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Home My WebLink About1 LEGOLAND DR; ; CBC2017-0076; Permit(City of Carlsbad Print Date: 12/03/2018 Job Address: 1 Legoland Dr Permit Type: BLDG-Commercial Work Class: Parcel No: 2111000900 Lot #: Valuation: $976,272.00 Reference U: Occupcy Group: la Construction Type: U Dwelling Units: Bathrooms: Bedrooms: Orig. Plan Check U: Plan Check U: Permit No: CBC2017-0076 New Status: Closed - Finaled Applied: 02/14/2017 DEV2016-0029 Issued: 10/02/2017 Permit 11/29/2018 Finaled: Inspector: PBurn Final Inspection: 11/28/2018 Project Title: LEGOLAND JD18 DARK RIDE Description: JD 18 RIDE: 13,200 SF RIDE BUILDING//BRIDGES//SHADE STRUCTURES // WILL HAVE RESTU RANT & RESTOOM IN ALLOWABLE AREA Applicant: Owner: Contractor: ETHOS ARCHITECTURE - LEGOLAND CALIFORNIA LLC <LF> PLAY US MCCARTHY BUILDING COMPANIES INC SCOTT HOLCOMB ACQUISITION CO INC 24542 Creekview Dr 9275 Sky Park Ct Laguna Hills, CA 92653-4209 P0 Box 543185 C/O Property Tax Service Co SAN DIEGO, CA 92123-4303 949-607-8001 DALLAS, TX 75354 949-851-8383 FEE AMOUNT BUILDING PERMIT FEE ($2000+) $3,468.00 BUILDING PLAN CHECK FEE (BLDG) $2,427.60 COMMUNITY FACILITIES DISTRICT (CFD) FEE $3,965.28 COMMUNITY FACILITIES DISTRICT (CFD) FEE - NON-RES $3,965.28 ELECTRICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL $242.00 FIRE A-2 & A-3Occupancies - New $790.00 FIRE Plan Resub (3rd&SubsequentSubmittal/hr) $132.00 GREEN BUILDING STANDARDS PLAN CHECK & INSPECTION $166.00 MECHANICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL $104.00 PUBLIC FACILITIES FEES - inside CFD $17,768.15 5B1473 GREEN BUILDING STATE STANDARDS FEE $40.00 STRONG MOTION-COMMERCIAL $273.36 SWPPP INSPECTION FEE TIER 1 - Medium BLDG $232.00 SWPPP PLAN REVIEW FEE TIER 1- MEDIUM $55.00 Total Fees: $33,628.67 Total Payments To Date: $29,663.39 Balance Due: $3,965.28 Please take NOTICE that approval of your project includes the Imposition' of fees, dedications, reservations, or other exactions hereafter collectively referred to as 'fees/exaction. 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 limitation has previously otherwise expired. Building Division 1635 Faraday Avenue, Carlsbad CA 92008-7314 1760-602-2700 1760-602-8560 f I www.carlsbadca.gov THE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: DPLANNING EJENGINEERING BUILDING EJFIRE EJHEALTH DHAZMATIAPCD I 1635 Faraday Ave., Carlsbad, CA 92008 Est. Value f"1 G ,, 3l1 C7 CrTCitY of Building Permit Application Plan Check No. ff CJ2C O J"7 Plan Ck. Deposit Lj 7 p Cdisbad Ph: 760-602-2719 Fax: 760-602-8558 email: building©carlsbadCa.gOv /7 Iswppp I www.carlsbadca.gov Date 1 JOB ADDRESS 1 LEGOLAND Drive, Carlsbad, CA 92008 sWTE,/sPAcE./UNff. T/PRWECT # LOT# n/a 211-100-09-00 i NAME cISTR. 1YPE { 0CC. GROUP LOT 18 OF CARLSBA TRACT 940 OF CA4SBAD RNCH UNIT 2&3. MAP #3408. V-B I A-5 DEScRIPnONOF WORK. Include Square Feet ofAffectedA'eaS)- ----•_ - :itU ççL .is --- -- -- __i . -' • r - CL / Áçç 01IS11N0 USE I PROPOSED USE I GARAGE (SF) PATIOS (SF) I DECKS (SF) I FIREPLACE I AIR CONDITIONING I FIRE SPRINKLERS A-5 A-5 I n/a n/a n/a kSD. NCj YES NOD I YESNOD APPUCANT NAME PROPERTY OWNER NAME Primary contact Scott Holcomb Play U.S. Acquisitionco Inc. ADDRESS . ADDRESS 24542 Creekview Drive 1 LEGOLAND Drive CITY STATE Laguna Hills CA ZIP 92653 CITY Carlsbad STATE CA ZIP 92008 PHONE 949-607-8016 FAX none 760-429-8942 I none PHONE 'FAX EMAIL EMAIL Scotth@ethosarch.com Chris.Brzezicki@merlinentertainments.biz DESIGN PROFESSIONAl. Scott Holcomb, Ethos Architecture CORTRACTORBUSJAME McCarthy Building Companies, Inc. ADDRESS ADDRESS 24542 Creekview Drive 9275 Sky Park Court, #200 CITY STATE ZIP CITY STATE ZIP Laguna Hills CA 92653 San Diego CA 92123 PHONE FAX 949-607-8016 IFAX none P"998-784-0347 none EMAIL EMAIL scotth@ethosarch.com e STATE LIC.# CITY BUS. M#Architect ISTAL C-31801 £4 12 (Sec. (03]..b Uuslness and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair anystructure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he Is licensed pursuant to the provisions of the Contractor's License LawfChapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any appllcan[for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500)1. Workers' Compensation Dedaratlon: (hereby affirm under penalty of perjwy one of the following dedaraltons Rhave 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. I I have and will maintain workers' compensation, as required by Section 3700 of the Labo! Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policynumberare:lnsuranceCo. A._L -..... C...j. Policy No. _1 -- '13 Expiration Date _ sec ti on need not be completed Ifthe permit is for one hundred dollars ($100) or lass. Certificate of Exemption: I certify that In the performance of the work for Which this permit Is Issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage Is unlawful, and shall subject an employer to criminal penalties and civil tines up to one hundred thousand dollars (&100,008), In addItion to the cost of compensatIon, dama provl In Seetlo 3708 of the Labor code, Interest and attotnWs fees. AK CONTRACTOR SIGNATURE - EffAGENT DATE 1 ° / a/1 -7 - ®WoQ(!)O)ID ØOOCWD®) I hereby affirm that! am exempt from Contractor's license Law for the following reason: 0 I, as owier of the property or my empbyees with wages as their sole compensation, will do the work and the structure is not intended or altered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such Improvements are not Intended or offered for sale. If, however, the budding or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). [] I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). 0 lam exempt under Section Business and Professions Code for this reason: .1. I personally plan to provide the major labor and materials for construction of the proposed property improvement DYes [30 2.1 (have ! have not) signed an application fora budding permit for the proposed work. 3.1 have contracted with the foIwing person (fins) to provide the proposed construction (iictude name address! phone! contractors' license number): 4.1 plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name/address! phone / contractors' license number): 5.1 will provide some of the work, but I have contracted (hired) the following persons to provide the work Indicated (include name! address! phone! type of work): PROPERTYOWNERaGNATURE iu_' []AGENT DATE 02/14/2017 (30(01?O VW00 ai'oeO (ADIR G900o0300G)(30V0aG 00010010 20000S?O ®J Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505,25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? Yes Mo Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air guali management district? Yes Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? Yes No IFANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. 101005 Q013039 I herby affirm that there is construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lenditr's Name - Lender's Address I certify thati have read the application and state thatthe above information is conect and thatthe Information on the plans isaccurate. I agree to complywith all Cfo' ordinances and State taws relating to building construction. I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHAI An OSHA permit is requited for excavations over 5' deep and demolition or construction of structures over 3 stories to height EXPIRATION: Every permit issued by the Building Official under the provisions of this Code shall expire by liffnitation and become null and void if the building or work authorized by such perrnit is not commenced within 180 days from the date of such permito the bulding or work aullhonzedbvsi1j3rmftmsusendedorabandoned atany time after the work is commenced bra period of 180 days (Section 106.4.4 Uniform Building Code). APPUCANVS SIGNATURE DATE 02/14/2017 1u. STOP: THIS SECTION NOT REQUIRED FOR BUILDING PERMIT ISSUANCE. Complete the following ONLY if a Certificate of Occupancy will be requested at final inspection. Fax (760) 602-8560, Email buiIding0ocar1sbadca.gov or Mail the completed form to City of Carlsbad, Building Division 1635 Faraday Avenue, Carlsbad, California 92008. CO#: (Office Use Only) Carlsbad CA DELIVERY OPTIONS PICK UP CONTACT (Listed above) CONTRACTOR (On Pg 1) MAIL TO: CONTACT (Listed above) CONTRACTOR (On Pg. 1) MAIL / FAX TO OTHER: OCCUPANT (listed above) OCCUPANT (Listed above) ASSOCIATED CB#________________________ NO CHANGE IN USE/ NO CONSTRUCTION CHANGE OF USE / NO CONSTRUCTION APPUtANrS SIGNATURE DATE Permit Type: BLDG-Commercial Application Date: 02/14/2017 Owner: LEGOLAND CALIFORNIA LLC <LF> PLAY U S ACQUISITION CO INC Work Class: New Issue Date: 10/02/2017 Subdivision: CARLSBAD TCT#94-09 UNIT#02 & 03 Status: Closed - Finaled Expiration Date: 02/18/2019 Address: 1 Legoland Dr Carlsbad, CA 92008-4610 IVR Number: 1956 Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Date November 28, 2018 Page 11 0111 Permit Type: BLDG-Commercial Application Date: 02/14/2017 Owner: LEGOLAND CALIFORNIA LLC <LF> PLAY U S ACQUISITION CO INC Work Class: New Issue Date: 10/02/2017 Subdivision: CARLSBAD TCT#94-09 UNIT#02 & 03 Status: Closed - Finaled Expiration Date: 02/18/2019 Address: 1 Legoland Dr Carlsbad, CA 92008-4610 IVR Number: 1956 Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Date Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 06/2012018 06/20/2018 BLDG-Final 061559-2018 Partial Pass Paul Burnette Reinspection Incomplete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-Plumbing Final No BLDG-Mechanical Final No BLDG-Structural Final No BLDG-Electrical Final No 06/2512018 06/25/2018 BLDG-31 061986-2018 Passed Paul Burnette Complete Underground/Condu it - Wiring Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 07/02/2018 0710212018 BLDG-Final 062777-2018 Cancelled Andy Krogh Reinspection Complete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-Plumbing Final No BLDG-Mechanical Final No BLDG-Structural Final No BLDG-Electrical Final No 08/2212018 08/22/2018 BLDG-Fire Final 061061.2018 Passed Cindy Wong Complete Checklist Item COMMENTS Passed FIRE- Building Final Yes 11/28/2018 11/28/2018 BLDG-Final 077106-2018 Passed Andy Krogh Complete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-Plumbing Final Yes BLDG-Mechanical Final Yes BLDG-Structural Final Yes BLDG-Electrical Final Yes BLDG-Fire Final 076141.2018 Scheduled Cindy Wong Incomplete Checklist Item COMMENTS Passed FIRE- Building Final No November 28, 2018 Page 10 of 11 Permit Type: BLDG-Commercial Application Date: 02/14/2017 Owner: LEGOLAND CALIFORNIA LLC <LF> PLAY U S ACQUISITION CO INC Work Class: New Issue Date: 10/02/2017 Subdivision: CARLSBAD TCT#94-09 UNIT#02 & 03 Status: Closed - Finaled Expiration Date: 02/18/2019 Address: 1 Legoland Dr Carlsbad, CA 92008-4610 IVR Number: 1956 Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reinspectlon Complete Date Start Date Checklist Item COMMENTS Passed BLDG-Building Deficiency Hardlid areas Yes 05/17/2018 05/17/2018 BLDG-11 058320.2018 Passed Paul Burnette Complete Foundation/Ftg!Pler a (Reber) Checklist Item COMMENTS Passed BLDG-Building Deficiency. Yes 06/01/2018 06/01/2018 BLDG-31 059766.2018 Passed Paul Bumette Complete Underground/Condu it - Wiring Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 06/06/2018 06/06/2018 BLDG-11 060140.2018 Passed Paul Burnette Complete Foundation/Ftg/Pier $ (Rebar) Checklist Item. COMMENTS Passed BLDG-Building Deficiency Yes BLDG-33 Service 060141.2018 Failed Paul Burnette Reinspection Complete Change/upgrade Checklist Item COMMENTS Passed BLDG-Building Deficiency No 06/07/2018 06/07/2018 BLDG-Electric Meter 060323.2018 Passed Paul Bumette Complete Release Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 06/14/2018 06/14/2018 BLDG-85 T-Bar, 061052.2018 Passed Paul Burnette Complete Ceiling Grids, Overhead Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 Yes Rough-Ducts-Dampers 06/19/2018 06/19/2018 BLDG-31 061430-2018 Passed Paul Burnette Complete underground/Condu it . Wiring November 28, 2018 Page 9 of 11 0 Permit Type: BLDG-Commercial Application Date: 02/14/2017 Owner: LEGOLAND CALIFORNIA LLC <LF> PLAY U S ACQUISITION CO INC Work Class: New Issue Date: 10/02/2017 Subdivision: CARLSBAD TCT#94-09 UNIT#02 & 03 Status: Closed - Finaled Expiration Date: 02/18/2019 Address: 1 Legoland Dr Carlsbad, CA 920084610 IVR Number: 1956 Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Date BLDG-44 056049.2018 Passed Paul Burnette Complete Rough/Ducts/Dampe rs Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 04/27/2018 04/27/2018 BLDG-24 056302.2018 Passed Andy Krogh Complete Rough/Topout BLDG-34 Rough 056303.2018 Partial Pass Andy Krogh Reinspection Incomplete Electrical Checklist Item COMMENTS Passed BLDG-Building Deficiency Walls Yes 05/02/2018 05/02/2018 BLDG-21 056771.2018 Passed Andy Krogh complete Underground/Underf loor Plumbing BLDG-84 Rough 056770-2018 Failed Andy Krogh Reinspection Complete Combo(14,24,34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency All hardlid areas required fire sign off prior No to building Ok BLDG-Building Deficiency As noted on card and plans Yes BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-34 Rough Electrical Missing supports at back of house for pvc No conduits multiple locations and rooms BLDG-44 Yes Rough-Ducts-Dampers 05/07/2018 05/07/2018 BLDG-18 Exterior 057054-2018 Passed Paul Bumette Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 05/08/2018 05/08/2018 BLDG-14 057371.2018 Passed Andy Krogh Complete Frame/Steel/Bolting/ Welding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency Ok to hardlid all areas Yes BLDG-34 Rough 057372-2018 Passed Andy Krogh Complete Electrical November 28, 2018 Page 8 of 11 Permit Type: BLDG-Commercial Application Date: 02/14/2017 Owner: LEGOLAND CALIFORNIA LLC <LF> PLAY U S ACQUISITION CO INC Work Class: New Issue Date: 10/02/2017 Subdivision: CARLSBAD TCT#94-09 UNIT#02 & 03 Status: Closed - Finaled Expiration Date: 02/18/2019 Address: 1 Legoland Dr Carlsbad, CA 92008-4610 IVR Number: 1956 Scheduled Actual Date Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-12 Steel/Bond 054652-2018 Partial Pass Paul Burnette Reinspection Incomplete Beam Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-13 Shear 054650-2018 Cancelled Paul Bumette Reinspection Complete Panels/HO (ok to wrap) Checklist Item COMMENTS Passed BLDG-Building Deficiency No 04/16/2018 0411612018 BLDG-13 Shear 055048.2018 Partial Pass Andy Krogh Reinspection Incomplete Panels/HO (ok to wrap) Checklist Item COMMENTS Passed BLDG-Building Deficiency As noted on card and plans Yes BLDG-84 Rough 055049.2018 Partial Pass Andy Krogh Reinspection Incomplete Combo(14,2434,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency As noted on card and plans Yes BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 Yes Rough-Ducts-Dampers 04/2012018 04/20/2018 BLDG-23 055665.2018 Passed Paul Burnette Complete Gas/Test/Repairs Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 04/25/2018 04/25/2018 BLDG-24 056046.2018 Partial Pass Paul Burnette Reinspection Incomplete Rough/Topout Checklist Item COMMENTS Passed BLDG-Building Deficiency No • BLDG-34 Rough 056047.2018 Partial Pass Paul Burnette Reinspection Incomplete Electrical Checklist Item COMMENTS Passed BLDG-Building Deficiency No November 28, 2018 Page 7 of 11 Permit Type: BLDG-Commercial Application Date: 02/14/2017 Owner: LEGOLAND CALIFORNIA LLC <LF> PLAY U S ACQUISITION CO INC Work Class: New Issue Date: 10/02/2017 Subdivision: CARLSBAD TCT#94-09 UNIT#02 & 03 Status: Closed - Finaled Expiration Date: 02/18/2019 Address: 1 Legoland Dr Carlsbad, CA 92008-4610 IVR Number: 1956 Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Date BLDG-12 Steel/Bond 051166.2018 Cancelled Paul Burnette Reinspection Complete Beam Checklist Item COMMENTS Passed BLDG-Building Deficiency No 03/13/2018 03/13/2018 BLDG-15 051573-2018 Partial Pass Andy Krogh Reinspection Incomplete Roof/ReRoof (Patio) Checklist Item COMMENTS Passed BLDG-Building Deficiency As noted on plans and card, includes infihl Yes framing from lower roof to upper roof 03/1512018 03/16/2018 BLDG-15 051864.2018 Partial Pass Paul Bumette Reinspection Incomplete Roof/ReRoof (Patio) Checklist Item COMMENTS Passed BLDG-Building Deficiency As noted on plans and card, includes infihl Yes framing from lower roof to upper roof BLDG-66 Grout 051781-2018 Partial Pass Paul Bumette Reinspection Incomplete Checklist Item COMMENTS Passed BLDG-Building Deficiency No 03/21/2018 03/21/2018 BLDG-44 052368.2018 Partial Pass Andy Krogh Reinspection Incomplete Rough/Ducts/Dampe I's Checklist Item COMMENTS Passed BLDG-Building Deficiency As noted on plans and card Yes 04/0212018 04/02/2018 BLDG-12 Steel/Bond 053427.2018 Cancelled Andy Krogh Reinspection Complete Beam - Checklist Item COMMENTS Passed BLDG-Building Deficiency Not ready No BLDG-IS 053426.2018 Partial Pass Andy Krogh Reinspection Incomplete Roof/ReRoof (Patio) Checklist Item COMMENTS Passed BLDG-Building Deficiency As noted on plans Yes 04/04/2018 04/04/2018 BLDG-12 Steel/Bond 053833-2018 Passed Andy Krogh Complete Beam Checklist Item COMMENTS Passed BLDG-Building Deficiency Footing as noted on card Yes 04/11/2018 04/11/2018 BLDG-11 054648.2018 Partial Pass Paul Bumette Reinspection Incomplete Foundation/Ftg/Pler a (Reber) November 28, 2018 Page 6 of 11 Complete BLDG-Building Deficiency 03/08/2018 03/08/2018 BLDG-11 051165.2018 Foundation/Ftg/Pier 5 (Rebar) Checklist Item COMMENTS -Passed Partial as noted on plans Yes Cancelled Paul Burnette Reinspection COMMENTS Passed Permit Type: BLDG-Commercial Application Date: 02/14/2017 Owner: LEGOLAND CALIFORNIA LLC <LF> PLAY U S ACQUISITION CO INC Work Class: New Issue Date: 10/02/2017 Subdivision: CARLSBAD TCT#94-09 UNIT#02 & 03 Status: Closed - Finaled Expiration Date: 02/18/2019 Address: 1 Legoland Dr Carlsbad, CA 92008-4610 IVR Number: 1956 Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Date Checklist Item COMMENTS Passed BLDG-Building Deficiency No 02/01/2018 02/01/2018 BLDG-11 047488.2018 Partial Pass Paul Burnette Reinspection Foundatlon/Ftg/Pier - S (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency No 02/07/2018 02/07/2018 BLDG-12 Steel/Bond 048106-2018 Passed Paul Burnefte Beam Checklist Item COMMENTS Passed BLDG-Building Deficiency Grade beams as noted on card with special Yes inspection report And curbs in two locations pending special inspection report BLDG-31 048117-2018 Passed Paul Burnette Underground!Condu it - Wiring Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 02/08/2018 02/07/2018 BLDG-21 048116.2018 Passed Paul Burnette Underground/Underf loor Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency Not ready Yes 03/01/2018 03/01/2018 BLDG-14 060274.2018 Cancelled Paul Burnette Reinspection Frame/Steel/Bolting/ Welding (Decks) Checklist Item - COMMENTS Passed Incomplete Complete Complete Complete Complete BLDG-Building Deficiency 03/02/2018 03/02/2018 BLDG-14 050503-2018 Frame/Steel/Bolting/ Welding (Decks) No Partial Pass Andy Krogh Reinspection Incomplete BLDG-Building Deficiency -- No November 28, 2018 Page 6 of 11 Permit Type: BLDG-Commercial Application Date: 02/14/2017 Owner: LEGOLAND CALIFORNIA LLC <LF> PLAY U S ACQUISITION CO INC Work Class: New Issue Date: 10/02/2017 Subdivision: CARLSBAD TCT#94-09 UNIT#02 & 03 Status: Closed - Finaled Expiration Date: 02/18/2019 Address: 1 Legolarid Dr Carlsbad, CA 92008-4610 IVR Number: 1956 Scheduled Actual Date Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete 01/17/2018 01/17/2018 BLDG-11 046008.2018 Passed Andy Krogh Complete Foundatlon/Ftg/Pler a (Reber) Checklist Item - COMMENTS Passed BLDG-Building Deficiency As noted on plans Yes BLDG-12 Steel/Bond 046009.2018 Passed Andy Krogh Complete Beam Checklist Item COMMENTS Passed BLDG-Building Deficiency As noted on plans Yes BLDG-21 046057.2018 Passed Andy Krogh Complete Underground/Underf loor Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency As noted on plans Yes BLDG-31 046069-2018 Passed Andy Krogh Complete Underground/Condu It - Wiring 01/1912018 01/19/2018 BLDG-21 046293-2018 Partial Pass Paul Bumette Reinspection Incomplete Underground/Underf loor Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency Not ready No 01/22/2018 01/22/2018 BLDG-12 Steel/Bond 046413-2018 Partial Pass Paul Burnette Reinspection Incomplete Beam Checklist Item COMMENTS Passed BLDG-Building Deficiency Grade beams as noted on card with special Yes inspection report And curbs in two locations pending special inspection report 01/25/2018 01/25/2018 BLDG-12 Steel/Bond 046894-2018 Partial Pass Paul Bumette Reinspection Incomplete Beam Checklist Item COMMENTS Passed BLDG-Building Deficiency Grade beams as noted on card with special Yes inspection report And curbs in two locations pending special inspection report 01/31/2018 01/31/2018 BLDG-Il 047396-2018 Failed Paul Burnette Reinspection Complete Foundation/Ftg/Pier a (Rebar) November 28, 2018 Page 4 of 11 Permit Type: BLDG-Commercial Application Date: 02/14/2017 Owner: LEGOLAND CALIFORNIA LLC <LF> PLAY U S ACQUISITION CO INC Work Class: New Issue Date: 10/02/2017 Subdivision: CARLSBAD TCT#94-09 UNIT#02 & 03 Status: Closed - Finaled Expiration Date: 02/18/2019 Address: 1 Legoland Dr Carlsbad, CA 92008-4610 IVR Number: 1956 Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Date Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-12 Steel/Bond 044801-2018 Partial Pass Paul Bumette Reinspection Incomplete Beam Checklist Item COMMENTS Passed BLDG-Building Deficiency Grade beams as noted on card with special Yes inspection report 0110412018 01104/2018 BLDG-31 044988-2018 Partial Pass Paul Burnette Reinspection Incomplete Underground/Condu it - Wiring Checklist Item COMMENTS Passed BLDG-Building Deficiency No 01/11/2018 01/11/2018 BLDG-12 Steel/Bond 045619.2018 Failed Paul Burnette Reinspection Complete Beam Checklist Item COMMENTS Passed BLDG-Building Deficiency Grade beams as noted on card with special Yes inspection report 01/12/2018 01/12/2018 BLDG-21 045769-2018 Partial Pass Paul Burnette Reinspection Incomplete Underground/Underf loor Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency No 01/16/2018 01/16/2018 BLDG-12 Steel/Bond 045863-2018 Partial Pass Andy Krogh Reinspection Incomplete Beam Checklist Item COMMENTS Passed BLDG-Building Deficiency Grade beams as noted on card with special Yes inspection report And curbs in two locations pending special inspection report BLDG-21 045812.2018 Failed Andy Krogh Reinspection Complete Underground/Underf loor Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency Not ready No BLDG-22 045813.2018 Failed Andy Krogh Reinspection Complete Sewer/Water Service Checklist Item COMMENTS Passed BLDG-Building Deficiency Not ready No November 28, 2018 Page 3 of 11 Permit Type: BLDG-Commercial Application Date: 02/14/2017 Owner: LEGOLAND CALIFORNIA LLC <LF> PLAY U S ACQUISITION CO INC Work Class: New Issue Date: 10/02/2017 Subdivision: CARLSBAD TCT#94-09 UNIT#02 & 03 Status: Closed - Finaled Expiration Date: 02/18/2019 Address: 1 Legoland Dr Carlsbad, CA 92008-4610 IVR Number: 1956 Scheduled Actual Date Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete 12/18/2017 12/18/2017 BLDG-12 Steel/Bond 043645-2017 Partial Pass Andy Krogh Reinspection Incomplete Beam Checklist Item COMMENTS Passed BLDG-Building Deficiency Grade beams as noted on card with special Yes inspection report 1212212017 12/22/2017 BLDG-11 044240.2017 Cancelled Paul Burnette Reinspection Complete Foundation/Ftg/Pier - s (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-12 Steel/Bond 044241-2017 Cancelled Paul Bumette Reinspection Complete Beam Checklist Item COMMENTS Passed BLDG-Building Deficiency Grade beams as noted on card with special Yes inspection report 12/2612017 12/26/2017 BLDG-11 044336-2017 Partial Pass Paul Burnette Reinspection Incomplete Foundation/Ftg/Pier 5 (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-12 Steel/Bond 044337-2017 Partial Pass Paul Burnette Reinspection Incomplete Beam Checklist Item COMMENTS Passed BLDG-Building Deficiency Grade beams as noted on card with special Yes inspection report 12/2812017 12128/2017 BLDG-lI 044499-2017 Partial Pass Paul Burnette Reinspection Incomplete Foundation/Ftg/Pier 5 (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-12 Steel/Bond 044500.2017 Partial Pass Paul Burnette Reinspection Incomplete Beam Checklist Item COMMENTS Passed BLDG-Building Deficiency Grade beams as noted on card with special Yes inspection report 01/03/2018 01103/2018 BLDG-11 044800-2018 Partial Pass Paul Burnette Reinspection incomplete Foundation/Ftg/Pier s (Rebar) November 28, 2018 Page 2 of 11 Permit Type: BLDG-Commercial Application Date: 02/14/2017 Owner: LEGOLAND CALIFORNIA LLC <LF> PLAY U S ACQUISITION CO INC Work Class: New Issue Date: 10/02/2017 Subdivision: CARLSBAD TCT#94-09 UNIT#02 & 03 Status: Closed - Finaled Expiration Date: 02/18/2019 Address: 1 Legoland Dr Carlsbad, CA 92008-4610 IVR Number: 1956 Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Date 10/03/2017 10/03/2017 BLDG-111 036640-2017 Cancelled Paul Burnette Reinspection Complete FoundatloniFtgIPier $ (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency No 10/05/2017 10/05/2017 BLDG-Il 036846.2017 Partial Pass Paul Bumette Reinspection Incomplete Foundation/Ftg/Pler S (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency No 10/11/2017 10/11/2017 BLDG-12 Steel/Bond 037302-2017 Partial Pass Paul Burnette Reinspection Incomplete Beam Checklist Item COMMENTS Passed BLDG-Building Deficiency No 10/16/2017 10/16/2017 BLDG-12 Steel/Bond 037597.2017 Partial Pass Andy Krogh Reinspection Incomplete Beam Checklist Item COMMENTS Passed BLDG-Building Deficiency Slab and perimeter footings as noted on Yes s1.1 pending special inspection report .10/26/2017 10/26/2017 BLDG-112 Steel/Bond 038719-2017 Partial Pass Paul Burnette Reinspection Incomplete Beam Checklist Item COMMENTS Passed - BLDG-Building Deficiency No 11/16/2017 11/16/2017 BLDG-12 Steel/Bond 038562.2017 Partial Pass Paul Burnette Reinspection Incomplete Beam Checklist Item COMMENTS Passed BLDG-Building Deficiency Slab and perimeter footings as noted on Yes s1.1 pending special inspection report 11/29/2017 11/29/2017 BLDG-12 Steel/Bond 041655.2017 Partial Pass Paul Bumette Reinspection Incomplete Beam Checklist Item COMMENTS Passed BLDG-Building Deficiency Slab and perimeter footings as noted on Yes s1.1 pending special inspection report 12/12/2017 12/12/2017 BLDG-12 Steel/Bond 043084.2017 Partial Pass Paul Bumette Reinspection Incomplete Beam Checklist Item . COMMENTS Passed BLDG-Building Deficiency Slab and perimeter footings as noted on Yes s1.1 pending special inspection report November 28, 2018 Page 1 of 11 H ml T E HILL- INSPECTION TESTING I ENGINEERING Office (858) 220-1078 Fax (858) 220-7421 hill@h-ite.com Special Inspection Report Project Address One Legoland Drive Building Permit Number Jurisdiction /File Number Lego 2017-1B Carlsbad Project Name JD 18 / Jurassic Dive Architect Ethos Architecture Construction Material Design Strength Source Concrete fc=4500 psi Hanson RMC Engineer Wright Engineers Description of Materials Hanson RMC, Mix.Design 4533602, 4500 psi General Contractor McCarthy Sub Contractor Other Inspection Date / Start of Work / End of Work 6-Oct-17 Provided Special Inspection fo the placement of Hanson RMC, Mix Design 4533602, 4500 psi into the (1) C2 and (2) C3 Caissons. The concrete was placed by boom pump, and vibrated mechanically for consolidation. Fabricated one set of cylinders from concrete for testing. I HEREBY CERTIFY THAT I HAVE INSPECTED THE ABOVE REPORTED 1/ "zWICC,WORK. UNLESS OTHERWISE NOTED,.THE WORK INSPECTED IS TO No.: 1113681-MI THE BEST OF MY KNOWLEDGE IN COMPLIANCE WITH THE APPROVE[ IVSPECTOR'4ATURE REGISTRATION NUMBER CONSTRUCTIOBN DOCUMENTS, AND APPLICABLE SECTIONS OF THE GOVERNING BUILDING LAWS. October 6, 2017 Henry Barton Hill, PE 64822 DATE San Diego • Orange. Imperial Los Angeles. Riverside • San Bernardino HITE HILL- INSPECTION TESTING I ENGINEERING Office (858) 220-1078 Fax (858) 220-7421 hill@h-ite.com Special Inspection Report Project Address - One Legoland Drive Building Permit Number Jurisdiction / File Number Lego 2017-1B Carlsbad Project Name - JD 18/ Jurassic Dive Architect Ethos Architecture Construction Material Design Strength Source Reinforced Conc. fc=4500 psi RMC Engineer Wright Engineers Description of Materials . . ASTM A615 Grade 60 Reinforcing General Contractor McCarthy Sub Contractor Other Inspection Date / Start ,f Work / End of Work 5-Oct-17 Provided Special Inspection for the placement of reinforcing steel in (3) Caisson, per Sheet S4.4, Detail 142, Type (1) C2, (2) C3. All steel sizes, laps and clearances are in substantial conformance with the approved plans, specifications, and changes thereto. I HEREBY CERTIFY THAT I HAVE INSPECTED THE ABOVE REPORTED WORK. UNLESS UNLESS OTHERWISE NOTED, THE WORK INSPECTED IS TO ICC, No.: 1113681-92 THE BEST OF MY KNOWLEDGE IN COMPLIANCE WITH THE APPROVE[ /SPECTOR'19hATURE REGISTRATION NUMBER CONSTRUCTIOBN DOCUMENTS, AND APPLICABLE SECTIONS OF THE 1/ GOVERNING BUILDING LAWS. , October 5, 2017 - - Henry Barton Hill, PE 64822 DATE San Diego Orange• Imperial • Los Angeles• Riverside • San Bernardino Project Name: LegoiandIJD18 Project No.: 10075.002 Date: 10-4-2017 Report No. Location: Carlsbad' CA Author: Yusuf Malik Day: M T W I F S S LI LI LI 0 [I] LI LI Client/Contractor: Merlin/McCarthy/SPW Supt/Foreman; Damon V/Rick Weather: Sunny, 70 F Field Supervisor: YusufMalik Geologist: Soil Engineer: WDO Observation/Testing of: Drilled Cassions Tech YM Equipment Working: Drill rig Hours 6 Today's Yardage: Yardage to Date: On site met SLR of Leighton and Damon of McCarthy . Western drilled (3) cassions 30" diameter C-i (7) feet deep and C-2 (7) feet below the bottom of footings. Cassion C-3 (9'-4") below grade Bottom of cassions resting at sand stone. FOOTINGS: Probed the bottom of the footing found them firm and unyielding. Footings rest on native sods. Foot i n g s i z e and depth were per plans. q0 Leighton and Associates DAILY FIELD REPORT Received By: Print 3910 1098 Circle Distribution File Copy Client Copy Field'Copy Client/Agency Copy H 1- T E HILL - INSPECTION TESTING I ENGINEERING Office (858) 220-1078 Fax (858) 220-7421 hill@h-ite.com Special Inspection Report Project Address Building Permit Number Jurisdiction /File Number One Legoland Drive CBC2017-0076 Carlsbad Project Name JD 18 / Jurassic Dive Architect Ethos Architecture Construction Material Design Strength Source Reinforced Conc. f'c=4500 psi RMC Engineer Wright Engineers Description of Materials ASTM A615 Grade 60 Reinforcing General Contractor McCarthy Hanson RMC, Mix Design 4533602, 4500 psi Sub Contractor Other Inspection Date / Start of Work / End of Work 11-Oct-17 Provided Special Inspection for the placement of reinforcing steel in Tank Wall Foundations between Lines 1 & 2.5 and B & B.5, per Plan on Sheet S1.1, Detail 134 on Sheet S4.3, and Detail 135 on Sheet S4.4. All steel sizes, laps and clearances are in substantial conformance with the approved plans, specifications, and changes thereto. In addition observed the deposit of approximately 70 cyd Hanson RMC, Mix Design 4533602, 4500 psi into the foundations referenced above. The concrete was placed by boom pump, and vibrated mechanically for consolidation. Fabricated one set of cylinders from concrete for testing. HEREBY CERTIFY THAT I HAVE INSPECTED THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED, THE WORK INSPECTED IS TO THE BEST OF MY KNOWLEDGE IN COMPLIANCE WITH THE APPROVEI CONSTRUCTIOBN DOCUMENTS, AND APPLICABLE SECTIONS OF THE GOVERNING BUILDING LAWS. Ad, No.: 01334442 ICC, No.: 1113681-92 REGISTRATION NUMBER October 11. 