 psf Lateral Wall Weight Seismic Factor Calculate vertical lintel weight ? 0.3332 Yes Nolel Shear calculated at "d/2" from edge of lintel Clear Span Lintel Depth Thickness End Fixity Equiv. Solid Thick Wall Weight E n Ld#1 14.50 ft 5.0 ft 8 in Pin-Pin 7.60 in 84.0 psf 1,125.0 ksi 25.778 Rebar Size # Bars E/F Top Clear Btm Clear # Bar Sets Bar Spacing 6.0 1 1.50 in 3.0 in 1 3.0 in Uniform Loads Start X #1 ft #2 fl #3 ft #4 ft DESIGNSUMMARY EndX 14.50 ft ft ft ft Dead Load 0.0150 L: Floor Live Lr: Roof Live 0.020 SiSnow W: Wind E: Earthquake k/ft k/ft k/ft k/ft Design OK Maximum Stress Ratios... Vertical ft)/Fb 0.1312 fv/Fv 0.1320 Minimum Mn = 1.3*Fcr*S Vertical Strength As rho np k: ((np)'*2+2np)'*,5-np j = 1 - k/3 M:mas=Fbkjbd'^2/2 M:Stl = Fs As j d Lateral 0,5969 0.05753 Combined 0.6112 0.1440 1.00 1.00 38,125 k-ft 0,880 in'^2 0,002025 0,05219 0,2751 0,9083 127,668 k-ft 91,121 k-ft Maximum Moment Actual Altowable k-ft Vertical Loads 11,958 k-ft 91,121 k-ft for Load Combination: +0+Lr+H Lateral Loads 2,573 k-ft 4,311 for Load Combination : -HD-K).70E-H-I Maximum Shear Actual Altowable Vertical Loads 5,111 psi 38,730 psi for Load Combination : +0+Lr+H Lateral Loads 2,228 psi 38,730 psi for Load Combination : +D-K).70E+H Lateral Strength As rho np k: (np'*2+2np)'*.5-np j = 1 - k/3 M:mas=Fbkjbd'^2/2 M:Stl = Fs As i d (Checking lateral bending for span) 0.440 in'^2 0.001380 0,03558 0,2336 0,9222 7,522 k-ft 4,311 k-ft Tille Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Tille Block" selection. Title Block Line 6 Project Title: Engineer: Project Desa: Proiect ID: Desaiption : Activity Pool Mechantoal Room Lintel (Max Span 14.5) Printed: 19 SEP 2013. 2:38PM Licensee : DUNN SAVOIE INC. STRUCTURAL ENGINEERS Detailed Load Combination Results Load Combination Vertical Lateral Mmax Mallow fv: Vert Fv: Vert Mactual Mallow U Fv k-ft k-ft psi psi k-ft k-ft psi psi DOnly 11.43 91.12 4.89 38.73 0.00 4.31 0.00 38.73 +0+L+H 11.43 91.12 4.89 38.73 0.00 4.31 0.00 38.73 +0+Lr+H 11.96 91.12 5.11 38.73 0.00 4.31 0.00 38.73 +0+S+H 11.43 91.12 4.89 38.73 0.00 4.31 0.00 38.73 +0-t0.750Lr+0.750L+H 11.83 91,12 5.05 38.73 0.00 4.31 0.00 38.73 +O+0.750L-K).750S+fl 11.43 91,12 4.89 38.73 0.00 4.31 0.00 38.73 +0+W+H 11.43 91.12 4.89 38.73 1.84 4.31 1.59 38.73 +O-1.0W+H 11.43 91.12 4.89 38.73 1.84 4.31 1.59 38.73 +O-K).70E+H 11.43 91.12 4.89 38.73 2.57 4.31 2.23 38.73 +O-0.70E+H 11.43 91.12 4.89 38.73 2.57 4.31 2.23 38.73 +O-K).750Lr+O.750L-K).750W+H 11.83 91.12 5.05 38.73 1.38 4.31 1.20 38.73 +O-K).750Lr-K).750L-0.750W+H 11.83 91.12 5.05 38.73 1.38 4.31 1.20 38.73 +O+0.750L-K).750S+0.750W+H 11.43 91.12 4.89 38.73 1.38 4.31 1.20 38.73 +O-K).750L-K).750S-0.750W+H 11.43 91.12 4.89 38.73 1.38 4.31 1.20 38.73 +D+0.750Lr+0.750L-K).5250E+H 11.83 91.12 5.05 38.73 1.93 4.31 1.67 38.73 +O+0.750Lr-K).750L-0.5250E+H 11.83 91.12 5.05 38.73 1.93 4.31 1.67 38.73 +O-K).750L-K).750S-K).5250E+H 11.43 91.12 4.89 38.73 1.93 4.31 1.67 38.73 +O-K).750L+0.750S-0.5250E+H 11.43 91.12 4.89 38.73 1.93 4.31 1.67 38.73 +0.60D+W+FI 6.86 91.12 2.93 38.73 1.84 4.31 1.59 38.73 +0.60D-1.0W+H 6.86 91.12 2.93 38.73 1.84 4.31 1.59 38.73 +0.60D-K).70E+H 6.86 91,12 2.93 38.73 2.57 4.31 2.23 38.73 -K).60D-0.70E+H 6.86 91.12 2.93 38.73 2.57 4.31 2.23 38.73 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Tille Block Line 6 Lie. # : KW-06002938 Description: Activity Pool Medianfcal Room Lintel (Max 3.5') Project Title: Engineer: Project Descr: Project ID: CVO Pnnted: 19 SEP 2013, 2:38PM "ucei5?iiNjTsW0l'"iN^^^ Code References Caicuiations per ACI 530-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combinations Used : ASCE 7-05 General Information fm Fs Em = f m * Wali Wt Mult Block Type Lateral Wind Load 1,500.0 psi 24,000.0 psi 750.0 1.0 Nomfial Wt 14.020 psf Lateral Wall Weight Seismic Factor Calculate vertical lintel weight ? 0.3332 Yes Clear Span Lintel Depth Thickness End Fixity Equiv. Solid Thick Wall Weight E n Note! Shear calculated at "d/2" from edge of lintel Ld#1 Left Edg«igtit Uniform Loads 3.50 ft 5.0 ft 8 in Pin-Pin 7.60 in 84.0 psf 1,125.0 ksi 25.778 Rebar Size # Bars E/F Top Clear Btm Clear # Bar Sets Bar Spacing 5.0 1 1.50 in 3.0 in 1 3.0 in Start X #1 ft #2 ft #3 ft #4 ft DESIGNSUMMARY EndX 14.50 ft ft ft ft Dead Load 0.0150 L: Floor Live Lr: Roof Live 0.020 S:Snow W: Wind E: Earthquake k/ft k/ft k/ft k/ft Design OK Maximum Stress Ratios... Vertfcai fb/Fb 0,01070 fv/Fv 0,000136 Minimum Mn = 1.3*Fcr*S Vertical Strength As rho np k: ((np)*2+2np)''.5-np j = 1 - k/3 M:mas=Fbkjbd''2/2 M:Stl = FsAsjd Lateral 0,04878 0.01389 Combined 0.04994 0.01389 1.00 1.00 Maximum Moment Vertical Loads for Load Combinatfon: +D+Lr+H Lateral Loads for Load Combinatfon : +O+0.70E-m 38.125 k-ft 0.620 in*2 0.001427 0.03677 0.2369 0.9210 111.487 k-ft 65.099 k-ft Maximum Shear Verticai Loads for Load Combinatton: Lateral Loads for Load Combination: Lateral Strength As rho np k: (np''2+2np)'*.5-np j = 1 -k/3 M:mas=Fbkjbd'*2/2 M:Stl = FsAsjd +D-H.r4+l -tOt0.70E+H Actual 0.6967 k-ft 0.1499 k-ft Actual 0.005249 psi 0.5378 psi Altowable k-ft 65.099 k-ft 3.074 Altowable 38.730 psi 38.730 psi (Checking lateral bending for span) 0.310 in*2 0.000973 0.02507 0.2002 0.9333 6,527 k-ft 3,074 k-ft Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Desaiption : AclMly Pool Mechantoal Room Lintel (Max 3.5') Project Title: Engineer: Project Desa: Project ID: Printed: 19 SEP 2013, 2:36PM Detailed Load Combination Results load Combination Vertical Lateral Mmax Mallow fv: Vert Fv: Vert Mactual Mallow fv Fv k-ft k-ft psi psi k-ft k-ft psi psi DOnly 0.67 65.10 0.01 38.73 0.00 3.07 0.00 38.73 +D+L+H 0.67 65.10 0.01 38.73 0.00 3.07 0.00 38.73 +D+Lr+FI 0.70 65.10 0.01 38.73 0.00 3.07 0.00 38.73 +0+S+H 0.67 65.10 0.01 38.73 0.00 3.07 0.00 38.73 +O-K).750Lr-K).750L+H 0.69 65.10 0.01 38.73 0.00 3.07 0.00 38.73 +D+0.750L+0.750S+fl 0.67 65.10 0.01 38.73 0.00 3.07 0.00 38.73 +D+W+H 0.67 65.10 0.01 38.73 0.11 3.07 0.38 38.73 +O-1.0W+H 0.67 65.10 0.01 38.73 0.11 3.07 0.38 38.73 +O+0.70E+H 0.67 65.10 0.01 38.73 0.15 3.07 0.54 38.73 +D-0.70E+H 0.67 65.10 0.01 38.73 0.15 3.07 0.54 38.73 +O+0.750Lr-H).750L-K).750W+H 0.69 65.10 0.01 38.73 0.08 3.07 0.29 38.73 +O-K).750Lr-K).750L-0.750W+H 0.69 65.10 0.01 38.73 0.08 3.07 0.29 38.73 +O+O.750L-H).750S-K).750W+H 0.67 65.10 0.01 38.73 0.08 3.07 0.29 38.73 +D+O.750L+O.750S-0.750W+H 0.67 65.10 0.01 38.73 0.08 3.07 0.29 38.73 +D+0.750Lr-K).750L-K).5250E+H 0.69 65.10 0.01 38.73 0.11 3.07 0.40 38.73 +O-K).750Lr+0.750L-0.5250E+H 0.69 65.10 0.01 38.73 0.11 3.07 0.40 38.73 +O-K).750L+0.750S+0.5250E+H 0.67 65.10 0.01 38.73 0.11 3.07 0.40 38.73 +O-K).750L-K).750S-0.5250E-tH 0.67 65.10 0.01 38.73 0.11 3.07 0.40 38.73 •K).60D+W+H 0.40 65.10 0.00 38.73 0.11 3.07 0.38 38.73 •K3.60D-1.0W+H 0.40 65.10 0.00 38.73 0.11 3.07 0.38 38.73 +0.60D-K).70E+H 0.40 65.10 0.00 38.73 0.15 3.07 0.54 38.73 +0.60D-0.70E+H 0.40 65.10 0.00 38.73 0.15 3.07 0.54 38.73 DUNN SAVOIE INC. STRUCTURAL ENGINEERS 908 S. Cleveland Street OCEANSIDE, CA 92054 PH. (760) 966-6355 FAX (760) 966-6360 Email: dsi@surfdsi.com JOB SHEET NO. 0F_ CALCUUMED BY, CHECKED BY SCALE DATE. DATE, SBlf' f/.r^- ij?p -PIT /^JCu|i:€-D BJt^4u:^ -4 12.in Cone w/ #5 @ 16,in o/c 12.in Cone w/ #5 @ 8.in o/c 1 3/4" 7'-3" ir-o- ir-c ^ ,4,*: 1 3/4" Sliding Restraint #7@16.in @Toe Designer select #6@16,gi| horiz. reinf.-5•-0" 2'-0" 3" T 3'-9" r-0" @ Heel 7'-0" Tille Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Titte Block" selection. Title Block Line 6 Ue. # : kVV-0"6062938 Desaiption: pKwall-grid C-11 feet Criteria Retained Height = 11.00ft Wall heighl above soil = 5.75 ft Slope Behind Wall = 0.00:1 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Vertical component of active Lateral soil pressure options: NOT USED for Soil Pressure. NOT USED fbr Sliding Resistance. NOT USED for Overtuming Resistance. Surctiarge Loads Surcharge Over Heel = 150.0 psf NOT Used To Resist Sliding & Overtuming Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overtuming Axiai Load Applied tc Stem Axial Dead Load Axial Uve Load Axial Load Eccentricity 0.0 Ibs 0.0 Ibs 0.0 in Design Summary Wall Stability Ratios Overtuming = 1.60 OK Slab Resists All Sliding I Total Bearing Load ...resultant ecc. 4,743 Ibs 20.92 in Soil Pressure @ Toe = 1,401 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 3,500 psf Soil Pressure Less Than Altowable 1,682 psf 0 psf 34.0 psi OK 15.1 psi OK 75.0 psi ACI Factored @ Toe = ACI Factored @ Heel Footing Shear @ Toe = Footing Shear @ Heel = Allowable = Sliding Calcs Slab Resists All Sliding! Lateral Sliding Force = 3,418.4 Ibs Load Factors Dead Load Live Load Earth. H Wind, W Seismic, E 1.200 1.600 1.600 1.600 1.000 Project Title: Engineer: Project Desa: Proiect ID: Printed: 19 SEP 2013, 6:09PM Licensee : DUNN SAVOIE INC. STRUCTURAL ENGINEERS Soil Data Altow Soil Bearing = 3,500.0 psf Equivalent Flukj l^ssure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure = 0.0 psf/ft Passive Pressure = 300.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 0.00 pcf Friction Coeff btwn Ftg & Soil = 0.350 Soil height to ignore for passive pressure = 12.00 in Calculations per ACI 31fr48, ACI 53048, IBC 2009, CBC 2010, ASCE 7-05 Lateral Load Applied to Stem Adjacent Footing Load Lateral Load ...Height to Top ...Height to Bottom Wind on Exposed Stem 28.0 plf 16.75 ft 11.00ft 15.0 psf Adjacent Footing Load Footing Widtti Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio Hook embed into footing in = Masonry Data fm psi: Fs psi = Solid Grouting Modular Ratto 'n' Short Temi Factor Equiv. Sdki Thick. in = Masonry Block Type Masonry Design Method Concrete Data f C psi : Fy psi = 1,500 1,500 1,500 20,000 20,000 20.000 Yes Yes Yes Yes Yes 21.48 8.04 8.04 1.000 1.000 1.000 7,60 12.00 12.00 3 ASD 4.000.0 60,000.0 4,000.0 60,000.0 0.0 Ibs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 Stem Construction Top Stem 2nd 3rd Stem OK StefliOK Stem OK Design Height Alwve Ftg ft = 11.00 3.75 0.00 Wall Material Above "Ht" = Masonry Conaete Conaete Thtokness in = 8.00 12.00 12.00 Rebar Size = # 5 # 5 # 6 Rebar Spacing in = 24.00 14.00 8.00 Rebar Placed at = Center Edge Edge Edge Edge uesign uata fb/FB+fa/Fa = 0J21 0.719 0.781 Total Force @ Seciion lbs = 247.3 2.324.4 4,527.0 Moment....Actual ft-l = 710.8 8,591.0 21,191.3 Moment Allowable ft-l = 866.1 11,947.0 27,140.6 Shear Actual psi = 5.5 19.8 40.0 Shear Allowable psi = 38.7 94.9 94.9 Wall Weight psf = 84.0 150.0 150.0 Rebar Deptti'd' in = 3.75 10.19 9.63 Lap splice if above in = 45.00 18.50 22.20 Lap splice if below in = 18.50 18.50 5.83 Titte Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Btock Line 6 Lic."# rKW-06b02938 ^ " Project Tille: Engineer: Project Desa: Project ID: Printed: 19 SEP 2013, 6:09PM Licensee : DUNN SAVOIE INC. STRUCTURAL ENGINEERS Description: pitwall-grklC-11 feet Footing Dimensions & Strengtiis Footing Design Results ToeWWth 6.00 ft Heel Width 2.00 Total Footing Width 8.00 Footing Thtokness 14.00 in Key Wklth 12.00 in Key Depth 0.00 in Key Distance from Toe 2.00 ft fc = 2,500p si Fy = 60,000 psi Footing Conaete D« insity 150.00 pcf Min. As % 0.0018 Cover @ Top 3.00 @ Btm.= 3.00 in Factored Pressure Mu': Upward Mu': Downward Mu: Design Actual 1-Way Shear Altow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing _lee_ Heel 1,682 0 psf 21,326 0 ft-lb 3,780 951 ft-lb 17,546 951 ft-lb 33.97 15.10 psi 75.00 75.00 psi #5 @ 10.75 in #5 i IS.OOin None Spec'd Other Acceptable Sizes & Spacings Toe: #4@ 5.75 in, #5@ 9.00 in. #6@ 12.75 in, #7@ 17.25 in, #8@ 22.75 In, #9@ 28. Heel: Not req'd, Mu < S * Fr Key: Slab Resists Sikling - No Force on Key Summary of Overturning & Resisting Forces & Moments Hem Force Ibs ..OVERTURNING.. Distance ft Moment ft-lb Force Ibs ..RESISTING..... Distance ft Moment ft-lb Heel Active Pressure = Surcharge over Heel = Toe Active Pressure = Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Sal = 2,590.5 580.7 161.0 86.3 4.06 6.08 0.39 15.04 15.04 10,505.9 3,532.5 2,421.7 1,297.3 Total 3,418.4 O.TM Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = 17,757.4 1.60 4,743.0 lbs Soil Over Heel = 1,210.0 7.50 9,075.0 Sloped Soil Over Heel Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) Earth @ Stem Transitions = Footing Weight = Key Weight Vert. Component ^ Totals 4,743.0 lbs R.M.= 28,459.0 ' Axial live load NOT included in total displayed, or used for overtuming resistance, but is included for soil pressure catoulation. 2.133.0 1,400.0 6.46 4.00 2.50 13,784.0 5,600.0 s.in Mas w/ #5 @ 24.in o/c Solid Grout r '1 I 1 5-9" 5'-9" Sliding Restraint 12.in Cone w/ #5 @ 14.in o/c 12.in Cone w/ #6 @ S.in o/c ^* 1 3/4" m i 1/2" 3" I I #5@10.75ln @Toe Designer select #5@18.in all horiz. reinf.— @ Heel 6'-0" 2'-0" I I 16'-9" 7'-3" ll'-O" 3'-9" r-2" 8'-0" Titte Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Titie Block" selection. Title Block Line 6 Lie. # : KW-06002938 Desaiption : pit wall - grid 2 -11 feet Project Titte: Engineer: Project Descr: Projeci ID: cn Pnnted, 19 SEP 2013, 4:20PM Licensee : DUNN SAVOIE INC. STRUCTURAL ENGINEERS Criteria Soil Data Retained Height = 11.00ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00:1 Heighl of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Vertical component of active Lateral soil pressure options: NOT USED for Soil Pressure. NOT USED for Sliding Resistance. NOT USED for Overtuming Resistance. Allow Soil Bearing = 3,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure = 0.0 psf/ft Passive Pressure = 300.0 psf/ft Soil Density, Heel = llO.OOpcf Soil Density, Toe = 0.00 pcf Frictton Coeff btwn Ftg & Soil = 0.350 Soil height to ignore for passive pressure Calculations per ACI 31848, ACI 530-08, IBC 2009, CBC 2010, ASCE 7-05 = 12.00 in Surcliarge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 150.0 psf NOT Used To Resist Sikling & Overtuming Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overtuming Lateral Load = 0.0 plf ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Axiai Load Applied to Stem Axial Dead Load = 75.0 Ibs Axial Live Load = 100.0 Ibs /\xial Load Eccentricity = 0.0 in Wind on Exposed Stem = 0.0 psf Design Summary Wall Stability Ratios Overtuming = Sliding = Slab Resists All Sliding! Total Bearing Load ...resultant ecc. 1.56 OK 0.45 UNSTABLE! 4,085 Ibs 18.32 in Soil Pressure @ Toe = 1,380 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 3,500 psf Soil Pressure Less Than Altowabto ACI Factored @ Toe = 1,670 psf ACI Factored @ Heel = 0 psf Fooling Shear @ Toe = 37.2 psi OK Footing Shear @ Heel = 18.4 psi OK Altowable = 75.0 psi Sliding Calcs Slab Resists All Sliding! Lateral Sliding Force less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5:1 Stability Load Factors Dead Load Live Load Earth, H Wind, W Seismic, E 3.092.7 Ibs 0.0 Ibs 1.390.8 Ibs 1,698.0 lbs NG 3,244.3 Ibs NG Stem Construction Design Height Above Ftg Wall Material Above "Ht" Thickness Rebar Size Rebar Spadng 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' Lap splfce if above Lap splice if below Hook embed into footing Concrete Data fc Fy Top Stem Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio 2nd 0.0 Ibs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 ft = in = Stem OK 3.75 Conaete 12.00 # 5 16.00 Edge stem OK 0.00 Concrete 12.00 # 5 8.00 Edge lbs = ft-l = ft-l = psi = psi = psf = in = in = in = in = 0.536 2,025.4 5,563.7 10,371.6 16.6 75.0 150.0 10.19 23.40 23.40 23.40 0.M5 4,228.0 17,042.7 20,169.2 34.6 75.0 150.0 10.19 23.40 5.27 5.27 psi = psi = 2,500.0 60,000.0 2,500.0 60,000.0 1.200 1.600 1.600 1.600 1.000 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 M tic. # : KVV-d6002938 " Project Title: Engineer: Project Descr: Project ID: Primed: 19 SEP 2013. 4:20PM 'Mm. Licensee : DUNN SAVOIE INC. STRUCTURAL ENGINEERS Desaiption: pltwall-grid2-11 feet Footing Dimensions & Strengtiis Footing Design ResuKs Toe Wtoth Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance fi'om Toe fc = 2,500psi Footing Concrete Density Min. As % Cover @ Top 3.00 5.00 ft 2.00 Toe Fy 7.00 12.00 in 12.00 in 0.00 in 2.00 ft = 60,000 psi 150.00pcf 0.0018 @ Btm.= 3.00 in Factored Pressure = 1,670 0 psf Mu': Upward = 14.994 0 ft-lb Mu': Downward = 2,250 936 ft-lb Mu: Design = 12,744 936 ft-lb Actual 1-Way Shear = 37.21 18.35 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = # 7 @ 16.00 in Heel Reinforcing = #6 ©16.00 in Key Reinforcing = None Spec'd Other Acceptable Sizes & Spadngs Toe: #4@ 7.00 in, #5@ 10.75 in, #6@ 15.25 in, #7@ 20.75 in, #8@ 27.25 in, #9@ 34 Heel: Not req'd, Mu < S * Fr Key: Slab Resists Sikling - No Force on Key Summary of Overturning & Resisting Forces & Moments item Force Ibs -OVERTURNING.. Distance ft Moment ft-lb .....RESISTING.^.. Force Distance Moment Ibs ft ft-lb Heel Active Pressure Surcharge over Heel Toe Active Pressure Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil Total 2,520.0 572.7 4.00 6.00 0.33 10,080.0 3,436.4 3,092.7 O.TM. = 13,516.4 Resisting/Overturning Ratio = 1.56 Vertical Loads used for Soil Pressure = 4,085.0 Ibs Soil Over Heel Stoped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem " Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Stem Weight(s) Earth @ Stem Transitions Footing Weight Key Weighl Vert. Component 1,210.0 75.0 100.0 1,650.0 1,050.0 6.50 5.50 5.50 5.50 3.50 2.50 7,865.0 412.5 550.0 9,075.0 3,675.0 Total = 3,985.0 Ibs R.M. 21,027.5 * Axial live load NOT induded in total displayed, or used for overtuming resistance, but is induded for soii pressure catoulatton. DUNN SAVOIE INC. STRUCTURAL ENGINEERS 908 S. Cleveland Street OCEANSIDE, CA 92054 PH. (760) 966-6355 FAX (760) 966-6360 Email: dsi@surfdsi.com SHEET N0._ CALCULATED BY. CHECKED BY SCALE 0F_ DATE. DATE. OlXfDoi^^ XifMiMS^ CAtXafY i€>APS /\^y^t\H^(CAAO?i IF^f ^1 '^-4-72^ < ^ '6 /2^d?F >u - 7 RsP DUNN SAVOIE INC. STRUCTURAL ENGINEERS 908 S. Cleveland Street OCEANSIDE, CA 92054 PH. (760) 966-6355 FAX (760) 966-6360 Emaii: dsi@surfdsi.com JOB. SHEET NO.. D 0- CALCULATED BY. CHECKED BY SCALE 0F_ DATE. DATE. MAM^ of Foi^ MAi5 GoU TD Q^V^^Y) ^ ^WS'^ 1 \ U/!^mH& 9>S^ TD Tvf '^^^ |^^Ji5 wm.L ^^-^ c^Kir?AU\ri^& To F^ue no^i^T - ts^^/ ^'t^% ^-i-i^^ re-^^, /^iK^^V ' To OT^- ?0L^ i ^^^^ ' p2 !Ki2 n^i Dunn Savoie, Ind. Z.Chamas Center Post Nodes and Boundary Condtions Sept 18. 2013 at 12:51 PM center post.rSd -5.9k Loads: BLC 2, dead load Dunn Savoie, Ind. Z.Chamas Center Post Dead Load Sept 18, 2013 at 12:37 PM center postrSd -4.2k ^1 Loads: BLC 3, live load Dunn Savoie, Ind. Z.Chamas Center Post Live Load Sept 18, 2013 at 12:38 PM center postrSd V(y> 2k %1 Loads: BLC 4, earthquake load Dunn Savoie, Ind. Z.Chamas Center Post Earthquake Sept 18, 2013 at 12:38 PM center post.rSd Company Designer Job Number Dunn Savoie, Ind. Z.Chamas Center Post Sept 18, 2013 12:47 PM Checked By:_ Basic Load Cases BLC DescriDtion Cateaorv X Gravitv Y Gravitv Z Gravitv Joint Point Distributed Area (Me... Surface (... 1 self weiqht 1 DL t -1 1 ! i 1 2 aeadioad j DL 1 1 3 live load j LL 1 i 1 1 4 earthauake load 1 EL 1 1 111 1 ^ 1 NDS Wood Desian Parameters LabeL Shape Length[ft1 Ie2rft1 Ie1[ft] le-bend to... le-bend bo... Kw Kzz CH Cr y swav z swav Ml NDS1A i 18 Joint Coordinates and Temperatures Label 1 i Nl ^ 2 -t •- 'N2~^' - r Xfftl. Y[ft] Temp [F] Detach From Diap.. 0 7^ .0 - I 0 18 Envelope Joint Reactions _Joint XikL Y[k] Ic MX[k-ft1 le MY [k-ft] Ic MZ [k-ft] 10.595 lmax 1.4 12 1 10.595 12 1 0 -13 1 3:837 1 5 I 0~ II 0 111 0 Load Combinations Description SolvePD... SR... BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor DLI 1 I LL I 1 RL 1 EL 7 ._irL_Lj_I RL1.J TELrJ-Tli... I TT Joint Loads and Enforced Displacements (BLC 2 : dead load) Joint Label L.D.M Direction Maanitude[k.k-ft in.rad k*s'^2/ft] 1 1 N2 L Y 1 -5.9 Joint Loads and Enforced Displacements (BLC 3 : live load) Joint Label L.D.M Direction Maqnitude[k.k-ft in.rad k*s'^2/ftl 1 1 N2 L ^ ! Y -4.2 Joint Loads and Enforced Displacements (BLC 4 : earthauake load) Joint Label L.D.M Direction Maqnitude[k.k-ft in.rad k*s'*2/ft] \ 1 N2 L L X 2 Wood Material Properties Label Species Grade Cm Emod Nu Therm (ME... Densfk/ff^S] 1 DF Larch Doualas Fir-Larch No.l i jii .3 i .3 j .035 2 1 JSaPme 1 f Southern Pine 1 No.l 1 : V- 1 .3 \ . - '.S ., •• I • .035 1 RISA-3D Version 5.0d [C:\Users\hgabilan.SURFDSI\Desktop\center post.rSd] Page 5 Company Dunn Savoie, Ind. Sept 18, 2013 Designer Z.Chamas 12:47 PM Job Number Center Post Checked By: Member Primarv Data Label I Joint M1 Nl J Joint _ K Joint Rotate(deg) Section/Shape Design List Type Material Design Rules N2 NDS1A 'Rectangular D...I Column I DF Larch Typical Envelope Member Section Deflections Member Sec X [in] lc y [in] lc zfin] Ic X Rotate fr... Ic (n) L/y Ratio Ic (n) Uz Ratio Ic 1 Ml 1 max 0 1 1 0 1 0 1 1 0 1 NC 1 NC 1 2 1 mm 0 1 1 0 1 0 1 i 0 1 : NC j.i NC 1 3 2 max -.001 5 .238 2 0 1 1 0 1 906.588 2 NC 1 A min -.003 2 -.238 3 0 1 .0 1 906.588 1 3 NC 1 5 1 3 max -.002 5 J .864 2 0 1 1 0 1 249.915 1 2 NC 1 6 mirv -.006 2 -.864 3 • r.o-' . 1 0 1 1249.915 13 1 NO 11 7 4 max -.003 1.749 2 0 1 1 0 1 ,1 123.51 J 2 NC 1 8 niln -.009 2 -1.749 3 0 1 1 0 1 123,51 4 3_ NC 4 9 5 max -.004 5 2.763 2 0 1 1 0 1 78.185 i 2 NC 1 M t 1 min -.012 1 2 1 -2.763 13 __ .o_ _ 1 1 0 1 1 78.185 1 3 "I^C "1 Envelope Member Section Forces Member Sec Axialfk] Ic y Shearfk] Ic z Shearfk] Ic Torque[k-ft] Ic y-yMomen.. Ic z-z Momen... Ic I 1 3 UKI 5 [XI 7 [rO 9 [Ml Ml 1 niax 'tiifiin 2 max •lmin mox jmjn max Jmh max lmin \J I I IOA I im'inl 10.595 3.837 10 471 3.763 10 347 3.688 io 224 3.614 10 1 3.54 2 5 ? 5 ]5i I5t 5 z 5 2 5 l5l 1.4 -i.4 1.4 -1.4 _JA >1>t 1 4 _-1.4. 1.4 -1.4_ J2l J2 1 2!l 2 J2_L 0 0 0 1 0 TT , o_ 1 25.2 0 1 1 0 1 18.9 Tit"r:ft-^mv.f^8.9' 1 0 1_ 0 ,0 rTi r<^^-3a TTH 1 1 126 0 1 .0 }T j ".."o". .{1 I . • _^ 1 0 1 6.3 3 ^i5"";'o-i'^.a.nj^3 .u 2 (J 1 0 1 Member See Axialfksi] lc yShearf... lc z Shearf. . Ic v-ToDfksil Ic v-Botfksil Ic z-ToDfksn Ic z-Botfksi] lc 1 i Ml 1 max .094 i 2 1 .019 3 1 0 J-l 1.78 \2 \ 1.78 lsl 0 i M 9 1 2 1 1 lmin .034 -15 1 -.019 2 1 0 l1 -1.78 t 3 1 .-1.78 I 2 1 0 ill 0 rr 3 1 2 max .093 1 2 .019 3 0 1 1 1.335 1 2 1 1.335 3 0 1 0 1 4 ^ I imrni .033 1 5 -.019 1 2 1 0 ll -1.335 1 3 1 -1.335 1 2 f 0 n? u ~ li 5 1 3 imax .091 1 2 1 .019 3 1 0 1 1 .89 12 1 .89 3 0 1 0 1 imin .033 lsl -.019 0 1 -.89 I3l -.89 12 1 0 \i} 0 1-1 7 4 imax .09 t 2 ! .019 3 1 0 11 .445 1 2 .445 i 3 J 0 111 0 11 •-8 v.; • • -Imin .d32 1 5 1 -.019 12 1-0 h -.445 1 3 -.445 .1 2 I 0 h i- o.-1 9 1 5 max .089 2 t .019 3 1 0 1 0 lloi 0 ll 1 0 11 10 1 r • Jmin .031 15 1 -.019 2| 0 h 0 . 1 t 0 f 1 t 0 BT ILL ll NDS Wood Section Sets Label J fin4] 1 I NDS1A ^ 12RND iRectangular..; Column DF Larch Tvpical i 113.097 i 1065.91711065.9171 1801.4 Shape Design List Type Material Design Rules A [in2] lyy [in4] Izz [in4] Envelope NDS Wood Code Checks Member Shape Code C... Loc[ft] Ic Shear C... Locfft] Dir Ic Fc'[ksi] Ml 12RND : .864 0 .137 .953 Ff [ksi] Fbl' [ksi] Fb2' fksi] Fv' fksi] NDS Eqn 1.32 2.266 j 2.266 \ .136 T 3.9-3 RISA-3D Version 5.0d [C:\Users\hgabilan.SURFDSI\Desktop\center post.rSd] Page 6 Dunn Savoie, Ind. Z.Chamas Exterior Post Nodes and Boundary Conditions Sept 18, 2013 at 12:48 PM exterior postrSd -1.9k Loads: BLC 2, dead load Dunn Savoie, Ind. Z.Chamas Exterior Post Dead Load Sept 18, 2013 at 12:49 PM exterior postrSd -1.151^ Loads: BLC 3, live toad Dunn Savoie, Ind. Z.Chamas Exterior Post Live Load Sept 18, 2013 at 12:49 PM exterior post.rSd D .576k Loads: BLC 4, earthquake load Dunn Savoie, Ind. Z.Chamas Exterior Post Earthquake Load Sept 18, 2013 at 12:49 PM exterior postrSd Company Dunn Savoie, Ind. Sept 18, 2013 Designer Z.Chamas 12:50 PM Job Number Exterior Post Checked By: Basic Load Cases BLC Description Cateaorv X Gravity Y Gravitv Z Gravity Joint Point Distributed Area (Me... Surface (... 1 self weiaht DL 1 -1 i '• ! 1 1 ! 2 dead ioad DL 1 1 1 1 1 i ; i 1 3 1 live load LL 1 i 1 I i i i 1 ^ 4 I earthquake ioad EL 1 1 - 111 1 1 1 1 NDS Wood Desian Parameters _Label Shape Lengthffti Ie2[ft] lel [ft] le-bend to... le-bend bo... Kyv Kzz CH Cr y swav z swav _M1 I NDS1A 116.2431 If I ! ~^ Joint Coordinates and Temperatures Label Nl JOfiL YBL •| ! • 16 I zjfti 0 ^ Temp [F] Detach From Diap.. Envelope Joint Reactions Joint JOkl Ic Ic Z[k] MX fk-ft] Ic MY fk-ft] Ic MZ fk-ft] Ic Nl I max .403 6 I 3.36 3 0 11 0 111 0 Totals: Imax .403 r?bl--;4^ 6 I 3.36 13 1 0 1 , . ^'^^J4^26 i'^mm'*'^4m'^i-'^''^':/.Wl T 15.425 Load Combinations Description SolvePD... SR... BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 I ASCE 1 lYesI I I DL I 1 i ' ' ^ 3 ASCE 3 (k) im--\&.r-}ri r i i i i i T" Joint Loads and Enforced Displacements (BLC 2 : dead load) Joint Label L.D.M Li N2 Direction Y Joint Loads and Enforced Displacements (BLC 3 : live load) Maonitudefk.k-fl in.rad k*s^2/ft] -1.9 Joint Label L.D.M N2 i:: Direction Magnitudefk.k-ft in.rad k's''2/ft] -1.15 Joint Loads and Enforced Displacements (BLC 4 : earthauake load) Joint Label N2 L.D.M L Direction X Magnitudefk.k-ft in.rad k*s^2/ft] .576 Wood Material Properties Label Species Grade Cm Emod Nu Therm (ME.. Densfk/ff^S] ' 17 DF Larch 1 Douqias Fir-Larch 1 No.l 1 .3 .035 2 1 So Pine 1 Southem Pine 1 No.1 .1. . 1 ( .3 1 -..3',, : 1 .035 RISA-3D Version 5.0d [C:\Users\hgabilan.SURFDSI\Desktop\exterior post.rSd] Page 1 Company Designer Job Number Dunn Savoie, Ind. Z.Chamas Exterior Post Sept 18, 2013 12:50 PM Checked By:__ Member Primarv Data Label I Joint Ml Nl J Joint K Joint Rotate(deg) Section/Shape N2 NDS1A Design List Type Material Design Rules Round Column DF Larch I Typical _ Envelope Member Section Deflections 1 "I Member Sec Ml 1 1 Imax xfin] 0 Ic 1 y Dn] 0 Ic 1 zfin] 0 Ic X Rotate [r... Ic (n) L/y Ratio Ic 1 J 0 j 1 1 NC i 1 (n) L/Z Ratio NC Ic 1 t 2 1 min 0 1 0 1 0 1 1 0 1 1 1 NC t 1 NC 1 1 3 1 2 imax 0 5 .048 1 6 0 111 0 M 14046.8371 6 NC 1 4 1 min -.001 2 -.246 0 1 a l-^t ^93.« 1 3 *^NC 1 1 5 \ 3 imax 0 5 .176 1 t 6 0 11 0 1 11108.443 6 NC 1 1 6 '1 1 min -.003 ? -.889 1 3 0 -1 . I'l 1:219.209 t 3 1 . NC 1 7 1 4 lmax -.001 5 .358 6 0 11 0 1 1 1 545.012 1 6 NC 1 i lmin ^.004 2 t -i.796 3 •';-0 1 tr<0 ' 1>.108S01 13 NG '1 1 9 5 max -.002 5 .567 0 1 1 1 0 111 343.769 1 61 NC 1 10 1 1 mini -.005 2 ^2.835 \3 0 . I 1 1 ^^'"-0 ' - i 1 ->"68;762 i.*3 l" NC ' Envelope Member Section Forces Member Sec Axial[k] Ic vShear[k] Ic z Shear[k] le Torque[k-ft] Ic y-y Momen.. Ic z-z Momen.. Ic 0 15.425 1 Envelope Member Section Stresses Memt>er See Axialfksi] Ic yShearf... Ic zShearf... le v-Topfksi] Ic v-Botfksi] Ic z-Topfksi] le z-Botfksi] le I 2 j .019 1 16 I 1.883 3 1 Ml 1 I maxi .043 3 H .366 0 1 0 M 1 It ^1831 3 I an I 2 [maxl rff Mini maxl .042 ] 2 I .018 J 3 I riyii o I n-ia 1 .28 I 6 I 1.402 I 3 i 0 1 , .11 mmiximfw&mmmmm'4'^%ii ^.f i i 6 • • =1 I mini .015 ;:oiD4 6 i 0 Il'I -i928Mi3i«;a9i Mel 0 Mm TTll 7 4 max .04 l2 .018 i 3 0 1 "11 .097 6 .461 j 3 1 0 "< 0 1 1 18 .014 l5l -:004 |6i 0 111 -.461 iis wmr mi ^ m-^'' i^r • 0 Tl 9 1 5 maxi .039 2 1 .018 1 3 0 1 0 1 1 1 0 1 0 11 0 11 10 1 ' : IminI .013 fsl -.004 1 6 1 0 hi 0 1 1 1 0 ' 1 0 1 r 0 111 NDS Wood Section Sets Label Shape NDS1A : 10RND DesigriList Round „ TyEe_ Material Design Rules A fin2] lyy fin4] Izz fin4] J fin4] Column I DFLarch . Typical ! 78.54 j 514.042 I 514.042 868.731 Envelope NDS Wood Code Checks Member Shape Code C. Ml 10RND MQ Locfft] Jc_ 0 : 3^ Shear C... Locfft] Dir .137 .0 Jc IcLIksil Fffksi] Fbl'fksi] Fb2'fksi] Fv'fksi] NDS Eqn 3 . M9 1 TJI2 !, 2266 : 2.266 1 ,136^ i 3^-3 RISA-3D Version 5.0d [C:\Users\hgabilan.SURFDSI\Desktop\exterior post.rSd] Page 2 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Project Title: Engineer; Project Descr: Proiect ID: PI'S Title Block Line 6 Printed; 18 SEP 2013, 4;54PM Pole Footmg Embedded in Soil FIe=\\vii<K)stUisefS\hoabiIan\stWBd\LEGOLA-1VCANOPY-1.EC6 b ENEI«iW.C. INC. 19»i013. Build:6.13.8.31, Ver6.13.8.31 1 1 Lie. # : KW-06002938 Licensee : DUNN SAVOIE INC. STRUCTURAL ENGINEERS Description : Canopy Pole Foundations Code References Calculations per IBC 2006 1805.7.2, CBC 2007, ASCE 7-05 Load Combinations Used : ASCE 7-05 General Information Pole Footing Shape Footing Diameter Calculate Min. Depth for Allowable Pressures No Lateral Restraint at Ground Surface Allow Passive Max Passive Circular 24.0 in 800.0 pcf 1,500.0 psf Controlling Values Goveming Load Combinatwn: +D-K).70E+H Lateral Load Moment NO Grounij Surface Restraint Pressures at 1/3 Depth Actual Allowable 1.40 k 25.20 k-ft 1,422.98 psf 1,430.03 psf i Wnimum Required Footing Base Area Maximum Soil Pressure 3.142 ft'*2 3.215 ksf Footing Diameter = 2"-0" Lateral Concentrated Load D: Dead Load k Lr: Roof Live k LiUve k S:Snow k W:Wind k E: Earthquake 2.0 k H : Lateral Earth k Load distance above ground surface 18.0 ft Load Combination Results DOnly +D-H.-HH +0+Lr+H +D+S+H +D-K).750Lr-K).750L+H +D-K).750L-K).750S-+I •K)+W+fl +0•»0.70E++^ +D-K).750Lr-K).750L^.750W+H Lateral Distributed Load km krft m m m m m TOP of Load above ground surface ft BOTTOM of Load above ground surface ft Forces @ GnDund Suriiace Verticai Load 5.90 k 4.20 k k k k Required Pressure at 1/313epth Soil Increase Moments-(ft-*) Actual-(psO 0.000 0.000 0.13 0.0 0.0 1.000 0.000 0.000 0.13 0.0 0.0 1.000 0.000 0.000 0.13 0.0 0.0 1.000 0.000 0.000 0.13 0.0 0.0 1.000 0.000 0.000 0.13 0.0 0.0 1.000 0.000 0.000 0.13 0.0 00 1.000 0.000 0.000 0.13 0.0 0.0 1.000 1.400 25.200 5.38 1,423.0 1,430.0 1.000 0,000 0.000 0.13 0.0 0.0 1.000 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Tille Block" selection. Tille Block Line 6 Project Title; Engineer: Project Descr; Proiect ID: Pole Footing Embedded in Soil Desaiption : Canopy Pole Foundations B^ERCALC ma 138»^13. Build£.13.8.31. VM.13.8.31 Licensee : OUNN SAVOIE INC. STRUCTURAL ENGINEERS +D-K).750L-K).750S-K).750W+H 0.000 0.000 0.13 0.0 0.0 1.000 +D-K3.750Lr-K).750L-K).5250E-H4 1.050 18.900 4.88 1,284.0 1,290.0 1,000 +O-K).750L-K].750S-K).5250E+H 1.050 18.900 4.88 1,284.0 1,290.0 1.000 •K).60D+W+H 0.000 0.000 0.13 0.0 0,0 1.000 •K).60D-K).70E+H 1.400 25.200 5.38 1,423.0 1,430.0 1.000 DUNN SAVOIE INC. STRUCTURAL ENGINEERS 908 S. Cleveland Street OCEANSIDE, CA 92054 PH. (760) 966-6355 FAX (760) 966-6360 Email: dsi@surfdsi.com SHEET NO.. 0F_ CALCULATED BY CHECKED BY_ SCALE DATE. DATE_ lOA^ iQf^-f^xlS/^ <^ ^5 pep \J^%ybo^ , \A t^ '^U)-^ ' \Me , V A^ '^^^ * ^ tl'a «- ^ u?Art ^ Ii?ptf xliV-a^y V3-^^7 Pi-p •2'? Jt* ^6.^^ T' DUNN SAVOIE INC. STRUCTURAL ENGINEERS 908 S. Cleveland Street OCEANSIDE, CA 92054 PH. (760) 966-6355 FAX (760) 966-6360 Email: dsi@surfdsi.com JOB SHEET NO.. El CALCULATED BY. CHECKED BY SCALE 0F_ DATE, DATE. UPri>^ jof^f >i l^'/t -^f'fP^f^ ^ ^>< ^513 lov f 4i- ^7 Title Block Line 1 You can change this area using the "Sellings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Uc7# : kVV-06062938 Descriplion : Main Ridge Beam Design Projeci Title: Engineer: Project Descr: Proiect ID: Printed. 23 SEP 2013, 2:47PM Licensee : DUNN SAVOIE INC. STRUCTURAL ENGINEERS Calculations per NDS 2005, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set: ASCE 7-05 Material Properties Analysis Method: Allowable Stress Design Fb-Tenston 875.0 psi E: Modulus of Elasticity Load Combination ASCE 7-05 Fb-Compr 875.0 psi Ebend-xx 1,300.0 ksi Fc-Pril 600.0 psi Eminbend - xx 470.0ksi Wood Species : Douglas Fir - Larcti Fc-Perp 625.0 psi Wood Grade : No.2 Fv 170.0 psi Ft 425.0 psi Denstty 32.210pcf Beam Braang : Beam is Fully Braced against lateral-torsion buckling Denstty 32.210pcf D(0-7) D(0.19) D(0.19) D(0.7) 4x10 Span = 3.750 ft 4x10 Span = 12.50 ft 4x10 Span = 3.750 ft Service loads entered. Load Factors will be applied for calculations. Beam self weight cakiilated and added to loads Load fbr Span Number 1 Pdnt Load: D = 0.70 k 0.0.0 fl Uniform Load: D = 0.190, Tributary Wklth = 1.0 fl Load fbr Span Number 2 Uniform Load: D = 0.1140, Tributary Width = 1.0 fl Point Load: D = 0.780 k &. 6.250 fl Load for Span Number 3 Unifomi Load: D = 0.190, Tributary Width = 1.0 fl Point Load: D = 0.70 k @ 3.750 fl Maximum Bending Stress Ratio Section used for this span fb: Actual FB: Allowable Load Combination Location of maximum on span 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 0.919 1 Maximum Shear Stress Ratio 4x10 Section used for this span 964.55psi fv: Actual 1,050.00psi Fv: Allowable D Only Load Combination 12.500ft Location of maximum on span Span # 2 Span # where maximum occurs Design OK 0.000 in Ratio = 0.000 in Ratio = 0.263 in Ratio = -0.057 in Ratio = 0<360 0<360 340 2634 1 0.352 4x10 59.79 psi 170.00 psi DOnly 12.500ft Span # 2 Load Combination Segment Length Max Stress Ralkis Span# M V Cd C F/V Moment Values c, CL fb Fb Shear Values fv F'v DOnly Length = 3.750 ft 0.919 0.352 1,00 1,20 1,00 1.00 1.00 1.00 1.00 4.01 964.55 0.00 1050.00 0.00 1.29 0.00 59.79 0.00 170.00 Tille Block Line 1 You can change this area using the "Sellings" menu item and then using the "Printing & Tille Block" selection. Title Block Line 6 Lic.#: KW-0660293r Description: Main Ridge Beam Design Projeci Title: Engineer: Projecf Desa: Proiect ID: Pnnted. 23 SEP 2013. 2:47PM Licensee : DUNN SAVOIE INC. STRUCTURAL ENGINEERS Load Combination Segment Length Span# Max Stress Ratios Cd ^FA/ Ci Cr Cm Ct Moment Values Shear Values Load Combination Segment Length Span# M V Cd ^FA/ Ci Cr Cm Ct CL M ft) Pb V fv F'v Length = 12.50 ft 2 0.919 0.352 1.00 1.20 1.00 1.00 1.00 1.00 1.00 4.01 964.55 1050.00 1.29 59.79 170.00 Length = 3.750 ft 3 0.919 0.352 1.00 1.20 1.00 1.00 1.00 1.00 1.00 4.01 964.55 1050.00 1.29 59.79 170.00 +0+L+H 1.20 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.750 ft 1 0.919 0.352 1.00 1.20 1.00 1.00 1.00 1.00 1.00 4.01 964.55 1050.00 1.29 59.79 170.00 Lengih = 12.50 ft 2 0.919 0.352 1.00 1.20 1.00 1.00 1.00 1.00 1.00 4.01 964.55 1050.00 1.29 59.79 170.00 Lengih = 3.750 ft 3 0.919 0.352 1.00 1.20 1.00 1.00 1.00 1.00 1.00 4.01 964.55 1050.00 1.29 59.79 170.00 +0+Lr+« 1.20 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengih = 3.750 ft 1 0.919 0.352 1.00 1.20 1.00 1.00 1.00 1.00 1.00 4.01 964.55 1050.00 1.29 59.79 170.00 Length = 12.50 ft 2 0.919 0.352 1.00 1.20 1.00 1.00 1.00 1.00 1.00 4.01 964.55 1050.00 1.29 59.79 170.00 Length = 3.750 ft 3 0.919 0.352 1.00 1.20 1.00 1.00 1.00 1.00 1.00 4.01 964.55 1050.00 1.29 59.79 170.00 •»0+6+H 1.20 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.750 ft 1 0.919 0.352 1.00 1.20 1.00 1.00 1.00 1.00 1.00 4.01 964.55 1050.00 1.29 59.79 170.00 Length = 12.50 ft 2 0.919 0.352 1.00 1.20 1.00 1.00 1.00 1.00 1.00 4.01 964.55 1050.00 1.29 59.79 170.00 Length = 3.750 ft 3 0.919 0.352 1.00 1.20 1.00 1.00 1.00 1.00 1.00 4.01 964.55 1050.00 1.29 59.79 170.00 +O+0.750Lr+0.750L+H 1.20 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.750 ft 1 0.919 0.352 1.00 1.20 1.00 1.00 1.00 1.00 1.00 4.01 964.55 1050.00 1.29 59.79 170.00 Length = 12.50 ft 2 0.919 0.352 1.00 1.20 1.00 1.00 1.00 1.00 1.00 4.01 964.55 1050.00 1.29 59.79 170.00 Lengih = 3.750 ft 3 0.919 0.352 1.00 1.20 1.00 1.00 1.00 1.00 1.00 4.01 964.55 1050.00 1.29 59.79 170.00 •K>tO.750L-tO.750S+H 1.20 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.750 ft 1 0.919 0.352 1.00 1.20 1.00 1.00 1.00 1.00 1.00 4.01 964.55 1050.00 1.29 59.79 170.00 Length = 12.50 ft 2 0.919 0.352 1.00 1.20 1.00 1.00 1.00 1.00 1.00 4.01 964.55 1050.00 1.29 59.79 170.00 Length = 3.750 ft 3 0.919 0.352 1.00 1.20 1.00 1.00 1.00 1.00 1.00 4.01 964.55 1050.00 1.29 59.79 170.00 +0+W+H 1.20 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengih = 3.750 ft 1 0.919 0.352 1.00 1.20 1.00 1.00 1.00 1.00 1.00 4.01 964.55 1050.00 1.29 59.79 170.00 Lengih = 12.50 ft 2 0.919 0.352 1.00 1.20 1.00 1.00 1.00 1.00 1.00 4.01 964.55 1050.00 1.29 59.79 170.00 Length = 3.750 ft 3 0.919 0.352 1.00 1.20 1.00 1.00 1.00 1.00 1.00 4.01 964.55 1050.00 1.29 59.79 170.00 •K>tO.70E-»H 1.20 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengih = 3.750 ft 1 0.919 0.352 1.00 1.20 1.00 1.00 1.00 1.00 1.00 4.01 964.55 1050.00 1.29 59.79 170.00 Length = 12.50 ft 2 0.919 0.352 1.00 1.20 1.00 1.00 1.00 1.00 1.00 4.01 964.55 1050.00 1.29 59.79 170.00 Length = 3.750 ft 3 0.919 0.352 1.00 1.20 1.00 1.00 1.00 1.00 1.00 4.01 964.55 1050.00 1.29 59.79 170.00 •K>tO.750Lr^O.750L+O.750W*H 1.20 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.750 ft 1 0.919 0.352 1.00 1.20 1.00 1.00 1.00 1.00 1.00 4.01 964.55 1050.00 1.29 59.79 170.00 Lengih = 12.50 ft 2 0.919 0.352 1.00 1.20 1.00 1.00 1.00 1.00 1.00 4.01 964.55 1050.00 1.29 59.79 170.00 Length = 3.750 ft 3 0.919 0.352 1.00 1.20 1.00 1.00 1.00 1.00 1.00 4.01 964.55 1050.00 1.29 59.79 170.00 •KW).750L+0.750S-K).750W+H 1.20 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.750 ft 1 0.919 0.352 1.00 1.20 1.00 1.00 1.00 1.00 1.00 4.01 964.55 1050.00 1.29 59.79 170.00 Length = 12.50 ft 2 0.919 0.352 1.00 1.20 1.00 1.00 1.00 1.00 1.00 4.01 964.55 1050.00 1.29 59.79 170.00 Lengih = 3.750 ft 3 0.919 0.352 1.00 1.20 1.00 1.00 1.00 1.00 1.00 4.01 964.55 1050.00 1.29 59.79 170.00 +O-»0.750Lr+0.750Lt0.5250E-^ 1.20 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengih = 3.750 ft 1 0.919 0.352 1.00 1.20 1.00 1.00 1.00 1.00 1.00 4.01 964.55 1050.00 1.29 59.79 170.00 Length = 12.50 ft 2 0.919 0.352 1.00 1.20 1.00 1.00 1.00 l.OO 1.00 4.01 964.55 1050.00 1.29 59.79 170.00 Length = 3.750 ft 3 0.919 0.352 1.00 1.20 1.00 1.00 1.00 1.00 1.00 4.01 964.55 1050.00 1.29 59.79 170.00 +O-t0.750L-K).750St0.5250Et+l 1.20 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.750 ft 1 0.919 0.352 1.00 1.20 1.00 1.00 1.00 1.00 1.00 4.01 964.55 1050.00 1.29 59.79 170.00 Length = 12.50 ft 2 0.919 0.352 1.00 1.20 1.00 1.00 1.00 1.00 1.00 4.01 964.55 1050.00 1.29 59.79 170.00 Length = 3.750 ft 3 0.919 0.352 1.00 1.20 1.00 1.00 1.00 1.00 1.00 4.01 964.55 1050.00 1.29 59.79 170.00 tO.60D+W+H 1.20 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.750 ft 1 0.551 0.211 1.00 1.20 1.00 1.00 1.00 1.00 1.00 2.41 578.73 1050.00 0.77 35.87 170.00 Lengih = 12.50 ft 2 0.551 0.211 1.00 1.20 1.00 1.00 1.00 1.00 1.00 2.41 578.73 1050.00 0.77 35.87 170.00 Length = 3.750 ft 3 0.551 0.211 1.00 1.20 1.00 1.00 1.00 1.00 1.00 2.41 578.73 1050.00 0.77 35.87 170.00 •tO.60D-K).70EtH 1.20 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengih = 3.750 ft 1 0.551 0.211 1.00 1.20 1.00 1.00 1.00 1.00 1.00 2.41 578.73 1050.00 0.77 35.87 170.00 Lengih = 12.50 ft 2 0.551 0.211 1.00 1.20 1.00 1.00 1.00 1.00 1.00 2.41 578.73 1050.00 0.77 35.87 170.00 Length = 3.750 ft 3 0.551 0.211 1.00 1.20 1.00 1.00 1.00 1.00 1.00 2.41 578.73 1050.00 0.77 35.87 170.00 ILoai Is i : Load Combination Span Max."