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Home My WebLink About1 LEGOLAND DR; SEALIFE; CB072464; Permit12-27-2007 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Commercial/Industrial Permit Permit No Building Inspection Request Line (760) 602-2725 CB072464 Job Address Permit Type Parcel No Valuation Occupancy Group Project Title Applicant CHRIS ROMERO 1 LEGOLAND DR CARLSBAD 92008 7609185460 1 LEGOLAND DR CBAD COMMIND Sub Type COMM 2111000900 Lot# 0 $3,560,51900 Construction Type 1111 Reference # SEALIFE @ LEGO- BUILD 27,861 SF AQUARIUM, RESTAURANT ETC, 2800 SF TERRACE Status ISSUED Applied 09/24/2007 Entered By LSM Plan Approved 12/27/2007 Issued 12/27/2007 Inspect Area Plan Check* Owner LEGOLAND CALIFORNIA INC <LF> PLAY U S ACQUISITI ONE LEGOLAND DR CARLSBAD, CA 92008 Building Permit Add'l Building Permit Fee Plan Check Add'l Plan Check Fee Plan Check Discount Strong Motion Fee Park Fee LFM Fee Bridge Fee BTD #2 Fee BTD #3 Fee Renewal Fee Add'l Renewal Fee Other Building Fee Pot Water Con Fee Meter Size Add'l Pot Water Con Fee Reel Water Con Fee $8,205 54 Meter Size $0 00 Add'l Reel Water Con Fee $5,333 60 Meter Fee $500 00 SDCWA Fee $0 00 CFD Payoff Fee $74771 PFF (3105540) $12,000 40 PFF (4305540) $0 00 License Tax (3104193) $000 License Tax (4304193) $000 Traffic Impact Fee (3105541) $0 00 Traffic Impact Fee (4305541) $0 00 PLUMBING TOTAL $0 00 ELECTRICAL TOTAL $0 00 MECHANICAL TOTAL $0 00 Master Drainage Fee Sewer Fee $0 00 Redev Parking Fee $0 00 Additional Fees HMP Fee TOTAL PERMIT FEES $000 $000 $000 $16,80223 $64,801 45 $000 $000 $000 $3,000 00 $000 $336 00 $1,61000 $101 50 $000 $12,38918 $000 $000 $000 $125,82761 Total Fees $125,82761 Total Payments To Date $125,827 61 Balance Due $000 BUILDING PLANS _^_ IN STORAGE ATTACHED Inspector FINAL APPROVAL Date Clearance NOTICE Please take NOTICE that approval of your project includes the Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions" You have 90 days from the date this permit was issued to protest imposition of these fees/exactions If you protest them, you must follow the protest procedures set forth in 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 you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired City of Carlsbad 1635 Faraday Ave , Carlsbad CA 92008 760-602-2717 / 2718 / 2719 Fax 760-602-8558 Building Permit Application 5f_Plan Check No Plan Ck Deposit Date I JOB ADORE: Ct/PROJECf*S'OF UNITS *< BEDROOMS'" # BATHROOMS TENANT BUSINESS NAME CONSTR Ti'PE OCC GROUP DESCRIPTION OF WORK FIREPLACE YESD # AIR CONDITIONING YES D NOD FIRE SPRINKLERS YES D NOD CONTRACTOR BUS NAME! PROPERTY OWNER NAME WORE " CIT ~ iRCH.'DESIGNFR N»VJE ^ADDRESS CLASS CITY BUS LIC # (Sec IK I S Business and Professions Code Any City or County which requires a permit to construct, alter improve 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 Contractors 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 wemption Any violation of Section 7031S by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars {$$00}) >:j-(*:-.J*£**Wh.-!^:: Workers' Compensation Declaration I hereby affirm under penalty of pequry one of the following declarations CD 1 have and will maintain a certificate of consent to self insure for workers compensation as provided by Section 3700 of the Labor Code for the performance of the work for which this permit is issued C!5 I have and will maintain workers' compensation 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 Ihe permit is for one hundred dollars ($100) or less I i n Certificate of Exemption I certify thai 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 I 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 DATE I hereby affirm that I am exempt from Contractor s License Law for the following reason i~l I as owner of the property or my employees wilh wages as their sole compensation will rlo lhf> work and the structure 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 thai such improvements are not intended or offered for If however the building or improvement is sold wilhm 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) as ow ier of the property am exclusively contracting with licensed contractors to construct the proiect (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 contracts for such precis with contractor(s) licensed pursuant to the Contractor s License Law) I am pxempl under Section .Business and Professions Code for this reason 1 I personally plan in provide the major labor and materials for construction of the proposed property improvement n Yes CI No 2 I (have / have not) signed an application for a building permit for the proposed work 3 I have contracted with the following person (firm) to provide the proposed construction (include name address / phone /contractors license number) 4 I plan to provide portions of the work but I have hired the following person to coordinate supervise and provide the maior work (include name / address / phone / contractors kense number) 5 I will provde somfi nf the wrrt hut I havfi rontrn'ed (hired) the following persons In tynvids Mm work indicated (include name / address •' phone / type of work)I A 41 ^PROPERTY OWNER SIGNATURE DATE Is Ihe applicant or future building occupant required to submit a business plan acutely hazardous materials registration form or risk management and prevention program under Sections 25505 25533 or 25534 of the Presley Tanner Hazardous Substance Account Act' i~J Yes D No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district' Cl Yes n No Is the facility to be constructed within 1 000 feet of Ihe outer boundary of a school site' O Yes O No IF ANY OF THE ANSWERS ARE YES EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec 3097 (i) Civil Code) Lenders Name Lenders Address I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate I agree to comply with all City ordinances and State laws relating to building construction I hereby authonze representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes I ALSO AGREE TO SAVE INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT OSHA An OSHA permit is required for excavations o«er 5 0 deep and demolition or construction of structures over 3 stones in height EXPIRATION Every permit issued by the Buildinc/fjffitial under the provisions of this Code shall expire by limitation 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 permit or if tjiejxliid|/lg or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a/enod of 180 days (Section 106 4 4 Uniform Building Code) ^APPLICANTS SIGNATURE /^/HJljMA flI J0//)V*~~^ DATE City of Carlsbad Final Building Inspection Dept Building Engineering Planning CMWD St Lite £ire Plan Check # Permits Project Name Address Contact Person Sewer Dist Inspected x£ Bv £/* Inspected Bv Inspected By CB072464 SEALIFE @ LEGO- BUILD 27.861SF AQUARIUM, RESTAURANT ETC, 2800 1 LEGOLAND DR Date Permit Type Sub Type SF TERRACE Lot 0 06/27/2008 COMMIND COMM ROBERT Phone 6195727217 CA Water Dist CA ^7 Date / Kts*. — Inspected •%/// Date Inspected Date Inspected lf}Y Approved (/ \ ' Approved Approved Disapproved Disapproved Disapproved Comments City of Carlsbad Final Building Inspection Dept Building Engineering Planning CMWD St Lite Fire JUN 2 7 Plan Check # Permit 8 Project Name Address Contact Person Sewer Dist Inspected By X-~T.«-^» Inspected By Inspected By CB072464 SEALIFE @ LEGO- BUILD 27,861 SF AQUARIUM, RESTAURANT ETC, 2800 1 LEGOLAND DR Date Permit Type Sub Type SF TERRACE Lot 0 06/27/2008 COMMIND COMM ROBERT Phone 6195727217 CA Water Dist CA Date ~.^H<o_^ Inspected ^ 3' Date Inspected Date Inspected S Zff^P' Approved f^ - Approved Approved Disapproved Disapproved Disapproved Comments City of Carlsbad Final Building Inspection Dept. Building Engineering Planning CMWD St Lite Fire Plan Check # Permit # Project Name Address Contact Person Sewer Dist Inspected i Bv !/ Ly< Inspected Bv Inspected Bv Comments CB072464 SEALIFE @ LEGO- BUILD 27.861SF AQUARIUM, RESTAURANT ETC, 2800 SF 1 LEGOLAND DR ROBERT Phone 6195727217 CA Water Dist CA , Date t »cJ*^~\ Inspected (? r$O/1 < Date Inspected Date Inspected Date Permit Type Sub Type TERRACE Lot 0 C?Q> Approved /C•«- Approved Approved 06/27/2008 COMMIND COMM Disapproved Disapproved Disapproved City of Carlsbad Bldg Inspection Request For 08/04/2008 Permits CB072464 Title SEALIFE® LEGO-BUILD 27.861SF Description AQUARIUM, RESTAURANT ETC, 2800 SF TERRACE Inspector Assignment TP Sub Type COMM 1 LEGOLAND DR Lot 0 Type COMMIND Job Address Suite Location APPLICANT CHRIS ROMERO Owner LEGOLAND CALIFORNIA INC <LF> PLAY U S ACQUISITI Remarks Phone 6195727217 Inspector Total Time CD Description 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Requested By ROBERT KAY Entered By JANEAN Act Comment Comments/Notices/Holds Associated PCRs/CVs Original PC# CV050664 CV060175 CV060295 PCR00224 PCR06076 PCR07206 PCR08010 PCR08041 PCR08042 PCR08057 CLOSED CLOSED CLOSED APPROVED ISSUED ISSUED ISSUED ISSUED ISSUED PENDING O- NOISF-: FROM FIREWORKS z-BANNER, Z- CAR DFMO COUKSI! IN I'RK LOT. VIOI.A'I ION OF INTENDED USE FI.FC'I RICAL PLAN FOR COASTER. LEGOI.AND, SPLIi UPGAMES BLDGQ. PIRATE SHORE LOSTKINDO.V1 OI.US'I EK- RLVISF . RETAINING WALL/ NI-AV PI.U.V1UING PLAN LECi01.AND-SEAI.ll-T: M1SC REVISIONS LEGOLAND EX I'LRIOR 1'-RAM ING it, CALCS-DI-T'ERRED I.liGOLAND l)l-:i; Sl'BMITTAL/ELEC I;OR AQUARIUM LIFE SUPPORT SYSTEM I.F.GOLAND I)I:TAILS ON FXTERIOR, STAIRS Inspection History Date 07/21/2008 07/11/2008 07/11/2008 Description 89 Final Combo 29 Final Plumbing 39 Final Electrical Act CO PA PA Insp TP TP TP Comments Inspection List Permit* CB072464 Type COMMIND COMM Date Inspection Item 08/08/2008 89 08/04/2008 89 07/21/2008 89 07/11/200829 07/11/200839 07/11/200849 07/11/200889 07/09/2008 29 07/09/2008 39 06/27/2008 89 06/26/2008 14 06/24/2008 84 06/18/200834 06/13/2008 14 06/11/200884 06/05/2008 23 06/05/2008 31 06/04/2008 34 06/02/2008 34 05/30/2008 22 05/30/2008 31 05/28/2008 14 05/28/2008 24 05/28/2008 34 05/28/2008 44 05/22/2008 17 05/21/2008 17 05/16/2008 14 05/16/2008 34 05/15/200884 05/14/2008 14 05/14/200824 05/14/2008 34 05/14/2008 44 05/13/200884 05/08/2008 14 05/08/2008 17 05/06/2008 14 05/06/2008 17 05/06/2008 18 05/05/2008 84 05/01/2008 17 05/01/2008 84 Final Combo Final Combo Final Combo Final Plumbing Final Electrical Final Mechanical Final Combo Final Plumbing Final Electrical Final Combo Frame/Steel/Bolting/Weldm Rough Combo Rough Electric Frame/Steel/Bolting/Weldm Rough Combo Gas/Test/Repairs Underground/Conduit-Winn Rough Electric Rough Electric Sewer/Water Service Underground/Conduit-Winn Frame/Steel/Bolting/Weldm Rough/Topout Rough Electric Rough/Ducts/Dampers Interior Lath/Drywall Interior Lath/Drywall Frame/Steel/Bolting/Weldm Rough Electric Rough Combo Frame/Steel/Bolting/Weldm Rough/Topout Rough Electric Rough/Ducts/Dampers Rough Combo Frame/Steel/Bolting/Weldm Interior Lath/Drywall Frame/Steel/Bolting/Weldm Interior Lath/Drywall Exterior Lath/Drywall Rough Combo Interior Lath/Drywall Rough Combo Inspector Act TP - TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP AP Rl CO PA PA we NR NR NR CO PA PA AP CO AP AP PA AP PA AP AP AP we AP we PA PA PA PA CO PA AP PA NR CO PA PA PA PA we AP AP AP SEALIFE @ LEGO- BUILD 27,861SF AQUARIUM, RESTAURANT ETC, 2800 SF Comments WALK THRU WALK THRU/NOT COMP PART USE KIT/DIN & STORE OK PNDINGFIREAP 2ND FLR REST /DIN/, OFFICES 1 55 systems T-CLNG SALES AREA T-CLNG @ ENTY LOBBY ELEV 24 HR TEST DSB, SUB PNLS, XFRMS SUB STATION MAIN WATER LN TO BLDG U/G CONDUIT @ W SIDE BLDG FRONT SUP GYP CLNG STR 1 & RM 1 02 SUP GYP CLNG STR 1 & RM 1 02 2ND FLR LOBBY HIGH CLNG VPR LOT 1&2 LEVEL INT WALLS 1&2 LEVEL INT WALLS 1&2 LEVEL INT WALLS 1ST LEVEL ri M ext frnt 2nd level kit/dining/ kit area restaurant/kitchen area walls 2 ND LEVEL E-H LINE WEST HALF 2ND COVER BTWN E-H LN WALLS & SUP GYP CLNG Tuesday, August 12, 2008 Page 1 of 3 04/30/2008 17 04/30/2008 84 04/28/2008 84 04/25/2008 17 04/25/2008 84 04/23/2008 14 04/23/2008 17 04/23/2008 34 04/22/2008 14 04/22/2008 17 04/21/2008 12 04/21/2008 14 04/21/2008 34 04/18/2008 11 04/18/200831 04/11/2008 11 04/11/2008 14 04/03/2008 11 04/03/2008 12 04/01/2008 15 03/31/2008 31 03/27/2008 11 03/27/2008 12 03/25/2008 11 03/25/2008 12 03/25/2008 12 03/24/2008 11 03/24/2008 12 03/20/2008 66 03/14/2008 11 03/13/2008 11 03/13/200866 03/10/200863 03/06/2008 63 03/04/2008 11 03/04/2008 12 03/04/2008 31 02/28/2008 11 02/28/2008 21 02/28/2008 31 02/21/2008 21 02/21/2008 31 02/19/200831 02/15/200862 02/14/2008 11 02/13/2008 12 02/13/2008 12 02/12/2008 11 02/12/2008 12 Interior Lath/Drywall Rough Combo Rough Combo Interior Lath/Drywall Rough Combo Frame/Steel/Bolting/Weldm Interior Lath/Drywall Rough Electric Frame/Steel/Bolting/Weldm Interior Lath/Drywall Steel/Bond Beam Frame/Steel/Bolting/Weldm Rough Electric Ftg/Foundation/Piers Underground/Conduit-Winn Ftg/Foundation/Piers Frame/Steel/Bolting/Weldm Ftg/Foundation/Piers Steel/Bond Beam Roof/Reroof Underground/Conduit-Wirm Ftg/Foundation/Piers Steel/Bond Beam Ftg/Foundation/Piers Steel/Bond Beam Steel/Bond Beam Ftg/Foundation/Piers Steel/Bond Beam Grout Ftg/Foundation/Piers Ftg/Foundation/Piers Grout Walls Walls Ftg/Foundation/Piers Steel/Bond Beam Underground/Conduit-Winn Ftg/Foundation/Piers Underground/Under Floor Underground/Conduit-Wirm Underground/Under Floor Underground/Conduit-Winn Underground/Conduit-Winn Steel/Bond Beam Ftg/Foundation/Piers Steel/Bond Beam Steel/Bond Beam Ftg/Foundation/Piers Steel/Bond Beam TP TP TP PD PD TP TP TP TP TP TP TP TP TP TP PD PD TP TP TP TP TP TP TP TP TP TP TP TP PD TP TP TP TP TP TP TP TP TP TP TP TP TP PD TP TP TP TP TP PA PA CO PA PA PA PA PA CO CO AP CO CO AP AP PA PA we AP NR AP we AP we AP AP we PA AP AP CO AP AP AP AP AP AP AP AP AP AP NR AP PA NR AP AP AP AP 2nd level vac Loc S half restrooms 2nd level,sup gyp clngs PMTR WALLS EXT DENGLAS S & W WALL PMTR WALLS 2ND LEVEL DECKS SUB STATION SLAB ON CARD P G @ CLMN BASES, CURBS 1 AND 2 LEVEL SUB STATION TO ELECT RM T-1,2, 3TOCLOSEREINF T-5&T-10WALLREINF 2ND FLR MTL PAN DECK 2ND FLR MTL PAN DECK P G @ CLMN BASES WALLS TOP OUT LIFT FOR INT CMU WALLS CMU 2ND LIFT INT WALLS 1ST LIFT INT CMU WALLS @ TANK AREA SOG @S SIDE OF TANK ENCL SOG SSIDE N SIDE UNDERSOG S SIDE U/G WASTE FROM RESEVOR TANK TO MAIN LN ELECT CONDUITS TO ELECT RM 2ND LIFT / OCEAN TANK WALLS SHOT CRETE WALL & FTG REINF PG @ SUB STATION CLMN BASES SPRD FTGS & GB W SIDE OF RESIVOR (2) ELEV PIT SLABS Tuesday, August 12, 2008 Page 2 of 3 02/12/2008 12 Steel/Bond Beam TP AP 02/11/200811 Ftg/Foundation/Piers TP NR 01/31/200811 Ftg/Foundation/Piers TP WC 01/31/200812 Steel/Bond Beam TP AP 01/30/200811 Ftg/Foundation/Piers TP WC 01/30/2008 12 Steel/Bond Beam TP PA 01/28/200811 Ftg/Foundation/Piers TP CO 01/18/200811 Ftg/Foundation/Piers PD PA 01/17/200811 Ftg/Foundation/Piers TP WC 01/17/2008 12 Steel/Bond Beam TP AP 01/16/200811 Ftg/Foundation/Piers TP NR 01/16/200812 Steel/Bond Beam TP NR 01/09/200811 Ftg/Foundation/Piers TP WC 01/09/200812 Steel/Bond Beam TP AP 01/03/200811 Ftg/Foundation/Piers TP AP 01/03/200822 Sewer/Water Service TP AP N/ COMP PIP WALLS TO DECK LEVEL PIP TANK WALLS PG @CLMNS ON CARD RESIVOR TANKCLNG N/COMP RESEVIOR TANK TOP PIP WALLS FOR PIT SECT SEE CARD LOG Tuesday, August 12, 2008 Page 3 of 3 IATEBC Corporate Headquarters May 15, 2008 Mr Corey McAnear Raymond Interior Systems-North 5490 Complex Street, Ste 604 San Diego, CA92123 Re Lego Land Dear Mr McAnear This is in response to your request for information pertaining to the application of our CAFCO- BOARD™ rigid board fire protection material to areas of the referenced project It is our understanding that the CAFCO-BOARD is being applied to the roof deck in accordance with Underwriters Laboratories, Inc (UL) Design P301 You have indicated that in lieu of the spacing requirements of the fasteners across the flutes {24" face of board) required to be 14" OC and 3" from the butt joint, the spacing of the fasteners are at 12" OC and 6" from the butt joint There are minimum 8 fasteners per board The fasteners along the flutes (48" face of board) are per design criteria (12" OC and 6" from the butt joint) Since UL indicates that the spacing should be "nominally" spaced, it is our opinion that the above method of fastening should be acceptable to meet the fire resistance rating requirements The above is being provided to assist the architect, owner and authority having jurisdiction to determine a reasonable protection method for the construction assembly This must be reviewed with the authority having jurisdiction for final acceptance We trust this information will be of assistance Since Phil Mancuso Technical Analyst PM cc R Harvey - Isolatek International 41 Furnace Street • Stanhope • New Jersey 07874 Tel 9733471200 • Fax 9733479170 • E-Mail cafco@ isolatek com Total Passive Fire Protection WWW.Caf CO.COm MELCHIOR LAND SURVEYING INC. 5J- January 25, 2008 LEGOLAND CALIFORNIA JN 3031 Attn Chns Romero One Legoland Dnve Carlsbad, CA 92008 RE: Legoland - Sea Life Center Pad Certification - Permit Number CB072464 Dear Chns, Melchior Land Surveying, Inc Surveyed the Pad located at the above referenced project on 1/25/2008 The following is the data from said Survey PAD DESCRIPTION Sea Life Center PAD GRADE FF=151 98 -075=151 23 SURVEYED PAD 15123 The Subgrade used to calculate Pad Elevation was supplied to Melchior Land Surveying, Inc by Roel Construction The Pad is in substantial conformance with the Grading Plans and is +/-0 10-foot of pad grade If you require further information please feel free to call Sincerely, Melchior Land Surveying, Inc. Dale A. Davis, P L S Associate Surveyor MAIN OFFICE 5731 PALMER WAY • SUITE G • CARLSBAD. CA 92010 (760) 438-1726 • FAX (760) 438-3991 mlsi@pacbell net LS 4611 707 1 - 708 0 2001 CALIFORNIA PLUMBING CODE consist of a cast iron or brass body, and an approved plug Each cleanout for galvanized wrought iron, galvanized steel, copper, or brass pipe shall consist of a brass plug as specified in Table 7-6, or a standard weight brass cap, or an approved ABS or PVC plastic plug Plugs shall have raised square heads or approved counter-sunk rectangular slots 7072. Each cleanout fitting and each cleanout plug or cap shall be of an approved type Materials used for cleanouts shall conform to approved standards acceptable to the Administrative Authority 707.3 Cleanouts shall be designed to be gas and watertight 707.4 Each horizontal drainage pipe shall be provided with a cleanout at its upper terminal and each run of piping, which is more than one hundred (100) feet (30480 mm) in total developed length, shall be provided with a cleanout for each one hundred (100) feet (30480 mm), or fraction thereof, in length of such piping Exceptions (1) Cleanouts may be omitted on a horizontal drain line less than five (5) feet (1524 mm) in length unless such line is serving sinks or unnals (2) Cleanouts may be omitted on any horizontal drainage pipe installed on a slope of seventy- two (72) degrees (1 26 rad) or less from the vertical angle (angle of one-fifth (1 /5) bend) (3) Excepting the building drain and its horizontal branches, a cleanout shall not be required on any pipe or piping which is above the floor level of the lowest floor of the building (4) An approved type of two-way cleanout fitting, installed inside the building wall near the connection between the building drain and building sewer or installed outside of a building at the lower end of a building drain and extended to grade, may be substituted for an upper terminal cleanout 707.5 An additional cleanout shall be provided in a drainage line for each aggregate horizontal change of direction exceeding one hundred and thirty-five (135) degrees (2 36 rad) 707.6 Each cleanout shall be installed so that it opens to allow cleaning in the direction of flow of the soil or waste or at right angles thereto and, except in the case of wye branch and end-of-line cleanouts, shall be installed vertically above the flow line of the pipe 707.7 Each cleanout extension shall be considered as drainage piping and each ninety (90) degree (1 6 rad) cleanout extension shall be extended from a wye type fitting or other approved fitting of equivalent sweep 707 8 Each cleanout for an interceptor shall be outside of such interceptor 707.9 Each cleanout, unless installed under an approved cover plate, shall be above grade, readily accessible, and so located as to serve the purpose for which it is intended Cleanouts located under cover plates shall be so installed as to provide the clearances and accessibility required by this section. 707.10 Each cleanout in piping two (2) inches (50 mm) or less in size shall be so installed that there is a clearance of not less than twelve (12) inches (305 mm) in front of the cleanout Cleanouts in piping larger than two (2) inches (50 mm) shall have a clearance of not less than eighteen (18) inches (457 mm) in front of the cleanout Cleanouts in underfloor piping shall be extended to or above the finished floor or shall be extended outside the building when there is less than eighteen (18) inches (457 mm) vertical overall allowing for obstructions such as ducts, beams and piping and thirty (30) inches (762 mm) horizontal clearance from the means of access to such cleanout No underfloor cleanout shall be located more than twenty (20) feet (6096 mm) from an access door, trap door or crawl hole 707.11 Cleanout htnngs shall be not less in size than those given in Table 7-6 TABLE 7-6 Cleanouts Size of Pipe (inches) 1-1/2 2 2-1/2 3 4 & larger Size of Cleanout (inches) 1-1/2 1-1/2 2-1/2 2-1/2 3-1/2 f Threads per inch 11-1/2 11-1/2 8 8 8 TABLE 7-6 Cleanouts (Metric) Size of Pipe (mm) 40 50 65 80100& larger Size of Cleanout (mm) 38 38 64 64 89 Threads per 25 4 mm 11-1/2 11-1/2 8 8 8 707.12 Cleanouts shall be provided for pressure drainage systems as classified under Section 710 7 707.13 Countersunk cleanout plugs shall be installed where raised heads may cause a hazard 707.14 When a hubless blind plug is used for a required cleanout, the complete coupling and plug shall be accessible for removal or replacement 88 ROEL REQUEST FOR INFORMATION Construction Company PROJECT Number and Name 11082 Legoland Sea Life RFI# DATE JOB#. CR X-Ref #• 225 3/14/2008 11082 N/A TO James Yost FROM JR Miller & Associates 2700 Saturn Street Brea CA 92821 (714)524-1870 Sean Mitchell ROEL CONSTRUCTION CO , INC PO BOX80216 San Diego, CA 92138-0216 Phone (619) 297-4156 Fax (619) 297-7503 WE HAVE ENCOUNTERED A CONSTRUCTION ISSUE THAT REQUIRES YOUR INPUT TO AVOID CONSTRUCTION DELAY, WE REQUEST A RESPONSE NO LATER THAN 3/14/2008 THIS QUESTION WAS ORIGINATED BY Roel QUESTION At the ocean tank tunnel exit shown on sheet ADS 4 Please confirm per conversation that (2) #5 bars are to be added at the radiused header Bars are to be epoxied into the existing concrete walls with a 6" embedment and are to stick out 2'-6" for a 2'-6" overlap, and 4'-0" overlap where the bars meet in the middle Sean Mitchell Signature of Asking Party RESPONSE That is correct Wil Hanna 3/14/08 Signature of Answering Party Date With copy to Chris Romero - Legoland Tim Book - Roel Ian Sarieant - Legoland Robert Kay - Roel Wil Hanna-JR Miller Note Please expedite your response by the date requested Fax reply is accepted ROEL REQUEST FOR INFORMATION Construction Company PROJECT Number and Name 11082 Legoland Sea Life RFI# DATE- JOB #: CR X-Ref #• 226 3/14/2008 11082 N/A TO James Yost FROM JR Miller & Associates 2700 Saturn Street Brea CA 92821 (714)524-1870 Sean Mitchell ROEL CONSTRUCTION CO , INC PO Box 80216 San Diego, CA 92138-0216 Phone (619) 297-4156 Fax (619) 297-7503 WE HAVE ENCOUNTERED A CONSTRUCTION ISSUE THAT REQUIRES YOUR INPUT TO AVOID CONSTRUCTION DELAY, WE REQUEST A RESPONSE NO LATER THAN 3/14/2008 THIS QUESTION WAS ORIGINATED BY Roel QUESTION At the ocean tank tunnel entrance shown on sheet ADS 4 Please confirm per conversation that (2) #5 bars are to be added at the radiused header Bars are to be epoxied into the existing concrete wall on the one side with a 6" embedment and stick out 2'-6" for a 2'-6" overlap The wall on the otherside has not been poured yet, so will tie into the rebar at that wall Sean Mitchell Signature of Asking Party RESPONSE That is correct Wil Hanna 3/14/08 Signature of Answering Party Date With copy to Chris Romero - Legoland Tim Book - Roel Ian Sarieant - Legoland Robert Kay - Roel Wil Hanna - J R Miller Note Please expedite your response by the date requested Fax reply is accepted REQUEST FOR INFORMATION Construction Company PROJECT Number and Name TO 11082 Legoland Sea Life James Yost FROM JR Miller & Associates 2700 Saturn Street Brea CA 92821 (714)524-1870 RFI# DATE JOB #. CR X-Ref #. Sean Mitchell 227 3/14/2008 11082 N/A ROEL CONSTRUCTION CO , INC PO Box 80216 San Diego, CA 92138-0216 Phone (619) 297-4156 Fax (619) 297-7503 WE HAVE ENCOUNTERED A CONSTRUCTION ISSUE THAT REQUIRES YOUR INPUT TO AVOID CONSTRUCTION DELAY, WE REQUEST A RESPONSE NO LATER THAN 3/14/2008 THIS QUESTION WAS ORIGINATED BY Roel QUESTION At the ocean tank Candy Cane Ocean View shown on sheet ADS 4 At the 22 5" North wall and 12" South wall please confirm that #4 bars are to be used 12" oc at each face per conversation with Wil Hanna, using detail on S-6 1 fora 12" wall Sean Mitchell Signature of Asking Party RESPONSE That is correct Wil Hanna 3/14/08 Signature of Answering Party Date With copy to Chris Romero - Legoland Tim Book Roel Ian Sarieant Legoland Robert Kay - Roel Wil Hanna-JR Miller Note Please expedite your response by the date requested Fax reply is accepted ILlQiO Construction Company PROJECT Number and Name REQUEST FOR INFORMATION RFI# 11082 Legoland Sea Life DATE JOB#. CR X-Ref #. 228 3/14/2008 11082 N/A TO James Yost FROM Sean Mitchell JR Miller & Associates 2700 Saturn Street Brea CA 92821 (714)524-1870 ROEL CONSTRUCTION CO , INC PO BOX80216 San Diego, CA 92138-0216 Phone (619) 297-4156 Fax (619) 297-7503 WE HAVE ENCOUNTERED A CONSTRUCTION ISSUE THAT REQUIRES YOUR INPUT TO AVOID CONSTRUCTION DELAY, WE REQUEST A RESPONSE NO LATER THAN THIS QUESTION WAS ORIGINATED BY 3/14/2008 Roel QUESTION On sheet ADS 4 at the pentrations in the North side of the tunnel for AW-3 and AW-4, please confirm that the typical remforcment detail around openings is to be used as shown on 6/SD2 5 Sean Mitchell Signature of Asking Party RESPONSE Yes, 6/SD2 5 is to be used ,Wil Hanna 3/14/08 Signature of Answering Party Date With copy to Chris Romero - Legoland Tim Book - Roel Ian Sarieanl - Legoland Robert Kay - Roel Wil Hanna - J R Miller Note Please expedite your response by the date requested Fax reply is accepted ROEL REQUEST FOR INFORMATION Construction Company PROJECT Number and Name 11082 Legoiand Sea Life RFI #• DATE. JOB #• CR X-Ref #. 229 3/14/2008 11082 N/A TO James Yost FROM JR Miller & Associates 2700 Saturn Street Brea CA 92821 (714)524-1870 Sean Mitchell ROEL CONSTRUCTION CO , INC PO Box 80216 San Diego, CA 92138-0216 Phone (619) 297-4156 Fax (619) 297-7503 WE HAVE ENCOUNTERED A CONSTRUCTION ISSUE THAT REQUIRES YOUR INPUT TO AVOID CONSTRUCTION DELAY, WE REQUEST A RESPONSE NO LATER THAN 3/14/2008 THIS QUESTION WAS ORIGINATED BY Roel QUESTION On sheet ADS 4 at the Acrylic half glazed hemisphere Please confirm that (2) #5 bars are to be added at the radiused header, one at each face Sean Mitchell Signature of Asking Party RESPONSE Yes, that is correct Wil Hanna 3/14/08 Signature of Answering Party Date With copy to Chris Romero - Legoiand Tim Book - Roel Ian Sarieant - Legoiand Robert Kay - Roel Wil Hanna - J R Miller Note Please expedite your response by the date requested Fax reply is accepted I 1 I 1 I II I I II I 0 I I CONSTRUCTION INSPECTION AND TESTING INCORPORATED June 27,2008 City of Carlsbad Building Department 1635 Faraday Avenue Carlsbad, California 92008 Facsimile (760) 602-8560 Attention Building Official Reference LEGOLAND-SEA LIFE CENTER ATTRACTION, PERMIT NO CB072464 Subject Final Verification of Special Inspection Ladies and Gentlemen In accordance with your request, Engineering Observation, Materials Testing, and Special Inspections of Reinforced Concrete, Masonry, Structural Steel, High-Strength Bolting, Welding, Spray-Applied Fircproofing and Epoxy Anchors were performed at the referenced project by representatives of Construction Inspection & Testing, Inc To the best of my knowledge, the work requiring Special Inspection was performed in accordance with the approved plans, specifications, changes thereto, and the California Building Code We appreciate the opportunity of providing our services Respectfully submitted, Construction Inspection and Testing, Inc Henry Barton Hill, Principal Engineer M S,P E #64822 Distribution Chris Romero, Lcgoland Robert Kay, Rod Construction I 261 S PACIFIC STREET • SAN MARCOS, CA 92078 • (760)752-1099 • FAX (760) 539-8101 \pr 30 2008112 04PM DESIGN WEST ENGINEERING Jo 043H. II I 845 Business Cartel1 Df Sun* 1 5 ian Benardmo CA 91i08 TCI 90? £90.3700 fax 909 590-3770 Email irfo®designwp:teng c.cm Date April 30,2008 Company Roel Construction 3366 Kurtz St San Diego, CA 92110 Attention Robert Kay/Marty of Sherwood Mechanical Subject SeaLife Aquarium Robert, This letter is written in response to the plumbing inspector asking for clarification regarding the connection of flushvalve waterclosets to a 3" closet bend, a 3" dirty arm, and a 3x4 combi fitting before going into the 4" waste line The installation as being performed by Sherwood Mechanical outlined above is both code legal as well as acceptable by Design West Engineering in this application A 3" horizontal lateral can accept up to (3) waterclosets and 48 fixture units where we will have onlv one watercloset on a 3" line I ynn haw ftny Qiipctirmc nr np*v1 aHHitinnaJ wFnrmfltinn, ploocf Awl ftw» tr\ /"rmto«->t3SI engineering AI your earnest, convenience Robert Cronk Design West Engineering *"MECHANICAL, ELECTRICAL AND ENERGY CONSULTANTS EsGii Corporation In fartneTsfvip with government for 'Smfcfing Safety DATE December 24, 2007 JURISDICTION Carlsbad a FILE PLAN CHECK NO 07-2464 SET IV PROJECT ADDRESS One Lego Dr. PROJECT NAME LegoLand Sealife Facility The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes 1X1 The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck 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 The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person The applicant's copy of the check list has been sent to 1X3 Esgil Corporation staff did not advise the applicant that the plan check has been completed Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Telephone # Date contacted (by ) \/ ^ Fax # Mail Telephone Fax In Pers XI REMARKS The architect statecraft the building official has approved the proposed exiting scheme for this building Ple^fse verify By Kurt Culver Enclosures Esgil Corporation D GA D MB D EJ D PC 12/20/07 9320 Chesapeake Drive. Suite 208 4 San Diego, California 92123 * (858)560-1468 * Fax (858) 560-1576 EsGil Corporation T ' In (Partnership with government for 'Building Safety DATE December 17, 2007 a APPLICANT JURISDICTION Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO 07-2464 SET III PROJECT ADDRESS One Lego Dr. PROJECT NAME LegoLand Sealife Facility [ | The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff 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 The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person XI The applicant's copy of the check list has been sent to James Yost 2700 Saturn St Brea, CA 92821 Also faxed to Chris Romero (760) 918-5469 Esgil Corporation staff did not advise the applicant that the plan check has been completed [X] Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted James Yost Telephone* (714) 524-1870 Date contacted / ^T^by-^^ Fax # -1875 Mail Telephone Faxr., In Person REMARKS By Kurt Culver Enclosures Esgil Corporation D GA D MB S EJ D PC 12/10/07 9320 Chesapeake Drive. Suite 208 * San Diego, California 92123 * (858)560-1468 + Fax (858) 560-1576 Carlsbad 07-2464 December 17, 2OO7 RECHECK PLAN CORRECTION LIST JURISDICTION Carlsbad PLAN CHECK NO 07-2464 PROJECT ADDRESS One Lego Dr. SET III DATE PLAN RECEIVED BY DATE RECHECK COMPLETED ESGIL CORPORATION 12/10/07 December 17, 2007 REVIEWED BY Kurt Culver FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access This plan review is 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 or other departments The following items listed need clarification, modification or change All items must be satisfied before the plans will be in conformance with the cited codes and regulations Per Sec 106 4 3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law A To facilitate recheckmg, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans B The following items have not been resolved from the previous plan reviews The original correction number has been given for your reference In case you did not keep a copy of the prior correction list, we have enclosed those pages containing the outstanding corrections Please contact me if you have any questions regarding these items C Please indicate here if any changes have been made to the plans that are not a result of corrections from this list If there are other changes, please briefly describe them and where they are located on the plans Have changes been made not resulting from this list9 QYes QNo Carlsbad 07-2464 December 17, 2007 • GENERAL 1 Please make all corrections, as requested in the correction list Submit three new complete sets of plans for commercial/industrial projects (two 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 PLANS 2 All sheets of the final plans must be signed/sealed by the designer THE FINAL SETS OF PLANS WILL BE REVIEWED FOR THIS REQUIREMENT SITE PLAN 12 When two or more buildings are on the same property, the buildings shall have an assumed property line between them for the purpose of determining the required wall and opening protection and roof cover requirements, per Section 503 1 a) Show an assumed property line between the new/existing buildings and between the new building at the existing ride structures Since the new building is Type III construction, there may be an issue with opening protection (in the new and existing structures) PLEASE ADDRESS THE FOLLOWING A THE ASSUMED PROPERTY LINE CANNOT GO THROUGH THE NEW NORTH STAIR PLEASE SHIFT IT BE ADVISED, THOUGH, THAT THE ASSUMED PROPERTY LINE MUST BE AT LEAST 20' FROM THE STAIR/BALCONY, PER UBC SECTION 1006 2 1 ONCE IT'S 20' AWAY FROM THE STAIR/BALCONY, THAT ASSUMED PROPERTY LINE MAY THEN BE TOO CLOSE TO THE EXISTING STRUCTURES' THERE ARE STILL ISSUES WITH THE ASSUMED PROPERTY LINE. A MEETING MAY BE NECESSARY TO RESOLVE THIS B AT THE EAST SIDE, IF THE ASSUMED PROPERTY LINE IS 20' FROM THE NEW WALL, THEN IT WILL BE TOO CLOSE TO THE EXISTING WALL IF THAT EXISTING WALL IS FIRE RATED (AND COMPLIES WITH TABLE 5-A FOR OPENINGS), PROOF MUST BE SUBMITTED TO SHOW THIS THERE ARE STILL ISSUES WITH THE ASSUMED PROPERTY LINE A MEETING MAY BE NECESSARY TO RESOLVE THIS. Carlsbad 07-2464 December 17, 20O7 EXITS 16 The exiting from the building (both levels) is very confusing There seems to be an issue with UBC Section 1004 2 2 (exiting from a room to a room to a room) Please modify the exiting justification plan to clarify this Additional exit doors may be required THE EXIT SYSTEM IS STILL VERY CONFUSING PLEASE OBTAIN A RULING FROM THE BUILDING OFFICIAL AND FROM THE FIRE OFFICIAL WE WILL VERIFY THAT THE BUILDING OFFICIAL HAS RESOLVED THIS ADDITIONAL 57 Additionally, the sprinkler system is thus required and Section 508 won't allow substitution for one-hour construction if the sprinklers are already required anyway FOR THE BUILDING TO BE OF ONE-HOUR CONSTRUCTION, ALL BEAMS, FLOORS, ROOFS, ETC MUST BE RATED PLEASE JUSTIFY THE RATING FOR THE ENTRANCE CANOPY AND FOR THE ENTIRE ROOF SYSTEM ALSO, PLEASE REVIEW FOR FIRE DAMPERS POSSIBLY REQUIRED AT DUCT PENETRATIONS THROUGH THE CEILINGS 66 Please indicate here if any changes have been made to the plans that are not a result of corrections from this list If there are other changes, please briefly describe them and where they are located in the plans PLEASE PROVIDE A SUMMARY OF ALL THE CHANGES (RATHER THAN JUST SAYING, "SEE DELTA C CHANGES ON PLANS") The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123, telephone number of 858/560-1468, to perform the plan review for your project If you have any questions regarding these plan review items, please contact Kurt Culver at Esgil Corporation Thank you EsGM Corporation In Partnership with government for 'BmCchng Safety DATE November 6, 2007 a A££UCANT JURISDICTION Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO 07-2464 SET II PROJECT ADDRESS One Lego Dr. PROJECT NAME LegoLand Sealife Facility The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck [Xj The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person [XJ The applicant's copy of the check list has been sent to James Yost 2700 Saturn St Brea, CA 92821 Also faxed to Chris Romero (760) 918-5469 Esgil Corporation staff did not advise the applicant that the plan check has been completed 1X1 Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted James Yost Telephone # (714) 524-1870 Date contacted //A/^^by^A^ Fax # -1875 Mail Telephone Fax , /In Person -, K V 1 REMARKS By Kurt Culver Enclosures Esgil Corporation D GA D MB [X] EJ D PC 11/1/07 9320 Chesapeake Drive, Suite 208 + San Diego. California 92123 ^ (858)560-1468 41 Fax (858) 560-1576 Carlsbad 07-2464 November 6, 2007 RECHECK PLAN CORRECTION LIST JURISDICTION Carlsbad PLAN CHECK NO 07-2464 PROJECT ADDRESS One Lego Dr. SET II DATE PLAN RECEIVED BY DATE RECHECK COMPLETED ESGIL CORPORATION 11/1/07 November 6, 2007 REVIEWED BY Kurt Culver FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access This plan review is 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 or other departments The following items listed need clarification, modification or change All items must be satisfied before the plans will be in conformance with the cited codes and regulations Per Sec 106 4 3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law A Please make all corrections on the original tracings and submit new complete sets of prints to B To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans C The following items have not been resolved from the previous plan reviews The original correction number has been given for your reference In case you did not keep a copy of the prior correction list, we have enclosed those pages containing the outstanding corrections Please contact me if you have any questions regarding these items D Please indicate here if any changes have been made to the plans that are not a result of corrections from this list If there are other changes, please briefly describe them and where they are located on the plans Have changes been made not resulting from this list9 QYes QNo Carlsbad 07-2464 November 6, 2007 • GENERAL 1 Please make all corrections, as requested in the correction list Submit three new complete sets of plans for commercial/industrial projects (two 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 PLANS 2 All sheets of the final plans must be signed/sealed by the designer THE FINAL SETS OF PLANS WILL BE REVIEWED FOR THIS REQUIREMENT ALSO, PLEASE NOTICE THAT SOME SHEETS WERE MISSING FROM THE SETS YOU PROVIDED (SHEET A6 1, ETC , ETC ) PLEASE PROVIDE COMPLETE SETS NEXT TIME 3 The plans state that fire sprinklers will be used in lieu of one-hour construction (sheet T1 1) The fire sprinklers are already required and the building official had ruled that the sprinklers thus can't be used in lieu of one-hour construction (per UBC Section 508) Please revise the plans throughout PLEASE OBTAIN A RULING FROM THE BUILDING OFFICIAL, AS TO WHETHER THIS WILL BE ALLOWED OR NOT 5 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 UBC Tables 3-D and 3-E Revise sheet T1 2 to list the materials in a format similar to the UBC tables IT IS UNCLEAR WHETHER THE MATERIALS ARE STORED, OR IN USE (CLOSED) OR IN USE (OPEN) THIS MUST BE MADE CLEAR ON THE PLANS IT APPEARS THAT THE QUANTITIES MAY CAUSE THE OCCUPANCY TO CHANGE TO "H " 7 When special inspection is required, the architect or engineer of record shall prepare an inspection program which shall be submitted to the building official for approval prior to issuance of the building permit Please review Section 106 3 5 Please complete the attached form WE DID NOT RECEIVE A COMPLETED FORM Carlsbad 07-2464 November 6, 2007 SITE PLAN 12 When two or more buildings are on the same property, the buildings shall have an assumed property line between them for the purpose of determining the required wall and opening protection and roof cover requirements, per Section 503 1 a) Show an assumed property line between the new/existing buildings and between the new building at the existing ride structures Since the new building is Type III construction, there may be an issue with opening protection (in the new and existing structures) PLEASE ADDRESS THE FOLLOWING A THE ASSUMED PROPERTY LINE CANNOT GO THROUGH THE NEW NORTH STAIR PLEASE SHIFT IT BE ADVISED, THOUGH, THAT THE ASSUMED PROPERTY LINE MUST BE AT LEAST 20' FROM THE STAIR/BALCONY, PER UBC SECTION 1006 2 1 ONCE IT'S 20' AWAY FROM THE STAIR/BALCONY, THAT ASSUMED PROPERTY LINE MAY THEN BE TOO CLOSE TO THE EXISTING STRUCTURES' B AT THE EAST SIDE, IF THE ASSUMED PROPERTY LINE IS 20' FROM THE NEW WALL, THEN IT WILL BE TOO CLOSE TO THE EXISTING WALL IF THAT EXISTING WALL IS FIRE RATED (AND COMPLIES WITH TABLE 5-A FOR OPENINGS), PROOF MUST BE SUBMITTED TO SHOW THIS OCCUPANCY SEPARATION 14 A 1-hour occupancy separation is required between the A-2 1 occupancy and the M occupancy Table 3-B, Section 302 2 DETAIL ON THE PLANS HOW THE FLOOR SYSTEM (BEAMS, ETC ) ABOVE THE RETAIL ARE FIRE-PROTECTED ALSO, ANYTHING SUPPORTING THAT FLOOR SYSTEM MUST ALSO BE DETAILED FOR THE SAME FIRE PROTECTION 15 Provide 1 -hour fire-resistive door assemblies in the 1 -hour occupancy separation Section 302 3 A DOOR 2 MUST BE A 1 -HOUR ASSEMBLY (NOT 20-MINUTE) B TO COMPLETE THE OCCUPANCY SEPARATION, DOOR 4RTL MUST BE RATED (SINCE THERE IS A ROOFED AREA OUTSIDE OF IT) EXITS 16 The exiting from the building (both levels) is very confusing There seems to be an issue with UBC Section 1004 2 2 (exiting from a room to a room to a room) Please modify the exiting justification plan to clarify this Additional exit doors may be required THE EXIT SYSTEM IS STILL VERY CONFUSING PLEASE OBTAIN A RULING FROM THE BUILDING OFFICIAL AND FROM THE FIRE OFFICIAL Carlsbad O7-2464 November 6, 2OO7 17 Also, it appears that fire-rated corridors may be required as part of the exit scheme Please justify Particularly Corridor 1 16a and it's extension A CORRIDOR 1 16A HAS RATED WALLS, BUT THE PLANS MUST ALSO SHOW A RATED CEILING (LID) B THAT CORRIDOR EXTENDS THROUGH THE "PRE-INTRO" AREA THEREFORE, THAT PRE-INTRO AREA MUST ALSO HAVE RATED WALLS/CEILING AND FIRE-RATED DOORS TO COMPLETE THE CORRIDOR PROTECTION 18 When occupants at the ground floor exit into the Interactive Play Zone, does that exit path continue out into the rest of Legoland9 Or is there some sort of fence to prevent the ultimate exiting (it would seem that a fence would be installed to prevent outsiders from wandering into this area)7 If so, occupants would then have to exit back into the building, which is prohibited SOMETHING IS DEFINITELY SHOWN ON THE PLANS ON SHEET T1 7, LOOK THE AT "P" IN THE WORD "PLAY" IN THAT AREA IT IS SOME SORT OF FENCE THE ORIGINAL CONCERNS ARE STILL VALID 25 Enclosed usable space under interior stairways should be protected on the enclosed side as required for one-hour fire-resistive construction Section 1003 339 THE PLANS SHOW FIRE-RATED WALLS AT THOSE CLOSET AREAS, BUT THEY MUST ALSO SHOW A FIRE-RATED CEILING (LID) 27 Per Table 10-A, an occupant load factor of 3 sq ft /person should be used in the waiting areas As such, Rooms 1 03 and 1 04 will require 2 exits each There may be an issue with door swing and panic hardware there SINCE THE OCCUPANT LOAD WILL EXCEED 50, THE SLIDING DOORS CANT BE USED (PER ORIGINAL CORRECTION # 23) THE PLANS SEEM TO SHOW THAT SWINGING DOORS WILL BE INSTALLED WITHIN THE SLIDING ASSEMBLY, BUT THIS ISN'T CLEAR 28 Two exits are required from the outdoor deck area As shown, the two exits are too close together Additionally, there is a problem with the exit door (it must swing one way due to the deck occupant load, but the other way due to the restaurant occupant load) Special doors may be needed (with panic hardware) THE GATE AT THE TOP OF THE WEST STAIR SWINGS OUT OVER THE LANDING PLEASE REVISE THIS TO COMPLY WITH THE CODE FOR CLEARANCES AT THE LANDING 31 See also Section 1007 2 6 WHERE DO THE PLANS STATE THAT THE ROOM CAPACITIES WILL BE POSTED? MISCELLANEOUS 34 Provide at least one drinking fountain for each floor level in Group A occupancies Section 2902 2 THE DRINKING FOUNTAIN MUST BE WITHIN AN ALCOVE THE WING WALLS SHOWN ON THE PLANS AT THE LOWER LEVEL ARE ONLY ALLOWED UNDER VERY LIMITED CONDITIONS Carlsbad 07-2464 November 6, 2007 TITLE 24 DISABLED ACCESS 35 Provide notes and details on the plans to show compliance with the enclosed Disabled Access Review List Disabled access requirements may be more restrictive than the UBC WE DID NOT RECEIVE ANY RESPONSES TO THE ITEMS FROM THE ATTACHED LIST (JUST A NOTE TO SEE THE "AC" SHEETS) PLEASE PROVIDE A WRITTEN RESPONSE TO EACH ITEM FROM THAT LIST THERE ARE MAJOR CODE ISSUES IN THERE STRUCTURAL 41 Provide dimensions on sheet S2 1 for the grids THIS WAS NOT DONE 42 Additionally, provide dimensions for any footings that don't fall on grid lines THIS WAS NOT DONE ADDITIONAL 54 The existing Services Building is shown as being "absorbed" into the new building This can only be done if it is the same Type of Construction as the new building (per Chapter 6) Sheet T1 1, though, shows it to be Type V Construction Therefore, an area separation wall must be added PLEASE VERIFY WITH OFFICIAL CITY RECORDS THAT THE EXISTING BUILDING IS TYPE 111-1 HOUR CONSTRUCTION 56 Does this building qualify as an Amusement Building9 See Section 408 If so, additional corrections may follow PLEASE OBTAIN A RULING FROM THE BUILDING AND FIRE OFFICIALS ON THIS 57 Additionally, the sprinkler system is thus required and Section 508 won't allow substitution for one-hour construction if the sprinklers are already required anyway 58 Please justify not providing a ramp for disabled access to the raised area at the Ray Tank (for employees) PLEASE OBTAIN A RULING FROM THE BUILDING OFFICIAL AS TO WHETHER THIS WILL BE ACCEPTABLE OR NOT 64 Please see the following sheets for MEP corrections 66 Please indicate here if any changes have been made to the plans that are not a result of corrections from this list If there are other changes, please briefly describe them and where they are located in the plans PLEASE PROVIDE A SUMMARY OF ALL THE CHANGES (RATHER THAN JUST SAYING, "SEE DELTA C CHANGES ON PLANS") Carlsbad 07-2464 November 6, 2007 The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123, telephone number of 858/560-1468, to perform the plan review for your project If you have any questions regarding these plan review items, please contact Kurt Culver at Esgil Corporation Thank you ELECTRICAL, ENERGY, PLUMBING, and MECHANICAL CORRECTIONS PLAN REVIEWER: Eric Jensen ELECTRICAL (2002 NATIONAL ELECTRICAL CODE) 1 It appears that the medium voltage equipment is installed in a gated enclosure The door swing and hardware must comply with NEC 110-33 Please revise the design How and where is the panic style of hardware shown9 2 Include a panel schedule for "LSSLI" What I'm trying to determine is if the emergency system is a dedicated electrical system from the generator to the outlet Your design appears to mix normal power and egress lighting in the same pane/boards This is not permitted per NEC 700-9(B) Include a photometric summary of the egress lighting in the emergency mode and provide a floorplan circuiting layout, panel schedule, and single line that isolates the generator emergency system from the normal power 3 The "exit staircase" is missing lighting Please provide both normal and egress lighting The Building Code requires egress lighting at exitpaths anytime a building is occupied How does a motion sensor comply with this requirement? PLUMBING (2000 UNIFORM PLUMBING CODE) 4 Provide calculations to show compliance with UBC, Appendix 29 "Minimum Plumbing Facilities" as per City of Carlsbad's adoptive ordinance / could not find the calculations 5 Identify the extent of the private sewer, water, and gas systems on the plumbing site plan Clearly specify, on the plans, which City Department is responsible for the permitting, plan check, and inspections for the private utility systems If private, the responsibility of the City Building Department, and under the Uniform Plumbing Code, provide complete civil site utility plans for plan check, or obtain a separate permit from the City for the civil site plans Address the requirement for a backwater valve 6 Provide the necessary number of drinking fountains as required by UBC Appendix Chapter 29, Table A-29-A / could not find the calculations Note: If you have any questions regarding this Electrical, Plumbing, Mechanical, 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 07-2464 November 6, 20O7 DISABLED ACCESS REVIEW LIST DEPARTMENT OF STATE ARCHITECT TITLE 24 SITE PLAN REQUIREMENTS 1 When more than one building or facility is located on a site, accessible routes of travel shall be provided between buildings and accessible site facilities, per Section 1127B 1 Show on the plans the slopes of all walkways leading to/from the Sealife Facility WHICH SHEET OF THE PLANS SHOWS THESE SLOPES'? 2 Show on the site plan that accessible parking space(s) are to be located such that disabled persons are not compelled to wheel or walk behind parked cars other than their own, per Section 1129B.4.3 It is unknown how the existing parking shown on sheet T1 7 was ever permitted It is in violation of Section 1129B 4 3 Regardless, it must be fixed as part of this permit Additionally, the temporary parking shown on sheet CO 3 is even worse' Please revise everything to comply THE 10/10/07 LETTER YOU PROVIDED DOESN'T ADDRESS THE PROBLEM AT ALL THE EXISTING AND PROPOSED PARKING GREATLY VIOLATE TITLE 24 PROVISIONS REVISE THE PLANS 3 Show or note that the maximum slope of the parking surface at the accessible space and adjacent access aisle, in any direction, is <1/4" per ft (2%), per Section 1129B 4 3 Additionally, show on the plans the slope of the path from the handicap parking to the curb ramp (Keynote 9 on sheet CO 3), etc WHICH SHEET OF THE PLANS SHOWS THIS? ENTRANCES AND CIRCULATION In new buildings where elevators are required pursuant to Section 1103B 1 and which exceed 10,000 square feet on any floor, an accessible means of vertical access (via ramp, elevator or lift) shall be provided within 200 feet of travel of each stairs and each escalators Section 1103B 1 For the public, the Wave Crash area may be too far Please investigate THERE IS AN ELEVATOR AT STAIR 1 16, BUT IT'S FOR DISPLAY PURPOSES ONLY THEREFORE, THE TRAVEL DISTANCE FROM THERE TO THE OTHER ELEVATOR MUST BE SHOWN TO BE LESS THAN 200 FEET The above items brings up an additional concern When people go through the ground- floor areas and reach the Shipwreck area, do they then go up Stair 1 16 and continue upstairs9 If so, when a disabled person get there, will they take the "Display Lift" or will they be asked to go around to the "Exit Lift"9 There may be an issue with how disabled persons are treated' WE DID NOT RECEIVE ANY TYPE OF RESPONSE TO THIS Catfsbad 07-2464 November 6, 2007 ALARMS 10 Per Section 1114B 1 1, when sprinkler or fire alarms are provided, they shall comply with the following Approved notification appliances for the hearing impaired shall be installed in accordance with national standards in the following areas Restrooms Corridors Occupied rooms where ambient noise impairs hearing of the fire alarm Lobbies Any other area for common use Section 4-4 5 11 Provide a note on the plans stating that the audible and visual alarms will comply with the provisions of NFPA 72 GROUP A OCCUPANCIES 12 Note that assistive listening device systems shall be installed in the following use areas for people with hearing impairments, per Section 1104B 2, Assembly areas Conference and meeting rooms Similar areas The number of personal receivers required to be available shall be equal to 4% of the total seats provided, but >2 End EsGil Corporation In Partners flip -unth Qov eminent for 'BuiCding Safety DATE October 4, 2007 JURISDICTION Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO 07-2464 SET I PROJECT ADDRESS One Lego Dr. PROJECT NAME LegoLand Sealife FacUity J The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes X I I The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff 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 The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person The applicant's copy of the check list has been sent to James Yost 2700 Saturn St Brea, CA 92821 Also faxed to Chris Romero (760) 918-5469 Esgil Corporation staff did not advise the applicant that the plan check has been completed XI Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted James Yost Telephone # (714) 524-1870 Date contacted tv\5^7(by ^~ ) Fax # -1875 Mail Telephone / Fax / In Person 1 REMARKS By Kurt Culver Enclosures Esgil Corporation D GA D MB El EJ D PC 9/27/07 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 * (858)560-1468 * Fax (858) 560-1576 Carlsbad 07-2464 October 4, 2007 PLAN REVIEW CORRECTION LIST COMMERCIAL PLAN CHECK NO 07-2464 JURISDICTION Carlsbad OCCUPANCY A2 1/M/B USE Assembly/Retail/ Office TYPE OF CONSTRUCTION III-l Hr. ACTUAL AREA 30,001 ALLOWABLE FLOOR AREA To be STORIES 2 determined HEIGHT -39' SPRINKLERS'? Yes OCCUPANT LOAD -1500 REMARKS Sprinklers proposed in lieu of 1-hour construction9 DATE PLANS RECEIVED BY DATE PLANS RECEIVED BY JURISDICTION 9/24/07 ESGIL CORPORATION 9/27/07 DATE INITIAL PLAN REVIEW PLAN REVIEWER Kurt Culver COMPLETED October 4, 2007 FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform 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 2001 CBC, which adopts the 1997 UBC 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 106 4 3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. Carlsbad 07-2464 October 4, 2007 • GENERAL 1 Please make all corrections, as requested in the correction list Submit three new complete sets of plans for commercial/industrial projects (two 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 • PLANS 2 All sheets of the final plans must be signed/sealed by the designer 3 The plans state that fire sprinklers will be used in lieu of one-hour construction (sheet T1 1) The fire sprinklers are already required and the building official had ruled that the sprinklers thus can't be used in lieu of one-hour construction (per UBC Section 508) Please revise the plans throughout 4 Provide a statement on the Title Sheet of the plans stating that this project shall comply with the 2001 editions of the California Building/Plumbmg/Mechanical Codes and the 2004 edition of the California Electrical Code, which adopt the 1997 UBC, 2000 UMC, 2000 UPC and the 2002 NEC a) Please revise the notes on sheet T1 1 5 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 UBC Tables 3-D and 3-E a) Revise sheet T1 2 to list the materials in a format similar to the UBC tables Carlsbad 07-2464 October 4, 2007 6 On the cover sheet of the plans, specify any items requiring special inspection, m a format similar to that shown below • REQUIRED SPECIAL INSPECTIONS In addition to the regular inspections, the following checked items will also require Special Inspection in accordance with Sec 1701 of the Uniform Building Code t ITEM REQUIRED? REMARKS • SOILS COMPLIANCE PRIOR TO FOUNDATION INSPECTION • STRUCTURAL CONCRETE OVER 2500 PSI • PRESTRESSED STEEL • FIELD WELDING • SPECIAL MOMENT FRAME CONNECTIONS (SEISMIC ZONES 3 & 4 ONLY) • HIGH-STRENGTH BOLTS • EXPANSION/EPOXY ANCHORS • STRUCTURAL MASONRY • SPRAYED-ON FIREPROOFING • PILES/CAISSONS • DESIGNER-SPECIFIED • OTHER 7 When special inspection is required, the architect or engineer of record shall prepare an inspection program which shall be submitted to the building official for approval prior to issuance of the building permit Please review Section 106 3 5 Please complete the attached form 8 In seismic zones 3 or 4, if a structure is defined in Table 16-K as Occupancy Category 1, 2 or 3. note on the plans that "Structural observation by the engineer/architect shall be performed A statement in writing shall be given to the building official, stating that the site visits have been made and whether or not any observed deficiencies have been corrected to conform to the approved plans and specifications" Section 1702 9 On the cover sheet of the plans, specify any items that will have a deferred submittal (trusses, etc) Additionally, provide the following note on the plans, per Sec 106 3 4 2 "Submittal documents for deferred submittal items shall be submitted to the architect or engineer of record, who shall review them and forward them to the building official with a notation indicating that the deferred submittal documents have been reviewed and that they have been found to be in general conformance with the design of the building The deferred submittal items shall NOT be installed until their design and submittal documents have been approved by the building official" Carlsbad O7-2464 October 4, 2007 • SITE PLAN 10 Clearly dimension building setbacks from property lines, street centerlmes, and from all adjacent buildings and structures on the site plan 11 Clearly designate (by shading) any side yards used to justify increases in allowable area based on Section 505 12 When two or more buildings are on the same property, the buildings shall have an assumed property line between them for the purpose of determining the required wall and opening protection and roof cover requirements, per Section 5031 a) Show an assumed property line between the new/existing buildings and between the new building at the existing ride structures Since the new building is Type III construction, there may be an issue with opening protection (in the new and existing structures) 13 When a new building is to be erected on the same property as an existing building, the location of the assumed property line with relation to the existing building shall be such that the exterior wall and opening protection of the existing building meets the criteria of Table 5-A and Chapter 6 Section 503 . OCCUPANCY SEPARATION 14 A 1-hour occupancy separation is required between the A-2 1 occupancy and the M occupancy Table 3-B, Section 302 2 15 Provide 1 -hour fire-resistive door assemblies in the 1 -hour occupancy separation Section 302 3 • EXITS 16 The exiting from the building (both levels) is very confusing There seems to be an issue with UBC Section 1004 2 2 (exiting from a room to a room to a room) Please modify the exiting justification plan to clarify this Additional exit doors may be required 17 Also, it appears that fire-rated corridors may be required as part of the exit scheme Please justify a) Particularly Corridor 1 16a and it's extension 18 When occupants at the ground floor exit into the Interactive Play Zone, does that exit path continue out into the rest of Legoland9 Or is there some sort of fence to prevent the ultimate exiting (it would seem that a fence would be installed to prevent outsiders from wandering into this area)9 If so, occupants would then have to exit back into the building, which is prohibited Carlsbad 07-2464 October 4, 2007 19 Exit doors should swing in the direction of exit travel when serving an occupant load of 50 or more Section 1003 3 1 5 a) See Door 79, etc 20 When additional doors are provided for egress purposes, they shall conform to the width, swing and hardware provisions in Chapter 10 Section 1003 31.1 21 Exit doors from Group A occupancies shall not be provided with a latch or lock unless it is panic hardware Section 1007 22 All doors and gates, within the exit path from Group A occupancies to a public way, shall not be provided with latches or locks unless they are equipped with panic hardware Section 1003 322 % 23 Revolving, sliding and overhead doors are not permitted as exit doors if the occupant load exceeds 9 or the exit door serves a hazardous area Horizontal sliding doors complying with UBC Standard 7-8 may be used when serving an occupant load of less than 50 in any occupancy other than Group H Section 100331 2 a) Door 16, etc 24 Stairway minimum run shall be 11 inches Section 1003 333 See 1/A8 3? 25 Enclosed usable space under interior stairways should be protected on the enclosed side as required for one-hour fire-resistive construction Section 1003339 26 If exit signs are required, provide the following notes on the plans, per Section 1003282- a) Exit signs shall be located as necessary to clearly indicate the direction of egress travel No point shall be more than 100 feet from the nearest visible sign b) Exit signs shall be readily visible from any direction of approach 27 Per Table 10-A, an occupant load factor of 3 sq ft /person should be used in the waiting areas As such, Rooms 1 03 and 1 04 will require 2 exits each There may be an issue with door swing and panic hardware there 28 Two exits are required from the outdoor deck area As shown, the two exits are too close together Additionally, there is a problem with the exit door (it must swing one way due to the deck occupant load, but the other way due to the restaurant occupant load) Special doors may be needed (with panic hardware) 29 Two exits are required from the A V Cinema 30 Please demonstrate on the plans compliance with Section 1007 2 1 Carlsbad 07-2464 October 4, 2O07 31 See also Section 1007 2 6 32 Further, see 1007 2 7 • MISCELLANEOUS 33 Specify minimum 1/4 inch per foot slope for decks and balconies Section 1402 3 (The plans specify only 1/8" per foot on sheet A4 1, etc ) 34 Provide at least one drinking fountain for each floor level in Group A occupancies Section 2902 2 • TITLE 24 DISABLED ACCESS 35 Provide notes and details on the plans to show compliance with the enclosed Disabled Access Review List Disabled access requirements may be more restrictive than the UBC • FOUNDATION 36 Provide a copy of the project soil report prepared by a California licensed architect or civil engineer The report shall include foundation design recommendations based on the engineer's findings and shall comply with UBC Section 1804 a) Also, provide an update letter for the report, per City policy The update should specifically address this Seahfe Facility 37 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 (when required by the soil report) • STRUCTURAL 38 The structural plans are somewhat incomplete Please finish the plans (see the items below) and resubmit for review Additional plan check time will be needed 39 Complete all the empty reference bubbles and incomplete notes at the Legends, etc 40 No columns/base plates are specified on S2 1 41 Provide dimensions on sheet S2 1 for the grids 42 Additionally, provide dimensions for any footings that don't fall on grid lines Carlsbad 07-2464 October 4, 2007 43 Sheet S3 1 specifies lightweight concrete for the floor deck, but the calculations used normal weight Revise one or the other throughout 44 Specify on sheet S3 1 the decking to be used between Lines H and J 45 Specify the missing beam size on sheet S3 2 along Line 5 and otherwise complete the sheet 46 Complete sheet S4 1 by providing a Legend, Keynotes, etc 47 Provide additional detailing on sheet S4 1 48 How are lateral loads resisted on sh,eet S4 2? 49 Complete sheets S5 2, etc 50 Complete the schedules on sheet SD1 3, etc 51 On sheet SD2 5, what is the wall thickness9 52 Revise the structural calculations as follows a) The seismic importance factor must be increased and then revised lateral calculations provided b) The entire floor framing calculations must be revised Live load reductions are not allowed in places of public assembly 53 Collector elements ("drag beams") shall be designed using the special load combinations of Section 1612 4, as required by section 1633 2 6 • ADDITIONAL 54 The existing Services Building is shown as being "absorbed" into the new building This can only be done if it is the same Type of Construction as the new building (per Chapter 6) Sheet T1 1, though, shows it to be Type V Construction Therefore, an area separation wall must be added 55 Specify on the plans that a fire alarm system will be installed, per Section 303 9 56 Does this building qualify as an Amusement Building? See Section 408 If so, additional corrections may follow 57 Additionally, the sprinkler system is thus required and Section 508 won't allow substitution for one-hour construction if the sprinklers are already required anyway Carlsbad 07-2464 October 4, 2007 58 Please justify not providing a ramp for disabled access to the raised area at the Ray Tank (for employees) 59 Please clarify the ramp system shown at the rear of the building on the civil plans Show it's slope, handrails, etc 60 Please clarify the "themed" ceiling mentioned on the reflected ceiling plans There may be a structural concern 61 How has the design considered the probable corrosion of steel roof members at the tank area9 62 Complete sheet AD1 1, etc % 63 Please remove from each sheet of the plans the "not for construction" note 64 Please see the following sheets for MEP corrections 65 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 66 Please indicate here if any changes have been made to the plans that are not a result of corrections from this list If there are other changes, please briefly describe them and where they are located in the plans Have changes been made to the plans not resulting from this correction list9 Please indicate a Yes a No 67 The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123, telephone number of 858/560-1468, to perform the plan review for your project If you have any questions regarding these plan review items, please contact Kurt Culver at Esgil Corporation Thank you Carlsbad 07-2464 October 4, 2007 ELECTRICAL, ENERGY, PLUMBING, and MECHANICAL CORRECTIONS PLAN REVIEWER: Eric Jensen ELECTRICAL (2002 NATIONAL ELECTRICAL CODE) 1 Include the GFP designation and test requirement for the 1,000 ampere service OC device 2 The ATS's are identified as 3 pole yet the generator has a neutral bond connection shown? Please review 3 It appears that the medium voltage equipment is installed in a gated enclosure The door swing and hardware must<x)mply with NEC 110-33 Please revise the design 4 Panels "LSSH1" and "EH1" will require connection to the building grounding electrode system 5 Include a panel schedule for "LSSLI" 6 1,000 ampere mam © "MS8A", 1,000 PS and bussing, and an 800 OC @ MSA"? Please clarify (May affect the door(s) swing) 7 The "exit staircase" is missing lighting Please provide both normal and egress lighting 8 If this is a "Place of Assembly" and of rated construction, specific wiring methods are required Ask the architect as to the construction rating for the building and review Article 518 for applicability, and provide Notes detailing acceptable wiring methods PLUMBING (2000 UNIFORM PLUMBING CODE) 9 Provide calculations to show compliance with DEC, Appendix 29 "Minimum Plumbing Facilities" as per City of Carlsbad's adoptive ordinance 10 Identify the extent of the private sewer, water, and gas systems on the plumbing site plan Clearly specify, on the plans, which City Department is responsible for the permitting, plan check, and inspections for the private utility systems If private, the responsibility of the City Building Department, and under the Uniform Plumbing Code, provide complete civil site utility plans for plan check, or obtain a separate permit from the City for the civil site plans 11 Review with the structural designer the locational impact of the grease interceptor to the ramp and building foundation systems 12 Include venting for the grease interceptor Carlsbad 07-2464 October 4, 2007 13 There is a non-potable (I assume) piping system installed at this facility identified as "life support systems", I believe is for the sea life, not human Include the following 14 Backflow protection at any potable to non-potable connection Include location and type of backflow device to be used (and) 15 The identification method for the non-potable water piping systems • UPC, Section 601 2 Identification of a Potable and Nonpotable Water System In all buildings where potable water and not potable water systems are installed, each system shall be clearly identified Each system shall be color coded as follows • 601 2 1 Potable Water - Green background with white lettering • Nonpotable Water - Yellow background with black lettering, with the words "CAUTION NONPOTABLE WATER, DO NOT DRINK" "A universal poison symbol of skull and crossbones shall be provided "[HCD 1 & 2] • Table 6-1 Minimum Length of Color Field and Size of Letters See Table • Reclaimed Water - Purple in color (Pantone color #512) background and shall be imprinted in nominal 1/2 high, black, upper case letters, with the words "CAUTION RECLAIMED WATER, DO NOT DRINK" "A universal poison symbol of skull and crossbones shall be provided "[HCD 1 & 2] • As per UPC, Section 603 4 5 Water supply inlets to tanks, vets, sumps, swimming pools and other receptors shall be protected by one of following means 1 An approved air gap, 2 A listed vacuum breaker installed on the discharge side of the last valve with the critical level not less than six (6) inches or in accordance with its listing, 3 A backflow preventer suitable for the contamination or pollution, installed in accordance with the requirements for that type of devise or assembly as set forth in this chapter 16 The kitchen area is water heater 2, please change the floorplans 17 Include the combustion air design for WH-1 on the plans 18 You're missing WH-1 off of the gas piping design 19. Provide the necessary number of drinking fountains as required by UBC Appendix Chapter 29, Table A-29-A Carlsbad 07-2464 October 4, 2007 20 Include the mam and overflow roof drainage design Roof area, rainfall rate, pipe sizing, and drain locations on the plans UBC1506, UPC 1105 1 MECHANICAL (2000 UNIFORM MECHANICAL CODE) 21 Recheck with the architect for the (fire) rating of this facility and the locations of rated corridors as these items have been brought up by the architectural plan reviewer This plan check is for a non-rated building with out corridors If the architect changes the rating or adds corridors where hallways are now show, a review for fire dampers at (floor/ceiling and roof/ceiling) and corridor rated assemblies will commence 22 This mechanical design appears to be for a standard habitable building with no allowance for the humidity/odors/chemicals that may be present due to the water tanks located throughout this facility Are these items addressed somehow with the mechanical design or if not, why not9 (Is there any ventilation in the bat-ray room9) 23 The architectural plans have a rated wall separating the ocean preshow and LSS rooms, the mechanical does not take this into account Review why this wall is rated and add fire/smoke dampers, if required Additionally, Areas 116, and 1 22 have mechanical installed in rated locations as well Be sure to review updated architectural plans for any plan revisions 24 The "M" occupancy is separated from the remainder of the building by an occupancy separation Add fire/smoke dampers, where required 25 Provide smoke detection in the supply air duct of an "air-moving system" for required shut-off of equipment for smoke control UMC Section 609 0 • An "air-moving system" is a system designed to provide heating, cooling, or ventilation in which one or more air-handling units are used to supply air to a common space or to draw air from a common plenum or space UMC Section 2030 Carlsbad O7-2464 October 4, 2007 26 Provide complete kitchen hood plans, details, and calculations to show compliance with UMC, Chapter 5, Part II • Provide exhaust sizing calculations for kitchen hoods UMC 509 7 • Provide grease duct air velocity calculations (Minimum 1,500 fpm/ maximum 2,500 fpm) UMC 508 6 • Provide construction details for the fire rated grease duct enclosure and hood enclosure UMC Sections 508 4 & 509 4 • If the hood penetrates the ceiling, the hood itself is protected as a grease shaft Detail the shaft protection from the duct, enclosing the hood, and returning to the ceiling UMC Sections 509 4 & 508 4 Note: If you have any questions regarding Ihis Electrical, Plumbing, Mechanical, 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 07-2464 October 4, 2007 DISABLED ACCESS REVIEW LIST DEPARTMENT OF STATE ARCHITECT TITLE 24 The following disabled access items are taken from the 2001 edition of California Building Code, Title 24 Per Section 1011711, all publicly and privately funded public accommodations and commercial facilities shall be accessible to persons with disabilities NOTE All Figures and Tables referenced in this checklist are printed in the California Building Code, Title 24 • SITE PLAN REQUIREMENTS 1 When more than one building or facility is located on a site, accessible routes of travel shall be provided between buildings and accessible site facilities, per Section 1127B1 a) Show on the plans the slopes of all walkways leading to/from the Sealife Facility 2 Show on the site plan that accessible parking space(s) are to be located such that disabled persons are not compelled to wheel or walk behind parked cars other than their own, per Section 1129B.4.3 a) It is unknown how the existing parking shown on sheet T1 7 was ever permitted It is in violation of Section 1129B 4 3 Regardless, it must be fixed as part of this permit Additionally, the temporary parking shown on sheet CO 3 is even worse' Please revise everything to comply 3 Show or note that the maximum slope of the parking surface at the accessible space and adjacent access aisle, in any direction, is <!4" per ft (2%), per Section 1129B43 a) Additionally, show on the plans the slope of the path from the handicap parking to the curb ramp (Keynote 9 on sheet CO 3), etc ENTRANCES AND CIRCULATION In new buildings where elevators are required pursuant to Section 1103B 1 and which exceed 10,000 square feet on any floor, an accessible means of vertical access (via ramp, elevator or lift) shall be provided within 200 feet of travel of each stairs and each escalators Section 1103B 1 a) For the public, the Wave Crash area may be too far Please investigate Carlsbad 07-2464 October 4, 2007 5 The above items brings up an additional concern When people go through the ground-floor areas and reach the Shipwreck area, do they then go up Stair 1 16 and continue upstairs'? If so, when a disabled person get there, will they take the "Display Lift" or will they be asked to go around to the "Exit Lift"7 There may be an issue with how disabled persons are treated' • STAIRWAYS AND HANDRAILS 6 Stair treads shall be no less than 11" deep, measured from riser to riser Section 1133B 453 This applies even if basic UBC provisions may allow a narrower tread DRINKING FOUNTAINS 7 Plans shall indicate that drinking fountains comply with Section 1117B 1 as either a) Located completely in an alcove, >32" in width and >18" in depth b) Positioned to not encroach into accessible pedestrian ways c) Because of the above, revise the upper floor plan to put the drinking fountains into an alcove o SIGNAGE 8 Per Section 1003 2861, tactile exit signs shall be required at the following locations a) Wherever basic UBC provisions require exit signs from a room or area to a corridor or hallway The tactile exit sign shall have the words, "EXIT ROUTE" b) Each grade-level exit door The tactile exit sign shall have the word, "EXIT" c) Each exit door that leads directly to a grade-level exterior exit by means of a stairway or ramp The tactile exit sign shall have the following words as appropriate i) "EXITSTAIR DOWN" 9 Tactile stair level identification signs (complying with Section 1117B 5 1) shall be located at each floor level landing in all enclosed stairways in buildings two or more stories in height to identify the floor level At the exit discharge level, the sign shall include a raised five-pointed star located to the left of the identifying floor level Section 10033 3131 Carlsbad 07-2464 October 4, 2007 • ALARMS 10 Per Section 1114B 1 1, when sprinkler or fire alarms are provided, they shall comply with the following a) Approved notification appliances for the hearing impaired shall be installed in accordance with national standards in the following areas i) Restrooms n) Corridors in) Occupied rooms where ambient noise impairs hearing of the fire alarm iv) Lobbies v) Any other area for common use Section 4-4 5 11 Provide a note on the plans stating that the audible and visual alarms will comply with the provisions of NFPA 72 GROUP A OCCUPANCIES 12 Note that assistive listening device systems shall be installed in the following use areas for people with hearing impairments, per Section 1104B 2, a) Assembly areas b) Conference and meeting rooms c) Similar areas d) The number of personal receivers required to be available shall be equal to 4% of the total seats provided, but >2 End Carlsbad 07-2464 October 4, 2O07 City of Carlsbad Building Department BUILDING DEPARTMENT NOTICE OF REQUIREMENT FOR SPECIAL INSPECTION Do Not Remove From Plans Plan Check No 07-2464 Job Address or Legal Description One Lego Dr. Owner Address You are hereby notified that in addition to the inspection of construction provided by the Building Department, an approved Registered Special Inspector is required to provide continuous inspection during the performance of the phases of construction indicated on the reverse side of this sheet The Registered Special Inspector shall be approved by the City of Carlsbad Building Department pnor to the issuance of the building permit Special Inspectors having a current certification from the City of San Diego, Los Angeles, or ICBO are approved as Special Inspectors for the type of construction for which they are certified The inspections by a Special Inspector do not change the requirements for inspections by personnel of the City of Carlsbad building department The inspections by a Special Inspector are in addition to the inspections normally required by the County Building Code The Special Inspector is not authorized to inspect and approve any work other than that for which he/she is specifically assigned to inspect The Special Inspector is not authorized to accept alternate materials, structural changes, or any requests for plan changes The Special Inspector is required to submit written reports to the City of Carlsbad building department of all work that he/she inspected and approved The final inspection approval will not be given until all Special Inspection reports have been received and approved by the City of Carlsbad building department Please submit the names of the inspectors who will perform the special inspections on each of the items indicated on the reverse side of this sheet (over) Carlsbad O7-2464 October 4, 2OO7 SPECIAL INSPECTION PROGRAM ADDRESS OR LEGAL DESCRIPTION / /^W^K?,^ Dftl/o- - -ba& ,Gl\^_. PLAN CHECK NUMBER- .07-2^^ OWNER'S NAME- I, as the owner, or agent of th9 owner (contractors may riot employ the special inspector), certify that I, or the architect/engineer of record, will be responsible for employing the special mspector(s) as required by Uniform Building Code (UBC) Section 1701 1 for the construction project located at the site listed above UBC Section 106 3 5 Signed i, as the, engincei/arclutcct of record, certify that I have prepared the following special inspection program ds required by UBC Section 1Q6 3 ^ for the construction project located at the site listed above Signed 1 List of vwork requiring special inspeciLiort [AJ 3 Compliance Prior to Foundation Inspect'on [VO:ieicf Welding Structural Concrete Over 2500 PSi [V^igh Strength Bolting 1 1 Prestressad Concrete [VMExpapsien/Epoxy Anchors TJ Structural Masonry [V] Sprayed-Gn Fireproofing [_7] Designer Specified H| Other 2 Name(s) of mdividual(s) 01 fnrn(s) tssponsible for the special inspactions listed above. A B C 3 Duties of the special inspectors for the vvork listed above. A 8 C P.T.O/ 610 9C39* Page 1 of 2 James Yost From Bart Hill [bhill@cit-mcorporated com] Sent Wednesday, October 31, 2007 10 26 AM To jamesy@jrma com Subject C I T SCOPE OF SERVICES C I T SCOPE OF SERVICES Our proposed scope of services consists of providing the engineering, testing and inspection services outlined on the following pages Our services will be provided in accordance with the Project Documents, and California Building Code (CBC) Our proposed service includes but not limited to » Inspection of, cpoxy anchors, load testing of anchors, reinforced concrete, lightweight concrete, field welding, leinforcecl masonry, pre-stressed/post-tension concrete, high strength bolting and sprayed applied fireproofmg All inspection personnel will be qualified Special Inspectois • Provide Ultrasonic Testing of all full penetration field welds as required by the CBC o Provide daily inspection reports describing the work inspected and stating compliance with the project documents A copy of the daily report will be left with the on-site superintendent Formal reports will be typed and distributed to the designated persons o Fabricate, transport and test one set of 3 concrete test samples pei 150 cubic yards placed and sets of 3 masonry units, mortar lest samples, and grout test samples every 5000 sf of wall Test leports shall be prepared and distributed to the designated persons Suspect or failing test lesults will be reported to the designated persons on the day of the test • Provide supeivision of our piojecl pcisonnel by a Registeied Civil hngmeei o Attend all prc-construction meetings to icview the project requirements and procedures with those contractors Henry Barton Hill, M S , P E. Principal Engineer CONSTRUCTION INSPECTION AND TESTING, INC. 261 South Pacific Street San Marcos, CA 92078 bhill@cit-mcorporated com (858) 220-1078 Mobile, (760) 752-1099 Office (760) 539-8101 Fax THIS MESSAGE AND ANY A't I'ACHMENTS ARE INTENDED ONLY FOR THE USE OF THE INDIVIDUAL OR ENTITY TO WHICH IT IS ADDRESSED AND MAY CONTAIN INFORMATION THAT IS PRIVILEGED CONFIDENTS AND EXEMPT FROM DISCLOSURE UNDER APPLICABLE LAW IF THE READER OF THIS MESSAGE IS NOT THE INTENDED RECIPIENT OR AGENT RESPONSIBLE FOR DELIVERING THE MESSAGE TO THE INTENDED RECIPIENT YOU ARE HEREBY NOTIFIED THAT ANY DISSEMINATION OR COPYING OF THIS 12/19/2007 Carlsbad O7-2464 October 4, 2OO7 SPECIAL INSPECTION PROGRAM ADDRESS OR LEGAL DESCRIPTION / / &40 la tfA D ft 1/&- , Co* fob&k . Cfi^ f PLAN CHECK NUMBER: _Qj-2^ OWNER'S NAME- I, as the owner, or agent of the owner (contractors may not employ the special inspector), certify that I, or the architect/engineer of record, will be responsible for employing the special mspector(s) as required by Uniform Building Code (UBC) Section 1701 1 for the construction project located at the site listed above UBC Section 106 3 5 Signed 1, as the engineei/architcct of record, certify that I have prepared the following special inspection required by UBC Section 106 ^ 5 for Ihc construction project located at the site listed above 1 List of work requiring special inspection QjfjSoils Compliance Prior to Foundation inspection 0> Field VJeldmg [^Structural Concrete Over 2500 PSI B^High Strength Bolting G Prestressad Concrete QfTExpansiGn/Epoxy Anchors IT] Structural Masonry Q Sprayed~0n Firepioofing d Designer Specified Q Other 2 Name(s) of mdividuat(s) or firm(s) responsible for the special inspections listed above. A B. C 3 Duties of the special inspectors for the work listed above. A B C f, T r. / sin Our proposed scope of services consists of providing the engineering, testing and inspection services outlined on the following pages Our services will be provided in accordance with the Project Documents, and California Building Code (CBC) Our proposed service includes but not limited to • Inspection of, cpoxy anchors, load testing of anchors, reinforced concrete, lightweight concrete, field welding, reinforced masonry pre-stressed/post-tension concrete, high strength bolting and sprayed applied firepioofing All inspection peisonnel will be qualified Special Inspectors 3 Provide Ultrasonic Testing of all full penetration field welds as required by the CBC • Provide daily inspection reports describing the work inspected and stating compliance with the project documents A copy of the daily report will be left with the on-site superintendent Foimal reports will be typed and distiibuted to the designated persons « Fabricate, tiansport and test one set of 3 concrete test samples per 150 cubic yards placed and sets of 3 masonry units, mortar test samples, and grout test samples every 5000 s f of wall Test reports shall be prepared and distributed to the designated persons Suspect or failing test icsults will be repoitcd to the designated persons on the day of the lest » Pi ovule stipci vision of our project peisonnel by a Registered Civil Engineer • Attend all pie-constuiLtion meetings to rc\iev the piojcct icqimements and proceduu.s with [hose Lonliaclois Henry Barton Hill, M S , P E Principal Engineer CONSTRUCTION INSPECTION AND TESTING, INC. 261 South Pacific Street San Marcos, CA 92078 bhil!