2017 BarrvHiII. PE 64 DATE San Diego ' Orange. Imperial • Los Angeles' Riverside • San Bernardino H T E HILL- INSPECTION TESTING I ENGINEERING Office (858) 220-1078 Fax (858) 220-7421 hill@h-ite.com Special Inspection Report Project Address Building Permit Number Jurisdiction / File Number One Legoland Drive CBC2017-0076 Carlsbad Project Néme JD 18 / Jurassic Dive Architect Ethos Architecture Construction Material Design Strength Source Reinforced Conc. fc=4500 psi RMC Engineer ________ Wright Engineers Description of Materials General Contractor - McCarthy ASTM A615 Grade 60 Reinforcing Hanson RMC, Mix Design 5033600, 5000 psi Sub Contractor Other Inspection Date / Start of Work / End of Work -16-Oct-17 Provided Special Inspection for the placement of reinforcing steel in Tank Foundations and Slab between Lines 1 & 5 and A & D, per Plan Note 3, on Sheet S1.1, Schedule on Sheet SO.3 Mark F2 & F4, Detail 105 on Sheet S4.1, Detail 122 on Sheet S4.2, Detail 130 on Sheet S4.3, and Details 141 & 143.on Sheet S4.4, at the referenced project. All steel sizes, laps and clearances are in substantial conformance with the approved plans, specifications, and changes thereto. I HEREBY CERTIFY THAT I HAVE INSPECTED THE ABOVE REPORTED -7'/- WORK. UNLESS OTHERWISE NOTED, THE WORK INSPECTED IS TO /'7// ICC, No.: 1113681-92 THE BEST OF MY KNOWLEDGE IN COMPLIANCE WITH THE APPROVEDSPECTORSATURE / REGISTRATION NUMBER coNSTRUcTIoBN DOCUMENTS, AND APPLICABLE SECTIONS OF THE GOVERNING BUILDING LAWS. October 16, 2017 Henry Barton Hill, PE 64822 DATE San Diego Orange . Imperial Los Angeles. Riverside • San Bernardino H I T E HILL- INSPECTION TESTING I ENGINEERING Office (858) 220-1078 Fax (858) 220-7421 hill@h-ite.com Special Inspection Report Project Address - One Legoland Drive Building Permit Number Jurisdiction /File Number CBC2017-0076 Carlsbad Project Name JD 18/Jurassic Dive Architect Ethos Architecture Construction Material Design Strength Source Concrete fc=4500 psi Hanson RMC Engineer Wright Engineers Description of Materials ASTM A615 Grade 60 Reinforcing General Contractor McCarthy Hanson RMC, Mix Design 5033600, 5000 psi Sub Contractor Other !nsjection Date /Start of Work /End of Work .1 7-Oct-17 Provided Special Inspection for the placement of Hanson RMC, Mix Design 5033600, 5000 psi into the Tank Foundations and Slab between Lines 1 & 5 and A & D. The concrete was placed by boom pump, and vibrated mechanically for consolidation. Fabricated one set of cylinders from concrete for testing. I HEREBY CERTIFY THAT I HAVE INSPECTED THE ABOVE REPORTED Ad, No.: 01334442 WORK. UNLESS OTHERWISE NOTED, THE WORK INSPECTED IS TO -_.4cc, No.: 1113681-MI THE BEST OF MY KNOWLEDGE IN COMPLIANCE WITH THE APPROVE[ I _____ N REGISTRATION NUMBER CONSTRUCTIOBN DOCUMENTS, AND APPLICABLE SECTIONS OF THE GOVERNING BUILDING LAWS. October 17, 2017 I, PE 64822 / DATE San Diego. Orange. Imperial. Los Angeles. Riverside • San Bernardino H ml T E HILL - INSPECTION TESTING I ENGINEERING Office (858) 220-1078 Fax (858) 220-7421 hill@h-ite.com Special Inspection Report Project Address Building Permit Number Jurisdiction IFile Number One Legoland Drive CBC2017-0076 Carlsbad Project Name JD 18 I Jurassic Dive Architect Ethos Architecture Construction Material Design Strength Source ReinfShotcrete fq=4500 psi Cemex RMC Engineer Wright Engineers Description of Materials ., General Contractor McCarthy ASTM A615/A706 Grade 60 Reinforcing - Cemex RMC, Mix Design 1600181, 5000 psi (42 days) Sub Contractor Other Inspection Date /Start of Work /End of Work 24-Oct-17 Provided Special Inspection for the placement of reinforcing steel in Tank Wails between Lines 1.7 & 4 and C & D, per Detail 117 on Sheet S4.2, and Details 143 on Sheet S4.4, at the referenced project. All steel sizes, laps and clearances are in substantial conformance with the approved plans, specifications, and changes thereto. I HEREBY CERTIFY THAT.! HAVE INSPECTED THE ABOVE REPORTED /7 4 WORK. UNLESS OTHERWISE NOTED, THE WORK INSPECTED IS TO ICC, No.: 1113681-92 THE BEST OF MY KNOWLEDGE IN COMPLIANCE WITH THE APPROVE[ I SPECT IGNA1URE / REGISTRATION NUMBER CONSTRUCTIOBN DOCUMENTS, AND APPLICABLE SECTIONS OF THE GOVERNING BUILDING LAWS. , October 24, 2017 Henry Barton Hill, PE 64822 DATE San Diego. Orange. Imperial Los Angeles. Riverside • San Bernardino HITE HILL - INSPECTION TESTING I ENGINEERING Office (858) 220-1078 Fax (858) 220-7421 hill@h-ite.com Special Inspection Report Project Address Building Permit Number Jurisdiction /File Number One Legoland Drive. CBC2017-0076 Carlsbad Project Name JD 18 I Jurassic Dive Architect Ethos Architecture Construction Material . Design Strength Source ReinfShotcrete . f'c=4500 psi Cemex RMC Engineer Wright Engineers Description' of Materials - . . General Contractor McCarthy ASTM A615/A706 Grade 60 Reinforcing Cemex RMC, Mix Design 1600181, 5000 psi (42 days) Subcontractor Other Inspection Date / Start of Work / End of Work 24-Oct-17 - Provided Special Inspection for the placement of reinforcing steel in Tank Walls between Lines 1.7 & 4 and C &D, per Detail 117 on Sheet S4.2, and Details 143 on Sheet S4.4, at the referenced project. All steel sizes, laps and clearance are in substantial conformance with the approved plans, specifications, and changes thereto. I HEREBY CERTIFY THAT I HAVE INSPECTED THE ABOVE REPORTED 7/ WORK. UNLESS OTHERWISE NOTED, THE WORK INSPECTED IS TO THE BEST OF MY KNOWLEDGE IN COMPLIANCE WITH THE APPROVE ISPECT IGNATURE CONSTRUCTIOBN DOCUMENTS, AND APPLICABLE SECTIONS OF THE GOVERNING BUILDING LAWS. Henry Barton Hill, PE 64822 ICC, No.: 1113681-92 REGISTRATION NUMBER October 24, 2017 DATE San Diego. Orange. Imperial Los Angeles Riverside • San Bernardino HITE HILL - INSPECTION TESTING! ENGINEERING Office (858) 220-1078 Fax (858) 220-7421 hill@h-ite.com Special Inspection Report Project Address One. Legoland Drive Building Permit Number Jurisdiction /File Number CBC2017-0076 Carlsbad Project Name JD 18 I Jurassic Dive Architect Ethos Architecture Construction Material Design Strength Source ReinfShotcréte fc=4500 psi Cemex RMC Engineer Wright Engineers Description of Materials ASTM A615/A706 Grade 60 Reinforcing General Contractor McCarthy Cemex RMC, Mix Design 1600181, 5000 psi (42 days) Sub Contractor Other Inspection Date / Start of Work / End of Work 25-Oct-17 Pro,ided Special Inspection for the placement of reinforcing steel in Tank Walls along Lines B.2 & 4.2, per Detail 130 on Sheet S4.3, at the referenced project. All steel sizes, laps and clearances are in substantial conformance with the approved plans, specifications, and changes thereto. I HEREBY CERTIFY THAT I HAVE INSPECTED THE ABOVE REPORTED _- Ad, No.: 01334442 THE BEST OF MY KNOWLEDGE IN COMPLIANCE WITH THE APPROVED IN GNATURE REGISTRATION NUMBER WORK. UNLESS OTHERWISE NOTED, THE WORK INSPECTED IS TO ___________________________________________ CC, No.: 1113681-MI CONSTRUCTIOBN DOCUMENTS, AND APPLICABLE SECTIONS OF THE October 25, 2017 GOVERNING BUILDING LAWS. 11~"-14 Venry II, PE 6482j DATE San Diego Orange. Imperial Los Angeles. Riverside • San Bernardino H a ITE HILL - INSPECTION TESTING I ENGINEERING Office (858) 220-1078 Fax (858) 220-7421 hill@h-ite.com Special Inspection Report Project Address Building Permit Number Jurisdiction /File Number One Legoland, Drive CBC20I.7-0076 Carlsbad Project Name - JD, 18 / Jurassic Dive Architect Ethos Architecture Construction Material Design Strength Source Reinforced Conc. f'c=4500 psi RMC Engineer Wright Engineers Description of Materials Genera! Contractor McCarthy ASTM A615 Grade 60 Reinforcing Hanson RMC, Mix Design 5033600, 5000 psi Sub Contractor Superior Gunite - Other Minshew Brothers Inspection Date / Start of Work fEnd of Work - 16-Nov-17 Provided Special inspection for the placement of reinforcing steel in Tank Foundations and Slab between Lines 1 & 5 and 13.5 & D per Plan Note 3, Detail 116 & 117 on Sheet S4.2, Detail 133 on Sheet S4.3, and Detail 141 on Sheet S4.4, at the referenced project. All laps and clearances are in substantial conformance with the approved plans, specifications, and changes thereto. I HEREBY CERTIFY THAT I HAVE INSPECTED THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED, THE WORK INSPECTED IS TO THE BEST OF MY KNOWLEDGE IN COMPLIANCE WITH THE APPROVEI CONSTRUCTIOBN DOCUMENTS, AND APPLICABLE SECTIONS OF THE GOVERNING BUILDING LAWS. Barton Hill, PE 64822 ICC, No.: 1113681-MI REGISTRATION NUMBER November 16, 2017 DATE San Diego Orange • Imperial Los Angeles Riverside • San Bernardino H h E. HILL - INSPECTION TESTING I ENGINEERING Office (858) 220-1078 Fax (858) 220-7421 hill@h-ite.com Special Inspection Report Project Address - Building Permit Number Jurisdiction /File Number One Legoland Drive CBC20I7-0076 Carlsbad Project Name JD 18/ JurassicDive Architect Ethos Architecture Construction Material Design Strength Source Reinforced Conc. f'c=4500 psi RMC Engineer Wright Engineers Description of Materials ASTM A615 Grade 60 Reinforcing . General Contractor McCarthy Hanson RMC, Mix Design 5033600, 5000 psi. Sub Contractor Superior Gunite Other Minshew Brothers . . Inspection Date Start of Work / End of Work 15-Nov-17 Provided Special Inspection for the placement of reinforcing steel in Tank Foundations and Slab between Lines I & 5 and 0 & E, per Plan Note 3, Detail 116 & 117 on Sheet S4.2, at the referenced project. In addition, observed reinforcing steel in Columns on or around Line 13.5, per Detail 122 on Sheet S4.2, laps and clearances are in substantial conformance with the approved plans, specifications, and changes thereto. I HEREBY CERTIFY THAT I HAVE INSPECTED THE ABOVE REPORTED —7 4 Ad, No.: 01334442 WORK. UNLESS OTHERWISE NOTED, THE WORK INSPECTED IS TO No.: 1113681-MI THE BEST OF MY KNOWLEDGE IN COMPLIANCE WITH THE APPROVE[ INSP R1GNATURE REGISTRATION NUMBER CONSTRUCTIOBN DOCUMENTS, AND APPLICABLE SECTIONS OF THE GOVERNING BUILDING LAWS. ~~f~ • 15, 2017 I DATE San Diego • Orange • Imperial • Los Angeles • Riverside • San Bernardino Page 1 of I ci-irrl lvi, Crncpni'izr Project Name: - - Project No.: Date: Location: LegoLand JDI8 . 10075.022 11-7-17 Carlsbad, CA - UnitiPhaseiLots: Client: Tank pad -7.0' elevation Lego/Merlin Observation Summary: SLR 11-7-17 A epresentative of Leighton observed onsite soil conditions. Soil conditions at the site are substantially in conformance with those assumed in the Geotechñical Report SLR 11-7-17 A represeñtatfve of Leighton observed and measured footing excavation depth/wIdth. Footing excavations extend to proper depths'and bearing strata and are in general conformance with recommendations of the Geotechnical report. hLL A representative of Leighton measured footing setback from slope face. The setback was In general accordance with recommendations of the Geotechnical report Summary Notes: Tank pad -7.0' grades Notes to Superintendent/Foreman: Footing excavations should be cleaned out of loose debris, caving materials, and mud prior to placing concrete. Based on expansion potential of underlying soils, presoaking of soil below slabs may be recommended. Consult the geotechnical reportforpresoalclng recommendatlons.Wenotethat cleyey;sollsmaytake an-extended period of time and the Contractor should-schedule accordingly. In the event of site change subsequent to our footing observation and prior to concrete placement (i.e., heavy rain, etc.) we should be contàctéd to perform additional site observations. Not- to. Building Inspector & Soil compactIon test results, Including depth of fill, relative compaction, bearing values1 and soil expansion Index test results are contained in the As-Graded Geotechnical Report provided at the completion of grading. For Leighton: Leighton Siegert Lynn Reid (SLR) • A LEIGHTON GROUP COMPANY Signature: FOOTING • OBSERVATION 'Date SUMMARY 11-7.17 H m- ITE HILL - INSPECTION TESTING I ENGINEERING Office (858) 220-1078 Fax (858) 220-7421 hill@h-ite.com Special Inspection Report Project Address Building Permit Number Jurisdiction /File Number One Legoland Drive CBC20I7-0076 Carlsbad Project Name - JD 18 / Jurassic Dive Architect Ethos Architecture Construction Material Design Strength Source Reinforced Conc. fc=4500 psi RMC Engineer Wright Engineers Description of Materials General Contractor McCarthy ASTM A615 Grade 60 Reinforcing Hanson RMC, Mix Design 5033600, 5000 psi Sub Contractor Superior Gunite Other Minshew Brothers Inspection Date / Start of Work / End of Work 28-Nov-17 . Provided Special Inspection for the placement of reinforcing steel in Tank Walls on or about Lines 0.5, 1 & 5, per Details 116, 119 & 120 on Sheet S4.2, at the referenced project. All steel sizes, laps and clearances are in substantial conformance withthe approved plans, specifications, and changes thereto. I HEREBY CERTIFY THAT I HAVE INSPECTED THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED, THE WORK INSPECTED IS TO THE BEST OF MY KNOWLEDGE IN COMPLIANCE WITH THE APPROVE[ CONSTRUCTIOBN DOCUMENTS, AND APPLICABLE SECTIONS OF THE GOVERNING BUILDING LAWS. ACI, No.: 01334442 ICC, No.: 1113681-MI __,f REGISTRATION NUMBER November 28, 2017 Hill, PE 64821 DATE San Diego Orange Imperial • Los Angeles. Riverside • San Bernardino HOITE HILL -INSPECTION TESTING I ENGINEERING Office (858) 220-1078 Fax (858) 220-7421 hill@h-ite.com Special Inspection Report Project Address One Légoland Drive Building Permit Number Jurisdiction /File Number CBC20I7-0076 Carlsbad Project Name JD 181 Jurassic Dive Architect Ethos Architecture Construction Material Design Strength Source Reinforced Conc. ?c=4500 psi RMC Engineer Wright Engineers Description of Materials ASTM A615 Grade 60 Reinforcing General Contractor McCarthy Hanson RMC, Mix Design 5033600, 5000 psi Sub Contractor Superior Gunite Other Minshew Brothers Inspection Date / Start of Work End of Work 15-Dec-17 Provided Special Inspection for the placement of reinforcing steel in the C137 Grade Beams between Lines 1 & 2 and A & B, per Concrete Grade Beam Schedule on Sheet SO.3. All steel sizes, laps and clearances are in substantial conformance with the approved plans, specifications, and changes thereto. I HEREBY CERTIFY THAT I HAVE INSPECTED THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED, THE WORK INSPECTED IS TO THE BEST OF MY KNOWLEDGE IN COMPLIANCE WITH THE APPROVEI CONSTRUCTIOBN DOCUMENTS, AND APPLICABLE SECTIONS OF THE GOVERNING BUILDING LAWS. Barton Hill, PE 64822 / ICC, No.: 1113681-MI REGISTRA11ON NUMBER December 1 DATE San Diego. Orange. Imperial • Los Angeles • Riverside • San Bernardino WCARTHY Request For Information Project RFI #: 0065-0 Date Created: 1210112017 Priority: Normal LEGOLAND J018 Ride Project # 005084.000 Tel: Fax: Answer Required By: 12/0812017 Submitted To Submitted By Ethos Architecture McCarthy Building Companies, Inc. Daniel Stewart Bnanna Lostaglio 24542 Creekview Drive 6165 Greenwich Drive Laguna Hills, CA 92653 . Suite 340 San Diego, CA 92122 Subject: Footing at Water Feature Wall Discipline: Initiated By: MBC - Brianna Lostaglio Category: Ref RFI: Reason: Attachments Type Name Description Content File RFI_065_attachment.pdf . RFI_065_attathment.pdf Question Reference: S1.2, 124/S4.3, attached marked up drawing. Per field conditions, the bottom of the water feature is at an elevation of 169 58 to bottom of feature. The GSN for minimum embedment (S1.1 note C) requires the bottom of footing to be 1-6" below pad grade; this makes the top of footing at the water feature wall an elevation of 168 08. The footing elevation makes the wall at this location 9'-11 1/2" from finish floor to top of footing. Note 6 on detail 124/S4.2 states the wall height at this location is a 4'-0" max. The plan sheet SI.2 calls for this to be an Fl footing (2'xi'-6" continuous footirig) Please provide responses to the following: Please confirm an Fl footing meets the structural requirements for a 9'-11 1/2" wall. Please confirm detail 124/S4.3 can be used at a 9,-11 1/2" high wall. If not confirmed, please provide a revised detail for this location. Answer Date Answered: Please see attached stamped/signed detail by Wright Engineers per discussion on 12/12/2017. Ethos Architecture Architect/Engineer Signature By:. Ethos/Wright Date:12/14/2017 Consultant: Printed On: 1211/17 Pafle 1 of 1 L) Foundation Plan 4 4j RIGHT e n g i flee r * (I) CONT. 2x4 TAPERED KEY II 0 : CD B" (MIN.) CONCRETE WALL wl S AT I iv" o.c. EACH WAY CENTERED IN I WALL. I 3 ® 4 CONTINUOUS EDGE BAR I . ® FIELD BEND SLAB DOWEL. LAP 'I 24" MIN. wl SLAB REINFORCING —mu:'fllfflEu : . . I (D OPTIONAL POUR JOINT, ROUGHEN SURFACE -'i - ® Hp HT PER ARCW'L AD/oR CtVrL 2 \ MAX) IP : c1 SEE PLAN OR G.S.N. FOR MINIMUM = EMBEDMENT I . \ . ® DOWEL WALL REINFORCING INTO IT •• lit rT . . I FOOTING. ALTERNATE BENDS - . . . . . . () SHORE WALL UNTIL SLAB REACHES :111 —ff' DESIGN STRENGTH dl itI8 Lll== I 4 (j) FRAMING PER PLAN - .1j.. . •'. ME = - ® WATER FEATURE SLAB BY OTHERS FE4'IUE. LJALL. ISY O1HS ;.Jc)escP 124, CONCRETE SLAB AT CONCRETE WALL NO SCALE 'rPr - "/ CZUL. ANt ARCIJ'L ROJECT: 1[N 1 KI i LSHEE T: I HOUTE HILL - INSPECTION TESTING I ENGINEERING Office (858) 220-1078 Fax (858) 220-7421 hill@h-ite.com Special Inspection Report Project Address Building Permit Number Jurisdiction /File Number One Legoland Drive CBC20I7-0076 Carlsbad Project Name JD 18 I Jurassic Dive Architect Ethos Architecture Construction Material Design Strength Source Reinforced Conc. f'c=4500 psi RMC Engineer Wright Engineers Description of Materials General Contractor McCarthy ASTM A615 Grade 60 Reinforcing Hanson RMC, Mix Design 5033600, 5000 psi Sub Contractor Superior Gunite Other Minshew Brothers Inspection Date/Start of Work /End of Work 22-Dec-17 Provided Special Inspection for the placement of reinforcing steel in the (2) F4, F9 Foundations and footings between Lines I & 5 and A & B, and along Lines 4 & E, per Schedules on Sheet SO.3. All steel sizes, laps and clearances are in substantial conformance with the approved plans, specifications, and changes thereto. I HEREBY CERTIFY THAT I HAVE INSPECTED THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED, THE WORK INSPECTED IS TO No.: 1113681-MI THE BEST OF MY KNOWLEDGE IN COMPLIANCEWITH THE APPROVE[ REGISTRATION NUMBER CONSTRUCTIOBN DOCUMENTS, AND APPLICABLE SECTIONS OF THE GOVERNING BUILDING LAWS. I I December 22, 2017 Henry Barton Hill, PE 64822 DATE San Diego • Orange. Imperial • Los Angeles. Riverside • San Bernardino Request For Information Project RFI #: 0083-0 Date Created: 12/2212017 Priority: Normal LEGOLAND JDI8 Ride Project # 005084.000 Tel: Fax: Answer Required By: 1212912017 Submitted To Submitted By Ethos Architecture, McCarthy Building Companies, Inc. Daniel Stewart Bnanna Lostaglio 24542 Creekview Drive 6165 Greenwich Drive Laguna Hills, CA 92653 Suite 340 San Diego, CA 92122 Subject: Comm Paókàge in Conflict with Fl Footing Discipline: Initiated By: MBC - Brianna Lostaglio Category: Ref RFI: Reason: Attachments Type Name Description ' Content File RFI_83_attachmentpdf RFI_83_attachment.pdf Question Reference: attached drawing There is a conflict with the comm package and the Fl footing on 5 line (attached). The comm package is 4" into the top of the F1 footing. Suggestion Reference the attached detail provided by structural and confirm this is an acceptable solution. Answer Date Answered: -- Architect/Engineer Signature By:_____ Date: Consultant: Printed On: 12/22/17 Page 1 of I F' B C. 1 - 011 L 20. I DIVER CHANGIN I 246 SF Ix AX AA * L2'-6"j I FF179.50 I ................ O'-4" L_ (0 S. 01-411 -.1 .................................... Fl FOOTING GRID 5 I FF179.50 I 2'6" CAISSON B/5 ciIoi. cM. rAO I, • to? g o1Vo ct 2f/ Io1 a_o ,, __ • -31 \ 2-11 cr LR )A ccrtc H FE] T E - HILL - INSPECTION TESTING! ENGINEERING Office (858) 220-1078 Fax (858) 220-7421 hill@h-ite.com Special Inspection Report Project Address Building Permit Number Jurisdiction / File Number One Legoland Drive C13C201'7-0076 Carlsbad Project Name . JD 18 I Jurassic Dive Architect Ethos Architecture Construction Material Design Strength Source CADWELD 410 / F20 Erico Engineer Wright Engineers Description of Materials General Contractor ASTM A615 Grade 60 Reinforcing . McCarthy ERICO CADWELD 163050, 115, Lot# 7891, Pentair Sub Contractor Helix Exothermic 888E, TAC2Q2Q, RRC5522Q Other Minshew Brothers Inspection Date /Start of Work/End of Work 4-Jan-18 Provided observation of the exothermic welding of CADWELDs at the electrical conections, per Detail 6, Sheet E8.0., Verified Welder qualifications, preparation of base metals, and handling of filler materials. Welds visually inspected for quality requirements. The welding processes and procedures are in substantial conformance with the construction drawings, specifications, changes thereto, and meet the applicable quality requirements. I HEREBY CERTIFY THAT I HAVE INSPECTED THE ABOVE REPORTED ICC, No.: 1113681-MI WORK. UNLESS OTHERWISE NOTED, THE WORK INSPECTED IS TO THE BEST OF MY KNOWLEDGE IN COMPLIANCE WITH THE APPROVE[ IflFCTOStGNATURE REGISTRATION NUMBER CONSTRUCTIOBN DOCUMENTS, AND APPLICABLE SECTIONS OF THE January 4, 2018 GOVERNING BUILDING LAWS. 1,,~ (/" Ile VeKry I. PE 648227---t";DATE San Diego Orange. Imperial • Los Angeles• Riverside• San Bernardino H[IETE HILL - INSPECTION TESTING I ENGINEERING Office (858) 220-1078 Fax (858) 220-7421 hill@h-ite.com Special Inspection Report Project Address OneLegoIand Drive Building Permit Number Jurisdiction/ File Number CBC20I7-0076 Carlsbad Project Namer JD 18 I Jurassic Dive Architect - Ethos Architecture Construction Material Design Strength Source Reinforced Conc. f'c=4500 psi RMC Engineer Wright Engineers Description of Materials ASTM A615 Grade 60 Reinforcing General Contractor McCarthy Hanson RMC, Mix Design 5033600, 5000 psi Sub Contractor Other Minshew Brothers Inspection Date / Start of Work / End of Work 4-Jan-18 Provided Special Inspection for the placement of reinforcing steel in the Concrete Wall between Lines 1 & 5 and A & B, and along Lines A & B, per Detail 150 on Sheet S4.5. All steel sizes, laps and clearances are in substantial conformance with the approved plans, specifications, and changes thereto. I HEREBY CERTIFY THAT I HAVE INSPECTED THE ABOVE REPORTED Ad, No.: 01334442 WORK. UNLESS OTHERWISE NOTED, THE WORK INSPECTED IS TO ICC, No.: 1113681-MI THE BEST OF MY KNOWLEDGE IN COMPLIANCE WITH THE APPROVEE V,K,yB,rLof~jAill, NATURE REGISTRATION NUMBER CONSTRUCTIOBN DOCUMENTS, AND APPLICABLE SECTIONS OF THE cA January 4, 2018 GOVERNING BUILDING LAWS. PE 64822/ DATE San Diego Orange. Imperial • Los Angeles • Riverside San Bernardino H r1-1 T E HILL - INSPECTION TESTING! ENGINEERING Office (858) 220-1078 Fax (858) 220-7421 hili@h-ite.com Special Inspection Report Prefect Address Building Permit Number Jurisdiction /File Number One Legoland Drive CBC20I 7-0076 Carlsbad Prefect Name JD 18 I Jurassic Dive Architect Ethos Architecture Construction Material Design Strength Source Engineer Reinforced Conc. fc=4500 psi RMC Wright Engineers Description of Materials General Contractor ASTM A615 Grade 60 Reinforcing McCarthy Cemex RMC, Mix Design 1600181, 5000 psi (42 days) Subcontractor Superior Gunite Other Minshew Brothers Inspection Date/Start of Work End of Work 2-Jan-18 Provided Special Inspection for theplacement of reinforcing steel in Wails along Line F between 1.1 & 3.2, per Detail 124 on Sheet S4.3, at the referenced project. All steel sizes, laps and clearances are in substantial conformance with the approved plans, specifications, and changes thereto. I HEREBY CERTIFY THAT I HAVE INSPECTED THE ABOVE REPORTED &4/W ICC, WORK. UNLESS OTHERWISE NOTED, THE WORK INSPECTED IS TO No.: 1113681-MI THE BEST OF MY KNOWLEDGE IN COMPLIANCE WITH THE APPROVEI IAPCT0RS,4TURE / 'REGISTRATION NUMBER CONSTRUCTIOBN DOCUMENTS, AND APPLICABLE SECTIONS OF THE GOVERNING BUILDING LAWS. January 2, 2018 Barton Hill, PE 64822 DATE San Diego . Orange. Imperial • Los Angeles Riverside • San Bernardino KITE HILL - INSPECTION TESTING I ENGINEERING Office (858) 220-1078 Fax (858) 220-7421 hill@h-ite.com Special Inspection Report Project Address Building Permit Number Jurisdiction /Re Number One Legoland Drive CBC20I7-0076 Carlsbad Project Name JD 18 I Jurassic Dive Architect Ethos Architecture Construction Material Design Strength Source Reinforced Conc. f'c=4500 psi RMC Engineer - Wright Engineers Description of Materials General Contractor McCarthy ASTM A615 Grade 60 Reinforcing Hanson RMC, Mix Design 5033600, 5000 psi Sub Contractor Other Minshew Brothers Inspecfton Date I Start of WOS*/EnO' of Work 15-Jan-18 Provided Special Inspection for the placement of reinforcing steel in the 10" Concrete Slab and CBI, C132, CB3, C134 & CB5.Beams between. Lines I & 2.4 and A & B.5, per Plan & Notes 14 & 17 on Sheet S1 .2, and Concrete Beam Schedule on Sheet SO.3. All steel sizes, laps and clearances are in substantial conformance with the approved plans, specifications, and changes thereto. I HEREBY CERTIFY THAT I HAVE INSPECTED THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED, THE WORK INSPECTED IS TO THE BEST OF MY KNOWLEDGE IN COMPLIANCE WITH THE APPROVE] CONSTRUCTIOBN DOCUMENTS, AND APPLICABLE SECTIONS OF THE GOVERNING BUILDING LAWS. Barton Hill, PE 64822 