-" Defl Location in Span Load Combination Max."+" Defl Location in Span DOnly DOnly 0.2634 0.0000 0.2622 0.000 0.000 3.750 DOnly 0.0000 -0.0569 0.0000 0.000 3,256 3,256 Tille Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Tille Block" selection. Title Block Line 6 Lie. # : kW-06002938' Description : Main Ridge Beam Design Project Title: Engineer: Project Descr: Project ID: 0T) Printed: 23 SEP 2013, 2:47PM Licensee : DUNN SAVOIE INC. STRUCTURAL ENGINEERS Support notatton: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum DOnly 2.587 2.587 2.587 2.587 DUNN SAVOIE INC. STRUCTURAL ENGINEERS 908 S. Cleveland Street OCEANSIDE, CA 92054 PH. (760) 966-6355 FAX (760) 966-6360 Email: dsi@surfdsi.com JOB. tc SHEET NO CALCULATED BY. T. CU-AI^A< CHECKED BY SCALE 0F_ OATE. DATE. 31 F^.^\o^2^i^'^ escl2 PF. 41 Tifle Block Line 1 You can change this area using the "Settings' menu item and Ihen using the "Printing & Title Block" selection. Title Block Line6 Projecf Tille: Engineer: Project Descr: Proiect ID: ^7 Lie. # : KW-06002938 Printed: 23 SEP 2013, 3:12PM Licensee : DUNN SAVOIE INC. STRUCTURAL ENGINEERS Description: Desing of Beam 5 Calculations per NDS 2005, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set: ASCE 7-05 Materiai Properties Analysis Method: Allowable Stress Design Load Combination ASCE 7-05 Wood Species Wood Grade : Douglas Fir - Larch :No.1 Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Fb-Tension 1350 psi £; Modulus of Elasticity Fb-Compr 1350 psi Ebend-xx 1600 ksi Fc-Pril 925 psi Eminbend - xx 580ksi Fc-Perp 625 psi Fv 170 psi Ft 675 psi Density 32.21 pcf D(0.03lP(Q,-^^) D(1.294) Lr(1.294) 6x12 Span = 18.50 ft Beam self weight cakajlated and added to toads Point Load: D = 0.260 k @ 3.0 fl Point Load: D = 1.294, Lr = 1.294 k @ 9.50 fl Uniform Load: D = 0.0310 k/fl. Extent = 0.0 -» 3.0 ft. Tributary Width = 1.0 f Maximum Bending Stress Ratio Section used for this span fb: Actual FB: Allowable Load Combination Location of maximum on span 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 Service loads entered. Load Factors will be applied for calculations. Design OK 0.762 1 6x12 1,285.35 psi 1,687.50 psi +0+Lr-»fl 9.520ft Span # 1 0.266 in Ratio •• 0.000 in Ratio • 0.595 in Ratio 0.000 in Ratio • Maximum Shear Stiess Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 835 0<360 373 0 <180 0.184 :1 6x12 39.14 psi 212.50 psi +D+Lr+fl 0.000ft Span#1 Load Combination Max Stiess Ratios - u r. - r/v Cj C-r.„ - Ill r. . Moment Values Shear Values Load Combination M w - u r. - r/v Cj C-r.„ - Ill r. . c, M lb Fb \i F'v DOnly 0.00 0.00 0.00 0.00 Lengtii = 18.50 ft 1 0.572 0.158 0.90 1.00 1.00 1.00 1.00 1.00 1.00 7.02 694.70 1215.00 1.02 24.21 153.00 -fO+L+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtti = 18.50 ft 1 0.515 0.142 1.00 1.00 1.00 1.00 1.00 1.00 1.00 7,02 694.70 1350.00 1.02 24.21 170.00 +OtLr-m 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtti = 18.50 ft 1 0.762 0.184 1.25 1.00 1.00 1.00 1.00 1.00 1.00 12.99 1,285.35 168750 1.65 39.14 212.50 +0+S-^ 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtti = 18.50 ft 1 0.447 0.124 1.15 1.00 1.00 1.00 1.00 1.00 1.00 7,02 694.70 1552.50 1.02 24.21 195.50 +O-^.750Lr-tO.750L+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Tille Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block' selection. Title Block Line 6 Projeci Titie: Engineer: Projeci Descr: Proiect ID: re Printed: 23 SEP 2013, 3:12PM Lie. # : KW-06002938 Licensee : DUNN SAVOIE INC. STRUCTURAL ENGINEERS Description: Desing of Beam 5 Load Combination Segment Lengtti Span# tex Sttess Ratios Cd Cp/V Ci Cr Cm Ct Moment Values Shear Values Load Combination Segment Lengtti Span# M V Cd Cp/V Ci Cr Cm Ct CL M ft) Fb V fv Fv Lengtti = 18.50 ft 1 0.674 0.167 1.25 1.00 1.00 1.00 1.00 1.00 1.00 11.49 1,137.69 1687.50 1.49 35.41 212.50 +O-K).750Lt0.750S+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtti =18.50 ft 1 0.447 0.124 1.15 1.00 1.00 1.00 1.00 1.00 1.00 7.02 694.70 1552.50 1.02 24.21 195.50 -tD-fW-t+t 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtti = 18.50 ft 1 0.322 0.089 1.60 1.00 1.00 1.00 1.00 1.00 1.00 7.02 694.70 2160.00 1.02 24.21 272.00 +1.117D-K).70EtH 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtti = 18.50 ft 1 0.359 0.099 1.60 1.00 1.00 1.00 1.00 1.00 1.00 7.84 775.71 2160.00 1.14 27.04 272.00 •KW).750Lr-K).750L-K).750W-* 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtti = 18.50 ft 1 0.527 0.130 1.60 1.00 1.00 1.00 1.00 1.00 1.00 11.49 1,137.69 2160.00 1.49 35.41 272.00 +Ot0.750L-K).750S+0.750W-»H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtt) = 18.50 ft 1 0.322 0.089 1.60 1.00 1.00 1.00 1.00 1.00 1.00 7.02 694.70 2160.00 1.02 24.21 272.00 +1.087D<O.750LrtO.75a+0.5250E-1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtt) = 18.50 ft 1 0.555 0.138 1.60 1.00 1.00 1.00 1.00 1.00 1.00 12.11 1,198.45 2160.00 1.58 37.53 272.00 +1.087D+O.750L-^).750S-K).5250E+ 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtt) = 18.50 ft 1 0.350 0.097 1.60 1.00 1.00 1.00 1.00 1.00 1.00 7.63 755.46 2160.00 1.11 26.33 272.00 •t0.60D+W+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtti = 18.50 ft 1 0.193 0.053 1.60 1.00 1.00 1.00 1.00 1.00 1.00 4.21 416.82 2160.00 0.61 14.53 272.00 -K).4834D^O.70E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtt) = 18.50 ft 1 0.155 0.043 1.60 1.00 1.00 1.00 1.00 1.00 1.00 3.39 335.80 2160.00 0.49 11.70 272.00 Load Combination Span Max.'-' Defl Location In Span Load Combination Max.'+' Defl Location in Span D+Lr Load Combination 9.318 Support notation: Far left is #1 0.0000 Values in KIPS 0.000 OveraH MAXhnum DOnly LrOnly D+Lr 1.693 1.064 0.630 1.693 1.510 0.845 0.664 1.510 DUNN SAVOIE INC. STRUCTURAL ENGINEERS 908 S. Cleveland Street OCEANSIDE, CA 92054 PH. (760) 966-6355 FAX (760) 966-6360 Email: dsi@surfdsi.com SHEET NO.. CALCULATED BY. CHECKED BY SCALE 0F_ DATE. DATE. F^9- AU- \i^P\iAA ; ^fi^ ' cpf \0"l, Of \/lf\i^ IAJT, OAoY iol K\dn UJAo ^v/fu. 7' ^ ^S^Fl^ (^M\Ti LOAb \ ^ Cour;^\J Ai^. . 1 ,-7 it DUNN SAVOIE INC. STRUCTURAL ENGINEERS 908 S. Cleveland Street OCEANSIDE, CA 92054 PH. (760) 966-6355 FAX (760) 966-6360 Email: dsi@surfdsi.com JOB. SHEET NO,. CALCULATED BY_ CHECKED BY SCALE 4t & 0F_ DATE. DATE. /U ) <9 s.in Mas w/ #5 @ IS.in olc Solid Grout 3" #7@16.in @Toe Designer select #6@16.in all tioriz. reinf. @Heel S.in Mas w/ #5 @ IS.in olc Solid Grout Title Block Line 1 You can change Ihis area using the "Settings' menu item and then using lhe "Printing & Title Block' selection. Tille Block Line 6 Lie. #: KW-06002938 Description: Locker Room Wall & Footing Design Criteria Retained Height = 0.00 ft Wall heighl above soil = 7.25 ft Slope Behind Wall = 0.00:1 Height of Soil over Toe = 3.00 in Water height over heel = 0.0 ft Vertical component of active Lateral soil pressure options: NOT USED for Soil Pressure. NOT USED for Sikling Resistance. NOT USED for Overluming Resistance. Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overluming Surcharge Over Toe = 0.0 psf Used for Sliding & Overtuming Axial Load Applied to Stem Axial Dead Load = 850.0 Ibs Axial Uve Load = 850.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overluming sikling Total Bearing Load ...resultant ecc. Soil Pressure ( Soil Pressure ( iToe iHeel Allowable — Sdi Pressure Less Than Alkiwable 1.60 OK 2.07 OK 2,965 Ibs 9.37 in 2,039 psf OK 0 psf OK 3,500 psf ACI Factored @ Toe ACI Factored @ Heel Footing Shear @ Toe Footing Shear @ Heel Allowable 2,681 psf 0 psf 18.1 psi OK 2.1 psi OK 94.9 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5:1 Stability Load Factors Dead Load Live Load Earth, H 'vVind, 'vV Seismic, E 500.0 Ibs 187.5 Ibs 846.0 Ibs 0.0 lbs OK 0.0 Ibs OK 1.200 1.600 1.600 I.OUU 1.000 Projeci Tille: Engineer: Project Descr: Project ID: Printed: 24 SEP 2013, 1 IVcensee : DUNN SAVOIE INC. STRUCTURAL ENGINEERS Soil Data Altow Soil Bearing = 3,500.0 psf Equivalent Flukj Pressure Method Heel Active Pressure = 35.0 psf/fl Toe Active Pressure = 0.0 psf/ft Passive Pressure = 300.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Densily, Toe = 0.00 pcf Friction Coeff btwn Ftg & Soil = 0.400 Soil height lo ignore for passive pressure = 12.00 in Calculations per ACI 31845, ACt 530-05, IBC 2006, CBC 2007, ASCE 7-05 Lateral Load Applied to Stem Adjacent Footing Load Lateral Load ...Height lo Top ...Height to Bottom Wind on Exposed Stem 48.1 plf 7.25 fl 0.00 ft 17.1 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 0.0 Ibs 0.00 fl 0.00 in 0.00 fl Line Load 0.0 ft 0.300 Stem Construction Design Height Above Ftg Wall Material Above'Ht' Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB+fa/Fa Total Force @ Section MomenL...Actual Moment Allowable Shear Actual Shear Allowable Wall Weight Rebar Depth'd' Lap spltee if above Lap splice if below Hook embed into footing Masonry Data fm Fs Sdid Grouting Modular Ratio 'n' Short Terni Faclor Equiv. Sdkj Thick. Masonry Block Type Masonry Design Melhod Top stem 2nd Stem OK Stem OK ft= 2.00 0.00 = Masonry Masonry in = 8.00 8.00 = # 5 # 5 in = 16.00 16.00 = Center Edge -0.64S 0.778 Ibs = 342.3 472.7 fl-l = 898.5 1,713.5 ft-l = 1,515.5 2,416.5 psi = 7.6 7.5 psi = 51.6 51.6 psf = 84.0 84.0 in = 3.75 5.25 in = 30.00 30.00 in = 30.00 6.00 in = 30.00 6.00 psi = 1,500 1,500 psi = 20,000 20,000 = Yes Yes Yes = 21.48 21.48 = 1.333 1.333 in = 7.60 7.60 3 ASD Tifle Block Line 1 You can change this area using the 'Settings' menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Lie. # : KW-06002938 Description : Locker Room Wall & Footing Design Project Titie: Engineer: Projeci Descr: Project ID: Printed: 24 SEP 2013, t:40PM Licensee : DUNN SAVOIE INC. STRUCTURAL ENGINEERS Footing Dimensions & Strengths Footing Design Results Toe Width 1.42ft Heel Width 2.08 Total Footing Width 3.50 Fooling Thtokness 15.00 in Key Widlh 0.00 in Key Deplh 0.00 in Key Distance from Toe 0.00 ft fc = 4,000 psi Footing Concreie Density Fy = 60,000 psi fc = 4,000 psi Footing Concreie Density 150.00 pcf Min. As % 0.0018 Cover @ Top 2.00 @ Btm.= 3.00 in Toe Factored Pressure = 2,681 Mu': Upward = 2,752 Mu': Downward = 324 Mu: Design = 2,428 Actual 1-Way Shear = 18.06 Altow 1-Way Shear = 94.87 Toe Reinforcing = # 7 @ 16.00 in Heel Reinforcing = #6 @ 16.00 in Key Reinforcing = None Spec'd Ottier Acceptable Sizes & Spadngs Toe: Notreq'd,Mu<S*Fr Heel: Not req'd, Mu < S * Fr Key: No key defined Heel 0 psf 0 ft-lb 282 ft-lb 282 fl-lb 2.13 psi 94.87 psi Summary of Overturning & Resisting Forces & Moments Item Force Ibs ..OVERTURNING.. Distance ft Moment fl-lb Force Ibs ..RESISTING Distance ft Heel Active Pressure Surcharge over Heel Toe Active Pressure Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil 27.3 348.7 124.0 0.42 0.50 4.88 4.88 11.4 1,700.0 604.4 Total 500.0 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure O.TM. = 2,315.8 1.60 2,965.4 Ibs Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem * Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Stem Weight(s) Earth @ Stem Transitions Footing Weighl Key Weighl Vert. Componenl 0.0 850.0 850.0 609.0 656.4 2.79 1.75 1.75 0.71 1.75 1.75 Total = 2,115.4 Ibs R.M. Moment ft-lb 0.0 1,487.8 1,487.8 1,066.0 1,148.9 * Axial live load NOT included in total displayed, or used for overtuming resistance, bul is included for soil pressure catoulatton. 3,702.7 DUNN SAVOIE INC. STRUCTURAL ENGINEERS 908 S. Cleveland Street OCEANSIDE, CA 92054 PH. (760) 966-6355 FAX (760) 966-6360 Email: dsi@surfdsi.com JOB. rl SHEET NO CALCULATED BY. CHECKED BY SCALE OF. DATE. DATE. FAB>PIC ^{iFsp% \^x^'i>'y~^^i^ f7 p^rx 1^/24'') Ur^^t F€?^^ TIS T/umD pgte -V 3-2 (-^ ^ fS4S^i^ Tp.&Am) DUNN SAVOIE INC. STRUCTURAL ENGINEERS 908 S. Cleveland Street OCEANSIDE, CA 92054 PH. (760) 966-6355 FAX (760) 966-6360 Email: dsi@surfdsi.com JOB RHFFT NO ^ OF CAI r;UI ATFD RY - C4+ A A'X . nATF CHFCKFn RY DATF SCAI F CAlcu^TQ- B-^LT ^•rAa^G DUNN SAVOIE INC. STRUCTURAL ENGINEERS 908 S. Cleveland Street OCEANSIDE, CA 92054 PH. (760) 966-6355 FAX (760) 966-6360 Email: dsi@surfdsi.com JOB. SHEET NO. . CALCULATED BY. CHECKED BY SCALE _____ 0F_ DATE. DATE. \^^FLf i^iftorT. K Pi.p TOTAL LOA'^-Z^ (91 + lt^2€?! pup ;^^^->^-JiSr ^L, To 7/^ yioHf-^r AHb TW-^fBf^ To W5or> CALCULATE- ^]>lt^G^ r/fPAciT/ «5f \AJW1> HbHJ^ .f^^lS^^^pst -5^ DUNN SAVOIE INC. STRUCTURAL ENGINEERS 908 S. Cleveland Street OCEANSIDE, CA 92054 PH. (760) 966-6355 FAX (760) 966-6360 Email: dsi@surfdsi.com JOB SHEET NO.. CALCULATED BY. CHECKED BY SCALE 0F_ DATE. DATE. I fr, i€Ab ^ (7 ^S'U i3.y^ -^^^ fuF 5^ psA i9ur?aT fj;^ Vi<^\o>A C4lgC)U TfC-Tg-O ?0l^ &^VfTV f U\T]g^.4-U- icA^ T^\'Cit<^0>^) , I'H^M te ^T(^^ M \JSk-P fof- oar-OPP?- Pi.H'HG FooTJi^^. SAME R?crPH(^ U^^p> ^•5 Dunn Savoie, Ind. Z.Chamas Legoland speedorz sfiort span beam Nodes and Boundary Conditions Sept 18, 2013 at 4:25 PM beam at grids 1 and 4.r3d I I I I I I -.046k/ft Loads: BLC 2, dead load Dunn Savoie, Ind. Z.Chamas Legoland speedorz short span beam Dead Load Sept 18, 2013 at 4:25 PIVI beam at grids 1 and 4.r3d -.032k/ft Loads: BLC 3, live load Dunn Savoie, Ind. Z.Chamas Legoland speedorz short span beam Live Load Sept 18, 2013 at 4:25 PM beam at grids 1 and 4.r3d Loads: BLC 4, earthquake load Dunn Savoie, Ind. Z.Chamas Legoland speedorz short span beam Earthquake Load Sept 18, 2013 at 4:25 PM beam at grids 1 and 4.r3d Company Designer Job Number Dunn Savoie, Ind. Z.Chamas Legoland speedorz short span beam Sept 18, 2013 4:27 PM Checked By:_ Basic Load Cases BLC Description Cateaory X Gravity Y Gravity Z Gravity Joint Point Distributed Area (Me... Surfacei... 1 self weiqht DL -1 2 dead load DL 1 1 1 3 live load LL 1 4 earthauake load EL i 1 ^DS Wood Desian Parameters Label Shape Lengthffti Ie2rftl lelfft] le-bend to... le-bend bo.. Kyy Kzz CH Cr y sway z sway Ml NDS1A I 21 Joint Coordinates and Temperatures Label X fft] Yfftl zrfti Temp fF] Detacfi FnDm Diap... 1 Nl 0 0 0 0 0 0 1 1 Envelope Joint Reactions Joint Xfkl Ic Yfkl Ic Z[kl Ic MX fk-ftl Ic MY fk-ftl Ic MZ fk-ftl Ic 1 1 Nl max NC INCI .947 2 NC NC NC NC 0 1 0 1 BHHHHH wm rra isa n BHipm n 3 N2 max NC iNCi .947 2 NC NC 0 1 0 1 0 1 1 4 min NC INCI .367 5 NC NC 0 1 0 1 5 Totals: max 0 1 1 1.895 2 0 1 1 6 min 0 1 1 1 .734 5 0 2 n Load Combinations 1 ASCE 1 Yes DL 1 2 ASCE 3 (d) Yes DL 1 LL 1 FILL 1 EL -.7 3 ASCE 3 fk){Yes DL 1 LL 1 RL 1 EL .7 4 ASCE 3 m iYes DL 1 LL 1 RL 1 EL -.7 5 ASCE 5 (a)!Yes DL .6 EL .7 _6 ASCE5(b)|Yes DL .6 EL TJ. Joint Loads and Enforced Displacements Joint Label L.D.M Direction Magnitude[k.k-ft in.rad k*s^2/ftl No Data to Print... Wood Material Properties Lat>el Species Grade Cm Emod Nu Themi(\1E.. Densfk/ft*31 1 DF Larch Doualas Fir-Larch No.l 1 1 .3 [ .3 .035 \ 2 1 So Pine Southern Pine No.l 1 1 1^ .3 1 .3 .035 1 Member Primarv Data Label I Joint J Joint K Joint Rotate(deg) Section/Shape Design List Type Material Design Rules Ml Nl N2 NDS1A IRectangular D...I Beam iDF Larch I Typical RISA-3D Version 5.0d [U:\zchamas\Shared\LEGOLAND\Speedorz\beam at grids 1 and 4.r3d] Page 1 Company Designer Job Number Dunn Savoie, Ind. Z.Chamas Legoland speedorz short span beam Sept 18, 2013 4:27 PM Checked By:_ f\0 Envelope Member Section Deflections 1 Member Ml Sec 1 max x[inl 0 Ic 1 y[in] 0 Ic 1 zTin] 0 Ic x Rotate [r... 0 Ic 1 (n) L/y Ratio NC Ic 1 (n) Uz Ratio NC Ic 2 min 0 1 0 1 0 1 0 1 NC 1 NC 3 2 max 0 1 -.323 5 0 1 0 1 779.527 5 NC 4 min 0 1 -.835 2 0 1 0 1 301.818 2 NC 1 5 3 max 0 1 -.454 5 0 1 0 1 555.413 5 NC 1 6 min 0 1 -1.172 2 0 i 0 1 215.045 2 NC 1 7 4 max 0 1 -.323 5 0 1 0 1 779.527 5 NC 1 8 min 0 1 -.835 2 0 1 0 1 301.818 2 NC 1 9 5 max 0 1 0 1 0 1 0 1 NC 1 NC 1 10 min 0 1 0 1 0 1 0 1 NC 1 NC 1 Envelope Member Section Forces Member Sec Axialfkl Ic y Shearfkl Ic z Shearfkl Ic Torquefk-ftl Ic y-y Momen.. Ic z-z Momen.. . Ic 1 Ml 1 max 0 1 .947 2 0 1 0 1 0 1 0 1 1 2 min 0 1 .367 5 0 •J 0 1 0 1 0 1 3 2 max 0 1 .474 2 0 0 1 0 1 -1.444 5 1 4 mm 0 1 .183 5 0 1 0 1 0 1 -3.73 2 5 3 max 0 1 0 1 0 1 0 1 0 1 -1.926 5 i 6 ••'VJ. •4.973 2 7 4 max 0 1 -.183 5 0 1 0 1 0 , 1 -1.444 5 1 8 min 0 -.474 0 1 0 1 0 -3.73 2 9 5 max 0 -"367 5 0 1 0 1 0 1 0 1 1 10 min 0 1 -.947 2 0 1 0 1 0 1 0 1 Envelope Member Section Stresses Member Sec Axialfksfj Ic V Shearf... k: z Shearf... Ic y-Topfksil Ic y-Botfksil Ic z-ToDfksil Ic z-Botfksil Ic 1 M1 max 0 1 .028 2 0 1 0 1 0 1 0 1 1 0 1 2 min 1 .011 5 0 3 2 max 0 1 .014 2 0 1 .889 2 -.344 5 0 ' 1 0 1 4 min 0 1 .005 5 0 1 5 -.889 2 0 1 0 1 5 3 max 0 1 0 1 0 1 1.186 2 -.459 5 0 1 0 6 min 0 1 0 1 0 1 .459 5 -1.186 2 0 1 0 1 7 4 max 0 1 -.005 5 0 1 .889 2 -.344 5 0 1 0 1 8 min 0 1 -.014 2 0 1 .344 5 -.889 2 0 1 0 1 9 5 max 0 1 -.011 5 0 1 0 1 0 1 0 1 0 1 10 min 0 1 -.028 2 0 1 0 1 0 1 0 1 0 1 A^PS Wood Section Sets Label Shape Design List Type Material Design Rules A [in21 lyy [\r\4] Izz [in41 J [in41 NDS1A 8RND IRectangular..! Beam I DF Larch I Typical 150.265 I 210.552 I 210.552 I 355.832 Envelope NDS Wood Code Checks Member Shape Code C. Locfftl Ic Shear C. Locfftl Dir Ic Fc' [ksil Ff [ksil Fbl' [ksil Fb2' [ksi] Fv'fksil NDS Eqn i 1 Ml 8RND .540 10.5 1 1 .215 21 1 v 1 1 i .351 .825 1.416 1 1.416 .085 1 3.9-3 RISA-3D Version 5.0d [U:\zchamas\Shared\LEGOLAND\Speedorz\beam at grids 1 and 4.r3d] Page 2 Solution: Envelope Dunn Savoie, Ind. Exterior Posts Z.Chamas Sept 19, 2013 at 11:37 AM Nodes and Boundary Conditions exterior post.r3d r -1.67k Loads: BLC 2, dead load Solution: Envelope Dunn Savoie, Ind. Z.Chamas Exterior Posts Dead Load Sept 19, 2013 at 11:39 AM exterior post.rSd -1.04k Loads: BLC 3, live load Solution: Envelope Dunn Savoie, Ind. Z.Chamas Exterior Posts Live Load Sept 19, 2013 at 11:39 AM extenor post.rSd ,Y Loads: BLC 4, earthquake load Solution: Envelope Dunn Savoie, Ind. Z.Chamas Exterior Posts Earthquake Load Sept 19, 2013 at 11:40 AM exterior postrSd Company ; Dunn Savoie, Ind. Designer : Z.Chamas Job Number : Exterior Posts Sept 19, 2013 11:40 AM Checked By:_ Basic Load Cases BLC Description Cateqory X Gravitv Y Gravity Z Gravity Joint Point Distributed Area (Me... Surface (... 1 j self weiqht 1 DL • 2 deadload | DL 1 1 1 3 live load j LL 1 1 i i 1 4 earthquake load 1 EL 1 I 11 i 1 1 ^PS Wood Desian Parameters r^i r Label Shape Lengthffti lelfft] lelf Ml NDS1A 18.173! le-bend to... le-bend bo... Kyy Kzz CH Cr y sway z sway Joint Coordinates and Temperatures Label Nl Xfftl 0 0 18 t 0 Temp [Fl 0 I Detach From Diap... 2 1 * N2 2.5 Envelope Joint Reactions Joint X[kl Ic Y[k1 Ic ^Zikl Ic MX[k-ft1 Ic MY[k-ft1 Ic MZ[k-ftl Ic Nl I max I .42 3.057 Totals: lmax i .42 3.057 0 1 I 1 I '"'St") mini -.42 Load Combinations Description Solve PD... SR... BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor Joint Loads and Enforced Displacements (BLC 2 : dead load) Joint Label N2 L.D.M Direction Maonitudefk.k-ft in.rad k's^2/ft1 -1.67 Joint Loads and Enforced Displacements (BLC 3 : live load) Joint Label N2 L.D.M Direction Magnitudefk.k-ft in.rad k*s'^2/ft1 -1.04 Joint Loads and Enforced Displacements (BLC 4 : earthauake load) [JZ N2 Wood Material Properties Label Species Grade DF Larch ! Douqias Fir-Larch No.1 Cm Emod _ Nu. Therm (\1E... Dens[k/ft'^31 I 1 .3 - .3 i .035 So Pine Southem Pine No.l .3 .035 RISA-3D Version 5.0d [\\VMHOST\Users\zchamas\Shared\LEGOLAND\Speedorz\exterior post.rSd] Page 1 Company Designer Job Number Dunn Savoie, Ind. Z.Chamas Exterior Posts Sept 19, 2013 11:40 AM Checked By:_ Member Primarv Data Label I Joint J Joint K Joint Rotate(deg) Section/Shape Design List Type Material Design Rules M1 Nl N2 NDS1A Round Column I DF Larch; Typical Envelope Member Section Deflections Member Sec x [ini lc y [ini lc zfin] Ic x Rotate fr... Ic (n) L/y Ratio lc (n) Uz Ratio lc 1 Ml 1 max 0 1 0 1 0 1 i 0 1 NC 1 NC 1 2 1 min 0 1 0 1 0 1 1 0 1 NC 1 NC i 3 2 max 0 5 .096 6 0 1 0 1 2270.095 6 NC 1 4 min -.001 2 -.294 3 0 1 0 1 741.91 3 -NC 1 5 1 3 max 0 5 .35 6 0 1 0 1 622.936 6 NC 6 min -.003 2 -1.065 0 Tl _ " 0 " ^3 : m 1 7 4 max -.001 5 .711 6 0 1 1 0 1 306.82 6 NC 1 8 .' . Imin -JD04 2 -2.152 3 0 IJ .0. 1 101.356 1 3 - ^'NG • '^1 9 1 5 max -.002 5 1.125 6 0 L.1 _ 0 ,1 193.772 6 J 1 loT ; 1 min -.005 2 -3.395 Is 0 1^ 0 1 ^64534 1 3 NO t 1 Envelope Member Section Forces Member Sec /\xialfk1 Ic y Shearfkl Ic 2 Shearfk] Ic Torque[k-ft] c y-y Momen... Ic z-z Momen... Ic . 1 . [I2J. 6 .8_L _9 10' Ml max I min J 3.086 1.141 max t min I 1.089 max imin I 2 914 1^ max imin I 2.828 max .986._L5_ • 2.742 I 2 j _ lmin I .935 [ 5 .837 -.25 825 -.257 813 -.264 801 -i7i 789 -.278 I 6 3 |6 ! 3 {6i 3 l6! 3 I6t 0 0 6 0 6 0 0 0 0 n-Q—n 0 1 6 0 nioTi 0 I 0 u I 0 Envelope Member Section Stresses Member Sec /\xial[ksi] Ic y Shearf... Ic z Shearf... Ic y-Topfksi] Ic y-Bot[ksi] :-Top[ksi] Ic z-Bot[ksi] Ml 1 I max I .039 .016 1 I .585 iminl ;015 I 5 I -.005 |6 imax .038 .016 1 I .445 muL .014 t 5 I -.005 6 1: >1342M:-3 imax .037 .016 0 1 .301 1 6 0 i l t -.$88: 013 5 I -.005 1 6 I max I I mini .036 .015 1 .152 8 013 I 5 I -.005 I 6 1 I -;441 1 3 Imax .035 .015 1 0 10 min 1 .012 I 5 I -.005 I 6 NDS Wood Section Sets Label Shape Design List Jype Material Design Rules A [in2] lyy fin4] Izz [in4] J [in4] 1 i NDS1A i 10RND 1 Round Column i DF Larch 1 Tvpical 78.54 I 514.042 ! 514.042 I 868.731 Envelope NDS Wood Code Checks Member Shape Code C... Locfft] Ic ShearC. Locfft] Dir Ic Fc'[ksi] Ft'[ksi] Fbl'[ksi] Fb2'[ksi] Fv'[ksi] NDS Eqn Ml 10RND .838 0 3 .117 0 i v 3 .708 1.32 2.266 i 2.266 ! .136 3.9-3 RISA-3D Version 5.0d [\\VMHOST\Users\zchamas\Shared\LEGOLAND\Speedorz\exterior post.rSd] Page 2 DUNN SAVOIE INC. STRUCTURAI- ENGINEERING SOB S. CLEVELAND ST. OCEANSIDE, CA. szasA PH: (VSD) 9ee-6355 FAX: (76D) 9eG-G3GG JOB Legoland - 2014 Water Park Expansion SHEET NO. OF CALCULA" HG DATE 9/13 CHECKED BY DATE SCALE WAVE POOL MECHANICAL BUILDING ROOF DEAD LOADS (psf) 2x Wood Truss @ 24" oc 3.3 19/32" Plywood 1.5 Built up Roofing 3.0 ME&P 2.0 Miscellaneous 5.2 £ Dead Load 15.0 Live Load 20.0 WALLS DEAD LOADS (DSf) 8" CMU Wall 84.0 ME&P 1.0 Miscellaneous 1.0 £ Dead Load 86.0 ADDITTIONAL LOADS ON WALL @ LINE A DEAD LOADS (psf) (lbs) Lions Head Alx>ve Wall 30.0 0.0 Lions Head Below Wall (Both Sides) 40.0 0.0 Foam and Pilaster Lego Theme (@ Top of Column) 20.0 0.0 Spear Top 0.0 40.0 DUNN SAVOIE: INC. STRUCTURAL ENBINEERING 90B S. CLEVELAND ST. OCEANSIDE, CA. g2[DB4 PH: (V6D) 96e-6355 FAX: t76D) 966-£>36a OF BY HG DATE 9/13 BY DATE VLE Soil Site Class D Table 20-3-1, Default = D MettvDd 1 Input Project Zip Code 92008 Response Spectral Acc. (0.2 sec) Ss = 125%g = 1.251 g Figure 22-1 through 22-14 Response Spectral Acc.( 1.0 sec) S, = 47%g = 0.472 g Figure 22-1 through 22-14 Site Coefficient Fg = 1.000 Table 11.4-1 Site Coefficient F, = 1.528 Table 11.4-2 Max Conskiered Earthquake Acc. SMS ~ F,.Ss = 1.251 g (11.4-1) Max Considered Earthquake Acc. SMI = Fv.Si = 0.721 g (11.4-2) @ 5% Damped Design SQS = 2/3(SMS) = 0.834 g (11.4-3) SDI = 2/3(SMI) = 0.481 g (11.4-4) Method 2 Input the coordinate of project Latitude 33.129789 (24° to 50°) Longitude -117.31069 (-125° to-65°) LATERAL ANALYSIS This building consists special reinforced masonry shear walls, Therefore, per 2009 IBC, for the entire structure. R= 5 00= 2.5 Cd= 3.5 Per IBC2009 (1613), ASCE 7-05 Chapter 11,12,13 Seismic Design Criteria From the Ground Motron Parameter Calculator by USGS The seismic design parameters are Ss= 1.249 g Fa= 1.0 S1 = 0.472 g Fv= 1.528 SMS= SM1= SDS= SD1= 1.249 0.721 0.833 0.481 Use the seismic parameters from Metfiod 2 to suoercede those from Method 1. Seiemic Design Category (SDC) Detemnination Building Occupancy Categories II Seismic Design Category for 0.1 sec D Seismic Design Category for 1 .Osec D SI = 0.472 < 0.75g Therefore, SDC = D Equivalent lateral force procedure To Determine Period C,= Building ht Hp = Cu = Approx Fundamental period, Tg = Calculated T shall not exceed < Per Section 11.6 Is Structure Regular & < 5 stories 7 Response Spectral Acc.( 0.2 sec) Sj = @ 5% Damped Design SQS = Response Modification Coef. R = Over Strength Factor QQ = Importance factor I = Seismic Base Shear V = or need not to exceed, Cs = orCs = Cs shall not be less than = Min Cs = Use C. = 0.02 12 1.4 CiKf Cu.Ta T <, 0.8TS: Yes 1.50g %(Fa.Ss) 5 2.5 1.00 C^W R/l (R/I).T SDITL T^(R/I) 0.01 0.5Sil/R 0.167 x= 0.75 Table 1-1 Table 11.6-1 Table 11.6-2 Section 11.6 NOT Apply! Section 12.8 Tablel 2.8-2 ft forSoiOf 0.481g Table12.8-1 = 0.129 TL= 8 Sec Figure 22-15 = 0.181 UseT= 0.129 sec. • 0.8 SQ.|/SC>S = 0.010g =0.167 = 0.746 N/A 0.462 sec. OK! Section 12.8.1.3 1.00 (11.4-3) Table-12.2-1 Table 11.5-1 (12.8-2) (12.8-3) (12.8-4) ForT<TL • ForT>TL (12.8-5) = 0.047 ForSi>0.6g (12.8-6) Design Base Shear V = 0.167 W x 0.7 (ASD) x 1.3 (r) = 0.152 W DUNN SAVOIE INC. STRUCTURAL ENGINEERING 90B S. CLEVELAND ST. • CEANSIDE, CA. 92054 PH: (vec) 9ee-e355 FAX: (veo) see-eaea JOB Legoland - 2014 Water Park Expansion SHEET NO. OF CALCULATED BY HG DATE 9/13 CHECKED BY DATE SCALE ILATERAL ANALYSIS | WAVE POOL MECHANICAL BUILDING Roof: Area of Roof = Total Weight of Roof = Interior Wall Weight = Exterior = ^1^^ ft^ = g2g>q5'lbs = 5=^4 Ibs Exterior Wall Weight = BOfkf^Y'^ 6 "7\0' T/l +^2 f ^'g)^fl •^yfcj= 11 17?? lbs Total Roof Diaphragm Weight = |&H ^(/t lbs Total Diaphragm Weight = W = Ibs Desian Base Shear: (Taken from previous page) V = e>i\5L W ThereforeV = <^'\'^'^^N = t^Q'b Ibs Dunn Savoie Inc. Structural Engineers 908 S. Cleveland St. Oceanside, CA 92054 Tel: (760)966-6355 Fax: (760)966-6360 JOB Legoland - 2014 Water Park Expansion SHEET NO. 6 OF CALCULATED BY HG DATE 9/13 CHECKED BY DATE SCALE WIND ANALYSIS | C Exposure: 1= \iO ?)(o Basic Wind Speed = mph Pi = P2 = P3 = P4 = P5 = _lM2__Psfat 0'-15' psfat15'-20' psfat20'-25' psfat25-30' psf at 30'-40' 4 7H 'C lOrO Governing Lateral Forces Wind Design Seismic Desian Roof Level: (N-S) direction: (E-W) direction: jbs Ibs Ibs Ibs SCIS MIC .governs governs DUNN SAVOIE INC. STRUCTURAL ENGINEERS 908 S. Cleveland Street OCEANSIDE, CA 92054 PH. (760) 966-6355 FAX (760) 966-6360 Email: dsi@surfdsi.com JOB SHEET NO. 5^9 CALCULATED BY_ CHECKED BY SCALE OF DATE. DATE_ 1 ( " 7^ —- X ' ^.5 "77 5 "5 x ?u'-^ 7 ^ t> r s / £3> DUNN SAVOIE INC. STRUCTURAL ENGINEERS 908 S. Cleveland Street OCEANSIDE, CA 92054 PH. (760) 966-6355 FAX (760) 966-6360 Email: dsi(S)surfdsi.com JOB, SHEET NO.. 6,0 0F_ CALCULATED BY_ CHECKED BY. SCALE DATE. DATE. 2'i CAu:uL-AlX PT-AO fr:^c^f i^iif f. f - \\7Ho< llo ^ 2.0C^ pi ^ Title Block Line 1 You can change this area using the "Settings' menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Lie. # :''kw-06b02938 Desaiption: Drag Beam @ line B Project Title: Engineer: Project Descr: 67 Project ID: Printed: 24 SEP 2013, 2;46PM Licensee : DUNN SAVOIE INC. STRUCTURAL ENGINEERS Calculations per 2005 NDS, IBC 2006, CBC 2007, ASCE 7-05 Load Combinations Used : ASCE 7-05 Analysis Method: Allowable Stress Design End Rxities Top & Bottom Pinned Overall Column Height C Used for non-slender calculations ) Wood Species Wood Grade Fb - Tension Fb - Compr Fc-Pril Fc - Perp iLevel Tmss Joist Parallam PSL 2.0E 2900 psi 2900 psi 2900 psi 750 psi E: Modulus of Elasticity... Basic Minimum Fv Ft Density x-x Bending 2000 1016.535 22.0 ft 290 psi 2025 psi 32.21 pcf Wood Sectkm Name Wood Grading/Manuf. Wood Member Type Exact WMth Exact Depth Area Ix ly 3.5x14.0 Trus-Joist Parallam 3.50 in 14.0 in 49.0 in*2 800.33 in*4 50.021 in*4 y-y Bending 2000 1016.535 Axial 2000 ksi Alknw Stress Modification Factors Cf or Cv fa Bending 1.0 Cf or Cv for Compresston 1.0 Cf or Cv fa Tenston 1.0 Cm: Wet Use Facta 1.0 Ct: Temperature Facta 1.0 Cfu: Flat Use Facia 1.0 Kf: BuiltHip columns 1.0 NDS (5 3 2 Use Cr: Repetitive ? No ("on-gib on/ Column selfweight included: 241.128 Ibs * Dead Load Factor AXIAL LOADS... Drag Force: Axial Load at 22.0 ft, E = 5.852 k Brace conditkm for deflection (buckling) akxig columns: X-X (width) axis: Fully tiraced against txickling atong X-X Axis Y-Y (depth) axis: UntxBced Length forX-X Axis buckling = 22.0aK = 1.0 Service loads entered. Load Factors will be applied for calculations. Bending & Shear Check Results PASS Max. Axial-tfiending Stress Ratio Load Combinatkxi Goveming NDS Foumla Locatkxi of max.above base At maximum tocatton vakies are... Applied Axial Applied Mx AppHed My Fc: Altowable PASS Maximum Shear Stress Ratio = Load Combtoatton Locatton of max.above base Applied Design Shear Altowable Shear 0.04540:1 •KW).70E+H Connp Only, fc/Fc' 0.0 ft 4.338 k 0.0 k-ft 0.0 k-ft 1.949.78 psi 0.0:1 •K).60DHO.70E+H 22.0 ft 0.0 psi 290.0 psi Maximum SERVICE Lateral Load Reactions.. Top atong Y-Y 0.0 k Botiom atong Y-Y 0.0 k Top along X-X O.Q k Bottom atong X-X 0.0 k Maximum SERVICE Load Lateral Deflections... Atong Y-Y 0.0 In at 0.0 ft above base for toad combinalton: n/a Atong X-X 0.0 in at 0.0 ft above base fbr toad combinatton: n/a Other Factors used to calculate allowable stresses... Bending Compresston Tenston Cf a Cv: Size based foctors 1.000 1.000 Maximum Shear Rattos Load Combination Co Sfress Ratto Status Location stress Ratto status Location DJDnly ^ 1.000 0.002524 PASS 0.0 ft 0.0 PASS 22.0 ft +D-H.r-HH A nnn 1 .uw 1.000 n r»noco>i n AOO n A <» 22 0 ft +D-H.r-HH A nnn 1 .uw 1.000 0.002524 PASS 0.0 ft o!o PASS 22;6 ft +D+S+H 1.000 0.002524 PASS 0.0 ft 0.0 PASS 22.0 ft -K>K).750Lr-K).750L-HH 1.000 0.002524 PASS 0.0 ft 0.0 PASS 22.0 ft +O-K3.750L-K).750S+H 1.000 0.002524 PASS 0.0 ft 0.0 PASS 22.0 ft +0+W+H 1.000 0.002524 PASS 0.0 ft 0.0 PASS 22.0 ft +O-fO.70E-ff( 1.000 0.04540 PASS 0.0 ft 0.0 PASS 22.0 ft +DtO.750Lr+O.750L-H).750W+H 1.000 0.002524 PASS 0.0 ft 0.0 PASS 22.0 ft +O-K).750L-K).750S-K).750W+H 1.000 0.002524 PASS 0.0 ft 0.0 PASS 22.0 ft +D-K).750Lr-K).750LtO.5250E+H 1.000 0.03468 PASS 0.0 ft 0.0 PASS 22.0 ft +O-K).750L-K).750S-K).5250E-HH 1.000 0.03468 PASS 0.0 ft 0.0 PASS 22.0 ft Title Btock Line 1 You can change this area using the "Settings" menu itenn and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer: Project Descr: Proiect ID: Primed 24SEP2C13 2.46PM Licensee : DUNN SAVOIE INC. STRUCTURAL ENGINEERS Wood Column Lie. #: ICW-06002938 Desaiption: Drag Beam @ line B Load Combination Results Load Combination •K).60D+W+H -K).60D-K).70E+H Maximum Reactions • Unfactored Load Combination Maximum Axial + Bendinq Stress Ratios Stress Ratio Status Location Maximum Shear Ratios stress Ratto Status Location 1.000 1.000 0.001514 0.04439 PASS PASS 0.0 ft 0.0 ft 0.0 0.0 PASS PASS 22.0 ft 22.0 ft Note: Only non-zero reactions are listed. X-X Axis Reaction ! Base @ Top Y-Y Axis Reaction @ Base @ Top Axial Reactton @Base EOnly k Maximum Deflections for Load Combiriatioiffi - Ur^ic^red Loads 5.852 k Load Combination EOnly SiMcKes Max. X-X Deflectton Distance Max. Y-Y Defiection Distance 0.0000 in 0,000 ft 0.000 in 0,000 ft r X Loads are total entered value. Arrows do not reflect absolute direction. DUNN SAVOIE INC. STRUCTURAL ENGINEERS 908 S. Cleveland Street OCEANSIDE, CA 92054 PH. (760) 966-6355 FAX (760) 966-6360 Email: dsi@surfdsi.com .r^g.^^^p - (MW^ p/^p^ p^pM>i)o .<?HFFT Nn OF CALCULATED BY nATF r:HFr:KFn RY nATF SCAIF f 5 6 f^^- ~ 9 5 ^ i ^ B6 fs^ ^ cn - 111' V, DUNN SAVOIE INC. STRUCTURAL ENGINEERS 908 S. Cleveland Street OCEANSIDE, CA 92054 PH. (760) 966-6355 FAX (760) 966-6360 Email: dsi@surfdsi.com JOB 1 SHEET NO, LAH^P -f^l'^ w/v^lTc ^A C-'^ S?^.^ 0F_ CALCULATED BY_ CHECKED BY SCALE DATE- DATE. A^KXHOf'^fS'f fc^f^^ (T^'O^ uTt^^ Aft I' ) fp - O'yy '^P - -7 f^'^ ^0 Oi^ S A^!^ y 'f' 9oij I. ^ u ^ •^ f ^^-s! t ¥'• 'T^':J 0 1^ 0 fip" 0.6. \, ^ .•^^ '' IJ " .C^4/ DUNN SAVOIE INC. STRUCTURAL ENGINEERS 908 S. Cleveland Street OCEANSIDE, CA 92054 PH. (760) 966-6355 FAX (760) 966-6360 Email: dsi@surfdsi.com JOB SHEET NO, CALCUUTED BY CHECKED BY SCALE DATE. DATE. — ^ ^^H-fT CAID) , C5f AP^ ^ (yOO Cf^] J J o 4" T 16' 4 ^ U^' F&(PF ^0]S<S ALL ^-^ coU\ 1ST T^ r: b G i i 7. CL\0 > ^'' c C/ a IC Co? fif^ r T'^^^c;' T5 (!/ HO DUNN SAVOIE INC. STRUCTURAL ENGINEERS 908 S. Cleveland Street OCEANSIDE, CA 92054 PH. (760) 966-6355 FAX (760) 966-6360 Email: dsi@surfdsi.com JOB SHEET NO CALCULATED BY CHECKED BY SCALE H DATE. DATE. j^A^ LC?/\D ^ T7B^ C^^^^'—M V "^"2 ^^'--^ 1 i Sliding Restraint S.in Mas w/ #5 @ 24.in olc Solid Grout S.in Cone wl #5 @ 12.in o/c #5@14.in @Toe Designer select #5@1S.in all horiz. reinf. @ Heel S.in Cone w/ #6 @ S.in o/c 6'-0" 6-0" 15'-0" 5-3" 9'-0" 3-9" r-2" 4'-6" 2'-0" 6'-6" Title Block Line 1 You can change this area using the "Settings" nfienu item and then using the "Printing & Title Block' selection. Title Block Line 6 Project Title: Engineer: Project Descr: Proied ID: Lie. # : KVtf-06002938 Printed: 24 SEP 2013. 1;54PM Licensee : DUNN SAVOIE INC. STRUCTURAL ENGINEERS Description: Wave Pod Equipment Room Pit - exterior wall - 9 feet (Exterior) Criteria Retained Height = 9.00 ft Wall height above soil = 6.00 ft Slope Behind Wall = 0.00:1 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Vertical component of active Lateral soil pressure options: NOT USED for Soil Pressure. NOT USED for Sliding Resistance. NOT USED for Overtuming Resistance. Surcharge Loads Surcharjge Over Heel = 150.0 psf NOT Used To Resist Sikling & Overtuming Surcharge Over Toe = 0.0 psf Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overtuming = 1.52 OK Slab Resists All Sliding I Total Bearing Load ...resultant ecc. 3,862 Ibs 19.77 in Soil Data Soil Pressure @ Toe = 1,606 psf OK Soil Pressure @ Heel = 0 psf OK Alto«(able = 3,500 psf Soil Pressure Less Than Alk)wat)le ACI Factored @ Toe = 1,927 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 28.5 psi OK Foofing Shear @ Heel = 17.3 psi OK Allowable = 75.0 psi Sliding Calcs Slab Resists All Sliding! Lateral Sliding Force = 2,552.0 Ibs Load Factors DeadLoad 1.200 Live Load 1.600 Earth, H 1.600 Wind.W 1.600 Seismic, E 1.000 Altow Soil Bearing = 3,500.0 psf Equivalent Flukl Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure = 0.0 psf/ft Passive Pressure = 300.0 psf/ft Soil Density, Heel = llO.OOpcf Soil Density, Toe = 0.00 pcf Friction Coeff btwn Ftg & Soil = 0.350 Soil ha'ght to ignore for passive pressure = 12.00 in Calculations per ACI 3184)8, ACI 53IM)8, IBC 2009, CBC 2010, ASCE 7-05 Lateral Load Applied to Stem Adjacent Footing Load Lateral Load ...Height to Top ...Height to Bottom Wind on Exposed Stem 28.0 plf 15.00 ft 9.00 ft 15.0 psf Adjacent Footing Load Footing Width Eccaitridty Wall to Ftg CL Dist Footing Type Base Above/Betow Soil at Back of Wall Poisson's Ratio Hook embed into footing in = fm psi = 1,500 1,500 1,500 Fs psi = 20,000 20,000 20,000 Solid Grouting -Yes Yes Yes Solid Grouting Yes Yes Modular Ratto 'n' = 21.48 8.04 8.04 Short Term Factor = 1.000 1.000 1.000 Equiv. SolkJ Thick. in = 7.60 8.00 8.00 Ma.sonry Block Type = 3 Masonry Design Method = ASD Concrete Data fc Fy psi = psi = 4,000.0 60,000.0 4,000.0 60,000.0 0.0 Ibs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 Stem Construction Top Stem 2nd 3rd Stem OK Stem OK Bar Lap/Emb Design Height Above Ftg ft = 9.00 3.75 0.00 Wall Material Above'Ht' = Masonry Concrete Concrete Thickness in = 8.00 8.00 8.00 Rebar Size = # 5 # 5 # 6 Rebar Spacing in = 24.00 12.00 8.00 Rebar Placed at = Edge Center Edge Edge Edge Design Data fb/FB + fa/Fa = 0.S29 0.946 0J94 Total Force @ Section lbs = 258.0 1,484.7 3,267.3 Moment....Actual ft-l = 774.0 4,976.9 13,640.7 Moment Allowable ft-l = 1,231.2 5,261.1 15,260.6 Shear Actual psi = 4.1 33.0 49.9 Shear Allowable psi = 38.7 94.9 94.9 Wall We^ht psf = 84.0 100.0 100.0 Rebar Depth'd' in = 5.25 4.00 5.63 Lap splice if above in = 30.00 18.50 22.20 Lap splice if below in = 18.50 18.50 6.68 Titie Btock Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Btock Line 6 Uc. # rKW-0600293T Project Titte: Engineer: Project Descr: Proiect ID: 6,! 6 Printed; 24 SEP 2013. 1:54PM Licensee : DUNN SAVOIE INC. STRUCTURAL ENGINEERS Description : Wave Pool Equipment Room Pit - exterior wall - 9 feet (Exterior) Footing Dimensions & Strengths Footing Design Results Toe Width 4.50 ft Heel Widtti 2.00 Total Footing Width 6.50 Footing Thtokness 14.00 in Key Width 12.00 in Key Depth 0.00 in Key Distance from Toe 2.00 ft fc = 2,500p si Fy = 60,000 psi Footing Concrete LK snsity 150.00 pcf Min. As % 0.0018 Cover @ Top 3.00 @ Btm.= 3.00 in Toe Heel 1,927 Opsf 13,427 0 ft-lb 2,126 1,456 ft-lb 11,301 1,456 ft-lb 28.51 17.33 psi 75.00 75.00 psi Factored Pressure Mu': Upward Mu': Downward Mu: Design Actual 1-Way Shear Altow 1-Way Shear Toe Reinforcing = #5 @ 14.00 in Heel Reinforcing = #5 @ 18.00 in Key Reinforcing = None Spec'd Ottier Acceptable Sizes & Spacings Toe: #4@ 7.50 in, #5@ 11.50 in, #6@ 16.25 in, #7@ 22.25 in, #8@ 29.00 in, #9@ 36 Heel: Not req'd, Mu < S* Fr Key: Slab Resists Sikling - No Force on Key Summary of Overturning & Resisting Forces & Moments Item Force Ibs ..OVERTURNING.. Distance ft Moment ft-lb .....RESISTING..... Force Distance Moment Ibs ft ft-lb Heel Active Pressure Surcharge over Heel Toe Active Pressure Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil 1,808.8 485.2 168.0 90.0 3.39 5.08 0.39 13.17 13.17 6,129.9 2,466.6 2,212.0 1,185.0 Total 2,552.0 O.TM. 11,993.5 Resisting/Overturning Ratio = 1.52 Vertfcai Loads used for Soil Pressure = 3,861.5 Ibs Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem - ' Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Stem Weight(s) Eartti @ Stem Transittons = Footing Weight Key Weight Vert. Component j Totah 1,320.0 5.83 7,700.0 1,404.0 1,137.5 4.83 3.25 2.50 6,786.0 3,696.9 3,861.5 Ibs R.M. * Axial live load NOT included in total disf^ayed, or used for overtuming resistance, but is included for soil pressure calculatton. 