@Cit-incorpor3teri corn (858) 220-1078 Mobile, (760) 752-1099 Office (760)539-8101 Fax Carlsbad 07-2464 October 4, 2007 VALUATION AND PLAN CHECK FEE JURISDICTION Carlsbad PREPARED BY Kurt Culver BUILDING ADDRESS One Lego Dr. BUILDING OCCUPANCY A2 1/M PLAN CHECK NO 07-2464 DATE October 4, 2007 TYPE OF CONSTRUCTION III-l Hr BUILDING PORTION Assembly Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA (Sq Ft) 30001 cb Valuation Multiplier 11868 By Ordinance Reg Mod X VALUE ($) 3,560,519 3,560,519 Bldg Permit Fee by Ordinance Plan Check Fee by Ordinance Type of Review [2 D Repetitive Fee T^~j Repeats Comments Complete Review D Other i—I Hourly D Structural Only Hour* Esgil Plan Review Fee $8,205 54 $5,333.60] $4,595 10 Sheet 1 of 1 macvalue doc City of Carlsbad public Works f&n g 1 n e fer i n g BUILDING PLANCHECK CHECKLIST / DATE BUILDING ADDRESS PROJECT DESCRIPTION ASSESSOR'S PARCEL NUMBER PLANCHECK NO CB - /&> ' ENGINEERING DEPARTMENT APPROVAL The item you have submitted for review has been approved The approval is based on plans, information and/or specifications provided in your submittal, therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to build D A Right-of-Way permit is required prior to construction of the following improvements EST VALUE DENIAL Please see the attached report of deficiencies marked with D Make necessary corrections to plans or specifications for compliance with applicable codes and standards Submit corrected plans and/or specifications to this office for review Date Date Date / T By By FOR OFFICIAL USE ONLY RING AUTHORIZATION TO ISSUE BUILDING PERMIT ^ Date ATTACHMENTS IU Dedication Application D Dedication Checklist D Improvement Application D Improvement Checklist D Neighborhood Improvement Agreement D Grading Permit Application D Grading Submittal Checklist D Right-of-Way Permit Application [H Right-of-Way Permit Submittal Checklist and Information Sheet LJ Storm water Applicability Checklist ENGINEERING DEPT CONTACT PERSON Name Address 1635 Faraday Avenue, Carlsbad, CA 92008 Phone (760) 602-2SZS Z- 75S> CFD INFORMATION Parcel Map No Lots Recordation Carlsbad Tract « Carlsbad, CA 9200f-7314 • (760) 602-2720 • FAX (760) 602* 3RD BUILDING PLANCHECK CHECKLIST SITE PLAN 1 Provide a fully dimensioned site plan drawn to scale Show A North Arrow F Right-of-Way Width & Adjacent Streets B Existing & Proposed Structures G Driveway widths C Existing Street Improvements H Existing or proposed sewer lateral D Property Lines I Existing or proposed water service E Easements J Existing or proposed irrigation service D 2 Show on site plan A Drainage Patterns 1 Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course 2 ADD THE FOLLOWING NOTE "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building " B Existing & Proposed Slopes and Topography C Size, type, 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 D Sewer and water laterals should not be located within proposed driveways, per standards D D 3 Include on title sheet A Site address B Assessor's Parcel Number C Legal Description 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 EXISTING PERMIT NUMBER DESCRIPTION F \BUILDING PLANCHECK CKLST FORM doc BUILDING PLANCHECK CHECKLIST ST RD \0 D 3 D DISCRETIONARY APPROVAL COMPLIANCE 4a Project does not comply with the following Engineering Conditions of approval for Project No D D 4b All conditions are in compliance Date ' / D DEDICATION REQUIREMENTS 5 Dedication for all street Rights-of-Way adjacent to the building site and any storm dram or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $ 17,000 . pursuant to Carlsbad Municipal Code Section 18 40 030 Dedication required as follows Dedication required Please have a registered Civil Engineer or Land Surveyor prepare the appropriate legal description together with an 8 Yz x 11" plat map and submit with a title report All easement documents must be approved and signed by owner(s) prior to issuance of Building Permit Attached please find an application form and submittal checklist for the dedication process Submit the completed application form with the required checklist items and fees to the Engineering Department in person Applications will not be accept by mail or fax Dedication completed by Date IMPROVEMENT REQUIREMENTS 6a 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 $ 82,000 . pursuant to Carlsbad Municipal Code Section 1840040 Public improvements required as follows Attached please find an application form and submittal checklist for the public improvement requirements A registered Civil Engineer must prepare the appropriate improvement plans and submit them together with the requirements on the attached checklist to the Engineering Department through a separate plan check process The completed application form and the requirements on the F BUILDING PLANCHECK CKLST FORM doc BUILDING PLANCHECK CHECKLIST ,ST ,ND ,RD D D checklist must be submitted in person Applications by mail or fax are not accepted Improvement plans must be approved, appropriate securities posted and fees paid prior to issuance of building permit Improvement Plans signed by Date 6b Construction of the public improvements may be deferred pursuant to Carlsbad Municipal Code Section 1840 Please submit a recent property title report or current grant deed on the property and processing fee of $430 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 D D D D 6c Enclosed please find your Neighborhood Improvement Agreement Please return agreement signed and notarized to the Engineering Department Neighborhood Improvement Agreement completed by Date 6d No Public Improvements required SPECIAL NOTE Damaged or defective improvements found adiacent to building site must be repaired to the satisfaction of the City Inspector prior to occupancy a GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found in Section 15 16 010 of the Municipal Code 7a 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. 7b Grading Permit required A separate grading plan prepared by a registered Civil Engineer must be submitted together with the completed application form attached NOTE The Grading Permit must be issued and rough grading approval obtained prior to issuance of a Building Permit Grading Inspector sign off by Date D 7c Graded Pad Certification required (Note Pad certification may be required even if a grading permit is not required ) F BUILDING PLANCHECK CKLST FORM doc 2™ 3h D BUILDING PLANCHECK CHECKLIST 7d No Grading Permit required 7e If grading is not required, write "No Grading" on plot plan D 0 D MISCELLANEOUS PERMITS 8 A 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 dram, sewer and water utilities Right-of-Way permit required for _ INDUSTRIAL WASTE PERMIT If your facility is located in the City of Carlsbad sewer service area, you need to contact the Carlsbad Municipal Water District, located at 5950 El Cammo Real, Carlsbad, CA 92008 District personnel can provide forms and assistance, and will check to see if your business enterprise is on the EWA Exempt List You may telephone (760) 438-2722, extension 7138, for assistance Industrial Waste permit accepted by Date 10 NPDES PERMIT Complies with the City's requirements of the National Pollutant Discharge Elimination System (NPDES) permit The applicant shall provide best management practices to reduce surface pollutants to an acceptable level prior to discharge to sensitive areas Plans for such improvements shall be approved by the City Engineer prior to issuance of grading or building permit, whichever occurs first 10 a STORM WATER APPLICABILITY CHECKLIST JS(rRequires PSWP (project storm water permit) #Not reciuired D Required fees are attached ' 0 No fees required F BUILDING PLANCHECK CKLST FORM doc ,ST •,ND ODD D D D BUILDING PLANCHECK CHECKLIST WATER METER REVIEW 12a Domestic (potable) Use Ensure that the meter proposed by the owner/developer is not oversized Oversized meters are inaccurate during low-flow conditions If it is oversized, for the life of the meter, the City will not accurately bill the owner for the water used • All single family dwelling units received "standard" 1" service with 5/8" service • If owner/developer proposes a size other than the "standard", then owner/developer must provide potable water demand calculations, which include total fixture counts and maximum water demand in gallons per minute (gpm) A typical fixture count and water demand worksheet is attached Once the gpm is provided, check against the "meter sizing schedule" to verify the anticipated meter size for the unit • Maximum service and meter size is a 2" service with a 2" meter • If a developer is proposing a meter greater than 2", suggest the installation of multiple 2" services as needed to provide the anticipated demand (manifolds are considered on case by case basis to limit multiple trenching into the street) 12b Irrigation Use (where recycled water is not available) All irrigation meters must be sized via irrigation calculations (in gpm) prior to approval The developer must provide these calculations Please follow these guidelines 1 If the project is a newer development (newer than 1998), check the recent improvement plans and observe if the new irrigation service is reflected on the improvement sheets If so, at the water meter station, the demand in gpm may be listed there Irrigation services are listed with a circled "I", and potable water is typically a circled "W" The irrigation service should look like STA 1+00 Install 2" service and 1 5 meter (estimated 100 gpm) 2 If the improvement plans do not list the irrigation meter and the service/meter will be installed via another instrument such as the building plans or grading plans (w/ a right of way permit of course), then the applicant must provide irrigation calculations for estimated worst-case irrigation demand (largest zone with the farthest reach) Typically, Larry Black has already reviewed this if landscape plans have been prepared, but the applicant must provide the calculations to you for your use Once you have received a good example of irrigation calculations, keep a set for your reference In general the calculations will include • Hydraulic grade line • Elevation at point of connection (POC) • Pressure at POC in pounds per square inch (PSI) • Worse case zone (largest, farthest away from valve • Total Sprinkler heads listed (with gpm use per head) • Include a 10% residual pressure at point of connection F \BUILDING PLANCHECK CKLST FORM doc D BUILDING PLANCHECK CHECKLIST 3 In general, all major sloped areas of a subdivision/project are to be irrigated via separate irrigation meters (unless the project is only SFD with no HOA) As long as the project is located within the City recycled water service boundary, the City intends on switching these irrigation services/meters to a new recycled water line in the future 12c Irrigation Use (where recycled water is available) 1 Recycled water meters are sized the same as the irrigation meter above 2 If a project fronts a street with recycled water, then they should be connecting to this line to irrigate slopes within the development For subdivisions, this should have been identified, and implemented on the improvement plans Installing recycled water meters is a benefit for the applicant since they are exempt from paying the San Diego County Water Capacity fees However, if they front a street which the recycled water is there, but is not live (sometimes they are charged with potable water until recycled water is available), then the applicant must pay the San Diego Water Capacity Charge If within three years, the recycled water line is charged with recycled water by CMWD, then the applicant can apply for a refund to the San Diego County Water Authority (SDCWA) for a refund However, let the applicant know that we cannot guarantee the refund, and they must deal with the SDCWA for this 13 Additional Comments: -7 /• F \BUILDING PLANCHECK CKLST FORM doc ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET Estimate based on unconfirmed information from applicant Calculation based on building plancheck plan submittal Address NO.07- Prepared by,Date i/ Checked by .Date EDU CALCULATIONS: List types and square footages for all uses Types of Use Sq Ft/Units Types of Use Sq Ft /Units APT CALCULATIONS: List types and square footages for all uses Types of Use fadkr^e****/^ Sq Ft/Units Types of Use Sq Ft /Units EDU's EDU's ADT's . ADT's FEES REQUIRED: WITHIN CFD 0YES (no bridge & thoroughfare fee in District #1, reduced Traffic Impact Fee) D 1 PARK-IN-LIEU FEE FEE/UNIT PARK AREA & # X NO UNITS TRAFFIC IMPACT FEE ADT's/UNITS FEE/ADT D 3 BRIDGE AND THOROUGHFARE FEE (DIST #1 DIST #2 ADT'S/UNITS &4 FACILITIES MANAGEMENT FEE UNIT/SO FT 5 SEWER FEE EDU's I' BENEFIT AREA EDU's -11 X FEE/ADT ZONE /^ X FEE/SO FT/UNIT X FEE/EDU /£ =$_ =$_ DIST #3_ =$_ =$ FEE/EDU D 6 SEWER LATERAL ($2,500) D 7 DRAINAGE FEES PLDA ACRES a =$_ =$_ HIGH. X FEE/AC /LOW 8 POTABLE WATER FEES UNITS CODE CONNECTION FEE DNO /<? METER FEE SDCWA FEE SDCWA FEE F \FEE CALCULATION WORKSHEET doc 1 of 2 Rev 7/14/00 >Page 1 of 4 Frank Jimeno - RE: RE: Legoland site review From: "Chris Romero" <Christopher Romero@legoland com> To: "Frank Jimeno" <Fjime@ci carlsbad ca us>, "Jeff Peck" <jeff@jrma com> Date: 12/06/2007 10 02 AM Subject: RE RE Legoland site review CC:"Jeremy Riddle" <Jndd@ci carlsbad ca us>, "Don Perry" <don@jrma com>, "James Yost" <jamesy@jrma com> On our busiest day we expect the number of guests attending the SLC and not attending the park to be 400 guests At four per vehicle if would generate an additional 1 00 cars per day We are intending that most of the guests that attend the SLC will also be attending the park If you have any more questions or need additional information please let me know Thanks C'Jins Romero Maintenance Director LL&OI AKD'S! California One I.. FCiOl AND Drive | Carlsbad ! CA | 92008 ''USA Office 760 91 8 5460 tax 00 l "60 918 5469 O. f ? *-ff " 0*" F-VlajJ elms romero(%legoland corn LhGOL-\M) Califorma n a company of the Merlin Kutertamments Group®Qktfr- From: Frank Jimeno [mailto Fjime@ci carlsbad ca us] Sent: Thursday, December 06, 2007 9 03 AM To: Jeff Peck Cc: Jeremy Riddle, Don Perry, James Yost, Chris Romero Subject: RE RE Legoland site review Mr Peck, The Sea Life Center (SLC) is an attraction open to both park patrons and patrons exclusively accessing the SLC The original park traffic generation was based on studies that did not contemplate a SLC Originally, the engineering fees were spread out over all the attractions, restaurants, and future expansion areas The SLC is not in one of the expansion areas The fees will be based on the traffic generation of the patrons accessing exclusively the SLC The parking requirement is not based on the traffic generation The park was originally over-parked, to the extent that a portion of the parking is leased to other users If you have any information on the traffic generation from this kind of park attraction please forward it tome Thanks, Frank >» "Jeff Peck" <jeff@jrma com> 12/06/2007 4 00 AM >» Mr Jimeno, Thank you for you review The M&E designers are getting together the anticipated flows for the sewer You mentioned that you needed a trip generation data That sounds like you are doing a traffic analysis Since this is in the park do you really need this? There can be no more people than the parking lot allows and that was determined years ago when the park was designed file //C \Documents and Settmgs\Fjime\Local Settings\Temp\XPgrpwise\4757C8B9GW- 12/19/2007 • s s PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No CB 07 Planner APN ;?/ Address / Van Lynch Phone (760)602-4613 Type of Project & Use _ Zoning C-~f~~ General Plan Net Project Density DU/AC Facilities Management Zone / J* CFD (in/out) #_Date of participation f.3 Remaining net dev acres Circle One (For non-residential development Type of land used created by this permit ) l_ I- 1__os _TO _to D. Q- D.S n n n Legend- ^ Item Complete /n^tem Incomplete - Needs your action Environmental Review Required YES NO yC TYPE DATE OF COMPLETION Compliance with conditions of approval9 If not, state conditions which require action" Conditions of Approval Discretionary Action Required APPROVAL/RESO NO PROJECT NO YES NO TYPE DATE OTHER RELATED CASES S D Compliance with conditions or approval9 If not, state conditions which require action Conditions of Approval Coastal Zone Assessment/Compliance Project site located in Coastal Zone9 YES X NO _ CA Coastal Commission Authority9 YES _ NO _ 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) £-b p Coastal Permit Determination Form already completed9 If NO, complete Coastal Permit Determination Form now Coastal Permit Determination Log # _ YES NO Follow-Up Actions 1) Stamp Building Plans as "Exempt" or "Coastal Permit Required" (at minimum Floor Plans) 2) Complete Coastal Permit Determination Log as needed CH Inclusionary Housing Fee required' YES NoX (Effective date of Inclusionary Housing Ordinance - May 21,1993 ) Data Entry Completed9 YES NO. (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE') Site Plan H \ADMIN\COUNTER\BldgPlnchkRevChKlst Rev 9/01 nn 1 Provide a fully dimensional site plan drawn to scale Show North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of-way width, dimensional setbacks and existing topographical lines (including all side and rear yard slopes) 2 Provide legal description of property and assessor's parcel number D D D Kl D D ODD Policy 44 - Neighborhood Architectural Design Guidelines 1 Applicability YES NO X 2 Project complies YES NO_ Zoning: 1 Setbacks Front Interior Side Street Side Rear Top of slope 2 Accessory structure setbacks Front Interior Side Street Side Rear Structure separation 3 Lot Coverage 4 Height 5 Parking Required Spaces Required shown Shown Required Required Required Required Required ;ks Required Required Required Required Required Required ///A Shown Shown Shown Shown Shown Shown Shown Shown Shown Shown Shown /*£« (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required Shown Additional Comments OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER DATE H \ADMIN\COUNTER\BldgPlnchkRevChklst Rev 9/01 Carlsbad Fire Department BUILDING DEFT. COPY Plan Review Requirements Category COMMIND , COMM /Date of Report 11-07-2007 Reviewed by fal Name Address Permit # CB072464 Job Name SEALIFE @ LEGO- BUILD 27,861SF 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 CON0002431 [NOT MET] 1 Under 'Code Analysis' add CFC 2001 2 Under 'Project Info' Fire Sprinklers are otherwise required first for the Occupancy group and by local ordinance Title 17 a Also delete the 'clouded' note regarding rated seperations not being required, We view this differently and shall require a rated seperations b Provide rated wall between Ocean Pre-Show and areas 1 12a and 1 09a This would complete a rated EXIT Corridor which will be necessary to provide a protected path from the cinema and shoaling ring and other areas discharging into this corridor c Corridor 314 shall be a rated corridor 3 Revise 'Fire Department Notes' [12] to Title 24, Section 1007 2 2 4 Reverse hinge side and swing of Door 27 in Service Area behind Shoaling Ring Room This door shall also be at least a 20 minute FR assembly 5 Provide second Exit from AV Cinema to Public Way CBC 1007 2 2 6 Door 78 cannot be a Double-acting door and a part of the Means of Egress Revise door to swing into the path of exit travel CBC 1003 3 1 5 7 Provide EXIT gates with panic hardware from the Interactive Zone 1 11 or revise exiting plan for Ground Level floor Entry 11/07/2007 By GR Action CO DESIGN WEST ENGINEERING Date October 29, 2007 Company JRMA 2700 Saturn Street Brea,CA 92821 Attention James Yost Subject SeaLife Aquarium Carlsbad, CA (our project #07-170) Dear James, Please find below the estimated waste water flow for the SeaLife building Discharge Calculation For SeaLife Aquarium Basis of design Square Footage Employees Est meals served Requirements Employees Public Restrooms Kitchen LSS discharge 2007 CPC Table K-3 for Stores and Restaurant Kitchen 27,500 sq ft 25 300 20 Gal /day per employee 1 Gal /day per 10 sq ft 6 Gallons per meal served 6000 Gallons per week Calculation 25 employees * 20 gal/day = 500 Gallons (27,500 s f /10 s f )*1 gallon = 2750 Gallons 300 meals * 6 gallons = 1800 Gallons 6000 gallons/7 days 857 Gallons Total Daily Discharge 5907 Gallons CONSULTAN r s c- Should you have any questions or require any additional information please contact me at your earliest convenience Robert Cronk, Principal Design West Engineering DCS'Gh '• -;ST ENGINEERING P-SiGN WE:..!' ENGiN^P Date November 29, 2007 Company ESGIL Attention Eric Jensen Subject Dear Eric, SeaLife Aquarium Carlsbad, CA PC# Carlsbad 07-2464 Please find below the responses to your plan check comments provided on October 4, 2007 for the Electrical, Energy, Plumbing, and Mechanical Corrections Electrical Comments 1 2 Gate is noted to have no locking mechanism See construction note 6 on sheet E-51, detail 2 a In response to the separation of emergency and normal power The egress lighting requires emergency power and the aquarium LSS equipment will need standby power The transfer switch 'ATS1' is for egress lighting and no other equipment will be connected to this system This is the primary ATS switch - The transfer switch 'ATS2' is for the aquarium LSS equipment and is not used for any human life- safety/egress requirements This is the secondary ATS switch Generator is sized to handle full connected load of both of these systems and generator controller will be programmed to drop ATS2 if there is an overload condition for any reason b In response to the photometry and isolated circuiting layout The egress lighting and circuiting has now been located on separate sheets E-2 IE and E-2 2E As well, photometry has been provided on sheets E-2 Iph and E-2 2ph Note the photometry is much higher than 1 foot candle as this will be used for cleaning in maintenance during non-operating hours The egress lighting is programmed through a controller that is emergency driven and will be turned on in case of power-loss as well as signal by fire alarm panel The lighting and motion sensor you are referring to is under the stain\ell in the storage closet To clarify this, I have added construction note 4 on sheet E-2 1 Egress lighting is provided in stairwell as well as normal powered lighting See E-2 1 and E-2 IE, for first landing on east side, see E-2 2 and E-2 2E for second and top landing on north and west side Plumbing Comments 4 Refer to Architectural drawings for calculations for Minimum Fixture Requirements 5 Refer to Civil Drawings for on site piping locations 6 Refer to Architectural drawings for calculations for Minimum Fixture Requirements Mechanical Comments 21 All fire ratings throughout the building have been coordinated with the architect. Please see sheets M-l 3, 1 4, 2 4, 3 1, & 3 2 for locations of all smoke fire dampers, as well as locations of pipes thru rated walls Should you have any questions or require any additional information please contact me at earliest convenience Robert Cronk, Principal Design West Engineering vilST ENGINEERING IH-15 Business Center Dp- Suite 7 I S San Uernaidmo CA 97408 Tel 909 890 3700 Fax 909 890 3770 Emm! info&'dcsignwesteng com DESIGN WEST ENGINEERING Date Company Attention Subject Dear Eric, February 15, 2008 RSGIL Eric Jensen SeaLife Aquarium Carlsbad, CA PC# Carlsbad 07-2464 Please find below the responses to your plan check comments provided on February 1, 2008 for the Electrical, Energy, Plumbing, and Mechanical Corrections Mechanical Comments 1 Moved kitchen exhaust fans as required, refer to sheet M-5 1 2 Air intake 10' clearance circles shown and noted, refer to sheet M-5 1 3 Kitchen hood fire dampers shown at supply connection and are included with specified kitchen hoods, refer to sheet M-2 1 & M-2 3 4 Kitchen hood section details provided with kitchen consultant drawings and a typical section has been provide on sheet M-6 7 Should you have any questions or require any additional information please contact me at your earliest convenience Thank you, Robert Cronk, Principal Design West Engineering MECHANICAL ELECTRICAL AND t N t i... Y CONSULTANTS ;fr^S £i V DES1GN 'A5S Date Company Attention Subject Dear James, November 29,2007 JRMA 2700 Saturn Street Brea,CA 92821 James Yost SeaLife Aquarium Carlsbad, CA (our project #07-170) Please find below the changes made to the drawings since our last submittal which are not plan check related Electrical Comments Sheet E-0 3 1 Modified specification of exit signs Sheet E-l 1 1 Rerouted power and communications conduit in coordination with site revisions. Sheet E-2 2 1 Added lighting to deck and exterior stairs Sheet E-3 3 2 Added power to new mechanical unit in coordination with mechanical plans Plumbing Comments Sheet P-0 1 1 Added garbage disposal schedule Sheet P-0 2 1 Changed plumbing fixtures to match Legoland specifications 2 Added RR-1 Roof Receptor to the fixture schedule Sheet P-l 1 1 Added Deck Drain piping Sheet P-l 2 1 Added roof receptor waste piping 2 Added roof and overflow drains Sheet P-l 3 1 Added deck drain piping 2 Added drinking fountain piping 3 Added 3" waste water tank vent 4 Relocated LSS Room water supply, backflow and floor sink 5 Added PRV to backflow assembly 6 Added cold water to LSS points of connection (3) Sheet P-l 4 1 Added roof dram piping Sheet P-l 5 1 Added deck dram Sheet P-l 6 1 Added roof receptor and associated waste and vent piping 2 Added floor drains to service rooms in Sea-Horse Exhibit Sheet P-l 7 1 Added deck drain Sheet P-l 8 1 Added roof and overflow dram Mechanical Comments Sheet M-0 2 1 Added heat exchanger schedules 2 Added split system schedule 3 Added expansion tank schedule 4 Added air separator schedule Sheet M-l 1 1 Added (3) smoke/fire dampers thru floor to meet new ratings 2 Added split system to switch room Sheet M-l 3 1 Added smoke/fire dampers to Ocean Pre-Show area Sheet M-4 1 D E SIG N W L S T E N G! N E L R i N G 1 Moved salt mix tank overflow from ambient marine tank to waste water tank 2 Reversed ambient marine and ambient fresh water tank designations Sheet M-4 2 1 Deleted references to metric flanges 2 Added 6" equalization line in Ocean Tank 3 Added dram fittings in concrete aquarium tanks 4 Reconfigured heat exchanger layout in LSS Room based on LSS Contractor layout 5 Added (3) 12" PVC dram lines from Ocean Tank to LSS Room Sheet M-4 3 1 Added (3) 12" PVC dram lines from Ocean Tank to LSS Room 2 Deleted references to Metric flanges Should you have any questions or require any additional information please contact me at your earliest convenience Thank you, \ Robert Cronk, Principal Design West Engineering r;r$:G\! WFST E.MGINEERINC Architects Engineers Planners Structural Calculations for: SLC California USA for Legoland California, LLC 1 Legoland Drive Carlsbad, CA 92008 A Plan Review B Plan Review Response JRMA Project No 3831 Date 10/10/2007 9/24/07 10/10/07 J R Miller and Associates, Inc 2700 Saturn Street Brea CA 92821 t 714 524 1870 f 714 524 1875 wwwjrma com ;Ert$|i|. Check. Response to Structural Plan Check Comments 38 Done 39 Done 40 Column designations are now referenced to schedules on sheet SD1 3 41 Done 42 Done 43 Floor framing calculations now designate lightweight concrete See attached sheets PC-1 to PC-68 44 Done 45 Done 46 Done 47 Done 48 Shear walls per detail 5/SD4 2 49 Actually, S5 2 is simply used to show the lintel bars in walls 1, 3, and 4 50 Done 51 Thickness of walls is now shown 52 The facility is neither a category 1 (essential) or category 2 (hazardous) The remaining categories require an importance factor of 1 00 per table 16-K of the CBC No live load reduction was used on the floors - see attached sheets PC-1 to PC-68 53 See attached sheets PC-69 to PC-74 01(Uou"33 si 5.oo — r3 -3 O> O O T3_ 00 00 Oo — Ua = a =fl . _„ i— n ^INI^ Jj C cc oo ;-^^'W'<^/^.j'X-^<j';v:'.-x-X'?:->/;-;<X'^• •;•; :->.v:-;-.'- •:•& r-.v.'^Wv^xvx^?;•;-;-: ••:-,--•• .••<: :•:%-:•:•:•:•:•? :«-:•:•;>;•••:•;•:•:-;•; <*x-.'/. • <:'.. \ :• v&x-x-jvw-x-; x^x-X-iv.s;,-.-,- -.»-\«.;;.;.; ->-«-• ".«X\.^y.~_'>.;.y.v;X;A-X^.'C oo (N• *O '-aOOQonCD-OOU"500 03 O fe 3 O O — -3 — 0> o o ~_ 00 00 O 'd -3 o ° ,— ' CQ ~O - ^ .a: _; Q inOS_U ^ooooooooo0,000-—' o o o o o\O C> OO CN *--* 1>O t— ^O ^O^oooooooooaoooooooooCN CN CN CN CS <L><U33 o (U3 O O O _> 3 3_ ""O '"^3 T3^ X (U CD <U•a o, >_ ^ tH4* >^ C C C^ r . I—^ ^ ^—>t* r^ i—' »—' i—' o o 3 3*O T3t*-( CL> COO t- >-O C C O tu C P ^OOOOOOOOO D.OOOOOOOOOO O (N O <N ^-ir-< CN (N O O fS| 0.0000000^0(O IT) 1^- •—' O >nvO>n Oo - 5.<u s llflj 1^_, i—/ QOS ©© !«^- <U2 oUHon S U a?* 1' 5 J D — -3 -3 O> O O TJCO CO OrJ — O 7 S - =«00 ^3 -3 E Jj Q CO O0 s s a. 69 -Q CW CE 8£ £09 l-C O 81-Z 0 « 93 S2 U 9 OQ Gravity Beam Design RAM Steel vl 1 2 Legol^and Sea Life DataBase SeaLifeCBC 10407 Building Code UBC1 10/10/0711 2528 Steel Code ASD 9th Ed Floor Type: floor Beam Number = 1 SPAN INFORMATION (ft): I-End (-35.58,69.00) Beam Size (User Selected) - W16X36 Total Beam Length (ft) = 2300 COMPOSITE PROPERTIES (Not Shored): J-End (-35.58,92.00) Fy = 500 ksi Concrete thickness (in) Unit weight concrete (pcf) f c (ksi) Decking Orientation Decking type beff(m) = 4050 Seff(m3) = 7438 leff (m4) = 867 78 Stud length (in) = 4 00 Stud Capacity (kips) q = 9 6 # of studs per stud segment Full Partial Actual Left 325 11000 300 parallel ASC2W Y bar(m) Str (m3) Itr (m4) Stud diam (in) 23,1,23 6,2,6 8,2,8 Right 325 11000 300 parallel ASC 2W 1386 8676 115822 075 Number of Stud Rows = 1 Percent of Full Composite Action = 34 93 POINT LOADS (kips): Dist DL CDL 7 667 9 37 6 33 15333 871 587 RedLL 000 000 000 Red% NonRLL StorLL 00 00 00 1364 1364 -090 000 000 000 Red% 00 00 00 RoofLL 000 000 000 Red% 00 00 00 CLL 273 255 255 LINE LOADS (k/ft): Load 1 2 Dist 0000 23 000 0000 23 000 DL 0032 0032 0 036 0036 CDL 0021 0021 0036 0036 LL 0050 0050 0000 0000 Red%Type NonR NonR CLL 0010 0010 0000 0000 SHEAR: Max V (DL+LL) = 24.15 kips fv = 5.15 ksi Fv = 20.00 ksi MOMENTS: Span Ccntei Cond PrcCmp^ Max + Mmax/Seff Mconst/Sx-r Controllmg fc(ksi) = 082 Fc - 1 35 Moment kip- ft 71 8 181 9 x-isl/Scff 181 9 @ ft 84 96 96 Lb ft 77 --_ — Cb 1 00 -_- — Tension Flange ft Fb 1524 3000 29 35 33 00 3 1 94 45 00 29 35 33 00 Compr Flange ft Fb 15 24 29 03 Gravity Beam Design ?*"$ ,RAM Steel vl 1 2 Page 2/2 LegoLand Sea Life DataBase SeaLifeCBC 10407 10/10/07 11 25 28 Building Code UBC1 Steel Code ASD 9th Ed REACTIONS (kips): Initial reaction DL reaction Max +.LL reaction Max -LL reaction Max +total reaction DEFLECTIONS: Initial load (in) Live load (in) Post Comp load (in) Net Total load (in) Left 962 994 1421 -030 2415 at 1150 at 1150 at 1 1 50 at 1150 Right 940 972 1421 -060 2393 ft - -0378 ft = -0417 ft = -0507 ft = -0885 L/D = 730 L/D = 662 L/D = 544 L/D = 312 Gravity Beam Design RAM'Steel vll 2 ' LegoL'and Sea Life DataBase SeaLifeCBC 10407 Building Code UBC1 10/10/0711 2528 Steel Code ASD 9th Ed Floor Type: floor Beam Number = 3 SPAN INFORMATION (ft): I-End (-35.58,76.67) J-End (0.00,76.67) Beam Size (User Selected) = W 16X36 Total Beam Length (ft) - 35 58 COMPOSITE PROPERTIES (Not Shored): Left Concrete thickness (in) 3 25 Unit weight concrete (pcf) 1 10 00 f c (ksi) 3 00 Fy = 50 0 ksi Right 325 11000 300 Decking Orientation perpendicular perpendicular Decking type ASC 2W beff(m) = 9200 Ybar(m) Seff(m3) - 7965 Str (m3) Icff(m4) = 106679 Itr(m4) Stud length (in) = 400 Stud di am (in) Stud Capacity (kips) q = 7 2 # of studs Full = 59 Partial = 20 Actual = 30 Number of Stud Rows = 1 Percent of Full Composite Action = 40 68 LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type 1 0000 0491 0320 0767 — NonR 35583 0491 0320 0767 2 0000 0036 0036 0000 — NonR 35583 0036 0036 0000 SHEAR- Max V (DL+LL) - 23.01 kips fv = 4.91 ksi Fv = 20.00 ksi MOMENTS: ASC 2W 15 70 9279 1418 14 075 CLL 0153 0 1 53 0000 0000 Span Cond Moment @ Lb Cb Tension Flange Compr kip- ft ft ft fb Center PreCmp+ 80 6 178 00 1 00 1711 Max + 2047 178 Mmax/Seff 30 84 Mconsl/Sx+Mpost/ScfT 34 32 Controlling 2047 178 — — 3084 Fb fb 3300 1711 33 00 45 00 33 00 Flange Fb 3300 _._ — ___ fc(ksi) = 056 Fc = 1 35 REACTIONS (kips). Initial reaction DL icaction Max +LL teaction Max 4total icaction DEFLECTIONS- (Cambei = 3/4) Initial load (in) al Li\c load (in) at Left 906 937 1364 23 01 17 79 17 79 Right 906 937 1 3 64 2301 it = fl =• -0 9S8 -0 894 I D - L'D = 432 478 Gravity Beam Design *c"7 ,.RAM,Steel vll 2 Page 2/2 LegoLand Sea Life DataBase SeaLifeCBC 10407 10/10/07 11 25 28 Building Code UBC1 Steel Code ASD9thEd Post Comp load (in) at 1779ft = -1093 L/D = W\ Net Total load (m) at 1779ft = -1331 L/D = 321 Gravity Beam Design ..RAM.Steel vll 2 LegoLand Sea Life DataBase SeaLifeCBC10407 Building Code UBCl 10/10/07 11 2528 Steel Code ASD 9th Ed Floor Type, floor Beam Number = 5 SPAN INFORMATION (ft): I-End (-35.58,92.00) Beam Size (User Selected) = W16X36 Total Beam Length (ft) = 35 58 J-End (0.00,92.00) Fy = 50 0 ksi COMPOSITE PROPERTIES (Not Shored): Concrete thickness (in) Unit weight concrete (pcf) fc (ksi) Decking Orientation Decking type beff(m) = 5200 Seff (m3) - 77 23 leff (m4) = 934 68 Stud length (in) = 4 00 Stud Capacity (kips) q = 7 2 # of studs Full - 70 Partial = 31 Left 325 11000 300 perpendicular ASC 2W Y bar(m) Str (m3) Itr (m4) Stud diam (in) Actual = 34 Right 325 11000 300 perpendicular ASC2W 1413 8927 121724 075 Number of Stud Rows = 1 Percent of Full Composite Action = 27 60 POINT LOADS (kips): Dist DL CDL 28 083 6 68 4 76 LINE LOADS (k/ft): Load 1 RedLL 000 Red% 00 NonRLL 860 Dist 0000 19583 19584 28 083 28 084 35 583 0000 28 083 0 000 35 583 DL 0025 0025 0032 0032 0408 0408 0245 0245 0036 0 036 CDL 0021 0021 0021 0021 0266 0266 0160 0 160 0036 0036 LL 0050 0050 0050 0050 0637 0637 0383 0383 0000 0000 StorLL 000 Red% Red% RoofLL Red% 00 0 00 00 CLL 1 72 Type NonR NonR NonR NonR NonR CLL 0010 0010 0010 0010 0 127 0127 0077 0077 0000 0000 SHEAR- Max V (DL+LL) = 27.56 kips fv = 5.87 ksi Fv = 20.00 ksi MOMENTS: Span Cond Moment kip-ft Ccntei PrcCmp4- 77 7 Max- 1879 Mmax/SclT Mconst ''Sx+Mpost/SclT Contiollmg 1879 fc (ksi) - 0 74 Fc - 1 35 (a; ft 226 22 5 Lb ft 00 — Cb 1 00 — Tension Flange fc Fb 1649 3300 Compr Flange fb Fb 1649 3300 225 29 19 32 38 29 19 33 00 45 00 33 00 Gravity Beam Design ^"^ RAM Steel vll 2 Page 2/2 Legofcand Sea Life DataBase SeaLifcCBC 10407 10/10/07 112528 Building Code UBC1 Steel Code ASD 9th Ed REACTIONS (kips): Initial reaction DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: (Camber = 3/4) Initial load (in) at Live load (in) at Post Comp load (in) at Net Total load (in) at Left Right 686 1136 6 99 1 1 69 968 1587 1667 2756 1868ft = 1868ft = 1868ft = 1868ft = -0983 -0913 -1 112 -1 344 L/D = L/D = L/D = L/D = 434 468 384 318 Gravity Beam Design RAM Steel vl 1 2 Lego Land Sea Life DataBase SeaLifcCBC 10407 Building Code UBC1 PC-lo 10/10/07 11 2528 Steel Code ASD 9th Ed Floor Type: floor Beam Number = 12 SPAN INFORMATION (ft): 1-End (-26.25,0.00) Beam Size (User Selected) = W16X31 Total Beam Length (ft) = 23 00 J-End (-26.25,23.00) COMPOSITE PROPERTIES (Not Shored): Concrete thickness (in) Unit weight concrete (pcf) f c (ksi) Decking Orientation Decking type beff(m) = 4050 Scff(m3) = 6643 Ieff(m4) = 82922 Stud length (in) = 4 00 Stud Capacity (kips) q = 9 6 # of studs per stud segment Full Partial Actual Left 325 11000 300 parallel ASC2W Y bar(m) Slr(m3) Itr (m4) Stud diam (in) 23,1,23 6,2,6 10,2,10 Fy = 50 0 ksi Right 325 11000 300 parallel ASC2W 1426 7495 103038 075 Number of Stud Rows = 1 Percent of Full Composite Action = 44 40 POINT LOADS (kips): Dist DL CDL 7 667 6 78 4 54 15333 678 454 LINE LOADS (k/ft): Red% RedLL 000 000 Red% NonRLL StorLL 00 00 1006 1006 000 000 Rcd% 00 00 RoofLL Red% 0 00 0 0 000 00 CLL 201 201 Load 1 2 Dist 0000 23000 0000 23 000 DL 0032 0032 0031 0031 CDL 0021 0021 0031 0031 LL 0050 0050 0000 0000 Type NonR NonR CLL 0010 0010 0000 0000 SHEAR: Max V (DL+LL) =1815 kips fv = 4.39 ksi Fv = 19.67 ksi MOMENTS: Span Center Cond PreCinp-i Max + MmavSeft Mconst/Sv Conti oiling fc (ksi) = 065 Fc ^ 1 35 Moment kip-ft 543 1366 sost/'Seff 1366 @ ft 11 5 11 5 11 5 Lb ft 77 .__ — Cb 1 00 --. — Tension Flange fb Fb 1381 3000 24 68 33 00 27 49 45 00 24 68 33 00 Compr Flange fb Fb 1381 2619 REACTIONS (kips) Gravity Beam Design pc"u RAM Steel vll 2 Page 2/2 LegoLand Sea Life DataBase SeaLifeCBC 10407 10/10/07 11 25 28 Building Code UBC1 Steel Code ASD 9th Ed Initial reaction DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Initial load (in) Live load (in) Post Comp load (in) Net Total load (in) at at at at Left Right 7 26 7 26 751 751 1064 1064 1815 1815 1 1 50 ft = 1 1 50 ft = 1 1 50 ft = 11 50 ft = -0342 -0325 -0398 -0739 L/D = L/D = L/D = L/D ' = 808 848 694 373 Gravity Beam Design .RAM Steel vl I 2 LcgoLand Sea Life DataBase SeaLifeCBC 10407 Building Code UBC1 10/10/07 11 25 28 Steel Code ASD 9th Ed J-End (0.00,0.00) Floor Type: floor Beam Number = 13 SPAN INFORMATION (ft): I-End (-26.25,0.00) Beam Size (User Selected) = W16X26 Total Beam Length (ft) = 26 25 COMPOSITE PROPERTIES (Not Shored): Concrete thickness (in) Unit weight concrete (pcf) f c (ksi) Decking Orientation Decking type beff(m) Seff(m3) Ieff(m4) Stud length (in) Stud Capacity (kips) q = 7 2 # of studs Full = 42 Partial =14 Actual = 20 Number of Stud Rows = 1 Percent of Full Composite Action = 38 22 Fy = 50 0 ksi 4538 5423 66939 400 Left 325 11000 300 perpendicular ASC2W Y bar(m) Str (m3) Itr (m4) Stud diam (in) Right 325 11000 300 perpendicular ASC2W 1451 6400 896 83 075 LINE LOADS (k/ft): Load Dist 0000 26250 0000 26250 0000 26250 DL 0245 0245 0025 0025 0026 0026 CDL 0160 0160 0021 0021 0026 0026 LL 0383 0383 0050 0050 0000 0000 Red%Type NonR NonR NonR CLL 0077 0077 0010 0010 0000 0000 SHEAR: Max V (DL+LL) - 9.58 kips fv = 2 55 ksi Fv = 17.89 ksi MOMENTS- Span Cond Center PrcCmp+ Max + Mmax/Seff Conti oiling fc(ksi) = 031 Fc = 1 35 REACTIONS (kips): Initial icaction DL i cacti on Max -i-[.L icaction Max ; total icaction Moment kip-ft 253 629 ?ost/Seff 629 @ ft 13 1 13 1 13 1 Lb ft 00 — — Cb 1 00 — — Tension Flange fb Fb 7 90 33 00 1391 3300 1 5 54 45 00 1391 3300 Compr Flange fb Fb 7 90 33 00 „. —.._ Left 385 3 89 5 69 9 58 Right 3 85 3 89 5 69 9 58 Gravity Beam Design .RAM Steel vl 1 2 LegoLand Sea Life DataBase SeaLifeCBC 10407 Building Code UBC1 Page 2/2 10/10/07 11 2528 Steel Code ASD9thEd DEFLECTIONS: Initial load (in) Live load (in) Post Comp load (in) Net Total load (in) at at at at 13 12ft = 13 12 ft = 13 12ft = 13 12ft = -0253 -0238 -0288 -0541 L/D = L/D = L/D = L/D = 1244 1321 1094 582 Gravity Beam Design RAM Steel vl 1 2 Lego Land Sea Life DataBase SeaLifeCBC 10407 Building Code UBC1 10/10/07 11 25 28 Steel Code ASD9thEd Floor Type: floor Beam Number = 16 SPAN INFORMATION (ft): I-End (-26.25,23.00) J-End (-26.25,46.00) Beam Size (User Selected) = W16X57 Total Beam Length (ft) = 23 00 COMPOSITE PROPERTIES (Not Shored): Left Concrete thickness (in) 3 25 Unit weight concrete (pcf) 1 1 0 00 f c (ksi) 3 00 Decking Orientation parallel Decking type ASC 2W beff(m) = 4050 Y bar(m) Seff(m3) = 12198 Str(m3) Ieff(in4) = 139581 Itr(m4) Stud length (in) = 4 00 Stud diam (in) Stud Capacity (kips) q = 9 6 # of studs Full = 46 Partial = 22 Actual = 22 = = = = Fy =500 ksi Right 325 11000 300 parallel ASC2W 1296 135 17 167827 075 Number of Stud Rows = 1 Percent of Full Composite Action = 48 03 POINT LOADS (kips): Dist DL CDL RedLL Red% NonRLL StorLL 7667 439 289 000 00 939 000 000 00 -248 000 11500 1584 1115 000 00 1956 000 15333 328 218 000 00 834 000 000 00 -321 000 1 7 000 3 80 2 68 0 00 00 5 03 0 00 LINE LOADS (k/ft): Load Dist DL CDL LL Red% 1 0000 0032 0021 0050 11 500 0032 0021 0050 2 17000 0032 0021 0050 23000 0032 0021 0050 3 0000 0057 0057 0000 23 000 0 057 0 057 0 000 Red% RoofLL Rcd% CLL 00 00 00 00 00 00 Type NonR NonR NonR 0 00 00 1 38 0 00 00 1 38 000 00 391 0 00 00 1 03 0 00 00 1 03 000 00 101 CLL 0010 0010 0010 0010 0 000 0000 SHEAR: Max V (DL+LL) = 37.89 kips f v = 5.37 ksi Fv = 20.00 ksi MOMENTS: Span Cond Moment (a- Lb Cb kip- ft ft ft Ccntci PreCmp-'- 131 4 115 38 1 13 Max - 334 6 115 Tension Flange Compr fb 17 10 Fb fb 33 00 17 10 Flange Fb 33 00 Mm ax, Seff Mconsl.Sx+Mpost Self Contiolliim 334 6 1 5 ^2 ()2 35 98 32 92 33 no 45 00 33 ()() RAM Steel vl 12• . •LegoLand Sea Life DataBase SeaLifcCBC10407 Building Code UBC1 fc (ksi) = 1 23 Fc = 1 35 REACTIONS (kips): Initial reaction DL reaction Max +LL reaction Max -LL reaction Max +total reaction DEFLECTIONS: Initial load (in) Live load (in) Post Comp load (in) Net Total load (in) Gravity Beam Design Left Right 1336 1473 1389 1530 20 60 22 59 -2 72 -2 97 3449 3789 at 1 1 62 ft = -0 367 at 11 62ft = -0419 at 1 1 62 ft = -0 503 at 1162ft = -0870 PC -It, Page 2/2 10/10/07 11 2528 Steel Code ASD 9th Ed L/D = 753 L/D = 659 L/D = 548 L/D = 317 Gravity Beam Design RAM1 Steel vl 1 2 ' Lego'tand Sea Life DataBase SeaLifeCBC 10407 Building Code UBC1 10/10/07 11 25 28 Steel Code ASD 9th Ed Floor Type: floor Beam Number = 20 SPAN INFORMATION (ft): I-End (-26.25,46.00) J-End (-26.25,69.00) Beam Size (User Selected) = W16X26 Fy = 50 0 ksi Total Beam Length (ft)= 2300 COMPOSITE PROPERTIES (Not Shored): Concrete thickness (in) Unit weight concrete (pcf) fc (ksi) Decking Orientation Decking type beff(in) = 4050 Seff (m3) = 54 85 Icff(m4) = 691 79 Stud length (in) = 4 00 Stud Capacity (kips) q = 9 6 # of studs per stud segment Full Partial Actual Left 325 11000 300 parallel ASC2W Y bar(m) Str (jn3) Itr (m4) Stud diam (m) 20,1,20 5,2,5 8,2,8 Right 325 11000 300 parallel ASC2W 1456 6295 88406 075 Number of Stud Rows = 1 Percent of Full Composite Action = 40 54 POINT LOADS (kips): Dist DL CDL 7 667 6 73 4 49 15333 673 449 LINE LOADS (k/ft) Red% RedLL 000 000 Red% NonRLL StorLL 00 00 1006 1006 000 000 Red% 00 00 RoofLL 000 000 Red% 00 00 CLL 201 201 Load 1 2 Dist 0000 23 000 0000 23 000 DL 0032 0032 0026 0026 CDL 0021 0021 0026 0026 LL 0 050 0050 0000 0000 Type NonR NonR CLL 0010 0010 0000 0000 SHEAR: Max V (DL+LL) = 18.04 kips fv = 4.81 ksi Fv = 17.89 ksi MOMENTS: Span Cond Center PreCmp+ Ma\ + Mmav'Seff Mconst/Svt Conn oiling fc(ksi) - 071 Fc --= 1 35 Moment kip-ft 536 1 35 9 jost/SelT 1359 @ ft 11 5 11 5 11 5 Lb ft 77 .-. — Cb 1 00 _„ — Tension Flange fb Fb 1675 3000 29 73 33 00 33 24 45 00 29 73 33 00 Compr Flange ft Fb 1675 2587 RE ACTIONS (kips) Gravity Beam Design ' RAM1 Steel vll 2 ' Lego£and Sea Life DataBase SeaLifcCBC 10407 Building Code UBC1 Initial reaction DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Initial load (in) Live load (in) Post Comp load (in) Net Total load (in) ?C 17 Page 2/2 10/10/07 11 2528 Left 715 740 1064 1804 at 1150 ft at 1 1 50 ft at 1 1 50 ft at 1150ft Right 715 740 1064 1804 -0417 -0 390 -0 477 -0 894 Steel Code ASD 9th L/D = 661 L/D = 708 L/D = 579 L/D = 309 Ed Gravity Beam Design RAM Steel vl 1 2 LegoLand Sea Life DataBase SeaLifeCBC 10407 Building Code UBC1 10/10/0711 2528 Steel Code ASD 9th Ed Floor Type: floor Beam Number = 22 SPAN INFORMATION (ft): I-End (-26.25,53.67) J-End (0. Beam Size (User Selected) = W14X22 Total Beam Length (ft) = 2625 COMPOSITE PROPERTIES (Not Shored): Left Concrete thickness (in) 3 25 Unit weight concrete (pcf) 1 1 0 00 fc (ksi) 3 00 Decking Orientation perpendicular Decking type ASC 2W beff(m) = 7875 Y bar(in) Seff(m3) = 4444 Str (m3) Icff(m4) - 56018 Itr(in4) Stud length (in) = 4 00 Stud diam (m) Stud Capacity (kips) q - 1 2 # of studs Max = 26 Partial = 12 Actual -20 00,53 67) Fy = 50 Right 325 11000 300 perpendicular ASC2W 1459 5220 741 66 075 Oksi Number of Stud Rows = 1 Percent of Full Composite Action = 44 30 LINE LOADS (k/ft): Load Dist DL CDL LL Red% 1 0000 0491 0320 0767 26250 0491 0320 0767 2 0000 0022 0022 0000 26250 0022 0022 0000 SHEAR: Max V (DL+LL) = 16.79 kips fv = 5.60 ksi Fv = l8 MOMENTS: Span Cond Moment @ Lb Cb kip-n ft ft Center PrcCmp+ 426 131 00 100 Max+ 1102 13 1 Mmax/Seff Mconst/Sx+Mpost/Seff Controlling 1102 131 fc(ksi) =~047 Fc - 1 35 REACTIONS (kips)- Left Right Initial reaction 6 50 6 50 DLieaction 673 673 Md\ J-LI.ieaction 1006 1006 Max -Holdl icaction 1679 1679 DEFLECTIONS (Camber = 1/2) Initial load (in) at 13 12 ll = -0 Luc load (in) at 1312 ft -- -0 Type CLL NonR 0153 0153 NonR 0 000 0000 .96 ksi Tension Flange fb Fb 1 7 65 33 00 29 76 33 00 33 99 45 00 29 76 33 00 633 L D - 504 I I) -- Compr Flange fb Fb 1765 3300 ... — — 498 625 Gravity Beam Design pc ^ RAM'Steel v 11 2 Page 2/2 Legolland Sea Life DataBase SeaLifeCBC 10407 10/10/07 11 25 28 Building Code UBC1 Steel Code ASD 9th Ed Post Comp load (in) at 13 12ft = -0617 L/D = 5U Net Total load (in) at 1312ft = -0749 L/D = 420 Gravity Beam Design -o RAM Steel vll 2• r» LegoLand Sea Life DataBase SeaLifeCBC 10407 Building Code UBC1 10/10/07 11 2528 Steel Code ASD 9th Ed Floor Type: floor Beam Number = 27 SPAN INFORMATION (ft): I-End (0.00,0.00) J-End (0.00,23.00) Beam Size (User Selected) = W18X40 Fy = 50 0 ksi Total Beam Length (ft) = 23 00 COMPOSITE PROPERTIES (Not Shored): Concrete thickness (in) Unit weight concrete (pcf) f c (ksi) Decking Orientation Decking type beff(m) = 6900 Seff (m3) = 93 96 Icff(m4) = 134205 Stud length (in) = 4 00 Stud Capacity (kips) q = 9 6 # of studs per stud segment Full Partial Actual Left 325 11000 300 parallel ASC2W Y bar(m) Str (m3) Itr (m4) Stud diam (in) 31,1,31 11,2,11 12,2,12 Right 325 11000 300 parallel ASC2W 1663 10774 173540 075 Number of Stud Rows = 1 Percent of Full Composite Action = 39 1 1 POINT LOADS (kips)- Dist DL CDL ReclLL Red% 7667 537 454 000 00 7667 678 454 000 00 15333 537 454 000 00 15333 678 454 000 00 LINE LOADS (k/ft). Load Dist DL CDL 1 0000 0040 0040 23 000 0 040 0 040 SHEAR: Max V (DL+LL) = 32.74 kips fv MOMENTS. Span Cond Moment @ kip- ft ft Cenlei PreCmp+ 103 1 115 Max -<- 250 1 115 Mmav'Scff Mconst/S\+Mpost/Seff Contiollmg 250 1 115 NonRLL StorLL 1006 000 1006 000 1006 000 10 06 0 00 LL Rcd% 0 000 0000 -581 ksi Fv = 20 Lb Cb ft 77 1 00 — — Red% RoofLL Red% 00 0 00 00 00 0 00 00 0 0 0 00 0 0 00 0 00 00 Type CLL NonR 0 000 0000 .00 ksi Tension Flange fb Fb 1 8 09 30 00 1 3195 3300 35 39 45 00 31 95 33 00 CLL 201 201 201 201 Compr Flange fb Fb 1809 2736 — ___ — fc(ksi) = 067 Fc = 1 35 RE ACTIONS (kips) Gravity Beam Design RAM Steel vll 2 ' Lego Land Sea Life DataBase SeaLifeCBC10407 Building Code UBC1 Page 2/2 10/10/0711 2528 Steel Code ASD9thEd Initial reaction DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Initial load (in) Live load (in) Post Comp load (m) Net Total load (in) Left Right 13 56 13 56 1262 1262 20 12 20 12 32 74 32 74 at 1 1 50 ft - at 1 1 50 ft = at 1 1 50 ft = at 11 50ft = -0396 -0386 -0445 -0841 L/D = L/D = L/D = L/D = 697 715 620 328 Gravity Beam Design RAM Steel vl 1 2 LegoL'and Sea Life DataBase SeaLifeCBC 10407 Building Code UBC1 10/10/07 11 2528 Steel Code ASD 9th Ed Floor Type: floor Beam Number = 41 SPAN INFORMATION (ft): I-End (0.00,53.67) J-End (26.25,53.67) Beam Size (User Selected) = W14X22 Total Beam Length (ft) = 2625 COMPOSITE PROPERTIES (Not Shored): Left Concrete thickness (in) 3 25 Unit weight concrete (pcf) 1 1 0 00 fc (ksi) 3 00 Decking Orientation perpendicular Decking type ASC 2W beff(m) = 7875 Ybar(m) Seff(m3) = 4192 Str(m3) Ieff(m4) = 501 19 Ilr(m4) Stud length (in) = 400 Stud diam (in) Stud Capacity (kips) q = 7 2 # of studs Max = 26 Partial = 13 Actual =16 Fy = SOOksi Right 325 11000 300 perpendicular ASC2W 1459 5220 741 66 075 Number of Stud Rows = 1 Percent of Full Composite Action = 3101 POINT LOADS (kips): Dist DL CDL RedLL Red% NonRLL StorLL 5000 029 025 000 00 048 000 5000 029 025 000 00 048 000 LINE LOADS (k/ft): Load Dist DL CDL LL Red% 1 0000 0192 0160 0383 26250 0192 0160 0383 2 5000 0192 0160 0383 26250 0192 0160 0383 3 0000 0022 0022 0000 26250 0022 0022 0000 SHEAR: Max V (DL+LL) = 15.40 kips fv = 5.14 ksi Fv = 18 MOMENTS- Span Cond Moment @ Lb Cb kip-ft ft ft Ccntei PreCmp-t- 429 131 00 100 Ma\+ 101 2 13 1 Mmav'Seff Mconst/Sx-nMpost/Seff Contiolliim 101 2 131 Red% RoofLL Red% CLL 00 000 00 010 00 000 00 010 Type CLL NonR 0 077 0077 NonR 0 077 0077 NonR 0 000 0000 .96 ksi Tension Flange Compr fb Fb Ri 1775 3300 1775 28 97 33 00 32 76 45 00 28 97 33 00 Flange Fb 3300 —— —ic(ksi) = 042 Fc - 1 35 RE ACTIONS (kips) Gravity Beam Design RAM Steel vl 12« i»Lego Land Sea Life DataBase SeaLifeCBC 10407 Building Code UBC1 Page 2/2 10/10/07 11 2528 Steel Code ASD 9th Ed Initial reaction DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: (Camber- 1/2) Initial load (in) Live load (in) Post Comp load (in) Net Total load (in) at at at at Left Right 5 99 6 52 4 92 5 34 910 1006 1403 1540 13 12ft = 13 12ft = 13 12 ft = 13 12ft = -0638 -0563 -0610 -0748 L/D = L/D = L/D = L/D = 493 560 517 421 Gravity Beam Design RAM 'Steel vll 2 LegoL'and Sea Life DataBase SeaLifeCBC 10407 Building Code UBC1 10/10/07 11 25 28 Steel Code ASD 9th Ed Floor Type: floor Beam Number = 45 SPAN INFORMATION (ft): I-End (0.00,69.00) Beam Size (User Selected) = W18X65 Total Beam Length (ft) = 35 00 Cantilever on right (ft) = 1200 COMPOSITE PROPERTIES (Not Shored): J-End (0.00,104.00) Fy = 50 0 ksi Left Right Concrete thickness (in) 3 25 325 Unit weight concrete (pcf) 11000 11000 f c (ksi) 3 00 3 00 Decking Orientation parallel parallel Decking type ASC 2W ASC 2W beff(in) = 6900 Y bar(m) = 1561 Seff(m3) = 14534 Str(m3) = 17298 Ieff(m4) = 184760 Itr (m4) = 260594 Stud length (in) = 400 Stud diam (in) = 075 Stud Capacity (kips) q = 9 6 # of studs Full = 120 Partial = 30 Actual = 30 Number of Stud Rows = 1 Percent of Full Composite Action - 25 49 POINT LOADS (kips): Dist 5750 7667 11 500 15333 17250 28 167 28 167 35 000 35 000 DL CDL RedLL 398 3 937 6 507 4 691 4 093 0 1448 10 1 48 0 1 49 1 1 04 0 36 33 31 62 78 05 98 02 71 000 000 000 000 000 000 000 000 000 000 Red% 00 00 00 00 00 00 00 00 00 00 NonRLL 7 13 9 13 -3 1 18 2 2 1 55 64 20 64 38 80 77 25 10 47 StorLL 000 000 000 000 000 000 000 000 000 000 Red% RoofLL Red% 00 00 00 00 00 00 00 00 00 00 000 000 000 000 000 000 000 000 000 000 00 00 00 00 00 00 00 00 00 00 CLL 1 51 273 1 84 205 205 036 375 045 042 029 LINE LOADS (k/ft). Load 1 2 SHEAR- Dist 0 000 23 000 23 000 35 000 DL 0 065 0 065 0 065 0 065 Ma\\ (DL+LL) = CDL 0 0 0 0 45.88 065 065 065 065 kips ft LL 0000 0 000 0000 0 000 = 5.54 ksi Red% — — Fv = 20 Type NonR NonR 00 ksi CLL 0000 0000 0 000 0 000 MOMENTS- Span Cond Moment kip- ft Ccntei PicCmp • PieCmp--1 S4 1 124 (a ft 7 7 23 0 I *5 5 .b ft S S Cb 1 05 1 49 Tension Flange fb 862 1 1 53 Fb 33 00 33 00 Compt Ib 862 1 1 53 Fb 33 00 33 00 Gravity Beam Design RAM'Steel vll 2 Legol!and Sea Life DataBase SeaLifeCBC 10407 Building Code UBC1 Page 2/2 10/10/07 11 2528 Steel Code ASD 9th Ed kip-ft Max + 238 9 Mmax/Seff Mconst/Sx+Mpost/Seff Max - -269 0 Right PreCmp- -1124 Max - -269 0 Controlling -269 0 fc (ksi) = 0 98 Fc = 1 35 REACTIONS (kips): Initial reaction DL reaction Max +LL reaction Max -LL reaction Max +total reaction DEFLECTIONS: Center span: Initial load (in) Live load (in) Post Comp load (in) Net Total load (in) Right cantilever: lint load (in) Pos Live load (in) Neg Live load (in) Pos Post Comp load (in) Neg Post Comp load (in) Pos Total load (in) Neg Total load (in) ft ft 77 23 0 58 1 23 0 52 1 23 0 52 1 23 0 58 1 Left Right 11 13 3671 9 95 37 09 24 35 52 65 -771 -225 34 29 89 74 at 1069ft - at 1069ft = at 1069ft = at 1069ft = = -0 182 L/D = = -0767 L/D = = 0508 L/D = = -0858 L/D = = 0417 L/D = = -1 040 L/D = = 0235 L/D = fb Fb fb ___ 19 73 33 00 1807 4500 28 27 59 33 00 27 59 00 1153 3300 1153 00 2759 3300 2759 28 2759 3300 -0098 L/D = 2829 -0316 L/D = 872 -0328 L/D = 842 -0425 L/D = 649 1582 375 566 336 690 277 1224 Fb — — 3300 3300 3300 — Gravity Beam Design RAM Steel vll 2 LegcvLand Sea Life DataBase SeaLifeCBC 10407 Building Code UBC1 10/10/07 11 25 28 Steel Code ASD 9th Ed Floor Type: floor SPAN INFORMATION (ft): Beam Size (Optimum) Total Beam Length (ft) POINT LOADS (kips): Dist DL RedLL 6 250 0 75 0 00 10750 -740 000 13250 127 000 LINE LOADS (k/ft): Beam Number = 49 I-End (0.00,92.00) = W16X26 = 2625 J-End (26.25,92.00) Fy =500 ksi Red% NonRLL StorLL 00 00 00 129 -959 226 000 000 000 Red% 00 00 00 RoofLL 000 000 000 Red% 00 00 00 Load 1 2 3 4 5 Dist 0000 26 250 0000 6250 6250 13250 13250 26250 0000 26250 DL 0163 0163 0144 0 144 0025 0025 0 144 0144 0026 0026 LL 0254 0254 0287 0287 0050 0050 0287 0287 0000 0000 Red% Type NonR NonR NonR NonR NonR SHEAR: Max V (DL+LL) = 9.78 kips fv = 2.61 ksi Fv = 17.89 ksi MOMENTS: Span Cond Center Max + Max - Controlling REACTIONS (kips): DL reaction Max -HLL leaction Max -LL reaction Max +total reaction Max -total reaction Moment kip-ft 547 -750 -552 @ ft 15 1 108 133 Lb ft 00 45 130 Cb 1 00 1 30 1 75 Tension Flange fb Fb 1709 3300 23 45 30 00 Compr Flange fb Fb 17 09 33 00 23 45 30 00 1724 2137 Left 067 8 16 •566 883 •499 Right 1 84 793 -3 93 978 -208 DEFLECTIONS: Dead load (in) Li\e load (in) Net Total load (in) at at at 12 07 ft - 1365 it = 13 65 ft = 0 048 -0 783 -0 744 L/D = L/D - L/D = 6547 402 424 Gravity Beam Design 'RAM Steel vll 2 'LegoLand Sea Life DataBase SeaLifeCBC 10407 Building Code UBC1 10/10/07 11 2528 Steel Code ASD 9th Ed Floor Type: floor Beam Number = 61 SPAN INFORMATION (ft): I-End (26.25,0.00) Beam Size (User Selected) = W18X50 Total Beam Length (ft) - 2300 J-End (26.25,23.00) COMPOSITE PROPERTIES (Not Shored): Concrete thickness (in) Unit weight concrete (pcf) fc (ksi) Decking Orientation Decking type beff(m) - 6900 Seff(m3) = 11728 Ieff(m4) = 160729 Stud length (m) = 4 00 Stud Capacity (kips) q = 9 6 # of studs per stud segment Full Partial Actual Left 325 11000 300 parallel ASC2W Y bar(m) Str (m3) Itr (m4) Stud diam (in) 39,1,39 14,2,14 14,2,14 Fy =500 ksi Right 325 11000 300 parallel ASC2W 1608 13428 2090 79 075 Number of Stud Rows = 1 Percent of Full Composite Action = 36 63 POINT LOADS (kips)- 7 7 15 15 Dist 667 667 333 333 DL CDL 5 5 5 5 44 37 44 37 4 4 4 4 60 54 60 54 RedLL 0 0 0 0 00 00 00 00 Red% 0 0 0 0 0 0 0 0 LINE LOADS (k/ft). Load 1 0 23 Dist 000 000 DL 0050 0050 CDL 0050 0050 NonRLL 2012 1006 20 12 1006 LL 0000 0000 StorLL 000 000 000 000 Red% Red% 00 00 00 00 Type NonR RoofLL 000 000 000 000 CLL 0000 0000 Rcd% 00 00 00 00 CLL 201 201 201 201 SHEAR: Max V (DL+LL) = 41.57 kips fv = 6.51 ksi Fv = 20.00 ksi MOMENTS: Span Cond Center PreCmp+ Max + Mmax/Seff Mconst/Sx" Contiolling fc(ksi) - 083 Fc - 1 35 Moment kip- ft 1043 3 1 7 6 post/Scff 3176 © ft 11 5 11 5 11 5 Lb ft 77 — — Cb 1 00 ... — Tension Flange fb Fb 1407 3000 32 50 33 00 34 90 45 00 32 50 33 00 Compr Flange fb Fb 1407 3000 RE ACTIONS (kips). Gravity Beam Design RAM Steel vl 1 2 LegoL'and Sea Life DataBase SeaLifeCBC 10407 Building Code UBC1 Page 2/2 10/10/07 11 25 28 Steel Code ASD 9th Ed Initial reaction DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Initial load (in) Live load (in) Post Comp load (in) Net Total load (in) at at at at Left Right 13 74 13 74 1139 1139 3019 3019 41 57 41 57 1 1 50 ft = 1 1 50 ft = 1 1 50 ft = 1 1 50 ft = -0308 -0483 -0510 -0818 L/D = L/D = L/D = L/D = 897 571 541 338 Gravity Beam Design RAM Steel vl 1 2 LegoL"and Sea Life DataBase SeaLifeCBC 10407 Building Code UBC1 10/10/07 11 2528 Steel Code AS D 9th Ed Floor Type: floor Beam Number = 64 SPAN INFORMATION (ft): I-End (26.25,15.33) J-End (52 Beam Size (User Selected) = W16X31 Total Beam Length (ft) = 2625 COMPOSITE PROPERTIES (Not Shored): Left Concrete thickness (in) 3 25 Unit weight concrete (pcf) 1 1 0 00 f c (ksi) 3 00 Decking Orientation perpendicular Decking type ASC 2W beff(m) = 7875 Y bar(m) Seff(m3) = 6518 Str(m3) Ieff(m4) = 84290 Itr (in4) Stud length (in) = 400 Stud diam (in) Stud Capacity (kips) q = 7 2 # of studs Full = 50 Partial = 16 Actual = 20 .50,15.33) Fy = 50 0 Right 325 11000 300 perpendicular ASC2W 1569 7924 120882 075 ksi Numbqr of Stud Rows = 1 Percent of Full Composite Action = 31 49 LINE LOADS (k/ft): Load Dist DL CDL LL Red% 1 0 000 0 383 0 320 1 533 26 250 0 383 0 320 1 533 2 0000 0031 0031 0000 26250 0031 0031 0000 SHEAR: Max V (DL+LL) = 25.56 kips fv = 6l9ksi Fv = 19 MOMENTS: Span Cond Moment @ Lb Cb kip-ft ft ft Center PreCmp+ 43 4 131 00 1 00 Max+ 1678 131 Mmax/Scff Mconst/Sx+Mpost/Seff Controlling 1678 131 Type CLL NonR 0 153 0153 NonR 0 000 0000 .67 ksi Tension Flange fb Fb 1 1 04 33 00 30 89 33 00 33 00 45 00 30 89 33 00 Compr Flange fb Fb 1 1 04 33 00 ... — ... fc(ksi) = 061 Fc = 1 35 REACTIONS (kips). Initial reaction DL icaction Max -LI. reaction Max -total reaction DEFLECTION'S Initial load (in) Li\c load (in) Left 662 544 20 12 25 56 1? 1 13 1 Right 662 544 20 12 25 56 2 ft = 2 It - -0 345 -0 670 L D L-'D 914 470 Gravity Beam Design Pc-3o RAM Steel vll 2 Page 2/2 LegcfLand Sea Life DataBase SeaLifeCBC 10407 10/10/07 11 25 28 Building Code UBC1 Steel Code ASD 9th Ed Post Comp load (in) at 13 12 fl = -0698 L/D = 451 Net Total load (in) at 1312ft - -1043 L/D = 302 Gravity Beam Design RAM Steel vl 1 2 Legol'and Sea Life DataBase SeaLifeCBC 10407 Building Code UBC1 10/10/07 11 25 28 Steel Code ASD9thEd Floor Type: floor Beam Number = 65 SPAN INFORMATION (ft): I-End (26.25,23.00) Beam Size (User Selected) = W18X35 Total Beam Length (ft) - 2300 J-End (26.25,46.00) COMPOSITE PROPERTIES (Not Shored): Concrete thickness (in) Unit weight concrete (pcf) fc (ksi) Decking Orientation Decking type beff(m) Seff(m3) Ieff(m4) Stud length (in) Stud Capacity (kips) q # of studs per stud segment 6900 7838 109703 400 = 96 Full Partial Actual Left 325 11000 300 parallel ASC2W Y bar(m) Sir (m3) Itr (m4) Stud diam (m) 27,1,27 7,2,7 8,2,8 Fy = 50 0 ksi Right 325 11000 300 parallel ASC2W 1683 9350 152431 075 Number of Stud Rows = 1 Percent of Full Composite Action - 29 87 POINT LOADS (kips): Dist 7667 7 667 15333 15333 DL 376 534 376 534 CDL RedLL 3 16 451 3 16 451 000 000 000 000 Red% NonRLL StorLL 00 00 00 00 725 1006 725 1006 000 000 000 000 Red% 00 00 00 00 RoofLL 000 000 000 000 Red% 00 00 00 00 CLL 145 201 1 45 201 LINE LOADS (k/ft): Load Dist 1 0000 23000 DL 0035 0035 CDL 0035 0035 LL 0000 0000 Red%Type NonR CLL 0000 0000 SHEAR Max V (DL+LL) = 26.82 kips fv = 5.30 ksi Fv = 19.13 ksi MOMENTS- Span Centci Cond PieCmp4- Ma\ + Minax/Seff Mconst/S\+ Contiolling fc(ksi) - 058 Fc = 1 35 Moment kip-ft 876 2048 jost/Seff 2048 ® ft 11 5 11 5 11 5 Lb ft 77 — — Cb 1 00 — — Tension Flange fb Fb 1825 3000 3 1 36 33 00 34 73 45 00 31 36 3300 Compr Flange RT Fb 1825 2712 REACTIONS (kips) Gravity Beam Desin RAM'Steclvll 2 LegoLand Sea Life DataBase SeaLifeCBC 10407 Building Code UBC1 Page 2/2 10/10/07 11 2528 Steel Code ASD 9th Ed Initial reaction DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Initial load (in) Live load (in) Post Comp load (m) Net Total load (in) Left Right 1153 1153 950 950 1731 1731 26 82 26 82 at 1 1 50 ft = at 1 1 50 ft = at 11 50ft = at 1 1 50 ft = -0402 -0406 -0440 -0841 L/D = L/D = L/D - L/D - 687 680 628 328 Gravity Beam Design RAM Steel vll 2 LegoLand Sea Life DataBase SeaLifeCBC 10407 Building Code UBC1 10/10/07 11 25 28 Steel Code ASD 9th Ed Floor Type: floor Beam Number = 66 SPAN INFORMATION (ft): I-End (26.25,23.00) Beam Size (User Selected) = W16X40 Total Beam Length (ft) = 2625 J-End (52.50,23.00) Fy = SOOksi COMPOSITE PROPERTIES (Not Shored): Concrete thickness (in) Unit weight concrete (pcf) f c (ksi) Decking Orientation Decking type beff (in) = 78 75 Seff (m3) - 87 51 Ieff(m4) = 110852 Stud length (in) = 4 00 Stud Capacity (kips) q[l] = 72 q[2] : # of studs per stud segment Max Partial Actual Left 325 11000 300 perpendicular ASC2W Y bar(m) Str (m3) Itr (m4) Stud diam (in) = 96 36,14 21,9 21,10 Right 325 11000 300 perpendicular ASC2W 1508 102 85 150585 075 Number of Stud Rows = 2 Percent of Full Composite Action = 3017 POINT LOADS (kips): Dist DL CDL 18917 695 477 LINE LOADS (k/ft): RedLL 000 Rcd% 00 NonRLL 13 14 Load 1 2 3 4 Dist 0000 18916 18917 26250 0000 26 250 0000 26 250 DL 0192 0 192 0383 0383 0 192 0 192 0040 0040 CDL 0 160 0 160 0 160 0 160 0160 0160 0040 0040 LL 0383 0383 0805 0805 0767 0767 0000 0000 StorLL 000 Red% Red% 00 RoofLL 000 Red% 00 CLL 1 51 Type NonR NonR NonR NonR CLL 0077 0077 0000 0000 0077 0077 0000 0000 SHEAR: Max V (DL+LL) = 38.99 kips fv = 7.99 ksi Fv = 20.00 ksi MOMENTS: Span Center Cond PicCmpL Max + Mmav'Scff Mconst/S\-Mpost/Seff Comiollmg 2298 fc(ksi) = 0 71 Fc - 1 35 Moment kip- ft 69 0 2298 @ ft 164 17 1 Lb ft 00 — _ Cb 00 Tension Flange 17 1 fb 12 79 31 51 33 98 31 51 Fb 33 00 33 00 45 00 33 00 Compr Flange fb Fb 2 79 33 00 »Gravity Beam Design P^-H RAM'Steel vll 2 Page 2/2 LegoLand Sea Life DataBase SeaLifeCBC 10407 10/10/07 11 25 28 Building Code UBC1 Steel Code ASD 9th Ed REACTIONS (kips): Initial reaction DL reaction Max +LL reaction Max +total reaction Left 841 770 1920 2689 Right 1078 11 77 2722 3899 DEFLECTIONS: Initial load (in) at 13 65 ft - -0412 L/D = 764 Live load (in) at 1365ft - -0608 L/D = 518 Post Comp load (in) at 13 65 ft = -0674 L/D - 467 Net Total load (in) at 13 65 ft = -1086 L/D = 290 Gravity Beam Design RAM Steel vll 2 Legotand Sea Life DataBase SeaLifeCBC 10407 Building Code UBC1 10/10/07 11 2528 Steel Code ASD 9th Ed Floor Type: floor SPAN INFORMATION (ft): Beam Size (Optimum) Total Beam Length (ft) Beam Number = 69 I-End (26.25,46.00) = W18X35 = 2300 J-End (26.25,69.00) COMPOSITE PROPERTIES (Not Shored): Concrete thickness (in) Unit weight concrete (pcf) fc (ksi) Decking Orientation Decking type beff(m) = 6900 Seff (m3) - 86 16 Ieff(m4) = 131680 Stud length (in) = 4 00 Stud Capacity (kips) q = 96 # of studs per stud segment Full Partial Actual Left 325 11000 300 parallel ASC2W Y bar(m) Str (m3) Itr (m4) Stud diam (in) 27,1,27 16,2,16 16,2,16 Fy = SOOksi Right 325 11000 300 parallel ASC2W 1683 9350 152431 075 Number of Stud Rows = 1 Percent of Full Composite Action = 59 72 POINT LOADS (kips): Dist 7667 7 667 15333 15 333 DL 5 12 534 5 12 534 CDL RedLL 431 451 431 451 000 000 000 000 Rcd% NonRLL StorLL 00 00 00 00 968 1006 968 1006 000 000 000 000 Red% 00 00 00 00 RoofLL 000 000 000 000 Red% 00 00 00 00 CLL 1 94 201 1 94 201 LINE LOADS (k/ft): Load Dist DL CDL LL 1 0000 0035 0035 0000 23000 0035 0035 0000 Rcd%Type NonR CLL 0000 0000 SHEAR: Max V (DL+LL) = 30.60 kips fv = 6.05 ksi Fv= 19.13 ksi MOMENTS: Span Ccntci Contiollui" Cond PicCmp+ Max + Mmav'Seff Mconst/Sx+Mposl/Scff 233 8 Moment kip- ft 1002 233 8 @ ft 11 5 11 5 Lb ft 77 — Cb 1 00 Tension Flange fb Fb 20 88 30 00 Compr Flange fb Fh 2088 2712 3257 3740 32 57 33 00 45 00 33 00 fc(ksi) = 066 Fc = 1 35 REACTIONS (kips): Gravity Beam Design p^ RAM'S teelvll 2 Lego Land Sea Life DataBase SeaLifeCBC 10407 Building Code UBC1 Initial reaction DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Initial load (in) Live load (in) Post Comp load (in) Net Total load (in) Left 13 17 1086 1974 3060 at 1150 ft at 1150ft at 1150 ft at 1150 ft Right 13 17 1086 1974 3060 -0 460 -0386 -0418 -0 878 Page 10/10/0711 25 Steel Code ASD 9th L/D = 600 L/D = 715 L/D = 661 L/D = 314 -36, 2/2 28 Ed Gravity Beam Design RAM'Steel vll 2 LegoLand Sea Life DataBase SeaLifcCBC 10407 Building Code UBC1 10/10/07 11 25 28 Steel Code ASD 9th Ed Floor Type: floor Beam Number = 70 SPAN INFORMATION (ft): I-End (26.25,46.00) Beam Size (User Selected) = W18X3 5 Total Beam Length (ft) = 2625 J-End (52.50,46.00) Fy = 50 0 ksi COMPOSITE PROPERTIES (Not Shored): Concrete thickness (in) Unit weight concrete (pcf) f c (ksi) Decking Orientation Decking type beff(m) Seff(m3) Ieff(m4) Stud length (in) = Stud Capacity (kips) # of studs Max = 7875 7860 1097 16 400 q[2] Left 325 11000 300 perpendicular ASC2W Y bar(m) Str (m3) Itr (m4) Stud diam (in) = 96 Right 325 11000 300 perpendicular ASC2W 1685 9493 155394 075 52 Partial = 33 Actual = 33 Number of Stud Rows = 2 Percent of Full Composite Action = 27 86 POINT LOADS (kips): Dist 18917 25250 DL CDL RedLL 697 4 571 4 86 86 000 000 Red% 00 00 NonRLL 13 12 1025 StorLL Red% RoofLL Red% 000 00 0 00 00 0 00 00 0 00 00 LINE LOADS (k/ft): Load 1 2 3 4 SHEAR: Dist 0000 25250 0000 18916 18917 26 250 0000 26250 0 0 0 0 0 0 0 0 Max V (DL+L DL 192 192 192 192 192 000 035 035 CDL 0 0 0 0 0 0 0 0 L) = 4291 160 160 160 160 160 000 035 035 kips fv 0 0 0 0 0 0 0 0 = LL 383 383 383 383 383 000 000 000 8 49 ksi Red% Type NonR NonR NonR NonR Fv- 19. 13 ksi CLL 0 0 0 0 0 0 0 0 077 077 077 077 077 000 000 000 MOMENTS. Span Cond Moment kip- ft Center PteCmp+ Max + Mmav'Seff Mconst''S\+- 1 73 5 96 3 1 1 @ ft 70 82 Lb ft 00 __. vlpost'SclT Contiollum 1 % 3 1 82 — Cb Tension fb 100 1532 — 29 97 32 93 29 97 Flange Fb 33 00 33 00 45 00 33 00 CLL 1 58 205 Compr Flange Cb Fb 1532 3300 Ic (ksi) = 0 55 Fc --- 1 35 Gravity Beam Design p<1 RAM Steel vl I 2 Lego Land Sea Life DataBase SeaLifeCBC 10407 Building Code UBC1 REACTIONS (kips): Initial reaction DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Initial load (in) Live load (in) Post Comp load (in) Net Total load (in) -3$ Page 2/2 10/10/07 11 2528 Left 864 759 1398 21 57 at 1378ft at 1378ft at 13 78 ft at 1378ft Right 1693 15 18 2773 4291 -0 435 -0 476 -0 532 -0 967 Steel Code AS D 9th L/D = 724 L/D - 661 L/D = 593 L/D = 326 Ed Gravity Beam Design RAM Steel vll 2<•• .LegoLand Sea Life DataBase SeaLifeCBC 10407 Building Code UBC1 10/10/07 11 2528 Steel Code ASD 9th Ed Floor Type: floor Beam Number - 71 SPAN INFORMATION (ft): I-End (26.25,53.67) J-End (51 Beam Size (User Selected) = W 14X22 Total Beam Length (ft) = 2525 COMPOSITE PROPERTIES (Not Shored): Left Concrete thickness (in) 3 25 Unit weight concrete (pcf) 1 1 0 00 f c (ksi) 3 00 Decking Orientation perpendicular Decking type ASC 2W beff(m) = 7575 Y bar(m) Scff(m3) - 41 85 Str(m3) Ieff(m4) = 49785 Itr(m4) Stud length (in) = 400 Stud diam (in) Stud Capacity (kips) q = 72 # of studs Max = 25 Partial -12 Actual =14 .50,53.67) Fy = 50 Right 325 11000 300 perpendicular ASC2W 1451 5208 735 66 075 Oksi Number of Stud Rows = 1 Percent of Full Composite Action = 3101 LINE LOADS (k/ft): Load Dist DL CDL LL Red% 1 0000 0383 0320 0767 25 250 0 383 0 320 0 767 2 0000 0022 0022 0000 25 250 0 022 0 022 0 000 SHEAR- Max V (DL+LL) = 14.80 kips fv = 494ksi Fv-18 MOMENTS: Span Cond Moment @ Lb Cb kip-ft ft ft Center PreCmp+ 395 126 00 100 Max+ 934 126 Mmax/Seff Mconst/Sx+Mpost/Seff Controlling 934 126 Type CLL NonR 0 1 53 0153 NonR 0 000 0000 .96 ksi Tension Flange fb Fb 1633 3300 26 78 33 00 30 25 45 00 26 78 33 00 Compr Flange fb Fb 1633 3300 ___ — — fc(ksi) - 040 Fc = REACTIONS (kips): Initial reaction DL reaction Max +LL icaction Max 1-total icaction DEFLECTIONS: Initial load (in) I.i\c load (in) 35 at a l Left 625 5 12 96S 1 4 SO 12 63 It 12 63 U Right 625 5 12 968 1480 ;.-0 542 -0486 L D I'D 559 624 Gravity Beam Design P^-4o RAM'Steel vll 2 Page 2/2 Lego Land Sea Life DataBase SeaLifeCBC 10407 10/10/07 112528 Building Code UBC1 Steel Code ASDQthEd Post Comp load (in) at 1263ft = -0526 L/D = 576 Net Total load (in) at 1263ft = -1068 L/D = 284 Gravity Beam Design RAM Steel vll 2 Legotand Sea Life DataBase SeaLifeCBC 10407 Building Code UBC1 10/10/07 11 25 28 Steel Code ASD 9th Ed Floor Type: floor Beam Number - 73 SPAN INFORMATION (ft): I-End (26.25,69.00) Beam Size (User Selected) = W18X40 Total Beam Length (ft) =2817 Cantilever on right (ft) = 517 COMPOSITE PROPERTIES (Not Shored): J-End (26.25,97.17) Fy = 50 0 ksi Concrete thickness (in) Unit weight concrete (pcf) fc (ksi) Decking Orientation Decking type beff(m) = 6900 Seff(m3) = 8967 Ieff(m4) = 121944 Stud length (in) = 4 00 Stud Capacity (kips) q - 9 6 # of studs Full = 84 Partial = 23 Left 325 11000 300 parallel ASC2W Y bar(m) Str(m3) Itr (m4) Stud diam (in) Actual = 24 = = = = Right 325 11000 300 parallel ASC2W 1663 10774 173540 075 Number of Stud Rows = 1 Percent of Full Composite Action = 27 02 POINT LOADS (kips): Dist DL CDL RedLL Red% 5750 398 336 000 00 7 667 5 32 4 49 0 00 00 1 1 500 4 77 4 05 0 00 00 15333 532 449 000 00 17250 196 165 000 00 28167 288 198 000 00 28167 1034 723 000 00 LINE LOADS (k/ft): Load Dist DL CDL 1 0000 0040 0040 23 000 0 040 0 040 2 23000 0040 0040 28166 0040 0040 SHEAR: Max V (DL+LL) = 36 61 kips f\ = MOMENTS. Span Cond Moment (a kip- ft ft Centei PreCmp-! 82 6 115 PicCmp- -656 230 Max ->- 2133 11 5 iVl max/So IT Mconst Sx-r-M post/So fl NonRLL StorLL 7 55 0 00 1006 000 8 73 0 00 1 0 06 0 00 3 74 0 00 4 05 0 00 1317 000 LL Red% 0 000 0000 0 000 0000 = 6.49 ksi F\ = 20 Lh Cb ft 38 1 01 58 1 78 — Red% 00 00 00 00 00 00 00 Type NonR NonR .00 ksi RoofLL Red% 000 00 000 00 000 00 000 00 000 00 000 00 0 00 00 CLL 0000 0000 0 000 0 000 Tension Flange fb 1449 11 52 28 55 30 72 Fb 33 00 30 00 33 ()() 45 DO CLL 1 51 201 1 75 201 075 081 263 Compr Flange to Fb 1449 3300 1 1 52 30 00 — — ._. Gravity Beam Desin RAM^Steelvll 2 LegoLand Sea Life DataBase SeaLifeCBC 10407 Building Code UBC1 Page 2/2 10/10/07 11 2528 Steel Code ASD 9th Ed kip- ft Max- -1578 Right PreCmp- -65 6 Max- -1578 Controlling -1578 fc (ksi) - 0 60 Fc = 1 35 REACTIONS (kips): Initial reaction DL reaction Max +LL reaction Max -LL reaction Max +total reaction DEFLECTIONS: Center span: Initial load (in) Live load (in) Post Comp load (in) Net Total load (in) Right cantilever: Init load (in) Pos Live load (in) Neg Live load (in) Pos Post Comp load (in) Neg Post Comp load (in) Pos Total load (in) Neg Total load (in) ft ft 23 0 58 1 23 0 52 1 23 0 52 1 23 0 58 1 Left Right 1125 2859 8 65 27 05 21 02 40 20 -3 87 0 00 29 67 67 25 at 1093ft = at 10 93 ft = at 1 0 93 ft = at 1093ft = = 0042 L/D = = -0249 L/D = = 0289 L/D - - -0283 L/D = = 0255 L/D = = -0241 L/D = = 0297 L/D = fb Fb fb 41 2768 3000 2768 00 1152 3300 1152 00 27 68 33 00 27 68 41 2768 3000 , -0235 L/D = 1175 -0416 L/D - 664 -0417 L/D = 661 -0652 L/D = 423 2962 497 429 438 487 514 418 Fb 3000 3300 3300 — Gravity Beam Design RAM Steel vll 2 Legofcand Sea Life DataBase SeaLifeCBC 10407 Building Code UBC1 10/10/07 11 2528 Steel Code ASD 9th Ed Floor Type: floor Beam Number = 74 SPAN INFORMATION (ft): I-End (26.25,69.00) Beam Size (User Selected) = W16X26 Total Beam Length (ft) = 26 25 COMPOSITE PROPERTIES (Not Shored): J-End (52.50,69.00) Fy = 50 0 ksi Concrete thickness (in) Unit weight concrete (pcf) f c (ksi) Decking Orientation Decking type beff(m) Seff(m3) Ieff(m4) Stud length (in) 7875 5464 72455 400 Stud Capacity (kips) q = 7 2 # of studs Full = 45 Partial =16 Left 325 11000 300 perpendicular ASC 2W Y bar(m) Str (m3) Itr (m4) Stud diam (in) Actual = 20 Right 325 11000 300 perpendicular ASC2W 1595 6638 103071 075 Number of Stud Rows = 1 Percent of Full Composite Action = 33 69 POINT LOADS (kips): Dist DL CDL 25250 571 486 LINE LOADS (k/ft): RedLL 000 Red% 00 NonRLL 1025 Load 1 2 3 Dist 0000 26250 0000 25250 0000 26 250 DL 0192 0 192 0 192 0 192 0026 0026 CDL 0160 0160 0160 0160 0026 0026 LL 0383 0 383 0 383 0383 0000 0000 StorLL 000 Red% Red% 00 Type NonR NonR NonR SHEAR: Max V (DL+LL) = 30.22 kips fv = 8.05 ksi Fv=1789ksi MOMENTS RoofLL Red% 000 00 CLL 0077 0077 0077 0077 0000 0000 CLL 205 Span Centci Cond PreCmp-r Max -r Mmax/Seff Contiollmg fc(ksi) = 037 Fc = 1 35 RE ACTIONS (kips)- hntul KMClion DL idiction Moment kip-ft 465 1093 .losl/SctT 1 09 3 @ ft 136 136 136 Lb ft 00 _-- — Cb 1 00 .„ — Tension Flange fb Fb 1452 3300 24 00 33 00 26 99 45 00 24 00 33 00 Compr Flange ft Fb 1452 3300 Left 681 5 59 Right 12 96 1067 Gravity Beam Desin RAM Steel vll 2 * LegoL*and Sea Life DataBase SeaLifeCBC 10407 Building Code UBC1 Page 2/2 10/10/07112528 Steel Code ASD 9th Ed Max +LL reaction Max +total reaction DEFLECTIONS: Initial load (in) Live load (in) Post Comp load (in) Net Total load (in) at at at at Lett Right 1045 1955 1603 3022 1326ft = 1326ft = 1326ft = 1326ft = -0 464 -0425 -0461 -0925 L/D = L/D = L/D = L/D = 679 740 684 341 Gravity Beam Design RAM Steel vll 2 LegoLand Sea Li fe DataBase SeaLifeCBC 10407 Building Code LJBC1 10/10/07 11 2528 Steel Code ASD9thEd Floor Type: floor SPAN INFORMATION (ft): Beam Size (Optimum) Total Beam Length (ft) Beam Number = 80 I-End (45.17,23.00) = W16X26 = 2300 J-End (45.17,46 00) COMPOSITE PROPERTIES (Not Shored): Concrete thickness (in) Unit weight concrete (pcf) fc (ksi) Decking Orientation Decking type bcff(m) = 6900 Seff (m3) - 56 72 leff (m4) = 773 17 Stud length (in) = 4 00 Stud Capacity (kips) q = 96 # of studs per stud segment Full Partial Actual Left 325 11000 300 parallel ASC2W Y bar(m) Str (m3) Itr (m4) Stud diam (in) 20,1,20 9,2,9 9,2,9 Fy = 500 ksi Right 325 11000 300 parallel ASC 2W 1582 6573 100548 075 Number of Stud Rows = 1 Percent of Full Composite Action = 44 92 POINT LOADS (kips): Dist 7667 7667 15333 15333 15333 DL 286 376 1 93 1 01 376 CDL RedLL 1 22 3 16 083 066 3 16 000 000 000 000 000 Red% NonRLL StorLL 00 00 00 00 00 590 725 394 1 92 725 000 0 00 000 000 000 Red% 00 00 00 00 00 RoofLL 000 000 000 000 000 Red% 00 00 00 00 00 CLL 000 1 45 000 0 19 1 45 LINE LOADS (k/ft): Load Dist DL CDL LL 1 0000 0026 0026 0000 23000 0026 0026 0000 Rcd%Type NonR CLL 0000 0 000 SHEAR: Max V (DL+LL) = 20.10 kips fv = 5.36 ksi Fv = 17.89 ksi MOMENTS: Span Center Cond PieCmp-* Max + Mnidx/Seff Vlconsl'Sv Contiollmg fc (ksi) =•- 061 Fc -= 1 35 Moment kip- ft 486 1535 •)ost/SelT 153 5 (a. ft 153 120 120 Lb ft 77 — — Cb Tension Flange fb Fb 101 1518 3000 .-_ 32 47 33 00 36 1 5 45 00 32 47 33 00 Compr Flange fb Fb 1518 2595 Gravity Beam Design ^.-4$, RAM Steel vl 1 2 Page 2/2 LegoLand Sea Life DataBase SeaLifeCBC10407 10/10/07 11 25 28 Building Code UBC1 Steel Code ASD 9th Ed REACTIONS (kips): Initial reaction DL reaction Max +LL reaction Max +total reaction Left 628 695 13 14 2009 Right 644 697 13 12 20 10 DEFLECTIONS: Initial load (in) at 1150ft = -0405 L/D = 681 Live load (in) at 11 50 ft = -0 437 L/D = 632 Post Comp load (m) at 11 50 ft = -0 508 L/D = 543 Net Total load (in) at 1150ft = -0913 L/D = 302 Gravity Beam Design RAM'Steelvll 2 LegoLand Sea Life DataBase SeaLifeCBC 10407 Building Code UBC1 10/10/07 11 2528 Steel Code ASD 9th Ed Floor Type: floor Beam Number = 85 SPAN INFORMATION (ft): I-End (51.50,46.00) Beam Size (User Selected) = W16X26 Total Beam Length (ft) = 23 00 J-End (51.50,69.00) Fy = 50 0 ksi COMPOSITE PROPERTIES (Not Shored): Concrete thickness (in) Unit weight concrete (pcf) f c (ksi) Decking Orientation Decking type beff(m) = 4050 Seff(m3) = 5490 Ieff(m4) - 69036 Stud length (in) = 4 00 Stud Capacity (kips) q = 9 6 # of studs per stud segment Full Partial Actual Left 325 11000 300 parallel ASC2W Y bar(m) Str (m3) Itr (m4) Stud diam (in) 20,1,20 5,2,5 8,2,8 Right 325 11000 300 perpendicular ASC2W 1451 6301 881 93 075 Number of Stud Rows = 1 Percent of Full Composite Action = 40 57 POINT LOADS (kips): Dist DL CDL 7667 512 431 15333 512 431 LINE LOADS (k/ft): Load Dist DL CDL LL Red% RedLL 000 000 Red% NonRLL StorLL 00 00 968 968 000 000 Red% 00 00 RoofLL 000 000 Red% 00 00 CLL 1 94 1 94 Dist 0000 23 000 0000 23000 DL 0025 0025 0026 0026 CDL 0021 0021 0026 0026 LL 0050 0050 0000 0000 Type NonR NonR CLL 0010 0010 0000 0 000 SHEAR: Max V (DL+LL) - 15.96 kips fv = 4.25 ksi Fv = 17.89 ksi MOMENTS: Span Centei Cond Moment kip-ft 51 7 120 1 PreCmp+ Max - Mmax/Seff Mconst/Svi-Mpost/SctT Conuolling 1201 lc(ksi) = 061 Fc = 1 35 REACTIONS (kips) @ ft 11 5 Lb ft 00 Cb ! 00 Tension Flange fb 16 15 26 26 29 66 26 26 Fb 33 00 33 00 45 00 33 00 Compr Flange fb Fb 1615 3300 Gravity Beam Design "^ '*& RAM Steel vl 12 Page 2/2 LegtfLand Sea Life DataBase SeaLifeCBC 10407 10/10/07 11 25 28 Building Code UBC1 Steel Code ASD 9th Ed Initial reaction DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Initial load (in) Live load (in) Post Comp load (in) Net Total load (m) at at at at Left Right 691 691 571 571 10 25 10 25 1596 1596 11 50ft = 1150ft = 1 1 50 ft = 11 50 ft = -0403 -0376 -0408 -0811 L/D - L/D = L/D = L/D = 685 733 677 341 Gravity Beam Design RAM Steel vll 2 "LegoLand Sea Life DataBase SeaLifeCBC 10407 Bmldine Code UBC1 pc.< 10/10/07 11 2528 Steel Code ASD 9th Ed Floor Type: floor Beam Number = 86 SPAN INFORMATION (ft): I-End (52 50,0.00) Beam Size (User Selected) = W18X46 Total Beam Length (ft) = 23 00 J-End (52.50,23.00) COMPOSITE PROPERTIES (Not Shored): Concrete thickness (in) Unit weight concrete (pcf) fc (ksi) Decking Orientation Decking type bcff(m) Seff(m3) Ieff(m4) Stud length (in) Stud Capacity (kips) q # of studs per stud segment 6000 10422 1406 04 400 = 96 Full Partial Actual Left 325 11000 300 parallel ASC2W Y bar(m) Slr(m3) Itr (m4) Stud diam (in) 34,11,24 9,3J 12,4,12 Fy =500 ksi Right 325 11000 300 parallel ASC 2W 1600 121 54 187897 075 Number of Stud Rows = 1 Percent of Full Composite Action = 35 37 POINT LOADS (kips): Dist 7667 7 667 15333 15333 DL 471 544 084 544 CDL RedLL 401 460 070 460 000 000 000 000 000 Red% NonRLL StorLL 00 00 00 00 00 941 -092 20 12 1 63 20 12 000 000 000 000 000 Red% 00 00 00 00 00 RoofLL 000 000 000 000 000 Red% 00 00 00 00 00 CLL 1 70 1 70 201 033 201 LINE LOADS (k/ft): Load Dist 1 0000 23000 DL 0046 0046 CDL 0046 0046 LL 0000 0000 Red°/c70 Type NonR CLL 0 000 0 000 SHEAR: Max V (DL+LL) = 36.33 kips fv = 5.58 ksi Fv = 20.00 ksi MOMENTS: Span Center Cond PreCmp+ Max + Mmav'Seff Ylconst/S\+Mpost/Seff Contioiling 277 2 fc (ksi) - 084 Fc = 1 35 Moment kip-ft 852 2772 @ ft 77 77 Lb ft 7 7 — Cb 1 07 — Tension Flange fb Fb 1298 3000 Compr Flange fb Fb 1298 2825 7 7 31 92 34 15 31 92 33 00 4500 33 00 Gravity Beam Desin RAM Steel vll 2 LegoLand Sea Life DataBase SeaLifeCBC 10407 Building Code UBC1 Page 2/2 10/10/0711 2528 Steel Code ASD 9th Ed REACTIONS (kips): Initial reaction DL reaction Max +LL reaction Max -LL reaction Max +total reaction DEFLECTIONS: Initial load (in) Live load (in) Post Comp load (in) Net Total load (in) Left 1129 939 2694 -061 3633 at 1 1 27 ft at 1 1 27 ft at 1 1 27 ft at 1 1 27 ft Right 973 810 2435 -031 3244 = — = - -0266 -0469 -0492 -0758 L/D = L/D = L/D = L/D = 1039 588 560 364 Gravity Beam Design RAM Steel vl 1 2 Lego£ancl Sea Life DataBase SeaLifeCBC 10407 Building Code UBC1 10/10/07 11 2528 Steel Code ASD 9th Ed Floor Type: floor Beam Number = 88 SPAN INFORMATION (ft): I-End (52.50,7.67) Beam Size (User Selected) - W14X22 Total Beam Length (ft) = 2800 COMPOSITE PROPERTIES (Not Shored): J-End (80.50,7.67) Fy = 50 0 ksi Concrete thickness (in) Unit weight concrete (pcf) fc (ksi) Decking Orientation Decking type beff(m) Seff(m3) 4800 41 82 Ieff(m4) = 47343 Stud length (in) Stud Capacity (kips) q = 7 2 # of studs Max = 28 400 Partial = Left 325 11000 300 perpendicular ASC2W Y bar(m) Str (m3) Itr (m4) Right 325 11000 300 perpendicular ASC2W 1349 5053 = Stud diam (in) = 659 99 075 1 9 Actual = 20 Number of Stud Rows = 1 Percent of Full Composite Action = 27 36 POINT LOADS (kips): Disi DL CDL RedLL 4250 072 062 000 8750 -015 -013 000 13125 -034 -028 000 17500 -034 -028 000 19583 1 14 097 000 21875 -015 -013 000 26 250 0 04 0 04 LINE LOADS (k/ft): Load Dist DL 1 0000 0192 4250 0192 2 4 250 0 025 19583 0025 3 19584 0192 28000 0192 4 0000 0192 28000 0192 5 0 000 0 022 28 000 0 022 Red% 00 00 00 00 00 00 CDL 0160 0160 0021 0021 0 160 0 160 0 160 0 1 60 0 022 0022 NonRLL 1 20 -033 -068 -068 200 -033 LL 0383 0 383 0 050 0 050 0 383 0 383 0 383 0 383 0 000 0 000 StorLL 000 000 000 000 000 000 Rcd% — ... _— — — Red% 00 00 00 00 00 00 Type NonR NonR NonR NonR NonR RoofLL 000 000 000 000 000 000 CLL 0077 0077 0010 0010 0077 0 077 0 077 0 077 0 000 0 000 Red% 00 00 00 00 00 00 CLL 024 -007 -014 -0 14 040 -007 SHEAR: Max V (DL+LL) =15.12 kips fv = 5 05 ksi F\ = 18.96 ksi MOMENTS. Span C ond Moment (a l.h Cb Tension Compi Flange Gravity Beam Design 'RAM Steel vl 1 2 Legotand Sea Life DataBase SeaLifeCBC 10407 Building Code UBC1 Page 2/2 10/10/07 11 2528 Steel Code ASD 9th Ed kip-ft Center PreCmp+ 36 7 Max + 90 1 Mmax/Seff Mconst/Sx+Mpost/Seff Controlling 90 1 fc (ksi) = 0 53 Fc = 1 35 ft ft 158 00 15 7 157 fb 1 00 15 20 __. 