ICC, No.: 1113681-MI REGISTRATION NUMBER January 15, 2018 DATE San Diego . Orange. Imperial'. Los Angeles • Riverside . San Bernardino HIT E HILL - INSPECTION TESTING I ENGINEERING Office (858) 220-1078 Fax (858) 220-7421 hill@h-ite.com Special Inspection Report Project Address One Legoland Drive Building Permit Number Jurisdiction / File Number CBC2017-0076 Carlsbad Project Name JD 18 I Jurassic Dive Architect Ethos Architecture Construction Material Design Strength Source Reinforced Conc. f'c=4500 psi RMC Engineer Wright Engineers Description of Materials ASTM A615 Grade 60 Reinforcing General Contractor McCarthy Hanson RMC, Mix Design 5033600, 5000 psi Sub Contractor Other Minshew Brothers Inspection Date / Start of Work / End of Work 16-Jan-18 Provided Special Inspection for the placement of reinforcing steel in the Curb at Edge of Slab along Line A between Lines 3 & 4, and Column Footing at Lines B &4 and B & 5, per Plan on Sheet S1.2, Detail 128 on Sheet4.3, and Detail 101 on Sheet 4.1. All steel sizes, laps and clearances are in substantial conformance with the approved plans, specifications, and changes thereto. I HEREBY CERTIFY THAT I HAVE INSPECTED THE ABOVE REPORTED '7'/,- WORK. UNLESS OTHERWISE NOTED, THE WORK INSPECTED IS TO c icc, No.: 1113681-MI THE BEST OF MY KNOWLEDGE IN COMPLIANCE WITH THE APPROVE SPECTORATURE / REGISTRATION NUMBER CONSTRUCTIOBN DOCUMENTS, AND APPLICABLE SECTIONS OF THE &I GOVERNING BUILDING LAWS. January 16, 2018 Henry Barton Hill, PE 64822 DATE San Diego Orange. Imperial Los Angeles. Riverside. San Bernardino H m r— , ITE HILL - INSPECTION TESTING I ENGINEERING Office (858) 220-1078 Fax (858) 220-7421 hill@h-ite.com Special Inspection Report Project Address One Legoland Drive Building Permit Number Jurisdiction I File Number CBC2017-0076 Carlsbad Project Name JD 18/Jurassic Dive Architect Ethos Architecture Construction Material Design Strength Source Reinforced Conc. f'c=4500 psi RMC Engineer Wright Engineers Description of Materials ASTM A615 Grade 60 Reinforcing - General Contractor McCarthy Hanson RMC, Mix Design 5033600, 5000 psi Sub Contractor Other Minshew Brothers - Inspection Date / Start of Work / End of Work 17-Jan-18. Provided Special Inspection fr the placement of reinforcing steel in Foundations along Line C, and • along Line 0.0 between Lines C & E, per Plan on Sheet S1.2, Schedule on Sheet SO.3 Mark F6, Detail 123 on Sheet S4.2, and Detail 112 on Sheet S4.1, at the referenced project. All steel sizes, laps and clearances are in substantial conformance with the approved plans, specifications, and changes thereto. I HEREBY CERTIFY THAT I HAVE INSPECTED THE ABOVE REPORTED ACI, No.: 01334442 WORK. UNLESS OTHERWISE NOTED, THE WORK INSPECTED IS TO ICC, No.: 1113681-MI THE BEST OF MY KNOWLEDGE IN COMPLIANCE WITH THE APPROVE I S SIGNATURE REGISTRATION NUMBER (CONSTRUCTIOBN DOCUMENTS AND APPLICABLE SECTIONS OF THE GOVERNING BUILDING LAWS. lnB E 64822/ January 17, 2018 ry ATE San Diego • Orange. Imperial Los Angeles. Riverside• San Bernardino Hni T E HILL - INSPECTION TESTING I ENGINEERING Office (858) 220-1078 Fax (858) 220-7421 hill@h-ite.com Special Inspection Report Project Address Building Permit Number Jurisdiction /File Number One Legoland Drive CBC20I7-0076 Carlsbad Project Name JD 18 I Jurassic Dive Architect Ethos Architecture Construction Material Design Strength . Source Reinforced Conc. fc=5000 psi Hanson RMC. Engineer Wright Engineers Description of Materials . General Contractor McCarthy ASTM A615 Grade 60 Reinforcing Hanson RMC, Mix Design 50235441, 5000 psi Sub Contractor Other Minshew Brothers Inspection Date / Star! of Work / End of Work 25-Jan-18 Provided Special Inspection for the placement of reinforcing steel in the Elevated Concrete Walkway, CB3 Beams, and 5" Concrete Slab-on-Grade between Lines I & 5 and A & C, per Plan & Notes I & L on Sheet S1.2, Detail 137 on Sheet S4.4, and Concrete Beam Schedule on Sheet SO.3. All steel sizes, laps and clearances are in substantial conformance with the approved plans, specifications, and changes thereto. I HEREBY CERTIFY THAT I HAVE INSPECTED THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED, THE WORK INSPECTED IS TO THE BEST OF MY KNOWLEDGE IN COMPLIANCE WITH THE APPROVE E1)SPEcTOR' SI NATURE CONSTRUCTIOBN DOCUMENTS, AND APPLICABLE SECTIONS OF THE GOVERNING BUILDING LAWS: Henry Barton Hill, PE 64822 San Diego • Orange. lmérial• Los Angeles Riverside • San Bernardino LI ICC, No.: 1113681-MI REGISTRATION NUMBER January 25, 2018 DATE HITE HILL - INSPECTION TESTING I ENGINEERING Office (858) 220-1078 Fax (858) 220-7421 hill@h-ite.com Special Inspection Report Project Address Building Permit Number Jurisdiction/ File Number One Legoland Drive CBC20I7-0076 Carlsbad Project Name JD 18 I Jurassic Dive Architect Ethos Architecture Construction Material Design Strength Source Reinforced Conc. fc=4500 psi RMC Engineer Wright Engineers Description of Materials General Contractor McCarthy ASTM A615 Grade 60 Reinforcing Sub Contractor - Other Minshew Brothers Inspection Date / Start of Work /End of Work 31-Jan-18 Provided Special Inspection for the placement of reinforcing steel in Retail Storage Foundations along Line 3.3, and along Line 4 below Line F.5, Pre-Show Foundations on or about Line 1, between Line F.5, and CIP Wall along Lines C & 0.5, per Plan on Sheet S1.2, Schedule on Sheet SO.3 Mark F6 & Fl 1, Details 104 & 112 on Sheet S4. 1, Detail 123 on Sheet S4.2, Detail 124 on Sheet S4.3, and Detail 151 on Sheet S4.5, at the referenced project. All steel sizes, laps and clearances are in substantial conformance with the approved plans, specifications, and changes thereto. I HEREBY CERTIFY THAT I HAVE INSPECTED THE ABOVE REPORTED I -,7 /,7) Ad, No.: 01334442 WORK. UNLESSOTHERWISE NOTED, THE WORK INSPECTED IS TO /1I cc, No.: 1113681-MI THE BEST OF MY KNOWLEDGE IN COMPLIANCE WITH THE APPROVEjECTO731NATURE REGISTRATION NUMBER CONSTRUCTIOBN DOCUMENTS, AND APPLICABLE SECTIONS OF THE GOVERNING BUILDING LAWS. January 31, 2018 Henry Barton Hill, PE 64822 DATE San Diego. Orange Imperial • Los Angeles Riverside • San Bernardino H111- T E HILL - INSPECTION TESTING I ENGINEERING Office (858) 220-1078 Fax (858) 220-7421 hill@h-ite.com Special Inspection Report Project Address Building Permit Number Jurisdiction / File Number One ,Legoland Drive CBC20I7-0076 Carlsbad Project Name - - JD 18 I Jurassic Dive Architect Ethos Architecture Construction Material Design Strength Source : Reinforced Conc. f'c=SOOO psi Hanson RMC Engineer Wright Engineers Description of Materials - General Contractor McCarthy ASTM A615 Grade 60 Reinforcing Hanson RMC, Mix Design 5033600, 5000 psi Sub Contractor Other Minshew Brothers Inspection Date / Start of Work / End of Work . 7-Feb-18 Provided Special Inspection for the placement of reinforcing steel in the 5" Concrete Slab-on-Grade between Lines 0 & 5 and, CA F.8, per. Plan & Note L on Sheet S1.2. All steel sizes, laps and clearances are in substantial conformance with the approved plans, specifications, and changes thereto. I HEREBY CERTIFY THAT I HAVE INSPECTED THE ABOVE REPORTED ____,." ACI, No.: 01334442 WORK. UNLESS OTHERWISE NOTED, THE WORK INSPECTED IS TO CC, No.: 1113681-MI THE BEST OF MY KNOWLEDGE IN COMPLIANCE WITH THE APPROVEE INSPECT O SIGNATURE REGISTRATION NUMBER CONSTRUCTIOBN DOCUMENTS, AND APPLICABLE SECTIONS OF THE H/i_t.1 Ir h/4 Feb 7, 2018 _ GOVERNING BUILDING LAWS. - PE 64822 / DATE San Diego . Orange . Imperial Los Angeles . Riverside • San Bernardino HOD TE HILL. INSPECTION TESTING I ENGINEERING Office (858) 220-1078 Fax (858) 220-7421 hill@h-ite.com Special Inspection Report Project Address Building Permit Number Jurisdiction IFile Number One Legoland Drive CBC20I7-0076 Carlsbad Project Name JD 18 I Jurassic Dive Architect Ethos Architecture Construction Material Design Strength Source .. Reinforced Conc. ?c=4500 psi RMC Engineer Wright Engineers Description of Materials General Contractor McCarthy ASTM A615 Grade 60 Reinforcing Hanson RMC, Mix Design 5033600, 5000 psi Sub Contractor Superior Gunite Other Minshew Brothers Inspection Date/Start of Work/End of Work - 11-Dec-17 Provided Special Inspection of reinforcing steel for (10) Caisson, per Sheet S4. 1, Detail 106, Type (3) C2, (3) C3, (2) C4, (2)C5. All steel sizes, laps and clearances are in substantial conformance with the approved plans, specifications, and changes thereto. I HEREBY CERTIFY THAT I HAVE INSPECTED THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED, THE WORK INSPECTED IS TO ZWICC, No.: 1113681-MI THE BEST OF MY KNOWLEDGE IN COMPLIANCE WITH THE APPROVE IItIPECTOR.SI4IATURE 7 REGISTRATION NUMBER CONSTRUCTIOBN DOCUMENTS, AND APPLICABLE SECTIONS OF THE GOVERNING BUILDING LAWS. December 11. 201 Barton Hill, PE 64822 - DATE San Diego. Orange. Imperial Los Angeles. Riverside• San Bernardino H'I TE HILL- INSPECTION TESTING I ENGINEERING Office (858) 220-1078 Fax (858) 220-7421 hill@h-ite.com Special Inspection Report Project Address Building Permit Number Jurisdiction /File Number One Legoland Drive CBC2017-0076 Carlsbad Project Name JD 18 / Jurassic Dive Architect Ethos Architecture Construction Material Design Strength Source Reinforced Conc. fc=5000 psi Hanson RMC Engineer Wright Engineers Description of Materials General Contractor McCarthy ASTM A615 Grade 60 Reinforcing Hanson RMC, Mix Design 5033600, 5000 psi Sub Contractor Other Minshew Brothers Inspection Dale / Start of Work / End of Work 8-Mar-18 Provided Special Inspection for the placement of reinforcing steel in the CMU Retaining Wall Footing on or about Lines 0 & C, per Detail C-3 I SDRSD, and RFI 0137-0, dated (03/02/2018) provided by the Engineer of Record. All steel sizes, laps and clearances are in substantial conformance with the approved plans, specifications, and ch'ànges thereto. I HEREBY CERTIFY THAT I HAVE INSPECTED THE ABOVE REPORTED - Ad, No.: 01334442 WORK. UNLESS OTHERWISE NOTED, THE WORK INSPECTED IS TO ICC, No.: 1113681-MI THE BEST OF MY KNOWLEDGE IN COMPLIANCE WITH THE APROVEC SIGNATURE I RATION NUMBER CONSTRUCTIOBN DOCUMENTS, AND APPLICABLE SECTIONS OF THE March 8, 2018 GOVERNING BUILDING LAWS. Henri, BartgeV11,PE 64822 ' DATE San Diego • Orange. Imperial • Los Angeles. Riverside San Bernardino MECARTHY Request For Information Project RFI #: 0137-0 Date Created: 03/02/2018 Priority: Normal LEGOLAND JDI8 Ride Project # 005084.000 Tel: Fax: Answer Required By: 03/0512018 Submitted To . Submitted By Ethos Architecture McCarthy Building Companies, Inc. Daniel Stewart Brianna Lostaglio 24542 Creekview Drive 6165 Greenwich Drive Laguna Hills, CA 92653 Suite 340 San Diego, CA 92122 Subject: Retaining Wall Type/Footing Requirements Discipline: Initiated By: MBC - Brianna Lostaglio Category: Ref RFI: Reason: Question Reference: C7 Details for C7 state for the retaining wall to be installed per SDRSD C-5. Using this footing detail, the footing on the south side will daylight and the footing on the north side will be in conflict with the utilities. Please confirm the retaining wall and subsequent footing can be installed per SDRSD C-3 Answer Date Answered: se -Qf5DR`8b—C787,retainin'g iall is confirmed in place of the SDRSD C-5, in order to fit the required utilities and prevent the footing from daylighting. Minimum footing and wall widths, lengths, thicknesses, and steel requirements are to be met and rounded up accordingly when in between wall heights. See the attached C-3 SDRSD Detail. / Architect/Engineer Signature By:Royce Eklund . Date: 3/2/2018 Consultant: Printed On: 3/2/18 Page 1 of 1 Hmi-TE, HILL - INSPECTION TESTING I ENGINEERING Office (858) 220-1078 Fax (858) 220-7421 hill@h-ite.com Special Inspection Report Project Address Building Permit Number Jurisdiction / File Number One Legoland Drive CBC20I7-0076 Carlsbad Project Name JD 18 / Jurassic Dive Architect Ethos Architecture Construction Material Design Strength Source Reinf. Masonry fm=1500 RCP Engineer Wright Engineers Description of Materials I General Contractor McCarthy ASTM A615 Grade 60 Reinforcing ASTM C90 Grade N-i, Concrete Masonry Unit (CMU) 8", 12' Sub Contractor ASTM C270, Mortar, Type S, 1800 psi, Spec Mix Inc. Other Minshew Brothers Inspection Date / Start of Work / End of Work 15-Mar-18 Provided Special Inspection for the layout and plcement of 8" & 12" CMU in the Site Retaining Wall, on or about Lines 0 & C, per Detail C-3 / SDRSD, and RFI 0137-0, dated (03/02/2018) provided by the Engineer of Record, at the referenced project. Verified that all material, joint construction, and reinforcing steel, (including location, sizes, laps & clearances) are in substantial conformance with the plans and specifications. I HEREBY CERTIFY THAT I HAVE INSPECTED THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED, THE WORK INSPECTED IS TO THE BEST OF MY KNOWLEDGE IN COMPLIANCE WITH THE APPROVEI CONSTRUCTIOBN DOCUMENTS, AND APPLICABLE SECTIONS OF THE GOVERNING BUILDING LAWS, Barton Hill, PE 64822 ACC, No.: 1113681-MI REGISTRATION NUMBER March 15, 2018 DATE San Diego. Orange. Imperial • Los Angeles. Riverside • San Bernardino r RrHY LEGOLAND JDI8 Ride Project # 005084.000 Request For Information Project RFI #: 0148-0 Date Created: 0311412018 Priority: Normal Tel: Fax: Answer Required By: 03/21/2018 Submitted To Submitted By Ethos Architecture McCarthy Building Companies, Inc. Daniel Stewart Jonathan Cruz 24542 Creekview Drive 6165 Greenwich Drive Laguna Hills, CA 92653 Suite 340 San Diego, CA 92122 Subject: Framing Detail 237 Discipline: Initiated By: MBC - Jonathan Cruz Category: Ref RFI: Reason: Question Reference: Detail 237/S5.3, RFI 051 Per attached detail reference 237/S5.3 and RFI 066 is not intended for cold form application. Please provide a detail reference for a cold form stud application. Answer Date Answered: Refer to attached SK-148 for the detail - Wright Engineers 3-15-18 Architect/Engineer Signature By: Date: Consultant: On: 3/14/18 Page 1 of 1 S5.3 (!D CONT. 2x PLATE wi (D SWEAR PLATE, BOLTS, ETC., PER (3) 010 x 3 1/2" WOOD TYPICAL SWEAR PLATE SCREWS EA. NAILER CONNECTION SCHEDULE AND AT 24" ox. 60T125-43 TRACK wl (2) I-4ILTI X-U INTERMEDIATE AT 12" ox.© 4x BLOCKING ® lOd AT la" C) EDGE FASTENER ® STIFFENER PLATE OPPOSITE Sd AT " O.C. SWEAR PLATE. STIFFENER I I TO PLATE THICKNESS SHALL EQUAL SWEAR J3 I I PLATE THICKNESS. STIFFENER (!!) 2X& STUDS AT I 1 24" . NOT REQ'D. WHERE DEPTH OF SUPPORTED BEAM IS LESS THAN I ® ld AT 12" o 1/2 THE DEPTH OF THE SUPPORTING SEAM I (!D 00512-43MIL () STIFFENER SHALL EXTEND TO WITHIN I I BRACE AT Is" 1/2" OF BEAN FILLET O.C. wl (3) 010 SCREWS TYP ® 3x NAILER BOLT TO BEAN wl 3/4" AT EACH END DIA. x 2 1/2" THREADED NELSON STUD STAGGERED AT 24" o.c. I C) SHEATHE PER PLAN OR SCHEDULE C) 2x BRACE AT 24" o.c. ..-j" I ii •1 SI 237 CFS STUD WALL AT STEEL BEAM SIMPSON AM EACH KICKER 221-161415 NO SCALE 17/AD I® 7N.90ARTHY J Request For Information Project RFI #: 0051-0 Date Created: 11/0612017 Priority: Normal IPosted: 17/AD-3.3, 2371S5.31 LEGOLAND JDI8 Ride Project # 005084.000 Tel: Fax: Answer Required By: 11/08/2017 Submitted To Submitted By Ethos Architecture - McCarthy Building Companies, Inc. Daniel Stewart Brianna Lostaglio 24542 Creekview Drive - 6165 Greenwich Drive Laguna Hills, CA 92653 Suite 340 San Diego, CA 92122 Subject: Parapet Detail Clarification Discipline: Initiated By: MBC - Brianna Lostaglio Category: Ref RFI: Reason: Question Reference Sheet A-8.6 & 17/AD-3.3: The parapet is indicated to be built from metal studs per 17/AD-3.3. Structural sheet S5.3 detail 237 calls for the parapet to be wood framed. Please clarify if the parapet is to be intended be built from wood studs or metal studs i.e. which detail is to be used. Answer Date Answered: Please follow detail 17/AD-3.3 (metal studs). Spacing per Structural 237/S5.3 (24" O.C.). - Ethos Architecture For Reference Architect/Engineer Signature By:_ Ethos Consultant: Date:— 11/07/2017 Courtesy Copies Company - Contact MBC Mall Carpenter Project Management Erik Flores EthosArch Scott Holcomb EthosArcl, . Julie Miller MBC Damon Yates Printed On: 11/6/17 Page 1 of 1 ' '•l I ® CDtt (cDT123 -4 CD SWEAR PLATE, BOLTS, ETC., PER -ici /(3)jr-ioy.,3 V~ TYPICAL. SWEAR PLATE 'JcCD cCJ3S A CONNECTION SCHEDULE CD OOTI2-43 TRACK (2) WILTI WI X-U fr, © 4x BLOCKING AT 12" o.c. CD EDGE FASTENER / " *Al AT Ia O ® STIFFENER PLATE OPPOSITE I of, ' SWEAR PLATE, STIFFENER THICKNESS SHALL EQUAL SWEAR PLATE THICKNESS. STIFFENER 1 I ccuOAT 2,4j.%oc- NOT REM). WHERE DEPTH OF SUPPORTED BEAM IS LESS THAN ® Q ?J 1/2 THE DEPTH OF THE 66" o.c. SUPPORTING BEAM OOS12-43MIL CD STIFFENER SHALL EXTEND TO WITH I I BRACE AT Ia" 1/2" OF BEAM FILLET © I o.c. wl (3) *10 SCREWS TYP 3x NAILER BOLT TO BEAM WI 3/4" AT EACH END DIA. x 2 1/2" THREADED NELSON. STUD STAGGERED AT 24" o.c. -4J CD SHEATHE PER PLAN OR SCHEDULI ® St9243kL oo4L AKE CFS STUD WALL ATTEEL BEAM 221-11415 V cc3'x3"CU(VJ/ (j%Z Imp r= Mt!AO!tt - N PC A-RTH Y'. Request For Information Project RFI #: 0137-0 Date Created: 03/02/2018 Priority: Normal LEGOLAND JDI8 Ride Project # 005084.000 Tel: Fax: Answer Required By: 03/05/2018 Submitted To . Submitted By Ethos Architecture McCarthy Building Companies, Inc. Daniel Stewart Brianna Lostaglio 24542 Creekview Drive 6165 Greenwich Drive Laguna Hills, CA 92653 Suite 340 San Diego, CA 92122 Subject: Retaining Wall Type/Footing Requirements Discipline: Initiated By: MBC - Brianna Lostaglio Category: . Ref RFI: Reason: Question Reference: C7 Details for C7 state for the retaining wall to be installed per SDRSD C-5. Using this footig detail, the footing on the south side will daylight and the footing on the north side will be in conflict with the utilities. Please confirm the retaining wall and subsequent footing can be installed per SDRSD C-3 Answer • Date Answered: The use of SDRSD C-3 retaining wall is confirmed in place of the SDRSD C-5, in order to fit the required utilities and prevent the footing fromdaylighting. Minimum footing and wall widths, lengths, thicknesses, and steel requirements are to be met and rounded up accordingly when in between wall heights. See the attached C-3 SDRSD Detail. Architect/Engineer Signature By:Royce Eklund Date: 3/2/2018 Consultant: Printed On: 3/2/18 Page 1 of 1 3I2I2O18 RSD-0O3-201 5.pdf RSD- .pdf pert with Lurnft PDF LAYOUT LINE EDGE OF F0001IGJ PLAN MORTAR H8-O N=5-4 H=3-0 MORTAR CAP A BARS ~-UA BARS II 00 J4 TOTAL 16" 16* 0 WIS 3" CLR kKEY —1 a,.' 6 16 KEY ITYPICAL 54 ELEVATICN TYPICAL SECTION HORIZONTAL .REiNF NOT SHOWN NOTES: 1 SEE C-7 AND C-8 FOR ADDITIONAL NOTES AND DETAILS. 2. FILL ALL BLOCK CELLS WITH GROUT.. Revision Approved RECOMMENDED BY THE SAN DIEGO Dote SAN DIEGO REGIONAL STANDARD DRAWING REGIONAL STANDARDS COMMITTEE ORIGINAL (erchevol 12/75 Add Metric 03/03 I Stem. MASONRY RETAINING WALL TYPE 3 RT5 J. SNnAIn 'I/ID (LEVEL BACKFILL) DRAWINC NUMBER C-03 DIMENSIONS AND REINFORCING STEEL H (MAX) 5'-4 8-0 I (MIN) O-8 O-IO I-0 H (MIN) 2-4 - 3-2 4-9 - ®BARS I4032 j4O32 4@32 ©BARS ------ : j4032 4o32 © BARS . . .. #6016 #432 j416 fl6OI6 (DEARS j4 TOTAL 4 . 4 TOTAL S j4 TOTAL 6 MAX SOIL HRESSURE I100 PSI - 1600 PSI 2200 PSI Page 1•I https//docs.goog)e.corniiewer.a vpid sites srcid m Sid Rvb Fpbn H C) 5k k H hd2Iu 8 3g M w w c2 Ddm g 1 (E) 1"WPG 1 in. dia.- 3/4 in. dia.... I © hSCARTRYT Request For Information Project RFI #: p160 -p 160-1 Date Created: 04111/2018 Priority: High LEGOLAND JDI8 Ride Project # 005084.000 Tel: Fax: Answer Required By: 04113/2018 Submitted To Submitted By Ethos Architecture McCarthy Building Companies, Inc. Daniel Stewart : Jonathan Cruz 24542 Creekview Drive 6165 Greenwich Drive Laguna Hills, CA 92653 :. Suite 340 San Diego, CA 92122 Subject: Gas Meter Clarification Discipline: Civil Initiated By: MBC - Jonathan Cruz Category: Ref RFI: Reason: Clarification Question Reference: P1.2, C7 Per plumbing plan P1.2 a gas meter is to be installed between doors 16A and 15A. However the routing and point of connection to the .existing gas line is unclear. In addition, the neighboring buildings do not have a meter installed.. Reference attached picture of the typical installation of the gas system tying into adjacent buildings. Please review attached and confirm the following: Confirm routing of gas line to existing gas line is acceptable. Confirm if a meter is needed, if not please confirm a gas regulator and earthquake valve will be installed. Please specify the gas regulator and earthquake valve to be used. .Answer . Date Answered: 1, The proposed routing of gas line as shown on the attached drawing is acceptable. 4/12/2018 2. Meter is not required. Please provide gas regulator, sized at 14"psi and earthquake valve similar to the existing shown on the picture. Provide manual shut-off valve similar to the set up in the photo provided at neighboring building. - Ethos Architecture, 04/13/2018 (am) See also attached site plan proposed by contractor. This is acceptable to the design team. - Ethos Architecture, 04/13/2018 (242p) Architect/Engineer Signature By. Sergio Mangahis Date: 4/12/2018 Consultant: Printed On: 4/11/18 - Page 1 or 1 \ W11 >2 :i L) 1 fl\ , N L I PLAN CHECK SUBMITAL ONLY I L1Ii° I ?4 , ii LEGOLAND CALIFORNIA JD18 1 LEGOLAND DRIVE, CARLSBAD, CA 92008 RIGHT engJneers 1 II SIIEETTITLE PLUMBING SITE PLA N 11 J] PRIVATE WATER CONSTRUCTION MOTES cR I4IS PRIVATE SEWER CONSTRUCTION MOTES ® Existing gas line Q1 D...: 7 tT "••/ C -L L5 !t1 I' f L!J-5<' •-Jt •.' // I ll ,- ij) \ ® ==, PRIVATE IRRIGATION COtSTRIJCl1OW MOTES COMMIJi4IC/TIOTI CONSTRlJCTlOil MOTES GAS COTTSTRUCTTOIl MOTES DEMOLITION NOTES GEIIERAL NOTES REC?CLEDWAJERMETEI11NF0RMAT1014 5/VISAT]: STALL SCLLE. 20 LAS BUILT" P2,02000? W/'l IT TO LEG OL ID JilL IDE PE20W? TE2,PL2]0L EB24 C.ruz, Jonathan To: Brendon Andrade; mchokshi@baliconstruction.com; feilpe@modernmasonry.com 1Cc: Carpenter, Matthew B; Steve Finley Subject: Legoland JD18 'ANSWERED RFI# 160-1 Gas Meter Clarification Attachments: RFI 160-1 - Gas Meter Clarification. pdf Notify McCarthy within 48 HOURS if there is a cost or time impact due to RFI. In the event you have costs associated, pricing must be submitted no later than five days from this date. If your response is not received within the permitted time, McCarthy will advise a "NO COST" change associated with your scope of work. EMAIL TRANSMISSION / TRANSMITTAL McCarthy Building Companies Date: 4/13/18 LEGOLAND 3D18 - 5084 RFI NO: 160-1 Subcontractor: In accordance with the Specifications, attached herewith please find the aforementioned Request For Information'. This document represents a Clarification of the contract Documents and is to be incorporated accordingly. It isin our (McCarthy) opinion that the Subcontractors indicated below will be directly affected by this clarification. Subcontractor Field Email File Subcontractor Field Email File McCarthy Employees AO Reed ASM Bali Construction Certified Cosco General Coatings Earth Forms , Helix Lengend Mark Beamish Minshew X Modern Masonry Motivational PCI Pvi RAP REW Sierra Pacific Superior Door Superior Gunite Sylvester Tichniquex Western Foundations W&W SteelSystem - X Concrete - Mart Carpenter X * Damon Yates Steve Finley X Jon Cruz Owner's Rep It is the responsibility of the Subcontractor to determine the effect of the RFI to their respective scope of work. The Subcontractor shall advise McCarthy of any cost/time impact within (24) hours of the date shown above by completing the bottom portion of this cover sheet and transmitting it to the McCarthy Field Office above, If there is a cost associated with this clarification the pricing that pertains to this clarification must be received at the McCarthy field office no later than four (3) days from the date above. If your response is not received within the permitted time, McCarthy will assess a "no change" to your subcontract. espectfulIy, Impact Notification: Time:,- Jon Cruz McCarthy Building Companies Cost: - Job #5084 - LEGOLAND JD18 lUXEIVeD JUN Development Services ( City of SPECIAL INSPECTION 1 Building Division AGREEMENT C!Ty0p 1635 Faraday Avenue Cambad B-45 aU1LDIN.8A 760-602-2719 In accordance with Chapter 17 of the California Building Code the following must be completed when work being performed requires special inspection, structural observation and construction material testing. Legoland JD18 Project/Permit: CB .?99076 Project Address: ....1....Le!c.land Drive THIS SECTION MUST BE COMPLETED BY THE PROPERTY OWNER/AUTHORIZED AGENT. Please check if you are Owner-Builder U. (If you checked as owner-builder you must also complete Section B of this agreement.) Name: (Please pnñt Chris Brzezicki (First) (M.I.) (Last) Mailing Address:.,....1 Legond Drive, Carl sbad,CA 92008 Email:_Chris.Brzezicki@.merlinentertainrnents.biz Phone: '760-429A942 I am: L3 Property Owner IProperty Owner's Agent of Record UArchitect of Record UEngineer of Record State of California Registration Number: Expiration Date:...___________________ AGREEMENT: I, the undersigned, declare under penalty of perjury under the laws of the State of California, that I have read, understand, acknowledge and promise to comply with the City of Carlsbad requirements for special inspections, structural observations, construction materials testing and off-site fabrication of building components, as prescribed in the statement of special:'!spectiçxs noted on the approved plans and as required by the California Building Cod S_iAIJ)f1Jjtfi -CXe' Date elj7 * CONTRACTOR'S STATEMENT OF RESPONSIBILITY (07 CBC, Ch 17, Section 1706). This section must be completed by the contractor/ builder / owner-builder. Contractor's C' ... Please check if you are Owner-Builder ci Name: (Please print) J1_LL (First) (Last) Mailing Address: rA Email / ..............Phone: -ô'2 92 State of california Contractor's License NUrnber. £(LZ3.......Expiration Date: '/3 I acknowledge and, am aware, of special requirements contained in the statement of special inspections noted on the approved plans; I acknowledge that control will be exercised to obtain conformance with the construction documents approved by the building official; I will have in-place procedures for exercising control within our (the contractor's) organization, for the method and frequency of reporting and the distribution of the reports; and I certify that I will have a qualified person within our (the contractor's) organization to exercise such control. I wiIPröWdé i fitidl rèà •/IéUérInccmpllahce with.:CB. Section 17O41.2prlortorequestihpfinal inspection. . . ... .. . Signatur...: .: Date: _._*..........- B-45 Page 1 of 1 Rev. 08/11 EsGil Corporation Th Partnership with government for Bui(Iing Safety DATE: 06/22/2017 JURISDICTION: çar1sbad. PLAN CHECK NO.: CB C2017-0076 SET: IV PROJECT ADDRESS: 1 Legoland Dr. PROJECT NAME: Legoland Ride JD18 i APPLICANT J URIS. El PLAN REVIEWER 0 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 codes when minor deficiencies identified below are resolved and checked by building department staff. II1 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. 