18,182.9 s.in Cone w/ #5 @ IS.in o/c Sliding Restraint #7@16.in @Toe Designer select #6@16^ hioriz. reinf. • @ Heel 4'-0" 2'-0" 9'-0" 9'-0" 6'-0" Titie Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Titte Block Line 6 Project Titie: Engineer: Project Descr: GM Project ID: Printed: 24 SEP 2013, 1:55PM 1^^^ Iff? Lie. # : KW-06002938 Licensee DUNN SAVOIE INC. STRUCTURAL ENGINEERS Desaiption: Wave Pool Equipment Room Pit - short wall 9 feet (Interior) Criteria Soil Data Calculations per ACI 318-08, ACI 530-08, IBC 2009, CBC 2010, ASCE 7^)5 Retained Height = 9.00 ft Allow Soil Bearing = 3,500.0 psf Calculations per ACI 318-08, ACI 530-08, IBC 2009, CBC 2010, ASCE 7^)5 Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Slope Behind Wall 0.00:1 Heel Active Pressure 35.0 psf/ft Height of Soil over Toe = 0.00 in Toe Active Pressure 0.0 psf/ft Water height over heel = 0.0 ft Passive Pressure = 300.0 psf/ft Vertical component erf active Lateral soil pressure options: NOT USED for Soil Pressure. NOT USED for Sliding Resistance. NOT USED for Overtuming Resistance. Soil Density, Heel = llO.OOpcf Soil Density, Toe = 0.00 pcf Friction Coeff btwn Ftg & Soil = 0.350 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 150.0 psf NOT Used To Resist Sikling & Overtuming Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overtuming Lateral Load ...Height to Top ...Haght to Bottom 0.0 plf 0.00 ft 0.00 ft Axial Load Applied to Stem Axial Dead Load = Axial Live Load = Axial Load Eccentiicity = 75.0 Ibs 100.0 Ibs 0.0 in Wind on Exposed Stem = ( Design Summary Stem Construction Wall Stability Ratios Overtuming Sikling Slab Resists All Sliding I Total Bearing Load = ...resuftant ecc. Design Height Above Ftg 1.70 OK Wall Material Above "Ht" 0.50 UNSTABLE! Thtokness Rebar Size 3,295 Ibs Rebar Spacing 13.50 in Rebar Placed at 0.0 psf Top Stem Adjacent Footing Load Footing Widtti Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio 2n(l 0.0 Ibs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 in = in = Stem OK 3.75 Concrete 8.00 # 5 16.00 Edge Stem OK 0.00 Concrete 8.00 # 5 8.00 Edge !Toe = 1,171 psf OK ! Heel = 0 psf OK 3,500 psf Soil Pressure ( Soil Pressure ( Alfc3wable Soil Pressure Less Than Altowable ACI Factored @ Toe = 1,420 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 26.6 psi OK Footing Shear @ Heel = 21.0 psi OK Allowable = 75.0 psi Sliding Caics Slab Resists All Sliding! Lateral Sliding Force less 100% Passive Force = less 100% Friction Force = Added Force Req'd ....for 1.5:1 Stability Load Factors Dead Load Live Load Earth, H wind, W Seismic, E 2,227.3 Ibs 0.0 Ibs 1,116.9 Ibs 1,109.0 lbs NG 2,222.7 Ibs NG Design Data fb/FB + fa/Fa = •••^s Total Force @ Section lbs= 1,172.7 2,955.3 Moment...Actual ft-l= 2,402.9 9,896.7 Moment Allowabte ft-l= 6,186.6 11,799.2 Shear Actual psl= 15.8 39.8 Shear Allowable psi= 75.0 75.0 WallWeight psf= 100.0 100.0 Rebar Depth'd' in= 6.19 6.19 Lap splice if above in= 23.40 23.40 Lap splice if below in= 23.40 3.12 Hook embed into footing in= 23.40 3.12 Concrete Data fc psi= 2,500.0 2,500.0 Fy psi= 60,000.0 60,000.0 1,200 1.600 1.600 1.600 1.000 Titte Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block' selection. Titte Block Line 6 'Licf# : K\/V-06062938 Project Titte: Engineer: Project Descr: Proiect ID: (Sil8 Printed: 24 SEP 2013, 1:55PM Licensee : DUNN SAVOIE INC. STRUCTURAL ENGINEERS Description: Wave Pool Equipment Room Pit - short wall 9 feet (Interior) Footing Dimensions & Strengths Footing Design Results Toe Width Heel Width Total Footing Widtti Footing Thtokness Key Wklth Key Depth Key Distance fi'om Toe fc = 2,500j)si Footing Concrete Density Min. As % Cover @ Top 3.00 4.00 ft 2.00 6.00 12.00 in 12.00 in 0.00 in 2.00 ft Fy = 60,000 psi 150.00 pcf 0.0018 @ Btm.= 3.00 in Factored Pressure Mu': Upward Mu': Downward Mu: Design Actual 1-Way Shear Altow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing #7 #6 Toe 1,420 8,667 1,440 7,227 26.61 75.00 16.00 in 16.00 in Heel 0 psf 0 ft-lb 1,429 ft-lb 1,429 ft-lb 21.02 psi 75.00 psi = None Spec'd Ottier Acceptabte Sizes & Spadngs Toe: #4@ 9.50 in, #5@ 14.50 in, #6@ 20.50 in, #7@ 28.00 in, #8@ 36.75 in, #9@ 46 Heel: Not req'd, Mu < S * Fr Key: Slab Resists SItoing - No Force on Key Summary of Overturning & Resisting Forces & Moments item Force Ibs ..OVERTURNING.. Distance ft Moment ft-lb Heel Active Pressure Surcharge over Heel Toe Active Pressure Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil Force Ibs ..RESISTING..... Distance ft Moment ft-lb 1,750.0 477.3 3.33 5.00 0.33 5,833.3 2,386.4 Total 2,227.3 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = O.T.M. = 8,219.7 1.70 3,295.0 Ibs Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem * Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Stem Weight(s) Earth @ Stem Transittons Footing Weight Key Weight Vert. Component 1,320.0 75.0 100.0 900.0 900.0 5.33 4.33 4.33 4.33 3.00 2.50 7,040.0 325.0 433.3 3,900.0 2,700.0 Total-3,195.0 Ibs R.M.= 13,965.0 * Axial live load NOT included in total displayed, or used for overtuming resistance, but is included for soil pressure caiculatton. DUNN SAVOIE INC. STRUCTURAL ENGINEERS 908 S. Cleveland Street OCEANSIDE, CA 92054 PH. (760) 966-6355 FAX (760) 966-6360 Email: dsi@surfdsi.com JOB. SHEET NO.. CALCULATED BY_ CHECKED BY SCALE 0F_ DATE. DATE. 9 !e/^!:;^7 -7 1 "5 ^1,5 r^r f •f •t -A fp, / CUJfVz) -7^ / 4,(.7' •7^ — ^.33' DUNN SAVOIE INC. STRUCTURAL ENGINEERS 908 S. Cleveland Street OCEANSIDE, CA 92054 PH. (760) 966-6355 FAX (760) 966-6360 Email: dsi(§>surfdsi.com JOB. SHEET NO.. CALCULATED BY_ CHECKED BY SCALE 0F_ DATE. DATE. a. fv. F<^^G ^ i^-^' >^^.g^>- l.s r j£j r 'A: V s.in Mas w/ #4 @ 24.in o/e Solid Grout i i 2-0" 12.in Mas w/ #5 @ 24.in o/e Solid Grout 6-8- 8'-8" 12'-8" Sliding Restraint 12.in Mas w/ #5 @ 24.in o/c Solid Grout 4" #7@16.in @Toe #6@16.in @ Heel Designer select all horiz. reinf. 2'-8 1/4" r-8 1/4" I I 4'-0" 4'-0" 1'-2" 4'-4 1/2" Titte Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Titte Block" selection. Titte Block Line 6 Project Titte: Engineer: Project Descr: Proiect ID: 6tt Lie. # rkW-06002938 Description: Fortress Wall @ Pool Skle (Stem Walls Design) Printed: 24 SEP 2013, 1:58PM Licensee : DUNN SAVOIE INC. STRUCTURAL ENGINEERS Criteria Soil Data Retained Height = 4.00 ft Wall height above soil = 8.67 ft Slope Behind Wall = 0.00:1 Height of Soil over Toe = 4.00 in Water height over heel = 0.0 ft Vertical component of active Lateral soil pressure options: NOT USED for Soil Pressure. NOT USED for Sliding Resistance. NOT USED for Overtuming Resistance. Altow Soil Bearing = 3,500.0 psf Equivalent Flukl Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure = 0.0 psf/ft Passive Pressure = 300.0 psf/ft Soil Density, Heel = llO.OOpcf Soil Density, Toe = 0.00 pcf Friction Coeff btwn Ftg & Soil = 0.350 Soil height to ignore for passive pressure = 12.00 in Calculations per ACI 318-08, ACI S304», IBC 2009, CBC 2010, ASCE 745 Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 150.0 psf NOT Used To Resist SIkJing & Overtuming Surcharge Over Toe = 0.0 psf NOT Used for SIMing & Overtuming Axial Load Applied to Stem Axial Dead Load Axial Live Load Axial Load Eccentiicity 0.0 Ibs 0.0 Ibs 0.0 in Lateral Load ...Height to Top ...Height to Bottom Wind on Exposed Stem 101.5 plf 8.33 ft 7.33 ft 17.1 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 Design Summary Wall Stability Ratios Overtuming = 2.11 OK Sikling Slab Resists AH SItoing 11.16 Ratio < 1 5! Total Bearing Load ...resultant ecc. 2,656 Ibs 7.44 in Soil Pressure ( Soil Pressure ( iToe IHeel Altowable = Soil Pressure Less Than ACI Factored ( ACI Factored ( IToe IHeel Footing Shear @ Toe = Footing Shear @ Heel = Altowable = Sliding Calcs Slab Resists All Lateral Sliding Force = less 100% Passive Force = • less 100% Friction Force = • Added Force Req'd = ....for 1.5:1 Stability Load Factors Dead Load Live Load Earth, H wind, w Seismic, E 1,123 91 3,500 AlkiwatHe 1,347 109 14.9 5.3 75.0 SItoing! 963.5 187.5 929.6 0.0 328.3 psf OK psf OK psf psf psf psi OK psi OK psi Ibs Ibs Ibs Ibs OK Ibs NG 1.200 1.600 1.600 1.600 1.000 Stem Construction Design Height Above Ftg 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 Allowabte Wall Weight Rebar Depth'd' Lap splice if above Lap splice if betow Hook embed into footing Masonry Data fm Fs Solid Grouting Modular Ratio 'n' Short Term Factor Equiv. SoHd Thick. Masonry Block Type Masonry Design Method Top Stem 2nd 3rd ft = in = in = stem OK 10.67 Masonry 8.00 # 4 24.00 Center stem OK 4.00 Masonry 12.00 # 5 24.00 Center stem OK 0.00 Masonry 12.00 # 5 24.00 Edge lbs = ft-l = ft-l = psi = psi = psf = in = in = in = in = 0.04S 34.2 34.2 759.6 0.8 51.6 84.0 3.75 24.00 24.00 24.00 0.572 249.8 1,0314 1,8044 3.6 51.6 133.0 5.75 30.00 30.00 30.00 0J70 720.7 2,785.6 2,872.6 6.7 51.6 133.0 9.00 45.00 7.00 7.00 psi = psi: 1,500 20,000 Yes 21.48 1.333 in = 7.60 = 3 = ASD 1,500 20,000 Yes Yes 21.48 I. 333 II. 60 1,500 20,000 Yes Yes 21.48 I. 333 II. 60 0.0 Ibs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 Titie Block Line 1 You can change this area using the 'Settings' menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Titie: Engineer: Project Desa: Proiect ID: 6]t Lie. # : KW-06002938 Printed: 24 SEP 2013, 1:58PM Licensee : DUNN SAVOIE INC, STRUCTURAL ENGINEERS Description: Fortress Wall @ Pool Skle (Stem Walls Design) Footing Dimensions & Strengths Footing Design Results Toe Widtti Heel Width Total Footing Width Footing Thtokness Key Wtoth Key Depth Key Distance fi-om Toe fc = 2,500_psi Footing Conaete Density Min. As % Cover @ Top 3.00 ift Toe Heel Fy 4.38 14.00 in 12.00 in 0.00 in 2.00 ft 60,000 psi 150.00 pcf 0.0018 @ Btm.= 3.00 in Factored Pressure = 1,347 109 psf Mu': Upward = 4,619 0 ft-lb Mu': Downward = 1,096 430 ft-lb Mu: Design = 3,522 430 ft-lb Actual 1-Way Shear = 14.90 5.34 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = #7 @ 16.00 in Heel Reinforcing = #6 @ 16.00 in Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: #4@ 10.75 in, #5@ 16.50 in, #6@ 23.50 in, #7@ 31.75 in, #8@ 42.00 in, #9@ 4 Heel: Not req'd, Mu<S^Fr Key: Slab Resists SItoing - No Force on Key Summary of Overturning & Resisting Forces & Moments Kem Force Ibs ..OVERTURNING.. Distance ft Moment Force Ibs ..RESISTING..... Distance ft Moment ft-lb Heel Active Pressure Surcharge over Heel Toe Active Pressure Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil 467.2 246.6 101.5 148.3 1.72 2.58 0.50 9.00 9.50 804.5 637.0 913.2 1,408.7 Total 963.5 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure O.TM. = 3,763.4 2.11 2,655.6 Ibs Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem •• ' Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Stem Weght(s) Earth @ Stem Transitions • Footing Weight Key Weight Vert. Component j Total- 302.7 4.03 1,220.6 1,587.1 765.8 1.34 3.17 2.19 2.50 5,031.7 1,675.6 2,655.6 Ibs R.M. 7,927.8 ' Axial live load NOT included in total displayed, or used for overtuming resistance, but is included for soil pressure caiculatton. DUNN SAVOIE INC. STRUCTURAL ENGINEERS 908 S. Cleveland Street OCEANSIDE, CA 92054 PH. (760) 966-6355 FAX (760) 966-6360 Email: dsi@surfdsi.com JOB. SHEET NO.. OF. CALCULATED BY_ CHECKED BY SCALE DATE. DATE. P^P LMp fi2<^i^ '^i>p^ A^i^iJc '6^ vv/yu^, ; 15^Ah ^fAf'.^S Fl^of^ c^h'.cs:d>^^ 4^ -^'^^.C Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Titie: Engineer; Project Descr: Project ID: Pnnted: 24 SEP 2013, 2:00PM Concrete Beam Uc. #: KW-06002938 Desaiption : Fotress Wall Grade Beam Design CODE REFERENCES fllHIHL Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 Load Combination Set: ASCE 7-05 Material Properties • Fie = U:\hgabllan\sharedU£G0LA-1\RETAlN-1.EC6 ENERCALC, INC 1983-2013, Bulld:6.13.8.31. Ver:6.13.8.31 Licensee : DUNN SAVOIE INC. STRUCTURAL ENGINEERS 1/2 fr= fc *7.50 ^ Density i. LtWt Factor Elastic Modulus fy - Main Rebar E - Main Rebar 2.50 ksi 375.0 psi 150.0 pcf 1.0 3,122.0 ksi 60.0 ksi 29,000.0 ksi (t) Phi Values Pi Flexure: Shear: 0.90 0.750 0.850 Fy - Stirrups E - Stirrups = Stin-up Bar Size # = 40.0 ksi 29,000.0 ksi # 3 2 Number of Resisting Legs Per Stirrup = Load Combination ASCE 7-05 Beam is supported on an elastic foundation. Soil Subgrade Modulus = 200.0 24 In 24" w X 24" h Span=8.0 ft Rectangular Section, Width = 24.0 in, Height = 24.0 in Span #1 Reinforcing.... 3-#5 at 3.0 in from Top, from 0.0 to 8.0 ft in this span IIIIIIIIIIIIIIIIIHBHHiHIIHIH Hi Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D = 1.860 k/ft, Tributary Width = 1.0 ft, (Wall Dead Load 3-#5 at 3.0 in from Bottom, from 0.0 to 8.0 ft in this span Service loads entered. Load Factors will be applied for calculations. DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for tfiis span Mu : Applied Mn * Phi: Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.000:1 Typical Section 0.0 k-ft 0.0 k-ft 0.000 ft Span # 0 Maximum Deflection Max Downward L+Lr+S Deflection 0.000 in Max Upward L+Lr+S Deflection 0.000 in Max Downward Total Deflection 0.043 in Max Upward Total Deflection 0.043 in Maximum Soil Pressure = 1.230 ksf at 4.00 fl Vertical Reactions - Unfactored Support notation; Far left is #1 Load Combinaf on Support 1 Support 2 Overall MAXimum 0.219 D Only 0.219 0.219 0.219 Shear Stirrup Requirements Entire Beam Span Length: Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span# Location (f in Span Bending Stress Results ( k-ft ] Mu: Max Phi'Mnx Stress Ratio MAXimum BENDING Envelope Span#1 1 +1.40D Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Btock Line 6 LicT # : KW-06d02938 Project Trtle: Engineer: Project Desa: Proiect ID: 6^ Printed: 24 SEP 2013, 2;00PM Licensee : DUNN SAVOIE INC. STRUCTURAL ENGINEERS Description: Fotress Wall Grade Beam Design Load Combination Segment Length Span # Location (fl in Span Bending Stress Results (k-ft) Mu: Max Phi*Mnx Stress Ratio +1.20D-K).50Lr+1.60L+1.60H Span#1 +1.20D+1.60L-»0.50S+1.60H Span#1 +1.20D+1.60Lr+0.50L Span#1 +1.200+1.60Lr+0.80W Span#1 +1.20D-tO.50L+1.60S Span#1 +1.20D+1.60S+0.80W Span#1 +1.20Dt0.50LrtO.50L+1.60W Span#1 +1.20D-K).50L-»O.50S+1.60W Span#1 +1.367I>K).50L-tO.20S+e Span#1 tO.90D+1.60W+1.60H Span#1 •tO.7334D4E+1.60H Span#1 Load Combination Span Max. "-"Defl Locatton in Span Load Combinatkxi Max."+" Defl Locatkxi in Sp< in Spam 1 0.0427 4.000 0.0000 0.000 Span Distance •d-Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phl*Vs Phi*Vn Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'd Sw jgest +1.40D 1 0.00 21.00 0.15 0.15 0.00 0.00 35.91 Vu < PhiVc/2 Not Reqd 0.0 0.0 0.0 +1.40D 1 0.09 21.00 0.15 0.15 0.00 0.00 35.91 Vu < PhiVc/2 Not Reqd 0.0 0.0 0.0 +1.40D 1 0.19 21.00 0.15 0.15 0.00 0.00 35.91 Vu < PhiVc/2 Not Reqd 0.0 0.0 0.0 +1.40D 1 0.28 21.00 0.15 0.15 0.00 0.00 35.91 Vu < PhiVc/2 Not Reqd 0.0 0.0 0.0 +1.400 1 0.38 21.00 0.15 0.15 0.00 0.00 35.91 Vu < PhiVc/2 Not Reqd 0.0 0.0 0.0 +1.40D 1 0.47 21.00 0.15 0.15 0.00 0.00 35.91 Vu < PhiVc/2 Not Reqd 0.0 0.0 0.0 +1.40D 1 0.56 21.00 0.15 0.15 0.00 0.00 35.91 Vu < PhiVc/2 Not Reqd 0.0 0.0 0.0 +1.40D 1 0.66 21.00 0.15 0.15 0.00 0.00 35.91 Vu < PhiVc/2 Not Reqd 0.0 0.0 0.0 +1.400 1 0.75 21.00 0.15 0.15 0.00 0.00 35.91 Vu < PhiVc^2 Not Reqd 0.0 0.0 0.0 +1.40D 1 0.85 21.00 0.15 0.15 0.00 0.00 35.91 Vu < PhiVc/2 Not Reqd 0.0 0.0 0.0 +1.40D 1 0.94 21.00 0.15 0.15 0.00 0.00 35.91 Vu < PhiVc/2 Not Reqd 0.0 0.0 0.0 +1.40D 1 1.04 21.00 0.15 0.15 0.00 0.00 35.91 Vu < PhiVc/2 Not Reqd 0.0 0.0 0.0 +1.40D 1 1.13 21.00 0.15 0.15 0.00 0.00 35.91 Vu<PhiVc/2 Nof Reqd 0.0 0.0 0.0 +1.40D 1 1.22 21.00 0.15 0.15 0.00 0.00 35.91 Vu < PhiVc/2 Not Reqd 0.0 0.0 0.0 +1.40D 1 1.32 21.00 0.15 0.15 0.00 0.00 35.91 Vu < PhiVc/2 Not Reqd 0.0 0.0 0.0 +1.40D 1 1.41 21.00 0.15 0.15 0.00 0.00 35.91 Vu < PhiVc/2 Not Reqd 0.0 0.0 0.0 +1.400 1 1.51 21.00 0.15 0.15 0.00 0.00 35.91 Vu < PhlVc/2 Not Reqd 0.0 0.0 0.0 +1.40D 1 1.60 21.00 0.15 0.15 0.00 0.00 35.91 Vu < PhiVcG Not Reqd 0.0 0.0 0.0 +1.40D 1 1.69 21.00 0.15 0.15 0.00 0.00 35.91 Vu < PhiVc/2 Not Reqd 0.0 0.0 0.0 +i.40D 1 1.79 21.00 0.15 0.15 0.00 0.00 35.91 vu < Phivc/2 Not Reqd 0.0 0.0 0.0 +1.40D 1 1.88 21.00 0.15 0.15 0.00 0.00 35.91 Vu < PhiVc/2 Not Reqd 0.0 0.0 0.0 +1.40D 1 1.98 21.00 0.15 0.15 0.00 0.00 35.91 Vu < PhiVc/2 Not Reqd 0.0 0.0 0.0 +1.40D 1 2.07 21.00 0.15 0.15 0.00 0.00 35.91 Vu < PhiVc/2 Not Reqd 0.0 0.0 0.0 +1.40D 1 2.16 21.00 0.15 0.15 0.00 0.00 35.91 Vu < PhiVc/2 Not Reqd 0.0 0.0 0.0 +1.40D 1 2.26 21.00 0.15 0.15 0.00 0.00 35.91 Vu < PhiVc/2 Not Reqd 0.0 0.0 0.0 +1.400 1 2.35 21.00 0.15 0.15 0.00 0.00 35.91 Vu < PhiVc/2 Not Reqd 0.0 0.0 0.0 +1.40D 1 2.45 21.00 0.15 0.15 0.00 0.00 35.91 Vu < PhiVc/2 Not Reqd 0.0 0.0 0.0 +1.40D 1 2.54 21.00 0.15 0.15 0.00 0.00 35.91 Vu < PhiVc/2 Not Reqd 0.0 0.0 0,0 +1.40D 1 2.64 21,00 0.15 0.15 0.00 0.00 35.91 Vu < PhlVc/2 Not Reqd 0.0 0.0 0.0 +1.400 1 2.73 21,00 0.15 0.15 0.00 0.00 35.91 Vu < PhiVc/2 Not Reqd 0.0 0.0 0.0 . 4 Mnr\ - - - -_ ._ Trtle Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Trtle Block" selection. Title Block Line 6 Project Trtle: Engineer: Project Descr: r /7-7 Proiect ID: / 3EP2013, 2:00PM Desaiption : Fotress Wall Grade Beam Design Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Phi-Vn Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'd Suggest +1.40D 1 2.92 21,00 0.15 0.15 0.00 0.00 35.91 Vu < PhiVc/2 Not Reqd 0.0 0.0 0.0 +1.40D 1 3.01 21.00 0.15 0.15 0.00 0.00 35.91 Vu < PhiVc/2 Not Reqd 0.0 0.0 0.0 +1.40D 1 3.11 21.00 0.15 0.15 0.00 0.00 35.91 Vu < PhiVc/2 Not Reqd 0.0 0.0 0.0 +1.40D 1 3.20 21.00 0.15 0.15 0.00 0.00 35.91 Vu < PhiVcC Not Reqd 0.0 0.0 0.0 +1.40D 1 3.29 21.00 0.15 0.15 0.00 0.00 35.91 Vu<PhiVc/2 Not Reqd 0.0 0.0 0.0 +1.40D 1 3.39 21.00 0.15 0.15 0.00 0.00 35.91 Vu<PhiVc/2 Not Reqd 0.0 0.0 0.0 +1.40D 1 3.48 21.00 0.15 0.15 0.00 0.00 35.91 Vu<PhiVc/2 Not Reqd 0.0 0.0 0.0 +1.40D 1 3.58 21.00 0.15 0.15 0.00 0.00 35.91 Vu<PhiVc/2 Not Reqd 0.0 0.0 0.0 +1.40D 1 3.67 21.00 0.15 0.15 0.00 0.00 35.91 Vu < PhiVc/2 Not Reqd 0.0 0.0 0.0 +1.40D 1 3.76 21.00 0.15 0.15 0.00 0.00 35.91 Vu < PhiVc/2 Not Reqd 0.0 0.0 0.0 +1.40D 1 3.86 21.00 0.15 0.15 0.00 0.00 35.91 Vu < PhlVc/2 Not Reqd 0.0 0.0 0.0 +1.40D 1 3.95 21.00 0.15 0.15 0.00 0.00 35.91 Vu < PhlVc/2 Not Reqd 0.0 0.0 0.0 +1.40D 1 4.05 21.00 0.15 0.15 0.00 0.00 35.91 Vu < PhiVc/2 Not Reqd 0.0 0.0 0.0 +1.40D 1 4.14 21.00 0.15 0.15 0.00 0.00 35.91 Vu < PhiVc/2 Not Reqd 0.0 0.0 0.0 +1.40D 1 4.24 21.00 0.15 0.15 0.00 0.00 35.91 Vu<PhiVc/2 Not Reqd 0.0 0.0 0.0 +1.40D 1 4.33 21.00 0.15 0.15 0.00 0.00 35.91 Vu < PhiVc/2 Not Reqd 0.0 0.0 0.0 +1.40O 1 4.42 21.00 0.15 0.15 0.00 0.00 35.91 Vu < PhiVc/2 Not Reqd 0.0 0.0 0.0 +1.40D 1 4.52 21.00 0.15 0.15 0.00 0.00 35.91 Vu < PhiVc/2 Not Reqd 0.0 0.0 0.0 +1.40D 1 4.61 21.00 0.15 0.15 0.00 0.00 35.91 Vu < PhiVc/2 Not Reqd 0.0 0.0 0.0 +1.40D 1 4.71 21.00 0.15 0.15 0.00 0.00 35.91 Vu < PhiVc/2 Not Reqd 0.0 0.0 0.0 +1.40D 1 4.80 21.00 0.15 0.15 0.00 0.00 35.91 Vu < PhiVc/2 Not Reqd 0.0 0.0 0.0 +1.40D 1 4.89 21.00 0.15 0.15 0.00 0.00 35.91 Vu < PhlVcQ Not Reqd 0.0 0.0 0.0 +1.40D 1 4.99 21.00 0.15 0.15 0.00 0.00 35.91 Vu < PhiVc/2 Not Reqd 0.0 0.0 0.0 +1.40D 1 5.08 21.00 0.15 0.15 0.00 0.00 35.91 Vu < PhiVc/2 Not Reqd 0.0 0.0 0.0 +1.40D 1 5.18 21.00 0.15 0.15 0.00 0.00 35.91 Vu < PhiVcC Not Reqd 0.0 0.0 0.0 +1.40D 1 5.27 21.00 0.15 0.15 0.00 0.00 35.91 Vu < PhiVc/2 Not Reqd 0.0 0.0 0.0 +1.40D 1 5.36 21.00 0.15 0.15 0.00 0.00 35.91 Vu<PhlVc/2 Not Reqd 0.0 0.0 0.0 +1.40D 1 5.46 21.00 0.15 0.15 0.00 0.00 35.91 Vu < PhiVc/2 Not Reqd 0.0 0.0 0.0 +1.40D 1 5.55 21.00 0.15 0.15 0.00 0.00 35.91 Vu < PhiVc/2 Not Reqd 0.0 0.0 0.0 +1.40D 1 5.65 21.00 0.15 0.15 0.00 0.00 35.91 Vu<PhiVc/2 Not Reqd 0.0 0.0 0.0 +1.40D 1 5.74 21.00 0.15 0.15 0.00 0.00 35.91 Vu < PhiVc/2 Not Reqd 0.0 0.0 0.0 +1.40D 1 5.84 21.00 0.15 0.15 0.00 0.00 35.91 Vu < PhiVc/2 Not Reqd 0.0 0.0 0.0 +1.40D 1 5.93 21.00 0.15 0.15 0.00 0.00 35.91 Vu < PhlVcQ Not Reqd 0.0 0.0 0.0 +1.40D 1 6.02 21.00 0.15 0.15 0.00 0.00 35.91 Vu < PhiVc/2 Not Reqd 0.0 0.0 0.0 +1.40D 1 6.12 21.00 0.15 0.15 0.00 0.00 35.91 Vu < PhiVd2 Not Reqd 0.0 0.0 0.0 +1.400 1 6.21 21.00 0.15 0.15 0.00 0.00 35.91 Vu < PhiVc/2 Not Reqd 0.0 0.0 0.0 +1.40D 1 6.31 21.00 0.15 0.15 0.00 0.00 35.91 Vu < PhiVc/2 Not Reqd 0.0 0.0 0.0 +1.400 1 6.40 21.00 0.15 0.15 0.00 0.00 35.91 Vu < Pmd2 Not Reqd 0.0 0.0 0.0 +1.40D 1 6.49 21.00 0.15 0.15 0.00 0.00 35.91 Vu < PhiVc/2 Not Reqd 0.0 0.0 0.0 +1.40D 1 6.59 21.00 0.15 0.15 0.00 0.00 35.91 Vu < PhiVc/2 Not Reqd 0.0 0.0 0.0 +1.40D 1 6.68 21.00 0.15 0.15 0.00 0.00 35.91 Vu < PhiVc/2 Not Reqd 0.0 0.0 0.0 +1.40D 1 6.78 21.00 0.15 0.15 0.00 0.00 35.91 Vu < PhiVc/2 Not Reqd 0.0 0.0 0.0 +1 40D A C OT 04 An n 4c n 4c A AA A AA IC A-1 DhlMnn IACI4U A A A A A A 1 U.Uf £. I.UU u.uu u.uu •Jxl.i/ 1 »U - 1 lil.V... IACI4U u.u u.u u.u +1.40D 1 6.96 21.00 0.15 0.15 0.00 0.00 35.91 Vu < PhiVc/2 Not Reqd 0.0 0.0 0.0 +1.40D 1 7.06 21.00 0.15 0.15 0.00 0.00 35.91 Vu < PhiVc/2 Not Reqd 0.0 0.0 0.0 +1.40D 1 7.15 21.00 0.15 0.15 0.00 0.00 35.91 Vu < PhiVc/2 Not Reqd 0.0 0.0 0.0 +1.40D 1 7.25 21.00 0.15 0.15 0.00 0.00 35.91 Vu < PhiVc/2 Not Reqd 0.0 0.0 0.0 +1.40D 1 7,34 21.00 0.15 0.15 0,00 0.00 35.91 Vu < PhiVc/2 Not Reqd 0.0 0.0 0.0 +1.40D 1 7,44 21.00 0.15 0.15 0.00 0.00 35.91 Vu < PhiVc/2 Not Reqd 0.0 0.0 0.0 +1.40D 1 7,53 21.00 0.15 0.15 0.00 0.00 35.91 Vu < PhiVc/2 Not Reqd 0.0 0.0 0.0 +1.40D 1 7,62 21.00 0.15 0.15 0.00 0.00 35.91 Vu < PhiVc/2 Not Reqd 0.0 0.0 0.0 +1,40D 1 7,72 21.00 0.15 0.15 0.00 0.00 35.91 Vu < PhiVc/2 Not Reqd 0.0 0.0 0.0 +1,40D 1 7,81 21.00 0.15 0.15 0.00 0.00 35.91 Vu < PhlVc/2 Not Reqd 0.0 0.0 0,0 +1.40D 1 7Q1 01 nn n 1<; n 1K nnn nnn It; Q1 Vll < PhiVrV? Mnt PonH nn nn nn DUNN SAVOIE INC. STRUCTURAL ENGINEERS 908 S. Cleveland Street OCEANSIDE, CA 92054 PH. (760) 966-6355 FAX (760) 966-6360 Emaii: dsi@surfdsi.com JOB. SHEET NO.. 0F_ CALCULATED BY_ CHECKED BY SCALE DATE. DATE. 4^ ' XjT)f ^\V~lW of CAj^SiPlO rr ^ " IT f^fff Xp hTbA^^'^S> CALC u.^T c/^'^^ Title Block Line 1 You can cfiange ttiis area using the "Settings' menu item and then using the 'Printing & Title Block' selection. Project Title: Engineer: Project Desa: Proiect ID: ^ ^'l Title Block Line 6 Primed 23 SEP 2013, 4:30PM Pole Footing Embedded in Soil Fle = \\VMH0ST^Users\hgaMan\shared\L£G0lA-1\RETAI^f-1.EG6 | ENERCALC. INC. 1983-2013. Build:6.13.8.31. Ver6.13.8.31 j • Lie. #: KW-06002938 Licensee : DUNN SAVOIE INC. STRUCTURAL ENGINEERS 1 Description : Fortress Wall Caisson Depth Design Code References Calculations per IBC 2009 1807.3, CBC 2010, ASCE 7-05 Load Combinations Used : ASCE 7-05 General Information Pole Footing Shape Footing Diameter Calculate Min. Depth for Allowable Pressures No Lateral Restraint at Ground Surface Alk3w Passive Max Passive Circular 24.0 in 300.0 pcf 3,000.0 psf Controlling Values Governing Load Contoatwn: +D+0.70E+fl Lateral Load Moment NO Ground Surface Restraint Pressures at 1/3 Depth Actual Allowable 3.654 k 23.148 k-fl 1,034.0 psf 1,036.94 psf Footing Base Area Maximum Soil Pressure 3.142 ft'*2 0.0 ksf Footing Diameter - 2"-0- Lateral Concentrated Load DiDeadLoad Lr: Roof Live L:Uve S: Snow W: Wind E: Earthquake H: Lateral Earth Load distance atxjve ground surface Load Combination Results Lateral Distributed Load k/fl km km km 0.1370 km 0.4120 km km TOP of Load above ground surface 12.670 n BOTTOM of Load above ground surface ft Vertical Load •HHHI^IHHII^IHIHHHRHHBHHHH Forces j g Ground Surfiace Momen1s-{fl^) Required Depth-(ft) Pressure at 1/3 Depth Soil Increase Actual-(psf) Moti-ipsf) Factor DOnly 0.000 OOOO 0.13 0.0 0.0 1.000 -KD+L+H 0.000 0.000 0.13 0.0 0.0 1.000 +n-^__r-u-i 0.000 nnnn 0.13 00 nn 1 nnn +D+S-^H 0.000 0.000 0.13 0.0 0.0 1.000 +D-K).750Lr-K).750L+H 0.000 0.000 0.13 0.0 0.0 1.000 +D-K).750L-K).750S++H 0.000 0.000 0.13 0.0 0.0 1.000 1.736 10.996 5.88 768.4 770.5 1.330 +D-K).70E+H 3.654 23148 7.88 1.034,0 1,036.9 1.330 +O-K).750Lr-K).750L-K).750W+H 1 302 8 247 5.25 687 7 687.9 1.330 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer: Project Descr: Tlic7# :l<W^06b02938 Description: Fortress Wall Caisson Depth Design Proiect ID: %C Printed: 23 SEP 2013, 4:30PM Licensee : DUNN SAVOIE INC. STRUCTURAL ENGINEERS •K>K).750L-K).750S-K).750W+H 1.302 8.247 5.25 687.7 687.9 1.330 •K)-K).750Lr-K).750L+0.5250E-»H 2.741 17.361 7.00 921.0 923.5 1.330 -KW).750L-K).750S-K).5250EtH 2.741 17.361 7.00 921.0 923.5 1.330 •K).60D+W4H 1.736 10.996 5.88 768.4 770.5 1.330 tO.6OD-K).70E+H 3.654 23.148 7.88 1,034.0 1,036.9 1.330 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Biock' selection. Title Block Line 6 Project Title: Engineer; Project Descr: Proiect ID: : ' - Pnntea 23 SEP 2013, 4,35PM Concrete Column FBe = \\VMH(»T)Us«s«gabian\s)iaiBd\LB30ILA-1\RET b 1 Lie. #: KW-06002938 Licensee : DUNN SAVOIE INC. STRUCTURAL ENGINEERS Description : Fortress Wall Caisson Reinforcement Design Code Rekrences Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 Load Combinations Used : ASCE 7-05 General Infonnation fc: Concrete 28 day strength = E = Density P fy - Main Rebar = E - Main Rebar = Allow. Reinforcing Limits Min. Reinf. = Max. Reinf, = Load Combination: Column Cross Section ^ Column Dimensions 24.0in Diameter, Column Edge to Rebar Edge Cover = 2.0in Column Reinforcing :8 - #7 bars 4.0 ksi 3,122.0 ksi 150.0 pcf 0.850 60.0 ksi = 29,000.0 ksi ASTM A615 Bars Used 1-0% 8.0 % ASCE 7-05 Overall Column Height = 8.0 ft End Fixity Top Free, Bottom Fixed Brace condition for deflection (buckling) along columns : X-X (width) axis: Fully braced against buckling along X-X Axis Y-Y (depth) axis: Fully braced against buckling along Y-Y Axis Applied Loads Entered loads are factored per load combinations specified by user. Column self weight included : 3,769.91 Ibs * Dead Load Factoi BENDING LOADS ... Applied Moments from Wall: Moment acting about X-X axis, W = 11.0, E = Applied Shear From Walls Above: Lat. Point Load at 10.0 ft creating Mx-x, .DESIGN SUMMARY 33,10 k-f W = 1,736, E = 5,2201 Load Combination Location of max,atx)ve base +0.7334D-1.0E+1.60H 7.946 ft Maximum Stress Ratio Ratio = (Pu'^2+Mu'^2)'',5 / (PhiPn'^2+PhiMn'*2)'^,5 Pu = Mu-x = Mu-y = 2.765 k 74.860 k-ft 0.0 k-ft 0.0 deg 74.860 k-ft 9 *Pn = 9 * Mn-x = 9 * Mn-y = (pMn at Angle = 0.372: 1 10.004 k -203.571 k-ft 0.0 k-ft 201.176 k-ft Mu Angle = Mu at Angle = Pn & Mn values located at Pu-Mu vector intersection with capacity curve Column Capacities... r\\ h^ov/ ryt^r^rriCc'wiCi A viol C^nrynAi^M Pnmin : Nominal Min. Tension Axial Capacity cp Pn, max: Usable Compressive Axial Capacity <P Pn, min : Usable Tension Axial Capacity 1 809 SO k ' -288.0 k 1,153.75 k -216.0 k Maximum SERVICE Load Reactions.. Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Top along X-X 5.220 k Bottom along X-X 5.220 k Maximum SERVICE Load Deflections... Along Y-Y 0.06588 in at 8.0ft above base for load combination : E Only Along X-X O.Oin at 0.0ft above base for load combination: General Section Information . (p = 0 750 [3=0,850 p : % Reinforcing i .061 % Rebar % Ok Reinforcing Area 4.80 in"2 Concrete Area 452.389 in'^2 e = 0.850 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer; Project Descr: ProjectID: ,;v ^ Printed: 23 SEP 2013 4.35Pf.! Cohcilte Column BjB«VU.aiN&1^a30lia&6.13.831.V&:6.13.8.31 | |Lic.#: KW-06002938 Licensee : DUNN SAVOIE INC. STRUCTURAL ENGINEERS Desaiption : Fortress Wall Caisson Reinforcement Design Governing Load Combination Results Governing Factored Load CorrttraOon +1.40D +1.20D-K).50Lr+1.60L+1.60H +1.20D+1.60L+0.50S+1.60H +1.20D+1,60Lr-K),50L +1,20D+1.60Lr-K),80W +1,20D+1.60Lr-0.80W +1.20D-K).50L+1.60S +1.20D+1,60S-H3,80W +1.20D+1,60S-0.80W +1.20D-K).50Lr-K).50L+1.60W +1.20D-K).50Lr-K).50L-1.60W +1.20D-K).50L+0.50S+1.60W +1.20D-K).50L-K).50S-1,60W +1,367D-K).50L-K).20S+E +1.367D-K).5OL-K),20S-1,0E -K).90D+1.60W+1.60H tO.90D-1.60W+1.60H -K},7334D+E+1,60H -K),7334D-1.0E+1.60H Moment Source! Dist from Axial Load X-X Y-Y Actuai Actual Actual Actuai Actual Actual Actual Actual Actual Actual Actual Actuai Actual Actual nlactored. base ft 7,95 7.95 7,95 7,95 7,95 7,95 7,95 7,95 7.95 7,95 7,95 7,95 7,95 7,95 7,95 7,95 7.95 7.95 7.95 Pu q) ' 5 28 1 4 52 1 4.52 1 4.52 1 452 452 4.52 1 4.52 4.52 4.52 4 52 4.52 4.52 5,15 5 15 3,39 3,39 2,76 276 k *Pn 153,75 153,75 153 75 153,75 55 36 55.36 153.75 55 36 55 36 25.20 25,20 25 20 25 20 17,63 17,63 17,63 17,63 10,00 10,00 gx gx'Mux gy 1 000 1 000 1 000 1 000 1,000 1,000 1.000 1.000 1 000 1,000 1,000 1,000 1 000 1,000 -19.91 19.91 -19.91 19.91 -39 82 39,82 -39,82 39,82 -74 86 74 86 -39.82 39,82 -74,86 74,86 Bendng Analysis gy*Muy Alpha (^] "oooo 0,000 oooo oooo 180.000 0.000 oooo 180,000 0-000 180,000 oooo 180,000 0,000 180.000 0,000 180,000 0,000 180,000 0,000 Note: Only non- m gMu <p Mn 19,91 19,91 19,91 19,91 39 82 39,82 39,82 39,82 74,86 74,86 39,82 39 82 74,86 74,86 229.53 229 53 229 53 229,53 210,82 210.82 210,82 210,82 206.03 206.03 206.03 206.03 201 18 201.18 Utilizaiion Ratio 0.005 0.004 0.004 0.004 0.087 0.087 0.004 0.087 0.087 0.189 0.189 0.189 0.189 0.363 0.363 0.193 0.193 0.372 0.372 •zero reactions are listed. Load Combination Reactton along X-X Axis @ Base @ Top Reactton along Y- @ Base ^ •YAxis 5 Top Axial Reactton @ Base WOnly 1.736 -WOnly 1.736 E Only 5.220 -E Only 5.220 Maximum Deflections for Load Combinations Load Combination 1.736 k 1.736 k 5.220 k 5.220 k - Unfactoried Loads Max. X-X Deflectton Distance Max. Y-Y Deflection Distance WOnly -WOnly EOnly -EOnly SkebcKra 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.000 ft 0,000 ft 0.000 ft 0.000 ft 0.022 in -0,022 in 0,066 in -0,065 in 8,000 ft 8.000 ft 8.000 ft 7,946 ft Loc*jng along X-X Ans Looking along Y-V Axis Interaction Diagrams Title Block Line 1 You can change this area using the 'Settings' menu item Project Title: Engineer: Project Descr: Proiect ID: and then using the "Printing & Title Block" selection. Title Block Line 6 Printed. 23 SEP 2013 4.35PU Concrete Cplurnn ne=%VMH0Snisei^WlanteliaiBdl£G0LA-1«ETAIN-1£C8 | BjBOLC,l>«l 19833013. &ind:B.13A31.VferJ.13.8.31 | 1 Lie. #: KW-06002938 Licensee : DUNN SAVOIE INC. STRUCTURAL ENGINEERS Description : Fortress Wall Caisson Reinforcement Design 1,250,0 1,125,0 1,000,0 875,0 750,0 625.0 500,0 : 375,0 250,0 125,0 ^ Concrete Column P-M Interaction Diagram Phi * Mn i@ Alpha (k-ft) (ftr 1,250,0 1,125.0 1,000,0 875,0 750,0 2 625,0 ; 500,0 375,0 250,0 125,0 ; Concrete Column P-M Interaction Diagram Phi'Mn® Alpha (k-ft) 35,6 71,2 106,8 142,4 1/8,0 213,6 249,2 284,8 320,4 35B.0 © Loed Comb, - •1.40D, AJphB= O.Odeg, (5.28, 0 00) (ft 35,6 71,2 106,8 142,4 178:D^13:B O Load Comb. =+1M)-KI.50Lr+1 eOL*1 aoH, AlphB= O.Odeg. (4.52.0.001 249,2 284:832t)V4' 356,0 Concrete Column P-M Meraction Diagram Phi *Mn@ Alpha (k-ft) (fb 35,r "T!;7 T0B:8 142,4 178.0 "213,6 249,2 284,8 320,4 356,0 0 Load Conb = H ZOD+1 aOLftO.BOL, «pha= O.OOeg, (4 W, 0.00) 1,250,0 Concrete Column P-M Interactnn Diagram Phi'Mn® Alpha (k-ft) o\r°35,6 71,2 106,8 142,4 178,0^,6 249.2 284,8 320,4 356,0 O LcadComb = *'20D*1 eOLr*0,80W «pfta= 180 Odeg. (4,52 19.91) Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block' selection. Title Block Line 6 Coricrete Column Uc. #: KW-06002938 Description: Fortress Wall Caisson Reinforcement Design Project Title: Engineer; Project Descr: Proiect ID: Printed. 23 SEP 2013, 4.35PI,1 FBe=\iVMH(MTUJseisVigalto\shffle(flLEa)U-1WErAIN-1£C6 k aiE^^CAlC,^HC.^SB^^3,&m&^3JB3^,yer£.•^3.B.3\ I Licensee : DUNN SAVOIE INC. STRUCTURAL ENGINEERS Concrete Column P-M Interaction Diagram Phi'Mn@ Alpha (k-ft) Concrete Column P-M Interaction Diagram Phi *Mn@ Alpha (k-ft) 35 6 /1.2 1U6.8 142.4 178,0*213,6 249,2 284,8 32U,4 356 0 © LoatiCon* = H,20O+C.50L*1,90S. Alph«i= O.Odeg, (4.52.0.00) OV"^'35:B—71 2 10(5,8 142,4 178.() "213,6 249,2 284,8 320,4 356,0 G Lo«JConrti =+1J?OD+1.00S-Kl.atW, «phe= tBO.WJeg. (4.52. 1081) 1,250,0 Concrete Column P-M Interactbn Diagram Pt<*Mn@ Alpha (k-ft) 1,125,0 1,000,0 i; 750,0 i 625,0 = 500,0 375,0 = 125,0^ }r--:tj 0"0 3^ 71,2 106,8 142.4 178,0 213,6 249.2 284,8 320,4 356,0 O LoadComb = .1 20DM5 S(H.rH) 50L.1 eoW Alf^s.. (80 Od«g (4 5? 39 32) Concrete Column P-M Interactton Diagram Phi *Mn@ Alpha (k-ft) 0:0 3^^ 71,2 106,8 142,4 178,0 213,6 249.2 284,8 320,4 O Load Comb = .1 20D.0 5(X,r.fl 50L-1 60W Alptia= 0 Odeg, (4 52, 39B2) 356 0 Ou^4N SAVOIE INC. STRUCTURAL ENGINEERING 9aS B. GLEVEUAND ST. OCEANSIDE, CA. 92054 PH: (VSD) g6e-fi355 FAX: (veo) gee-eaeo IOB Legoland - 2014 Water Park Expansion >IO, ^ 1?6 OF BY HG DATE 9/13 BY DATE LATERAL ANALYSIS This building consists mainly of wood stiear panels and hardy panel for shear resistence, Therefore, per 2009 IBC, for the entire structure. R= 6,5 Oo= 3,0 Cd = Per IBC2009 (1613), ASCE 7-05 Chapter 11,12,13 Seismic Design Criteria Soil Site Class D Table 20-3-1, Default = D Method 1 Input Project Zip Code 92008 Response Spectral Acc. (0.2 sec) Sj = 125%g = 1.251 g Figure 22-1 through 22-14 Response Spectral Acc.( 1.0 sec) S, = 47%g = 0.472 g Figure 22-1 through 22-14 Site Coefficient Fg = 1.000 Table 11.4-1 Site Coefficient F, = 1.528 Table 11.4-2 Max Considered Earthquake Acc. SMS = Fa-Ss = 1.251 g (11.4-1) Max Considered Earthquake Acc. SMI = F,.Si = 0.721 g (11.4-2) @ 5% Damped Design SQS = 2/3(SMS) = 0.834 g (11.4-3) SD, = 2/3(S„,) = 0.481 g (11.4-4) Method 2 Input the coordinate of project Latitude 33.129789 (24° to 50°) Longitude -117.31069 (-125° to-65°) From the Ground Motion Parameter Calculator by USGS SMS= 1.249 The seismic design parameters are SM1= 0.721 Ss= 1.249 g Fa = 1.0 SDS= 0.833 S1 = 0.472 g Fv = 1.528 SD1= 0.481 Use the seismic oarameters from Method 2 to suoercede those from Method 1. Selemic Design Category (SDC) Determination Building Occupancy Categories II Table 1-1 Seismic Design Category for 0.1 sec D Table 11.6-1 Seismic Design Category for 1 .Osec D Table 11.6-2 S1 = 0.472 < 0.75g Section 11.6 NOT Apply! Therefore. SDC = D Equivalent lateral force procedure To Determine Period C, = Building ht H„ - Cu = Approx Fundamental period, Tg = Calculated T shall not exceed < Per Section 11.6 Is Structure Regular 8i < S stories ? Response Spectral Acc.( 0.2 sec) Sj = @ 5% Damped Design SQS = Response Modification Coef. R = Over Strength Factor = Importance factor I = Seismic Base Shear V = or need not to exceed, Cj = . orCs = . Cs shall not be less than = Min Cs = Use C, = 0.02 19.33 1.4 C,(hn)^ Cu.Ta T < 0.8TS = Yes 1.50g %(FaSs) 6.5 3.0 1.00 CsW o «JDS R/l Spt (R/I).T SDITL T^(R/I) 0.01 0.5Sil/R 0.128 X= 0.75 Section 12.8 Tablel 2.8-2 ft forSdOf 0.481g Table12.8-1 = 0.184 TL= 8 Sec Figure 22-15 = 0.258 UseT= 0.184 sec. •• 0.8 SDI/SDS = 0.462 sec. OKI Section 12.8.1.3 (11.4-3) Table-12.2-1 Table 11.5-1 Fa= 1.00 ^O.OlOg =0.128 = 0.401 N/A = 0.036 ForTsTL • For T > TL For SI > 0.6g (12.8-3) (12.8-4) (12.8-5) (12.8-6) Design Base Shear V = 0.128 W x 0.7 (ASD) x 1.3 (r) = 0.117 W DUNN SAVaie INC. STRUCTURAL ENGINEERING 9aS S. CLEVELANO ST. OCEANSIDE, CA. PH: (VSD) 9GG-G3SB FAX: {V6DI 9G6-e36a JOB Legoland - 2014 Water Park Expansion S^£ETNO. OF CALCULATED BY HG DATE 9/13 CHECKED BY DATE SCALE t ILATERAL ANALYSIS | Roof: Area of Roof =_ Total Weight of Roof =\ Interior Wall Weight =_ Exterior Wall Weight = 3rd Floor: Area of Floor = Total Weight of Floor = Interior Wall Weight = 3^^ 3' )5 ,0 ^ <^ °i ft^ "IQ.'i Ibs Total Roof Diaphragm Weight = _lbs _lbs see? Ibs 1 ^ fe T o lbs Exterior Wall Weight = Z^Z g fSfx \o yz ^ ^ X <H} g S A Totai Floor Diaphragm Weight Ibs ^yoO Ibs ?qq g 'bs 2nd Floor: Area of Floor = Total We^ht of Floor = Interior Wall Weight = Exterior Wall Weight = Mj^O < TO r6<^ i'/^ >^1^07 A H ^)j>fS ' ^ Total Floor Diaphragm Weight ft^ I lbs — Ibs l'^t>^ Ibs ? ^^9 Ibs Total Roof + Total Floor Diaphragm Weights = W Desian Base Shear: (taken from orevious oaoe) v= 0,\\Z = lbs W Load Distribution: Level w Roof 3rd Floor 2nd Floor Total: 0.3 Q» mLft jL^k jT£_ft Mi_k > ft Therefore V = c?,M7 w=^^0 lbs _k _k _k S k (^•^(^ k*ft 3^. "^5 k'ft _^I:17k*ft _CHi^k*n 0.071 k _^i552_k (^H7k (all directions) (all directions) (all directions) DUNN SAVOIE INC. STHUCTURAL ENQINEERINQ 9Ua B. CLEVei_AND ST. OCEANSIDE, CA. 9Z054 PH: (veo) gee-6355 FAX: (760) 966-636D oe Leqoland - 2014 Water Park Expansion HEET NO. ALCULATED BY HG DATE 9/16/2013 HECKED BY DATE CALE ASCE 7-05 Wind Lateral Design Analvsis For Rigid Structures With Flat Rook Directionallv Independent: Deslar> Parameters: Building Category: Importance Factor, I = Basic Wind Speed (3-sec, mph), V = Exposure Category = Directionality Factor, K,, = (0 = Wave Pool Column II 1.00 85 C 0.85 1 Top of Roof Elevation Top of Parapet Elevation Max Horizontal Dimension MIn Horizontal Dimension Parapet Factor Windward Parapet Factor Leeward 19.33 ft 0 ft 4.67 ft 4.67 ft 1.5 -1.0 NG Velocitv Pressure Exposure Coefficient: a= 9.5 Zg= 900 ft structure Height (ft) Kz = 2.01*(z/z,y"" = 15 19.33 19.33 19.33 19.33 19.33 19.33 Parapet 0.85 ToDoaraphIc Factor: 2-D Ridge I 0.90 0.90 0.90 0.90 0.90 12-D Escarp[ Eievation Change, H = 10 ft Crest to Mid-Height, L„ = 1 ft Dist from Crest, x = 0 ft H / U = 0.50 MAX 3-D Hill I I < 15ft Topographic Factor NOT Required Downwind of Crest? | No ~1 0.90 0.00 ("X" One Box) (Yes or Uo) K,= Kj = 1-(|x|/nL,,) = 0.73 1.00 3.0 1.5 structure Height (ft) 15 19.33 19.33 19.33 19.33 19.33 19.33 Parapet K3 = e'-^"' = Ka = (1 + KiK2K3)^ = 0.11 1.00 0.06 1.00 0.06 0.06 1.00 1.00 0.06 1.00 0.06 1.00 0.06 1.00 1.00 1.00 Velocitv Pressure: Structure Height (ft) qz = 0.00256 K^I^K^V^ I <B = 15 19.33 19.33 19.33 19.33 19.33 Directionallv Dependent: Gust Effect Factor: Extemal Pressure Coefficients: Short Direction: Walls, Cp = 13.35 G.