2586 2896 25 86 Fb 3300 3300 4500 3300 fb 1520 —— — Fb 3300 — —— REACTIONS (kips): Initial reaction DL reaction Max +LL reaction Max -LL reaction Max +total reaction DEFLECTIONS: Initial load (in) Live load (in) Post Comp load (in) Net Total load (in) Left 5 71 471 941 -092 1413 Right 605 499 1014 -1 10 15 12 at at at at 14 28 ft - 1428ft = 1428ft = 1428ft = -0617 -0645 -0690 -1 307 L/D = L/D - L/D = L/D = 544 521 487 257 Gravity Beam Design RAM Steel vll 2 LegoLand Sea Life DataBase SeaLifeCBC 10407 Building Code UBC1 10/10/07 11 2528 Steel Code ASD 9th Ed Floor Type: floor Beam Number = 115 SPAN INFORMATION (ft): I-End (78.75,69.00) Beam Size (User Selected) = W18X60 Total Beam Length (ft) = 23 00 COMPOSITE PROPERTIES (Not Shored): J-End (78 75,92.00) Concrete thickness (in) Unit weight concrete (pcf) f c (ksi) Decking Orientation Decking type beff (m) = 63 00 Seff(m3) = 14724 leff (m4) = 2048 62 Stud length (in) = 4 00 Stud Capacity (kips) q = 9 6 # of studs per stud segment Full Partial Actual Left 325 11000 300 parallel ASC2W Y bar(m) Str (m3) Itr (m4) Stud diam (in) 36,1,36 18,2,18 21,2,21 Fy = SOOksi Right 325 11000 300 parallel ASC2W 1543 15911 237059 075 Number of Stud Rows = 2 Percent of Full Composite Action = 58 95 POINT LOADS (kips): Dist 7667 7667 15333 15333 DL 551 548 554 552 CDL RedLL 468 464 470 468 000 000 000 000 Red% NonRLL StorLL 00 00 00 00 2012 2012 2012 20 12 000 000 000 000 Red% 00 00 00 00 RoofLL 000 000 000 000 Red% 00 00 00 00 CLL 201 201 201 201 LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type 1 0000 0060 0060 0000 — NonR 23 000 0 060 0 060 0 000 SHEAR. Max V(DL+LL) = 51.97 kips fv = 6.88 ksi Fv = 20.00 ksi MOMENTS: Span Cond Centei PieCmp+ Max + Mma\/Seff Mconst/S^ Cont lolling ic(Lsi) - 1 08 Fc = 1 35 REACTIONS (kips)- CLL 0000 0000 Moment kip- ft 1065 397 0 post/Seff 397 0 @ ft 11 9 11 9 11 9 Lb ft 77 — — Cb 1 00 -_- — Tension to 11 84 3236 3460 32 36 Flange Fb 3000 33 00 45 00 33 00 Compr fb 11 84 ... _— — Flange Fb 3000 — — — Gravity Beam Design RAM'Steel vll 2 LegtfLand Sea Life DataBase SeaLifeCBC 10407 Building Code UBC1 Page 2/2 10/10/07 11 2528 Steel Code ASD9thEd Initial reaction DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Initial load (in) Live load (in) Post Comp load (in) Net Total load (in) at at at at Left Right 1405 1408 1 1 70 1 1 72 40 25 40 25 5195 5197 1 1 50 ft = 1 1 50 ft = 11 50ft = 1 1 50 ft = -0258 -0506 -0527 -0784 L/D - L/D = L/D = L/D = 1071 546 524 352 Gravity Beam Design ,r RAM'Steel vll 2 LegoLand Sea Li fe DataBase SeaLifcCBC 10407 Building Code UBC1 10/10/07 11 2528 Steel Code ASD 9th Ed Floor Type: floor Beam Number = 116 SPAN INFORMATION (ft): I-End (78.75,76.67) J-End (105.00,76.67) Beam Size (User Selected) = W16X31 Total Beam Length (ft) = 2625 Fy = 50 0 ksi COMPOSITE PROPERTIES (Not Shored): Concrete thickness (in) Unit weight concrete (pcf) f c (ksi) Decking Orientation Decking type beff (in) = 78 75 Seff(m3) = 6426 Icff (m4) = 818 89 Stud length (in) = 4 00 Stud Capacity (kips) q = 7 2 # of studs Full = 52 Partial =19 Left 325 11000 300 perpendicular ASC2W Y bar(m) Str (m3) Itr (m4) Stud diam (in) Actual = 20 Right 325 11000 300 perpendicular ASC2W 1569 7924 1208 82 075 Number of Stud Rows POINT LOADS (kips): Dist DL CDL 9 458 0 04 0 04 18917 008 008 18917 008 008 LINE LOADS (k/ft): Percent of Full Composite Action = 25 37 RedLL Red% NonRLL StorLL Red% RoofLL Red% CLL Load 1 2 Dist 0000 26 250 0000 26 250 DL 0383 0383 0031 0031 CDL 0320 0320 0031 0031 LL 1 533 1 533 0000 0000 Red%Type NonR NonR CLL 0153 0153 0000 0000 SHEAR- Max V (DL+LL) - 25.70 kips fv = 6.22 ksi Fv = 19.67 ksi MOMENTS Span Cond Moment kip-ft Centei Pi eCmp+ 44 2 Max+ 1686 Mmax/'Seff Mconst/S\+Mpost/Seff Controlling 1686 fc(ksi) = 061 Fc = 1 35 RE ACTIONS (kips) Initial ieviction DL icaction @ ft 132 13 1 13 Lb Cb Tension Flange ft fb Fb 0 0 1 00 11 24 33 00 Compr Flange fb Fb 11 24 33 00 31 48 33 57 31 48 33 00 4500 33 00 Left 6 69 551 Right 6 75 557 Gravity Beam Desin RAM Steel vll 2 ' LegoL'and Sea Life DataBase SeaLifeCBC 10407 Building Code UBC1 Page 2/2 10/10/0711 2528 Steel Code ASD 9th Ed Max +LL reaction Max -Hotal reaction DEFLECTIONS: Initial load (in) Live load (in) Post Comp load (in) Net Total load (m) at at at at Left Right 2012 2012 25 64 25 70 13 12ft - 13 12 ft = 13 12ft = 13 12 ft = -0354 -0690 -0718 -1073 L/D = L/D = L/D = L/D = 889 457 438 294 Gravity Beam Design "RAM Steel vll 2 ' Lego hand Sea Life DataBase SeaLifeCBC 10407 Building Code UBC1 10/10/07 11 2528 Steel Code ASD 9th Ed Floor Type: floor Beam Number = 120 SPAN INFORMATION (ft): I-End (80.50,0.00) J-End (80.50,23.00) Beam Size (User Selected) = W18X35 Total Beam Length (ft) - 23 00 COMPOSITE PROPERTIES (Not Shored): Concrete thickness (in) Unit weight concrete (pcf) fc (ksi) Decking Orientation Decking type beff(m) = 31 50 Seff(m3) = 7783 leff (m4) = 991 91 Stud length (in) - 4 00 Stud Capacity (kips) q = 9 6 # of studs per stud segment Full = Partial Actual Left 325 11000 300 parallel ASC2W Y bar(m) Str (m3) Itr (m4) Stud diam (in) 18,7,12 6,2,4 8,2,8 Fy =500 ksi Right 325 11000 300 parallel ASC2W 1458 8778 122906 075 Number of Stud Rows = 1 Percent of Full Composite Action = 44 92 POINT LOADS (kips): Dist 7667 7667 15333 15333 DL 507 499 500 1 67 CDL RedLL 429 424 422 1 40 000 000 000 000 000 Red% NonRLL StorLL 00 00 00 00 00 939 1014 -1 10 939 323 000 000 000 000 000 Red% 00 00 00 00 00 RoofLL 000 000 000 000 000 Red% 00 00 00 00 00 CLL 1 88 1 81 1 81 I 88 065 LINE LOADS (k/ft): Load Dist 1 0000 23 000 DL 0035 0035 CDL 0035 0035 LL 0000 0000 Red%Type NonR CLL 0000 0000 SHEAR: Max V (DL+LL) = 26.55 kips fv = 5.25 ksi Fv = 19.13 ksi MOMENTS Span Cental Cond Moment kip-ft 853 2025 PrcCmp+ Ma\ -<- Mmax/Seff Mconst/S\+Mpost/Seff Contiolling 202 5 fc (ksi) - 096 Fc = 1 35 <«• 77 77 7 7 Lb ft 77 Cb 1 06 Tension Flange ft Fb 1777 3000 Compi Flange to Fb 1777 2747 31 23 3448 31 23 33 00 45 00 33 00 Gravity Beam Desin 'RAM Steel vi i 2 ' LegoBand Sea Life DataBase SeaLifeCBC 10407 Building Code UBC1 DEFLECTIONS: Initial load (in) Live load (m) Post Comp load (in) Net Total load (in) Page 2/2 10/10/0711 2528 Steel Code ASD9thEd REACTIONS (kips): Initial reaction DL reaction Max +L.L reaction Max -LL reaction Max -Hotal reaction Left 1126 933 1722 -074 2655 Right 990 820 1492 -037 23 12 at at at at 1 1 27 ft = 11 27ft = 11 27ft = 1 1 27 ft = -0372 -0417 -0451 -0823 L/D = L/D = L/D = L/D = 742 662 613 336 Gravity Beam Design RAM Steel vll 2 LegoLand Sea Life DataBase SeaLifcCBC 10407 Building Code UBC1 10/10/07 11 25 28 Steel Code ASD 9th Ed Floor Type: floor SPAN INFORMATION (ft): Beam Size (User Selected) Total Beam Length (ft) Beam Number = 150 I-End (105.00,23.00) = W18X46 - 2300 J-End (105.00,46.00) Fy = 50 0 ksi COMPOSITE PROPERTIES (Not Shored): Concrete thickness (in) Unit weight concrete (pcf) f c (ksi) Decking Orientation Decking type beff(m) = 6900 Seff(m3) = 10227 Ieff(m4) = 137191 Stud length (in) - 4 00 Stud Capacity (kips) q = 9 6 # of studs per stud segment Full = Partial Actual = Left 325 11000 300 parallel ASC2W Y bar(m) Str (m3) Itr (m4) Stud diam (in) 30,6,36 8,2,9 10,2,10 Right 325 11000 300 parallel ASC2W 1641 12284 195041 075 Number of Stud Rows = 1 Percent of Full Composite Action = 28 39 POINT LOADS (kips): 7 7 15 15 Dist 667 667 333 333 DL CDL 2 4 5 2 17 17 44 54 1 3 4 2 82 52 61 14 RedLL 0 0 0 0 00 00 00 00 LINE LOADS (k/ft): Load 1 0 23 Dist 000 000 DL 0046 i 0 046 Red% 00 00 00 00 CDL 0046 0046 NonRLL 586 10 17 1290 583 LL 0000 0000 StorLL 000 000 000 000 Red% Red% 00 00 00 00 Type NonR RoofLL 000 000 000 000 CLL 0000 0 000 Red% 00 00 00 00 CLL 084 156 200 096 SHEAR: Max V (DL+LL) = 25.79 kips fv = 3.96 ksi Fv = 20.00 ksi MOMENTS: Span Center Cond PieCmp-i- Ma\ + Mmav'Seff Mconst/Sx-hVlpost/'SelT Controlling 1964 fc(ksi) = 051 Fc = 1 35 Moment klp-ft 72 1 1964 & ft 153 153 Lb ft 77 Cb 1 03 — Tension Flange fb Fb 1098 3000 Compr Flange fb Fb 10 98 2770 153 23 04 2482 23 04 33 00 45 00 33 00 REACTIONS (kips) Gravity Beam Design 5£-4»*> RAM Steel vll 2 Page 2/2 LegoLand Sea Life DataBase SeaLifeCBC 10407 10/10/07 11 25 28 Building Code UBC1 Steel Code ASD 9th Ed Initial reaction DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Initial load (in) Live load (in) Post Comp load (in) Net Total load (in) at at at at Left Right 893 958 741 796 1693 1783 24 34 25 79 1 1 62 ft = 1 1 62 ft = 1 1 62 ft = 1 1 62 ft = -0232 -0326 -0347 -0579 L/D = L/D = L/D = L/D = 1187 846 796 476 Gravity Beam Design RAM Steel vll 2 'Lcgotand Sea Life DataBase SeaLifeCBC 10407 Building Code UBC1 :-6l 10/10/0711 2528 Steel Code ASD 9th Ed Floor Type: floor Beam Number = 153 SPAN INFORMATION (ft): I-End (105.00,38.33) Beam Size (User Selected) = W16X26 Total Beam Length (ft) = 2625 J-End (131.25,38.33) Fy =500 ksi COMPOSITE PROPERTIES (Not Shored): Concrete thickness (in) Unit weight concrete (pcf) fc (ksi) Decking Orientation Decking type beff (in) = 45 38 Seff(m3) = 5256 Ieff(m4) = 63049 Stud length (in) = 4 00 Stud Capacity (kips) q = 7 2 # of studs Full - 50 Left 325 11000 300 perpendicular ASC2W Y bar(m) Sir (m3) Itr (in4) Stud diam (in) Right 325 11000 300 perpendicular ASC2W 1451 6400 896 83 075 Partial =18 Actual = 20 Number of Stud Rows = 1 Percent of Full Composite Action = 29 94 POINT LOADS (kips): Dist DL CDL 10917 1 38 1 18 LINE LOADS (k/ft): Load RedLL 000 Red% 00 NonRLL 275 Dist 0000 5458 5459 26250 0000 5458 5459 10916 10917 26 250 0000 26250 DL 0279 0279 0192 0192 0105 0 105 0 192 0 192 0 025 0025 0 026 0 026 CDL 0232 0232 0160 0 160 0087 0087 0 160 0 160 0021 0021 0026 0026 LL 1 114 1 114 0383 0383 0209 0209 0383 0383 0050 0050 0000 0 000 StorLL 000 Red% Red% 00 RoofLL 000 Red% 00 CLL 050 Type NonR NonR NonR NonR NonR NonR CLL 0 111 0 111 0077 0077 0042 0042 0077 0 077 0010 0010 0 000 0 000 SHEAR: Max V (DL+LL) = 18.34 kips f\ - 4.89 ksi F\ = 17.89 ksi MOMENTS: Span Cond Ccntci PrcCmpH Max 4 Mmax "SoIT Mconst S\-i-Mpost Sell Moment kip- ft 424 105 2 <«' ft 10 y 1 0 9 Lb ft 0 0 — Cb 00 Tension Flanue fb 1325 24 03 2652 Fb 33 00 33 00 45 (JO Compr Flange ft Fb 1325 3300 Gravity Beam Design RAM Steel vl 1 2 ''Legol^and Sea Life DataBase SeaLifeCBC 10407 Building Code UBC1 Page 2/2 10/10/0711 2528 Steel Code ASD 9th Ed kip-ft Controlling 1 05 2 fc (ksi) = 0 53 Fc = 1 35 REACTIONS (kips): Initial reaction DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Initial load (in) Live load (in) Post Comp load (in) Net Total load (in) ft ft fb Fb fb Fb 109 — — 2403 3300 Left Right 661 502 5 44 414 1290 791 1834 1205 at 1273ft = -0400 L/D = 787 at 1273ft = -0452 L/D = 696 at 1273ft = -0486 L/D - 648 at 12 73 ft = -0 887 L/D = 355 Gravity Beam Design RAM Steel vll 2 LegoLand Sea Life DataBase SeaLifeCBC 10407 Building Code UBC1 10/10/07 11 2528 Steel Code ASD 9th Ed Floor Type: floor Beam Number = 154 SPAN INFORMATION (ft): I-End (105.00,46.00) Beam Size (User Selected) = W21X62 Total Beam Length (ft) = 2300 J-End (105.00,69.00) Fy = 50 0 ksi COMPOSITE PROPERTIES (Not Shored): Concrete thickness (in) Unit weight concrete (pcf) f c (ksi) Decking Orientation Decking type beff(m) - = 6900 Seff(m3) = 15868 Icff(m4) = 234503 Stud length (in) = 4 00 Stud Capacity (kips) q = 9 6 # of studs Full = 100 Partial = 25 Actual = 30 Number of Stud Rows = 1 Percent of Full Composite Action = 30 76 POINT LOADS (kips): Left 325 11000 300 parallel ASC2W Y bar(m) Str (in3) Itr (m4) Stud diam (in) Right 325 11000 300 parallel ASC2W 1774 18413 316023 075 Dist 4600 7667 9200 13 800 15333 18400 DL 366 1 44 353 348 1 44 348 CDL RedLL 298 121 298 298 1 21 298 000 000 000 000 000 000 Red% NonRLL StorLL 00 00 00 00 00 00 1027 281 2061 21 08 281 21 08 000 000 000 000 000 000 Red% 00 00 00 00 00 00 RoofLL 000 000 000 000 000 000 Red% 00 00 00 00 00 00 CLL 1 03 056 1 16 1 20 056 1 21 LINE LOADS (k/ft): Load Dist 1 0000 23000 DL 0062 0062 CDL 0062 0062 LL 0000 0 000 Red%Type NonR CLL 0000 0000 SHEAR- Max V(DL+LL) = 51.79 kips fv = 6.17 ksi Fv - 20.00 ksi MOMENTS: Span Center Cond PrcCmp+ Max + Mmax/SeiT Mconst/'S\-t Conti oiling PC (ksi) - 080 Fc = 1 35 Moment kip- ft 748 354 4 post SelT 354 4 @ ft 124 138 138 Lb ft 46 — _ — Cb I 00 __. — Tension Flange fb Fb 7 07 33 00 26 80 33 00 27 83 45 00 26 SO 33 00 Compr Flange fb Fb 7 07 33 00 REACTIONS (kips) Gravity Beam Design 'RAM Steel vl 12 Legotand Sea Life DataBase SeaLifeCBC 10407 Building Code UBC1 Page 2/2 10/10/07 11 2528 Steel Code ASD 9th Ed Initial reaction DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Initial load (in) Live load (in) Post Comp load (in) Net Total load (in) at at at at Left Right 1068 1080 929 917 36 04 42 62 4533 5179 1 1 50 ft = 1 1 62 ft = 1 1 62 ft = 11 62ft = -0136 -0399 -0412 -0548 L/D = L/D = L/D = L/D = 2032 692 669 504 Gravity Beam Design RAM Steel vl 1 2 "LegoL'a'nd Sea Life DataBase SeaLifeCBC 10407 Building Code UBC1 P6 -{# 10/10/07 11 2528 Steel Code ASD 9th Ed Floor Type: floor Beam Number = 158 SPAN INFORMATION (ft): I-End (105.00,59.80) J-End (131 Beam Size (User Selected) = W18X35 Total Beam Length (ft) = 2625 COMPOSITE PROPERTIES (Not Shored): Left Concrete thickness (in) 3 25 Unit weight concrete (pcf) 1 10 00 f c (ksi) 3 00 Decking Orientation perpendicular Decking type ASC 2W beff(m) = 5520 Y bar(m) Seff(m3) = 8139 Str(m3) Ieff(m4) = 112278 Itr(m4) Stud length (in) = 4 00 Stud diam (in) Stud Capacity (kips) q[l] = 72 q[2] = 96 # of studs Full = 51 Partial = 18 Actual = 29 Number of Stud Rows = 2 Percent of Full Composite Action LINE LOADS (k/ft): Load Dist DL CDL LL Red% 1 0000 0230 0192 0460 2 500 0 230 0 1 92 0 460 2 2500 0230 0192 1932 21000 0230 0192 1932 3 21000 0201 0168 0402 26250 0201 0168 0402 4 21000 0040 0024 0058 26250 0040 0024 0058 5 0000 0035 0035 0000 26250 0035 0035 0000 .25,59.80) Fy = 50 0 ksi Right 325 11000 300 perpendicular ASC2W 1579 92 65 141265 075 -4424 Type CLL NonR 0 092 0092 NonR 0 092 0092 NonR 0 080 0080 NonR 0 000 0000 NonR 0 000 0000 SHEAR: Max V (DL+LL) = 24.56 kips fv = 4 86 ksi Fv = 19.13 ksi MOMENTS- Span Cond Moment @ Lb Cb kip-ft ft ft Center PreCmp+ 274 131 00 100 Max + 1 76 9 129 Mmax/Seff Mconst/Sx-'-Mpost/Seff Contiollma 1769 129 Tension Flange Compt fb Fb fb 571 3300 571 26 09 33 00 2728 4500 26 09 33 00 Flange Fb 33 00 — —--_ fc (ksi) = 0 77 Fc - 1 35 RE \CTIONS (kips): Gravity Beam Design ^ "^ RAM S'teel vll 2 Page 2/2 ' Legoband Sea Life DataBase SeaLifeCBC 10407 10/10/07 11 25 28 Building Code UBC1 Steel Code ASD 9th Ed Initial reaction DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Initial load (in) Live load (in) Post Comp load (in) Net Total load (in) at at at at Left Right 418 413 3 48 3 53 2108 1823 24 56 21 76 13 12ft = 1299ft - 1299ft = 1299ft = -0164 -0578 -0591 -0755 L/D = L/D = L/D = L/D = 1922 545 533 417 Gravity Beam Design RAM Steel vl 1 2 Legotand Sea Life DataBase ScaLifeCBC10407 Building Code UBC1 10/10/0711 2528 Steel Code ASD 9th Ed Floor Type: floor Beam Number = 160 SPAN INFORMATION (ft): I-End (105.00,69.00) Beam Size (User Selected) - W18X60 Total Beam Length (ft) - 23 00 J-End (105.00,92.00) Fy = 50 0 ksi COMPOSITE PROPERTIES (Not Shored): Concrete thickness (in) Unit weight concrete (pcf) f c (ksi) Decking Orientation Decking type beff(m) Seff(m3) Ieff(m4) Stud length (in) Stud Capacity (kips) q = H of studs per stud segment 6600 14768 2072 94 400 96 Full Partial Actual Left 325 11000 300 parallel ASC2W Y bar(m) Str (m3) Itr (m4) Stud diam (in) 38,1,38 19,2,19 21,2,21 Right 325 11000 300 parallel ASC2W 1557 15969 2402 27 075 Number of Stud Rows = 2 Percent of Full Composite Action = 56 46 POINT LOADS (kips): Dist 7667 7667 15333 15333 DL 546 557 546 558 CDL RedLL 462 474 462 474 000 000 000 000 Red% NonRLL StorLL 00 00 00 00 20 12 2012 2012 20 12 000 000 000 000 Red% 00 00 00 00 RoofLL 000 000 000 000 Red% 00 00 00 00 CLL 201 201 201 201 LINE LOADS (k/ft)- Load Dist 1 0000 23 000 DL 0060 0060 CDL 0060 0060 LL 0000 0000 Red%Type NonR CLL 0000 0000 SHEAR Max V (DL+LL) = 51 97 kips fv = 6.88 ksi Fv = 20.00 ksi MOMENTS: Span Centei Cond Moment kip-ft 1066 397 1 PreCmp+ Ma\ + MmavScff Mconsl/S\+Mpost/Scff Contiollmg 397 1 lc(ksi) = 1 04 Fc = 1 35 @ ft 1 5 1 5 Lb ft 77 Cb I 00 Tension Flange fb 11 85 3227 3453 3227 Fb 30 00 33 00 4500 33 00 Compr Flange to Fb 11 85 30 00 REACTIONS (kips). Gravity Beam Design RAM Steel vll 2 ' LegoL'and Sea Life DataBase SeaLifcCBC 10407 Building Code UBC1 Page 2/2 10/10/07 11 2528 Steel Code ASD 9th Ed Initial reaction DL reaction Max +LL reaction Max -(-total reaction DEFLECTIONS: Initial load (in) Live load (in) Post Comp load (in) Net Total load (in) at at at at Left Right 1408 1408 1172 1172 40 25 40 25 5197 5197 11 50ft = 1 1 50 ft = 11 50ft = 1 1 50 ft = -0258 -0500 -0520 -0778 L/D = L/D = L/D = L/D = 1069 552 530 355 Pi -- CS ,*j•-; (2* JQ'Svo o\ 3z * CO I u „"" u •—« co w _5i> (D W T3_. CO CO O 55 rt S ^ 5.J Q CO ic * »^ eo 8 CO CM CN 00 *- N Rl ___f: CO in O 1 O 1•3 Foundation Load Summary *RAM Manager vl 1 2 •' Legotand Sea Life DataBase SeaLifeCBC 10407 Date 10/10/07 16.09.31 Forces on Gravity Members from RAM Steel. Gravity Column Loads Forces Col 1 2 3 4 5 6 7 8 9 13 16 17 18 19 20 51 50 33 34 35 38 42 43 44 45 46 47 on Gravity Members from Level floor floor floor floor floor floor floor floor floor floor floor floor floor floor floor floor floor floor floor floor floor floor floor floor floor floor floor Dead kip 1130 1670 393 393 1140 2818 2916 1554 2293 5269 2380 4528 4488 4152 3996 367 367 3935 3130 2689 2364 386 611 608 624 342 204 RAM Steel. Self kip 025 036 001 001 0.25 036 036 025 087 087 087 098 087 087 087 001 001 087 087 067 067 010 034 019 019 019 010 +Live -Live +Roof -Roof Min kip kip kip kip 1624 -030 0.00 000 2390 -0.60 000 000 4.80 0.00 000 0.00 480 0.00 000 0.00 1632 0.00 000 000 4130 -272 000 000 4300 -317 000 000 2272 000 000 000 31.50 000 326 000 7668 -792 326 000 46.59 000 504 0.00 76.76 000 724 000 61.74 000 945 000 6108 -387 932 000 5661 -393 500 000 463 000 000 000 4.63 000 000 000 6020 000 892 000 6937 000 598 000 10768 000 000 000 2102 000 746 -004 0.00 000 373 -008 000 000 487 -006 000 000 501 000 000 000 501 000 023 000 322 000 000 000 181 -006 Load Cases: Case D Lp Ln Rfp Rfn El E2 E3 E4 Load Description DeadLoad PosLiveLoad NegLiveLoad PosRoofLiveLoad NegRoofLiveLoad seismic seismic seismic seismic Load Name RAMUSER RAMUSER RAMUSER RAMUSER RAMUSER EQJJBC97 X +E_F EQJJBC97 X -E F EQ UBC97 Y +E F . EQ_UBC97 Y -E F P ' 2 x ">j •* >~~ P2> 4*4-* I 1=4 6*5 * I p£ 6?*k< 1' fG> : 1*1* 1 C7- fyf b * | Total kip 11.24 16.46 3.94 3.94 11.65 25.82 26.35 15.79 2380 45.64 24.67 4626 45.75 38.52 36.90 369 3.69 4022 32.17 27.56 24.28 3.88 639 627 6.43 361 208 -fc" : < IV-fr . -fr' : - u " : (0 ^ * (& * Max Total kip 2778 4096 8.74 8.74 27.97 69.84 72.52 3851 58.57 13350 7630 130.27 11695 112.78 10244 8.32 8.32 109.35 107.52 135.25 52.79 7.70 11.32 1128 1144 705 396 3o.fr"" »7fc.4/ ^^%>\.<\t- g.* ' 145-k* P3 P* PI PI Pi P? P5 P4 PS FT ?$ PI n ?7 p<» PI PI p^ PC* P7 P4- ?l Pt Pi nf\?» <—i 41 V*oo Iu ^Si—• OS rt U> D D "O "53 •« O•^ S w ao ro *- ^ uS r4 -H- i In? J , !-?-x |~--frJlJ •: ' \ \! I h _ . ;—i __J. ^ J -: x /f CO \l\ do h 0^ J0 V) P-2. VM-- V = C7-4 Vpu V - = -2 F. Vg '-\/H -- " Tt 44-. = 17. 1 ft" VK = 11 ft > 2.1.4-8 V ' 11"" Qc- coI*0 U1CO o*CSS 00E 1u ^, CO ^ *> S S *o _ CO CO OW sj *-• c OT boCO w ea c a: j Q aa 11 1 Lt'L ::^- __1D Vp V ? = 76 - «y.c^ \/u= r -V V 4- f U^>r^ Nit? -/ - II.ok' ) "V -- I 7 V -41! Architects Engineers Planners A Plan Review Structural Calculations for SLC California USA for Legoland California, LLC 1 Legoland Drive Carlsbad, CA 92008 'reject No 3831 Date 9/21/2007 9/24/07 J R Miller and Associates, Inc 2700 Saturn Street, Brea, CA 92821 J714524 1870:f714524 1875: wwwjrma com Table of Contents Design Loads G-l to.G-3 Roof-Framing RF-ltoRF-30 Floor Framing FF-1 to FF-70 Column Design C-ltoC-6 Foundation Design F-ltoF-47 Lateral Analysis Dual System Analysis L-l to L-18 25% V Steel Frame Analysis L-19 to L-51 Diaphragm Rigidity Check L-52 to L-53 Ocean Tank Analysis T-1 to T-l 7 Miscellaneous M-ltoM-14 L t?L .7 Pu U-U to K ' ' -'? T iJr 4!. 7 1.5 4- " PL UL 51.1 .S 72 . -v H ! A; ^ '.6 i.7 D.L. "2. && • £> LU frfcui^) -r ! C tol 00 ^0 Q<*>00 1oo ev(N feifeCBCrUBCleaLieel vd Seaase Seang Code135 LegoLDataBaBuiRF- o2 CQ in ooOr-ooo 1oU1C/2 CO o2 OJ oo <N (NI §oo.—I (U8 o0 U13<L>•4—*co <N VOao o ao '•§ S W <4H CD ? O M M ^ ^j 0,0 oCS W> ao o Q a, ^ O a s «oJ<uu CO Gravity Beam Design RAM Steel vl 12 LegoLand Sea Life DataBase SeaLifeCBCrev Building Code UBC1 09/19/07 17 08 50 Steel Code ASD9thEd Floor Type: roof Beam Number = 1 SPAN INFORMATION (ft): I-End (0.00,0.00) J-End (0.00,23.00) Beam Size (User Selected) = W14X22 Total Beam Length (ft) = 23 00 POINT LOADS (kips): Dist DL RedLL 7 667 1 80 0 00 15333 180 000 LINE LOADS (k/ft): Fy = 50 0 ksi Red% NonRLL StorLL 00 00 000 000 000 000 Red% 00 00 RoofLL Red% 2 01 20 0 2 01 20 0 Load 1 2 Dist 0000 23000 0000 23000 DL 0008 0008 0022 0022 LL 0010 0010 0000 0000 Red% 20 0% Type Roof NonR SHEAR: Max V (DL+LL) = 3.84 kips fv = 1.28 ksi Fv = 18.96 ksi MOMENTS: Span Cond Center Max + Controlling REACTIONS (kips): Moment kip-fl 286 286 @ ft 115 115 Lb ft 77 77 Cb 100 100 Tension Flange fl> Fb 1185 3000 Compr Flange fb Fb 11 85 24 50 1185 2450 DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) Left 214 1 70 384 Right 214 1 70 384 at at at 11 50ft = 11 50 ft = 11 50ft = -0265 -0217 -0482 L/D = L/D = L/D = 1041 1272 573 Gravity Beam Design RAM Steel vl 12 LegoLand Sea Life DataBase SeaLifeCBCrev Building Code UBC1 09/19/07 17 08 50 Steel Code ASD9thEd Floor Type: roof Beam Number = 2 SPAN INFORMATION (ft): I-End (0.00,0.00) J-End (26.25,0.00) Beam Size (User Selected) = W12X14 Total Beam Length (ft) = 2625 LINE LOADS (k/ft): Fy = SOOksi Load 1 2 3 Dist 0000 26250 0000 26250 0000 26250 DL 0061 0061 0008 0008 0014 0014 LL 0077 0077 0010 0010 0000 0000 Red% 00% 00% Type Roof Roof NonR SHEAR: Max V (DL+LL) = 2.23 kips fv = 0.98ksi Fv= 18.76 ksi MOMENTS: Span Cond Center Max + Controlling REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (m) Net Total load (in) Moment kip-ft 147 147 @ ft 13 1 131 Lb ft 00 00 Cb 100 100 Tension Flange fb Fb 1180 3300 1180 3300 Compr Flange fb Fb 1180 3300 Left 1 10 1 14 223 Right 1 10 1 14 223 at at at 1312ft = 1312ft = 13 12ft = -0347 -0360 -0707 L/D L/D L/D 907 874 445 Gravity Beam Design RAM Steel vl 12 LegoLand Sea Life DataBase SeaLifeCBCrev Building Code. UBC1 09/19/07 17 08 50 Steel Code ASD9thEd Floor Type: roof Beam Number = 4 SPAN INFORMATION (ft): I-End (0.00,15.33) Beam Size (User Selected) = W12X14 Total Beam Length (ft) = 2625 J-End (26.25,15.33) Fy = 500ksi LINE LOADS (k/ft): Load 1 2 Dist 0000 26250 0000 26250 DL 0123 0.123 0014 0014 LL 0153 0153 0000 0000 Red% 20 0% Type Roof NonR SHEAR: Max V (DL+LL) = 3.41 kips fv = 1.49 ksi Fv = 18.76 ksi MOMENTS: Span Cond Center Max + Controlling REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) Moment kip-ft 224 224 @ ft 131 131 Lb ft 00 00 Cb 100 100 Tension Flange fb Fb 1800 3300 1800 33.00 Compr Flange fb Fb 1800 3300 Left 180 161 341 Right 1 80 161 341 at at at 13 12ft = 13 12ft = 13 12ft = -0569 -0510 -1 079 L/D L/D L/D 554 618 292 Gravity Beam Design RAM Steel vl 12 LegoLand Sea Life DataBase SeaLifeCBCrev Building Code UBC1 09/19/07 17 08 50 Steel Code. ASD 9th Ed Floor Type: roof SPAN INFORMATION (ft): Beam Size (Optimum) Total Beam Length (ft) POINT LOADS (kips): Beam Number = 30 I-End (26.25,0.00) = W14X22 = 2300 J-End (26.25,23.00) Fy = SOOksi Dist 7667 7667 15333 15333 DL 180 180 180 180 RedLL 000 000 000 000 Red% NonRLL StorLL Red% RoofLL 00 00 00 00 000 000 000 000 000 000 000 000 00 00 00 00 201 201 201 201 Red% 200 200 200 200 LINE LOADS (k/ft): Load Dist DL 1 0 000 0 022 23 000 0 022 SHEAR: MaxV(DL+LL) MOMENTS: LL 0000 0000 Red%Type NonR 7.07 kips fv = 2.36ksi Fv = 18.96 ksi Span Cond Center Max + Controlling REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (m) Net Total load (in) Moment kip-ft 537 537 @ ft 11 5 115 Lb ft 77 77 Cb 100 100 Tension Flange fb Fb 22 21 30 00 Left 385 322 707 Right 385 322 707 Compr Flange fb Fb 22 21 24 50 22 21 24 50 at at at 1150ft = 1150ft = 1150ft = -0489 -0416 -0905 L/D = L/D = L/D = 565 663 305 Gravity Beam Design RAM Steel vl 12 LegoLand Sea Life DataBase SeaLifeCBCrev Building Code UBC1 09/19/07 17 08 50 Steel Code ASD 9th Ed Floor Type: roof Beam Number = 35 SPAN INFORMATION (ft): I-End (26.25,23.00) Beam Size (User Selected) = W12X14 Total Beam Length (ft) = 2625 POINT LOADS (kips): Dist DL RedLL 25 250 1 95 0 00 J-End (52.50,23.00) Fy = 50 0 ksi Red% 00 NonRLL StorLL Red% 0 00 0 00 00 RoofLL 194 Red% 200 LINE LOADS (k/ft): Load 1 2 3 4 Dist 0000 25250 25250 26250 0000 26250 0000 26250 DL 0061 0061 0184 0184 0061 0061 0014 0014 LL 0077 0077 0230 0230 0077 0077 0000 0000 Red% 20 0% 20 0% 20 0% Type Roof Roof Roof NonR SHEAR: Max V (DL+LL) = 7.01 kips fv = 3.06 ksi Fv = 18.76 ksi MOMENTS: Span Cond Center Max + Controlling REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: (Camber = 1/2) Dead load (in) at Live load (in) at Net Total load (in) at Moment kip-ft 242 242 @ ft 137 137 Lb ft 00 00 Cb 100 100 Tension Flange fb Fb 1949 3300 1949 3300 Compr Flange fb Fb 1949 3300 Left 187 1 67 354 1326ft 13 26 ft 1326ft Right 379 322 701 -0627 -0557 -0684 L/D L/D L/D 502 566 461 Gravity Beam Design RAM Steel vl 12 LegoLand Sea Life DataBase SeaLifeCBCrev Building Code UBC1 09/19/07 17 08 50 Steel Code ASD9thEd Floor Type: roof Beam Number = 36 SPAN INFORMATION (ft): I-End (26.25,30.67) Beam Size (User Selected) = W12X14 Total Beam Length (ft) = 2525 LINE LOADS (k/ft): J-End (51.50,30.67) Fy = SOOksi Load 1 2 Dist 0000 25250 0000 25250 DL 0123 0123 0014 0014 LL 0153 0153 0000 0000 Red% 00% — Type Roof NonR SHEAR: Max V (DL+LL) = 3.66 kips fv = 1.60ksi Fv = 18.76ksi MOMENTS: Span Cond Center Max + Controlling REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) Moment kip-ft 231 231 @ ft 126 126 Lb ft 00 00 Cb 100 100 Tension Flange fb Fb 18 62 33 00 1862 3300 Compr Flange fb Fb 18 62 33 00 Left 173 194 366 Right 1 73 194 366 at at at 1263ft = 1263ft = 1263ft = -0487 -0546 -1033 L/D L/D L/D 622 555 293 Gravity Beam Design RAM Steel vl 12 LegoLand Sea Life DataBase SeaLifeCBCrev Building Code UBC1 09/19/07 17 08 50 Steel Code ASD9thEd Floor Type: roof SPAN INFORMATION (ft): Beam Size (User Selected) Total Beam Length (ft) POINT LOADS (kips): Beam Number = 38 I-End (26.25,46.00) = W16X26 = 2300 J-End (26.25,69.00) Fy = SOOksi Dist 7667 7667 15333 15333 DL 181 181 181 181 RedLL Red% NonRLL StorLL Red% RooflLL 000 000 000 000 0.0 00 00 00 034 000 034 000 000 000 000 000 00 00 00 00 180 201 180 201 Red% 200 200 200 200 LINE LOADS (k/ft): Load Dist DL LL 1 0000 0026 0000 23 000 0 026 0 000 Red%Type NonR SHEAR: Max V (DL+LL) = 7.31 kips fv = 1.95 ksi Fv = 17.89 ksi MOMENTS: Span Cond Center Max + Controlling REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) Moment kip-ft 554 554 @ ft 115 115 Lb ft 77 77 Cb 100 100 Tension Flange fb Fb 1733 3000 Left 392 339 731 Right 392 339 731 Compr Flange fb Fb 1733 25.87 17 33 25 87 at at at 1150ft = 1150ft = 11 50ft = -0328 -0290 -0618 L/D L/D L/D 841 953 447 Gravity Beam Design RAM Steel vl 1 2 LegoLand Sea Life DataBase SeaLifeCBCrev Building Code UBC1 09/19/07 17 08 50 Steel Code ASD9thEd Floor Type: roof Beam Number = 39 SPAN INFORMATION (ft): I-End (26.25,46.00) J-End (52.50,46.00) Beam Size (User Selected) Total Beam Length (ft) POINT LOADS (kips): Dist DL RedLL 18583 024 000 25 250 2 40 0 00 25 250 1 95 0 00 LINE LOADS (k/ft): Load 1 W14X22 2625 Fy = SOOksi Red% NonRLL StorLL Red% RoofLL 00 00 00 064 3 14 000 000 000 000 00 00 00 000 105 194 Red% 00 200 200 Dist 0000 18583 0000 25250 25250 26250 0000 26250 DL 0061 0061 0061 0061 0184 0184 0022 0022 LL 0077 0077 0077 0077 0230 0230 0000 0000 Red% 20 0% 20 0% 20 0% Type Roof Roof Roof NonR SHEAR: Max V (DL+LL) = 13.07 kips fv = 4.36ksi Fv = 18.96 ksi MOMENTS: Span Cond Center Max + Controlling REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (m) Moment kip-ft 301 301 @ ft 150 150 Lb ft 00 00 Cb 1 00 1 00 Tension Flange fb Fb 12 45 33 00 12 45 33 00 Compr Flange fb Fb 12 45 33 00 Left 207 194 401 Right 597 710 1307 at at at 1339ft = 1352ft - 1352ft = -0324 -0334 -0658 L/D L/D L/D 972 944 479 Gravity Beam Design RAM Steel vl 1 2 LegoLand Sea Life DataBase SeaLifeCBCrev Building Code UBC1 09/19/07 17 08 50 Steel Code ASD9thEd Floor Type: roof Beam Number = 40 SPAN INFORMATION (ft): I-End (26.25,53.67) Beam Size (User Selected) = W12X19 Total Beam Length (ft) = 2525 POINT LOADS (kips): Dist DL RedLL 18583 024 000 18583 024 000 LINE LOADS (k/ft): J-End (51.50,53.67) Fy = SOOksi Red% NonRLL StorLL Red% RoofLL 00 00 064 064 000 000 00 00 000 000 Red% 00 00 Load 1 2 Dist 0000 18583 0000 25250 DL 0123 0123 0019 0019 LL 0153 0153 0000 0000 Red% 00% — Type Roof NonR SHEAR: Max V (DL+LL) = 3.95 kips fv = 1.38ksi Fv = 20.00 ksi MOMENTS: Span Cond Center Max + Controlling REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (m) Net Total load (in) Moment kip-ft 264 264 @ ft 134 134 Lb ft 00 00 Cb 100 100 Tension Flange fb Fb 14 87 33 00 1487 3300 Left 1 81 214 395 Right 144 199 342 Compr Flange fb Fb 14 87 33 00 at at at 1263ft = 1275ft = 1275ft = -0350 -0454 -0804 L/D L/D L/D 866 668 377 Gravity Beam Design RAM Steel vl 1 2 LegoLand Sea Life DataBase SeaLifeCBCrev Building Code UBC1 09/19/07170850 Steel Code ASD 9th Ed Floor Type: roof SPAN INFORMATION (ft): Beam Size (User Selected) Total Beam Length (ft) POINT LOADS (kips): Dist DL RedLL 18583 027 000 18583 024 000 25 250 2 40 0 00 LINE LOADS (k/ft): Beam Number = 43 I-End (26.25,69.00) = W14X22 = 2625 J-End (52.50,69.00) Fy = SOOksi Red% NonRLL StorLL 00 00 00 073 064 314 000 000 000 Red% RoofLL 00 00 00 000 000 105 Red% 00 00 00 Load 1 2 Dist 0000 18583 0000 26250 DL 0123 0123 0022 0022 LL 0153 0153 0000 0000 Red% 00% — Type Roof NonR SHEAR: Max V (DL+LL) = 9.78 kips fv = 3.26ksi Fv = 18.96 ksi MOMENTS: Span Cond Moment @ Lb Cb Center Max + Controlling REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) kip-ft 326 304 ft 148 186 ft 00 67 100 144 Tension Flange fb Fb 13 48 33 00 Left 200 240 441 Right 377 601 978 Compr Flange fb Fb 1348 3300 1259 2871 at at at 1326ft = 1339ft = 1339ft = -0300 -0404 -0704 L/D = L/D = L/D = 1049 780 447 Gravity Beam Design RAM Steel vll 2 LegoLand Sea Life DataBase SeaLifeCBCrev Building Code UBC1 09/19/07 17 08 50 Steel Code ASD 9th Ed Floor Type: roof Beam Number = 44 SPAN INFORMATION (ft): I-End (26.25,76.67) Beam Size (User Selected) = W12X19 Total Beam Length (ft) = 2625 POINT LOADS (kips): Dist DL RedLL 18583 030 000 18583 027 000 LINE LOADS (k/ft): J-End (52.50,76.67) Fy = SOOksi Red% NonRLL StorLL Red% 00 00 031 073 000 000 00 00 RoofLL Red% 017 00 000 00 Load 1 2 Dist 0000 18583 0000 26250 DL 0123 0.123 0019 0019 LL 0153 0153 0000 0000 Red% 00% — Type Roof NonR SHEAR: Max V (DL+LL) = 4.09 kips fv=1.42ksi Fv = 20.00 ksi MOMENTS: Span Cond Center Max + Controlling REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) Moment kip-ft 283 250 @ ft 139 186 Lb ft 00 77 Cb 100 175 Tension Flange fb Fb 15 94 33 00 Compr Flange fb Fb 1594 3300 14 08 26 26 Left 1 89 220 409 Right 146 187 333 at at at 13 12ft = 1326ft = 1326ft = -0412 -0514 -0925 L/D L/D L/D 765 613 341 Gravity Beam Design RAM Steel vl 12 LegoLand Sea Life DataBase SeaLifeCBCrev Building Code UBC1 09/19/07 17 08 50 Steel Code ASD9thEd Floor Type: roof Beam Number = 51 SPAN INFORMATION (ft): I-End (51.50,23.00) Beam Size (User Selected) = W12X19 Total Beam Length (ft) = 23 00 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL 7667 173 000 00 000 000 15333 173 000 00 000 000 J-End (51.50,46.00) Fy = SOOksi Red% 00 00 RoofLL 194 194 Red% 00 0.0 LINE LOADS (k/ft): Load Dist DL LL 1 0000 0019 0000 23 000 0 019 0 000 Red%Type NonR SHEAR: Max V (DL+LL) = 3.88 kips fv = 1.35ksi Fv = 20.00 ksi MOMENTS: Span Cond Center Max + Controlling REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (m) Moment kip-ft 293 293 @ ft 115 115 Lb ft 77 77 Cb 100 100 Tension Flange fb Fb 1653 3000 Compr Flange fb Fb 1653 1952 1653 1952 Left 195 194 388 Right 195 194 388 at at at 1150ft = 1150ft = 11 50ft = -0374 -0383 -0757 L/D = L/D = L/D = 739 720 365 Gravity Beam Design RAM Steel vl 12 LegoLand Sea Life DataBase SeaLifeCBCrev Building Code UBC1 09/19/07 17 08 50 Steel Code ASD9thEd Floor Type: roof Beam Number = 52 SPAN INFORMATION (ft): I-End (51.50,46.00) Beam Size (User Selected) = W14X22 Total Beam Length (ft) = 2300 POINT LOADS (kips): Dist DL RedLL 7 667 1 44 0 00 15333 144 000 LINE LOADS (k/ft): J-End (51.50,69.00) Fy = 50 0 ksi Red% NonRLL StorLL 00 00 094 094 000 000 Red% 00 00 RoofLL Red% 105 00 105 00 Red% Type NonR NonR SHEAR: Max V (DL+LL) = 6.59 kips fv = 2.20 ksi Fv= 18.96 ksi MOMENTS: Span Cond Load 1 2 Dist 0000 23000 0000 23000 DL 0061 0061 0022 0022 LL 0192 0192 0000 0000 Center Max + Controlling REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) Moment kip-ft 444 444 @ ft 115 11 5 Lb ft 00 00 Cb 100 1 00 Tension Flange fb Fb 1839 3300 1839 3300 Compr Flange fb Fb 1839 3300 Left 240 419 659 Right 240 419 659 at at at 1150ft = 1150ft = 1150ft = -0277 -0466 -0743 L/D L/D L/D 998 592 371 Gravity Beam Design RAM Steel vl 12 LegoLand Sea Life DataBase. SeaLifeCBCrev Building Code UBC1 09/19/07 17 08 50 Steel Code ASD9thEd Floor Type: roof Beam Number = 53 SPAN INFORMATION (ft): I-End (52.50,0.00) Beam Size (User Selected) = W14X22 Total Beam Length (ft) = 2300 POINT LOADS (kips): J-End (52.50,23.00) Fy = 50 0 ksi Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 7667 7667 15333 15333 251 180 195 180 000 000 000 000 000 00 00 00 00 00 000 000 000 0.00 000 000 000 000 000 000 00 00 00 00 00 241 -018 201 215 201 200 200 200 200 200 LINE LOADS (k/ft): Load Dist DL LL 1 0000 0022 0000 23 000 0 022 0 000 Red%Type NonR SHEAR: Max V (DL+LL) = 7.84 kips fv = 2.62 ksi Fv = 18.96 ksi MOMENTS: Span Cond Center Max + Controlling REACTIONS (kips): DL reaction Max +LL reaction Max -LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) Moment kip-ft 595 595 @ ft 77 77 Lb ft 77 77 Cb 102 102 Tension Flange fb Fb 24 61 30 00 Left 437 347 •010 784 Right 419 340 -005 759 Compr Flange fb Fb 24 61 24 63 24 61 24 63 at at at 1 1 50 ft - 11 50ft - 1150ft = -0545 -0444 -0989 L/D - L/D - L/D = 507 622 279 Gravity Beam Design RAM Steel vl 12 LegoLand Sea Life DataBase SeaLifeCBCrev Building Code. UBC1 09/19/07 17 08 50 Steel Code ASD9thEd Floor Type: roof Beam Number = 55 SPAN INFORMATION (ft): I-End (52.50,7.67) J-End (80.50,7.67) Beam Size (User Selected) = W14X22 Fy = 50 Total Beam Length (ft) = 2800 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 4375 038 000 00 000 000 00 024 200 26250 038 000 00 000 000 00 024 200 8750 021 000 00 000 000 00 034 200 000 00 000 000 00-007 200 13125 016 000 00 000 000 00 034 200 0 00 00 0 00 0 00 00-013 20 0 17500 016 000 00 000 000 00 034 200 000 00 000 000 00-013 200 21875 021 000 00 000 000 00 034 200 000 00 000 000 00-007 200 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0000 0061 0077 200% Roof 28 000 0 061 0 077 2 0000 0061 0077 200% Roof 4 375 0 061 0 077 3 4375 0008 0010 200% Roof 26250 0008 0010 4 26250 0061 0077 200% Roof 28000 0061 0077 5 0000 0022 0000 — NonR 28 000 0 022 0 000 6 4375 0008 0010 200% Roof 26250 0008 0010 7 4375 0025 0000 — NonR 26 250 0 025 0 000 SHEAR: Max V (DL+LL) = 4.58 kips fv = 1.53ksi Fv = 18.96ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange kip-ft ft ft fb Fb Center Max + 306 132 00 100 1267 3300 Controlling 306 132 00 100 1267 3300 REACTIONS (kips): Left Right DL reaction 251 260 Max +LL reaction 1 93 1 98 Max -LL reaction -015 -018 Oksi Compr Flange fb Fb 12 67 33 00 — Gravity Beam Design RAM Steel vl 12 Page 2/2 LegoLand Sea Life DataBase SeaLifeCBCrev 09/19/07 17 08 50 Building Code UBC1 Steel Code ASD9thEd : Left Right Max +total reaction 4 44 4 58 DEFLECTIONS: Dead load (in) at 1400ft = -0418 L/D = 803 Live load (in) at 1400ft = -0332 L/D = 1011 Net Total load (in) at 1400ft = -0751 L/D = 447 Gravity Beam Desicn RAM Steel vl 12 LegoLand Sea Life DataBase SeaLifeCBCrev Building Code UBC1 09/19/07 17 08 50 Steel Code ASD9thEd Fy = 50 0 ksi Floor Type: roof Beam Number = 58 SPAN INFORMATION (ft): I-End (52.50,30.67) J-End (84.17,30.67) Beam Size (User Selected) = W18X35 Total Beam Length (ft) =31 67 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red°/0 9 333 0 04 18,667 004 LINE LOADS (k/ft): Load 1 Dist 0000 31666 0000 24000 24000 31666 0000 31666 DL 0061 0061 0061 0061 0061 0000 0035 0035 LL 0077 0077 0077 0077 0077 0000 0000 0000 Red% 20 0% 20 0% 20 0% Type Roof Roof Roof NonR SHEAR: Max V (DL+LL) = 4.44 kips fv = 0.88 ksi Fv = 19.13 ksi MOMENTS: Span Cond Center Max + Controlling REACTIONS (kips): ment ap-ft 350 350 @ ft 157 157 Lb ft 00 00 Cb 100 1 00 Tension Flange fb Fb 7 29 33 00 7 29 33 00 Compr Flange fb Fb 7 29 33 00 — — DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) Left 252 192 444 Right 232 173 404 at at at 1583ft = 1583ft = 1583ft = -0242 -0183 -0426 L/D = L/D = L/D - 1569 2073 893 Gravity Beam Design RAM Steel vl 1 2 LegoLand Sea Life DataBase SeaLifeCBCrev Building Code UBC1 09/19/07 17 08 50 Steel Code ASD9thEd Floor Type: roof Beam Number = 59 SPAN INFORMATION (ft): I-End (52.50,38.33) Beam Size (User Selected) = W18X35 Total Beam Length (ft) = 3933 LINE LOADS (k/ft): Load Dist DL LL Red% 1 0000 0061 0077 200% 20 0% 20 0% J-End (91.83,38.33) Fy = SOOksi Dist 0000 39333 0000 31 666 31667 39333 0000 39333 DL 0061 0061 0061 0061 0061 0000 0035 0035 LL 0077 0077 0077 0077 0077 0000 0000 0000 Type Roof Roof Roof NonR SHEAR: Max V (DL+LL) = 5.48 kips fv = 1.08ksi Fv = 19.13 ksi MOMENTS: Span Cond Center Max + Controlling REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (m) Live load (in) Net Total load (in) Moment kip-ft 536 536 @ ft 195 195 Lb ft 00 00 Cb 100 100 Tension Flange fb Fb 1117 3300 11 17 3300 Compr Flange fb Fb 1117 3300 Left 309 240 548 Right 288 219 507 at at at 1967ft = 1967ft = 1967ft = -0568 -0440 -1 008 L/D = L/D = L/D = 832 1073 468 Gravity Beam Design RAM Steel vl 12 LegoLand Sea Life DataBase SeaLifeCBCrev Building Code UBC1 09/19/07 17 08 50 Steel Code ASD9thEd J-End (97.67,53.67) Floor Type: roof Beam Number = 61 SPAN INFORMATION (ft): I-End (52.50,53.67) Beam Size (User Selected) = W18X35 Total Beam Length (ft) =4517 LINE LOADS (k/ft): Red% Type 20 0% Roof NonR NonR SHEAR: Max V (DL+LL) = 6.42 kips fv = 1.27ksi Fv = 19.13 ksi MOMENTS: Span Cond Center Max + Controlling REACTIONS (kips): Fy = SOOksi Load 1 2 3 Dist 0000 44833 44834 45166 0000 45166 DL 0123 0123 0123 0123 0035 0035 LL 0153 0153 0383 0383 0000 0000 Moment kip-ft 715 715 @ ft 226 226 Lb ft 00 00 Cb 100 100 Tension Flange fb Fb 14 90 33 00 14.90 33 00 Compr Flange fb Fb 14 90 33 00 DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: (Camber = 3/4) Dead load (in) at Live load (in) at Net Total load (in) at Left 356 111 633 2258ft 2258ft 2258ft Right 356 286 642 -0999 -0777 -1 025 L/D L/D L/D 543 698 529 Gravity Beam Design RAM Steel vl 1 2 LegoLand Sea Life DataBase SeaLifeCBCrev Building Code UBC1 09/19/07 17 08 50 Steel Code ASD9thEd Floor Type: roof Beam Number = 63 SPAN INFORMATION (ft): I-End (52.50,69.00) J-End (52.50,92.00) Beam Size (User Selected) Total Beam Length (ft) POINT LOADS (kips): W16X26 2300 Fy = 500 ksi Dist 7667 7667 9500 15333 15333 DL 1 83 146 022 1 89 184 RedLL Red% NonRLL StorLL Red% RoofLL 000 000 000 000 000 00 00 00 00 00 000 074 000 000 003 000 000 000 000 000 00 00 00 00 00 201 1 13 022 201 193 Red% 200 200 200 200 200 LINE LOADS (k/ft): Red% Type NonR NonR SHEAR: Max V (DL+LL) = 9.11 kips fv = 2.43 ksi Fv = 17.89 ksi MOMENTS: Span Cond Load 1 2 Dist 0000 9500 0000 23000 DL 0061 0061 0026 0026 LL 0192 0192 0000 0000 Center Max + Controlling REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) Moment kip-ft 620 620 @ ft 92 95 Lb ft 58 58 Cb 102 102 Tension Flange fb Fb 19 36 30 00 Compr Flange fb Fb 1936 2913 1936 2913 Left 433 478 911 Right 410 366 775 at at at 1150ft = 1139ft = 1 1 39 ft = -0346 -0334 -0680 L/D L/D L/D 798 826 406 Gravity Beam Design RAM Steel vl 12 LegoLand Sea Life DataBase SeaLifeCBCrev Building Code UBC1 09/19/07 17 08 50 Steel Code ASD9thEd Floor Type: roof Beam Number = 85 SPAN INFORMATION (ft): I-End (78.75,69.00) J-End (78.75,92.00) Beam Size (Optimum) = W14X22 Total Beam Length (ft) = 2300 POINT LOADS (kips): Fy = 50 0 ksi Dist 7667 7667 15333 15333 DL 194 183 197 189 RedLL Red% NonRLL StorLL 000 000 000 000 00 00 00 00 030 000 001 000 000 000 000 000 Red% RoofLL 00 00 00 00 189 201 201 201 Red% 200 200 200 200 LINE LOADS (k/ft): Load Dist DL LL 1 0000 0022 0000 23 000 0 022 0 000 SHEAR: Max V (DL+LL) = 7.42 kips fv = 2.48 ksi Fv = 18.96 ksi MOMENTS: Span Cond Center Max + Controlling REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (m) Moment kip-ft 563 563 @ ft 96 97 Lb ft 77 77 Cb 100 100 Tension Flange fb Fb 23 29 30 00 Left 406 336 742 Right 409 329 738 Compr Flange fb Fb 23.29 24 50 23 29 24 50 at at at 11 50ft = 1 1 50 ft = 1150ft = -0518 -0430 -0948 L/D = L/D = L/D = 533 641 291 Gravity Beam Design RAM Steel vl 12 LegoLand Sea Life DataBase. SeaLifeCBCrev Building Code UBC1 09/19/07 17 08 50 Steel Code ASD9thEd Floor Type: roof Beam Number = 86 SPAN INFORMATION (ft): I-End (78.75,76.67) J-End (105.00,76.67) Beam Size (User Selected) = W12X19 Fy = SOOksi Total Beam Length (ft) = 2625 POINT LOADS (kips): Dist 6306 12611 18917 18917 DL 004 004 029 028 RedLL 000 000 Red% NonRLL StorLL Red% RoofLL Red% 00 00 030 070 000 000 00 00 016 000 00 00 LINE LOADS (k/ft): Load 1 Dist 0000 18583 18584 18916 18584 18916 0000 26250 DL 0123 0123 0087 0087 0036 0036 0019 0019 LL 0153 0153 0272 0272 0044 0044 0000 0000 Red% 00% 00% Type Roof NonR Roof NonR SHEAR: Max V (DL+LL) = 4.14 kips fv = 1.44ksi Fv = 20.00 ksi MOMENTS: Span Cond Center Max + Controlling REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (m) Moment kip-ft 287 247 @ ft 138 189 Lb ft 00 73 Cb 1 00 175 Tension Flange fb Fb 1615 3300 Compr Flange fb Fb 1615 3300 1394 2745 Left 194 220 414 Right 1 52 192 344 at at at 1312ft = 1326ft = 1326ft - -0425 -0515 -0940 L/D L/D L/D 742 611 335 Gravity Beam Design RAM Steel vl 12 LegoLand Sea Life DataBase SeaLifeCBCrev Building Code UBC1 09/19/07 17 08 50 Steel Code ASD9thEd Floor Type: roof Beam Number = 89 SPAN INFORMATION (ft): I-End (80.50,0.00) Beam Size (User Selected) = W14X22 Total Beam Length (ft) = 2300 POINT LOADS (kips): J-End (80.50,23.00) Fy = 50 0 ksi Dist 7667 7667 15333 15333 DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 1 79 0 00 00 260 000 00 000 0 00 00 0 00 170 000 00 000 195 000 00 000 0 00 0 00 00 0 00 00 2 47 0 00 00 -0 22 0 00 00 1 88 000 00 215 1 88 20 0 200 200 200 200 LINE LOADS (k/ft): Load Dist DL LL 1 0000 0022 0000 23 000 0 022 0 000 Red%Type NonR SHEAR: Max V (DL+LL) = 7.79 kips fv = 2.60 ksi Fv= 18.96 ksi MOMENTS: Span Cond Moment @ Lb Cb Center Max + Controlling REACTIONS (kips): DL reaction Max +LL reaction Max -LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (m) kip-ft 591 591 ft 77 77 ft 77 77 102 1 02 Tension Flange fb Fb 24 46 30 00 Left 440 339 -012 779 Right 415 331 -006 746 Compr Flange fb Fb 24 46 24 67 24 46 24 67 at at at 1139ft = 1139ft = 1 1 39 ft = -0545 -0433 -0978 L/D = L/D = L/D = 507 637 282 Gravity Beam Design RAM Steel vl 1 2 LegoLand Sea Life DataBase. SeaLifeCBCrev Building Code UBC1 09/19/07 17 08 50 Steel Code: ASD 9th Ed Floor Type: roof SPAN INFORMATION (ft): Beam Size (User Selected) Total Beam Length (ft) POINT LOADS (kips): Beam Number =118 I-End (97.67,69.00) = W16X31 - 3358 J-End (131.25,69.00) Fy = 50 0 ksi Dist 7333 7333 29583 29583 DL 434 284 Oil Oil RedLL 000 000 000 000 Red% NonRLL StorLL 00 00 00 00 192 211 000 000 000 000 000 000 Red% RoofLL 00 00 00 00 354 201 008 008 Red% 20.0 200 200 200 LINE LOADS (k/ft): Load 1 2 3 Dist 7334 29583 29584 33583 0000 33.583 DL 0123 0123 0061 0061 0031 0031 LL 0153 0153 0077 0077 0000 0000 Red% 20 0% 20 0% Type Roof Roof NonR SHEAR: Max V (DL+LL) = 15.27 kips fv = 3.70 ksi Fv = 19.67 ksi MOMENTS: Span Cond Center Max + Controlling REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: (Camber = 1/2) Dead load (in) at Live load (m) at Net Total load (m) at Moment kip-ft 1112 1112 @ ft 73 73 Lb ft 73 73 Cb 175 175 Tension Flange fb Fb 28 26 30 00 28 26 30 00 Left 740 788 1527 1562ft 1545ft 1545ft Right 401 369 770 Compr Flange fb Fb 28 26 30 00 -0930 -0945 -1375 L/D = L/D = L/D - 433 426 293 Gravity Beam Design RAM Steel vl 1 2 LegoLand Sea Life DataBase SeaLifeCBCrev Building Code UBC1 09/19/07 17 08 50 Steel Code ASD9thEd Floor Type: roof SPAN INFORMATION (ft): Beam Size (User Selected) Total Beam Length (ft) POINT LOADS (kips): Beam Number = 126 I-End (105.00,23.00) = W14X22 = 2300 J-End (105.00,46.00) Fy = 500 ksi Dist 7667 7667 15333 15333 DL 1 80 145 180 089 RedLL 000 000 000 000 Red% NonRLL StorLL 00 00 00 00 000 000 000 000 000 000 000 000 Red% RoofLL 00 00 00 00 201 156 201 096 Red% 200 200 200 200 LINE LOADS (k/ft): Load Dist DL LL 1 0000 0022 0000 23 000 0 022 0 000 Red%Type NonR SHEAR: Max V (DL+LL) = 6.01 kips fv = 2.01 ksi Fv = 18.96 ksi MOMENTS: Span Cond Center Max + Controlling REACTIONS (kips): Moment kip-ft 454 454 @ ft 77 77 Lb ft 77 77 Cb 103 103 Tension Flange fb Fb 1880 3000 DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (m) Left 331 270 601 Right 3 13 254 566 Compr Flange fb Fb 1880 2473 1880 2473 at at at 1139ft = 1139ft = 1139ft - -0407 -0339 -0746 L/D L/D L/D 677 815 370 Gravity Beam Design RAM Steel vl 1 2 LegoLand Sea Life DataBase SeaLifeCBCrev Building Code UBC1 09/19/07 17 08 50 Steel Code ASD 9th Ed Floor Type: roof Beam Number = 130 SPAN INFORMATION (ft): I-End (105.00,46.00) J-End (105.00,69.00) Beam Size (User Selected) Total Beam Length (ft) POINT LOADS (kips): Dist DL RedLL 7 667 1 81 0 00 7 667 0 05 15333 181 000 15333 005 LINE LOADS (k/ft): Red% 00 00 W16X26 2300 NonRLL StorLL Red% 0 00 0 00 00 0 00 0 00 00 Red% Type NonR NonR SHEAR: Max V (DL+LL) = 6.56 kips fv = 1.75ksi Fv = 17.89 ksi MOMENTS: Span Cond Center Max + Controlling REACTIONS (kips): Fy = 50 0 ksi RoofLL 201 Red% 200 201 20 0 Load 1 2 Dist 0000 23000 0000 23000 DL 0059 0059 0026 0026 LL 0183 0183 0000 0000 Moment kip-ft 444 444 @ ft 115 115 Lb ft 00 00 Cb 100 100 Tension Flange fb Fb 13 86 33 00 13 86 33 00 Compr Flange fb Fb 13 86 33 00 DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (m) Live load (in) Net Total load (in) Left 284 372 656 Right 284 372 656 at at at 11 50ft = 1150ft = 11 50ft = -0220 -0270 -0490 L/D = L/D = L/D = 1252 1023 563 RAM Steel vl 12 LegoLand Sea Life DataBase SeaLifeCBCrev Building Code UBC1 Gravity Beam Design 09/19/07 17 08 50 Steel Code ASD9thEd Floor Type: roof Beam Number = 134 SPAN INFORMATION (ft): I-End (105.00,69.00) J-End (105.00,92.00) Beam Size (User Selected) = W16X26 Total Beam Length (ft) = 2300 POINT LOADS (kips): Fy = 50 0 ksi Dist 7667 7667 9500 15333 15333 DL 181 152 021 181 194 RedLL Red% NonRLL StorLL 000 000 000 000 000 00 0.0 00 00 00 000 078 000 000 003 000 0.00 000 000 000 Red% RoofLL 00 00 00 00 00 201 1 14 021 201 193 Red% 200 200 200 200 200 LINE LOADS (k/ft): Load 1 2 Dist 0000 9500 0000 23000 DL 0059 0059 0026 0026 LL 0183 0183 0000 0000 NonR SHEAR: Max V (DL+LL) = 9.08 kips fv = 2.42 ksi Fv= 17.89 ksi MOMENTS: Span Cond Center Max + Controlling REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) Moment kip-ft 620 620 @ ft 91 95 Lb ft 58 58 Cb 1 02 102 Tension Flange fb Fb 19 39 30 00 Left 434 475 908 Right 411 366 777 Compr Flange fb Fb 19 39 29 12 1938 2912 at at at 11 50ft = 1139ft = 1 1 39 ft = -0347 -0334 -0681 L/D L/D L/D 796 827 406 FF-t fS *> 8-4-»CO LegoLand Sea Life<^o COor~o CO t-H CT\O DataBase SeaLifeCBCrevs n QCO< <L> "8u r— l8 ug (U T30O s1 •3 3PQ <ua H1 iE -\1 ro m ON wOO °^0 Qo SgooO\U100 o£ 0404<U CN -S00 <^0 Q£r 005 <00 1on JQ"W ««OOOOOOOOOOiOOOOOf-iVOO— <(N OOOOOCNOOU«S50oooooooo0,000000000(N (N CS CS CN <uflo •« O -£ U3 y 3 (U i S -2 S -e a1 jl U 'Tj Cx *T3m 3 D S IDM 'O H T3 Hri q d d) ri J«*JOOOOOOOOOMaoOooooCN i— i(N o O >— i CS *•"< O ^—' *"^ '~H <~' O >—' >—' »—' j'gooooooooo <o O *— ' O u Bago 23 a siUo "3 oOo gS.S co o <u I Gravity Beam Design RAM Steel vl 12 LegoLand Sea Life DataBase SeaLifeCBCrev Building Code UBC1 09/19/07 17 08 50 Steel Code ASD9thEd Floor Type: floor Beam Number = 1 SPAN INFORMATION (ft): I-End (-35.58,69.00) Beam Size (User Selected) = W16X36 Total Beam Length (ft) = 2300 COMPOSITE PROPERTIES (Not Shored): J-End (-35.58,92.00) Fy = 50 0 ksi Concrete thickness (in) Unit weight concrete (pcf) f c (ksi) Decking Orientation Decking type beff(m) Seff(m3) Ieff(m4) Stud length (in) Stud Capacity (kips) 4050 7654 101650 400 q = 125 # of studs per stud segment Full Partial Actual Left 300 14500 350 parallel ASC2W Ybar(m) Str(m3) Itr (m4) Stud diam (in) 20,1,20 5,2,5 8,2,8 Right 300 14500 350 parallel ASC2W 1491 8583 128004 075 Number of Stud Rows = 1 Percent of Full Composite Action = 42 08 POINT LOADS (kips): Dist DL CDL 7 667 10 46 7 61 15333 1046 761 LINE LOADS (k/ft): RedLL 1364 1364 Red% NonRLL StorLL 107 107 000 000 000 000 Red% RoofLL Red% 00 00 000 000 00 00 CLL 273 273 Load 1 2 Dist 0000 23000 0000 23000 DL 0036 0036 0036 0036 CDL 0026 0026 0036 0036 LL 0050 0050 0000 0000 Red% 107% — Type Red NonR CLL 0010 0010 0000 0000 SHEAR: Max V (DL+LL) = 23.98 kips fv = 5.11 ksi Fv = 20.00 ksi MOMENTS: Span Center Cond PreCmp+ Max + Mmax/Seff Mconst/Sx+Mpost/Seff Controlling 1813 fc (ksi) = 0 78 Fc - 1 58 REACTIONS (kips): Moment kip-ft 840 1813 @ ft 11 5 115 Lb ft 77 — Cb 100 Tension Flange fb Fb 1784 3000 Compr Flange fb Fb 1784 2903 115 2842 3189 2842 3300 4500 3300 Gravity Beam Design RAM Steel vl 1 2 Page 2/2 LegoLand Sea Life DataBase SeaLifeCBCrev 09/19/07 17 08 50 Building Code UBC1 Steel Code ASD9thEd Initial reaction DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Initial load (in) Live load (in) Post Comp load (in) Net Total load (in) at at at at Left Right 1116 1116 1129 1129 12 69 12 69 23 98 23 98 1150ft = 1150ft = 1150ft = 1150ft = -0467 -0318 -0392 -0859 L/D - L/D = L/D = L/D = 591 869 704 321 Gravity Beam Design RAM Steel vl 12 LegoLand Sea Life DataBase SeaLifeCBCrev Building Code UBC1 09/19/07 17 08 50 Steel Code ASD9thEd Floor Type: floor Beam Number = 3 SPAN INFORMATION (ft): I-End (-35.58,76.67) J-End (0.00,76.67) Beam Size (User Selected) = W16X36 Total Beam Length (ft) - 3558 COMPOSITE PROPERTIES (Not Shored): Fy = 500 ksi Concrete thickness (in) Unit weight concrete (pcf) f c (ksi) Decking Orientation Decking type beff(m) Seff(m3) Ieff(m4) Stud length (in) Stud Capacity (kips) q = # of studs Full = 48 9200 8211 1228 75 400 94 Partial =16 Left 300 14500 350 perpendicular ASC2W Y bar(m) Str(m3) Itr (m4) Stud diam (m) Actual = 30 Right 300 14500 350 perpendicular ASC2W 1658 9166 151978 075 Number of Stud Rows = 1 Percent of Full Composite Action = 53 06 LINE LOADS (k/ft): Load 1 2 Dist 0000 35583 0000 35583 DL 0552 0552 0036 0036 CDL 0392 0392 0036 0036 LL 0767 0767 0000 0000 Red% 98% — Type Red NonR CLL 0153 0153 0000 0000 SHEAR: Max V (DL+LL) = 22.76 kips fv = 4.85 ksi Fv = 20.00 ksi MOMENTS: Span Center Cond Moment kip-ft 920 2025 PreCmp+ Max + Mmax/Seff Mconst/Sx+Mpost/Seff Controlling 202 5 fc (ksi) = 0 54 Fc = 1 58 REACTIONS (kips): Initial reaction DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: (Camber = 3/4) Initial load (in) at Live load (in) at ft 178 178 178 Lb ft 00 Cb Tension Flange fb 1 00 19 54 2959 3408 2959 Fb 3300 3300 4500 3300 Left 1034 1046 1230 2276 Right 1034 1046 1230 2276 1779ft = 1779ft = -1 188 -0700 L/D L/D Compr Flange fb Fb 19 54 33 00 359 610 Gravity Beam Design " RAM Steel vl 12 Page 2/2 LegoLand Sea Life DataBase- SeaLifeCBCrev 09/19/07 17 08 50 Building Code UBC1 Steel Code ASD9thEd Post Comp load (in) at 1779ft = -0862 L/D = 495 Net Total load (in) at 1779ft = -1300 L/D = 328 Gravity Beam Design RAM Steel vl 1 2 LegoLand Sea Life DataBase SeaLifeCBCrev Building Code UBC1 09/19/07 17 08 50 Steel Code ASD 9th Ed Floor Type: floor Beam Number = 5 SPAN INFORMATION (ft): I-End (-35.58,92.00) Beam Size (User Selected) - W16X31 Total Beam Length (ft) = 3558 COMPOSITE PROPERTIES (Not Shored): Concrete thickness (in) Unit weight concrete (pcf) f c (ksi) Decking Orientation Decking type beff(m) Seff(m3) Ieff(m4) Stud length (in) Stud Capacity (kips) q = 94 # of studs Full = 45 Partial =15 J-End (0.00,92.00) Fy = 500ksi 5200 6917 99139 400 Left 300 14500 350 perpendicular ASC2W Y bar(m) Str (m3) Itr (in4) Stud diam (in) Right 300 14500 350 perpendicular ASC2W 1559 7617 118785 075 Actual = 30 Number of Stud Rows = 1 Percent of Full Composite Action = 5750 LINE LOADS (k/ft): Load 1 2 3 4 Dist 0000 19583 19584 35583 0000 35583 0000 35583 DL 0029 0029 0036 0036 0276 0276 0031 0031 CDL 0026 0026 0026 0026 0196 0196 0031 0031 LL 0050 0050 0050 0050 0383 0383 0000 0000 Red% 03% 03% 03% — Type Red Red Red NonR CLL 0010 0010 0010 0010 0077 0077 0000 0000 SHEAR: Max V (DL+LL) = 13.75 kips fv = 3.33 ksi Fv = 19.67 ksi MOMENTS: Span Center Cond Moment kip-ft 537 1220 PreCmp+ Max + Mmax/Seff Mconst/Sx+Mpost/Seff Controlling 1220 fc (ksi) = 0 52 Fc = 1 58 REACTIONS (kips): Initial reaction DL reaction Max +LL reaction ft 178 178 178 Lb ft 00 Cb Tension Flange 100 fb 1365 21 16 2439 21 16 Fb 3300 3300 4500 3300 Left 603 600 768 Right 603 607 768 Compr Flange fb Fb 13 65 33 00 Gravity Beam Design RAM Steel vl 12 Page 2/2 LegoLand Sea Life DataBase SeaLifeCBCrev 09/19/07 17 08 50 Building Code UBC1 Steel Code ASD9thEd Left Right Max +total reaction 13 69 13 75 DEFLECTIONS: (Camber = 1/2) Initial load (in) at 1779ft = -0838 L/D = 510 Live load (in) at 1779ft = -0542 L/D - 788 Post Comp load (in) at 1779ft = -0650 L/D = 657 Net Total load (m) at 1779ft = -0988- L/D = 432 Gravity Beam Design RAM Steel vl 12 LegoLand Sea Life DataBase SeaLifeCBCrev Building Code UBC1 09/19/07 17 08 50 Steel Code ASD9thEd Floor Type: floor Beam Number = 12 SPAN INFORMATION (ft): I-End (-26.25,0.00) Beam Size (User Selected) = W16X31 Total Beam Length (ft) = 23 00 J-End (-26.25,23.00) COMPOSITE PROPERTIES (Not Shored): Concrete thickness (in) Unit weight concrete (pcf) f c (ksi) Decking Orientation Decking type beff(m) Seff(m3) Ieff(m4) Stud length (m) Stud Capacity (kips) 4050 6808 96258 400 q = 125 # of studs per stud segment Full Partial Actual Left 300 14500 350 parallel ASC2W Y bar(m) Str (m3) Itr (m4) Stud diam (m) 18,1,18 5,2,5 10,2,10 Fy = 50 0 ksi Right 300 14500 350 parallel ASC2W 1528 7410 113205 075 Number of Stud Rows = 1 Percent of Full Composite Action = 55 69 POINT LOADS (kips): Dist DL CDL 7 667 7 59 5 48 15333 759 548 LINE LOADS (k/ft): RedLL 1006 1006 Red% NonRLL StorLL 50 50 000 000 000 000 Red% 00 00 RoofLL Red% 000 00 000 00 CLL 201 201 Load 1 2 Dist 0000 23000 0000 23000 DL 0036 0036 0031 0031 CDL 0026 0026 0031 0031 LL 0050 0050 0000 0000 Red% 50% — Type Red NonR CLL 0010 0010 0000 0000 SHEAR: Max V (DL+LL) = 18.46 kips fv = 4.47 ksi Fv = 19.67 ksi MOMENTS: Span Center Cond Moment kip-ft 619 1390 PreCmp+ Max + Mmax/Seff Mconst/Sx+Mpost/Seff Controlling 1390 fc (ksi) = 0.65 Fc = 1 58 REACTIONS (kips): ft 115 11 5 11 5 Lb ft 77 Cb 100 Tension Flange fb 1573 2450 2807 2450 Fb 3000 3300 4500 3300 Compr Flange fb Fb 15 73 26 19 Gravity Beam Design T- RAM Steel vl 1 2 Page 2/2 LegoLand Sea Life DataBase SeaLifeCBCrev 09/19/07 17 08 50 Building Code UBC1 Steel Code ASD9thEd Initial reaction DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Initial load (in) Live load (m) Post Comp load (in) Net Total load (m) at at at at Left Right 8 26 8 26 8 36 8 36 1010 1010 1846 1846 1150ft = 1150ft = 1150ft = 11 50ft = -0409 -0266 -0325 -0734 L/D = L/D = L/D = L/D = 675 1037 850 376 Gravity Beam Design RAM Steel vl 1 2 LegoLand Sea Life DataBase SeaLifeCBCrev Building Code UBC1 09/19/07 17 08 50 Steel Code ASD9thEd Floor Type: floor Beam Number = 13 J-End (0.00,0.00)SPAN INFORMATION (ft): I-End (-26.25,0.00) Beam Size (User Selected) = W16X26 Total Beam Length (ft) = 2625 COMPOSITE PROPERTIES (Not Shored): Concrete thickness (in) Unit weight concrete (pcf) f c (ksi) Decking Orientation Decking type beff(m) Seff(m3) Ieff(m4) Stud length (in) Stud Capacity (kips) q = 94 # of studs Full - 36 Partial = 12 Actual = 20 Number of Stud Rows = 1 Percent of Full Composite Action = 48 83 LINE LOADS (k/ft): Fy = 50 0 ksi 4538 5576 77651 400 Left 300 14500 350 perpendicular ASC2W Y bar(m) Str (m3) Itr (in4) Stud diam (in) Right 300 14500 350 perpendicular ASC2W 1552 6324 981 49 075 Load 1 2 3 Dist 0000 26250 0000 26250 0000 26250 DL 0276 0276 0029 0029 0026 0026 CDL 0196 0196 0026 0026 0026 0026 LL 0383 0383 0050 0050 0000 0000 Red% 00% 00% „_ Type Red Red NonR CLL 0077 0077 0010 0010 0000 0000 SHEAR: Max V (DL+LL) = 10.03 kips fv = 2.67 ksi Fv = 17.89 ksi MOMENTS: Span Center Cond Moment kip-ft 288 658 PreCmp+ Max + Mmax/Seff Mconst/Sx+Mpost/Seff Controlling fc (ksi) = 0 33 658 @ ft 13 1 13 1 13 1 Lb ft 00 Cb 1 00 Tension Flange fb 900 1417 1625 1417 Fb 3300 3300 4500 3300 Fc = 1 58 REACTIONS (kips): Initial reaction DL reaction Max +LL reaction Max +total reaction Left 439 435 569 1003 Right 439 435 569 1003 Compr Flange fb Fb 9 00 33 00 Gravity Beam Design RAM Steel vl 12 Page 2/2 LegoLand Sea Life DataBase. SeaLifeCBCrev 09/19/07 17 08 50 Building Code UBC1 Steel Code ASD9thEd DEFLECTIONS: Initial load (in) at 1312ft = -0303 L/D = 1040 Live load (in) at 1312ft - -0206 L/D = 1532 Post Comp load (in) at 13 12 ft = -0245 L/D = 1285 Net Total load (in) at 1312ft = -0548 L/D - 575 Gravity Beam Design RAM Steel vl 12 LegoLand Sea Life DataBase SeaLifeCBCrev Building Code UBC1 09/19/07 17 08 50 Steel Code ASD9thEd Floor Type: floor Beam Number = 16 SPAN INFORMATION (ft): I-End (-26.25,23.00) Beam Size (User Selected) = W18X50 Total Beam Length (ft) = 2300 COMPOSITE PROPERTIES (Not Shored): J-End (-26.25,46.00) Fy = 50 0 ksi Concrete thickness (in) Unit weight concrete (pcf) f c (ksi) Decking Orientation Decking type beff(m) Seff(m3) Ieff(m4) Stud length (in) Stud Capacity (kips) q = # of studs Full = 40 4050 11535 1623 09 400 125 Partial = 18 Left 300 14500 350 parallel ASC2W Ybar(m) Str (m3) Itr (in4) Stud diam (in) Actual = 18 Right 300 14500 350 parallel ASC2W 1571 12761 2004 64 075 Number of Stud Rows = 1 Percent of Full Composite Action = 46 69 POINT LOADS (kips): Dist 7667 11 500 15333 17000 DL 492 1752 367 421 CDL 352 13 13 264 316 RedLL 939 -248 1956 834 -321 503 Red% NonRLL StorLL Red% RoofLL 161 207 161 161 207 161 000 000 000 000 000 000 000 000 000 000 000 000 00 00 00 00 00 00 000 000 000 000 000 000 Red% 00 00 00 00 00 00 CLL 1 38 1.38 391 103 103 101 LINE LOADS (k/ft): Load 1 2 3 Dist 0000 11500 17000 23000 0000 23000 DL 0036 0036 0036 0036 0050 0050 CDL 0026 0026 0026 0026 0050 0050 LL 0050 0050 0050 0050 0000 0000 Red% 16 1% 16 1% — Type Red Red NonR CLL 0010 0010 0010 0010 0000 0000 SHEAR: Max V (DL+LL) = 35.77 kips fv = 5.60 ksi Fv = 20.00 ksi MOMENTS: Span Cond Center PreCmp+ Max + Mmax/Seff Mconst/Sx+Mpost/Seff Moment kip-ft 148 1 3169 @ ft 11 5 115 Lb ft 38 — Cb 1 13 — Tension Flange ft Fb 19 99 33 00 Compr Flange fb Fb 19 99 33 00 3297 3646 3300 4500 Controlling 3169 115 32 97 33 00 RAM Steel vll 2 LegoLand Sea Life DataBase SeaLifeCBCrev Building Code UBC1 fc (ksi) = 1 05 Fc = 1 58 REACTIONS (kips): Initial reaction DL reaction Max +LL reaction Max -LL reaction Max +total reaction DEFLECTIONS: Initial load (in) Live load (in) Post Comp load (in) Net Total load (in) Gravity Beam Design ?P-4/r Page 2/2 09/19/07 17 08 50 Left 1501 1528 1728 -216 3256 at 1162ft at 1 1 62 ft at 1162ft at 1162ft Steel Code ASD9thEd Right 1654 1683 1895 -235 3577 -0408 L/D = 677 -0302 L/D = 913 -0370 L/D - 745 -0778 L/D = 355 Gravity Beam Design RAM Steel vl 12 LegoLand Sea Life DataBase- SeaLifeCBCrev Building Code UBC1 TF-fc 09/19/07 17 08 50 Steel Code ASD 9th Ed Floor Type: floor Beam Number = 20 SPAN INFORMATION (ft): I-End (-26.25,46.00) Beam Size (User Selected) = W16X26 Total Beam Length (ft) = 2300 J-End (-26.25,69.00) Fy = 50 0 ksi COMPOSITE PROPERTIES (Not Shored): Concrete thickness (m) Unit weight concrete (pcf) f c (ksi) Decking Orientation Decking type beff (in) = 40 50 Seff (m3) = 56 61 leff (in4) = 808 65 Stud length (in) = 4 00 Stud Capacity (kips) q = 12 5 # of studs per stud segment Full Partial Actual Left 300 14500 350 parallel ASC2W Y bar(m) Str (m3) Itr (m4) Stud diam (in) 16,1,16 4,2,4 8,2,8 Right 300 14500 350 parallel ASC2W 1550 6220 96419 075 Number of Stud Rows = 1 Percent of Full Composite Action = 52 89 POINT LOADS (kips): Dist DL CDL 7 667 7 53 5 43 15333 753 543 LINE LOADS (k/ft): RedLL 1006 1006 Red% NonRLL StorLL 50 50 000 000 000 000 Red% 00 00 RoofLL Red% 000 00 000 00 CLL 201 201 Load 1 2 Dist 0000 23000 0000 23000 DL 0036 0036 0026 0026 CDL 0026 0026 0026 0026 LL 0050 0050 0000 0000 Red% 50% — Type Red NonR CLL 0010 0010 0000 0000 SHEAR: Max V (DL+LL) = 18.35 kips fv = 4.89 ksi Fv = 17.89 ksi MOMENTS: Span Cond Moment (£} Lb Cb Center Moment kip-ft 61 1 1383 PreCmp+ Max + Mmax/Seff Mconst/Sx+Mpost/Seff Controlling 138 3 fc(ksi) = 071 Fc = 158 REACTIONS (kips): @ ft 11 5 11 5 11 5 Lb ft 77 Tension Flange 100 fb 1911 2931 3384 2931 Fb 3000 3300 4500 3300 Compr Flange fb Fb 1911 2587 Gravity Beam Design RAM Steel vl 12 Page 2/2 LegoLand Sea Life DataBase SeaLifeCBCrev 09/19/07 17 08 50 Building Code UBC1 Steel Code ASD9thEd Initial reaction DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Initial load (m) Live load (m) Post Comp load (m) Net Total load (m) at at at at Left Right 815 815 8 25 8 25 1010 1010 1835 1835 1150ft - 1150ft = 1150ft = 1150ft = -0502 -0317 -0387 -0888 L/D = L/D = L/D = L/D = 550 871 714 311 Gravity Beam Design RAM Steel vl 1 2 LegoLand Sea Life DataBase: SeaLifeCBCrev Building Code. UBC1 09/19/07 17 08 50 Steel Code ASD9thEd Floor Type: floor Beam Number = 22 SPAN INFORMATION (ft): I-End (-26.25,53.67) Beam Size (User Selected) = W14X22 Total Beam Length (ft) = 2625 COMPOSITE PROPERTIES (Not Shored): Concrete thickness (in) Unit weight concrete (pcf) f c (ksi) Decking Orientation Decking type beff(m) Seff(m3) Ieff(m4) Stud length (in) Stud Capacity (kips) q = 9 4 # of studs Max = 26 Partial J-End (0.00,53.67) Fy = SOOksi 7875 4603 64319 400 Left 300 14500 350 perpendicular ASC2W Y bar(m) Str (in3) Itr (m4) Stud diam (in) Right 300 14500 350 perpendicular ASC2W 1524 5140 783 35 075 = 10 Actual = 20 Number of Stud Rows = 1 Percent of Full Composite Action = 57 78 LINE LOADS (k/ft): Load 1 2 Dist 0000 26250 0000 26250 DL 0552 0552 0022 0022 CDL 0392 0392 0022 0022 LL 0767 0767 0000 0000 Red% 41% — Type Red NonR CLL 0153 0153 0000 0000 SHEAR: Max V (DL+LL) = 17.18 kips fv = 5.73 ksi Fv = 18.96 ksi MOMENTS: Span Center Cond PreCmp+ Max + Mmax/Seff Mconst/Sx+ Controlling fc (ksi) = 0 48 Fc = 1 58 REACTIONS (kips): Initial reaction DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: (Camber = 1/2) Initial load (in) at Live load (in) at Moment kip-ft 489 1128 post/Seff 1128 @ ft 13 1 13 1 13 1 Lb ft 00 — ___ Cb 100 .__ — Tension Flange fb Fb 20 22 33 00 29 40 33 00 34 86 45 00 29 40 33 00 Left 744 753 965 17 18 13 12 ft 13 12ft Right 744 753 965 1718 — = -0766 -0421 L/D L/D Compr Flange fb Fb 20 22 33 00 411 748 Gravity Beam Design RAM Steel vl 12 Page 2/2 LegoLand Sea Life DataBase SeaLifeCBCrev 09/19/07 17 08 50 Building Code UBC1 Steel Code ASD 9th Ed Post Comp load (in) at 13 12 ft = -0513 L/D = 614 Net Total load (in) at 1312ft = -0779 L/D = 404 Gravity Beam Design RAM Steel vl 12 LegoLand Sea Life DataBase SeaLifeCBCrev Building Code UBC1 09/19/07 17 08 50 Steel Code ASD9thEd Floor Type: floor Beam Number = 27 SPAN INFORMATION (ft): I-End (0.00,0.00) J-End (0.00,23.00) Beam Size (User Selected) = W18X40 Fy = 50.0 ksi Total Beam Length (ft) = 2300 COMPOSITE PROPERTIES (Not Shored): Concrete thickness (in) Unit weight concrete (pcf) f c (ksi) Decking Orientation Decking type beff(m) Seff(m3) Ieff(m4) Stud length (in) Stud Capacity (kips) q = 12 5 # of studs per stud segment Full = 24,1,24 Partial = 6,2,6 Actual - 12,2,12 Number of Stud Rows = 1 Percent of Full Composite Action = 51 03 POINT LOADS (kips): 6900 9675 1552 63 400 Left 300 14500 350 parallel ASC2W Y bar(m) Str(m3) Itr (m4) Stud diam (in) Right 300 14500 350 parallel ASC2W 1763 10659 187937 075 Dist 7667 7667 15333 15333 DL 618 759 618 759 CDL 548 548 548 548 RedLL 1006 1006 1006 1006 Red% NonRLL StorLL 202 202 202 202 000 000 000 000 000 000 000 000 Red% RoofLL 00 00 00 00 000 000 000 000 Red% 00 00 00 00 CLL 201 201 201 201 LINE LOADS (k/ft): Load Dist 1 0000 23000 DL 0040 0040 CDL 0040 0040 LL 0000 0000 Red%Type NonR CLL 0000 0000 SHEAR: Max V (DL+LL) = 30.29 kips fv = 5.37 ksi Fv = 20.00 ksi MOMENTS: Span Center Cond Moment kip-ft 1176 231 3 PreCmp+ Max + Mmax/Seff Mconst/Sx+Mpost/Seff Controlling 231 3 fc (ksi) = 0 57 Fc = 1 58 REACTIONS (kips): @ ft 11 5 115 115 Lb ft 77 Cb 100 Tension Flange fb 2063 2869 33 15 2869 Fb 3000 3300 4500 3300 Compr Flange fb Fb 20 63 27 36 Gravity Beam Design RAM Steel vl 12 Page 2/2 LegoLand Sea Life DataBase SeaLifeCBCrev 09/19/07 17 08 50 Building Code UBC1 Steel Code ASD9thEd Initial reaction DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Initial load (m) Live load (m) Post Comp load (m) Net Total load (m) at at at at Left Right 1546 1546 1423 1423 1606 1606 30 29 30 29 1150ft = 1150ft = 1150ft = 1150ft = -0475 -0266 -0313 -0788 L/D = L/D = L/D = L/D = 580 1037 883 350 Gravity Beam Design RAM Steel vll 1 LegoLand Sea Life DataBase SeaLifeCBCrev Building Code UBC1 09/19/07 17 08 50 Steel Code ASD9thEd Floor Type: floor Beam Number = 41 SPAN INFORMATION (ft): I-End (0.00,53.67) Beam Size (User Selected) = W14X22 Total Beam Length (ft) = 2625 COMPOSITE PROPERTIES (Not Shored): Concrete thickness (in) Unit weight concrete (pcf) f c (ksi) Decking Orientation Decking type beff (in) = 78 75 Seff (m3) - 43 25 leff (m4) = 570 64 Stud length (in) = 4 00 J-End (26.25,53.67) Fy = SOOksi Left 300 14500 350 perpendicular ASC2W Ybar(m) Str (m3) Itr (m4) Stud diam (in) Right 300 14500 350 perpendicular ASC2W 1524 5140 78335 075 Stud Capacity (kips) q = 94 # of studs Max = 26 Partial-11 Actual = 16 Number of Stud Rows = 1 Percent of Full Composite Action = 40 45 POINT LOADS (kips): Dist DL CDL RedLL Red1 5000 033 030 048 3 5000 033 030 048 3 LINE LOADS (lc/ft): Load 1 2 3 Dist 0000 26250 5000 26250 0000 26250 DL 0222 0222 0222 0222 0022 0022 CDL 0196 0196 0196 0196 0022 0022 LL 0383 0383 0383 0383 0000 0000 NonRLL 000 000 LL 0383 0383 0383 0383 0000 0000 StorLL 000 000 Red% 33% 33% .__ R.ed% RoofLL Red% 00 0 00 00 00 0 00 00 Type CLL Red 0 077 0077 Red 0 077 0077 NonR 0 000 0000 CLL 010 010 SHEAR: Max V (DL+LL) = 15.87 kips fv = 5.30 ksi Fv = 18.96 ksi MOMENTS: Span Center Cond Moment kip-ft 491 1043 PreCmp+ Max + Mmax/Seff Mconst/Sx+Mpost/Seff Controlling 104 3 fc (ksi) = 0 43 Fc = 1 58 REACTIONS (kips): @ ft 131 131 13 1 Lb ft 00 Cb 1 00 Tension Flange fb 2032 2894 3383 2894 Fb 3300 3300 4500 3300 Compr Flange fb Fb 20 32 33 00 Gravity Beam Design RAM Steel vll 2 Page 2/2 LegoLand Sea Life DataBase SeaLifeCBCrev 09/19/07 17 08 50 Building Code UBC1 Steel Code ASD 9th Ed Initial reaction DL reaction Max +LL reaction Max +total reaction Left 6.85 565 880 1445 Right 746 615 973 1587 DEFLECTIONS: (Camber = 1/2) Initial load (in) at 1312ft = -0772 L/D = 408 Live load (in) at 1312ft = -0478 L/D - 659 Post Comp load (in) at 1312ft = -0.512 L/D = 615 Net Total load (in) at 13 12 ft = -0784 L/D = 402 Gravity Beam Design PP-B RAM Steel vl 12 LegoLand Sea Life DataBase SeaLifeCBCrev Building Code UBC1 09/19/07 17 08 50 Steel Code ASD9thEd Floor Type: floor Beam Number = 45 SPAN INFORMATION (ft): I-End (0.00,69.00) Beam Size (User Selected) = W21X44 Total Beam Length (ft) - 2300 J-End (0.00,92.00) COMPOSITE PROPERTIES (Not Shored): Concrete thickness (m) Unit weight concrete (pcf) f c (ksi) Decking Orientation Decking type beff(m) Seff(m3) Ieff(m4) Stud length (in) Stud Capacity (kips) q = # of studs per stud segment 6600 11376 2015 40 400 125 Full Partial Actual Left 300 14500 350 parallel ASC2W Ybar(m) Str (m3) Itr (in4) Stud diam (in) 26,1,4,23 7,2,1,6 12,2,1,12 Fy = 50 0 ksi Right 300 14500 350 parallel ASC2W 1968 12708 2501 02 075 Number of Stud Rows = 1 Percent of Full Composite Action = 47 13 POINT LOADS (kips): Dist DL 7 667 5 62 7667 1046 14000 515 15333 1046 LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type 1 0000 0044 0044 0000 — NonR 23000 CDL 498 761 458 761 RedLL 919 1364 828 1364 Red% NonRLL StorLL 238 238 238 238 000 000 000 000 000 000 000 000 Red% 00 00 00 00 DL 0044 0044 CDL 0044 0044 LL 0000 0000 RoofLL Red% 000 00 000 00 000 00 000 00 CLL 0000 0000 CLL 184 273 166 273 SHEAR: Max V (DL+LL) = 34.26 kips fv = 4.94 ksi Fv = 18.99 ksi MOMENTS: Span Center Cond Moment kip-ft 1367 2633 PreCmp+ Max + Mmax/Seff Mconst/Sx+Mpost/Seff Controlling 263 3 fc (ksi) = 0 55 Fc = 1 58 REACTIONS (kips): @ ft 140 140 140 Lb ft 63 Cb 1 00 Tension Flange fb 2010 2778 3198 2778 Fb 3000 3300 4500 3300 Compr Flange fb Fb 2010 2954 Gravity Beam Design RAM Steel vl 12 Page 2/2 LegoLand Sea Life DataBase SeaLifeCBCrev 09/19/07 17 08 50 Building Code UBC1 Steel Code ASD9thEd Initial reaction DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Initial load (in) Live load (in) Post Comp load (in) Net Total load (in) at at at at Left Right 1784 1692 1673 1598 1753 1657 34 26 32 55 1150ft = 1150ft = 1150it = 1150ft = -0396 -0222 -0266 -0663 L/D = L/D = L/D - L/D = 696 1246 1037 .. 417 Gravity Beam Design RAM Steel vl 1 2 LegoLand Sea Life DataBase SeaLifeCBCrev Building Code UBC1 09/19/07 17 08 50 Steel Code ASD9thEd Floor Type: floor Beam Number = 48 SPAN INFORMATION (ft): I-End (0.00,83.00) J-End (26.25,83.00) Beam Size (User Selected) = W 14X22 Total Beam Length (ft) = 2625 COMPOSITE PROPERTIES (Not Shored): Fy = SOOksi Concrete thickness (in) Unit weight concrete (pcf) Decking Onentation Decking type beff(m) Seff(m3) Ieff(m4) Stud length (in) Stud Capacity (kips) q s.. 4400 4206 51815 400 Left 300 14500 36©- perpendicular ASC2W Y bar(m) Str (m3) Itr(m4) Stud diam (in) Right 300 14500 «'350 perpendicular ASC2W 1415 4954 70083 075 = 94 # of studs Max = 26 Partial-12 Actual =16 Number of Stud Rows = 1 Percent of Full Composite Action = 38 38 POINT LOADS (kips): Dist DL CDL RedLL Red1 5250 018 016 022 1 13250 018 016 022 1 LINE LOADS (k/ft): Load 1 Dist 0000 5250 5250 13250 13250 26250 0000 26250 0000 26250 DL 0261 0261 0029 0029 0261 0261 0184 0 184 0022 0022 CDL 0230 0230 0026 0026 0230 0230 0162 0162 0022 0022 SHEAR: Max V (DL+LL) = 14.52 kips fv = 4.84 ksi MOMENTS: Span Center Cond Moment kip-ft 406 864 PreCmp+ Max + Mmax/Seff Mconst/Sx+Mpost/Seff Controlling 864 ft 143 143 143 NonRLL 000 000 LL 0450 0450 0050 0050 0450 0450 0317 0317 0000 0000 = 4.84 ksi Lb ft 00 — StorLL 000 000 Red% 19% 19% 19% 1 9% — Red% RoofLL F 00 00 Type Red Red Red Red NonR 000 000 CLL 0090 0090 0010 0010 0090 0090 0063 0063 0000 0000 Fv = 18.96 ksi Cb 100 — Tension Flange fb 1680 2466 2850 2466 Fb 3300 3300 4500 3300 Compr Flange fb Fb 16 80 33 00 Gravity Beam Design PF—21f RAM Steel vl 12 Page 2/2 LegoLand Sea Life DataBase SeaLifeCBCrev 09/19/07 17 08 50 Building Code UBC1 Steel Code ASD9thEd fc (ksi) = 0 52 Fc = 1 58 REACTIONS (kips): Left Right Initial reaction 6 24 6 79 DL reaction 515 560 Max +LL reaction 812 8 92 Max+total reaction 1328 1452 DEFLECTIONS: (Camber =1/2) Initial load<m) ~ at 13 39JI = -0 638 , L/D = ,494 Live load (in) at 13 39~ft = -0434 " L/D = 725 Post Comp load (in) at 1339ft = -0465 L/D = 678 Net Total load (in) at 1339ft = -0603 L/D = 523 Gravity Beam Design RAM Steel vll 2 LcgoLand Sea Life DataBase SeaLifeCBCrcv Building Code UBCl 09/19/07 17 08-50 Steel Code ASD9thEd Floor Type: floor Beam Number = 61 SPAN INFORMATION (ft): I-End (26.25,0.00) Beam Size (User Selected) = W18X50 Total Beam Length (ft) = 2300 COMPOSITE PROPERTIES (Not Shored): J-End (26.25,23.00) Concrete thickness (in) Unit weight concrete (pcf) f c (ksi) Decking Orientation Decking type beff(m) - 6900 Seff(m3) = 12037 Ieff(m4) = 186035 Stud length (in) = 4 00 Stud Capacity (kips) q = 12 5 # of studs per stud segment Full Partial Actual Left 300 14500 350 parallel ASC2W Ybar(m) Str (m3) Itr (m4) Stud diam (in) 30,1,30 14,2,14 14,2,14 Fy = 50 0 ksi Right 300 14500 350 parallel ASC2W 1718 13296 228449 075 Number of Stud Rows = 1 Percent of Full Composite Action = 47 78 POINT LOADS (kips): Dist 7667 7667 15333 15333 DL 624 618 624 618 CDL 555 548 555 548 RedLL 000 1006 000 1006 Red% NonRLL StorLL 00 41 00 41 2012 000 2012 000 000 000 000 000 Red% RoofLL 00 00 00 00 000 000 000 000 Red% 00 00 00 00 CLL 201 201 201 2.01 LINE LOADS (k/ft): Load Dist 1 0000 23000 DL 0050 0050 CDL 0050 0050 LL 0000 0000 Red%Type NonR CLL 0000 0000 SHEAR: Max V (DL+LL) = 42.77 kips fv = 6.69 ksi Fv = 20.00 ksi MOMENTS: Span Center Cond Moment kip-ft 1188 3268 PreCmp+ Max + Mmax/Seff Mconst/Sx+Mpost/Seff Controlling 326 8 fc (ksi) = 0.86 Fc = 1 58 REACTIONS (kips): @ ft 11 5 11 5 115 Lb ft 77 Cb 100 Tension Flange fb 1603 3258 3568 3258 Fb 3000 3300 4500 3300 Compr Flange fb Fb 1603 3000 Gravity Beam Design RAM Steel vl 12 LegoLand Sea Life DataBase SeaLifeCBCrev Building Code UBC1 Initial reaction DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Initial load (m) Live load (in) Post Comp load (m) Net Total load (in) PP-Sc? Page 2/2 09/19/07 17 08 50 Left 1563 1300 2977 4277 at 1150ft at 1150ft at 1150ft at 1150ft Right 1563 1300 2977 4277 -0369 -0412 -0431 -0 800 Steel Code ASD9th L/D = 749 L/D = 670 L/D = 640 L/D = 345 Ed Gravity Beam Design RAM Steel vl 12 LegoLand Sea Life DataBase SeaLifeCBCrev Building Code UBC1 09/19/07 17 08 50 Steel Code ASD9thEd J-End (52.50,15.33) Floor Type: floor Beam Number = 64 SPAN INFORMATION (ft): I-End (26.25,15.33) Beam Size (User Selected) = W16X31 Total Beam Length (ft) - 2625 COMPOSITE PROPERTIES (Not Shored): Concrete thickness (in) Unit weight concrete (pcf) f c (ksi) Decking Orientation Decking type beff(m) Seff(m3) Ieff(m4) Stud length (in) Stud Capacity (kips) q = 94 # of studs Full = 40 Partial =14 Actual = 20 Number of Stud Rows = 1 Percent of Full Composite Action = 41 07 LINE LOADS (k/ft): Red% Fy = 50 0 ksi 7875 6711 96566 400 Left 300 14500 350 perpendicular ASC2W Ybar(m) Str (m3) Itr (m4) Stud diam (m) Right 300 14500 3.50 perpendicular ASC2W 1657 7827 1296 63 075 Load 1 2 Dist 0000 26250 0000 26250 DL 0445 0445 0.031 0031 CDL 0392 0392 0031 0031 LL 1533 1533 0000 0000 Type NonR NonR CLL 0153 0153 0000 0000 SHEAR: Max V (DL+LL) = 26.37 kips fv = 6.38 ksi Fv = 19.67 ksi MOMENTS: Span Center Cond Moment kip-ft 496 1730 PreCmp+ Max + Mmax/Seff Mconst/Sx+Mpost/Seff Controlling 173 0 fc (ksi) = 0 64 Fc = 1 58 REACTIONS (kips): Initial reaction DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Initial load (in) Live load (in) ft 13 1 13 1 131 Lb ft 00 Cb 100 Tension Flange fb 1262 3094 3369 3094 Fb 3300 3300 4500 3300 at at Left 756 624 2012 2637 13 12ft 1312ft Right 756 624 2012 2637 = = -0415 -0585 L/D L/D Compr Flange fb Fb 12 62 33 00 758 539 Gravity Beam Design RAM Steel vl 1 2 Page 2/2 LegoLand Sea Life DataBase SeaLifeCBCrev 09/19/07 17 08 50 Building Code UBC1 Steel Code ASD 9th Ed Post Comp load (in) at 13 12ft = -0605 L/D = 521 Net Total load (in) at 13 12 ft = -1020 L/D = 309 Gravity Beam Design RAM Steel vl 1 2 LegoLand Sea Life DataBase SeaLifeCBCrev Building Code. UBC1 FF-3J 09/19/07 17 08 50 Steel Code ASD9thEd Floor Type: floor Beam Number = 65 SPAN INFORMATION (ft): I-End (26.25,23.00) Beam Size (User Selected) = W18X35 Total Beam Length (ft) - 2300 COMPOSITE PROPERTIES (Not Shored): J-End (26.25,46.00) Concrete thickness (in) Unit weight concrete (pcf) f c (ksi) Decking Orientation Decking type beff (in) - 69 00 Seff(m3) - 8064 leff (m4) = 1258 18 Stud length (in) = 4 00 Stud Capacity (kips) q = 12 5 # of studs per stud segment Full Partial Actual Left 300 14500 350 parallel ASC2W Y bar(m) Str (m3) Itr(m4) Stud diam (in) 21,1,21 6,2,6 8,2,8 Fy = 50 0 ksi Right 300 14500 3.50 parallel ASC2W 1776 9245 1641 92 075 Number of Stud Rows = 1 Percent of Full Composite Action = 38 97 POINT LOADS (kips): Dist 7667 7667 15333 15333 DL 434 615 434 615 CDL 384 545 384 545 RedLL 725 1006 725 1006 Red% NonRLL StorLL 157 157 157 157 000 000 000 000 000 000 000 000 Red% 00 00 00 00 LINE LOADS (k/ft): Load Dist DL CDL LL 1 0000 0035 0035 0000 23000 0035 0035 0000 Red%Type NonR RoofLL Red% 000 00 000 00 000 00 000 00 CLL 0000 0000 CLL 145 201 145 201 SHEAR: Max V (DL+LL) = 25.48 kips fv = 5.04 ksi Fv = 19.13 ksi MOMENTS: Span Center Cond Moment kip-ft 100 1 1946 PreCmp+ Max + Mmax/Seff Mconst/Sx+Mpost/Seff Controlling 1946 fc(ksi) = 051 Fc = 158 REACTIONS (kips): @ ft 11 5 115 11 5 Lb ft 77 Cb 100 Tension Flange fb 2085 2896 3334 2896 Fb 3000 3300 4500 3300 Compr Flange fb Fb 2085 2712 Gravity Beam Design »"' >» RAM Steel vl 12 Page 2/2 LegoLand Sea Life DataBase SeaLifeCBCrev 09/19/07 17 08 50 Building Code UBC1 Steel Code ASD9thEd Initial reaction DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Initial load (in) Live load (in) Post Comp load (in) Net Total load (in) at at at at Left Right 1316 1316 1089 1089 1459 1459 25 48 25 48 1150ft = 1150ft = 1150ft = 11 50ft = -0484 -0298 -0323 -0807 L/D = L/D = L/D = L/D = 571 925 855 342 Gravity Beam Design RAM Steel vl 12 LegoLand Sea Life DataBase SeaLifeCBCrev Building Code UBC1 09/19/07 17 08 50 Steel Code ASD9thEd Floor Type: floor Beam Number = 66 SPAN INFORMATION (ft): I-End (26.25,23.00) Beam Size (User Selected) - W16X40 Total Beam Length (ft) = 2625 J-End (52.50,23.00) Fy = SOOksi COMPOSITE PROPERTIES (Not Shored): Concrete thickness (in) Unit weight concrete (pcf) f c (ksi) Decking Orientation Decking type beff (in) - 78 75 Seff (m3) = 89 94 Ieff(m4) = 127992 Stud length (in) = 4 00 Stud Capacity (kips) q[l] = 94 q[2] = # of studs per stud segment Max = Partial Actual = Left 300 14500 350 perpendicular ASC2W Ybar(in) Str (m3) Itr (m4) Stud diam (in) = 125 31,14 21,10 21,10 Right 300 14500 350 perpendicular ASC2W 1607 10168 1634 01 075 Number of Stud Rows = 2 Percent of Full Composite Action = 3939 POINT LOADS (kips): Dist DL CDL 18917 777 573 LINE LOADS (k/ft): Load 1 2 3 4 Dist 0000 18916 18917 26250 0000 26250 0000 26250 DL 0222 0222 0414 0414 0.222 0222 0040 0040 CDL 0196 0196 0196 0196 0196 0196 0040 0040 LL 0383 0383 0805 0805 0767 0767 0000 0000 RedLL Red% NonRLL StorLL Red% RoofLL Red% 756 00 557 000 00 000 00 Red% Type CLL 0 0% Red 0 077 0077 0000 0000 0077 0077 0000 0000 CLL 151 Type Red NonR NonR NonR SHEAR: Max V (DL+LL) = 40.39 kips fv = 8.28 ksi Fv = 20.00 ksi MOMENTS: Span Center Cond PreCmp+ Max + Mmax/Seff Mconst/Sx+Mpost/Seff Controlling 238 5 fc (ksi) = 0 75 Fc = 1 58 Moment kip-ft 792 2385 @ ft 164 17 1 Lb ft 00 — Cb 100 Tension Flange 171 fb 1469 31 82 3500 3182 Fb 3300 3300 4500 3300 Compr Flange fb Fb 14 69 33 00 Gravity Beam Design RAM Steel vl 1 2 Page 2/2 LegoLand Sea Life DataBase SeaLifeCBCrev 09/19/07 17 08 50 Building Code UBC1 Steel Code ASD9thEd REACTIONS (kips): Initial reaction DL reaction Max +LL reaction Max +total reaction Left 963 873 1920 2792 Right 1242 1317 2722 4039 DEFLECTIONS: Initial load (in) at 13 65 ft = -0495 L/D = 637 Live load (in) at 13 65 ft = -0527 L/D = 598 Post Comp load (in) at 13 65 ft = -0579 L/D - 544 Net Total load (in) at 1365ft = -1073 L/D = 293 Gravity Beam Design J3P-37- RAM Steel vl 12 LegoLand Sea Life DataBase SeaLifeCBCrev Building Code UBC1 09/19/07 17 08 50 Steel Code ASD9thEd Floor Type: floor SPAN INFORMATION (ft): Beam Size (Optimum) Total Beam Length (ft) Beam Number = 69 I-End (26.25,46.00) - W18X35 = 2300 J-End (26.25,69.00) COMPOSITE PROPERTIES (Not Shored): Concrete thickness (m) Unit weight concrete (pcf) f c (ksi) Decking Orientation Decking type beff (in) = 69 00 Seff (m3) = 80 64 leff (m4) = 1258 18 Stud length (in) = 4 00 Stud Capacity (kips) q = 12 5 # of studs per stud segment Full Partial Actual Left 300 14500 350 parallel ASC2W Y bar(m) Str (m3) Itr (in4) Stud diam (m) 21,1,21 8,2,8 8,2,8 Fy = SOOksi Right 300 14500 350 parallel ASC2W 1776 9245 1641 92 075 Number of Stud Rows = 1 Percent of Full Composite Action = 38 96 POINT LOADS (kips): Dist 7667 7667 15333 15333 DL 589 615 589 615 CDL 522 545 522 545 RedLL 968 1006 968 1006 Red% NonRLL StorLL 196 196 196 196 000 000 000 000 000 000 000 000 Red% RoofLL 00 00 00 00 000 000 000 000 Red% 00 00 00 00 CLL 194 201 1 94 201 LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type 1 0000 0035 0035 0000 — NonR 23000 0035 0035 0000 SHEAR: Max V (DL+LL) = 28.32 kips fv = 5.60 ksi Fv = 19.13 ksi MOMENTS: Span Cond Moment (a), Lb Cb Center Moment kip-ft 1144 2163 PreCmp+ Max + Mmax/Seff Mconst/Sx+Mpost/Seff Controlling 2163 fc (ksi) = 0 56 Fc = 1 58 REACTIONS (kips): @ ft 115 11 5 115 Lb ft 77 CLL 0000 0000 Tension Flange 100 fb 2384 3219 3720 3219 Fb 3000 3300 4500 3300 Compr Flange fb Fb 23 84 27 12 Gravity Beam Design RAM Steel vl 12 LegoLand Sea Life DataBase SeaLifeCBCrev Building Code UBC1 Initial reaction DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Initial load (in) Live load (in) Post Comp load (in) Net Total load (m) FF-3S Page 2/2 09/19/07 17 08 50 Left 1503 1244 1587 2832 at 1150ft at 1150ft at 1150ft at 1 1 50 ft Right 1503 1244 1587 2832 -0 554 -0 325 -0.353 -0 906 Steel Code ASD9th L/D = 499 L/D = 850 L/D = 783 L/D = 305 Ed Gravity Beam Design RAM Steel vl 12 LegoLand Sea Life DataBase SeaLifeCBCrev Building Code UBC1 09/19/07 17 08 50 Steel Code ASD9thEd Floor Type: floor Beam Number = 70 SPAN INFORMATION (ft): I-End (26.25,46.00) J-End (52.50,46.00) Beam Size (User Selected) = W18X3 5 Total Beam Length (ft) = 2625 COMPOSITE PROPERTIES (Not Shored): Fy = SOOksi Concrete thickness (in) Unit weight concrete (pcf) f c (ksi) Decking Orientation Decking type beff(m) Seff(m3) Ieff(m4) Stud length (in) Stud Capacity (kips) q[ 1 ] 7875 7799 116540 400 = 9 4 q[2] Left 300 14500 350 perpendicular ASC2W Y bar(m) Str (m3) Itr (in4) Stud diam (in) = 125 Right 300 14500 350 perpendicular ASC2W 1786 9389 167677 075 # of studs. Max = 52 Partial = 27 Actual = 28 Number of Stud Rows = 2 Percent of Full Composite Action = 28 65 POINT LOADS (kips): Dist DL CDL RedLL Red' 18917 780 584 788 17 25250 653 582 1025 17 