1III 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: Z 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:1)L Email: Mail- Telephone Fax In Person REMARKS: By: Eric Eric Jensen . Enclosures: EsGil Corporation E GA 0 EJLI MB LI PC 06/19 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 I", EsGil Corporation In (Partnership with Government for (Building Safety DATE: 05/01/2017 JURISDICTION: Carlsbad PLAN CHECK NO.: CB C2017-0076 SET: III PROJECT ADDRESS: 1 Legoland Dr. PROJECT NAME: Legoland JD18 Amusement Ride O,.XPPLI CANT JURIS. D PLAN REVIEWER LI FILE The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. LI 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: Scott Holcomb 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: Scott Holcomb Telephone #: 949-607-8016 pate contacted: I g. f2,--(by: ft--Email ScoftH@EthosArch.com Mail Telephone Fax In Person REMARKS: By: Dwight Ashman (For K.C.) Enclosures: EsGil Corporation LI GA 0 EJ [I MB [1 PC 03/23/2017 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 Carlsbad CB C2017-0076 05/01/2017 NOTE: The items listed below are from the previous correction list. These remaining items have not been adequately addressed. The numbers of the items are from the previous check list and may not necessarily be in sequence. The notes in bold font are current. GENERAL Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects. For expeditious processing, corrected sets can be submitted in one of two ways: 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. Bring TWO 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. STRUCTURAL 20. Carlsbad requires that their Special Inspection Agreement (found at the end of this list) be completed, signed and returned prior to permit issuance. Please fill out and return the attached form. Response refers to table of special inspections on the plans. This is a Carlsbad requirement in addition to the provided table. Not included. ADDITIONAL 39. Please see the following sheet for MEP corrections. Carlsbad CB C2017-0076 05/01/2017. To speed up the review process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please 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: LJ Yes L1 No The jurisdiction hàs contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to performthe plan review for your project. If you have any questions regarding ,these plan review items, please contact Dwight Ashman (For KC) at Esgil Corporation. Thank you. Carlsbad CB C2017-0076 05/01/2017 PLUMBING, MECHANICAL, ELECTRICAL, and ENERGY COMMENTS PLAN REVIEWER: Eric Jensen . Latest comment updates are in Bold. GENERAL PME ITEMS Provide data on the proposed hazardous materials to be stored and used. Present the description of the hazardous materials in a format that coincides with the material classifications found in CBC Tables 307.1(1) and 307.1(2). Note: If hazardous materials are present in any amount, forward this information to the mechanical designer for design compliance with CIVIC Chapter 5. PLUMBING (2016 CALIFORNIA PLUMBING CODE) 3 . If the site recycled water system is part of this permit, include identification per CPC 601.3 on the plans. The response was inconclusive: Is the site plumbing part of this permit or is it a separate permit. If separate, please Note so on the Title Sheet of the plans. 4 There is. no "ride ystem" plumbing shown on the plans except for a 1" water supply stubbed. into the "plant room"? Describe when this system (ride plumbing) and other plumbing system (recycled, etc.) will be submitted for plan review. If the ride plumbing and/or other systems are to be submitted under a different permit Or are deferred items, be sure to Note on the plan Title Sheet. Include the-information that the ride systems (Plumbing, Mechanical, and Electrical) are deferred items on the architectural Title Sheet. 5. Minimum plumbing fixtures for this project: The restroom building (existing) would appear to handle the restroom facilities, please confirm. A janitor's sink and drinking fountains will also be required. Please address. CPC Table 422.1. (Nothing shown on architectural as referenced). Where are, the added fixtures shown? MECHANICAL (2016 CALIFORNIA MECHANICAL CODE) 8. The only exhausffan described on the plans is 100 CFM? Provide a completed exhaust fan and air balance mechanical design for the building. Incomplete response When is the building mechanical system, including ride impact, to be submitted? What is handling the high humidity and chemical impact of an indoor pool located near the coast? What happens with the positive pressure in the building? Carlsbad CB C2017-0076 05/01/2017 Does the "Plant Room" (129) have chemicals in use or the environment that may damage the sheet metal ducts? Will be reviewed after the response to the hazardous materials question "General PME Item" (beginning of the PME list) is submitted. ELECTRICAL (2016 CALIFORNIA ELECTRICAL CODE) There is a substation (electrical?) immediately adjacent to this project. Review the possibility of ground potential differentials between this (new) building and the (existing) substation and if additional grounding/bonding design will be necessary.i need the following documentation on the electrical plans: The substation needs to be identified and described as a medium voltage substation complete with electrical specifications (Wattage/voltage), the existing medium voltage substation grounding design described, the JDI8 ride new building, grounding system design and the ride, including the tank and the pool equipotential bonding (CEC 680.26) documented and the proposed grounding protection design and the electrical testing procedure certifying that no stray ground currents or differences in potential between any of the following are present: the existing substation, the JDI8 ride and building, and the modified electrical equipment yard. This comment will remain until resolved The detail on sheet 5.1: Where is that ground bar being installed? I see "MS" and "SES" but the neutral bus and new ground bus is an unknown? The equipment yard and building have two different locations with different electrode systems but this detail sh'ows everything at one unknown location? All grounding issues will be resolved after this detail is explained. Does the proposed design comply with CEC 250.32 (13)(1) for equipment "SES"? (and) The grounding layout on sheet E1.0 and the ground bar detail on sheet E5.1 do not match. Pleàsé coordinate. (For example: The grounding to the generator on E1.0 is routed to the yard ground grid, on sheet E5.1 to the ground bar in the ride electrical room. Include a complete description of the equipment yard grounding system: Equipment hook-up, electrodes, fence bonding, and conductor sizing. See preceding. Likewise include a.description of the attraction building electrode/bond system description. Detail what is meant by "UFER", "Building Structural Steel", and Metallic Water. Piping".. 19. Include building site gress lighting, if necessary, for routing to a public way. CBC requires egress lighting at exterior ramps and exit stairways. Que locations require additional lighting. CBC 1008.3.1. Sheet E1.1: Egress lighting throughout queue pathways. Please address compliance with CBC 1008.3.2(2). .... exterior....ramps. Carlsbad CB C2017-0076 05/01/2017 ENERGY (2016 CALIFORNIA BUILDING ENERGY STANDARDS) 22. On the plans clearly show the building envelope design as applicable: insulation design; fenestration specifications, door insulation specifications, radiant barrier, and the roof covering specifications. The energy run specifies an RIO continuous insulation on the exterior wall. Where is this shown on the architectural detailing? 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.' EsGil Corporation In Partners/lip with government for Bui(iing Safety DATE: 03/30/2017 LI APPLICANT LI JURIS. JURISDICTION: Carlsbad LI PLAN REVIEWER 0 FILE PLAN CHECK NO.: CB C2017-0076 SET: II PROJECT ADDRESS: 1 Legoland Dr. PROJECT NAME: Legoland JD18 Amusement Ride LII The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. E The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. IIII 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: Scott Holcomb 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: Scott Holcomb Telephone #: 949-607-8016 Date contacted: (by: ) Email: ScottH@EthosArch.com Mail Telephone Fax In Person LIJ REMARKS: By: Dwight Ashman (For K.C.) Enclosures: EsGil Corporation LI GA 0 EJ LI MB 0 P 03/23/2017 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad CB C2017L0076 03/30/2017 NOTE: The items listed below are from the previous correction list. These remaining items have not been adequately addressed. The numbers of the items are from the previous check list and may not necessarily be in sequence. The notes in bold font are current. GENERAL Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans forcommercial/industrial projects. For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2790. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. Bring TWO 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 Plan'ñing, Engineering and Fire Departments until review by EsGil Corporation is complete. PLANS 2. Please provide the construction cost estimate for all the work to be performed under this permit. Response states that this is attached. Not received. Provide a note on the plans indicating if any hazardous materials will be stored and/or used within the building which exceed the quantities listed in IBC Tables 307.1(1) and 307.1(2). Response states that this will be provided in a future submittal. Based on floor area, it appears that the occupant load of the Queue Control Tower will be such that 2 complying exits (properly separated) should be provided. Please address. Response indicates that a waiver is requested from the building official. Please provide verification from the building official and/or fire department that this will be acceptable with only I exit. STRUCTURAL 15. Providea 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). Not received. Additionally Carlsbad CB C2017-0076 03/30/2017 the soils report section 5.8 requires observation of footing excavations. Please note on the plans the following: Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that: a)' The building pad was prepared in accordance with the soils report, The utility trenches have been properly backfilled and compacted, and The foundation excavations comply with the intent of the soils report." Carlsbad requires that their Special Inspection Agreement (found at the end of this list) be completed, signed and returned prior to permit issuance. Please fill out and return the attached form. Response refers to table of special inspections on the plans. This is a Carlsbad requirement in addition to the provided table. It appears that portions of the structural plans were not drawn to scale. For example, the footing on sheet S1.1 at grid 51D is supposed to be 5'x 5', but it scales to 8'x 8'. There are many examples of this. There are many footings that do not match the schedule references. See all footings on gridline 0 on sheet S1.1, see footings marked F6, see f7 at the bridges. 24. Please provide dimensions on the plans to "fix" the locations of all footings not falling on grid lines, such as the pad footing on Line 3.3 at F.5. No reference dimensions provided. 25: Please detail the connection of the columns from Keynote 6 (sheet SI.2) to the footings. Detail 132 shows the footing but not how the columns are - connected. 29. Some of the notes on sheet S4.2 have writing on top of writing. See Note 13 at detail 116, etc.). Please check all, there are several places that are overprinted. See sheet S4.2, see steel column schedule. ADDITIONAL 35. Title 24 requires that the restrooms that serve this building be fully accessible. Please lrovidesUfficient information to show that the existing restrooms are accessible and comply with current codes. What do the existing restrooms Iooklike, are they single user restrooms, or multiple user restrooms? Please show on the. plans. Carlsbad CB C2017-0076 03/30/2017 39. Please see the following sheet for MEP corrections. To speed up therrèvieiv process, please note on this list (or a copy) where each orrection item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Pie ãse 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: LI Yes LI No The jurisdiction-has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions egarding these plan review items, please contact Dwight Ashman (For K.C.) atEsgilCorporation. Thank you. Carlsbad CB C2017-0076 03/30/2O17 PLUMBING, MECHANICAL, ELECTRICAL, and ENERGY COMMENTS PLAN REVIEWER Eric Jensen GENERAL PME ITEMS Provide dataon the proposed hazardous materials to be stored and used. Present the description of the hazardous materials in a format that coincides with the material classifications found in CBC Tables 307.1(1) and 307.1(2). No response to thisitém. . Clearly show the types of hazardous materials being stored or used. Provide a list of the proposed hazardous materials; include the material safety data sheets (MSDS), if applicable. . Clearly show the amounts for each type of hazardous material to be stored and in use. . Clearly show the locations in the building where each type of hazardous material is being stored or used. Note: 'If hazardous materials are present in any amount, forward this information tothe mechanical designer for design compliance with CMC Chapter5. PLUMBING.(2016 CALIFORNIA PLUMBING CODE) Is the recycled water system installed interior of the building? If the .site recycled water system is part of this permit, include identification per CPC 601.3 On the plans. There is no, "ride system" plumbing shown on the plans with the exception of a 1" water supply stubbed into the "plant room"? Describe when this system (ride plumbing) and other plumbing system (recycled, etc.) will be submitted for plan review. If the ride plumbing and/or other systems are to be submitted under a different permit or are deferred items, be sure to Note on the plan Title Sheet. Minimum -plumbing fixtures for this project: The restroom building (existing) would appear td handle the restroom facilities, please confirm. A janitor's sink and drinking fountains will also be required. Please address. CPC Table 422.1. (Nothing shown on architectural as referenced). For backwater valve review, please show the upstream sewer manhole rim and finished floor elevations. CPC 710.0 No response. Floors shall slope to the floor drain(s) location(s). Please detail on the architectural floor plans. CPC 418.5 MECHANICAL (2016 CALIFORNIA MECHANICAL CODE) Carlsbad CB C2017-0076; 03/30/2017 The only exhaust fan described on the plans is 100 CFM? Provide a completed exhaust fan and air balance mechanical design for the building. Incomplete response: When is the building mechanical system, including ride impact, to be submitted? What is handling the high humidity and chemical impact of an indoor pool located near the coast? Does the "Plant Room" (129) have chemicals in use or the environment that may damage the sheet metal ducts? Will be reviewed after the response to the hazardous materials question "General PME Item" (beginning of the PME list) is submitted. ELECTRICAL (2016 CALIFORNIA ELECTRICAL CODE) There is a substation (electrical?) immediately adjacent to this project. Review the possibility of ground potential differentials between this (new) building and the (existing) substation and if additional grounding/bonding design will be necessary. The detail on sheet 5.1: Where is that ground bar being installed? I see "MS" and "SES" but the neutral bus and new ground bus is an unknown? The equipment yard and building have two different locations with different electrode systems but this detail shows everything at one unknown location? All grounding issues will be resolved after this detail is explained. Include a complete description of the equipment yard grounding system: Equipment hook-up, electrodes, fence bonding, and conductor sizing. See preceding. Likevise include a description of the attraction building electrode/bond system description. See preceding. Include a description 6falI of the transformer grounding electrodes. CEC 250.30 See preceding. The ATS switches will require a dedicated connection to the attraction building electrode system: See CEC 250.32(B)(2). See preceding. Complete the equipment yard detailing: Include what equipment sides require access, If NEMA 3 with openable doors include the "locked open" door status with a minimum of 24" clear between the door edge and an obstruction, and the medium voltage equipment clearances to comply with CEC Table 110.34(A), condition 2). Detail is not adequate: Need access to equipment locations (front/back), minimum clearance dimensions from these access locations to a grounded surface (fence) and also, detail the equipment equipped with swinging doors; the door in the locked open position with the door edge to fence dimension providing adequate access (24'). Hard to tell if this ride is considered a "pool" or not. If human immersion is a component (not necessarily the primary) of the attraction this is a pool and pool requirements will be necessary: Equipotential plane, GFCI protection for pool motors, clearance distances. "Diver rooms shown: Will there be human immersion at this ride, guests or employees? See "Pool" definition CEC 680.2. Carlsbad CB C2017-0076 03/30/2017 18. Expand on the electrical requirements for the monorail system. Review bonding requirements as this system appears to be 480 volts on the topside and ultimately terminates in water. Don't the submarines ride on a monorail system (response referred to a "crane"?)? Is the installation of the ride electrical, including the grounding part of this permit? Is the crane part of this permit? 19. Include building site egress lighting, if necessary, for routing to a public way. CBC requiresegress lighting at exterior ramps and exit stairways. Que locations require additional lighting. CBC 1008.3.1. Sheet El. 1: Egress lighting throughout queue pathways. ENERGY (2016 CALIFORNIA BUILDING ENERGY STANDARDS) . No response for the following Energy items. For plans submitted fdr plan check on or after 1/02/17, provide an energy design detailing compliance with the Mandator,' Measures and either the Performance or Prescriptive Methods of compliance. The Prescriptive design and the latest Performance software programs are available at: www. energy. ca. qov/title24/20 l6standards A complete energy plan check will be performed after completed and/or the 'corrected energy design has been provided. (The LTG design has been submitted and is approved) On the plans clearly show the building envelope design as applicable: insulation design, fenestration specifications, door insulation specifications, radiant barrier, and the roof covering specifications. 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. EsGil Corporation In Partners flip with Government for Bui(éing Safety a DATE: February 28, 2017 JURISDICTION: Carlsbad PLAN CHECK NO.: CB C2017-0076 PROJECT ADDRESS: 1 Legoland Dr. PROJECT NAME: Legoland JD18 U APPLICANT U JURIS. U PLAN REVIEWER U FILE SET:I Amusement Ride The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted 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. LII 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: Scott Holcomb 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: Scott Holcomb Telephone #: 949-607-8016 Date contacted: (by; ) Email: ScottH©EthosArch.com Mail Telephone Fax In Person Lii REMARKS: By: Kurt Culver Enclosures: EsGil Corporation El GA 0 EJ El MB El PC 2/16/17 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad CB C2017-0076 February 28, 2017 , PLAN REVIEW CORRECTION LIST / COMMERCIAL - PLAN CHECK NO.: CB C2017-0076 JURISDICTION: Carlsbad USE: Amusement Ride/Retail TYPE OF CONSTRUCTION: V-B I ACTUAL AREA: 13,200 ALLOWABLE FLOOR AREA: OK l STORIES: 1 HEIGHT: 25' ISPRINKLERS?: Yes OCCUPANT LOAD: -300 REMARKS: DATE PLANS RECEIVED BY DATE PLANS RECEIVED BY JURISDICTION: 2/14/17 ESGIL CORPORATION: 2/16/17 DATE INITIAL PLAN REVIEW PLAN REVIEWER: Kurt Culver COMPLETED: February 28, 2017 FOREWORD (PLEASE READ) This plan review is limited to the technical requirements contained in the California version of the International Building Code; Uniform Plumbing Code, Uniform Mechanical Code, National ElectricaiCode 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 2016 CBC, which adopts the 2015 IBC. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2015 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item hasbeén addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. Carlsbad CB C2017-0076 'February 28, 2017 . GENERAL Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects. For expeditious processing, corrected sets can be submitted in one of two ways: 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. Bring TWO 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. Please provide the construction cost estimate for all the work to be performed under this permit. In the allowable floorarea analysis on sheet G-5, be sure to include all the covered areas (sOch as Keynotes 102 and 104). It appears that the total area will be larger than reported. It appears that the'total occupant load on sheet G-6 will exceed 300. As such, the Risk Category. will change. It appears that some of the items described on sheet G-5 won't be part of this permit (Keynotes 108, 117, etc.). Please clarify. Show on the Title Shéét all buildings, structures, walls, etc. included under this application. Any portion of the project shown on the site plan that is not included with the building permit application filed should be clearly identified as "not included" on the site plan or Title Sheet. Sec. 107.2. All sheets of the plans and the first sheet of the calculations are required to be signed by the.liôensed architect or engineer responsible for the plan preparation. California State Law. Provide a note on the plans indicating if any hazardous materials will be stored and/or used within the building which exceed the quantities listed in IBC Tables 307:1(1) and 307.1(2): Carlsbad CB C2017-0076 February 28, 2017 9. Based on floor area, it appears that the occupant load of the Queue Control Tower will be sikh that 2 complying exits (properly separated) should be provided. Please address. 10. Specify on the P!ans the following information for the roof materials, per Section 1506.3: Manufacturer's name and Product name/number. ICC approval number, or equal. NON-RESIDENTIAL GREEN BUILDING STANDARDS (New Buildings) 11. Commissioning. For new buildings that are 10,000 sq. ft. and over, the architect or responsible design professional shall submit, prior to plan approval, a "Commissioning Plan". CCC Section 5.410.2. The Commissioning Plan must be ubmitted with the plan documents during plan check. The Plan must be reviewed and aproved by the plan checker for compliance with the required features listed inCGC 5.410.2.3 as follows: (a) General project information (b) Commissioning goals.(c) List the systems to be commissioned with information on design intent, equipment and systems.to be tested, functions to be tested and acceptable performance based on tests (d) Commissioning Team information (e) Commissioning process activities, schedules and responsibilities. 12. The CalGreen notes on the plans are based on the previous edition. Please - revise throughout. For example: 13. Recycling. Note on theplans that a minimum of 65% of construction waste is to be recycled and/or salvaged. CCC 5.408.1. Documentation shall be provided to the enforcing agency which demonstrates compliance. CCC Section 5.408.1.4. . STRUCTURAL 14. Please submit for review the referenced geotechnical report. 15. 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). 16. . As stated earlierr in this list, it appears that the occupant load exceeds 300. Please see the following-comments. Carlsbad CB C2017-0076 February 28, 2017 Importance Factors. A load importance factor should be used in accordance with ASCE 7-10, Section 11.5.1 (seismic) or Section 26.5.1 (wind) or Section 7.3.3 (snow), based on the Risk Category given in Table 1.5-1. This includes buildings whose pr/man,' occupancy is public assembly with an occupant load greater than 300. Structural Observations for SOC 0, E, and F Structures. Structural observation should be provided and noted on the plans because of one of the following conditions. (Section 1704.6) a) The structure is classified as Risk Category Ill or IV. This includes buildings .whose primary occupancy is public assembly with an occupant load greater than 300. If Structural Observation is required, note on the plans: "The owner shall employ a registered design professional to perform structural observations. Deficiencies shall be reported in writing to the owner and the building official. At the conclusion of the work included in the permit, the structural observer shall submit to thebuildinq official a written statement that the site visits have been made and identify any reported deficiencies which, to the best of the structural observer's knowledge, have not been resolved." Section 1704.6. Carlsbad requires that their Special Inspection Agreement (found at the end of this list) be completed, signed and returned prior to permit issuance. It appears that portions of the structural plans were not drawn to scale. For example, the footing on sheet S1.1 at grid 5/D is supposed to be 5' x 5', but it scales to 8' x 8'. There are many examples of this. Please complete all call outs, such as Keynote 5 on sheet SI.2. Detail 110/S4.1 is referenced on sheet S1.2 (near grid 3.6/B.5), but no such detail exists. Please provide dimensions on the plans to "fix" the locations of all footings not falling on grid lines, such as the pad footing on Line 3.3 at F.5. Please detail the connection of the columns from Keynote 6 (sheet S1.2) to the footings. No pier information was provided for the gazebo structures at the left side of sheet S12. Carlsbad CB C2017-0076 February 28, 2017 Sheet SI.3 appears to be incomplete. For example, provide complete column and footing information for the right-hand side of the right-most structure. On sheet S2.1, Keynote 5 says, "Not Used," but it is referenced at grid 3.6/C. Some of the notes on sheet S4.2 have writing on top of writing. See Note 13 at detail 116, etc.). . ADDITIONAL Please complete the plans. Such things as Keynotes 327 and 303 on sheet A- 3.1 are incomplete. See also all the empty diamond references on sheet A-4.1, etc. Also, please recheck all references. For example, Keynote 351 on A-3.1 refers to detail I on AD-4.1 (which is incorrect). Please review CBC Section 411 and show compliance on the plans for the various special requirements. The exiting keynotes on sheet G-6 don't seem to have anything at all to do with exiting. Please' clarify. The occupancy classification specified on sheet G-6 are incorrect (A-S and 5-1). Please revise.A Title24 requires that the restrooms that serve this building be fully accessible. Please providesufficient information to show that the existing restrooms are accessible and comply with current codes. Please justify have the "OPS" platform accessible only be stairs (no ramp). Title 24 requires access. Please provide complete information on the plans for the "OPS" stairs (rise/run, handrails, etc.). The ramp at 2/A-4.6 must have a bottom landing dimension of 6 feet. Also, Door 4A (at the ramp) must have a clearance of at least 60" in the direction of swing. Please see the following sheet for MEP corrections. Carlsbad CB C2017-0076 February 28, 2017 To speed up the review pocess, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation. page, etc. . Please- indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please 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: IJ Yes Ll No The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Kurt Culver at Esgil Corporation. Thank you. . U Carlsbad CB C2017-0076. February 28, 2017' PLUMBING, MECHANICAL, ELECTRICAL, and ENERGY COMMENTS PLAN REVIEWER: Eric Jensen GENERAL PME ITEMS Provide data on the proposed hazardous materials to be stored and used. Present the description of the hazardous materials in a format that coincides with the material classifications found in CBC Tables 307.1(1) and 307.1(2). Clearly show the types of hazardous materials being stored or used. Provide a list of the proposed hazardous materials; include the material safety data sheets (MSDS), if 'applicable. Clearly show the amounts for each type of hazardous material to be stored and in use. Clearly show the locations in the building where each type of hazardous material is being stored or used. Note: If hazardous materials are present in any amount, forward this information to the mechanical designer for design compliance with CMC Chapter 5: PLUMBING (2016 CALIFORNIA PLUMBING CODE) The plumbing plans are described as "Not for Construction" and they are lacking in completeness. Please complete. Be sure to include the reclaimed water system design, salt water systems design locations, and potable to non-potable process piping connection (backflow design). Is the gas meter (north side of the' building) a utility meter or a private site meter? If private, expand upon the site design. The following plumbing comments are boilerplate, not site specific, and may be dismissed individually if not applicable. Provide a plumbing material schedule on the plans describing the following systems: Potable water piping, the drain, waste, and vent piping, gas piping, and the roof drains. Plumbing materials installed in a duct or plenum may not have a flame spread index of more than 25 and, a smoke-developed index of more than 50. Provide both indexes for the piping reference in the plumbing specifications for installation above the ceiling. CPC 701.2(2) Provide the site plumbing plans showing the locations of the gas and water meters, the pipe sizing, cleanouts, routes, and slopes for both the sewer and storm drainage systems, and the site gas and water supply piping. Carlsbad CB C2017-0076 February 28, 2017 Identify the extent of the private sewer, water, and gas systems on the plumbing êite plan. Clearly specify, on the plans, which City Department is responsible for the permitting, plan check, and inspections for the private utility systems. If the City Building Department is the agency responsible for permitting the site plumbing systems and the site plumbing is included under the scope of this building permit, thenprovide complete civil site utility plans for CPC Chapter 7 Part 2 plan review. for backwater valve review, please show the upstream sewer manhole rim and finished floor elevations. CPC 710.0 Backwater valves are: Detail how the floor drain trap seal is to be maintained. CPC 1007.0 Floors shall slope to the floor drain(s) location(s). Please detail on the architectural floor plans. CPC 418.5 Include the main and overflow roof drainage design: Roof area, rainfall rate, pipe sizing, and drain locations on the plans. CPC 1106.0 Prbvide complete water line sizing calculations: Include the water pressure, pressure loss calculations, water demands, and the developed pipe lengths. CPC 610.9 or Appendix 'A': If, due to excessive pressure, a water supply pressure regulator is installed then an expansion tankis required on the cold water side of the building water supply piping. Detail the size and location for the expansion tank on the floorplans. CPC 608.3 Describe the method of compliance for temperature limitations for the following fixture types: public use lavatories (limited to 110 degrees) All water supply systems that have quick closing valves installed therein (washing machines, flush valve fixtures, etc.) shall have devices installed as close to the fixtures as possible to control theeffects of water hammer. Please detail. CPC 609.10 Provide gas line plans and calculations showing gas demands, pipe lengths, and pipe sizing. CPC 1216.0. Provide the following information concerning the water heater: . Show water heater type, size, and location on plans. CPC 501.0 Carlsbad CB C2017-0076 February 28, 2017 I 17. Hot water recirculating loop systems requirements (Not single family homes): Detail the following: The installation of an air release valve on the inlet side of the recirculation pump, within 4' of the pump. A check valve is require1 between the recirculating pump and the water heating equipment to prevent the hot water from flowing backwards through the recirculation loop.