= 0.8 14.08 0.850 Windward Leeward -0.50 14.08 14.08 14.08 14.08 19.33 Long Direction: Walls, Cp = 14.08 0.850 Parapet 0.00 psf Windward Leeward 0.8 -0.50 Short Direction: Windward Leeward Leeward Parapet PwaMs = flh Gs Cp = See Below -5.98 psf 0.00 psf Staicture Height (ft) 15 19.33 19.33 19.33 19.33 19.33 19.33 Parapet PWab = Qz Gs Cp = 9.08 9.57 9.57 9.57 9.57 9.57 9.57 0.00 psf Pttw = Pz Gs Cp-qh Gs Cp= 15.06 15.56 15.56 15.56 15.56 15.56 15.56 0.00 psf Long Direction: Windward Leeward Leeward Parapet Pwans = Qh GL Cp = See Below -5.98 psf 0.00 psf ouuctuiB neicjiii ^ii; 15 13.33 19.33 13.33 13.33 13.33 13.33 rarapei Pwalls ~ Qz GL Cp = 9.08 9.57 9.57 9.57 9.57 9.57 9.57 0.00 psf PtoBi = Qz Gs Cp -qh G, Cp= 15.06 15.56 15.56 15.56 15.56 15.56 15.56 0.00 psf Buildinq Elements: (+)GCp (-)GCp GCpi Force al Highest Elev Walls Main-<4): P= qht(GCp)-(GCp,)] EQ6-22 0,93 -1,1 -0.18 18.02 psf Walls Corners-(5): P= qh[(GCp)-<GCpi)] EQ6-22 1 -1.2 -0.18 19.43 psf Parapets: p= qp(GCp-GCp,) EQ6-24 2,2 -0 0.00 psf Main Roof Uplift-<1): P= qh[(GCp)-(GCpi)] EQ6-22 1 -0,8 0.18 16.61 psf Roof uplift at Ends and Peal(S-(2): P= qh[(GCp)-(GCp,)] EQ 6-22 1,1 -1,0 0.18 18.02 psf i Dunn Savoie Inc. Structural Engineers 908 S. Cleveland St. Oceanside, CA 92054 Tel: (760)966-6355 Fax: (760)966-6360 JOB oland - 2014 Water Park Expan SHEET NO. OF CALCULATED BY DATE 9/13 CHECKED BY DATE SCALE tWIND ANALYSIS | Exposure: 1 = Basic Wind Speed = mph y- Pi = i'5.C PSf at 0'-15" Pa = psf at 15-20' P3 = psfat20'-25' P4 = psf at 25-30' P5 = psf at 30'-40' rf^ -7 I Governing Lateral Forces Wind Desiqn Roof Level: (N-S) direction: (E-W) direction: 3rd Floor: (N-S) direction: (E-W) direction: 2nd Floor: .lbs Ibs Seismic Desian -7 1 7 / (N-S) direction: (E-W) direction: Total Base Shear: (N-S) direction: (E-W) direction: y.s7 .lbs Ibs Ibs Ibs .lbs Ibs lbs Ibs Ibs 55^ Ibs lbs Ibs Ibs Ibs .governs .governs DUNN SAVOIE INC. STRUCTURAL ENGINEERS 908 S. Cleveland Street OCEANSIDE, CA 92054 PH. (760) 966-6355 FAX (760) 966-6360 Email: dsi@surfdsi.com JOB .CiHFPT NO Ci^<\ OF CALCULATED BY OATF CHECKED BY DATF .tSCAl F hr •s. 1' -7^ " V^V^i^ 9^^AP~ V< ^1 Its 16.55' ' 2t>f5f [(-z^v 1 /•••') ^(i^ V \O:^YTA (A(.a ''/V^'Xi' C'^'l f-^ I'oi Ftc^f^i S ^Oof r )^.^ r^^' \0f;r/5*4 \&Tsf- ^,,07''- 21')lh DUNN SAVOIE INC. STRUCTURAL ENGINEERING ^•B S. CLEVELAND ST. • CEANSIDE, CA. BZaSA PH: nam SBB-GSSS FAX: C7ea) 966-63Ba JOB SHEET NO. OF CALCULATED BY HG DATE 9/13 CHECKED BY DATE SCALE I Shear WaH Design "I Seismic Govemed Design Shear Wall Designs based on: • 3/8"Stnjct.lP.W. • 1/2" Struct. I P.W. Level: Direction: Lateral Force / Overall Floor Area = v = psf ^-(.6-.1^= CP.^ Line /JPP ^ Tributary Area, T.A. =_ Load, (v)(T.A.) =_ Other Loads =_ Total Load, T.L. =_ Shear Wall Length, L=__ T.L./L = Overturning: Shear Panel Length = OT Moment = Use: ^^per Shear Wall Schedule Resisting Moment = |j?g?r^fv 'i' X'^y-^) .^J" \CJ,9 Net Moment = ^ Uplift = 32L K:>c?vOfc ft^ "lbs 'lbs 'lbs •ft •plf ft •ft-lb •ft-lb •ft-lb •|bs Use: Holdown Anchor Schedule • Holdowns Not Required Line ( Tributary Area, T.A. = Load, (v)(T.A.) =~ Other Loads = Total Load, T.L. =" ShearWall Length, L=" T.L/L =• ft^ lbs lbs lbs •ft ptf Use: (ss^per Shear Wall Schedule Overturnina: Shear Panel Length = OT Moment = y Resisting Moment - ^^c? ^ ^ Wi5 Net Moment Uplift = lD-7 7 .-^.C^yP - ^ V ft V nHi- ft^b ^= b7y~ft-lb Use; 25 211 Ibs er Holdown Anchor Schedule • Holdowns Not Required OUNN SAVOIE INC. STRUCTURAL ENGINEERING 9DB S. CLEVELAND ST. • CEANSIDE, CA. 92D54 PH: (76D) 966-6355 FAX: {76D) 966-6360 JOB Legoland-2014 Water Park Expansion SHEET NO. Gl M OF CALCULATED BY HG DATE 9/13 CHECKED BY DATE SCALE I Shear Wan Design"] Seismic Govemed Design Level: fl^f^ Direction: -Q^r Lateral Force / Overall Floor Area = v = Shear Wall Designs based on: • 3/8" Struct. I P.W. • 1/2" Struct. I P.W. <^.^/= TYr% PSf Line -V^r Tributary Area, T.A. = Load,(vKT.A.)=" Other Loads = Total Load, T.L. =" ShearWall Length, L=" T.L./L=' T/g \TTT ft2 •|bs •|bs •|bs •ft 'plf Use:<SS[^per Shear Wall Schedule Overtuming: Shear Panel Length = OT Moment = Resisting Moment = Net Moment = Uplift =• X 7 Use: ft ^ft-lb \T(e ft-lb ft-lb Ibs Holdown Anchor Schedule • Holdowns Not Required Line Tributary Area, T.A. = Load, {VKT.A.) =] Other Loads = Total Load, T.L. =" Shear Wall Length, L =^ T.L/L =• ft^ •|bs "lbs •|bs •ft •plf Use: ^ ^ per Shear Wall Schedule Overturning: Shear Panel Length =_ OT Moment = Resisiing Moment = Net Moment = Uplift =• ft ] ft-lb ii-iu •ft-lb 'lbs Use: ^^er Holdown Anchor Schedule • Holdowns Not Required Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer: Project Descr: Proiect ID: General Footing Lie. #: KW-06002938 Description : 24* Thick Cap Under Tower To Resist Gravity Loads. Dimenswns to match footprint of tower. mmm - ;e: 23 SEP 2013. 4 39PM Rle = \\VMHOST\U8erc\hoabflan\6hare(WmXA-1\COLUMr^1 .EC6 | ENERCALC. INC. 198^-2013. &rild:6.13.8.31, Ver6.13.8.31 I Licensee : DUNN SAVOIE INC. STRUCTURAL ENGINEERS Code References Calculations per ACI 318-05. IBC 2006, CBC 2007, ASCE 7-05 Load Combinations Used : ASCE 7-05 General Information Material Properties fc: Concrete 28 day strength fy: Rebar Yield tc: Concrete Elastic Modulus Concrete Density 9 Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. Min. Overtuming Safety Factor Min. Sliding Safety Factor Add Ftg Wt for Soii Pressure Use ftg wt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear Dimensions 4.0 ksi 60.0 ksi 3.122.0 ksi 145.0 pcf 0.90 0.750 0.00180 1.50 1.50 Yes Yes No No Soil Design Values Allowable Soil Bearinq Increase Bearing By 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 Altowable pressure increase per foot of dep = v^en maximum tength or width is greater= 3.50 ksf Yes 300.0 pcf 0.350 2.0 ft ksf ksf Width parallel to X-X Axis Length parallel to Z-Z Axis Footing Thicknes Pedestal dimenstons... px: paraltel to X-X Axis = pz: paraltel to Z-Z Axis " Height Rebar Centeriine to Edge of Concrete, at Bottom of footing 4.670 ft 4.670 ft 12.0 in Reinfbrcing Bars parallel to X-X Axis Number of Bars Reinforcing Bar Size Bars parallel to Z-Z Axis Number of Bars Reinforcing Bar Sizi in in in 3.0 in 4 # 5 4 # 5 4-8-1/16" m Q. M CO Bandwidth Distribution Check (AC115.4.4.2) Direction Requiring Ctoser Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a App ilea Loads 4-#5B-ll ihq iB-r» w P: Column Load OB: Overburden M-xx M-zz V-x Vz 8.710 k ksf k-ft k-ft k k Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 fun.i'^if^' - < , Llc. # : KW-06002938 Project Title: Engineer: Project Descr: Proiect ID; Ffe=(Mia)0SnUMn»igai)taWiaiedU.EG0LV1VCCU^ b , ENERCALC MC 1SB3«ia.BuM&13JB.3t\toaE 138.31 I Licensee : DUNN SAVOIE INC. STRUCTURAL ENGINEERS Description : 24" Thick Cap Under Tower To Resist Gravity Loads. Dimenstons to match footprint of tower. DESIGN SUMMARY Min. Ratio Kem Applied Capacity Design OK Governing Load Combination PASS 0.1494 Soil Bearing 0.5444 ksf 3.645 ksf O.OdegCCW PASS n/a Overtuming - X-X 0.0 k-ft 0.0 k-ft No Overtuming PASS n/a Overtuming - Z-Z 0.0 k-ft 0.0 k-ft No Overtuming PASS n/a Sliding-X-x 0.0 k 0.0 k No SIkjing PASS n/a Sliding - Z-Z 0.0 k 0.0 k No SlkJing PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.2008 Z Flexure (+X) 2.112 k-ft 10.520 k-ft +1.40D PASS 0.2006 Z Flexure (-X) 2.110 k-ft 10.520 k-ft +1.40D PASS 0.1975 X Flexure (+Z) 2.078 k-ft 10.520 k-ft +1.40D PASS 0.2006 X Flexure (-Z) 2.110 k-ft 10.520 k-ft +1.40D PASS 0.1177 1-way Shear (+X) 11.168 psi 94.868 psi +1.40D PASS 0.1176 1-way Shear (-X) 11.159 psi 94.868 psi +1.40D PASS 0.2316 1-way Shear (+Z) 21.970 psi 94.868 psi +1.40D PASS 0 1-way Shear (-Z) 0 psi 94.868 psi +1.40D PASS 0.2629 2-way Punching 49.875 psi 189.737 psi +1.40D Soil Bearing Rotation Axis & Load Combination... Gross Allowable Xecc Zecc Actual Soil Bearing Stress +Z *Z -X -X Actual / Allowable Ratk) Rotation Axis & Load Combinatton... Overtuming Moment Resisting Moment Stability Ratio status Footing Has NO Overtuming Force AppHcatk>n Axis Load Combination.. All units k Sliding Force Resisting Force SIMing SafetyRatio Status Footing Has NO Sliding Flexure Axis & Load Combination Mu k-fl Which Side? Tension @ Bot or Top? As Req'd in*2 Gvm.As in*2 Actual As Phi*Mn in*2 k-ft Status X-X.+1.40D 2.078 +Z Bottom 0.2592 Min Temo % 0.2655 10.520 OK X-X.+1.40D 2.110 -Z Bottom 0.2592 Min Temo % 0.2655 10.520 OK X-X. +1.20D^O.50Lr+1.60L+1.60H 1.781 +Z Bottom 0.2592 Min Temo % 0.2655 10.520 OK X-X. +1.20O+0.50Lr+1.60L+1.60H 1.809 -Z Bottom 0.2592 Min Temo % 0.2655 10.520 OK X-X. +1.20D+1.60L-K).50S+1.60H 1.781 +Z Bottom 0.2592 Min Temo % 0.2655 10.520 OK X-X. +1.20D+1.60L-K).50S+1.60H 1.809 -Z Bottom 0.2592 Min Temo % 0.2655 10.520 OK X-X.+1.200+1.60Lr-K).50L 1.781 +Z Bottom 0.2592 Min Temo % 0.2655 10.520 OK X-X.+1.20D+1.60Lr-K).50L 1.809 -Z Botiom 0.2592 Min Temo % 0.2655 10.520 OK X-X.+1.20D+1.60Lr-K).80W 1.781 +z Bottom 0.2592 Min Temo % 0.2655 10.520 OK X-X.+1.20D+1.60Lr-*0.80W 1.809 -z Bottom 0.2592 Min Temo % 0.2655 10.520 OK X-X.+1.20D-K).50L+1.60S 1.781 +z Bottom 0.2592 Min Temo % 0.2655 10.520 OK X-X.+1,20D-K).50L+1.60S 1.809 -z Bottom 0.2592 Min Temo % 0.2655 10.520 OK X-X.+1.20D+1.60S-K).80W 1.781 +z Bottom 0.2592 Min Temo % 0.2655 10.520 OK X-X.+1.20D+1.60S+0.80W 1.809 -z Bottom 0.2592 Min Temo % 0.2655 10.520 OK X-X. +1.20D-K).50Lr-K).50L+1.60W 1.781 +z Bottom 0.2592 Min Temo % 0.2655 10.520 OK X-X. +1.20D-K).50Lr-K).50L+1.60W 1.809 -z bottom 0.2&92 Min Temo % 0.2655 10.520 OK X-X. +1.20D-K).50L-K).50S+1.60W 1.781 +z Bottom 0.2592 Min Temo % 0.2655 10.520 OK X-X. +1.20DtO.50L^.50S+1 .SOW 1.809 -z Bottom 0.2592 Min Temo % 0.2655 10.520 OK X-X.+1,20D-tO.50L-tO.20S+€ 1.781 +z Bottom 0.2592 Min Temo % 0.2655 10.520 OK X-X.+1.20D-K}.50L-K).20S+E 1.809 -z Bottom 0.2592 Min Temo % 0.2655 10.520 OK X-X. -K).90D+1.60W+1.60H 1.336 +z Bottom 0.2592 Min Temo % 0.2655 10.520 OK X-X. -K).90D+1.60W+1.60H 1.356 -z Bottom 0.2592 Min Temo % 0.2655 10.520 OK X-X. •K).90D+E+1.60H 1.336 +z Bottom 0.2592 Min Temo % 0.2655 10.520 OK X-X. -K}.90D+E+1.60H 1.356 -z Bottom 0.2592 Min Temo % 0.2655 10.520 OK Z-Z.+1.40D 2.110 -X Bottom 0.2592 Min Temo % 0.2655 10.520 OK Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Lie. #: KW-06002938 Project Title: Engineer: Project Descr: Project ID: L • Pnnted: 23 SEP 2013, 4:39PM rile =\lVMH05TUMT£V«alUjk&^^ ^-''^iJ^ST, ENERCAt&llW.19BU01?,Biiild«13.8.31.VSec613831 Licensee : DUNN SAVOIE INC. STRUCTURAL ENGINEERS Description: 24" Thick Cap Under Tower To Resist Gravity Loads. Dimenstons to match footprint of tower. Z-Z.+1.40D 2.112 +X Bottom Z-Z.+1.20D-K).50Lr+1.60L+1.60H 1.809 -X Bottom Z-Z+1.20D-K).50Lr+1.60L+1.60H 1.811 +X Bottom 0.2592 Min Temo % 0.2592 Min Temo % 0.2592 Min Temo % 0.2655 0.2655 0.2655 10.520 10.520 10.520 OK OK OK Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 ^ Lie. #: KW-06002938 Project Title: Engineer: Project Descr; Proiect ID: Flle=^\\VMH0ST)U;e'SilxiablailEhaB«LEG0U-1VC0UJIII^ ECS EN ERCALC INai983^t3LaM613J8J31. «BijE.13 8 31 Licensee : DUNN SAVOIE INC. STRUCTURAL ENGINEERS Desaiption ; 24" Thick Cap Under Tower To Resist Gravity Loads. Dimenstons to match footprint of tower. Footing Flexure Flexure Axis & Load Combination Mu k-ft Which Side? Tension @ Bot or Top? As Req'd in*2 Gvrn. As in*2 Actual As in''2 Phi'Mn k-ft Status Z-Z. +1.20D+1.60L-K).50S+1.60H 1.809 -X Bottom 0.2592 Min Temo % 0.2655 10.520 OK Z-Z. +1.20D+1.60L-K).50S+1.60H 1.811 +X Bottom 0.2592 Min Temo % 0.2655 10.520 OK Z-Z.+1.20D+1.60Lr-K).50L 1.809 -X Bottom 0.2592 Min Temo % 0.2655 10.520 OK Z-Z.+1.20D+1.60Lr-K).50L 1.811 +x Bottom 0.2592 Min Temo % 0.2655 10.520 OK Z-Z+1.20D+1.60Lr-K).80W 1.809 -X Bottom 0.2592 Min Temp % 0.2655 10.520 OK Z-Z.+1.20D+1.60U-K).80W 1.811 +X Bottom 0.2592 Min Temo % 0.2655 10.520 OK Z-Z+1.20D-K).50L+1.60S 1.809 -X Bottom 0.2592 Min Temo % 0,2655 10.520 OK Z-Z.+1.20D-»O.50L+1.60S 1.811 +x Bottom 0.2592 Min Temo % 0.2655 10.520 OK Z-Z.+1.20D+1.60S-K).80W 1.809 -X Bottom 0.2592 Min Temo % 0.2655 10.520 OK Z-Z.+1.20D+1.60S-K).80W 1.811 +x Bottom 0.2592 Min Temo % 0.2655 10.520 OK Z-Z. +1.20D-K).50Lr-K).50L+1.60W 1.809 -X Bottom 0.2592 Min Temo % 0.2655 10.520 OK Z-Z. +1.20D-»0.50Lr-K).50L+1.60W 1.811 +x Bottom 0.2592 Min Temo % 0.2655 10.520 OK Z-Z. +1.20D-K).50L-K).50S+1.60W 1.809 -X Bottom 0.2592 Min Temo % 0.2655 10.520 OK Z-Z. +1.20D-K).50L-t0.50S+1.60W 1.811 +x Bottom 0.2592 Min Temo % 0.2655 10.520 OK Z-Z+1.20D-K).50L-K).20S-»€ 1.809 -X Bottom 0.2592 Min Temo % 0.2655 10.520 OK Z-Z+1.20D-K).50L-K).20S+E 1.811 +x Bottom 0.2592 Min Temo % 0.2655 10.520 OK Z-Z. •K).90D+1.60W+1.60H 1.356 -X Bottom 0.2592 Min Temo % 0.2655 10.520 OK Z-Z •K).90D+1.60W+1.60H 1.358 +X Bottom 0.2592 Min Temo % 0.2655 10.520 OK Z-Z -K).90D-€+1.60H 1.356 -X Bottom 0.2592 Min Temo % 0.2655 10.520 OK Z-Z. •K).90D-t'E"'"1.60H Bottom 0.2592 Min Temo % 0.2655 10.520 OK Load Combination... Vu@-X Vu@+X Vu^ l-Z Vu@ +Z Vu:Max PhiVn Vu/Phi*Vn Status +1.40D 11.159 osi 11.168 DSi 0 DSl 21.97 DSi ODSi 94.868 Dsi 0 OK +1.20D-K).50Lr+1.60L+1.60H 9.565 DSi 9.573 DSi 0 Dsi 18.831 DSi ODSI 94.868 DSi 0 OK +1.20D+1.60L-K).50S+1.60H 9.565 DSi 9.573 DSi 0 Dsi 18.831 DSi ODSI 94.868 DSi 0 OK +1.20D+1.60Lr-K).50L 9.565 DSi 9.573 DSi 0 Dsi 18.831 DSi ODSI 94.868 DSi 0 OK +1.20D+1.60Lr-K).80W 9.565 DSi 9.573 DSi 0 Dsi 18.831 DSi ODSI 94.868 Dsi 0 OK +1.20D+O.50L+1.60S 9.565 DSi 9.573 DSi 0 Dsi 18.831 DSi ODSI 94.868 DSi 0 OK +1.20D+1.60S-K).80W 9.565 DSi 9.573 DSi ODSI 18.831 DSi ODSI 94.868 DSi 0 OK +1.20D-K).50Lr-tO.50L+1.60W 9.565 DSi 9.573 DSi 0 Dsi 18.831 DSi ODSI 94.868 DSi 0 OK +1.20D-K).50L-K).50S+1.60W 9.565 DSi 9.573 DSi ODSI 18.831 DSi ODSI 94.868 DSi 0 OK +1.20D-K).50L-K).20S+E 9.565 DSi 9.573 DSi 0 Dsi 18.831 DSi ODSI 94.868 DSi 0 OK -K).90D+1.60W+1.60H 7.174 DSi 7.179 DSi ODSI 14.124 DSi ODSI 94.868 DSi 0 OK j0.y)l>E-t-iyH^ 7174psi ^7.179 DSi 0 Dsi 14.124 DSi ODSI 94.868 DSi 0 OK All units k Load Combinatton... Vu Phi*Vn Vu/Phi*Vn Status +1.40D 49.875 DSi 189.737DS 0.2629 OK +1.20D-K).50Lr+1.60L+1.60H 42.75 DSi 189.737DS 0.2253 OK +1.20D+1.60L-K).50S+1.60H 42.75 DSi 189.737DS 0.2253 OK +1.20D+1.60Lr-K).50L 42.75 DSi 189.737DS 0.2253 OK +1.20D+1.60Lr-K).80W 42.75 DSi 189.737DS 0.2253 OK +1.20D-K).50L+1.60S 42.75 DSi 189.737DS 0.2253 OK +1.20D+1.60S-K).80W 42.75 DSi 189.737DS 0.2253 OK -^1.20D-^O.5OLr-K).50L+1.60W 42.75 DSi 189.737DS 0.2253 OK +1.20D-K).50L-KD.50S+1.60W 42.75 DSi 189.737DS 0.2253 OK +1.20D-K).50L-K).20S-f€ 42.75 DSi 189.737DS 0,2253 OK -K).90D+1.60W+1.60H 32.063 DSi 189.737DS 0.169 OK •K).90D-€+1.60H 32.063 DSi 189.737DS 0,169 OK Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Pole Footing Embedded in Soil Description : Column Tower Footing Code References Calculations per IBC 2006 1805.7.2, CBC 2007, ASCE 7-05 Load Combinations Used : ASCE 7-05 General Information Pole Footing Shape Circular Footing Diameter 24.0 in Calculate Min. Depth for Allowable Pressures No Lateral Restraint at Ground Surface Allow Passive 300.0 pcf Max Passive 3,000.0 psf Project Title: Engineer: Project Descr: Project ID: File=\\VMH0ST\Usefs\hg£A)llan^ared\LEG0LA--1\C0LUMN-1\CaUMN~1.EC6 k ENERCALC INC. 1983-2013. Build:6.13.8.31. Ver:6.13.8.31 I Licensee : DUNN SAVOIE INC. STRUCTURAL ENGINEERS Controlling Values Goveming Load Combinatron : +D-HW+H Lateral Load 2.040 k Moment 10.447 k-ft NO Ground Surface Restraint Pressures at 1/3 Depth Actual 784.0 psf Altowable 786.89 psf I Minimum Raquired Deptti Footing Base Area Maximum Soil Pressure 6.0 n 3.142 ft*2 0.0 ksf ••MiuHdLcad Footing Diametar = 2'-Cr 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 k k k k 0.9690 k k k 0.10 ft Load Combination Results Lateral Distributed Load m m k/ft 0.05540 k/ft m. m TOP of Load above ground surface 19.330 ft BOTTOM of Load above ground surface ft Forces @ Ground Surfece Vertical Load Required Pressure at 1/3 Depth Soillncrease .oad Combination Loads-(k) Moments-(ft-*) Depth-(ft) Adual - (psf) Altow-(psf) DOnly OOOO OOOO 0.13 0.0 0.0 1,000 -HD-H-+H 0.000 0,000 0,13 0.0 0.0 1.000 •HD-H-r-HH 0.000 0,000 0,13 0.0 0.0 1.000 +D+S+H 0.000 0,000 0.13 0.0 0.0 1.000 •HD-K).750Lr-K).750L+W 0.000 0,000 0.13 0.0 0.0 1.000 +O-K).750L-K).750S+H 0.000 0,000 0.13 0.0 0.0 1.000 +D+W+H 2.040 10.447 6.00 784.0 786.9 1.330 +D-K).70E+H 0.000 0.000 0.13 0.0 0.0 1.330 +D-K).750Lr-H3.750L-K).750W+H 1 530 7.835 5.38 700.1 700,5 1.330 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title; Engineer: Project Descr: Project ID; •7 23 SEP 2013 4:40PM Pole Footing Embedded ih Soil Description ; Column Tower Footing Fie=«VMHOSTUseisV«ablaiWiaedtLEGOLAM\COU)Mr^^ % BIERCAL&INC 198»0ia, Biind.-6Ll3LSL31. VecaiaB.31: I Licensee : DUNN SAVOIE INC. STRUCTURAL ENGINEERS +O-K).750L-K).750S-K).750W+H 1.530 7.835 5.38 700.1 700.5 1.330 +O-K).750Lr-K).750L-K).5250E+H 0.000 0.000 0.13 0.0 0.0 1.330 +D-K).750L-K).750S-K).5250E+H 0.000 0.000 0.13 0.0 0.0 1.330 -K).60D+W+H 2.040 10.447 6.00 784.0 786.9 1.330 -K).60D-K).70E+fl 0.000 0.000 0.13 0.0 0.0 1.330 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Concrete Column Description Lie. #: KW-06002938 Column tower reinforcement Project Title: Engineer: Project Descr: Proiect ID: 64© Pnnied, 23 SEP 2013. 4.46PM Rle = \\VMH0ST^Use^s\hgabflan\shared\LEG0U-1\C0LUMN-1\(X)LU^^ L ENERCALC. INC. 1983-2013, BuikJ:6.13.8.31. Ver.6.13.8.31 I Licensee : DUNN SAVOIE INC. STRUCTURAL ENGINEERS Code References HI Calculations per ACI 318-05. IBC 2006, CBC 2007, ASCE 7-05 Load Combinations Used : ASCE 7-05 General Information f c: Concrete 28 day strength 4.0 ksi E = 3,122.0 ksi Density 150.0 pcf P 0.850 fy - Main Rebar 60.0 ksi E - Main Rebar = 29,000.0 ksi Allow. Reinforcing Umits ASTM A615 Bars Used Min. Reinf. 1.0 o/o Max. Reinf. 8.0 o/o Overall Column Height 6.0 ft End Fixity Top Free, Bottom Fixed Brace conditton for deflection (buckling) along columns: X-X (width) axis: Unbraced Length for X-X Axis buckling = 6.0 ft, K = 1.0 Y-Y (depth) axis: Unbraced Length for X-X Axis buckling = 6.0 ft, K = 1.0 Load Combination : ASCE 7-05 Column Cross Sectior Column Dimensions 24.0in Diameter, Column Edge to Rebar Edge Cover = 2.0in Column Reinforcing :8 - #7 bars Applied Loads Column self weight induded : 2,827.43 Ibs * Dead Load Factoi BENDING LOADS... Moment acting about X-X axis, W = 10.350 k-fl Lat. Point Load at 6.0 ft creating Mx-x, W = 0.96901< ••••••••••••••••••I Entered loads are factored per load combinations specified by user. Load Combination Location of max.above base +0.90D+1.60W+1.60H 5.960 ft Maximum Stress Ratio Ratto = (Pu^2-^Wu'^2)'^.5 / (PhiPn'^2+PhiMn'^2)'^.5 Pu = Mu-x = Mu-y = Mu Angle = Mu at Angle = 2.545 k -25.862 k-ft 0.0 k-ft 180.0 deg 25.862 k-ft <p *Pn = <P • Mn-x = <P • Mn-y = 0.126: 1 17.634 k 208.499 k-ft 0.0 k-ft (pMn at Angle = 206.035 k-ft Pn & Mn values located at Pu-Mu vector intersection witti capacity curve Column Capacities... Pnmax : Nominal Max. Compressive Axial Capacity 1.809.80 k Pnmin : Nominal Min. Tension Axial Capacity -288.0 k 9 Pn, max : Usable Compressive Axial Capacity 1,076.83 k 9 Pn, min : Usable Tension Axial Capacity -201.60 k Maximum SERVICE Load Reactions.. Top atong Y-Y 0.0 k Bottom along Y-Y 0.0 k Top atong X-X 0.0 k Bottom atong X-X 0.9690 k Maximum SERVICE Load Deflections... Along Y-Y 0.008648 in at 6.0 ft above base for load combination : W Only Along X-X O.Oin at 0.0ft above base for load combination: General Section Infonnation . (p = 0.70 R =0 850 p : % Reinforcing i .061 % Rebar % Ok Keintorcing Area 4.80 in"2 Concrete Area 452.389 in'^2 e = 0.850 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer: Project Descr: Proiect ID: GiT\ Pmted- 23 SEP 2013. 4,46PM Concrete Coiumn Lie. #: KW-06002938 nie=\\VM'HOST\Usefs\hg^llan\sharedU£GOL^ .EC»" L ENERCALC INC. 1983-2013. Buikl:6.13.8.31. Ver.6.13.8.31 I Licensee : DUNN SAVOIE INC. STRUCTURAL ENGINEERS Description Column tower reinforcement Governing Load Combination Results Goveming Factored Load Combination +1.40D +1.20D-K).50Lr+1.60L+1.60H +1.20D+1.60L-K).50S+1.60H +1.20D+1.60Lr-K).50L +1.20D+1.60Lr-K).80W +1.20D-K).50L+1.60S +1.20D+1.60S-K).80W +1.20D-K).50Lr-K).50L+1.60W +1.20D-K).50L-K).50S+1.60W +1.20D-K).50L-K).20S+E -K).90D+1.60W+1.60H •K).90D-^E+1.60H Maximum Reactions - Unfacto Moment Source Dist. fnDm X-X Y-Y base ft 5 96 5.96 5.96 5.96 Actual 5.96 5.96 Actual 5.96 Actual 5.96 Actual 5.96 5.' b.i Axil ial Load k Pu (p * Pn 3 ^6 1 076 83 3.39 1,076.83 3.39 1,076.83 3.39 1,076.83 3.39 62,98 3.39 1,076.83 5x 6x*Mux 5y 1.000 -12.93 3.39 3.39 3.39 62.98 25,20 25.20 1,000 1,000 1 000 -12,93 -25,86 -25.86 3.39 1,076.83 2.54 17.63 1.000 -25.86 2,54 1,076.83 Bending Analysis 5y*Muy Alpha (deg) COOC 0.000 0.000 0.000 180.000 0.000 180.000 180.000 180.000 0.000 180.000 0.000 k-ft 6Mu (p Mn Utilization Ratio 0,004 0.003 0.003 0.003 12,93 234,16 0.055 0.003 0.055 0.123 0.123 0.003 0.126 0.002 12.93 25.86 25.86 234 16 210.82 210.82 25.86 20603 Note: Only non-zero reactions are listed. Load Combination Reactk3n along X-X Axis @ Base @ Top Reaction along Y-Y Axis @ Base @ Top Axial Reactton @Ba$e W Only 0.969 k Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Titte Block" selection. Title Block Line 6 Concrete Column Lie. #: KW-06002938 Description : Column tower reinforcement Project Title: Engineer: Project Descr: Proiect ID: Printed: 23 SEP 2013 4 46PM "Flie^ttVMHOSnu^ k ENERCALC. INC. 198^2013. Buikl:6.13.8.31. Ver6.13.8.31 I Licensee : DUNN SAVOIE INC. STRUCTURAL ENGINEERS Corxirete Column P-M Interaction Diagram Phi'Mn ©Alpha (k-ft) Concrete Column P-M Interaction Diagram Phi *Mn@ Alpha (k-ft) # Load Comb • •! 400, *^l>w OOIMB. (3M.O 0O) 102,3 136.5 170.6 2D4,7 238.8 ZfZ.i) Mf.O 341.2 i20CM).fiOU*ia]l*1.aOH. M^tm* OObag. (3.30,0.00} 1,175.0 Concrete Column P-M Interaction Diagram Phi'Mn ©Alpha (k-ft) Concrete Column P-M Interaction Diagram Phi'Mn ©Alpha (k-ft) "jn 68.2 102.3 136.5 170.6 2D4.7 238.8 272,9 307 0 341,2 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Concrete Column Lie. #: KW-06002938 Description Column tower reinforcement Project Title: Engineer: Project Descr: Proiect ID: C3\ Rle^WMH^n^^ .EC6 b ENERCALC, INC. 198^2013. Build:6.13.8.31. Ver6.13.8.31 I Licensee : DUNN SAVOIE INC. STRUCTURAL ENGINEERS 1,175.0 1,057.5 940.0 822.5. 705.0. 587.5 470.0 352.5 235.0 117.5 Concrete Column P-M Interaction Diagram Phi'Mn ©Alpha (k-ft) Concrete Column P-M Interaction Diagram Phi'Mn ©Alpha (k-ft) m7 102.3 1363^ TTD B" V Lewd Comb • «-1200*1 OOS^ aow. Alpte- laoodag. (330, t2A3) "23S,'8 272,^307 0 341.2 -^—68.2 102.3 136.5 170,6 204.7 238.8 272,9 307,0 341 2 . Mptv IMOd^. (330, »40) CorKrete Column P-M Interaction Diagram Phi'Mn ©Alpha (k-ft) Concrete Column P-M Interaction Diagram Phi'Mn ©Alpha (k-ft) "32n—68.2 102.3 136.5 170.G 2W.7 238.8 272.9 307 0 341.2 ® LoMConD • •! aOWiOLM AlpM- O OMg. (3 30 0 0O| © loM Cart. . «»0O.1 m 'Hm. mtm- laO OMo, (J.S4. 2SM) ^ Patrell -=r-' Engineering Group, Inc. 751 Sunny Grove Lane • Giendora, CA 91741 • Phone: (626) 335-4362 • Fax: (626) 963-4812 ENGINEERING CALCULATIONS AND DETAILS FOR WAVE POOL AND ACTIVITY POOL WATERPARK EXPANSION 2014 LEGOLAND CARLSBAD, CA DATE: SEPTEIVIBER 20, 2013 ENGINEER: DOUGLAS R. FERRELL RCE # 32994, CALIFORNIA 751 SUNNY GROVE LANE GLENDORA, CA 91741pcrE|VED (626) 336-4362 CiTY OF CARLSBAD BUiLDiNG DIVISION ^ Patrell — Engineering Group, Inc. 751 Sunny Grove Ln. Giendora, CA 91741 PH: (626) 335-4362 FAX: (626) 963-4812 Project: LB£?QL^N0 V Engineer: Date: Sheet_ of M5i LOADING CRITERIA PER CBC 2O10 SECTION 1603 1603.1.2 1603.13 \e03.l4 I603.L& I. 2. 3. 4. 5- 10, IL 12, 13. 14. - ROOF LIVE LOAD = NM - 6NOUU LOAP = N/A - UJINP PESIGfN PATAr N/A - EARTHOUAKE PESIGN PATA IE = \.0 66 = UABo^ Sl = (2>.411g SITE CLASS = P SDS = 0.83g SDI = 0.4Sg SEISMIC PESICSN CATEGORY P BASIC SEISMIC REINFORCING SYSTEM - SEISMIC LOAPS ON EOUIPMENT 4 PIPE SUPPORT ANCHORAGE PESIGN BASE SMEAR = PER CALCULATIONS Rp CBOILER/ FURNACE; = 23 Rp CPUMP; = 23 Rp CPRESSURE VESSEL/ FILTER; = 2B Rp CEO. ANCHORAGE; ap CBOILER/ FURNACE; ap CPUMP; ap CPRESSURE VESSEL/ FILTER; ap CEO. ANCMROAGE; AB LO 1.0 2.5 25 15. 16.ANALYSIS PROCEPURE USEP: STRENGTH PESIGN I I ^ Patrell — Engineering Group, Inc. 751 Sunny Grove Ln. Giendora, CA 91741 PH: (626) 335-4362 FAX: (626) 963-4812 Project: UeolAND Engineer: P. ft. f-f BLL Date: ^jlOj^ Sheet of /3S UJAVE POOL UUALL SECTION l^lhFORCEMENT TABLE / GUNITE SCHEDULE UJALL HEIGHT •X' 'f •d." RADIUS REAR FACE VERTICAL REINF. •L' i2>' - 3'-6>" 12-1(Z>' T 0' - fe' •4 « 12" ojc. 3'-fe' 12' 1(2>' T (fe-•4 « 12' oc 5'-fe' IS" T •5 • fe' O.C. 10'-3' TX?. -C4;< •4 CONT. BOND BEAM fe" MIN.- SEE TABLE .1 i J TTP. PROYIDE CONST. JOINT «—^ POURED FLOOR 4 SHOTCRETE UIALL JOINT. (X SANDBLAST JOINT PRIOR ^ TO SHOTCRETE PLACEMENT LAP ALL REINF. MIN. 40 BAR DIA. 511^ UJATER LEVEL -•4 « 12' OA. EA. FACE HORIZONTAL REINF. -I^AR FACE VERTICAL REINJF. PER TABLE -•4 « 12' oc FRONT FACE VERTICAL f^lNF. ml 12" HOOK INTO FLOOR REINF. SEE T.^LE •4 • 12' oc EJUJ. FLOOR I^INF. TTP. THROUGHOUT UJAVE POOL FLOOR, CENTERED 3 Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title : Legoland Wave Pool Job# : Dsgnr: IVIJK Date: Descr; Level - 3'-6" Retaining: Case 1 - No Seismic Page: 19 SEP 2013 i35 is Wall in File: \\server-2003\doug\drfcurrentprojects\retaining walls.rp RetainPro 10 (c) 1987-2012, Build 10.13.7.31 License: Kw-06056780 Cantllevered Retaining Wall Design License To : PATRELL ENGINEERING GROUP, INC :ode: CBC 2010,ACI 318-08,ACI 530-08 Criteria J j Soil Data Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Water height over heel 3.50 ft 0.00 ft 0.00 : 1 0.00 in 0.0 ft Surcharge Loads Surcharge Over Heel = 0.0 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 = 0.0 Ibs 0.0 Ibs 0.0 in Design Summary Wall Stability Ratios Overturning = 2.72 Slab Resists All Sliding ! OK Total Bearing Load ...resultant ecc. 963 Ibs 3.13 in Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2010,ACI 1.200 1.600 1.600 1.600 1.000 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, Heel = 120.00 pcf Soil Density, Toe = 120.00 pcf FootingllSoii Friction 0.350 Soil height to ignore for passive pressure = 12.00 in Soil Pressure @ Toe = 398 psf OK Soil Pressure @ Heel = 152 psf OK Allowable = 3,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 477 psf ACI Factored @ Heel = 182 psf Footing Shear @ Toe = 4.1 psi OK Footing Shear @ Heel = 0.0 psi OK Allowable = 82 2 psi Sliding Calcs Slab Resists All Sliding ! Lateral Sliding Force = 556.9 Ibs J i Latera|^oai^\ppM^ j Adjacent Footing Load Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft The above lateral load has been increased 1.00 by a factor of Wind on Exposed Stem = 0.0 psf Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Bacl< of Wall Poisson's Ratio 0.0 Ibs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 jm Construction \ Top Stem Design Height Above Ftg ft otem UK 0.00 Wall Material Above "Ht" = Concrete Thickness 10.00 Rebar Size # 4 Rebar Spacing 12.00 Rebar Placed at Edge Design Data -- fb/FB + fa/Fa 0.103 Total Force @ Section Ibs 539.0 Moment...Actual ft-# 628.8 Moment Allowable = 6,123.0 Shear Actual psi 6.4 Shear Allowable psi 82.2 Wall Weight 125.0 Rebar Depth 'd' in 7.00 LAP SPLICE IF ABOVE in 17.09 LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in 7.67 Masonry Data - fm psi = Fs psi = Solid Grouting Use Half Stresses Modular Ratio 'n' Short Term Factor Equiv. Solid Thiols, Masonry Block Type Masonry Design Method Concrete Data fc Fy psi = psi = Medium Weight ASD 3,000.0 60,000.0 Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title : Legoland Wave Pool Job# : Dsgnr: MJK Date: Descr: Level - 3'-6" Retaining: Case 1 - No Seismic 4 Page: 19 SEP 2013 /55 is Wall in File: \\server-2003\doug\drfcurrentprojects\retaining walls.rp RetainPro 10 (c) 1987-2012, Build 10.13.7.31 License: KW-060S6780 Cantilevered Retaining Wall Design License To : PATRELL ENGINEERING GROUP, INC :ocle: CBC 2010,ACI 318-08,ACI 530-08 Footing Dimensions & Strengths j j Footing Design Results | Toe Width = 2.67 ft Heel Width = O.M Total Footing Width = 3.50 Footing Thickness = 12.00 in Key Width = 12.00 in Key Depth = 0.00 in Key Distance from Toe = 2.00 ft fc = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00pcf Min. As % = 0.0018 Cover @ Top 2.00 @ Btm.= 3.00 in Toe Heel Factored Pressure Mu': Upward Mu': Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing 477 1,434 642 793 4.13 82.16 #4@ 12.00 in None Spec'd None Spec'd 182 psf 0 ft-# 0 ft-# 0ft-# 0.00 psi 0.00 psi Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: Slab Resists Sliding - No Force on Key Summary of Overturning & Resisting Forces & Moments Item Heel Active Pressure Surcharge over Heel Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil • Total OVERTURNING.. Force Distance Ibs ft 556.9 1.50 Moment ft-# 835.3 556.9 O.T.M. 835.3 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = 2.72 963.0 Ibs Soil Over Heel Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) Earth @ Stem Transitions = Footing Weighl = Key Weight Vert. Component = Total' RESISTING Force Distance Ibs ft 3.50 437.5 525.5 Moment ft-# 3.09 1.75 2.50 963.0 Ibs R.M.= 1,350.4 920.5 2,270.9 ' Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES: Sliding Restraint 556.88# 152.05psf 5 IS5 397.71 psf Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title : Legoland Wave Pool Job# : Dsgnr: MJK Date: Descr: Level - 3'-6" Retaining: Case 2 - Seismic Page: 19 SEP 3013 135 is Wall in File: \\server-2003\doug\drfcurrentprojects\retainlng walls.rp RetainPro 10 (c) 1987-2012, Build 10.13.7.31 License: KW-06056780 Cantilevered Retaining Wall Design License To : PATRELL ENGINEERING GROUP, INC ;ode; CBC 2010,ACI 318-08,ACI 530-08 Criteria Retained Height = 3.50 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00 : 1 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft J jSoil Data Allow Soil Bearing = 4,667.0 psf Equivalent Fluid Pressure Method Heel Active Pressure 55.0 psf/ft Passive Pressure 300.0 psf/ft Soil Density, Heel = 120.00 pcf Soil Density, Toe = 120.00 pcf FootingllSoii Friction 0.350 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads Surcharge Over Heel = Q.Q psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stern Axial Dead Load Axial Live Load Axial Load Eccentricity 0.0 Ibs 0.0 Ibs 0.0 in Earth Pressure Seismic Load Multiplier Used = 20.000 (Multiplier used on soil density) J [ ^tera^oadj^ppii^^ [Adjacent Footing Load Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft The above lateral load has been increased 1.00 by a factor of Wind on Exposed Stem = 0.0 psf Uniform Seismic Force = 70.000 Total Seismic Force = 315.000 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 Ibs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title : Legoland Wave Pool Job# : Dsgnr: MJK Date: Descr: Level - 3'-6" Retaining: Case 2 - Seismic Page: 19 SEP 2(1(13 is Wall in File: \\server-2003\doug\drfcurrentprojects\retaining walls.rp RetainPro 10 (0)1987-2012, Build 10.13.7.31 License: KW06056780 Cantiloverod Retaining Wall Design License To : PATRELL ENGINEERING GROUP, INC :ode: CBC 2010,ACI 318-08,ACI 530-08 Design Summary Wall Stability Ratios Overturning = i 59 Slab Resists All Sliding ! OK Total Bearing Load ...resultant ecc. 963 Ibs 10.55 in Soil Pressure @ Toe = 736 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 4,667 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 883 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 7.2 psi OK Footing Shear @ Heel = o.O psi OK Allowable = 82.2 psi Sliding Calcs Slab Resists All Sliding ! Lateral Sliding Force = 777.4 Ibs Stem Construction | Design Height Above Ftg ft = Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force @ Section Ibs = Moment.... Actual ft-#: Moment Allowable = 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 •• TopSteni^ Stem OK 0.00 • Concrete 10.00 # 4 12.00 Edge 0.173 784.0 1,057.6 6,123.0 6.4 82.2 125.0 7.00 17.09 7.67 Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2010,ACI 1.200 1.600 1.600 1.600 1.000 Masonry Data — f m 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 Footins^ime^ ^22lll]l^£22iSl^22i^l!I^^Bj Toe Width Heel Width Total Footing Width = Footing Thickness = Key Width Key Depth Key Distance from Toe = fc = 3,000 psi Fy • Footing Concrete Density = Min. As % Cover @ Top 2.00 ^ 2.67 ft 0.83 3.50 12.00 in 12.00 in 0,00 in 2.00 ft 60,000 psi 150.00 pcf 0.0018 Btm.= 3.00 in Toe Heel Factored Pressure = 883 0 psf Mu': Upward = 2,098 0 ft-# Mu' : Downward = 642 0 ft-# Mu: Design = 1,457 Oft-# Actual 1-Way Shear = 7.16 0,00 psi Allow 1-Way Shear = 82.16 0.00 psi Toe Reinforcing = # 4 @ 12.00 in Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: Slab Resists Sliding - No Force on Key Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title : Legoland Wave Pool Job# : Dsgnr: MJK Date: Descr: Level - 3'-6" Retaining: Case 2 - Seismic Page: 19 SEP 2qi3 Is Wall in File: \\server-2003\doug\drfcurrentprojects\retainin9 walls.rp RetainPro 10 (c) 1987-2012, Build 10.13.7.31 License: KW-06056780 Cantlleverod Retaining Wall Design License To : PATRELL ENGINEERING GROUP, INC )ode: CBC 2010,ACI 318-08,ACI 530-08 Summary of Overturning & Resisting Forces & Moments Item Heel Active Pressure Surcharge over Heel Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil • Seismic Earth Load Total Force Ibs 556.9 .OVERTURNING.. 220.5 Distance Jt 1.50 2.70 777.4 O.T.M. Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = If seismic included the min. OTM and sliding ratios may be 1.1 per IBC '09, 1807.2.3. Moment _ft-# 835.3 595.4 1,430.7 1.59 963.0 Ibs Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem * Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Stem Weight(s) Earth @ Stem Transitions Footing Weighl Key Weight Vert. Component Total Force Ibs .RESISTING Distance ft 3.50 437.5 525.5 3.09 1.75 2.50 Moment ft-# 1,350.4 920.5 2,270.9 963.0 Ibs R.M.= Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES: 125 Sliding Restraint 777. 735.78psf If adjacent footing or seismic loading Is used, the numerical values are displayed, but the loading curve does not represent the composite loading. Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title : Legoland Wave Pool Job# : Dsgnr: MJK Date: Descr: Level - 5'-0" Retaining: Case 2 - Seismic Page:_l4iJ5 19 SEP 2(ll3 is Wall in File: \\server-2003\doug\drfcurrentprojects\retaining walls.rp RetainPro 10 (c) 1987-2012, Build 10.13.7.31 License: KW-06056780 Cantllovered Retaining Wall Design License To : PATRELL ENGINEERING GROUP, INC :ode: CBC 2010,ACI 318-08,ACI 530-08 Criteria Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Water height over heel 1 1 Soil Data 1 5.00 ft 0.00 ft 0.00 : 1 Allow Soil Bearing = 4,667.0 Equivalent Fluid Pressure Method Heel Active Pressure = 55.0 psf psf/ft 0.00 in Passive Pressure 300.0 psf/ft 0.0 ft Soil Density, Heel Soil Density, Toe FootingllSoii Friction = 120.00 = 120.00 0.350 pcf pcf Soil height to ignore for passive pressure = 12.00 in Surcharge Loads Surcharge Over Heel = o.O psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem || Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in I Earth Pressure Seismic Load | Multiplier Used = 20.000 (Multiplier used on soil density) j ^tera^oa^^pplie^o^Sten^^ [Adjacent Footing Load Lateral Load ...Height to Top ...Height to Bottom The above lateral load has been increased by a factor of Wind on Exposed Stem Uniform Seismic Force Total Seismic Force 0.0 #/ft 0.00 ft 0.00 ft 1.00 0.0 psf 100.000 600.000 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 Ibs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title : Legoland Wave Pool Job# : Dsgnr: MJK Date: Descr: Level - 5'-0" Retaining: Case 2 - Seismic Page: 19 SEP a 125 013 is Wall in File: \\server-20Q3\doug\drfcurrentprojects\retaining walls.rp RetainPro 10 (c) 1987-2012, Build 10.13.7.31 Ucense: KW-06056780 Cantllevored Retaining Wall Design ^ode: CBC 2010,ACI 318-08,ACI 530-08 License To : PATRELL ENGINEERING GROUP, INC I Design Summary | i Stem Construction | TopSteni ' HMiB^HBHnBHMHnMl -^mmmmmm^^mmmmmmm^^M stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 1.55 OK Wall Material Above "Ht" = Concrete Slab Resists All Sliding I Thickness = 10.00 Rebar Size = #4 Total Bearing Load = 1,451 Ibs Rebar Spacing = 12.00 ...resultant ecc. = 16.82 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 716 psf OK fb/FB + fa/Fa = 0.504 Soil Pressure® Heel = ^ 0 P^f OK Total Force @ Section lbs= 1,600.0 '%"ofp%ssure Less fhan All^w'abV^^ Moment....Actual ft-#= 3,083.3 ACI Factored @ Toe = 859 psf ^""^^"t Allowable = 6,123.0 ACI Factored @ Heel = Opsf Shear Actual psi= 13.1 Footing Shear® Toe = 10.1 psi OK Shear Allowable psi= 82.2 Footing Shear @ Heel = 0.0 psi OK WallWeight - 125.0 Allowable = 82.2 psi ^^"^^^ °eP'h 'd' in = 7.00 e.-.4- r.1 oiKD Aiic,^- , LAP SPLICE IF ABOVE in= 17.09 Sliding Ca cs Slab Resists All Sliding ! , , „ or,, ,or- ,.- r,,-, r^>«, L.„,!,s«d,„,Fo,c, = ,.4,00,.s [foSlmNToTrG;:: 7e7 Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2010,ACI 1.200 1.600 1.600 1.600 1.000 Masonry Data 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 Footing Dimensions & Strengths \ \ Footing Design Results || Toe Width Heel Width Total Footing Width = Footing Thickness = Key Width Key Depth Key Distance from Toe = fc = 3,000 psi Fy = Footing Concrete Density = Min. As % Cover @ Top 2.00 @ 4.67 ft 0.83^ 5:50 12.00 in 12.00 in 0.00 in 2.00 ft 60,000 psi 150.00 pcf 0.0018 Btm.