LINE LOADS (k/ft): Load 1 Dist 0000 25250 0000 18916 18917 26250 0000 26250 DL 0222 0222 0222 0222 0222 0000 0035 0035 CDL 0196 0196 0196 0196 0196 0000 0035 0035 LL 0383 0383 0383 0383 0383 0000 0000 0000 NonRLL 525 000 LL 0383 0383 0383 0383 0383 0000 0000 0000 StorLL 000 000 Red% 17 2% 17 2% 172% — Type Red Red Red NonR RoofLL Red% 000 00 000 00 CLL 0077 0077 0077 0077 0077 0000 0000 0000 CLL 158 205 SHEAR: Max V (DL+LL) = 40.86 kips fv = 8.08 ksi Fv = 19.13ksi MOMENTS: Span Center Cond PreCmp+ Max + Mmax/Seff Mconst/Sx+Mpost/Seff Controlling 188 1 fc(ksi) = 051 Fc = 1 58 Moment kip-ft 842 1881 @ ft 170 184 Lb ft 00 — Cb Tension Flange 1 00 184 fb 1755 2894 3242 2894 Fb 3300 3300 4500 3300 Compr Flange fb Fb 1755 3300 Gravity Beam Design RAM Steel vl 12 Page 2/2 LegoLand Sea Life DataBase SeaLifeCBCrev 09/19/07 17 08 Building Code UBC1 Steel Code ASD9thEd REACTIONS (kips): Initial reaction DL reaction Max +LL reaction Max +total reaction Left 989 864 1183 2048 Right 1935 1724 2362 4086 DEFLECTIONS: Initial load (in) at 13 78 ft = -0523 L/D = 603 Live load (in) at 1378ft = -0385 L/D = 819 Post Comp load (in) at 13 78 ft = -0431 L/D = 731 Net Total load (in) at 1378ft = -0954 L/D = 330 Gravity Beam Design RAM Steel vl 12 LegoLand Sea Life DataBase SeaLifeCBCrev Building Code UBC1 09/19/07 17 08 50 Steel Code ASD9thEd J-End (51.50,53.67) Floor Type: floor Beam Number = 71 SPAN INFORMATION (ft): I-End (26.25,53.67) Beam Size (User Selected) = W14X22 Total Beam Length (ft) = 2525 COMPOSITE PROPERTIES (Not Shored): Concrete thickness (in) Unit weight concrete (pcf) f c (ksi) Decking Orientation Decking type beff(m) Seff(m3) Ieff(m4) Stud length (in) Stud Capacity (kips) q = 94 # of studs Max = 25 Partial =10 Actual = 14 Number of Stud Rows = 1 Percent of Full Composite Action = 40 44 LINE LOADS (k/ft): Fy = 50 0 ksi 7575 4317 56746 400 Left 300 14500 350 perpendicular ASC2W Ybar(m) Str (m3) Itr (in4) Stud diam (in) Right 300 14500 350 perpendicular ASC2W 1518 5129 778.36 075 Load 1 2 Dist 0000 25250 0000 25250 DL 0445 0445 0022 0022 CDL 0392 0392 0022 0022 LL 0767 0767 0000 0000 Red% 35% — Type Red NonR CLL 0153 0153 0000 0000 SHEAR: Max V(DL+LL) = 15.23 kips fv = 5.08 ksi Fv = 18.96 ksi MOMENTS: Span Center Cond Moment kip-ft 452 962 PreCmp+ Max + Mmax/Seff Mconst/Sx+Mpost/Seff Controlling fc (ksi) = 0 40 962 ft 126 126 126 Lb ft 00 Cb 100 Tension Flange fb 1870 2673 3121 2673 Fb 3300 3300 4500 3300 Fc = 1.58 REACTIONS (kips): Initial reaction DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: (Camber = 1/2) Initial load (in) at Live load (m) at Left 716 589 934 1523 Right 716 589 934 1523 1263ft = 1263ft = -0656 -0411 L/D = L/D = Compr Flange fb Fb 18 70 33 00 462 737 Gravity Beam Design RAM Steel vll 2 Page 2/2 LegoLand Sea Life DataBase SeaLifeCBCrev 09/19/07 17 08 50 Building Code UBC1 Steel Code ASD9thEd Post Comp load (in) al1263ft = -0441 L/D = 688 Net Total load (in) at 1263ft - -0597 L/D = 508 Gravity Beam Design RAM Steel vl 12 LegoLand Sea Life DataBase SeaLifeCBCrev Building Code UBC1 09/19/07 17 08 50 Steel Code ASD9thEd Floor Type: floor Beam Number = 73 SPAN INFORMATION (ft): I-End (26.25,69.00) Beam Size (User Selected) = W18X35 Total Beam Length (ft) = 2300 COMPOSITE PROPERTIES (Not Shored): J-End (26.25,92.00) Concrete thickness (in) Unit weight concrete (pcf) f c (ksi) Decking Orientation Decking type beff(m) Seff(m3) Ieff(m4) Stud length (in) Stud Capacity (kips) q = # of studs Full - 63 6900 7641 112088 400 125 Partial =18 Left 300 14500 350 parallel ASC2W Y bar(m) Str (m3) Itr(m4) Stud diam (in) Actual-18 Fy = SOOksi Right 300 14500 350 parallel ASC2W 1776 9245 1641 92 075 Number of Stud Rows = 1 Percent of Full Composite Action = 29 13 POINT LOADS (kips): Dist 7667 7667 14000 15333 DL 613 562 560 003 CDL 543 498 497 091 RedLL 1006 919 909 1006 -706 Red% NonRLL StorLL 187 187 187 187 234 000 000 000 000 000 000 000 000 000 000 Red% RoofLL 00 00 00 00 00 000 000 000 000 000 Red% 00 00 00 00 00 CLL 201 184 182 060 060 LINE LOADS (k/ft): Load Dist 1 0000 23000 DL 0035 0035 CDL 0035 0035 LL 0000 0000 Red%Type NonR CLL 0000 0000 SHEAR: Max V (DL+LL) = 26.48 kips fv = 5.24 ksi Fv = 19.13 ksi MOMENTS: Span Center Cond Moment kip-ft 992 2020 PreCmp+ Max + Mmax/Seff Mconst/Sx+Mpost/Seff Controlling 202 0 fc (ksi) = 0 55 Fc = 1 58 REACTIONS (kips): Initial reaction DL reaction ft 77 77 77 Lb ft 63 Cb 105 Tension Flange fb 2067 31 72 3544 3172 Fb 3000 3300 4500 3300 Compr Flange fb Fb 20 67 29 29 Left 1307 1043 Right 1030 774 Gravity Beam Design RAM Steel vl 12 LegoLand Sea Life DataBase: SeaLifeCBCrev Building Code UBC1 - Max +LL reaction Max -LL reaction Max +total reaction DEFLECTIONS: Initial load (m) Live load (m) Post Comp load (m) Net Total load (m) \ I—- Page "0 F 2/2 09/19/07 17 08 50 Left 1605 -180 2648 at 1127ft at 1 1 27 ft at 1127ft at 1127ft Right 1517 -360 2291 -0 439 -0 366 -0 379 -0818 Steel Code ASD9th L/D = 629 L/D = 753 L/D = 727 L/D = 337 Ed Gravity Beam Design RAM Steel vl 12 LegoLand Sea Life DataBase SeaLifeCBCrev Building Code-UBC1 09/19/07 17 08 50 Steel Code ASD9thEd Floor Type: floor Beam Number = 74 SPAN INFORMATION (ft): I-End (26.25,69.00) Beam Size (User Selected) = W16X26 Total Beam Length (ft) = 2625 COMPOSITE PROPERTIES (Not Shored): J-End (52.50,69.00) Fy = 50 0 ksi Concrete thickness (m) Unit weight concrete (pcf) f c (ksi) Decking Orientation Decking type beff (in) = 78 75 Seff (m3) = 56 38 leff (in4) = 828 58 Stud length (in) = 4 00 Stud Capacity (kips) q = 94 # of studs Full = 38 Partial =13 Left 300 14500 350 perpendicular ASC2W Y bar(m) Str (m3) Itr (in4) Stud diam (in) Actual = 20 Right 300 14500 350 perpendicular ASC2W 1674 6552 1096 85 075 Number of Stud Rows = 1 Percent of Full Composite Action = 43 95 POINT LOADS (kips): Dist DL CDL 25 250 6 53 5 82 LINE LOADS (k/ft): RedLL 1025 Red% 120 Load 1 2 3 Dist 0000 26250 0000 25250 0000 26250 DL 0222 0222 0222 0222 0026 0026 CDL 0196 0196 0196 0196 0026 0026 LL 0383 0383 0383 0383 0000 0000 NonRLL 000 LL 0383 0383 0383 0383 0000 0000 StorLL 000 Red% 12 0% 12 0% — Red% RoofLL Red% 00 0 00 00 Type CLL Red 0 077 0077 Red 0 077 0077 NonR 0 000 0000 CLL 205 SHEAR: Max V (DL+LL) = 29.44 kips fv = 7.85 ksi Fv = 17.89 ksi MOMENTS: Span Center Cond Moment kip-ft 531 1064 PreCmp+ Max + Mmax/Seff Mconst/Sx+Mpost/Seff Controlling 1064 fc (ksi) = 0 34 Fc = 1 58 REACTIONS (kips): Initial reaction DL reaction @ft 136 136 136 Lb ft 00 Cb 100 Tension Flange fb 1661 2266 2654 2266 Fb 3300 3300 4500 3300 Compr Flange fb Fb 1661 3300 Left 779 642 Right 1480 1224 IT"Gravity Beam Design RAM Steel vl 12 Page 2/2 LegoLand Sea Life DataBase. SeaLifeCBCrev 09/19/07 17 08 50 Building Code UBC1 Steel Code ASD 9th Ed__ __ Max +LL reaction 919 1 7 20 Max +total reaction 1562 2944 DEFLECTIONS: Initial load (in) at 1326ft - -0560 L/D = 562 Live load (in) at 13 26 ft = -0327 L/D = 962 Post Comp load (in) at 1326ft = -0353 L/D = 892 Net Total load (in) at 1326ft = -0913 L/D = 345 Gravity Beam Desien RAM Steel vl 12 LegoLand Sea Life DataBase- SeaLifeCBCrev Building Code UBC1 09/19/07170850 Steel Code ASD9thEd Floor Type: floor Beam Number = 85 SPAN INFORMATION (ft): I-End (51.50,46.00) Beam Size (User Selected) = W16X26 Total Beam Length (ft) = 2300 COMPOSITE PROPERTIES (Not Shored): J-End (51.50,69.00) Fy = 500 ksi Concrete thickness (in) Unit weight concrete (pcf) f c (ksi) Decking Orientation Decking type beff(m) Seff(m3) Ieff(m4) Stud length (in) 4050 5666 80778 400 Stud Capacity (kips) q = 12 5 # of studs per stud segment Full Partial Actual Left 300 14500 350 parallel ASC2W Ybar(m) Str (m3) Itr(m4) Stud diam (in) 16,1,16 4,2,4 8,2,8 Right 300 14500 350 perpendicular ASC2W 1547 6226 96305 075 Number of Stud Rows = 1 Percent of Full Composite Action = 52 93 POINT LOADS (kips): Dist DL CDL 7 667 5 89 5 22 15333 589 522 LINE LOADS (k/ft): RedLL 968 968 Red% NonRLL StorLL 44 44 000 000 000 000 Red% RoofLL 00 00 000 000 Red% 00 00 CLL 194 194 Load 1 2 Dist 0000 23000 0000 23000 DL 0029 0029 0026 0026 CDL 0026 0026 0026 0026 LL 0050 0050 0000 0000 Red% 44% — Type Red NonR CLL 0010 0010 0000 0000 SHEAR: Max V (DL+LL) = 16.33 kips fv = 4.35 ksi Fv = 17.89 ksi MOMENTS: Span Center Cond Moment kip-ft 590 1229 PreCmp+ Max + Mmax/Seff Mconst/Sx+Mpost/Seff Controlling 122 9 fc (ksi) = 061 Fc = 1 58 REACTIONS (kips): @ ft 115 11 5 115 Lb ft 00 Cb 100 Tension Flange fb 1843 2603 3041 2603 Fb 3300 3300 4500 3300 Compr Flange fb Fb 1843 3300 Gravity Beam Design ^ RAM Steel vl 12 Page 2/2 LegoLand Sea Life DataBase. SeaLifeCBCrev 09/19/07 17 08 50 Building Code UBC1 Steel Code ASD9thEd Initial reaction DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Initial load (in) Live load (m) Post Comp load (in) Net Total load (in) at at at at Left Right 7 87 7 87 6 53 6 53 9 80 9 80 1633 1633 1150ft = 1150ft = 1150ft = 11 50ft = -0484 -0308 -0330 -0814 L/D = L/D = L/D = L/D = 570 897 837 339 Gravity Beam Design RAM Steel vll 2 LegoLand Sea Life DataBase SeaLifeCBCrev Building Code UBC1 09/19/07 17 08 50 Steel Code ASD9thEd Floor Type: floor Beam Number = 86 SPAN INFORMATION (ft): I-End (52.50,0.00) J-End (52.50,23.00) Beam Size (User Selected) = W18X46 Total Beam Length (ft) = 2300 COMPOSITE PROPERTIES (Not Shored): Concrete thickness (in) Unit weight concrete (pcf) f c (ksi) Decking Orientation Decking type beff(m) Seff(m3) Ieff(m4) Stud length (in) Stud Capacity (kips) q = # of studs per stud segment Full Partial Actual 6000 10650 161129 400 125 Left 300 14500 350 parallel ASC2W Y bar(m) Str (m3) Itr(m4) Stud diam (in) Fy = 50 0 ksi Right 300 14500 350 parallel ASC2W 1712 12035 2060 94 075 27,9,19 11,4,8 12,4,12 Number of Stud Rows = 1 Percent of Full Composite Action = 44 44 POINT LOADS (kips): Dist 7667 7667 15333 15333 DL 540 624 097 624 CDL 481 555 086 555 RedLL 941 -092 000 163 000 Red% NonRLL StorLL 00 00 00 00 00 000 000 2012 000 2012 000 000 000 000 000 Red% RoofLL Red% 00 00 00 00 00 000 000 000 000 000 00 00 00 00 00 CLL 170 1 70 201 033 201 LINE LOADS (k/ft): Load Dist DL CDL LL 1 0000 0046 0046 0000 23000 0046 0046 0000 Red%Type NonR CLL 0000 0000 SHEAR: Max V (DL+LL) = 37.64 kips fv = 5.78 ksi Fv = 20.00 ksi MOMENTS: Span Center Cond PreCmp+ Max + Mmax/Seff Mconst/Sx+Mpost/Seff Controlling 287 2 fc (ksi) = 0 88 Fc = 1 58 Moment kip-ft 970 2872 @ ft 77 77 Lb ft 77 — Cb 107 Tension Flange 77 ft> 1477 3236 3522 3236 Fb 3000 3300 4500 3300 Compr Flange fb Fb 14 77 28 24 Gravity Beam Design RAM Steel vl 12 Page 2/2 LegoLand Sea Life DataBase SeaLifeCBCrev 09/19/07 17 08 50 Building Code-UBC1 Steel Code ASD9thEd REACTIONS (kips): Initial reaction DL reaction Max +LL reaction Max -LL reaction Max +total reaction DEFLECTIONS: Initial load (in) Live load (in) Post Comp load (in) Net Total load (in) Left Right 1283 1105 10 70 9 22 26 94 24 35 -061 -031 37 64 33 57 at 1127ft = -0317 at 1127ft - -0410 at 1127ft = -0426 at 1127ft = -0744 L/D = L/D = L/D = L/D = 870 674 647 371 Gravity Beam Design RAM Steel vl 1 2 LegoLand Sea Life DataBase SeaLifeCBCrev Building Code UBC1 FF-51 09/19/07 17 08 50 Steel Code ASD9thEd Floor Type: floor Beam Number = 90 SPAN INFORMATION (ft): I-End (52.50,69.00) J-End (52.50,92.00) Beam Size (User Selected) = W18X50 Total Beam Length (ft) = 2300 COMPOSITE PROPERTIES (Not Shored): Concrete thickness (in) Unit weight concrete (pcf) f c (ksi) Decking Orientation Decking type beff(m) = 6600 Seff(m3) = 11435 leff (m4) = 1652 73 Stud length (in) = 4 00 Stud Capacity (kips) q = 12 5 Fy = 50 0 ksi Left 300 14500 350 parallel ASC2W Y bar(m) Str (m3) Itr (m4) Stud diam (in) 30,7,23 8,2,6 10,2,10 Right 300 14500 350 parallel ASC2W 1707 13254 2262 14 075 # of studs per stud segment Full = 30,7,23 Partial = 8,2,6 Actual = 10,2,10 Number of Stud Rows = 1 Percent of Full Composite Action = 34 01 POINT LOADS (kips): Dist DL CDL RedLL Red% 7667 628 559 000 00 7667 613 543 1006 41 15333 632 563 000 00 15333 -290 -127 1006 41 -1048 112 LINE LOADS (k/ft): Load Dist DL CDL 1 0000 0050 0050 23 000 0 050 0 050 SHEAR: Max V (DL+LL) = 39.76 kips fv MOMENTS: Span Cond Moment @ kip-ft ft Center PreCmp+ 96 1 77 Max + 303 4 77 Mmax/Seff Mconst/Sx+Mpost/Seff Controlling 303 4 77 NonRLL 2012 000 2012 000 000 LL 0000 0000 = 6.22 ksi Lb ft 77 — _„ StorLL Red% RoofLL Red% CLL 000 000 000 000 000 Red% 00 00 00 00 00 Type NonR Fv = 20.00 Cb 175 — — ksi 000 000 000 000 000 CLL 0000 0000 00 201 00 201 00 201 00 -0 08 00 -0 08 Tension Flange Compr : fb 1297 3183 3395 31 83 Fb 3000 3300 4500 3300 fb 1297 — — — Fb 3000 fc (ksi) - 0 86 Fc = 1 58 RAM Steel vl 12 LegoLand Sea Life DataBase SeaLifeCBCrev Building Code UBC1 REACTIONS (kips): Initial reaction DL reaction Max +LL reaction Max -LL reaction Max +total reaction DEFLECTIONS: Initial load (in) Live load (in) Post Comp load (m) Net Total load (in) Gravity Beam Design Left Right 12 70 9 78 9 99 6 99 29 77 29 77 -3 10 -6 21 39 76 36 76 at 1127ft = -0261 at 1127ft = -0463 at 1127ft = -0467 at 1127ft = -0728 FF-S. Page 2/2 09/19/07 17 08 50 Steel Code ASD9thEd L/D = 1057 L/D = 596 L/D = 591 L/D = 379 Gravity Beam Design RAM Steel vl 12 LegoLand Sea Life DataBase SeaLifeCBCrev Building Code UBC1 09/19/07 17 08 50 Steel Code ASD9thEd Floor Type: floor Beam Number = 88 SPAN INFORMATION (ft): I-End (52.50,7.67) J-End (80.50,7.67) Beam Size (User Selected) = W14X22 Total Beam Length (ft) = 2800 COMPOSITE PROPERTIES (Not Shored): Fy - 500 ksi Left Right Concrete thickness (in) 3 00 3 00 Unit weight concrete (pcf) 14500 14500 f c (ksi) 3 50 3 50 Decking Orientation perpendicular perpendicular Decking type ASC 2W ASC 2W beff(m) = 4800 Ybar(m) = 1433 Seff(in3) = 4317 Str(m3) = 4984 Ieff(m4) = 54930 Itr(m4) = 71423 Stud length (in) = 400 Studdiam(m) = 075 Stud Capacity (kips) q = 94 # of studs Max = 28 Partial = 15 Actual = 20 Number of Stud Rows = 1 Percent of Full Composite Action = 35 73 POINT LOADS (kips): Dist 4250 8750 13125 17500 19583 21875 26250 DL 082 -018 -039 -039 130 -018 004 CDL RedLL 0 -0 -0 -0 1 -0 0 74 1 16 -0 35 -0 35 -0 16 2 16 -0 04 20 33 68 68 00 33 Red% 36 53 53 53 36 53 NonRLL 000 000 000 000 000 000 StorLL 000 000 000 000 000 000 Red% RoofLL Red% 00 00 00 00 00 00 000 000 000 000 000 000 00 00 00 00 00 00 LINE LOADS (k/ft): Load 1 2 3 4 5 Dist 0000 4250 4250 19583 19584 28000 0000 28000 0000 28000 DL 0222 0222 0029 0029 0222 0222 0222 0222 0022 0022 CDL 0 0 0 0 0 0 0 0 0 0 196 196 026 026 196 196 196 196 022 022 0 0 0 0 0 0 0 0 0 0 LL 383 383 050 050 383 383 383 383 000 000 Red% 36% 36% 36% 36% — Type Red Red Red Red NonR CLL 0077 0077 0010 0010 0077 0077 0077 0077 0000 0000 CLL 024 -007 -014 -014 040 -007 SHEAR: Max V (DL+LL) = 15.48 kips fv = 5.16 ksi Fv= 18.96 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Compr Flange Gravity Beam Design RAM Steel vl 12 LegoLand Sea Life DataBase SeaLifeCBCrev Building Code UBC1 Page 2/2T 09/19/07 17 08 50 Steel Code ASD9thEd kip-ft Center PreCmp+ 41 5 Max + 92 0 Mmax/Seff Mconst/Sx+Mpost/Seff Controlling 92 0 fc (ksi) = 0 54 Fc = 1 58 ft 158 158 158 ft 00 — — fb 1 00 17 19 —2557 2955 25 57 Fb 3300 3300 4500 3300 fb 1719 — — — Fb 3300 — — — REACTIONS (kips): Initial reaction DL reaction Max +LL reaction Max -LL reaction Max +total reaction DEFLECTIONS: (Camber = 1/2) Initial load (in) at Live load (in) at Post Comp load (in) at Net Total load (in) at Left 651 540 907 -087 1447 Right 689 571 977 -105 1548 1428ft = 1428ft = 1428ft = 1428ft = -0739 -0536 -0568 -0807 L/D = L/D = L/D = L/D = 455 627 592 416 Gravity Beam Design RAM Steel vl 12 LegoLand Sea Life DataBase SeaLifeCBCrev Building Code UBC1 09/19/07 17 08 50 Steel Code ASD 9th Ed Floor Type: floor Beam Number =115 SPAN INFORMATION (ft): I-End (78.75,69.00) Beam Size (User Selected) = W18X60 Total Beam Length (ft) = 2300 J-End (78.75,92.00) COMPOSITE PROPERTIES (Not Shored): Concrete thickness (in) Unit weight concrete (pcf) f c (ksi) Decking Orientation Decking type beff (in) = 63 00 Seff (m3) = 149 57 leff (m4) = 2353 65 Stud length (in) = 4 00 Stud Capacity (kips) q = 12 5 # of studs per stud segment Full Partial Actual Left 300 14500 350 parallel ASC2W Ybar(m) Str(m3) Itr (m4) Stud diam (in) 30,1,30 21,2,21 21,2,21 Fy = SOOksi Right 300 14500 350 parallel ASC2W 1662 15768 2620 72 075 Number of Stud Rows = 2 Percent of Full Composite Action = 70 03 POINT LOADS (kips): Dist 7667 7667 15333 15333 DL 629 628 633 632 CDL RedLL 560 559 564 563 000 000 000 000 Red% NonRLL StorLL 00 00 00 00 2012 2012 2012 2012 000 000 000 000 Red% RoofLL 00 00 00 00 000 000 000 000 Red% 00 00 00 00 CLL 201 201 201 201 LINE LOADS (k/ft): Load Dist 1 0000 23000 DL 0060 0060 CDL 0060 0060 LL 0000 0000 Red%Type NonR CLL 0000 0000 SHEAR: Max V (DL+LL) = 53.56 kips fv = 7.09 ksi Fv = 20.00 ksi MOMENTS: Span Center Cond Moment kip-ft 1209 4092 PreCmp+ Max + Mmax/Seff Mconst/Sx+Mpost/Seff Controlling 409 2 fc(ksi) = 1 13 Fc = 1 58 REACTIONS (kips): ft 120 120 120 Lb ft 77 Cb 100 Tension Flange fb 1343 3283 3561 3283 Fb 3000 3300 4500 3300 Compr Flange fb Fb 1343 3000 Gravity Beam Design Fr— RAM Steel vl 12 Page 2/2 LegoLand Sea Life DataBase SeaLifeCBCrev 09/19/07 17 08 50 Building Code UBC1 Steel Code ASD9thEd Initial reaction DL reaction Max +LL reaction Max -Hotal reaction DEFLECTIONS: Initial load (in) Live load (in) Post Comp load (in) Net Total load (in) at at at at Left Right 15 92 15 95 1329 1331 40 25 40 25 53 54 53 56 1150ft = 1150ft = 1150ft = 1150ft = -0307 -0440 -0455 -0762 L/D - L/D = L/D = L/D = 900 627 606 362 Gravity Beam Design RAM Steel vl 12 LegoLand Sea Life DataBase SeaLifeCBCrev Building Code UBC1 09/19/07 17 08 50 Steel Code ASD9thEd Floor Type: floor Beam Number = 116 SPAN INFORMATION (ft): I-End (78.75,76.67) Beam Size (User Selected) = W16X31 Total Beam Length (ft) = 2625 COMPOSITE PROPERTIES (Not Shored): J-End (105.00,76.67) Fy = 50 0 ksi Concrete thickness (in) Unit weight concrete (pcf) f c (ksi) Decking Orientation Decking type beff (in) = 78 75 Seff (m3) = 66 09 leff (m4) = 935 35 Stud length (in) = 4 00 Stud Capacity (kips) q = 94 # of studs Full = 45 Partial =17 Left 300 14500 350 perpendicular ASC2W Y bar(m) Str (m3) Itr(m4) Stud diam (in) Actual = 20 Right 300 14500 350 perpendicular ASC2W 1657 7827 1296 63 075 Number of Stud Rows = 1 Percent of Full Composite Action = 3317 POINT LOADS (kips): Dist DL CDL 9 458 0 04 0 04 18917 004 004 18917 004 004 LINE LOADS (k/ft): RedLL Red% NonRLL StorLL Red% RoofLL Red% CLL Load 1 2 Dist 0000 26250 0000 26250 DL 0445 0445 0031 0031 CDL 0392 0392 0031 0031 LL 1533 1533 0000 0000 Red%Type NonR NonR CLL 0153 0153 0000 0000 SHEAR: Max V (DL+LL) = 26.44 kips fv = 6.40 ksi Fv= 19.67 ksi MOMENTS: Span Cond Center PreCmp+ Max + Mmax/Seff Mconst/Sx+ Controlling fc (ksi) = 0 64 Fc = 1 58 REACTIONS (kips): Moment kip-ft 501 1735 post/Seff 1735 @ ft 131 13 1 13 1 Lb ft 00 — — Cb 100 ___ — Tension Flange fb Fb 12 74 33 00 3151 3300 34 19 45 00 3151 3300 Compr Flange fb Fb 12 74 33 00 Initial reaction DL reaction Left 761 629 Right 763 631 Gravity Beam Design RAM Steel vl 12 Page 2/2 LegoLand Sea Life DataBase SeaLifeCBCrev 09/19/07 17 08 50 Building Code UBC1 Steel Code ASD9thEd Max +LL reaction Max +total reaction Left 2012 2641 Right 2012 2644 DEFLECTIONS: Initial load (in) at 13 12 ft = -0421 L/D = 748 Live load (in) at 13 12 ft = -0 604 L/D = 522 Post Comp load (in) at 1312ft = -0625 L/D = 504 Net Total load (in) at 1312ft = -1046 L/D = 301 Gravity Beam Design RAM Steel vl 12 LegoLand Sea Life DataBase SeaLifeCBCrev Building Code UBC1 09/19/07 17 08 50 Steel Code ASD9thEd Floor Type: floor Beam Number = 120 SPAN INFORMATION (ft): I-End (80.50,0.00) Beam Size (User Selected) = W18X35 Total Beam Length (ft) = 2300 J-End (80.50,23.00) COMPOSITE PROPERTIES (Not Shored): Concrete thickness (in) Unit weight concrete (pcf) f c (ksi) Decking Orientation Decking type beff (in) = 3150 Seff (m3) = 79 06 Ieff(in4) = 113971 Stud length (in) = 4 00 Stud Capacity (kips) q = 12 5 # of studs per stud segment Full Partial Actual Left 300 14500 350 parallel ASC2W Y bar(in) Str (m3) Itr (m4) Stud diam (in) 15,6,10 4,2,3 8,2,8 Fy = 500 ksi Right 300 14500 350 parallel ASC2W 1577 8699 1372 09 075 Number of Stud Rows = 1 Percent of Full Composite Action = 53 35 POINT LOADS (kips): Dist 7667 7667 15333 15333 DL 581 571 574 193 CDL 516 509 509 171 RedLL 939 1014 -1 10 939 323 Red% NonRLL StorLL 137 137 146 137 137 000 000 000 000 000 000 000 000 000 000 Red% RoofLL 00 00 00 00 00 000 000 000 000 000 Red% 00 00 00 00 00 CLL 1 88 181 181 188 065 LINE LOADS (k/ft): Load Dist DL CDL LL 1 0000 0035 0035 0000 23000 0035 0035 0000 Red%Type NonR CLL 0000 0000 SHEAR: Max V (DL+LL) = 25.50 kips fv = 5.05 ksi Fv = 19.13 ksi MOMENTS: Span Center Cond PreCmp+ Max + Mmax/Seff Mconst/Sx+Mpost/Seff Controlling 194 5 fc (ksi) - 0 87 Fc = 1 58 Moment kip-ft 971 1945 @ ft 77 77 Lb ft 77 — Cb 1 06 Tension Flange 77 fb 2023 2952 3358 2952 Fb 3000 3300 4500 3300 Compr Flange fb Fb 20 23 27 47 Gravity Beam Design r» ~%O RAM Steel vl 1 2 Page 2/2 LegoLand Sea Life DataBase SeaLifeCBCrev 09/19/07 17 08 50 Building Code UBC1 Steel Code ASD9thEd REACTIONS (kips): Initial reaction DL reaction Max +LL reaction Max -LL reaction Max +total reaction DEFLECTIONS: Initial load (in) Live load (in) Post Comp load (in) Net Total load (in) Left Right 1280 1126 10 64 9 36 1486 1287 -063 -031 25 50 22 23 at 1127ft = -0445 at 1127ft = -0313 at 1127ft = -0337 at 1127ft = -0783 L/D = L/D = L/D = L/D = 620 881 818 353 Gravity Beam Design RAM Steel vl 1 2 LegoLand Sea Life DataBase SeaLifeCBCrev Building Code UBC1 09/19/07 17 08 50 Steel Code ASD9thEd Floor Type: floor Beam Number = 150 SPAN INFORMATION (ft): I-End (105.00,23.00) Beam Size (User Selected) = W21X44 Total Beam Length (ft) = 2300 COMPOSITE PROPERTIES (Not Shored): J-End (105.00,46.00) Fy = 50 0 ksi Concrete thickness (in) Unit weight concrete (pcf) f c (ksi) Decking Orientation Decking type beff(m) Seff(m3) Ieff(m4) Stud length (in) Stud Capacity (kips) 6900 10705 1775 60 400 q = 125 # of studs per stud segment Full Partial Actual Left 300 14500 350 parallel ASC2W Y bar(m) Str (m3) Itr (m4) Stud diam (in) 22,5,27 6,2,7 8,2,8 Right 300 14500 350 parallel ASC2W 1980 12748 2524 27 075 Number of Stud Rows = 1 Percent of Full Composite Action = 3077 POINT LOADS (kips): 7 7 15 15 Dist 667 667 333 333 DL CDL 2 4 6 2 50 77 24 91 2 4 5 2 22 24 55 58 RedLL Red% 2 5 7 3 51 44 13 77 3 3 3 3 1 1 1 1 LINE LOADS (k/ft): Load 1 0 23 Dist 000 000 DL 0044 0044 CDL 0044 0044 NonRLL 335 473 578 206 LL 0000 0000 StorLL 000 000 000 000 Red% Red% 00 00 00 00 Type NonR RoofLL 000 000 000 000 CLL 0000 0000 Red% 00 00 00 00 CLL 084 156 200 096 SHEAR: Max V (DL+LL) = 26.56 kips fv = 3.83 ksi Fv = 18.99 ksi MOMENTS: Span Center Cond Moment kip-ft 819 2023 PreCmp+ Max + Mmax/Seff Mconst/Sx+Mpost/Seff Controlling 202 3 fc (ksi) = 0 47 Fc = 1 58 REACTIONS (kips): @ ft 153 153 153 Lb ft 77 Cb 103 Tension Flange fb 1204 2268 2480 2268 Fb 3000 3300 4500 3300 Compr Flange fb Fb 1204 2792 Gravity Beam Design RAM Steel vl 12 Page 2/2 LegoLand Sea Life DataBase* SeaLifeCBCrev - 09/19/0717 08 50 Building Code UBC1 Steel Code ASD9thEd Initial reaction DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Initial load (in) Live load (in) Post Comp load (in) Net Total load (in) at at at at Left Right 1010 1085 8 41 9 03 1666 1753 25 07 26 56 1162ft - 1162ft = 11 62ft = 1162ft = -a 234 -0248 -0261 -0495 L/D - L/D - L/D = L/D - 1180 1114 1057 558 Gravity Beam Design RAM Steel vl 12 LegoLand Sea Life DataBase. SeaLifeCBCrev Building Code UBC1 09/19/07 17 08 50 Steel Code ASD9thEd Floor Type: floor Beam Number = 153 SPAN INFORMATION (ft): I-End (105.00,38.33) Beam Size (User Selected) = W16X26 Total Beam Length (ft) - 2625 COMPOSITE PROPERTIES (Not Shored): J-End (131.25,38.33) Fy = SOOksi Concrete thickness (in) Unit weight concrete (pcf) f c (ksi) Decking Orientation Decking type beff(m) Seff(inS) Ieff(m4) Stud length (in) 4538 5393 72631 400 Stud Capacity (kips) q = 94 # of studs Full = 42 Partial =15 Left 300 14500 350 perpendicular ASC2W Ybar(in) Str (in3) Itr(in4) Stud diam (in) Actual = 20 Right 300 14500 350 perpendicular ASC2W 1552 6324 98149 075 Number of Stud Rows = 1 Percent of Full Composite Action = 38 24 POINT LOADS (kips): Dist DL CDL 10917 158 141 LINE LOADS (k/ft): Load 1 RedLL Red% NonRLL StorLL Red% RoofLL Red% 220 00 056 000 00 000 00 CLL 050 Dist 0000 5458 5459 26250 0000 5458 5459 10916 10917 26250 0000 26250 DL 0323 0323 0222 0222 0121 0121 0222 0222 0029 0029 0026 0026 CDL 0285 0285 0196 0196 0107 0107 0196 0196 0026 0026 0026 0026 LL 1 114 1 114 0383 0383 0209 0209 0383 0383 0050 0050 0000 0000 Red% — 00% 00% 00% 00% — Type NonR Red Red Red Red NonR CLL 0 111 0111 0077 0077 0042 0042 0077 0077 0010 0010 0000 0000 SHEAR: Max V (DL+LL) = 19.14 kips fv = 5.10 ksi Fv = 17.89 ksi MOMENTS: Span Cond Center PreCmp+ Max + Mmax/Seff Mconst/Sx+Mpost/Seff Moment kip-ft 484 1103 @ ft 109 109 Lb ft 00 _._ Cb 100 — Tension Flange fb Fb 1512 3300 Compr Flange fb Fb 15 12 33.00 2455 2776 3300 4500 Gravity Beam Design f-*—£ {• RAM Steel vl 12 LegoLand Sea Life DataBase SeaLifeCBCrev Building Code UBC1 kip-ft Controlling 1103 fc (ksi) = 0 56 Fc = 1 58 REACTIONS (kips): Initial reaction DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Initial load (m) Live load (in) Post Comp load (in) Net Total load (in) ft ft 10 9 Left Right 7 55 5 72 6 24 4 74 12 90 7.91 1914 1264 at 1273ft = at 1273ft = at 1273ft - at 1273ft = Page 2/2 09/19/07 17 08 50 Steel Code ASD9thEd fb Fb fb Fb 2455 3300 -0481 L/D = 655 -0393 L/D = 802 -0417 L/D = 755 -0898 L/D = 351 Gravity Beam Design RAM Steel vl 12 LegoLand Sea Life DataBase SeaLifeCBCrev Building Code UBC1 09/19/07 17 08 50 Steel Code ASD9thEd Floor Type: floor Beam Number = 154 SPAN INFORMATION (ft): I-End (105.00,46.00) Beam Size (User Selected) = W21X62 Total Beam Length (ft) = 2300 COMPOSITE PROPERTIES (Not Shored): J-End (105.00,69.00) Left Fy = 50 0 ksi Right Concrete thickness (in) Unit weight concrete (pcf) f c (ksi) Decking Orientation Decking type beff(m) Seff(m3) Ieff(m4) Stud length (in) Stud Capacity (kips) q = # of studs Full = 84 Number of Stud Rows = 1 POINT LOADS (kips): 6900 16066 2630 79 400 125 Partial = 23 300 14500 350 parallel ASC2W Y bar(m) Str (m3) Itr (in4) Stud diam (in) Actual = 30 = = = = 300 14500 350 parallel ASC2W 1906 18268 3482 02 075 Percent of Full Composite Action = 36 54 Dist DL CDL RedLL Red% 4 600 4 42 3 54 7 667 1 68 1 49 9 200 4 08 3 54 13 800 3 98 3 54 15 333 1 68 1 49 18400 396 354 LINE LOADS (k/ft): Load Dist DL 1 0 000 0 062 23 000 0 062 471 00 281 00 148 00 134 00 281 00 134 00 CDL 0062 0062 NonRLL StorLL 5 55 0 00 0 00 0 00 1913 000 19 74 0 00 0 00 0 00 1974 000 LL Red% 0 000 0000 Red% 00 00 00 00 00 00 Type NonR RoofLL 000 000 000 000 000 000 CLL 0000 0000 Red% 00 00 00 00 00 00 CLL 103 056 1 16 120 056 121 SHEAR: Max V (DL+LL) = 53.09 kips fv = 6.32 ksi Fv = 20.00 ksi MOMENTS: Span Center Cond Moment kip-ft 848 3637 PreCmp+ Max + Mmax/Seff Mconst/Sx+Mpost/Seff Controlling 363 7 fc (ksi) = 0 84 Fc = 1 58 REACTIONS (kips): ft 124 138 138 Lb ft 46 Cb 100 Tension Flange fb Fb 801 3300 Compr Flange fb Fb 801 3300 2717 2844 2717 3300 4500 3300 Gravity Beam Design RAM Steel vl 1 2 Page 2/2 LegoLand Sea Life DataBase SeaLifeCBCrev " 09/19/07 17 08 50 Building Code UBC1 Steel Code ASD 9th Ed Initial reaction DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Initial load (in) Live load (in) Post Comp load (in) Net Total load (in) at at at at Left Right 1210 1221 1077 1047 36 04 42 62 46 81 53 09 1150ft - 1162ft = 1162ft = 1162ft = -0161 -0356 -0367 -0528 L/D = L/D = L/D = L/D = 1718 776 752 523 Gravity Beam Design RAM Steel vl 12 LegoLand Sea Life DataBase- SeaLifeCBCrev Building Code UBC1 09/19/07 17 08 50 Steel Code ASD9thEd Floor Type: floor Beam Number = 158 J-End (131.25,59.80)SPAN INFORMATION (ft): I-End (105.00,59.80) Beam Size (User Selected) = W18X35 Total Beam Length (ft) - 2625 COMPOSITE PROPERTIES (Not Shored): Concrete thickness (in) Unit weight concrete (pcf) f c (ksi) Decking Orientation Decking type beff(in) Seff(m3) Ieff(in4) Stud length (in) Stud Capacity (kips) q[ 1 ] # of studs Full = 44 Number of Stud Rows = 2 Percent of Full Composite Action = 53 65 LINE LOADS (k/ft): Fy = SOOksi 5520 8307 1288 47 400 = 94 q[2] = Partial =15 Left 300 14500 350 perpendicular ASC2W Y bar(m) Str (m3) Itr (in4) Stud diam (in) 125 Actual = 29 Right 300 14500 350 perpendicular ASC2W 1693 9169 155196 075 Load 1 2 3 4 5 Dist 0000 2500 2500 21000 21000 26250 21000 26250 0000 26250 DL 0267 0267 0267 0267 0233 0233 0063 0063 0035 0035 CDL 0235 0235 0235 0235 0206 0206 0029 0029 0035 0035 LL 0460 0460 1932 1932 0402 0402 0058 0058 0000 0000 Red% 00% _._ 00% 00% — Type Red NonR Red Red NonR CLL 0092 0092 0092 0092 0080 0080 0000 0000 0000 0000 SHEAR: Max V (DL+LL) = 25.06 kips fv = 4.96 ksi Fv = 19.13 ksi MOMENTS: Span Cond Moment @ Lb Cb kip-ft ft ft 311 131 00 100Center PreCmp+ 1802Max + Mmax/Seff Mconst/Sx+Mpost/Seff Controlling 1802 fc (ksi) = 0 82 Fc = 1 58 REACTIONS (kips): 129 129 Tension Flange fb Fb 648 2604 2752 2604 3300 3300 4500 3300 Compr Flange fb Fb 6 48 33 00 — — — Gravity Beam Design RAM Steel vll 2 Page 2/2 LegoLand Sea Life DataBase SeaLifeCBCrev 09/19/07 17 08 50 Building Code UBC1 Steel Code ASD9thEd Initial reaction DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Initial load (in) Live load (in) Post Comp load (in) Net Total load (in) at at at at Left Right 4 75 4 70 3 98 4 10 2108 1823 25 06 22 33 1312ft = 1299ft = 1299ft = 1299ft = -0195 -0504 -0514 -0709 L/D = L/D = L/D = L/D = 1615 625 613 444 Gravity Beam Design RAM Steel vl 12 LegoLand Sea Life DataBase SeaLifeCBCrev Building Code UBC1 09/19/07 17 08 50 Steel Code ASD 9th Ed Floor Type: floor Beam Number = 160 SPAN INFORMATION (ft): I-End (105.00,69.00) Beam Size (User Selected) = W18X60 Total Beam Length (ft) = 23 00 COMPOSITE PROPERTIES (Not Shored): J-End (105.00,92.00) Fy = 50 0 ksi Concrete thickness (in) Unit weight concrete (pcf) f c (ksi) Decking Orientation Decking type beff(m) Seff(m3) Ieff(m4) Stud length (in) Stud Capacity (kips) q = # of studs per stud segment 6600 14907 2346 46 400 125 Full Partial Actual Left 300 14500 350 parallel ASC2W Ybar(m) Str (m3) Itr (m4) Stud diam (in) 32,1,32 21,2,21 21,2,21 Right 300 14500 350 parallel ASC2W 1675 15823 2650 44 075 Number of Stud Rows = 2 Percent of Full Composite Action = 66 84 POINT LOADS (kips): Dist 7667 7667 15333 15333 DL 626 631 626 635 CDL RedLL 557 562 557 565 000 000 000 000 Red% NonRLL StorLL 00 00 00 00 2012 2012 2012 2012 000 000 000 000 Red% RoofLL Red% 00 00 00 00 000 000 000 000 00 00 00 00 CLL 201 201 201 201 LINE LOADS (k/ft): Load Dist DL CDL LL 1 0000 0060 0060 0000 23000 0060 0060 0000 Red%Type NonR CLL 0000 0000 SHEAR: Max V (DL+LL) = 53.54 kips fv = 7.09 ksi Fv = 20.00 ksi MOMENTS: Span Cond Moment (a), Lb Cb Center Moment kip-ft 1207 4091 PreCmp+ Max + Mmax/Seff Mconst/Sx+Mpost/Seff Controlling 409 1 fc (ksi) = 1 10 Fc = 1 58 REACTIONS (kips): @ ft 11 7 11 7 11 7 Lb ft 77 Tension Flange 1 00 fb 1341 3293 3568 3293 Fb 3000 3300 4500 3300 Compr Flange fb Fb 1341 3000 Gravity Beam Design RAM Steel vl 12 Page 2/2 LegoLand Sea Life DataBase SeaLifeCBCrev 09/19/07 17 08 50 Building Code UBC1 Steel Code ASD9thEd Initial reaction DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Initial load (in) Live load (in) Post Comp load (m) Net Total load (m) at at at at Left Right 1591 1593 1328 1329 40 25 40 25 53 53 53 54 1150ft = 1150ft = 1150ft = 11 50ft = .... -0306 -0441 -0457 -0763 L/D = L/D = L/D = L/D = 901 625 604 362 LegoLand Sea Life DataBase SeaLifeCBCrev 09/18/2007 10 06 22 i 3 4 5 0 1J5 14 11 2P .19 18 -17 1.6 34 0 27 i : J Y ¥ 35 .38 Gravity Column Design Summary RAM Steel vl 12 LegoLand Sea Life DataBase SeaLifeCBCrev Building Code UBC1 09/18/07 101120 Steel Code ASD9thEd Column Line -35.58ft - Level floor Column Line -35.58ft - Level floor Column Line -33.25ft - Level floor Column Line -27.75ft - Level floor Column Line B - 5 Level floor Column Line B - 4 Level floor Column Line B - 3 Level floor Column Line B - 2 Level floor Column Line C - 5 Level roof floor Column Line C - 1 Level roof floor 69.00ft 29 P 0 MX 16 My 116 LC 1 Interaction Eq. 0 75 Eq Hl-2 Angle 00 Fy 46 Size HSS6X6X1/4 92.00ft 38 5.83ft 9 5.83ft 9 29 56 58 37 6 52 6 57 P 0 P 1 P 1 P 2 P 4 P 5 P 0 P 9 0 P 9 2 MX 113 MX 01 MX 01 MX 46 MX 73 MX 144 MX 71 MX 93 86 MX 102 93 My 60 My 40 My 40 My 87 My 108 My 82 My 84 My 1 7 1 5 My 29 25 LC 1 LC 1 LC 1 LC 1 LC 10 LC 12 LC 8 LC 5 10 LC 4 10 Interaction Eq. 0 98 Eq Hl-2 Interaction Eq. 033EqHl-3 Interaction Eq. 033EqHl-3 Interaction Eq. 0 75 Eq Hl-2 Interaction Eq. lOOEqHl-1 Interaction Eq. 085EqHl-2 Interaction Eq. 090EqHl-2 Interaction Eq. 024EqHl-3 044EqHl-l Interaction Eq. 029EqHl-3 051EqHl-l Angle 900 Angle 00 Angle 00 Angle 00 Angle 00 Angle 900 Angle 00 Angle 900 900 Angle 900 900 Fy 46 Fy 46 Fy 46 Fy 46 Fy 46 Fy 46 Fy 46 Fy 50 50 Fy 50 50 Size HSS6X6X1/4 Size HSS6X6X3/16 Size HSS6X6X3/16 Size HSS6X6X1/4 Size HSS6X6X5/16 Size HSS8X8X1/4 Size HSS6X6X1/4 Size W8X31 W8X31 Size W8X31 W8X31 Gravity Column Desisn Summary RAM Steel vl 1 2 LegoLand Sea Life DataBase. SeaLifeCBCrev Building Code UBCl Page 2/4 09/18/07 101120 Steel Code ASD9thEd Column Line 12.33ft - Level floor Column Line 12.33ft - Level floor Column Line D - 5 Level roof floor Column Line D - 4 Level roof floor Column Line D - 3 Level roof floor Column Line D - 2 Level roof floor Column Line D - 1 Level roof floor Column Line 56.88ft - Level penthouse Column Line 56.88ft - Level penthouse 98.17ft 9 P 6 MX 01 My 42 LC 1 Interaction Eq. 034EqHl-3 Angle 900 Fy 46 Size HSS6X6X3/16 104.00ft 9 11 73 19 117 22 94 22 90 11 71 0.00ft 3 7.67ft 0 P 6 P 5 0 P 0 1 P 1 0 P 5 3 P 6 3 P 5 P 1 MX 01 MX 117 117 MX 88 46 MX 58 08 MX 59 05 MX 72 63 MX 1 6 MX 00 My 42 My 29 29 My 59 55 My 45 33 My 29 1 9 My 87 78 My 00 My 00 LC 1 LC 2 6 LC 3 6 LC 2 6 LC 3 6 LC 3 6 LC 1 LC 1 Interaction Eq. 034EqHl-3 Interaction Eq. 034EqHl-3 065EqHl-l Interaction Eq. 039EqHl-3 086EqHl-l Interaction Eq. 037EqHl-3 070EqHl-l Interaction Eq. 032EqHl-3 062EqHl-l Interaction Eq. 048EqHl-3 074EqHl-l Interaction Eq. 013EqHl-3 Interaction Eq. 0 00 Eq Hl-3 Angle 900 Angle 900 900 Angle 900 900 Angle 900 900 Angle 900 900 Angle 900 900 Angle 00 Angle 00 Fy 46 Fy 50 50 Fy 50 50 Fy 50 50 Fy 50 50 Fy 50 50 Fy 46 Fy 46 Size HSS6X6X3/16 Size W8X31 W8X31 Size W8X35 W8X35 Size W8X31 W8X31 Size W8X31 W8X31 Size W8X31 W8X31 Size HSS6X6X3/16 Size HSS6X6X3/16 Gravity Column Desien Summary RAM Steel vl 12 LegoLand Sea Life DataBase SeaLifeCBCrev Building Code UBC1 Page 3/4 09/18/07 101120 Steel Code ASD9thEd Column Line F - 5 Level penthouse roof floor Column Line 78.75ft - Level penthouse Column Line G - 4 Level roof floor Column Line G - 3 Level roof floor Column Line G - 2 Level floor Column Line H - 4 Level roof floor Column Line 147.19ft Level floor Column Line J - 4 Level floor Column Line J - 3 Level floor 3 7.67ft 0 20 93 15 103 134 11 51 P 5 P 1 P 0 4 P 1 9 P 6 P 5 5 MX 16 MX 00 MX 63 1 1 MX 102 54 MX 03 MX 36 23 My 00 My 00 My 34 29 My 37 35 My 13 1 My 22 21 LC 1 LC 1 LC 3 6 LC 2 6 LC 6 LC 4 10 Interaction Eq. 013 EqHl-3 Interaction Eq. 000 EqHl-3 Interaction Eq. 033 EqHl-3 068EqHl-l Interaction Eq. 037 EqHl-3 083EqHl-l Interaction Eq. 099EqHl-l Interaction Eq. 031 EqHl-3 073EqHl-l Angle 00 Angle 00 Angle 900 900 Angle 900 900 Angle 900 Angle 900 900 Fy 46 Fy 46 Fy 50 50 Fy 50 50 Fy 50 Fy 50 50 Size HSS6X6X3/16 Frame Frame Size HSS6X6X3/16 Size W8X31 W8X31 Size W8X31 W8X31 Size W12X45 Size W8X24 W8X24 - -2.33ft 7 11 9 P 6 P 3 P 6 MX 03 MX 1 4 MX 08 My 3 1 My 29 My 1 6 LC 8 LC 1 LC 8 Interaction Eq. 074EqHl-2 Interaction Eq. 031 EqHl-3 Interaction Eq. 026 EqHl-3 Angle 00 Angle 900 Angle 900 Fy 35 Fy 50 Fy 46 Size HSS6 000X0 Size W8X24 Size 125 HSS6X6X3/16 Gravity Column Design Summary RAM Steel vl 12 LegoLand Sea Life DataBase SeaLifeCBCrev Building Code UBC1 Column Line Level floor Column Line Level floor Column Line Level floor J-2 P 96 J-l P 71 158.83ft -9.69ft P 39 MX 08 MX 20 MX 13 My 16 My 12 My 04 LC 8 LC 1 LC 6 Interaction Eq. 026EqHl-3 Interaction Eq. 028EqHl-3 Interaction Eq. 040EqHl-3 Angle 900 Angle 900 Angle 00 C-f, Page 4/4 09/18/07 101120 Steel Code ASD 9th Ed Fy 46 Fy 46 Fy 35 Size HSS6X6X3/16 Size HSS6X6X3/16 Size HSS6 000X0 125 Base Plate Design Summary £•</ RAM Steel vl 12 LegoLand Sea Life DataBase. SeaLifeCBCrev 09/18/07 10 13 36 Building Code UBC1 Steel Code ASD9thEd Column Line -35 58ft - 69 00ft -35 58ft - 92 00ft -33 25ft - 5 83ft -27 75ft - 5 83ft B-5 B-4 B-3 B-2 C-5 C-l 12 33ft -98 17ft 12 33ft -104 00ft D-5 D-4 D-3 D-2 D-l G-4 G-3 G-2 H-4 147 19ft --2 33ft J-4 J-3 J-2 J-l 158 83ft -9 69ft Column Size HSS6X6X1/4 HSS6X6X1/4 HSS6X6X3/16 HSS6X6X3/16 HSS6X6X1/4 HSS6X6X5/16 HSS8X8X1/4 HSS6X6X1/4 W8X31 W8X31 HSS6X6X3/16 HSS6X6X3/16 W8X31 W8X35 W8X31 W8X31 W8X31 W8X31 W8X31 jft&fcgxas ue>^4-&> W8X24 HSS6 000X0 125 W8X24 HSS6X6X3/16 HSS6X6X3/16 HSS6X6X3/16 HSS6 000X0 125 (ksi) 36 36 36 36 36 36 36 36 36 36 36 36 36 36 36 36 36 36 36 36 36 36 36 36 36 36 36 N (in) 1200 1200 1200 1200 1200 1200 1400 1200 1400 1400 1200 1200 1400 1425 1400 1400 1400 1400 1400 •i&25i<5 1400 1200 1400 1200 1200 1200 1200 B (in) 1200 1200 1200 1200 1200 1200 1400 1200 1400 1400 1200 1200 1400 1425 1400 1400 1400 1400 1400 -1^35^ 1250 1200 1250 1200 1200 1200 1200 tp (in) 0500 0625 0375 0375 0500 0750 0625 0625 0750 0750 0375 0375 0875 1 125 1000 1000 0875 1000 1000 • isgeoi-i-zs 0750 0375 0375 0375 0375 0250 0250 LegoLand Sea Life DataBase SeaLifeCBCrev 09/18/2007 10 06 47 • 15 14 20 $?P I.. 5. 17 24_ > 27 V > !- ¥ : I 34 ..«-4£ 39 44 3 4 ©© # © ?? © 3J ,2 / r IKlo> ^<-^ LO. S3---- r:. <U i^ io W iU ! Q) ^^n(UCO TJ 0)C to ^ mo <t 01 4J Lr-1 f-^O Foundation Load Summary RAM Manager vl 1 2 LegoLand Sea Life DataBase SeaLifeCBCrev25 Date 09/18/07 08 25 32 Forces on Gravity Members from RAM Steel. Gravity Column Loads Forces on Gravity Members from RAM Steel. Col Level Dead Self +Live 1 floor 2 floor 3 floor 4 floor 5 floor 6 floor 7 floor 8 floor 9 floor 13 floor 14 floor 15 floor 16 floor 17 floor 18 floor 19 floor 20 floor 21 floor 22 floor 23 floor 24 floor 27 floor 29 floor 30 floor 31 floor 33 floor 34 floor 35 floor 38 floor 42 floor 43 floor 44 floor 45 floor 46 floor 47 floor Gravity Wall kip 1265 1706 431 431 1275 3101 3195 1729 2545 28 12 452 452 2632 5011 4970 4712 3384 2689 3637 3452 3043 1738 2050 563 961 4342 3487 3055 2528 386 611 608 608 344 204 Loads Wall Level 1 floor P(kip): M (kip-ft): kip 025 025 001 001 025 031 034 025 067 067 001 001 087 098 087 087 087 079 420 420 420 420 420 420 420 087 087 062 067 010 034 019 019 019 010 Dead 2722 589 kip 1608 2071 480 480 1615 3384 3486 2132 2734 2897 504 504 4641 6644 4045 3946 3624 4685 5157 3222 5251 4085 2280 426 485 5037 6482 10768 2020 000 000 000 000 023 000 +Live 590 11 31 -Live kip 000 000 000 000 000 -217 -249 000 000 000 000 000 000 000 000 -147 -374 -060 -031 000 -300 000 -034 000 000 000 000 000 000 000 000 000 000 000 000 -Live 000 000 +Roof kip 000 000 000 000 000 000 000 000 326 326 000 000 504 724 945 932 500 5 15 863 859 445 378 467 332 598 892 666 000 746 373 487 501 501 322 181 +Roof 000 000 -Roof kip 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 -004 -008 -006 000 000 000 -006 -Roof 000 000 Min Total kip 1290 1731 432 432 1300 2915 2980 1754 2613 2879 453 453 2719 5109 5057 4652 3096 2707 4027 3872 3163 2158 2435 983 1381 4429 3574 31 18 2592 388 639 627 627 363 208 Min Total 2722 589 Max Total kip 2897 3802 912 9 12 29 15 65 16 6715 3885 5673 6103 957 957 7863 12477 10047 9678 7595 7966 10077 7953 9158 6622 5216 1742 2464 10358 10722 13886 5362 770 11 32 1128 1128 707 396 Max Total 33 12 1720 Foundation Load Summary RAM Manager vl 1 2 LegoLand Sea Life DataBase SeaLifeCBCrev25 Page 2/5 Date 09/18/07 082532 Wall Level 2 floor 3 floor 4 floor 5 floor 6 floor 7 floor 8 floor 9 floor 10 floor 11 floor 12 floor 13 floor 14 floor 15 floor 16 floor 17 floor 18 floor 19 floor 20 floor Load Cases: Case D Lp Ln Rfp El E2 Dead P (kip): 50 08 M(kip-ft): -102 P(kip): 1726 M (kip-ft): 0 86 P (kip): 14 48 M (kip-ft): 2 28 P (kip): 9 45 M (kip-ft): 0 00 P(kip): 1198 M (kip-ft): 2 28 P(kip): 10448 M (kip-ft): 0 27 P(kip): 11953 M (kip-ft): 0 00 P(kip): 1785 M (kip-ft): 0 00 P (kip): 120 94 M (kip-ft): 1105 P (kip): 4 92 M (kip-ft): 0 99 P (kip): 86 09 M (kip-ft): 014 P (kip): 4 48 M (kip-ft): -0 60 P(kip): 1687 M (kip-ft): 015 P (kip): 9 52 M (kip-ft): -017 P (kip): 55 76 M (kip-ft): -4 30 P(kip): 1204 M (kip-ft): -2 44 P (kip): 65 20 M (kip-ft): -9 64 P (kip): 7 73 M (kip-ft): -0 03 P(kip): 11312 M (kip-ft): 017 Load Description DeadLoad PosLiveLoad NegLiveLoad PosRoofLiveLoad seismic seismic +Live -Live 1332 000 -1 89 0 00 4 92 0 00 1 64 0 00 7 91 0 00 435 0 00 0 00 0 00 0 00 0 00 3 04 0 00- 435 0 00 1 65 0 00 0 00 0 00 20 12 0 00 0 00 0 00 0 00 0 00 0 00 0 00 5 83 0 00 2061 000 2 27 0 00 1 87 0 00 1744 000 16 53 0 00 1 42 0 00 -111 000 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 1286 000 -6 43 0 00 313 000 -4 57 0 00 5 94 0 00 -7 88 0 00 0 00 0 00 0 00 0 00 1943 000 0 00 0 00 Load Name RAMUSER RAMUSER RAMUSER RAMUSER +Roof 1 15 000 000 000 000 000 000 000 000 000 673 000 402 000 000 000 307 -091 000 000 172 -661 000 000 005 010 005 -Oil 412 -068 000 000 426 -498 000 000 590 000 -Roof Min Total Max Total 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 5008 -102 1726 086 1448 228 945 000 1198 228 10448 027 11953 000 1785 000 12094 1105 492 099 8609 014 448 -060 1687 015 952 -017 5576 -430 1204 -244 6520 -964 773 -003 113 12 017 6455 -290 22 18 250 2239 663 945 000 1502 663 11286 027 14368 000 1785 000 12984 3074 719 286 10525 1006 590 -172 1692 025 957 -029 7274 -1141 15 17 -701 7541 -2250 773 -003 13845 017 EQ_UBC97_X_+E_F EQ_UBC97_X_-E_F Foundation Load Summary RAM Manager vl 1 2 LegoLand Sea Life DataBase SeaLifeCBCrev25 Page 3/5 Date 09/18/07 08 25 32 Case E3 E4 Load Description seismic seismic Load Name EQ_UBC97_Y_+E_F EQ_UBC97_Y_-E_F Frame Column/Brace Loads Col Level 10 floor 1 1 floor 12 floor 25 floor 26 floor Case D Lp Ln Rfp El E2 E3 E4 D Lp Ln Rfp El E2 E3 E4 D Lp Ln Rfp El E2 E3 E4 D Lp Ln Rfp El E2 E3 E4 D Lp Ln Rfp El Vx kip 002 003 -000 -001 366 382 009 -018 002 003 -000 -001 425 427 001 -002 001 002 -000 -001 380 367 -007 014 -066 -2 15 -001 008 1329 1242 -058 092 -126 -201 004 016 1236 Vy kip -289 -302 015 016 092 -088 1226 1532 -027 -010 -015 000 126 -1 16 1680 2092 303 277 002 -015 092 -088 1226 1532 000 -001 -000 000 005 -005 263 280 001 -001 -000 -000 -002 P kip 5079 3769 -060 501 -067 043 -839 -1016 5414 4014 -077 506 -000 000 000 000 5374 3795 005 497 067 -043 839 1016 43 14 6409 -599 480 -775 -731 040 -029 3104 2866 -062 493 -720 Mxx kip-ft -1299 -1359 066 067 880 -783 11629 14435 -157 -094 -067 -003 1105 -968 14558 18049 1285 1167 006 -069 880 -783 11629 14435 003 -014 -001 000 053 -050 3107 3282 010 -Oil -001 -000 -029 Myy kip-ft 043 036 -001 001 4478 4653 121 -176 041 041 -001 002 5202 5220 Oil -020 028 034 -002 002 4644 4500 -101 141 -244 -858 -006 043 13708 12841 -625 838 -444 -780 015 085 12746 T kip-ft 000 000 -000 000 -000 000 000 -000 000 000 -000 000 -000 000 001 -001 000 -000 -000 000 -000 000 000 -000 000 000 -000 000 -000 000 000 -000 000 000 -000 000 -000 Foundation Load Summary RAM Manager vll 2 LegoLand Sea Life DataBase. SeaLifeCBCrev25 Page 4/5 Date 09/18/07 08 25 32 Col Level 28 floor 32 floor 36 floor 37 floor 39 floor Case E2 E3 E4 D Lp Ln Rfp El E2 E3 E4 D Lp Ln Rfp El E2 E3 E4 D Lp Ln Rfp El E2 E3 E4 D Lp Ln Rfp El E2 E3 E4 D Lp Ln Rfp El E2 Vx 1333 063 -103 008 017 -001 000 1798 1681 -079 1 19 027 036 -001 -002 1672 1801 087 -133 076 238 -000 -008 1329 1242 -058 092 083 137 -000 -009 1236 1333 063 -1 03 002 004 -000 -000 373 375 Vy 002 272 2.64 001 -000 -000 -000 -002 003 3 13 305 001 -000 -000 -000 -0 10 Oil 323 287 001 000 -000 -000 -009 009 280 248 001 000 -000 -000 -015 017 288 233 -227 -647 -000 -016 -081 076 P -765 -042 031 3200 6271 -001 497 000 000 -000 000 31 18 2730 -002 502 -000 -000 -000 000 3060 6187 -000 491 775 731 -040 029 1952 1561 -000 444 720 765 042 -031 3535 4027 000 728 063 -041 Mxx 025 3217 3125 012 -010 -001 -000 -034 029 3711 3605 021 -009 -001 -001 -128 1 16 3837 3424 018 -003 -001 -001 -1 11 1 01 3327 2968 026 002 -001 -001 -193 1 76 3437 2812 -921 -2828 -005 -070 -791 690 Myy 13699 679 -931 086 170 -008 013 17001 15930 -780 1024 242 272 -010 006 15806 16981 846 -1137 377 1126 -005 -024 13708 12841 -625 838 471 715 -006 -025 12746 13699 679 -931 036 053 -002 001 4561 4576 T 000 000 -000 000 000 -000 000 -000 000 000 -000 000 000 -000 000 -000 000 000 -000 000 000 -000 000 -000 000 000 -000 000 000 -000 000 -000 000 000 -000 000 000 -000 000 -000 000 RAM Manager vll 2 LegoLand Sea Life DataBase SeaLifeCBCrev25 Col Level 40 floor 41 floor Case E3 E4 D Lp Ln Rfp El E2 E3 E4 D Lp Ln Rfp El E2 E3 E4 r ounoatii Vx 001 -002 001 004 -000 -000 433 4.19 -009 016 001 003 -000 -000 386 360 -016 030 on Load 2 vy 1454 1186 050 234 -001 -000 -1 13 1.02 2001 1637 186 450 -000 021 -081 076 1454 1186 nummary p -1035 -867 4091 7782 -000 872 000 -000 000 000 2049 2952 -000 497 -063 041 1035 867 Date 09/18/07 Mxx 13903 11410 298 1017 -007 002 -996 856 17434 14323 879 1963 -005 094 -791 690 13903 11410 Myy 010 -017 032 057 -002 002 5297 5133 -1 16 161 020 045 -002 002 4727 4424 -212 300 - 7— Page 5/5 08 25 32 T 000 -000 000 000 -000 000 -000 000 001 -001 000 000 -000 000 -000 000 000 -000 Title Dsgnr Description Date Job* 1219PM, 20 SEP 07 F-S Scope Rev 560100 User KW-0602379 Ver 5 6 1 25-OcS 2002 (c)1983-2002 ENERCALC Engineering Software General Footing Analysis & Design Page 1 c \ecS6Meaoland ecw Calculations Description 3' Sqr Footing General Information Allowable Soil Bearing Short Term Increase Seismic Zone Live & Short Term Combined fc Fy Concrete Weight Overburden Weight 2,5000 psf 1 330 4 2,5000 psi 60,000 0 psi 14500 pcf 000 psf Calculations are designed to ACI 318-95 and Dimensions Width along X-X Axis Length along Y-Y Axis Footing Thickness Col Dim Along X-X Axis Col Dim Along Y-Y Axis Base Pedestal Height Mm Steel % Rebar Center To Edge Distance 1997 UBC Requirements 3000ft 3000ft 18 00 in 8 00 in 8 00 in 0 000 in 00014 3 50 in I Loads Applied Vertical Load Dead Load Live Load Short Term Load 6420k 5010k k ecc along X-X Axis ecc along Y-Y Axis 0 000 in 0 000 in Applied Moments Dead Load Live Load Short Term Creates Rotation about Y-Y Axis (pressures @ left & right) k-ft k-ft k-ft Creates Rotation about Y-Y Axis Creates Rotation about X-X Axis (pressures @ top & bot) k-ft k-ft k-ft Creates Rotation about X-X Axis Applied Shears Dead Load Live Load Short Term (pressures @ left & right) k k k (pressures @ top & bot) k k k Summary Footing Design OK 3 00ft x 3 00ft Footing, 18 Oin Thick, w/ Column Support 8 00 x 8 00m x 0 Om high Max Soil Pressure Allowable "X1 Ecc, of Resultant "Y1 Ecc, of Resultant X-X Mm Stability Ratio Y-Y Mm Stability Ratio DL+LL 1,4875 2,500 0 0 000 in 0 000 in No Overturning No Overturning DL+LL+ST 1,487 5 psf 3,325 0 psf 0 000 in 0 000 in 1 500 1 Max Mu Required Steel Area Shear Stresses 1-Way 2-Way Actual 1323 Vu 0000 8076 0244 Vn * Phi 85 000 psi 170 000 psi Footing Design Shear Forces Two-Way Shear One-Way Shears Vu @ Left Vu @ Right Vu @ Top Vu @ Bottom Moments Mu @ Left Mu @ Right Mu @ Top Mu @ Bottom ACI 9-1 8 08 psi 0 00 psi 0 00 psi 0 00 psi 000 psi ACI 9-1 1 32 k-ft 1 32 k-ft 1 32 k-ft 132 k-ft ACI 9-2 7 38 psi 0 00 psi 0 00 psi 0 00 psi 0 00 psi ACI 9-2 1 21 k-ft 1 21 k-ft 1 21 k-ft 1 21 k-ft ACI 9-3 2 67 psi 0 00 psi 0 00 psi 0 00 psi 0 00 psi ACI 9-3 0 44 k-ft 0 44 k-ft 0 44 k-ft 0 44 k-ft Vn * Phi 170 00 psi 85 00 psi 85 00 psi 85 00 psi 85 00 psi Ru / Phi 70 psi 70 psi 70 psi 70 psi As Rea'd 0 24 m2 0 24 m2 0 24 m2 0 24 m2 per ft per ft per ft per ft Title Dsgnr Description Scope Jobff Date 1219PM, 20 SEP 07 Rev 560100User KW-0602379,Ver561,25-Oct-2002(c)1 983-2002 ENERCALC Engineering Software General Footing Analysis & Design Page 2 c \ec56\legolandecw Calculations Description 3' Sqr Footing j Soil Pressure Summary Service Load Soil Pressures Left DL + LL 1,48750 DL + LL + ST 1,48750 Factored Load Soil Pressures ACI Eq 9-1 2,249 50 ACI Eq 9-2 2,082 50 ACI Eq 9-3 837 75 Right 1,48750 1,48750 2,249 50 2,082 50 83775 ACi Factors (per ACI, applied internally to entered loads) Top 1,48750 1,48750 2,249 50 2,082 50 83775 Bottom 1,487 50 psf 1,487 50 psf 2,249 50 psf 2,082 50 psf 837 75 psf ACI 9-1 & 9-2 DL 1 400 ACI 9-1 & 9-2 LL 1 700 ACI 9-1 & 9-2 ST 1 700 seismic = ST* 1 100 ACI 9-2 Group Factor 0 750 ACI 9-3 Dead Load Factor 0 900 ACI 9-3 Short Term Factor 1 300 UBC 1921 2 7 "14" Factor 1400 UBC 1921 2 7 "0 9" Factor 0 900 Title Dsgnr Description Job* Date 1219PM, 20 SEP 07 F-Jb Scope Rev 560100 User KW-0602379, Ver 5 6 1 25-Oct 2002(c)1983-2002 ENERCALC Engineering Software General Footing Analysis & Design Page c \ec56\legoland.ecw Calculationsms § Description 4' Sqr Footing j General information Allowable Soil Bearing Short Term Increase Seismic Zone Live & Short Term Combined fc Fy Concrete Weight Overburden Weight Calculations are designed to ACI 318-95 and 1997 UBC Requirements | 2,5000 psf Dimensions 1 330 4 2,5000 psi 60,0000 psi 14500 pcf 000 psf Width along X-X Axis 4 000 ft Length along Y-Y Axis 4 000 ft Footing Thickness 1800m Col Dim Along X-X Axis 8 00 in Col Dim Along Y-Y Axis 8 00 in Base Pedestal Height 0 000 in Mm Steel % 0 0014 Rebar Center To Edge Distance 3 50 in | Loads | Applied Vertical Load Dead Load Live Load Short Term Load Applied Moments Dead Load Live Load Short Term Applied Shears Dead Load Live Load Short Term 12840k 16150k k Creates Rotation about Y-Y Axis (pressures @ left & right) k-ft k-ft k-ft Creates Rotation about Y-Y Axis (pressures @ left & right) k k k ecc along X-X Axis 0 000 in ecc along Y-Y Axis 0 000 in Creates Rotation about X-X Axis (pressures @ top & bot) k-ft k-ft k-ft Creates Rotation about X-X Axis (pressures @ top & bot) k k k 1 Summary 1 4 00ft x 4 00ft Footing, 180mThick, DL+LL Max Soil Pressure 2,029 4 Allowable 2,500 0 "X1 Ecc, of Resultant 0 000 in "Y1 Ecc, of Resultant o 000 in X-X Mm Stability Ratio No Overturning Y-Y Mm Stability Ratio No Overturning Footing Design w/ Column Support DL+LL+ST 2,029 4 psf 3,325 0 psf 0 000 in 0 000 in 1500 1 8 00 x 8 00m x 0 Oin Max Mu Required Steel Area Shear Stresses 1-Way 2-Way high Actual 3940 Yu 7802 27314 Footing Design OK Allowable 0244 Vn * Phi 85 000 psi 170 000 psi 1 Shear Forces Two-Way Shear One-Way Shears Vu @ Left Vu @ Right Vu @ Top Vu @ Bottom Moments Mu @ Left Mu @ Right Mu @ Top Mu @ Bottom 7 80 psi 7 80 psi 7 80 psi 7 80 psi i9-i 3 94 k-ft 3 94 k-ft 3 94 k-ft 3 94 k-ft ACI 9-2 24 40 psi 6 97 psi 6 97 psi 6 97 psi 6 97 psi ACI 9-2 3 52 k-ft 3 52 k-ft 3 52 k-ft 3 52 k-ft ACI 9-3 6 95 psi 2 00 psi 2 00 psi 2 00 psi 2 00 psi ACI 9-3 1 00 k-ft 1 00 k-ft 1 00 k-ft 1 00 k-ft Vn * Phi 170 00 psi 85 00 psi 85 00 psi 85 00 psi 85 00 psi Ru / Phi 20 8 psi 20 8 psi 20 8 psi 20 8 psi As Rea'd 0 24 m2 0 24 m2 0 24 m2 0 24 m2 per ft per ft per ft per ft Title Dsgnr Description Job* Date 1219PM, 20 SEP 07 Scope i Rev 560100 ' User KW-0602379, Ver 5 6 1 25-Oct 2002 | (c)1983-2002 ENERCALC Engineering Software General Footing Analysis & Design Page 2 c \ecS6\legoland.ecwCalculations Description 4' Sqr Footing Soil Pressure Summary Service Load Soil Pressures DL + LL DL + LL + ST Factored Load Soil Pressures ACI Eq 9-1 ACI Eq 9-2 AClEq 9-3 Left 2,029 37 2,029 37 3,143 94 2,841 12 91800 Right 2,029 37 2,029 37 3,14394 2,841 12 91800 Top 2,029 37 2,029 37 3,14394 2,841 12 91800 1 Bottom 2,029 37 psf 2,029 37 psf 3,143 94 psf 2,841 12 psf 91 8 00 psf i ACI Factors (per ACI, applied internally to entered loads) ACI 9-1 & 9-2 DL 1 400 ACI 9-1 & 9-2 LL 1 700 ACI 9-1 & 9-2 ST 1 700 seismic = ST* 1 100 ACI 9-2 Group Factor 0 750 ACI 9-3 Dead Load Factor 0 900 ACI 9-3 Short Term Factor 1 300 UBC1921 2 7 "14" Factor UBC1921 2 7 "09" Factor 1400 0900 Title Dsgnr Description Date 1219PM, 20 SEP 07 Scope Rev 560100 User KW-0602379, Ver 5 6 1, 25-00-2002 (c)19B3-2002 ENERCALC Engineering Software General Footing Analysis & Design Page 1 c \ec56\legoland ecw Calculations Description 5' Sqr Footing General Information Allowable Soil Bearing Short Term Increase Seismic Zone Live & Short Term Combined fc Fy Concrete Weight Overburden Weight Loads Applied Vertical Load Dead Load Live Load Short Term Load Applied Moments Dead Load Live Load Short Term Applied Shears Dead Load Live Load Short Term Calculations are designed to ACI 318-95 and 1997 UBC Requirements I 2,5000 psf Dimensions 1330 4 2,5000 psi 60,0000 psi 14500 pcf 000 psf 25 950 k 27 660 k k Creates Rotation about Y-Y Axis (pressures @ left & right) k-ft k-ft k-ft Creates Rotation about Y-Y Axis (pressures @ left & right) k k k Width along X-X Axis Length along Y-Y Axis Footing Thickness Col Dim Along X-X Axis Col Dim Along Y-Y Axis Base Pedestal Height Mm Steel % 5000ft 5000ft 1800m 800m 800m 0 000 in nnn-u Rebar Center To Edge Distance 3 50 in ecc along X-X Axis ecc along Y-Y Axis 1 0 000 in 0 000 in Creates Rotation about X-X Axis (pressures @ top & bot) k-ft k-ft k-ft Creates Rotation about X-X Axis (pressures @ top & bot) k k k (Summary 1 5 00ft x 5 00ft Footing, 18 Om Thick, DL+LL Max Soil Pressure 2,361 9 Allowable 2,500 0 "X1 Ecc, of Resultant 0 000 in "Yr Ecc, of Resultant o 000 in X-X Mm Stability Ratio No Overturning Y-Y Mm Stability Ratio No Overturning Footing Design OK w/ Column Support DL+LL+ST 2,361 9 psf 3,325 0 psf 0 000 in 0 000 in 1 500 1 8 00 x 8 00m x 0 Oin MaxMu Required Steel Area Shear Stresses 1-Way 2-Way high Actual 7825 Vu 18239 55181 Allowable 0244 yn'Ph, 85 000 psi 170 000 psi Footing Design Shear Forces Two-Way Shear One-Way Shears Vu @ Left Vu @ Right Vu @ Top Vu @ Bottom Moments Mu @ Left Mu @ Right Mu @ Top Mu @ Bottom ACI 9-1 55 18 psi 18 24 psi 18 24 psi 18 24 psi 18 24 psi ACI 9-1 7 82 k-ft 7 82 k-ft 7 82 k-ft 7 82 k-ft ACI 9-2 49 69 psi 16 42 psi 16 42 psi 16 42 psi 16 42 psi ACI 9-2 7 05 k-ft 7 05 k-ft 7 05 k-ft 7 05 k-ft ACI 9-3 1546 psi 511 psi 511 psi 511 psi 511 psi ACI 9-3 2 19 k-ft 2 19 k-ft 2 19 k-ft 2 19 k-ft Vn * Phi 170 00 psi 85 00 psi 85 00 psi 85 00 psi 85 00 psi Ru / Phi 41 4 psi 41 4 psi 41 4 psi 41 4 psi As Reo'd 0 24 m2 0 24 m2 0 24 m2 0 24 m2 1 per ft per ft per ft per ft Title Dsgnr Description Job* Date 1219PM, 20 SEP 07 Scope Rev 560100 User KW-0602379, Ver 5 61.25-Oct-2002 (c)19B3-2002 ENERCALC Engineering Software General Footing Analysis & Design Page 2 C.\ec56\legoland.ecw Calculations Description 5' Sqr Footing Soil Pressure Summary Service Load Soil Pressures DL + LL DL + LL + ST Factored Load Soil Pressures ACI Eq 9-1 ACI Eq 9-2 ACI Eq 9-3 Left 2,361 90 2,361 90 3,638 58 3,306 66 1,12995 Right 2,361 90 2,361 90 3,638 58 3,306 66 1,12995 Top 2,361 90 2,361 90 3,638 58 3,306 66 1,12995 1 Bottom 2,361 90 psf 2,361 90 psf 3,638 58 psf 3,306.66 psf 1,129 95 psf ACI Factors (per ACI, applied internally to entered loads) ACI 9-1 & 9-2 DL 1 400 ACI 9-1 & 9-2 LL 1 700 ACI 9-1 & 9-2 ST 1 700 seismic = ST* 1 100 ACI 9-2 Group Factor 0 750 ACI 9-3 Dead Load Factor 0 900 ACI 9-3 Short Term Factor 1 300 UBC 1921 2 7 "14" Factor 1400 UBC 1921 2 7 "0 9" Factor 0 900 Title Dsgnr Description Job* Date 1219PM, 20 SEP 07 Scope Rev 560100 User KW-0602379,VerS61 25-Oct2002 (c)1983-2002 ENERCALC Engineennfl Software General Footing Analysis & Design Page 1 c \ecS6\legolandecwCalculalions Description 6' Sqr Footing General Information Allowable Soil Bearing Short Term Increase Seismic Zone Live & Short Term Combined fc Fy Concrete Weight Overburden Weight Loads Applied Vertical Load Dead Load Live Load Short Term Load Applied Moments Dead Load Live Load Short Term Applied Shears Dead Load Live Load Short Term Calculations are designed to ACI 318-95 and 1997 UBC Requirements || 2,5000 psf Dimensions 1 330 4 2,5000 psi 60,0000 psi 14500 pcf 0 00 psf 27110k 51 450 k k Creates Rotation about Y-Y Axis (pressures @ left & right) k-ft k-ft k-ft Creates Rotation about Y-Y Axis (pressures @ left & right) k k k Width along X-X Axis 6 000 ft Length along Y-Y Axis 6 000 ft Footing Thickness 1 8 00 in Col Dim Along X-X Axis 8 00 in Col Dim Along Y-Y Axis 8 00 in Base Pedestal Height 0 000 in Mm Steel % 0 0014 Rebar Center To Edge Distance 3 50 in 1 ecc along X-X Axis 0 000 in ecc along Y-Y Axis 0 000 in Creates Rotation about X-X Axis (pressures @ top & bot) k-ft k-ft k-ft Creates Rotation about X-X Axis (pressures @ top & bot) k k k 1 Summary 1 6 00ft x 6 00ft Footing, 180mThick, DL+LL Max Soil Pressure 2,399 7 Allowable 2,500 0 "X1 Ecc, of Resultant 0 000 in "Y1 Ecc, of Resultant o 000 in X-X Mm Stability Ratio No Overturning Y-Y Mm Stability Ratio No Overturning Footing Design OK w/ Column Support DL+LL+ST 2,399 7 psf 3,325 0 psf 0 000 in 0 000 in 1 500 1 8 00 x 8 00m x 0 Om MaxMu Required Steel Area Shear Stresses 1-Way 2-Way high Actual 12383 Vu 28551 86191 Allowable 0256 Vn * Phi 85 000 psi 170 000 psi | Footing Design | Shear Forces Two-Way Shear One-Way Shears Vu @ Left Vu @ Right Vu @ Top Vu @ Bottom Moments Mu @ Left Mu @ Right Mu @ Top Mu @ Bottom ACI 9-1 86 19 psi 28 55 psi 28 55 psi 28 55 psi 28 55 psi ACI 9-1 12 38 k-ft 12 38 k-ft 12 38 k-ft 12 38 k-ft ACI 9-2 75 58 psi 25 03 psi 25 03 psi 25 03 psi 25 03 psi ACI 9-2 10 86 k-ft 10 86 k-ft 10 86 k-ft 10 86 k-ft ACI 9-3 1677 psi 5 53 psi 5 53 psi 5 53 psi 5 53 psi ACI 9-3 241 k-ft 241 k-ft 241 k-ft 241 k-ft Vn * Phi 170 00 psi 85 00 psi 85 00 psi 85 00 psi 85 00 psi Ru / Phi 65 4 psi 65 4 psi 65 4 psi 65 4 psi As Rea'd 0 26 m2 0 26 m2 0 26 m2 0 26 m2 per ft per ft per ft per ft Title Dsgnr Description Scope Job* Date 1219PM, 20 SEP 07 Rev 560100 User KW-0602379 Ver 5 61 25-Oct-2002 (0)1963-2002 ENERCAIC Engineering Software General Footing Analysis & Design Page 2 c \ecS6\legolandecwCalculalions Description 6' Sqr Footing Soil Pressure Summary Service Load Soil Pressures Left DL + LL 2,39972 DL + LL + ST 2,399 72 Factored Load Soil Pressures ACI Eq 9-1 3,788 36 ACI Eq 9-2 3,359 61 ACI Eq 9-3 873 50 Right 2,399 72 2,399 72 3,788 36 3,359 61 87350 Top 2,399 72 2,399 72 3,788 36 3,359 61 87350 Bottom 2,399 72 psf 2,399 72 psf 3,788 36 psf 3,359 61 psf 873 50 psf ACI Factors (per ACI, applied internally to entered loads) ACI 9-1 & 9-2 DL ACI 9-1 & 9-2 LL AC) 9-1 & 9-2 ST seismic = ST' 1400 1 700 1700 1 100 ACI 9-2 Group Factor 0 750 ACI 9-3 Dead Load Factor 0 900 ACI 9-3 Short Term Factor 1 300 UBC 1921 2 7 "1 4" Factor 1 400 UBC 1921 2 7 "0 9" Factor 0 900 Title Dsgnr Description F-l Job* Date 1219PM, 20 SEP 07 Scope Rev 560100 User KW-0602379, Ver 5 61.25-Oct 2002 (c)1983-2002 ENERCALC Engineering Software General Footing Analysis & Design Page 1 c \ec56Mefloland ecw-Calculations Description 7' Sqr Footing General Information Allowable Soil Bearing Short Term Increase Seismic Zone Live & Short Term Combined fc Fy Concrete Weight Overburden Weight Loads Applied Vertical Load Dead Load Live Load Short Term Load Applied Moments Dead Load Live Load Short Term Applied Shears Dead Load Live Load Short Term Calculations are designed to ACI 318-95 and 1997 UBC Requirements | 2,5000 psf Dimensions 1330 4 2.500.0 psi 60,000 0 psi 14500 pcf 000 psf 35 740 k 72910k k Creates Rotation about Y-Y Axis (pressures @ left & right) k-ft k-ft k-ft Creates Rotation about Y-Y Axis (pressures @ left & right) k k k Width along X-X Axis Length along Y-Y Axis Footing Thickness Col Dim Along X-X Axis Col Dim Along Y-Y Axis Base Pedestal Height Mm Steel % 7000ft 7000ft 18 00 in 8 00 in 8 00 in 0000 in 00014 Rebar Center To Edge Distance 3 50 in ecc along X-X Axis ecc along Y-Y Axis 1 0000 in 0 000 in Creates Rotation about X-X Axis (pressures @ top & bot) k-ft k-ft k-ft Creates Rotation about X-X Axis (pressures @ top & bot) k k k (Summary 1 7 00ft x 7 00ft Footing, 1 8 Om Thick, DL+LL Max Soil Pressure 2,434 8 Allowable 2,500 0 "X1 Ecc, of Resultant 0 000 in "Y1 Ecc, of Resultant rj rjOO in X-X Mm Stability Ratio No Overturning Y-Y Mm Stability Ratio No Overturning w/ Column Support DL+LL+ST 2,434 8 psf 3,325 0 psf 0 000 in 0 000 in 1 500 1 8 00 x 8 OOin x 0 Om Max Mu Required Steel Area Shear Stresses 1-Way 2-Way Footing Design OK high Actual Allowable 17803 0371 Vu Vn * Phi 40 865 85 000 psi 123344 170 000 psi i Footing Design | Shear Forces Two-Way Shear One-Way Shears Vu @ Left Vu @ Right Vu @ Top Vu @ Bottom Moments Mu @ Left Mu @ Right Mu @ Top Mu @ Bottom ACI 9-1 123 34 psi 40 89 psi 40 89 psi 40 89 psi 40 89 psi ACI 9-1 17 80 k-ft 17 80 k-ft 17 80 k-ft 17 80 k-ft ACI 9-2 107 84 psi 35 75 psi 35 75 psi 35 75 psi 35 75 psi ACI 9-2 15 56 k-ft 15 56 k-ft 15 56 k-ft 15 56 k-ft ACI 9-3 22 80 psi 7 59 psi 7 59 psi 7 59 psi 7 59 psi ACI 9-3 3 29 k-ft 3 29 k-ft 3 29 k-ft 3 29 k-ft Vn * Phi 170 00 psi 85 00 psi 85 00 psi 85 00 psi 85 00 psi Ru / Phi 94 1 psi 94 1 psi 941 psi 941 psi As Rea'd 0 37 m2 0 37 m2 0 37 m2 0 37 m2 per ft per ft per ft per ft Title Dsgnr Description Job* Date 1219PM, 20 SEP 07 Scope Rev 560100 User KW-0602379, Ver 5 61,25-Od-2002 (Q1983-3002 ENERCALC Engineering Software General Footing Analysis & Design Page 2 c \ec56\legolanaecy Calculations Description 7' Sqr Footing Soil Pressure Summary Service Load Soil Pressures DL + LL DL + LL + ST Factored Load Soil Pressures ACI Eq 9-1 ACI Eq 9-2 ACTBq 9-3 Left 2,434 85 2,434 85 3,855 17 3,408 79 85220 Right 2,434 85 2,434 85 3,855 17 3,408 79 85220 Top 2,434 85 2,434 85 3,855 17 3,408 79 85220 Bottom 2,434 85 psf 2,434 85 psf 3,855 17 psf 3,408 79 psf 85220 psf ACI Factors (per ACI, applied internally to entered loads) ACI 9-1 & 9-2 DL 1 400 ACI 9-1 & 9-2 LL 1 700 ACI 9-1 & 9-2 ST 1 700 seismic = ST* 1100 ACI 9-2 Group Factor 0 750 ACI 9-3 Dead Load Factor 0 900 ACI 9-3 Short Term Factor 1 300 UBC 1921 2 7 "1 4" Factor 1 400 UBC 1921 2 7 "0 9" Factor 0 900 Title Dsgnr Description Job# Date 1219PM, 20 SEP 07 Scope Rev 560100User KW-0602379 Ver 5 6 1 25-Oct 2002 (c)1983-2002 ENERCAIC Engineering Software General Footing Analysis & Design Page 1 c tecSCTegaarta BcwCaleulations Description 8' Sqr Footing ! General Information Calculations are designed to ACI318-95 and 1997 UBC Requirements | Allowable Soil Bearing Short Term Increase Seismic Zone Live & Short Term Combined fc Fy Concrete Weight Overburden Weight 2,5000 psf 1330 4 2,500 0 psi 60,0000 psi 14500 pcf 000 psf Dimensions Width along X-X Axis Length along Y-Y Axis Footing Thickness Col Dim Along X-X Axis Col Dim Along Y-Y Axis Base Pedestal Height Mm Steel % Rebar Center To Edge Distance 8000ft 8000ft 18 00 in 800m 8 00 in 0 000 in 00014 350m Loads Applied Vertical Load Dead Load Live Load Short Term Load 31 170 k 107 680 k k ecc along X-X Axis ecc along Y-Y Axis 0 000 in 0 000 in Applied Moments Dead Load Live Load Short Term Creates Rotation about Y-Y Axis (pressures @ left & right) k-ft k-ft k-ft Creates Rotation about Y-Y Axis Creates Rotation about X-X Axis (pressures @ top & bot) k-ft k-ft k-ft Creates Rotation about X-X Axis Applied Shears Dead Load Live Load Short Term 1 Summary | 8 00ft x 8 00ft Footing Max Soil Pressure Allowable "X1 Ecc, of Resultant "V Ecc, of Resultant X-X Mm Stability Ratio Y-Y Mm Stability Ratio (pressures @ left & nght) , 180mThick, DL+LL 2,387 0 2,500 0 0 000 in 0 000 in No Overturning No Overturning k k k w/ Column Support 8 DL+LL+ST 2,387 0 psf 3,325 0 psf 0 000 in 0 000 in 1 500 1 (pressures @ top & 00 x 8 00m x 0 Om MaxMu Required Steel Area Shear Stresses 1-Way 2-Way k k k high Actual 23806 Yu 50439 164849 bot) Footing Design OK Allowable 0501 Vn * Phi 85 000 psi 170 000 psi Footing Design Shear Forces Two-Way Shear One-Way Shears Vu @ Left Vu @ Right Vu @ Top Vu @ Bottom Moments Mu @ Left Mu @ Right Mu @ Top Mu @ Bottom ACI 9-1 164 85 psi 50 44 psi 50 44 ps: 50 44 psi 50 44 psi ACI 9-1 23 81 k-ft 23 81 k-ft 23 81 k-ft 23 81 k-ft ACI 9-2 141 36 psi 43 26 psi 43 26 psi 43 26 psi 43 26 psi ACI 9-2 20 41 k-ft 20 41 k-ft 20 41 k-ft 20 41 k-ft ACI 9-3 20 40 psi 6 26 psi 6 26 psi 6 26 psi 6 26 psi ACI 9-3 2 95 k-ft 2 95 k-ft 2 95 k-ft 2 95 k-ft Vn * Phi 170 00 psi 85 00 psi 85 00 psi 85 00 psi 85 00 psi Ru / Phi 125 8 psi 125 8 psi 125 8 psi 125 8 psi As Rea'd 0 50 m2 0 50 m2 0 50 m2 0 50 In2 per ft per ft per ft per ft Title Dsgnr Description Scope Job* Date 1219PM, 20 SEP 07 Rev 560100 User KW-0602379 Ver561 25-Ocl-2002 (c)1983-Z002 ENERCALC Engineering Software General Footing Analysis & Design Page 2 c \ec56\tefloland ecw Calculations Description 8' Sqr Footing Soil Pressure Summary Service Load Soil Pressures DL + LL DL + LL + ST Factored Load Soil Pressures ACI Eq 9-1 ACI Eq 9-2 ACI Eq 9-3 Left 2,387 03 2,387 03 3,846 59 3,341 84 63408 Right 2,387 03 2,387 03 3,846 59 3,341 84 63408 j ACI Factors^ Top 2,387 03 2,387 03 3,846 59 3,341 84 63408 Bottom 2,387 03 psf 2,387 03 psf 3,846 59 psf 3,341 84 psf 634 08 psf (per ACI, applied internally to entered loads) ACI 9-1 & 9-2 DL 1 400 ACI 9-1 & 9-2 LL 1 700 ACI 9-1 & 9-2 ST 1 700 seismic = ST * 1 100 ACI 9-2 Group Factor ACI 9-3 Dead Load Factor ACI 9-3 Short Term Factor 0 750 UBC 1921 2 7 "1 4' Factor 1 400 0 900 UBC 1921 2 7 "0 9° Factor 0 900 1 300 Title Dsgnr Description Job* Date 1219PM, 20 SEP 07 Scope Rev 560100 User KW-0602379 Ver561 2S-Oct-2002 (c)1983-2002 ENERCALC Engineering Software General Footing Analysis & Design Page 1 c \ecS6\legoland acwCaltulalioiis Description Frame Column 10 & 12 General Information Allowable Soil Bearing Short Term Increase Seismic Zone Live & Short Term Combined fc Fy Concrete*Weight Overburden Weight Loads Applied Vertical Load Dead Load Live Load Short Term Load Applied Moments Dead Load Live Load Short Term Applied Shears Dead Load Live Load Short Term Calculations are designed to ACI 318-95 and 1997 UBC Requirements | 2,5000 psf Dimensions 1330 4 2,500.0 psi 60,0000 psi ' 14500 pcf 000 psf 53 480 k 38 050 k 7290k Creates Rotation about Y-Y Axis (pressures @ left & nght) k-ft k-ft 103 170 k-ft Creates Rotation about Y-Y Axis (pressures @ left & right) k k k Width along X-X Axis 8000ft Length along Y-Y Axis 8 000 ft Footing Thickness 1800m Col Dim Along X-X Axis 12 00 in Col Dim Along Y-Y Axis 1 2 00 in Base Pedestal Height 0 000 in Mm Steel % 0 0014 Rebar Center To Edge Distance 3 50 in 1 ecc along X-X Axis 0 000 in ecc along Y-Y Axis 0 000 in Creates Rotation about X-X Axis (pressures @ top & bot) k-ft k-ft k-ft Creates Rotation about X-X Axis (pressures @ top & bot) k k k 1 Summary | 8 00ft x 8 00ft Footing Max Soil Pressure Allowable "X1 Ecc, of Resultant "Y1 Ecc, of Resultant X-X Mm Stability Ratio Y-Y Mm Stability Ratio , 180inThick, DL+LL 1,6477 2,500 0 0 000 in 0 000 in No Overturning 4371 w/ Column Support DL+LL+ST 2,970 6 psf 3,325 0 psf 10 981 in 0 000 in 1500 1 1200x1200mxO MaxMu Required Steel Area Shear Stresses 1-Way 2-Way Om high Actual 20752 Vu 44656 84004 Footing Design OK Allowable 0435 Vn * Phi 85 000 psi 170000psi Footing Design Shear Forces Two-Way Shear One-Way Shears Vu @ Left Vu @ Right Vu @ Top Vu @ Bottom Moments Mu @ Left Mu @ Right Mu @ Top Mu @ Bottom ACI 9-1 84 00 psi 28 63 psi 28 63 psi 28 63 psi 28 63 psi ACI 9-1 13 35 k-ft 13 35 k-ft 13 35 k-ft 13 35 k-ft ACI 9-2 83 28 psi 44 66 psi 12 12 psi 28 39 psi 28 39 psi ACI 9-2 5 72 k-ft 20 75 k-ft 13 23 k-ft 13 23 k-ft ACI 9-3 3512 psi 1927 psi 4 66 psi 1 1 97 psi 1 1 97 psi ACI 9-3 221 k-ft 8 96 k-ft 5 58 k-ft 5 58 k-ft Vn * Phi 170 00 psi 85 00 psi 85 00 psi 85 00 psi 85 00 psi Ru / Phi 70 5 psi 109 7 psi 70 5 psi 70 5 psi As Rea'd 0 28 m2 0 43 m2 0 28 m2 0 28 m2 per ft per ft per ft per ft Title Dsgnr Description Date Job# 1219PM, 20 SEP 07 F-2JI Scope Rev 560100 User KW-0602379 Ver 5 6 1 25-Oct-2002 (c)1983-2002 ENERCALC Engineerinfl Software General Footing Analysis & Design Page 2 c \ecS6\lefloland ecw Calculations Description Frame Column 10&12 j Soil Pressure Summary Service Load Soil Pressures DL + LL DL + LL + ST Factored Load Soil Pressures ACI Eq 9-1 ACI Eq 9-2 ACI Eq 9-3 Left 1,64766 55254 2,485 08 77355 34731 Right 1.64766 2,970 59 2,485 08 4,158 82 1,86725 Top 1,64766 1,761 56 2,485 08 2,466 19 1,10728 Bottom 1,647 66 psf 1,761 56 psf 2,485 08 psf 2,466 19 psf 1,107 28 psf ACI Factors (per ACI, applied internally tp entered loads) ACI 9-1 & 9-2 DL 1 400 ACI 9-1 & 9-2 LL 1 700 ACI 9-1 & 9-2 ST 1 700 seismic = ST* 1 100 ACI 9-2 Group Factor 0 750 ACI 9-3 Dead Load Factor 0 900 ACI 9-3 Short Term Factor 1 300 UBC 1921 2 7 "1 4" Factor 1 400 UBC 1921 2 7 "0 9" Factor 0 900 Title Dsgnr Description Job# Date 1219PM, 20 SEP 07 Scope Rev 560100 User KW-0602379 Ver 5 6 1 25 Oct-2002 (c)1963-20Q2 ENERCALC Engineering Software General Footing Analysis & Design Page 1 c \ec56\leflolandecw Calculations Description Frame Column 11 General Information Allowable Soil Bearing Short Term Increase Seismic Zone Live & Short Term Combined fc Fy Concrete Weight Overburden Weight Loads Applied Vertical Load Dead Load Live Load Short Term Load Applied Moments Dead Load Live Load Short Term Applied Shears Dead Load Live Load Short Term Calculations are designed to ACI 318-95 and 1997 UBC Requirements | 2,5000 psf Dimensions 1 330 Width along X-X Axis 8 000 ft 4 Length along Y-Y Axis 8 000 ft 2,5000 psi 60,0000 psi 14500 pcf 000 psf 53840k 40 140 k k Creates Rotation about Y-Y Axis (pressures @ left & nght) k-ft k-ft 129 020 k-ft Creates Rotation about Y-Y Axis (pressures @ left & right) k k k Footing Thickness 1800m Col Dim Along X-X Axis 1 2 00 in Col Dim Along Y-Y Axis 12.00 in Base Pedestal Height 0 000 in Mm Steel % 0 0014 Rebar Center To Edge Distance 3 50 in i ecc along X-X Axis 0 000 in ecc along Y-Y Axis 0 000 in Creates Rotation about X-X Axis (pressures @ top & bot) k-ft k-ft k-ft Creates Rotation about X-X Axis (pressures @ top & bot) k k k (Summary | 8 00ft x 8 00ft Footing Max Soil Pressure Allowable "X1 Ecc, of Resultant "Y1 Frr of Resultant X-X Mm Stability Ratio Y-Y Mm Stability Ratio Footing Design OK , 180mThick, DL+LL 1,6859 2,500 0 0 000 in u uuu in No Overturning 3345 w/ Column Support DL+LL+ST 3,197 9 psf 3,325 0 psf 14 349 in 1 500 1 1200x 1200mxO MaxMu Required Steel Area Shear Stresses 1-Way 2-Way Om high Actual 21987 Vu 47341 86446 Allowable 0461 Vn * Phi 85 000 psi 170 000 psi Footing Design Shear Forces Two-Way Shear One-Way Shears Vu @ Left Vu @ Right Vu @ Top Vu @ Bottom Moments Mu @ Left Mu @ Right Mu @ Top Mu @ Bottom ACI 9-1 86 45 psi 29 47 psi 29 47 psi 29 47 psi 29 47 psi ACI 9-1 13 74 k-ft 13 74 k-ft 13 74 k-ft 13 74 k-ft ACI 9-2 79 20 psi 47 34 psi 6 65 psi 27 00 psi 27 00 psi ACI 9-2 3 18 k-ft 21 99 k-ft 12 59 k-ft 12 59 k-ft ACI 9-3 29 17 psi 1815 psi 1 73 psi 9 94 psi 9 94 psi ACI 9-3 0 84 k-ft 8 43 k-ft 4 63 k-ft 4 63 k-ft Vn * Phi 170 00 psi 85 00 psi 85 00 psi 85 00 psi 85 00 psi Ru / Phi 72 6 psi 116 2 psi 72 6 psi 72 6 psi As Rea'd 0 28 m2 0 46 m2 0 28 m2 0 28 in2 I per ft per ft per ft per ft Title Dsgnr Description Job* Date 1219PM, 20 SEP 07 Scope ! Rev 560100 User KW-0602379 Ver 5 61 25-Oct-2002 (c)1983-2002 ENERCALC Engineering Software General Footing Analysis & Design Page 2 e \ec56\legolandecwCalculations | Description Frame Column 11 Soil Pressure Summary jj Service Load Soil Pressures DL + LL DL + LL + ST Factored Load Soil Pressures ACI Eq 9-1 ACI Eq 9-2 ACI Eq 9-3 Left 1,68594 17398 2,54847 24358 9833 Right 1,68594 3,19789 2,548 47 4,477 05 1,80742 Top 1,68594 1,68594 -. 