- A check valve isrequired on the cold water supply line between the hot water system and the, next closest tee on the cold water supply line. (See CPC 608.3 for expansion tank requirements.) A boiler shall'be protected for backflow by a double check or RPP backflow device.. See .CPC Table 603.2 for applicability. CPC 603.5.10. Drinking fountains are required by CPC Table 422.1 for this occupancy type (if the occupant load exceeds 30. CPC 415.2). Review the requirements of this Table and provide as necessary. Note: If food is consumed indoors, water stations may be substituted for drinking fountains. CPC 415.2 MECHANICAL (2016 CALIFORNIA MECHANICAL CODE) .20. The mechanical plans are described as "Not for Construction" and they are -lacking in completeness. Please complete. The only exhaust fan described on the plans is 100 CFM? Provide a completed exhaust fan andair balance mechanical design for the building. Is there combustion air available for the water heater in the diver changing room? 23.. 1 Does the "Plant Room" (129) have chemicals in use or the environment that may damage the sheet metal ducts? . Specify'the make, model, type, and efficiency of the space heating and cooling systems in agréement.with the energy design. ELECTRICAL (2016 CALIFORNIA ELECTRICAL CODE) On the single line sheet describe the system sections as "Private" or "Utility". . Include a complete description of the equipment yard grounding system: Equipment hook-up, electrodes, fence bonding, and conductor sizing. Likewise include a description of the attraction building electrode/bond system description': Include a description Of all of the transformer grounding electrodes. CEC 250.30 The. ATS switches will require a dedicated connection to the attraction building electrode system. See CEC 250.32(B)(2). Carlsbad CB C2017-0076 February 28, 2017 Complete the equipment yard detailing: Include what equipment sides require access, If NEMA 3 with openable doors include the "locked open" door status with a minimum of 24" clear between the door edge and an obstruction, and the medium voltage equipment clearances to comply with CEC Table 110.34(A), condition 2). Hard to tell if this ride is considered a "poor' or not. If human immersion is a component (not necessarily the primary) of the attraction this is a pool and pool requirements will be necessary: Equipotential plane, GFCI protection for pool motors, clearance distances. Is panel "EL" 'providing the emergency illumination and exit sign power? If so, change the designation of the generator to emergency/ standby. Where is the "MACK" ride (225 ampere feeder) located? Does it really have a 4/0 equipment ground? Review CEC 680.21(C)forapplicability to the Sea Life Support Schedule, sheet E0.1. 'Expand on the electrical requirements for the monorail system. Review bonding requirements as this system appears to be 480 volts on the topside and ultimately terminates in water. Include building site egfess lighting, if necessary, for routing to a public way. CBC requires egress lighting at exterior ramps and exit stairways. Que locations require additional lighting. CBC 1008.3.1. Is there an exit over at grid line 5 by the exit sign? Carlsbad CB C2017-0076 February 28, 2017 ENERGY (2016 CALIFORNIA BUILDING ENERGY STANDARDS) The following comments have referenced sections in the Energy Standards. If a section reference begins: 110; 120; or 130, it is mandatory. Section 140 refers to Prescriptive Method of Compliance. For plans submitted for plan check on or after 1/02/17, provide an energy design detailing compliance with the Mandatory Measures and either the Performance or Prescriptive Methods of compliance. The Prescriptive design and the latest Performance software programs are available at: www.enerqy.ca.qov/tit1e24/20165tandards A complete energy plancheck will be performed after completed and/or the corrected energy design has been provided. (The LTG design has been submitted and is approved) . On the plans clearly show the building envelope design as applicable: insulation design, fenestration specifications, door insulation specifications, radiant barrier, and the roof covering specifications. 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. FA A:ityQf 'Carlsbad SPECIAL INSPECTION AGREEMENT B-45 ,Develgpm:ent Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov In accordance with Chapter 17 of the California Building Code the following must be completed when work being performed requires special inspection, structural observation and construction material testing. Legoland JD18 Project/Permit: CB 2017-0076 Project Address:_1 Legoland Drive THIS SECTION MUST BE COMPLETED BY THE PROPERTY OWNERIAUTHORIZED AGENT. Please check if you are Owner-Builder U. (If you checked as owner-builder you must also complete Section B of this agreement ) Name: (Please p1nt) Chris Brzezicki (Frsi) (M J.) - - (Last) - Mailing Address;: 1 Legoland Drive, Carlsbad, CA 92008 - - - EmaitL Chris. BeCki©merinentertmeflt - Phone: -760-429-8942 - I am: UProperty Owner C213roperty Owners Agent of Record UArchitect of Record UEngineer of Record State of California Registration Num Expiration Date:____________________ AGREEMENT: I, the undersigned, declare under penalty of perjury under the laws of the State of California, that I have read, understand, acknowledge and promise to comply with the City of Carlsbad requirements for special inspections, structural observations, construction materials testing and off-site fabrication of building components, as prescribed in the statement of special nspecti s no on the approved plans and as required by the California Building Cod Signature Ilk Date 01i IT7 CONTRACTOR'S STATEMENT OF RESPONSIBILITY (07 CBC, Ch 17, Section 1706). This section must be completed by the - contractor / builder! owner-builder. Contractor's Company Name C' Please check if you are Owner Builder 0 Name (Please print) 1A66 / c54224 (Ait) Mailing Address. 31'i2c.iq2 Email - Phone State of California Contractor's license Number. '7 '// >3 Expiration Date: I acknowledge and, am aware, of special requirements contained in the statement of special inspections noted on the approved plans; I acknowledge that control will be exercised to obtain conformance with the construction documents approved by the building official; I will have in-place procedures for exercising control within our (the contractor's) organization, for the method and frequency of reporting and the distribution of the reports; and I certify that will have a qualified person within our (the contractor's) organization to exercise such control. I will provide a finaL ieport/lettér IWcompllance with CBC Section 170412 pd" 10 requesting final - inspection. Date 2-o2' B-45 Page 1 of 1 Rev. 08/11 Jurisdiction Code 1cb IBY Ordinance Bldg Permit Fee by Ordinance Plan Check Fee by Ordinance Type of Review: El Complete Review —I El Other I $3,468.261 El Structural Only I 25&37 40 r..cpcuuvc , cc Repeats El Hourly Hr. @ * EsGil Fee I $1,942.231 Carlsbad CB C2017-0076 February 28, 2017 [DO NOT PAY — THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: CB C2017-0076 PREPARED BY: Kuit Culver DATE: February 28, 2017 BUILDING ADDRESS: 1 Legoland Dr. BUILDING OCCUPANCY: A3/M BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Amusement Ride 976,272 Air Conditioning Fire Sprinklers. TOTAL VALUE 976,272 Comments: addItlonto4heaboveAfee;anja .00jTd6ë(1 hourc eenjrev1ew1. Sheet I of I macvalue.doc + PLANNING DIVISION IN BUILDING PLAN CHECK Development Services Planning Division CITY OF REVIEW CHECKLIST 1635 Faraday Avenue C ARLSBA 11 D (760)602-4610 P-28 www.carlsbadca.20v DATE: 6/23/17 PROJECT NAME: Legoland JDI8 PROJECT ID: SDP 16-24/CDP 16-47 PLAN CHECK NO: CBC20I7-0076 SET#: 4 ADDRESS: I Legoland Dr APN: 211-100-09-00 This plan check review is complete and has been APPROVED by the PLANNING Division. By: TERI DELCAMP A Final Inspection by the PLANNING Division is required LI Yes M No You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: SCOTIH@ETHOSARCH.COM For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLANNING ENGINEERING FIRE PREVENTION 760-602-4610 760-602 2750 760-6024665 Chris Sexton Chris Glassen 760-602-4624 760-602-2784 Chris.Sexton@carlsbadca.gov Christopher.GIassen@carIsbadca.gov Gina Ruiz VaiRay Marshall Cindy Wong 760-602-4675 760-602-2741 760-602-4662 Gina.Ruiz@carlsbadca.gov ValRay.Marshall@carisbadca.gov Cynthia.Wong@carlsbadca.gov Teri Delcamp Linda Ontiveros Dominic Fieri 760-602-4611 760-602-2773 760-602-4664 teri.delcamD@carIsbadca.gov Linda.0ntiveros@carlsbadca.ov Dominic.Fieri@carlsbadca.gov Remarks: Plan Check No. CBC2017-0076 Address 1 Leqoland Dr Date 4/20/17 Review # 3 Planner Teri Delcamp Phone (760) 602-4611 APN: 211-100-09-00 Type of Project & Use: Theme Park Net Project Density: DU/AC Zoning: _____ General Plan: Facilities Management Zone: CFD (in/out) #_Date of participation: Remaining net dev acres:_____ (For non-residential development: Type of land use created by this permit: REVIEW #: 1 2 3 Legend: Item Complete Li Item Incomplete - Needs your action LI LI M Environmental Review Required: YES N NO LI TYPE Exempt DATE OF COMPLETION: Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: LI LI 0 Discretionary Action Required: YES 0 NO E] TYPE SDP/CDP APPROVAL/RESO. NO. DATE 5/10/17 PROJECT NO. SDP 16-24 OTHER RELATED CASES: CDP 16-47 Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: LI LI Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES 2 NO D CA Coastal Commission Authority? YES II NO If California Coastal Commission Authority: Contact them at - 7575 Metropolitan Drive, Suite 103, San Diego, CA 921084402; (619) 767-2370 Determine status (Coastal Permit Required or Exempt): Required LI 0 LI Habitat Management Plan Data Entry Completed? YES LI NO LI N/A If property has Habitat Type identified in Table 11 of HMP, complete HMP Permit application and assess fees in Energov LI Z LI Inclusionary Housing Fee required: YES [] NO (Effective date of IncIusionary Housing Ordinance - May 21, 1993.) Data Entry Completed? YES LI NO LI For construction of inclusionary units, email notification provided to HNS?: YES LI NO LI (Email Susan Steinkemp in HNS with project number and contact info) LI . LI Housing Tracking Form (form P.20) completed: YES LI NO LI N/A P-28 Page 2 of 3 07/11 Site Plan: El Z El 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. City Council Policy 44— Neighborhood Architectural Design Guidelines El Z El 1. Applicability: YES [1 NO El Z El 2. Project complies: YES El NOD Zoning: El El El 4th 1. Setbacks: Front: Interior Side: Street Side: Rear: Top of slope: Required Shown OK Required Shown" Required Shown: Required Shown" Required Shown_ El El Z 2. Accessory structure setbacks: Front: Required Shown Interior Side: Required Shown Street Side: Required Shown Rear: Required Shown Structure separation: Required Shown El El El 4th 3. Lot Coverage: Required Shown Q El El El 4th 4. Height: Required 'Shown El Z El 5. Parking: Spaces Required Shown OK (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required Shown El El El4th Additional Comments See below Obtain approval for SDP 16 24/CDP 16 47. Complete \ Comply with all conditions included with the future approval of SDP 16 24/C9P 16 47.Complete Provide an overall site plan showing location of attraction within the park and include all project data and site plan information to verify compliance/consistency with requirements. Indicate setbacks to north, south, east and west proporty lines. Show lot coverage percentage. Height is to be measured from finished adjaceht grade, not finished floor. Please add note to this effect on the elevation' sheets. OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER TD DATE 6/23/17 P-28 Page 3 of 3 ' 07/11 10 PLANNING DIVISION B Development Services BUILDING PLAN CHECK Planning Division CITY OF REVIEW CHECKLIST 1635 Faraday Avenue CARLSBAD P-28 (760)602-4610 www.carIsbadca.ov DATE: 5/18/17 PROJECT NAME: Legoland JD18 PROJECT ID: SDP 16-24/CDP 16-47 PLAN CHECK NO: CBC20I7-0076 SET#: 3 ADDRESS: 1 Legoland Dr APN: 211-100-09-00 This plan check review is complete and has been APPROVED by the PLANNING Division. By: TERI DELCAMP A Final Inspection by the PLANNING Division is required Yes Z No You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. This plan check review is NOT COMPLETE: Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: SCOflH@ETHOSARCH.COM For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLANNING 760-602-4610 ENGINEERING 760-602-2750 FIRE PREVENTION 760-602-4665 Chris Sexton 760-602-4624 Chris.Sexton@carIsbadca.gov Chris Glassen 760-602-2784 Christopher.Glassen@carlsbadca.gov LII Gina Ruiz 760-602-4675 Gina.Ruiz@carIsbadca.gov ValRay Marshall 760-602-2741 ValRay.Marshall@carlsbadca.gov Cindy Wong 760-602-4662 Cvnthia.Won@carlsbadca.ov Teri Delcamp 760-602-4611 teri.delcamr@carlsbadca.gov Linda Ontiveros 760-602-2773 Linda.Ontiveros@carlsbadca.gov Dominic Fieri 760-602-4664 Dominic.Fieri@carlsbadca.gov Remarks: Plan Check No. CBC201 7-0076 Address 1 Lecioland Dr Date 4/20/17 Review # 3 Planner Teri Delcamp Phone (760)602-4611 APN: 211-100-09-00 Type of Project & Use: Theme Park Net Project Density: DU/AC Zoning: _____ General Plan: Facilities Management Zone: CFD (in/out) #_Date of participation: Remaining net dev acres:_____ (For non-residential development: Type of land use created by this permit: REVIEW #: 1 2 3 Legend: Z Item Complete LII Item Incomplete - Needs your action LI LI N Environmental Review Required: YES Z NO LI TYPE Exempt DATE OF COMPLETION: Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: LI LI Z Discretionary Action Required: YES Z NO LI TYPE SDP/CDP APPROVAL/RESO. NO. DATE 5/10/17 PROJECT NO. SDP 16-24 OTHER RELATED CASES: CDP 16-47 Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: LI LI 0 Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES NO 0 CA Coastal Commission Authority? YES 11 NO IQ 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): r Required LI 0 [1 Habitat Management Plan Data Entry Completed? YES LI NO LI N/A If property has Habitat Type identified in Table 11 of HMP, complete HMP Permit application and assess fees in Energov OEM Ulm Inclusionary Housing Fee required: YES LI NO (Effective dte of lnclusionary. Housing Ordinance - May 21, 1993.) Data Entry Completed? YES LI NO LI For construction of inclusionary units, email notification provided to HNS?: YES LI NO LI (Email Susan Steinkemp in HNS with project number and contact info) Housing Tracking Form (form P-20) completed: YES [] NO E] N/A WI il P-28 Page 2 of 3 07/11 Zoning: 1. Setbacks: Front: Interior Side Street Side: Rear: Top of slope Required Shown Unk Required Shown Required Shown Required Shown" Required Shown Site Plan: El HT-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). Provide legal description of property and assessor's parcel number. City Council Policy 44 - Neighborhood Architectural Design Guidelines EJ Z LII 1. Applicability: YES fl NO ff. ' 111 z LI 2. Project complies: YES LI NOD Accessory structure setbacks: Front: Required Interior Side: Required Street Side: Required Rear: Required Structure separation: Required Lot Coverage: Required Shown Shown Shown Shown Shown Shown Unk LI LI LI 4. Height: Required Shown see below LI 0 0 5. Parking: Spaces Required Shown Q (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required Shown LI LI El Additional Comments See below Obtain approval for SDP 16 24/GDP 16 47. Complete Comply with all conditions included with the future approval of SDP 16 24/GDP 16 47-.Complete Provide an overall site plan showing location of attraction within the park and include all project data and site plan information to verify compliance/consistency with requirements. Indicate setbacks to north, south, east and west property lines. Show lot coverage percentage. Height is to be measured from finished adjacent grade, not finished floor. Please add note to this effect on the elevation sheets. OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER . DATE P-28 Page 3 of 3 07/11 CITY OF CARLSBAD PLANNING DIVISION BUILDING PLAN CHECK REVIEW CHECKLIST P-28 Development Services - Planning Division 1635 Faraday Avenue (760) 602-4610 www.carlsbadca.2ov DATE: 4/20/17 PROJECT NAME: Legoland JDI8 PROJECT ID: SDP 16-24/CDP 16-47 PLAN CHECK NO: CBC20I7-0076 SET#: 2 ADDRESS: I Legoland Dr APN: 211-100-09-00 This plan check review is complete and has been APPROVED by the PLANNING Division. By: TERI DELCAMP A Final Inspection by the PLANNING Division is required LI Yes N No You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit., Resubmitted plans should include corrections from all divisions. This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: SCOTIH@ETHOSARCH.COM For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLANNING 760-602-4610 ENGINEERING 760-602-2750 FIRE PREVENTION 760-602-4665. Chris Sexton 760-602-4624 Chris.Sexton@carlsbadca.gov LJ Chris Glassen 760-602-2784 Ch ristoøher.G Iassen@carlsbadca.gov LII Gina Ruiz 760-602-4675 Gina.Ruiz@carlsbadca.gov VaiRay Marshall 760-602-2741 ValRay.Marshall@carlsbadca.gov Cindy Wong 760-602-4662 Cvnthia.Wonn@carIsbadca.gov Teri Delcamp 760-602-4611 teri.delcamp@carIsbadca.gov Linda Ontiveros 760-602-2773 Linda.Ontiveros@carlsbadca.gov Dominic Fieri 760-602-4664 Dominic.Fieri@carIsbadca.gov Remarks: Plan Check No. CBC2017-0076 Address I Lecioland Dr Date 4/20/17 Review #2 Planner Teri Delcamp Phone (760) 602- 4611 APN: 211-100-09-00 U Type of Project & Use: Theme Park Net Project Density: DU/AC Zoning: _____ General Plan: Facilities Management Zone:_____ - CFD (in/out) #_Date of participation: Remaining net dev acres:_____ (For non-residential development: Type of land use created by this permit: REVIEW #: 1 2 3 Legend: Z Item Complete LI Item Incomplete - Needs your action LI LI LI Environmental Review Required: YES Z NO LI TYPE Exempt DATE OF COMPLETION: Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: LI LI LI Discretionary Action Required: YES Z NO LI TYPE SDP/CDP APPROVAL/RESO. NO. DATE PROJECT NO. SDP 16-24 OTHER RELATED CASES: CDP 16-47 Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: LI LI LI Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES NO 0 CA Coastal Commission Authority? YES 0 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): Required LI E . LI Habitat Management Plan Data Entry Completed? YES LI NO LI N/A If property has Habitat Type identified in Table 11 of HMP, complete HMP Permit application and assess fees in Energov - FENRUN ii Inclusionary Housing Fee required: YES LI NO (Effective date of Inclusionary Housing Ordinance - May 21, 1993.) Data Entry Completed? YES LI NO LI For construction of inclusionary units, email notification provided to HNS?: YES LI NO LI (Email Susan Steinkemp in HNS with project number and contact info) Housing Tracking Form (form P-20) completed: YES LI NO E] N/A P-28 Page 2 of 3 07/11 Site Plan: LI 0 LI 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. City Council Policy 44:- Neighborhood Architectural Design Guidelines LI LI 1. Applicability: YES LI NO LI LI 2. Project complies: YES [I] NOQ Zoning: LI LI LI Setbacks: Front: Required Shown Unk Interior Side: Required Shown Street Side: Required Shown" Rear:) Required Shown: Top of slope: Required Shown LI LI LI Accessory structure setbacks: ' Front: Required Shown Interior Side: Required Shown Street Side: Required Shown Rear: Required Shown Structure separation: Required Shown LI LI LI Lot Coverage: Required Shown Unk LI LI LI Height: Required Shown see below LI LI LI 5. Parking: Spaces Required Shown Q (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required Shown LI LI LI Additional Comments See below Obtain approval for SDP16-24/CDP 16-47. Comply with all conditions included with the future approval of SDP 16-24ICDP 16-47. Provide an overall site plan showing location of attraction within the park and include all project data and site plan information to verify com3liance/consistency with requirements. Indicate setbacks to north, south, east and west property lines. Show lot coverage percentage. 4• Height is to be measured from finished adjacent grade, not finished floor. Please revise plans accordingly. OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER DATE P-28 Page 3 of 3 07/11 C (. STR,U'C.TU RAL CA-LC ULAT lOS PROJECT:. LEçO.LAND - JD1 8. 1, LEGOLANDDR. CARLSBAD, CA 9200.8 Z R II G HT e n g' I n 'eer. s Irvine 2 Venture, Suite 200 IrvinéCA 4i08 (p) 949477.4001 (0949.477.4009 wrightènéLcn kjjs Vegas 1635 Village Center CIr. SuIte 200 (p) 702.933.7000 (I) 702.933.7001 Phon)x 7400 W. Detroit St. Suite 170 ClndIer, AZ 85226 (p) 480.483.6111 (0 480.4836112 PROJECT No:..SCJ6141 5.. Lake ,9l60S.30, CUENT:.ETHOS ARCHITECTURE 52. OATh :.Feb ruary, 1!, 2017 Tuc SHEET INDEX , . . 22 at R1ver-Mid BASIS FOR DESIGN . 1 ucson,AZ85 (8 DESIGN LOADS 2 p) $20468.7 FRA1N6KEYPLAN . Ki GRAVITY ANALYSIS G 1 RAM, ANALYSIS , Ri LATERAL. ANALYSIS ' Li SITE DESIGN FOUNDATION DESIGN. Fl MISCELLANEOUS . Ml These calculations arethe sole property of WRICAT ENGINEERS and maynot.bè reproduced In whole or part without written permission Calculations are valid only for the above named project and location and are not valid 'unless engIneer's original wet signed seal Is affixed. e-o'-1-oo, BASIS FOR DESIGN 1.1 BUILDING CODE: CALIFORNIA BUILDING CODE 2016 1.2 ROOF LIVE LOAD: 20 PSF (REDUCIBLE) 1.3 WIND LOAD: REFER TO "DESIGN WIND LOADS" SHEET 1.4 SEISMIC LOAD: REFER TO DESIGN SEISMIC LOADS' SHEET 1.5 SNOW LOAD: NONE 2.1 FOUNDATION: DESIGNED PER RECOMMENDATIONS BY LEIGHTON and ASSOCIATES, Inc.; REPORT NO. 10075.017; DATED AUGUST 31,2016. ALL FOOTINGS SHALL EXTEND A MINIMUM OF 18 INCHES BELOW PAD GRADE. ALLOWABLE DEAD PLUS LIVE LOAD SOIL PRESSURE = 2000 PSF. ALL CONCRETE SHALL BE NORMAL WEIGHT OF 145 PCF USING HARDROCK AGGREGATES. 3.1 CONCRETE: MINIMUM 28-DAY COMPRESSIVE STRENGTH, Ic, USED FOR DESIGN = 2500 PSI. 4.1 REINFORCING STEEL: REBAR SHALL CONFORM TO ASTM A615 OR ASTM A706 (A706 REQ'D. FOR ALL REINFORCING TO BE WELDED) AND SHALL BE GRADE 60 (fy = 60 KSI) DEFORMED BARS U.N.O. REINFORCING IN SLABS ON GRADE MAY BE GRADE 40 (fy =40 KSI) DEFORMED BARS FOR ALL BARS #4 AND SMALLER U.N.O. ON PLANS OR DETAILS. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185. PRESTRESSING STEEL SHALL CONFORM TO ASTM A416, GRADE 270, SEVEN-WIRE LOW RELAXATION STRAND WITH A GUARANTEED ULTIMATE TENSILE STRENGTH OF 41.3 KIPS. NOMINAL DIAMETER SHALL BE 1/2 INCH AND NOMINAL AREA SHALL BE 0.153 SQ. INCHES. 5.1 STRUCTURAL STEEL: STANDARD AND YIELD STRENGTH SHALL BE AS FOLLOWS U.N.O.: SHAPE: STANDARD: Fy: BARS AND PLATES ASTM A36 36 KSI : BOLTS (EXCEPT IN WOOD CONNECTIONS) ASTM A325X NUTS ASTM A563 WASHERS ASTM F436 ANCHOR RODS ASTM F1554, GRADE 36 36 KSI OR GRADE 55 WHERE NOTED 55 KSI (GRADE 55 RODS SHALL COMPLY WITH WELDABILITY SUPPLEMENT Si) -. WELDS . . E-70 SERIES THREADED ROD, EPDXY BOLTS, STUDS AND BOLTS IN WOOD CONNECTIONS ASTM A307 6.1 SAWN LUMBER: SPECIES AND MINIMUM GRADE SHALL BE AS FOLLOWS U.N.O.: USE: SPECIES AND GRADE: 2X4 TOP PLATES DOUGLAS FIR STANDARD 2X4 STUDS (UP TO 10-0"), BLOCKING DOUGLAS FIR STUD 2X4 STUDS (OVER 10-0") DOUGLAS FIR No. 2 2X6 TOP PLATES DOUGLAS FIR No. 2 2X6 STUDS (OVER 10'-0") DOUGLAS FIR No. 2 2X6 STUDS (UP TO 10-0"), BLOCKING DOUGLAS FIR STUD 6X BEAMS AND 6X POSTS DOUGLAS FIR No. 1 JOISTS, AND ALL OTHER SAWN LUMBER DOUGLAS FIR No.2 GLULAM BEAMS (GLB) SHALL BE DOUGLAS FIR COMBINATION 24F-V4 U.N.O. 6.2 GLB: 6.3 LSL: LAMINATED STRAND LUMBER (LSL) SHALL BE TRUS JOIST TIMBERSTRAND LSL, (ICC ESR-1387) GRADE 1.7E OR HIGHER (EXCEPTION: GRADE 1.3E OR HIGHER MAY BE USED FOR BEAMS OR HEADERS WITH DEPTHS LESS THAN OR EQUAL TO 85/8"). 6.4 LVL: LAMINATED VENEER LUMBER (LVL) SHALL BE TRUS JOIST MICROLLAM LVL (ICC ESR-1387) GRADE 1.9E OR HIGHER, LOUISIANA PACIFIC GANG-LAM W(ICC ESR-1254) GRADE 1.9E OR HIGHER, OR U BOISE CASCADE VERSA-LAM (ICC ESR-1040) GRADE 2800 DF OR HIGHER. CONNECTION OF MULTIPLE PLY BEAMS SHALL BE PER MANUFACTURER'S SPECIFICATIONS. 6.5 PSL: , PARALLEL STRAND LUMBER (PSL) SHALL BE TRUS JOIST PARALLAM PSL (ICC ESR-1387) GRADE DF 2.OE OR HIGHER. 6.6 PLYWOOD: C-D OR C-C SHEATHING CONFORMING TO THE FOLLOWING NOMINAL THICKNESS, SPAN RATING AND NAILING PATTERN U.N.O. NAILING IS ON CENTER SPACING: THICKNESS: SPAN RATING: EDGE NAILING: FIELD NAILING: THICKNESS: SPAN RATING: EDGE NAILING: FIELD NAILING: 3/8" 24/0 8d AT 6" 8d AT 12" 3/4' 48/24 1 O AT 6" 1 O AT 12" 7/16" 24/16 8d AT 6" 8d AT 12' 1" 60/48 lad AT 6" 10d AT 12" U . 15/32" - 32/16 8d AT 6' 8d AT 12' 1 1/8" 60/48 1 O AT 6" lOd AT 12" 6.7 NAILS: ALL NAILS EXCEPT 16d NAILS SHALL BE COMMON NAILS U.N.O. 16d NAILS MAY BE 16d SINKER, 16d BOX OR 12d COMMON U.N.O. 'U BASIS !BC v200711 I2.doc Copyrigh% WRIGHT ENGINEERS v20071112 MRIGHT engu 5 DESIGN DEAD LOADS FLAT ROOF WITH WOOD TRUSS AT 32° O.C.: 5 PLY ROOFING 4.2 112 PLYWO 1.7 Steel Beams 4.0 R.19 INSULATION 1.5 SPRINKLERS 2.0 SUSPENDED CEILING 2.8 MECH&MISC 3.8 DL (psp): 20.0 EXTERIOR WOOD WALLS: 718STUCCO 10.0 WALL SHEATHING 1.0 2e6 STUDS AT16O.C. 1.7 1/2 GYPBD 2.2 INSULATION 0.8 MISC. . 1.0 DL(PSF): 17 rco Coachella Loalsxls COMMERCIAL Copyright WRIGHT ENGINEERS TE 02-1 03 PROJECT: 103f Odd HS L_ W14X26.- W14x26 W8x1 _• H W14x26 : W8XI0'\ \\ W14x26 \ IN W8x1O I x ii b [I W14x26 W1Ox12 W14x26 W1Ox12 1002 •• PC ti - tr - - o qQ 0. CD I—I III CD CD Si 0 .LHDIN[M :j33fOd ..W1OxI5_ • 2x22 - W18X46 ix Wl2x22 W1 2x22 - W18 x46 1] • W12x22 WBx1O W12x22 WBXIO W1 2x22 . Vx1O WI2x22 - W8x1O i9. 11 -- -W1Ox12 WIOxIS W8x1O ......................___:.__.-W2.4x62__ W1Ox15 W8x1O W14x22 'fgx1O ....... \ . W1Ox15 x1O - -- ... . I - W14x22 12x14 c ..............-.N1Ox12 Eli w12x14 - - W21x44 W1204 V21x44 .. ....\44 U! 0. aq c U ) o CD LA 0 7 • . •1 ..,•. .-•.. m) W / SJeu,2u JLHDFHM PoLmIS how 42 . . . ............. . UJ1&X4 I irrr iii -- I I. ;iIAgJ - ui I 201 I c). I [P~M~ECT,-. . .