= 3.00 in Toe Heel Factored Pressure Mu': Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing 859 6,247 1,963 4,284 10.07 82.16 #4 @ 12.00 in None Spec'd None Spec'd 0 psf 0 ft-# 0 ft-# Oft-# 0.00 psi 0.00 psi Other Acceptable Sizes & Spacings Toe: #4@ 9.50 in, #5@ 14.50 in, #6® 20.50 in, #7® 28.00 in, #8^ Heel: Not req'd, Mu < S * Fr Key: Slab Resists Sliding - No Force on Key 36.75 in, #9® 46 Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title Legoland Wave Pool Page Job# : Dsgnr: MJK Date: 19SEP2013 Descr: Level - 5'-0" Retaining: Case 2 - Seismic 735 is Wall in File: \\server-2003\doug\drfcurrentprojects\retaining walls.rp RetainPro 10 (c) 1887-2012, Build 10.13.7.31 License: KW-06056780 Cantilevorod Retaining Wall Design License To : PATRELL ENGINEERING GROUP, INC :ode: CBC 2010,ACI 318-08,ACI 530-08 ^ummai^^ Item Heel Active Pressure = Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load ® Stem Above Soil = Seismic Earth Load = Total Force lbs 990.0 .OVERTURNING.. 420.0 Distance ft 2.00 3.60 1,410.0 O.T.M. Moment ft-# 1,980.0 1,512.0 3,492.0 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure •• If seismic included the min. OTM and sliding ratios may be 1.1 per IBC '09, 1807.2.3. 1.56 1,450.5 Ibs Soil Over Heel Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) Earth @ Stem Transitions = Footing Weighl = Key Weight Vert. Component = Total • Force Ibs .RESISTING Distance ft 5.50 625.0 825.5 5.09 2.75 2.50 Moment ft-# 1,450.5 Ibs R.M.^ 3,179.2 2,271.5 5,450.7 * Axial live ioad NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES: 1? I3S Sliding Restraint 1410.# 716.12psf If adjacent footing or seismic loading Is used, the numerical values are displayed, but the loading curve does not represent the composite loading. Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title • Legoland Wave Pool Job# : Dsgnr: MJK Date: Descr: Level - 5'-0" Retaining: Case 1 - No Seismic Page: 19 SEP is Wall in File: \\server-2003\doug\drfcurrentprojects\retaining walls.rp RetainPro 10 (c) 1987-2012, Build 10.13.7.31 License: KW-06056780 Cantllovered Retaining Wall Design License To : PATRELL ENGINEERING GROUP, INC :ode: CBC 2010,ACI 318-08,ACI 530-08 Criteria 1 [ Soil Data -1 Retained Height ~ Wall height above soil = Slope Behind Wall 5 00 ft 0.00 ft 0.00 : 1 Allow Soil Bearing = 3,500.0 Equivalent Fluid Pressure Method Heel Active Pressure = 55.0 psf psf/ft 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 FootingllSoii Friction 0.350 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Jj [Uitera^^ad^Appiie^^ten^ [AdjacentlFootin Axial Load Applied to Stem ) Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary J Wall Stability Ratios Overturning = 2.75 OK Slab Resists All Sliding ! Total Bearing Load ...resultant ecc. 1,451 Ibs 4.31 in Soil Pressure @ Toe = 367 psf OK Soil Pressure ® Heel = 160 psf OK Allowable = 3,500 psf Soil Pressure Less Than Allowable ACI Factored ® Toe = 440 psf ACI Factored ® Heel = 193 psf Footing Shear ® Toe = 6.6 psi OK Footing Shear @ Heel = 0.0 psi OK Allowable = 82.2 psi Sliding Calcs Slab Resists All Sliding \ Lateral Sliding Force = 990.0 Ibs Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft The above lateral load has been increased 1.00 by a factor of Wind on Exposed Stem = 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 0.0 Ibs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2010,ACI 1.200 1.600 1.600 1.600 1.000 ixn Construction 1 Top Stem Design Height Above Ftg ft = 0.00 Wall Material Above "Ht" = Concrete Thickness = 10.00 Rebar Size = # 4 Rebar Spacing = 12.00 Rebar Placed at = Edge Design Data - -—- - fb/FB + fa/Fa = 0.299 Total Force @ Section lbs = 1,100.0 Moment...Actual ft-# = 1,833.3 Moment Allowable = 6,123.0 Shear Actual psi = 13.1 Shear Allowable psi = 82.2 Wall Weight = 125.0 Rebar Depth 'd' in = 7.00 LAP SPLICE IF ABOVE in = 17.09 LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = 7.67 Masonry Data - 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 Fy psi = psi = Medium Weight ASD 3,000.0 60,000.0 Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title : Legoland Wave Pool Job# : Dsgnr: MJK Date: Descr: Level - 5'-0" Retaining: Case 1 - No Seismic Page: 19 SEP is Wall in File: \\server-2003\doug\drfcurrentprojects\retaining walls.rp RetainPro 10 (c) 1987-2012, Build 10.13.7.31 Ucense: KW-06056780 Cantilovered Retaining Wall Design License To : PATRELL ENGINEERING GROUP, INC l^ootin^Dim^^ f ^^^^ooting^esign^esuJ^^ ;ode: CBC 2010,ACI 318-08,ACI 530-08 Toe Width Heel Width Total Footing Width = Footing Thickness = Key Width Key Depth = Key Distance from Toe = fc = 3,000 psi Fy Footing Concrete Density = Min. As % Cover @ Top 2.00 ( 4.67 ft 0.83 5.50 12.00 in 12.00 in 0.00 in 2.00 ft 60,000 psi 150.00 pcf 0.0018 ! Btm.= 3.00 in Factored Pressure Mu': Upward Mu': Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: Slab Resists Sliding - No Force on Key Toe 440 4,035 1,963 2,072 6.64 82.16 #4 @ 12.00 in None Spec'd None Spec'd Heel 193 psf 0 ft-# 0 ft-# 0ft-# 0.00 psi 0.00 psi Summary of Overturning & Resisting Forces & Moments Item Heel Active Pressure Surcharge over Heel Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load ® Stem Above Soil • Total OVERTURNING.. Force Distance Ibs ft 990.0 2.00 Moment _ft-#_ 1,980.0 9900 O.T.M. 1,980.0 Resisting/Overturning Ratio = 2.75 Vertical Loads used for Soil Pressure = 1,450.5 Ibs Soil Over Heel Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) Earth @ Stem Transitions = Footing Weighl = Key Weight Vert. Component = Total • RESISTING Force Distance Jbs _ ft_ 5.50 Moment ft-# 625.0 825.5 5.09 2.75 2.50 1,450.5 Ibs R.M.= 3,179.2 2,271.5 5,450.7 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES: lu IS5 Sliding Restraint 990.# 160.43psf 366.71 psf Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title : Legoland Wave Pool Job# : Dsgnr: MJK Date: Descr: Level - B'-O" Retaining: Case 1 - No Seismic n Page: 19 SEP 21313 13S is Wall in File: \\server-2003\doug\drfcurrentprojects\retaining walls.rp RetainPro 10 (c) 1987-2012, Build 10.13.7.31 Ucense: KW-06056780 Cantllevered Retaining Wall Design License To : PATRELL ENGINEERING GROUP, INC :ode: CBC 2010,ACI 318-08,ACI 530-08 Criteria Soil Data Retained Height = 8.00 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00 : 1 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft 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, Heel = 120.00 pcf Soil Density, Toe = 120.00 pcf FootingllSoii Friction 0.350 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads Surcharge Over Heel = o.O 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 0.0 Ibs 0.0 Ibs 0.0 in Design Summary Wall Stability Ratios Overturning = 2.75 Slab Resists All Sliding I J l^teraUjo^^ [Adjacent Footing Load OK Total Bearing Load ...resultant ecc. 3,306 Ibs 11.44 in Soil Pressure ® Toe = 503 psf OK Soil Pressure @ Heel = 143 psf OK Allowable = 3,500 psf Soil Pressure Less Than Allowable ACI Factored ® Toe = 603 psf ACI Factored @ Heel = 171 psf Footing Shear ® Toe = 7.6 psi OK Footing Shear @ Heel = 0.0 psi OK Allowable = 82.2 psi Sliding Calcs Slab Resists All Sliding ! Lateral Sliding Force = 2,481.9 Ibs Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft The above lateral load has been increased 1.00 by a factor of Wind on Exposed Stem = 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 0.0 Ibs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 Sten^onstructio^^ Design Height Above Ftg ft = Wall Material Above "Ht" Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa Total Force ® Section Ibs = Moment....Actual ft-# = Moment Allowable = 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 = Top Stem Stem OK 0.00 Concrete 10.00 # 5 6.00 Edge 0.421 2,816.0 7,509.3 •• 17,829.0 33.5 82.2 125.0 7.00 21.36 9.59 Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2010,ACI 1.200 1.600 1.600 1.600 1.000 Masonry Data 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 f c psi = Fy psi = Medium Weight ASD 3,000.0 60,000.0 Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title Legoland Wave Pool Job# : Dsgnr: MJK Date: Descr: Level - 8'-0" Retaining: Case 1 - No Seismic Page 19 SEP = 2013 is Wall in File: \\server-2003\doug\drfcurrentprojects\retaining walls.rp RetainPro 10 (c) 1987-2012, Build 10.13.7.31 Ucense: KW-06056780 Cantlleverod Retaining Wail Design License To : PATRELL ENGINEERING GROUP, INC :;ode: CBC 2010,ACI 318-08,ACI 530-08 Footin^Dimensi^^ ; ^^Fbotin^Desigt^esiJ^ Toe Width Heel Width Total Footing Width = Footing Thickness = Key Width Key Depth = Key Distance from Toe = fc = 3,000 psi Fy Footing Concrete Density = Min. As % Cover ® Top 2.00 ( 9.42 ft 0.83 10.25 18.00 in 12.00 in 0.00 in 2.00 ft 60,000 psi 150.00 pcf 0.0018 Btm = 3.00 in Toe Heel 603 171 psf 20,870 0 ft-# 11,969 0 ft-# 8,901 0 ft-# 7.55 0.00 psi 82.16 0.00 psi #5® 6.00 in None Spec'd None Spec'd Factored Pressure Mu': Upward Mu': Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Other Acceptable Sizes & Spacings Toe: #4® 6.25 in, #5® 9.75 in, #6® 13.75 in, #7® 18.75 in, #8® 24.50 in, #9® 31. Heel: Not req'd, Mu < S * Fr Key: Slab Resists Sliding - No Force on Key Summary of Overturning & Resisting Forces & Moments Item Heel Active Pressure = Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Total Force _lbs_ 2,481.9 ..OVERTURNING.. Distance ft 3.17 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure •• Moment ft-# 7,859.3 2,481.9 O.T.M. 7,859.3 2.75 3,306.1 Ibs Soil Over Heel Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) Earth @ Stem Transitions = Footing Weighl = Key Weight Vert. Component = Total •• Force Ibs .RESISTING Distance ft 10.25 1,000.0 2,306.1 9.83 5.12 2.50 3,306.1 Ibs R.M.= Moment ft-# 9,832.7 11,818.0 21,650.7 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES: Sliding Restraint 2481.9# 142.58psf 502.56psf Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title : Legoland Wave Pool Job# : Dsgnr: MJK Date: Descr: Level - 8"-0" Retaining: Case 2 - Seismic 2-1 Page: 19 SEP 2f)13 is Wall in File: \\server-2003\doug\drfcurrentprojects\retaining walls.rp RetainPro 10 (c) 1987-2012, Build 10.13.7.31 License: KW-06056780 Cantiievored Retaining Wall Design License To : PATRELL ENGINEERING GROUP, INC :ode: CBC 2010,ACI 318-08,ACI 530-08 Criteria Retained Height = 8.00 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00 : 1 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Soil Data | Allow Soil Bearing = 4,667.0 psf Equivalent Fluid Pressure Method Heel Active Pressure 55.0 psf/ft Passive Pressure 300.0 psf/ft Soil Density, Heel = 120.00 pcf Soil Density, Toe = 120.00 pcf FootingllSoii Friction 0.350 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads Surcharge Over Heel = o.O psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem 0.0 Ibs 0.0 Ibs 0.0 in Axial Dead Load Axial Live Load Axial Load Eccentricity Earth Pressure Seismic Load Multiplier Used = 20.000 (Multiplier used on soil density) J [LateraMLoa^ppHe^ [Adjacent Footing Load Lateral Load ...Height to Top ...Height to Bottom The above lateral load has been increased by a factor of Wind on Exposed Stem : Uniform Seismic Force Total Seismic Force 0.0 #/ft 0.00 ft 0.00 ft 1.00 0.0 psf 160.000 1,520.000 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 Ibs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title Legoland Wave Pool Page: Job# : Dsgnr: MJK Date: 19 SEP Descr: Level - 8'-0" Retaining: Case 2 - Seismic P30T3 — is Wall in File: \\server-2003\doug\drfcurrentprojects\retaining walls.rp RetainPro 10 (c) 1987-2012, Build 10.13.7.31 License: KW-06056780 Cantileveted Retaining Wall Design License To : PATRELL ENGINEERING GROUP, INC :ode: CBC 2010,ACI 318-08,ACI 530-08 Design Summary Wall Stability Ratios Overturning = 1.55 Slab Resists All Sliding ! OK Total Bearing Load ...resultant ecc. 3,306 Ibs 33.45 in Soil Pressure @ Toe = 943 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = ^,667 psf Soil Pressure Less Than Allowable ACI Factored ® Toe = 1,131 psf ACI Factored @ Heel = 0 psf Footing Shear ® Toe = 10.1 psi OK Footing Shear ® Heel = 0.0 psi OK Allowable = 82.2 psi Sliding Calcs Slab Resists All Sliding ! Lateral Sliding Force = 3,545.9 Ibs Stem Construction | Jop stem^ stem OK Design Height Above Ftg ft= 0.00 Wall Material Above "Ht" = Concrete Thickness = 10.00 Rebar Size = #5 Rebar Spacing = 6.00 Rebar Placed at = Edge Design Data fb/FB + fa/Fa = 0.708 Total Force @ Section Ibs = 4,096.0 MomenL...Actual ft-#= 12,629.3 Moment Allowable = 17,829.0 Shear Actual psi= 33.5 Shear Allowable psi= 82.2 WallWeight = 125.0 Rebar Depth 'd' in= 7.00 LAP SPUCE IF ABOVE in = 21.36 LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = 9.59 Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2010,ACI 1.200 1.600 1.600 1.600 1.000 Masonry Data - — 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 \ Footing Dimensions & Strengths j Footing Design Results Toe Width = 9.42 ft Heel Width = 0.83 Total Footing Width = 10.25 Footing Thickness = 18.00 in Key Width = 12.00 in Key Depth = 0.00 in Key Distance from Toe = 2.00 ft fc = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top 2.00 ® Btm.= 3.00 in Toe Heel Factored Pressure 1,131 0 psf Mu': Upward 33,443 0 ft-# Mu': Downward 11,972 0 ft-# Mu: Design 21,472 Oft-# Actual 1-Way Shear 10.06 0.00 psi Allow 1-Way Shear 82.16 0.00 psi Toe Reinforcing = #5® 6.00 in Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: #4® 5.50 in, #5® 8.50 in, #6® 12.00 in, #7® 16.25 in, #8® 21.25 in, #9® 27. Heel: Not req'd, Mu < S * Fr Key: Slab Resists Sliding - No Force on Key Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title Legoland Wave Pool Job# : Dsgnr: MJK Date: Descr: Level - S'-O" Retaining: Case 2 - Seismic Page:2Z//4^ 19SEP2ai3 is Wall in File: \\server-2003\doug\drfcurrentprojects\retaining walls.rp RetainPro 10 (c) 1987-2012, Build 10.13.7.31 Ucense: KW-06056780 Cantilovored Retaining Wall Design License To : PATRELL ENGINEERING GROUP, INC :ode: CBC 2010,ACI 318-08,ACI 530-08 ^ummar^^Overtin^^ Item Heel Active Pressure Surcharge over Heel Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil • Seismic Earth Load Total .OVERTURNING., Force Distance Ibs ft 2,481.9 3.17 Moment n-# 7,859.3 1,064.0 5.70 6,064.8 3,545.9 O.T.M. 13,924.1 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = If seismic included the min. OTM and sliding ratios may be 1.1 per IBC '09, 1807.2.3. 1.56 3,306.3 Ibs Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem * Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Stem Weight(s) Earth ® Stem Transitions Footing Weight Key Weight Vert. Component Total Force Ibs .RESISTING Distance ft 1,000.0 2,306.3 10.25 9.83 5.13 2.50 Moment ft-# 9,833.7 11,820.3 21,654.0 3,306.3 Ibs R.M.= Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES: 23 I3£ Sliding Restraint 3545.9# 942.81 psf If adiacent footing or seismic loading Is used, the numerical values are displayed, but the loading curve does not represent the composite loading. ^ Patrell — Engineering Group, Inc. 751 Sunny Grove Ln. Giendora, CA 91741 PH: (626) 335-4362 FAX: (626) 963-4812 Project: LSgOmNO Engineer: 0. (nEE^j-'UL. Date: ^j?oi^ Sheet 2^ of K» IP i I <« I 2" 36'lAl'Trp. I r CLR 10' i ($> S' 8 * «1 21 CLR 5'-T I] aR BY •UWITE laATER" M • B* oxx EJUi. VERTICAL rrp. 4 SIDE& UAP 2»' • TOP ^ HOOK B" INTO FTS TTP. •» • B* OA EM -* • fe" OA Eia rO ^ Patrell — Engineering Group, Inc. 751 Sunny Grove Ln. Giendora, CA 91741 PH: (626) 335-4362 FAX: (626) 963-4812 Project: V,V.G|OlAl\lP Engineer: Date: D.fei24ggiL ^f^Q^3^ Sheet 7io of /3S WAVE CAI^^OM m 3'- CLR mm -I I I—I 11-s -III, 1 -III—III—II I SS g 1 S I S' 2" CLR I "ZT S' a lr2' CLR 5'-a' 4'-g' ^ Patrell -=— Engineering Group, Inc. 751 Sunny Grove Ln. Giendora, CA 91741 PH: (626) 335-4362 FAX; (626) 963-4812 Project: UE&DLfiNP Engineer: _D.S^mk Date: ^I20f5 . Sheet 9_1 of Wave Caisson Design : Loading Wt. Concrete = 150pcf Wt.Water = 62.4 pcf Mech Rm LL Floor = 20psf LLwood Roof ~ 20 psf ROOF ^-CMU •Jr\0"Jf--5'-7" -2.79'- DLwoodRoof = ''0 psf Top of CMU Wall Cladding/ Veneer Carved Plaster @ Top of Wall = rxI'xMOpcf = 1401b/' -or- Raised Themed Turret = 10'(30psf) = 3001b/' **Raised Themed Turret Controls PI o CD 2.79'—^' 3.625' H' P2 tsi 12" Structure Weight: Mech Room Roof := 20.5ft V 2 J lb Ib 10— +20 2 2 ^ r nf = 307 lb ft Mech Room CMUy^an := (9.33ft) ' Ib^ 89 = 830 Cladding On Wall Cladding^gll •= (9-33ft)(4in) lb ft 140 lb + 10ft. Ib 30 V ft ; 735 lb ft Concrete Roof Trib to Backfall •= (10in)(2.79ft + 10in) 170 Ib V ft^; = 513 lb ft Concrete Front^gn := 150-^^ (1 Oin)(6.5ft) = 813 — ^3 ft ConcreteBackWall 150^•(10in)(9ft) = 1125^ ConcreteRoof Trib to Frontwall^pji^ := 3.62ft-170 Ib^ ft' = 615 jb ft^ ^ Patrell — Engineering Group, Inc. 751 Sunny Grove Ln. PH: (626) 335-4362 Giendora, CA 91741 FAX: (626) 963-4812 Project: Engineer: P, FgRf^LL Date: ^/2PI3 Sheet ?9) of _/JS- Foundation := 8ft-1ft-150-^^ = 1200- ^3 ft IK IK Water := 5.83ft-5.58ft-62.4-i2. =2030 — „3 ft Design Footing Section (5) Back Wall lb := (Backfall + C°"C'"®^®BackWall) = 1638 — P2 := Foundation + Water = 3230 Pfotal •= Pi (1ft) + P2 (1ft)=48681b Sum^ := P^ (5in) -1ft+P2 (4ft) -1ft Sum|^ = 13602ft lb Xbar^^T^ r= 2.79ft inotalj e:= 4ft-Xbar= 1-21 ft lb ft Soil Pressure Pfotal . 6-(Ptotal)-(e) ^ .,.,5gjb 2 ^2 8ft-1ft -I- (8ft) -1ft ft lb Soilpressure = 1159 — <= 3500 psf Allowable ft^ Min = 208 psf OK ^ Patrell -— Engineering Group, Inc. 751 Sunny Grove Ln. Giendora, CA 91741 PH: (626) 335-4362 FAX: (626) 963-4812 Project: Cmsmo, rA Engineer: D. fif-^^UL Date: ^i20l3 Sheet ?1 of 135 Design Footing for End Span Condition (Footing Bellow Transverse Bulkhead Walls) Assume a 6.83' Wide Section : 3' Ea. Side of 10" Wide End Wall Loads: Back Wall P<, := (11251b + 4531b) (5) = 7890 lb IK End Wall P2 := 5.583ft-(9.83ft)(10in)-150 — = 68601b Fdn + Water P3 1ft-(8ft) Ib 150 — V ft y ft (6.83ft) + 5.83ft-(6ft)(5ft) 62.4 lb V ft; = 191101b Front Wall P4 := 9.33ft / 3.62' / 8131^+543^^ + ft ft 8'-0" f308^ +831^1 I ft ftj = 179651b P1 F2 F3 V 10; 1087 psf P4 3.62' 1.17' fflttnmiiir^ 774 pst MasuM '•= Pi •(0.42ft) + (P2 + P3)(3.62ft) + P4-6.83ft = 220025ft-lb Wsum •= Pi+P2 + P3 + P4 = 518251b ^ Patrell — Engineering Group, Inc. 751 Sunny Grove Ln. Giendora, CA 91741 PH: (626) 335-4362 FAX; (626) 963-4812 Project: UC^OlftND Engineer: _ Date: ^12013 Sheet of J33 M ^bar aSUM W sum Soil Pressurel = 4.25ft e:=-(4ft-Xbar) = 0.25 ft Wsum ^ 6 Kum) (e) lb 8ft-6.83ft (8ft)2.6.83ft ft^ Wsum 6-(W3u^)-(e) |b ^o"Pressure2 •= " ' = ''^ 8ft-6.83ft (8ft)2.6.83ft Ib ft Soilpressurel ='•''23 —< 3500 psf Allowable OK ft^ © Patrell — Engineering Group, Inc. 751 Sunny Grove Ln. Giendora, CA 91741 PH; (626) 335-4362 FAX; (626) 963-4812 Project: Cmsft^Aa CA Engineer: p. ^^^.U Date: ^jlvl3 Sheet 3| of /SS Footing Strip (6'-10" Wide) Reinforcement Mu := 1.6-774 LV ft lb 7.167ft 2^ + 5-313 V ft lb 7.167ft 3 J = 5036 ft-lb b := 12in dg := 9in cj) := 0.9 As:= ,1.17-fy^ 2 2.35-M, ds- Ids - ^6.83' V Ct)-fc-b = 0.127in^ #5 @ 6" o.c. . 2 As = 0.62in'^2 > Ag = 0.127-in Use t=12in ds = 9in w/#5(a6" o.c. Mid-Span Reinforcement : 12" Strip Under Max Soil Pressure - Spanning ReactionSatEnd 11231b ReactionSatEnd-2 |b w := = 241 9,33ft ft M^ := '*-2 w-(9.33ft) ^ 3i43ft.|b = Upward Moment Due to Downward Load @ Transverse 8 Bulkhead Walls .9 1ft-1ft-150 M uresisting V jb ft J (9.33ft)' = 1469 ft-lb = Ftg. Weight Downward SumMoments - Muresisting = 1674ft-lb b := 12in := 9in cj) := 0.9 ^ Patrell — Engineering Group, Inc. 751 Sunny Grove Ln. Giendora, CA 91741 PH; (626) 335-4362 FAX; (626) 963-4812 Project: CAU^fi>P,D CA Engineer: _ Date: ^Im^ Sheet 31 of /J5 V 1.17-f, yy #5 (g 6" o.c. V ^ ^ -c " y As = 0.62in'^2 > Ag = 0.079-in = 0.079-in' 2 Use t=12in ds = 9in w/ #5 @ 6" o.c. Transverse Top #5 12" o.c. Longitudinal & Ea. Way Bottom ^ Patrell — Engineering Group, Inc. 751 Sunny Grove Ln. Giendora, CA 91741 PH; (626) 335-4362 FAX; (626) 963-4812 Project: Cmsm, (Pi Engineer: P. FEJAHELL Date: ^/2Q/3 Sheet 3^ of /J5 Roof Desiqn •" Factor of Safety Operational Air Pressure = 2 psi x 2 = 4 psi = 576 psf Span := 5.58ft Downward DL:=125^ ft LL := 20 lb ft lb W := 145 — Uniform Load ft fp := 3000 c . 2 jb in' IK f„ := 60000 — y . 2 in Case 1: DL+LL (No Air Pressure) Downward Force & Point Load Mech. Building 1.2.(DL)(Span)^ ^ 1.6.(LL) (Span)^ ^ ^g^^,,^ 'u 10 10 Case 2: DL + Air Pressure w := 576 lb ft DL = 451 lb ft M,:= ^•6(w)(Span) ^^247 ft-lb ^ 10 CONTROLS b := 12in dg := 8in c[) := 0.9 f'c = 3,000 psi fy = 60 ksi As:= ^1.17-fy^ ds- |ds 2 2.35-Mu ct.-f^-b = 0.063-in^ c " y Use t = lOin With 2" Clear Typ. w/ #5 @ 12" o.c Ea. Way Top & Bottom Double Curtain of Steel © Patrell — Engineering Group, Inc. 751 Sunny Grove Ln. Giendora, CA 91741 PH; (626) 335-4362 FAX; (626) 963-4812 Project: LB^QIPINP CmisBAo, c^ Engineer; D. fc^fel I Date: _ Sheet 3\ of 1^3 g)^o<:^ VJAL-L- OF \]PT^^(J\\^^OY\' W5O\LLOAO (J/\) Bi^AosD He(6Hr ^ 9'~0" Plhi PfNNE^b Cof^JomoJ £FP- 5 5 pef AT Pe^T Xr^C<^"eAA6NiT - 2JC?H ^(oH 51 ft 5 1^ A L \J M - 54-4 5 '\b = . 155 °" Description: Beam Unit: ft, Ib, Ib-ft Diagrams of Span(s): All of L3X3X1/4 under DL Only 3^ 135 •0.00 k 1 -2227.50 9.00 -2227. ^227.'. 2 -T Shear diagram: (Unit: Ib) !.50 -1222 Moment diagram: (Unit: Ib-ft) -0.00 Deflection diagram: (Unit: 1/100 in) -196.84 ^ Patrell — Engineering Group, Inc. 751 Sunny Grove Ln. Giendora, CA 91741 PH; (626) 335-4362 FAX; (626) 963-4812 Project: Chmmq CA Engineer:. Date: ^/ZQ|g> Sheet ?M of /35 Front Wail Baffle Beam Depth := 6.5ft W-l := 3.62ft-Ib Ib 150 — 20 2 J2. ft ft + (6.5ft) 150 jib ft^ = 1590- (1 ft. strip) ft Span := 9.33ft Casel: Without Air Pressure 2 1.6-(Wi)(Span)' 10 = 22151 ft-lb OJ CQ UJ O b:=12in d^:=8in cj) := 0.9 t:=10in As:= ,1.17-fy^ ds- Ns 2 2.35-Mu c^-f'c-b ; = 0.673-in^ (4) #6 Bars As = 1.76in'^2 > Ag = 0.673-in Bottom of Beam Case 2: Lateral Force Max. lateral force occurs when air has pushed water to bottom edge of baffle. Worst case = 1 ft. strip at mid area for vertical steel or bottom 1ft horizontal (This Condition Controls Desiqn) Ib"^ 2 (9.33ft) = 8022 ft-lb 1.6- Mu ••= f 576 I ft 10 b := 12in d^ := 8in (j) := 0.9 As:= ,1.17-fy^ 2 2.35-M, ds- /ds - V c^-fc-b J = 0.23-in' #5 (a) 6" o.c. As = 0.62in''2 > Ag = 0.23-in' CASE 1 W in ID 4r CASE 1 u ^ Patrell — Engineering Group, Inc. 751 Sunny Grove Ln. Giendora, CA 91741 PH; (626) 335-4362 FAX; (626) 963-4812 Project: U<5tQLAl\SD Cmism^ CA Engineer:. Date: ^/ 20i3 Sheet Vl of Case 3: Air Pressure on Roof With DL : Upward Bending on Beam Air Pressure - DL lb lb u := 426 —-(2.79ft) -6.5ft-10in-150— = 376 ft 1.6-(u)(Span) ^ 5,3,^^,^^ ^ 10 b:=12in d., := 24in cj) := 0.9 ft^ lb ft As:= fc-b ,1.17-fy^ d3-,ds^-^""" V = 0.049-in J ct.-f'c-b (2) #6 Bars in Top & Bottom of Deep Beam Section As = 0.88in'^2 > Ag = 0.049-in' Use t = lOin With 2" Clear Typ. Ea Face w/ #5 @, 12" o.c EA. Way Front and Back Double Curtain of Steel (4) #6 @ Bottom As Bond Beam ^ Patrell — Engineering Group, Inc. 751 Sunny Grove Ln. PH; (626) 335-4362 Giendora, CA 91741 FAX; (626) 963-4812 Project: CAmmAD. CA Engineer:. Date: Sheet 3& of /S5 Desiqn End Walls (Bulkheads & End Chamber) a.) Check Shear from Front Wall Span Rl -Wi = 74191b f^l lb V := • = 10.3--^ (0.9-10in-80in) j^2 (See Front Wall Baffle Beam Pg. 3^^' ) '^allow:= 2(.85)-V3000 = 93 psi b.) Design w/ Air Pressure - Assume all Uplift to be Taken by Front and Back Walls Spanmaxdirection •= Vertical 1.6-(Pressureajr)(Spanr^axdi rectionj 10 Pressureoir := 576 air ft = 7465 ft-lb b := 12in dg := 7in cj) := 0.9 As: ^ f.-b ^ ^ ^1.17.fy^ 0.246-in #5 @ 6" o.c. As = 0.62in'^2 > Ag = 0.246-in . 2 c.) Negative Moment Due to Front Wall Lateral Pressure M M,:= 1.6-(Pressureair)-5.58(Spanr^axd irectionj 10 = 41654 ft-lb b := 12in d,. := 64in cj) := 0.9 Ag:= fc-b ^ ,1.17-fy^ 2 2.35-M, ds- dg - V ct^-f'c-b = 0.146-in' #5 6" o.c. As = 0.62in'^2 > Ag = 0.146-in 5.58' > 00 ^ Patrell Engineering Group, Inc. 751 Sunny Grove Ln. PH; (626) 335-4362 Giendora, CA 91741 FAX: (626) 963-4812 Project: L£<£|OIANO Engineer: _ Date: ^j?D\'^ Sheet ?f] of /.^.^ c.) Negative Moment Due to Front Wall Lateral Pressure ,2 M M,:= 1.6-(Pressureajr)5.58(Spanmaxdirection)' 10 41654 ft-lb b ;= 12in dg := 64in cf) := 0.9 Ag:= fc-b ^1.17.fy^ 2 2.35-ML, dq- -= 0.146-in' #5 @ 6" o.c. As = 0.62in'^2 > Ag = 0.146-in . 2 5.58'' 00 d.) Uplift on Bulkhead from Air Pressure iA/eightof 1/2Roof := 3.62ft-1ft-150-9.33ft p^^f ft^ Weight of Bulkhead := 9ft-1ft-5.58ft-150 5066 lb -6.68'- -3.62' TI'IO",' jib ft^ Bulkhead = 75331b IK Weight of Front^all 6.5ft-1ft-150 —-9.33ft Front^all = 90971b ft^ IK Upliftforce := 576-5.58ft-9.33ft = 299871b ft^ Upliftf, orce = 149941b L:= 2.5ft + 6.5ft-f I12J ft = 9.42ft Plaleral 2.79' Tf 3.525' J( Sum Moment About Point A. Upliftforce Summoment '= Roof-(4.60ft) + Bulkhead•(2.79ft) + Front^all-(6 0f*) (^ Of^) = 8940ft-lb uplift '-- 3.625ft Summoment lb —7 ^ = 536 — ^ 3.625ft^ ft 2.79ft V 2 J ^ Patrell — Engineering Group, Inc. 751 Sunny Grove Ln. PH; (626) 335-4362 Giendora, CA 91741 FAX; (626) 963-4812 Project: CAU.^/^AC? CA Engineer: _ Date: ^/2Q/^ Sheet MO of /3/5 Uplifttotal-•= Pup|iff3.625ft= 19421b Uplift+otai 9 Requiredgteel := . = 0.108-in #5 @ 6" o.c. Provided As = 0.62 0.9-20000 jb_ . 2 in Checking Overturning About Point B Due to Lateral Force on Front Wall IK ^lateral := ^76 — -6.5ft-9.33ft = 34932 Ib ft^ Assume 1/2 to Be Taken By Back Wall & 1/2 By Foundation ^lateral 6.5ft OTM RM := pointB lb ^ -f 2.5ft J = 100428 ft lb 150 — •(6.5ft)(.5ft) (lOin) -(9.33ft) ft^ = 102960 ft-lb ^ Ib^ -f (7.25ft)(1 Oin) 150 V ft 7 (3.62ft)(9.33ft) ... + (5.58ft)-(5.83ft) 62.4^ ft^ -(3.62ft) (9.33ft) SumResultantMoment •= OTMpojntB - RM - -2531 ft-lb SumpggLiitantMoment I f := — —— = -iao Ib 2.79ft + 3.625ft Ag:= Tf .9 ^ lb ^ 20000 — . 2 V in ; = -0.022-in^ . 2 Use #5 @ 6" o.c. A = .62 in2 > Ag = -0.022-in OK Patrell Engineering Group, Inc. 751 Sunny Grove Ln. Giendora, CA 91741 PH; (626) 335-4362 FAX; (626) 963-4812 Project: LBOOL^NP rmLC^BA^. CA Engineer: Date: ^/20/7 Sheet Ml of 7.^.5' ^cT\\^\l^ POOL IAJALL GRATING TO BB "GRATE TECHNOLOGIES INC." I" VINYL, U.V. GRATING ui/ NON-SLIP SURFACE AND CHANNEL ANGLE, COLOR TO BE GRAY PROYIDE S/S CHANNEL AT CORNERS FOR SUPPORT AT CHANGE IN DIRECTION. EXPANSION JOINT- DECK REINFORCEMENT- SL yy I FT -.1 NON-SLIP GUTTER TILE • SlUimiNG POOL NOSING TILE 2" x I" -T UJATER LINE TILE -C3; •A CONT. ^ -FINISH 01/ (2) COATS OF ^ Gf^r THOROSEAL b ^•4 ® 12" O.C. EM POOL FLOOR REINF. ^ Patrell —=- Engineering Group, Inc. 751 Sunny Grove Ln. Giendora, CA 91741 PH; (626) 335-4362 FAX; (626) 963-4812 Project: CmL<.mv. CA Engineer: _ Date: Sheet m of /?.^ CTWJIT 4 LL tS-FP- iD5 p^-f CAN! NIOT POTAT£ /\A/\y HeitHT- - 1.5' \f\v.^ . OS 'L /.OO'^ = (D (0>^ • OOlS ~- . 0015 ^3"Y 11""^ ' .054°' ^ Patrell — Engineering Group, Inc. 751 Sunny Grove Ln. Giendora, CA 91741 PH; (626) 335-4362 FAX; (626) 963-4812 Project: ^^OLA\\lO [/\}f\W^fl^^ EXPANSION) 2Qiq C-AnSBM? CA Engineer: _ ^/7yOi^ Sheet of /A^ Date: BEACH £NTR^ CAIXUIATION: lUATER LEVEL- RIMFLOU- BULLNOSELIP BETOND y 12' 7 —12' — TILE AT ZERO TILE DEPTH ENTRY SLIP RESISTANT SL 12' OF I'xt' NON-SLIP TILE ADDITIONAL AT ZERO DEPTH ENTRY (2) •4 CONT.- if—e'-y •OMIT BULL-NOSE TILE AT 2ER0 DEPTM ENTRT EXPANSION JOINT ® Patrell — Engineering Group, Inc. 751 Sunny Grove Ln. Giendora, CA 91741 PH: (626) 335-4362 FAX; (626) 963-4812 Project: Engineer: Date: 2ofM D. 7.0 I'S Sheet of /35 CST\\}\-X^\ T~^OU EUT'^V; r— ' 4^.5 'It /\A^y H e(6f-lT -~ KKu- \.b ^5=opc/~Y l''5' = . OOlS . 0015 ^3"Y''^"^ ' .054°' ft4(^ Wo^ A^- . 2o°" > .054- - -i f ! ^ Patrell Engineering Group, Inc. 751 Sunny Grove Ln. Giendora, CA 91741 PH; (626) 335-4362 FAX; (626) 963-4812 Project: L£^0U\NI9 Engineer: P. ^S^TU, Date: Sheet M'^ of /.S.^ LAUJSON AQUATICS- 18' X 3fe' DRAIN GRATE < SUMP. VGB. COMPLI^T •FL-SG-l&3fe RATED AT 20aZ) GPM -^b'--K PLAN VIEW -LAWSON "FL-SG-ISSfe SUMP < GRATE VI3S>. COMPLIANT. RATED AT 20SO GPM. •4 BARS « 12' O.C. E.UJ. 2' 0 HYDROSTATIC RELIEF VALVE « MAIN DRAIN, TYP. L PLASTER POOL SHELL* DRAIN SUMP SECTION SUCTION PIPING FER PLAN IS' X 18' MIN. DRAIN ROCK UNDER MAIN DRAIN ^ Patrell — Engineering Group, Inc. 751 Sunny Grove Ln. Giendora, CA 91741 PH; (626) 335-4362 FAX; (626) 963-4812 Project: L^^UW^V Engineer: _ Date: '^[7013 Sheet_Mk_ of 7.3 5' 'TNP\CA^^_ /\/\A>^ pP-Ai^J \U-- y-^^5Sp.f x3-Y5'^ ^ 247.5 It pt ]r'(-^"y/12,000 .oo°\ . 153 'k/.Ooq ^ 1^ an fi A e A^- . 20)^" >.05<^'"' ^ Patrell Engineering Group, Inc. 751 Sunny Grove Ln. Giendora, CA 91741 PH; (626) 335-4362 FAX: (626) 963-4812 Project: Engineer: Date: cmmw^ CA ^^20/3 Sheet m of /35 UiAVE POOL PER PLAN FLEXIBLE RADIUS, GRATING \6P3.1 FORM JOINT AS 5HOUJN TO RECIEVE GRATING •4 « 12' O.C. E.UJ. POOL FLOOR REINF. DASHED LINE INDICATES LIMIT OF 'THOROSEAL' COATING ENTIRE SUra=ACE OF GUTTER O ^ » IJ tf) Ui p, m O 0^ Q-QRV UJ (2) IO' DIA. GUTTER OUTLETS PER PLAN •4 « 12' oc EM TYP. ^ Patrell —r- Engineering Group, Inc. 751 Sunny Grove Ln. Giendora, CA 91741 PH; (626) 335-4362 FAX; (626) 963-4812 Project: \[<)m:tfA^\^' hJfANs^m 2m-\ Engineer: _ Date: fm^mx). CA ^|20|-^ Sheet of /^^ VJwB f^L^'- BEACH EA^TR 4 £ F P - 55 rtt-T C/^NI NIOT poiATE. T'- Co " d^,-- 3" /Z" /a'Y^-Y //2,0a:) = .oo^ f\u.-- . ^3^1 'k/- 00^ ^ /05" = , OOZ e IT'oc A^- .-20°" >.072"" 5B t--^"d- = 3" ffi Patrell Engineering Group, Inc. 751 Sunny Grove Ln. Giendora, CA 91741 PH: (626) 335-4362 FAX; (626) 963-4812 Project: LejQLAMD VvlA-n&F PAfiK EXPANSION 2oiU Engineer: _ Date: "^jloi ^ Sheet Ml of _M£^ SEISMIC LOADS ON EQUIPMENT PER CBC 2010 - ASCE 7-05 1. Seismic Use Group =11 1 := 1.0 Site Class = D 2. Spectral Response Coefficients Per Site Specific Soils Report Sg:= 1.245 Fg := 1.0002 S^ := 0.471 F^:= 1.529 SpS 3 '^a-Ss Spi •= 3 "^V^l Table 11.4-1 Site Class D Per Site Specific Soils Report Table 11.4-2 Site Class D 0.83 g SDI = 0.48 g Equipnnent Anchorage - ASCE 7-05 Structural Response Coefficients SDS - 0-83 g SDI = 0.48 g Seismic Use Group = II lp:=1.0 1. Boiler/Furnace: Rp := 2.5 Bp-.= 1.0 TABLE 13.6-1 2. Pump Rp := 2.5 Bp-.= 1.0 TABLE 13.6-1 3. Pressure Vessel/Filter Rp := 2.5 ap := 2.5 TABLE 13.6-1 ^ Patrell — Engineering Group, Inc. 751 Sunny Grove Ln. PH; (626) 335-4362 Giendora, CA 91741 FAX; (626) 963-4812 Project: iEeOLf^NO CAHSBAO^ CA Engineer: _ Date: ^/2QI3 Sheet 60 of /35 0.4-ap-SDsWp 1&2. Fp:= -1 +2--Fp = 0.133 Wp 3. .^^l^E^DS^.f,,^.^^ P • R •p Fp = 0.332 Wp Fpmin ••= 0-3 SDs lp Wp Fp^-.n = 0.249 Wp Seismic Design Category D ffi Patrell — Engineering Group, Inc. 751 Sunny Grove Ln. Giendora, CA 91741 PH; (626) 335-4362 FAX; (626) 963-4812 Project: Lj&E^OLAfNiD Engineer: Date: Cmsmo^ CA ^j20\5 _Sheet SI of J3S HEATER AZ-XHOWST: HEATERS INSTALLED OUTSIDE PER PLAN] SHEET SP4.1 ALL PIPE SHALL BE LINE6IZE 6CHS0 PvC - PAINT PIPE PER GENERAL MOTES TO PROTECT IT PROM SUNLIGHT fTYP.; MrtHoc _htr_loop_> _rrm _^zt HOU&E<EEPING PAD SIZED PER PLAN VI EUJ AND AS SHOLUN ON DETAIL/^ 52j Lochinvar "Copper-Pin2" Heater; ^ Contmewiot 60$ Heoler Dimensions & $pe<ili«itions Model Blo/tir B«u/hr Vent Air Cos Shipping Number Input Ootpu) A B ( D I F C H J K L M N 0 P Size Inlet Conn Weighl (PI601 500,000 445,000 31-1/r 45-l/T 2M/4" 26-1/r 24" 26" 2f 23" r r 28" 3r 8r 6' 4-3/4" 6" 6" 1-1/4" 480 (fW5l 650,000 y8,500 3M/r 56-3/4" 2M/4" 26-1/r 24" 26" 2?" 23r 8-1/?' E-l/4" 38" 3?' 8" e- 4-3/4" cr r 1-1/4" 550 mS\ 750,000 667,500 3i-i/r 64" 22-1/4-26-i/r 24" 26" 2?" 23" 8-1/r 8-1/4" 38" 3ff' 8" f 4-3/4" 8" r 1-1/4" 605 (PH0?9I W0,000 881,100 36' 48-1/f 331/r 40" 31" 2jr 3(" 2r r 9-1/4" 4r 4r 9-1/4" 2-3/f 14-1/7' 10" Iff' 7' 930 CPH126I 1,260,0)0 1,121,400 36" 58-1/r J3t/r V SI-IT 3(" IT 9" 10-1/4" 4r 48" 9-1/4" 2-3/4" 14-1/7' ir ir 7' 995 (fKH4l l,«O,00(l 1,281,600 W 68-3/4" 33 W V SI" If 3(" r 10-1/4" 4r 4y 9-1/4" 2-3/4" 14-l/r ir ir r 1,130 (PNlSOr 1,800,000 1,602,000 3*-82-1/4" 33-l/r «• 31" IT 3«" r IC" ii-i/r 4r 48' 9-1/4" 2-y4" 14-l/r 14" ir 7' 1.285 CPN207I' ?,070,000 1,842,300 36" m/T 331/r 40" 3|-IT 31" 2r lOf m/T 4r w 91/4" 2-3/4" 14-l/r 14" ir 7' 1,400 tlotn Cliange 'N'lo 'L' fer W gas models. H«/<rrtwwj<?c:fto»).T/orm«/e'A\ ^CT SOU "JO "'<•-' "XPTo>:II-l2"cenlers. Ko Jer^utiun on LP rtmich Wat^r cot\n*!ctiomfor m<fchls fCi^ 009} 2l>''l')ar • / 3 •' ,\7"r »i (6- / W "ci)tt,- n Perfnrmance dale i-i hinedon manufaclurer te.vf rau//.v. *Cupro Nickel Hear Exchanger ix srmdard on tltesv majcl&. Standard Features • Up to 89% Thermal Eniciercy • DigM Operator Interface • l,css Thmi 30 ppm NOx Rating • ASME Gasketiess Copper-Finned Tube I leal Exchanger (CP501 -1441) • ASMIC Oa.sketlcs.s Cupro Nickel l-iniie<.i TUIK- Heul Excluuiger (CPI 801-2071) • Pumped 13)'pass • l.och-lleat™ Ceramic Tile Sealed Combuslion Cliamlx;r • ConilHislioii Air Filter • Field Convertible Air Inlet Connection • Prograittmablc Dual Temperature Setpoints • Temperalure Gauges • I lot Surface Ignition Systan • Stainless Steel Bumers • Redundant Gas Valves • ASME IfiO p.si Working Pressure • I lO-F Safet\' Limit • 24V Controls • Air l^ssure Switch • Water Pressure Switch • 150 psi ASME Temperalure and l^essurc Relief Valve • Programmable Temperature Setpoints • Slide-Out Control Panel with Plug-In Componen Ls • 5-Year Limited Warranty on Heat 1 exchanger (See warrant)' for details) Optional Equipment • Alann Hell • Cupro Nickel He;ii ENchangcr (CP.5()I-I441) • Flovv Switch • Runp I>;lay • Mffluud Re.set High Limit • Mulli-Sliick Frame (Horizontal Bypass Only) • Piunp I'lu^e \v/ Maintenance Timer • Vertical Mounted l^inii'xxl Bypass Available Firing Systenis r9 Electronic Conlrol wilh 1 lot-Surface Ignition (Stiuidard) F13 Facton Mutual (FM)'* ri4 IndiKlrial Risk Inswers (IRI)* 1-7 Califomia Codc * Indooi only Venting Options • Aire-I.ock Direct Vent Sealai Combustion • Conventional • Direct/Xire" Vertical • OireclAirc Vertical w/ Sidewall Inlet • Outdoor • Powered DuectAirc 1 lori/ontul • Powered Sidewall •.Sidewall (CP5() 1-751) FOR EASE IN OROEMNO BY MODEL NUMBER Thb heater is 500,000 Btu/hr nolurol gns Copp«r-Fin^ pool hsoier. ll hos F9 liting controls ® -StLodiinvar* G Locllim ar Corporation • 300 Maddo.\ Simpson Pkwy • Lebanon. TN 37091) • M5-880-8900 / Fa.\: 615-547-11)00 vww.Lcx;hinvar.com Iwj CPN-08 NODSL 6SLSCTSD: **CPM2011 2010,000 BTU'^ (2 RS^ID; ^ Patrell — Engineering Group, Inc. 751 Sunny Grove Ln. Giendora, CA 91741 PH: (626) 335-4362 FAX: (626) 963-4812 Project: LE6O IMV Q\nS>fhAD_ CA Engineer: _ Date: ^I7-Ql6> Street 63 of /35 I I Heater Anchorage with Runners Calculations: Lociiivar Fin-ll CPN2071 Weight := 14001b Operating Weight Width := 92.Sin Width of Heater 36in X E := 0.249 Center of Gravity Seismic Multiplier Length := 33.Sin Length of Heater V:= Weight-E = 3491b M := V x = 523ft lb C= T:= M = 681b Width Secure with Hilti KB-TZ: 1/2" ^ x 3-1/4" Mininimum Embedment ESR-1917 Worst Case = Middle Runner takes 50% of Tension Load T ^ 2-1Bolt V.:= V 2-2Bolt = 341b = 871b Use 1/2" (]) X 3-1/4" Min Embed. Hilti KB-TZ (ESR-1917) Special Inspection Required www.hiltl.us Profis Anchor 2.4.2 Company: Specifier: Address: Phone 1 Fax: E-Mail: Patrell Engineering KAF 751 Sunny Grove Ln. Giendora, Ca 91741 626-335-4362) 626-963-4683 kirsty@patrell.com Page: Project: Sub-Project 1 Pos. No.: Date: 1 Legoland 9/3/2013 135 Specifier's comments: Pool Heater Anchorage 1 Input data Anchor type and diameter; Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Profile: Base material: Reinforcement: Seismic loads (cat. G, D, E, or F) Geometry [in.] & Loading [Ib, ft.lb] 96i Kwil< Bolt TZ - SS 304 1/2 (3 1/4) he, = 3.250 in., hnor,, = 3.625 in. AIS) 304 ESR-1917 5/1/2013 I 5/1/2015 design method ACI 318 / AC193 - (Recommended plate thickness: not calculated) no profile uncracked concrete, 3000, f^' = 3000 psi: h = 24.000 in. tension: condition B, shear: condition B: no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar no 1 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 www.hiltl.us Profis Anchor 2.4.2 Company: Patrell Engineering Page: 2 Specifier: KAF Project: Legoland Address: 751 Sunny Grove Ln. Giendora, Ca 91741 Sub-Project 1 Pos. No.: 56\ Phone 1 Fax: 626-335-4362 | 626-963-4683 Date: 9/3/2013 56\ E-Mail: kirsty@patrell.com 56\ 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [Ib] Tension force: (-i-Tension, -Compression) Anchor Tension force Shear force 1 34 87 max. concrete compressive strain: - [%«] max. concrete compressive stress: - [psi] resulting tension force in (x/y)=(0.000/0.000): 0 [lb] resulting compression force in (x/y)={0.000/0.000): 0 [lb] Shear force x Shear force y 87 3 Tension load Load N„, [Ib] Steel Strength* 34 8665 Pullout Strength* 34 4101 Concrete Breakout Strength** 34 5006 * anchor having the highest loading '"anchor group (anchors in tension) Capacity ^IN„ [Ib] Utilization = NJ^„ Status OK OK OK 3.1 Steel Strength Nsa = ESR value (j) Nsteel 2 Variables n 1 Calculations Nsa lib] 11554 Results Nsa [lb] 11554 refer to ICC-ES ESR-1917 ACI 318-08 Eq. (D-1) Ase.Nlin.1 futa [psi] 0.10 115000 l|)sleel . Nsa [lb] 0.750 8665 N„a [lb] 34 3.2 Pullout Strength <l>Np„,t£N,a Variables fc [psi] '2500 3000 Calculations ^2500 1.095 Results N„n.r. [lb] refer to ICC-ES ESR-1917 ACI 318-08 Eq. (D-1) Np.25oo [lb] 5760 4* CO ncrete <^N,,,[lbl Nua [lb] 6310 0.650 4101 34 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 www.hiltl.us Profis Anchor 2.4.2 Company: Patrell Engineering Page: 3 Specifier: KAF Project: Legoland . Address; 751 Sunny Grove Ln. Giendora, Ca 91741 Sub-Project 1 Pos. No.: Tin Phone 1 Fax: 626-335-4362 | 626-963-4683 Date: 9/3/2013 E-Mail: kirsty@patrell.com 1 3.3 Concrete Breakout Strength lj) Nob ^ Nua ANC seeACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b) Atjco - 9 hll Vec.N tfsd.N Vcp.N NH :MAX(^,^^')£1.0 Variables hef [in.] 3.250 Cac [in ] ect.N [in.] 0.000 kc ACI 318-08 Eq. (D-4) ACI 318-08 Eq. (D-1) ACl 318-08 Eq {D-6) ACl 318-08 Eq (D-9) ACI 318-08 Eq. (D-11) ACl 318-08 Eq. (D-13) ACI 318-08 Eq. (D-7) ec2,N [in.] Ca,r»n [in ] Vc.N 0.000 6.000 fc [psi] 1.000 6.000 24 1 3000 Calculations ANC [in.