2,548 47 2,360 31 95287 Bottom 1,685 94 psf 1,685 94 psf 2,548 47 psf 2,360 31 psf 952 87 psf ACI Factors (Per ACI, applied internally to entered loads) ACI 9-1 & 9-2 DL 1 400 ACI 9-1 & 9-2 LL 1 700 ACI 9-1 & 9-2 ST 1 700 seismic = ST* 1 100 ACI 9-2 Group Factor 0 750 ACI 9-3 Dead Load Factor 0 900 ACI 9-3 Short Term Factor 1 300 UBC 1921 2 7 "14" Factor UBC1921 2 7 "09" Factor 1400 0900 Title Dsgnr Description Job* Date 1219PM, 20 SEP 07 Scope Rev 560100 User KW-0602379. Ver 5 6 1 25-Oct-2002 (c)1983-20Q2 ENERCALC Enplneering Software General Footing Analysis & Design Page 1 c \ecS6\legoland eew Calculations Description Frame Column 25 & 36 General Information Allowable Soil Bearing Short Term Increase Seismic Zone Live & Short Term Combined fc Fy Concrete Weight Overburden Weight Loads Applied Vertical Load Dead Load Live Load Short Term Load Applied Moments Dead Load Live Load Short Term Applied Shears Dead Load Live Load Short Term Calculations are designed to ACI 318-95 and 1997 UBC Requirements | 2,5000 psf Dimensions 1330 4 2,500.0 psi 60,0000 psi 14500 pcf 000 psf 42940k 64040k 5570k Creates Rotation about Y-Y Axis (pressures @ left & right) k-ft k-ft 98 260 k-ft Creates Rotation about Y-Y Axis (pressures @ left & right) k k k Width along X-X Axis 8000ft Length along Y-Y Axis 8 000 ft Footing Thickness 18 00 in Col Dim Along X-X Axis 1 2 00 in CoLDim Along Y-Y Axis 1 2 00 in Base Pedestal Height 0 000 in Mm Steel % 0 0014 Rebar Center To Edge Distance 3 50 in 1 ecc along X-X Axis 0 000 in ecc along Y-Y Axis 0 000 in Creates Rotation about X-X Axis (pressures @ top & bot) k-ft k-ft k-ft Creates Rotation about X-X Axis (pressures @ top & bot) k k k 1 Summary | 8 00ft x 8 00ft Footing, 18 Om Thick, w/ Column Support DL+LL DL+LL+ST Max Soil Pressure 1 ,889 1 3,1 27 6 psf Allowable 2,500 0 3,325 0 psf "X1 Ecc, of Resultant 0 000 in 9 323 in "Y1 Ecc, of Resultant o 000 in 0 000 in X-X Mm Stability Ratio No Overturning 1 $QQ -\ Y-Y Mm Stability Ratio 5 148 1200x1200mxO MaxMu Required Steel Area Shear Stresses 1-Way 2-Way Om high Actual 22233 Vu 47827 101717 Footing Design OK Allowable 0466 Vn * Phi 85 000 psi 170 000 psi Footing Design Shear Forces Two-Way Shear One-Way Shears Vu @ Left Vu @ Right Vu @ Top Vu @ Bottom Moments Mu @ Left Mu @ Right Mu @ Top Mu @ Bottom ACI 9-1 101 72 psi 34 67 psi 34 67 psi 34 67 psi 34 67 psi TeTek-ft 1616k-ft 1616k-ft 16 16 k-ft ACI 9-2 94 85 psi 47 83 psi 16 84 psi 32 33 psi 32 33 psi ACI 9-2 7 91 k-ft 22 23 k-ft 15 07 k-ft 15 07 k-ft ACI 9-3 27 96 psi 14 69 psi 4 37 psi 9 53 psi 9 53 psi ACI 9-3 2 06 k-ft 6 83 k-ft 4 44 k-ft 4 44 k-ft Vn * Phi 170 00 psi 85 00 psi 85 00 psi 85 00 psi 85 00 psi Ru / Phi 85 4 psi 117 5 psi 85 4 psi 85 4 psi As Rea'd 0 34 m2 047m2 0 34 m2 0 34 m2 per ft per ft per ft per ft Title Dsgnr Description Job* Date 1219PM, 20 SEP 07 P-75 Scope Rev 560100 User KW-0602379. Ver 5 6 1,25-Oct-2002 (c)1983-2002 ENERCALC Engineering Software General Footing Analysis & Design Page 2 c \ec56\lepoland ecw Calculations Description Frame Column 25 & 36 Soil Pressure Summary Service Load Soil Pressures DL + LL DL + LL + ST Factored Load Soil Pressures ACI Eq 9-1 ACI Eq 9-2 ACI Eq 9-3 Left 1,88906 82461 2,944 87 1,15445 38451 Right 1,88906 3,127 58 2,944 87 4,378 61 1,45837 Top 1,88906 1,97609 2,94487 2,766 53 92144 Bottom 1,889 06 psf 1,976 09 psf 2,944 87 psf 2,766 53 psf 921 44 psf -i Factors (per ACI, applied internally to entered loads) ACI 9-1 & 9-2 DL 1 400 ACI 9-1 & 9-2 LL 1 700 ACI 9-1 & 9-2 ST 1 700 seismic = ST * 1 100 ACI 9-2 Group Factor 0 750 ACI 9-3 Dead Load Factor 0 900 ACI 9-3 Short Term Factor 1 300 UBC 1921 2 7 "14" Factor 1400 UBC 1921 2 7 "0 9" Factor 0 900 Title Dsgnr Description Job* Date 1219PM, 20 SEP 07 Scope Rev 560100 User KW-0602379 Ver 5 6 1 25-Oct-2002 (c)1983-2002 ENERCAIC Engineering Software General Footing Analysis & Design Page 1 c \ee56Uefloland ecw Calculations Description Frame Column 28 j General Information Allowable Soil Bearing Short Term Increase Seismic Zone Live & Short Term Combined fc Fy Concrete Weight Overburden Weight j Loads Applied Vertical Load Dead Load Live Load Short Term Load Applied Moments Dead Load Live Load Short Term Applied Shears Dead Load Live Load Short Term Calculations are designed to ACI 318-95 and 1997 UBC Requirements I 2,5000 psf Dimensions 1 330 4 2,5000 psi 60,0000 psi 14500 pcf 000 psf 31 980 k 62 560 k k Creates Rotation about Y-Y Axis (pressures @ left & nght) k-ft k-ft 121 890 k-ft Creates Rotation about Y-Y Axis (pressures @ left & right) k k k Width along X-X Axis 8000ft Length along Y-Y Axis 8 000 ft Footing Thickness 18 00 in Col Dim Along X-X Axis 1200m Col Dim Along Y-Y Axis 1200m Base Pedestal Height 0 000 in Mm Steel % 0 0014 Rebar Center To Edge Distance 3 50 in 1 ecc along X-X Axis 0 000 m ecc along Y-Y Axis 0 000 in Creates Rotation about X-X Axis (pressures @ top & bot) k-ft k-ft k-ft Creates Rotation about X-X Axis (pressures @ top & bot) k k k (Summary | 8 00ft x 8 00ft Footing Max Soil Pressure Allowable "X1 Ecc, of Resultant "Y1 Ecc, of Resultant X-X Mm Stability Ratio Y-Y Mm Stability Ratio Footing Design OK , 180inThick, DL+LL 1,6947 2,500 0 0 000 in 0000 in No Overturning 3559 w/ Column Support DL+LL+ST 3,123 1 psf 3,325 0 psf 13486m 0 000 in 1500 1 1200x1200mxO MaxMu Required Steel Area Shear Stresses 1-Way 2-Way Oin high Actual 21542 Vu 46378 90966 Allowable 0452 Vn * Phi 85 000 psi 170 000 psi Footing Design Shear Forces Two-Way Shear One-Way Shears Vu @ Left Vu @ Right Vu @ Top Vu @ Bottom Moments Mu @ Left Mu @ Right Mu @ Top Mu @ Bottom ACI 9-1 90 97 psi 31 01 psi 31 01 psi 31 01 psi 31 01 psi ACI 9-1 14 46 k-ft 14 46 k-ft 14 46 k-ft 14 46 k-ft ACI 9-2 79 67 psi 46 38 psi 793psi 2716psi 27 16psi 3~78k-ft 21 54 k-ft 12 66 k-ft 12 66 k-ft ACI 9-3 17 32 psi 11 13 psi 0 67 psi 5 90 psi 5 90 psi ACI 9-3 0 34 k-ft 517 k-ft 2 75 k-ft 2 75 k-ft Vn * Phi 170 00 psi 85 00 psi 85 00 psi 85 00 psi 85 00 psi Ru / Phi 76 4 psi 113 8 psi 76 4 psi 76 4 psi As Rea'd 0 30 m2 0 45 m2 0 30 m2 0 30 m2 per ft per ft per ft per ft Title Dsgnr Description Job* Date 12 19PM, 20 SEP 07 -22" Scope Rev 560100 User KW-0602379, Ver 5 6 1 25-Oct2002 (01983-2002 ENERCAUC Engineering Software General Footing Analysis & Design c \ec56\legoland ecw Calculations Page 2_ I Description Frame Column 28 Soil Pressure Summary \ Service Load Soil Pressures DL + LL DL + LL + ST Factored Load Soil Pressures ACI Eq 9-1 ACI Eq 9-2 ACI Eq 9-3 Left 1,69469 26629 2,665 81 37280 10142 Right 1,69469 3,12309 2,665 81 4,372 32 1,18951 Top 1,69469 1,69469 2,66581 2,372 56 64547 Bottom 1,694 69 psf 1,694 69 psf 2,665 81 psf 2,372 56 psf 645 47 psf I ACI Factors (per ACI, applied internally to entered loads) ACI 9-1 & 9-2 DL 1 400 ACI 9-1 & 9-2 LL 1 700 ACI 9-1 & 9-2 ST 1 700 seismic = ST* 1 100 ACI 9-2 Group Factor ACI 9-3 Dead Load Factor ACI 9-3 Short Term Factor 0 750 UBC 1921 2 7 "1 4" Factor 1 400 0 900 UBC 1921 2 7 "0 9" Factor 0 900 1300 Title Dsgnr Description Job# Date 1219PM, 20 SEP 07 Scope i Rev 560100 j User KW-0602379. Ver 5 61,25-Oct-2002 | (6)1983-2002 ENERCALC Engineenng Software General Footing Analysis & Design Page 1 c \ec56\legoland ecw Calculations Description Frame Column 26 & 37 General Information Allowable Soil Bearing Short Term Increase Seismic Zone Live & Short Term Combined fc Fy Concrete Weight Overburden Weight Loads Applied Vertical Load Dead Load Live Load Short Term Load Applied Moments Dead Load Live Load Short Term Applied Shears Dead Load Live Load Short Term Calculations are designed to ACI 318-95 and 1997 UBC Requirements | 2,5000 psf Dimensions 1330 Width along X-X Axis 4 Length along Y-Y Axis 2,500 0 psi 60,0000 psi 14500 pcf 000 psf 30 000 k 28660k 5490k Creates Rotation about Y-Y Axis (pressures @ left & nght) k-ft k-ft 97 990 k-ft Creates Rotation about Y-Y Axis (pressures @ left & nght) k k k Footing Thickness Col Dim Along X-X Axis Col Dim Along Y-Y Axis Base Pedestal Height 8000ft 8000ft 18 00 in 1200m 12 00 in 0 000 in Mm Steel % 0 0014 Rebar Center To Edge Distance 3 50 in ecc along X-X Axis ecc along Y-Y Axis 1 0 000 in 0 000 in Creates Rotation about X-X Axis (pressures @ top & bot) k-ft k-ft k-ft Creates Rotation about X-X Axis (pressures @ top & bot) k k k | Summary | 8 00ft x 8 00ft Footing Max Soil Pressure Allowable "X1 Ecc, of Resultant "Y1 Ecc, of Resultant X-X Mm Stability Ratio Y-YMin Stability Ratio Footing Design OK , 180mThick, DL+LL 1,1341 2,500 0 0 000 in 0 000 in No Overturning 3187 w/ Column Support DL+LL+ST 2,368 2 psf 3,325 0 psf 15062m 0 000 in 1 500 1 1200x1200mxO MaxMu Required Steel Area Shear Stresses 1-Way 2-Way Om high Actual 15731 Vu 33876 54609 Allowable 0327 Vn * Phi 85 000 psi 170 000 psi i Footing Design | Shear Forces Two-Way Shear One-Way Shears Vu @ Left Vu @ Right Vu @ Top Vu @ Bottom Moments Mu @ Left Mu @ Right Mu @ Top Mu @ Bottom ACI 9-1 54 61 psi 18 61 psi 18 61 psi 18 61 psi 18 61 psi ACI 9-1 8 68 k-ft 8 68 k-ft 8 68 k-ft 8 68 k-ft ACI 9-2 54 06 psi 33 88 psi 2 97 psi 18 42 psi 18 42 psi ACI 9-2 145 k-ft 15 73 k-ft 8 59 k-ft 8 59 k-ft ACI 9-3 20 88 psi 13 79 psi 0 44 psi 711 psi 711 psi ACI 9-3 0 23 k-ft 6 40 k-ft 3 32 k-ft 3 32 k-ft Vn * Phi 1 70 00 psi 85 00 psi 85 00 psi 85 00 psi 85 00 psi Ru / Phi 45 9 psi 83 1 psi 45 9 psi 45 9 psi As Rea'd 0 24 m2 0 33 m2 0 24 m2 0 24 m2 per ft per ft per ft per ft Title Dsgnr Description Job# Date 1219PM, 20 SEP 07 Scope ! Rev 560100 ! User KW-0602379. Ver 5 61.25-Ocl 2002 | (c)19B3-2002 ENERCALC Engineering Software General Footing Analysis & Design Page 2 c \ec56\legolandecw Calculations Description Frame Column 26 & 37 Soil Pressure Summary Service Load Soil Pressures DL + LL DL + LL + ST Factored Load Soil Pressures ACI Eq 9-1 ACI Eq 9-2 ACI Eq 9-3 Left 1,13406 7152 1,72203 10013 4325 Right 1,13406 2,368 16 1,72203 3,31543 1,43218 Top 1,13406 1,21984 1,72203 1,70778 73772 1 Bottom 1,134 06 psf 1,21984psf 1,722 03 psf 1,707 78 psf 737 72 psf j ACI Factors (per ACI, applied internally to entered loads) ACI 9-1 & 9-2 DL 1 400 ACI 9-1 & 9-2 LL 1 700 ACI 9-1 & 9-2 ST 1 700 seismic = ST* 1 100 ACI 9-2 Group Factor 0 750 ACI 9-3 Dead Load Factor 0 900 ACI 9-3 Short Term Factor 1 300 UBC 1921 2 7 "1 4" Factor 1 400 UBC 1921 2 7 "0 9" Factor 0 900 Title Dsgnr Description Job* Date 1219PM, 20 SEP 07 Scope i Rev 560100 | User KW-0602379 Ver561 25-Oct2002 | (c)1983-2002 ENERCALC Engineering Software General Footing Analysis & Design Page .1 c tecS6\legoland ecwCatculations i Description Frame Column 32 General Information Allowable Soil Bearing Short Term Increase Seismic Zone Live & Short Term Combined fc Fy Concrete Weight Overburden Weight Loads Applied Vertical Load Dead Load Live Load Short Term Load Applied Moments Dead Load Live Load Short Term Applied Shears Dead Load Live Load Short Term Calculations are designed to ACI 318-95 and 1997 UBC Requirements | 2,5000 psf Dimensions 1 330 4 2,5000 psi 60,0000 psi 14500 pcf 000 psf 31 180k 27 300 k k Creates Rotation about Y-Y Axis (pressures @ left & right) k-ft k-ft 121 490 k-ft Creates Rotation about Y-Y Axis (pressures @ left & right) k k k Width along X-X Axis Length along Y-Y Axis Footing Thickness Col Dim Along X-X Axis Col Dim Along Y-Y Axis Base Pedestal Height 9000ft 9000ft 1800m 12 00 in 1200m 0000m Mm Steel % 0 0014 Rebar Center To Edge Distance 3 50 in ecc along X-X Axis ecc along Y-Y Axis 1 0 000 in 0 000 in Creates Rotation about X-X Axis (pressures @ top & bot) k-ft k-ft k-ft Creates Rotation about X-X Axis (pressures @ top & bot) k k k | Summary | 9 00ft x 9 00ft Footing Max Soil Pressure Allowable "X1 Ecc, of Resultant "Y1 Ecc, of Resultant X-X Mm Stability Ratio Y-Y Mm Stability Ratio , 180mThick, DL+LL 9395 2,500 0 0 000 in 0 000 in No Overturning 2819 w/ Column Support DL+LL+ST 1,9414 3,325 0 19158 0000 1500 psf psf in in 1 1200x1200mxO Max Mu Required Steel Area Shear Stresses 1-Way 2-Way Caution Om high Actual 16163 Vu 32049 54942 X(short)ecc>Widt Allowable 0336 Vn * Phi 85 000 psi 170 000 psi ; Footing Design | Shear Forces Two-Way Shear One-Way Shears Vu @ Left Vu @ Right Vu @ Top Vu @ Bottom Moments Mu @ Left Mu @ Right Mu @ Top Mu @ Bottom ACI 9-1 54 94 psi 17 79 psi 1779psi 1779psi 17 79 psi ACI 9-1 8 89 k-ft 8 89 k-ft 8 89 k-ft 8 89 k-ft ACI 9-2 49 95 psi 32 05 psi 0 39 psi 16 17 psi 16 17 psi ACI 9-2 007 k-ft 1616k-ft 8 08 k-ft 8 08 k-ft ACI 9-3 17 12 psi 12 08 psi -0 97 psi 5 54 psi 5 54 psi ACI 9-3 -0 53 k-ft 6 10 k-ft 2 77 k-ft 2 77 k-ft Vn * Phi 170 00 psi 85 00 psi 85 00 psi 85 00 psi 85 00 psi Ru / Phi 47 0 psi 85 4 psi 47 0 psi 47 0 psi As Rea'd 0 24 m2 0 34 m2 0 24 m2 0 24 m2 per ft per ft per ft per ft Title Dsgnr. Description Job* Date 1219PM, 20 SEP 07 Scope Rev 560100 User KW-0602379,Ver561 25-Oct 2002 (c)19B3-2002 ENERCAIC Englneenng Software General Footing Analysis & Design Page 2 c \ec56\leaolandecwCalculations Description Frame Column 32 Soil Pressure Summary \ Service Load Soil Pressures DL + LL DL + LL + ST Factored Load Soil Pressures ACI Eq 9-1 ACI Eq 9-2 ACI Eq 9-3 Left 93948 000 1,41638 000 000 Right 93948 1,941 40 1,41638 2,71796 1,12043 Top 93948 93948 1,41638 1,31527 54219 Bottom 939 48 psf 939 48 psf 1,41 6 38 psf 1,31 5 27 psf 542 19 psf ACI Factors (per ACI, applied internally to entered loads) ACI 9-1 & 9-2 DL 1 400 ACI 9-1 & 9-2 LL 1 700 ACI 9-1 & 9-2 ST 1 700 seismic = ST* 1100 ACI 9-2 Group Factor 0 750 ACI 9-3 Dead Load Factor 0 900 ACI 9-3 Short Term Factor 1 300 UBC 1921 2 7 "1 4" Factor 1 400 UBC 1921 2 7 "0 9" Factor 0 900 Title Dsgnr Description Job# Date 1219PM, 20 SEP 07 F-22/ Scope Rev 560100 User KW-0602379, Ver 5 6 1 25-Oct-2002 (0)1983-2002 ENERCALC Engineering Software General Footing Analysis & Design Page 1 c \ec56Megoland ecw Calculations Description Frame Column 39 & 41 General Information Allowable Soil Bearing Short Term Increase Seismic Zone Live & Short Term Combined fc Fy Concrete Weight Overburden Weight Loads Applied Vertical Load Dead Load Live Load Short Term Load Applied Moments Dead Load Live Load Short Term Applied Shears Dead Load Live Load Short Term Calculations are designed to ACI 318-95 and 1997 UBC Requirements I 2,5000 psf Dimensions 1 330 4 2,5000 psi 60,0000 psi 14500 pcf 000 psf 35 360 k 40 280 k 7440k Creates Rotation about Y-Y Axis (pressures @ left & right) k-ft k-ft 99 660 k-ft Creates Rotation about Y-Y Axis (pressures @ left & right) k k k Width along X-X Axis 8000ft Length along Y-Y Axis 8 000 ft Footing Thickness 18 00 in Col Dim Along X-X Axis 12 00 in Col Dim Along Y-Y Axis 1200m Base Pedestal Height 0 000 in Mm Steel % 0 0014 Rebar Center To Edge Distance 3 50 in 1 ecc along X-X Axis 0 000 in ecc along Y-Y Axis 0 000 in Creates Rotation about X-X Axis (pressures @ top & bot) k-ft k-ft k-ft Creates Rotation about X-X Axis (pressures @ top & bot) k k k 1 Summary | 8 00ft x 8 00ft Footing Max Soil Pressure Allowable "X1 Ecc, of Resultant "Y1 Ecc, of Resultant X-X Mm Stability Ratio Y-Y Mm Stability Ratio Footing Design OK , 180mThick, DL+LL 1,3994 2,500 0 0 000 in 0 000 in No Overturning 3893 w/ Column Support DL+LL+ST 2,683 5 psf 3,325 0 psf 12 329 in 0 000 in 1 500 1 1200x1200mxO MaxMu Required Steel Area Shear Stresses 1-Way 2-Way Oin high Actual 18388 Yu 39579 71016 Allowable 0384 Vn * Phi 85 000 psi 170 000 psi Footing Design Shear Forces Two-Way Shear One-Way Shears Vu @ Left Vu @ Right Vu @ Top Vu @ Bottom Moments Mu @ Left Mu @ Right Mu @ Top Mu @ Bottom ACI 9-1 71 02 psi 24 21 psi 24 21 psi 24 21 psi 24 21 psi ACI 9-1 11 29 k-ft 11 29 k-ft 11 29 k-ft 11 29 k-ft 70 01 psi 39 58 psi 8 15psi 23 86 psi 23 86 psi ACI 9-2 3 86 k-ft 18 39 k-ft 11 13k-ft 11 13k-ft ACI 9-3 25 43 psi 1500 psi 2 33 psi 8 66 psi 8 66 psi TTl k-ft 6 97 k-ft 4 04 k-ft 4 04 k-ft Vn * Phi 170 00 psi 85 00 psi 85 00 psi 85 00 psi 85 00 psi Ru / Phi 59 6 psi 97 2 psi 59 6 psi 59 6 psi As Rea'd 0 24 m2 0 38 m2 0 24 m2 0 24 m2 1 per ft per ft per ft per ft Title Dsgnr Description Job* Date 1219PM, 20 SEP 07 Scope Rev 560100 User KW-0602379, Ver 5 6 1 25-Oct 2002 (e)1983-2002 ENERCALC Engineenng Software General Footing Analysis & Design Page 2 c \ec56\legolandjecwCalculations Description Frame Column 39 & 41 | Soil Pressure Summary Service Load Soil Pressures DL + LL DL + LL + ST Factored Load Soil Pressures ACI Eq 9-1 ACI Eq 9-2 ACI Eq 9-3 Left 1,39937 34773 2,147 94 48683 19634 Right 1,39937 2,683 52 2,147 94 3,756 92 1,51516 Top 1 ,399 37 1,51562 2,147 94 2,121 87 85575 Bottom 1,399 37 psf 1,51562psf 2,147 94 psf 2,121 87 psf 855 75 psf i ACI Factors (per ACI, applied internally to entered loads) ACI 9-1 & 9-2 DL 1 400 ACI 9-1 & 9-2 LL 1 700 ACI 9-1 & 9-2 ST 1 700 seismic = ST* 1 100 ACI 9-2 Group Factor 0 750 ACI 9-3 Dead Load Factor 0 900 ACI 9-3 Short Term Factor 1 300 UBC 1921 2 7 "14'Factor UBC 1921 2 7 "09" Factor 1400 0900 Title Dsgnr Description Job* Date 1219PM, 20 SEP 07 Scope ! Rev 560100i User KW-0602379. Ver 5 6 1, 25-Oct 2002j (c)1983-2002 ENERCALC Engineering Software Genera! Footing Analysis & Design Page 1 c \ecS6\legoland ecwCalculations Description Frame Column 40 | General Information Allowable Soil Bearing Short Term Increase Seismic Zone Live & Short Term Combined fc Fy Concrete Weight Overburden Weight Calculations are designed to ACI 318-95 and 1997 UBC Requirements || 2,5000 psf 1330 4 2,5000 psi 60,0000 psi 14500 pcf 000 psf Dimensions Width along X-X Axis Length along Y-Y Axis Footing Thickness Col Dim Along X-X Axis Col Dim Along Y-Y Axis Base Pedestal Height Mm Steel % Rebar Center To Edge Distance 9000ft 9000ft 1800m 12 00 in 12 00 in 0 000 in 00014 3 50 in Loads Applied Vertical Load Dead Load Live Load Short Term Load Applied Moments Dead Load Live Load Short Term Applied Shears Dead Load Live Load Short Term 40 900 k 78510k k Creates Rotation about Y-Y Axis (pressures @ left & right) k-ft k-ft 124 990 k-ft Creates Rotation about Y-Y Axis (pressures @ left & right) k k k ecc along X-X Axis 0 000 in ecc along Y-Y Axis 0 000 in Creates Rotation about X-X Axis (pressures @ top & bot) k-ft k-ft k-ft Creates Rotation about X-X Axis (pressures @ top & bot) k k k | Summary 1 9 00ft x 9 00ft Footing, 180inThick, DL+LL Max Soil Pressure 1 ,691 7 Allowable 2,500 0 "X1 Ecc, of Resultant 0 000 in X-X Mm Stability Ratio No Overturning Y-Y Mm Stability Ratio 4933 Footing Design OK w/ Column Support DL+LL+ST 2,720 4 psf 3,325 0 psf 10946mo nnn m 1 500 1 1200x1200mxO MaxMu Required Steel Area Shear Stresses 1-Way 2-Way Om high Actual 24805 Vu 49341 116352 Allowable 0522 Vn * Phi 85 000 psi 170000psi Footing Design Shear Forces Two-Way Shear One-Way Shears Vu @ Left Vu @ Right Vu @ Top Vu @ Bottom Moments Mu @ Left Mu @ Right Mu @ Top Mu @ Bottom ACI 9-1 116 35 psi 37 69 psi 37 69 psi 37 69 psi 37 69 psi ACI 9-1 18 83 k-ft 18 83 k-ft 18 83 k-ft 18 83 k-ft ACI 9-2 101 98 psi 49 34 psi 16 72 psi 33 03 psi 33 03 ps; ACI 9-2 8 20 k-ft 24 81 k-ft 16 50 k-ft 16 50 k-ft ACI 9-3 22 46 psi 11 75 psi 2 79 psi 7 27 psi 7 27 psi ACI 9-3 1 36 k-ft 591 k-ft 3 63 k-ft 3 63 k-ft Vn * Phi 1 70 00 psi 85 00 psi 85 00 psi 85 00 psi 85 00 psi Ru / Phi 99 5 psi 131 1 psi 99 5 psi 99 5 psi As Rea'd 0 39 m2 0 52 m2 0 39 m2 0 39 m2 1 per ft per ft per ft per ft Title Dsgnr Description Job# Date 1219PM, 20 SEP 07 Scope Rev 560100User KW-0602379, Ver 5 61 25 Od 2002(c)1983-2002 ENERCALC Engmeenng Software General Footing Analysis & Design Page 2 c \ec56\legdand ecwCalculations Description Frame Column 40 I Soil Pressure Summary Service Load Soil Pressures DL + LL DL + LL + ST Factored Load Soil Pressures ACIEq 9-1 ACI Eq 9-2 ACIEq 9-3 Left 1,691 70 66297 2,659 15 92816 25481 Right 1,691 70 2,720 42 2,659 15 3,808 59 1,04558 Top 1,69170 1,691 70— 2,659 15 2,368 38 65019 Bottom 1,691 70 psf 1,691 70 psf 2,659 15 psf 2,368 38 psf 650 19 psf : ACI Factors (per ACI, applied internally to entered loads) ACI 9-1 & 9-2 DL 1 400 ACI 9-1 & 9-2 LL 1 700 ACI 9-1 & 9-2 ST 1 700 seismic = ST* 1 100 ACI 9-2 Group Factor 0 750 ACI 9-3 Dead Load Factor 0 900 ACI 9-3 Short Term Factor 1 300 UBC 1921 2 7 "1 4" Factor 1 400 UBC 1921 2 7 "0 9" Factor 0 900 Title Dsgnr Description Job# Date 1219PM, 20 SEP 07 Scope '~Rev 560100User KW-0602379, Ver 5 6 1,25-Oct-2002(c)1983-2002 ENERCALC Engineenng Software Combined Footing Design Page 1 c \ecS6\legolandecw Calculations Description Footing Line A General Information Allow Soil Bearing Seismic Zone Concrete Wt Short Term Increase Overburden Dimensions Footing Size Distance Left Dist Betwn Cols Distance Right Footing Length Width Thickness Loads Vertical Loads Dead Load Live Load Short Term Load Calculations are designed to ACI 318-95 and 1997 UBC Requirements | 2,500 0 psf 4 1450pcf 1 33 0 00 psf 150 ft 2300ft 150ft 2600ft 300ft 1800m fc 2,500 0 psi Fy 60,000 0 psi Mm As Pet 0 0014 Distance to CL of Rebar 3 50 in Live & Short Term Load Combined 1 Column Support Pedestal Sizes #1 Square Dimension 12 00 ln Height 000 m #2 Square Dimension 12 00 in Height 000 in @ Left Column 13060k 16080k k (® Riant Column 17 550 k 20710k k 1 1 Summary 1 Length = 26 00ft, Width = 3 00ft, Thickness = 18 00m, Dist Left Maximum Soil Pressure Allowable Max Shear Stress Allowable Mm Overturning Stabilit 1,391 90 psf 2,500 00 psf 82 79 psi 85 00 psi 999 000 1 = 1 50ft, Btwn = 23 00ft, Dist Right Steel Req'd @ Lef Steel Req'd @ Cente Steel Req'd @ Righ Footing Design OK = 150ft 0 244 m2/ft 1 542 m2/ft 0 244 m2/ft Soil Pressures I Soil Pressure @ Left Dead + Live Dead+Live+Short Term Soil Pressure @ Right End Dead + Live Dead+Live+Short Term Stability Ratio Moment & Shear Summary MorriBnts Mu @ Col #1 Mu Btwn Cols Mu @ Col #2 One Way Shears Vn Allow* 085 Vu @ Col #1 Vu Btwn Cols Vu @ Col #2 Two Way Shears Vn Allow* 085 Vu @ Col #1 Vu @ Col #2 Actual Allowable 771 3 2,500 0 psf 771 3 3,325 0 psf 1,3919 2,5000 psf 1,3919 3,3250 psf 9990 1 ACI Eq 9-1 Eq 9-2 Eq 9-3 Eq 9-1 Eq 9-2 Eq 9-3 Factored Eccentricity 1,180 7 psf 1243ft 1,079 8 psf 1243ft 391 5 psf 2,130 8 psf 1243ft 1,948 7 psf 1243ft 706 4 psf ( values for moment are given per unit width of footing ) | ACI 9-1 0 44 k-ft/ft -88 04 k-ft/ft 0 91 k-ft/ft 85 000 psi 0 000 psi 82 792 psi 0 000 psi 170000 psi 26 727 psi 33312 psi ACI 9-2 0 39 k-ft/ft -78 83 k-ft/ft 0 82 k-ft/ft 85 000 psi 0 000 psi 74 243 psi 0 000 psi 170 000 psi 23 924 psi 29 830 psi ACI 9-3 0 10 k-ft/ft -23 04 k-ft/ft 0 25 k-ft/ft 85 000 psi 0 000 psi 22 083 psi 0 000 psi 170000 psi 7 81 9 psi 8 727 psi Title Dsgnr Description Scope Job* Date 1219PM, 20 SEP 07 F-V- Rev 560100User KW-0602379 Ver 5 6 1 25-Ocl-2002 (c)1 983-2002 ENERCALC Engineenng Software Combined Footing Design Page 2 c \ec56MegdandecwCalculations Description Footing Line A Reinforcing (values given per unit width of footing) @ Left Edge of Col #1 Ru/Phi As Req'd ACI 9-1 2 35 psi 0244m2/ftACI 9-2 2 08 psi 0244m2/ft ACI 9-3 0 53 psi 0 244 m2/ft Between Columns Ru/Phi As Req'd 465 25 psi -1 542 in2/ft41 6 57 psi -1 358 m2/ft 1 21 78 psi -0 484 m2/ft ©Right Edge of Col #2 Ru/Phi As Req'd 4 79 psi 0244m2/ft432psi 0244m2/ft 1 34psi 0244m2/ft ACI Factors (per ACI, applied internally to entered loads) ACI 9-1 & 9-2 DL 1 400 ACI 9-1 & 9-2 LL 1 700 ACI 9-1 & 9-2 ST 1 700 seismic = ST* 1100 ACI 9-2 Group Factor 0 750 ACI 9-3 Dead Load Factor 0 900 ACI 9-3 Short Term Factor 1 300 UBC 1921 2 7 "14" Factor 1400 UBC 1921 2 7 "0 9" Factor 0 900 Title Dsgnr Description Date Job# 1219PM, 20 SEP 07 F-ss: Scope FRevI Km 560100 User KW-0602379 Ver 5 6 1 25-Oct-2002 (c)1983-2002 ENERCALC Engineering Software General Footing Analysis & Design Page 1 c \ec56Megoland ecwCalculations Description Ocean Tank Footing Calculations are designed to ACI318-95 and 1997 UBC Requirements "jjGeneral Information Allowable Soil Beanng Short Term Increase Seismic Zone Live & Short Term Combined fc Fy Concrete Weight Overburden Weight 1,5000 psf 1330 4 3,0000 psi 60,0000 psi 000 pcf 0 00 psf Dimensions Width along X-X Axis Length along Y-Y Axis Footing Thickness Col Dim Along X-X Axis Col Dim Along Y-Y Axis Base Pedestal Height Mm Steel % Rebar Center To Edge Distance 51 167 ft 52 000 ft 24 00 in 542 00 in 552.00 in 0 000 in 00014 3 50 in Loads | Applied Vertical Load Dead Load Live Load Short Term Load Applied Moments Dead Load Live Load Short Term 3,150000k 300 000 k k Creates Rotation about Y-Y Axis (pressures @ left & right) k-ft k-ft k-ft Creates Rotation about Y-Y Axis ecc along X-X Axis 0 000 in ecc along Y-Y Axis 0 000 in Creates Rotation about X-X Axis (pressures @ top & bot) k-ft k-ft k-ft Creates Rotation about X-X Axis Applied Shears Dead Load Live Load Short Term (Summary | (pressures @ left & right) k k k 51 17ft x 52 00ft Footing, 24 Oin Thick, w/ Column DL+LL DL+LL+ST Max Soil Pressure 1 ,296 7 1 ,296 7 psf Allowable 1 ,500 0 1 ,995 0 psf "X1 Ecc, of Resultant 0 000 in 0 000 in "Y1 Ecc, of Resultant o QOO in 0 000 in X-X Mm Stability Ratio No Overturning -\ 500 1 Y-Y Mm Stability Ratio No Overturning (pressures @ top & bot) k k k Support 542 00 x 552 00m MaxMu Required Steel Area Shear Stresses 1-Way 2-Way xOOm Actual 8067 Vu 9307 16902 Footing Design OK high Allowable 0344 Vn ' Phi 93 113 psi 124 384 psi | Footing Design Shear Forces Two-Way Shear One-Way Shears Vu @ Left Vu @ Right Vu @ Top Vu @ Bottom Moments Mu @ Left Mu @ Right Mu @ Top Mu @ Bottom ACI 9-1 16 90 psi 9 16 psi 9 16 psi 9 31 psi 9 31 psi 803 k-ft 8 03 k-ft 8 07 k-ft 8 07 k-ft ACI 9-2 16 59 psi 8 99 psi 8 99 psi 9 14 psi 914psi ACI 9-2 7 88 k-ft 7 88 k-ft 7 92 k-ft 7 92 k-ft ACI 9-3 9 74 psi 5 28 psi 5 28 psi 5 36 psi 5 36 psi ACI 9-3 4 63 k-ft 4 63 k-ft 4 65 k-ft 4 65 k-ft Vn * Phi 124 38 psi 93 11 psi 93 1 1 psi 93 1 1 psi 93 11 psi Ru / Phi 21 2 psi 21 2 psi 21 3 psi 21 3 psi As Rea'd 0 34 m2 0 34 m2 0 34 m2 0 34 m2 per ft per ft per ft per ft Title Dsgnr Description Job* Date 1219PM, 20 SEP 07 Scope Rev 560100 User KW-0602379,Ver561 25-Oct-2002 (c)1983-2002 ENERCALC Engineering Software General Footing Analysis & Design Page 2 c \ecS6Megoiandecw Calculations i Description Ocean Tank Footing Soil Pressure Summary Service Load Soil Pressures DL + LL DL + LL + ST Factored Load Soil Pressures ACI Eq 9-1 ACIEq 9-2 ACI Eq 9-3 Left 1,29666 1,29666 1,84915 1,81532 1,06552 Right 1,29666 1,29666 1,84915 1,81532 1,06552 Top 1,29666 1,29666 1,84915 1,81532 1,06552 Bottom 1,296 66 psf 1,296 66 psf 1,849 15 psf 1,81 5 32 psf 1,065 52 psf i ACI Factors (per ACI, applied internally to entered loads) ACI 9-1 & 9-2 DL 1 400 ACI 9-1 & 9-2 LL 1 700 ACI 9-1 & 9-2 ST 1 700 seismic = ST* 1 100 ACI 9-2 Group Factor 0 750 ACI 9-3 Dead Load Factor 0 900 ACI 9-3 Short Term Factor 1 300 UBC 1921 2 7 "1 4" Factor 1 400 UBC 1921 2 7 "0 9" Factor 0 900 Rev 560100User KW-0602379, Ver56 1 25-Oct-2002(c)1983-2002 ENERCALC Engineering Software Description Sound Wall Criteria Retained Height = 008ft Wall height above soil = 1 3 33 ft Slope Behind Wall = 0 00 1 Height of Soil over Toe = 1 00 in Soil Density = HOOOpcf Wind on Stem = 1 1 6 psf Title Osgnr Description Scope Cantilevered Retaining Wall Design | Soil Data | Allow Soil Bearing = 2,000 0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35 0 Toe Active Pressure = 00 Passive Pressure = 250 0 Water height over heel = 0 0 ft Footing||Soil Fnction = 0 300 Soil height to ignore for passive pressure = 0 00 in Job # • ^ Date 1219PM, 20 SEP 07 Page 1 I c \ecS6\legolandecwCalculations I Footing Strengths & Dimensions | fc = 3,000 psi Fy = 60,000 psi Mm As % =0 0014 Toe Width = 125ft Heel Width = 1 75 Total Footing Width = 3 00 Footing Thickness = 16.00 in Key Width — = 000 in Key Depth = 0 00 in lfa\i Hictanf o frnm Tna — H nn ft Cover @ Top = 3 00 in @ Btm = 3 00 in i Design Summary | Total Beanng Load = 1,411 Ibs resultant ecc = 1065m Soil Pressure @ Toe = 1 ,536 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,135 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 9 3 psi OK Footing Shear @ Heel = 2 6 psi OK Allowable = 93 1 psi Wall Stability Ratios Overturning = 1 68 OK Sliding = 355 OK Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 189 8 Ibs less 100% Passive Force= - 250 9 Ibs less 100% Friction Force= - 423 2 Ibs Added Force Req'd = 0 0 Ibs OK for 1 5 1 Stability = 0 0 Ibs OK ! Footing Design Results | Toe Heel Factored Pressure = 2,135 0 psf Mu1 Upward = 1,515 Oft-* Mu1 Downward = 277 298 ft-fl Mu Design = 1,238 298ft-# Actual 1-Way Shear = 9 30 2 55 psi Allow 1 -Way Shear = 9311 93 11 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Stem Construction I Top Stem Design height ft = Wall Material Above "Ht" Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = fb/FB + fa/Fa Total Force @ Section Ibs = Moment Actual ft-# = Moment Allowable = Shear Actual psi = Shear Allowable psi = Bar Develop ABOVE Ht in = Bar Lap/Hook BELOW Ht m = Wall Weight Rebar Depth 'd' in = Masonry Data f m psi = Fs psi = Solid Grouting = Special Inspection = Modular Ratio 'n' - Short Term Factor = Equiv Solid Thick in = Masonry Block Type = f c psi = Fy psi = Other Acceptable Sizes & Spacings Toe Heel Key Stem OK 000 Masonry 600 # 6 1600 Center 0998 1548 1,0439 1 ,045 7 56 515 3600 795 580 275 1,500 24,000 Yes Yes 2578 1 330 560 F-Hl 1 Rev 560100 _' User KW-0602379, Ver56 1 25 Oct-2002 Cantll@VPredi (01983-2002 ENERCALC Engineer.^ Software WdllllievereU Description Sound Wall I Summary of Overturning & Resisting Forces & Title Dsgnr Description Scope Retaining Wall Design Moments OVERTURNING Force Distance Moment Item Ibs ft ft-# Heel Active Pressure = 351 047 166 Soil Over Keel = Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = " "Axial Dead Load on Stem = Load @ Stem Above Soil = 1547 808 1,2501 Soil Over Toe SeismicLoad = Surcharge Over Toe = Cf=m tA/a,nhUc\ Total = 1898 OTM = 1,266 Resisting/Overturning Ratio = 1 68 Vertical Loads used for Soil Pressure = 1 ,410 8 Ibs Vertical component of active pressure used for soil pressure 7 Earth @ Stem Transitions= Footing Weight = Key Weight Vert Component = Total = Job # ' <" Date 1219PM, 20 SEP 07 Page 2 | c \ec56\legoland ecwCalculations | 1 RESISTING Force Distance Moment Ibs ft ft-# 114 238 271 000 115 063 72 7781 150 1,1672 600 0 1 50 900 0 98 3 00 29 4 1,4108 Ibs RM« 2,1308 Title Dsgnr Description Job# Date 1219PM, 20 SEP 07 Scope Rev 560100User KW-0602379 Ver 5 6 1 25-Ocl-2002(e)1983-2002 ENERCALC Engineering Software Restrained Retaining Wali Design Page 1 c \ec56\legoland ecwCalculalions Description Reservoir Tank I Criteria | Retained Height Wall height above soil Total Wall Height 750ft 000ft 750ft Soil Data Top Support Height = 7 50 ft Slope Behind Wall = 000 1 Height of Soil over Toe = 0 00 in Soil Density = 110 00 pcf Wind on Stem = 0 0 psf | Surcharge Loads | Surcharge Over Heel = 2,500 0 psf >»NOT Used To Resist Sliding & Overturn Surcharge Over Toe = 0 0 psf NOT Used for Sliding & Overturning Allow Soil Beanng = 2,500 0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 55 0 Toe Active Pressure = 00 Passive Pressure = 300 0 Water height over heel = 0 0 ft Footmg||Soil Fnction = 0 300 Soil height to ignore for passive pressure = 0 00 in | Uniform Lateral Load Applied to Stem | Lateral Load Height to Top Height to Bottom 0 0 #/ft 000ft 000ft Axial Load Applied to Stem Axial Dead Load = 1,328 0 Ibs Axial Live Load = 900 0 IbsAxial Load Eccentncity = 0 0 in | Footing Strengths & Dimensions | fc = 4,000 psi Fy Mm As% Toe Width Heel Width Total Footing Width Footing Thickness = Key Width "" Key Depth = Key Distance from Toe = Cover® Top = 3 00 in j Adjacent Footing Load Adjacent Footing Load = Footing Width Eccentricity = Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall = 60,000 psi 00014 900ft 083 - 983 1800m 000 in 000 in 000ft @ Btm = 3 00 in 1 OOlbs 000ft 000 in 000ft Spread Footing 00ft Design Summary Total Beanng Load resultant ecc = 5,273 Ibs = 8 58 in Concrete Stem Construction Thickness = Wall Weight = 1000m 120 8 pcf Fy = fc = 1 60,000 psi 4,000 psi Soil Pressure @ Toe = 302 psf OK Soil Pressure @ Heel = 770 psf OK Allowable = 2,500 psf Soil Pressure Less Than Allowable AC1 Factored @ Toe ACI Factored @ Heel Footing Shear @ Toe Footing Shear @ Heel Allowable Reaction at Top Reaction at Bottom 439 psf 1,118 psf 22 5 psi OK 0 0 psi OK 107 5 psi 3,8250 Ibs 9,6525 Ibs Sliding Calcs Slab Resists All Sliding 'Lateral Sliding Force = 9,652 5 Ibs Stem is FIXED to top of footing Design height Rebar Size Rebar Spacing Rebar Placed at Rebar Depth 'd' Design Data fb/FB + fa/Fa Mu Actual Mn * Phi Allowable Shear Force @ this height Shear Actual Shear Allowable Footing Design Results Factored Pressure = Mu' Upward = Mu1 Downward = Mu Design = Actual 1 -Way Shear = Allow 1 -Way Shear = °439 0 0 1,775 2247 10752 I 1,118 psf Oft-# Oft-# Oft-# 0 00 psi 0 00 psi Rebar Lap Required = Rebar embedment into footing = Other Acceptable Sizes & Spacings Toe None Spec'd -or- Heel None Spec'd -or- Key -or- } Top Support Stem OK 750ft # 5 1600m Edge 6 50 in 0000 OOft-# 6,621 2 ft-# OOlbs 0 00 psi 107 52 psi 1850m Mmax Between Top & Base Stem OK 461ft # 5 800m Edge 9 50 in 0498 9,541 9 ft-# 19,161 2 ft-# 1850m @ Base of Wall Shear NG I 000ft # 6 800m Edge 6 50 in 0984 17,571 1ft-# 17,859 4ft-# 12,064 7 Ibs 154 68 psi 107 52 psi 600m Title Dsgnr Description Job# Date 1219PM, 20 SEP 07 Scope Rev 560100User KW-0602379,Ver561 25-Oct2002 (c)1983-2002 ENERCALC Engineenng Software Restrained Retaining Wall Design Page 2 1 c.\ec56\lego!andecw Calculations | Description Reservoir Tank Summary of Forces on Footing Slab RESISTS sliding, stem is FIXED at footing | Forces acting on footing for soil pressure Load & Moment Summary For Footing For Soil Pressure Calcs Moment @ Top of Footing Applied from Stem Surcharge Over Heel = Ibs Axial Dead Load on Stem = 2,2280 Ibs Soil Over Toe = Ibs Surcharge Over Toe = Ibs Stem Weight = 906 3 Ibs Soil Over Heel = Ibs Footing Weight = 2, 1 38 8 Ibs Total Vertical Force 5,2730 Ibs ft 942ft ft ft 942ft 983ft 492ft Base Moment = >» Sliding Forces are restrained by the adjacent slab -1 0,336 Oft-# ft# 20,980 3 ft-# ft-# ft-# 8,533 9 ft-# ft-# 10,5155ft-# 29,693 7 ft-# Soil Pressure Resulting Moment =-3,768 »•# Title Dsgnr Description Job# Date 1219PM, 20 SEP 07 Scope I Rev 560100i User KW-0602379,Vet561 25-Oct2002(c)1963-2002 ENERCALC Engineering Software Concrete Rectangular & Tee Beam Design Page 1 c \ecS6Uegoland ecwCalculalions Description Reservoir Tank Lid I General Information Span 1800ft Depth 1 1 000 in Width 12000m Beam Weight Added Internally Calculations are designed to ACi 318-95 and 1997 UBC Requirements | fc 4,000 psi Fy 60,000 psi Concrete Wt HSOpcf Seismic Zone 4 End Fixity Pmned-Pmned Live Load acts with Short Term Reinforcing Rebar @ Center of Beam Count Size 'd1 from Top #124 200m #2 2 4 900m Rebar @ Left End of Beam Count Size 'd' from Top #1 2 4 200 in #2 2 4 9 00 in Rebar @ Right End of Beam Count Size 'd' from Top #12 4 200 in #22 4 900 in Uniform Loads Dead Load Live Load #1 0010k 0100k (Summary | Span = 18 00ft, Width= 12 OOin Depth = 11 00m Maximum Moment Mu 14 99 k-ft Allowable Moment Mn*phi 17 43 k-ft Maximum Shear Vu 3 06 k Allowable Shear Vn'phi 1162k Shear Stirrups Stirrup Area @ Section 0 440 m2 Region 0 000 3 000 Max Spacing NotReq'd NotReq'd MaxVu 3064 2238 Short Term k Maximum Deflection Max Reaction @ Left Max Reaction @ Right 6000 9000 12000 Not Req'd Not Req'd Not Req'd 1 119 1 092 1 092 Start End 0000ft 18000ft Beam Design OK -0 1285 in 219k 219k 15000 18000ft Not Req'd Not Req'd in 2 212 3 038 k , Bending & Shear Force Summary 1 Bending Mn*Phi ©Center 17 43 k-ft ©Left End 17 43 k-ft ©Right End 17 43 k-ft Shear Vn*Phi @ Left End 1 1 62 k @ Right End 1 1 62 k : Deflection Deflections DL + [Bm Wt] DL + LL + [Bm Wt] DL + LL + ST + [Bm Wt] Reactions DL + [Bm Wt]] DL + LL + [Bm Wt] DL + LL + ST + [Bm Wt] Mu, Eq 9-1 14 99 k-ft 0 00 k-ft 0 00 k-ft Vu, Eq 9-1 306k 304k Mu, Eq 9-2 13 77 k-ft 0 00 k-ft 0 00 k-ft Vu, Eq 9-2 282k 279k Uoward 0 0000 in 0 0000 in 0 0000 in ©Left 1286k 2186k 2186k at at at 0 0000 ft 0 0000 ft 0 0000 ft ® Riaht 1286k 2186k 2186k Mu, Eq 9-3 5 21 k-ft 0 00 k-ft 0 00 k-ft Vu, Eq 9-3 107k 1 06k 1 Downward -0 0703 in -0 1285 in -0 1285 in at at at 9 0000ft 9 0000ft 9 0000ft Title Dsgnr Description Job# Date 1219PM, 20 SEP 07 Scope user Kw-0602379 versei 25-oct-2oo2 (c)1983-2002ENERCALC Engineering Software Concrete Rectanaular & Tee Ream'"'UNUIWMS r«l,l«Hiyui€tl (X ICC Dtidlll Pase 2 c \ec56\legolandecw Calculations Description Reservoir Tank Lid Section Analysis Evaluate Moment Capacity X Neutral Axis a = beta * Xneutral Compression in Concrete Sum [Steel comp forces] Tension in Reinforcing Find Max As for Ductile Failure X-Balanced Xmax = Xbal * 0 75 a-max = beta * Xbal Compression in Concrete Sum [Steel Comp Forces] Total Compressive Force AS Max = Tot Force / Fy Actual Tension As Center 1 270 in 1 080 in 44 044 k 0000k -44 003 k 5327m " 3 995 in 4 528 in 138543k 16018k 154 561 k 2 576 m2 0800 OK Left End 1 270 in 1 080 in 44 044 k - 0000k -44 003 k 5 327 in 3 995 in 4 528 in 138543k 16018k 154561 k 2 576 m2 0 000 OK Right End 1 270 in 1 080 in 44044k 0000k -44 003 k 5 3265 in 3 995 in 4 528 in 138543k 16018k 154561 k 2 576 m2 0000 OK Additional Deflection Calcs rACI Neutral Axis (gross (cracked Elastic Modulus Fr = 7 5 * f c* 5 Z Cracking Z cracking > 145 Interior Only i Eff Flange Width 1 955 in 1,331 00 m4 18960m4 3,605 0 ksi 474 342 psi 152253ksi 12 00 in Mcr Ms Max DL + LL R1 = (Ms DL+LL)/Mcr Ms Max DL+LL+ST R2 = (Ms DL+LL+ST)/Mcr I eff Ms(DL-H-L) I eff Ms(DL+LL+ST) 9 57 k-ft 9 84 k-ft 0972 9 84 k-ft 0972 1,238 846 m4 1,238 846 m4 Factors (per ACI, applied internally to entered loads) ACI 9-1 & 9-2 DL 1 400 ACI 9-1 & 9-2 LL 1 700 ACI 9-1 & 9-2 ST 1 700 seismic = ST* 1 100 ACI 9-2 Group Factor 0 750 UBC ACI 9-3 Dead Load ACI 9-3 Short Term Factor 0 900 UBC Factor 1 300 1921 2 7 "14" Factor 1921 2 7 "09" Factor 1 1 1 1400 0900 Title Dsgnr Description Job* Date 1219PM, 20 SEP 07 Scope Rev 560100 User KW 0602379, Ver 5 6 1 25-Ocl-2002 (01983-2002 ENERCALC Engineering Software Restrained Retaining Wall Design Page 1 c \ec5euegoland eon Calculations Description Reservoir Tank Walls : Criteria Retained Height Wall height above soil Total Wall Height Top Support Height Slope Behind Wall Height of Soil over Toe Soil Density Wind on Stem Design Summary Total Bearing Load resultant ecc Soil Pressure (Si Toe 1 825ft 000ft 825ft 825ft 000 1 = 0 00 in = HOOOpcf 0 0 psf Soil Data | Allow Soil Bearing = 2,000 0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 64 0 Toe Active Pressure = 00 Passive Pressure = 250 0 Water height over heel = 0 0 ft Footing||Soil Friction = 0 300 Soil height to ignore for passive pressure = 0 00 in | Footing Strengths & Dimensions | fc = 2,500 psi Fy = Mm As % = Toe Width Heel Width = -- Total Footing Width = Footing Thickness = Key Width Key Depth = Key Distance from Toe = Cover® Top = 300m @E I Concrete Stem Construction 1,323lbs = 0 00 in 0 osf OK Thickness = 8 00 in Fy = Wall Weight = 967pcf fc = Stem is FIXED to top of footing 60,000 psi 2,500 psi 60,000 psi 00014 175ft 067 242 1800m 000 in 000 in 000ft Mm = 3 00 in 1 Soil Pressure @ Heel = 0 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe ACI Factored @ Heel Footing Shear @ Toe Footing Shear @ Heel Allowable Reaction at Top Reaction at Bottom Opsf Opsf 0 0 psi OK 0 0 psi OK 85 0 psi 4356 Ibs 2,6064 Ibs Sliding Calcs Slab Resists All Sliding i Lateral Sliding Force = 2,606 4 Ibs 1 Footing Design Results j| """HRe"""™ Factored Pressure = 0 Mu1 Upward = 0 Mu1 Downward = 0 Mu Design = 0 Actual 1-Way Shear = 0 00 Allow 1 -Way Shear = 8500 0 psf Oft-# Oft-# Oft-# 0 00 psi 0 00 psi Design height Rebar Size Rebar Spacing Rebar Placed at Rebar Depth 'd' Design Data fb/FB + fa/Fa Mu Actual Mn * Phi Allowable Shear Force @ this height = Shear Actual Shear Allowable Rebar Lap Required Rebar embedment into footing = Other Acceptable Sizes & Spacings Toe None Spec'd -or- Heel None Spec'd -or- Key -or- @ Top Support Stem OK 825ft # 5 1200m = Center 4 00 in 0000 0 0 ft-# 5,069 7 ft-# 0 0 Ibs = 0 00 psi = 85 00 psi 23 40 in Umax Between Top & Base Stem OK 457ft # 5 1200m Center 4 00 m 0359 1,821 4 ft-# 5,069 7 ft-# 23 40 in ©Base of Wall Stem OK 000ft # 5 1200m Center 400m 0803 4,072 9 ft-# 5,069 7 ft-# 2,962 1 1bs 61 71 psi 85 00 psi 600m Title Job # Dsgnr Date 1219PM, 20 SEP 07 Description Scope i Rev 560100user Kw-0602379 vers6125-oct-2oo2 Restrained Retainlno Wall Desian Page 2 I(c)1983-2D02 ENERCAIC Engineering Software IXCOU «MI ICU rwUMIUIUJ ¥*dll l^caiyil c \ec56\legoland ecwCalculations j Description Reservoir Tank Walls I Summary of Forces on Footing Slab RESISTS sliding, stem is FIXED at footing Forces acting on footing for soil pressure »> sliding Forces are restrained by the adjacent slab Load & Moment Summary For Footing For Soil Pressure Calcs Moment @ Top of Footing Applied from Stem = Surcharge Over Heel = Axial Dead Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight Soil Over Heel = Footing Weight = Total Vertical Force = Ibs Ibs Ibs Ibs 797 5 Ibs Ibs 525 6 Ibs 1,3231 Ibs ft ft ft ft 208ft 242ft 121 ft Base Moment = -2,395 8 ft-# ft-# ft-# ft-# ft-# 1,661 5 ft-# ft-# 635 1 ft-# -99 3 ft-# Moment at Footing Base is not Stabilized by Vertical Loads NO SOIL PRESSURE CALCS DONE ! Frame V11.2 - Analysis Mode DataBase- SeaLifeCBC 09/18/07 11.31 11 Loads and Applied Forces RAM Frame vll 2 LegoLand Sea Life DataBase SeaLifeCBC L-2- 09/18/07 11 31 11 LOAD CASE: seismic Seismic UBC97 Static Force Procedure Zone 4 Importance Factor 1 000 Na 1.000 Nv 1 100 Provisions for Force Ground Level Base Soil Type SC Dir X Y Eccent + And- + And- R 85 85 Ta Equation Std,Ct=0 020 Std,Ct=0 020 Dir X Y Ta 0243 0243 T 0102 0122 T-used 0102 0122 Cv 062 062 Ca 040 040 Total Building Weight (kips) = 3439 91 APPLIED DIAPHRAGM FORCES Type- EQ_UBC97_X_+E_F Level Diaph # roof floor APPLIED STORY FORCES Type EQ_UBC97_X_+E_F Level Ht ft roof 28 00 floor 14 00 Ht ft 2800 1400 Fx kips 10720 29749 Building Penod-T Method B Calculated Method B Calculated HCal 8ZNvI/R 0 044 0 041 0 044 0 041 Fx kips 10720 29749 Fy kips 000 000 Fy kips 000 000 25CaI/R CvI/RT Ft 0118 0708 000 0118 0592 000 X ft 6938 6749 Y ft 5218 5441 40470 000 APPLIED DIAPHRAGM FORCES Type EQ_UBC97_X_-E_F Level Diaph # roof floor APPLIED STORY FORCES Type EQ_UBC97_X_-E_F Level Ht ft roof 28 00 floor 1400 Ht ft 2800 1400 Fx kips 10720 29749 Fx kips 10720 29749 Fy kips 000 000 Fy kips 000 000 X ft 6938 6749 Y ft 4243 4346 40470 000 Loads and Applied Forces ^ RAM Frame vl 12 Page 2/2 LegoLand Sea Life DataBase-SeaLifeCBC 09/18/07 11 31 11 APPLIED DIAPHRAGM FORCES Type Level roof floor EQ_UBC97_Y_+E_F Diaph # 1 1 Ht ft 2800 1400 Fx Fy X kips kips ft 0.00 107 20 76 00 0 00 297 49 77 30 Y ft 4731 4894 APPLIED STORY FORCES Type Level roof floor EQ_UBC97_Y_+E_F Ht ft 2800 1400 APPLIED DIAPHRAGM FORCES Type Level roof floor EQ_UBC97_Y_-E_F Diaph # 1 1 Fx kips 000 000 000 Ht ft 2800 1400 Fy kips 10720 29749 40470 Fx Fy X kips kips ft 000 10720 6277 0 00 297 49 57 69 Y ft 4731 4894 APPLIED STORY FORCES Type Level roof floor EQ_UBC97 Y -E F Ht ft 2800 1400 Fx kips 000 000 Fy kips 10720 29749 0 00 404 70 Redundancy Factors Summary RAM Frame vl 1 2 LegoLand Sea Life DataBase SeaLifeCBC 09/18/07 11 31 11 CODE: UBC 97 CRITERIA: Rigid End Zones Ignore Effects P-Delta Yes Scale Factor 100 Ground Level Base Wall Mesh Cntena Wall Element Type Shell Element with No Out-of-Plane Stiffness Max Allowed Distance between Nodes (ft) 8 00 Consider as a Dual System in X-direction Consider as a Dual System in Y-direction Level for Ab roof Ab (ft2) = 85 9 Maximum Angle from Parallel between adjacent bays for which Column is considered 'common to two bays' 100 deg Load Case: El Level roof floor seismic EQ_UBC97_X_+E_F Story V AreaAi ElementV n kips ft2 kips 10720 1236605 3706 0132 40726 1236605 14551 0136 Rhoi Element 0 634 Wall 3 0 679 Wall 8 Diaph # 1 1 rmax = Rho Load Case: E2 Level roof floor 0136 1000 seismic EQ_UBC97_X_-E_F Story V Area Ai ElementV kips ft2 kips 10721 1236605 4777 40888 1236605 13484 n Rhoi Element Diaph# 0159 0870 Walll 1 0 161 0 882 Wall 10 1 rmax = Rho Load Case: E3 Level roof floor 0161 1 000 seismic EQ_UBC97_Y_+E_F Story V Area Ai ElementV kips ft2 kips 10698 1236605 4956 41966 1236605 1431 n Rhoi Element 0201 1 107 WallS 0186 1033 Wall 19 Diaph # rmax = Rho Load Case: E4 Level roof floor 0201 1000 seismic EQ_UBC97_Y_-E_F Story V Area Ai ElementV kips ft2 kips 10693 1236605 4651 41986 1236605 3539 n Rhoi Element Diaph # 0189 1049 Wall 2 1 0187 1040 Wall5 1 Redundancy Factors Summary RAM Frame vl 1 2 Page 2/2 LegoLand Sea Life DataBase SeaLifeCBC 09/18/07 11 31 11 rmax =0189 Rho = 1 000 Story Displacements RAM Frame vll 2 LegoLand Sea Life DataBase SeaLifeCBC Building Code UBC1 Ignore Effects At Face of Joint Scale Factor LOAD CASE DEFINITIONS: D DeadLoad Lp PosLiveLoad Ln NegLiveLoad Rfp PosRoofLiveLoad Rfh NegRoofLiveLoad El seismic E2 seismic E3 seismic E4 seismic RAMUSER RAMUSER RAMUSER RAMUSER RAMUSER EQ_UBC97_X_+E_F EQ_UBC97_X_-E_F EQ_UBC97_Y_+E_F EQ_UBC97_Y_-E_F 09/18/07 11 31 11 CRITERIA: Rigid End Zones Member Force Output P-Delta Yes Scale Factor 100 Ground Level Base Wall Mesh Criteria Wall Element Type Shell Element with No Out-of-Plane Stiffness Max Allowed Distance between Nodes (ft) 8 00 Level: roof, Diaph: 1 Center of Mass (ft) LdC D Lp Ln Rfp Rfh El E2 E3 E4 (6938,4731) DispX in 0 00009 -0 00124 0 00005 -0 00005 -0 00000 0 01724 001761 -0 00249 -0 00305 DispY in -0 00034 0 00057 -0 00005 -000017 0 00000 -0 00261 -0 00363 0 02506 0 02645 Theta Z rad -0 00000 -0 00000 -0 00000 0 00000 -0 00000 -0 00001 0 00001 0 00000 -0 00002 Level: floor, Diaph: 1 Center of Mass (ft) LdC D Lp Ln Rfp Rfh El E2 (67 49, 48 94) Disp X in 0 00006 -0 00042 0 00002 0 00000 0 00000 001184 001171 DispY in -0 00027 0 00002 -0 00002 -0 00002 0 00000 -0 00093 -000091 Theta Z rad -0 00000 -0 00000 -0 00000 -0 00000 0 00000 -0 00001 0 00000 L-7-Story Displacements RAM Frame vl 1 2 Page 2/2 LegoLand Sea Life DataBase. SeaLifeCBC 09/18/07 113111 Building Code UBC1 E3 -000117 001553 0 00001 E4 -000092 001550 -000001 Wall Group Force Summary RAM Frame vll 2 LegoLand Sea Life DataBase SeaLifeCBC Building Code UBC1 09/18/07 11 31 11 CRITERIA: Rigid End Zones Member Force Output P-Delta Yes Scale Factor 100 Ground Level Base Wall Mesh Criteria Wall Element Type Shell Element with No Out-of-Plane Stiffness Max Allowed Distance between Nodes (ft) 8 00 Ignore Effects At Face of Joint Scale Factor LOAD CASES: D Lp Ln Rfp Rfn El E2 E3 E4 DeadLoad PosLiveLoad NegLiveLoad PosRoofLiveLoad NegRoofLiveLoad seismic seismic seismic seismic RAMUSER RAMUSER RAMUSER RAMUSER RAMUSER EQ_UBC97_X_+E_F EQ_UBC97_X_-E_F EQ_UBC97_Y_+E_F EQ_UBC97_Y_-E_F WALL GROUPS INFORMATION: Level: roof WallGrpJ 1 2 3 4 5 6 Xcg ft 7508 6650 5250 9767 8050 8908 Ycg ft 6900 2300 5750 5658 2500 3558 Zcg ft 2100 21 00 21 00 2100 2100 2100 LocalAxis 000 000 9000 9000 9000 4500 Level: floor WallGrp.tf 1 2 3 4 5 6 7 8 9 10 11 Xcg ft 7508 6650 5250 9767 8050 8908 6000 5425 5425 6063 7988 Ycg ft 6900 2300 4600 5658 2725 3558 2725 3975 3625 3213 3213 Zcg ft 700 700 700 700 700 700 700 700 700 700 700 LocalAxis 000 000 9000 9000 9000 4500 9000 -4500 4500 4500 -4500 Wall Group Force Summary RAM Frame vl 1 2 Page 2/6 LegoLand Sea Life DataBase SeaLifeCBC 09/18/07 11 31 11 Building Code UBC1 WallGrpJ Xcg Ycg Zcg LocalAxis 12 8625 3625 700 -4500 Wall Group Force Summary RAM Frame vl 1 2 LegoLand Sea Life DataBase SeaLifeCBC Building Code UBC1 Page 3/6 09/18/07 11 31 11 WALL GROUPS FORCE INFORMATION: Level: roof WallGrpJ 1 2 3 4 5 LdC D Lp Ln Rfp Rfh El E2 E3 E4 D Lp Ln Rfp Rfh El E2 E3 E4 D Lp Ln Rfp Rfn El E2 E3 E4 D Lp Ln Rfp Rfn El E2 E3 E4 D Lp Ln Rfp Rfh P kips 11136 1311 -034 1455 000 -337 -535 2847 3129 10084 1049 -008 1576 -009 -1045 -1334 -744 -319 6259 1141 -016 1502 -000 -811 -496 -644 -1089 5458 383 006 947 -000 1221 957 -697 -274 1198 -050 004 219 -001 Mmajor kip-ft -4233 -4044 -089 -1728 001 44568 39630 3180 9475 3712 984 294 -2012 -004 28848 39041 -29651 -432 25 -8422 -3 18 240 -4267 004 -2774 -7077 15937 22144 -6461 -525 -148 -334 004 -12450 -9601 321 18 27774 -885 081 -005 -Oil -002 Mminor kip-ft -000 -000 000 -000 -000 000 000 -000 -000 -000 -000 000 -000 000 000 000 000 000 000 000 -000 000 -000 -000 -000 -000 -000 000 000 000 000 -000 000 000 -000 -000 000 -000 000 000 -000 Vmajor kips -279 -062 -027 -197 000 6016 4457 474 2594 256 158 029 276 -001 3593 4777 -2506 -4077 334 058 031 221 001 245 -722 3272 4651 -074 -027 -028 -1 64 000 -1844 -1329 51 12 4393 -323 -038 -001 -009 -001 Vminor kips 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 Torsion kip-ft -000 -000 -000 -0.00 000 000 000 000 000 000 000 000 000 -000 000 000 -000 -000 -000 -000 -000 -000 -000 -000 000 -000 -000 000 000 000 000 -000 000 000 -000 -000 000 000 000 000 000 Wall Group Force Summary RAM Frame vll 2 LegoLand Sea Life DataBase SeaLifeCBC Building Code UBC1 Page 4/6 09/18/07 1131 11 WaIlGrp.# 6 Level: floor WallGrpJ 1 2 3 4 LdC El E2 E3 E4 D Lp Ln Rfp Rfh El E2 E3 E4 LdC D Lp Ln Rfp Rfn El E2 E3 E4 D LP Ln Rfp Rfh El E2 E3 E4 D Lp Ln Rfp Rfh El E2 E3 E4 D P 135 125 -706 -664 4597 -015 003 787 -001 9 12 1180 -086 -533 P kips 24331 9719 -183 1702 001 -259 -561 8083 8529 20593 6590 -033 1531 -008 -1178 -1623 -7652 -6964 18258 7198 -1 50 1640 -001 -5838 -5445 -530 -1102 9465 Mmajor 1707 2046 506 006 11179 2308 015 663 003 6126 8805 13610 9435 Mmajor kip-ft 9309 -238 34 2520 1010 -000 2078 35 1798 65 -504 77 -3776 -2937 -206 39 305 -715 -002 1232 10 159781 147 -594 72 69753 26885 -2161 10524 012 -221 05 -250 57 1593 70 1653 73 -305 03 M minor 000 000 -000 -000 000 -000 000 000 -000 000 000 -000 -000 Mminor kip-ft -000 -000 000 -000 -000 000 000 -000 -000 000 000 -000 000 -000 -000 -000 -000 -000 000 000 -000 000 -000 -000 -000 -000 -000 000 Vmajor 469 587 242 070 149 -046 -005 -049 -001 1647 21 73 2882 21 15 Vmajor kips 024 -047 -018 008 -000 24904 19192 -6593 3047 085 215 014 -000 000 13088 17918 3978 -4192 -439 -197 023 -079 000 973 -2333 19616 251 59 -434 Vminor 000 000 000 000 000 000 000 000 000 000 000 000 000 Vminor kips 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 Torsion -000 -000 -0.00 -000 -000 000 000 000 000 -000 -000 -000 -000 Torsion kip-ft 000 -000 -000 000 -000 000 000 -000 000 -000 -000 -000 000 -000 -000 -000 -000 000 000 -000 -000 000 -000 -000 000 -000 -000 000 Wall Group Force Summary RAM Frame vl 1 2 LegoLand Sea Life DataBase SeaLifeCBC Building Code UBC1 Page 5/6 09/18/07 1131 11 WallGrp.# 5 6 7 8 9 LdC Lp Ln Rfp Rfh El E2 E3 E4 D Lp Ln Rfp Rfh El E2 E3 E4 D Lp Ln Rfp Rfn El E2 E3 E4 D Lp Ln Rfp Rfh El E2 E3 E4 D Lp Ln Rfp Rfh El E2 E3 E4 D P 1541 009 762 -000 3599 3624 1224 1163 4496 944 -004 275 -002 2029 2958 1369 -138 7847 1311 009 555 -001 2370 2099 -3299 -2840 1986 603 -005 104 -000 -532 -732 714 1034 2270 773 002 142 -000 768 1127 -1475 -2059 2166 Mmajor -3525 -094 -2438 003 -8994 -3144 45325 35480 679 444 -028 072 -000 -1483 919 19636 15636 24021 2810 054 1778 001 15679 15656 -6583 -6606 -237 -040 -Oil -044 000 -1 14 -689 9020 9991 617 -1 70 013 107 -000 2327 3465 -6868 -8755 290 Mminor 000 000 000 -000 000 000 000 000 000 000 -000 000 -000 000 000 000 -000 000 000 000 000 -000 000 000 -000 -000 000 000 -000 000 -000 -000 -000 000 000 -000 -000 -000 -000 000 -000 -000 000 000 000 Vmajor -168 -on -044 000 -1757 506 9568 5770 391 1 54 -005 046 -000 333 959 3289 2255 491 101 -003 Oil -000 2033 3391 5130 2857 148 1 16 -003 037 -000 -146 -294 16 12 1854 247 -013 004 054 -000 353 715 -2398 -2996 108 Vminor 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 Torsion 000 000 000 -000 000 -000 -000 -000 -000 -000 000 -000 000 -000 -000 -000 -000 -000 -000 000 -000 000 -000 -000 -000 -000 -000 -000 000 -000 000 000 000 -000 -000 000 -000 000 000 -000 000 000 -000 -000 -000 Wall Group Force Summary RAM Frame vl 1 2 LegoLand Sea Life DataBase SeaLifeCBC Building Code UBC1 Page 6/6 09/18/07 11 31 11 WallGrpJ 10 11 12 LdC Lp Ln Rfp Rfh El E2 E3 E4 D Lp Ln Rfp Rfh El E2 E3 E4 D Lp Ln Rfp Rfh El E2 E3 E4 D Lp Ln Rfp Rfh El E2 E3 E4 P 818 -000 069 -000 575 619 -272 -344 663 122 -002 014 -000 039 -036 1237 1361 772 147 -003 041 -000 -1 55 086 1849 1451 3342 708 -001 215 -000 -1464 -1828 -882 -274 Mmajor -085 -004 -0.41 000 2033 1651 5533 6172 -010 -129 -001 002 -000 100 092 455 469 -055 051 001 -Oil 000 148 086 -650 -547 -1401 -148 007 -148 000 2364 2071 -3521 -3025 Mminor 000 -000 000 -000 000 000 -000 -000 000 000 -000 000 -000 000 -000 000 000 -000 -000 000 -000 000 000 -000 -000 -000 -000 -000 000 -000 000 000 000 000 000 Vmajor 032 -003 -012 000 196 -041 1994 23.87 003 -029 -000 001 -000 010 004 1 11 1 19 -020 Oil 000 -003 000 020 001 -163 -1 31 -457 -040 001 -049 000 428 471 -096 -1 68 Vminor 000 000 000 000 000 000 000 0.00 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 Torsion -000 000 000 -000 -000 000 -000 -000 -000 000 000 -000 000 -000 -000 -000 -0.00 -000 000 000 -000 000 000 000 -000 -000 -000 -000 000 -000 000 000 000 -000 -000 u1oo 2Steel vfeSeaSeaLifeCBCrevode UBClLegoLanDataBaseBuilding Coo CM CD 10 w r V 5 d L-0 *> m L-t/p - 66 A, A •.,, 6.1 fN 1— *> 13 £co ,^v-i J rt&>CO "S t JS vOinr-•*'-'r-0ONf— 4o\o >ol-lU ase SeaLifeCB9•aQ T3wiQCO<<uX)61CO U § UT3OOa»1 3PQ o 0C 1 H o_o 5 ^ CSi CO <f> 1- A 4--F 4" 'M- 15-7,5 8> RAM Frame V11.2 - Analysis Mode DataBase SeaLifeCBCrev25 Plan View Story roof 09/18/07 11 52 45 L-fi I -H J .H--H- RAH Frame V11.2 - Analysis Mode DataBase. SeaLifeCBCrev25 09/18/07 11 52-45 Plan View Story, floor L-2D -H \ L H -H-•44- _ T -H; V Loads and Applied Forces RAM Frame vl 12 LegoLand Sea Life DataBase SeaLifeCBCrev25 L-2J 09/18/07 114038 LOAD CASE: seismic Seismic UBC97 Static Force Procedure Zone 4 Importance Factor 0250 Na 1 000 Nv 1 100 Provisions for Force Ground Level Base Soil Type SC Dir X Y Eccent + And- + And- R 85 85 Ta Equation Std,Ct=0 020 Std,Ct=0 020 Dir X Y Ta 0243 0243 T 1324 1 163 T-used 0316 0316 Cv 062 062 Ca 040 040 Building Penod-T Method B Calculated Method B Calculated HCal 8ZNvI/R 0011 0010 0011 0010 25CaI/R CvI/RT Ft 0 029 0 057 0 00 0 029 0 057 0 00 Total Building Weight (kips) = 3439 62 APPLIED DIAPHRAGM FORCES Type EQ_UBC97_X_+E_F Level Diaph # roof floor APPLIED STORY FORCES Type EQ_UBC97_X_+E_F Level Ht ft roof 28 00 floor 14 00 Ht ft 2800 1400 Fx kips 2680 7437 Fx kips 2680 7437 Fy kips 000 000 Fy kips 000 000 X ft 6940 6750 Y ft 5218 5442 101 17 000 APPLIED DIAPHRAGM FORCES Type EQ_UBC97_X_-E_F Level Diaph # roof floor APPLIED STORY FORCES Type EQ_UBC97_X_-E_F Level Ht ft 2800roof floor 1400 Ht ft 2800 1400 Fx kips 2680 7437 Fx kips 2680 7437 Fy kips 000 000 Fy kips 000 000 X ft 6940 6750 Y ft 4243 4347 101 17 000 Loads and Applied Forces RAM Frame vl 1 2 Page 2/2 LegoLand Sea Life DataBase SeaLifeCBCrev25 09/18/07 114038 APPLIED DIAPHRAGM FORCES Type Level roof floor EQ_UBC97_Y_+E_F Diaph # 1 1 Ht ft 2800 1400 Fx kips 000 000 Fy X Y kips ft ft 2680 7601 4731 74 37 77 30 48 94 APPLIED STORY FORCES Type Level roof floor EQJJBC97 Y +E F Ht ft 2800 1400 Fx kips 000 000 000 Fy kips 2680 7437 101 17 APPLIED DIAPHRAGM FORCES Type Level roof floor EO_UBC97_Y_-E_F Diaph # 1 1 Ht ft 2800 1400 Fx kips 000 000 Fy X Y kips ft ft 2680 6278 4731 74 37 57 69 48 94 APPLIED STORY FORCES Type Level roof floor EQ_UBC97_Y_-E_F Ht ft 2800 1400 Fx kips 000 000 Fy kips 2680 7437 000 101 17 Story Displacements RAM Frame vl 1 2 LegoLand Sea Life DataBase SeaLifeCBCrev25 Building Code UBC1 09/18/07 11 5245 CRITERIA: Rigid End Zones Member Force Output P-Delta Yes Ground Level Base Wall Mesh Criteria Wall Element Type Ignore Effects At Face of Joint Scale Factor 100 Shell Element with No Out-of-Plane Stiffness Max Allowed Distance between Nodes (ft) 8 00 LOAD CASE DEFINITIONS: D DeadLoad Lp PosLiveLoad Ln NegLiveLoad Rfp PosRoofLiveLoad Rfn NegRoofLiveLoad El seismic E2 seismic E3 seismic E4 seismic RAMUSER RAMUSER RAMUSER RAMUSER RAMUSER EQ_UBC97_X_+E_F EQ_UBC97_X_-E_F EQ_UBC97_Y_+E_F EQ_UBC97_Y_-E_F Level: roof, Diaph: 1 Center of Mass (ft) LdC D Lp Ln Rfp Rfn El E2 E3 E4 Level: floor, Diaph: 1 Center of Mass (ft) LdC D Lp Ln Rfp Rfn El E2 (6940,4731) DispX in 0 01272 001415 -0 00044 0 00433 -000016 0 92584 0 92575 -000018 -0 00007 DispY in 0 00228 -0 00385 -0 00023 -000012 -0 00000 -0 00140 0 00088 070211 0 69857 Theta Z rad 0 00001 0 00000 -0 00000 0 00000 -0 00000 -0 00006 0 00004 0 00009 -0 00007 (67 50, 48 94) DispX in 0 00407 0 00549 -000018 000081 -0 00003 041745 041681 Disp Y in 0 00083 -000137 -000011 -0 00003 -0 00000 0 00040 -0 00049 A^u*r o.ovti&(^ Theta Z rad 0 00000 0 00000 -0 00000 0 00000 -0 00000 -0 00003 0 00002 Story Displacements L c. RAM Frame vl 1 2 Page 2/2 LegoLand Sea Life DataBase SeaLifeCBCrev25 09/18/07 115245 Building Code UBC1 E3 -0 00059 0 32701 0 00004 E4 000039 032857 -000005 Code Check Summary L"%5 RAM Frame vl 1 2 LegoLand Sea Life DataBase SeaLifeCBCrev25 09/18/07 114911 Building Code UBC1 Steel Code AISCASD CRITERIA: Rigid End Zones Ignore Effects Member Force Output At Face of Joint P-Delta Yes Scale Factor 100 Ground Level Base Wall Mesh Criteria Wall Element Type Shell Element with No Out-of-Plane Stiffness Max Allowed Distance between Nodes (ft) 8 00 LOAD COMBINATION CRITERIA: LOAD CASE DEFINITIONS: D DeadLoad RAMUSER Lp PosLiveLoad RAMUSER Ln NegLiveLoad RAMUSER Rip PosRoofLiveLoad RAMUSER Rfii NegRoofLiveLoad RAMUSER El seismic EQ_UBC97_X_+E_F Rho = 118 E2 seismic EQ_UBC97_X_-E_F Rho= 1 17 E3 seismic EQ_UBC97_Y_+E_F Rho = 121 E4 seismic EQ_UBC97_Y_-E_F Rho= 1 17 LOAD COMBINATIONS: UBC 97 ASD 1 * 1 000 D 2 * 1 000 D + 1 000 Lp + 1 000 Rfp 3 * 1 000 D + 1 000 Ln + 1 000 Rfn 4 * 1 000 D + 1 000 Lp 5 * 1 000 D + 1 000 Ln 6 * 1 000 D + 1 000 Rfp 7 * 1 000 D + 1 000 Rfn 8 * 1 000 D + 0 750 Lp + 0 750 Rfp + 0 634 El 9 * 1 000 D + 0 750 Lp + 0 750 Rfp + 0 628 E2 10 * 1 GOOD + 0 750 Lp +0750 Rfp+ 0 651 E3 11 * 1 GOOD + 0 750 Lp + 0750 Rfp+ 0 626 E4 12 * 1 000 D + 0 750 Lp + 0 750 Rfp - 0 634 El 13 * 1 GOOD + 0750 Lp + 0750 Rfp -0628 E2 14 * 1 GOOD + 0 750 Lp + 0750Rfp-0 651 E3 15 * 1 GOOD + 0750 Lp +0750 Rfp- 0626 E4 16 * 1 GOOD + 0 750 Ln + 0750Rfn + 0634 El 17 * 1 GOOD + 0750Ln + 0 750Rfn + 0628 E2 18 * 1000D + 0750Ln + 0750Rfn + 0651E3 19 * 1000D + 0750Ln + 0750Rfh + 0626E4 20 * 1 000 D + 0 750 Ln + 0 750 Rfn - 0 634 El 21 * 1 OOOD + 0750Ln+ 0750Rfn-0628 E2 22 * 1 GOOD + 0 750 Ln + 0750Rfn-0 651 E3 23 * 1 000 D + 0 750 Ln + 0 750 Rfn - 0 626 E4 Code Check Summary RAM Frame vl 1 2 Page 2/5 LegoLand Sea Life DataBase SeaLifeCBCrev25 09/18/07 114911 Building Code UBC1 Steel Code AISCASD 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 61 62 63 64 65 66 67 68 69 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * 1 000 D + 0 750 Lp + 0 634 El 1 000 D + 0 750 Lp + 0 628 E2 1 GOOD + 0750 Lp + 0 651 E3 1 000 D + 0 750 Lp + 0 626 E4 1 000 D + 0 750 Lp - 0 634 El 1 000 D + 0 750 Lp - 0 628 E2 1 GOOD + 0750 Lp-0 651 E3 1 000 D + 0 750 Lp - 0 626 E4 1 000 D + 0 750 Ln + 0 634 El 1 000 D + 0 750 Ln + 0 628 E2 1 GOOD + 0750 Ln + 0 651 E3 1 000 D + 0 750 Ln + 0 626 E4 1 000 D + 0 750 Ln - 0 634 El 1 000 D + 0 750 Ln - 0 628 E2 1 GOOD + 0 750 Ln-0 651 E3 1000D + 0750Ln-0626E4 1 000 D + 0 750 Rfp + 0 634 El 1 000 D + 0 750 Rfp + 0 628 E2 1 GOOD + 0750 Rfp + 0 651 E3 1 000 D + 0 750 Rfp + 0 626 E4 1 GOOD + 0750 Rfp -0634 El 1 000 D + 0 750 Rfp - 0 628 E2 1 GOOD + 0750 Rfp -0 651 E3 1 000 D + 0 750 Rfp - 0 626 E4 1 000 D + 0 750 Rfh + 0 634 El 1 000 D + 0 750 Rfn + 0 628 E2 1 000 D + 0 750 Rfn + 0 651 E3 1 000 D + 0 750 Rfn + 0 626 E4 1 000 D + 0 750 Rfn - 0 634 El 1 000 D + 0 750 Rfn - 0 628 E2 1 000 D + 0 750 Rfh - 0 651 E3 1 000 D + 0 750 Rfn - 0 626 E4 1 000 D + 0 846 El 1 000 D + 0 837 E2 1 000 D + 0 867 E3 1 GOOD + 0 835 E4 1 000 D - 0 846 El 1 000 D - 0 837 E2 1 000 D - 0 867 E3 1 000 D - 0 835 E4 0900D + 0846E1 0 900 D + 0 837 E2 0 900 D + 0 867 E3 0 900 D + 0 835 E4 0900D-0846E1 0 900 D - 0 837 E2 Code Check Summary RAM Frame vl 1 2 LegoLand Sea Life DataBase SeaLifeCBCrev25 Building Code UBC1 Page 3/5 09/18/07 114911 Steel Code AISC ASD 70 71 0 900 D - 0 867 E3 0 900 D - 0 835 E4 * = Load combination currently selected to use Frame #1: Level: Col. # 2 3 4 Beam # 5 12 Level: Col. # 10 11 12 Beam # 31 38 roof P kips 1344 859 1334 P kips -000 000 floor P kips 5929 5414 6224 P kips -000 000 Mmajor kip-ft -6623 -4959 6585 Mmajor kip-ft -3255 -3153 Mmajor kip-ft -13362 -15240 13348 Mmajor kip-ft -17971 -18467 Mmmor kip-ft 020 -006 012 Mminor kip-ft 000 000 Mminor kip-ft -190 -057 -146 Mminor kip-ft 000 000 Vmajor kips 774 702 763 Vmajor kips 516 512 Vmajor kips 1570 1774 1583 Vmajor kips 3266 3371 Vminor kips 001 000 001 Vminor kips 000 000 Vminor kips 017 004 013 Vminor kips 000 000 LC 15 63 11 LC 15 11 LC 63 63 59 LC 27 31 0 0 0 0 0 0 0 0 0 0 Interact. 16 Hl-3 10 16 Hl-3 Hl-3 Interact. 34 Hl-3 32 Hl-3 Interact. 36 Hl-3 34 36 Hl-3 Hl-3 Interact. 69 Hl-3 71 Hl-3 Fy ksi 50 50 50 Fy ksi 50 50 Fy ksi 50 50 50 Fy ksi 50 50 Size W12X136 W12X152 W12X136 Size W14X26 W14X26 Size W12X136 W12X152 W12X136 Size W21X50 W21X50 Frame #2: Level: roof Col. # 28 29 30 Beam # 157 158 P kips 1350 1573 946 P kips 000 -000 Mmajor kip-ft -7770 5825 6459 Mmajor kip-ft -3364 -3426 Mminor kip-ft -026 -026 -026 Mminor kip-ft 000 000 Vmajor kips 870 8 11 787 Vmajor kips 528 534 Vminor kips 002 001 002 Vminor kips 000 000 LC 14 10 10 LC 14 10 0 0 0 0 0 Interact. 18 Hl-3 13 15 Hl-3 Hl-3 Interact. 35 Hl-3 35 Hl-3 Fy ksi 50 50 50 Fy ksi 50 50 Size W12X136 W12X152 W12X136 Size W14X26 W14X26 Code Check Summary RAM Frame vl 12 LegoLand Sea Life DataBase SeaLifeCBCrev25 Building Code UBC1 Page 4/5 09/18/07 114911 Steel Code AISCASD Level: Col. # 39 40 41 Beam # 183 187 Frame Level: Col. # 16 22 26 Beam # 83 123 Level: Col. # 26 32 37 Beam # 114 147 Frame Level: Col. # 15 18 25 floor P kips 7777 4091 2948 P kips -000 000 #3: roof P kips 1510 859 915 P kips -000 000 floor P kips 3857 31 18 2595 P kips -000 -000 #4: roof P kips 1364 871 1368 Mmajor kip-ft -121 48 15434 12950 Mmajor kip-ft -218 75 -18687 Mmajor kip-ft -4074 4650 3033 Mmajor kip-ft -3103 -2893 Mmajor kip-ft -11938 14488 11962 Mmajor kip-ft -8502 -7419 Mmajor kip-ft -3350 4648 3601 Mminor kip-ft -070 069 164 Mminor kip-ft 000 000 Mminor kip-ft 002 -025 -029 Mminor kip-ft 000 -000 Mminor kip-ft -0 11 120 177 Mminor kip-ft 000 000 Mminor kip-ft 004 001 009 Vmajor kips 1670 1787 1485 Vmajor kips 5007 3423 Vmajor kips 571 724 448 Vmajor kips 949 358 Vmajor kips 1245 1537 1201 Vmajor kips 3343 1141 Vmajor kips 456 723 487 Vminor kips 003 006 008 Vminor kips 000 000 Vminor kips 000 002 002 Vminor kips 000 000 Vminor kips 001 010 016 Vminor kips 000 000 Vminor kips 000 000 001 LC 14 58 58 LC 10 14 LC 13 57 9 LC 61 57 LC 61 57 57 LC 13 29 LC 12 56 8 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Interact. 35 Hl-3 34 32 Hl-3 Hl-3 Interact. 84 Hl-3 72 Hl-3 Interact. 12 Hl-3 11 09 Hl-3 Hl-3 Interact. 32 Hl-3 30 Hl-3 Interact. 34 Hl-3 35 33 Hl-3 Hl-3 Interact. 45 Hl-3 39 Hl-3 Interact. 10 Hl-3 11 11 Hl-3 Hl-3 Fy ksi 50 50 50 Fy ksi 50 50 ksi 50 50 50 Fy ksi 50 50 Fy ksi 50 50 50 Fy ksi 50 v 50 ' Fy ksi 50 50 50 Size W12X136 W12X152 W12X136 Size W21X50 W21X50 Size W12X120 W12X136 W12X120 Size W 14X26 W14X26 Size W12X120 W12X136 W12X120 Size W 18X40 W 18X40 Size W12X120 W12X136 W12X120 Code Check Summary RAM Frame vll 2 LegoLand Sea Life DataBase. SeaLifeCBCrev25 Building Code UBC1 L-2f Page 5/-7i/5 09/18/07 114911 Steel Code AISCASD Beam # 66 88 P kips -000 000 Mmajor Mminor V major Vminor kip-ft -29 -29 06 14 kip-ft -000 -000 kips 361 358 kips 0.00 000 LC 56 56 Interact. 030 030 Hl-3 Hl-3 Fy ksi 50 50 Size W14X26 W14X26 Level: Col. # 25 28 36 floor P kips 9973 3200 8560 Mmajor kip-ft -9558 14476 9905 Mminor kip-ft -041 -016 -056 Beam P Mmajor Mminor # kips kip-ft kip-ft 93 000 -9371 -000 118 -000 -9118 000 Vmajor Vminor kips kips 1191 004 1529 001 1200 006 Vmajor kips 1549 1529 LC 12 56 8 Interact. 036 035 035 Hl-3 Hl-3 Hl-3 Fy ksi 50 50 50 Vminor LC kips 000 8 000 28 Interact. 050 048 Hl-3 Hl-3 Fy ksi 50 50 Size W12X120 W12X136 W12X120 Size W18X40 W18X40 L~S>Seismic Provisions Member Code Check Summary RAM Frame vl 1 2 LegoLand Sea Life DataBase SeaLifeCBCrev25 09/18/07 11 51 07 Building Code UBC1 Steel Code UBC 1997 - ASD Frame #1: Story:roof Column: 2 Size Wl 2X136 Fy(ksi) 5000 2213 5 1 Column Requirements — OK 2213 5 2 Column Splices 2213 5 3 Slendemess Evaluation 2213 7 3 Width-Thickness Ratio — OK 2213 77 2 Unrestrained Joint — OK Type: Special Moment Resisting Frame Storyrroof Column: 3 SizeW12X152 Fy(ksi) 5000 2213 5 1 Column Requirements — OK 2213 5 2 Column Splices 2213.5 3 Slendemess Evaluation 2213 7 3 Width-Thickness Ratio — OK 2213 7 7 2 Unrestrained Joint — OK Story.roof Column: 4 SizeW12X136 Fy(ksi) 5000 2213 5 1 Column Requirements — OK 2213 5 2 Column Splices 2213 5 3 Slendemess Evaluation 2213 7 3 Width-Thickness Ratio — OK 2213 7 7 2 Unrestrained Joint — OK Story:roof Beam: 5 SizeW14X26 Fy(ksi) 5000 2213 7 3 Width-Thickness Ratio — OK 2213 7 8 Beam Bracing — OK Story: roof Beam: 12 Size Wl4X26 Fy(ksi) 5000 2213 7 3 Width-Thickness Ratio — OK 2213 7 8 Beam Bracing — OK Story rfloor Column: 10 SizeW12X136 Fy(ksi) 5000 2213 5 1 Column Requirements — OK 2213 5 2 Column Splices 2213 5.3 Slendemess Evaluation 2213 7 3 Width-Thickness Ratio — OK 2213 7 7 2 Unrestrained Joint — OK Type: Special Moment Resisting Frame Type: Special Moment Resisting Frame Type: Special Moment Resisting Frame Type: Special Moment Resisting Frame Type: Special Moment Resisting Frame Story:floor Column: 11 Type: Special Moment Resisting Frame L-SJSeismic Provisions Member Code Check Summary RAM Frame vl 1 2 Page 2/8 LegoLand Sea Life DataBase SeaLifeCBCrev25 09/18/07 11 51 07 Building Code UBC1 Steel Code UBC 1997 - ASD Size.W12X152 Fy(ksi) 5000 2213 5 1 Column Requirements — OK 2213 5 2 Column Splices 2213 5 3 Slenderness Evaluation 2213 7 3 Width-Thickness Ratio — OK 2213 7 7 2 Unrestrained Joint — OK Story:floor Column: Type: Special Moment Resisting Frame 12 SizeW12X136 Fy(ksi) 5000 2213 5 1 Column Requirements — OK 2213 5 2 Column Splices 2213 5 3 Slenderness Evaluation 2213 7 3 Width-Thickness Ratio — OK 2213 7 7 2 Unrestrained Joint — OK Storyrfloor Beam: 31 Type: Special Moment Resisting Frame SizeW21X50 Fy(ksi) 5000 2213 7 3 Width-Thickness Ratio — OK 2213 7 8 Beam Bracing — OK Story:floor Beam: 38 Type: Special Moment Resisting Frame Size W21X50 Fy(ksi) 5000 2213 7 3 Width-Thickness Ratio — OK 2213 7 8 Beam Bracing — OK Seismic Provisions Member Code Check Summary *—~~t>£_> RAM Frame vl 1 2 Page 3/8 LegoLand Sea Life DataBase. SeaLifeCBCrev25 09/18/07 11 51 07 Building Code UBC1 Steel Code UBC 1997 - ASD Frame #2: Story:roof Column: Type: Special Moment Resisting Frame 28 SizeW12X136 Fy(ksi) 5000 2213 5 1 Column Requirements — OK 2213.5 2 Column Splices 2213 5 3 Slenderness Evaluation 2213 7 3 Width-Thickness Ratio — OK 2213 7 7.2 Unrestrained Joint — OK Story:roof Column: Type: Special Moment Resisting Frame 29 SizeW12X152 Fy(ksi) 5000 2213 5 1 Column Requirements — OK 2213 5 2 Column Splices 2213 5 3 Slenderness Evaluation 2213 7 3 Width-Thickness Ratio — OK 2213 7 7 2 Unrestrained Joint — OK Story:roof Column: Type: Special Moment Resisting Frame 30 SizeW12X136 Fy(ksi) 5000 2213 5 1 Column Requirements — OK 2213 5 2 Column Splices 2213 5 3 Slenderness Evaluation 2213 7 3 Width-Thickness Ratio — OK 2213 7 7 2 Unrestrained Joint — OK Story:roof Beam:157 Type: Special Moment Resisting Frame SizeW14X26 Fy(ksi) 5000 2213 7 3 Width-Thickness Ratio — OK 2213 7 8 Beam Bracing — OK Story:roof Beam: 158 Type: Special Moment Resisting Frame SizeW14X26 Fy(ksi) 5000 2213 7 3 Width-Thickness Ratio — OK 2213 7 8 Beam Bracing — OK Story.floor Column: Type: Special Moment Resisting Frame 39 SizeW12X136 Fy(ksi) 5000 2213 5 1 Column Requirements — OK 2213 5 2 Column Splices 2213 5 3 Slenderness Evaluation 2213 7 3 Width-Thickness Ratio — OK 2213 7 7 2 Unrestrained Joint — OK Seismic Provisions Member Code Check Summary RAM Frame vl 1 2 Page 4/8 LegoLand Sea Life DataBase. SeaLifeCBCrev25 09/18/07 11 51 07 Building Code UBC1 Steel Code UBC 1997 - ASD Story:floor Column: Type: Special Moment Resisting Frame 40 SizeW12X152 Fy(ksi) 5000 2213 5 1 Column Requirements — OK 2213 5 2 Column Splices 2213 5 3 Slenderness Evaluation 2213 7 3 Width-Thickness Ratio — OK 2213 7 7 2 Unrestrained Joint — OK Story:floor Column: Type: Special Moment Resisting Frame 41 Size Wl2X136 Fy(ksi) 5000 2213 5 1 Column Requirements — OK 2213 5 2 Column Splices 2213 5 3 Slenderness Evaluation 2213 7 3 Width-Thickness Ratio — OK 2213 7 7 2 Unrestrained Joint — OK Story:floor Beam: 183 Type: Special Moment Resisting Frame Size W21X50 Fy(ksi) 5000 2213 7 3 Width-Thickness Ratio — OK 2213 7 8 Beam Bracing — OK Story:floor Beam:187 Type: Special Moment Resisting Frame Size W21X50 Fy(ksi) 5000 2213 7 3 Width-Thickness Ratio — OK 2213 78 Beam Bracing — OK Seismic Provisions Member Code Check Summary Lr^JT RAM Frame vl 1 2 Page 5/8 LegoLand Sea Life DataBase SeaLifeCBCrev25 09/18/07 11 51 07 Building Code UBC1 Steel Code UBC 1997 - ASD Frame #3: Story:roof Column: Type: Special Moment Resisting Frame 16 Size Wl2X120 Fy(ksi) 5000 2213 5 1 Column Requirements — OK 2213 5 2 Column Splices 2213 5 3 Slendemess Evaluation 2213 7 3 Width-Thickness Ratio — OK 2213 7 7 2 Unrestrained Joint — OK Story:roof Column: Type: Special Moment Resisting Frame 22 Size:W12X136 Fy(ksi) 5000 2213 5 1 Column Requirements — OK 2213 5 2 Column Splices 2213 5 3 Slendemess Evaluation 2213 7.3 Width-Thickness Ratio — OK 2213 7 7 2 Unrestrained Joint — OK Story:roof Column: Type: Special Moment Resisting Frame 26 SizeW12X120 Fy(ksi) 5000 2213 5 1 Column Requirements — OK 2213 5 2 Column Splices 2213.5.3 Slendemess Evaluation 2213 7 3 Width-Thickness Ratio — OK 2213 7 7 2 Unrestrained Joint — OK Story:roof Beam: 83 Type: Special Moment Resisting Frame SizeW14X26 Fy(ksi) 5000 2213 7 3 Width-Thickness Ratio — OK 2213 7 8 Beam Bracing — OK Story:roof Beam:123 Type: Special Moment Resisting Frame Size Wl4X26 Fy(ksi) 5000 2213 7 3 Width-Thickness Ratio — OK 2213 7 8 Beam Bracing — OK Story:floor Column: Type: Special Moment Resisting Frame 26 SizeW12X120 Fy(ksi) 5000 2213 5 1 Column Requirements — OK 2213 5 2 Column Splices 2213 5 3 Slendemess Evaluation 2213 7 3 Width-Thickness Ratio — OK 2213 7 7 2 Unrestrained Joint — OK Seismic Provisions Member Code Check Summary RAM Frame vl 1 2 Page 6/8 LegoLand Sea Life DataBase SeaLifeCBCrev25 09/18/07 11 51 07 Building Code UBC1 Steel Code UBC 1997 - ASD Storycfloor Column: Type: Special Moment Resisting Frame 32 SizeW12X136 Fy(ksi) 5000 2213 5.1 Column Requirements — OK 2213 5 2 Column Splices 2213 5 3 Slenderness Evaluation 2213 7 3 Width-Thickness Ratio — OK 2213 7 7 2 Unrestrained Joint — OK Story:floor Column: Type: Special Moment Resisting Frame 37 SizeW12X120 Fy(ksi) 5000 2213 5 1 Column Requirements — OK 2213 5 2 Column Splices 2213 5 3 Slenderness Evaluation 2213 7 3 Width-Thickness Ratio — OK 2213 7.7 2 Unrestrained Joint — OK Storyrfloor Beam: 114 Type: Special Moment Resisting Frame Size Wl 8X40 Fy(ksi) 5000 2213 7 3 Width-Thickness Ratio — OK 2213 78 Beam Bracing — OK Story:floor Beam:147 Type: Special Moment Resisting Frame Size Wl 8X40 Fy(ksi) 5000 2213 7 3 Width-Thickness Ratio — OK 2213 7 8 Beam Bracing — OK Seismic Provisions Member Code Check Summary *— df-* RAM Frame vl 1 2 Page 7/8 LegoLand Sea Life DataBase. SeaLifeCBCrev25 09/18/07 11 51 07 Building Code UBC1 Steel Code UBC 1997 - ASD Frame #4: Storyrroof Column: Type: Special Moment Resisting Frame 15 Size-W12X120 Fy(ksi) 5000 2213 5 1 Column Requirements — OK 2213 5 2 Column Splices 2213 5 3 Slenderness Evaluation 2213 7 3 Width-Thickness Ratio — OK 2213 7 7 2 Unrestrained Joint — OK Story:roof Column: Type: Special Moment Resisting Frame 18 SizeW12X136 Fy(ksi) 5000 2213 5 1 Column Requirements — OK 2213 5.2 Column Splices 2213 5 3 Slenderness Evaluation 2213.7 3 Width-Thickness Ratio — OK 2213 7 7 2 Unrestrained Joint — OK Story:roof Column: Type: Special Moment Resisting Frame 25 SizeW12X120 Fy(ksi) 5000 2213 5 1 Column Requirements — OK 2213 5 2 Column Splices 2213 5 3 Slenderness Evaluation 2213 7 3 Width-Thickness Ratio — OK 2213 772 Unrestrained Joint — OK Story:roof Beam: 66 Type: Special Moment Resisting Frame SizeW14X26 Fy(ksi) 5000 2213 7 3 Width-Thickness Ratio — OK 2213 7 8 Beam Bracing — OK Story:roof Beam: 88 Type: Special Moment Resisting Frame Size Wl 4X26 Fy(ksi) 5000 2213 7 3 Width-Thickness Ratio — OK 2213 7 8 Beam Bracing — OK Story:floor Column: Type: Special Moment Resisting Frame 25 SizeW12X120 Fy(ksi) 5000 2213 5 1 Column Requirements — OK 2213 5 2 Column Splices 2213 5 3 Slenderness Evaluation 2213 7 3 Width-Thickness Ratio — OK 2213 7 7 2 Unrestrained Joint — OK Seismic Provisions Member Code Check Summary L RAM Frame vl 1 2 Page 8/8 LegoLand Sea Life DataBase SeaLifeCBCrev25 09/18/07 11 51 07 Building Code UBC1 Steel Code UBC 1997 - ASD Storyrfloor Column: Type: Special Moment Resisting Frame 28 SizeW12X136 Fy(ksi) 5000 2213 5 1 Column Requirements — OK 2213 5 2 Column Splices 2213 5 3 Slenderness Evaluation 2213 7 3 Width-Thickness Ratio — OK 2213 7 7 2 Unrestrained Joint — OK Story:floor Column: Type: Special Moment Resisting Frame 36 Size-W12X120 Fy(ksi) 5000 2213 5 1 Column Requirements — OK 2213 5 2 Column Splices 2213 5 3 Slenderness Evaluation 2213.7 3 Width-Thickness Ratio — OK 2213 7 7 2 Unrestrained Joint — OK Story:floor Beam: 93 Type: Special Moment Resisting Frame Size Wl8X40 Fy(ksi) 5000 2213 7 3 Width-Thickness Ratio — OK 2213 7 8 Beam Bracing — OK Story rfloor Beam:118 Type: Special Moment Resisting Frame Size Wl8X40 Fy(ksi) 5000 2213 7 3 Width-Thickness Ratio — OK 2213 7 8 Beam Bracing — OK Seismic Provisions Joint Code Check Summary RAM Frame vl 1 2 LegoLand Sea Life DataBase. SeaLifeCBCrev25 09/18/07 11 52 45 Building Code UBC1 Steel Code UBC 1997 - ASD Frame #1: Storyrroof Joint: 1 Type: Special Moment Resisting Frame SizeW12X136 Fy(ksi) 5000 2213 7 1 1 Required Strength 2213 7 2 1 Panel Zone Strength — OK 2213 7 2 2 Panel Zone Thickness — OK 2213 7 4 Continuity Plates — OK 2213 7 5 Strength Ratio — OK 2213 7 7 1 Restrained Joint — OK Story.roof Joint: 2 Type: Special Moment Resisting Frame SizeW12X152 Fy(ksi) 5000 2213 7 1 1 Required Strength 2213 7 2 1 Panel Zone Strength — OK 2213 7 2 2 Panel Zone Thickness — OK 2213 7 4 Continuity Plates — OK 2213 7 5 Strength Ratio — OK 2213 7 7 1 Restrained Joint — OK Story.roof Joint: 3 Type: Special Moment Resisting Frame SizeW12X136 Fy(ksi) 5000 2213 7 1 1 Required Strength 2213 7 2 1 Panel Zone Strength — OK 2213 7 2 2 Panel Zone Thickness — OK 2213 7 4 Continuity Plates — OK 2213 7 5 Strength Ratio — OK 2213 7 7 1 Restrained Joint — OK Story:floor Joint: 13 Type: Special Moment Resisting Frame SizeW12X136 Fy(ksi) 5000 2213 7 1 1 Required Strength 2213 7 2 1 Panel Zone Strength — OK 2213 7 2 2 Panel Zone Thickness — OK 2213 7 4 Continuity Plates — OK 2213 7 5 Strength Ratio — OK 2213 7 7 1 Restrained Joint — OK Story:floor Joint: 14 Type: Special Moment Resisting Frame Size W12X152 Fy(ksi) 5000 2213 7 1 1 Required Strength 2213 7 2 1 Panel Zone Strength — OK With Web Plate / Stiffeners 2213 7 2 2 Panel Zone Thickness — OK 2213 7 4 Continuity Plates — OK 2213 7 5 Strength Ratio — OK 2213 7 7 1 Restrained Joint — OK Seismic Provisions Joint Code Check Summary L §\ RAM Frame vl 1 2 Page 2/8 LegoLand Sea Life DataBase SeaLifeCBCrev25 09/18/07 11 52 45 Building Code UBC1 Steel Code UBC 1997 - ASD Storyrfloor Joint: 15 Type: Special Moment Resisting Frame SizeW12X136 Fy(ksi) 5000 2213 7 1 1 Required Strength 2213 7 2 1 Panel Zone Strength — OK 2213 7 2 2 Panel Zone Thickness — OK 2213 7 4 Continuity Plates — OK 2213 7 5 Strength Ratio — OK 2213 7 7 1 Restrained Joint — OK Seismic Provisions Joint Code Check Summary RAM Frame vl 1 2 Page 3/8 LegoLand Sea Life DataBase SeaLifeCBCrev25 09/18/07115245 Building Code UBC1 Steel Code UBC 1997 - ASD Frame #2: Story:roof Joint: 10 Type: Special Moment Resisting Frame SizeW12X136 Fy(ksi) 5000 2213 7.1 1 Required Strength 2213 7 2 1 Panel Zone Strength — OK 2213 7 2 2 Panel Zone Thickness — OK 2213 7 4 Continuity Plates — OK 2213 7 5 Strength Ratio — OK 2213.7 7 1 Restrained Joint — OK Story.roof Joint: 11 Type: Special Moment Resisting Frame SizeW12X152 Fy(ksi) 5000 2213 7 1 1 Required Strength 2213 7 2 1 Panel Zone Strength — OK 2213 7 2 2 Panel Zone Thickness — OK 2213 7 4 Continuity Plates — OK 2213 7 5 Strength Ratio — OK 2213 7 7 1 Restrained Joint — OK Storyrroof Joint: 12 Type: Special Moment Resisting Frame SizeW12X136 Fy(ksi) 5000 2213 7 1 1 Required Strength 2213 7 2 1 Panel Zone Strength — OK 2213 7 2 2 Panel Zone Thickness — OK 2213 7 4 Continuity Plates — OK 2213 7 5 Strength Ratio — OK 2213 7 7 1 Restrained Joint — OK Story:floor Joint: 22 Type: Special Moment Resisting Frame SizeW12X136 Fy(ksi) 5000 2213 7 1 1 Required Strength 2213 7 2 1 Panel Zone Strength — OK 2213 7 2 2 Panel Zone Thickness — OK 2213 7 4 Continuity Plates — OK 2213 7 5 Strength Ratio — OK 2213 7 7 1 Restrained Joint — OK Story:floor Joint: 23 Type: Special Moment Resisting Frame SizeW12X152 Fy(ksi) 5000 2213 7 1 1 Required Strength 2213 7 2 1 Panel Zone Strength — OK With Web Plate / Stiffeners 2213 7 2 2 Panel Zone Thickness — OK 2213 7 4 Continuity Plates — OK 2213 7 5 Strength Ratio — OK 2213 7 7 1 Restrained Joint — OK Seismic Provisions Joint Code Check Summary RAM Frame vl 1 2 Page 4/8 LegoLand Sea Life DataBase- SeaLifeCBCrev25 09/18/07 11 52 45 Building Code UBC1 Steel Code UBC 1997 - ASD Story.floor Joint: 24 Type: Special Moment Resisting Frame SizeW12X136 Fy(ksi) 5000 2213 7 1 1 Required Strength 2213 7 2 1 Panel Zone Strength — OK 2213 7 2 2 Panel Zone Thickness — OK 2213 7 4 Continuity Plates — OK 2213 7 5 Strength Ratio — OK 2213 7 7 1 Restrained Joint — OK Seismic Provisions Joint Code Check Summary L"" RAM Frame vl 1 2 Page 5/8 LegoLand Sea Life DataBase- SeaLifeCBCrev25 09/18/07 11 52 45 Building Code UBC1 Steel Code UBC 1997 - ASD Frame #3: Story:roof Joint: 5 Type: Special Moment Resisting Frame Size.W12X120 Fy(ksi) 5000 2213 7 1 1 Required Strength 2213 7 2 1 Panel Zone Strength — OK 2213 7 2 2 Panel Zone Thickness — OK 2213 7 4 Continuity Plates — OK 2213 7 5 Strength Ratio — OK 2213 7 7.1 Restrained Joint — OK Story.roof Joint: 7 Type: Special Moment Resisting Frame Svze.W12X136 Fy(ksi) 5000 2213 7 1 1 Required Strength 2213 7 2 1 Panel Zone Strength — OK 2213 722 Panel Zone Thickness — OK 2213 7 4 Continuity Plates — OK 2213 7 5 Strength Ratio — OK 2213 7 7 1 Restrained Joint — OK Story: roof Joint: 9 Type: Special Moment Resisting Frame SizeW12X120 Fy(ksi) 5000 22137 I I Required Strength 2213 7 2 1 Panel Zone Strength — OK 2213 7 2 2 Panel Zone Thickness — OK 2213 7 4 Continuity Plates — OK 2213 7 5 Strength Ratio — OK 2213 7 7 1 Restrained Joint — OK Story:floor Joint: 17 Type: Special Moment Resisting Frame SizeW12X120 Fy(ksi) 5000 2213 7 1 1 Required Strength 2213 7 2 1 Panel Zone Strength — OK 2213 7 2 2 Panel Zone Thickness — OK 2213 7 4 Continuity Plates — OK 2213 7 5 Strength Ratio — OK 2213 7 7 1 Restrained Joint — OK Story:floor Joint: 19 Type: Special Moment Resisting Frame Size W12X136 Fy(ksi) 5000 2213 7 1 1 Required Strength 2213 7 2 1 Panel Zone Strength — OK With Web Plate / Stiffeners 2213 7 2 2 Panel Zone Thickness — OK 2213 7 4 Continuity Plates — OK 2213 7 5 Strength Ratio — OK 2213 7 7 1 Restrained Joint — OK Seismic Provisions Joint Code Check Summary RAM Frame vl 1 2 Page 6/8 LegoLand Sea Life DataBase SeaLifeCBCrev25 09/18/07 11 52 45 Building Code UBC1 Steel Code UBC 1997 - ASD Storyrfloor Joint: 21 Type: Special Moment Resisting Frame SizeW12X120 Fy(ksi) 5000 22137 I I Required Strength 2213 7 2 1 Panel Zone Strength — OK 2213 7 2 2 Panel Zone Thickness — OK 2213 7 4 Continuity Plates — OK 221375 Strength Ratio — OK 2213 7 7 1 Restrained Joint — OK Seismic Provisions Joint Code Check Summary RAM Frame vl 1 2 Page 7/8 LegoLand Sea Life DataBase SeaLifeCBCrev25 09/18/07 11 52 45 Building Code UBC1 Steel Code UBC 1997 - ASD Frame #4: Story: roof Joint: 4 Type: Special Moment Resisting Frame SizeW12X120 Fy(ksi) 5000 2213 7 1 1 Required Strength 2213 7 2 1 Panel Zone Strength — OK 2213 7 2 2 Panel Zone Thickness — OK 221374 Continuity Plates — OK 2213 7 5 Strength Ratio — OK 2213 7 7.1 Restrained Joint — OK Story.roof Joint: 6 Type: Special Moment Resisting Frame SizeW12X136 Fy(ksi) 5000 2213 7 1 1 Required Strength 2213 7 2 1 Panel Zone Strength — OK 2213 7 2.2 Panel Zone Thickness — OK 2213 7 4 Continuity Plates — OK 2213 7 5 Strength Ratio — OK 2213 7 7 1 Restrained Joint — OK Story:roof Joint: 8 Type: Special Moment Resisting Frame SizeW12X120 Fy(ksi) 5000 2213 7 1 1 Required Strength 2213 7 2 1 Panel Zone Strength — OK 2213 7 2 2 Panel Zone Thickness — OK 2213 7 4 Continuity Plates — OK 2213 7 5 Strength Ratio — OK 2213 7 7 1 Restrained Joint — OK Story:floor Joint: 16 Type: Special Moment Resisting Frame SizeW12X120 Fy(ksi) 5000 2213 7 1 1 Required Strength 2213 7 2 1 Panel Zone Strength — OK 2213 7 2 2 Panel Zone Thickness --- OK 2213 7 4 Continuity Plates — OK 2213 7 5 Strength Ratio — OK 2213 7 7 1 Restrained Joint — OK Story:floor Joint: 18 Type: Special Moment Resisting Frame SizeW12X136 Fy(ksi) 5000 2213 7 1 1 Required Strength 2213 7 2 1 Panel Zone Strength — OK With Web Plate / Stiffeners 2213 7 2 2 Panel Zone Thickness — OK 2213 7 4 Continuity Plates — OK 2213 7 5 Strength Ratio — OK 2213 7 7 1 Restrained Joint — OK Seismic Provisions Joint Code Check Summary RAM Frame vl 1 2 Page 8/8 LegoLand Sea Life DataBase SeaLifeCBCrev25 09/18/07 11 52 45 Building Code UBC1 Steel Code UBC 1997 - ASD Story:floor Joint: 20 Type: Special Moment Resisting Frame SizeW12X120 Fy(ksi) 5000 2213 7 1 1 Required Strength 2213 7 2 1 Panel Zone Strength — OK 2213 7 2 2 Panel Zone Thickness — OK 2213 7 4 Continuity Plates — OK 2213 7 5 Strength Ratio — OK 2213 7 7 1 Restrained Joint — OK Title Dsgnr Description Date Job* 342PM, 14 SEP 07 Scope Rev 560100 User- KW-0602379 Ver 5 6 1 25-Oct-2002 (c)1983-2002 ENERCALC Engineering Software Steel Column Base Plate c VECSSMegolandecw Calculations Description W12X120 Base Plate 0 85D - 2 8EQ 1 General Information Loads Axial Load 4 77 k X-X Axis Moment 385 28 k-ft Plate Dimensions Plate Length 26 000 in Plate Width 26 000 in Plate Thickness 2 625 m Support Pier Size Pier Length 108000m Pier Width 108000m ^Summary | Concrete Bearing Stress Bearing Too High! Actual Bearing Stress 3,1275 Allow per ACI31 8-95, A3 1 = 0 3 * f 'c * Sqrt(A2/A1 ) * LDF 2,394 0 Allow per AISCJ9 2,7930 Plate Bending Stress Thickness OK Actual fb 35,749 6 Max Allow Plate Fb 35,91 0 0 Tension Bolt Force Bolt Tension OK Actual Tension 95 453 Allowable 110640 Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements | Steel Section Section Length. Section Width Flange Thickness Web Thickness Allowable Stresses Concrete f c Base Plate Fy Load Duration Factor Anchor Bolt Data Dist from Plate Edge Bolt Count per Side Tension Capacity Bolt Area W12x120 13 120 in 12320m 1 106 in 0710m 3,000 0 psi 36 00 ksi 1 330 2 000 in 2 110640k 1 203 m2 .** Concrete Bearing Stress Exceeded I ^^psi i/ ^ i Partial Bearing psi Y- I.T - 4»7o f><* ^K \- ' psi psi psi k k Bolts in Tension z ^ Title Dsgnr Description Date Job* 342PM, 14 SEP 07 Scope FRev 560100 User KW-0602379 Ver561 25-Oct-2002(c)1983-2002 ENERCAIC Engmeenng Software Steel Column Base Plate c \EC56\legolandecw Calculations | Description W12X120 Base Plate 10D + 07L + 28EQ General Information Loads Axial Load 72 72 k X-X Axis Moment 385 28 k-ft Plate Dimensions Plate Length 26 000 in Plate Width 26 000 in Plate Thickness 2 750 m Support Pier Size Pier Length 108000m Pier Width 108000m | Summary | Concrete Bearing Stress Bearing Too High! Actual Bearing Stress 3,1581 Allow per ACI31 8-95, A3 1 = 0 3 * f ' c * Sqrt(A2/A1 ) * LDF 2,394 0 Allow per AISC J9 2,7930 Plate Bending Stress Thickness OK Actual fb 35,058 4 Max Allow Plate Fb 35,91 0 0 Tension Bolt Force Bolt Tension OK Actual Tension 81 1 87 Allowable 110640 Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements | Steel Section Section Length Section Width Flange Thickness Web Thickness Allowable Stresses Concrete f c Base Plate Fy Load Duration Factor Anchor Bolt Data Dist from Plate Edge Bolt Count per Side Tension Capacity Bolt Area ^f Concrete ^ PS' @? Partial Bearing psi X U"? * 4o~IO |?*i>». C> &- U^^ psi psi psi k k W12x120 13120m 12320m 1 106 in 0710m 3,000 0 psi 36 00 ksi 1330 2 000 in 2 110640k 1 203 m2 Bearing Stress Exceeded I Bolts in Tension Title Dsgnr Description Job# Date 342PM, 14 SEP 07 Scope Rev 560100 User KW-0602379, Ver 5 6 1.25-Oct 2002 (0)1963-2002 ENERCALC Engineering Software Steel Column Base Plate c \EC56Megoland ecw Calculations Description W12X136 Base Plate 0 85D - 2 8EQ General Information Loads Axial Load 26 50 k X-X Axis Moment 477 68 k-ft Plate Dimensions Plate Length 26.000 in Plate Width 26 000 in Plate Thickness 2 938 m Support Pier Size Pier Length 108000m Pier Width 108000m [""summary | Concrete Bearing Stress Bearing Too High' Actual Bearing Stress 3,850 8 Allow per ACI31 8-95, A3 1 = 0 3 * f ' c * Sqrt(A2/A1 ) * LDF 2,394 0 Allow per AISCJ9 2,7930 Plate Bending Stress Thickness OK Actual fb 34,651 9 Max Allow Plate Fb 35,9100 Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements jj Steel Section Section Length Section Width Flange Thickness Web Thickness Allowable Stresses Concrete f c Base Plate Fy Load Duration Factor Anchor Bolt Data Dist from Plate Edge Bolt Count per Side Tension Capacity Bolt Area .— • Concrete S^ psl o>(r Partial Bearing psi xl.T - 4o7o |3^<- O\£, i-""""" psi psi psi W12x136 13410m 12400m 1250m 0 790 in 3,000 0 psi 36 00 ksi 1330 2 000 in 2 110640k 1 203 m2 Bearing Stress Exceeded I Bolts in Tension Tension Bolt Force Bolt Tension Too High' Actual Tension 11 3 1 80 Allowable 110640 k 930 £> \I'&L -^v* £•k ^ ° )_^- Title Dsgnr Description Job* Date 342PM, 14 SEP 07 Scope Rev 560100 User KW-0602379, Ver 5 6 1,25-Oct 2002 (c)1983-2002 ENERCALC Engineering Software Steel Column Base Plate c \EC56Megolandecw Calculations Description W12X136 Base Plate 1 OD + 0 7L + 2 8EQ General Information Loads Axial Load 50 29 k X-X Axis Moment 477 68 k-ft Plate Dimensions Plate Length 26.000 in Plate Width 26 000 in Plate Thickness 2 938 in Support Pier Size Pier Length 108000m Pier Width 108000m ^^ummafy | Concrete Bearing Stress Bearing Too High! Actual Beanng Stress 3,870 1 Allow per ACI31 8-95, A3 1 = 0 3 * f c * Sqrt(A2/A1 ) * LDF 2,394 0 Allow per AISCJ9 2,7930 Plate Bending Stress Thickness OK Actual fb 35,417 7 Max Allow Plate Fb 35,910 0 Tension Bolt Force Bolt Tension OK Actual Tension 108 180 Allowable 110640 Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements | Steel Section Section Length Section Width Flange Thickness Web Thickness Allowable-Stresses Concrete f c Base Plate Fy Load Duration Factor Anchor Bolt Data Dist from Plate Edge Bolt Count per Side Tension Capacity Bolt Area _^— Concrete ^^psi ^n "' Partial Bearing psi y I."? : 4?Ol9 p*v £> fc. ^" psi psi psi k k W12x136 13410m 12 400 in 1 250 in 0790m 3,000 0 psi 36 00 ksi 1 330 2 000 in 2 110640k 1 203 in2 Bearing Stress Exceeded ! Bolts in Tension 24.7*1 Title Dsgnr Description Scope Job* Date 342PM, 14 SEP 07 Rev 560100 User KW-0602379 Ver561 25-Oct-2002 (c)1983-2002 ENERCALC Engineering Software Steel Column Base Plate c \EC56\legolandecw Calculations | Description W12X152 Base Plate 1 OD + 0 7L + 2 8EQ General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements | Loads Axial Load X-X Axis Moment Plate Dimensions Plate Length Plate Width Plate Thickness Support Pier Size Pier Length Pier Width 9586k 490 76 k-ft 26 000 in 26 000 in 3 000 m 108000m 108000m Steel Section Section Length Section Width Flange Thickness Web Thickness Allowable Stresses Concrete f c Base Plate Fy Load Duration Factor Anchor Bolt Data Dist from Plate Edge Bolt Count per Side Tension Capacity Bolt Area W12x152 13710m 12480m 1 400 in 0 870 in 3,000 0 psi 36 00 ksi 1330 2 000 in 2 110640k 1 203 m2 Concrete Bearing Stress Bearing Too High! Actual Beanng Stress 3,942 5 psi Allow per ACI318-95, A3 1 = 03* f'c* Sqrt(A2/A1) * LDF 2,394 0 psi / V-T =• 4-»7O Allow per AISC J9 2,793 0 psi Concrete Bearing Stress Exceeded ! Partial Bearing Bolts in Tension Plate Bending Stress Actual fb Max Allow Plate Fb Tension Bolt Force Actual Tension Allowable Thickness OK 34,453 3 psi 35,910 0 psi Bolt Tension OK 101 374 k 110640 k Trt « .->tt * 2.40 Title Dsgnr Description Scope Job# Date 342PM, 14 SEP 07 Rev 560100User KW-0602379, Ver 5 61 25-Oct-2002(01983-2002 ENERCALC Engineenng Software Steel Column Base Plate c \EC56\legoland em-Calculations | Description W12X152 Base Plate 085D-28EQ i General Information Loads Axial Load 34 77 k Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements | X-X Axis Moment 490 76 k-ft Plate Dimensions Plate Length 26 000 in Plate Width 26 000 in Plate Thickness 2 875 m Support Pier Size Pier Length 108000m Pier Width 108000m ^^ummSy | Concrete Bearing Stress Bearing Actual Bearing Stress Allow per ACI31 8-95, A3 1 = 03*fc*Sqrt(A2/A1)*LDF Allow per AISC J9 Too High' 3,942 5 2,394 0 2,793 0 Steel Section Section Length Section Width Flange Thickness Web Thickness Allowable Stresses Concrete f c Base Plate Fy Load Duration Factor Anchor Bolt Data Dist from Plate Edge Bolt Count per Side Tension Capacity Bolt Area .^ Concrete . x'psi is Partial Bearing psi * I 7 - 4-070 pin- o K. ^^ psi W12X152 13710m 12480 in 1 400 in 0 870 in 3,000 0 psi 36 00 ksi 1330 2 000 in 2 110640k 1 203 m2 Bearing Stress Exceeded ! Bolts in Tension Plate Bending Stress Thickness OK Actual fb Max Allow Plate Fb 35,889 0 35,910 0 psi psi Tension Bolt Force Bolt Tension Too High' -^ 2.fc °}o £><J&ft -^ £>-l^-i Actual Tension Allowable 113796 110640 k k Mo = I-2. -7 I^^ y 4-~* s^> A- 5 -5 "s: / <r 2 c A F - A 3_.:>i*(4-&$ }(.??> *. i " 'r~"7 f>.CQ\\ 0 . P Q I C ., oj 23030708/2»fco , U*-*CBCC1feeSel vll 2LegoLand Sea LifDataBase SeaLifBuildin Code UI .«i I I_*_ o "• & -I- 1 •« i CD O2•• a oo ' ~ -Or ro '" < ? 