•-•--••--1 Ii r41 RIGHT e n g in e e r S ROiECT L2QLAt - LNO 11SHEET-. Gil "Te" I LOCaFOn Leand Retail 9. n e e r s Folder I ..'''• . S' . n.'. . Date: 3/20/17 10:28 AM RedSpecTM by RedBuiltTM Designer DA .. ... ... . . .. ....... v7.14'....................Cotithent:............................................................................................ . ................................ . ..... . .............. . . ......... . I 16" Red-I90TM @.32 O.0 This product meets or exceeds the set design controls for the application a loads is ed I 'DESIGN CONTRO. I LS % Design Allow. DOL Combination Pattern pass/Fall Stlear (lb) 46% .... 1620 3512 Roof(125%) 1,00+1.oLr All Spans PASS I Positive Moment (ft-lb) 67% 10935 16394 Root(125%) 1.OD+1.0Lr All Spans PASS -. oEFLEçnoNs (in) % DesIgn Allow. Design Allow. Combination Pattern Pass/Fall Span Live 63% 0.568 0.900 L/ 571 L/ 360 1.OD+1,0Lr All Spans PASS Spànlàtal 95% L277 1.350 1/254 L/ 240 1OD+1.OLr All Spans PASS I SUPPORTS . Support 1, Support 2 Live. Reaction, Critical (!b) DOL%) 720 (1.25) 720 (125) Dead Reaction (Ia) 900 900 Total Reàctiän (lb) (D0L%) '1620 (125) 1620 (125) Bearing Flush Flush I . , .. d , Support Wall Wall Req Searing; No Stlffenérs (in) 1.75 1.75 A Req'd Searing, .Stiffeners (In) -. HANGERS Model . Top' Face Member Header Size '' Left None Selected 'Right Pne Se leced SPANS AND' LOADS Dimensions rèPréseht' h rizóntal design spans. Member Slope: 0/12 I J- ::::,::T ._-___.__-,_:: 27'- 0.0 'T'yOi I APPLICATION LOADS Units DOL Live Dead Partition Tributary Member Type Uniform psI Roof(125%)' 20 25 0 32" Roof joist ADDITIONAL LOADS TVP Units DOL Live Dead I Location from left Application Comment Uniform psI' Robf(125%) 20 25 0'-0,0' to7 27-0.0' Replaces NOTES . BuIlding code and design niethodo!ogy: 2012 1C ASO (US). I Continuous lateral support required at top edge. Lateral'support at bottom edge shall be per RedBuilt recommendations. C: \Users\dan\Documents\RedSpec\Projectl red 3/20/2017' 10:28:46 AM' Project : Folder : Type . Page 1 of 1 I The products noted are intended for Interior, untreated, non-co&osive applications with normal temperatures and dry conditions of use, and must be installed in accordance wlthlocal Wilding code requIrements and RedBuilt" recommendations. The loads, spans, and spacing have been provided by others and must bèapreve far the'spacific app-' an hy Php cteglpn orofesslgnal for the project. Unless otherwise noted, this output has not been reviewed by a Red8ullt"' assoiate. PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - I RedP)7E(dSpec", Red-I"', Red-I45", RedI45L"4, Red-I581", Red-I65"', Red-165T,", Red-1901",1Red-I90H"', Red190HSMI =ReLd~CLTRed- G2 W"', ed•' ci-i-r",. d-IrRd1em"', FleérhpiGe"'ar t mrkc af PMRuilt LLC. Boise IPJJ$ Copyrlgt © 2010-21) rights reserved. I I I I' I . I I I, I. I I I I I I I I I GRIGHT engin 0 8 Project Name: Low Roof. Wall Page 1 of 1 Model: Low Roof Wall. . Date: 01130/2017 Code: 2007 NASPEC (AISI S100-2007j Simpson Strong-Tie® CFS DesignerTM 1.4.2.0 Reactions and Connections -. Number of Connectors Required at each Reaction: 1 No. of No. of Simpson Req'd Reqd # Strong-Tie screws to 12-14 Support Reaction (Ib) Connector stud Anchors . Ri 450.00 No Solutions - R2 450.00 SC1345.5 2 2 Total Vertical Shear Carried by Connectors (lb) : 0 Bridging Connectors 15.00 60.00 Design Method = AISI SIQO Simpson Strong-Tie Span/CantiLever Bridging Connector Stress Ratio Span SUBH3.25 (Max) 0.89 Bending and Shear(Unstiffened): 15.9% Stressed @RI Bending and Shear (Stiffened): N/A ' Web Stiffeners Required?: No Section: 600S200-54 Single C Stud Maxo = 2532.9 Ft-Lb Moment of Intertia, I = 3.32 in Loads have not been modified for strength checks Loads hae been multiplied by 0.70 for deflection calculations Reactions have been multiplied by 1.0 for opposite load direction for connection design Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Span Ft-Lb Maxo Ft-Lb (In) Ft-Lb Span 1687.5 0.666 1687.5 60.0 2332.8 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmaxl lb-in/in In Ft-Lb Ma-d Span .0.00 180.0 2281.9 0.740 Combined Bending and Axial Load Details Axial LcJ Bracing(In) Max Kphi Lm Bracing Allow Intr. Span (Ib) . KyLy KtLt KLJr (lb-in/in) (In) load(lb) P/Pa Value Span -. 800.0(c) 60.0 60.0 82 0.0 180.0 5672.2(c) 0.14 0.88 SIMPSON S1R0NG11E COMPANY INC. . - www.strongue.com ,PROJECT: . . . -i ti :G3 Fy = 50.0 ksi Va = 2822.9 lb Mpos/ Deflection Ma(Brc) (in) Ratio 0.723 0.489 L/368 I!A!IRIGHT engine .., .-..... .,. ................ ,PROJECT LEOLA1i 0 -. J D V9 \(9s [SHEET: G7] UR I I ?. SPEC Location Prqjpd...Project [P- T Leqoiud Queue Tower e ri g i n e e r .., Folder: Folder I . 'Date: 3/9/1.7 8:53 AM .edSpectM by Red BuiltTM Designer.; DA Comment: This product meets or exceeds the seL design controls for the applica ion an loads liste :DES1GNCONTROLS . Design Allow. DOL Combination Pattern Pass Fa' — Shear (11b).44% .. 1560 351.2 Ro01(125%) 1.OD+1.01-r All Spans PASS l-stive Moment (ft-lb) 6~% 10140.1639.4 Roof(125%) 1,00+l.0Lr All Spans PASS I DEFLECTIONS (in) %. Design Allow. Design Allow. Combination Pattern Pass/Fail Span Live 57%, 0.492 9.867 L/ 631 L/ 360 1.OD-i-L0Lr All Spans PASS Span Total 850/b 1.106 1300. L l2F7 L/ 240 1.0O+t.0Lr All Spans PASS SUPPORTS . Supiort1 SUIIWt 2 Li Reactioh, Critical (Ib) (DOL%) 693 (125) 693 (125) Dead Reaction (lb), I 867 867 Total Reaction (lb) (DOL%) 1560 (125) 1560;(125) Bearing 1-lush Elush Supp0t Wan Wall eiqd Bearing, Nb Stiffeñers (In) I : 1.75 1.75 Req'dBearing, .Stiffeners (In) - HANc.ERS Model . Top Face Member Header Size Left None Right Nolyc SnOcterl SPA 'SANDLOADS mensionsrepresent horizontal desi gn spans.. Member Slope: 0/12 I ----.-....................-------......-.••• ..................................... :.:...........................................- ........ 26'- 0.0" I Al'rLTCATION LOADS .i,e Units DOL Live Dead Partition Tributary Member Type rorm. psi ,ROOI(125%) 20 25 0 32" Roof Joist .ADV.TIONAL LOADS 1 uc Units DOL . I Live Dead Location from left Application Comment 1. .orm psi .Roof(125%) 20 :75. 0-0.0' to 26-0.0 Replaces NOT':.- code and d esign nlethod.)()py: 2012 IBC ASI) (U5' I ..uilding .QfltiflUOuS lateral tupport required -at top edge. Lateral stqlp,,il at bottom edge shall be per Red8uilt recommendations, I C:\1Je'1an\Dectinenti\RedSpec\Projectl red 3/5/. 18:53:00 AM Projeci lndr : type Page 1 of 1 I Th ducts noted are intended for interior, untreated, non-corroye implications with normal temperatures and dry conditions of use, and must be. installed in ac :-dance with local bolldihg code requirements and Rediluilt' r;cnmnendations. The loads, spans, and spacing have been provided by others and must be wed mr th cpnrilir pplicatiofl by the design orolessional he uroiect. Unless otherwise noted, this output has not.been reviewed by a Re Built" asso PRoDUCESudSilTUTION VOIDS fl115 ANALYSIS' I spec'. ed-1" fled-I45', Red-l45L", Red-I58', Reil-165", Red-165T", Red-190", Id-t90H", Red-190H5", - Red-LI", ed- G5 W' . bed 14", Re If", Reaiii", FlearC.hei€e"' are.tr3mic::-rlg etRe4Rtiiit LLC, gai Q lD,_LlS.000pyrght) 2010-lOi ' ights ren: Project Name: New WorkSpace Model: Queue control tower wall Code: 2007 NASPEC [AISI S100-20071 RIGHT e ngineers Page 1 of 1 Date: 01/10/2017 Simpson Strong-Tie® CFS Designer TM 1.4.2.0 Reactions and Connections Number of Connectors Required at each Reaction: 1 No. of No. of Simpson Req'd Reqd # Strong-Tie screws to 12-14 Support Reaction (lb) Connector stud Anchors Ri 690.00 No Solutions - - R2 690.00 SCB47.5 2 2 Total Vertical Shear Carried by Connectors (lb): 0 Bridging Connectors Design Method = AISI S100 Simpson Strong-Tie Span/CantiLever Bridging Connector Stress Ratio Span MSUBH3.25 (Mm) 0.73 Bending and Shear (Unstiffened): 16.3% Stressed @Ri Bending and Shear (Stiffened): N/A Web Stiffeners Required?: No 23.00 60.00 Fy=50.0 ksi Va = 4220.7 lb Section: 800S250-68 Single C Stud Maxo = 5137.5 Ft-Lb Moment of Intertia, I = 9.24 in'4 Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Reactions have been multiplied by 1.0 for opposite load direction for connection design Flexural and Deflection Check Mmax Mmaxi Mpos Bracing Ma(Brc) Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Span 3967.5 0.772 3967.5 60.0 4940.4 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Span 0.00 276.0 4479.5 0,886 Mpos! Deflection Ma(Brc) (in) Ratio 0.803 0.970 L/284 STRONG-TIE COMPANY INC. www.strongtie.com Ct [No: =SH [H G7 G7 Project: .. C T0anA Location: MLBI 4jjj Wright Engineers e n g I Multi-Loaded Multi-Span Beam 7425 Peak Dr of [2015 International Building Code(2012 NDS)) Las Vegas, NV 89128-9011 3.5 IN x 11.5 IN x 24.0 FT #2 - Douglas-Fir-Larch - Dry Use' StruCaic Version 9.0.2.5 2/9/2017 9:17:31 AM Section Adequate By: 24.5% I Controlling Factor: Moment DEFLECTIONS ftfli LOADING DIAGRAM Live Load 0.42 IN L/685 I Dead Load 0.51 In Total Load 0.93 IN L1309 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: U240 REACTIONS I A 0- Live Load 480 lb 480 lb Dead Load 585 lb 585 lb - Total Load 1065 lb 1065 lb Bearing Length 0.49 in 0.49 in I BEAM DATA Cente Span Length 24 ft Unbraced Length-Top 0 ft -_ ....................- ......24ft........................-. I Unbraced Length-Bottom 24 ft Live Load Duration Factor 1.25 Notch Depth 0.00 UNIFORMLOADS Center MATERIAL PROPERTIES Uniform Live Load 40 plf #2 - Douglas-Fir-Larch Uniform Dead Load 40 plf U Base Values Ad.iusted Bending Stress: . Fb Beam Self Weight 9 plf 900 psi Fb = 1238 P51 TotalUniformLoad89plf Cd=1.25CF=1.10 I Shear Stress: Fv = 180 psi Fv' = 225 psi Cd= 1.25 Modulus of Elasticity: E = 1600 ksi E'= 1600 ksi Comp. to Grain: Ic - .t = 625 psi Fc - = 625 psi I Controlling Moment: 6386 ft-lb 12.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 I Controlling Shear: -1065 lb At right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Re(~d Provided Section Modulus: 61.95 ir3 77.15 1n3 Area (Shear): 7.1 in2 40.25 1n2 Moment of Inertia (deflection): . 344.91 in4 443.59 in4 Moment: . 6366 ft-lb 7956 ft-lb Shear: - -1065 lb 6038 lb LNO:=SHEET.G8 L!A!IRIC H T en g i n e e r S PROJECT •OLO JO\, [No:1E;! G] Project Narn: Nigh Roof Parapet Model: Beam/Stud -1 Code: 2007 NASPEC LAISI SI 00-20071 Section: 60OS16243 Singte.CStüd Maxo 1390.0 Ft-Lb Moment ofntertla, I 2.32 inA4 Loads have not: been modified for strength checks Loads have been mültipliéd by 0.70 for deflection ôauIations RiCHIT e n gie 'e :r Page l.of.1 Date: 02/01/2017 Simpson Strong-Tie® CFS Designer1M 1.4.2.0. Reactions Support Reactions (lb) Ri 600.00 . . R2 600.00 Bending and Shear 42.4% Stressed (UnstiffOned): @R1 Bending and Shear N/A (Stiffened): Web Stiffeners Yes @R1,R2 Required?: Fy=33.0ksi Va = 1415.7 lb I SCAMIUI UIIMCSIflI.tIUII #ISVS.fl . . *1 C Mmax Mpos Bracing Ma(Brc) Mpos/ ieiiecilon Span Ft-Lb m Ma" a*/ Ma Ft-Lb (In) Ft-Lb Ma(Brc) (In) Ratio Span 900.0: 0.647 9000 60.0 1136.6 0.792 0.060 L/1205 Distortional BUckling Check, Span .K:Phi Lm Brac Ma-d. Mmaxl lb-In/in in Ft-Lb Ma-d Span 0.00 .72.0 1205.1 0.747 PsON STRONG-TIE COMPANY INC. . www.strongtle.com LOLl. 1LO . ' 1SHEET.G1 [W. e n g I n e e r S I i- Ufl'oPi ROJECT: LGi OLM31) - LJv\5 1[I: Gill Project: Location: MLBI Multi-Loaded Multi-Span Beam [2015 International Building Code(2012 NDS)] 5.5 IN x 5.5 IN x 8.0 FT #1 - Douglas-Fir-Larch- Dry Use * Section Adequate By: 29.2%, Controlling Factor: Moment DEFLECTION . LOADING DIAGRAM Live Load 0.08 IN U1271 Dead Load 0.16 in I Total Load 0.23 IN L1412 Live Load Deflection Criteria: U240 Total Load Deflection C rite ria: U180 REACTIONS Live Load 400 lb 400 lb I Dead Load 834 lb 834 lb Total Load 1234 lb 1234 lb Bearing Length 0.36 in 0.36 in I REAM DATA ftflt91 Span Length 8 ft - Unbraced Length-Bottom 8 ft . Live Load Duration Factor 1.15 Notch Depth 0.00 MATERIAL PROPERTIES #1 - Douglas-Fir-Larch ' . ct I Bending Stress: Fb = 1200 psi Fb = 1380 psi CrfI Uniform Dead Load 202 pIE I ( 1 (fl ' Stress: Fv= 170 psi Fv= 196 psi I Shear Cd=1.15. Modulus of Elasticity: E 1600 ksl- E'= 1600 ksl Comp. to Grain: Fc - -- = 625 psi Fc - .1. 625 psi I Controlling Moment: 2469 ft-lb 4.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 I Controlling Shear: , 1234 lb At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 I Comparisons with required sections: Bg Provided Section Modulus: 21.46 1n3 27.73 1n3 Area (Shear): 9.47 in2 30.25 1n2 Moment of Inertia (deflection): 33.32 in4 76.26 in4 I Moment: 2468 ft-lb 3189 ft-lb Shear: 1234lb 3943 lb 7425 Peak Dr Of StruCaic Version 9.0.2.5 2/1/2017 5:52:42 PM Unbraced Length-Top 0 ft .. .........-__ .........----8ft-------- ....._...__ - UNIFORM LOADS Qoti Base Values Adiuste ' Uniform Live Load 100 pIE Beam Self Weight' 7 plf Total Uniform Load 309 pIE NOTES I I I ' I I 1PROJECT, I I I I I I I I I I I I I I I I I I RIGHT e. n g i n e e r S -3 41 I I ,T( 1$O/2 4 1Lcv ' € rAQc G13 ,No: FSH IE E I age I Project: Gravity Location: GBJ1 Multi-Loaded Multi-Span Beam 1.5 IN x 11.25 lNx7.0 FT I (2015 international Building Code(2012 NOS)) #2 - Douglas-Fir-Larch - Dry Use Section Adequate By: 363.1% I Controlling Factor: Moment anA II, '1 Wright Engineers e fl g I h 7425 Peak Dr Las Vegas, NV 89128-9011 ____________ StruCalc Version 9.0.2.5 2/13/2017 9:56:35 AM DEFLECTIONS Cntr . LOADING DIAGRAM Live Load 0.01 IN UMAX Dead Load 0.01 in Total Load 0.02 IN 115294 I Live Load Deflection Criteria: 11360. Total Load Deflection Criteria: 11240 REACTIONS .Live Load 140 lb 140 lb I Dead Load 153 lb 153 lb Total Load 293 lb 293 lb Bearing Length 0.31 in 0.31 in • BEAM DATA Span Length 7 ft Unbraced Length-Top 0 ft - -----------1 ft---.......- - Unbràced Length-Bottom 7 ft . , Live Load Duration Factor 1.00 I Notch Depth 0.00 MATERIAL PROPERTIES UNIFORM LOADS Center #2 - Douglas-Fir-Larch — . Uniform Live Load 40 pit I Base Values . Adjusted Uniform Dead Load 40 pIt Bending Stress: Fb: Fb' = 900 psi Beam Self Weight 4 pIt Total Uniform Load 84 p11 Shear Stress: Fv 180 psi Fv = 180 psi cd=1.00 I . Modulus of Elasticity: E = 1600 ksi E'= 1600 lcsi Comp. to Grain: Fc - = 625 psi Fc - 625 psi Controlling Moment: 512 ft-lb 3.5 Ft from left support of span 2 (Center Span) Created by combining all dead toads and live loads on span(s) 2 Controlling Shear: -293 lb I At right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: BQ Provided Section Modulus: 6.83 in3 . 31.64 in3 Area (Shear): 2.44 1n2 16.88 in2 Moment of Inertia (deflection): 8.07 in4 177.98 in4 Moment: 512 ft-lb 2373 ft-lb Shear: -293 lb 2025 lb Ilk Project: 'Project Tye: Type Ll % . Location: Legoland RetaU Folder: Folder' Date: 3/7/17552 PM edSpecTM'by RedL3uiltrM Designer: DA .,.'J,7..i.4.....................................................................•Comnent: .. ................" .,....... 16" Red-145 TM © 32" O.C. This product meets or-.exceeds the set design controls for the application and loads listed FcrGN CONTROLS. % Design' Allô DOL . Combination Pattern Pass/Fail Shear (tb) 4.1% 1080, 2650 RooI(125%) 1.0D+1,0Lr All Spans PASS Positive Moment (ft-lb) 61%. 4860 7988 Roof(12%) .1.0D+1.0Lr All Spans PASS I •DEFLECTIONS (in) to Design, Alldw. Design Allow. Combination Pattern Pass/pall. Span'Livé. 37% 0.222 0600 L/,g/4 1/360 1,004-1,0Lr All Spans PASS Span Total 55% 0.499. 0.900 1/433 I.'! 240 1.OD+1.0Lr All Spans PASS 'iJPPORTS . . Support 1' Support 2 ive React!ofl, Criticai(lb) (00196) I 480 (125), 480 (125) Dead Reaction (lb). 600: '600 Total Rectioh (lb) (0010/o). 1080 (125) 1080 (125) Bearing Flush Flush' Support Wall Wall 13 fleqd 0a'ring, -No stiffeners'(lñ) '1.75. 175 I .• fleq'd Bearing,. Stiffeners (In) - - iANGERS Model Top Face Member Header Size Left I jilt '.i ) IPiO '>A'4S' AND LOADS iuiensionsreØrent'horizontal design spars. Member Slope: 0/12 ":". ':";'".':":"::' .. 18'- 0.0 I IJ'Pi,,i,CATION LOADS Type Units 001 Live. Dead Partition Tributary Member Type l,ilôrm. pst Roóf(125%) 25 '20 0 ' 32" Roof Joist .:T'IONAL LOADS 't';'pe Units DPI'' I Live Dead Location from left Application Comment u !,6 in psr Rool('125%)' 20 25 0-0.0' to 18-0.0" Replaces ris Puiklinq code a-1-id Eleicjn .methocioioy: '2012 I8C 'ASO (US) I ' - c:.riuous I crl,suport requicd at top edge. Lateral support at botlóm edge shall be per Red8uilt.reommendations. \Cn\Documents'\RedSpec\Praj'ecti red ':'':5'2:59 PM Project 'Folder': Type. Page 1 of 1 nOted are intended For intërior, untreät'Od, 'non-corrosive applications with normal temperatures and dry conditionsof use, and must be Installed cjd ith localbuilding code r equirem ents and Re1Buii " recommendations.'The loads, spans, and spacing have been provided by others and must J tar the s ulic dpplicdiiori by the design professional for the project..Unless otherwise noted this output has not been reviewed by a RedSuilt" F'RODUCt SUBSTITUTION VOIDS THIS .ANALYSIS. ierJSp,", itd-l' reo-i's'r' Réd-1451'", Red-I58'", Red•165'',.Red-l65T", Rèd-1901", Red-190H", Red-I90HS", Red-L", Red-LT'", Red-Red-Mt Red' t'l", Redt,am",'FloOrChOice" are' trademarks of Red6uilt LIC, Boise ID, USA. Copyright © 2010-2016 Red8uilt I.I.C. All rights 15 — — — — — — — — — — — — — — — — — — — Ir Floor RAM Steel 14.07-:0045 RAM DataBase Lego Land Model 2-6-17 02/13/17 10 13:00 L B.uiJdingCode:.IBC. Steel Cod: AISC.360-10LRFD F1oQrType:High:Roof — — — — — — — — — — — — — — —. — — — V Floor Map I RAM Steel 14.07.00.05 Page 2/2 RAM DataBase: Lego Land Model 2-6-17 02/13/17 10:13:00 Building Code: IBC Steel Code: AISC 360-10 LRFD Surface Loads -. Label DL CDL LL Reduction PLL -CLL Mass DL psf psf psf Type psf psf psf I I Roof Load 20.0 0.0 20.0 Reducible 0.0 0.0 0.0 Line Loads Label 'DL CDL LL Reduction PLL CLL Mass DL k/ft k/ft k/ft Type k/ft k/ft k/ft Li Parapet Load 0.100 0.000 0.000. Reducible 0.000 0.000 0.000 R3 - - - - - - - - - - - - - - - - - - - Floor Map I RAM Steel 14.07.00.05 Page 2/2 RAM DataBase: Lego Land Model 2-6-17 02/13/17 10:15:49 Building Code: IBC Steel CodeAISC 360-10 LRFD Surface Loads Label DL CDL LL Reduction PLL CLL Mass DL psf psf psf Type psf psf psf Roof Load 20.0 0.0 20.0 Reducible 0.0 0.0 0.0 Line Loads Label DL CDL LL Reduction PLL CLL Mass DL k/ft k/ft k/ft Type k/ft k/ft k/ft LI. Parapet Load 0.100 0.000 0.000 Reducible 0-000 0.000 0.000 SH 24 -..-......-.-.--..-.. 25 4 26 41 27 42 9 i Lf 18 34 36 35 37-- - ................ 9 f - ...._... 'z..;... 220 221 I 99 2.15 90 222_ 153 223 224 155 225 I: 216 18230 - .......- .J..Q......... 202 227 _• 184 228 ............................. ................. 1 . 8 231 _1._ •.._ 191 229 186 §.. .D.-.....- ........6 126 123 . . ... 23 ..., (m)(m') ( ,.- o 10 WJ >) . .. ... .. . . I . Beam Summary I RAM Steel 14.07.00.05 RAM DataBase: Lego Land,Model 2-6-17 02/08/17 10:00:5. Building Code: IBC Steel Code: AISC 360-10 LRFI STEEL BEAM DESIGN-SUMMARY: I Floor Type: High Roof Bm # Length +Mu -Mu Mn Fy Beam Size Studs ft kip-ft kip-ft kip-ft ksi 3 4.75 0.0 -31.3 I 19.50 13.9 -31.3 71.3 50.0 W12X16 u 4 10.33 4.9 . 0.0 52.1 50.0 W10X12 u 53.5 0.0 167.5 50.0 W14X26 u . 5 33.50 1 10 32.50 151.2 0.0 346.8 50.0 W18X46 u 11 19.50 54.5 0.0 95.0 50.0 W12X22 u 13 33.50 . 53.5 0.0 167.5 50.0 W14X26 u I 17 52.00 411.1 0.0 '933.3 50.0 W24X84 u 18 10.33 5.6 0.0 52.1 50.0 W1OX12 u I 19 33.50 60.0 0.0' 167.5 500 W14X26 u 24 33.50 60.0 0.0. 167.5 50.0 W14X26 u 25 33.50 60.0 , 0.0 167.5 50.0 W14X26 u I 26 33.50 60.0 0.0 167.5 50.0 W14X26 u 27 33.50 60.0 0.0 167.5 50.0 W14X26 u 34' 33.50 60.0 0.0 167.5 50.0 W14X26 u 35 33.50 60.0 0.0 167.5 50.0 W14X26 u 36 10.33 5.6 0.0 52.1 50.0 W1OX12 u 37 10.33 5.6 0.0 52.1 50.0 W1OX12 u I 38 29.61 37.5 0.0 122.1 50.0 ' W12X22 u 1' 39 2.42 0.2 0.0 36.5 50.0 W8X10 I 40 484 1.1 0.0 36.5 50.0 W8X10 41 7.26 2.6 '0.0 36.5 50.0 W8X1O 42 9.68 4.8 0.0 36.5 50.0 W8X1O I Floor Type: Roof # Length +Mu -Mu Mn Fy Beam Size Studs I Bin ft kip-ft kip-ft ' kip-ft ksi 2 23.00 52.5 0.0 108.4 50.0 W14X22 u I 75 32.50 211.8 0.0 419.8 50.0 W21X50 u 82 23.00 .102.6 0.0 235.1 50.0 W18X35 u 86 . 48.83 756.4 0.0 1179.2 50.0 W30X90 u I . 8721.50 28.6 0.0 72.5 50.0 W12X14 90 48.83 742.5 0.0 1158.3 50.0 W27X94 u 92 32.50 164.3 0.0 297.0 50.0 W18X40 u I . 93 32.50 283.9 0.0 419.6 50.0 W21X50 u 94 37.00 174.7 0.0 . 332.0 50.0 ' W18X46 u 95 23.00 125.2 0.0 236.4 50.0 W18X35 u I, 96 48.83 127.0 0.0 377.9 50.0 W18X46 u 97 48.83 127.0 0.0 377.9 50.0 W18X46 u 98 48.83 127.0 0.0 377.9 50.0 W18X46 u R7 I Beam Summary FiI RAM Steel 14.07.00.05 I RAM DataBase: Lego Land Model 2-6-17 Building Code: IBC Page 2/ 02/08/17 10:00:5: Steel Code: AISC 360-10 LRF[ Bm # Length +Mu -Mu Mn Fy Beam Size Studs 99 48.83 127.0 0.0 377.9 50.0 W18X46 u 123 48.83 143.9 0.0 397.5 50.0 W21X44 124 48.83 140.4 0.0 397.5 50.0 W21X44 .1 126 21.50 28.7 0.0 72.5 50.0 W12X14 127 21.50 27.9 0.0 . 72.5 50.0 W12X14 148 10.33 4.6 0.0 52.1 50.0 WIOXI2 u I 151 69.50 1078.9 0.0 2329.2 50.0 W33X152 u 152 15.33 13.0 0.0 36.5 50.0 W8XIO 153 15.33 12.2 0.0 36.5 50.0 W8XIO I 154 15.33 12.2 0.0 36.5 50.0 W8XIO 155 15.33 12.2 0.0 36.5 50.0 W8XIO I 156 15.33 12.2 0.0 36.5 50.0 W8XIO 160 17.50 12.9 0.0 40.6 50.0 W1OX12 u 163 17.50 47.9 0.0 82.0 50.0 W12X19 u I 183 15.33 13.8 0.0 36.5 50.0 W8XIO 184 15.33 13.8 0.0 36.5 50.0 W8XIO 185 15.33 . 13.8 0.0 36.5 50.0 W8XIO 186 I 15.33 13.8 0.0, 36.5 50.0 W8XIO - 191 10.33 5.0 0.0 36.5 50.0 W8XIO 192 10.33 5.0 0.0 36.5 50.0 W8XIO I 193 33.50 54.5 0.0 138.3 50.0 W14X22 194 33.50 54.5 0.0 138.3 50.0 W14X22 I 196 21.50 21.3 0.0 66.7 50.0 Wl0X15 u 198 21.50 '23.1 0.0 66.7 50.0 WLOXIS u 199 29.33 106.4 0.0 . 256.0 50.0 W18X35 u I. 200 32.50. 125.7 0.0 297.0 50.0 W18X40 u 201 13.50 5.4 0.0 52.1 50.0 W10X12 u 202 7.00 1.4 0.0 52.1 50.0 W10X12 u 203 7.68 1.3 0.0 36.5 50.0 W8XIO . 215 28.50 46.4 0.0 122.1 50.0 W12X22 u 216 28.50 107.7 0.0 184.2 50.0 W16X26 I 217 37.00 146.0 0.0 344.0 50.0 W21X44 u 218 28.50 46.0 0.0 122.1 50.0 W12X22 u 219 28.50 46.4 0.0 122.1 50.0 W12X22 u I 220 28.50 . . 46.4 0.0 '' 122.1 50.0 W12X22 u 221 28.50 46.4 0.0 122.1 .50.0 W12X22 u I 222 , 28.50 46.4 0.0 122.1 50.0 W12X22 u 223 28.50 '46.4 0.0 122.1 50.0 W12X22 u 224 28.50 46.4 0.0 122.1 50.0 W12X22 u I 225 28.50 46.4 0.0 , 122.1 50.0 W12X22 u 226 21.5,0 27.6 , '0.0 66.7 50.0 W10X15 u 227 21.50 27.6 0.0 66.7 50.0 W1OX15 u I 228 . 21,50 27.6 0.0 66.7 50.0 W1OX15 u 229 21.50 27.6 0.0 66.7 50.0 W10X15 u 230 7.00 2.6 0.0 36.5 50.0 W8XIO I . . V 1'4.07.00.05 Beam Summary I RAM Steel RAM DataBase: Lego Land Model 2-6-17 Building Code: IBC - Bm # Length +Mu -Mu Mn Fy 231 43.83 382.2 0.0 . 637.5 50.0 232 48.83 128.8 0.0 397.5 50.0 233 48.83 .120.1 0.0 397.5 50.0 ' after Size denotes beam failed stress/capacity criteria. # after Size denotes beam failed deflection criteria. u after Size denotes this size has been assigned by the User. Page 3/: 02/08/17 10:00:5: Steel Code: AISC 360-10 LRFI Beam Size Studs W24X62 u W21X44 u W21X44 u R9 :2. t.) Fil Gravity Column Design Summary RAM Steel 14.07.00.05 RAM DataBase: Lego Land Model 2-6-17 02/13/17 10:13:01 Building Code: IBC Steel Code: AISC 360-10 LRFE Column Line 49.32ft--38.02ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof 5.0 1.5 0.0 8 0.08 Eq (HI-lb) 90.0 50 HSS5X5X1/4 Column Line 49.321t--16.52ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof 40.2 2.7 13.1 8 0.62 Eq (Hi-la) 90.0 50 HSS6X6X1/4 Column Line 49.32ft-32.31ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof 30.8 9.1 3.6 1 0.73 Eq (HI-la) 0.0 50 HSS5X5X1/4 Column Line 52.49ft--45.02ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof 14.5 . 0.2 5.7 1 0.29 Eq (H1-lb) 90.0 50 HSS5X5X1/4 Column Line 81.82ft--45.02ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof 25.0 2.3 1.9 6 0.40Eq(HI-1a) 90.0 50 HSS5X5X1/4 Column Line 81.82ft--16.52ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof 90.1 7.4 20.7 16 0.70Eq(H1-1a) 0.0 50 I-ISS6X6X1/2 Column Line 81.82ft--1.19ft Level Pu .Mux Muy LC Interaction Eq. Angle Fy Size High Roof 22.1 6.7 2.5 1 0.39 Eq (Hi-ib) 0.0 50 HSS5X5XI/4 Column Line 81.82ft-32.31ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size High Roof 36.0 12.7; 8.2 1 0.86Eq(H1-1a) 0.0 50 HSS5X5X1/4 Roof 80.3 2.6 3.3 1 0.69 Eq (Hi-la) 0.0 50 HSS6X6XI/4 Column Line 114.32ft--45.02f1 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof 28.0 6.4 4.8 10 0.65 Eq (H 1-la) 90.0 50 HSS5X5X1/4 Column Line 114.32ft--16.52ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof 41.2 0.5 2.6 1 0.16Eq(Hl-lb) 0.0 50 HSS6X6XI/2 Ru 1-3 Gravity Column Design Summary RAM Steel 14.07.00.05 Page 2L DataBase: Lego Land Model 2-6-17 02/13/17 10:13:0 RAM Building Code: IBC Steel Code: AISC 360-10 LRFI Column Line 114.32ft--1.19ft Level Pu Mux Muy LC interaction Eq. Angle Fy Size High Roof 26.3 . 4.0 2.5 12 0.30 Eq (HI-lb) 0.0 50 HSS5X5XI/4 Column Line 114.32ft-42.64ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size High Roof 14.6 0.0 0.0 1 0.30Eq(H1-1a) 0.0 50 HSS5X5X1/4 Roof 14.9 0.0 0.0 1 0.30 Eq (HI-la) 0.0 50 HSS5X5X1/4 Column Line 127.82ft--45.02ft Level Pu Mux Muy LC interaction Eq. Angle Fy Size Roof 2.0 0.3 0.4 1 0.04 Eq(HI-lb) 90.0 50 HSS5X5X1/4 Column Line I33.82ft--1.19ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size High Roof 14.9 3.6 2.6 1 0.26 Eq (Hl-lb) 0.0 50 HSS5X5X1/4 Column Line I33.82ft-32.31ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size High Roof 34.9 11.7 1.8 6 0.62 Eq (HI-1a) 0.0 50 HSS5X5X1/4 Column Line 133.82ft-42.64ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size High Roof 4.7 1.1 13.8 1 0.53 Eq (Hi-Ib) 0.0 50 HSS5X5X1/4 Roof 42.6 - 0.2 4.2 1 0.60 Eq (HI-1a) 0.0 50 HSS5X5X1/4 Column Line 151.32ft--38.02ft Level Pa Mux Muy LC Interaction Eq. Angle Fy Size Roof 21.6 3.4 4 1.8 12 0.40Eq(H1-1a) 0.0 50 HSS5X5X1/4 Column Line 151.32ft--16.52ft Level Pu' Mux Muy LC Interaction Eq. Angle Fy Size Roof 77.2 1.8 21.9 16 0.59 Eq (HI-la) 0.0 50 HSS6X6X1/2 Column Line 151.32ft-32.31ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof 47.4 3.4 12.9 14 0.68 Eq (Hi-la) 0.0 50 HSS6X6X1/4 Column Line 151.32ft-42.64ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof 4.4 10 0.7 1 0.08 Eq (HI-lb) 0.0 50 HSS5X5X1/4 R12 Gravity Column Design Summary I \i RAM Steel 14.07.00.05 . Page 3f RAM DataBase:Lego Land Model 2-6-17 02/13/17 10:13:0 Building Code: IBC.' Steel Code: AISC 360-10 LRF[ Column Line 174.32ft--38.02ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof 11.9 1.8 3.1 1 0.23 Eq (HI-lb) 90.0 50 I-1SS5X5X1/4 Column Lin e174.32ft--I6.52ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof 28.9 2.6 7.1 1 0.41 Eq (HI-1a) 90.0 50 HSS6X6X1/4 Column Line 174.32ft-32.31ft Level Pu. Mux Muy LC Interaction Eq. Angle Fy Size Roof 23.7 5.7 4.1 1 0.56 Eq(Hl-la) 0.0 50 HSS5X5X1/4 R13 RIGHT e ngIne CUL-114 Q4 I DL2Ssc(NCU0t I AA •Q7x.. 125' .D,7tP . I MMS AJAL. bL (7 s' I ~Qk [ ( (to' viM. MMc: I usikcS. .2(F74 . 20 I OARA4 Ck -c41 ... . q . __ I -------- 14i 3o L15 - I --- z I o : c 5 _- . .. .. 73( I LROJECI Jt- f6Q LkJc 1LNO \(5 Ll WALL ELEV (Fl) WINDWARD 91 LEEWAROWALL 58 15 91 WINDWARD ROOF 00 20 97 LEEWARDROOF 113 25 10 1 WINDARD PARAPET 226 30 105 LEEWARD PARAPET 151 40 11.2. MIN. NEtPRESSURE 100 50 11;7 60 12.1 70 1'2.6- J80 13.0 90 1.3.3 io us WIND LOADS wi ELEV RIDGEJDIAPH ABOVE (Vt) 16 ELEV. LOADED DIAPH (Vt) 14 ELEV LOW DtAPH (Fl) 0 SURFACE TYPE ABOVE PARAPET D1APH LOAD (PLF) 185 5 WINDWARD LEEWARD or BOTH BOTH ONT ACROSS DIAPH? V IIND LOAD CALCULATIONS WI 15 Opst(7 011)1 + 37 7ps1(1 011)1 + 37 7psftl 111)1 = 185 5p11 CALCULATED EQUIVALENT DIAPHRAGM LOAD SEISMIC LOADS Si S2 SEISMIC COEFFICIENT 0086 0.086 DtAPH,DLPsr: 32 32 DLAPH,0EPTHjn: 87 125 DIAPH LOAD 'i.r 2394 3440 SEISMIC DIAPHRAGM LOAD SEISMIC COEFFIECIENT (DIAPH DI DIAPH DEPTH WALL DL WAIL TRIB) JP ROJECT; Copyrol WRIGHT ENGINEERS ~SHEET-. vy2m 002 *A1i'dII..il1T e ngIne e r START END ASSUMES FLEXIBLE DIAPHRAGM: 1! 1! 1, 1 ['J.L.iIIITiLjiII.... LINE... LINE... LINE... LINE... DESCRIPTION: X-Dlrectlon APPLIED DISTRIBUTED LOADS : APPLIED POINT LOADS CALCULATED LINE LOADS WIND .SEISMIC . START, x wEND, X(FT) LINE No. LOC,x (Fl) W S (L85) LINE No. X (Fr) WIORCE SFORCE WI S2 0 87 A 0 8 10.33 8069 14964 F 87 7111 13187 DESCRIPTION: '1'- DIReC1O I. APPLIED DISTRIBUTED LOADS APPLIED POINT LOADS CALCULATED LINE LOADS WIND SEISMIC START. X (Fl) END, X (Fl) LINE No. LOG, X (Fr) W ([ES) S (LOS) LINE No. LOG, X (Fl) WFORCE SFORCE WI Si 0 . 125 . 1 0 11593 14964 5 125 11593 14964 DESCRIPTION: X APPLIED DISTRIBUTED LOADS I APPLIED POINT LOADS I CALCULATED LINE LOADS I WIND SEISMIC START, Xl) END,x('Fi) LINE No. .............BS; LINE No. 1OC,XFT) -. WFORCESFORC DESCRIPTION: X APPLIED DISTRIBUTED LOADS APPLIED POINT LOADS CALCULATED LINE LOADS WIND SEISMIC - START, X(FI) END. x (Fl) LINE No. LOG. X -. S LINE No. LOC, x (FT) WFORcE SFORCE I - .