^] ANCO [in." tiled ,N M/ec2.N tfed.N Vcp.N Nb [lb] 95.06 Results Nct= [lb] 7702 95.06 0.650 1.000 (»N,i,[lb] 5006 1.000 Nua [lb] 34 1.000 1,000 7702 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor { c) 2005-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hllti.us Profis Anchor 2.4.2 Company: Patrell Engineering Page: 4 Specifier: KAF Project: Legoland Address: 751 Sunny Grove Ln. Giendora, Ca 91741 Sub-Project 1 Pos No.: Phone 1 Fax: 626-335-4362 | 626-963-4683 Date: 9/3/2013 O // E-Mail: kirsty@patrell.com 1 4 Shear load Load V„a [Ib] Capacity i||V„ [Ib] Utilization = V„a/4.V„ Status steel Strength* 87 4472 2 OK Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength** 87 10783 1 OK Concrete edge failure in direction y+" 87 8030 2 OK * anchor having the highest loading "anchor group (relevant anchors) 4.1 Steel Strength Vsa = ESR value refer to ICC-ES ESR-1917 l|> Vsieel ^ Vua ACI 318-08 Eq. (D-2) Variables n Asa.v [in.^1 futa [psi] 1 0.10 115000 135 Calculations Vsa [lb] 6880 Results Vsa [lb] l|.Vsa [lb] Vua [lb] 6880 0.650 4472 4.2 Pryout Strength Vcp = kcp [(^^) Ved.N Vc.N Vcp.N Nbj i> Vcp a Vua ANO see ACl 318-08, Part D.5.2.1, Fig. RD.5.2.1(b) ANCO ~ 9 hef 87 V|/ec,N - Ved.N Vcp.N Nb {"kT° •°'*°'(fg,)"° /Ca,min 15hef\ ^ ACl 318-08 Eq. (D-30) ACI 318-08 Eq. (D-2) ACI 318-08 Eq. (D-6) ACI 318-08 Eq (D-9) :MAX .0 Variables kcr in. eci.N [in] ACI 318-08 Eq. (D-11) ACl 318-08 Eq. (D-13) ACl 318-08 Eq. (D-7) ec2,N in.] Ca,,rtn [in ] 3.250 0.000 0.000 6.000 >|/c,N Cac [in.] fc [psi] 1.000 6.000 24 3000 Calculations ANC [in.^] ANCO [in-l V|/ec1,N M'ec2,N Ved.N Vcp.N Nb [lb] 95.06 Results Vogjlb] 15404 95.06 <t> concrete 0.700 1.000 ^.Vopllb] 10783 1.000 Vua [lb] 87 1.000 1.000 7702 Input data and results must be checked for agreement with the existing ccnditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademarls of Hilti AG, Schaan www.hiltl.us Profis Anchor 2.4.2 Company: Specifier: Address: Phone 1 Fax: E-Mail: Patrell Engineering KAF 751 Sunny Grove Ln. Giendora, Ca 91741 626-335-4362 | 626-963-4683 kirsty@patrell.com Page: 5 Project: Legoland Sub-Project 1 Pos. No.: Date: 9/3/2013 Ii5 4.3 Concrete edge failure in direction y+ Vcb - (A^) *I'='''^ VC.V Vh.V Vparallel.V Vb ttlVebSVua Avo seeACI 318-08, Part D.6.2.1, Fig. RD.6.2.1(b) Avco - 4-5 Vec.V Ved.V V|/h.V Vb <. 1.0 . - /l.5Cai S 1.0 •a 1.0 (7(if Vd;)xV4ci^ Variables Cai [in.] Ca2 [in.] BQV [in.] 12.000 6.000 0.000 ACl 318-08 Eq. (D-21) ACI 318-08 Eq. (D-2) ACI 318-08 Eq. (D-23) ACI 318-08 Eq. (D-26) ACl 318-08 Eq. (D-28) ACl 318-08 Eq. (D-29) ACI 318-08 Eq. (D-24) >|/c,V ha [in.] 1.400 24.000 I, [in.] da [in.] fc [psi] VpaiallBl.V 3.250 0.500 3000 1.000 Calculations Avc[in.'l Avco [in.^1 M<ec.V Mled.V \|lb,V Vbllb] 405.00 Results Vob [lb] 11471 648.00 t])concrete 0.700 1.000 ) Vob [Ib] 8030 0.800 Vua [lb] 87 1.000 16387 5 Combined tension and shear loads PN Pv 0.008 Pw = + P^ <= 1 Utilization PN.V [%] Status 0.019 5/3 OK 6 Warnings • 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 O 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. • Refer to the manufacturer's product literature for cleaning and installation instructions. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI318 or the relevant standard! Fastening meets the design criteria! Input data and results must be checked for agreement with tiie 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.hiltl.us Profis Anchor 2.4.2 Company: Patrell Engineering Page: 6 Specifier: KAF Project: Legoland Address: 751 Sunny Grove Ln. Giendora, Ca 91741 Sub-Project 1 Pos. No.: 5^1 Phone 1 Fax: 626-335-4362 | 626-963-4683 Date: 9/3/2013 5^1 1 E-Mail: kirsty@patrell.com 5^1 1 135 7 Installation data Anchor plate, steel: - Anchor type and diameter: Kwik Bolt TZ - SS 304, 1/2 (3 1/4) Profile: - Installation torque: 40.000 ft.lb Hole diameter in the fixture: - Hole diameter in the base material: 0.500 in. Plate thickness (input): - Hole depth in the base material: 4.000 in. Recommended plate thickness: - Minimum thickness of the base material: 8.000 in. Cleaning: Manual cleaning of the drilled hole according to instructions for use is required. Coordinates Anchor in. Anchor x y c*, c.y c+y 1 0.000 0.000 16.500 6.000 45.000 12.000 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 complied with by the user. All figures contained therein are average figures, and therefore use-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 ofthe 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 Hilfi 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. 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! PROFIS Anchor ( c) 2003-2009 Hiltl AG, FL-9494 Schaan Hiltl is a registered Trademaric of Hilti AG, Schaan Patrell Engineering Group, Inc. 751 Sunny Grove Ln. Giendora, CA 91741 PH: (626) 335-4362 FAX: (626) 963-4812 Project; CAtlSBAD CA Engineer:, Date: ^/2QI5 Sheet /^O of_i£5 oyy//////yT///////y////.^\v/.-yy//T/^^ LllsiE&lZE CfOUBLE PVC FLANtSSfe Tq> AULOUJ POR FILTER HEAD REMOVAL PER MAMutACTURER'S REOU I REMENTS - ON INFLUENT AND EFFLUENT SIDE OF FIL'nER fTrPICAL;- "ciia. sdhSO PVC VENT PIPE PERiPIFR'S REOL|IREMENT& ijljlFR'S HOU&E<EEPlN(S PAD SIZED PER PLAN VIEW AND AS SHOUJN ON DETAIL/^ JMP, FITTINOiS AND > SYSTEM SHALL BE AS 'UMP PIT DETAIL Meptune Beneon "JS^efender" Pllter 61/ lis FILTERS Defender® Automatic & Semi-Automatic Specifications & Teciinical Data FILTER DIMENSIONS (Imperial Model Number A B (Note 1) C (Note 1) D E In in in in in &P-1848-17S . m.. .. iSiiil mm SP-24-42-327 30 75 90 76.5 27-5 81 »1 ' 8-.-i.i '-88- SP-33^S-732 59.25 104 90.5 31.5 93.5 v :i. 13 97.5 SP49-48-1548 54 75 110 96.5 36 101 5 SP-5548-S076 6175 lift 1015 •105 5i FILTER DIMENSIONS (metric) Model Nunnber A B (Note 1) C (Not©1) D E cm cm cm cm 8P-18-48 rra ^ - e2-^. Pi SP-24-42-327 78.5 229 194 3 70 206 iiSMiia 181153 wsm SP-33-48-732 100 264 2 230 80 237.5 •Mli Kims iiiaia iilii isa SP-4&.48-1548 139 5 279.4 245.1 91.5 258 '15/' ' '256 • •^68 Automatic System Includes: Automatic Filter Controller Semi-Automatic System Includes: Bump Button Box FILTER CAPACITIES & SPECIFICATIONS Model Number Filter Area Maximum NSF Flow Rate Recommended Flow Rate Range (Note 2) Tank Volume Model Number ft' 1 m= 2.0 opm/ ft' 4.89 m'/hr .5-1.4 cpm/ft' 1.22 -3.42 m'/lirW gallons m' 12.73 . . €2.3 -69--J9? -•SB- • • 'lb.' SP-24-42-327 223 20.72 446 101.32 112-312 25.28-70.86 128 .484 i'sK^/TtSiUs)*;?-»3«1 . 762 . . s;'-mo8. •'• .131V 533. .43.43-121:75 \ • : 1£D 602 SP-33-48-r32 572 53.14 1144 259.85 286- 801 64.83- 181.73 250 .946 f T5.44.. • 1B24, • aco 1I--• .32.04-^358 00.' . • 111. IfjbS' SP-49-48-154S 1211 112,50 2422 550.13 606- 1695 137,25 - 384.75 615 2.328 ;'l5b'9'f 3250 • IV •^ '•.•..8U- 2373 . .^Ji4S48-51P3? ft41 FILTER CONNECTION SIZES & SPECIFICATIONS Model Number Tank Conn. Inches (Note 3) Tank Conn, mm (Note 3) Drain Conn. Inches (Note 5) Drain Conn, mm (Note 5) Tank Footprint Periite (Note 4) Upper Head Weight Head & Tubes Weight Tank Ship Weight •p erati ng Weight Model Number imperial DN imperial DN nf Ib lb Ib lb ••fl Ib iSP-8-48-176.: - •.V3 60 vMm. ill mk. SP-24-42-327 4 100 3 80 24 2.23 18 8.16 310 141 584 265 1450 658 2515 1141 tP27-4448'-•viso wmm 80' 27 25 660 f6S0 748" 2970 SP-33-48-732 8 200 3 80 33 3.06 45 20 41 475 216 790 358 1800 817 3880 1760 S 4 IOD 4^' S4 :;«« 1066' iWa* SP-i9-48-1548 10 250 4 100 58 54 96 43 54 1085 492 1920 871 3320 1506 8437 3827 *SP-5M8-5076. 12 4.l3iB01l; 4 «ioOi;; W$:fel '230^ W043T ,sl86K ^111847 492a, Note 1: "B" dimension is Installed height, "C" dimension indicates overall tneight with tank legs in the shipping position. Note 2: Recommended flow rate range is suggested to optimize filtration perfoimance Note 3 Tank connection sees based on velocity not to exceed 10 fps or 3 048 mps Note 4: Ttie required periite media volume is based on a 1/8" (.3175 cm) cake wtiicti is the recommended ttiickness for optinum performance. This procedure will maximize filtration without adversely affecting the design pressure drop ttirough ttie lilter. Note 5; SP-18 features a side drain Centertine location is 10" (25cm| off of the floor. Note 6 SP-18 does not have collapsible legs - see website for illustration R 10/26/11 Neptune-Benson" & Jefferson Drive, Coventry, Rl 02816 • (800) 832-&002 P+1 (401} 821-2200 • F+1 (401) 821-7129 • www.neptunebenson.com ^ Patrell — Engineering Group, Inc. 751 Sunny Grove Ln. Giendora, CA 91741 PH; (626) 335-4362 FAX; (626) 963-4812 Project; Engineer: JO^^J^mk Date; ^|lO\^ Sheet (pP of FILTER ANCHORAGE: SEISMiC OVERTURNiNG Calculate Seismic Moment and Force - CBC 2010 SDS •= 0-83 Neptune Benson Defender SP-55-48-2076 Weight := 108471b V := 0.332Weiglit d := = 46 in 2 (A-dim.) X := 28in (B-dim.) Mseismic •= V d V = 36011b (From Base To C.G.) (Dist. Between Bolts) Mseismic =''64755-lb.in M resisting •= 0.9-Weight -M resisting = 136672. lb-in BETVmi BOLTS Secure with Hilti KB-TZ: (4) 1/2" cj) x 3-1/4" Minimum Embedment (ESR 1917) Worst Cast is (1) Bolt in Tension on Orthagonal (Mseismic-Mresisting) Q-2 Sps Weight TK^^r^^«l+ •= ^ 1 = 1400 10 'perbolt- x•^Bo\{ 4 Bolts V perbolt 4gQH5 _ See Pages for KB-TZ Capacity Analysis Use (4) 1/2" <\> X 3-1/4" Min. Embed. Hilti KB-TZ (ESR 1917) Special Inspection Required Spaced as Shown in Detail www.hiltl.us Company: Specifier: Address: Phone 1 Fax: E-Mail: Patrell Engineering KAF 751 Sunny Grove Ln, Giendora, Ca 91741 626-335-4362 | 626-963-4683 Page: Project: Sub-Project 1 Pos, Date: No,: Profls Anchor 2.4.2 1 Legoland 9/3/2013 Specifier's comments: Filter Anchorage 1 Input data Anchor type and diameter: Effective embedment depth: I\/laterial: Evaluation Ser^^ice Report: Issued 1 Valid: Proof Stand-off Installation: Profile: Base material: Reinforcement: Seismic loads (cat, C, D, E, or F) Geometry [in.] & Loading [Ib, ft.lb] Kwik Bolt TZ - SS 304 1/2 (3 1/4) hef= 3.250 in,, h„„m = 3,625 in, AISI 304 ESR-1917 5/1/2013 I 5/1/2015 design method AC 1 318 / AC 193 - (Recommended plate thickness: not calculated) no profile uncracked concrete, 3000, = 3000 psi; h = 24,000 in, tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No, 4 bar Input data and results must be checked for agreement with the existing conditions and for plausibilityl PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark ot Hilti AG, Schaan ai/ I; 11 J \J35 www.hiltl.us Profis Anchor 2.4.2 Company: Specifier: Address: Phone I Fax: E-Mail: Patrell Engineering KAF 751 Sunny Grove Ln. Giendora, Ca 91741 626-335-4362 j 626-963-4683 Page: 2 Project: Legoland Sub-Project 1 Pos. No.: Date: 9/3/2013 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [Ib] Tension force: (+Tension, -Compression) Anchor Tension force Shear force 1 1453 max. concrete compressive strain 900 Shear force x Shear force y - - [%•] max. concrete compressive stress: - [psi] resulting tension force in (x/y)=(0,000/0.000): 0 [lb] resulting compression force in (x/y)={0.000/0.000): 0 [lb] 900 3 Tension load Load N„a [Ib] Capacity ^Nn [lb] Utilization = Nua/^iNn Status Steel Strength* Pullout Strength* Concrete Breakout Strength** * anchor having the highest loading 1453 8665 1453 4101 1453 5006 *anchor group (anchors in tension) 17 36 30 OK OK OK 3.1 Steel Strength = ESR value i) Nsleel ^ N„a Variables refer to ICC-ES ESR-1917 ACl 318-08 Eq. (D-1) Ase,N [in.i U [psi] 1 Calculations Nsa [lb] 11554 Results Nsa [lb] 0.10 115000 11554 0,750 i, Nsa [lb] 8665 N„a[lbj 1453 3.2 Pullout Strength Npn,r, = Np,2500 * Npn.f. S N,a Variables 4[psi] 2500 3000 Calculations ^2500 1.095 Results refer to ICC-ES ESR-1917 ACl 318-08 Eq. (D-1) Np,2500 [lb] 5760 c^N„,,[lb] Nua [lb] 6310 0.650 4101 1453 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hiiti AG, FL-9494 Schaan Hilti is a registered Trademaric of Hilti AG, Schaan www.hiltl.us Profis Anchor 2.4.2 Company: Specifier: Address: Phone I Fax: E-Mail: Patrell Engineenng KAF 751 Sunny Grove Ln. Giendora, Ca 91741 626-335-4362 j 626-963-4683 Page: 3 Project: Legoland Sut)-Project 1 Pos No.: Date: 9/3/2013 3.3 Concrete Breakout Strength Neb = (AJT^) ^"''•'^ ''^"•^ ^'''•^ ^ Neb S Nua ANC see ACl 318-08, Part D.5.2.1, Fig, RD.5.2,1(b) Vec.N Ved.N Vcp.N MAX(^,1^') £ 1.0 £ 1.0 Kx^, Ki^ Variables hel [in,] 3.250 Oae [in.] 6.000 eci.N [in.] 0.000 ke 24 ee2,N [in ] ACI 318 08 Eq. (D-4) ACI 318 08 Eq, (D-1) ACI 318 08 Eq. (D-6) ACl 318 08 Eq. (D-9) ACl 318 -08 Eq. (D 11) ACl 318 -08 Eq. (D 13) ACI 318 -08 Eq. (D 7) 0,000 X Ca.min [ih-l 12.000 fe [psi] 1.000 1 3000 Calculations ANe [in.^] 95.06 Results Neb [lb] ANCO [in, 1 Veel.N M'ed.N >|/cp,N Nb [lb] 7702 95.06 0.650 1.000 . Neb [lb] 5006 1.000 Nua [Ib] 1453 1.000 1.000 7702 Input data and results must be ctiecked for agreement wltti the existing conditions and for plausibilityl PROFIS Anchor ( c ) 2003-2009 Hllti AG. FL-9494 Schaan Hilti is a registered Trademari< of Hilti AG. Schaan www.hiltl.us Company: Specifier: Address: Phone I Fax: E-Mail: Patrell Engineenng KAF 751 Sunny Grove Ln. Giendora, Ca 91741 626-335-4362 I 626-963-4683 IPCO/ 135 Profis Anchor 2.4.2 Page: 4 Project: Legoland Sub-Project 1 Pos. No.: Date: 9/3/2013 4 Shear load Load V„a [Ib] Capacity ,|,Vn [Ib] Utilization py = VuJ^Vn Status Steel Strength* Steel failure (with lever arm)* Pryout Strength** Concrete edge failure in direction y+* 900 N/A 900 900 4472 N/A 10783 12044 * anchor having the highest loading '"anchor group (relevant anchors) 4.1 steel Strength Vsa = ESR value (jl Vsteel ^ Vga Variables n refer to ICC-ES ESR-1917 ACl 318-08 Eq. (D-2) Ase.v [in.' fuia [psi] 1 Calculations Vsa [lb] 6880 Results Vsa [lb] 0.10 115000 6880 (ttsleel 0.650 li)Vsa[lb] 4472 Vua [lb] 900 21 N/A 9 OK N/A OK OK 4.2 Pryout Strength Vcp = kcp Ved.N Vfc.N Vcp.N Nbj (|) Vcp a Vua ANC seeACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b) ANCO - 9 bel Vep,N = MAx(^,^')£1.0 VCee.N M/ed.N Nh Variables l^cc he, [in.] eei.N [in.] 3.250 0,000 ACI 318-08 Eq. (D 30) ACI 318-08 Eq. (D 2) ACl 318-08 Eq. (D 6) ACl 318-08 Eq. (D 9) ACl 318-08 Eq. (D 11) ACI 318-08 Eq, (D 13) ACI 318-08 Eq. (D 7) ec2.N [in ] Ca.min [ih ] 0,000 12.000 1.000 Cae [in ] 6.000 ke 24 fe [psi] 3000 Calculations ANC [in.'] 95.06 Results Vcp [lb] ANCO [In.': M'eef.N >|'ec2.N V|/cp,N Nb[lb] 15404 95.06 (t>concrete 0.700 1.000 ) Vep [Ib] 10783 1.000 Vua [Ib] 900 1.000 1.000 7702 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 Trademarit of Hilti AG, Schaan www.hiltl.us Profls Anchor 2.4.2 Company: Specifier: Address: Phone 1 Fax: E-Mail: Patrell Engineenng KAF 751 Sunny Grove Ln. Giendora, Ca 91741 626-335-4362 | 626-963-4683 Page: 5 Project: Legoland Sub-Project I Pos. No : Date: 9/3/2013 4.3 Concrete edge failure in direction y+ Vcb = (A^) ^"'•^ ^''^ l"' '^ Vparallel.V Vb (tl Vcb 2 Vua Ave seeACI 318-08, Part D.6.2.1, Fig. RD.6.2.1(b) Aveo =4,5cii V|/ec,V Ved.V ¥h,V Vb = (,.k).,o = 0.7-i-0.3 _ ../l.5Cai (l 5Ca,) £ 1.0 a 1.0 = (7(^f V5).V4c:f Variables Cat [in.] Ca2 [in.] ecv [In ] 12.000 12.000 0.000 ACl 318-08 Eq. (D-21) ACl 318-08 Eq. (D-2) ACI 318-08 Eq. (D-23) ACI 318-08 Eq. (D-26) ACI 318-08 Eq. (D-28) ACl 318-08 Eq. (D-29) ACI 318-08 Eq (D-24) Vcv ha [in.] 1.400 24.000 le [In.] da [in.] 4 [psi] M/parallel.V 3.250 0.500 3000 1.000 Calculations Ave [in.'] Aveo [in.i vyec.V Ifed.V Vb 540.00 Results Veb [lb] 17206 648.00 (j)co ncrete 0.700 1.000 ^ Veb [lb] 12044 0.900 Vua [lb] 900 1.000 16387 5 Combined tension and shear loads J3N (3\^ Utilization PN.V [%] Status 0.354 PNV = PN + <= 1 0.201 5/3 25 OK 6 Warnings • 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 O 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. • Refer to the manufacturer's product literature for cleaning and installation instructions. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI318 or the relevant standard! 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 www.hiiti.us Profis Anchor 2.4.2 Company: Patrell Engineenng Page: 6 Specifier: KAF Project: Legoland Address: 751 Sunny Grove Ln. Giendora, Ca 91741 Sub-Project 1 Pos. No.: Phone I Fax: 626-335-43621626-963-4683 Date; 9/3/2013 E-Mail: 7 Installation data Anchor plate, steel: - Anchor type and diameter: Kwik Bolt TZ - SS 304, 1/2 (3 1/4) Profile: - Installation torque: 40.000 ft.lb Hole diameter in the fixture: - Hole diameter in the base material: 0.500 in. Plate thickness (input): - Hole depth in the base material: 4.000 in. Recommended plate thickness: - Minimum thickness ofthe base material: 8.000 in. Cleaning: Manual cleaning ofthe drilled hole according to instructions for use is required. Coordinates Anchor in. Anchor x y c. c*. c.„ c+„ 1 0.000 0.000 28.000 12.000 28.000 12.000 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 complied with by the user. All figures contained therein are average figures, and therefore use-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 ttie regular backup of programs and data and, if applicable, carry out the updates of tfie 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. 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 checlted for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademaric of Hilti AG, Schaan ® Patrell — Engineering Group, Inc. 751 Sunny Grove Ln. Giendora, CA 91741 PH: (626) 335-4362 FAX; (626) 963-4812 Project: Engineer: Date: ^/20j3 Sheet_ of Booetsr 6u6tem UV. Sterl U.V. STERILIZER UNITS 6HALL BE PER "E.T.6 SERIES zar 6lz<ss: UV TECHNOLOGY" «&P coin S20-S85-4fc28 PE D CONTACT: li) UJ 01. e 1 & - u V ,,, « I . a. , ^ MODEL SP-213-14, 12" PI LUave Pool Booster System:c^^^gc^|^^g p^^gL Activity Ipool Booster System PLOLU -tA' ADD LINESIZE ISOLATION VALVE .^OTH SIDES OF #TER I L I ZER TO L L O UU FOR """" SERVICE OF UNIT LINESIZE PVC PIPE PER MECHANICAL ROOM PLAN VIEUJ LINESIZE PvC VAN6TONE FLANGES BOTH SIDES OF STERILIZER AND BOTH SIDES OF ISOLATION VALVES - TO LINESIZE rTTP.; CAST-IN-PLACE CONCRETE HOU6E<EEPIN(S PAD AS SHOUJN PER DETAIL/p' VSP4. LINESIZE DOWNSTREAM SCREEN AS SUPPLIED BT THE U.V. STERILIZER MANUFACTURER FASTEN DOIDN U.V. STERILIZER PER MANUFACTURER'S REQUIREMENTS Important lr SEE NOTES ON MECHANICAL ROOM SCHEMATIC SECTIONS FOR CUT SHEET AND MORE INFORMATION SP Ur^lgf^TC^ SPECIFICATIONS Lsrnp rio.'.' I'O.V'r (ror^ij Di^;E^JSl0^i3 a ACCESS irJchL-!; ITI IT, SP-134 1 3kiA Asn 10 lbs. 117260 mrr. 14*7356 mnri 14"7356 mrr. 357C35 mm 16"/407 mm 167407 mm SP-A SP-254 • WHO ItM. 2 5' 147355 fhfr 147356 rnm 157361 mm 29"/737 rr.rr. ?ff/;08 mnr. mm SP-A fep-254S \ . 15/IIOilM, 3" mm |t"/556 mm 14735« mn'i 29"/737 mm 20* 7608 mm 2iy/508 rrim SP-A SP-25-6 f. •20/165 bs 4" 12"'/J05 mrr 19-458 m-ri 177432 mm 397737 m.m 20-7508 rrtri. 2D"/50e nm SP-A SP-25.6 ' . .V .- 3:i.'295 b5 6" 147356 mm J(i"(5C6 mm mn 337333 mm j-i'/eio mm 2476'0 nm. SP - A SP-sa-s A 2W315 65 6" 22"/559 mm 2r/5C8 mm mm •4071013 m.m. 3?7813 mm 3r78"3 mm SP -B SP-50-1C ' t ...35/475ifcS 8" 2Cr/508 mrrt mm 2V/6S5 mm 40-/1016 mm. 3?'/BlS rr,rr. 3?V8'3 nm 5P-8 EP-50-ICfS hA .3O/530IUH ID' ir/45S mm :-r/56B mm 2i7'585 mrn <i071016 mm 3?/a 13 rnm 3?Ye'3 nm SP-E SP-50-12 4 55/725 Ibs IO- 18"/4t.8 mir 2ST/13 mm 23'/6e5 mtl 4071016 m.m 3?/813 mnn 3?VB-3 rnm SP-B SP-75.15 160/765 lbs IO- 3(r/762 mrr 28-/713 nm 2:!.'.'585 mtr 6271321 mm 1171 Wi mrn 4.171118 nm SP - C SP-73.12S Wo' VSOVtSiSlbs W 28"/713 mrr. 2ri7ij mm 25',ie25 mm 6371321 mm 14 71 118 fnm 44-'".118 n.m SP - c SP-273-14 »»t-eio/ioes ' lbs \r 28-/713 mn; 28771?. mm 35'«35 mm 5271321 mm ii-,". 113 mm 447-118 r.m SP - D SP-2T3-14S 670/1185 lbs 14- 267661 mn; 2S"/713 mm 25'yJi35 mnn 5271321 rrtm '471116 'nm 4471118 mm SF-D Ul-.lhRIAL PRESS'JRc UROP PRESSLir<e RATING 1/2 . r NPT 4 i.'4't-;PT ^l^^^^few 'f».^»p « ANSI Flange is stated in ncties only. MQDEU **SP-21S-14 (2^QO gpm maxJ © Patrell — Engineering Group, Inc. 751 Sunny Grove Ln. Glendoro, CA 91741 PH: (626) 335-4362 FAX: (626) 963-4812 Project: IE601ANO CA^VSP>AD^ CA Engineer: _ Date: ^[Z0I3 Sheet 7/ of IS5 UV ANCHORAGE: SEISMIC OVERTURNING Calculate Seismic Moment and Force - CBC 2010 U.V. Sterilizer: SP-273-14 Weight := 6101b SDS •= 0-83 V := 0.332Weight V = 2031b d := 18in = 18-in (From Base To C.G.) X := 12in (Dist. Between Bolts) Mseismic ^-d Mseismic =^3645 lb in M resisting •= 0.9-Weight-Mresisting = 3294.lbin Secure with Hilti KB-TZ: (4) 1/2" cj^x 3-1/4" Minimum Embedment (ESR 1917) Worst Cast is (1) Bolt in Tension on Orthagonal T, perbolt (Mseismic-^resisting) ^ 0-2 SDs Weight x-2Bolt 4 Bolts = 401b ^perbolt V 4Bolts 511b See Pages for KB-TZ Capacity Analysis Use (4) 1/2" (j) x 3-1/4"" Min. Embed. Hilti KB-TZ (ESR 1917) Special Inspection Required Spaced as Shown in Detail www.hilti.us Profis Anchor 2.4.2 Company: Patrell Engineering Group Page: 1 Specifier: KAF Project: Legoland Address: 751 Sunny Grove Lane Sub-Project 1 Pos. No.: Garlsbad CA Ptione 1 Fax: 626-335-4362 | 626-963-4812 Date: 9/20/2013 E-Mail: Kirsty@patrell.com Specifier's comments: SP-273-14 1 Input data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Anchor plate: Profile: Base material: Reinforcement: Seismic loads (cat C, D, E, or F) Geometry [in.] & Loading [Ib, in.lb] Kviik Bolt TZ - SS 304 1/2 (3 1/4) he( = 3.250 in., hn<„^= 3.625 in. AISI 304 ESR-1917 5/1/201315/1/2015 design method ACI 318 / ACI93 Bb = 0.000 in. (no stand-off): t = 0.500 in. I, X ly X t = 2.500 in. X 2.500 in. x 0.500 in.; (Recommended plate thickness: not calculated) no profile cracked concrete, 3000, %' = 3000 psi; h = 9.000 in. tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar no 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 Trademart< of Hilti AG, Schaan www.hiltl.us Company: Specifier: Address: Phone I Fax: E-Mail: Patrell Engineering Group KAF 751 Sunny Grove Lane 626-335-4362 | 626-963-4812 Kirsty@patrell.com Page: Project: Sub-Project I Pos. Date: No: Profis Anchor 2.4.2 2 Legoland Carlsbad CA 9/20/2013 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [Ib] Tension force: (+Tenslon, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 40 51 max. concrete compressive strain: - [%o] max. concrete compressive stress: - [psij resulting tension force in (x/y)=(0.000/0.000): 40 [Ib] resulting compression force in (x/y)=(0.000/0.000): 0 [lb] 51 3 Tension load Load N„a [lb] Capacity ^N„ [Ib] Utilization = N^,J^„ Status Steel Strength* Pullout Strength* Concrete Breakout Strength** * anchor having the highest loading 40 8665 N/A N/A 40 3546 'anchor group (anchors in tension) 1 N/A 2 OK N/A OK 3.1 Steel Strength Nsa = ESR value (j) Nsteei £ Nua Variables n 1 Calculations Nsa [lb] 11554 Results Nsa [lb] refer to ICC-ES ESR-1917 ACI 318-08 Eq. (D-1) AsB.N [in." futa [psi] 0.10 115000 11554 l|>steel . Nsa [lb] N„a [lb] 0.750 8665 40 input data and results must be checked for agreement with the existing conditions and for plausibilityl PROFIS Anchor ( c ) 2003-2009 Hiiti AG, FL-9494 Schaan Hllti is a registered Trademark of Hllti AG, Schaan www.hiltl.us Profis Anchor 2.4.2 Company: Patrell Engineering Group Page: 3 Specifier: KAF Project: Legoland Address: 751 Sunny Grove Lane Sub-Project 1 Pos. No.: Carlsbad CA Phone 1 Fax: 626-335-4362 | 626-963-4812 Date: 9/20/2013 E-Mail: Kirsty@patrell.com 3.2 Concrete Breakout Strength Neb = (AJT^) ^^-^ VcN Vcp.N cfl Neb 2 Nua ANC see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b) = 9 hll I < 1.0 \ 3he,/ t^erf.^ =0.7.0.3 (^). 1.0 M/cp.N=MAxfelf^')<1.0 \ Wc / Nb = ka V4 hlf^ Variables hrf [in.] 3.250 Cac [in.] 6.000 Calculations ANC [in.^] 9506 Results Ncb [lb] 5455 eci,N [in.] 0.000 17 '^NcO [in.- 95.06 0650 ACI 318 08 Eq. (D 4) ACI 318 08 Eq. (D 1) ACI 318 08 Eq. (D 6) ACI 318 08 Eq. (D 9) ACI 318 08 Eq. (D 11) ACI 318 08 Eq. (D 13) ACI 318 08 Eq (D 7) ec2.N [in.] [in.] 0.000 6.000 fc [psi] t|)c,N 1.000 Vecl.N 1.000 Ncb [lb] 3000 Vec2.N 3546 1.000 Nua [lb] l|/6d,N 40 1.000 Vcp.N Nb[lbl 1.000 5455 Input data and results must be checked for agreement with the existing conditions and for plausibilityl PROFIS Anchor ( c ) 2003-2009 Hllti AG, FL-9494 Schaan Hilti is a registered Trademark of Hllti AG, Schaan www.hiltl.us Profis Anchor 2.4.2 Company: Patrell Engineering Group Page: 4 Specifier: KAF Project: Legoland Address: 751 Sunny Grove Lane Sub-Project 1 Pos. No.: Carlsbad CA Phone 1 Fax: 626-335-4362 | 626-963-4812 Date: 9/20/2013 E-Mail: Klrsty@patrell.com 4 Shear load Load Vua [lb] Capacity (|,V„ [Ib] Utilization = Vua/,|,V„ Status Steel Strength* 51 4472 2 OK Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength** 51 7638 1 OK Concrete edge failure in direction y-i-** 51 2433 3 OK * anchor having the highest loading **anchor group (relevant anchors) 4.1 Steel Strength Vsa = ESR value refer to ICC-ES ESR-1917 itl Vsieel S Vua ACI 318-08 Eq. (D-2) Variables n Ase.V [in.^] futa [psi] 1 0.10 115000 Calculations Vsa [lb] 6880 Results Vsa [lb] Osteol 6880 0.650 ll. Vsa [Ib] V„a [Ib] 4472 51 4.2 Pryout Strength '•ANC '^NcO/ l|>Vop2Vua ANC see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b) ANCO ~ 9 hef Vcp - kcp [(^^) Vsd.N VcN V|/cp.N Nbj V|/ed.N • |V1AX('^,-^')S1.0 \ Cac Cac / Vcp.N - Nb =Kx^c Ki Variables kcc hef [in ] eci,N [in.] ACI 31i J-08 Eq. (D-30) ACI 31i J-08 Eq. (D-2) ACI 31f 3-08 Eq. (D-6) ACI 31 3-08 Eq. (D-9) ACI 31 3-08 Eq. (D-11) ACI 31 3-08 Eq. (D-13) ACI 31 3-08 Eq. (D-7) ec2.N [in.] Ca.min [in ] 3.250 0.000 0.000 6.000 l|/c,N Cac [in ] fc [psi] 1.000 6.000 17 3000 Calculations ANC [in.^1 ANCO [in ] VjlecLN tl/ec2,N '|/cp,N Nb [lb] 95.06 Results Vcp [lb] 10911 95.06 0.700 1.000 d. Vcp [lb] 7638 1.000 Vua [Ib] 51 1.000 1.000 5455 Input data and resutts 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 www.hiltl.us Profis Anchor 2.4.2 Company: Patrell Engineering Group Page: 5 Specifier: KAF Project: Legoland Address: 751 Sunny Grove Lane Sub-Project 1 Pos. No.: Carlsbad CA Phone 1 Fax: 626-335-4362 ] 626-963-4812 Date: 9/20/2013 E-Mail: Kirsty@patrell.com 4.3 Concrete edge failure in direction y+ Vcb - (A^) Vsd.V VcV Vh.V H/parallel.V Vfc (tlVcb£Vua Ave see ACI 318-08, Part D.6.2.1, Fig. RD.6.2.1(b) Avco =4.5Cai VecV S 1.0 Vh.V Vb _ A 1-5Ca i£ 1.0 = (7(^f Vd;).V4c;f Variables Cat [in.] Ca2 [in.] 6.000 Is [in.] 6.000 ecv [in.] 0.000 da [in.] ACI 318-08 Eq. (D-21) ACI 318-08 Eq. (D-2) ACI 318-08 Eq. (D-23) ACI 318-08 Eq. (D-26) ACI 318-08 Eq. (D-28) ACI 318-08 Eq. (D-29) ACI 318-08 Eq. (D-24) VcV 1.000 fc [psi] ha [in.] 3.250 0.500 3000 9.000 VparalleLV 1.000 Calculations Ave [in.'] Avco [in ] Vec.V M;ed,V >|/ti.V Vb [Ib] 108.00 Results Vcb [lb] 3476 16200 4*00 ncrete 0.700 1.000 b Vcb [Ib] 2433 0.900 Vua [Ib] 51 1.000 5794 5 Combined tension and shear loads J5N (iy_ Utilization pN.v [%] Status 0.011 " " 0.021 " 5/3 1 OK PNV = + pi <= 1 6 Warnings • To avoid failure ofthe 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 vifhen subjected to the loading! • Condition A applies when supplementary reinforcement is used. The <t) 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. • Refer to the manufacturer's product literature for cleaning and installation instructions. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI318 or the relevant standard! Fastening meets the design criteria Input data and resutts 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 I I www.hiltl.us Profis Anchor 2.4.2 Company: Patrell Engineering Group Page: 6 Specifier: KAF Project: Legoland Address: 751 Sunny Grove Lane Sul3-Project 1 Pos. No.: Carlsbad CA Phone 1 Fax: 626-335-4362 j 626-963-4812 Date: 9/20/2013 E-Mail: Kirsty@patrell.com 7 instaiiation data Anchor plate, steel: - Profile: no profile; 0.000 x 0.000 x 0.000 in. Hole diameter in the fixture: df = 0.563 in. Plate thickness (input): 0,500 in. Recommended plale thickness: not calculated Cleaning: Manual cleaning of the drilled hole according to instructions for use is required. 1.250 Anchor type and diameter: Kwik Bolt TZ - SS 304, 1/2 (3 1/4) Installation torque: 480.001 in.lb Hole diameter in the base material: 0.500 in. Hole depth in the base material: 4.000 in. Minimum thickness ofthe base material: 8.000 in. 1.250 1.250 1.250 Coordinates Anchor in. Anchor x C-x Cv 1 Wy_ 0.000 0.000 6.000 6.000 6.000 6.000 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 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hiltl.us Profis Anchor 2.4.2 Company: Patrell Engineering Group Page: 7 Specifier: KAF Project: Legoland Address: 751 Sunny Grove Lane Sub-Project 1 Pos. No.: Carlsbad CA Phone 1 Fax: 626-335-4362 | 626-963-4812 Date: 9/20/2013 E-Mail: Kirsty@patrell.com 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 complied with by the user. All figures contained therein are average figures, and therefore use-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 appiicabie 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. 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 plausibilityl PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan © Patrell — Engineering Group, Inc. 751 Sunny Grove Ln. Giendora, CA 91741 PH: (626) 335-4362 FAX: (626) 963-4812 Project; 1960 LAND Engineer: Date: CfWLQSA^ CA ^/^OR Sheet 7f of /35 CHLORIME F PSR TECH ABOVS SHSSTS Chlorine Peed System The PowerBas^ 3500 for Large Pools and Water Parks The Aiaai-Tab* system comtiines ttie patented erosion feeder technology of the PowerBase 3500 dilorinalar with proprietary 3W5-iiich Accu-Tab Blue SI calcium tiypocttlorite t^lets to deliver predictable rates of chlorine for commercial water applications. The 3500 nnodel tias few mowng parts and no small (^enings that can dog; freeing operators from frequent, time consuming maintenance, in most cases, once a year deaning is all lhal is required. PowerBase 3500 Benefits Easy to Install • "I\TO 2"pluml)lng connections (inlet and outlet) • One electrical cannection (plug included) • One chemical controller connection (plug Included) Rexble and Easy-to-Use System • With or without chlorine controller • Very few moving parts - moving water erodes tablets Capaciiy » 500 pound tatJiet storage capacity • For Indoor pools up lo 3,000.000 gallons • For outdoor pools up to 1,000,000 gallons • NSF StaiKlard 50 certilied at 396 pounds of available chlortne per day Major Components • Injection pump • ftow meter • Ftoat valve • Check valve • Chlorine tablet hopper • Solution tank IwTM w M .,.y Footprint Hdght sr Inlet Connection 2" NPT OuBel Connection 2" NPT Electrical requirements 120V 30 amp circuit UL listed and/or UL recognized components Chemical contrdler is suggested, but not lequired Swftmaing fsol AtlC J-Tab Blue SI St Inch oalc'mm hnxxMnle tablets m spedally en^mefal ami inhpsnilenVy tes(«i by Die labs al HSf Memaliomil to woili In tau Tab systems tn acconlance with HSF/AtSi SOndail 50. fa added safety, these lat/ets caitain a sciie InhUtor lor dean chMialoi operaton and late a Wi« spedtied apfiearance dial i0ertiitBeles them hom other smnimlng pool tablets. PPG Industries 440Ciiili4epBrk0rM>Ui»io«vil». FA 1E146 K»-J« m< • fix.7J4 525-6M7 WeVe got tlie power.* SSOO ® Patrell -=— Engineering Group, Inc. 751 Sunny Grove Ln. Giendora, CA 91741 PH: (626) 335-4362 FAX; (626) 963-4812 Project: lEaQtf\^siP CAVl.<.f^^ rA Engineer:. Date: ^^20/3 Sheet 3] of 133 CHLORINE FEED SYSTEM ANCHORAGE: SEISMIC OVERTURNING Calculate Seismic Moment and Force - CBC 2010 PowerBase 3500 Weight := 5001b V := 0.332Weight A 53in . d := = 26 in 2 (A-dim.) X := 63in (B-dim.) Mseismic V d := 0.83 V = 1661b (From Base To C.G.) (Dist. Between Bolts) Mseismic = 4399 lb-in Secure with Hilti KB-TZ: (4) 1/2" cj)x 3-1/4" Minimum Embedment (ESR 1917) Worst Cast is (1) Bolt in Tension on Orthagonal perbolt Vperbolt See Pages (Mseismic) ^ 0-2 SDs Weight x-1 Bolt 4 Bolts = 911b V 4Bolts - 421b for KB-TZ Capacity Analysis Use (4) 1/2" cj) X 3-1/4" Min. Embed. Hilti KB-TZ (ESR 1917) Special Inspection Required Spaced as Shown in Detail www.hiltl.us Profis Anchor 2.4.2 Company: Specifier: Address: Phone 1 Fax: E-Mail: Patrell Engineering Group KAF 751 Sunny Grove Lane 626-335-4362 | 626-963-4812 Kirsty@patrell.com Page: Project: Sub-Project 1 Pos. No.: Date: 1 Legoland Carlsbad CA 9/20/2013 Specifier's comments: Chlorine Feed System 1 Input data Anchor type and diameter: Effective embedment deptti: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Anctior plate: Profile: Base material: Reinforcement: Seismic loads (cat. C, D, E, or F) Geometry [in.] & Loading [Ib, in.lb] Kwik Bolt TZ - SS 304 1/2 (3 1/4) tiet = 3.250 in., tinon, = 3.625 in. AISI 304 ESR-1917 5/1/20131 5/1/2015 design mettiod ACI 318/AC193 Bb = 0.000 in. (no stand-ofO; t = 0.500 in. 1» X ly X t = 2.500 In. X 2.500 in. x 0.500 in.; (Recommended plate ttiicl<ness: not calculated) no profile cracked concrete, 3000, fc' = 3000 psi; ti = 9.000 in. tension: condition B, stiear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar no Input data and results must be checked for agreement wittr ttre 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.hiltl.us Company: Specifier: Address: Ptione I Fax: E-Mail: Patrell Engineering Group KAF 751 Sunny Grove Lane 626-335-4362 | 626-963-4812 Kirsty@patrell.com Page: Project: Sutj-Project I Pos. Date: No.: Profis Anchor 2.4.2 2 Legoland Carlsbad CA 9/20/2013 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [Ib] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 91 42 max. concrete compressive strain: - [%«] max. concrete compressive stress: - [psi] resulting tension fbrce in {x/y)=(O.0OO/0.0OO): 91 [Ib] resulting compression force in (x/y)=(0.000/0.000): 0 [Ib] 42 3 Tension load Load N„a [Ib] Steel Strength* Pullout Strength* Concrete Breakout Strength** * anchor having the highest loading Capacity [Ib] Utilization = Nua/))iNn Status 91 8665 N/A N/A 91 3546 **anchor group (anchors in tension) 2 N/A 3 OK N/A OK 3.1 Steel Strength Nsa = ESR value (j) Nsieel S Nua Variables n 1 Calculations Nsa [lb] 11554 Results Nsa [lb] refer to ICC-ES ESR-1917 ACI 318-08 Eq. (D-1) Ase,N [in-' futa [psi] 0.10 115000 11554 ijlsteel I Nsa [lb] Nua [lb] 0.750 8665 91 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 wvm.hilti.us Profls Anchor 2.4.2 Company: Patrell Engineering Group Page: 3 Specifier: KAF Project: Legoland Address: 751 Sunny Grove Lane Sulj-Project 1 Pos. No.: Carlsbad CA Phone 1 Fax: 626-335-4362 ] 626-963-4812 Date: 9/20/2013 E-Mail: Kirsty@patrell.com 3.2 Concrete Breakout Strength Ncb = (Af^) ^^-^ ''^"•'^ ''^'^''•'^ ^ Ncb S Nua ANC see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1{b) V|/ed,N '• M'cp,N • Nb •• chy° (^,min \ 1.5heJ 0.7 + 0.3 < 1.0 :|VIAx(^, ^1^')<1.0 ••Kx^, hif Variables ha, [in.] 3.250 Cac [in ] 6.000 Calculations ANC [in.^j 95.06 Results Ncb [lb] eci.N [in ] 0.000 kc 17 ANCO [in.i 5455 95.06 ACI 318 -08 Eq. (D-4) ACI 318 -08 Eq. (D-1) ACI 318 -08 Eq. (D-6) ACI 318 -08 Eq (D-9) ACI 318 08 Eq. (D-11) ACI 318 08 Eq. (D-13) ACI 318 •08 Eq (D-7) ec2.N [in.] Ca,min [in.] 0.000 X 6.000 fc [psi] 1.000 1 l|/ec1,N 1.000 I Ncb [lb] 3000 1|'BC2,N 1.000 Nua [lb] M/ed.N 1.000 >|>cp.N Nb [lb] 1.000 5455 0.650 3546 91 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 www.hiltl.us Profis Anchor 2.4.2 Company: Patrell Engineering Group Page: 4 Specifier: KAF Project: Legoland Address: 751 Sunny Grove Lane Sub-Project 1 Pos. No.: Carlsbad CA Phone 1 Fax: 626-335-4362 | 626-963-4812 Date: 9/20/2013 E-Mail: Kirsty@patrell.com 4 Shear load Load Vu. [Ib] Capacity (j|V„ [Ib] Utilization f)v = Vua/i|.V„ Status Steel Strength* 42 4472 1 OK Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength** 42 7638 1 OK Concrete edge failure in direction y+** 42 3042 2 OK * anchor having the highest loading **anchor group (relevant anchors) 4.1 Steel Strength Vsa = ESR value refer to ICC-ES ESR-1917 ljl Vsteel ^ Vua ACI 318-08 Eq. (D-2) Variables n Ase.V [in.^j fu,a [psi] 1 0.10 115000 Caicuiations Vsa [lb] 6880 Results Vsa [lb] ) Vsa [lb] V„a [lb] 6880 4.2 Pryout Strength AN, 0.650 4472 V, [(A^T^) 1'"'''^ *i''^'^ '1'°'^'^ lj) Vcp a V„a ANC see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b) ANCO = 9 he, Voc.N -ISI.O Ved.N V|)cp,N Nb nin 1.5h, = 0.7 + 0.3 : MAX(^ , \ Cac C, ••Kx^.hlf lef\ / £ 1.0 42 ACI 318-08 Eq. (D-30) ACI 318-08 Eq. (D-2) ACI 318-08 Eq. (D-6) ACI 318-08 Eq. (D-9) ACI 318-08 Eq (D-11) ACI 318-08 Eq (D-13) ACI 318-08 Eq (D-7) Variables he, [in ] eci.N [in ] ecz.N [in.] in. 3.250 0.000 0.000 6.000 y/c.N Cac [in ] fc [psij 1.000 6.000 17 3000 Calculations ANC [in.'l ANCO [in.' t|/ec2.N Vfed.N Nb[lb] 95.06 Results VaJ"=l 10911 95.06 0,700 1.000 7638 1.000 V„a [lb] 42 1.000 1.000 5455 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 Trademarli of Hilti AG, Schaan www.hiltl.us Profis Anchor 2.4.2 Company: Patrell Engineering Group Page: 5 Specifier: KAF Project: Legoland Address: 751 Sunny Grove Lane Sub-Project 1 Pos. No.: Carlsbad CA Phone 1 Fax: 626-335-4362 j 626-963-4812 Date: 9/20/2013 E-Mail: Kirsty@patrell.com 135 4.3 Concrete edge failure in direction y+ Vcb = (A^) ^'^^ ^^^^ Vpaiallel.V Vb <|) Vcb a Vua Ave seeACI 318-08, Part D.6.2.1, Fig. RD.6.2.1(b) Avco - 4.5 c^, t|/ec,V - Ved.V Vh.V Vb < 1.0 : 0.7 + 0 £ 1.0 a 1.0 = (7 (^)"Vd;)^V4cI,= Variables Cai [in.] Ca2 [in.] 6.000 1= [in.] 6.000 Ocv [in.] 0.000 da [in.] ACI 318 08 Eq. (D-21) ACI 318 08 Eq. (D-2) ACI 318 08 Eq. (D-23) ACI 318 08 Eq. (D-26) ACI 318 08 Eq. (D-28) ACI 318 -08 Eq. (D-29) ACI 318 •08 Eq. (D-24) Vcv 1.000 fc [psi] ha [in ] 3.250 0.500 3000 9.000 Mlparallel.V 1.000 Calculations Ave [in.'] I [in.i M/ec.V Wed.V M/h.V Vb [lb] 135.00 Results Vcb [lb] 4345 162.00 't'concrete 0.700 1.000 ^ Vcb [lb] 3042 0.900 Vua [lb] 42 1.000 5794 5 Combined tension and shear loads PN _ev_ utilization PN.V [%] Status 0.026 0.014 5/3 1 OK pNv = pSi + p^ <= 1 6 Warnings • 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 w/hen subjected to the loading! • Condition A applies when supplementary reinforcement is used. The O 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. • Refer to the manufacturer's product literature for cleaning and installation instructions. • Checking the transfer of loads Into the base material and the shear resistance are required in accordance with ACI318 or the relevant standard! Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c) 200S-2009 Hitti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hiltl.us Profis Anchor 2.4.2 Company: Patrell Engineering Group Page: 6 Specifier: KAF Project: Legoland Address: 751 Sunny Grove Lane Sub-Project 1 Pos. No.: Carlsbad CA Phone 1 Fax: 626-335-4362 ] 626-963-4812 Date: 9/20/2013 E-Mail: Kirsty@patrell.com 7 Installation data Anchor plate, steel: - Profile: no profile; 0.000 x 0.000 x 0.000 in. Hole diameter in the fixture: d, = 0.563 in. Plate thickness (input): 0.500 in. Recommended plate thickness: not calculated Anchor type and diameter: Kwik Bolt TZ - SS 304, 1/2 (3 1/4) Installation torque: 480.001 in.lb Hole diameter in the base material: 0.500 in. Hole depth in the base material: 4.000 in. Minimum thickness ofthe base material: 8.000 In. Cleaning: Manual cleaning of the drilled hole according to instructions for use is required. 1.250 1.250 1.250 1.250 Coordinates Anchor in. Anchor x y C-v C+y 1 0.000 0.000 15.500 6.000 31.000 6.000 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 Schaan Hilti is a registered Trademart( of Hilti AG, Schaan www.hiltl.us Profis Anchor 2.4.2 Company: Patrell Engineering Group Page: 7 Specifier: KAF Project; Legoland Address: 751 Sunny Grove Lane Sub-Project 1 Pos. No.: Carlsbad CA Phone 1 Fax: 626-335-4362 | 626-963-4812 Date: 9/20/2013 E-Mail: Kirsty@patrell.com 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 complied with by the user. All figures contained therein are average figures, and therefore use-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 ofthe 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. Hiltl 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! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark ol Hilti AG, Schaan ^ Patrell Engineering Group, Inc. 751 Sunny Grove Ln. Giendora, CA 91741 PH: (626) 335-4362 FAX: (626) 963-4812 Project: ITCziOlANO Engineer: Date: CAKSP/\U fA 20/3 Sheet, of Section 340/360 Page 203.1 Dated October 2003 AURORA MODEL 341A 5X6X12, 6X6X12 364TCZ FRAME J35 -1 Y ^ ..—DISCHARGE ROTATION CCW njSCHARGE 4-H-HOLES STANDARD POSITION (1) — DC ¥ W \\ -1/4 NPSF GAUGE TAP DISCHARGE ALL PUMPS 125 LB FLANGE CONNECTIONS PUMP SIZE X Y Z DC DD DH 5X6X12 9.00 2.88 8.31 9.25 10.13 12.50 (229) (73) (211) (235) (257) (318) 6X6X12B 9.25 3.13 8.69 9.69 11.25 14.25 (235) (80) (221) (246) (286) (362) POSITION (4) MOTOR FRAME 364TCZ 365TCZ A 18.00 18.00 (457) (457) B 14.75 15.75 (375) (400) D 9.00 9.00 (229) (229) E 7.00 7.00 (178) (178) F 5.63 6.13 (143) (156) H 0.66 0.66 (17) (17) AG approx. 26 28 (660) (7111 BA 5.88 5.88 (149) (149) NOTES: 1. All dimensions in inches (mm), weight in pounds (KG). 2. Dimensions may voty ± 1/4" (6). 3. Not for construction purposes unless certified. 4. Conduil box is nol specified as they vary with each motor monufacturer. AURORA' Pentair Pump Group ^ Patrell —Engineering Group, Inc. 751 Sunny Grove Ln. Giendora, CA 91741 PH: (626) 335-4362 FAX: (626) 963-4812 Project: C.AK^pAV^ Ck Engineer: £>• F^m.L Date: ^jyj>l'^ Sheet f/ BOOSTER PUMP - HORIZONTAL Calculate Seisnnic Moment and Shear CBC'10 Aurora 341A Booster Pump Pump : 6x6x12B Weight := 9001b V:- 0.249 Weight d := 11.25in X := 6in Mseismic - ^ ^ M SDS ••= 0-83 V = 224 Ib (From Base To C.G). (Dist. Between Bolts) Mseismic = 2521 lb in Mresisting = 2430lb-in resisting •= 0.9 Weight - Secure with Hilti KB-TZ: (4) 1/2" ^ x 3-1M" Mininimum Embedment ESR-1917 ^ Mseismic - Mresisting^ 0-2 • SQS Weight T perbolt x-2Bolts 4Bolts = 45 Ib V Vrbolt-^ = 56lb See Pages for KB-TZ Capacity Analysis Use (4) 1/2" ct) X 3-1/4" Min Embed. Hilti KB-TZ (ESR-1917) Special Inspection Required vvww.hlltl.us Profis Anchor 2.4.2 Company: Patrell Engineering Group Page: 1 Specifier; KAF Project: Legoland Acidress: 751 Sunny Grove Lane Sub-Project 1 Pos. No : Ptione 1 Fax: 626-335-4362 | 626-963-4812 Date: 9/20/2013 E-Mail: Kirsty@patrell.com Specifier's comments: Aurora 341A Series 1 Input data Anchor type and diameter: Effective embedment deptti: IVlaterial: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Anctior plate: Profile: Base material: Reinforcement: Seismic loads (cat. C, D, E, or F) Geometry [in.] & Loading [Ib, In.lb] Kwik Bolt TZ - SS 304 1/2 (3 1/4) tirf= 3.250 in., ti„o,^ = 3.625 in. AISI 304 ESR-1917 5/1/20131 5/1/2015 design method ACI 318/AC193 e^ = 0.000 in. (no stand-off); t = 0.500 in. Ix X ly X t = 2.500 in. X 2.500 in. x 0.500 in.; (Recommended plate ttiickness: not calculated) no profile cracked concrete, 3000, f^' = 3000 psi; ti = 9.000 in. tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar 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 www.hiltl.us Profis Anclior 2.4.2 '135 Company: Specifier: Address: Phone I Fax: E-Mail: Patrell Engineering Group KAF 751 Sunny Grove Lane 626-335-4362 | 626-963-4812 Kirsty@patrell.com Page: Project: Sub-Project I Pos. Date: No.: 2 Legoland 9/20/2013 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [Ib] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 45 max. concrete compressive strain 56 56 - [%.] max. concrete cximpressive stress: - [psi] resulting tension force in (x/y)=(0.000/0.000): 45 [Ib] resulting compression force in {x/y)=(0.000/0.000): 0 [Ib] 3 Tension load Load N„, [Ib] Steel Strength* 45 8665" Pullout Strength* N/A N/A Concrete Breakout Strength** 45 3546 * anchor having the highest loading **anchor group (anchors in tension) Capacity ^„ [Ib] Utilization = Nua/^iNn Status 1 N/A 2 OK N/A OK 3.1 Steel Strength Nsa = ESR value lj) Nsteel a Nua Variables n Calculations Nsa [lb] 11554 Results Nsa [lb] refer to ICC-ES ESR-1917 ACI 318-08 Eq. (D-1) Ase.N [in-l futa [psi] 0.10 115000 11554 <|)steel ) Nsa [lb] Nua [lb] 0.750 8665 45 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 www.hiltl.us Profis Anchor 2.4.2 Company: Patrell Engineering Group Page: 3 Specifier: KAF Project: Legoland Address: 751 Sunny Grove Lane Sub-Project 1 Pos. No.: Phone 1 Fax: 626-335-4362 | 626-963-4812 Date: 9/20/2013 E-Mail: Kirsty@patrell.com 3.2 Concrete Breakout Strength Ncb = (A^) ^^'^•^ ^^"'•'^ ^ Kb £ Nua ANC seeACI 318-08, Part D.5.2.1, Fig. RD 5.2.1(b) ANCO - 9 haf ACI 318-08 Eq. (D-4) VBCN M'ed.N • MAx(^,i^')sl.0 I s 1.0 V|/cp.N Nb = kc >. hJ/ Variables hef [in ] 3.250 Cac [in ] eci.N [in ] 0.000 k„ ACI 318 08 Eq. (D-1) ACI 318 -08 Eq. (D-6) ACI 318 -08 Eq-(D-9) ACI 318 -08 Eq (D-11) ACI 318 -08 Eq (D-13) ACI 318 -08 Eq (D-7) ec2.N [in ] 0.000 Ca.™ [in ] 6.000 fc [psi] l|/c.N 1.000 6.000 17 1 3000 Calculations ANC [in.^] 95.06 Results Nob [lb] ANCO [in.i >|/ec1.N V|'ec2.N Ved.N Vcp.N Nb [lb] 5455 95.06 0.650 1.000 1 Ncb [lb] 3546 1.000 N„a [lb] 45 1.000 1.000 5455 Input data and results must be checked for agreement wltti tfie existing conditions and for plausibilityl PROFIS Anctior ( c) 2003-2009 Hilti AG, FL-9494 Scfiaan Hilti is a registered Trademarli of Hilti AG. Schaan www.hlltl.us Profis Anchor 2.4.2 Company: Patrell Engineering Group Page: 4 Specifier: KAF Project: Legoland Address: 751 Sunny Grove Lane Sub-Project 1 Pos. No : Phone 1 Fax: 626-335-4362 | 626-963-4812 Date: 9/20/2013 E-Mail: Kirsty@patrell.com 4 Shear load Load Vua [lb] Capacity ,||V„ [Ib] Utilization pv = V„a/4.V„ Status steel Strength* 56 4472 2 OK Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength" 56 7638 1 OK Concrete edge failure in direction y+** 56 3042 2 OK * anchor having the highest loading **anchor group (relevant anchors) 4.1 Steel Strength Vsa = ESR value refer to ICC-ES ESR-1917 if Vsteel ^ ACI 318-08 Eq. {D-2) Variables n Ase.V [in.i futa [psi] 1 0.10 115000 Calculations Vsa [lb] 6880 Results Vs. [lb] 6880 4.2 Pryout Strength 'AN, (|)steel 0.650 ^ Vsa [lb] V„a [lb] 4472 56 V„ [(A;^) '^""•'^ "I"" (|) Vcp a Vua ANC seeACI 318-08, PartD.5.2.1, Fig. RD.5.2.1(b) ANCO = 9 hef Vec.N Ved.N = 0.7.0.3 (^>1.0 MAX(S^,1^')^1.0 \ Cac Cac / VcP.N N, ••KX^, hif Variables kcr he, [in.] eci.N [in.] ACI 318-08 Eq (D 30) ACI 318-08 Eq. (D 2) ACI 318-08 Eq. (D 6) ACI 318-08 Eq. (D 9) ACI 318-08 Eq. (D 11) ACl 318-08 Eq. (D 13) ACI 318-08 Eq (D 7) ec2.N [in-l [in.] 3.250 0.000 0.000 6.000 M/c.N Cac [in ] fc [psi] 1.000 i.OOO 17 3000 Calculations ANC [in.i 95.06 Results ANCO [in.1 >|'ec1.N V/ec2.N Vcp.N Nb [lb] Vcp [lb] 10911 95.06 ([^concrete 0.700 1.000 111 Vcp [lb] 7638 1.000 Vua [Ib] 56 1.000 1.000 5455 Input data and results must be checked for agreement with the existing conditions and for plausibilityl PROFIS Anchor ( c) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hiltl.us Profis Anchor 2.4.2 Company: Patrell Engineering Group Page: 5 Specifier: KAF Project: Legoland Address: 751 Sunny Grove Lane Sub-Project 1 Pos. No : Phone 1 Fax: 626-335-4362 [ 626-963-4812 Date: 9/20/2013 E-Mail: Kirsty@patrell.com 4.3 Concrete edge failure In direction y+ Vcb - (A^) '^'^•'^ Vc.V tfh.V yparallel.V Vb ((i Vcb a Vua Ave see ACI 318-08, Part D.6.2.1, Fig. RD.6 2.1(b) Avco = 4.5 cll VecV < 1.0 /l.5Cai . M'h.V Vb -S: 1.0 :(7(^f Vd;).V4c Variables Cat [in.] Ca2 [in ] 6.000 le [in.i 6.000 ACI 318 08 Eq. (D-21) ACI 318 08 Eq. (D-2) ACI 318 08 Eq. (D-23) ACI 318 08 Eq.(D-26) ACI 318-08 Eq. (D-28) ACI 318-08 Eq. (D-29) ACI 318-08 Eq. (D-24) ecv [in ] Vc.V ha [in.] 0.000 da [in.] 1.000 fc [psi] 3.250 0.500 3000 9.000 fparallel.V 1.000 Calculations Ave [in.i [in.i M'ec.V 'lled.V Vb [lb] 135.00 Results Vcb [lb] 4345 162.00 (j) concrete 0.700 1.000 b Vcb [lb] 3042 0.900 V„a[lb] 56 1.000 5794 5 Combined tension and shear loads J!N pv Utilization PN.V [%] Status 0:013 0.018 5/3 1 OK PNV = PN + p4 <= 1 6 Warnings • 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 <P 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. • Refer to the manufacturer's product literature for cleaning and installation instructions. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI318 or the relevant standard! Fastening meets the design criteria! Input data and resutts must be checked for agreement with the existing conditions and for plausibilityl PROFIS Anchor ( c) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademaric of Hilti AG, Schaan www.hiltl.us 7 Installation data Anchor plate, steel: - Profile: no profile; 0.000 x 0.000 x 0.000 in. Hole diameter in the fixture: d, = 0.563 in. Plate thickness (input): 0.500 in. Recommended plate thickness: not calculated Profis Anchor 2.4.2 V/ 735 Company: Patrell Engineering Group Page: 6 Specifier: KAF Project: Legoland Address: 751 Sunny Grove Lane Sub-Project 1 Pos. No.: Phone 1 Fax: 626-335-4362 ] 626-963-4812 Date: 9/20/2013 E-Mail: Kirsty@patrell.com Anchor type and diameter: Kwik Bolt TZ - SS 304, 1/2 (3 1/4) Installation torque: 480.001 in.lb Hole diameter in the base material: 0.500 in. Hole depth in the base material: 4.000 in. Minimum thickness ofthe base material: 8.000 in. Cleaning: Manual cleaning ofthe drilled hole according to instructions for use is required. 1.250 1.250 1.250 1.250 Coordinates Anchor in. Anchor x C-x C+y 0.000 0.000 14.000 6.000 6.000 6.000 Input data and results must be checked for agreement with the existing conditions and for plausibilityl PROFIS Anchor ( c ) 2003-2009 Hilli AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG. Schaan www.hiltl.us Profis Anchor 2.4.2 Company: Patrell Engineering Group Page: 7 Specifier: KAF Project: Legoland Address: 751 Sunny Grove Lane Sub-Project 1 Pos. No.: Phone 1 Fax: 626-335-4362 | 626-963-4812 Date: 9/20/2013 E-Mail: Kirsty@patrell.com 135 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 complied with by the user. All figures contained therein are average figures, and therefore use-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 deared 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. 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 plausibilityl PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilli is a registered Trademark of Hilti AG, Schaan ^ Patrell Engineering Group, Inc. 751 Sunny Grove Ln. Giendora, CA 91741 PH: (626) 335-4362 FAX: (626) 963-4812 Project: LBQQ LAND CAtL^f,f\lO_CA Engineer: _ Date: Sheet of SEISMIC DESIGN CRITERIA: FOR NON-STRUCTURAL COMPONENTS PER CBC 2010-ASCE 7-05 1. Seisnnic Use Group = II 2. Spectral Response Coefficients I := 1.0 Site Class = D Ss := 1.245 Fa 10 ASCE FIG. 22-1 Table 11.4-1 Site Class D >DS s 're ss S^ 0.471 >DS = 0.83 Fv := 1.5 ASCE FIG. 22-2 Table 11.4-2 Site Class D SDI '•= 3 Fv-^i >D1 0.471 Ornamentation Anchorage - ASCE 7-05 Structural Response Coefficients SDS = 0-83 g SDI = 0.471 g Pipeinq and Tubing not in accordance with ASME B31: Rp := 4.5 ap := 2.5 Seismic Use Group = I Ipi^l.O TABLE 13.6-1 ASCE 08 z:= 8 h := 8 ^ Patrell Engineering Group, Inc. 751 Sunny Grove Ln. Giendora, CA 91741 PH: (626) 335-4362 FAX: (626) 963-4812 Project: LBy^QLAu O yC3A/?LS/bA/::> , Engineer: _ Date: ^/i5 Sheet /CO of /3^ Fp:= 0.4apSDsWp CBC 10 1605.3.1 (Eq. 16-12) 1+2-Fp = 0.553 Wp ACI 13.3.1 Fpmin 0.3 SDs lpWp Fp^in = 0.249 Wp ACI 13.3.3 Seismic Design Category D ^ Patrell — Engineering Group, Inc. 751 Sunny Grove Ln. Giendora, CA 91741 PH: (626) 335-4362 FAX: (626) 963-4812 Project: L££>DLAN0 CAmbf\p, CA Engineer: Date: D.Ftll-fLL ^/'2QI3 Sheet /O/ of /^.^ PIPB OR tamwtto mtuppofm> AftSHOUMOKI raSHANIiCAL ROOM PUM i PIPE (TAND UMBRe'eHOUKI ON THE PIPB eUFPORTe f PiPB ftTANDfe; 6HAU. BB PBR T1ATBRIAL RB60URCB&, INC." MODBL « 6«2 CONTACT: eH-6^-0121 OR luuvjfttandonjnat BXTBN&ION PIPB TO BB eUPR.IIDBr CONTRACTOR CONNECT THE PIPE&TANP TO THE CCtstC^TE PLOOR UJITH (i) l/2"cll4.X 3-1/2" rm rmonT ANCHOR BOLTenR "HILTI" "KB-TZ glS^SlgSfetud &fzi» ftpiHifl'd to fl'r 2-1/2" gji'xr rxt'4'xt'xgj6'rtcHtf i" 3" WX2' fxt' 4'x6'xg;6' T 4" gjis'xr Pxf g'xe'xgffi' rsMtf 1" fe" gji&'xr rxfe' g'xa'xgg' rtcHtf i" 8" gjiB'xr fxfe' g'x6'xgg' recHtf i" i<g" gjyxr fxt' g'xe'xgjS' raw^g t" 12" gji'xr fxfe' yxB'xgg' recHtf i" 16" gAffi'xy Hfit' fl'xe'xgjB' yaa^ ^B" l8'to24' g;i6'X4' rxft' g'xg'xgfi' 4'W« IC" THE PIPB 6UPPORT6 &HALL BB PORMBD Of* DUCTILE IRON PIPE lUITH ELECTRO-dALVANIZED PINIftH AND eHAUL INCUtPB NEOPRBNV LINBR - ALL MODEL6 6HALL HAVE BEEN TE6TSO TO )OPO0 UB& COdPRBeeiVB eTRBKtSiTH AND eHAU. eOKPOBW TO Aim A36 AND AfeTW A&3 (TTPICAL) ^ ^ Patrell Engineering Group, Inc. 751 Sunny Grove Ln. Giendora, CA 91741 PH: (626) 335-4362 FAX: (626) 963-4812 Project: Cmm^_ CA Engineer:. Date: ^|2PI3 Sheet //P^ of /35 pLOQR NAOUKIT ^ir4<5LB PsPa ^T"AN1Q VJoR'^T C/N^^ = 5cH go PVC PIPE KA ^aoa(b ^s'^- loo^'ib 5S 2"^ ^^^40 PATREJLI. GROUP, ITNTC. 751 Sunny Grove Ln. PH: (626) 335-4362 Giendora, CA 91741 FAX: (626) 963-4812 Project: [fGolJ^fxJP XAI^Sfi^lP, CA Engineer: D. f^^CUU Date: _ Sheet /(^^ of PVC Schedule 80 Pipe Specifications Pipe O Avg Pipe Weight Pipe Area Water Weight Total Weight (in) (Ib/ft) (ft') (Ib/ft) (lb/ft) 0.125 0.063 0.0002 0.01 0.08 0.25 0.105 0.0004 0.03 0.13 0.375 0.146 0.0009 0.06 0.20 0.5 0.213 0.0015 0.09 0.31 0.75 0.289 0.0028 0.18 0.47 1 0.424 0.0048 0.30 0.72 1.25 0.586 0.0086 0.54 1.12 1.5 0.711 0.0119 0.74 1.45 2 0.984 0.0200 1.25 2.23 2.5 1.500 0.0286 1.78 3.28 3 2.010 0.0447 2.79 4.80 3.5 2.452 0.0603 3.76 6.22 4 2.938 0.0782 4.88 7.82 5 4.078 0.1240 7.74 11.82 6 5.610 0.1778 11.09 16.70 8 8.522 0.3121 19.48 28.00 10 12.635 0.4915 30.67 43.31 12 17.384 0.6957 43.41 60.80 14 20.852 0.8400 52.41 73.27 16 26.810 1.1018 68.75 95.56 18 33.544 1.3987 87.28 120.82 20 41.047 1.7308 108.00 149.05 24 58.233 2.5020 156.12 214.36 I Patrell Engineering Group, Inc. 751 Sunny Grove Ln. Giendora, CA 91741 PH: (626) 335-4362 FAX: (626) 963-4812 Project: cm^e>AD CA Engineer:. Date: ^jlXii'^ Sheet 12 "dia . SCH S>0 PvC PIPELIME ^MAXIMUM; ATTACH PIPS ro PIPE SUPPORT UJITH TUBIMS CLAMP MODEL" P^\200 ATYPICAL FOR ALL PIPES ONJ SUPPORT; MOTEm MAXIMUM SPACING OF SRAC<ETS IS fc'-O" MAX CENTER TO CENTER AND 2'-0" MAX FROM CORNERS OF PIPE RUNS AND PIPE ENDS STRUCT CENTER RUNE^ HOUJNT-r ('ELEVATION Sf ON MECH ROOM PLAN PIPE SUPPORT FROM WALL PER "POUJER STRUT" MODEL" PS400 CONTACT lNf=0: LU UJ UJ . a CSOO lliedeg.com ; S 8 2 - 5 & 4 3 CONNECT PIPE SUPPORT TO UJALL UJITH (2) /2"<t> ANCHOR BOLTS PER "HILTI" <*<B-TZ lUITH 2" MINIMUM EMBEDMENT ESR ISH PIPE SUPPORT from WALL SCALE: 3- = r-0" ^ Patrell — Engineering Group, Inc. 751 Sunny Grove Ln. Giendora, CA 91741 PH: (626) 335-4362 FAX: (626) 963-4812 Project: t JF(bOL.^AO \/jATeRPAA-vc £)CpArA6iof\l 2oi4 Engineer: Date: ^/2QI3 Sheet /C16' of /3.5 VloRfrr CAt^e- SCH SO F\/C PiPe CbO.S lb/- (cb'"^ = 3&5 li, KA - 3^5 lb ^^//2^ ^ 274 'lb T'^ /202 \h -t ^~lo 11^)^2 33CP Ib \lec^ boa: = lb/2 - )03 Ib — i)^^ Pc3 FOR 2)0 L^T ANCHOi^A6^e- CA^C_ BRACKETS Finish: Painted Green, or Electro-galvanized Order By: No., Size and Finish PS 3164-DoubleChannel Bracket Support Use With: PS2002T3, PS 210 2T3 Dssign Momsnt on Upright Channel: 16 ga. channel 6,500 in.-lbs. 14 ga. channel 9,100 in.-lbs. 12 ga.channell 3,000 in.-lbs. Note: Momenl is for fitiing only. Channel may determine overall capacity. Weight/100 pes: 273 Ibs. PS 838 R or L-Shelf Bracket PS 825 R or L - Single Pipe Axle Supporl r<r>i-r J Right Hand Illustrated iJiad Rating: 2,000 Ibs Note: Specify R (Right) or L (Left) when ordering Weight/100 pes.: 220 Ibs. POWER-STRUT* PS 826 - Double Pipe Axle Support U3' Load Rating: 4,000 lbs J 7V Weight/100 pes.: 310 Ibs. Stock Tiiickness: .105 Note: Specify R (Right) or L (Left) when ordering. Right Hand Illustrated Uniform Load Rating: 275 Lbs. When mounted on 12 ga. channel. A Size Stamped ident. No. B WI./100 pes 6" 121892 11^16" 58 8" 121893 2^16" 83 10" 121894 2Vl6" 114 12" 121895 3'/l6" 49 14" 121896 31^16" 174 16-121897 4'/l6" 225 18" 121898 41^16" 255 20" 121899 5'/t6" 295 22" 121900 515/16" 361 24" 121901 67/16" 396 26" 121902 6iyi6" 456 28" 121903 7'/l6" 479 30" 121904 7t6/l6" 544 PS 3282-Cable Tray Strut Bracket Support brace on 24", 30" and 36" only. Note: PS 400 channel welded to Vi" stock A B Unllorm Load* Wl./lOO pes 12" 1,900 388 18" 1,000 506 24" 1,000 763 30" wye 900 1,012 36" wye 800 1,083 •Mounted on 12 ga. channel. PS 2404 thru PS 2408-Wall Ladder Bracket Part A D Wt./100 No. n • pes PS 2404 m 6" 113 PS 2405 m 8" 164 PS 2406 6%" 10" 216 PS 2407 8%" 12" 267 PS 2408 10%" 14" 318 PS 2422-37'/i° Degree Stair Tread Support 8'/ti S'/J""^?-^ J.-,37'/2 WeighVlOO pes: 213 Ibs. Power-Strut® Engineering Catalog /07, {•35 www.hllti.us Profis Anchor 2.4.2 Company; Patrell Engineering Page: 1 Specifier: JWF Project: Legoland Address: 751 Sunny Grove Ln. Giendora, Ca 91741 Sub-Project 1 Pos. No.: Pipe Support Phone 1 Fax: 626-335-4362 | 626-963-4683 Date: 9/20/2013 E-Mail: 626-335-4362 | 626-963-4683 Specifier's comments: Wall Support 1 Input data Anchor type and diameter: Effective embedment depth: Material: Evaluation Sen/ice Report: Issued I Valid: Proof Stand-off installation: Profile: Base material: Reinforcement: Seismic loads (cat. C, D, E, or F) Geometry [in.] & Loading [Ib, ft.lb] Kwik Bolt TZ - CS 1/2 (2) hef = 2.000 in., h„om = 2.375 in. Carbon Steel ESR-1917 5/1/2013 I 5/1/2015 design method ACI 318/AC193 - (Recommended plate thickness: not calculated) no profile cracked concrete, 3000, f^' = 3000 psi; h = 6.000 in. tension; condition B, shear; condition B; no supplemental splitting reinforcement present edge reinforcement; none or < No. 4 bar no 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 Hllti is a registered Trademark of Hilti AG, Schaan www.hilti.us Profis Anchor 2.4.2 Company; Specifier; Address; Phone I Fax; E-Mail; Patrell Engineering JWF 751 Sunny Grove Ln. Giendora, Ca 91741 626-335-4362 | 626-963-4683 Page; Project; Sub-Project I Pos. No.; Date: Legoland Pipe Support 9/20/2013 2 Load case/Resulting anchor forces Load case; Design loads Anchor reactions [Ib] Tension force; (+Tension, -Compression) Anchor 1 Tension force Shear force Shear force x Shear force y 336 183 max. concrete compressive strain; max. concrete compressive stress; resulting tension force in (x/y)=(0.000/0.000); 0 183 resulting tension rorce in (x/y)=(U.oou/u.uuu); u resulting compression force in (x/y)=(0.000/0.000); 0 - [%o] - [psi] 0[lb] [Ib] 3 Tension load Load N„, [Ib] Steel Strength* Pullout Strength* Concrete Breakout Strength** * anchor having the highest loading 336 N/A 336 •anchor group (anchors in tension) Capacity [Ib] Utilization ^ = Nu,/^Nn Status 8029 N/A 1712 5 N/A 20 OK N/A OK 3.1 Steel Strength Nsa = ESR value Variables n 1 Calculations Nsa [lb] 10705 Results Nsa [lb] 10705 refer to ICC-ES ESR-1917 ACI 318-08 Eq. (D-1) Ase.N [in.^] 0.10 0.750 tute [psi] 106000 , Nsa [lb] Nua [lb] 8029 336 Input data and results must be checked for agreement with the existing ccnditions and for plausibility! PROFIS Anchor (c) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan \J35 www.hilti.us Profis Anchor 2.4.2 Company; Patrell Engineering Page; 3 Specifier; JWF Project; Legoland Address; 751 Sunny Grove Ln. Giendora, Ca 91741 Sub-Project 1 Pos. No.; Pipe Support Phone 1 Fax; 626-335-4362 | 626-963-4683 Date; 9/20/2013 E-Mail; 3.2 Concrete Breakout Strength Ncb = f M'ed,N VJ/c,N H/cp,N Nb ((l Ncb ^ Nua ANC seeACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b) AwcD = 9 hL M'-.N=0.7-0.3(^J.1.0 Nb =kcX>/^h:,= Variables he, [in.] 2.000 Cac [in.] 4.500 Calculations ANC [in.^] 36.00 Results Ncb [lb] eci,N [in.] 0.000 kc 17 ANCO [in.i 36.00 ec2,N [in.] ACI 318-08 Eq. (D-4) ACI 318-08 Eq. (D-1) ACI 318-08 Eq. (D-6) ACI 318-08 Eq. (D-9) ACI 318-08 Eq. (D-11) ACI 318-08 Eq. (D-13) ACI 318-08 Eq. (D-7) Ca.min [in.] 0.000 X 18.000 ^c [psi] V|<c,N 1.000 1 V|/ec1,N 1.000 . Ncb [lb] 3000 1/ec2,N 1.000 Nua [lb] M/ed.N 1.000 V|/cp,N Nb [lb] 1.000 2634 2634 0.650 1712 336 Input data and results must be checked for agreement with the existing conditions and for plausibilityl PROFIS Anchor ( c ) 2003-2009 Hilli AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hiltl.us Profis Anchor 2.4.2 Company; Patrell Engineering Page; 4 Specifier; JWF Project; Legoland Address; 751 Sunny Grove Ln. Giendora, Ca 91741 Sub-Project Pos. No.; Pipe Support Phone 1 Fax; 626-335-4362 | 626-963-4683 Date; 9/20/2013 E-Mail; 4 Shear load Load V„a [Ib] Capacity ^V^ [Ib] Utilization ^ = Vua/<|>Vn Status steel Strength* 183 3572 6 OK Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength** 183 1844 10 OK Concrete edge failure in direction y+** 183 6010 4 OK * anchor having the highest loading *'anchor group (relevant anchors) 4.1 Steel Strength Vsa = ESR value refer to ICC-ES ESR-1917 ACl 318-08 Eq. (D-2) Variables n Ase,v [in.i futa [psi] 1 0.10 106000 Calculations Vsa [lb] 5495 Results Vsa [lb] 5495 (t)5leel 0.650 (jlVsa [Ib] Vua [lb] 4.2 Pryout Strength Vcp = kcp [(AJT^) f"''^ ^'^•''' '^'^f.'^ >V,p£Vu, ANC seeACI 318-08, PartD.5.2.1, Fig. RD.5.2.1(b) '^NcO AwnO - 9 hef V|/ec,N = ( 1 . 2eN I ^ 1 .0 \ 3 he,/ M'-N =0.7 +0.3 (^J. 1.0 Vcp,N=MAx(^,^')<1.0 Nb =KX^c hef' Variables kcp he, [in] 3572 183 ACI 318-08 Eq. (D-30) ACI 318-08 Eq. (D-2) ACI 318-08 Eq. (D-6) ACI 318-08 Eq. (D-9) ACI 318-08 Eq. (D-11) ACI 318-08 Eq. (D-13) ACl 318-08 Eq. (D-7) I [in.] ec2,N [in.] , [in ] 1 2.000 0.000 0.000 18.000 M/c,N 1.000 Cac [in.] 4.500 17 fc [psi] 3000 Calculations ANC [in.i 36.00 Results Vc^llb] 2634 [in.i 36.00 <|>concrete Vec1,N 0.700 1.000 .l.V,p[lb] 1844 M<ec2,N 1.000 Vua [lb] 183 >Ced,N 1.000 M<cp,N Nb [lb] 1.000 2634 Input data and resutts 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 www.hiltl.us 135 Profis Anchor 2.4.2 Company; Specifier; Address; Phone I Fax; E-Mail; Patrell Engineering JWF 751 Sunny Grove Ln. Giendora, Ca 91741 626-335-4362 j 626-963-4683 Page; Project: Sub-Project I Pos. No.; Date; Legoland Pipe Support 9/20/2013 4.3 Concrete edge failure in direction y+ 'Av <t) Vcb S Vua Ave seeACI 318-08, Part D.6.2.1, Fig. RD.6.2.1(b) 4.5 C^a1 Vcb - (^v^) ^'"^'^ ^"^'^ ^'''^ Vparallel.V Vb AvcO ' H'ec,V Ved.V M/h,V Vb ^£1.0 (7(y"vd;).V^c2f Variables Cat [in.] 12.000 le [in.] Ca2 [in.] 18.000 0.000 da [in.; ACI 318-08 Eq. (D-21) ACI 318-08 Eq. (D-2) ACI 318-08 Eq. (D-23) ACI 318-08 Eq. (D-26) ACI 318-08 Eq. (D-28) ACI 318-08 Eq. (D-29) ACI 318-08 Eq. (D-24) ecv [in.] t|/c,V ha [in.] 1.000 ^c [psi] 2.000 0.500 3000 6.000 >)/parallel,V 1.000 Calculations Ave [in.i Avco [in.i 216.00 Results Vcb [lb] 8586 648.00 <t>concrele \|)ec,V 1.000 > Vcb [Ib] V|fed,V 1.000 Vua [lb] 6010 0.700 5 Combined tension and shear loads |iv_ 0.196 PNV = pSi + P& <= 1 183 0.099 5/3 1.732 Vb [lb] 14871 Utilization v [%] Status 9 OK 6 Warnings • To avoid failure ofthe anchor plate the required thickness can be calculated in PROFIS Anchor. Load re-distributions on the anchors due to elastic deformations ofthe anchor plate are not considered. The anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the loadingi • Condition A applies when supplementary reinforcement is used. The O 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. • Refer to the manufacturer's product literature for cleaning and installation instructions. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI318 or the relevant standard! Fastening meets the design criteria! Input data and results must be checked for agreement v^fith 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 www.hiltl.us Profis Anchor 2.4.2 Company; Specifier; Address; Phone I Fax; E-Mail; Patrell Engineering JWF 751 Sunny Grove Ln. Giendora, Ca 91741 626-335-4362 ! 626-963-4683 Page; Project; Sub-Project I Pos. Date; No.; 6 Legoland Pipe Support 9/20/2013 7 Instaiiation data Anchor plate, steel: - Profile; - Hole diameter in the fixture; - Plate thickness (input); - Recommended plate thickness; - Cleaning: Manual deaning ofthe drilled hole according to instructions for use is required. Coordinates Anchor in. Anchor type and diameter; Kwik Bolt TZ - CS, 1/2 (2) Installation torque; 40.000 ft.lb Hole diameter in the base material; 0.500 in. Hole depth in the base material; 2.625 in. Minimum thickness ofthe base material; 6.000 in. Anchor C-v 1 0.000 0.000 18.000 18.000 18.000 18.000 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 complied with by the user. All figures contained therein are average figures, and therefore use-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 ofthe Software offered by Hilti on a regular basis. Ifyou 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. 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 dala and results must be checked for agreemenl wilh the existing condilions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan ® Patrell — Engineering Group, Inc. 751 Sunny Grove Ln. Giendora, CA 91741 PH: (626) 335-4362 FAX: (626) 963-4812 Project: LJE^OLAND CAm^ACLCA Engineer: Date: D. Fe^Jli^LL ^/2o/?s Sheet //3 of /3S 3 X 3 X X S " LOM<3 STESL ANGLE / 2 " d i a . MB 3/4"diS. ROD &' O.C. MAXIMUM THREADED ROD AND NUT CLEVIS STYLE PIPE HANSER AT S' O.C. (-MAXIMUM; LINESIZE PVC PIPE PER PLAN SSI&MIC LOADING NOTE6: L PROVIDE HANGERS, SUPPORTS, SEISMIC RESTRAINTS AND/OR BRACINiS POR ALL MECHANICAL EQUIPMENT, CONDUIT, AND LIGHTING FIXTURES TO SUSTAIN VERTICAL LOADS AND RESIST HORIZONTAL FORCES IN ANY DIRECTION TO COMPLY OilTH IBC SECTION 2-2312 (13) TABLE NO. 23-P ASSOCIATED NOTES. SIZE PIPE HANGER AND CLAMP TO ADEQUATELY SUPPORT LOAD, 2, PIPES, DUCTS, AND CONDUITS SHALL BE SUPPORTED AND BRACED PER THE SMACNA "GUIDELINES FOR SEISMIC RESTRAINTS OF MECHANICAL SYSTEMS AND PLUMBING PIPING SYSTEMS" OR THE "SUPERSTRUT SEISMIC RESTRAINT SYSTEM" OR THE "<IN-LINE SEISMIC RESTRAINT SYSTEM" FOR PIPES AND CONDUITS ONLY, 5. CONCRETE EXPANSION TYPE ANCHORS SHALL BE "HILTI" RE-5O0-SD EPOXY fESR 2322; 3-1/2" MIN. EMBEDMENT ^VERIFY UJITH THE BUILDING STRUCTURAL ENGINEER; TYPICAL 4, FOR COPPER TUBING USE COPPER PLATED OR PAINTED B3104C, FELT LINED B3IOOF, OR PLASTIC COATED B3100C. PIPE SUPPORT from CEILING SCALE: 1-1/2- = r-O" ^ Patrell — Engineering Group, Inc. 761 Sunny Grove Ln. Giendora, CA 91741 PH: (626) 335-4362 FAX: (626) 963-4812 Project: U.QOLAlviO Cm^eAD. CA Engineer: O. FEI(^^JBUU Date: ^/70l^ Sheet //^ of \c> y4 CAe>& r ^ ^^^4^ PIPE: SCH 80 %"<^> ROD AuouJ KAAy CLEVIS LOAO = 4-00 Ib Sisi^ P(3 _____ FOR T^Nisiotv! RJLLOUT \^ CONCPETE 'Tl^.s RoD5 to/ 3" ^vt^ 5ifv\e> 6. FOR Xet^^iOr^ VA"4^ Roof? u:>) 3"mifv) Em£, Clevis Hanger, Adjustable, Pipe Sz4 In - Pipe Hangers and Clamps • GRAINGER niiu http://ww\v.grainger.com/Grainger/ANVIL-Clevis-Hanger-4HXV6?P.. of 2 PRODUCTS RESOURCES SERVICES WORLDWIDE REPAIR PARTS * Catalog ( Find a Branch | Enter keyword or part number Sign In j New Customer? Register Now [ Hrflp Cart Contains: (0) Items ANVIL Clevis Hanger, Adjustable, Pipe Sz 4 In Plumbing > Pipe and Tubing > Pipe Hangers and Clamps Clevis Hanger, Light Duty. Adjustable, Pipe Size 4 In, Rod Size 3/8 In, Max Load 400 Lb, Material of Construction Galvanized Steel, Length 7 25/32 In, For Suspension Of Stationary Pipe Or Conduit, Standards WW-H-171E (Type 12) Grainger Item # Price (ea.) Brand Mfr. Model # Ship Qty. S) Sell Qty. (Will-Call) B Ship Weight (lbs.) Availability Catalog Page No. Country of Origin (Country of Origin is subjectto ctiange.) Qty. Price stiown may not retted your price S^jn in or register When can I get it? Use your ZIP code to estimate availability Qty: ZIP code: ^§1 4HXV6 $5.00 ANVIL 0560299943 1 1 055 Ready to Ship (J 4047 iB China ROD ^ Enlarge Image Tech Specs Additional (nformation Compliance & Restrictions Required Accessories Optional Accessories Alternate Products Repair Parts Item Type Pipe Size (In.) Rod Size Max. Load (Lb.) Material of Construction Length (In.) Description/Special Features Standards Package Quanttty Customers Also Purchased Clevis Hanger Light Duty, Adjustable 4 3/8" 400 Galvanized Steel 7-25/32 For Suspension Of Stationary Pipe Or Conduit WW-H-171E (Type 12) Tissue, Bath, Roll, Pk80 Brand GEORGIA PACIFIC Grainger Item # Price: 4TE17 $107 00 Qty MRtmitKHHu Ttiread Sealant Tape, PTFE, | Tissue, Bath, Roll, Pk18 1/2 X 260 In I ANTI-SEIZE : Brand GEORGIA PACIFIC Grainger Item # Price: Qty 3PDL5 Grainger Item n $051 Price Qty 1FC17 $99 80 Battery, Coin Cell, Size 2032, PK 2 Grainger Item # Price: Qty 2HYJ1 $5.60 1 OfS •f 16x25x1, Pleated Air Filler. MERV 7 AIR HANDLER Grainger Item U. Price Qty SVUSIO $7 37 Customers Also Viewed Roll Towel, Pk6 Brand: GEORGIA PACIFIC Grainger Item « 3EB46 Price: $124.80 Qty Clevis Hanger, Adjustable, Pipe Sz 6 In Brand ANVIL Grainger Item # 4HXW6 Price: $8.89 (3ty Filter, Cartridge Brand DAYTON Grainger Item « 2W435 Price $14.90 Qty Threaded Rod, Gr 2, Zinc, | 3/e.1«x6Ft, RH, UNC Brand APPROVED VENDOR j Grainger Item #: 4FGN8 I Price $11.OO i Other Popular Terms for this Product • Pipe Hangers (719) • Clevis Hangers (99) (!? View Calalog Page View Printable Page Return To Top • 12/31/2011 7:15 PM Clevis Hanger, Adjustable, Pipe Sz 6 In - Pipe Hangers and Clamps - ... http://\vvv\v.grainger.com/Grainger/ANVIL-Clevis-Hanger-4HXW6?. of 2 GRAINGER 11 IIU PRODUCTS RESOURCES SERVICES WORLDWIDE REPAIR PARTS Sign In j New Customer? Register Now j Hel| i I m Catalog | Find a Branch | ~ Cart Contains: (0) Items Enter keyword or part number ^^^^Q ANVIL Clevis Hanger, Adjustable, Pipe Sz 6 In Plumbing > Pipe and Tubing > Pipe Hangers and Clamps Clevis Hanger, Adjustable, Pipe Size 6 In, Rod Size 3/4 In, Max Load 1940 Lb, Material of Construction Electro-Galvanized Steel, Length 10 1/4 In, For Suspension Of Stationary Pipe Lines, Standards A-A-1192A (Type 1), VWV-H-171-E (Type 1), ANSI/MSS SP-69, and MSS SP-58 (Type 1). UL, ULC Listed and FM Approved. Grainger Item # Price (ea.) Brand Mfr. Model # Ship Qty. (B Sell Qty (Will-Call) (B Ship Weight (lbs.) Availability Catalog Page No. Country of Origin (Country of Origin is subject to change.) Qty, Price shown may not reflect your price Sign in or register When can I get it? Use your ZIP code to estimate availability Qty: ZIP code: @1 4HXW6 $8.89 ANVIL 0500359708 1 1 2.8 Ready to Ship (B 4047 S USA Q Enlarge Image Tech Specs Additional information Compliance & Restrictions Required Accessories Optional Accessories Altemate Products Repair Parts item Type Pipe Size (In.) Rod Size Max. Load (Lb.) Material of Construction Length (In.) Description/Special Features Standards Package Quantity Clevis Hanger Adjustable 6 3/4" 1940 Electro-Galvanized Steel 10-1/4 For Suspension Of Stationary Pipe Lines A-A-1192A(Type 1), WW-H-171-E (Type 1), ANSI/MSS SP-69, and MSS SP-58 (Type 1) UL, ULC Listed and FM Approved. 1 Customers Aiso Purchased Respirator, Pl<20 Brand 3M Grainger Item # Price- Qty 3KP43 $2605 Battery, Coin Cell, Size 2032, PK 2 ; Clevis Hanger, Adjustable, Pipe Sz 8 In DURACELL : Brand Grainger Item # Price: Oty 2HYJ1 ' Grainger Item #. $5 60: Price 4HXW7 $13.78 I 1 I Meter Hanging Kit Brand. Grainger Item #. Price. Qty 6GNP2 $36.40 3 Pc Suit, PVC/Polyester, XI Brand. CONDOR Grainger Item # 5T914 Price $21.21 Qty ltJ.r.tW.lBi'Bfci Customers Also Viev^cd Clevis Hanger, Adjustable, Pipe Sz 6 In Brand ANVIL Grainger Item tt 4HXX7 Price Qty $7 62 |jigfB!Hgg|i 0 Pipe/Conduit Hanger, Pipe Sze In Brand: ANVIL Grainger Item It 4HYA6 Price: $21.04 Oty iAll!I>!t.ff.l!!flH Midget Fuse, Time Delay, FNQ-R, 2A, 600V Brand: COOPER BUSSMANN Grainger Item #. $F114 Price $16.20 Oty ~" Zinc It, 16 Oz, Net 13 oz Brand CRC Grainger Item # 6YL13 Price $1465 Qty Ott\er Popular Terms for this Product • Pipe Hangers (719} • Clevis Hangers (99) llll View Catalog Page View Printable Page Return To Top 12/31/2011 7:15 PM ^ Patrell — Engineering Group, Inc. 751 Sunny Grove Ln. Giendora, CA 91741 PH; (626) 335-4362 FAX: (626) 963-4812 Project: Engineer: ^ Date: ^|2Ql3 Sheet /// of /A^ /VW^pAoiNie •= &-~G' CAJ' Z6 Ibj' ALLOUJ r^Ax CLSN/it) LOAO = 2000 lb f^oR Tet^svori PULLOUT HiuTi RESOD-SO &'Pox\j lO"^ PIPE: 5CM 80 7e)"j^^^o T'- lb)' (&'^- 352. lb ALJLOUJ NAAy Cue\Jis LOAO" ZCOCX^ lb R \A\L^\ Ree)00-^0 ^pox-| Clevis Hanger. Adjustable, Pipe Sz 8 In - Pipe Hangers and Clamps - ... http://\v\v\v.grainger.coin/Grainger/ANVlL-Clevis-Hanger-4HXX8?P.. of 2 lltIM PRODUCTS RESOURCES SERVICES WORLDWIDE REPAIR PARTS Sign In j New Customer? Register Now j Hel(^ * Catalog I Find a Branch j ^ Cart Contains: (0) Items Enter keyword or part nutrrber ' ^^^^^B ANVIL Clevis Hanger, Adjustable, Pipe Sz 8 In Plumbing > Pipe and Tubing > Pipe Hangers and Clamps Clevis Hanger, Adjustable, Pipe Size 8 In, Rod Size 3/4 In, Max Load 2000 Lb, Material of Construction Plain Steel, Length 12 11/16 In, For Suspension Of Stationary Pipe Lines, Standards A-A-1192A (Type 1), WW-H-171-E (Type 1), ANSI/MSS SP-69, and MSS SP-58 (Type 1). UL, ULC Listed and FM Approved. Grainger Item # Price (ea.) Brand Mfr. Model # Ship Qty. BJ Sell Qty. (Will-Call) (El Ship Weight (lbs.) Availability Catalog Page No. Country of Origin (Country of Origin is subject to ctiange.) Qty. 4HXX8 $12.55 ANVIL 0500173133 1 1 4.45 Ready to Ship U 4047 H USA ROD TJ^^yr^OOOIb 01^ 6G?V)AU Enlarge Image Price shown may not reflect your price. Sign in or register I "" ~ - - - i When can I get tt? Use your ZIP code to estimate availability. ; Qty: ZIP code: ^S] Tech Specs Additionat Information Compliance & Restrictions Required Accessories Optional Accessories Altemate Products Repair Parts Item Type Pipe Size (In.) Rod Size Max. Load (Lb.) Material of Construction Length (In.) Description/Special Features Standards Pacltage Quanttty Clevis Hanger Adjustable 8 3/4" 2000 Plain Steel 12-11/16 For Suspension Of Stationary Pipe Lines A-A-1192A {Type 1), WW-H-171-E (Type 1), ANSI/MSS SP-t FM Approved and MSS SP-58 (Type 1). UL, ULC Listed and Customers Also Purchased Water Filter Cartridge, 5 Microns, PK 2 Brand AQUA-PURE Grainger Item # Price 1P7S3 $23.43 City IfitiR^ff^ffjgil Hand Scratch Brush, PK 5 i Duct Tape, Lt Duty, Silver, 2 I in X 60 Vd TOUGH GUY Brand Grainger Item # Price Qty 1VAG2 Grainger Item # $20 28 i Price eEKW4 $6.66 t^^^ij Oty {^^^1 Faceshleld Visor, PETG, Cir, 8x15-1/2in Grainger Item #: 2ELR2 Price: $4 13 Qty jWBRy™"^ Platform, Modular, 2drum EAGLE Grainger Item # Pnce: Qty 4YF76 $167.75 m View Catalog Page Si View Printable Page Customer Service Catalog Request Contact Us Order Support Bulk Order Pad Order History Company Information About Us Careers Online Resources Clearance Center Hot Buys Return To Top • Services Alliance Energy Solutions Emergency Services Customers Also Viewed Clevis Hanger, Adjustable, Pipe Sz 8 In Brand: ANVIL Grainger ttem #: 4HXW7 Price: $13.78 3 Piece Bali Vaive, SS 1 1/2 In, FNPT Brand: SHARPE VALVES Grainger Item #: 3CFV6 Price: $117.15 Qty fc'AitiMtWtfefcl Carbide Hole Saw, Carbide Grit, e In Brand: MORSE Grainger Item*: 1XJF2 Price: $66.00 Qty ' ~~ m Reducer, 2 1/2x1 1/2 In, Spigot X Socitet Brand: GF PIPING SYSTEMS Grainger Item # 3TNX3 Price: $1534 Qty 12/31/2011 7;26 PM Clevis Hanger. Adjustable, Pipe Size 10 In - Pipe Hangers and Clamps... http://www.grainger.com/Grainger/ANVIL-Clevis-Hanger-5LWX87P.. 11% of 2 GRAHIGER mm PRODUCTS RESOURCES SERVICES WORLDWIDE REPAIR PARTS ANVIL Clevis Hanger, Adjustable, Pipe Size 10 In Sign in I New Customer? Register Now | Heli ^ Catalog j Find a Brancti | ^ Cart Contains: (Oj items ; Enter keyword or part number : ^^^^^B Customers Also Viewed Plumbing > Pipe and Tubing > Pipe Hangers and Clamps Ctevis Hanger, Adjustable, Pipe Size 10 In, Rod Size 7/8 In, Max Load 3600 Lb, Material of Construction Carbon Steel, Length 16 11/16 In, Pipe Outer Diameter 11.10 In, Standards A-A-1192 (Type 1) VWV-H-171-E (Type 1) and MSS-SP-69 (Type 1) Grainger Item # Price (ea.) Brand Mfr, Model # Ship Qty. IB Sell Qty. (Will-Call) B) Ship Weight (lbs.) Availability Catalog Page No. Country of Origin (Country of Origin is subject to cliange.) Qty Price stiown may not reflect your price Sign in or register When can I get It? Use your ZIP code to estimate availability Qty: ZIP code: ^Q] 5LWX8 $31.50 ANVIL 0500250147 1 1 9.4 Ready to Ship (J| 4047 iS USA 10"4> Rpe: ROD 9 Motor, Spllt^'h, 1/4 HP, 1726, 116 V, 4B, ODP Brand: A O. SMITH Grainger Item It 4UE7S Price: $109.00 Qly 11^ ^ Enlarge Image Tech Specs Additionat Information Compliance & Restrictions Required Accessories Optional Accessories Alternate Products Repair Parts Item Type Pipe Size (In.) Rod Size Max. Load (Lb.) Material of Construction Lengtti (In.) Width (In.) Standards Package Quantity Clevis Hanger Adjustable 10 7/8" 3600 Carbon Steel 15-11/16 11 10 A-A-1192 (Type 1) 1 WW-H-171-E (Type 1), and MSS-SP-69 {Type 1) Customers Also Purchased Seat, Toilet, Open Front Brand; BEMIS Grainger Item # Price 2P888 $29.90 Oty ir.r.f.tKiiBiBH • Cover, Blank, Square Box Battery, Lead Acid, SV, 4AH Brand. RACO ! Brand APPROVED VENDOR Grainger Item # Pnce: Qty j 5A053 ; Grainger Item # $1-37 1 Price: 2UKJ2 $20.03 Battery, Lead Acid, 12V, 7AH Brand: APPROVED VENDOR Grainger item * 2UKJ4 Pnce: $35 70 Oty rfMrwuftnai Handy Box, 13.0 Cu In Brand. RACO Grainger Item # Price: 4A23S $2 92 Qty giy.HjlfjKiB'.tSi) Condensate Pan Cleaner, 100 Tablets Brand: COMSTAR Grainger Item #: 4PDC4 Price: $35.00 Qty i'.llllS»!