06 lf\cc. in M M ^u*? Pt Loma Grit Facility T-\ HYDRODYNAMIC FORCES - 12 This calculation uses the design method as presented in ACI 350 3/350 3R-51 based on Housner's work first presented in the Atomic Energy Commission, Technical Information Document 7024, Chapter 6 and Appendix F, entitled "Dynamic Pressure on Fluid Containers" This calculation is for rectangular tanks only, excludes base pressure, and does not include roof load k = 1000 Ib DIMENSIONAL DATA f lbpcf = — ft3 Top of wall (inside dimension) Bottom of wall elevation Water elevation Wall height Water height Water density Inside length of basin perpendicular to wall L = 46 ft Wall thickness tw = 1 00 ft Concrete density 8C = 150 pcf tow = 28 ft bow = 0 ft how = 17 4 ft Hw = tow - bow HL = how - bow 8W = 64 pcf Hw=28ft HL=174ft SEISMIC DATA Importance factor Soil Type (Soil C is default) Seismic Zone Response modification factor for impulsive force Response modification factor for convective force Gravity 1 = 10 S = 12 Z = 04 RW1 = 2 Rwc = 1 5 g = 3217 ft 2sec -• (assumes tank on grade with fixed base) Pt Loma Grit Facility T-Z IMPULSIVE AND CONVECTIVE (SLOSHING) FORCE DETERMINATION Weight of water in one foot vertical strip WL = 5wHLLft WL = 5123k Weight of concrete wall in one foot vertical strip Ww = 6cHwtwft Ww = 42k Impulsive force and height from base w, =WL tanh 0 866 — I HL 0866 —HL W, = 2192k h, =05-0 09375 if — < 1 333HL (0 375 HL) if — > 1 333v ' HL h, = 652ft Convective force and height above base Wc = WL 0 264 — tanh 316 — 1 - coshl 316 — - 1 HL316 — smhl 3 16 —-L I L Wc = 2975k hc = 961ft Pt Loma Grit Facility Effective mass coefficient ( L Y L£=00151 — -01908 — + 1021IHLJ HL e =062 (this must be less than or equal to one) Period dependent spectral amplification factors 275 C, = 2 29 (this is a default value valid for any tank) i I HLA. = |316gtanh 316— v L 6 0 sec Tc 1 875 sec if Tr > 2 4 sec if Tc < 2 4 sec Tc = 4 63 sec (Note that Cc should always be less than 2 75/S) Cc = 0 28 Lateral forces Pw = Z S I C,6 W,w Pw=144k W, P, = Z S I C,P,= 1206k Pc = Z S I Cc Rwe Pc = 2 66k v=j(p1+Pwr V= 1375k Pt Loma Grit Facility L— Z S I Cc dmax = 3 09 ft Graph Pw(y) =PW Hw P,(y) =_y_ HL i 2 pc f / x y 1 1Pc(y) =— 4HL-6hc-(6HL-12hc)-f- — HL I HL2 2 „ , ,2PtotaiCy) = (y) + Pw(y)) + Pc(y) y = o ft,o i ft HL a = P,(y) dy a = 6028 03 Ib ,HL 'I Pc(y)dy b=1330651b rHL -I Ptotal(y) dy c = 7096 66 Ib cpressureaverage = — pressureaverage = 407 85 plf The above pressure value is to be used in design as the hydrodynamic load on the lead wall of the tank Pt Loma Grit Facility 18 1671 1543 1414 1286 1157 1029 771 643 5 14 386 257 1 29 140 280 420 560 700 x '•«• Or \v -Ac Rev 560100 User KW-0602379, Ver 5 6 1 25-Oct-2002 (O1983-2002 ENERCALC Englneenng Software Description Ocean Tank Wall General Information Fy 60,000 0 psi f c 4,000 0 psi Concrete Member Information Description Span ft Beam Width in Beam Depth in End Fixity Reinforcing Center Area Bar Depth Left Area Bar Depth Right Area Bar Depth Upper Level 1400 1200 1200 Pin-Pin 0 20m2 1000m 0 20in2200m 0 30m2 200m Title Job# 1 -\ Dsgnr Date 740AM, 20 SEP 07 Description Scope Multi-Span Concrete Beam c ^K56Vegotand ecwSi?Lorls Multi-Span Design Calculations are designed to ACI 318-95 and 1997 UBC Requirements Spans Considered Continuous Over Supports ACI Dead Load Factor 1 40 Stirrup Fy 40,000 0 psi ACI Live Load Factor 1 60 Lower Level 1400 1200 1200 Pin-Fix 064m210 00m 0 38m2200m 0 88m2 200in ) i i i Loads | Using Live Load This Span ?? Dead Load km Live Load k/ft DL @ Left k/ft DL @ Right k/ft LL @ Left k/ft LL @ Right k/ft Start ft End ft Yes 0050 0241 0241 0218 10600 14000 Results Beam OK Mmax @ Cntr k-ft @X= ft Mn * Phi k-ft Max @ Left End k-ft Mn * Phi k-ft Max @ Right End k-ft Mn * Phi k-ft Shear @ Left k Shear @ Right k 000 000 885 000 885 -1147 1314 Bending OK 014 286 Reactions & Deflections DL @ Left k LL @ Left k Total @ Left k DL @ Right k LL @ Right k Total @ Right k Max Deflection in @X= ft Inertia Effective m4 021 -027 -006 320 350 669 0014 868 1,72800 Yes 0291 0218 1 114 0000 14000 Beam OK 1471 663 2741 -1147 1659 -3152 3701 Bending OK 721 1342 320 350 669 219 647 866 -0111 653 59170 \ — i Title Dsgnr Description Job* Date 740AM, 20 SEP 07 Scope Rev 560100User KW-0602379, Ver 5 6 1, 25-Oct-2002(c)1983-2002 ENERCAIC Engineering Software Page 2 |j c \ec56\legoland ecwCatajlalions |Multi-Span Concrete Beam Description Ocean Tank Wall Multi-Span Design Shear Stirrups Stirrup Rebar Area Spacing @ Left Spacing @ 2*L Spacing @ 4*L Spacing @ 6*L Spacing® 8*L Spacing @ Right Query Values Location Moment Shear Deflection m2 in in in in in in 0000 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd ft k-ft k m 000 00 -01 00000 0400 500 Not Req'd Not Req'd Not Req'd 500 500 000 -115 72 00000 1 l Pt Loma Grit Facility HYDRODYNAMIC FORCES - tfe* This calculation uses the design method as presented in ACI 350 3/350 3R-51 based on Housner's work first presented in the Atomic Energy Commission, Technical Information Document 7024, Chapter 6 and Appendix F, entitled "Dynamic Pressure on Fluid Containers" This calculation is for rectangular tanks only, excludes base pressure, and does not include roof load k = 1000 Ib plf = — pcf = — ft ft3 DIMENSIONAL DATA Top of wall (inside dimension) tow = 28 ft Bottom of wall elevation bow = 0 ft Water elevation how = 174ft Wall height Hw = tow - bow Hw = 28 ft Water height HL = how - bow HL = 17 4 ft Water density 6W = 64 pcf Inside length of basin perpendicular to wall L = 46 ft Wall thickness tw = J 33 ft Concrete density 6C = 150 pcf SEISMIC DATA Importance factor 1 = 10 Soil Type (Soil C is default) S = 1 2 Seismic Zone Z = 0 4 Response modification factor RW1 = 2 (assumes tank on grade with for impulsive force fixed base) Response modification factor RWC = | 5 for convective force Gravity g = 3217-^ sec T-l Pt Loma Grit Facility IMPULSIVE AND CONVECTIVE (SLOSHING) FORCE DETERMINATION Weight of water in one foot vertical strip WL=5wHLLft WL = 5123k Weight of concrete wall in one foot vertical strip Ww = 8C Hw tw ft Impulsive force and height from base Ww=559k W, =WL tanh 0 866 — I HL W, = 21 92k 0866 HL h,=05-0 09375 — I HL if — < 1 333HL (0 375 HL) if — > 1 333v ' HL h, = 652ft Convective force and height above base L ( HiWc = WL 0 264 — tanh 316 — cosh| 3 16 — 1-1 HL ( Hi3 16 — sinh 3 16 —L I L c = 2975k hc = 961ft Pt Loma Grit Facility Effective mass coefficient ( L\ LE = 0 0151 — - 0 1908 — + 1 021IHL) HL e =062 (this must be less than or equal to one) Period dependent spectral amplification factors 275 C, =C, = 2 29 (this is a default value valid for any tank) A. = J3 16gtanh 3 16 — 2n rrc = — VL Tc = 4 63 sec 6 0 sec 1 875 Tc sec if Tc > 2 4 sec if Tr < 2 4 sec (Note that Cc should always be less than 2 75/S) Cc = 0 28 Lateral forces Pw = Z S I C,Pw= I 91k W, P, = Z S I C,P,= 1206k Pc = Z S 1 Cc Wc R\vr Pc = 2 66 k v = (p, + pw) + pc V= 1422k Pt Loma Grit Facility - Z S I Cc = 309ft Graph Pw(y) = — Hw pi(y) = 7 4HL-6h,-(6HL- 12 h,)-^- HL HL PCPc(y) = -4HL-6hc-(6HL-12hc)-^ HL HL 2 „ , ,2Pw(y)) + Pc(y) y = Oft,01 ft HL a = P,(y)dy 'o a = 6028 03 Ib b = Pc(y)dy b= 1330 65 Ib Ptotal(y)dy c = 7381 01 Ib pressiireaverage = HL piessuredvcrage = 424 2plf The above pressure value is to be used in design as the hydrodynamic load on the lead wall of the tank Pt Loma Grit Facility T-|lf Title Dsgnr: Description • Date Job* 740AM, 20 SEP 07 Scope Rev 560100 User KW-0602379. Ver 5 61,25-Oct-2002 | (c)1983-2002ENERCALCEnglfieertnfl Software Restrained Retaining Wall Design Page 1 c \ec56Megotand ecwCalcutations Description Ocean Tank Wall @ Stair Criteria | Retained Height = 1740ft Wall height above soil = 1 0 60 ft Total Wall Height = 2800ft Top Support Height = 28 00 ft Slope Behind Wall = 000 1 Height of Soil over Toe = 0 00 in Soil Density = HOOOpcf Wind on Stem = 67 0 psf Surcharge Loads | Surcharge Over Heel = 0 0 psf >»NOT Used To Resist Sliding & Overturn Surcharge Over Toe = 00 psf NOT 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 Soil Data | Allow Soil Beanng = 2,500 0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 64 0 Toe Active Pressure = 00 Passive Pressure = 250 0 Water height over heel = 0 0 ft Footing||Soil Fnction = 0 300 Soil height to ignore for passive pressure = 0 00 m Uniform Lateral Load Applied to Stem | Lateral Load = 303 0 #/ft Height to Top = 1740ft Height to Bottom = 0 00 ft Footing Strengths & Dimensions | fc = 3,000 psi Fy Mm As % = Toe Width = Heel Width = Total Footing Width = Footing Thickness = Key Width = Key Depth = Key Distance from Toe - Cover® Top = 3 00 in Adjacent Footing Load Adjacent Footing Load = Footing Width = Eccentricity = Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall = 60,000 psi 00014 100ft 800 900 2400m 000 in 000 in 000ft @ Btm = 3 00 m 1 00 Ibs 000ft 000 in 000ft Line Load 00ft Design Summary |pj Concrete Stem Construction | Total Bearing Load = 20,783 Ibs resultant ecc = 0 26 in Soil Pressure @ Toe = 2,343 psf OK Thickness = 1600m Fy = 60,000 psi Wall Weight = 1933pcf fc = 4,000 psi Stem is FREE to rotate at top of footing Soil Pressure @ Heel = 2,276 psf OK Allowable = 2,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe ACI Factored @ Heel Footing Shear @ Toe Footing Shear @ Heel Allowable Reaction at Top Reaction at Bottom 3,280 psf 3,186 psf 11 6 psi OK 84 0 psi OK 93 1 psi 4,2208 Ibs 13,8051 Ibs Sliding Calcs Slab Resists All Sliding ' Lateral Sliding Force = 13,805 11bs i Footing Design Results | Factored Pressure = Mu' Upward = Mu1 Downward = Mu Design = Actual 1-Way Shear = Allow 1-Way Shear = 3\280 1,638 210 1,428 1160 9311 Heel 3, 186 psf Oft-# 68,880 ft-# 68,880 ft-# 84 00 psi 9311 psi Design height Rebar Size Rebar Spacing Rebar Placed at Rebar Depth 'd' Design Data fb/FB + fa/Fa Mu Actual Mn * Phi Allowable Shear Force @ this height Shear Actual Shear Allowable Rebar Lap Required Rebar embedment into footing @ Top Support Stem OK 28 00 ft # 4 12 00 in = Edge 1250m 0000 OOft-# = 11,1173ft-# 0 0 Ibs = 0 00 psi 107 52 psi 14 80 m Mmax Between Top & Base Stem OK 1068ft # 8 6 00 in Edge 1550m 0909 92,632 2 ft-# 1019201ft-* 37 00 in @ Base of Wall Shear NGI 000ft # 4 600m Edge 12 50 in 0000 OOft-# 21,9690ft-# 19,464 9 Ibs 129 77 psi 107 52 psi 1382m Other Acceptable Sizes & Spacmgs Toe None Spec'd -or- Not req'd, Mu < S * Fr Heel #7 @ 9 00 in -or- #4@ 3 00 in, #5@ 4 75 m, #6@ 6 50 m, Key No key defined -or- No key defined Title Job* Dsgnr Date 740AM, 20 SEP 07 Description Scope usert<wi>602379.vers.e 1,25-oct 2002 Restrained Retainino Wall Desian Pa9e 2 (c)1983-2002BMB»ieALCEngin««fln8Software rwauaiirou rveUHIIHig TTail UCaHJII c \ec56\legoland ecw CatateHons] Description Ocean Tank Wall @ Stair Summary of Forces on Footing . Stab RESISTS sliding, stem is PINNED at footing Forces acting on footing soil pressure (taking moments about front of footing to find eccentricity) Surcharge Over Heel = Axial Dead Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight Soil Over Heel Footing Weight Total Vertical Force Ibs Ibs Ibs Ibs 5,413 3 Ibs 12,760 Olbs 2,610 Olbs 20,783 3 Ibs Net Moment Used For Soil Pressure Calculations ft ft ft ft 167ft 567ft 450ft Moment = 4511 ft-# ft-# ft-# ft-# ft-# 9,022 2ft-# 72.306 7ft-* 1 1,745 Oft-# 93,073 9ft-# oiect Nt r n (A = 3.5^ mA t ~ ._•- <~ / -. .? M-z n h r Rev 560100User KW-0602379, Ver 5 6 1 25-Oct-2002 (c)1983-2002 ENERCALC Engineering Software Title Dsgnr Description Scope Steel Column Job# *\- + Date 1219PM, 20 SEP 07 Page 1 I c \ecS6MegolandecwCalcuiations | Description Roof Screen Support @ 7 67' o c General Information Steel Section P4XS Column Height 10000ft End Fixity Fix-Free Live & Short Term Loads Combined Loads Axial Load Dead Load 0 01 k Live Load k Short Term Load k Point lateral Loads Along Y-Y (strong axis moments) Along X-X ( y moments ) | Summary^! Section P4XS, Height = 1000ft, Axial Lo Unbraced Lengths X-X= 1000ft, Y-Y = Combined Stress Ratios [ AISC Formula H1 - 1 AISC Formula H1 - 2 AISC Formula H1 - 3 XX Axis : Fa calc'd per Eq E2-2, K*Ur > Cc YY Axis Fa calc'd per Eq E2-2. K*L/r > Cc Stresses Allowable & Actual Stresses Fa Allowable fa Actual Fb xx Allow [F3 1] fb xx Actual Fbyy Allow [F31] fb yy Actual Analysis Values F'ex DL+LL 5,650 psi F'ey DL+LL 5,650 psi F'ex DL+LL+ST 7,514 psi F'ey DL+LL+ST 7,514 psi Max X-X Axis Deflection -1 286 in Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements j| Fy 3500ksi Duration Factor 1 330 Elastic Modulus 29,000 00 ksi X-X Unbraced 10 000 ft Y-Y Unbraced 10 000 ft X-X Sidesway Sway Allowed Y-YSidesway Sway Allowed ~~ Kxx 2000 Kyy 2000 1 Ecc for X-X Axis Moments 0 000 in Ecc for Y-Y Axis Moments 0 000 in PL LL ST Height 1104k 7000ft k ft Column Design OK ads DL= 001, LL = 000, ST= 000k, Ecc = 0000m 1000ft lead Live DL + LL DL + ST + (LL if Chosen) 00002 Dead Live 5 65 ksi 0 00 ksi 0 00 ksi 0 00 ksi 23 10 ksi 0 00 ksi 0 00 ksi 0 00 ksi 23 10 ksi 000 ksi 0 00 ksi 0 00 ksi 0 0002 0 7069 \ DL + LL DL + Short 5 65 ksi 7 51 ksi 0 00 ksi 0 00 ksi 23 10 ksi 30 72 ksi 0 00 ksi 21 71 ksi 23 10 ksi 30 72 ksi 0 00 ksi 0 00 ksi 1 Cmx DL+LL 085 Cbx DL+LL 175 Cm y DL+LL 0 85 Cb y DL+LL 1 75 Cm x DL+LL+ST 0 85 Cb x DL+LL+ST 1 00 Cm y DL+LL+ST 0 85 Cb y DL+LL+ST 1 75 at 10000ft Max Y-Y Axis Deflection 0000 in at 0000ft Title Dsgnr Description Job* Date 1219PM, 20 SEP 07 Scope Rev 560100 User- KW-0602379, Ver 561. 25-Oct-2002 (c)1983-2002 ENERCALC Enplneerinfl Software Steel Column Page 2 c \ec56\legdandecwCBlcutations Description Roof Screen Support @ 7 67* o c I Section Properties P4XS Diameter Thickness 4 50 in 0 337 in Weight Area 1498#m 4 41 in2 l-xx l-yy S-xx S-yy r-xx r-yy 9 61 m4 9 61 in4 4 271 m3 4 271 m3 1 476 in 1476 in Title Dsgnr Description Job* Date 1219PM, 20 SEP 07 Scope Rev 560100User KW-0602379,Vw561,25-Oct-2002(01983-2002 ENERCALC Engineering Software Built-Up Section Properties 1 j c \ec56\legolandeorCakajlallon8 Description Waterfall Tank and Fresh Water Tank Mullion General Information Type #1 Rectangular #2 Rectangular 1 Summary |~ Total Area X eg Dist Y eg Dist Height Height 8 4375 m2 3 8750 in 1 0361 in 0 7500 in Width 3 5000 in Width Ixx lyy Edge Distances from +X -X +Y -Y 77500m 0 7500 in 11 118 m4 29216in4 CG 38750m -3 8750 in 3 2139 In -1 0361 in Xcg - 3 8750 in 3 8750 in rxx ryy Sleft S right Stop S bottom 1 Ycg 03750m - 2 5000 in 1 1479 in 1 8608 m 7 5396 m3 7 5396 m3 3 4593 in3 107304in3 Title Dsgnr Description Job* Date 1219PM, 20 SEP 07 ! Rev 560100 I User KW-0602379, Ver56.1 25-Oct-2002 (c)1983-2002 ENERCAtCEntfneeflng Software Scope Steel Beam Design Page 1 j c \ec56\legoland ecwCalcutallons , Description Harbor Tank Ring General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements | Steel Section : TS5X5X1/2 Pmned-Pmned Center Span 21 33 ft Left Cant 0 00 ft LL & ST Act Together Right Cant 0 00 ft Lu Unbraced Length 21 33 ft Distributed Loads #1 #2 #3 #4 DL 0 482 LL ST Start Location End Location Fy 46 OOksi Load Duration Factor 1 00 Elastic Modulus 29,000 0 ksi 1 #5 #6 #7 k/ft km k/ft ft ft (Summary \ Using TS5X5X1/2 section. Span = 21 33ft, Fy = 46 Oksi End Fixity = Pinned-Pmned, Lu = 21 33ft, LDF = 1 000 Moment 27 420 k-ft fb Bending Stress 30 466 ksi fb / Fb 1 003 1 Shear 5 141 k fv Shear Stress 1 028 ksi fv / Fv 0 056 1 Allowable 27 324 k-ft 30 360 ksi 46000k 18 400 ksi Overstressed in Bending ' Static Load Case Governs Stress Max Deflection -2 869 in Length/DL Defl 892 1 Length/(DL+LL Defl) 892 1 Force & Stress Summary Maximum Max M + 27 42 k-ft Max M- Max M @ LeftMax M @ Right Shear ©Left 514k Shear @ Right Center Defl Left Cant Defl Right Cant Defl Query Defl @ Reaction @ Left Reaction @ Rt Fa calc'd per Eq E2-2, I Section Properties Depth Width Thickness Area 514k -2 869 m 0000 in 0 000 in 0000ft 514 514 K*L/r>Cc TS5X5X1/2 5 000 in 5 000 in 0 500 in 8 36 m2 «-- These columns are Dead + Live Load placed as noted -» DL LL LL+ST LL LL+ST Only @ Center @ Center @ Cants @ Cants 27 42 k-ft k-ft k-ft k-ft 514 k 514 -2 869 0 000 0 000 0 000 0 000 0 000 0 000 0 000 514 514 Weight l-xx i-yy S-xx S-yy -2869 0000 0000 0000 514 514 28 40 #/ft 27 00 m4 27 00 m4 10 800 m3 10 800 in3 0000 0000 0000 0000 r-xx r-yy k 0 000 in 0 000 in 0 000 in 0 000 in k k i 1 797 in 1 797 in Title Dsgnr Description Job* Date 1219PM, 20 SEP 07 Scope Rev 660100User KW-0602379 Ver 5 61,25-Oct-2002(0)1983-2002 ENERCALC Engineering Software Restrained Retaining Wall Design Page 1 c \ecSe\leootand.ocwCalculatlons Description Harbor Tank Ring Support Loading Criteria Retained Height = Wall height above soil = Total Wall Height Top Support Height = Slope Behind Wall = Height of Soil over Toe = Soil Density = Wind on Stem Design Summary Total Bearing Load = resultant ecc = 1 658ft 067ft 725ft 658ft 000 1 000 in HOOOpcf OOpsf Soil Data | Allow Soil Bearing = 2,500 Opsf Equivalent Fluid Pressure Method Heel Active Pressure = 64 0 Toe Active Pressure = 00 Passive Pressure = 250 0 Water height over heel = 0 0 ft FoobngllSoil Friction = 0 300 Soil height to ignore for passive pressure = 0 00 in j Footing Strengths & Dimensions | fc = 3,000 psi Fy Mm As % = Toe Width = Heel Width Total Footing Width Footing Thickness = Key Width Key Depth Key Distance from Toe = Cover® Top = 300m U Concrete Stem Construction 1,069 Ibs 4 12 in Thickness = 2 00 in Fy = Wall Weight = 242pcf fc = 60,000 psi 3,000 psi = 60,000 psi 00014 100ft 100 200 1200m 000 in 000 in 000ft @ Btm = 3 00 in 1 Soil Pressure @ Toe = 0 psf OK Soil Pressure @ Heel = 1,084 psf OK Stem is FREE to rotate at top of footing Allowable = 2,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 0 psf ACI Factored @ Heel = 1,518 psf Footing Shear @ Toe = 1 5 psi OK Footing Shear @ Heel = 100 psi OK Allowable = 93 1 psi Reaction at Top = 4622 Ibs Reaction at Bottom = 1,3778 Ibs Sliding Calcs Slab Resists All Sliding i Lateral Sliding Force = 1 ,377 8 Ibs i Footing Design Results I Voe Heei Factored Pressure = 0 1,518 psf Mu' Upward = 133 0 ft-# Mu' Downward = 114 468 ft-# Mu Design = 19 468 ft-# Actual 1-Way Shear = 1 50 10 00 psi Allow 1-Way Shear = 9311 93 11 psi ! Summary of Forces on Footing : Slab Forces acting on footing soil pressure Umax Between @ Top Support Top & Base Design height = Rebar Size = Rebar Spacing = Rebar Placed at = Rebar Depth 'd' = Ratio > 1 0 658ft # 5 16 00 in Center 100 in fb/FB + fa/Fa = 0 000 Mu Actual = OOft-# Mn'Phi Allowable = OOft-# Shear Force @ this height = 00 Ibs Shear Actual = 000 psi Shear Allowable = 93 11 psi Rebar Lap Required = 21 36 in Rebar embedment into footing = Other Acceptable Sizes & Spacmgs Toe NoneSpec'd -or- Heel None Spec'd -or- Key -or- Bending NGI 278ft # 5 16 00 in Center 100 in 0000 1,991 1ft-# OOft-# 21 36 in RESISTS sliding, stem is PINNED at footing @ Base of Wall Shear NGI 000ft # 5 1600m Center 100 in 0000 OOft-# OOft-# 1,571 6 Ibs 130 97 psi 93 11 psi 2103m 1 (taking moments about front of footing to find eccentricity) Surcharge Over Heel = Ibs ft ft-# Axial Dead Load on Stem = Ibs ft ft-# Soil Over Toe = Ibs ft ft-# Surcharge Over Toe = Ibs ft ft-# Stem Weight = 175 2 Ibs 108ft 1898ft-# Soil Over Heel = 603 4lbs 1 58 ft 955 4ft-# Footing Weight = 290 Olbs 1 00 ft 290 Oft-# Total Vertical Force = 1,068 7 Ibs Moment = 1,4353ft-# Net Moment Used For Soil Pressure Calculations -366 6 ft-# Title Dsgnr Description Job* Date 1219PM, 20 SEP 07 Scope Rev 560100 User- KW-0602379 Ver 5 61 25-Oct-2002 (c)1983-2002 ENERCALC Engineering Software Cantilevered Retaining Wall Design Page 1 e \ec56\legolandecwCalculalions | Description Harbor Tank Wall Criteria J Soil Data Retained Height = 658ft Wall height above soil = 0 67 ft Slope Behind Wall = 000 1 Height of Soil over Toe = 000 in Soil Density = HOOOpcf Wind on Stem = 0 0 psf Allow Soil Bearing = 2,000 0 psf Equivalent Fluid Pressure Method • [ Footing Strengths & Dimensions | Heel Active Pressure Toe Active Pressure Passive Pressure Water height over heel Footing||Soil Friction Soil height to ignore for passive pressure Design Summary | Total Bearing Load resultant ecc Soil Pressure @ Toe Soil Pressure @ Heel Allowable 640 00 = 2500 = 00ft = 0300 = 0 00 in fc = 3,000 psi Fy Mm As% = Toe Width Heel Width = Total Footing Width = Footing Thickness = Key Width = Key Depth = Key Distance from Toe = Cover® Top = 3 00 in 60,000 psi 00014 000ft 750 750 12.00 in 000m 000 in 000ft @ Btm = 3 00 in Stem Construction Top Stem 7,131 Ibs 8 05 in 1,461 psf OK 440 psf OK 2,000 sf Soil Pressure Less Than Allowable ACI Factored @ Toe 1,975 psf ACI Factored @ Heel = 595 psf Footing Shear @ Toe = 0 0 psi OK Footing Shear @ Heel = 82 1 psi OK Allowable = 931 psi Wall Stability Ratios Overturning = 572 OK Sliding = 123 Ratio < 1 5i Sliding Calcs (Vertical Component Used) Lateral Sliding Force = less 100% Passive Force= less 100% Friction Force= Added Force Req'd = for 1 5 1 Stability = 1,8401 Ibs 125 0 Ibs 2,139 2 Ibs 0 0 Ibs OK 0 0 Ibs OK ! Footing Design Results Factored Pressure Mu' Upward Mu' Downward Mu Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Toe 1,975 0 0 0 000 000 None Spec'd None Spec'd None Spec'd Heel 595 psf Oft-# Oft-# 5,173 ft-# 8211 psi 9311 psi lbs = ft-# = mmmmmmmmmmmmtmmmmm stem OK Design height ft= 000 Wall Material Above "Ht" = Concrete Thickness = 1200 RebarSize = #4 Rebar Spacing = 1300 Rebar Placed at = Edge Design Data — fb/FB + fa/Fa Total Force @ Section Moment Actual Moment Allowable = Shear .Actual psi = Shear Allowable psi = Bar Develop ABOVE Ht in = Bar Lap/Hook BELOW Ht m = Wall Weight Rebar Depth 'd' in = Masonry Data f m psi = Fs psi = Solid Grouting = Special Inspection = Modular Ratio 'n' = Short Term Factor = Equiv Solid Thick = Masonry Block Type =Concrete Datafc psi = 4,000 0 Fy psi = 60,000 0 Other Acceptable Sizes & Spacings Toe Heel Key 0616 2,357 5 5,173 1 8,402 3 192 1075 1480 600 1450 1025 Rev 560100 _User KW-0602379,Ver561,25-Oct-2002 Cant leV@red(c)1983-2W2ENERCAtCEnflin«e*iB Software V*ailllieVBIBU Description Harbor Tank Wall Summary of Overturning & Resisting Forces & Title Dsgnr Description Scope Retaining Wail Design Moments OVERTURNING Force Distance Moment Item Ibs ft ft-# Heel Active Pressure = 1,8401 253 4,651 Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load Load @ Stem Above Soil = SeismicLoad = Total = 1,8401 OTM = 4,651 Resisting/Overturning Ratio = 5 72 Vertical Loads used for Soil Pressure = 7,1307 Ibs Vertical component of active pressure used for soil pressure 1 Sal Over Heel Sloped Sal Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 1 Earth @ Stem Transitions = Footing Weight = Key Weight Vert Component = Total = Job* Date 1219PM, 20 SEP 07 Page 2 I c.\ec56\legolandecwCalculations | 1 . RESISTING..Force Distance Moment Ibs ft ft-# 4,706 8 4 25 20,004 1 000 1,0513 050 5256 1,1250 375 4,2187 2476 750 1,8573 7,1307 Ibs RM= 26,6057 Title Dsgnr Description Job* Date 12 19PM, 20 SEP 07 MrK? Scope Rev 560100User KW-0602379, VerS.61 25-Ocl-2002(0)1983-2002 ENERCALC Engineering Software Cantilevered Retaining Wail Design Page 1 c \ecS6MegdandeorCalcuHlliyis | Description Shoaling Ring Wall Criteria J Soli Data Retained Height ~ 508ft Wall height above soil = 0 50 ft Slope Behind Wall = 000 1 Height of Soil over Toe = 0 00 in Soil Density = HOOOpcf Wind on Stem = 0 0 psf Allow Soil Bearing = 2,0000 psf Equivalent Fluid Pressure Method I | Footing Strengths & Dimensions fc Heel Active Pressure Toe Active Pressure Passive Pressure Water height over heel Footing||Soil Friction Soil height to ignore for passive pressure 640 00 = 2500 00ft = 0300 = 0 00 in Lateral Load Applied to Stem | Lateral Load 730#/ft fc = 3,000 psi Fy = Mm As % Toe Width Heel Width = Total Footing Width = ~ Footing Thickness = Key Width = Key Depth Key Distance from Toe = Cover @ Top = 3 00 in Height to Top = Height to Bottom = 60,000 psi 00014 000ft 267 267 4100m 000 in 000 in 000ft @ Btm = 3 00 in 508ft 000ft Design Summary J Stem Construction Top Stem Total Bearing Load = 3,420 Ibs resultant ecc. = 3001 in Resultant Exceeds Ftg Width* Soil Pressure @ Toe = 0 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 0 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 0 0 psi OK Footing Shear @ Heel = 6 7 psi OK Allowable = 931 psi Wall Stability Ratios Overturning = o 54 UNSTABLE" Sliding = 0 93 UNSTABLE" Sliding Calcs (Vertical Component Used) Lateral Sliding Force less 100% Passive Force= less 100% Fnction Force= Added Force Req'd = for 1 5 1 Stability = 2,682 7 Ibs 1,459 2 Ibs 1,025 9 Ibs 197 6 Ibs NG 0 0 Ibs OK Footing Design Results Factored Pressure Mu' Upward Mu' Downward Mu Design Actual 1 -Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing 0 0 0 0 000 000 = NoneSpec'd = None Spec'd = NoneSpec'd Heel Opsf Oft-# 2,966 ft-# 2,966 ft-# 6 73 psi 93 1 1 psi Design height Wall Matenal Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at • Stem OK ft= 000 = Concrete = 1200 = #4 = 1300 = Edge uoaiun waul fb/FB + fa/Fa Total Force @ Section ^ lbs = Moment Actual ft-# = Moment Allowable Shear Actual Shear Allowable Bar Develop ABOVE Ht Bar Lap/Hook BELOW Ht Wall Weight Rebar Depth 'd' Masonry Data •fm Fs Solid Grouting = psi = psi = m = m = = in = psi = psi = = 0476 2,036 0 3,982 7 8,3646 166 931 1709 600 1450 1025 Special Inspection Modular Ratio 'n' Short Term Factor Equiv Solid Thick Masonry Block Type = Concrete Data fc Fy psi = psi = 3,000 0 60,000 0 Other Acceptable Sizes & Spacings Toe Heel Key M-ll Rev 560100 User KW-0602379, Ver 5 6 1 . 25-Oct-2002 (c)1 983-2002 ENERCALC Engineering Software Description Shoaling Ring Title Dsgnr Description Scope Cantilevered Retaining Wall Design Wall Job* Date 12 19PM, 20 SEP 07 Page 2 | c \ec56\legolandecwCalculatlons | I Summary of Overturning & Resisting Forces & Moments 1 OVERTURNINGForce Distance Moment Item Ibs ft ft-# Heel Active Pressure = 2,3118 Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = 370 8 Load @ Stem Above Soil = SeismicLoad = 2 83 6,549 9 596 2,2090 Total = 2,6827 OTM = 8,7589 Resisting/Overturning Ratio = 0 54 Vertical Loads used for Soil Pressure = 3,4196 Ibs Vertical component of active pressure used for soil pressure Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = Earth @ Stem Transitions = Footing Weight Key Weight Vert Component = Total = RESISTING.Force Distance Ibs ft 932 1 1 83 000 8095 050 1,3668 133 3111 267 3,4196 Ibs RM = Moment ft-# 1,7089 4048 1,8227 8298 4,7662 » =3. M» «J6+lD * 1M pit "<s>,<:. w/ 4" * U I S fit- < *,\25 c*C.\\ Title Dsgnr Description Date Job* 519PM, 20 SEP 07 Scope Rev 560100User KW-0602379 Ver 5 6 1 25-Oct 2002(c)1983-2002 ENERCALC Engineerina Software Cantilevered Retaining Wall Design Page 1 c \ec56Megoland ecw Calculations Description Tunnel Wall Criteria Soil Data Retained Height = 350ft Wall height above soil = 100ft Slope Behind Wall = 000 1 Height of Soil over Toe = 0 00 in Soil Density = HOOOpcf Allow Soil Bearing = 2,000 Opsf- Equivalent Fluid Pressure Method I | Footing Strengths & Dimensions | Wind on Stem = 3,620 5 psf Axial Load Applied to Stem Heel Active Pressure Toe Active Pressure Passive Pressure Water height-over heel Footmg||Soil Friction Soil height to ignore for passive pressure Axial Dead Load Axial Live Load 640 00 = 2500 00ft = 0300 = 0 00 in 0 0 Ibs = 3,620 5 Ibs fc = 3,000 psi Fy = Mm As % = Toe Width Heel Width Total Footing Width Footing Thickness = Key Width Key Depth Key Distance from Toe = Cover® Top = 300m Axial Load Eccentricity = 60,000 psi 00014 200ft 200 400 24 00 in 000 in 000 in 000ft ! Btm = 3 00 in 00 in Design Summary Stem Construction | Top stem Total Beanng Load = 6,122 Ibs resultant ecc = 3813m Resultant Exceeds Ftg Width) Soil Pressure @ Toe = 0 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 0 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 0 5 psi OK Footing Shear @ Heel = 2 8 psi OK Allowable = 931 psi Wall Stability Ratios Overturning = o 27 UNSTABLE) Sliding = 0 27 UNSTABLE' Sliding Calcs (Vertical Component Used) Stem OK ft= 000 = Concrete 1800 # 6 1000 Edge Lateral Sliding Force = less 100% Passive Force= less 100% Friction Force= Added Force Req'd = for 1 5 1 Stability = 4,588 5 Ibs 500 0 Ibs 750 5 Ibs 3,338 0 Ibs NG 5,632 3 Ibs NG Footing Design Results Factored Pressure Mu' Upward Mu' Downward Mu Design Actual 1 -Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing =: = = = = = = = = Toe 0 0 840 840 050 9311 None Spec'd None Spec'd None Spec'd Heel Opsf Oft-# 231 ft-# 231 ft-# 2 85 psi 93 1 1 psi Design height Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data — fb/FB + fa/Fa = o 702 Total Force @ Section Ibs = 6,821 3 Moment Actual ft-#= 25,3969 Moment Allowable = 36,1998 Shear Actual psi = 36 4 Shear Allowable psi= 1075 Bar Develop ABOVE Ht in = 22 20 Bar Lap/Hook BELOW Ht m= 801 Wall Weight = 2175 Rebar Depth 'd' m= 1563 Masonry Data f m psi = Fs psi = Solid Grouting = Special Inspection = Modular Ratio 'n' = Short Term Factor = Equiv Solid Thick = Masonry Block Type = Normal Weight Concrete Data — fc psi = 4,000 0 Fy psi = 60,000 0 Other Acceptable Sizes & Spacings Toe Not req'd, Mu < S * Fr Heel Not req'd, Mu < S * Fr Key No key defined Title Dsgnr Description Scope I &J$SS%^l!gSS$^ Cantilevered Retaining Wall Design Job# H-l£> Date 519PM, 20 SEP 07 *° Page 2 1 c \ec5ffllegolandecwCalculations | Description Tunnel Wall Summary of Overturning & Resisting Forces & Moments I OVERTURNING Force Distance Moment Item Ibs ft ft-# Heel Active Pressure = 9680 183 1,7747 Toe Active Pressure = Surcharge Over Toe - Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = 3,6205 600 21,7230 SeismicLoad = Total = 4,5885 OTM = 23,4977 Resisting/Overturning Ratio = 0 27 Vertical Loads used for Soil Pressure = 6,122 0 Ibs Vertical component of active pressure used for soil pressure Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = Earth @ Stem Transitions = Footing Weight = Key Weight Vert Component = Total = . RESISTING Force Distance Ibs ft 192 5 3 75 275 978 8 2 75 1,2000 200 1303 400 2,5015 Ibs RM = Moment 7219 2,691 6 2,400 0 521 1 6,334 5 Leighton and Associates, Inc. A LEiGHTON GROUP COMPANY To July 25, 2007 Revised October 26, 2007 Project No 960151-026 Legoland California, Inc One Legoland Duve Carlsbad, California 92008 Attention Mr Chris Romero Subject References Preliminary Geotechmcal Design Recommendations Report, Proposed Sealife Center, Legoland California, Carlsbad, California Leighton and Associates, Inc, 1999, Final As-Graded Report of Rough^Grading, LEGO Family Park, Carlsbad, California , 2004, Geotechmcal Investigation, Proposed Dino Island Attraction, Legoland Theme Park, Carlsbad, California, Project No 960151-021, dated February 23, 2004 R W Apel, Sealife Center, Sheets 3, 6, 8, dated July 6, 2007 Introduction Leighton and Associates is pleased to present this Preliminary Geotechmcal Recommendations letter report for the proposed foundations at the site of the Sealife Center We have reviewed previous gcotechmcal and grading reports for the project area as well as other published and unpublished literature and sources Below is a summary of our findings followed by recommendations Findings and Recommendations Based on review of the as-graded report, :the site of the proposed area of Sealife Center is situated across a cut to fill transition Along the westerly portion of the proposed building, shallow compacted fills were placed during the original site mass grading Quaternary Terrace Deposits 3934 Murphy Canyon Road Suite B205 » San Diego, CA 92123-4423 858 292.8030 a Fax 858. 292.0771» www leightongeo com 960151-026 (Qt) underlie the fill materials and were mapped within the easterly portion of the site during mass grading (Leighton, 1998) The Terrace deposits consist of orange to reddish brown, damp to moist, medium dense to dense, silty fine to medium grained sand and overlie Tertiary Santiago Formation Top 3 ft to 5 ft of Terrace deposits that were weathered and/or disturbed by agriculture was removed and replaced by compacted fill during grading operations (Leighton. 1998) Per the as-graded report, the Artificial Fill was compacted to a minimum of 90 percent relative compaction (ASTM D1557) The onsite materials are not considered hquefiable It is noted that the as-graded maps show a storm drain pipe below the west wall of proposed structure Storm drain pipe backfill was placed as uncontrolled fill during mass grading and may require remedial measures It is further noted that undocumented fills may also overlie portions of the site that have been raised above the mass graded elevations for landscape contouring purposes The site is suitable for the proposed development provided undocumented fills and cut/fill transitional conditions are addressed Further review of planned site grading and foundation elevations is needed to develop remedial measures The following design parameters may be used in the design of the structure foundations Allowable Soil Pressure (Spread) = 2,500 psf (one- Allowable Soil Pressure (Mat) = 1,500 psf (one- Modulus of Subgrade Reaction = 250 pci Coefficient of Friction = 035 Passive Pressure (Level Ground) = 300 psf/ft Active Retaining Pressure = 35 pcf At-Rest Retaining Pressures = 55 pcf Lateral Surcharge (Traffic) = 75 psf Lateral Surcharge (Uniform Pressure) = 0 35q Seismic Zone Factor, Z =4 Soil Profile Type = Sc Seismic Coefficient, Ca = 0 40Na Seismic Coefficient, Cv =0 56Na Near Source Factor, Na =10 Near Source Factor, Nv =11 Seismic Source Type = B third increase for short-term loading) third increase for short-term loading) (3,000 psf max) (level backfill) (level backfill) (auto traffic surcharge) where q is the uniform pressure (Table 16-1, 2001 CBC) (Table 16-J, 2001 CBC) (Table 16-Q.2001 CBC) (Table 16-R, 2001 CBC) (Table 16-8,2001 CBC) (Table 16-T, 2001 CBC) (Table 16-U, 2001 CBC) Spread footings should be at least 18 inches below lowest adjacent soil Reinforcement should be designed by the structural engineer Continuous footings should contain at least 2 No 5 bars, top and bottom Slabs should be at least 5 inches thick reinforced with No 3 bars at 18 inches on center, each way Slabs designed to carry structural loads may require increased thickness and reinforcing Slab underlayfnent should be designed by the project architect We recommend a minimum horizontal setback distance from the face of slopes for all structural footings and settlement-sensitive structures This distance is measured frorh the outside edge of the L -2-Leighton 960151-026 footing, horizontally to the slope face (or to the face of a retaining wall) and should be a minimum of 7 feet We should note that the soils within the structural setback area possess poor lateral stability, and improvements (such as retaining walls, sidewalks, fences, pools, pavement, underground utilities, etc) constructed within this setback area may be subject to lateral movement and/or differential settlement Foundations should be deepened as heeded to attain an embedment below 1 1 plane from adjacent utility trenches If segmental walls are utilized, granular soils with a <j>=320 should be provided for wall backfill Wall designs should include a wall profile that shows all blocks and their relation to planned geognd Wall design should conform to current NCMA Guidelines The recommendations contained in this report are preliminary recommendations and should be verified at the completion of site grading If you have any questions regarding this update letter, please contact this office We appreciate this opportunity to be of service Respectfully submitted, LEIGHTON AND ASSOCIATES, INC Mike D Jensen, CEG 2457 Project Geologist Distribution Sean Colorado, GE 2507 Director of Engineering ()) Addressee (1) J R Miller & Associates, Inc , Attn Mr James Yost -3-Leighton Leighton and Associates, inc. A s. EIGHT ON -3ROUP COMPANY October 26, 2007 Project No 960151-026 To Legoland California One Lego Drive Carlsbad, California 92008 Attention Mr Chris Romero Subject Grading Recommendations and Geotechnical Review of Grading and Foundation Plans for Proposed Seahfe Center, Legoland Theme Park, Carlsbad, California Introduction In accordance with your request and authorization, this report has been prepared to provide grading recommendations and to provide foundation plan review relative to the proposed Seahfe Center located at Legoland California in grading and Carlsbad, California Proposed Development Based on our review of the (JRM&A, 2007a) grading plans and foundation plans (JRM&A, 2007b), we understand the Seahfe Center improvements will include the construction of the Seahfe Center, retaining walls, landscaping, sidewalks and utilities The proposed structures have a slab- on-grade with spread footings, or be supported on mat foundations Findings and Conclusions In October 2007, a representative of Leighton and Associates performed a site visit to observe the existing geotechrucal conditions of the site Based on our site visit and review of the project as- graded geotechnical report (Leighton, 1998, the following items were noted • The location of the proposed structures and improvements appears to consist of an undocumented of fill and topsoil (that are both associated with utilities and landscaping grading activities) which are underlain by sandy Quaternary-aged terrace deposits 3934 Murphy Canyon Road, Suite B205 » San Diego. CA 92123-4425 858,292.8030 o Fax 858.292.0771 ° wv/w leightongeo com 960151-026 • The anticipated grade differences across the proposed improvements appear to be less than 10 feet Minor grading will be required to construct the proposed improvements • Based on our professional experience on sites in the general vicinity, our review of the project As-graded report (Leighton, 1998) and the investigation for the adjacent Dino Coaster (Leighton, 2004), the on-site soils possess a very low to low expansion potential and a negligible soluble sulfate content Laboratory testing upon completion of fine grading operations for the Seahfe pad is recommended to determine actual expansion potential of finish grade soil at the site • Ground water was not encountered during the investigation of the adjacent Dino Coaster nor was any observed during our current evaluation If seepage conditions are encountered during site grading, recommendations will be made so that ground water does not impact site development In conclusion, it is our opinion that the Seahfe Center site located at Legoland Theme Park, California is suitable intended use provided the recommendations presented herein are incorporated into the design and construction of the proposed improvements Recommendations The following recommendations should be followed during the design and construction of the proposed improvements We anticipate that earthwork on the site will consist of demolition and removal of the existing improvements in preparation for construction of the proposed Seahfe Center and associated improvements We recommend that earthwork on the site be performed in accordance with the following recommendations, the City of Carlsbad grading requirements, and the General Earthwork and Grading Specifications of Rough-Grading included in Appendix B In case of conflict, the following recommendations shall supersede those in Appendix B I) Site Preparation We recommend that in the areas of proposed development the surficial soils be removed to a minimum depth of 12 inches, moisture-conditioned to optimum or above moisture content and compacted to a minimum 90 percent relative compaction (based on ASTM Test Method D1557) The areas to receive structural fill or engineered structures should be cleared of subsurface obstructions, potentially compressible material (such as loose landscaping soils and undocumented fill) and stripped of vegetation prior to grading Vegetation and debris should be removed and properly disposed of offsite Holes resulting form removal of buried obstructions that extend below finish site grades should be replaced with suitable compacted fill material Areas to receive fill and/or other surface improvements should be scarified to a minimum depth of 12 inches, brought to optimum or above optimum moisture condition, and -2-Leighton 960151-026 rccompacted to at least 90 percent relative compaction (based on ASTM Test Method D1557) 2) Excavations Excavations of the on-site materials may generally be accomplished with conventional heavy- duty earthwork equipment It is not anticipated that blasting will be required, or that significant quantities of oversized rock (i e , rock with maximum dimensions greater than 6 inches) will be generated during future grading However, if oversized rock is encountered, it should be hauled offsite. or placed in non-structural or landscape areas Excavation of utility trenches should be performed in accordance with the project plans, specifications and all applicable OSHA requirements The contractor should be responsible for providing the "competent person" required by OSHA standards Contractors should be advised that sandy soils and/or adversely oriented bedrock structures can make excavations particularly unsafe if not all safety precautions are taken Spoil piles due to the excavation and construction equipment should be kept away from and on the down slope side of the trench 3) Fill Placement and Compaction The on-site soils are generally suitable for use as compacted fill provided they are free of organic material, debris, and rock fragments larger than 6 inches in maximum dimension All fill soils should be brought to optimum or above optimum moisture conditions and compacted m uniform lifts to at least 90 percent relative compaction based on the laboratory maximum dry density (ASTM Test Method Dl 557) Where footings will be supported, retaining wall backfill (e g mat adjacent to LSS tank retaining wall), that backfill should be compacted to 95 percent relative compaction The optimum lift thickness required to produce a uniformly compacted fill will depend on the type and size of compaction equipment used In general, fill should be placed in lifts not exceeding 4 to 8 inches in compacted thickness Placement and compaction of fill should be performed in general accordance with the current City of Carlsbad grading ordinances, sound construction practices, and the General Earthwork and Grading Specifications of RoughnGradmg presented in Appendix B 4) Removal of .Unsuitable Soils All unsuitable soils including undocumented fill soils, topsoil, and Weathered Terrace Deposits should be removed before placement of additional fill or surficial improvements Removals made in these areas should extend to competent Terrace Deposits or documented fill The existing fills that are present above the mass graded elevations (Leighton. 1998) should be removed and recompacted prior to placement of additional fills The estimated removal depth of the unsuitable soils ranges from approximately 1 to 10 feet After the fill soils are placed, a -3-Leighton 960151-026 standard conventional foundation system can be constructed Removal and relocation of the existing underground utility lines is anticipated where the lines will be located beneath the proposed structure 5) Seahfe Center Overexcavation From review of the site plan (JRM&A, 2007a and 2007b) cuts and fills arc anticipated to fine grade the building pad footprint areas We recommend the-Seahfe Center pad areas be overexcavated to an elevation of 349 (mean sea level) Where attainable, ovefexcavations should laterally extend at least 3 feet beyond the limits of the building slab 6) Cut Slopes Based on review of the current site plan (JRM&A 2007), proposed cut slopes are anticipated along the east-west trending berm in southwestern portion of the site The proposed cut slope is expected to be on the order of approximately 8 feet in height The 2 1 (horizontal to vertical) cut slopes are anticipated to expose undocumented fill soils We recommend geotechmcal consultant geologically map cut slopes during grading to substantiate geologic conditions and competency of undocumented fill Additional investigation arid stability analysis may be required if unanticipated or adverse conditions are encountered during site grading 7) Slab Subgrade Moisture Conditioning The slab subgrade soils underlying the conventional foundation system should be pfesoaked in accordance with the recommendations presented in Table 1 prior to placement of the mdisture barrier and slab concrete The subgrade soil moisture content should be checked by a representative of Leighton and Associates prior to slab construction Table 1 Presoaking Recommendations Based on Finish Grade Soil Expansion Potential Expansion Potential (CBC 18-I-B)Presoaking Recommendations Verv Low to Low Optimum moisture content to a depth of at least 12 inches -4- Leighton 960151-026 8) Cement Type for Construction Concrete in direct contact with soil or water that contains a high concentration of soluble sulfates can be subject to chemical deterioration commonly known as 'sulfate attack" We anticipate that the ori-site soils should possess a negligible potential_to_.attack normal concrete As a result, the onsite concrete design mix can be designed for a negligible potential of s'iiifate attack and follow the recommendations presented in Table 19-A-4 of the 2001 edition of the CBC Laboratory testing of the actual finish grade soils on the lot upon' completion of "the grading operations should be performed to confirm the sulfate attack potential 9) Conciete Flatwork In order to reduce the potential for differential movement of cracking of driveways, sidewalks, patios, other concrete flatwork, 6x6-6/6 "welded-wire mesh reinforcement or No 3 rebar on 18 inch centers, each way, is suggested along with keeping pad grade soils at an elevated moisture content Additional control can be obtained by providing thickened edges and 4 or 6 inches of granular base or clean sand, respectively, below the flatwork Reinforcement should be placed midheight in concrete Even though the slabs are reinforced, some expansive soil- related movement (i e, both horizontal to vertical differential movement, etc) should be anticipated due to the nature of the expansive soils A uniform moisture content on the site should be maintained throughout the year to reduce differential heave of flatwork such as sidewalks, flatwork, etc 10) Control of Surface Water.and Drainage Control Positive drainage of surface water away from structures is very important No water should be allowed to pond adjacent to buildings Positive drainage may be accomplished by providing drainage away from buildings at a gradient of at least 2 percent for a distance of at least 5 feet, and further maintained by a swale or drainage path at a gradient of at least 1 percent Have gutters, with properly connected downspouts to appropriate outlets, are recommended to reduce water infiltration into the subgrade soils Construction Observation and Testing and Plan Review The geotecrmical consultant should perform construction observation and testing during the grading operations, future excavations, and foundation or retaining wall construction at the site Additionally, footing excavations should be observed arid moisture determination tests of the slab subgrade soils should be performed by the geotechmcal consultant prior to the pounrig of -5- Leighton 960151-026 concrete Retaining wall calculations for keystone wall design should be reviewed by geotechnical consultant prior to construction Grading and Foundation Plan Review As part of our update evaluation we have reviewed the grading plans and the foundation plans prepared by .1 R Miller and Associates (JRMA&A, 2007a and 2007b) Based on oiif review of these plans and project geotechnical report (Leighton, 1998 and 2007), the plans_have been prepared in general accordance with the project geotechnical recommendations with the exceptions of the following comments e Sheet No CO 2, Grading Notes 36 should replace referenced report with this document and referenced Preliminary Geotechnical Design Recommendations, Proposed Seahfe Center, dated July 25 (revised October 25, 2007) o Sheet No C3 2, Detail F Retaining walls should have a subdram per Appendix B » Sheet C3 2, Detail E Segmental walls should be designed in accordance with NC'MA Guidelines Recommendations we provided in the Preliminary Geotechnical Recommendation Letter (Leighton, 2007) 9 Sheet SI 1, Foundations should reference Report No 960151-026, dated July 25, 2007, revised October 26, 2007, Allowable Bearing Pressure should be 3,000 psf « Sheet SI 1. Foundations The current version of ASTM D1557 is dated 2002, not 1994 e Sheet SI 1, Design Loads Near Source Factor Nv should read 1 1 and not 1 0 (Leighton, 2007) e Sheet S2 1, The LSS tank wall should be designed for surcharge from the adjacent mat foundation (Reference Column Line E between 3 and 4) o Sheet SD2 5, Reservoir Tank, Detail 5 The detail should have a subdram behind wall per Appendix B Limitations 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/or 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 -6- Leighton 960151-026 findings, conclusions, and recommendations presented in this report can be rehed upon only if Leighton has the opportunity to observe the subsurface conditions during grading and construction of the project, in order to confirm that our preliminary findings are representative for the site If you have any questions regarding our report, please contact this office We appreciate this opportunity to be of service Respectfully submitted, LEIGHTON AND ASSOCIATES, INC Sean A~T518fado, GE 2507 Principal Engineer Mike D Jensen, CEG 2457 Project Geologist Attachments Appendix A - References Appendix B - General Earthwork and Grading Specifications Distribution (2) Addressee (1) J R Miller and Associates, Attention Mr JefforyPeck (1) J R Miller and Associates, Attention Mr James Yost -7- Leighton 960151-026 APPENDIX A REFERENCES Leighton and Associates, Inc , 1995, Preliminary Geotechnical Investigation, Lego Family Park and Pomte Resorts, Lots 17 and 18 of the Carlsbad Ranch, Carlsbad, California, Project No 950294-001, dated October 5, 1998 , 1996, Supplemental Geotechnical Investigation, Lego Family Park. Carlsbad, Ranch, Carlsbad, California, Project No 960151-001, dated luly 23, 1996 , 1998, Final As-Graded Report of Rough-Grading, LEGO Family Park, Carlsbad, California, Project No 960151-003, dated February 10, 1998 , 2004, Geotechnical Investigation, Proposed Dino Island Attraction, Legoland Theme Park, Carlsbad, California, Project No 960151-021, dated February 23, 2004 , 2007, Update Preliminary Geotechnical Design Recommendations, Proposed Sealife Center, Legoland California, Carlsbad, Project No 960151 -026, dated July 25, 2007, revised October 26, 2007 J R Miller & Associates, Inc , 2007a, Sealife Center, Sheets CO 1, CO 2, Cl 1, Cl 2, C2 1, C3 2, dated September 24, 2007 , 2007b, Sealife Center, Sheets, SI 1, S2 1, SD1 4, SD1 2, SD1 3, SD1 4, and SD1 5, dated August 16,2007 A-l Leighton and Associates, Inc GENERAL EARTHWORK AND GRADING SPECIFICATIONS Page 1 of 6 LEIGHTON AND ASSOCIATES, INC GENERAL EARTHWORK AND GRADING SPECIFICATIONS FOR ROUGH GRADING 1 0 General 1 1 Intent These General Earthwork and Grading Specifications are for the grading and earthwork shown on the approved grading plan(s) and/or indicated in the geotechnical report(s) These Specifications are a part of the recommendations contained in the geotechnical report(s) In case of conflict, the specific recommendations in the geotechnical report shall supersede these more general Specifications Observations of the earthwork by the project Geotechnical Consultant during the course of grading may result in new or revised recommendations that could supersede these specifications or the recommendations in the geotechnical report(s) 1 2 The Geotechnical Consultant of Record Prior to commencement of work, the owner shall employ the Geotechnical Consultant of Record (Geotechnical Consultant) The Geotechnical Consultants shall be responsible for reviewing the approved geotechnical report(s) and accepting the adequacy of the preliminary geotechnical findings, conclusions, and recommendations prior to the commencement of the grading Prior to commencement of grading, the Geotechnical Consultant shall review the "work plan" prepared by the Earthwork Contractor (Contractor) and schedule sufficient personnel to perform the appropriate level of observation, mapping, and compaction testing During the grading and earthwork operations, the Geotechnical Consultant shall observe, map, and document the subsurface exposures to verify the geotechnical design assumptions If the observed conditions are found to be significantly different than the interpreted assumptions during the design phase, the Geotechnical Consultant shall inform the owner, recommend appropriate changes in design to accommodate the observed conditions, and notify the review agency where required Subsurface areas to be geotechmcally observed, mapped, elevations recorded, and/or tested include natural ground after it has been cleared for receiving fill but before fill is placed, bottoms of all "remedial removal" areas, all key bottoms, and benches made on sloping ground to receive fill The Geotechnical Consultant shall observe the moisture-conditioning and processing of the subgrade and fill materials and perform relative compaction testing of fill to determine the attained level of compaction The Geotechnical Consultant shall provide the test results to the owner and the Contractor on a routine and frequent basis 3030 1094 Leighton and Associates, Inc GENERAL EARTHWORK AND GRADING SPECIFICATIONS Page 2 of6 1 3 The Earthwork Contractor The Earthwork Contractor (Contractor) shall be qualified, experienced, and knowledgeable in earthwork logistics, preparation and processing of ground to receive fill, moisture-conditioning and processing of fill, and compacting fill The Contractor shall review and accept the plans, geotechmcal report(s), and these Specifications prior to commencement of grading The Contractor shall be solely responsible for performing the grading in accordance with the plans and specifications The Contractor shall prepare and submit to the owner and the Geotechmcal Consultant a work plan that indicates the sequence of earthwork grading, the number of "spreads" of work and the estimated quantities of daily earthwork contemplated for the site prior to commencement of grading The Contractor shall inform the owner and the Geotechmcal Consultant of changes m work schedules and updates to the work plan at least 24 hours in advance of such changes so that appropriate observations and tests can be planned and accomplished The Contractor shall not assume that the Geotechmcal Consultant is aware of all grading operations The Contractor shall have the sole responsibility to provide adequate equipment and methods to accomplish the earthwork in accordance with the applicable grading codes and agency ordinances, these Specifications, and the recommendations in the approved geotechmcal report(s) and grading plan(s) If, in the opinion of the Geotechmcal Consultant, unsatisfactory conditions, such as unsuitable soil, improper moisture condition, inadequate compaction, insufficient buttress key size, adverse weather, etc, are resulting in a quality of work less than required in these specifications, the Geotechmcal Consultant shall reject the work and may recommend to the owner that construction be stopped until the conditions are rectified 20 Preparation of Areas to be Filled 2 1 Clearing and Grubbing Vegetation, such as brush, grass, roots, and other deleterious material shall be sufficiently removed and properly disposed of in a method acceptable to the owner, governing agencies, and the Geotechmcal Consultant The Geotechmcal Consultant shall evaluate the extent of these removals depending on specific site conditions Earth fill material shall not contain more than 1 percent of organic materials (by volume) No fill lift shall contain more than 5 percent of organic matter Nesting of the organic materials shall not be allowed If potentially hazardous materials are encountered, the Contractor shall stop work in the affected area, and a hazardous matenal specialist shall be informed immediately for proper evaluation and handling of these materials prior to continuing to work in that area As presently defined by the State of California, most refined petroleum products (gasoline, diesel fuel, motor oil, grease, coolant, etc ) have chemical constituents that are considered to be hazardous waste As such, the indiscriminate dumping or spillage of these fluids onto the ground may constitute a misdemeanor, punishable by fines and/or imprisonment, and shall not be allowed 3030 1094 Leighton and Associates, Inc GENERAL EARTHWORK AND GRADING SPECIFICATIONS Page 3 of 6 2 2 Processing Existing ground that has been declared satisfactory for support of fill by the Geotechnical Consultant shall be scarified to a minimum depth of 6 inches Existing ground that is not satisfactory shall be overexcavated as specified in the following section Scarification shall continue until soils are broken down and free of large clay lumps or clods and the working surface is reasonably uniform, flat, and free of uneven features that would inhibit uniform compaction 2 3 Overexcavation In addition to removals and overexcavations recommended in the approved geotechmcal report(s) and the grading plan, soft, loose, dry, saturated, spongy, organic-rich, highly fractured or otherwise unsuitable ground shall be overexcavated to competent ground as evaluated by the Geotechnical Consultant during grading 2 4 Benching Where fills are to be placed on ground with slopes steeper than 5 1 (horizontal to vertical units), the ground shall be stepped or benched Please see the Standard Details for a graphic illustration The lowest bench or key shall be a minimum of 15 feet wide and at least 2 feet deep, into competent material as evaluated by the Geotechnical Consultant Other benches shall be excavated a minimum height of 4 feet into competent material or as otherwise recommended by the Geotechnical Consultant Fill placed on ground sloping flatter than 5 1 shall also be benched or otherwise overexcavated to provide a flat subgrade for the fill 2 5 Evaluation/Acceptance of Fill Areas AH areas to receive fill, including removal and processed areas, key bottoms, and benches, shall be observed, mapped, elevations recorded, and/or tested prior to being accepted by the Geotechnical Consultant as suitable to receive fill The Contractor shall obtain a written acceptance from the Geotechnical Consultant prior to fill placement A licensed surveyor shall provide the survey control for determining elevations of processed areas, keys, and benches 30 Fill Material 3 I General Material to be used as fill shall be essentially free of organic matter and other deleterious substances evaluated and accepted by the Geotechnical Consultant prior to placement Soils of poor quality, such as those with unacceptable gradation, high expansion potential, or low strength shall be placed in areas acceptable to die Geotechnical Consultant or mixed with other soils to achieve satisfactory fill material 3 2 Oversize Oversize material defined as rock, or other irreducible material with a maximum dimension greater than 8 inches, shall not be buried or placed in fill unless location, materials, and placement methods are specifically accepted by the Geotechnical Consultant Placement operations shall be such that nesting of oversized material does not occur and such that oversize material is completely surrounded by compacted or densified fill Oversize material shall not be placed within 10 vertical feet of finish grade or within 2 feet of future utilities or underground construction 3030 1094 Leighton and Associates, Inc GENERAL EARTHWORK AND GRADING SPECIFICATIONS Page 4 of 6 3 3 Import If importing of fill material is required for grading, proposed import material shall meet the requirements of Section 3 1 The potential import source shall be given to the Geotechnical Consultant at least 48 hours (2 working days) before importing begins so that its suitability can be determined and appropriate tests performed 4 0 Fill Placement and Compaction 4 1 Fili Layers Approved fill material shall be placed in areas prepared to receive fill (per Section 3 0) in near-horizontal layers not exceeding 8 inches in loose thickness The Geotechnical Consultant may accept thicker layers if testing indicates the grading procedures can adequately compact the thicker layers Each layer shall be spread evenly and mixed thoroughly to attain relative uniformity of material and moisture throughout 4 2 Fill Moisture Conditioning Fill soils shall be watered, dried back, blended, and/or mixed, as necessary to attain a relatively uniform moisture content at or slightly over optimum Maximum density and optimum soil moisture content tests shall be performed in accordance with the American Society of Testing and Materials (ASTM Test Method D1557-91) 4 3 Compaction of Fill After each layer has been moisture-conditioned, mixed, and evenly spread, it shall be uniformly compacted to not less than 90 percent of maximum dry density (ASTM Test Method D1557-91) Compaction equipment shall be adequately sized and be either specifically designed for soil compaction or of proven reliability to efficiently achieve the specified level of compaction with uniformity 4 4 Compaction of Fill Slopes In addition to normal compaction procedures specified above, compaction of slopes shall be accomplished by backrollmg of slopes with sheepsfoot rollers at increments of 3 to 4 feet in fill elevation, or by other methods producing satisfactory results acceptable to the Geotechnical Consultant Upon completion of grading, relative compaction of the fill, out to the slope face, shall be at least 90 percent of maximum density per ASTM Test Method D1557-91 4 5 Compaction Testing Field tests for moisture content and relative compaction of the fill soils shall be performed by the Geotechnical Consultant Location and frequency of tests shall be at the Consultant's discretion based on field conditions encountered Compaction test locations will not necessarily be selected on a random basis Test locations shall be selected to verify adequacy of compaction levels in areas that are judged to be prone to inadequate compaction (such as close to slope faces and at the fill/bedrock benches) 4 6 Frequency of Compaction Testing Tests shall be taken at intervals not exceeding 2 feet in vertical rise and/or 1,000 cubic yards of compacted fill soils embankment In addition, as a guideline, at least one test shall be taken on slope faces for each 5,000 square feet of slope face and/or each 10 feet of vertical height of slope The Contractor shall assure that fill construction is such that the testing schedule can be accomplished by the Geotechnical Consultant The Contractor shall stop or slow down the earthwork construction if these minimum standards are not met 3030 1094 Leighton and Associates, Inc GENERA!. EARTHWORK AND GRADING SPECIFICATIONS Page 5 of6 4 7 Compaction Test Locations The Geotechmcal Consultant shall document the approximate elevation and horizontal coordinates of each test location The Contractor shall coordinate with the project surveyor to assure that sufficient grade stakes are established so that the Geotechmcal Consultant can determine the test locations with sufficient accuracy At a minimum, two grade stakes within a horizontal distance of 100 feet and vertically less than 5 feet apart from potential test locations shall be provided 5 0 Subdram Installation Subdram systems shall be installed in accordance with the approved geotechmcal report(s), the grading plan, and the Standard Details The Geotechmcal Consultant may recommend additional subdrams and/or changes in subdram extent, location, grade, or material depending on conditions encountered during grading All subdrams shall be surveyed by a land surveyor/civil engineer for line and grade after installation and prior to burial Sufficient time should be allowed by the Contractor for these surveys 60 Excavations, as well as over-excavation for remedial purposes, shall be evaluated by the Geotechmcal Consultant during grading Remedial removal depths shown on geotechmcal plans are estimates only The actual extent of removal shall be determined by the Geotechmcal Consultant based on the field evaluation of exposed conditions during grading Where fill-over-cut slopes are to be graded, the cut portion of the slope shall be made, evaluated, and accepted by the Geotechmcal Consultant prior to placement of materials for construction of the fill portion of the slope, unless otherwise recommended by the Geotechmcal Consultant 3030 1094 Leighton and Associates, Inc GENERAL EARTHWORK AND GRADING SPECIFICATIONS Page 6 of 6 70 Trench Backfills 7 1 The Contractor shall follow all OHSA and Cal/OSHA requirements for safety of trench excavations 7 2 All bedding and backfill of utility trenches shall be done in accordance with the applicable provisions of Standard Specifications of Public Works Construction Bedding material shall have a Sand Equivalent greater than 30 (SE>30) The bedding shall be placed to 1 foot over the top of the conduit and densified by jetting Backfill shall be placed and densified to a minimum of 90 percent of maximum from 1 foot above the top of the conduit to the surface 73 The jetting of the bedding around the conduits shall be observed by the Geotechmcal Consultant 7 4 The Geotechmcal Consultant shall test the trench backfill for relative compaction At least one test should be made for every 300 feet of trench and 2 feet of fill 7 5 Lift thickness of trench backfill shall not exceed those allowed in the Standard Specifications of Public Works Construction unless the Contractor can demonstrate to the Geotechmcal Consultant that the fill lift can be compacted to the minimum relative compaction by his alternative equipment and method 3030 1094 FILL SLOPE PROJECTED PLANE 1 TO 1 MAXIMUM FROM TOE OF SLOPE TO APPROVED GROUND GROUND BENCH HEIGHT (4' TYPICAL) REMOVE UNSUITABLE MATERIAL 2' MIN KEY DEPTH 15' MIN LOWEST BENCH (KEY) FILL-OVER-CUT SLOPE EXISTING GROUND SURFACE BENCH HEIGHT (41 TYPICAL) REMOVE UNSUITABLE MATERIAL CUT-OVER-FILL SLOPE -CUT FACE SHALL BE CONSTRUCTED PRIOR TO FILL PLACEMENT TO ASSURE ADEQUATE GEOLOGIC CONDITIONS EXISTING GROUND SURFACE OVERBUILD AND TRIM BACK PROJECTED PLANE 1 TO 1 MAXIMUM FROM TOE OF SLOPE TO APPROVED GROUND :UT FACE SHALL BE CONSTRUCTED PRIOR TO FILL PLACEMENT REMOVE UNSUITABLE MATERIAL BENCH HEIGHT (4' TYPICAL) FOR SUBDRAINS SEE STANDARD DETAIL C LOWEST BENCH (KEY) BENCHING SHALL BE DONE WHEN SLOPE'S ANGLE IS EQUAL TO OR GREATER THAN 5 1 MINIMUM BENCH HEIGHT SHALL BE 4 FEET AND MINIMUM FILL WIDTH SHALL BE 9 FEET KEYING AND BENCHING GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAILS A FINISH GRADE SLOPE FACE OVERSIZE ROCK IS LARGER THAN 8 INCHES IN LARGEST DIMENSION EXCAVATE A TRENCH IN THE COMPACTED FILL DEEP ENOUGH TO BURY ALL THE ROCK BACKFILL WITH GRANULAR SOIL JETTED OR FLOODED IN PLACE TO FILL ALL THE VOIDS DO NOT BURY ROCK WITHIN 10 FEET OF FINISH GRADE WINDROW OF BURIED ROCK SHALL BE PARALLEL TO THE FINISHED SLOPE GRANULAR MATERIAL TO BE' DENSIFIED IN PLACE BY FLOODING OR JETTING DETAIL BETTED OR FLOODED • GRANULAR MATERIAL TYPICAL PROFILE ALONG WINDROW OVERSIZE ROCK DISPOSAL GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAILS B / \ . EXISTING GROUND SURFACE -:x::>^::-:::::x:::::::::::x^^:->i-x-?S-i-i-i-i->x-i-i-;->iox<o>x-i-i-i-i->i->>;-x->i->^--i-;-i-i-i-?--" BENCHING REMOVE UNSUITABLE MATERIAL SUBDRAIN TRENCH SEE DETAIL BELOW CALTRANS CLASS 2 PERMEABLE OR #2 ROCK (9FT~3/FT) WRAPPED IN FILTER FABRIC FILTER FABRIC (MIRAFI 140N OR APPROVED EQUIVALENT)* WIN BEDDING COLLECTOR PIPE SHALL BE MINIMUM 6" DIAMETER SCHEDULE 40 PVC PERFORATED PIPE SEE STANDARD DETAIL D FOR PIPE SPECIFICATIONS SUBDRAIN DETAIL DESIGN FINISH GRADE NONPERFORATED 6"0 MIN PERFORATED 61 0MIN PIPE •FILTER FABRIC (MIRAFI HON OR APPROVED EQUIVALENT) CALTRANS CLASS 2 PERMEABLE OR #2 ROCK (9Frj5/FT) WRAPPED IN FILTER FABRIC DETAIL OF CANYON SUBDRAIN OUTLET CANYON SUBDRAINS GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAILS C 15 WIN OUTLET PIPES 4 0 NONPERFORATED PIPE. 100' MAX OC HORIZONTALLY, 30' MAX OC VERTICALLY BACK CUT 1 1 OR FLATTER •SEE SUBORAIN TRENCH DETAIL MIN -:-:-:-:-:-:-:-:-:-:-:-:-:-:-x LOWEST SUBDRAIN SHOULD BE SITUATED AS LOW AS POSSIBLE TO ALLOW SUITABLE OUTLET -KEY DEPTH (2' MIN ) KEY WIDTH AS NOTED ON GRADING PLANS (15' MIN )12" MIN OVERLAP — FROM THE TOP HOG RING TIED EVERY 6 FEET CALTRANS CLASS II PERMEABLE OR #2 ROCK (3 FT"3/FT) WRAPPED IN FILTER FABRIC -4" 0 NON-PERFORATED OUTLET PIPE PROVIDE POSITIVE SEAL AT THE JOINT T-CONNECTION FOR COLLECTOR PIPE TO OUTLET PIPE - .—- 4" 0 W\ PERFORATED ^ ' PIPE FILTER FABRIC ENVELOPE (MIRAFI 140 OR APPROVED EQUIVALENT) 4" MIN BEDDING SUBDRAIN TRENCH DETAIL SUBDRAIN INSTALLATION - subdroin collector pipe sholl be instolled with perforation down or. unless otherwise designated by the geotechnicol consultant Outlet pipes sholl be non-perforoted pipe The subdrom pipe sholl hove ot least 8 perforations uniformly spaced per foot Perforation sholl be 1/4" to 1/2 if drill holes ore used All subdroin pipes sholl have a gradient of at least 27. towards the outlet SUBDRAIN PIPE - Subdroin pipe shall be ASTM 02751. SDR 235 or ASTM D1527. Schedule 40. or ASTM D3034, SDR 235, Schedule 40 Polyvinyl Chloride Plastic (PVC) pipe All outlet pipe shall be placed in a trench no wide than twice the subdroin pipe Pipe shall be in soil of SE >/=30 jetted or flooded in place except for the outside 5 feet which shall be native soil backfill BUTTRESS OR REPLACEMENT FILL SUBDRAINS GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAILS D SOIL BACKFILL, COMPACTED TO 90 PERCENT RELATIVE COMPACTION BASED ON ASTM 01557 RETAINING WALL--^ /ALL WATERPROOFING -~_ ER ARCHITECT'S ^~^\ PECIFICATIONS \ FINISH GRADE — . "-"-"-"-"-"-"-"-"-"-"-"-"•rnuPArTrn ni i ~-~-~-~-~-~-~-~-< - 6" MIN ' ' OVERLAP 0 ° * 0 01 MIN o " ° . , t ^^^\ o , * •• -:-:-: 32 TYP :-:-:-:---- :-:-:-:->:-: FILTER FABRIC ENVELOPE .-----.--^-^•" (MIRAFI 140N OR APPROVED -^^ EQUIVALENT)** --I-X- _3 /4 ' TO 1 1/2" CLEAN GRfl ->:::- 4" (MIN ) DIAMETER PERFOR/~^*r^ PVC PIPE (SCHEDULE 40 OR::-::::: EQUIVALENT) WITH PERFORAI::;::x ORIENTED DOWN AS DEPICTE:-:-:-:- MINIMUM i PERCENT GRADIE^::;>::: TO SUITABLE OUTLET ^^ 3 MIN WALL FOOTING COMPETENT BEDROCK OR MATERIAL AS EVALUATED BY THE GEOTECHNICAL CONSULTANT NOTE UPON REVIEW BY THE GEOTECHNICAL CONSULTANT. COMPOSITE DRAINAGE PRODUCTS SUCH AS MIRADRAIN OR J-DRAIN MAY BE USED AS AN ALTERNATIVE TO GRAVEL OR CLASS 2 PERMEABLE MATERIAL INSTALLATION SHOULD BE PERFORMED IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS RETAINING WALL DRAINAGE DETAIL GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAILS E 1 AS-GRADED REPORT OF FINE AND POST GRADING, SEALIFE ATTRACTION LEGOLAND THEME PARK, CARLSBAD, CALIFORNIA Prepared For: Legoland California 1 Lego Drive Carlsbad, California 92008 August 7, 2008 Project No. 960151-026 A LEIGHTON GROUP COMPANY I I I I I I I I I I I I I I I I I I I Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY August 7,2008 Project No 960151-026 To Legoland California, Inc 1 Legoland Drive Carlsbad, California 92008 Attention Mr Chris Romero Subject As-Graded Report of Fine and Post Grading, Seahfe Center Attraction, Legoland Theme Park, Carlsbad, California Introduction In accordance with your request and authorization, we have performed geotechnical observation and testing services during the fine and post grading operations for the proposed Seahfe Center Attraction located in the Legoland Theme Park in Carlsbad, California (Figure 1) Fine grading operations and placement of backfill soils associated with the reservoir tank retaining walls were performed by Teixeira Construction Post grading operations were performed by Sheldon and American Concrete Cutting Soils observation and testing services were performed by Leighton and Associates, Inc This as-graded report of fine and post grading summarizes our geotechnical observations, field and laboratory test results and the geotechnical conditions encountered during grading for the proposed site development In addition, this report provides conclusions and recommendations for the construction of the center and associated improvements As of this date, fine and post grading operations are essentially complete for the Seahfe Center Attraction Project Description The subject attraction site is located in the southwest portion of the Legoland Theme Park immediately south of the Dino Island attraction, and west of the main entrance The proposed attraction includes the construction of the Seahfe Center building, a new access road, subsurface retaining walls for a reservoir tank structure, landscaping, sidewalks and utilities 3934 Murphy Canyon Road, Suite B205 a San Diego, CA92123-4425 858.292 8030 n Fax 858.292 0771 I I I I I I I I I I I I I I I I I I I Base Map: AerialsExpress, GDT-Teleatlas Street Data, Spring 2005 Legoland Sealife Center 1 Lego Drive Carlsbad, California SITE LOCATION MAP Project No. 960151-026 Date August 2008 Figure 1 \\GIS\Administration\ArcGISTemplates\NEW_GDT_SiteLocationMap.mxd I I I I I I I I I I I I I I I I I I I 960151-026 Previous Site Grading The subject site was originally graded as part of the Legoland Theme Park development under the observation and testing of Leighton and Associates (Leighton, 1998) Grading in the area of the proposed Seahfe Center Attraction resulted m a cut to fill transition with Terrace Deposits and placement of documented Artificial Fill In general, the site is underlain by the Tertiary Santiago Formation at depth Summary of Fine and Post Grading Operations The current phase of grading for the Seahfe Center Attraction began m December 2007 and is essentially complete as of the date of this report Our field technicians were on site on an on-call and part-time basis during the grading operations The grading operations performed on the site included 1) removal and recompaction of weathered Terrace Deposits and existing fill soils, 2) scarification and recompaction of removal bottoms to a minimum depth of 6 inches, 3) overexcavation of cut areas to mitigate transition conditions, 4) placement of the compacted fill soils, 5) placement of retaining wall backfill and utility trench backfills (water, sewer, storm drain electrical) soils, and 6) processing subgrade soil and placement of aggregate base material Field density testing and observations were performed using the Nuclear-Gauge Method (ASTM Test Methods D2922 and D3017) The approximate test locations are shown on the As-graded Geotechnical Map (Figure 2) The results of the field density tests are summarized in Appendix B The field testing performed was in general accordance with the applicable ASTM Standards, the current standard of care in the industry, and the precision of the testing method itself Laboratory testing of maximum dry density was also performed (Appendix C) As with all field and laboratory testing methods, variations in relative compaction should be expected from the results documented herein due to the differences in operator's methods and in the precision of the test methods themselves Based on our observation and testing during the fine and post grading, the following items were noted • Site Preparation The upper approximately 3 to 5 feet of the Terrace Deposits and existing fill soils were removed to mitigate weathered soils and cut/fill transition conditions Prior to placement of fill, the upper 6-mches of the removal/area was scarified, moisture conditioned to near optimum moisture content, and recompacted to at least 90 percent relative compaction (based on ASTM Test Method D1557) -3-Leighton I I I I I I I I I I I I I I I I I I I 960151-026 Fill Placement In general, onsite soil were used for fill and backfills The fill and backfill soils was generally spread in 4- to 12-mch loose lifts at or near optimum moisture content, and compaction was achieved by use of heavy construction equipment and hand operated compaction tampers Based on the results of our testing, the fill and backfill soil was compacted to at least 90 percent of the maximum dry density m accordance with ASTM Test Method D1557 Footing Observation Geotechmcal observations of foundation excavations for the Seahfe Center building were performed by Leighton on December 28, 2007, January 3, 2008, February 8, 2008, and February 12, 2008 Observations performed included probing footing bottoms, noting soil conditions and checking embedment depths Soil conditions were judged to be generally as anticipated per referenced geotechmcal report Prior to concrete placement, footing excavations were judged to extend to recommended depths and bearing strata • Field Density Testing Field density testing and observations were performed by a field technician using the Nuclear- Gauge Method (ASTM Test Methods D2922 and D3017) The results and approximate test locations of the field density tests are summarized in Appendix B and shown on the As-graded Geotechmcal Map, Figure 2 Density test results from the previous grading on the site were presented in the as-graded geotechmcal report for the Legoland development (Leighton, 1998) and are not included herein In addition, please note that test numbering for this latest phase of grading began at with test number 1 and did not continue the sequence from the previous site grading When field testing indicated less than 90 percent relative compaction or less than optimum moisture content, the pertinent fill soils were reworked until the recommended compaction and near optimum moisture content were achieved The field testing performed was in general accordance with the applicable ASTM Standards, the current standard of care m the industry, and the precision of the testing method itself Variations in relative compaction should be expected from the results documented herein • Laboratory Testing Laboratory maximum dry density tests of representative on-site soils were performed in general accordance with ASTM Test Method Dl 557 The test results are presented in Appendix C -4- Leighton I I I I I I I I I I I I I I I I I I I 960151-026 Summary of Conclusions The fine and post grading operations for the Sealife Center Attraction site appear to have been performed in general accordance with the project geotechnical reports (Appendix A), geotechnical recommendations made during grading, and the City of Carlsbad requirements It is our opinion that the subject site is suitable for its intended use provided the recommendations included herein and in the project geotechnical reports (Appendix A) are incorporated into the design and construction of the proposed attraction and associated improvements The following is a summary of our conclusions concerning the grading of the subject site • Geotechnical conditions encountered during fine and post grading were generally as anticipated Based on our review of the grading operations, the geotechnical aspects of the site were addressed in general accordance with the project geotechnical recommendations, requirements of the City of Carlsbad and standard practices in the industry • Site preparation and removals were geotechmcally observed • Fill soils were derived from on site materials Our field density testing indicates the fill soils were placed and compacted to at least 90 percent relative compaction (based on ASTM Test Method D1557) and near optimum moisture content in general accordance with the project recommendations and the requirements of the City of Carlsbad • No landslides or evidence of landshdmg was observed on the site during the current or previous grading operations • Ground water was not encountered during the grading operations for the Sealife Center Unanticipated seepage conditions may occur after the completion of grading These conditions usually occur due to site irrigation and landscaping If these conditions should occur, steps to mitigate the seepage should be made by the on a case-by-case basis Recommendations Based on the results of our geotechnical observation and testing during the fine and post grading of the Sealife Center Attraction site, the site conditions were essentially as anticipated Therefore, the recommendations concerning the construction phases of the project presented in our geotechnical reports for the site (Leighton, 20007) are still considered applicable, and should be adhered to during future development of the site Leighton I I I I I I I I I I I I I I I I I I I 960151-026 If you have any questions regarding our report, please do not hesitate to contact this office We appreciate this opportunity to be of service Respectfully submitted, LEIGHTON AND ASSOCIATES, INC William D Olson, RCE 45283 Associate Engineer Mike Jensen, CEG 2457 Project Geologist Attachments Figure 1 - Site Location Map Figure 2 - As-Graded Geotechmcal Map Appendix A - References Appendix B - Summary of Field Density Tests Appendix C - Laboratory Testing Procedures and Test Results Distribution (6) Addressee CERTIFIED ENGINEERING GEOLOGI -6- Leighton <•-£);•'_!.,-••rfc ;Q •'•-•I'S' #. ^SfeeB f J4990 'I ^•f^V^-i"—'_.. %&& «f "CONECT ra • EXISTING CURB <COTG\*>-—*M4tt / NAVCH EXISTING GRADE —•)? 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RE -U—U—U APPROXIMATE LIMITS OF FILL AB_3, AG, — • • GEOLOGIC CONTACT (DOTTED s 5 . oE, WHERE BURIED) APPROXIMATE LOCATION OF SD-23* ST( ^gp RESERVOIR TANK WALL OG-3 • ORI SMH DfitJ i C/H o~7. rftnflszztitLfj./. AS-GRADED GEOTECHNICAL MAP LEGOLAND CALIFORNIA SEALIFE CENTER CARLSBAD, CALIFORNIA Proj 960151-026 Eng/Geol WDO/MDJ Scale 1"=20' Drafted By MAM Date 08/08 CPBy I I I 960151-026 APPENDIX A REFERENCES • California Building Code, 2001, California Code of Regulations Title 24, Part 2, Volumes 1 and 2 JRM&A, 2008, SEALIFE, Sheets C 01, C 02, C 03, C 2 1, C 6 1, S 1 1, S 2 1, dated December 20, • 2007 and February 14, 2008 Leighton and Associates, Inc , 1995, Preliminary Geotechmcal Investigation, Lego Family Park and • Pomte Resorts, Lots 17 and 18 of the Carlsbad Ranch, Carlsbad, California, Project • No 950294-001, dated October 5, 1995 • , 1998, Final As-Graded Report of Rough-Grading Lego Family Park, Carlsbad, • California, Project No 960151 -003, dated February 10, 1998 • ^ 2004, Geotechmcal Investigation, Proposed Dmo Island Attraction, Legoland Theme Park, Carlsbad, California, Project No 960151 -025, dated February 23, 2004 • , 2007, Preliminary Geotechmcal Design Recommendations Report, Proposed Seahfe Center, Legoland California, Carlsbad, California Project No 960151-026, dated _ July 25, 2007, Revised October 26,2007 , In-House Unpublished and Published Data I I I I I I I I I A-l 960151-026 APPENDIX B EXPLANATION OF SUMMARY OF FIELD DENSITY TESTS Test No Prefix (none) (S) (SD) (AD) (W) (RC) (SB) (G) (E) (T) U) (I) (RW) (CW) (LW) (SF) Test of GRADING Natural Ground Original Ground Existing Hill Compacted Fill Slope Face Finish Grade SEWER STORM DRAIN AREA DRAIN DOMESTIC WATER RECLAIMED WATBR SUBDRAIN GAS ELECTRICAL TELEPHONE JOINT UTILITY IRRIGATION Bedding Material Shading Sand Mam Lateral Crossing Manhole Hydrant Lateral Catch Basin Riser Inlet RETAINING WALL CRIB WALL LOFFELL WALL STRUCT FOOTING Footing Bottom Backfill Wall Cell Test of Abbreviations NG OG EF CF SF FG B S M L X MH HL CB R I F B C Test No Prefix (SG) (AB) (CB) (PB) (AC) (P) (IT) Test of SUBGRADE AGGREGATE BASE CEMENT TREATED BASE PROCESSED BASE ASPHALT CONCRETE Curb Gutter Curb and Gutter Cross Gutter Street Sidewalk Driveway Driveway Approach Parking Lot Electric Box Pad PRESATURATION Moisture Content INTERIOR TRENCH Plumbing Backfill Electrical Backfill Test of Abbreviations C G CG XG ST SW D DA PL EB M P E N represents nuclear gauge tests that were performed in general accordance with most recent version of AS'I'M Test Methods D2922 and D3017 S represents sand cone tests that were performed in general accordance with most recent version of ASTM Test Method D1556 15 A represents first retest of Test No 15 15B represents second retest of Test No 15 "0" in Test Elevation Column represents lest was taken at the ground surface (e g finish grade or subgrade) "-1" in Test Elevation Column represents test was taken one foot below the ground surface B-l CO LJJ CO ZLUo Q_l LLI O CO £i.CBEuA51 S- 2v "5-C o.2 Ea> oOS U^ ~!"1wj ^ -5*2 WlBu -a >* "5 •3 O<o s->&> H g •*"* "i.8 5 H W e0 uo •w O CM H O -w 0)t/1 "*^ H Q H £ t — *o ^oo o o\o o o oo oo oo 5^^ 000 f^"l CO CO CN — ' V> o as oof> CN CN CQ CQ CQ 000 o o o 602 es ed CQ u u O> > I-,C C i> Q Q E •g •« u O O pj J2 ,ZJ CO O Q Q r- r- t-~000 fN CN CN — CN m CQ CQ CQ % — ' O S) £ i V "c0)O (11 ^1^CD -jCN J 9 g5 e? 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CLO I I I I I I I I I I I I I I I I I I I 960151-026 APPENDIX C Laboratory Testing Procedures and Test Results Maximum Density Tests The maximum dry density and optimum moisture content of typical materials were determined m accordance with ASTM Test Method D1557 The results of these tests are presented in the table below Sample Number 1 2 3 4 Sample Description Red brown, silty fine SAND Red-brown silty fine to medium SAND Red-brown silty medium SAND Gray-Red Brown Silty medium SAND Maximum Dry Density (psf) 1130 1230 1290 1170 Optimum Moisture Content (%) 140 130 100 120 C-l STORMWATER MANAGEMENT PLAN (SWMP) FOR MINOR PROJECTS The County of San Diego Watershed Protection, Storm Water Management, and Discharge Control Ordinance (WPO) (Ordinance No 9589) requires all applications for a permit or approval associated with a Land Disturbance Activity must be accompanied by a Storm Water Management Plan (SWMP) (section 67 804f) The purpose of the SWMP is to describe how the project will minimize the short and long-term impacts on receiving water quality The WPO does not set a minimum size or type of project requinng a SWMP The following types of projects/permits are generally not significant contributors to pollution loading after construction is complete Construction Right of Way Permits, Encroachment Permits, Minor Excavation Permits, Vanances, Boundary Adjustments, Minor Use Permits for Cellular Facilities, and Residential Tentative Parcel Maps As such, these projects may not require post construction Best Management Practices (BMPs) that require long-term maintenance This form is to be submitted for these types of projects to fulfill the SWMP requirement of the WPO (section 67 804 f) It is a living document that can be modified at any time even after construction is complete Changes to the SWMP are documented on the attached Addendum sheet Please be aware that completion of this form does not remove the applicant's responsibility from addressing BMPs during construction. If it «s determined during the review process that the project has the potential to significantly impact water quality after construction, then a more detailed SWMP will be required that addresses post- construction BMPs, Project Name Permit Number- Project Details Project Location Assessors Parcel No Address Hydrologic Unit* Hydroiogic Subarea** Any previous stormwater action Please describe the proposed project. Life Center Cal...L£.Q..c..a.A.a....