*lsApp1,Loads CopyriiiI WRIGHT ENGINEERS Not v2008.05. O2 'A1s I I..jHT e 1 h e e r s Fx - UNFACTORED FORCE FROM INPUT v - DIAPH. SHEAR (FACTORED FOR SEISMIC BASED ON Fp/Fx AND p FACTOR NOTE: LEFT AND RIGHT DESIGNATE EACH SIDE OF SW LINE WITH CORRESPONDING FORCE DIAPHRAGM FORCES TYP. DIAPH. CAP. (PLF): 544 DESCRIPTION: X.Dlrectlon FpiFx:1 . 1.3 DIAPH. DEPTH WIND LEFT WIND RIGHT SEISMIC LEFT SEISMIC RIG( LINE LOC, x LEFT (PT) RIGHT (FT) F (18) V (PLF) I F (18) V (PIP) Fx (1.8) V (PLF) F (LB) V (PIP) A0 0 .......0[958 18 0Ô 1777 B 10.33 53 74 958 18 7111 96 1777 34 13187 178 F 87 125 0 7111 57 0 0 13187 105 0 o DESCRIPTION: Front-Back ... DIAPH. DEPTH WIND LEFT LINE LOC. x ij EFT (PT) RIGHT (FT)' F (18) V (PIP) 0 0 5 125 : 80 0 11593 145 DESCRIPTION: X -[ DIAPH. DEPTH - WIND LEFT LINE LOCXF1)LEFT(fT) RIGHT (FT) Fx (LB) - V(PLF) TYP. DIAPH. CAP. (PLF): 544 Fp/Fx:i -- p:1.3 WIND RIGHT SEISMIC LEFT SEISMIC RIGHT Fx (LB) V(PLF) Fx (LO) V(PLF) Fx (LB) VIPIF) 11593 145 0 0 14964 187 - 0 0 14964 187 0 0 TYP, DIAPH. CAP. (PIP): 544 FpIFx:I - p:1.3 - - WEND RIGHT SEISMIC LEFT SEI$jCRjG F (18) V (PLF) F (LB) V (PIP) -- Fx (LB) V (PLF) . . TYP. DIAPH. CAP. (PLF). 544 DESCRIPTIONX -.......---. ..........................._ .......-Fp/Fx:1 p: 1.3 J DLAFH. DEPTH I WIND LEFT WIND RIGHT SEISMIC LEFT SEISMIC RIGHT LINE LOC,xn) LEFT(FT) RIGHT(FT)i. Fx (LB) V(PLF) - V(PLF) Fx (LB) v(FIF) F,1(L...V(PLF) wPfF/ei,'O/4phragmM's.4o,Oi'LoaO'S Copyright WRIGHT ENGINEERS PROJECT: JD1 - 12080102 ROJECf t3]HS Lw\ 1 91 1 4Y'KJZ L : :X YI . 4Qki gx& QL1' - 31A 6. (~JL)o •-9 ' bL /zz I L L 7' cp)2- /I2Dr&I 4 oL6 =QH/3 :k Cal lob • QP2J ,•v aNnoW S .1 LI 11 IND f ij?J I ,.:. prOvià€> 32- - I I ••• H. I •• LPROJECT L-CQUrttO - 1 [NI:- (p%45 L SIAE Rntkr e n : ': ri T / t74 $1 i., Oi / 2093 (2) vooc QeJ 1b)(1 ECT: Lwt3 1LIEIJ .Low oc DESIGN SEISMIC. LOADS 7 ASCE -10 SECTION 12.8 'EQUIVALENT LATERAL FORCE PROCEDURE 1R IC e n g.i h e. er;s, SITE CLASS : D R:6.5 ci o:o2, x li q 75 fa (SEC): 0,2, TL(SEC) 8:O RISKIAIEWKY II. SITE fiE1 IE 1.00 Sos: 0.787 Ss :. 1.123 SDI : 0.452 Si :. 0A32 SEISMIC bEsIN.cA :. o Fa: 1,051 C :0.121 Fy: 1:568 C5 MIN: 0.035 Cx: 0.456 DESIGN SASE.SHEAR.V: 0:121 W I I I. I I I I , I I I I I I F I I I I PRIMARY SYSTEM DIAPHRAGMS V (K) :6.10 MIN (12.10.1.1): 0.157W k: 1 MAX: 0.315W VERT. 01STR18UT10N; Fx DIAPHRAGM, Fp LEVEL .WEIGHT(K) ELEV..(Ft) . LRFD ASD. 12.10.11 GOVERING Fp Fp I Fx ROOF 504 15.0 L - O121Wx 0.086 Wx 0.121 W 0.157 W 1.30' ASD CONNECTIONS LRFD ASCE7-i0SECTI0N121.3 Fp: 0.105 Wp 0.075 Wp ARCHITECTURAL,. MECHANICAL & ELECTRICAL COMPONENT ANCHORAGE AS'CE7'1OCHAPTERI3 . Fp(EQ. 13.3-I) .Ip(1311:3): 1.0 .ap Rp Z(FT) LRFD ASO MAX (EQ:13(3-2): 1.259 Wp 1.0 2.5 15.00 0.378 Wp 0.270.Wp MINEQ. 13.3-3:0.236.Wp 1.0 2.5 13.13 0.346.Wp 0.2470p 1.0 2,5 11.25 0.315-Wp 0.225 Wp 1.0 2.5 9.38 P283 1P 0.202Wp 1.0 2.5 7.50 0.252 Wp 0.180Wp 1.0 2.5 5.63 0,236 Wp 0.169Wp 2.5 3.75 0.236 Wp 0.169Wp to 2,5 1.8.8 0:236 Wp 0.169 Wp thW RoofS&smicgs Seismic IBC Cópyight WRIGHT ENGINEERS V2 X7.031 ,Not I1!!Lj e ngi flee r LoV)OOM& CFScA3ALL ,j,QW goo 2-0 Z€ -30 50 LOW çr t\Mct 3c L'J -oo JML 1-7 LovJ FOCI=M;A- ,4 11(30 4-) 2.] LO v-ocr Wcs 2-0 T5TZcL (D 4 5t) Mac 5O PROJECT; OL - JDIZ [No: 1LT L121 iUl RIGHT e n 9 tie e r FLEXIBLE DIAPHRAGM LOAD CALCULATIONS DESIGN NET WIND PRESSURES (PSF) WALL ELEV. (FT)WINDWARD 0 9,1 LEEWARD WALL: 5.8 15 9.1 WINDWARD ROOF: 0.0 20 9.7 LEEWARD ROOF: 11.3 25 10.1 WINDARD PARAPET: 22.6 30 10.5 LEEWARD PARAPET: 15.1 40 11.2 - MIN. NET PRESSURE: 10.0 50 11.7 60 12.1 70 12.6 80 13.0 90 13.3 ' 100 13.5 WIND LOADS wi ELEV. RIDGE/DIAPH. ABOVE n-: 16.25 ELEV. LOADED DIAPH. (Fl): .12 ELEV LOW DIAPH. (fl): 0 SURFACE TYPE ABOVE: PARAPET DIAPH. LOAD (PLF): 278.2 WINDWARD, LEEWARD, or BOTH: BOTH CONT. ACROSS DIAPH?: Y WIND LOAD CALCULATIONS Wi : 15.Dpsf(6.Olt)l + 37.7psf(3.4t1)1 i' 37.7ps1(l.6f1)l = 278.2pIf CALCULATED EQUIVALENT DIAPHRAGM LOAD RIDGE or DIAPHRAGM ABOVE LOADED DIAPHRAGM DIAPHRAGM BELOW SEISMIC LOADS Si S2 SEISMIC COEFFICIENT: 0.086 0.086 DIAPH. DL (PsF): 34 34 DIAPH. DEPTH : 30 . 50 DIAPH. LOAD (PLF(: 87.7 146.2 SEISMIC DIAPHRAGM LOAD =SEISMIC COEFFIECIENT (DIAPH. OL • DIAPH. DEPTH + WALL DI. • WALL TRIB.) wnc.ofF/0ragmx/s.4cP4Loads Copyright WRIGHT ENGINEERS LPROJECT; 1I2002 WRIGHT engjn ASSUMES FLEXIBLE DIAPHRAGM. LINE..: LINE... LINE... LINE... DESCRIPTION: Side-Side APPLIED DISTRIBUTED LOADS APPLIED POINT LOADS CALCULATED LINE LOADS WIND SEISMIC START,x(Fi) ENDx(Fr) LINENO. LOC,xn) Wes) Sas( LINE No. LOC. x(FT) WFORCE SFORCE Wi SI 0 50 A 0 6955 2193 B 50 : 6955 2193 DESCRIPTION: Front-Back APPLIED DISTRIBUTED LOADS APPLIED POINT LOADS CALCULATED LINE LOADS WIND SEISMIC START. x (El) END, X (PT) LINE No. LOG, X (Fl) W (l.BS) S (LBS) LINE No. LOC, X(n) WFORCE SPORCE 0 4173 2193 2 30 4173 2193 DESCRIPTION: X APPLIED DISTRIBUTED LOADS . APPLIED POINT LOADS I CALCULATED LINE LOADS WIND SEISMIC START, x END. x (Fl) I LINE No. LOC, X (PT) W (Les) S ias> LINE No. LOC, X (PT) WFORCE SFORCE .. DESCRIPTION: X . APPLIED DISTRIBUTED LOADS . APPLIED POINT LOADS CALCULATED LINE LOADS WIND SEISMIC START, x n END, X (Fl)] LINE No. LOC, X(FT) VV (LOS) S (LOS) LINE No. LOG, X (PT) WFORCE SPORCE [owP fF/erD/a,ohragm4sipp'Lo.ds Copyright WRIGHT ENGINEERS PROJECT. V2008.0 .02 [NO ; I [Z L 4 iVI RIGHT engi h e r Fx - UNFACTORED FORCE FROM INPUT v DIAPH. SHEAR (FACTORED FOR SEISMIC BASED ON Fp/Fx AND p FACTOR NOTE: LEFT AND RIGHT DESIGNATE EACH SIDE OF SW LINE WITH CORRESPONDING FORCE DIAPHRAGM FORCES TYP. DIAPH. CAP. (PLF): 322 DESCRIPTION; Side-SIde Fp / Fx: 1 p: 1.3 DPH.DEPTH ND LEFT WDR _HT SEISMICLEFT S'-E-IS'MIC - LINE 10C, X T) LEFT (FT) RIGHT (FT) Fx (18) V (PLF) F (18) V (PLF) Fx (18) V (PLF) Fx (18) V (PLF) 165 232 0.0 .2193 73 B 50 30 0 6955 . 232 0 0 2193 73 0 0 * * I - * TYP. DIAPH. CAP. (PLF): 322 DESCRIPTION; Front-Back Fp / Fx: 1 p: 1.3 DIAPH. DEPTH WIND LEFT WIND RIGHT - SEISMIC LEFT SEISMIC RIGHT - LINE LOC, X lET) LEFT (FT) RIGHT (FT) F (IB) V (PLF) Fx (LB) V (PLF) : F (LB) V (PLF) I F, (LB) V (PLF) 1 0 0 50 . 0 0 4173 83 0 0 2193 44 2 30 50 0 .4173 83 1 0 0 2193 44 0 0 TYP. DIAPH. CAP. (PLF): 322 DESCRIPTION:X Fp/Fx: I p:1.3 r DIAPH. DEPTH WIND LEFT WIND RIGHT SEFSMIC LEFT SEISMIC RIGHT LINE - LOC, X (FT) LEFT (FT) RIGHT (FT) Fx (LB) . V (PLF) I F (18) V (PLF) F (LB) V (PLF) Fx (LB) V (PLF) TYP. DIAPH. CAP. (PIE): 322 DESCRIPTION: X . FplFx: I p: 1.3 !DIAPH. DEPTH WIND LEFT . WIND RHT -- -. SEISMIC LEFT SEC RIGHT LINE LOC 1 RIGHT (FT) 1 F (L_ V (PLF)... . Fx (LB) V (PLF) f) (PLF) F,((1B) v PLF) ow RW1-7ar,0mphrjgm.0s Apq.~, Loads Copyright WRIGHT ENGINEERS lj'ROJECT: [No: v2OO8.05 RIGHT engines We94 acf LAt1AL 414-%icLc trncs H64 OOV DL LO'C cCF MA 46q )' 5341: 6oOr AS çzcF wAU- 14G -co 1L j\ç ITOTI-ml tMcc rl M,Acc 61-3 (C- t-W#M OE- ct4 53 '-. p'l2ude- +rvcKi /)z 37 CC( I I U (PROJECT: -r773 D 11 It [N SHE t4 1ET: L16] WE1 engines r 3 \3t< £6' t'1-' 1..-UT / '--H:2 1O SCL 4 - z'2O PROJECT 1 L ' VkS 1 LHEET: L17 1 RIGHT engineers PROJECT: L OLAt4Q [NO: 1L!I: Si Project Name: Front Design Stud Model: Beam/Stud —1 Code: 2007 NASPEC [AISI S100-2007] 16.00 1 lW . 10.0_0 L hi: WRIGHT en g he e r S Page loll Date: 02/02/2017 Simpson Strong-Tie® CFS DesignerTM 1.4.2.0 ReactionsandConnections Number of Connectors Required at each Reaction: 2 No. of No. of Simpson Reqd Reqd # Strong-Tie screws to 12-14 Support Reaction (lb) Connector stud Anchors Ri 455.00 No Solutions - S - R2 705.00 SCB45.5 2 2 Total Vertical Shear Carried by Connectors (lb) : 0 BridgingConnectors Design Method = AISI SIOO Simpson Strong-Tie Span/CantiLever Bridging Connector Stress Ratio Span N/A - Bending and Shear (Unstiffened): 80.8% Stressed QPI Bending and Shear (Stiffened): N/A Web Stiffeners Required?: No Point Loads P1 Load(lb) 1000 X-Dist.(ft) 10.00 Section: (2) 600S20054 Back-To-Back C Stud Fy = 50.0 ksi Maxo = 5065.9 Ft-Lb ' Moment of Intertia, I = 6.64 n'14 Va = 5645.8 lb Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Reactions have been multiplied by 1.0 for opposite load direction for connection design Flexural and DeflectionCheck Deflection Mmax . Mmaxl ' Mpos Bracing Ma(Brc) Mposl Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 4050.0 0.799 4050.0 60.0 5025,4 0.806 0.537 L1357 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ 'lb-In/in In Ft-Lb Ma-d Span - 0.00 192.0 4563.8 0.887 SQN TRQNQ.TI rnMPANY INC. www.strongtie.com [PROJECT; - Lo;1;S2 ROJECT QL) LN.o: U9 4 SHEET. IVY I 4i'i ,) Project: Project RIQHTT f \((f SPEC Location: LEGOLAND JD18 e n g i n e e r I . Folder: Folder Date: 2/2/17 1:32 PM RedSpeCTM by RedBuiltTM Designer: DA v7.1.4 Comment: I 16 Red-I45TM @ 32 This product meets or exceeds the set design controls for the application and loads listed DESIGN CONTROLS % Design Allow. DOL Combination pattern . Pass/Fall Shear (lb) 45% . 1200 2650 Roof(125%) 1.OD+1.0Lr All Spans PASS Positive Moment (ft-lb) 75°!. 6000 7988 Roof(125%) 1.0D+1.0Lr All Spans PASS I .DEFLECTIONS (in) % Design Allow. Design Allow. Combination . Pattern Pass/Fail Span Live 49% 0,330 0.667 LI 728 LI 360 1.004-1.0lr All Spans PASS Span Total 74% 0.742 1.000 1/324 L/ 240 1.OD+1.0Lr All Spans PASS I SUPPORTS Support 1 Support 2 Live Reaction, Critical (lb) (DOL%) 533 (125) 533 (125) Dead Reaction (lb) 667 667 Total Reaction (lb) (DOL%) 1200 (125) 1200 (125) Bearing Flush Flush 1 . Support Wall Wall Reqd Bearing, No Stiffeners (in) 1.75 1.75 Req'd Bearing, Stiffeners (in) - - HANGERS Model Top Face Member Header Size I Left None Selected Right None Selected SPANS AND LOADS Dimensions represent horizontal design spans. Member Slope: 0/12 r: TTTI1 T1 20- 0.0' I APPLICATION LOADS Type Units DOL Live Dead . Partition Tributary Member Type Uniform psf Roof(125%) 20 20 0 32' Roof Joist I ADDITIONAL LOADS Type Units DOL Live Dead Location from left Application Comment Uniform psf Roof(125%) 20 , 25 0'-0.0 to 20-0.0' Replaces ,NOTES 1 . Building code and design methodology: 2012 IBC ASD (US). Continuous lateral support required at top edge. Lateral support at bottom edge shall be per RedBuilt recommendations. C:\Users\dan\Documents\RedSpec\Projectl.red 2/2/2017 1:32:42 PM Project : Folder : Type ' Page 1 of 1 I The products noted are Intended for interior, untreated, non-corrosive applications with normal temperatures and dry conditions of use, and must be Installed In accordance with local building code requirements and RedBuiit" recommendations. The loads, spans, and spacing have been provided by others and must be apiquveJ f tt .Jfie eppliatlen by the eslgn preies1enal for. the project I InIcc ntherwIc' nnt,d. tile output has not been reviewed by a RedBullt"' associte. PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. I I 1 I RedBuRQ.lEa'Spec", Red-I", Red-I45", Red-145L°', Red-I58"', Red-I65"', Red-165T'", Red-I90"', IU'J90H'", Red-I90HS"',"Red-LT-,d- W"', RedS', Red-M"', Re0-l', ReciLarn - rloorCllolLe' øie tIddeuIciTlc ul R.J8,l1 LLe, B& le,-U 9i.t ghts reserved. Project: Gravity oan IRIG iT Location: GJ1 - Multi-Loaded Multi-Span Beam ' Wright Engineers e in g 7425 Peak Dr L,fe r s [2015 International Building Code(2012 NOS)] "-.Las Vegas, NV 89128-9011 3.5lNx 11.25 INx20.0 FT #2 - Douglas-Fir-Larch - Dry Use StruCalc Version 9.0.2.5 212/2017 11:30:01 AM Section Adequate By: 37.6% Controlling Factor: Moment DEFLECTIONS Cente LOADING DIAGRAM Live Load 0.22 IN U1108 Dead Load 0,26 in Total Load 0.48 IN L1500 Live Load Deflection Criteria: 11360 Total Load Deflection Criteria: 1/240 REACTIONS Live Load 400 lb 400 lb Dead Load 485 lb 485 lb ,. Total Load 885 lb 885 lb .,- Bearing Length 0.40 in 0.40 in BEAM DATA Center Span Length 20 ft Unbraced Length-Top 0 ft ..-..__. .........-- -20ft- Unbraced Length-Bottom 20 ft . Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 40 pif #2 - Douglas-Fir-Larch * Uniform Dead Load 40 p11 Base Values Adiusted Beam Self Weight 9 pIt Bending Stress: Fb= 900 psi. Fb = 990 psi Total Uniform Load 89 p11 Shear Stress: Fv = 180 psi Fv' = 180 psi Cd1.00 Modulus of Elasticity: E = 1600 ksl E'= 1600 ksi Comp. - to Grain: Fc - = 625 psi Fc - = 625 psi Controlling Moment: 4427 ft-lb 10.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -885 lb At right support of span 2 (Center Span) Created by combining all dead loads and live loads on pan(s) 2 Comparisons with required sections: RecO Provided Section Modulus: 53,66 1n3 73.83 1ri3 Area (Shear): 7.38 in2 39.38 in2 Moment of Inertia (deflection): 199.17 in4 415.28 1n4 Moment: 4427 ft-lb 6091 ft-lb Shear: . -885 lb 4725 lb Project: Gravity Location: GJ2 Multi-Loaded Multi-Span Beam 12015 International Building Code(2012 NDS)J 3.5INx9.25INx10.0FT . #2 - Douglas-Fir-Larch - Dry Use Section Adequate By: 10.4% Controlling Factor: Moment j..Da Ilk R1GI41 Wright Engineers e n g i ni 7425 Peak Or of e r S -'Las Vegas, NV 89128-9011 StruCale Version 9.0.2.5 2/2/2017 1:36:47 PM DELLECTION$ Center. LOADING DIAGRAM Live Load 0.12 IN U985 Dead Load 0.13 in Total Load . 0.25 IN U484 Live Load Deflection Criteria: LJ360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 1000 lb 1000 lb Dead Load 1035 lb 1035 lb Total Load 2035 lb 2035 lb Bearing Length 0.93 in 0.93 in BEAM _DATA Center Span Length 10 ft . . Unbraced Length-Top Oft Unbraced Length-Bottom 10 ft __•.•ft Live Load Duration Factor 1.25 Notch Depth 0.00 MATERIAL PROPERTIES . #2 - Douglas-Fir-Larch Base Values Adjusted Bending Stress: Fb = 900 psi Fb = 1350 psi (',11 OR 'i on UNIFORM Uniform Live Load Uniform Dead Load Beam Self Weight Total Uniform Load Center 200 plf 200 plf 7 plf 407 p11 I Shear Stress: Fv = 180 psi Fv = 225 psi Cd= 125 Modulus of Elasticity: E = 1600 ksi E 1600 ksi Comp. -1-to Grain: Fc--1-= 625 psi •Fc-1= 625 psi I Controlling Moment: 5088 ft-lb 5.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 I C ontrolling Shear: 2035 lb At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 I Comparisons with required sections: Be" Provided Section Modulus: 45.22 inS 49.91 inS Area (Shear): 13.57 in2 .32.38 1n2 Moment of Inertia (deflection): 114.46 in4 230.84 in4 I . Moment: 5088 ft-lb 5615 ft-lb Shear: 2035 lb 4856 lb 1thte 93RIGHT engIneS DESIGN SEISMIC LOADS ASCE 7-10 SECTION 12.8- EQUIVALENT LATERAL FORCE PROCEDURE SITE CLASS: D RISK CATEGORY: I I SITE SPECIFIC R: 1.3 IE:1.00 Sos: 0.787 Ct: 0.02 Ss: 1.123 SDI : 0.452 x: 0.75. Si: 0.432 SEISMIC DESIGN CAT D Ta (SEC): 0.2 . Fa: 1.051 C8 : 0.629 TL(sEc): 8.0 . Fv: 1.568 C8 MN: 0.035 C3 mAx : 2.370 - DESIGN BASE SHEAR. v: 0.629 W - PRIMARY SYSTEM - DIAPHRAGMS -- -- V (K) : 3.34 MIN (12,I0.S.I): 0.157 W k: I MAX:O.315W VERT. DISTRIBUTION, Fx DIAPHRAGM, Fp LEVEL WEIGHT (K) EL.EV.(FT) LRFD ASD 12.10.1.1 GOVERINGFp Fp!Fx ROOF 5.3 15.0 0.629Wx 0.450Wx .1 . 0.629W 0.315 0.50 CONNECTIONS LRFD ASO ASCE 7-IO SECTION I2.1.3 Fp: 0.105Wp 0.075Wp ARCHITECTURAL, MECHANICAL & ELECTRICAL COMPONENT ANCHORAGE ASCE 7-10 CHAPTER 13 . Fp (EQ. 13.3-1) Ip(13.1.3): 1.0 ap Rp Z(FT) LRFD ASD MAX (EQ. 13.3-2): 1.259Wp 1.0 2.5 15.00 0.378Wp 0.270Wp MIN (EQ. 13.3-3): 0.236Wp 1.0 2.5 13.13 0.346Wp 0.247Wp 1.0 2.5 11.25 0.315Wp 0.225Wp 1.0 2.5 9.38 0.283Wp 0.202Wp 10 2.5 7.50 0.252Wp 0.180Wp 1.0 2.5 5.63 0.236Wp 0.169Wp 1.0 2.5 3.75 0.236Wp 0.169Wp 1.0 2.5 1.88 0.236Wp 0.169Wp Design F,aming.xls Seismic 180 - - -- Copyright WRIGHT ENGINEERS ] 1 =SHEET-c 7.03 JECT: II j L,No: 7 77:I Cp Al' )CIE 7, IVIRIGHT engineers I LEiQLF$P -J0106 _iL ::E ~PROJECT. No; SHEET; Non-Constrained caisson Lateral Bearing Calculation (DESIGN EQUATIONS PER IBC 8EC16N1865.7.2.1) LbôAtibN;:GaiebQQafltileVerColumns PQ} " h(ET) :1000. qàt(PSF/FT) : 150' TOLERATE 1/2 MOVEMENT? (V/N) y biAMErER(FT).:. 2.0 SI (PSFIFT). 553 A: 186 MIN. EMBEDMENT.(FT): 53 .CopyrightWRIGHT ENGINEERS . .28 LPROJECT_____LM __- iNo_ RIGHT eng i ne er S 'ROJECT: JD19 1(9 L 1415 ] LSHEET. siol No RIGHT- e I CONCRETE BEAM DESIGN I DESCRIPTION: One Way .Slab BEAM fc(psi) 3000 b top (in) 12 shear b(in) 12 P1 085 PROPERTIES Fy (Rsi)w 60 b bot(in) 12 top rebar(#) 6 pmin 00033 (or4/3pC1cuIatej) I Fyv (ks,) 40 cvr top (in) 24 bot rebar (#) 6 pmax O.0166 h (in) 6 cvr bot (in) 2-A stirrup (#) 3 d top (in) 2 85 I No of lines of stirrups 2 d bot (in) 2.65 FLEXURE Mu (+) (kip ft) pbOt As bot (inA2) bot reinforcing Mu () (kip ft) ptop As top (,n'12) top reinforcing 47 001264 043 1 # 6 47 001264 043 1 # 6 I oo ooà000 0.0 ô 0.9 0.00000 0.0 0 u 0.000 0.0 0 00 000000 00 0 I 0.0 0.00000 0.0 o SHEAR 4.: 0:75 4Vc (kips):2;:2.8 .:maxstirrup spacing (in):. I i 'if qWs> 5.6 I 4Vs'rn4x (kips): 11 Vu (+) (kip) $Vs req d shear stirrups 0.0 none reqd. I 0:0 none reqid 0.0 nereqd 0:0 noAe.req'd. I 0.0 none req'd 0,0 none réqd DESIGN beam: Qne.Way Slab SUMMARY depth: 6 inches Width 12 inches 8eao, .aZW4O$..1s ,ac8earn - Copyright WRIGHT ENGINEERS :v2O:O8. 03 ECT 'JO [ 1 I I I I I I I I I I I I I I I I I I RIGHT e n g i n e e. r S I LE~CiULAWD - JD i L at ' 1 IIIE2 I KIGH ' T." e n g I he.e r I CONCRETE BEAM DESIGN I DESCRIPTION:.. One. Way Slab BEAM ?c (psi) 3000 b top (in) 18 shear b (in) 18 01 :'0.85 PROPERTIES Fy(ksi) 60 b bot(in) 18 top rebar(#) 6 pmin 00033 (or4t3pca!4e,Iaf) I Fyv (ksi) 40 Or, top (in) 3 Pot rebar (#) 6 pmax 00160 h (in,):.24 cvi bot (in) 3 stirrup (#) 4 flop (in) 20.125 I No. of lines of stirrups: 2 dbot(in): 20.125 FLEXURE Mu (+) (kip ft) pbOt As bot (inA2) bot reinforcing Mu ( ) (kip ft) ptop As top (InA2) top reinforcing 2 P,00604 2.19 5 # 6 1,041 0.00604 2.19 5 # 6 I 184 00 000000 00 0 0.0. 0:00.000 O:0 0 00 000000 00 0 0.Q, o..00O.00.. 00 0 I 0.0: 0.00000 0.6, '6 I SHEAR: 7-5 4VÔ (kips):.29;76 max stirrup spacing (in) 10 5 if Vs> 59.5 I 4Vs max (kips):. 119 Vii. (+) (kip) :.4iVs req'd: shear stirrups 36.87 7.1 # 4. at 10 I none. réqd 0.0 none reqd 0.0 none req'd I 0,0 ñoñereq 0.0 none.recd DESIGN béa,: One Way Slab SUMMARY: . e: 24 inches - width 18 inches icrefeBean, v8O4O3.6à,cEeam Copyright WRIGHT ENGINEERS ROJECT 1 =SHEET.. 3' No; I 99RIGH'T.' e: n g i ri e e r S LOLAttD - 3010 PROJECT. tt5 SHEET: S141 WXI engineers ceE;4. * _ Cc6t/vJt4 [PROJECT, LGOLAtO - 1 KOKO 1L S15] No: SHEET: Project: Gravity Location: WBI Multi-Loaded Multi-Span Beam [2015 International Building Code(2012 NDS)] 5.125 IN x 12.0 IN x 15.0 FT 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 134.3% Controlling Factor: Deflection DEFLECTIONS cfltgr Live Load 0.15 lNLl1166 Dead Load 0.17 in Total Load 0.32 IN L/562 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: U240 REACTIONS Live Load 1350 lb 1350 lb Dead Load 1450 lb 1450 lb Total Load 2800 lb 2800 lb Bearing Length 0.84 in 0,84 in Span Length 15 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 15 ft Live Load Duration Factor 1.25 Camber Adj. Factor 1.5 Camber Required 0.25 Notch Depth 0.00 MATERIAL PROPERTIES 24F-V4 - Visually Graded Western Species Base Values Ajusted Bending Stress: Fb = 2400 psi Controlled by: Fb_cmpr = 1850 psi Fb = 3000 psi Cd= 1.25 Shear Stress: Fv = 265 psi Fv = 331 psi Cd= 1. 25 Modulus of Elasticity: E = 1800 ksi E'= 1800 ksi Comp. •L to Grain: Fc - .1. = 650 psi Fc - = 650 psi In 11 IMI 1," &r- DanA Wright Engineers e n g /es 7425 Peak Dr f Las Vegas, NV 89128-9011 of StruCaic Version 9.0.2.5 2/9/2017 11:20:42 AM UNIFORM LOADS Center Uniform Live Load 180 pIt Uniform Dead Load 180 pit Beam Self Weight 13 plf Total Uniform Load 373 pit Controlling Moment: 10500 ft-lb 7.5 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -2800 lb At right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Provided Section Modulus: 42 in3 123 in3 Area (Shear): 12.68 1n2 61.5 in2 Moment of Inertia (deflection): 314.95 in4 738 in4 Moment: 10500 ft-lb 30750 ft-lb Shear: -2800 lb 13581 1b Project: Gravity - Location: CJI Multi-Loaded Multi-Span Beam I [2015 International Building Code(2012 NDS)] 3.5 IN x 9.25 IN x 16.0 FT #2 - Douglas-Fir-Larch- Dry Use Section Adequate By: 101.6% Controlling Factor: Moment Da nA 7425 Peak Dr of Las Vegas NV89128 9011 StruCalc Version 9.0.2.5 2/9/2017 11:10:29 AM DEFLECTIONS Center LOADING DIAGRAM Live Load 0.16 IN 1/1202 Dead Load 0.19 in Total Load 0.35 IN 1/553 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: 1/240 REACTIONS Live Load . 320 lb- 320 lb Dead Load 376 lb 376 lb Total Load 696 lb 696 lb Bearing Length 0.32 in 0.32 in BEAM DATA Center Span Length 16 ft "•'•.- :''1t:JL.c Unbraced Length-Top 0 ft Unbraced Length-Bottom 16 ft Live Load Duration Factor 1.25 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Douglas-Fir-Larch Base Values Adjusted Bending Stress: Fb = 900 psi Fb = 1350 psi r,ii c i—i III UNIFORM LOADS Uniform Live Load Uniform Dead Load Beam Self Weight Total Uniform Load 40 pIt 40 pIt 7 pIt 87 p11 Shear Stress: - Fv= -- 180 psi Fs = 225 psi Cd1.25 Modulus of Elasticity: E = 1600 ksi E = 1600 ksi Comp. -• to Grain: Fc - .1 = 625 psi Fc - -i- = 625 psi Controlling Moment: 2785 ft-lb 8.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 696 lb. At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Provided Section Modulus: 24.75 in3 49.91 in3 Area (Shear): 4.64 in2 32.38 in2 Moment of Inertia (deflection): . 100.23 in4 230.84 in4 Moment: 2785 ft-lb 5615 ft-lb Shear: 696 lb 4856 lb Project: Gravity DanA 111, JAI n 00ft "T Location: WP Wright Engineers e fl g i ih, s Multi-Loaded Multi-Span Beam '4i' 7425 Peak Dr [ Of 12015 International Building Code(2012 NDS)j Las Vegas, NV 69128-9011 5.5 IN x 7.5 IN 16.0 FT #1 - Douglas-Fir-Larch - Dry Use StruCalc Version 9.0.2.5 2/9/2017 2:49:01 PM Section Adequate By: 23.5% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.53 IN LJ360 Dead Load 0.04 in Total Load 0.58 IN 1./333 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L1180 REACTIONS A 11 Live Load 457 lb 761 lb Dead Load 72 lb 72 lb Total Load 529 lb 833 lb . Bearing Length 0.15 in 0.24 in . BEAM DATA Center Span Length 16 ft Unbraced Length-Top 0 ft A - .....................---16 ft.....................................- Unbraced Length-Bottom 16 It Live Load Duration Factor 1.15 Notch Depth . 0.00 UNIFORM LOADS Cente MATERIAL PROPERTIES Uniform Live Load 0 plf #1 - Douglas-Fir-Larch . Uniform Dead Load 0 plf Base Values Adiusted Beam Self Weight 9 plf Bending Stress: :1.15 1200 psi Fb 1380 psi Total Uniform Load 9 plf Shear Stress: Fv = 170 psi Fv = psi ,196 POINT LOADS - CENTER SPAN Cd=1.15 Load Number Qne Modulus of Elasticity: E = 1600 ksi E'= 1600 ksi Live Load 1218 lb Comp. J to Grain: Fc - = 625 psi Fc - .1. = 625 psi Dead Load 0 lb - Location loft Controlling Moment: 4801 ft-lb 9.92 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -833 lb At right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Regj Provided Section Modulus: 41.74 in3 51.56 in3 Area (Shear): 6.39 in2 41.25 1ri2 Moment of Inertia (deflection): . 129,03 in4 193.36 in4 Moment: 4801'ft-lb - 5930 ft-lb Shear: -833 lb 5376 lb RIGHT engin DESIGN SEISMIC LOADS ASCE 7-10 SECTION 12.8- EQUIVALENT LATERAL FORCE PROCEDURE SITE CLASS D RISK CATEGORY : II SITE SPECIFIC R: 6.5 IE: 100 SDS: 0.787 Ct: 0.02 Ss: 1.123 SDI 0.452 x: 0.75 SI : 0.432 SEISMIC DESIGN CAT D Ta sc>: 0.1 Fa: 1.051 Cs 0.121 Ti csEC>: 8.0 Fv: 1.568 C, mw: 0.035 C3wx:0.507 DESIGN BASE SHEAR, V: 0.121W PRIMARY SYSTEM - - DIAPHRAGMS -.--. -- V (K) : 1.74 MIN (2.1O.1.I):0.I57W k: 1 MAX: 0.315W VERT. DISTRIBUTION Fx DIAPHRAGM, Fp LEVEL WEIGHTQq ELEV.(FT) LRFD ASD 12.10.1.1 GOVERINGFp FpIFx ROOF 14.4 13.0 0.121 Wx 0.086Wx 0.121 W 0.157W 1.30 - CONNECTIONS LRFD ASD ASCE 7-IO SECTION I2.1.3 . Fp: 0.105Wp 0.075 Wp ARCHITECTURAL, MECHANICAL & ELECTRICAL COMPONENT ANCHORAGE ASCE 7-10 CHAPTER 13 Fp (EQ. 133.1) p (13.1.3): 1.0 ap Rp Z(FT) LRFD ASD MAX (EQ. 13.3-2): 1.259 Wp 1.0 2.5 13.00 0.378 Wp 0.270 Wp MIN (EQ.13.3-3): 0.236 Wp 1.0 2.5 11.38 0.346 Wp 0.247 Wp 1.0 2.5 9.75. 0.315 Wp 0.225 Wp 1.0 2.5 8.13 0.283 Wp 0.202 Wp 1.0 2.5 6.50 0.252 Wp 0.180Wp 1.0 2.5 4.88 0.236 Wp 0.169Wp 1.0 2.5 3.25 0.236 Wp 0.169Wp 1.0 2.5 1.63 0.236 Wp 0.169 Wp mpy SeiSmiCJJS Seismic !BC Copyright WRIGHT ENGINEERS ,PROJECT: SHEE LNO 1tI27073 RIGHT e n gin e e r s ROJECT LEQL4D JDI [N.:--'aHs 1I;;: S201 UNIFORM LOADS Center Uniform Live Load 0 plf Uniform Dead Load 0 plf Beam Self Weight 22 plf Total Uniform Load 22 plf POINT LOADS - CENTER SPAN Load Number O ne Live Load 1218 lb Dead Load 0 lb Location 10 ft Project: Gravity Location: WP Multi-Loaded Multi-Span Beam [2015 International Building Code(AISC 14th Ed ASD)1 HSS 4 x 4 x 1/2 x 16.0 FT I ASTM A500-GR.B-46 Section Adequate By: 11.4% ControllingFactor: Deflection OEFLECTIOI4S Cente Live Load 0.48 IN L/401 Dead Load 0,09 in Total Load 0.57 IN L1336 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L1240 REACTIONS A . Live Load 457 lb 761 lb Dead Load 176 lb 176 lb Total Load 633 lb 937 lb Bearing Length 0.93 in 0.93 in REAM DATA Center Span Length 16 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 16 ft STEEL PROPERTIES HSS 4 x 4 x 1/2 - A500-GR.8-46 Properties: Steel Yield Strength: Fy = 46 ksi Modulus of Elasticity: . E = 29000 ksi Tube Steel Section (X Axis): dx = 4 in Tube Steel Section (V Axis): dy = 4 in Tube Steel Wall Thickness: t = - 0.465 in Area: A = 6.02 in2 Moment of Inertia (X Axis): lx = 11.9 in4 Section Modulus (X Axis): Sx = 5.97 in3 Plastic Section Modulus (X Axis): Zx = 7.7 1n3 Plastic Section Modulus (V Axis): Zy = 0.22 1n3 Design Properties per AISC 14th Edition Steel Manual: Flange Buckling Ratio: FBR = 5.6 Allowable Flange Buckling Ratio: AFBR = 28.12 Allowable Flange Buckling Ratio non-compact: AFBRNC = 35.15 Web Buckling Ratio: WBR 5.6 Allowable Web Buckling Ratio for Eqn. F7-5: AWBR = 60.76 Nominal Flexural Strength w/ Safety Factor: Mn = . 17675 ft-lb Controlling Equation: F7-1 It 1, JAI Q I Arft I 9T 'Wright Engineers e n g i t ,•,i< 7425 Peak Dr of ., Las Vegas NV 89128 9011 StruCalc Version 9.0.2,5 2/9/2017 2:29:14 PM Controlling Moment: . 5195 ft-lb 9.92 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) Controlling Shear: -937 lb At right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s Comparisons with required sections: Recrd Provided Moment of Inertia (deflection): 10.68 in4 11.9 in4 Moment: 5195 ft-lb 17675 ft-lb Shear: -937 lb 44577 lb I 11--HEET—.. .11. e n g i n e e r S - P E t'AS oJt1oi3 c4f3b ) PROJECT: * - ------ 1L' 11T: S221 S23 341 2, s ti III%k A$%. CTZT1 IJ 8 . i T7' (MQnt3 JUI R IGHT e rg,n e e r Non-Constrained Caisson Lateral Bearing Calculation (DESIGN EQUATIONS PER IBC SECTION 1805.7.2.1) LOCATION: Canopy Design P(K): 2.560 h(Fr): 13.00 qlal (PSF/FI) : 150 TOLERATE 1/2' MOVEMENT? (YIN): Y DIAMETER (Fl): 2.0 Si (PSFIFT): 883 A: 3.39 MIN. EMBEDMENT (FT) : 8.83 opyCA/SSOAyZOO8O228.x/sNON.CCN$TPA/NEO Copyright WRIGHT ENGINEERS ,PROJECT.. No: =SH 28 IA!JRIGHT engineers lie [PROJECT: oLAt)c *JDIR [No: 1SHEET: Fl - RIGHT engjn e tAV'UfT C& OW ror C4%Acrck ç1 i x S t5 . uoa- PROJECT:-- No: ____ I' RIGHT engners BEAM ON ELASTIC FOUNDATION DESCRIPTION: Gridline 1 & 5 FOOTING INFORMATION: -A max (ft) V max 1k) M+ max (k-fl) M- max (k-fl) fc (Psi): 3000 I (FT): 0.422 0.003 0.784 2.366 -0.534 qa (PsF): 2660 E(KsF):449570.6752 1.267* 2.588* -0.733 L (Fr): 75 K (KSFIFT): 79.8 SHEAR/MOMENT WITH WEIGHT OF FIG INCLUDED FS: 2.5 K' (KSF): 119.7 B(FT): 1.5 X: 0.112 MOMENT (k-ft) D(Fr):1,5 : 3 B.O.F. (Fl): 3 . 2.5 LOAD (K) LOCATION 1.5 P2: 1.09 35 80 P9: . length (II) PlO: SHEAR (k) 0.8 0.6 x(ft) y(ft) V(k) M(k-ft) 0.4 0 -0,00084 0.00 0.00 0.2 7.5 -0.00211 002 237 02 ~DX 4 60 80 1125 -000250 017 203 04 15 -0.00274 .0.22 1.27 06 18.75 -0.0.0288 -0.18 0.51 08 22.5 -0.00298 -0.09 , -0.01 Length (II) 26.25 -0.00309 0.05 -0.10 30 -0.00319 0.23 0.41 33.75 -0.00326 0.46 . 1.70 . DEFLECTION (ft) 37.5 '-0.00322 -0.39 1.15, . - 0 '41.25 -0.00309 -0.20 0.06 20 40 60 80 000 -0.00 . 05 45 0.00295 -0.07 -0.42 48.75 -0.00284 " 0.00 -0.53 -0.001 52.5 -0.00276 0.03 -0.46 , , -0.0015 56.25 -0.00273 . 0.04 -0.32 60 -0.00271 0.03 -0.19 -0.002 63.75 .0.00271 0.02 -0.09 -0.0025 67.5 - -0.00271 0.01 -0.03 71.25 -0.00270 . 0.00 -0.01 -0.003 75 -0.00268 0.00 0.00 -00035 Length (It) 1PROJECT: V RIGHT en g ineers > -OVA zo r4 ??