*.«il?i,! Ligtit, Emergency, 24 W Brand LITHONIA Grainger Item #: 3EU38 Price: $145.85 Qty ' Battery, Lead Acid, 12V, 6AH Brand. APPROVED VENDOR Grainger Item #: 2UKJ9 Price $30 80 Other Popular Terms for this Product •Pipe Suppons (1245) • Pipe Hangers (719) ^ View Catalog Page Ei View Printable Page • Clevis Hangers (99) Return To Top 12/31/2011 7:23 PM ^ Patrell — Engineering Group, Inc. 751 Sunny Grove Ln. Giendora, CA 91741 PH: (626) 335-4362 FAX: (626) 963-4812 Project: (^Ad^ £XpANS(or\/ 701^ Cmsma CA Engineer: _ Date: ^jlD]^ Sheet /2^P of "T- (b\ lbf(&'^ 46& lb ^^uouJ /VIAV Ctev/ie LOAD = 3&00 lb F5R T&MSIONI PULLOUT hiLT\ PvE500-30 epox^ (y\l\y Clevis Hanger, Adjustable, Pipe Size 12 In - Pipe Hangers and Clamps... http://www.grainger.coiTi/Grainger/ANVIL-Clevis-Hanger-5LWX9?P.. 1^, of 2 GRAINGER PRODUCTS RESOURCES SERVICES WORLDWIDE REPAIR PARTS Sign In I New Customer"? Register Now j Hell fe ' ^ Catalog | Find a Branch j ~ Cart Contains: (0) Items Enter keyword or part number i ^^^^H ANVIL Clevis Hanger, Adjustable, Pipe Size 12 In Plumbing > Pipe and Tubing > Pipe Hangers and Clamps Clevis Hanger, Adjustable, Pipe Size 12 In, Rod Size 7/8 In, Max Load 3800 Lb, Material of Construction Carbon Steel, Length 18 11/16 In, Pipe Outer Diameter 13.20 In, Standards A-A-1192 (Type 1) WW-H-171-E (Type 1) and MSS-SP-69 (Type 1) Grainger Item # Price (ea.) Brand mt. Model # Ship Qty S) Sell Qty. (Will-Call) IS Ship Weight (lbs.) Availability Catalog Page No. Country of Origin {Country of Origin is subject to ctiange.) Qty. 5LWX9 $45.50 ANVIL 0500250154 1 1 13.63 Ready to Ship (3 4047 55 USA Add Grainger TripleGuard® repair & replacement coverage (B for $16.95 eacfi. Price shown may nol reflect your price Sigr) in or register When can I get it? Use your ZIP code to estinnate availability. ' • Qty; ZIP code: S Enlarge Image Tecti Specs Additional Information Compliance & Restrictions MSDS Required Accessories Optional Accessories Alternate Products Repair Parts Item Type Pipe Size (In.) Rod Size Max. Load {Lb.) Material of Construction Lengtti (In.) Width (tn.) Standards Package Quantity Clevis Hanger Adjustable 12 7/8" 3800 Carbon Steel 18-11/16 13.20 A-A-1192 (Type 1), WW-H-171-E (Type 1); and MSS-SP-69 (Type 1) Customers Also Purchased 1 of 5 Oil, Air Compressor Brand EXXONMOBIL Grainger Item #: Price: 4F978 $36 15 Disposable t/Viper, White, PK 180 ; Beam Clamp, 3/8 iN Rod : Size WYPALL I Brand I CADDY Grainger Item # Price: Qty 2VHP8 I Grainger Item # 1RUY3 $36.50 I Price $2 39 ay Anctior Stiacifle, 6500 Lb Cap, S/8 Size Brand APPROVED VENDOR Grainger Item # 2XY2S Price: $17.B4 Qty tf^tiliHWiWIftH Threaded Rod, Gr 2, Zinc, 3/8-16x6Ft, RH, UNC Brand: APPROVED VENDOR Grainger Item # Price: Qty 4FGNe $11 00 Other Popular Terms forthis Product • Pipe Supports (1245) • Pipe Hangers (719) • Clevis Hangers (99) IL5 View Catalog Page ^ View Printable Page Return To Top Customers Also Viewed Sander/Grinder, 4.5 in Brand: DEWALT Grainger Item # 5TBB5 Price: $104 95 Qty — Channel, Half Slot, 10tt Brand SUPER-STRUT Grainger Item t 5YB79 Price: $41.85 Qty 1 Rivet Tool, 1940 Lb Force, 0.551 In Stroke Brand: SPEEDAIRE Grainger Item # 3CRH4 Price: $124.25 Qty Bail Vaive, 2 In NPT, Cast Bronze Brand APOLLO Grainger Item # 6KK54 i Price: $58.45 \ 12/31/2011 7:33 PM ^ Patrell — Engineering Group, Inc. 751 Sunny Grove Ln. Giendora, CA 91741 PH: (626) 335-4362 FAX: (626) 963-4812 Project: WATERPARK £y PA triors] 2014 Engineer:. Date: ^/^l^ Sheet /2Z Q\ /35 4x g) !3LX)C\I 6HTu35e.KJ ~rxx ROOF RAFTBPS iM i Table IIB BOLTS: Design Values (Z) for Single Shear (two member) Connections^'^ for Sawn Lumber or SCL with 1/4" ASTM A36 steel side plate TV Thick CD .a E 0 c 'ro in. less (D E CD CD X3 io ts in. p' o Bolt Diameter G=0.67 Red Oak G=0.55 Mixed Maple Southern Pine L \ /•^ <-> \ / v_ 1 / "3 / ( / / IT \ .-.CO 1 \ li o y G=0.49 Douglas Fir-Larch (N) G=0.46 Douglas Fir(S) Hem-Fir(N) G=0.43 Hem-Fir G=0.42 Spruce-Pine-Fir G=0.37 Redwood (open grain) G=0.36 Eastern Softwoods Spruce-Plne-Fir(S) Western Cedars Western Woods G=0.35 Northern Species Thick CD .a E 0 c 'ro in. less (D E CD CD X3 io ts in. p' o Bolt Diameter Z|i lbs. Ibs. Z|, Ibs. Ibs. Z|, z^ lbs. Ibs. Z|i Zj. Ibs. Ibs. z„ Z^ Ibs. Ibs. Z|i z^ lbs. Ibs. Z|i z^ lbs. ibs. Zii z^ Ibs. Ibs. Z|| z^ lbs. Ibs. Zn lbs. Ibs. 1 1/2 1/4 1/2 5/8 3/4 7/8 1 730 420 910 480 1090 550 1270 600 1460 660 620 350 780 400 940 450 1090 510 1250 550 580 310 730 360 870 420 1020 470 1170 510 580 310 720 360 860 410 1010 450 1150 500 550 290 690 340 820 390 960 430 1100 480 520 280 650 320 780 360 910 410 1040 460 510 270 640 320 770 360 900 400 1030 450 470 240 590 290 710 320 820 370 940 400 460 240 580 280 690 320 810 360 930 400 450 230 560 270 680 310 790 350 900 390 1 3/4 1/4 1/2 5/8 3/4 7/8 1 810 460 1020 520 1220 590 1420 650 1630 710 690 370 870 430 1040 480 1210 540 1380 580 640 340 800 390 960 440 1130 490 1290 540 630 330 790 380 950 430 1110 480 1270 520 600 310 750 360 900 410 1050 450 1200 500 570 290 710 340 860 380 1000 420 1140 470 560 280 700 330 840 370 980 420 1120 460 510 250 640 300 770 330 890 380 1020 410 500 250 630 290 750 330 880 370 1000 410 490 240 610 280 730 320 850 360 980 400 2 1/2 1/4 1/2 5/8 3/4 7/8 930 600 1370 670 1640 750 1910 820 2190 880 860 470 1150 530 1370 590 1600 650 1830 700 830 410 1050 470 1270 530 1480 590 1690 640 820 400 1040 470 1250 520 1450 570 1660 620 780 380 980 430 1180 490 1370 530 1570 580 740 350 920 400 1110 450 1290 490 1480 540 720 340 910 390 1090 440 1270 480 1450 530 650 300 810 340 980 380 1140 420 1300 460 640 290 800 330 960 370 1120 410 1280 450 620 280 770 320 930 360 1080 400 1240 440 3 1/2N 1/4 518 3/4 7/8 1 930 620 1370 860 1900 990 2530 1070 2980 1150 860 550 1260 690 1740 760 2170 840 2480 890 830 (510^ 1210 610 1670 680 1990 740 2270 800 ) 820 510 1200 600 1660 660 1950 710 2230 770 800 480 1160 550 1580 610 1840 660 2100 730 770 450 1130 500 1480 560 1720 610 1970 660 770 430 1120 490 1450 540 1690 590 1930 650 720 370 1060 420 1290 460 1510 510 1720 560 720 360 1050 410 1260 450 1480 500 1690 540 710 350 1020 400 1220 440 1430 470 1630 530 5 1/4 1/4 5/8 3/4 7/8 1370 860 1900 1140 2530 1460 1260 760 1740 1000 2320 1190 1210 710 1670 940 2220 1050 1200 700 1660 930 2200 1010 1160 670 1610 860 2140 920 1130 640 1560 770 2070 840 1120 630 1550 760 2050 820 1060 580 1460 640 1940 700 1050 560 1450 620 1920 680 1030 540, 1420 600 1890 640 Solid Sam Joist Hangers TOP FLANGE HANGERS W/WPU/WNP/WM/WMU/HW/HWU/GLT/HGLT SIMPSON Strong-Tie 135 I I I I I I I V I 1^ I I I i I The W, WPU, HWU and HW series purlin hangers offer the greatest design flexibility and versatility. WMs are designed for use on standard 8" grouted masonry block wall construcfion. MATERIAL: See tables on pages 80-82, FINISH: Simpson Strong-Tie® gray paint; hot-dip galvanized available: specify HDG, contact Simpson Strong-Tie. INSTALLATION: • Use all specified fasteners. WM—two 16d duplex nails must be installed into the top flange and embedded into the grouted wall. Verify that the grouted wall can take the required fasteners specified in the table. • H dimensions are sized to account for normal joist shrinkage. W dimensions are for dressed timber widths. • Hangers may be welded to steel headers with weld size to match material thickness (approximate thickness shown) Ve' for W, Vw for WNP/WPU and VA" for HW/HWU, by 1V2' fillet welds located at each end of the top flange (see page 17 for welding information). Weld-on applications produce maximum allowable load listed. For uplift loads refer to technical bulletin T-WELDUPLFT (HWU and WPU hangers only) (see page 232 for details). • GLT/HGLT may be welded to steel headers, see page 94 for requirements. • Hangers can support multi-ply carried members; the individual members must be secured together to work as a single unit before installation into the hanger • Embed WM into block with a minimum ot one course above and one course below the top flange with one #5 vertical rebar minimum 24" long in each cell. Minimum grout strength is 2000 psi. OPTIONS: • Refer to technical bulletin T-SLOPEJST for information regarding load reduc- tions on selected hangers which can be used without modification to support joists which have shallow slopes (<yj:12) (see page 232 for details). • See Hanger Options, page 215-224 for hanger modifications and associated load reductions. CODES: See page 13 for Code Reference Key Chart. Some model configurations may differ from those shown. Contact Simpson strong-Tie for details. Model Nailer Top Flange Nailing Uplift^ (160) Allowable Down Loads Model Nailer Top Flange Nailing Uplift^ (160) DF/SP SPF/HF LSL w 2x 2-10dxiy2 — . 1600 1600 — w 2-2x 2-1 Od — 1665 1665 — w 3x 2-16dx2y2 — 1765 — — w 4x 2-1 Od — 2200 — — WP and WNP 2x 2-10dxiy2 — 2525 2500 3375 WP and WNP 2-2x 2-10d —t-• 32§5 3255 — WP and WNP 3x 2-16dx2y2 — 300O 2510 3375 WP and WNP 4x 2-10d —. 3255 3255 — WPU 2-2x 7-1 Od 700 3255 — — WPU 3x 7-16dx2y2 970 3000 — — WPU 4x 7-16d 1095 3255 — — HW 2-2x 4-10d — 4860 — — HW 3x 4-16dx2y2 — 4845 — — HW 4x 4-16d — 5285 — — HWU 2-2x 8-16dx2y2 710 5430 — — HWU 3x 8-16dx2y2 970 5430 — — HWU 4x 8-16d 1160 5430 — — NAILER TABLE The table indicates the maximum allowable loads for W/, WNP and HW hangers used on wood nailers. Nailers are wood members attached to the top of a steei I-beam, concrete or masonry wail. 1. Uplift vaiue forthe HWU hanger is for depths <18" and are for DF/SP values only. Refer to uplift values in table below for taller depths. 2. Attachment of nailer to supporting member is the responsibility ofthe Designer. Typical WM Mid-Wall Installation See pages 159-160 for models and information. GLT HGLT (fasteners included) (fasteners included) See pages 94-95 for GLT and HGLT information. W SERIES WITH VARIOUS HEADER APPLICATIONS Joist Fasteners Allowable Loads Header Type Code Ret. Model Width Depth Top Face Joist Uplift (160) LVL PSL LSL DF/SP SPF/ HF i-Jolst Masonry Code Ret. 1/2 to 4 3y2to30 2-10dxiy2 — 2-iodxiy2 — 1635 1740 — 1600 1415 — — 170 w ' 1'/2to4 3y2to30 2-10d — 2-10dxiy2 —. 2150 2020 — 2200 1435 — — I10,F9, L14 1'/2t0 4 3y2to30 2-16d — 2-10dxiy2 — 2335 1950 2335 1765 1435 — — I10,F9, L14 iy2to 7y2 3y2to30 2-16d DPLX — 2-iodxiy2 — MIO-WALL INSTALLATION 4 4175 WM v/2 to 7y2 3y2to30 2-y4xiy4 Titens — 2-10dxiy2 -TOP OF WALL INSTALLATION 3380 IL12,L1,L11 WMU iy2to7% 9 to 28 2-16d DPLX Titens e-iodxiy. 625 MID-WALL INSTALLATION 4 4175 WMU iy2to7y2 9 to 28 l-'AxVA Titens 4-y<xiy4 Titens 6-iodxiy2 545 TOP OF WALL INSTALLATION 3380 170 WP/ WNP iy2to7y2 3y2to30 3-10dxiy2 — 2-10dxiy2 — 2865 3250 — Z500 2000 2030 — WP/ WNP iy2to7y2 3y2to30 3-10d — 2-iOdxiy2 — 2525 3250 3650 3255 2525 — — 110,119, F9, F18, L11,L14 WP/ WNP iy2to7y2 3y2to30 3-16d — 2-10dxiy2 — 3635 3320 3650 3255 2600 — — 110,119, F9, F18, L11,L14 WPU/ iy2to 5y2 7y<toi8 3-16d 4-16d 6-10dxiy2 1095 4700 4880 3650 4165 4165 — — 110,119, F9, F18, L11,L14 WNPU iy2to5y2 ley? to 28 3-16d 4-16d 6-10dxiy2 390 4700 4880 3650 4165 4165 — — 110,119, F9, F18, L11,L14 HW iy2to7y2 3y2to32 4-10d — 2-10dxiy2 — 3100 4000 — 5285 3100 — — HW iy2to7y2 3y2to32 4-16d — 2-10dxiy2 — 5100 4000 4500 5285 3665 — — iy2to3y2 9to18 4-16d 4-16d 6-10dxiy2 1160 6335 5500 5535 6335 5415 — — 110,119, F9, F18, Lll, L14 iy2to3y2 187; to 28 4-16d 4-16d 6-10dxiy2 965 6335 5500 5535 6335 5415 — — 110,119, F9, F18, Lll, L14 HWU iy2to3y2 28y2to32 4-16d 4-16d 8-10dxiy2 985 6335 5500 5535 6335 5415 — — 110,119, F9, F18, Lll, L14 HWU 4y2to7 9to18 4-16d 4-16d e-iodxi/z 1160 6000 5500 5535 6000 5415 — — 110,119, F9, F18, Lll, L14 4y2to7 18/2 to 28 4-16d 4-16d e-iodxi/j 965 6000 5500 5535 6000 5415 - 4y2to7 28y2to32 4-16d 4-16d 8-10dxiy2 985 6000 5500 5535 6000 5415 Installation on Wood Nailer . Code values are based on DF/SP header species. . WMU, WPU and HWU uplift loads have been increased for wind or earthquake ioading with no further increase allowed. Reduce where other loads govern. - For hanger heights exceeding the joist height, the allowable load is 0.50 ot the table load. . Mid-wall Installation requires minimum of one grouted course above and below the hanger. . NAILS: 16d = 0.162-dia. X 3/2- long, 10d = 0.148'dia. X 3" long, 10dxl Vl = 0.148' dia. x 1V?' long. See page 22-23 for other nail sizes and information. s? I I I 79 I I I I I i i I I 1 II I I I TOP FLANGE HANGERS - SOLID SAWN LUMBER (DF/SP) SIMPSON Strong-Tie 135 Joist or Purlin Size Model No. Dimensions Fasteners DF/SP Allowable Loads Installed Cost Index (ICI) Code ReL Joist or Purlin Size Model No. Ga W H B TF Header Joist ' Uplift (160) Floor (100) Snow (115) Roof (125) Installed Cost Index (ICI) Code ReL SAWN LUMBER SIZES TPL2x16 HU216-3TF 12 4"/is 15 2y2 2y2 20-16d 8-16d 1765 5060 5050 5050 Lowest 110, F9,L11 3x4 HU34TF 12 2»/6 3'/l6 2y2 2y2 8-16d 2-10dxiy2 295 2600 2600 2600 * 110, F9,L11 3x6 W36 12 2'/i6 5% 2 2y2 2-10d 2-10dxiy2 — 2200 2200 -2200 110, F9,L11 3x6 HtJ36TF 12 2^/6 5% 2y2 10-16d ^-mxVA 590 3725 3900 3900 * 110, F9,L11 3x8 W38 12 2yi6 7y8 2 2y2 2-1 Od 2-10dxiy2 — 2200 2200 2200 • 110, F9,L11 3x8 HU38TF 12 2yi6 7y8 2y2 2y2 12-16d 4-10dxiy2 590 3900 3900 3900 • 110, F9,L11 3x8 B38 12 2»/6 7y6 2y2 2y2 14-16d 6-16dx2y2 1010 3800 3800 3800 * 119, L13 3x10 W310 12 2«/l6 oye 2 2y2 2-1 Od 2-10dxiy! — 2200 2200 2200 * I10,F9,L11 3x10 HU310TF 12 2'/6 9ya 2y2 2y2 14-16d 6-10dxiy2 m 4170 4170 4170 * I10,F9,L11 3x10 B310 12 2'/l6 gys 2y2 2y2 14-16d 6-16dx2y2 1010 3800 3800 3800 * 119, F21,L13 3x12 WNP312 12 11 2y2 2yi6 2-1 Od 2-10dxiy2 — 3255 3255 3255 * 110, F9,L11 3x12 HU312TF 12 2»/iii 11 2y2 2y2 16-16d 6-iOdxiy2 885 4335 4335 4335 • 110, F9,L11 3x12 B312 12 2=/l6 11 2y2 2y2 14-16d 6-16dx2y2 1010 3800 3800 3800 • 119, F21,L13 3x14 WNP314 12 2^6 13 2y2 2^/6 2-10d 2-10dxiy2 . — 3255 3255 3255 110, F9,L11 3x14 HU314TF 12 2yi6 13 2y2 2y2 18-16d 8-10dxiy2 1180 4335 . .•.,*335 4335 110, F9,L11 3x14 B314 12 2'/l6 13 2y2 2y2 14-16d 6-16dx2y2 1016 3800 3800 3800 •* 119, F21,L13 3x16 WNP316 12 2yi6 15 2y2 2y-6 2-1 Od 2-10dxiy2 — 3255 3255 3255 • no, F9, Lit 3x16 HU316TF 12 2^16 15 2y2 2y2 20-16d 8-10dxiy2 1180 4335 4335 4335 * no, F9, Lit 3x16 B316 12 2yi6 15 2y2 2y2 14-16d 6-16dx2y2 1010 3800 3800 3800 * 119, F21,L13 4x3 HU43TF 12 • 3 2y2 2y2 8-16d 2-1 Od 330 2600 , 2600 2600 * no, F9,L11 4x4 HU44TF 12 3^16 3yi6 2y2 2y2 8-16d 2-1 Od 375 2600 2600 2600 Lowest no, F9,L11 4x6 HUS46TF 14 3y6 sye 2 v/l 6-16d 4-16d 1235 2700 2890 3000 Lowest no, F9,L11 4x6 W46 12 3yi6 5y8 2y2 IVi 2-1 Od 2-10d — 2200 2200 2200 +12% no, F9,L11 4x6 HU46TF 12 3yi6 5y8 2y2 10-16d 4-10d 750 3165 3165 3165 +28% no, F9,L11 4x6 HW46 11 3yi6 sys 2y2 m 4-10d 2-1 Od — 5285 5285 5285 +83% no, F9,L11 r\ BA48 (MIn) 14 3^/6 7ya 3 IVi 16-16d 2-10dxiy2 265 3435 3435 3435 , Lowest 119. F21,L13 r\ BA48 (Max) 14 3^/16 7y8 3 m 16-16d 8-10dxiya 1170 3800 3800 3800 +7% 119. F21,L13 r\ HUS48TF 14 3'/6 7y4 2 1% 8-16d 6-16d 1550 3225 3495 3670 +33% no, IL12, F9, L11 4x8 J B48 12 3^16 7y8 2y2 2y2 14-16d 6-16d 1010 3800 3800 3800 +35% 119, F21,L13 W48 12 3y;6 7ye 2y2 2y2 2-10d 2-1 Od — 2200 2200 2200 +54% no, F9, L11 HU48TF 12 3=/6 7y8 2y2 2y2 12-16d 4-1 Od 750 3500 .3500 +95% no, F9, L11 HW48 11 3»/l6 7Vr. 2y2 2y2 4-1 Od 2-1 Od — ^85^ ^3435 ) 5285 5285 +130% no, F9, L11 4x10 BA410(Mln) 14 3^16 gys 3 2y2 16-16d 2-10dxiy2 265 ^85^ ^3435 3435 3435 Lowest 119, F21 4x10 BA410(Max) 14 3=/6 9/8 3 2y2 16-I6d 8-10dxiy2 1170 3800 3800 3800 +7% 119, F21 4x10 HUS410TF 14 3yi6 9y4 2 iy2 10-16d 8-16d 2590 3365 3710 3935 +21% no, F9, L11 4x10 8410 12 3yi6 m 2y2 2y2 l4-16d 6-16d 1010 3800 3800 3800 +35% 119, F21,L13 4x10 W410 12 S'/lB gys 2y2 2y2 2-1 Od 2-1 Od — 2200 2200 2200 +49% no, F9, Lll 4x10 HU410TF 12 l%t. 9y8 2y2 2y2 14-16d 6-1 Od 1125 4150 4150 4150 +86% no, F9, Lll 4x10 HW410 11 3y,6 9y8 2y2 2y2 4-1 Od 2-10d — 5285 5285 5285 +130% no, F9, Lll 4x10 GLT4 7 3yi6 7y2Min. 5 2y2 10-N54A 6-N54A 1865 7000 7000 7000 * 119, F18, L14 4x10 HGLT4 7 3yi6 7y2Min. 6 2y2 18-N54A 6-N54A 1865 12750 12750 12750 • 119, L14 4x12 BA412 (Min) 14 3=/B 11 3 2y2 16-16d 2-10dxiy2 265 3435 3435 3435 Lowest 119, F21.L13 4x12 BA412 (Max) 14 3y6 11 3 2y2 16-16d 8-10dxiy2 1170 3800 3800 3800 +6% 119, F21.L13 4x12 HUS412TF 14 3y6 iiy8 2 2 10-16d 8-16d 2000 4420 4760 4990 +14% no, F9 4x12 B412 12 3yi6 11 2y2 2y2 14-16d • 6-16d 1010 3800 3800 3800 +27% 119, F21,L13 4x12 WNP412 12 3yi6 11 2y2 VAr. 2-1 Od 2-10d — 3255 3255 3255 +32% I10,F9,L11 4x12 HU412TF 12 3y,6 11 2y2 IVi 16-16d 6-1 Od 1125 4550 4885 5105 +84% I10,F9,L11 4x12 HW412 11 3»/6 11 2y2 m 4-10d 2-10d — 5285 5285 5285 +115% I10,F9,L11 4x12 HHB412 7 3yi6 11 3 IVi 4-N54A 2-N54A 650 4185 4185 4185 +174% 119, F18, L14 4x12 GLT4 7 3y.6 7y2 Min. 5 2V2 10-I\154A 6-N54A 1865 7000 7000 7000 * 119, F18, L14 4x12 HGLT4 7 3yi6 7y2 Min. 6 Vh 18-N54A 6-N54A 1865 12750 12750 12750 * 119, L14 See footnotes on page 80. CODES: See page 13 tor Code Reference Key Chart. 81 I2IJ>, 4 Leighton andAssociates, Inc. A LEIGHTON GROUP COMPANY July 24, 2013 ProjectNo. 10075.002 To: Merlin Entertainment Group/US Holding, Inc. One Lego Drive Carlsbad, California 92008 Attention: Mr. Chris Romero Subject: Geotechnical Update Report, Proposed Water Park Activity Pool, LEGOLAND Theme Park, Carlsbad, California In accordance with your request and authorization, Leighton and Associates, Inc. (Leighton) has conducted a geotechnical update for the proposed Water Park Activity Pool that is planned for the LEGOLAND Theme Park in Carlsbad, California (Figure 1). This report presents the results of our field investigation activities, review of the laboratory testing, geotechnical analyses, and provides our conclusions and recommendations for the proposed improvements. Based on the result of our preliminary geotechnical investigation, the proposed project is considered feasible from a geotechnicai standpoint provided our recommendations are implemented in the design and construction of the project. If you have any questions regarding our report, piease do not hesitate to contact this office. We appreciate this opportunity to be of service. Respectfully submitted, LEIGHTON AND ASSOCIATES, INC, y3 5 William D. Olson, RCE 45289 Associate Engineer Mike D. 'Jensen, C Project Geologist Distribution: (4) Addressee (3) R.W. Apel Landscape Architects, Attention: Richard Apel 3934 Murphy Canyon Road, Suite B205 • San Diego, CA 92123-4425 858.292.8030 • Fax 858.292.0771 • www.leightongroup.com 10075.002 ii5 Table 1 2010 CBC Seismic Design Parameters Site Class D Site Coefficients Fa = 1.002 Fv= 1.529 Mapped Spectral Accelerations Ss= 1.246g Si = 0.471g Site Modified Spectral Accelerations SMS= 1.249g SMI = 0.720g Design Spectral Accelerations SDS = 0.832g SDI = 0.480g 4.3 Secondary Seismic Hazards Secondary effects that can be associated with severe ground shaking following a relatively large earthquake include shallow ground rupture, soil liquefaction and dynamic settlement, lateral spreading, seiches and tsunamis. These secondary effects of seismic shaking are discussed in the following sections. 4.3.1 Shallow Ground Rupture No active faults are mapped crossing the site, and the site is not located within a mapped Alquist-Priolo Earthquake Fault Zone (Bryant and Hart, 2007). Shallow ground rupture due to shaking from distant seismic events is not considered a significant hazard, although it is a possibility at any site. 4.3.2 Liquefaction Liquefaction and dynamic settlement of soils can be caused by strong vibratory motion due to earthquakes. Research and historical data indicate that loose granular soils underlain by a near surface ground water table are most susceptible to liquefaction, while the stability of most clayey material are not adversely affected by vibratory motion. Liquefaction is characterized by a loss of shear strength in the affected soil layer, thereby causing the soil to behave as a viscous liquid. This effect may be -11-Leighton 10075.002 / 6.0 RECOMMENDATIONS The conclusions and recommendations in this report are based in part upon data that were obtained from a limited number of observations, site visits, excavations, samples, and tests. Such information is by necessity incomplete. The nature of many sites is such that differing geotechnical or geological conditions can occur within small distances and under varying climatic conditions. Changes in subsurface conditions can and do occur over time. Therefore, the findings, conclusions, and recommendations presented in this report can be relied upon only if Leighton has the opportunity to observe the subsurface conditions during earthwork operations and construction of the project, in order to confirm that our preliminary findings are representative for the site. 6.1 Site Preparation A special consideration regarding the planned site development is the presence of undocumented fill. If excavations to attain the design grades do not remove the materials, then these materials should be completely removed and recompacted as part of the site preparation. In addition, areas of grass and shrubs may have developed over time. These materials and any construction debris that may have accumulated over time on the ground surface should also be removed from the site and disposed of at an approved location. Recommendations for earthwork are presented in Section 6.5 below. 6.2 Foundation Desiqn Considerations As discussed in the preceding section, we anticipate that the proposed improvements will be supported on spread footings, drilled piles (CIDH), and/or mat slabs. The following sections address the recommendations for these types of foundation systems. 6.2.1 Conventional Spread Foundations Footings should extend at least 18-inches beneath the lowest adjacent finish grade. At these depths, footings founded in properly compacted fill soil or formational material may be designed for a maximum allowable bearing pressure of 3,500 psf. The allowable pressures may be increased by one-third when considering loads of short duration such as wind or seismic forces. The minimum recommended width of footings is 15 inches I -15- Leighton 12V 10075.002 / for continuous footings and 18 inches for square or round footings. Footings should be designed in accordance with the structural engineer's requirements and have a minimum reinforcement of four No. 5 reinforcing bars (two top and two bottom). The recommended allowable bearing capacity for spread footings is based on a maximum allowable total and differential settlements of 1-inch and 3/4-inch. Since settlements are functions of footing size and contact bearing pressures, some differential settlement can be expected between adjacent columns, where large differential loading conditions exist. With increased footing depth to width ratios, differential settlement should be less. We recommend a horizontal setback distance from the face of slopes and retaining wall for all structural footings and settlement-sensitive structures. The distance is measured from the outside edge of the footing, horizontally to the slope face (or to the face of a retaining wall) and should be a minimum of H/2 and need not be greater than 15 feet. Utility trenches that parallel or nearly parallel structural footings should not encroach within a 1:1 plane extending downward from the outside edge of footing. Please note that the soil within the structural setback area possess poor lateral stability, and improvements (such as retaining walls, sidewalks, fences, pavements, etc.) constructed within this setback area may be subject to lateral movement, and/or differential settlement. Potential distress to such improvements may be mitigated by providing a deepened footing or a pier and grade beam foundation system to support the improvement. Deepened footings should meet the setback as described above. 6.2.2 Drilled Pile Foundations For the analysis and development of the various vertical capacities of CIDH piles, the computer program SHAFT (Version 2012) produced by Ensoft, Inc. was used. As shown in Appendix D, the Shaft capacity curves were developed for 24- to 48-inch diameter piles penetrating into dense fill and formational material. Uplift capacity curves are also presented in Appendix D. Pile settlement is anticipated to be less than 1/4 inch under design loads and normal service conditions. The design curves are based 4 -16- Leighton 10075.002 /55 on center to center pile spacings of at least 3 pile diameters for the CIDH piles less than or equal to 3 foot diameter, and at least 5 pile diameters for the CIDH piles greater than 3 foot diameter. Where piles are spaced more closely, reduction in pile capacity is necessary. Construction of piles should be sequenced such that the concrete of constructed piles are allowed to setup prior to construction of piles within 5 diameters. Design of free standing poles as columns embedded in the earth (i.e., CIDH foundations) to resist lateral loads can be designed in accordance with Section 1807.3 of the 2010 CBC. For level ground conditions, we recommend lateral soil bearing pressures of 300 psf per foot of depth below the finish grade be used for determination of parameters SI and S3, in the Non-constrained and Constrained design criteria, respectively. These values should be reduced by 50 percent to account for 2 to 1 downward sloping ground conditions, if applicable. In addition, we recommend that no subsurface existing or proposed improvement be constructed within at least five (5) pile diameters of the proposed CIDH foundations. If alternative methods of lateral analysis are preferable, we recommend analysis methods such as p-y of strain wedge models that consider the boundary conditions at the ground surface. The following Table 2 presents idealized soil profile models for use in Shaft analysis, or similar lateral pile analysis software. Table 2 Shaft Model Parameters Layer Depth Soil Model Effective Unit Weight (pcf) Friction Angle k (pci) Top (ft) Bottom (ft) Soil Model Effective Unit Weight (pcf) Friction Angle k (pci) 0 20 Sand 127 32 225 20 80 Sand 125 32 225 -17-Leighton 10075.002 6.2.3 Mat Slab A soil modulus of 200 pounds per cubic inch is recommended for design of structural slab foundations. Structural foundations should be designed by the project structural engineer utilizing an allowable bearing pressure of 1,500 psf. 6.3 Floor Slab Considerations Slab-on-grade floors should be at least 5 inches thick and reinforced with a minimum of No. 3 rebars at 18 inches on center each way, placed at mid height in the slab. Slabs should be underlain by a 2-inch layer of clean sand or clean crushed gravel and a vapor barrier. We recommend that the architect follow the guidance of ACI 302.2R-06 for design of the under slab moisture protection measures and development of construction specifications. We recommend control joints be provided across the slab at appropriate intervals as designed by the project architect. Prior to placement ofthe sand layer, the upper 6-inches of slab subgrade should be moisture conditioned to a moisture content at or above the laboratory optimum. The potential for slab cracking may be further reduced by careful control of water/cement ratios. The contractor should take the appropriate precautions during the pouring of concrete in hot weather to minimize cracking of slabs. We recommend that a slip-sheet (or equivalent) be utilized above the concrete slab if crack-sensitive floor coverings are to be placed directly on the concrete slab. If heavy vehicle or equipment loading is proposed for the slabs, greater thickness and increased reinforcing may be required. -18- Leighton 132/ 10075.002 VJ5 6.4 Retaininq Wall Desiqn For design purposes, the following lateral earth pressure values in Table 3 for level or sloping backfill are recommended for walls backfilled with very low to low expansion potential (Expansion Index less than 50). Table 3 Static Equivalent Fluid Weight (pcf) Conditions Level 2:1 Slope Active 35 55 At-Rest 55 85 Passive 300 (maximum of 3 ksf) 150 (sloping down) Active earth pressures are considered are considered appropriate for walls that are allowed to rotate an amount equal to 0.002H at the top ofthe wall, where H is equal to the wall height. Where walls are not allowed to rotate that minimum amount, at-rest pressures are considered appropriate. Retaining structures should be provided with a drainage system, as illustrated in Appendix F, to prevent buildup of hydrostatic pressure behind the wall. For sliding resistance, a friction coefficient of 0.35 may be used at the soil-concrete interface. The lateral passive resistance can be taken into account only if it is ensured that the soil against embedded structures will remain intact with time. Retaining wall footings should have a minimum embedment of 12 inches below the adjacent lowest grade unless deeper footings are needed for other reasons. To account for potential redistribution of forces during a seismic event, walls that fall within the requirements of ASCE 7-05 Section 15.6.1 should also be checked considering an additional inverted triangular seismic pressure distribution equal to 20 H psf, where H equals the overall retained height in feet. If conditions other than those covered herein are anticipated, the equivalent fluid pressure values should be provided on an individual case basis by the geotechnical engineer. A surcharge load for a restrained or unrestrained wall resulting from automobile traffic may be assumed to be equivalent to a uniform lateral pressure of 75 psf. -19-Leighton ISS, 10075.002 which is in addition to the equivalent fluid pressure given above. For other uniform surcharge loads, a uniform lateral pressure equal to 0.35q should be applied to the wall (where q is the surcharge pressure in psf). If segmental walls are planned, a friction angle of 30 degrees and a unit weight of 120 to 125 pcf are considered appropriate for the onsite materials. The design should be performed in accordance with NCMA methodology (NCMA, 2009) and design requirements ofthe wall system. 6.5 Earthwork We anticipate that earthwork at the site will consist of remedial grading of the undocumented fill and weathered documented fill for new site improvements; utility construction; subgrade preparation in pavement areas; foundation excavation; and retaining wall construction and backfill operations. We recommend that earthwork on the site be performed in accordance with the following recommendations and the General Earthwork and Grading Specifications for Rough Grading included in Appendix E. In case of conflict, the following recommendations shall supersede those in Appendix E. 6.5.1 Site Preparation The areas to receive structural fill, engineered structures, or hardscape should be cleared of surface and subsurface obstructions, including any existing debris and undocumented or loose weathered fill soils, and stripped of vegetation. Removals should extend to the competent documented fill soils or Terrace Deposits. Removed vegetation and debris should be properly disposed off site. Holes resulting from the removal of buried obstructions which extend below finish site grades should be replaced with suitable compacted fill material. All areas to receive fill and/or other surface improvements should be scarified to a minimum depth of 12 inches, brought to above optimum moisture conditions, and recompacted to at least 90 percent relative compaction based on ASTM Test Method D1557. If clayey soils that are more expansive (El>70) are encountered, increased moisture and revised recommendations may be needed. -20- Leighton 10075.002 6.5.2 Excavations and Oversize Material Shallow excavations of the onsite materials may generally be accomplished with conventional heavy-duty earthwork equipment. Localized heavy ripping may be required if cemented and concretionary lenses are encountered in deeper excavations. Shallow, temporary excavations, such as utility trenches with vertical sides, in the engineered fill and formational materials should remain stable for the period required to construct the utility, provided they are free of adverse geologic conditions or seeps. In accordance with OSHA requirements, excavations deeper than 5 feet should be shored or be laid back to if workers are to enter such excavations. Temporary sloping gradients should be determined in the field by a "competent person" as defined by OSHA. For preliminary planning, sloping of surficial soils at 1:1 (horizontal to vertical) may be assumed. Excavations greater than 20 feet in height will require an alternative sloping plan or shoring plan prepared by a California registered civil engineer. 6.5.3 Cut/Fill Transitions In order to minimize potential differential settlement, we recommend that proposed buildings and settlement sensitive structures be entirely underlain by a layer of properly compacted fill. Cut portions of areas planned for structures should be overexcavated to a minimum depth of 2 feet below lowest footing bottom elevation and replaced with properly compacted fill. The overexcavated areas should be graded with a 1 percent gradient sloping toward the deeper fill areas, if possible. 6.6 Proposed Swimminq Pools The swimming pools and water elements should be designed by a structural engineer to resist the forces lateral earth pressures soils and differential settlement ofthe fill. The following items should be taken into consideration in the design and construction ofthe swimming pools and water elements: • Installation of a pressure release valve system beneath the pool bottom is recommended. 4 J35 -21- Leighton 10075.002 • The pool contractor should provide a sufficient level of inspection and control to assure that approved pool plans and specifications are implemented during construction. • Observations and testing should be performed by a geotechnical consultant during pool excavation and backfill operations to verify that exposed soil conditions are consistent with the design assumptions. 6.6.1 Pool Deck Recommendations We recommend that the pool deck be a minimum of 5-inches thick, reinforced with No. 3 rebars at 18 inches on center each way, and underlain by a minimum 2 inch layer of clean sand. The clean sand should be underlain by a 10-mil visqueen moisture barrier properly lapped and sealed, which is in-turn underlain by an additional of 2 inches of sand (minimum). The moisture barrier should be sloped away from the pool at a minimum gradient of 2 percent. The perimeter of the decking should be constructed with a perimeter footing a minimum of 8 inches wide and deep. The deck should have appropriate crack control and expansion joints to reduce the potential for the formation of unsightly cracks as the deck responds to the underlying expansive soils. In general, the construction joints should be a minimum of 5 feet on center (each way) and extend to a depth of at least 1/3 of the concrete thickness. The joints should not cut the rebar reinforcement. Special attention should be given to ensure that the joint between the pool decking and pool coping is properly sealed with a flexible, watertight caulking to prevent water infiltration. The concrete decking should be sloped to area drains with sufficient gradient to maintain active flow, even if the deck is subject to minor movement. 6.7 Surface Drainaqe and Erosion Surface drainage should be controlled at all times. The proposed structures should have appropriate drainage systems to collect runoff. Positive surface drainage should be provided to direct surface water away from the structure toward suitable drainage facilities. In general, ponding of water should be avoided adjacent to the structure or pavements. Over-watering of the site should be avoided. Protective measures to mitigate excessive site erosion during -22- Leighton