-USA Construction of new sea life education buildinc Le.gol.and Park. Carlsbad, CA with rerQut.....o.f.....fi.r_e__access 1 Legoland Drive/ Carlsbad, CA left of front entrance #211-100-0900 _ ...l..-L.eg.o.land D.r.,_Carlsbad., CA _ Carlsbad , an * Hydrologic Unit and Area may be determined from the maps found at the following link http vVY/^.rxC-uC^.COnv^Olcr QfOMtn'AvS :?iap ijimj ** Hydrologic Subarea may be determined from the maps found at the following links http ^^vvvv sign ijvvatej ^ster-proqian i.s ^o;ij/;A'ebGi.§wp'H_uji: Nldextinal^! rim, Ei!s.L!!§uii:£^ ;-VPM -^Rffi1'-^ i-k- Unique Site Features (Check all that apply ) • ..... Project is in a river, creek, or lake LJ Directly discharges to a river, creek, or lake. [; Project is 200 feet from a river, creek, or lake, xl Runoff will direcfly discharge into a storm dram plows to existing retention basin x; There are no unique site features for Legoland property. individual designated as stormwater protection contact for the permit. Name rhris Rnm^rn _ Address 1 Lego land JDr City, State, ZIP Carlsbad, CA 92008 Phone Number- 76Q-918-546Q Cellular Phone Number- Fax Number 760-918-5469 A CONSTRUCTION PHASE 1 Potential Pollutant Sources During Construction (Check all that apply) XJ There will be soil-disturbing activities that will result in exposed soil areas This includes minor grading and trenching £] There will be asphalt paving including patching xl There will be slurries from mortar mixsng. coring, or PCC saw cutting and placement X' There will be solid wastes from PCC demolition and removal, wall construction, or form work fc There might be stockpiling (soil, compost, asphalt concrete, solid waste) for over 24 hours K. There will be dewatenng operations $ There will be temporary on-site storage of construction materials, including mortar mix, raw landscaping and soil stabilization materials, treated lumber, rebar, and plated rnetal fencing matenals X There might be trash generated from the project £ This project will involve activities that are not considered to generate pollutants Includes placement of temporary signs (i e elections, events) 2. List the construction BMPs that may be used- (Check all that apply} The BMPs selected are those that will be implemented during construction of the project, The applicant is responsible for the placement and maintenance of the BMPs selected Attach descriptions of the BMPs and their application (available at the DPW counter) as Attachment A ^ Silt Fence ['] Desilting Basin u Fiber Rolls D Gravel Bag Berm ? i Street Sweeping and Vacuuming f.: Sandbag Barrier x Storm Dram Inlet Protection ^ Material Delivery and Storage x Stockpile Management \g Spill Prevention and Control IK Solid Waste Management fc Concrete Waste Management £ Stabilized Construction Entrance/Exit i.".'• Water Conservation Practices !j( Dewatenng Operations ^ Paving and Grinding Operations L Vehicle and Equipment Maintenance X Any minor slopes created incidental to construction and not subject to a major or minor grading perms! shall be protected by covenng with plastic or tarp pnor to a ram event, and shall have vegetative cover reestablished within 180 days of completion of the slope and prior to final building approval i.: No BMPs needed Activities are not considered to generate pollutants B. POST-CONSTRUCTION PHASE ATTENTION; THIS PROJECT MAY BE EXEMPT FROM POST CONSTRUCTION BMP REQUIREMENTS IF ONE OR MORE OF THE FOLLOWING THREE STATEMENTS APPLY. (Check all that apply) Li My project is not located within the County Urban Area as defined by the map that is in Appendix B of the County Watershed Protection, Storrnwater Management and Discharge Control Ordinance (map on file with the Clerk of the Board as document number 0768626), AND my project will not route storrnwater run-off into or through an underground conveyance other than a road-crossing culvert i have attached project plans that show the location of this project, and that demonstrate that storrnwater run-off will be carried above ground only, except at road crossings IF YOU CHECKED OFF THE STATEMENT ABOVE, SKIP TO ITEM D. OTHERWISE COMPLETE ALL REMAINING SECTIONS- "i My project is physically complete or substantially complete, and the prior work on the project has all been done pursuant to or as required by a valid County permit or approval The permit or approval I am seeking is not related to the construction of any storrnwater management device, and will not be followed by any additional construction that will increase the impervious surface of this project or change the post-construction uses of the project area I have attached photographs showing the current state of construction in the areas of the project to which this application for a permit or approval applies X My project has no potential to add pollutants to stormwater after construction is complete, AND will not affect the flow rate or velocity of stormwater run off after construction is complete i have attached project plans that demonstrate that the project will not significantly increase impervious surfaces in the project area and will not add any impervious surfaces that are directly connected to the stormwater conveyance system These plans also show the anticipated post-construction use of the project area I understand that this application will not be exempt from the requirement to submit a post-construction stormwater management plan if County staff conclude that these post-construction uses of the project area have the potential to add pollutants to stormwater after construction is complete I acknowledge that at such time that staff makes this determination, I shall be notified and required to submit the appropriate post-construction SWMP.Note. Flow win be controned by ex. storm sewer sluice gate/pump station sytem List the post-construction BMPs that will be used: (Check all that apply) I'x There will.be permanent landscaping as part of this project The property owner will maintain the landscaping X Asphalt concrete will be placed over the disturbed areas designated as roadway or parking lots x PCC will be placed over the disturbed areas designated as either roadway, parking lots or building pads f Rock slope protection will be placed along channel banks, i Outlet Protection/velocity dissipation devices will be placed at storm dram outfalls to reduce the velocity of the flow x This project will result in a reduction of the amount of asphalt concrete or PCC within the project ! Either asphalt concrete, PCC or porous pavement will be placed over a dirt driveway C. MINISTERIAL PERMITS (Per Part G,8 of Ordinance No. 9426) Please complete this section C if the proposed project is a discretionary permit subject to future ministerial permits, be aware that additional requirements may have to be fulfilled in order to satisfy the requirements of the WPO Provide information for the following steps to determine the impervious area for this project: A Total size of construction area 40, 29_Q (Acres or ft2 whichever is appropnate ) (Affected area! B Total impervious area (including roof tops) before construction 32,320 (Acres or ft2} C Total impervious area (including roof tops) after construction 29,.22.Q (Acres or ft2) Percent impervious before construction B/A = go % Percent impervious after construction C/A = 73 % For proposals that increase impervious surface, a detailed drawing showing drainage from these surfaces being directed to flat vegetated areas not less that 15 feet wide in the direction of runoff flow A detailed drawing of the proposed activity showing that it will not occupy any of the areas currently used for surface drainage flow, filtering, or infiltration X New walkways, trails, and alleys and other low-traffic areas shall be constructed with permeable surfaces, such as pervious concrete, porous asphalt, unit pavers, or granular materials that allow infiltration. If the proposed project is subject to future ministerial permits, please be aware that additional requirements may have to be fulfilled in order to satisfy the requirements of the WPO. D. ATTACHMENTS 1 Please Attach a Project Map or Plan 2 If applicable, construction BMPs from Caltrans Storm Water Quality Handbooks Construction Site Best Management Practices Manual, November 2000 Available at the DPW Counter, 5201 Ruffm Road, Suite B, San Diego, CA 92123 or on the Internet at APPLICANT'S CERTIFICATION OF SWMP I certify under a penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gather and evaluate the information submitted Based on rny inquiry of the person or persons who manage the system, or those persons directly responsible for gathering the information, the information submitted is, to the best of my knowledge and belief, true, accurate and complete I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations Signature Date Name and Title Telephone Number July 20, 2004 Legoland, California LLC One Legoland Drive Carlsbad, California 92008 Attn Mr Chris Romero Facility Manager Re 2004 Stormwater Pollution Prevention Plan Legoland, California LLC One Legoland Drive Carlsbad, San Diego County, California 92008 PSI Project No 559-4G001 Dear Mr Romero In accordance with our agreement dated January 7, 2004, Professional Service Industries, Inc (PSI) has performed a Phase I Environmental Site Assessment of the above referenced property Please find two (2) copies of the final report enclosed Thank you for choosing PSI as your consultant for this project If you have any questions, or if we can be of additional service, please call us at (562) 597-3977 Respectfully submitted, PROFESSIONAL SERVICE INDUSTRIES, INC Kelli Washburn Environmental Professional 2004 STORMWATER POLLUTION PREVENTION PLAN For the LEGOLAND, CALIFORNIA LLC MR JIM FEND, MAINTENANCE DIRECTOR ONE LEGOLAND DRIVE CARLSBAD, SAN DIEGO COUNTY, CALIFORNIA 92008 Prepared for LEGOLAND, CALIFORNIA LLC ONE LEGOLAND DRIVE CARLSBAD, CALIFORNIA 92008 Prepared by Professional Service Industries, Inc 3960 Gilman Street Long Beach. California 90815 Telephone (562) 597-3977 PSI PROJECT NO 559-4G001 July 20, 2004 Kelli Washburn Environmental Professional Valerie Marshall Senior Technical Professional Chris Romero Facilities Manager TABLE OF CONTENTS 1 Summary of Sampling and Inspection Requirements 1 1 1 Stormwater Discharge Sampling Procedures 1 2 Introduction . . 3 3 Site Description . 4 4 Stormwater Pollution Prevention Team . . 6§ 5 Potential Pollutant Sources and Controls 78 5 1 Outer Park/Parking Lot 76 5 2 Service/Administration Area 87 5 3 Inner Park Area 111-0 6 Structural Best Management Practices 1.4-13 6 1 Water Discharge Inlets 1445 62 Secondary Containment 1413 63 Fossil Filter System 1413 6 4 Clarifiers 1443 65 Detention Basin 1413 7 Non-Structural Best Management Practices l§-1-§ 7 1 Employee Education 1§J5 7 2 Good Housekeeping 164-5 7 3 Preventative Maintenance 11.^6 74 Spill Prevention and Response 1817 LIST OF APPENDICES APPENDIX A-SITE MAP APPENDIX B - INSPECTION AND MAINTENANCE FORMS APPENDIX C-TABLES Stoimwater Pollution Prevention Plan Legoland, California PSI Project 559-4G001 1. Summary of Sampling and Inspection Requirements 1 1 STORMWATER DISCHARGE SAMPLING PROCEDURES: 1 Stormwater Samples must be collected a minimum of two times during the wet season (1 October through 31 May) in accordance with the sampling procedures outlined in Appendix I The first set of samples must be collected during the first storm event of the wet season The second set of samples must be collected from a subsequent storm event of the wet season If samples from the first storm event were not collected, samples must be collected from two other storm events during the wet season and records must be maintained explaining why samples were not collected from the first storm event of the wet season 2 Samples must be collected during the first hour of discharge from the storm event Information on how to collect and handle samples is provided in Appendix I 3 Samples must be collected during scheduled facility operating hours that are preceded by at least three working days without stormwater discharge 4 A Cham of Custody Form provided in Appendix I must be completed when samples are collected and will accompany the samples to the state-certified laboratory ANNUAL COMPREHENSIVE SITE COMPLIANCE EVALUATION An annual comprehensive site compliance evaluation is required to be completed once each reporting period from July 1, 2003 through June 30, 2004 Evaluations are to be conducted within eight months to sixteen months of each other and are used to determine the effectiveness of the stormwater program being implemented STORMWATER DISCHARGE VISUAL OBSERVATIONS 1 Stormwater discharge visual observations must be conducted monthly during a storm event for the period from October 1, 2003 through May 31, 2004 2 The stormwatei discharge visual observations must be conducted during a storm event within the first hour of discharge The observations must be performed during a storm event, which has been preceded by at least three working days without stormwater discharge The observations must be conducted during daylight hours within scheduled facility operating hours Records must be maintained that explain the reason any observations were not conducted Stormwater Polluuon Prevention Plan i.erjoland, California PS I Pioject 559-4G001 NON-STORMWATER DISCHARGE VISUAL OBSERVATIONS: 1 Non-stormwater discharge visual observations must be conducted once per quarter on days with no stormwater discharge, however, it is recommended that visual observations be conducted once per month 2 The observations must be conducted during daylight hours within scheduled facility operating hours The quarterly observations must be conducted eight weeks to sixteen weeks apart Slormwater Pollution Prevention Plan Logoland, California PSI Project 559-1G001 2. Introduction Professional Service Industries, Inc (PSI) is submitting this Stormwater Pollution Prevention Plan (SWPPP), prepared for "Legoland, California," herein referred to as Legoland, to the City of Carlsbad and the State of California Water Resources Quality Control Board (CWRQCB), Region 9 to comply with the General Industrial Permit (No CAS000001) The SWPPP was developed to address the Planning Commission Resolution No 4083, Case No SDP 96-14-ltem 49, in accordance with the general requirements of the Municipal/Industrial National Pollutant Discharge Elimination System (NPDES) permits, California Best Management Practices Handbook, and City Planning Ordinance No NS-394, for Stormwater discharge The SWPPP was requested as a result of a recommendation by the City of Carlsbad, San Diego County, California The SWPPP presented herein describes the Legoland facility and its operations, identifies potential pollutants sources for the entire site, including the Outer Park/Parking lot areas, the Service/Administration areas, and the Inner Park area, as well as recommending appropriate Best Management Practices (BMPs) or pollution controls methods to reduce the discharge of pollutants into the storm water runoff This SWPPP was designed to assist the Legoland facility managers to address Best Management Practices (BMPs) related to Stormwater for the facility This SWPPP is intended to be utilized as a working document for the facility manager and includes maps, worksheets, and a list of chemical substances used at the facility The plan should be updated periodically to reflect changes in chemical substances used at the facility and changes in operations that might affect Stormwater discharge The worksheets are designed to be filled out by the various designated team members responsible for the facility's Stormwater pollution prevention It is suggested that the facility director review the plan contents and become familiar with the format Future versions of the plan should focus on any areas which the facility director identifies as a significant problem relative to facility operations or materials management Stormwater Pollution Prevention Plan Legoland, California PSI Project 559-4G001 3. Site Description Legoland is located at One Legoland Drive, San Diego County in Carlsbad, California Legoland currently occupies approximately 120 acres of land and is located in a commercial/ light industrial setting Please refer to the site maps provided in Appendix A for the location of prominent features of the park Legoland is topographically graded to the south to direct surface water flow into the storm drains and floor drains located through out the park that ultimately discharge into the detention basin located at the south end of the park along Palomar Airport Road According to the previous SWPPP prepared by Nolte and Associates and dated October 1997, Legoland is a part of the larger watershed (off-site drainage area) that discharges into Enemas Creek and ultimately into the Pacific Ocean The off-site drainage area drains into two major drainage systems that consist of storm dram pipes and inlets, and eventually discharges into the detention basin located at the south end of the park along Palomar Airport Road During initial construction of Legoland, the adjacent properties were undeveloped However, it was stated in the original SWPPP developed in accordance with the City of Carlsbad Planning Commission Resolution No 4083, that it would be the responsibility of the owners who developed the adjacent properties to prepare individual SWPPPs for each property and identify BMPs needed to treat off-site water flow from those properties Legoland, in cooperation with the City of Carlsbad Department of Public Works Stormwater Protection Program, has designated four (4) stormwater sampling points within the park's borders The first and second sampling points are located along the west side of the inner park near the employee cafe, and Magic Theater attraction These two sampling points represent the park's western drainage flow, which routes surface water runoff to the municipal storm dram line along Legoland Drive The third sampling point is located at the center detention basin outlet This sampling point represents the park's southern drainage flow from the parking lot The fourth sampling point is located on the eastern side of the Service and Repair area and routes all surface water runoff from the maintenance building, hazardous materials storage area, and service and repair area During a storm event these 4 sampling points will be analyzed for the parameters dictated by the CWRQCB, Region 9 as stated in the General Industrial Permit Please note that these sampling points are subject to change, and should be updated with each revision of the SWPPP document Please refer to the table below for additional information on Legoland and its location S'.ormwater Pollution Prevention Plan Legoland California PSI Project 5S9-1G001 Table 1- General Facility Information Facility Address Mailing Address County Phone Principle Business Activity Latitude and Longitude Total Area Occupied by Site Responsible Person One Legoland Drive Carlsbad, California One Legoland Drive Carlsbad, California San Diego (760)918-5464 Theme Park 33'739'N, 117°1885'W 1 20 acres Mr Chris Romero Stormwater Pollution Prevention Plan Legoland, California DSI Project 559-4G001 4. Stormwater Pollution Prevention Team In order to ensure that policies, practices, and operational improvements available for the prevention of stormwater pollution and to ensure that measures established in the SWPPP are being met, Legoland has established a Stormwater Pollution Prevention Team The team members are responsible for assisting the facilities manager in the implementation, maintenance, and revision of the SWPPP Please refer to Table 2 below for a list of individual team members who will be included on the Stormwater Pollution Prevention Team, as well as their respective responsibilities The activities and responsibilities of the team shall address all aspects of the facilities' SWPPP Table 2- Stormwater Pollution Prevention Team Information •••* Name • • -• • "•'• ; Y $•<••$..? Vif ' t/ff^s;!- Mr Jim Fend Mr Chris Romero Ms Valerie Marshall Ms Kelh Washburn Ms Shawnetta Grandberry Mr Michael Hazard •-•* Affiliation ' ^' '''i $??• ^^if^''- Lrh'j ''"j/ Legoland, California Legoland, California Professional Service Industries (PSI) PSI City of Carlsbad Drainage Protection Systems : :J-^Ai"j!<S)T|itl8. :- .-\i-••--.• •• ••••• .••;•••••• •<*•, f . ;..,• '•••.: ^ j; v :.'> :..K' *•* Maintenance Director Facilities Director PSI Senior Technical Professional/ PSI Project Manager Environmental Professional Environmental Specialist Territory Manager Responsibility Program Responsibility Program Implementation and System Maintenance Evaluation of Testing and Inspections performed by PSI staff Testing and Inspections Enforcement Clean Fossil Filters at 51 inlets 3 times annually r; ' -jGonfact • =• «* Information -j. (760)918-5460 (760)918-5464 (562) 597-3977 (562) 597-3977 (760)434-2941 (888) 950-8827 *Note This table is subject to change as team members and responsibilities change Stormwater Pollution Provontion Plan Legoland California PSI Project r''39-4G001 5. Potential Pollutant Sources and Controls This section of the SWPPP addresses the operations of each park area, including materials handling and storage, and general park activities, in relation to the potential for stormwater pollutant discharge sources Please refer to Table 3 in Appendix C for additional information on the BMPs implemented at Legoland 5 1 OUTER-PARK/PARKING Lor STORMWATER DISCHARGES The outer park/parking lot areas comprise approximately 80 acres of the total park area The outer park area is located along Legoland Drive, which runs north-south along the west border of the subject property, and the parking lot located on the south side of the park near Palomar Airport Road The majority of the outer park and parking lot areas is considered impervious due to the asphalt/concrete (AC) pavement surfaces and sidewalks The remainder of the outer park/parking lot area consists of raised landscaping planters The outer park area also consists of two storm dram systems, located within Legoland Drive and Hidden Valley Road, the will convey off-site drainage of storm water discharge around the park and into the detention basin located on the south side of Legoland along Palomar Airport Road The off-site area is currently developed with an agricultural field to the north, Palomar Airport Road followed by Enemas Creek to the south, an undeveloped vacant lot to the east, and a hotel/resort and restaurants to the west The parking lot area is used for public parking and public transportation/charter transportation drop-off and pick-up of visitors and employees Potential pollutant sources for the outer park/parking lot include oil/grease from vehicles and other transportation methods, trash and plant debris, sediment, pesticides, and fertilizers from landscaping practices Existing structural BMPs for the outer park/parking lot include the use of the Fossil Filter inlet inserts in the storm drains, and the on-site detention basin Other structural BMPs include separate unloading areas for charter/public transportation (buses) to reduce the spread of pollutants NON-STORMWATER DISCHARGES Non-stormwater discharges from the Outer Park/Parking Lot include maintenance programs for all paved surfaces that meet or exceed the City ordinance Sweeping activities occurs daily during operational hours and includes the use of a scrubber machine No water is used or retained in the on-site sweeping activities 7 Stormwatur Pollution Prevention Plan Legoland. California PSl Project 559-4GO01 The park irrigation system is also considered a non-stormwater discharge from the Outer Park/Parking Lot Maintenance operations and BMP implementation at the Park generally address the potential for pollutants in relation to irrigation activities This includes the transport of excess fertilizers, debris (trash and plant), and sediment Existing structural BMPs in place include irrigation timers to prevent over- watering, and weekly inspections to identify system malfunctions and over-watering 5.2 SERVICE/ADMINISTRATION AREA The Service/Administration area is located between the parking lot and inner park, along the eastern border of the park Storm water flow in and around the Service/Administration area is facilitated by impervious areas including building roof tops, AC paved areas, concrete pavers, and sidewalks Pervious areas near the Service/Administration area include landscaped slopes, and planters The landscaped areas will be maintained by Legoland to prevent the transport of sediment and debris to the storm dram According to the general design plan for the Service/Administration area, several roof drains are tied directly into the on-site storm dram system to prevent storm water contact with potential pollutant (oil/grease) Additionally, there is one grass swale located on the west side of the Service/Administration building Storm water discharge from the roof drains is routed through the grass swale and into the storm dram, which is equipped with a Fossil Filter insert to trap oil/grease Other potential pollutants such as sediment and debris will be routed to the detention basin Please refer to the "Legoland Service/Administration Structural BMP Maintenance and Inspection Schedule" form, which will be used to document inspection and maintenance in the Service/Administration Area of the site SERVICE AREA STORMWATER DISCHARGES The following is a description of services and maintenance activities that are located in the Service area o Nursery Area The Nursery area is used for temporary storage of plants used to landscape the park and to store green waste (plant debris) before it is disposed of off-site or sent to the chipper for future use as soil amendment through out the park The Nursery area is covered by netting so the plants are exposed to ram Potential pollutants from the Nursery Area include sediment, debris, and fertilizers from plant storage Structural BMPs in and around the Nursery area include rolled curbs and ditches along the outside border to prevent the flow of surface water runoff through the Nursery area, so as to minimize the potential for sediment and debris transport to the storm drains Gravel has been used to cover the Nursery floor to aid water 8 Stormwater Pollution Prevention Plan Leqoland, California PSI Proipct 559-4G001 drainage into the ground, reducing the potential for pollutant transport into the storm dram system Fertilizers are not stored in the Nursery area, but in an enclosed, covered garden shed located adjacent to the Service building • Covered Garden Shed The Garden Shed is used to store gardening equipment and materials such as herbicides, fungicides, insecticides, fertilizers, and spray cans The shed is enclosed and therefore is not exposed to ram and other stormwater runoff Furthermore, the interior of the shed ~doe"s~ not have floor drains, which would prevent any spills from discharging into the storm dram system In the event that a hazardous materials spill occurs in the covered garden shed, proper cleanup of the materials will take place-and be disposed of in accordance with applicable local and State regulations • Covered Maintenance Building Operation in this building includes carpentry, mechanical, electrical, plumbing, electronics, and model repair areas These areas are all enclosed, and are not exposed to ram and other stormwater runoff, therefore the potential for pollutants to be discharged into the storm dram system is minimal This building is not equipped with floor drains, therefore preventing any spills from discharging into the storm dram system In the event that a hazardous materials spill occurs in the Maintenance Building, proper cleanup of the materials will take place and be disposed of in accordance with local and State regulations The Maintenance Building also has a below-grade ramped loading dock located on the southwest side of the building This dock is used for unloading of materials from delivery trucks and is equipped with a trench dram fitted with a Fossil Filter ° Hazardous Materials Storage Area The hazardous materials storage area consists of primarily 55-gallon metal and plastic drums of materials including, but not limited to waste oil, paints, gasoline, and solvents The storage area is equipped with a concrete secondary containment structure to catch any spills or leaks that might occur The waste materials are hauled off site, as needed, by Pacific Technical Services, a subcontractor, who properly disposes of the waste according to regulatory guidelines Existing structural BMPs that are in place include the concrete secondary containment structure and a metal roof to prevent any materials from entering the storm dram system Furthermore, the hazardous material storage area is not equipped with floor dram to prevent the flow of hazardous materials to the storm dram system ° Outer Service Area/Refuse Enclosure The Outer Service Area consists of a wash-down facility, spray booth, refuse enclosure, and park ride maintenance facility The refuse enclosure consists of one solid waste compactor The wash- down facility is used to clean park equipment The wash-down area is not 9 Stormwater Pollution Prevention Plan Legoland, California PS1 Project 559-4GO<5: covered, which means there is potential for exposure to stormwater However, the wash-down area is equipped with ribbon gutters that surround the area to prevent stormwater from entering the wash-down facility The water from wash- down area will be routed by the ribbon gutters into to an interceptor (clanfier) that will filter the water runoff and then route the water to the municipal storm dram system This will reduce oil/grease and debris from entering the storm dram system The waste collected in the interceptor is removed by a subcontractor and disposed of according to applicable local and State regulations "~ The solid waste compactor is washed down regularly by maintenance personnel to prevent the potential of solid waste liquid from flowing onto the surrounding asphalt concrete areas Floor dram in the trash compactor area flow to a clanfier, which filter out debris and then flows to the municipal sewer system No truck maintenance activities are performed on-site Existing structural BMPs include the ribbon gutters, which will prevent excessive water from entering the wash-down facility and overloading the interceptor The interceptor filters the runoff and then flows to the storm dram system to prevent the water from wash-down activities from flowing out of the facility and into the storm dram system The clanfier filters out debris from the solid waste compactor wash down activities and then routes the filtered water to the municipal sewer system SERVICE AREA NON-STORMWATER DISCHARGES Non-stormwater discharges from the Outer Park/Parking Lot include sweeping maintenance programs for all paved surfaces that meet or exceed the City of Carlsbad ordinance The sweeping activities occur daily and include the use of a scrubber machine The park irrigation system is also considered a non-stormwater discharge from the Service Area Maintenance operations and BMP implementation at the park generally address the potential for pollutants in relation to irrigation activities This includes the transport of excess fertilizers, debris (trash and plant), and sediment Existing structural BMPs in place include irrigation timers to prevent over-watering, and weekly inspections to identify system malfunctions and over-watering ADMINISTRATION AREA STORMWATER DISCHARGES The following is a description of the potential pollutants that are located in and around the Administration area Potential pollutants for the Administration area include those associated with the visitor parking area (oil/grease from asphalt-concrete pavement), debris (trash and plant debris), and irrigation runoff Existing structural BMPs include roof drains and Fossil Filters inserts at the storm dram inlets All roof drams, except for one located along the west side of the 10 Stormwater Pollution Prevention Plan Legoland, California PSI Project 559-4G001 building, flow directly into the storm drains system to minimize the potential to come into contact with pollutants associated with asphalt-concrete pavement (oil/grease) The roof dram on the west side of the building drains into a grass swale The runoff that leads into the grass swale will be mostly absorbed by the soil and/or will be routed through a Fossil Filter insert to trap potential pollutants (oil/grease) ADMINISTRATION AREA NON-STORMWATER DISCHARGES The park irrigation system is also considered a non-stormwater discharge from the Administration Area Maintenance operations and BMP implementation at the park generally address the potential for pollutants in relation to irrigation activities This includes the transport of excess fertilizers, debris (trash and plant), and sediment Existing structural BMPs in place include irrigation timers to prevent over-watering, and weekly inspections to identify system malfunctions and over-watering No other non-stormwater discharges are expected to occur in the Administration Area 5.3 INNER PARK AREA INNER PARK AREA STORMWATER DISCHARGE The Inner Park Area is strictly controlled by Legoland and vehicle traffic is limited to service area and peripheral roadways, therefore oil/grease accumulation is not significant Drainage for the Inner Park Area is aided by paved sidewalks, and curbs that route surface water to inlets that lead to the on-site storm dram system, and ultimately into the detention basin This minimizes the potential for surface water runoff to come into contact with landscape or other potential pollutant loading sources INNER PARK AREA NON-STORMWATER DISCHARGES Non-Stormwater discharges in the Inner Park are primarily associated with the lagoon, and water attractions The recreational features in the lagoon and along the lagoon frontage include a Boat Ride, Waterfalls, Marshes, and model displays Inner Park Lake The lake is designed as a "natural lake" and is not treated with any chemicals The lake is equipped with a closed recirculation system so as not to produce any "dead spots" or stagnant water were the potential for algae growth and other nutrient loading might grow Aeration will be provided to sustain a high dissolved oxygen environment in the lake Draining or partial draining of the lake is not expected to take place The lake will not be drained unless needed to facilitate maintenance activities Please note that the activity of draining the lake may require an individual NPDES permit Legoland is responsible for contacting the San Diego Water Quality Control Board (SDWQCB) if drainage of the lake is necessary Legoland has several structural BMPs in place to prevent lake water from discharging into the storm drain system as noted below 11 Slormwater Pollution Prevention Plan Legoland, California PSI Project 559-4G001 o Depth The depth of the lake will vary from one to eight feet in order to meet the water quality, maintenance, and water safety requirements <s> Lake Retaining Wall A concrete retaining wall is in place to prevent wave induced erosion of the lake shoreline as well as to reduce irrigation drainage and debris from entering the lake Sufficient freeboard will also be provided to guard against erosion e Lake Lining System The lake has been lined with a geomembrane as well as with a layer of concrete to prevent any seepage loss In the event of a severe storm event overflow of the lake will be routed through an on- site storm dram inlet, ultimately discharging into the retention basin Walkways in the surrounding inner park area have been graded in a manner that if in the event that the lake overflows, surface water flow will be directed to drainage inlets located through out the inner park All drainage inlets will discharge into the on-site retention basins Inner Park Water Features The water features (Mini-land, Fairytale Brook, Boat School, Gem Wash, and other miscellaneous small fountains, and water attractions) that are located through out the park are relatively small bodies of water, which are equipped with a closed recirculation system The water features are treated regularly with bromine to prevent algae growth All of the water features are drained once a year for maintenance purposes Treatment of the water features is discontinued approximately one to two weeks prior to drainage This allows any significant concentration of Bromine, used for water treatment, to be diluted All organic matter and sediment collected from the bottom of the water feature basins will be collected by maintenance teams and hauled away by the contracted sanitation department inner Park Restaurants and Food Services Several restaurants or food services are located through out the Inner Park These restaurants or food service areas use cooking oil in the food preparation process The residual cooking oil is pumped out of the fryers at night into a portable storage container, which are then wheeled to a 55-gallon metal drum located outside of the restaurant/food service area The cooking oil is then pumped into the 55-gallon metal drum for storage purposes The drums are stored in covered areas to prevent any materials from entering the storm dram system The waste cooking oil is disposed of by a subcontractor, or Darling International, according to agency regulations Existing BMPs in place include a spill response plan that includes the use of absorbents (kitty litter) for spill clean-up The drums are also kept in a covered area to reduce potential contact with storm water during a storm event Routine inspections are also performed to ensure that the restaurant or food service areas are kept clean Inner Park Wash Down Activities Wash down activities take place in the inner park to maintain an aesthetically pleasing 12 Stormwater Pollution Prevention Plan Legoland, California PSI Project 559-4G001 park environmental to the public The inner park area will be subdivided into four to six (4-6) areas, which will be washed down approximately two to three (2-3) times a week depending on the amount of spot cleaning that may be needed Wash down activities consist of employees using a hose and potable water to wash plant debris, and sediment into floor drains located through out the park The surface water produced during the wash down drains into the floor drains, which empty into the on-site storm dram system-system afl4-afe-4ben routed--tQ-the-Qft-sit^-etetefftt0n-basHT-- No plant debris enters the floor drains due to the tight mesh dram covers "Plant debris is collected by park employees and disposed in the appropriate solid waste containers Areas of the inner park where food service, and/or other activities that may produce potential pollutants are not subject to wash down activities Al! wash down water is intercepted before it leaves the property and prior to it becoming co-mingled in the municipal lines Gates have been installed at the three out flowing dram pipes to interrupt the flow of the wash water The water is then pumped from the storm dram pipe and is discharged into the sewer system Once the wash down has been completed, the gate is reopened and the storm dram system functions normally Under no circumstances will the gates be left closed when wash down is not occurring Please refer to the site maps provided in Appendix A for the location of park areas described above 13 Stormwater Pollution Prevention Plan Legoland California PSI Project 559-4G001 6. Structural Best Management Practices 6 1 WATER DISCHARGE INLETS Inlets are located thorugh out the park to aid in routing surface water flow to the storm dram system, and eventually the on-site retention basin, therefore providing a type of initial treatment of the surface water and preventing potential pollutants from entering the storm dram system 6 2 SECONDARY CONTAINMENT Secondary containment structures are used at the site to prevent leaks or spills from contacting stormwater Secondary containment structures are used around the Hazardous Materials Storage Area, located adjacent to the Maintenance Building, and include a concrete spill containment structure with a foot high curb to prevent any releases from the area as well as raised plastic secondary containment units 6 3 FOSSIL FILTER SYSTEM Storm dram inlets located through out the park are equipped with the Fossil Filter System The system consists of a cartridge that contains an absorbent material designed to absorb oil and grease from various sources such as the parking lots, and maintenance areas According to the manufacturer, the filters should be mamtenanced or changed at least every six months, and prior to and after every rainy season or storrn event The "Legoland Fossil Filter Maintenance and Inspection Schedule" provided in Appendix B will be used to document inspection and maintenance performed on the filter system 6 4 CLARIFIERS Clanfiers are used to intercept debris, oil, and grease from entering the storm dram system Legoland operates approximately seven concrete three and four stage clanfiers located in the Service Area, and Inner Park (restaurants/food service areas) The debris that collects in the clanfiers is pumped out by All Max, a subcontractor, on a monthly basis or as needed, while the filtered clarified water is routed to the municipal storm dram system 6 5 DETENTION BASIN The detention basins, located on the south side of the park along Palomar Airport Road, were constructed to trap oil/grease, fertilizers, sediment, and debris from directly entering the municipal storm water drainage system According to the previous SWPPP 14 Stormwatei Pollution Prevention Plan Legoland, California PSI Project 559-4G001 prepared for Legoland by Nolte and Associates, Inc in October 1997, from a biological aspect, it is anticipated that the detention basins will house microbes and plants that will help in the break of potential pollutants including oil/grease, heavy metals, and nutrients from fertilizers applied through out the park Other features such a landscaping in and around the detention basin will provide a "buffer zone" to prevent the overflow of oil/grease from the parking lot area, and will enhance sediment entrapment and filtration, percolation, and nutrient absorption 1 5 Stormwater Pollution Prevention Plan Legoland, California PSI Project 559-4G001 7. Non-Structural Best Management Practices Non-structural BMPs limit the potential for entry of pollutants to stormwater by processes, prohibitions, procedures, and schedule of activities conducted at the site Legoland has implemented the following non-structural BMPs at the site 7 1 EMPLOYEE EDUCATION Legoland has developed and implemented an employee training program for stormwater management as required by the NPDES permit and the City of Carlsbad Stormwater Ordinance to educate personnel on stormwater pollution prevention The education programs are developed to inform employees of the goals of the SWPPP and the responsibilities of each employee The "Employee Training" form in Appendix B will be used to document employee training at the site Topics covered during training include but are not limited to the following 1 Goals of the SWPPP 2 Employee responsibilities 3 General facility maintenance 4 Spill response procedures 5 A review of potential pollutants sources and BMPs 6 Required inspections 7 2 GOOD HOUSEKEEPING A good housekeeping program has been implemented at Legoland to reduce the potential for the introduction of materials to areas that come into contact with stormwater The good housekeeping program includes a wide range of control measures which apply to the overall maintenance and operations of the facility The measures in place ensure that the facility is maintained in a clean, orderly manner The following good housekeeping BMPs are currently in place at Legoland SWEEPING/WASH DOWN Sweeping/Wash Down activities occur for all paved areas in the Outer Park/Parking Lot, Service Administration Area, and Inner Park These activities meet or exceed City of Carlsbad ordinances Sweeping activities occurs daily during operational hours and includes the use of a scrubber machine No water is used or retained in the on-site sweeping activities Wash down activities take place in the inner park to maintain an aesthetically pleasing park environmental to the public The inner park area will be subdivided into four to six (4-6) areas, which will be washed down approximately two to three (2-3) times a week depending on the amount of spot cleaning that may be needed Wash down activities consist of employees using a hose and potable water to wash plant debris, and sediment into floor drains located through out the park The 16 Stormwater Pollution Prevention Plan Legoland, California PSI Project 559-4G001 surface water produced during the wash down drains into the floor drains, which empty into the on-site storm dram system and are then routed to the on-site detention basin No plant debris enters the floor drains due to the tight mesh dram covers Plant debris is collected by park employees and disposed in the appropriate solid waste contains Areas of the inner park where food service, truck maintenance, and/or other activities that may produce potential pollutants are not subject to wash down activities RESTAURANT OR FOOD SERVICE AREA Several restaurants or food services are located through out the Inner Park These restaurants or food service areas use cooking oil in the food preparation process The residual cooking oil is pumped out of the fryers at night into a portable storage container, which are then wheeled to a 55-gallon metal drum located outside of the restaurant/food service area The cooking oil is then pumped into the 55-gallon metal drum for storage purposes The waste cooking oil is disposed of by a subcontracted according to agency regulations A spill response plan that includes the use of absorbents (kitty litter) for spill clean up is currently in place Routine inspections are also performed to ensure that the restaurant or food service areas are kept clean INNER PARK RIDE MAINTENANCE The amusement rides in the Inner Park are powered by water, electricity, or gravity As such, these rides will not require the use of fossil fuels and/or solvents Maintenance activities for these rides will primarily consist of a daily wipe-down using commercial cleaning products, such as 409 Battery charging will also take place in the Inner Park More detailed maintenance activities take place in the Service Area and are described in the Service Area section above DETENTION BASIN MAINTENANCE A maintenance program for the detention basin has been implemented to collect debris and sediment that may escape the inlet of the Fossil Filters Designated Legoland employees will inspect the detention basins on a weekly basis and remove any debris seen A commercial herbicide, Rodeo, will be applied in the detention basin so as not to allow regrowth of vegetation Sediment will be removed on an as needed basis prior and/or preceding the rainy season Please refer to the "Legoland Detention Basin Maintenance and Inspection Schedule" form in Appendix B which will be used to document inspections and maintenance activities in the detention basin GENERAL HOUSEKEEPING STAFF Daily general housekeeping activities include the mopping and wipe-down of various facilities through out the Park Mop and/or cleaning water will be disposed of into the sewer system or in accordance with local agency regulations As previously discussed, employee training sessions will be used to reinforce general housekeeping practices 7 3 PREVENTATIVE MAINTENANCE A preventative maintenance program has been implemented at Legoland to reduce the potential for the introduction of pollutants to stormwater Regular inspections and 17 Stormwater Pollution Prevention Plan Legoland, California PSI Project 559-4G001 maintenance schedules are currently in place for each area involved in the implementation of the SWPPP The regular inspection and maintenance schedules are intended to ensure that all storage containers, equipment, and other materials are handled in such a manner that reduces the potential for leaks or spills, and that all structural and non-structural BMPs are implemented effectively to reduce the potential for stormwater discharge pollutant loading 74 SPILL PREVENTION AND RESPONSE - - --- Depending on the size and nature of the spill of pollutants the site uses on-site and-off- site responders to clean the spill in a timely manner so as not to allow contact of potential pollutants with stormwater Spill mitigation methods and abatement include the identification of activities and areas which are likely to generate spills, and the development of spill prevention and clean-up procedures, material storage requirements, and record keeping and reporting requirements The spill prevention and response program implemented at Legoland includes the following « Implementation of a Business Emergency Plan of the mitigation of hazardous materials as required by Chapter 6 95 of the California Health and Safety Code e Adequate on-site supply of proper spill response materials and equipment ® Documentation of significant spills and leaks (form provided in Appendix B) The possibility of a potential spill or leak is addressed by Legoland by having BMPs in place to mitigate the problem immediately before it has a chance to reach the storm dram inlet Potential pollutants that may be involved in a spill or leak include but are not limited to fuels, oils, greases, solvents, fertilizers, and pesticides Please refer to Table 4 in Appendix C for additional information on materials used at the site Common materials used for the clean up of these spills or leaks include absorbent materials such as rags, absorbent chemicals, or kitty litter The absorbent materials will be disposed of according to local agency regulations and/or according to manufacturer's specifications Spill prevention and response is addressed in employee training It is important to note that notification and documentation of a "significant spill (volume)" is required by City of Carlsbad Ordinance 15 12 120 as well as State and Federal regulations The City of Carlsbad or the County's Health and Safety/Environmental Health Services Materials Management Division will be contacted in the event of a "significant spill,: a spill that is 5-gallons or greater Please refer to the "Significant Spill and Leaks form in Appendix B which will be used to document any releases that occur at the site 18 Stormwater Pollution Prevention Plan Legoland, California PSI Project 559-4G001 NQV-2Q-20Q7 TUE 04;14 PH CITY OF CARSLBAD FAX NO. 760 602 8558 COMMUNITY FACILITIES DISTRICT No, 1 NON-RESIDENTIAL CERTIFICATE: NON-RESIDENTIAL LAND OWNER. PLEASE RFAD THIS OPTION CAREFULLY AND 8E SURE YOU THOROUGHLY UNDERSTAND BEFORE SIGNING THE OPTION YOU CHOSE WILL AFFECT YOUR PAYMENT OF THE DEVELOPED SPECIAL TAX ASSESSED ON YOUR PROPERTY, THIS OPTION is AVAILABLE ONLY AT THE TIME OF THE FIRST BUILDING PERMIT ISSUANCE- PROPERTY OWNER SIGNATURE is REQUIRED BEFORE SIGNING, YOUR SIGNATURE is CONFIRMING THE ACCURACY OF ALL INFORMATION SHOWN. LEGOLAND 760-918-5460 NAME OK OWNER 1 LEGOLAND DR. TELEPHONE 1 LEGOLAND OH. ADDRESS CARLSBAD, CA 92008 PROJECT ADDRESS CARLSBAD, CA 92O08 CITY STATE 211-100-09-00 ZIP CITY STATE ZIP ASSESSOR PASCEL NUMBER(S) OR APNOs) AND LOT NUMBERS^ IF NOT VST SUBDIVIDED BY COUNTY ASSESSOR C8072464 . BuiLDiNG PERMIT NUMBER<S) AS CITED BY ORDINANCE NO, NS-155 AND ADOPTED BY THE crrr OF CARLSBAD. CALIFORNIA. THE CITY IS AUTHORIZED TO LEVY A SPECIAL TAX IN COMMUNITY FACILITIES DISTRICT NO 1. ALL NON RESIDENTIAL PROPERTY. UPON THE ISSUANCE OF A BUILDING PERMIT. SHALL HAVE THE OPTION TO (1) PAY THE SPECIAL DEVELOPMENT TAX ONE TIME OR (2) ASSUME THE ANNUAL SPECIAL TAX - DEVELOPED PROPERTY FOR A PERIOD NOT TO EXCEED TWENTY- FIVE (25) YEARS PLEASE INDICATE YOUR CHOICE BY INITIALIZING THE APPROPRIATE LINE BELOW OPTION (1) OPTION (2)' I ELEC r TO PAY THE SPECIAL TAX - ONE TIME NOW. AS A ONE-TIME PAYMENT AMOUNT OF ONEJPJME SPECIAL TAX: $ 16,802.23 OWNER'S INITIALS': I ELECT TO PAY THE SPECIAL DEVELOPMENT TAX ANNUALLY FOR A PERIOD NOT TO EXCEED TWENTY FIVE (25) YEARS MAXIMUM ANNUAL SPECIAL TAX: $ 232O.39 OWNER'S INITIALS I DO HEREBY CERTIFY UNDER PENALTY OF PERJURY THAT THE UNDERSIGNED IS THE PROPERTY OWNER OF THE SUBJECT PROPERTY AND THAT I UNDERSTAND AND WILL COMPLY WITH THE PROVISION AS STATED ABOVE. SlGNA F PROPERTfOWNER PRINT NAME DATE LAND THE CITY of CARLSBAD HAS NOT INDEPENOENTIA VERIFIED THE INFORMATION SHOWN ABOVE we ACCEPT NO RESPONSiBILJTY AS TO THE ACCURACY OR COMPLETENESS OF THIS INFORMATION USE ALL OTHER COMM FY 12/93 FACTOR X SQUARE FT • .548O - $ 16r8O2 23 OCT-31-2007 WED 10:51 AH CITY OF CARSLBAD FAX NO, 760 602 8558 P. 04 City of Carlsbad Building Department CERTIFICATE OF COMPLIANCE PAYMEOT OF SCHOOL FEES OR OTHER MITIGATION This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City pnor to issuing a building permit The City will not issue any building permit without a completed school fee form Project Name Building Permit Plan Check Number Project Address APN- Project Applicant (Owner Name) Project Descnption Building Type Residential. Second Dwelling Unit' Residential Additions Commercial/Industrial City Certification of Applicant Information legoland CB072464 1 Legoland 211.100-09-00 Legoland Assembly Commercial New Dwelling Unit(s) Square Feet of Living Area in New Dwelling Square Feet of Living Area in SOU Net Square Feet New Area 30,661 Net Square Feet New Area Date SCHOOL DISTRICTS WITHIN THE CITY OF CARLSBAD I2SJ Carlsbad Unified School District 6225 ti Cammo Real Curl-Aad CA 92009 (331-500G) Q ViiU Unified Scfcool District 1234 Arcadia Drivs VistaCA 92083 (726-2170) [j San Marcos Unified School District 2l5Mata\Vay San Marcos, CA 92069 (290-2619) Contact Nancy Dolce (By Appt Only) fj Encimta* Union School District !0l South Rnncho Santa ft Rd Encimtas, CA 92024 (944-4300 ext 166) an Dleguito Union High School District 710 Encimtas Blvd Enomtas, CA 92024 (753-6491) Certification of Applicant/Owners The person executing this declaration ("Owner") certifies under penalty of perjury that (1) the information provided above is correct and true to the best of the Owner's knowledge, and that tne Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase m the number of dwelling units or square footage after me building permit is issued or if the initial determination of units or square footage is found to be incorrect, and thai (2) the Owner is the owner/developer of the above described project(s), or that the person executing this declaration is authorized to sign on behalf of the Owner Signature Date "/It/07 CARLSBAD UNIFIED SCHOOL DISTRICT | | JEFFERSON ELEMENTARY | | AVIARA OAKS ELEMENTARY | | CARLSBAD HIGH SCHOOL | | CARLSBAD VILLAGE ACADEMY | j VMUEV MIDDLE SCHOOL | | BUENA VISTA SCHOOL \ \ MAGNOLIA ELEMENTARY \ \AVIARAOAKSMIDDLESCHOOL \ \ CALAVERA HILLS SCHOOL \ \ PACIFIC RIM \ \ CALAVERA HILLS MIDDLE SCHOOL | | OTHER _ \ \ KELLEY SCHOOL \ \ HOPE SCHOOL RECEIVED FROM (If Applicable) DATE OF Receipt No 23032 nla-i|cr7 PAYMENT FOR ACCOUNT NUMBEE AMOUNT RECEIVED BY CASH CHECK #1*^*4 /TOTAL OCT-3I-20Q? WED 10:51 AH CITY OF CARSIBAD FAX NO. 760 602 8558 P. 05 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school distnct(s))»***«*•««***»»*»»»*•»»»»*»*»»***»***»****«*»•**•«»*»******»**»»»»»**•»•*»»«•»»»»*****•••*»«**••*»«*• THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE Bf.EN OR WILL BE SATISFIED SCHOOL DISTRICT The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School Distnct The City may issue building permits for this project SIGNATURE OF AUTHORIZED SCHOOL DISTRICT OFFICIAL TITLE NAME OF SCHOOL DISTRICT ASSIS1ANT SUPERINTENDENT CARLSBAD UNIFIED SCHOOL DISTRICT 6225 EL CAMINO REAL CARLSBAD, CA 92009 DATE PHONE NUMBER Kcvi -^^^*K<Nr^:t a-0\j9 ^? £-££f u*4-ojiI20•s51 § feCfc 5fii%*9!9r.6Cftf H i X pi^?8 l§lif 1Om-^ ^o§|g^e8 §C/5 **mOm 03-14-2008 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Plan Check Revision Permit No PCR08010 Building Inspection Request Line (760) 602-2725 Job Address 1 LEGOLAND DR CBAD Permit Type PCR Parcel No 2111000900 Lot# Valuation $0 00 Construction Type Reference # CCB072464 Project Title LEGOLAND-SEALIFE MISC REVISIONS 0 NEW Status Applied Entered By ISSUED 01/22/2008 KG Plan Approved 03/14/2008 Issued 03/14/2008 Inspect Area Applicant LEGOLAND CALIFORNIA INC <LF> PLAY U S ACQUISITI ONE LEGOLAND DR CARLSBAD, CA 92008 Owner LEGOLAND CALIFORNIA INC <LF> PLAY U S ACQUISITI ONE LEGOLAND DR CARLSBAD, CA 92008 Plan Check Revision Fee Additional Fees $600 00 $000 Total Fees $600 00 Total Payments To Date $600 00 Balance Due $000 Inspector FINAL APPROVAL Date Clearance NOTICE Please take NOTICE that approval of your project includes the "Imposition" of fees dedications reservations or other exactions hereafter collectively referred to as fees/exactions" You have 90 days from the date this permit was issued to protest imposition of these fees/exactions If you protest them you must follow the protest procedures set forth in 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 ba, dny 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 you have previously been given a NOTICE similar to this, or as to which the statute of limitations nas previously otherwise exmred EsGil Corporation In Partnership zmtfi. government for 'Bw.Cding Safety DATE February 28, 2^Qg^ OAPPUQANT (Iff JURIST^) JURISDICTION Carlsbad a PLAN~REVIEWER a FILE PLAN CHECK NO 07-2464 REV (PCR08010) SET II PROJECT ADDRESS One Lego Dr. PROJECT NAME LegoLand Sealife Facility \~] The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes 2<] The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff 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 The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person The applicant's copy of the check list has been sent to Esgil Corporation staff did not advise the applicant that the plan check has been completed Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Telephone # Date contacted (by ) Fax # Mail Telephone Fax In Person REMARKS On sheet A1 2, Doors 16 and 17 must swing the other way By Kurt Culver Enclosures Previously-approved Esgil Corporation plans D GA D MB [X] EJ D PC 2/20/08 9320 Chesapeake Drive, Suite 208 ^ San Diego, California 92123 ^ (858)560-1468 4 Fax (858) 560-1576 EsGil Corporation In Partnership with government for 'Building Safety DATE February 1, 2O08 JURISDICTION Carlsbad PLAN CHECK NO 07-2464 REV (PCR08010) SET I PROJECT ADDRESS One Lego Dr. PROJECT NAME LegoLand Sealife Facility JURIS a""PCAN~REVIEWER a FILE The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted 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 The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person XI The applicant's copy of the check list has been sent to James Yost 2700 Saturn St Brea, CA 92821 Also faxed to Chris Romero (760) 918-5469 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 James Yost Telephone* (714) 524-1870 Date contacted zM^*(by K ) Fax # -1875 Mail Telephone^ Fax -^ In Person REMARKS By Kurt Culver Esgil Corporation D GA D MB 0 Enclosures EJ PC 1/25/08 9320 Chesapeake Drive, Suite 208 * San Diego, California 92123 * (858)560-1468 + Fax (858) 560-1576 Carlsbad O7-2464 REV (PCR08010) February 1, 2008 PLAN REVIEW CORRECTION LIST COMMERCIAL PLAN CHECK NO O7-2464 REV (PCRO8O1O) JURISDICTION Carlsbad OCCUPANCY USE TYPE OF CONSTRUCTION ALLOWABLE FLOOR AREA SPRINKLERS'? REMARKS DATE PLANS RECEIVED BY JURISDICTION DATE INITIAL PLAN REVIEW COMPLETED February 1, 2008 ACTUAL AREA STORIES HEIGHT OCCUPANT LOAD DATE PLANS RECEIVED BY ESGIL CORPORATION 1/25/08 PLAN REVIEWER Kurt Culver FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform 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 2001 CBC, which adopts the 1997 UBC 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 106 4 3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. Carlsbad 07-2464 REV (PCRO8O1O) February 1, 2O08 • GENERAL 1 Please make all corrections, as requested in the correction list Submit three new complete sets of plans for commercial/industrial projects (two 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 • ARCHITECTURAL 2 On sheet A1 2, Doors 16 and 17 must swing the other way • STRUCTURAL The revised framing on sheet S3 2 is unstable, since the longer W 12x14 (diagonal) is supported on stubbed W12x14's and those stubbed beams have no moment connections specified for them at the columns • ADDITIONAL 4 Please see the following sheets for MEP corrections 5 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 6 Please indicate here if any changes have been made to the plans that are not a result of corrections from this list If there are other changes, please briefly describe them and where they are located in the plans Have changes been made to the plans not resulting from this correction list? Please indicate Q Yes a No Carlsbad 07-2464 REV (PCRO8O10) February 1, 2OO8 7 The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123, telephone number of 858/560-1468, to perform the plan review for your project If you have any questions regarding these plan review items, please contact Kurt Culver at Esgil Corporation Thank you PLUMBING, MECHANICAL, ELECTRICAL, and ENERGY CORRECTIONS PLAN REVIEWER: Eric Jensen ELECTRICAL (2005 NATIONAL ELECTRICAL CODE) • The electrical revisions are fine as submitted PLUMBING (2006 UNIFORM PLUMBING CODE) • The plumbing revisions are fine as submitted MECHANICAL (2006 UNIFORM MECHANICAL CODE) 1 The type I grease hood exhaust fan ductwork must be a minimum of 18" away from the roof (and) the upblast a minimum of 40" away from the "roof" Please detail on the plans CMC 51082 2 Include a 10' radius clearance circle from the outside air intakes to the hood exhaust for the type I hoods shown on sheet M5 1 3 A fire damper is required at the connection of the supply air outlet to the shell of the hood assembly Include the damper location and access panel required on the plans UMC 508 5 & 510 3 4 Provide a section detail for the hood showing the relative dimensioned locations for the hood, ceiling, and overhead construction framing of the floor or ceiling Be sure to describe the construction materials (combustible, limited combustible, or non-combustible) used adjacent to the hood and duct UMC 507 2 Note: If you have any questions regarding this Mechanical 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 07-2464 REV (PCR0801O) February 1, 2008 VALUATION AND PLAN CHECK FEE JURISDICTION Carlsbad PLAN CHECK NO O7-2464 REV (PCR08010) PREPARED BY Kurt Culver DATE February 1, 2008 BUILDING ADDRESS One Lego Dr. BUILDING OCCUPANCY TYPE OF CONSTRUCTION BUILDING PORTION Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA (Sq Ft) cb Valuation Multiplier By Ordinance Reg Mod VALUE ($) Bldg Permit Fee by Ordinance Plan Check Fee by Ordinance | ^ | Type of Review D Complete Review $600 00 D Structural Only PI Repetitive FeeRepeats D Other m Hourly 51 Hours Esgil Plan Review Fee $480.00 * Based on hourly rate Comments Sheet 1 of 1 macvalue doc PLANNING/ENGINEERING APPROVALS PERMIT NUMBER CB ADDRESS DATE 2 RESIDENTIAL TENANT IMPROVEMENT RESIDENTIAL ADDITION MINOR (<$10,000.00) OTHER. PLAZA CAMINO REAL CARLSBAD COMPANY STORES VILLAGE FAIRE COMPLETE OFFICE BUILDING PLANNER ENGINEER DATE DATE Coc*MiforrraiRwining En^nctring Approval eO £ ^s <T sj J PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Address Phone (760)602-453% Plan Check No CBCg Planner APN Type of Project & Use Zoning ct-T^QGeneral Plan '^— Facilities Management Zone I; CFD (m/out) #_Date of participation Remaining net dev acres. Net Project Density DU/AC Circle One (For non-residential development Type of land used created by this permit 000c c c E, E En n D DD D Legend-Item Complete Environmental Review Required. DATE OF COMPLETION Item Incomplete - Needs your action YES DNO0 TYPE Compliance with conditions of approval9 If not, state conditions which require action Conditions of Approval Discretionary Action Required YES D NO 0 TYPE APPROVAL/RESO NO DATE PROJECT NO OTHER RELATED CASES Compliance with conditions or approval9 If not, state conditions which require action Conditions of Approval Coastal Zone Assessment/Compliance Project site located in Coastal Zone9 YES j^JSIO Q CA Coastal Commission Authority9 YES Q NO Q 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) Habitat Management! ^ Data Entry Completed9 YESO NO D If property has Habitat Type identified in Table 11 of HMP, complete HMP Permit application and assess fees in Permits Plus (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, HMP Fees, Enter Acres of Habitat Type impacted/taken, UPDATE') Inclusionary Housing Fee required- YES D NO £3. (Effective date of Inclusionary Housing Ordinance - May 21, 1993 ) Data Entry Completed9 YES D NO D (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE') F \Plan Checks\Bldg Plnchk Rev Chklst REVISED doc Rev 3/06 Site Plan Provide a fully dimensional site plan drawn to scale Show North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of-way width, dimensional setbacks and existing topographical lines (including all side and rear yard slopes) Provide legal description of property and assessor's parcel number Policy 44 - Neighborhood Architectural Design Guidelines D 1 Applicability YES D NO ^ 2 Project complies YES Q NOQ n n Zoning- 1 Setbacks Front Interior Side Street Side Rear Top of slope Required. Required. Required. Required. Required. 2 Accessory structure setbacks Front Required. Interior Side Required. Street Side Required Rear Required. Structure separation Required 3 Lot Coverage A^>4- Required. Shown Shown. Shown. Shown. Shown Shown. Shown Shown. Shown Shown. Shown 4 Height Required. Spaces Required Shown Shown5 Parking (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required _ Shown _ Additional Comments _ ,OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER (/WAftTE Aj>f>&Jl% *> F \Plan Checks\Bldg Plnchk Rev Chklst REVISED doc Rev 3/06 Carlsbad Fire Department BUILDING DEPT COPY Plan Review Requirements Category PCR , Date of Report 03-11-2008 Name Address Reviewed by Permit # PCR08010 Job Name LEGOLAND-SEALIFE MISC Job Address 1 LEGOLAND DR CBAD u 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 CON0002662 [MET] -v^SE^Si?*,,^ APPROVED*) THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUANCE OF BUILDING PERMIT THIS APPROVAL IS SUBJECT TO FIELD INSPECTION AND REQUIRED TEST, NOTATIONS HEREON, CONDITIONS IN CORRESPONDENCE AND CONFORMANCE WITH ALL APPLICABLE REGULATIONS THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE THE VIOLATION OF ANY LAW Entry 03/11/2008 By GR Action AP City of Carlsbad Building Department Original Plan Check No £A <=?t&L\ Plan Check Revision No Project Address Contact Address ^7 60 General Scope of Work Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person 1 Elements revised Calculations Soils Energy Q Other 2 Describe revisions in detail ^ee yemv^fe£? ii i ! 3 List page(s) where each revision is shown 4 List revised sheets that replace existing sheets ii1 j i i 5 Does this revision, in any way alter the exterior of the project"? pi Yes 6 / Does this revision add ANY new floor area(s)"? | | Yes M"No I Does this revision affect any fire related issues"? Q Yes EETNo ^Is this a complete^et? jl/f Yes LJ No /'/////// /y //> X/7 1635 Faraday Avenue Carlsbad CA 92008 Phone 760602-2717/2718/2719/2721 No Fax 760 602-8558 Date Januar>' 21,2008 Company JRMA 2700 Saturn Street Brea, CA 92 821 Attention James Yost Subject SeaLife Aquarium Carlsbad, CA (our project «07-170) Dear Jim, The following is a narrative of the changes to the mechanical and plumbing plans which are effecting a resubmittal to plan check These are items which are designated as Delta # 1 and Delta #2 on the set of plans Mechanical - the majority of mechanical changes were necessitated by the Health Department Submittal for the kitchen, we added various kitchen exhaust fans, rnake-up air units and did a rebalance of the mam mechanical units to account for the negative hood air-flow, and from the need to redistribute some ductwork and diffusers to accommodate ceiling design changes and rerouting of ductwork away from over tanks 1 The ductwork over the shoaling ring was rerouted to allow more service access to the tank 2 Air distribution in the AV Cinema was reselected to conform to no dropped ceiling in the space 3 Diffusers over the Shoreline exhibit were adjusted according to new ceiling layouts 4 Ductwork into Fresh Water/Stream was adjusted to match the floor plan 5 Diffusers over the Introduction and Lobby were adjusted according to new ceiling layouts 6 Ductwork over Ocean Preshow \vas adjusted due to modifications made in # 1 above 7 Air distribution in Water Test, Workshop and Food Prep were modified to match new ceiling layouts 8 Ductwork and air distribution in Retail was modified to match new ceiling layouts 9 The Kitchen was provided with exhaust fans and make-up-air units corresponding to the kitchen consultant drawings The air handing unit's supply and return air was rebalanced to adjust for negative pressures imposed by the seven exhaust hoods in the kitchen area LEGOLAND / SEALJFE DELTA 1 SUMMARY (01/22/2008) JRMA Architectural HI 1 Deleted sheet A8 3 Enlarged Stair plan & Section 2 Deleted sheet A8 4 Tank Platform & Stair Section 3 Added sheet A10 2 Wall Details 4 Deleted sheet A10 3 Standard Metal Framing Details 5 Added sheet A11 3 Interior Elevations 6 Added sheet A11 4 Interior Elevations 7 Added sheet A12 3 Finish Schedule 8 Added sheet ADS 1A Wave Tank 9 Added sheet ADS 6A Ocean Tank Details 10 Added sheet ADS 7A Fresh Water Tank Details & Sections 11 Added sheet ADS 9 Ray Tank 12 Added sheet ADS 10 Interactive Play Pool 13 Added sheet S6 3A Fresh Water Tank Details and Sections 14 Added sheet S6 4 Rock Pool Tank T9 15 Added sheet S6 5 Ray Tank T27 16 Added sheet SD2 6 Framing Details T1 5 1 Deleted 2 hr fire rating designation between lines "C" & "D" along line "1" and between lines "G" and "J" Not needed per side yard designations on sheet T1 7 2 Deleted 2 hr fire rating designation between lines "1" & "4" along line "J" Not needed per side yard designations on sheet T1 7 A1 1 1 Dimensioned exterior stairs 2 Deleted 2 hr fire rating from lines "C" and "D" along line "1" and "G" to "J" also from "1" to "4" along line "J" 3 Revised keynote #24 to read " 4 HR Exterior Wall" 4 Removed both notes 1 and 2 5 Added wall in Switch room 3 11a to allow for installation of electrical panels 6 Rearranged configuration of tanks T14' & T15' in Ocean Pre Show area A1 2 1 Deleted 2 hr fire rating from lines "G" to "J" also from "1" to "4" along line "J" 2 Deleted keynote #19 not used 3 Removed both notes 1 and 2 4 Changed out breakaway doors to swinging double doors between 'Introduction' and 'Fresh Water Stream' areas A1 3 1 Moved exterior stairs along the north to the West to align with line "C" 2 Deleted 2 hr fire rating from lines "C" and "D" along line "1" 3 Revised keynote #24 to read " 4 HR Exterior Wall" 4 Deleted keynote #13 Not used 5 Showed column wrap around columns 1D and 2D 6 Revised tank in interactive play area 7 Removed both notes 1 and 2 A14 1 Deleted keynote #19 Not used 2 Removed both notes 1 and 2 3 Changed out breakaway doors to swinging double doors between "Introduction" and 'Pre-lntro' area 4 Removed themed rock feature at restaurant entry A1 5 1 Deleted keynote #19 Not used 2 Removed both notes 1 and 2 3 Changed keynote #21 Theater Seating by Owner 4 Revised location of north wall in the Ocean Pre-show to run fire rated wall behind tanks 5 Added a fire rated door in the north wall between tank T16 and Tank T17 for access to the tanks 7 Rearranged configuration of tanks T14' & T15' in Ocean Pre Show area A21 1 Removed both notes 1 and 2 2 Updated food court equipment per kitchen consultant 3 Added dimension to the north exterior stairs 4 Small room west of Kitchen W C was named "Janitors" 5 Located Kitchen W C fixtures A22 1 Removed both notes 1 and 2 2 Deleted keynote #11 Not used 3 Deleted elevated platform east of Ray Tank A23 1 Removed both notes 1 and 2 2 Deleted keynote #11 Not used 3 Located Kitchen W C fixtures A24 1 Removed both notes 1 and 2 2 Revised keynote #17 to read," 2 hour rated interior " 3 Deleted keynote #21 Not used 4 Reduced the with of the shade feature on the south between lines "F" and "H" from 8'-0" wide to 4"-0" A25 1 Revised keynote #12 to read, " 2 hour rated interior ' 2 Revised keynote #20 to read, gate to match guardrail 3 Removed both notes 1 and 2 4 Updated food court equipment per kitchen consultant A26 1 Adjusted fire-rating designation at column 5F 2 Located baby changing station on both Male and Female Visitors W C 3 Relocated Paper Towel dispenser in both Male and Female Visitors W C A31 1 Revised keynote #18 to read, "column wrap per 4/AD2 9 or spray with fire resistant coating per Fendolite M-11 or approved equal" 2 Removed gypsum board ceiling in Ocean Pre-show Fire rated walls to run up to underside of structure above A3 2 1 Revised keynote #20 to read, "column wrap per 4/AD2 9 or spray with fire resistant coating per Fendolite M-11 or approved equal" 2 Extended gypsum board ceiling in Discovery /SOS west from line "G" to east wall of Dry Storage 3 Deleted suspended grid ceiling in Lift Lobby 3 09b Install direct applied EIFS over suspended ceiling 4 Revised "hard" ceiling over food court to match flow of equipment below 5 Added metal ceiling access in Female Visitor W C A41 1 Revised keynote #6 to read, "Fiber Cant / Continuous at parapet" 2 Deleted keynote #9 Not used 3 Revised keynote #10 to read, "Stamped and colored concrete at terrace " A51 1 Located exterior light fixtures on building elevations 2 Revised keynote #10 to read, "Fascia detail per detail 3/AD2 5A" 3 Deleted keynote #12 Not used 4 Revised keynote #19 to read, "8/AD2 6" 5 Revised keynote #20 to read "Access Ladder per 6&7/AD2 5A 6 Revised keynote #28 to read "Decorative canopy per 4/AD2 5" 7 Deleted note #1 8 Deleted rock feature at restaurant entry A52 1 Located exterior light fixtures on building elevations 2 Deleted keynote #10 Not used 3 Revised keynote #11 to read, "Fascia detail per detail 3/AD2 5A" 4 Deleted keynote #12 Not used 5 Revised keynote #18 to read, "guardrail per detail 7/AD2 5A" 6 Revised keynote #19 to read, "Handrail per detail 6/AD2 5" 7 Revised keynote #20 to read "Painted Gate" 8 Revised keynote #27 to read, "3/4" reveal" 9 Revised keynote #31 to read, see 6&7/AD2 5A 10 Deleted note #1 11 Detail 1 - Deleted detail reference 1/A7 2 at reservoir tanks 12 Detail 2 - Revised storefront on terrace to match floor plan A61 1 Deleted keynote #7 Not used 2 Deleted keynote #16 Not used 3 Deleted keynote #21 Not used A62 1 Deleted keynote #7 Not used 2 Deleted keynote #16 Not used 3 Deleted keynote #21 Not used 4 Detail 1 - Revised detail call out at west terrace from 2/A7 3 to 6/AD2 5 5 Detail 2 - Removed terrace shade structure A7J. 1 Detail 1 - Revised detail call out at slab from 1/AD2 2 to 6/AD2 8 2 Detail 2 - Revised detail call out at slab from 3/AD2 1 to 2/AD2 1 3 Detail 3 - Removed detail call out at toe of stairs A72 1 Detail 1 - Included foam insulated cricket at roof/parapet A73 1 Detail 1 - Deleted call reference 8/AD2 1 2 Detail 2 - Revised elevation from 14'-2" to 14'-3-1/2" T O curb A83 1 Deleted Ray Tank platform and stairs 2 Added Reservoir Tank access ladder details A11 1 1 Revised detail 1D and 2A for relocated towel dispenser A11 3 1 Revised elevation finishes to match finish schedule A114 1 Revised elevation finishes to match finish schedule A121 1 Added note to "Remarks" to read, "Tinted glass in exterior doors to match storefront" 2 Door #2 - Changed from 20 minute fire rating to 60 minutes fire rating 3 Door #4LSS - deleted 4 Door #4RTL - Changed from 20 minute fire rating to 60 minutes fire rating 5 Door #11 - Changed from Dorma Automatics to swinging 6 Door #13 - Added magnetic hold open 7 Door #16 - Changed from Dorma Automatics to swinging 8 Door #21 - Deleted need for 90 minutes fire rating 9 Door #24 - Added signage to door to read " 34" minimum exiting path of travel to remain clear at all times" 10 Door #27b - New door All hardware to match door #27 11 Door #31 - Remove 3" curb Change to 7'-0" 12 Door #32 - Removed 3" curb Change to 7'-0" 13 Door #33 - Deleted 14 Door #34 - Removed 3" curb Change to 7'-0" 15 Door #35 - Deleted 16 Door #37 - Removed 3" curb Change to 7'-0" 17 Door #38 - Removed 3" curb Change to 7'-0" 18 Door #41A-Added door Match door #17 19 Door #44 - Delete need for 90 minutes fire rating 20 Door #45 - Delete need for 90 minutes fire rating 21 Door #67 - Change door to type D6 Eliason 22 Door #71 - Change door to type D6 Eliason 23 Door #77 - Revise hardware to match Door #78 with no astragal 24 Door #78 - Add center jamb per detail 8/AD2 7 25 Door #79 - Glass tint to match storefront A122 1 Added window "E" in window schedule 2 Revised window type "I" configuration to reduce number of panels 3 Revised window type "V" configuration to raise window sill from O'-O" to 1 '- 6" A123 1 Added sheet 12 3 AD22 1 Revised detail #3 to raise window sill 2 Revised detail #7 to match floor plan AD23 1 Revised detail #1 to remove unnecessary furring 2 Revised detail #3 to add water resistant gypsum board up to 18" above tanks AD25 1 Revised detail #5 to remove tile finish on terrace Provide stamped and colored concrete 2 Revised detail #6 to replace metal guardrail with wood 3 Revised detail #9 to reduce curb height to 3-1/2" and remove tile finish AD25A 1 Revise detail #5 to remove metal guardrail with wood 2 Remove tile finish from detail #5 Provide stamped and colored concrete AD26 1 Revised detail #1 to add type "X" gypsum board to underside of stairs 2 Revised detail #2 to add type "X" gypsum board to underside of stairs 3 Revised detail #3 to add type "X" gypsum board to underside of stairs 4 Revised detail #4 to add type "X" gypsum board to underside of stairs 5 Revised detail #6 to add type "X" gypsum board to underside of stairs 6 Added detail #8 with wood handrail AD27 1 Deleted detail #8 2 Removed framing enclosure around roll up door AD28 1 Added wood sill to window detail #3 AD31 1 Replaced tank plan and details per design Architect to show revised location of skimmer box 2 Modified 'Rebate Detail' for 'Harbour Tank' AD31A 1 Replaced tank plan and details per design Architect to show revised location of skimmer box 2 Modified dimensions / configuration of 'Wave Tank' AD32 1 Provided steel framing call outs AD33 1 Revised Shoaling Ring framing AD34 1 Revised Ocean Tank Skimmer box location and pipe penetration locations 2 Modified miscellaneous dimensions at 'Ocean Tank' AD35 1 Revised location of acrylic portholes 2 Relocated skimmer box 3 Added second section 4 Modified miscellaneous dimensions at 'Ocean Tank' AD36 1 Relocated skimmer box 2 Relocated pipe penetrations 3 Modified miscellaneous dimensions at 'Ocean Tank' AD36A 1 Added Ocean tank details 2 Modified miscellaneous dimensions at 'Ocean Tank' AD37 1 Relocated skimmer box 2 Relocated pipe penetrations AD37A 1 Added sheet for details of Fresh Water Tank AD38 1 Relocated skimmer box 2 Relocated pipe penetrations AD39 1 Removed platform on east side of Ray Tank ADS 10 1 Added touch pool at interactive play zone Civil SS 1 Topographic Survey - No Changes CO 1 General Notes - No Changes CO 2 General Notes - No Changes CO 3 Temporary Construction Facilities Plan - No Changes CO 4 Temporary Construction Facilities Notes - No Changes CO 5 Demolition Plan 1) 1) Revised Pavement removal - Move Pavement is to remain 2) 2) The exit ramp from the roller coaster is to remain C1 0 Site Layout Plan 1) 1) Revised layout around the existing Mechanical building 2) 2) The exit ramp from the roller coaster is to remain 3) 3) Sidewalk behind the building is now 4'-6" 4) 4) Deleted pavers on the east side of the building and replaced it with asphalt pavement Some existing pavement is to remain 5) 5) Deleted special pavers in front of the building C1 1 Enlarged Site Layout Plan 1) 1) Revised layout around the existing Mechanical building 2) 2) The exit ramp from the roller coaster is to remain 3) 3) Sidewalk behind the building is now 4'-6" 4) 4) Deleted pavers on the east side of the building and replaced it with asphalt pavement Some existing pavement is to remain 5) 5) Deleted special pavers in front of the building C1 2 Enlarged Site Layout Plan 1) 1) Deleted pavers on the east side of the building and replaced it with asphalt pavement Some existing pavement is to remain 2) 2) Deleted special pavers in front of the building 3) 3) Moved gate (2'-0") by the existing building to the east C1 3 Enlarged Site Layout Plan 1) 1) The exit ramp from the roller coaster is to remain 2) 2) Sidewalk behind the building is now 4'-6" 3) 3) Deleted pavers on the east side of the building and replaced it with asphalt pavement Some existing pavement is to remain 4) 4) Moved gate (2'-0") by the existing building to the east C2 1 Grading and Drainage Plan 1) 1) Added existing (found) drainage from building to the east and tied it into the drainage system 2) 2) Revised grading and drainage on west side of the building around the existing mechanical building 3) 3) Revised grading at the rear of the building The existing ramp from the roller coaster is to remain C2 2 Grading and Drainage Plan 1) 1) Added existing (found) drainage from building to the east and tied it into the drainage system 2) 2) Revised grading and drainage on west side of the building around the existing mechanical building C2 3 Erosion Control Plan - No Changes C3 1 Drainage Details 1) 1) Revised Detail H to accommodate electrical and communication conduits C3 2 Drainage Details - No Changes C3 3 Erosion Control Details - No Changes C4 1 Site Layout Details 1) 1) Added detail for Gate at Southeast corner of the building C6 1 Wet Utility Plan 1) 1) Revised water for found conditions at the Southwest corner of the existing building 2) 2) Revised fire protection waterlme entrance into the building at the Southwest corner of the proposed building Structural Sheet S2 1 Keynote 16, changed to detail 1/S6 3 Reinforcement at openings in lid added Sheet S3 2 Modified entrance canopy framing Sheet S5 1 Removed 30'-0" dimension on all elevations at "Roof Framing" Added T O S in front of 13'-6 3/4" on all elevations Changed "Foundation" to F F on all elevations Lap splice detail callout changed from 1/SD3 3 to 1/SD1 1 Sheet SD2 6 - Detail 2 Added Reservoir Tank - Interior Wall Detail Sheet SD3 1 - Detail 3 Reference to Schedule "A" changed to detail 1/SD3 1 Sheet SD4 1 - Detail 4/4A Plate 1/2" X 7" changed from 17" to 22" ARC HITFCTS FNGINEERS PLANNERS PLAN CHECK RESPONSE Date February 18, 2008 To City Carlsbad Building Department 1635 Faraday Ave , Carlsbad, CA 92008 Attn Kurt Culver, EsGil Corporation Project Legoland Sealife Facility Project Address One Legoland Drive, Carlsbad, CA Plan Check No 07-2464 REV(PCROSOIO) JRMAJobNo 3831-0 Note For convenience, revisions are identified on plans with clouding and delta "F" Changes made to plans not related to plan check comments are clouded and delta "G" I Item No J R MILLER & ASSOCIATES INC 2700 SATURN ST BREA CA 92821 TEL 7145241870 FAX 7145241875 4 5 6 Response General No comments Architectural Due to number of occupants in each room, two exits arc required Second exit from both rooms is from the North and swings in the directions of egress Please see Sheet Tl 5 showing exiting Please see attached response and corresponding calculations Additional Please see attached response to MPH corrections Corrections included here Please see attached City of Carlsbad Community Development Planning and Engineering Plan Check Comments Screening was added to the door to conseal the equipment See Sheet A4 1 Roof Plan and Sheets A5 1 and A5 2 Exterior elevations WWW JRMA COM February 18, 2008 Page 2 7 Please see attached Health Department comment corrections list for Mechanical, Electrical and Plumbing changes 8 See attached list of plan changes dated 2/18/08 Feb 19 081134a P2 LEGOLAND / SEALIFE DELTA 2R - SUMMARY OF WORK (KITCHEN RE-SUBMITTAL TO HEALTH DEPARTMENT) JRM A Project No 3831 (February 19,2008) CIVIL 1) ON CIVIL PLAN Cl 0, INDICATED TRASH RECEPTACLES ALONG THE NORTH SIDE AND AT EAST END OF BUILDING ADJACENT TO AREA OF BUILIDNG CONTAINING RESTAURANT ARCHITECTURAL 1) ON SHEET A12 3, FINISHES SCHEDULE HAS BEEN MODIFIED TO INCLUDE SPECIFICATION FOR PREFAB WALK-IN REFR1G/FRBEZE WALLS AND CEILING CONSTRUCTION 2) ON SHEET A12 3, FINISHES SCHEDULE HAS BEEN MODIFIED TO INCLUDE SPECIFICATION FOR SELF COVING FLOOR AT RESTROOMS AND AT WALK-IN REFRIG / FREEZE 3) CONTRACTOR TO SUBMIT SAMPLE OF CERAMIC BASE TILE FOR HEALTH DEPARTMENT REVIEW AND APPROVAL PRIOR TO INSTALLATION 4) CONTRACTOR TO SUBMIT SAMPLE OF CONCRETE SEALANT FOR HEALTH DEPARTMENT REVIEW AND APPROVAL PRIOR TO INSTALLATION 5) ON SHEET A2 3, FLOOR DRAIN ADDED TO KITCHEN AREA TOILET ROOM Plan Review Response Carlsbad 07-2464 Rev (PCR08010) Structural 3 The system is stable because the diagonal facia beam cantilevers on both ends to support the two stubbed beams The diagonal beam is, in turn, supported cantilevers of the interior beams See the attached calculation (we have increased the size of the beam for architectural reasons) Gravity Beam Design RAM Steel vl 1 2 LegoLand Sea Life DataBase SeaLifeentiy Building Code UBC1 01/23/08 1427 17 Steel Code ASD 9th Ed Floor Type floor SPAN INFORMATION (ft) Beam Size (Optimum) Total Beam Length (ft) Cantilever on left (ft) Cantilever on right (ft) POINT LOADS (kips) Dist DL RedLL 0 000 0 07 0 00 11515 085 000 28923 017 000 LINE LOADS (k/ft) Beam Number = 275 I-End (135 69,0 00) = W14X22 - 2892 - 281 = 870 J-End(15750,1900) Fy = 50 0 ksi Red% NonRLL StorLL 00 00 00 0 17 636 1 13 000 000 000 Red% 00 00 00 RoofLL 000 000 000 Red% 00 00 00 Load 1 2 3 4 5 6 7 8 9 10 Dist 0000 2810 2811 11 515 11 515 20219 20219 28 923 0000 2810 2811 20219 20219 28 923 0000 2810 2811 20219 20219 28 923 DL 0023 0034 0000 0034 0 000 0034 0000 0034 0008 0008 0008 0008 0008 0008 0022 0 022 0022 0022 0022 0022 LL 0219 0323 0000 0323 0 000 0 323 0000 0323 0075 0075 0075 0075 0075 0075 0000 0000 0000 0000 0 000 0000 Red% Type NonR NonR NonR NonR NonR NonR NonR NonR NonR NonR SHEAR Ma\V (DL+LL) = 771 kips f\ = 2 57 ksi F\=1896ksi MOMENTS Span Left Centei Right Contiollmu Cond Max - Max i Max - Max - Moment kip- ft -2 2 402 -243 -24 "i 402 <Cl' ft 28 11 5 202 202 11 5 Lb ft 28 0 0 S7 S 7 0 0 Ch Tension Flange Compr Flange 00 00 45 00 00 ft 090 1664 1007 1007 1 6 64 Fb 3300 33 00 30 00 30 00 V, 00 ft 090 1664 1007 1007 Fb 3300 33 00 25 67 22 25 — Gravity Beam Design RAM Steel vll 2 LegoLand Sea Life DataBase SeaLifeentry Building Code UBC1 Page 2/2 01/23/08 1427 17 Steel Code ASD 9th Ed REACTIONS (kips) DL reaction Max +LL reaction Max -LL reaction Max -Kotal reaction Max -total reaction DEFLECTIONS Left cantilever Dead load (m) Pos Live load (in) Neg Live load (in) Pos Total load (in) Neg Total load (in) Center span Dead load (in) Live load (in) Net Total load (m) Right cantilever Dead load (in) Pos Live load (in) Neg Live load (in) Pos Total load (in) Neg Total load (in) Left 087 625 -1 20 7 12 -033 = 0012 = -0061 = 0145 = -0 049 = 0157 at 1 1 43 at 1 1 43 at 1 1 43 = -0 009 = -0471 = 0450 = -0 480 = 0442 Right 1 61 987 -0 10 1148 1 51 L/D = L/D = L/D = L/D = L/D - ft = ft = ft = L/D = L/D = L/D = L/D = L/D = 5842 1111 465 1372 431 -0023 -0 294 -0317 23427 444 464 435 473 L/D = 9064 L/D = 710 L/D = 659 O oO co UJ s LU*H LL A LUO CO S^§S:g8 OL m (V- 0 o City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 05-09-2008 Plan Check Revision Permit No PCR08041 Building Inspection Request Line (760) 602-2725 Job Address 1 LEGOLAND DR CBAD Permit Type PCR Status ISSUED Parcel No 2111000900 Lot* 0 Applied 04/24/2008 Valuation $000 Construction Type NEW Enteied By JMA Reference* CB072464 Plan Approved 05/09/2008 PC # rssued 05/09/2008 Project Title LEGOLAND EXTERIOR FRAMING & Inspect Area CALCS-DEFERRED Applicant Owner CHRIS ROMERO LEGOLAND CALIFORNIA INC <LF> PLAY U S ACQUISITI C/O PTS PO BOX 543185 DALLAS TX 75354 760-846-0842 Plan Check Revision Fee $360 00 Additional Fees $0 00 Total Fees $360 00 Total Payments To Date $360 00 Balance Due $0 00 FINAL APPROVAL Inspector Date Clearance NOTICE Please take NOTICE that approval of your project includes the Imposition" of fees dedications reservations, a 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 you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired City of Carlsbad Plan Check Revision No. Project Address CW. Contact Atldress Building Department Original Plan Check NcAC-B DITH/-& _ Date _Ph ILo Fax 160 APN Business at this address General Scope of Work __ Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person • Elements revised Plans Calculations Soils Energy Q Other 2 Describe revisions in detail CtfrnpUttf. c,P\ n\ &v4-eptor -f'^i^'^a p/an< OimtoL|- I / \rj-i_i_ \ Lne4 ir\£iM<^t /n nr\qtnck. ^/yArtii-f/^/ )c7 - ' / 3 List page(s) where each revision is shown /•* 4 List revised sheets that replace existing sheets O Does this revision, in any way, alter the exterior of the project? I I Yes \~X\ No O Does this revision add ANY new floor area(s)? [H Yes ^ No T Does this revision affect any fire related issues"? | | Yes [y| No 8 Is this a complete set/shat replaces the original permitted set? ED Yes [2 No jgfSignature- 1635 Faraday Avenue, Carlsbad, CA 92008 Phone 760-602-2717/2718/2719/7541 Fax 760-602-8558 EsGil Corporation In Partners flip nntfi. government for ViuiCcfing Safety DATE April 30, 2008 OAEHJCANT JURISDICTION Carlsbad a FILE PLAN CHECK NO 07-2464 REV2 (PCR08-41) SET I PROJECT ADDRESS One Lego Dr. PROJECT NAME LegoLand Sealife Facility Exterior Wall Framing XI The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes ] The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted 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 The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person The applicant's copy of the check list has been sent to Esgil Corporation staff did not advise the applicant that the plan check has been completed Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Telephone # Date contacted (by ) Fax # Mail Telephone Fax In Person REMARKS By Kurt Culver Enclosures Esgil Corporation D GA D MB D EJ D PC 4/28/08 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858)560-1468 + Fax (858) 560-1576 Carlstiad 07-2464 REV2 (PCRO8-41) April 30, 20O8 VALUATION AND PLAN CHECK FEE JURISDICTION Carlsbad PLAN CHECK NO 07-2464 REV2 (PCRO8-41) PREPARED BY Kurt Culver DATE April 30, 2008 BUILDING ADDRESS One Lego Dr. BUILDING OCCUPANCY TYPE OF CONSTRUCTION BUILDING PORTION Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code RIHn Pprmit Poo hu HrHma AREA (Sq Ft) cb Valuation Multiplier By Ordinance Reg Mod VALUE ($) Plan Check Fee by Ordinance $360 00 Type of Review I Repetitive FeeRepeats D Complete Review D Other r-n Hourly Structural Only 3 Hours* Esgil Plan Review Fee $288 00 * Based on hourly rate Comments Sheet! of 1 macvalue doc Carlsbad Fire Department Plan Review Requirements Category PCR , Date of Report 05-06-2008 Name Address CHRIS ROMERO Reviewed by Permit # PCR08041 Job Name LEGOLAND EXTERIOR FRAMING & Job Address 1 LEGOLAND DR CHAD IMCtMVf'PT'TTl1Nil ih in uii'Himi i 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 CON0002763 [MET] THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUANCE OF BUILDING PERMIT THIS APPROVAL IS SUBJECT TO FIELD INSPECTION AND REQUIRED TEST, NOTATIONS HEREON, CONDITIONS IN CORRESPONDENCE AND CONFORMANCE WITH ALL APPLICABLE REGULATIONS THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE THE VIOLATION OF ANY LAW Entry 05/06/2008 By GR Action AP LEGOLAND SEA LIFE EXTERIOR STUDS Structural Calculations Job No. A08-074 MARCH 11, 2008 fcog2£o£^r cM — ~ C O W «J O 1*1 '^ CJ 5 « Prepared by «c5S»p5oT5 a--;^ o ^ c. a.-c ™ o c it <o >•O o£ « w $5 5 * u. Q m FICCADENTI & WAGGONER Consulting Structural Engineers, Inc 16969 Von Karman, Suite 240 Irvine, CA 92606 Tel (949)474-0502 Fax (949)474-1801 FICCADENTI & WAGGONER Consulting Structural Engineers, Inc Legoland Exteriors 16969 Von Karman, Suite 240 Irvine, CA 92606 PROJECT. DATE A08-074 2/19/2008 Tel (949)474-0502 Fax (949)474-1801 DESIGNER I Legoland Sea Life Weight EIFS 5/8" Gyp 5/8" Dens Glass 2" EIFS 6"stud@16"oc Misc 3 20 psf 4 00 psf 2 00 psf 2 00 psf 1 80 psf 130 psf Wind Mean roof height = 32 ft max 70 mph Ce= 1 39 Exposure C qs= 126 P=CeCqqslw (CBC20-1) Ptyp,cal = 21 0 psf Pcornens = 26 3 psf Pparapets = 22 8 psf Seismic = Zone 4 ap= 1 00 Ca= 0 40*Na Ca= 0 40 Cv= 0 56*NV Cv= 0 56 Soil Type = SD lp= 1 00 Rp= 30 Na= 1 0 Nv= 1 Cq typical" 1 2 '•'q comers" 1 3 q parapets" ' 3 lw= 1 00 Fp = 0 38Wp max (ASD) (LABC 32-2) Fpmax= 1 14Wp (LABC 32-3) EIFS Fp = 5 0 psf FICCADENTI & WAGGONER Consulting Structural Engineers, Inc 16969 Von Karman, Suite 240 Irvine, CA 92606 Tel (949)474-0502 Fax (949)474-1801 PROJECT _ DATE DESIGNER_ PAGE LEGOLAND A08-074 GEL STUD SCHEDULE (L/2401 fat Discontinuities! Designation 35/8"-20Gax1 5/6 FL 4"-16Gax1 5/5 FL ...4:'.-'16Gax1/5/8FL, :r ..'«•* v^ - 4"-18Gax1 5/8 FL 4"-20Gax1 5/8 FL 6"-14Gax1 5/8 FL 6"-14Gax1 5/8 FL 6" - 14Ga x 2 FL 6" - 14Ga x 2 FL 6"-16Gax1 5/8 FL 6":16Ga-x1 5/8/.FL 12" - 14Ga x 2 1/2 FL 12"-16Gax1 5/8 FL 6"-18Gax1 5/8 FL 6"-20Gax1 5/8 FL 8"-18Gax1 5/8 FL q PSF 263 263 26.S-, 263 263 263 263 263 263 263 ;26.3"' 263 263 263 263 263 spacing oc 16 16 12: 16 16 16 12 16 12 16 ' -12,' '•'•'• 12 12 16 16 16 w Plf 35 35 26«*>••>•::,; 35 35 35 26 35 26 35 "26 26 26 35 35 35 Mcap ft-lb 5846 16728 ^6728'; 8961 6665 35924 35924 42081 42081 29079 "29079 ' 1E+05 64376 15523 11587 23284 u in 0561 1117 •1117,, 0907 0705 3600 3600 4216 4216 2914 2914:';. 25073 19870 2357 1827 4713 "-maxM ft 1054 1783 ;:y2Q59:';. 1305 1126 2613 3018 2828 3266 2351 ' ;27-'15"' 5082 404 1718 1484 2104 1-maxl ft. 1010 1271 ;.^9a 1186 1090 1877 2066 1979 2178 1750 ,,;r/19:2'6 3946 3652 1630 1497 2054 FICCADENTI & WAGGONER Consulting Structural Engineers, Inc. 16969 Von Karman, Suite 240 Irvine, CA 92606 Tel (949)474-0502 Fax (949)474-1801 PROJECT _ DATE DESIGNER_ PAGE LEGOLAND AOS-074 GEL STUD SCHEDULE (1/2401 (not at Discontinuities) Designation 3 5/8" - 20Ga x 1 5/8 FL 4"-16Gax1 5/8 FL •'V4"-16Gax1 5/8 FIX 4"-18Gax1 5/8 FL 4"-20Gax1 5/8 FL 6"-14Gax1 5/8 FL 6"-14Gax1 5/8 FL 6" - 14Ga x 2 FL 6" - 14Ga x 2 FL .:.6"-i6.Gax1 5/8 PL''-' 6"-16Gax1 5/8 FL 12" - 14Ga x 2 1/2 FL 12"-16Gax1 5/8 FL 6"-18Gax1 5/8 FL 6"-20Gax1 5/8 FL 8"-18Gax1 5/8 FL q PSF 21 21 ,.2t-' 21 21 21 21 21 21 ;2-l:""'' 21 21 21 21 21 21 spacing OC 16 16 ^. .12./;:f' 16 16 16 12 16 12 tJ6.'--;j 12 12 12 16 16 16 w Pif 28 28 ":-21 - 28 28 28 21 28 21 '•28' 21 21 21 28 28 28 Mcap ft-lb 5846 16728 16728/ 8961 6665 35924 35924 42081 42081 29079;/ 29079 1E+05 64376 15523 11587 23284 Iff in 0561 1117 '•"1.117 • •• 0907 0705 3600 3600 4216 4216 •J&N 2914 25073 19870 2357 1827 4713 LmaxM ft 118 1996 .<2.3'04 1461 126 2925 3377 3165 3655 *;263r;i 3038 5687 4521 1922 1661 2355 l-rnaxl ft 1089 1370 :15-0%:-, 1278 1175 2024 2227 2133 2348 '*&>&B;* 2076 4253 3936 1757 1614 2214 * 13 J[ » FICCADENTI & WAGGONER Consulting Structural Engineers, Inc. 16969 Von Karman. Suite 240 Tel (949) 474-0502 ' Irvine, CA 92614 Fax (949) 474-1801 1 [frf. 2^1 4 fl- PROJECT DATE DESIGNER PAGE ___!£_ :i=:F y, k- ci-s. FICCADENTI & WAGGONER Consulting Structural Engineers, Inc 16969 Von Karman, Suite 240 Tel (949) 474-0502 Irvine, CA 92614 Fax (949) 474-1801 -ft. (X r ->\ LJ. PAGE. Ficcadenti & Waggoner, Inc Consulting Structural Engineers 16969 Von Karman Ave , Suite 240 (949)474-0502 Ph (949)474-1801 Fax Title Sealife - Legoland Dsgnr GEL Description Scope Job # A08-074 Date 11 56AM, 11 MAR 08 Rev 560100User KW-0601912 Ver561 25-Oct 2002 (c)1983 2002 ENERCALC Engineering Software Single Span Beam Analysis Description Jamb 1 General Information j Center Span 916ft Left Cantilever ft Right Cantilever ft Moment of Inertia 0 458 m4 Elastic Modulus 29,000 ksi Beam End Fixity Pin-Pin Point Loads j| Magnitude 0 084 k Location 7 000 ft k k ft ft k k ft ft Trapezoidal Loads ^ Magnitude @ Left Magnitude @ Right Dist To Left Side Dist To Right Side 0 035 k/ft 0 095 k/ft 0 035 k/ft 0 095 k/rt 7 000 ft ft 9160ft 7000ft k/ft k/ft k/ft k/ft ft ft ft ft Query Values || Center Location Moment Shear Deflection 0 000 ft Left Cant 0 000 ft 0 00 k-ft 0 00 k-ft 0 44 k 0 00 k 0 00000 in 0 00000 in Right Cant 0 000 ft 0 00 k-ft 000 k 000000 in § Summary Moments Max + @ Center Max - @ Center @ Left Cant @ Right Cant Maximum = | 1 02 k-ft at 0 00 k-ft at 0 00 k-ft 0 00 k-ft 1 02 k-ft Shears 4 63 ft @ Left 0 00 ft @ R|9ht Maximum Deflections @ Center @ Left Cant @ Right Cant 044k 038k 044 k -1 156 in at 0 000 in at 0 000 in at Reactions @ Left @ Right 459ft 000ft 000ft 044k 038k t c u/, - FICCADENTI & WAGGONER Consulting Structural Engineers, Inc 16969 Von Karman. Suite 240 Tel (949) 474-0502 Irvine, CA 92614 Fax (949) 474-1801 PROJECT . DATE fl- PAGE Jl /My - \.$^ y * Tr* I ' 7 FICCADENTI & WAGGONER Consulting Structural Engineers, Inc 16969 Von Karman, Suite 240 Tel (949) 474-0502 Irvine, CA 92614 Fax (949) 474-1801 PROJECT DATE DESIGNER PAGE A. -v Ficcadenti & Waggoner, Inc Consulting Structural Engineers 16969 Von Karman Ave , Suite 240 (949)474-0502 Ph (949)474-1801 Fax Title Sealife - Legoland Dsgnr GEL Description Scope Job # A08-074 Date 1252PM, 11 MAR 08 ntev 560100Jser KW 0601912 Ver561 25 Oct 2002 0)1983-2002 ENERCALC Engineering Software Single Span Beam Analysis , Virvme office^08 projectste08 074 legolan J Description Jamb 2 General Information J| Center Span 1400ft Left Cantilever ft Right Cantilever ft Moment of Inertia 0 700 in4 Elastic Modulus 29,000 ksi Beam End Fixity Pin-Pin Point Loads | Magnitude 0 221 k Location 7 000 ft Trapezoidal Loads Magnitude @ Left Magnitude @ Right Dist To Left Side Dist To Right Side k k k k ft ft ft ft I 0 028 k/ft 0 077 k/ft k/ft k/ft 0 028 k/ft 0 077 k/tt k/ft k/ft 7 000 ft ft ft ft 14000ft 7000ft ft ft Query Values | Center Location Moment Shear Deflection 0 000 ft Left Cant 0 000 ft Right Cant 0 000 ft 0 00 k-ft 0 00 k-ft 0 00 k-ft 0 56 k 0 00 k 0 00 k 0 00000 in 0 00000 in 0 00000 in 1 Summary Moments Max + @ Center Max - @ Center @ Left Cant @ Right Cant Maximum = i 2 06 k-ft at 0 00 k-ft at 0 00 k-ft 0 00 k-ft 2 06 k-ft Shears 699ft ©Left 0 00 ft @ R'9ht Maximum Deflections @ Center @ Left Cant @ Right Cant 056k 039k 056k -3313m at 0 000 in at 0 000 in at Reactions @Left @ Right 682ft 000ft 000ft 056k 039k FICCADENTI & WAGGONER Consulting Structural Engineers, Inc 16969 Von Karman, Suite 240 Tel (949) 474-0502 Irvine, CA 92614 Fax (949) 474-1801 RE APE £ V *. 13 •Ch fK PROJECT . DATE DESIGNER PAGE tf i ^ •> FICCADENTI & WAGGONER Consulting Structural Engineers, Inc 16969 Von Karman, Suite 240 Tel (949)474-0502 Irvine, CA 92614 Fax (949) 474-1801 J/M* *? [|2^f • ^ ^ j ft -ft ft. u/,> !>*u- ?!> r- •V'rr 4-UL PROJECT . DESIGNER . PAGE PR; U!(c Ficcadenti & Waggoner, Inc Consulting Structural Engineers 16969 Von Karman Ave , Suite 240 (949)474-0502 Ph (949)474-1801 Fax Title Seahfe - Legoland Dsgnr GEL Description Scope Job # A08-074 Date 1 09PM, 11 MAR 08 Rev 560100 User KW 0601912 Ver 5 6 1 25-Oct 2002 (c)1983-2002 ENERCALC Engineering Software Single Span Beam Analysis t \irvine office\a08 pro)ects\a08-074 legolan Description Jamb 3 General Information Center Span 14 00 ft Left Cantilever ft Right Cantilever ft Point Loads Magnitude 0 137 k Location 7 000 ft Moment of Inertia Elastic Modulus Beam End Fixity k ft 0 700 in4 29,000 ksi Pin-Pin k ft | k k ft ft Trapezoidal Loads j| Magnitude @ Left Magnitude @ Right Dist To Left Side Dist To Right Side Query Values 0 035 k/ft 0 035 k/ft 7000 ft 14 000 ft 0 063 k/ft 0 063 k/tt ft 7000ft k/ft k/ft ft ft k/ft k/ft ft ft fe Center Location Moment Shear Deflection 0000ft 0 00 k-ft 046k 0 00000 in Left Cant 0000ft 0 00 k-ft 000k 0 00000 in Right Cant 0000 ft 0 00 k-ft 000 k 0 00000 in 1 Summary Moments Max + @ Center Max - @ Center @ Left Cant @ Right Cant Maximum = | 1 68 k-ft at 0 00 k-ft at 0 00 k-ft 0 00 k-ft 1 68 k-ft Shears 6 99 ft @ Left 0 00 ft @ R'9nt Maximum Deflections @ Center @ Left Cant @ Right Cant Reactions 046k 036 k 046k -2 754 in at 0 000 in at 0 000 in at @ Left @ Right 687ft 000ft 000ft 046k 036 k FICCADENTI & WAGGONER Consulting Structural Engineers, Inc 16969 Von Karman. Suite 240 Tel (949)474-0502 ' Irvine, CA 92614 Fax (949) 474-1801 [fcf. Jl I p^ 4 -fl- ff. * n- PROJECT DATE DESIGNER . PAGE 13 -a » i- FICCADENTI & WAGGONER Consulting Structural Engineers, Inc 16969 Von Karman, Suite 240 Tel (949) 474-0502 Irvine, CA 92614 Fax (949) 474-1801 ft, PROJECT _ DATE DESIGNER . PAGE : <\ -4 : t c, •Lr • s ir\f~r\r&< •"> ]•-. . . 4? . f — pII I '/fl(II I I ±^-i~ (VL r- >">HB^y Ficcadenti & Waggoner, Inc Title Seahfe - Legoland Job # A08-074 J — i-l k Consulting Structural Engineers Dsgnr GEL Date 1 1 1 PM, 1 1 MAR 08 • HII 16969 Von KarmanAve, Suite 240 DescnP"on 1 ' W (949)474-0502 Ph Scope NIBV' (949)474-1801 Fax Rev 560100 User KW 0601 912 Ver 5 6 1 25-Oct-2002 *?inCllp(c)1983 2002 ENERCALC Engineering Software wn i yic Description Jamb 4 Span Beam Analysis ,^0^^0^08074^ General Information Center Span Left Cantilever Right Cantilever 15 50 ft Moment of Inertia 0 700 in4 ft Elastic Modulus 29,000 ksi ft Beam End Fixity Pin-Pin Point Loads Magnitude 1 260 k k Location 12000ft ft k k k ft ft ft Trapezoidal Loads Magnitude © Left Magnitude @ Right Dist To Left Side Dist To Right Side Query Values Center Location Moment Shear Deflection Summary | Moments Max + © Center Max - @ Center © Left Cant @ Right Cant Maximum = 0 035 k/ft 0 035 k/ft 12 000 ft 15500ft 0000ft 0 00 k-ft 042k 0 00000 in 3 85 k-ft at 1199ft -000 k-ft at 1550ft 0 00 k-ft 0 00 k-ft 3 85 k-ft 0017 k/ft k/ft k/ft 0017k/tt k/ft k/ft ft ft ft 12000ft ft ft I Left Cant 0 000 ft Right Cant 0 000 ft 0 00 k-ft 0 00 k-ft 0 00 k 0 00 k 0 00000 in 0 00000 in Shears Reactions ©Left 0 42 k © Left 0 42 k © Right 116k @ Right 1 16 k Maximum 1 16 k Deflections @ Center -6 558 in at 8 54 ft @ Left Cant 0 000 in at 0 00 ft @ Right Cant 0 000 in at 0 00 ft FICCADENTI & WAGGONER Consulting Structural Engineers, Inc ,,,;;;„,„ 16969 Von Karman, Suite 240 IMSlM! Irvine, CA 92606 ?" Tel (949)474-0502 Fax (949)474-1801 C- 532 PROJECT DESIGNER « PAGE \A_ —fl— FICCADENTI & WAGGONER Consulting Structural Engineers, Inc 16969 Von Karman, Suite 240 Tel (949)474-0502 Irvine, CA 92606 Fax (949) 474-1801 DATE DESIGNER. PAGE -I- A II c/»f CFS Version 4 11 Section 6-16GAx1 625 FL SSMA Stud set 600S162-54, 50 ksi Stud SSMA Library Rev Date 1/9/200312 00 00 PM By RSG Software User Ficcadenti & Waggoner, Inc Page 1 Section Inputs Material A653 SQ Grade 50/1 Apply strength increase from cold work of forming Modulus of Elasticity, E 29500 ksi Yield Strength, Fy 50 ksi Tensile Strength, Fu 65 ksi Warping Constant Override, Cw 0 in*6 Torsion Constant Override, J 0 in*4 Stud, Thickness 0 0566 in (16 Gage) Placement of Part from Origin X to center of gravity 0 in Y to center of gravity 0 in Outside dimensions. Open shape 1 2 3 4 5 Length (in) 0 5000 1 6250 6 0000 1 6250 0 5000 Angle (deg) 270 000 180 000 90 000 0 000 -90 000 Radius Web (in) 0 084900 None 0 084900 Single 0 084900 Cee 0 084900 Single 0 084900 None k Hole Size Coef 0 000 0 000 0 000 0 000 0 000 (in) 0 0000 0 0000 2 5000 0 0000 0 0000 Distance (in) 0 2500 0 8125 3 0000 0 8125 0 2500 CFS Version 4 11 Section 6-16GAx1 625 FL SSMA Stud set 600S162-54, 50 ksi Stud SSMA Library Rev Date 1/9/200312 00 00 PM By RSG Software User Ficcadenti & Waggoner, Inc Page Full Section Properties Area Ix Sx(t) Sx(b) iySy(l) Sy(r) 11 12 1C 10 0 2 0 0 55634 8608 95361 95361 0 1807 0 0 2 0 3 3 Net Section IX Sx(t) Sx(b) iy Sy(l) Sy(r) Fully 2 0 0 0 0 0 Braced Compression Pao Ae 43688 14916 8608 1807 0415 6472 Ain Ain inA Ain Ain Ain Ain inA Ain Ain Ain 2 4 3 3 4 3 3 4 4 4 4 Wt 0 rx y(t) y(b) Height ry x(r) Width rl r2 re ro 0018915 2 2677 3 0000 3 0000 6 0000 0 5699 0 4136 1 2114 1 6250 2 2677 0 5699 2 3382 2 5604 k/ft in in in in in in in in in in in in Width Ixy a Xo Yo Dx Dy Cw J 0 9.8293 0 0000 0 000 -1 0434 0 0000 3 2398 0 0000 1 2698 0005941 in inA 4 deg in in in in inA Ain 6 4 Properties 7871 92904 92904 1525 27978 14119 Ain Ain Ain inA Ain inA 4 3 3 4 3 3 Strength - 8 446 0 30405 k inA2 Tension Ta Shear Vay Vax 13.482 1 485 2 848 k k k rx y(t) y(b) ry x(r) 2 5920 3 0000 3 0000 0 6063 0 5450 1 0800 in in in in in in 2001 AISI Specification - US Positive Maxo Ixe Sxe ( t ) Sxe(b) Negative Maxo Ixe Sxe(t) Sxe(b) Moment 23 649 2 5814 0 78988 0 94492 Moment 23 649 2 5814 0 94492 0 78988 k-in Ain 4 inA3 inA3 k-in inA4 inA3 inA3 Area Ixy Ic (ASD) Positive Mayo lye Sye(l) Sye(r) Negative Mayo lye Sye(l) Sye(r) 0 41484 0.0000 2 9396 Moment 4 939 0 1525 0.27978 0 14119 Moment 3 941 0 1258 0 18793 0 13164 inA inA Ain 2 4 4 k-in inA inA inA 4 3 3 k-in Ain inA inA 4 3 3 CFS Version 4 11 Section 6-16GAx1 625 FL SSMAStud set 600S162-54, 50 ksi Stud SSMA Library Rev Date 1/9/200312 00 00 PM By RSG Software User Ficcadenti & Waggoner, Inc Page 10 Member Check - 2001 AISI Specification - US (ASP) Design Parameters Lx Kx Cbx Cmx 7 1 1 1 5000 ft 0000 0000 0000 Braced Flange None Loads Entered Applied Strength Effective Ae P (k) 2 2000 2 2000 2 2274 Ly Ky Cby Cmy Moment MX (k-in) 0 000 0 000 11.042 section properties at 0 Interaction AISI Eq AISI Eq AISI Eq AISI Eq C5 C5 C3 C3 55634 in*2 Equations 2 1-1 (P, 2 1-2 (P, 3 1-1 3 1-1 Ixe Sxe(t) Sxe(b) MX, My) MX, My) (Mx, Vy) (My, Vx) 7 5000 1 0000 1 0000 1 0000 Reduction, Vy (k) 0 0000 0 0000 1 4853 ft R 0 Lt Kt ex ey 7 1 0 0 5000 0000 0000 0000 ft in in 0000 My (k-in) 0 0 4 .000 .000 040 0 0 2 Vx (k) 0000 0000 8484 applied loads 2 8608 0 95361 0 95361 0 988 + 0 0 260 + 0 0 0 in*4 in" 3 in* 3 000 + 000 + 000 + 000 + 0 0 0 0 lye Sye(l) Sye (r) 000 = 000 = .000 = 000 = 0 0 0 1807 43688 14916 0 988 <= 1 0 260 <= 1 0 000 <= 1 0 000 <= 1 in* inA in" 0 0 0 0 4 3 3 ICBO Evaluation Service, Inc. 5360 WORKMAN MILL ROAD • WHITTIER, CALIFORNIA 90601-2299 A subsidiary corporation of the International Conference of Building Officials EVALUATION REPORT Copyright © 2000 ICBO Evaluation Service Inc ER-1372 Reissued March 1, 2000 Filing Category FASTENERS—Concrete and Masonry Anchors (066) ITW RAMSET/RED HEAD SELF-DRILLING, TRUBOLT WEDGE, AND MULTI-SET II CONCRETE ANCHORS ITW RAMSET/RED HEAD 1300 NORTH MICHAEL DRIVE WOOD DALE, ILLINOIS 60191 1.0 SUBJECT ITW Ramset/Red Head Self-Drilling, Trubolt Wedge, and Multi-Set II Concrete Anchors 20 DESCRIPTION 2 1 ITW Ramset/Red Head Self-Drilling Anchor 211 General The ITW Ramset/Red Head anchons a self- dnlling concrete expansion shell anchor with a single cone ex- pander Both elements are made from heat-treated steel The steel for the body conforms to AISIC-12LI4, and the steel for the plug conforms to AISI C-1010 The anchor has eight sharp teeth at one end and is threaded internally at the other end The outer surface of the tubular shell at the toothed end has annular broaching grooves and four milled slits At its threaded end, the anchor is provided with an unthreaded chucking cone that has an annular break-off groove at its base for flush mounting Anchor shell and expander cone are electrodeposit zinc and chromate-plated 212 Installation Embedment, spacing, edge distance, and concrete requirements are shown in Tables 1 and 2 The anchors are installed by a Model 747 Roto-Stop Hammer, by air or electric impact hammer, or by hand The anchor is used as a drill in forming the hole in normal-weight concrete After the hole is formed, the anchor must be removed and the hole thoroughly cleaned The hole depth is regulated by the drill chuck A Red Head plug must be set into the bottom of the an- chor prior to insertion in the hole The concrete anchor must be driven over the plug, to cause expansion of the anchor in the hole The chucking end of the anchor is broken off with a hammer blow Verification that the anchor has been installed properly is evidenced by the fact that the anchor does not project above the surface of the concrete" and the red plug is visible at the bottom of the hole 2.2 ITW Ramset/Red Head Trubolt Wedge Anchor 221 General The Trubolt Wedge anchor is a stud bolt type of drop-in anchor The anchors are cold-formed or machined from zinc-plated and chromate-dipped carbon steel, hot- dipped galvanized carbon steel or stainless steel Steel used to produce the anchors complies with AISI C-1015 to AISI C-1022 and AISI C-1213 carbon steels. Type 304 or Type 316 stainless steels Hot-dipped galvanizing complies with ASTM 153 Class C requirements The expander sleeves are fabri- cated from stainless steel or carbon steel meeting the require- ments of Type 302 or AISI C-1010, respectively Cold-formed anchor studs are available only for the 1/4-inch-, 3/e-mch-,1/2-inch-, 5/8-inch- and 3/4-inch-diameter (6 4, 9 5,12 7,159 and 19 1 mm) wedge anchors The anchor stud is threaded at its upper end and has a straight cylindrical section reduced in diameter, around which the expander sleeve is formed A straight-tapered section enlarging to a cylindrical base acts to increase the diameter of the expander ring as the stud is tight- ened in the concrete hold The expander nng, which is formed around the stud bolt, consists of a split-ring element with a "coined" groove at each end The expander nng is designed to engage the walls of the concrete hold as the tapered portion of the stud is forced upward against its interior 2.2 2 Installation Embedment, spacing, edge distance, and concrete requirements are shown in Tables 3, 4, 5 and 10 Holes must be prednlled in normal-weight or lightweight concrete with carbide-tipped masonry drill bits manufactured within the range of the maximum and minimum dnll tip dimen- sions of ANSI B212 15-1994 The anchors must be installed in holes the same nominal size as the anchor size, with a greater depth than the length of embedment desired, but no less than the minimum embedment The hole must be cleaned out prior to installation of the anchor The anchor must be tapped into the hole to the embedment depth desired, but no less than the minimum embedment A standard hexag- onal nut and washer must be used over the material being fastened and the nut tightened until the minimum installation torque, as indicated in Tables 3 and 10, is reached 2.3 ITW Ramset/Red Head Multi-Set II Anchor 231 General The Multi-Set anchors are designed to be installed in a prednlled hole equal to the anchor diameter The anchor consists of a shell formed from carbon steel meeting the minimum requirements of AISI C-1213 and an expansion plug formed from carbon steel meeting the minimum require- ments of AISI C-1010 The expansion end is divided into four equal segments by radial slots The expansion plug is preas- sembled and is cylindrical in cross section 2.3 2 Installation Embedment, spacing, edge distance, and concrete requirements are shown in Tables 6, 7 and 9 Holes must be prednlled in normal-weight or lightweight con- crete with carbide-tipped masonry drill bits manufactured within the range of the maximum and minimum drill tip dimen- sions of ANSI B212 15-1994 The anchors must be installed in prednlled holes, the hole depth and diameter for each an- chor size being listed in Tables 6, 7 and 9 After the hole is drilled, it is cleared of all cuttings The anchor is set by instal- ling the expansion shell and then driving the cone expander with a setting tool provided with each anchor size When the Evaluation reports of ICBO Evaluation Service, Inc., are issued solely to provide information to Class A members of ICBO, uuhang the code upon which the report is based. Evaluation reports are not to be construed as representing aesthetics or any other attributes not specifically addressed nor as an endorsement or recommen- dation for use of the subject report This report is based upon independent tests or other technical data submitted by the applicant. The ICBO Evaluation Service, Inc., technical staff has reviewed the test results and/or other data, but does not possess test facilities to make an independent verification Thereisno warranty by ICBO Evaluation Service, Inc., express or implied, as to any "finding " or other matter in the report or as to any product co vered by the report. This disclaimer includes, but is not limited to, merchantability Page 1 of 7 Page 2 of 7 ER-1372 cone expander is driven down into the anchor, the legs of the shell expand 24 Design Allowable static loads are as set forth in Tables 1 , 3, 6, 9 and 1 0 Allowable loads for anchors subjected to combined shear and tension forces are determined by the following equation where Ps = Applied service tension toad P, = Allowable service tension load Vs = Applied service shear toad V, = Allowable service shear load The anchors cannot be subjected to vibratory loads Sources of such loads include, for example, reciprocating en- gines, crane loads and moving loads due to vehicles 2 5 Special Inspection When special inspection is required, compliance with Section 1701 5 2 of the code is necessary The special inspector must be on the jobsite continuously during anchor installation to venfy anchor type, anchor dimensions, concrete type, con- crete compressive strength, hole dimensions, anchor spac- mgs, edge distances, slab thickness, anchor embedment and tightening torque 2 6 Identification- The concrete anchors are identified by their dimensional characteristics, the anchor size, and by the length code stamped on the anchor The conical-shaped expander plugs are colored red See Figure 1 for additonal details Length codes are in Table 8 Packages are identified with the anchor type and size, the manufacturer's name and address, and the name of the quality control agency, PFS Corporation 30 EVIDENCE SUBMITTED Data complying with the ICBO ES Acceptance Criteria for Ex- pansion Anchors in Concrete and Masonry Elements (AC01), dated January 1999 40 FINDINGS That the ITW Ramset/Red Head fasteners described in this report comply with the 1997 Uniform Building Code™, subject to the following conditions 41 Anchor sizes, dimensions and installation are as set forth in this report 4.2 Allowable shear and tension loads are as set forth in Section 2.4 4 3 Calculations justifying that the applied loads com- ply with this report are submitted to the building of- ficial for approval 4 4 Special inspection is provided as set forth in Sec- tion 2 5 4 5 Anchors are limited to installation in uncracked concrete, which is concrete subjected to tensile stresses not exceeding 170 psi (1 2 MPa) as in- duced by external loads, deformations and interior exposures 4 6 Anchors are limited to nonfire-resistive construc- tion unless appropriate data is submitted to dem- onstrate anchor performance is maintained in fire- resistive situations 47 Anchors are manufactured at Highway 12, Michi- gan City, Indiana, with inspections by PFS Corpora- tion (NER-QA251). 4 8 Use of electroplated or mechanically plated carbon steel anchors is limited to dry, interior locations Use of hot-dipped galvanized carbon steel is per- mitted in exterior-exposure or damp environments 4 9 Except for ITW Ramset/Red Head Carbon Steel and StamtessrSteel Trubolt Wedge anchors embedded in normal-weight concrete, as noted in Table 3, use of anchors in resisting earthquake or wind loads is beyond the scope of this report 4 10 The anchors are not subjected to vibratory loads, such as those encountered by supports for recip- rocating engines, crane loads and moving loads due to vehicles This report is subject to re-examination in two years TABLE 1—TTW RAMSET/RED HEAD SELF-DRILLING ANCHOR ALLOWABLE SHEAR AND TENSION VALUES (pounds)1-34 BOLT DIAMETER (incll) '/« 3/K '/2 5/8 3/4 ANCHOR DIAMETER (mch) 7/16 9/16 "/,6 ~"/32 1 MINIMUM EMBEDMENT DEPTH(inches) !3/32 l'/32 2'/32 2'5/32 3'/4 fc- 2,000 psi Tension WithSpecialInspection2 415 785 1,150 1,510 1,985 WithoutSpecialInspection 210 395 575 755 995 Shear 295 770 920 1,605 2,495 fV = «OOflpsi Tension WithSpecialInspection2 650 1,035 1,555 2,485 3,165 WithoutSpecialInspection 325 520 775 1,240 1,585 Shear 365 650 930 1,755 2,575 For SI 1 inch = 25 4 mm, I Ibf = 4 45 N, I psi = 6 89 kPa. 'The tabulated shear and tensile values are for anchors installed in normal-weight concrete having the designated ultimate compressive strength at the time of installation Values have been tabulated for both ASTM A 307 and A 449 bolts installed with the device 2These tension values are applicable only when the anchors are installed with special inspection as set forth in Section 2 5 3The minimum concrete thickness is I '/2 limes the embedment depth, or the embedment depth plus three times the anchor diameter whichever is greater 4The anchors are illustrated as follows Page 3 of 7 ER-1372 TABLE 2—RECOMMENDED SPACING AND EDGE DISTANCE REQUIREMENTS FOR ITW RAMSET/RED HEAD SELF-DRILLING ANCHOR1 BOLT DIAMETER(inch) '/« 3/8 '/2 5/8 3/4 ANCHOR DIAMETER(mch) 7/,6 »/!6 "/,6 27/32 I MIN EMBEDMENT DEPTH(inches) '3/32 !7/,2 2'/32 2'5/32 3'/4 DESCRIPTION Edge DistanceRequired toObtain MaxWorking Load(inchfts) l'5/16 2"/l6 39/,6 43/8 5"/,6 Mb) AllowableEdge Distance(inches)Load Factor Applied= 0.85 for Tension= 0 75 for Shear I l3/8 |'3/I6 2J/,6 27/8 Required toObtain Max.Working Load(inches) 37/8 53/8 7'/8 8"/.6 H3/8 Mm Alowabfe SpacingBetween AnchorsInches)Load Factor Applied= 0.95 for Tension= 0 70 for Shear 1'5/16 2"/,« flu 43/8 S"/l6 For SI I inch = 25 4 mm 'Linear interpolation may be used for intermediate spacing and edge distances TABLE 3—ITW RAMSET/RED HEAD TRUBOLT WEDGE ANCHOR ALLOWABLE SHEAR AND TENSION VALUES (pounds)1-2-4-5-6 ANCHORDIAMETER(inches) '/4 3/8 '/2 5/8 3/4 7/8 I l'/4 INSTALLATIONTORQUE(tof ft) 8 25 55 90 175 250 300 500 EMBEDMENTDEPTH(inches) !l'«l'5/,6 2'/g l'/23 4 2|/4 4'/g 6 2% 5/g 7'/2 3>/4 65/810 33/46'/4g 4'/2 73/89'/2 5'/28 10 f c = 2,000 pSl Tension WittSpecialInsption9 295 525 565 420 870 1,200 ,165 ,165 ,335 ,645 ,645 ,765 1,780 2,745 2,745 2,380 3,665 3,665 3,485 3,650 4,675 4,535 6,835 9,035 WithoutSpecialInspection 150 265 280 210 435 600 580 580 665 820 820 880 890 ,375 ,375 ,190 ,835 ,835 ,745 ,825 2,340 2,270 3,413 4,515 Shear 350 420 580 1,000 1,190 1,810 1,780 2,400 2,530 5,080 3,290 5,220 4,020 7,170 5,820 8,770 1 c - 4,000 psi Tension WithSpecialInspection 445 825 825 560 1485 1,485 1,275 2,410 2,410 1,795 3,730 3755 2,710 4,425 4,470 3,685 5,235 5,580 5,045 5,995 6,635 6,595 10,825 11,385 WithoutSpecialInspection 225 410 410 280 740 740 640 1,205 1,205 900 1,865 1,880 1,355 2,210 2,235 1,840 2,620 2,790 2,520 3,000 3,315 3,300 5,410 5,695 Shear 350 420 655 1,035 1 190 1,810 1,780 2,975 3,430 5,935 4,145 7,200 5,705 9,485 7,365 11,065 f c = 6,000 psi Tension WittSpecialInspection 475 825 825 710 1,530 1,530 1,760 2,705 2,705 2,430 4,095 4,095 3,325 5,065 5,895 4,355 6,090 6,090 5,295 8,315 8,315 8,410 11,385 14,075 1 WithoutSpecialInspection 240 410 410 355 765 765 880 1,355 1,355 1,215 2045 2,045 1,665 2,530 2,950 2,180 3,045 3,045 2,650 4,160 4,160 4,205 5,695 7,040 Shear 350 420 790 1,125 1,760 2,040 2,405 3,130 3,995 5,935 4790 7,200 6,120 9,520 8,445 12,640 For SI 1 men = 25 4 mm, 1 psi = 6 89 kPa, I Ibf ft = I 355 818 N m, I Ibf = 4 45 N 'The tabulated shear and tensile values are for anchors installed in stone-aggregate concrete having the designated ultimate compressive strength at the time of installation 2The holes are drilled with bits complying with ANSI B2I2 15-1994 The bit diameter equals the anchor diameter 'These tension values are applicable only when the anchors are installed with special inspection as set forth m Section 2 5 4The minimum concrete thickness is 1 '/2 times the embedment depth, or the embedment depth plus three times the anchor diameter, whichever is greater Allowable static loads may be increased one-third for earthquake or wind resistance in accordance with Section 1612 3 3 of the code No further increase is allowed 6The anchors are illustrated as follows Page 4 of 7 ER-1372 TABLE 4—RECOMMENDED SPACING AND EDGE DISTANCE REQUIREMENTS FOR TENSION LOADS FOR mv RAMSET/RED HEAD TRU8OLT WEDGE ANCHORS1 ANCHORDIAMETER(inches) '/4 3/8 '/2 5/8 3/4 7/8 I l'/4 EMBEDMENTDEPTH(inches) !{'•I7l6 2'/8 lV2 4 2'/4 4'/g 6 23/4 S\lt 7'/2 3'/4 65/g 10 33/4 6'/4 8 4'/2 7/8 9'/2 5'/2 8 10 DESCRIPTION Edge DistanceRequired fc>Obtain Max.Working Load(inches) I"/I6 l5/8 2V, 3 3'5/l6 X 3 '/8v/ 4«/2 4'3/,6 3J/, 55/8 5"/,6 5 7'/2 6»/l6 6V4 6 7>7/8 7'/8 9V8 8 7'/2 Mm AllowableEdgeDistance(inches)Load FactorAppled = 0 65 I 1 13/1615/161/2 l'/2 2 l'/16 2'/4 27/l6 l> 2'3/16 fit 2/2 33/4 35/l6 3'/8 3»/|S 3"/,6 39/l6 4I3/I6 4 33/4 Spacing Required toObtain Max. WorkingLoad(inches) 3"/l6 37/8 33/l6 S'/46 6 $Ls9 95/8 7"/,6 11 '/4 ll3/8 9I5/I6 15 l3'/g 12'/2 12 15'/4 143/4 14'/4 19'/4 16 15 Mm AllowableSpacing BetweenAnchors(inches)Load factorApplied = 0 70 |"/I6 !5/8 25/8 3 3 3'5/16 3/8 4'/2 4'3/,6 37/8 55/8 5"/16 7'/2 6»/w 6'/4 6 7'/8 73/8 7'/895/8 8 7'/2 For SI 1 inch = 25 4 mm 'Linear interpolation may be used for intermediate spacing and edge distances 2Spacings and edge distances shall be divided by 0 75 when anchors are placed in structural lightweight concrete in accordance with Table 10 TABLE 5—RECOMMENDED SPACING AND EDGE DISTANCE REQUIREMENTS FOR SHEAR LOADS FOR ITW RAMSET/RED HEAD TRUBOLT WEDGE ANCHORS1 ANCHORDIAMETER(inches) 1/4 3/8 1/2 5/8 3/4 7/8 1 l'/4 EMBEDMENTDEPTH(inches) & l'/23 2'/4 4'/g 5'/g 3'/4 65/g 33/4 6'/4 4'/2 73/g 5'/28 DESCRIPTION Edge Distance Requred toObtain MaxWorking Load (inches) (See Figure 2) 2 2J/I33/4 S?'6 4'> 67/l6 5"/,6 85/,6 68'/26 77/8 95/8 H7/16 Mm EdgeDistance at Whichthe Load FactorApplied = 0 60 (inches) (See Figure 2) 15/16 1 !3/4 3 29/,6 3'/8 3'/8 37/8 33/4 5 45/i6 6'/4 5'/873/8 6'/4 8 (E2) Mm EdgeDistance at Whichthe Load Factor Applied - 0 20(inches) (See Figure 2) N/A N/A N/A N/A !9/,6 N/A N/A 2'/2 N/A 3'/s N/A 3"/,6 N/A 4 Requredto Obtain Max.Working Load(inches) 3'5/,6 37/8 5'/4 6 77/8 63/l6 95/87"/16 l|3/8 915/,6 13'/8 !2'/2 !53/4 143/4 19'/4 16 Mm AllowableSpacing BetweenAnchors(mches)Load FactorApplied = 0 40 2 25/8 3'5/l63'/8 4'3/,6 37/8 s"/,, 5 6»/l6 6'/4 77/8 73/8 95/8 8 For SI I inch = 25 4 mm N/A = Not applicable 'Linear interpolation may be used for intermediate spacing and edge distances 2Spacmgs and edge distances shall be divided by 0 75 when anchors are placed in structural lightweight concrete in accordance with Table 10 Page 5 of 7 ER-1372 TABLE 6—ITW RAMSET/RED HEAD MULTI-SET II ANCHOR ALLOWABLE SHEAR AND TENSION VALUES (pounds)1 2-4'5 BOLTDIAMETER(inch) '/4 3/8 '/2 % 3/4 ANCHORDIAMETER(inch) 3/8 '/2 5/8 7/8 1 MINIMUMEMBEDMENTDEPTH (inches) 1 !5/8 2 2'/2 33/i6 f c = 2 000 psi Tension WithSpecial Inspection3 420 745 825 1,375 2,070 WithoutSpecialInspection 210 375 415 685 1,035 Shear 270 790 1,145 1,860 2,620 f e = 4,000 psi Tension WithSpecialInspection3 590 950 1,460 2,160 2,370 WithoutSpecial Inspection 295 475 730 1080 1,185 Shear 300 625 875 1,385 1,920 / c = 6 000 psi Tension WithSpecial Inspection3 745 1,560 2,075 2,755 3,065 WithoutSpecial Inspection 375 780 1,035 1,375 1,530 Shear 325 465 600 910 1 215 For SI. I inch = 25 4 mm, 1 Ibf = 4 45 N, 1 psi = 6 89 kPa 'The tabulated shear and tensile values are for anchors installed in stone-aggregate concrete having the designated ultimate compressive strength at the time of installation Values have been tabulated for both ASTM A 307 and A 449 bolts installed with the device 2The holes are drilled with bits complying with ANSI B2I2 15-1994 The bit diameter equals the anchor diameter 3These tension values are applicable only when the anchors are installed with special inspection as set forth in Section 2 5 TTie minimum concrete thickness is I '/2 times the embedment depth, or the embedment depth plus three times the anchor diameter, whichever is greater 5The anchors are illustrated as follows TABLE 7—RECOMMENDED SPACING AND EDGE DISTANCE REQUIREMENTS FOR ITW RAMSET/RED HEAD MULTI-SET II ANCHOR1 BOLTDIAMETER (inch) '/« 3/8 '/2 5/8 3/4 ANCHORDIAMETER (inch) 3/8 '/2 5/8 7/8 I MINEMBEDMENTDEPTH (inches) I !5/8 2 2</2 33/l6 DESCRIPTION Edge DistanceRequired to Obtain Max. Working Load(inches) !3/4 27/8 3'/2 43/8 55/8 *hn AllowableEdge Distance(inches)Load Factor Applied= 0.80 for Tension- 0 TO for Shear 7/8 l'/,6 !3/4 23/16 2'3/,6 SpacingRequired toObtain MaxWorking Load(inches) 3«/2 5"/,6 7 83/4 M3/I6 Mm Attowabfe SpacingBetween Anchors(inches)Load Factor Applied= 0.80 for Tension = 0 .55 for Shear !3/4 2?/8 3'/2 43/8 55/8 For SI I inch = 25 4 mm Linear interpolation may be used for intermediate spacing and edge distances Spacings and edge distances shall be divided by 0 75 when anchors are placed in structural lightweight concrete in accordance with Table 9 TABLE 8—LENGTH IDENTIFICATION CODES CODE A B C D E F G H 1 J K L M Black White Red Green Yellow Blue Purple Brown Orange N/A N/A N/A N/A LENGTH OF ANCHOR (inches) l'/2<2 2<2'/2 2'/2<3 3<3'/23'/2<4 4<4'/24>/2 < 5 5<5'/25'/2<6 6 < 6'/26'/2 < 7 7<7'/27'/2<8 (mm) 38<51 51 <63 63<76 76<89 89 < 102 102 < 114 II4< 127 127 < 140140 < 152 152 < 165 165 < 178 178 < 191 191 <203 CODE N O P QR S T U V W X Y Z LENGTH OF ANCHOR (inches) 8<8'/2 8'/2<9 9<9'/-> 9'/2 < 10 10< 11 H< \2 12 < 13 I3< 14 14 < 15 I5< 16 I6< 17 I7< 18 18< 19 (mm) 203 < 2 16 2 16 < 229 229 < 241 241 < 254 254 < 267 267 < 305 305 < 330 330 < 366 366 < 381 381 <406 406 < 432 432 < 457 457 < 483 Page 6 of 7 ER-1372 TABLE »-[TW RAMSET/RED HEAD MULTI-SET II ANCHOR ALLOWABLE SHEAR AND TENSION VALUES (pounds)1 *•* BOLT DIAMETER (inch) \ '/25/8 3/4 ANCHORDIAMETER (inch) '/2 5/8 7/8 I MINIMUM EMBEDMENT DEPTHS(inches)' l'/,6 2 2'/2 33/l6 LIGHTWEIGHT CONCRETE fe = 3 000 psi Tension With SpecialInspection' 965 1,020 1,570 2750 Without SpecialInspection 482 510 785 1,375 Shear 1,105 1,410 2,6\0 3945 LOWER FLUTE OF STEEL DECK WITHLIGHTWEIGHT CONCRETE FILLfc = 3.000 psi Tension With Special Inspection 835 800 1,490 2,045 Without Special Inspection 417 400 745 1,022 Shear 1,105 1,235 1,460 2,280 For SI 1 inch = 25 4 mm, 1 Ibf = 4 45 N, I psi = 6 89 kPa 'The tabulated shear and tensile values are for anchors installed in structural lightweight concrete having the designated ultimate compressive strength at the time of instal- lation Values have been tabulated for both ASTM A 307 and A 449 bolts installed with the device 2The holes are drilled with bits complying with ANSI B2I2 15-1994 The bit diameter equals the anchor diameter 3These tension values are applicable only when the anchors are installed with special inspection as set forth in Section 2 5 Installation details are in Figure 3 Spacing and edge distances are in Table 7 as modified by Footnote 2 TABLE 10—ITW RAMSET/RED HEAD TRUBOLT WEDGE ANCHOR ALLOWABLE SHEAR AND TENSION VALUES (pounds)1-2-4 ANCHOR DIAMETER (men) % l/2 5/8 % INSTALL TORQUE (ft-fcj 25 55 90 1 75 MINIMUMEMBEDMENTDEPTHS(inches)' l'/23 2</4 4 3 5 3'/4 5'/4 LIGHTWEIGHT CONCRETEfc= 3,000 psi Tension With Special' Inspection 530 735 900 1,180 N/A 1,500 1,490 1,790 2,225 Without SpecialInspection 265 367 450 590 N/A 750 745 895 1,112 Shear 930 1,060 1,760 1,655 1,730 2,310 2320 3,150 3,980 LOWER FLUTE OF STEEL DECK WITH LIGHTWEIGHTCONCRETE FILL/cOOOOpsl Tension With SpecialInspection 475 710 850 1,120 1,200 1,180 1,645 1,460 1,760 Without SpecialInspection 237 355 425 560 600 590 822 730 880 Shear 790 1 000 1,345 1,655 1,610 1,375 2,285 2,220 N/A For SI I inch = 25 4 mm, 1 psi = 6 89 kPa, I Ibf = 4 45 N N/A = Not applicable 'The tabulated shear and tensile values are for anchors installed in structural lightweight concrete having the designated compressive strength at the time of installation 2The holes arc drilled with bits complying with ANSI B212 15-1994 The bit diameter equals the anchor diameter These tension values are applicable only when the anchors are installed with special inspection as set forth in Section 2 5 Installation details are in Figure 3 Spacing and edge distances are in Tables 4 and 5 as modified by Footnote 2 Self-Drills Trubolt Wedge Anchors Multi-Set II S (bolt size) WS-Carbon Steel (anchor size x length) RM-Carbon Steel (bolt size) FIGURE 1—IDENTIFICATION SYMBOLS FOR THE VARIOUS ANCHORS Page 7 of7 ER-1372 100 060 020 E2 E1 FIGURE 2—LOAD FACTORS FOR TRUBOLT WEDGE ANCHOR SHEAR LOADS AT REDUCED EDGE DISTANCES (See also Table 5) 1 CLR MIN MULTI-SET n \ c -I Bt 1-CLR MIN TRUBOLT LIGHTWEIGHT CONCRETE ONLY 1-CLR MIN MULTISET I. STEEL DECK WITH LIGHTWEIGHT CONCRETE FILL E = DEPTH OF EMBEDMENT For SI I inch = 25 4 mm. FIGURE 3—TRUBOLT AND MULTI-SET II ANCHORS IN LIGHTWEIGHT CONCRETE (f'c = 3,000 psi) AND STEEL DECK WITH LIGHTWEIGHT CONCRETE FILL (f'c = 3,000 psi) ES REPORT™ESR-1799 Reissued March 1, 2007 This report is subject to re-examination in one year ill ICC Evaluation Service, Inc. www.icc-es.org Busmess/Regronal Office • 5360 Wo(1<man Mill Road Whitter California 90601 • (562) 6990543 Regional Office • 900 Montdair Road Suite A, Birmingham Alabama 35213 • (205) 599-9800 Regional Office • 4051 West Ftossmoor Road Country Club Hills Illinois 60478 • (708) 799-2305 DIVISION 03—CONCRETE Section 03151—Concrete Anchoring DIVISION 05—METALS Section- 05090—Metal Fastening REPORT HOLDER ITW RAMSET 700 HIGH GROVE BOULEVARD GLENDALE HEIGHTS, ILLINOIS 60139 www ramset com dave iablonski(S).ramset com EVALUATION SUBJECT RAMSET POWER-DRIVEN FASTENERS, POWER POINT FASTENERS AND ANGLE CLIP FASTENERS 1 0 EVALUATION SCOPE Compliance with the following codes • 2006 International Building Code® (IBC) • 2006 International Residential Code18 (IRC) • 1997 Uniform Building Code™ (UBC) Properties evaluated. Structural 20 USES Ramset 1500, 1600 W and 3300 Series fasteners and SP Senes Power Point fasteners are used for general fastening of building components to normal-weight concrete, structural lightweight concrete, and structural lightweight concrete filled steel decks and steel substrates, as noted in this report Ramset SDC and SPC Angle Clip fasteners are used for fastening of building components to normal-weight concrete and structural lightweight concrete filled steel decks 30 DESCRIPTION 31 General. The fasteners are power-driven fasteners, which are fasteners that are installed using a power-driven fastening system Power-driven fastening systems are systems that use explosive powder, gas combustion, compressed air or other gas to embed the fastener into base materials 32 Ramset 1500,1600 W and 3300 Senes Fasteners The smooth-shank 1500 and 3300 senes fasteners are manufactured from steel complying with ASTM A 510, Grades 1060 or 1062, and austempered to a Rockwell "C" core hardness of 52 to 56 The knurled-shank 1500 series fasteners are manufactured from steel complying with ASTM A 510, Grade 1060 or 1062, and austempered to a Rockwell "C" core hardness of 54 to 56 The 1600 W series fasteners are manufactured from ASTM A 510, Grades 1060 or 1062, steel and austempered to Rockwell "C" core hardness of 52 to 56 for smooth-shank fasteners and 54 to 56 for knurled- shank fasteners Except for the 1600 series fasteners, the ITW Ramset fasteners have an approximate head diameter of 0 3 inch (7 6 mm) The 1600 series fasteners have V4-20 (64 mm - 787 threads/cm) threads on the end of the fasteners to be used with a nut and washer All of the fasteners have a zinc-plated finish, except for the smooth- shank 1506B and 1508B fasteners which have a black oxide finish instead of zinc The 1506B and 1508B fasteners are limited to installation in normal-weight concrete The nominal diameter of the shanks of the fasteners are as noted in Tables 1 through 4 of this report The tables also indicate whether the shanks are straight or have a stepped shank, and indicate whether the shanks are smooth or knurled The 1500, 1600W and 3300 series fasteners are available in lengths to achieve embedment depths as noted in the tables of this report 3 3 Power Point Fasteners Ramset SP Senes Power Point fasteners are straight or stepped shank senes fasteners manufactured from ASTM A 510, Grade 1060 or 1062, steel austempered to a Rockwell "C" hardness of 55 to 56 The SP Series fasteners have a head diameter of 0 3 inch (7 62 mm) Fasteners having nominal shank lengths of 7/8 inch (22 mm) and less have a smooth, straight, nominally 0 150-inch-diameter (3 81 mm) shank Fasteners having a nominal shank length of 1 inch (25 4 mm) or longer have a smooth, stepped shank with a nominally 0 150-inch (3 81 mm) diameter at the tapered end and a nominally 0 180-inch (4 57 mm) diameter at the headed end The SP Senes Power Point fasteners have a zinc-plated finish 3.4 Angle Clip Fasteners Ramset SDC and SPC Angle Clip Fasteners are preassembled, power-actuated fasteners with a steel clip angle SDC 100 and SDC 125 fasteners have 1500 senes, smooth, straight shank fasteners, described in Section 3 2 of this report, with shank lengths of 1 inch and 1V4 inches (25 4 and 31 7 mm), respectively The clip angles have a 120- degree angle between the legs of the clip and are manufactured from 3/4-mch-wide steel strips conforming to ASTM A 635, Grade 1010, having a minimum yield strength of 33,000 psi (227 kPa) and a base-metal thickness of 0 074 inch (1 88 mm) One leg of the clip is ^ inch long (23 mm) and the opposite leg is 3/4 inch long (191 mm) The fasteners are assembled through dimples formed in a horizontal leg of the clip angle *a> REPORTS'" are not to be construed as representing aesthetics or any other attributes not specifically addressed nor are they to be construed as an endorsementofthesubjectofthereportorarecommendatwnforttsuse There is no warranty by ICC Evaluation Service Inc express or implied astoanyfnding or other matter in this report or as to any product covered by the report 'ANSI Copyright © 2007 Page 1 of 5 Page 2 of 5 ESR-1799 SPC 78 and SPC 114 fasteners have SP series Power Point smooth, straight shank fasteners, described in Section 3 3 of this report, with shank length of 7/8 inch and 1V4 inches (22 and 31 7 mm), respectively The clip angles have a 90- degree angle between the legs of the clips and are manufactured from 3/4-mch-wide (19 1 mm), No 14 gage [0 0747 inch (1 90 mm) base-metal thickness], steel strips conforming to ASTM A635, Grades 1010orAIS11020, steel having a minimum yield strength of 33 kst (228 MPa) and a base-metal thickness of 0 074 inch (1 88 mm) One leg of the clip is 1 inch long (25 4 mm) and the opposite leg is 3/4 inch long (19 1 mm) The fasteners are assembled through the clip with an eyelet manufactured from 5052-0 grade aluminum having a thickness of 0 032 inch (0 81 mm) 3 5 Concrete Normal-weight and structural lightweight concrete shall conform to IBC and UBC Sections 1903 and 1905 4 0 DESIGN AND INSTALLATION 41 Design. 411 General The allowable shear and tension (pullout) values in the tables of this report are for use in allowable stress design, and are for fasteners dnven into the materials specified in the tables The stress increases and load reductions descnbed in IBC Section 1605 3, and the stress increases described in UBC Section 1612 3, shall not be allowed for wind loads acting alone or combined with vertical loads No adjustment shall be allowed for vertical loads acting alone Seismic load resistance is outside the scope of this report, except for fasteners used under the IBC and IRC for attachment of architectural, electncal and mechanical components as descnbed in the exceptions to Section 1314 of ASCE/SEI7-05, Minimum Design Loads for Buildings and Other Structures (American Society of Civil Engineers/Structural Engmeenng Institute) The allowable shear and tension values for Ramset fasteners and SP Senes Power Point fasteners dnven into normal-weight concrete are shown in Table 1 of this report Allowable shear and tension values for these fasteners driven into structural lightweight concrete with or without a metal deck are shown in Table 2 of this report Allowable shear and tension values for these fasteners dnven into steel are shown in Tables 3 and 4 of this report The allowable shear and tension values for the angle clip fasteners installed in normal-weight concrete are shown in Table 5 of this report Allowable shear and tension values for the angle clip fasteners installed through metal decks and into the structural lightweight concrete fill of the metal deck are shown in Table 6 of this report Allowable loads for fasteners installed into concrete and subjected to combined shear and tension loads are permitted to be calculated by the following equation where P, = Applied service tension load, pounds (N) P, = Allowable service tension load, pounds (N) Vs = Applied service shear load, pounds (N) V, = Allowable service shear load, pounds (N) 412 Wood to Steel or Concrete- Lateral design values shall be determined in accordance with Part II of the ANSI/AF&PA NDS-05 (IBC) or Part 12 of the ANSI/NFoPA NDS-91 (UBC), as applicable, with Ramset fasteners of equal or greater diameters The wood element is the side member The fastener bending yield strength shall be the value noted in the NDS-05 or NDS-91, as applicable, based on fastener diameter 4 2 Installation A low-velocity, powder-actuated fastening tool, recommended by ITW Ramset, shall be used to install the fasteners The fastening procedures shall comply with the fastener manufacturer's published installation instructions The fasteners shall be installed with the fastener penetration, spacing and edge distances specified in this report Except as noted in Figure 1 of this report, concrete shall have a thickness of at least three times the fastener penetration Installation is limited to dry, interior environments For fasteners installed into concrete, the fasteners shall not be driven until the concrete has reached the designated compressive strength 50 CONDITIONS OF USE The ITW Ramset power-actuated fasteners described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1 0 of this report, subject to the following conditions 5 1 The fasteners shall be manufactured and identified in accordance with this report 5 2 Fasteners shall be installed in accordance with this report and ITW Ramset instructions In the event of a conflict between this report and the ITW Ramset instructions, this report shall govern 5 3 Allowable loads shall be in accordance with Section 4 1 of this report Calculations demonstrating that the applied loads are less than the maximum allowable loads descnbed in this report shall be submitted to the code official The calculations shall be prepared by a registered design professional where required by the statutes of the jurisdiction in which the project is to be constructed 5 4 The minimum concrete thickness shall be three times the fastener embedment in concrete, except where noted otherwise in this report 5 5 Seismic load resistance is outside the scope of this report, except as noted in Section 4 1 1 of this report 5 6 Use is limited to uncracked concrete Cracking occurs when f, > frdue to service loads or deformations 5 7 Installation is limited to dry interior environments 58 Use of the fasteners in contact with preservative-treated or fire-retardant-treated wood is outside the scope of this report 60 EVIDENCE SUBMITTED Data in accordance with the ICC-ES Acceptance Cntena for Fasteners Power-driven into Concrete, Steel and Masonry Elements (AC70), dated October 2006 70 IDENTIFICATION The containers of the fasteners shall be labeled with the ITW Ramset company name, the fastener product name, length, catalog number, and quantity, the evaluation report number (ESR-1799), and the manufacturing date and lot number In addition, all of the fasteners, except the 1600 W series fasteners, shall be identified by the letter "R" stamped into the fastener head Page 3 of 5 ESR-1799 TABLE 1—ALLOWABLE TENSION AND SHEAR VALUES FOR FASTENERS INSTALLED IN NORMAL-WEIGHT CONCRETE1'2-3'' (pounds) PART NUMBER SERIES 1500 and 1600 W SP SP 3300 NOMINAL SHANK DIAMETER (inch) 0145 0150 0 150/0 180 0180 SHANK DESCRIPTION Smooth- straight Smooth- straight Smooth- stepped Smooth- straight MINIMUM EMBEDMENT DEPTH (inches) \ 1 1'/4 1V, '/4 1 1V4 1'/2 1 1V, 1V, MINIMUM SPACING (inches) 51 5 1 51 51 MINIMUM EDGE DISTANCE (inches) 32 32 35 35 CONCRETE COMPRESSIVE STRENGTH (psi) 2000 psi Tension 50 152 159 154 — 154 207 196 241 254 Shear 66 166 265 340 — 200 230 100 329 379 4000 psi Tension 100 157 179 209 150 243 298 384 255 294 419 Shear 104 182 267 342 105 175 218 391 284 373 501 6000 psi Tension — I — 81 189 213 239 Shear — — 82 210 305 594 For SI 1 inch = 25 4 mm, 1 Ibf = 4 45 N, 1 psi = 6 89 kPa 'The fasteners shall not be dnven until the concrete has reached the designated minimum compressive strength Concrete aggregate shall comply with ASTM C 33 Minimum concrete thickness is three fames the fastener embedment into the concrete2The allowable shear and tension values are only for the fasteners in the concrete Members connected to the concrete shall be investigated in accordance with accepted design cntena3The stress increases and load reductions descnbed in IBC Section 1605 3 and the stress increases descnbed in UBC Section 1612 3, are not allowed for wind loads acting alone or when combined with vertical loads No adjustment is allowed for vertical loads acting alone 'Seismic load resistance is outside the scope of this report, except as noted in Section 4 1 1 of this report TABLE 2—ALLOWABLE TENSION AND SHEAR VALUES FOR FASTENERS INSTALLED IN MINIMUM 3000 psi STRUCTURAL LIGHTWEIGHT CONCRETE1-2-3-4 (pounds) PART NUMBER SERIES 1500 SP NOMINAL SHANK DIAMETER (inch) 0145 0 150/0 180 SHANK DESCRIPTION Smooth- straight Smooth- stepped MINIMUM EMBEDMENT DEPTH (inches) % 1 1V4 1V2 1 1V, 1V, MINIMUM SPACING (inches) 4 4 FASTENER INSTALLED THROUGH LOWER FLUTE OR METAL DECK INTO CONCRETE56 Tension 76 134 157 233 119 175 179 Shear 260 265 269 346 336 372 426 FASTENER INSTALLED INTO CONCRETE Minimum Edge Distance (inches) 32 35 Tension 167 200 333 391 226 329 406 Shear 179 228 400 410 250 377 380 For SI 1 inch = 25 4 mm, 1 Ibf = 4 45 N, 1 psi = 6 89 KPa 'The fasteners shall not be dnven until the concrete has reached the designated minimum compressive strength Concrete aggregate shall comply with ASTM C 330 Minimum concrete thickness shall be three times the fastener embedment into the concrete 'The allowable shear and tension values are only for the fasteners in the concrete Members connected to the concrete shall be investigated in accordance with accepted design cntena3The stress increases and load reductions descnbed in IBC Section 1605 3, and the stress increases descnbed in UBC Section 1612 3, are not allowed for wind loads acting alone or when combined with vertical loads No adjustment is allowed for vertical loads acting alone 'Seismic load resistance is outside the scope of this report, except as noted in Section 4 1 1 of this report 5For fasteners installed through metal deck, the fastener shall be installed through the lower flutes of the metal deck with a minimum edge distance of 1V8 inches from the edge of the metal deck web and 4 inches from the end of the deck See Figure 1 of this report 6The steel deck shall have a minimum base-metal thickness of 0 035 inch and have a minimum yield strength of 49 5 ksi Page 4 of 5 ESR-1799 TABLE 3—ALLOWABLE TENSION AND SHEAR VALUES FOR FASTENERS INSTALLED IN ASTM A 36 STEEL'"" (pounds) PART NUMBER SERIES 1500 and 1600W 1500K and 1600WK SP 3300 NOMINAL SHANK DIAMETER (inch) 0 145 0145 0 150 0180 TYPE OF SHANK Smooth Knurled Smooth Smooth MINIMUM SPACING (inches) 1 1 1 1 MINIMUM EDGE DISTANCE (inches) V2 v, V2 V, STEEL THICKNESS (inch) 3/,8 Tension 81 296 385 281 Shear 373 636 662 580 '/« Tension 181 584 445 385 Shear 273 659 477 507 \ Tension 397 680 393 460 Shear 489 730 574 644 V2 Tension 243s 253s 948 641 Shear 277s 293s 597 684 \ Tension — 234s Shear — 356s For SI 1 inch = 25 4 mm 1 Ibf = 4 45 N 'Except where noted otherwise in this table, the allowable service load values shown are for fastenings that have the entire pointed end of the fastener dnven through the steel plate 2The allowable tension and shear values are only for the fasteners in the steel Members connected to the steel shall be investigated in accordance with accepted design criteria 3The stress increases and load reductions descnbed in IBC Section 1605 3, and the stress increases descnbed in UBC Section 1612 3, are not allowed for wind loads acting alone or when combined with vertical loads No adjustment is allowed for vertical loads acting alone 'Seismic load resistance is outside the scope of this report, except as noted in Section 4 1 1 of this report 5Fastener penetration into steel is a minimum of 7/16 inch TABLE 4—ALLOWABLE LOADS FOR FASTENERS INSTALLED IN ASTM A 572, GRADE 50, STEEL1'2-1-4 (pounds) PART NUMBER SERIES 1500K and 1600WK SP NOMINAL SHANK DIAMETER (inch) 0145 0150 TYPE OF SHANK Knurled Smooth MINIMUM SPACING (inch) 1 1 MINIMUM EDGE DISTANCE (inch) '/2 '', STEEL THICKNESS (inch) '/„ Tension 260 356 Shear 499 569 \ Tension 579 554 Shear 725 637 '/. Tension 383s 604 Shear 595s 602 '/, Tension — 8147 Shear — 8207 '/. Tension — 2436 Shear — 3816 For SI 1 inch = 25 4 mm, 1 Ibf = 4 45 N 'Except where noted otherwise in this table, the allowable service load values shown are for fastenings that have entire pointed end of the fasteners dnven through the steel plate ^e allowable tension and shear values are only for the fasteners in the steel Members connected to the steel shall be investigated in accordance with accepted design cntena 'The stress increases and load reductions descnbed in IBC Section 1605 3, and the stress increases descnbed in UBC Section 1612 3, are not allowed for wind loads acting alone or when combined with vertical loads No adjustment is allowed for vertical loads acting alone 'Seismic load resistance is outside the scope of this report, except as noted in Section 4 1 1 of this report5Fastener penetration into the steel is a minimum of 3/e inch6Fastener penetration into the steel is a minimum of 7/,e inch 'Fastener penetration into the steel is a minimum of V2 inch Page 5 of 5 ESR-1799 TABLE 5—ALLOWABLE TENSION AND SHEAR VALUES FOR ANGLE CLIP FASTENERS INSTALLED IN NORMAL-WEIGHT CONCRETE1"'4 (pounds) PART NUMBER SDC100 SDC125 SPC78 SPC114 NOMINAL SHANK DIAMETER (inch) 0145 0145 0150 0 150/0 180 MINIMUM EMBEDMENT DEPTH (inches) \ 1V. 3/4 11/. MINIMUM SPACING (inches) 4 4 51 5 MINIMUM EDGE DISTANCE (inches) 32 32 32 3V2 MINIMUM CONCRETE COMPRESSIVE STRENGTH 4000 psi Tension 115 130 155 127 Shear 120 167 188 226 6000 psi Tension — — 150 169 Shear — — 153 300 For SI 1 inch = 25 4 mm, 11bf = 4 45 N 1 psi = 6 89 kPa 'The fasteners shall not be dnven until the concrete has reached the designated minimum compressive strength Concrete aggregate shall comply with ASTM C 33 Minimum concrete thickness is three times the fastener embedment into the concrete 2The allowable shear and tension values are only for the fastener in the concrete 3The stress increases and load reductions descnbed in IBC Section 1605 3, and the stress increases descnbed in UBC Section 1612 3, are not allowed for wind loads acting alone or when combined with vertical loads No adjustment is allowed for vertical loads acting alone4Seismic load resistance is outside the scope of this report, except as noted in Section 4 1 1 of this report TABLE 6—ALLOWABLE TENSION AND SHEAR VALUES FOR ANGLE CLIP FASTENERS INSTALLED IN MINIMUM 3000 psi STRUCTURAL LIGHTWEIGHT CONCRETE FILLED METAL DECK'-2-3-456 (pounds) PART NUMBER SDC100 SDC125 SPC78 SPC114 SHANK DIAMETER (inch) 0145 0145 0150 0 150/0 180 MINIMUM EMBEDMENT DEPTH (inches) \ 11/, '/. IV. FASTENER INSTALLATION LOCATION AND LOADING CONDITION Lower Flute Tension 67 94 59 157 Lower Flute Shear 237 276 202 272 Upper Flute Tension 104 106 84 180 Upper Flute Shear 310 319 324 334 For SI 1 mch = 254mm, 1 lbf = 445N, 1 psi = 689kPa 'The fasteners shall not be dnven until the concrete has reached the designated minimum compressive strength Concrete aggregate shall comply with ASTM C 330 Minimum concrete thickness is three times the fastener embedment into the concrete2The allowable shear and tension values are only for the fastener attachment to the concrete 'The fasteners shall be installed through the metal deck and into the concrete at the upper or lower flute as designated in the table The fastener must be a minimum of 11/, inches from the edge of the deck web and 4 inches from the end of the deck The minimum fastener spacing is 4 inches4The steel deck shall have a minimum base-metal thickness of 0 035 inch and a minimum yield strength of 49 5 ksi 5The stress increases and load reductions descnbed in IBC Section 1605 3, and the stress increases descnbed in UBC Section 1612 3. are not allowed for wind loads acting alone or when combined with vertical loads No adjustment is allowed for vertical loads acting alone "Seismic load resistance is outside the scope of this report, except as noted in Section 4 1 1 of this report 3.000 PSI LTWT CONCRETE STEEL DECK DRECTION CF SKM) LOW For SI 1 inch = 25 4 mm FASTENER SECTION - COMPOSITE DECK - NO SCALE FIGURE 1—FASTENER INSTALLATION LOCATION IN COMPOSITE DECK ^ n City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 05-27-2008 Plan Check Revision Permit No PCR08042 Building Inspection Request Line (760) 602-2725 Job Address 1 LEGOLAND DR CBAD Permit Type PCR vStatus ISSUED Parcel No 2111000900 Lot# 0 Applied 04/28/2008 Valuation $0 00 Construction Type NEW Entered By JMA Reference # Plan Approved 05/27/2008 PC # issued 05/27/2008 Project Title LEGOLAND DEF SUBMITTAL/ELEC Inspect Area FOR AQUARIUM LIFE SUPPORT SYSTEM Applicant Owner STEVE SWAILES LEGOLAND CALIFORNIA INC <LF> PLAY U S ACQUISITI 6970 CONVOY CT C/O PTS SAN DIEGO PO BOX 543185 CA 92111 DALLAS TX 75354 858-636-7990 Plan Check Revision Fee $12000 Additional Fees $0 00 Total Fees $12000 Total Payments To Date $12000 Balance Due $000 FINAL APPROVAL Inspector Date Clearance NOTICE Please take NOTICE that approval of your project includes the 'Imposition" of fees dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions" You have 90 days from the date this permit was issued to protest imposition of these fees/exactions If you protest them, you must follow the protest procedures set forth in 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 ,'nd 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 you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise exoired EsGii Corporation In Partnership with government for <ButUmg Safety DATE May 22, 2008 OAPPLICANT JURISDICTION Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO 07-2464 REV3 (PCR08-10) SET II PROJECT ADDRESS One Lego Dr. PROJECT NAME Deletion of Aquarium Life Support (Generator Connection) Electrical System XI The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes I | The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff 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 The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person The applicant's copy of the check list has been sent to XI Esgil Corporation staff did not advise the applicant that the plan check has been completed Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Telephone # Date contacted (by ) Fax # Mail Telephone Fax In Person REMARKS By Eric Jensen Enclosures Esgil Corporation D GA D MB D EJ D PC 5/15/2008 9320 Chesapeake Drive, Suite 208 * San Diego, California 92123 * (858)560-1468 * Fax (858) 560-1576 EsGil Corporation In Partnership with government for <Buifding Safety DATE May 5, 2008 a APPLICANT JURISDICTION Carlsbad ^ «..«,, xi a PLAN REVIEWERpe£08OT£- a FILE PLAN CHECK NO 07-2464 REVS (PUD 00 1-0) SET I PROJECT ADDRESS One Lego Dr. PROJECT NAME Deletion of Aquarium Life Support (Generator Connection) Electrical System The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted 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 The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person The applicant's copy of the check list has been sent to 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 Steve Swailes Telephone # 858 636-7990 fo^/w/4/ Date contacted 5/3/o f (by (^ $ Fax # 858 636-7995 Mail Telephone Fax^ In Person REMARKS By Eric Jensen Enclosures Esgil Corporation D GA D MB D EJ D PC 4/29/08 9320 Chesapeake Drive, Suite 208 * San Diego, California 92123 + (858)560-1468 + Fax (858) 560-1576 Carlsbad O7-2464 REVS (PCRO8-1O) . May 5, 20O8 ELECTRICAL CORRECTIONS PLAN REVIEWER: Eric Jensen ELECTRICAL (2005 NATIONAL ELECTRICAL CODE) 1 A partial single line revision diagram has been submitted that does not contain all of the information found on the approved set of plans Either add a Note to the revision set single line that this particular revision is not all-inclusive and must be used with the approved single line from 2/13/08 or include all the information on the new revision set • Of mam concern is the lack of the emergency branch complete from the generator to the emergency panelboards Note. If you have any questions regarding this Electrical 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 O7-2464 KEV3 (PCR08-1O) May 5, 2OO8 VALUATION AND PLAN CHECK FEE JURISDICTION Carlsbad PLAN CHECK NO O7-2464 REVS (PCR08-10) PREPARED BY Eric Jensen DATE May 5, 2O08 BUILDING ADDRESS One Lego Dr. BUILDING OCCUPANCY TYPE OF CONSTRUCTION BUILDING PORTION Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA (Sq Ft) cb RIHn Pprmit FPP hu OrHmanro ^ Valuation Multiplier By Ordinance Reg Mod VALUE ($) Plan Check Fee by Ordinance . "** | Type of Review D Complete Review $12000 I I Repetitive FeeRepeats Other Hourly [ Esgil Plan Review Fee Structural Only Hour* $9600 * Based on hourly rate Comments Sheet 1 of 1 macvalue doc C"•H r n IplIS?D E^^r^T| J5 ^*mro i-«s m^^ ^STJ mwfri^°m r a oon 1I 11-07-2008 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Plan Check Revision Permit No PCR08057 Building Inspection Request Line (760) 602-2725 Job Address Permit Type Parcel No Valuation Reference # PC# Project Title 1 LEGOLAND DR CBAD PCR 2111000900 Lot# $0 00 Construction Type LEGOLAND DETAILS ON EXTERIOR STAIRS 5B Applicant LEGOLAND CALIFORNIA INC <LF> PLAY U S ACQUISITI C/0 PTS PO BOX 543185 DALLAS TX 75354 Status Applied Entered By Plan Approved Issued Inspect Area ISSUED 05/23/2008 JMA 11/07/2008 11/07/2008 Owner LEGOLAND CALIFORNIA INC <LF> PLAY U S ACQUISITI C/O PTS PO BOX 543185 DALLAS TX 75354 Plan Check Revision Fee Additional Fees $240 00 $000 Total Fees $240 00 Total Payments To Date $240 00 Balance Due $000 Inspector FINAL APPROVAL Date Clearance NOTICE Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions" You have 90 days from the date this permit was issued to protest imposition of these fees/exactions If you protest them, you must follow the protest procedures set forth in 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 you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired City of Carlsbad Plan Check Revision No Project Address Contact Address Building Department original Plan Check No Date APN Business at this address General Scope of Work __ _ __ Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person 1 Elements revised Plans Calculations Soils Other \ 2 Describe revisions in detail « •* n i. ^ -L D (/'1 lot pSjTT F)T F>\T\Q{vvo( pUi 4^f , ' I 1si sf// r /\k tf 'Sfi/c J \ ,!/*/•' . I1 . • — 3 List page(s) where each revision is shown ) 4 List revised sheets that replace existing sheets 5 Does this revision, in any way, alter the exterior of the project? D Yes [g No 6 Does this revision add ANY new floor area(s)? D Yes P No 7 Does this revision affect any fire related issues? D Yes p No 8 Is this a compleijb Set tfoit replaces the original permitted set? D Yes ^ No <2<Sinn;itiirp ' j/faJM***** * 1635 Faraday Avenue, Carlsbad, CA 92008 Phone 760-602-2717/2718/27,9/7541 Fax 760-602-8558 EsGii Corporation In Partnership with government for 'BuiCd'injj Safety DATE May 30, 2008 O^PPL.LGANT JURISDICTION Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO 07-2464 REV 4 (PCR08057) SET I PROJECT ADDRESS 1 Legoland Dr. PROJECT NAME Legoland Exterior Stair Drawings The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted 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 The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person The applicant's copy of the check list has been sent to Chris Romero One Legoland Dr Carlsbad, CA 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 Chris Romero Telephone # (760) 846-0842 Date contacted .y 3°/^Mb5#44?) Fax # (760) 918-5469 Ma\v Telephone Fax^ In Person REMARKS By Kurt Culver Enclosures Esgil Corporation D GA [J MB D EJ D PC 5/27/08 9320 Chesapeake Drive, Suite 208 * San Diego. California 92123 +• (858)560-1468 + Fax (858) 560-1576 Carlsbad 07-2464 REV 4 (PCR08057) May 30, 2008 GENERAL PLAN CORRECTION LIST JURISDICTION Carlsbad PLAN CHECK NO O7-2464 REV 4 (PCR08O57) PROJECT ADDRESS 1 Legoland Dr. DATE PLAN RECEIVED BY DATE REVIEW COMPLETED ESGIL CORPORATION 5/27/08 May 30, 2008 REVIEWED BY Kurt Culver FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Building Code 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 or other departments The following items listed need clarification, modification or change All items must be satisfied before the plans will be in conformance with the cited codes and regulations The approval of the plans does not permit the violation of any state, county or city law • To facilitate recheckmg, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans • Please indicate here if any changes have been made to the plans that are not a result of corrections from this list If there are other changes, please briefly describe them and where they are located on the plans Have changes been made not resulting from this list9 Q Yes a No Carlsbad 07-2464 REV 4 (PCR08057) May'30, 2008 1 All sheets of the plans and the first sheet of the calculations are required to be signed by the California licensed architect or engineer responsible for the plan preparation Please include the California license number, seal, date of license expiration and the date the plans are signed Business and Professions Code 2 Please provide evidence that the engmeer-of-record has reviewed this stair package prepared by others (i e , a "review" stamp on the plans or a letter) Section 106 3 4 1 3 Specify on the plans that Special Inspection will be provided for the field welding 4 Please provide complete structural calculations for the elements shown on these stair plans • The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123, telephone number of 858/560-1468, to perform the plan review for your project If you have any questions regarding these plan review items, please contact Kurt Culver at Esgil Corporation Thank you Carlsbad O7-2464 REV 4 (PCRO8057) May 3*0, 2008 VALUATION AND PLAN CHECK FEE JURISDICTION Carlsbad PLAN CHECK NO 07-2464 REV 4 (PCR08057) PREPARED BY Kurt Culver DATE May 30, 2008 BUILDING ADDRESS 1 Legoland Dr. BUILDING OCCUPANCY TYPE OF CONSTRUCTION BUILDING PORTION Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA (Sq Ft) cb Valuation Multiplier By Ordinance Reg Mod VALUE ($) Bldg Permit Fee by Ordinance Plan Check Fee by Ordinance vj Type of Review D Complete Review $240 001 fj Structural Only l~~l Repetitive Fee~^i Repeats Other Hourly | Esgll Plan Review Fee 2 Hours $19200 * Based on hourly rate Comments Sheet! of 1 macvalue doc Carlsbad O7-2464 REV 4 (PCR08057) May-3O, 2008 1 All sheets of the plans and the first sheet of the calculations are required to be signed by the California licensed architect or engineer responsible for the plan preparation Please include the California license number, seal, date of license expiration and the date the plans are signed Business and Professions Code. 2. Please provide evidence that the engmeer-of-record has reviewed this stair package prepared by others (i e , a "review" stamp on the plans or a letter). Section 106.3 4 1. 3 Specify on the plans that Special Inspection will be provided for the field welding. 4 Please provide complete structural calculations for the elements shown on these stair plans The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123, telephone number of 858/560-1468, to perform the plan review for your project If you have any questions regarding these plan review items, please contact Kurt Culver at Esgil Corporation. Thank you PLANNING/ENGINEERING APPROVALS PERMIT NUMBER PCR 08-57 (CB 07-2464 DATE May 27. 2008 ADDRESS One Legoland Dr RESIDENTIAL ADDITION- MINOR (<17,000.00) RETAINING WALL VILLAGE FAIRE POOL/SPA TENANT IMPROVEMENT COMPLETE OFFICE BUILDING OTHER exterior stairs 2008 PLANNER Van Lvnch 2008 ENGINEER DATE May 27, DATE May 27, -DATE ii \AIMIIX\I nixTiiii/mxxixG/raixffiiixG ANWALS Carlsbad Fire Department COPY Plan Review Requirements Categoiy PCR , Date of Report 05-29-2008 Reviewed by Name LEGOLAND CALIFORNIA INC <LF> PLAY U S ACQUISITI Address C/O PTS PO BOX 543 185 DALLAS TX 75354 Permit # PCR08057 Job Name LEGOLAND DETAILS ON EXTERIOR Job Address 1 LEGOLAND DR CHAD .. submitted for review is incomplete At this time, this office cannot•*"— i ^Sl''_^~' «^ 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 CON0002806 [MET] 3£' •"—"*" ^APPROVED"*} Ss=^7a^--sr=ss3^ THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUANCE OF BUILDING PERMIT THIS APPROVAL IS SUBJECT TO FIELD INSPECTION AND REQUIRED TEST, NOTATIONS HEREON, CONDITIONS IN CORRESPONDENCE AND CONFORMANCE WITH ALL APPLICABLE REGULATIONS THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE THE VIOLATION OF ANY LAW Entry 05/29/2008 By GR Action AP ORION STRUCTURAL ENGINEERING, INC 12257 OLD POMERADO ROAD SUITE A POWAY, CA 92064 P (858)-679-1974 F(858)-679-1975 STRUCTURAL CALCULATIONS FOR NORTH & WEST EXTERIOR STAIRS FOR SEALIFE LEGOLAND CALIFORNIA, LLC CLIENT: INTERNATIONAL IRON PRODUCTS 10883 THORNMINT SAN DIEGO, CA 92127 Table of Contents.. Loads /Assumptions Framing Analysis Footing Design Sheet 1 Sheets 2-5 Sheet 6 PREPARED BY RYANJ OMER THE FOLLOWING CALCULATIONS ADDRESS THE MOST CRITICAL CONNECTIONS, SPANS, ETC FOR THE STAIRWAYS BEING CONSIDERED 1) THE STRUCTURE HAS BEEN DESIGNED (BY OTHERS) TO RESIST ALL LOADS INDUCED BY THE STAIRS 2) ALL ROLLED STEEL MATERIALS TO BE GRADE 36 OR BETTER (A- 36, A-500 OR A992) ALL TUBE MATERIALS TO BE GRADE 46 OR BETTER (A500 GR B OR 50 KSI STEEL) LOADS SELF (STRINGERS AND OTHER FRAMING) 30 psf PAN (W/ 2" CONCRETE) 35 psf PAN (W/3 l/2" CONCRETE) 48 psf RAILING AND FRAMING 20 plf MISC 5 psf UNIFORM LIVE LOAD 100 psf POINT LIVE LOAD 300 Ib SHOPJ3RAWING REVIEW ELNO EXCEPTION TAKEM D REJECTED D MAKE CORRECTIONS NOTES D REVISE AND RESUBMIT Q SUBMIT SPECIFIED ITEM Checking Is only for general conformance with the design concept of the protect and general compliance with the information given in the contract documents Any action shown is subject to the requirements of the plans and specifications Contractor is responsible for dimensions which shall be confirmed and corrected at the job site fabrication processes and techniques of construction coordination of his work with that of all other trades end the satisfactory performance of his work. FIRM If R Miller & Associates, Inc. Date ~F '' By l) ^|g ORION STRUCTURAL ENGINEERING, INC PAGE NO. PROJECT.JOB NO.. '_J_i_J I 1- t I J • 'W^; ORION STRUCTURAL ENGINEERING, INC PAGE NO' -H ; 1 i * -l i t~T gj|j ORION STRUCTURAL ENGINEERING, INC PAGE NO. '' ^ PROJECT JOB NO _ ^J^^>..4J£iiI.L^_^Z^_.X3l5j!' r j i j-rt* ' • i •**} *yj \ f"i"""' —i ir^r~: ; L *f ^J3 i- 4 F--/ ^ ORION STRUCTURAL ENGINEERING, INC PAGE NO. PROJECT JOB NO _ . J ; | , I ~~~" "" •v* %J; ORION STRUCTURAL ENGINEERING, INC PAGE NO. PROJECT,JOB NO L _ TVr 3 CO omCO ,_iSm Om-0