- ECT: V V tfl# ]LEET F4 1 No~:~: STRUCTUREPOINT - spColumn V.1U (TM) Page I Licensed to: Wright Engineers. License ID: 65737-1053586-4-2252E-25756 01/30/17 untitled.col - 09:54 AM I.. I .. I 000000 0 00 00 00 00000 000000 00 00000 00 00 00 0 0000000000 0 00000 00 0 00 00 00 00 00 00 00 00 00 00 00 00 00 I 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00 -00 00 00 00 00 00 00 00 00 00 00 000000 00 00 00 00 00 00 00 00 00 00 00 0 00 00 00 00 00 00 00 0 00 00 00 00 00 00 00 00000 00 000000 00000 000 00000 0 00 00 00 00 00 (TM) I I .sC1unin v5.10 (TM) Computer program for the Strength Design of Reinforced Concrete Sections Copyright © 1988-2016, STRUCTUREPOINT, LLC. All rights reserved I Licensee stated above acknowledges that STRUCTUREPOINT (SP) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the spColumn computer program. Furthermore, STRUCTUREPOINT neither makes any warranty expressed nor implied with respect to the I correctness of the output prepared by the spColumn program. Although STRUCTUREPOINT has endeavored to produce spColumn error free the program is not and cannot be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensee's. Accordingly, STRUCTUREPOINT disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents preparedth connection with the use of the spColumn program. I I I I ' I s'rRucTuREPoINT - spColumn v5.10 (TM) rage Licensed to: Wright Engineers. License ID: 65737-1053586-4-2252E-25756 01/30/17 I untitled.col 09:54 jj General Information: I File Name: untitled.col - Project: Column: Engineer: Code: ACI 318-14 Units: English I Run Option: Investigation Slenderness: Not considered Run Axis: X-axis Column Type: Architectural I Material Properties: Concrete: Standard Steel: Standard f'c = 3 ksi fy = 60 ksi Ec 3122.02 ksi Es = 29000 ksi I fc = 2.55 ksi Epsyt = 0.00206897 in/in Eps_u = 0.003 in/in Betal 0.85 I Section: Rectangular: Width 24 in Depth = 24 in Gross section area, Ag = 576 in"2 I Ix = 27648 in4 ly = 27648 in4 rx = 6.9282 in ry = 6.9282 in X0 = 01n Yo= Din I Reinforcement: Bar Set: ASTM A615 Size Diam (in) Area (in2) Size Diam (in) Area (in"2) Size Diam (in) Area (in2) ' 4( 3 0.38 0.11 # 4 #--6 0.75 0.44 0 7 0.50 0.20 4f 5 0.63 0.31 0.88 0.60 4 8 1.00 , 0.79 4 9 1.13 1.00 4 10 1.27 1.27 4 11 1.41 1.56 4 14 1.69 2.25 4 18 2.26 4.00 I Confinement: Tied; *3 ties with #10 bars, *4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular I Pattern: All Sides Equal- (Cover to transverse reinforcement) Total steel area: As = 3.52 in2 at rho = 0.61% (Note: rho ( 1.0%) Minimum clear spacing = 7.50 in I 8*6 Cover 3 in Factored Loads and Moments with Corresponding ------------- Capacities: Pu Mux PhiMnx PhiMn/Mu NA depth Dt depth eps_t Phi ' No. kip k-ft k-ft. in in 1 89.70 20.60 209.54 10.172 6.00 20.25 0.00713 0.900 End of output I V F6 P(kip) I . 1800 I 0 : : _. I0 I fs=O.5fy I , 24 x 24 in (Pmax) (Pmax) Code: ACI 318-14 .' fs0 / \ fs0 Units: English . - fs=0.5fy1/ \fs=0.5fy Run axis: About X-axis Run option: Investigation I Slenderness: Not considered Column type: Architectural / I Bars: ASTM A615 -500 I Date: 01/30/17 Tirne' 09:54:47 ( Pmin) (Pmin) . . - ........ I . . -400 STRUCTUREPOINT - spColumn v5.10 (TM). Licensed to: Wright Engineers. License ID: 65737-1053586-4-2252E-25756 I File: untitled.col Project: I Column: ., Engineer: fc = 3 ksi ' fy = 60 ksi Ag = 576 inA2 8 #6 bars Ec = 3122 ksi Es = 29000 ksi As = 3.52 inA2 rho = 0.61% I fc = 2.55 ksi e..yt = 0.00206897 in/in Xo = 0.00 in Ix = 27648 inA4 e_u = 0.003 in/in . Yo = 0.00 in ly = 27648 inA4 I Betal =.0.85 . Min clear spacing = 7.50 in Clear cover = 3.38 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 ).5fy F7 engine ,PROJECT. LEG OL/4D - LN0:W406 1 F81 '$1R1GHT e ngine CONCRETE BEAM DESIGN DESCRIPTION: Concrete Beam above tank BEAM f (psi); 3000 b top (in): 12 shear b (in): 12 131: 0.85 PROPERTIES: Fy (ksi): 60 bbot (in): 12 top rebar (#): 5 pmin: 0.0033 (0r4/3pcatculated) Fyv (ksi): 40 cvr. top (in); 1 bot rebar (#): 5 pmax: 0.0160 h (in); 18 cvr. bat (in): 1 stirrup (#): 3 d top (in): 16.3125 No. of lines of stirrups: 2 d bat (in): 16.3125 FLEXURE: Mu (+) (kip-ft) pbot As bot (InA2) bot. reinforcing Mu (-) (kip-ft) ptOp As top (inA2) top reinforcing 57.0 0.00417 0.82 3 U 5 57.0 0.00417 0,82 3 U 5 0.0 0.00000 0.0 0 0.0 0.00000 0.0 0 0.0 0.00000 0.0 0 0.0 0.00000 0.0 0 0.0 0.00000 0.0 0 SHEAR: : 0.75 4Vc (kips): 16.08 max stirrup spacing (in): 8 4 if 0 Vs> 32.2 4Vs max (kips): 64 Vu (+) (kip) 4Vs reqd: shear stirrups 11.2 minimum ' U 3 at 8 0.0 none req'd 0.0 none reqd 0.0 none reqd 0.0 none reqd 0.0 none reqd DESIGN beam: Concrete Beam above tank SUMMARY: depth.' 18 inches width 12 inches top reinforcing: (2) #4 CONT. bottom reinforcing: (6) #10 AT MIDSPAN (EXISTING REINFORCING) (2) #10 AT ENDS shear reinforcing: #3 AT 15' O.C. AT ENDS #3 AT 40" O.C. AT MIDSPAN ?cele 8eani vZ894ax/s a'nceam Copyright WRIGHT ENGINEERS PROJECT. FN =SHCET. PROJEC EG - 4L... [No, D5 iL F1O 1 10 FT. RETAINING LEVEL BACKFILL; LEVEL TOE RIGHT e fleers SOILEOUIV.FLIZO)PCF(: 35 SPECIAL INSPECTION? (V/NJ: N Ka 0.85 SEISMIC SOIL P)ORIZ. RESULTANT FORCE (PLF): 8.0 I4'2 BASIC WIND SPEED (MPH): (10 1w: 0.87 LOCATION OF RESULTANT FROM BOTTOM (PT) 0.67 H - EXPOSURE (A.8.C.DJ: C Kz: 0.85 qS ALLOWABLE BEARING (PSF(: 2000 GOVERNS-.- WIND PRESSURE (PSF): 23.14 KzI: 1.00 qSPASSNE(ecc): 300 Cl: 1.40 p SLIDING FRICTION: 0.35 FLOOD DEPTH )IN): 0 0:0.85 SOIL WT. )PCF: 120 UNIFORM SURCHARGE PSF: 0 qz: 19.45 KA: 0.3 INCLUDE UNIFORM SURCHARGE TO RESIST SLIDING: N BAC(1PILL SLOPE I_HORIZ:l VERTI: 0 AXIAL LOAD ON WALl. (LOS): 0 R: 3 FLAT 01ST. BEFORE BACKFILl. SLOPE (IN): 0 AxiAl. LOAD 01ST. OFF WALL FACE (IN): 0 Ss: 1.123 TOE SOIl. SLOPE I .L.. HOR)Z:1 VERTI: 0 APPLIED HORIZONTAL FORCE (LOS): 0 SI : 0.432 FLAT 01ST. BEFORE TOE SLOPE (IN): 0 01ST. FROM TOP OF P0011140 TO HORIZ. FORCE (Fl): 0.00 SITE CLASS : 0 FCIPSI): 4500 LINE LOAD SURCHARGE (PLFI: 0 S.O.C. 0 rm (PSI): 1500 ((ORG. 01ST. TO LINE LOAD FROM BACK FACE (PT): 0.00 v: 0.275W - 11: 21.48 FLOOD PLuIDwE(G$T(PCF): 80 (PSF) 0.00 Fy #4 & SMALLER (KS)): 60 pMIN: 0003.4 (OR 4/3 p CALCG) pMM: 0.0233 pIDSAL: 0.0117 (TINTE I542AUCT741) I: 1.0 TTADLT 1615.1.0 Fa : 1.10 S55 : 0.82 (ULTIMATE) AUG PEACE WALL WT (PSF) 0 Fy ass LARGER ((181) : 60 pMIN: 0.0033 (OR 4/3 p CALGST( pM#x: 0.0233 pIDEAL: 0.0118 ((1 WALL: 0.825 PASSIVE DEPTH TO IGNORE (IN): 0 C 0.275W (AUCETIlS EO.I2AII C.: 0.030W)MIN.( . EISCR1-0510.I14.I..2) HT (11) ((IN) d (IN) VERT. DEBAR AS )IN2W1) Ep K j 2 I jk CLR B) RETAININOWALL 10.00 .2 I.) b. It C 0 U 'TOTAL SOIL MT. 10.00 SOIL FACE VERT REBAR COVER iIN): 2 CASE 1: SOIL 'WIND • SOIL FACE REBAR FRONT PACE REBAR WALL . HEIGHT (rho) V As REICO VERY. REBAR ((GAIL REBAR VERT. REaM ((OIlS. DEBAR LOCATION (PT) VU (K) Mu)x.PT) IWALL(IN) d(IN) (ph()VC(a) REDO (IWDET) (IN.VEC.( )INIO.C.} (IN/O.C,( (EEOC.) Z TOP 10.0 0.0 0.0 12.00 9.69 11.7 OK 0.0006 OK 0.09 #5 @18 #5 @18 05018 1115 @18 ci .750H .7.5 0.2 0.1 12.00 9.69 11.7 OK 0.0006 ox 0.09 #5 @18 #5 IS #5 @18 #5 © 18 cm .500H 5.0 0.7 1.2 12.00 9.69 11.7 ox 0.0006 OK 0.09 #5 @18 #5 @18 #5 © 18 #5 @ 18 .250H 2.5 1.6 39 12.00 9.69 11.7 ox 0.0011 ox 0.12 #5 @18 #5 @18 #5 @18 #5 @18 BASE 0 2.8 9.3 12.00 9.69 117 ox 0.0026 01< 0.30 #5 @9 #5 @18 #5 @18 #5 (p 18 ID WALL BASE KEY (MIN FOR SHEAR (IN): 5.3 CC CASE): SOIL SEISMIC WALL HEIGHT (rho) V As REOD . LOCATION (PT) Vu (K) Mu (K-FT) (WALL ((N) d (IN) (phi) VC (K) REDO (IN'lAT) TOP 10.0 0.0 0.0 12.00 9.69 11.7 OIl 0.0006 01< 0.09 0.75 7.5 0.2 0.2 12.00 9.69 11.7 OK 0.0006 ox 0.09 0.5 5.0 0.9 1.8 12.00 9.69 11.7 OK 0.0005 OK 0.09 0.25 2.5 2.0 6.2 12.00 9.69 11.7 ox 0.0017 OK 0.20 EAse 0 3.6 14.7 12.00 9.69 11.7 OK 0.0034 OK 0.39 WALL BASE KEY LMUI FOR SHEAR (IN): 8.0 FOOTING 8 WIDTH (FT): 9.00 (PH): 18.0 105(1(1): 98.00 KEYEEPTh)Iw): 0 B.O.F. EMOEOMENT)Il1) 18.00 16 (IIlN;oaAEsARacHoaMe(IN): 12.3 SOIL ABOVE TOE ))N): 0 KEY 'MOTH (IN) 0 KEY oIs1. FROM TOE )m): 0.00 0) As a Mu 0 M Vu +Vc .12 (IN'2IFT) (IN) IK.ETWT( (K.PT(FT( ((OFT) (lOFT) SEN. REINFORCING TOE 0.41 0.53 14.69 26.54 OK 0.00 17.7 ox 1115 @ 9 O.C. TRANS. 001 HEEL 0.00 0.00 0.01 < 2.04 OK 0.00 19.3 01< #0© 0"o.c. NONEREOD KEY 0.00 0.00 0.00 0.00 Ox 0.00 0.0 OK #0© 0"o.c. NONEREO1O SOIL SOIL ILW)ND SOIL * SEISMIC SOIL TOCUIITRRIYIVII: 0.81 0.81 3.13 0 IC)' SECTION WToTALIKIFT(: 353 3.53 3.53 (8) '1001K U€C).C(( MOT)I<.FTIFT): 8.87 8.87 17.02 1)) BCTTCISECITH MRK.FTIFT) 21.86 21.86 21.86 ARIAL LCADQIUALL. F.S.OT:248 ox 2.46 OK 1.28 ox Cs) /411/.L LOAD 0151. DFFI.C4 EA -- . (IT/ILL FSUDE(I.BIFI(: 2314 2314 3372 I () ..'PlXDITJC5.IITI.FGACX F()LBFT): 1234 - 1234 1641 r FSGI -OP FPILEIPT): 338 338 F.S. SLIDING: 0.68 N 0.08 NO 0.62 (40 L C) DEPT.' qMUx)PsF(: 379 0(1 379 OK 1487 OK 1 1)) IN) FLOOD I.4ERLt,E qUIlT) (PSF(: 0 0 0 L:1::._ FLA 0 51. EIT C bLOFf Cit) T HE B4CW L FveE 1 Lo: 1I!j!!g2: Fl 10 FT. RETAINING ORI GHT - LEVEL BACKFlLL LEVEL TOE e n g I ñ e e r s SOIL EOUIV. FLUID )PCF): 62.4 SPECIALINSFECTION?IY/F4): N Kd: 0.85 SEISMIC SOIL HORIZ. RESULTANT FORCE (PLF): 8.0 H2 BASIC WINO SPEED (MPH): 110 1w: 0.87 LOCATION OF RESULTANT FROM ROTTOM)FT): 0.671 . . EXPOSURE (A.0,C,D1: C Kz: 0.85 qs ALLOWABLE BEARING (psF): 2000 GOVERNS-' WINO PRESSURE (PSF): 23.14 Ks): 1.00 SMALLER (KSI): 60 LARGER QSPASSIVE)PCF): 300 Ct: 1.40 PlAIN: 0.0034 (1<5)): 60 pMLN: 0.003351 u SLIDING FRICTION: 0.35 FLOOD DEPTH (IN): 0 G: 0.85 (OR 4/3 p CALCO( (OR 4/3 p CALCO) SOIL WT. (PEP): 120 UNIFORM SURCHARGE (P271: 0 qz: 19.45 PMAA: 0.0233 pMM: 0.02334e KR: 0.3 INCLUDE UNIFORM SURCHARGE TO RESIST SLIDING: N PIDEAL: 0.0117 pIDEAl.: 0.01167 BAC1<FII.L SLOPE (_I)OR(Z:IVER1]: 0 AXIAL LOAD o? WALL (LRS): 0 R: 3 (AINEI5.41WCEiPE FLAT 01ST. BEFORE BACKFILL SLOPE (IN(: 0 AXIAL LOAD 01ST. OFF WALL FACE (IN): 0 Ss: 1.123 TOE SOIL SLOPE I_HORIZ:1 VE(Nfl: 0 . . APPLIED HORIZONTAL PORCE)LRS): 0 SI: 0.432 I: 1.0 FLAT DISI. BEFORE TOE SLOPE (IN): 0 01ST. FROM TOP OF FOOTING TO HORIS. FORCE (Fl) 0.00 SITE CLASS : D IINWE 'RIII.II Fa: 110 fc(psI(: 4500 LINE LOAD SURCHARGE )PLF): 0 SOC.: 0 Sos: 0.82 I'm (PIN): 1500 HORIC 01ST. TO LINE LOAD FROM RACK FACE (Fl): 0.00 v: 0.275 W CIRTIIMTKI •VO FElICE WAIL WT (PSP) 0 n: 21.48 FLOOD FLUID WEIGHT (PCF): 0 (pSp(: 0.00 PI WALL: 0.825 . PASSIVE DEPTH TO IGNORE )IN(: 0 6.: 0275W MUM EO 120.2) 6. 0.030W (MIN.) I05CE045 £0. 150.1.41 HI )FT) I (IN) d (IN) VERT. RERAN As (IN2IFT) p nP k j 2/1k CLR cy RETAINING WALL 10.00 ci 2 TOIAL SOIL MT. 1000 SOIL FACE PERT RERAN COVEN (IN): 3 CASE I: $011. WIND SOIL PACE RERAN FRONT FACE REBAR WALL HEIGHT (rho)v ASREOD VERT.REBHR HORIZ.REBPR VERI.RERAR HORILRERAR 5 LOCATION (PT) Vu (II) MU)K.FTJ (WALL (IN) d(IN) (ph)) VC (x( ROOD IIN'21PT) (IN/D.C.) )IN/OC.( (INFO C.( (INlO.C.) Z TOP 10.0 0.0 0.0 15.00 11.63 14.0 01< 0.0008 ox 0.14 #8 @18 #5 @18 #5 © 18 05 @58 16 .750(1 7.5 0.3 0.3 15.00 11.63 14.0 Ox 0.0008 OK 014 #8 @18 1115 @18 #5 @ 18 #5 @18 .500(1 5.0 1.2 2.1 15.00 11.63 14.0 OK 0.0008 OK 0.14 #6 @18 #5 @ 18 #5 @18 #5 @18 .250(1 2.5 2.8 7.0 15.00 11.53 14.0 01< 0.0013 OK 0.19 #8 @18 #5 @18 #5 @18 #5 @18 BASE 0 5.0 18.6 15.00 11.63 14.0 ox 0.0032 OK 0.44 #6 @11 #5 @18 #5 @18 #5 @18 WA!.). BASE (<OF (YIN FOR SHEAR (IN): 7.1 CASE?: SOIL. SEISMIC C WALL HEIGHT . (rho) v As REQO .2 LOCATION (FT) Vu (K) Mu (K-FT) (WALL (IN) d ((N) (ph)) Vc (K) REOD (IN'sAr) 79 TOP 10.0 0.0 0.0 15.00 11.63 14.0 OK 0.0008 01< 0.14 0.75 . 7.5 0.4 0.3 15.00 11.83 14.0 Ox 0.0008 0111 0.14 cm 0.5 5.0 1.4 2.8 15.00 11.63 14.0 Ox 0.0008 0(11 0.14 0.25 2.5 . 3.3 9.3 15.00 11.63 14.0 OK 0.0018 Ox 0.25 CL BASE 0 5.8 22.0 15.00 11.63 14.0 ox • 0.0034 01< 0.47 WALL BASE KEY IMIN FOR SHEAR (IN): 7.8 2 FOOTING WIDTH(FT(: 11.00 ((IN) 18.0 105)1/I): 9303 KEY DEPTH (94: 0 S.O.F. EMBEDMENT (111): 18.00 a) (loll EGO) RERAO INICH0000E (IN): 13.9 505, ABOVE TOE (N): 0 KEY WiDTH (IN): (I KEY 131ST. FROM 105 (II): 0.00 AS a Mu $Mn Vu +VC .12 (IN2IYT) (IN) )KFTIFT) (K-FTIFT( )KWT( (lOFT) MI/I. REINFORCING TOE 0.37 0.48 . 18.47 23.93 ou< 6.00 17.7 OK 8 5 @ 10 ' D.C. TRANS. ROT HEEL 0.00 0.00 3.75 0.00 HG 3.63 19.3 OK #0 @ 0 D.C. TRANS. TOP KEY 000 0.00 0.00 0.00 OK 0.00 0.0 OK #0 @ 0° D.C. NONE REDO SOIL 505. • WiND SOIL + SEISMIC SOIL ECCESIRICIVIEI): -0.06 0.06 1.15 . m ?OPSECTERI WTOTAL)KJFT): 6.75 6.75 8.75 Q:) ISOOLS SECI.cN 15.62 15.82 23.97 ® () OOITISIOZCIIOI MR(K.P1nr): 53.32 53.32 53.32 .. . I (() ASIA. LCADONI4TL!. F.S.or: 33 OK 3.37 OK 2.22 ox - _.::( () A! LIOADOIMQ°IV.CE CF FSUDE)LRJPT): 4126 4126 - 5184 <I ......J a.... .......... FALL F)LICYr) 2363 2363 3142 FP)LRIFTT: 338 335 449 0 CDI FORCE GIN /ASS 'N ICP OF LAL'- F.S. SLINING 0.65 NO 0.65 HG 0.69 . . ((I) FLOOD GOFIW qMM)PsF): 370 01< 370 OK 774 OK (5) FLOOD SA'ER LEA qMiN)PSn: 407 407 0 CPIAi0IST.DETCPE SA ClEF.LL SLOPE (D IESCS No: 11 1 R F121 5 FT. RETAINING ay)RIG HT eLEVEL BACKFILL; LEVEL TOE; SURCHARGE; SPECIAL n g I h e e r $ INSPECTION SOIL EOUIV. FLUID (PCF): 35 . SPECIAL INSPECTION? (YIN): Y Kr): 0.85 SEISMIC SOIL HOWE. RESULTANT FORCE (NJ) 10.0 H12 BASIC WIND SPEED MPH): 110 (w: 0.87 LOCATION OF RESULTANT F ROM BOTTOM (FT(: 0.60 H . EXPOSURE (A.R.C.DJ: C <c: 0.85 FyBI4E SMALLER Fy 155 LARGER qs ALLOWABLE BEARING (PSF(: 2660 GOVERNS- WIND PRESSURE )PSF( 23.14 I<I: 1.00 ((<SI): 60 (1<51) 60 qSPASNVE(PCFI: 300 Cl: 1.40 PMIN: 0.0033 pMIN: 0.00333 II SLIDING FRICTION: 0.35 PLOOD DEPTH ((NJ: 0 G: 0.85 (OR 413 p CALCD( (OR 413 p CALCG) SOILWT.(PCfl: 120 UNIFORM SURCHARGE (PSF(: 100 qo: 19.45 PPMX: 0.0160 pMM: 0.01603E Ks: 0.3 INCLUDE UNIFORM SURCHARGE TO RESIST SlIDiNG: N pIDEAL 0.0080 pIDEAL: 000801€ BACNIFIU. SLOPE(_ HORIZ:I VERTJ: 0 AXIAL LOAD ON WALL (LOS): 1000 R: 3 (TEEN 'SAl ASCBS.OTI FLAT 01ST. BEFORE BACKFILL SLOPE (IN): 0 o AXIAL LOAD 01ST. OFF WALL FACE (IN): 0 Ss: 1.123 TOE SOIL SLOPEI_HOR(L1 VERI): 0 . . APPLIED HORIZONTAL FORCE (LRS(: 0 SI : 0.432 I: 1.0 FLAT 01ST. BEFORE TOE SLOPE (IN): 0 01ST. FROM TOP OF FOOTING TO HORIz. FORCE (PT) 0.00 SITE CLASS : 0 (TARN 16.5.1 II Fa: 1.00 fc(PSx: 3000 LINE LOAD SURCIIARGE(PLF): 0 S.D.C. 0 . SRA: 0.75 Fm (PSI): 1500 HORIZ, DIET. TO LINE LOAD FROM BACK FACE (FT): 0.00 v: 0.250 W PAScATlI AVG FENCE WALL INS (PSP) Q - n: 21.46 FLOOD FLUID WEIGHT IPCF(: 0 (PSF): 0.00 (ii WALL: 0.85 - PASSIVE DEPTH TO IGNORE (IN): 0 C. 0250W (ASCESAN (0.2.5.51 C.: 0.030W(MIN.( IASCF1AN EQ. I54'.R d HI (FT( ((IN) (IN) VERY. RERAN As (IN'SIFT) p flJA k J 2 ljk CLR 0.00 5.625 2.81 E - RETAINING WALL 8.00 8 TOTAL SOIL Hr. 8.00 SOIL FACE VERT REBAR COVER (IN): 3 IV • CASE I: SOIL. WIND SOIL FACE RERAN FRONT FACE RERAN - WALL HEIGHT (rho) v AS REGO VERY. RERAN HOWL REBAR VENT. RERAN HORIZ. RERAN IV LOCATION (PT) Vu (xi Mu (KIT) I WALL (IN) (((IN) (phi) VC (K) - REOD . (I112IFTI (MC.) (INIO.C.( (INIO.C.( (INbO.C.) Z TOP 6.0 0.0 0.0 8.00 4.69 4.6 OK 0.0006 OK 0.06 #5 ©18 05 @18 #5 @18 #5 @18 .750H 4.6 0.1 0.1 8.00 4.69 - 4.6 OK 0.0006 ox 0.06 #5 @ 18 #5 @18 #5 © 18 #5 @18 SOON 3.0 0.4 0.5 8.00 4.69 4.6 ox 0.0006 OX 0.06 #5 @18 #5 @18 #5 @18 05 @18 .250H 1.5 0.8 1.3 8.00 4.69 4.6 OK 0.0015 ox 0.09 #5 @18 #5 @18 as @ lB #5 @18 BASE 0 1.3 2.9 8.00 4.69 4.6 Ox 0.0033 OK 0.19 #5 @17 #5 @18 #5 @18 #5 @18 WALL BASE KEY INN FOR SHEAR (IN): 4.3 CC CASE 2: SOIL * SEISMIC 2. C WALL HEIGHT (rho) v AS REaD . LOCATION (PT) Vu (K) Mu (K-FT) I WALL (IN) ((((N) (phi) Vc (K) REDO (IN-2/FT) TOP 6.0 0.0 0.0 8.00 4.69- 4.6 OE 0.0006 Ox 0.06 0.75 4.5 0.2 0.1 8.00 4.69 4.6 ox 0.0006 OK 0.06 Ell 0.5 3.0 0.5 0.6 8.00 4.69 4.6 ox 00007 ox 0.06 0.25 1.5 1.0 1.9 8.00 4.69 4.6 OK 0.0022 OK 0.12 BASE 0 1.7 4.2 8.00 4.69 4.6 OK 0.0037 ox 0.21 WALL BASE KEY IMIN FOR SHEAR (IN): 4.7 'N FOOTING 3 WIDTH (PTI: 6.00 I (IN): 18.0 TOE (IN): 6.00 KEY DEPTH (IN): 0 G.O.P. EMBEDMENT (IN): 30.00 (oR FOR RERAN ANCHORAGE (IN): 14.1 SOIL ABOVE TOE (IN): 12 KEY WIDTH) (IN): 0 KEY 01ST, FROM TOE (IN): 0.00 AS a Mu +Mn Vu . 4 V )IN'iff TI (IN) )K-FTcT( )K.FTIFT) (K/PT) (K/PT) MIS. REINFORCING TOE 0.31 0.60 0.00 • 19.88 , ox 2.71 14.5 OK #5 @ 12 D.C. NONE REOD HEEL 0.31 0.60 4.18 21.24 OK 1.31 15.5 Ox #6@ 12 OC. TRANS. TOP KEY 0.31 0.60 0.00 0.00 OK 0.00 * 0.0 OR #6 @ 12 0G. NONE ROOD SOIL SOIL • WIND SOIL * SEISMIC SOIL IOCENTAICTY(FT) 0.87 0.87 1.33 (I) Id' SECTION W1oTsL((QFT(: 5.55 5.55 5.55 . )-\ 1TD2(* NIC1Ox MoT)x.PTIFT(: 3.30 3.30 5.84 .• (N) 0011C,STCCN MR)K.FTIFT): 12.34 12.34 12.34 . ................ J () (i.) ABUt LOAD CNW.tLI. F.S.OT 373 OK 373 ox 211 Ox _ (0 '151. 0 JI> FSLIDE(LBIPTI: 1209 1209 1772 I (IT YL) ICE1DiIAL iCNCS FLBlFT): 1941 - 1941 2581 FPp.R/Fl): 938 938 1247 I (1) -CVI FORCE :)sr,ACE 'IN?' cc F.S. SLIDING: 2.38 Ox 2.38 OK 2.16 ox (. FLOOD EPTN MAX (POP): 2044 on 2044 ox 2928 Ox (N) FLOOD i'.EN LW qMIN(PSF(: 0 0 0 c:?) Ftxlc:ul DEYCWP..TC..LAtdPT j.) EFACT PROJECT: PROJECT PROJECT No: PROJECT NO. LOCATION: LOCATION, JURISDICTION . CLIENT: CLEINT d CbMMO INT.WI.*(*CONCrRII AW12J . Copyn0liIWWGHT ENGINEERS tiROJEC1: NO; ,2Wi7 0)125 11: Mu PROJECT: LOLM RIGHT engines Project: Gravity Location: HSS Tube Beam Multi-Loaded Multi-Span Beam (2015 International Building Code(AISC 14th Ed ASD)) HSS 12 x 8 x 114 x 8.0 FT IASTM A500-GR.B46 Section Adequate By: 302.8% Controlling Factor: Moment DEELECTIONS Centet Live Load 0.00 IN Lllnfinity Dead Load 0.03 in Total Load 0.03 IN LJ2870 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L1240 REACTIONS Live Load 0 lb 0 lb Dead Load 4891 lb 4891 lb Total Load 4891 lb 4891 lb Bearing Length 0.69 in 0.69 in BEAM DATA Center Span Length 8 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 8 It STEEL PROPERTIES HSS 12 x 8 x 1/4 -A500-GR.B-46 Properties: - Steel Yield Strength: Fy = - 46 ksi Modulus of Elasticity: E = 29000 ksi Tube Steel Section (X Axis): dx = 12 in Tube Steel Section (V Axis): dy = 8 In Tube Steel Wail Thickness: t = 0.233 in Area: - A = 8.96 in2 Moment of Inertia (X Axis): lx = 184 in4 Section Modulus (X Axis): Sx = 30.6 in3 Plastic Section Modulus (X Axis): Zx = 36.6 in3 Plastic Section Modulus (V Axis): Zy = 27.8 in3 Design Properties per AISC 14th Edition Steel Manual: Flange Buckling Ratio: FBR 31.33 Allowable Flange Buckling Ratio: AFBR 28.12 Allowable Flange Buckling Ratio non-compact: AFBR_NC = 35.15 Web Buckling Ratio: WBR = 48.5 Allowable Web Buckling Ratio for Eqn. F7-5: AWBR 60.76 Nominal Flexural Strength wl Safety Factor: Mn = 77742 ft-lb Controlling Equation: F7-2 Web height to thickness ratio: h/tw = 48.5 lb Limiting height to thickness ratio for eqn. G2-2: h/tw-limit = 56.24 Cv Factor: Cv = Controlling Equation: . 62.2 Nominal Shear Strength WI safety factor: Vn = 96899 I Controlling Moment: 19302 ft-lb 4.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 4891 lb I At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s Comparisons with required sections: Reqj Provided I Moment of Inertia (deflection): 15.39 in4 184 1n4 Moment: -19302'ft-lb 77742 ft-lb Shear: 4891 lb 96899 lb I I page Wright Engineers rDanA 7426 Peak Dr Las Vegas, NV 89128-9011 J StruCalc Version 9.0.2.5 3/20/2017 11:21:37 AM UNIFORM LOADS Center Uniform Live Load 0 plf Uniform Dead Load 0 plf Beam Self Weight 33 pit Total Uniform Load 33 plf POINT LOADS - CENTER SPAN Load Number One Live Load 0 lb Dead Load 9520 lb Location 4 It M3 RI GHT engine I V tJ jD9-- I . . . . .i .. I H I I I I I I I I I . . H' I I I [No: 1 M51 Proji: Gravity Loc: Crane Rail Mtil ded Multi-Span Beam '.rnational Building C de(AISC 14th Ed ASD) [20'' A99: W21 x55 x 28.5 FT (14 + 9.5 + 5) Sect Adequate By: 57.4% Coup ig Factor: Moment r IiQt4 L11 Cente Bight T.0.00 IN 2L/Infinity 0.00 IN L/lnfiiiity 0.00 IN 21-liiifinit I D ad 0.83 in -0.04 in 0.06 in 0.83 IN 21J406 -0.04 IN L/2598 0.06 IN 2L11986 I 1id L l Deflection Criteria: L1360. Total Load Dcttcction Criteria: U240 ri )11 A . - ILi d 0 l 0 l I I) ad 26263 lb -14696 lb I 1 d 26263 lb -14696 lb I 1' .5 F.S) 0 lb .14696 lb [I . .ength 1.02 in 0.00 in I' ri Left Center Bight - )th •14 it 9.5 it 5 it I Length-Top 0 it 0 it 0 it I Length-Bottom 14 it 9.5 it 5 it $ ROPERTIES - . A992-50 I ...s: Fy= 50 ks: of Elasticity: E = 29000 ks d= 20.8 in 'ckness: tw = 0.38 in 'fidlh: I bl = 8.22 in 1ckness: ft = .0.52 in to Web Toe of Fillet: k = 1.02 in of Inertia About X-X Axis: Ix - 1140 in.1 oduIus About XX Axis: • I Sx 110 ii 'lion Modulus About X-X Axis: Z 126 ir .pertles per AIS'C 14th Edition Steel MiiivaI: ickling Ratio: FBR = 7.87 Flange Buckling Ratio: I AFI3R = 9.15 "a Ratio: WBR = 50.03 'web Buckling Ratio: AWIIR = 90.55 Unbraced Length: Lb = 14 II braced Length - I ral-torsional buckling: Lp 6.11 ft i. F2-2: . Li = 17.38 ft W/ safety factor: Mn 228774 it Ii I Strength iuiq Equation: F2-2 ui.':kness ratio: h/tw 50.03 thickness ratio for eqn. G2-2: hltw.Iimit =531.95 2 I mg Equualion: G2- Cv- :1 ar Slrength W/ safety factor: Vii It' I 'miut: -1 i$390 ft-lb I span 1 (Left Span) ug all dead loads and live loads' in span(s) I. 2, 3 15403 lb I t r' :'in 2 (Center Span) all dead loads and live loads oui span(s s v. u required sections: Eupvicf I •tlection): 674.3.1 'I 11,10 1n4 -145390 t:.tb 228711 It-lb 15493 I:, 11D PROJECT; DanA I U Wright Engineers , 0 g r s 7425 Peak Or of Of Las Vegas, NV 89128-9011 I StruCalc Version 9.0.2.5 3/10/2017 10:27:38 AM LlFORM LOADS Li1 Center Bi91It Uniform Live Load 0 plf 0 p11 0 plf Uniform Dead Load 0 p11 0 p11 0 p11 Beam Self Weight 55 p11 55 p11 55 p11 Total Uniform Load 55 p11 55 p11 55 p11 POINT LOADS - LEFT SPAN Load Number One Live Load 0 lb toad Load 10000 lb Location 0 it [No: SHEET- 11I6 Pro); Loc:: Mill: [201 A96: Sec.: Con DI Li IF 8' I, Ii I I. I I Da nA A!RIGIfF Wright Engineers en g 4 7425 Peak Dr of : Las Vegas, NV 89128-9011 StruCalc Version 9.0.2.5 3/13/2017 10:41:01 AM 6: ::IORM LOADS Center LJ;i.!orm Live Load 0 plf lii:i'arrn Dead Load 0 p11 6. Ii Self Weight 35 p11 Uniform Load 35 plf xNT LOADS -CENTER SPAN Load Number One TWO Load 0 lb 0 lb I Load 26263 lb 26263 lb :11011 28 24 ft * Crane Support led Multi-Span :iw rnational Build; Code(AISC 14th Ed AS .V1 2x35 x 26.0 1,. . . - :lequate By: 34. -.j Factor: Deflec :1 "TIONS 0.00 iilnlinify id 0.96. .d 0.96 Deflection C .. ;J33 Total Load I :eclin Criteria: Li: 01b id 2671.7(`1718 lb 2671 26/18 lb ..ength 0.8; . 6.32 in TA All . .: nrigth-rcr cngth.Bolt 20 If - rppERTlE . A992-50 .r. 50 Efastici!; F 29000 0 12.5 0.3 i bi 6.56 I: :ness: .. If ., . 0.52 o Web Ton : . k 0.82 'f Inertia A! :,f: lx 285 :i11j11J5/\) 45.6 ion Mot: : X-X Axis: 7 51.2 rtios i . . : ::i Edition Steel I = 6.31 oge B. : :::lio. 1 R Rativ V. = 36.2 .b Bui: A. II = 90.5f )nbrac ti. C raced . il-lor I 5 ur;i ty factor: 12776 il I - . .tio for eqn. 02-2:1 rn1! = 531 ( r S- k.. 7500 n 2 (Center Span - ::.ds and live to: :or Span) and live Ion :n span(s .:i0nS [icn . 2iQY'd 211.3! 5548.: . ' 127745 2671 75000, ,No: =M7 Non-C.ô:flStra in,, U Oaisso.n Lateral Bearing Calculation '(DESIGN EQUATIONS PERII3'; SECTION 180.7M L6cA:n0N::.4E. Cantitéver Columns P(K): 5.22, hi5 ,i: 1.13M qlàt (') 300 TOLERATE-1/2" MOVEMENT? iN)` .y :(p;.iir): 1708 A 2.81 MIN EM6EOMN1 r 6.5;f A 1/$$ONy2OO8,O2-9yj AOi' CcNsra4/A'E,o Cpyrç1hI WRIGHT 4"INFERS PROJECT..ti1opJc) — JD No: - No: MRIGHT en 9 flee r DESIGN SEISMIC LOADS ;:;CE 7-10 SI ;TION I:....EQUIVALE;I [LATERAL FORCE PROCEDURE SITE CLASS : D IlISK (:1" [GORY : II SITE SPECIFIC R: 1.3 IE: 1.00 SOS : 0.787 Ct: 0.02 Ss: 1.123 SDI : 0.452 x: 0.75 Si : 0.132 SEISMIC DESIGN CAT: D Ta(sEc): 0.1 Fa :1.051 C : 0.629 IL (SEC): 8.0 Fv: 1.68 C5 MM: 0.035 C5 ,x: 2.991 DESIGN BASE SHEAR. v: 0.629W PRIMARY SYSTEM DIAPHRAGMS V (K) : i:'.59 MIN (12.10.1.1): 0.157W k: 1 . MAX: 0.315W VI. IiT. DISTRIBLI I ION, Fx . DIAPHRAGM, Fp LEVEL WEIGHT (K) ELI :v.(FT) I..N( () ASD 12.10.1.1 GOVERINGFp FplFx ROOF 20.0 1.0 . 0.62:: WX 0.450Wx . 0.629W 0.315W 0.50 . . . CONNECTIONS . LRFD ASD ASCE7.10SECTION 12.1.3 Fp: 0.105Wp 0.075 Wp ARCHITECTURAL, MECHANICAL & ELCCTRICAL COh NENT ANCHORAGE ASCE 7-10 CI IA '111113 Fp (EQ. 13.3.1) Ip(13.1.3):l.0 Rp Z(FT) LRFD ASD MAX (EQ. 13.3.2): 1.25( Wp. 1 2.5 11.00 0.378 Wp 0.270 Wp MIN (EQ. 13.3-3): 0,23 Wp 1.. 2.5 9.63 0.346 Wp 0.247 Wp 1:. 2.5 8.25 0.315 Wp 0.225 Wp 1 2.5 6.88 0.283 Wp 0.202 Wp 2.5 5.50 0.252 Wp 0.180Wp 2.5 4.13 0.236 Wp 0.169Wp 1.. 2.5 2.75 0.236 Wp 0.169 Wp 1. 2.5 1.38 0.236 Wp 0.169Wp F J.:eboSeismic.xtsS :..nicIIiC Copy, WRIGII1 I NGINEERS LPROJECI: Lio:1 v2007. .03 SHEET-m9 I . I , 0 0 0. 0. C I I 30 in diam. Code: ACI 318-14 Units: English I Run axis: About X-axis I Run option: Investigation Slenderness: Not considered Column type: Architectural Bars: ASTM'A615 Date: 03/10/17 1 Time: 11:48:25 I _P (kip) fs=( IM 5fy ii - STRUCTUREPOINT - spColumn v5.10 (TM). Licensed to: Wright Engineers. License ID: 65737-1053586-4-2252E-25756 File: untitled.col Project: Column: Engineer: f'c3ksi fy =.60 ksi Ag=706.858in'2 6#6bars I Ec = 3122 ksi Es = 29000 ksi As 264 inA2 rho = 0.37% fc = 2.55 ksi e_yt = 0.00206897 in/in Xo = 0.00 in lx = 39760.8 inA4 l e_u = 0.003 in/in Va 0.00 in ly = 39760.8 inA4 Betal = 0.85 Min clear spacing 10.50 in Clear cover = 3.38 in Confinement: Tied phi(a) = 0.8, phi(b) =0.9, phi(c) = 0.65 Mb STRUCTUREPOINT - spColumn v5.10 (TM) to: Wright Engineers. License ID: 65737-1053586-4-2252E-25756 I Licensed untitled. col General Information: I File Name: untitled.col Project: Column: Engineer: I Code: ACI 318-14 Units: English Run Option: Investigation Slenderness: Not considered Run Axis: X-axis Column Type: Architectural I Material Properties: Concrete: Standard Steel: Standard f'c = 3 kSi. fy = 60 ksi EC = 3122.02 ksi Es = 29000 ksi I fc = 2.55 ksi Epsyt = 0.00206897 in/in Epsu = 0.003 in/in Betal = 0.85 l Section: Circular: Diameter = 30 in Gross section area, Ag = 706.858 in2 I Ix = 39760.8 in4 ly = 39760.8 in4 rx = 7.5 in ry = •7.5 in VXo = Gin Yo= 0 i I Reinforcement: Bar Set: ASTM A615 Size Diam (in) Area (in2) Size Diam (in) Area (in"2) Size Diam (in) Area (in'2) I It 3 0.38 0.11 0 4 #--6 0.75 0.44 II 7 0.50 0.20 II 5 0.63 0.88 0.60 #--8 1.00 0.31 0.79 II 9 1.13 1.00 4 10 1.27 1.27 4 11 1.41 1.56 0 14 1.69 2.25 4 18 2.26 4.00 I Confinement: Tied; 113 ties with #10 bars, 114 with larger bats. phi(a) ='0.8, phi(b) 0.9, phi(c) = 0.65. Layout: circular I Pattern: All Sides Equal (Cover to transverse reinforcement) Total steel area: As = 2.64 in"2 at rho = 0.37% (Mote: rho < 0.50%) Minimum clear spacing = 10.50 in I 6 #6 Cover = 3 in Factored Loads and Moments with Corresponding Capacities: Pu Mux PhiMnx PhiMn/Mu NA depth Dt depth eps_t Phi I No. kip k-ft k-ft in in 1 6.00 81.80 129.64 1.585 7.00 26.25 0.00826 0.900 *** End of output ** 1' Page 2 03/10/17 11:47 AM Mu STRUCTUREPOINT - spColumn v5.10 (TM) I Licensed to: Wright Engineers. License ID: 65737-1053586-4-2252E-25756 untitled.col Page 1 03/10/17 11:47 AM I I. I I , I 000000 0 00 00 - 00 00000 000000 00 00000 00 00 00 0 0000000000 0 00000 00 0 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 -00 000000 00 00 00 00 00 00 00 00 00 00 00 0 00 00 00 00 00 00 00 0 00 00 00 00 00 00 00 00000 00 000000 00000 000 00000 0 00 00 00 00 00 (TM) -------------------------- spColumn v5.10 (TM) Computer program for the Strength Design of Reinforced Concrete Sections Copyright © 1988-2016, STRUCTUREPOINT, LLC. All rights reserved -------------------------- Licensee stated above acknowledges that STRUCTUREPOINT (SP) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the spColumn computer program. Furthermore, STRUCTUREPOINT neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the spColumn program. Although STRUCTUREPOINT has endeavored to produce spColumn error, free the program is not and cannot be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensee's. Accordingly, STRUCTUREPOINT disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the spColumn program. M12 RIGHT engineers 4 LNO 1 I [ 43 1 _____I 4 Leighton and Associates, Inc A LEIGHTON GROUP COMPANY April 4, 2017 Project No. 10075.017 Merlin Entertainment Group/US Holding, Inc. C/o LEGOLAND California, LLC C4t One Lego Drive lI1%lfr Carlsbad, California 92008 i? 20 4J Yi- 2o,, Attention: Mr. Chris Brzezicki Subject: Geotechnical Review-of Foundation Plans Proposed JD 18 Project, LEGOLAND Theme Park One Lego Drivei Carlsbad, California 92008 References: Ethos Architecture, 2017, Foundation Plans, LEGOLAND JO 18, One LEGOLAND Drive, Carlsbad, California, Sheets SO.1, SO.2, SO.3, SO.4, SO.5, SI.1, SI.2, SI.3,S4.1, S4.2, and S4.3, dated March 23, 2017. Leighton and Associates, 2016, Geotechnical Update Report, Proposed JO 18 Project, LEGOLAND Theme Park, Carlsbad, California, PJN 10075.017, dated August 31, 2016. In accordance with your request, we have reviewed the foundation plans, referenced above, for the proposed JO 18 at Legoland Theme Park, Carlsbad, California. Our review was performed to identify potential conflicts with the referenced geotechnical recommendations. Based on, our review, we are of the opinion that the plans were prepared in general conformance with the intent of the referenced geotechnical document. C2AAor1oo1C 3934 Murphy Canyon Road, Suite B205 • San Diego, CA 92123-4425 858.292.8030 • Fax 858.292.0771 • www.leightongroup.com 10075.017 If you have any questions regarding our recommendations, please contact this office. We appreciate this opportunity to be of service. Respectfully submitted, . LEIGHTON AND ASSOCIATES, INC. William D. Olson, RCE, 45283 Associate. Engineer . Distribution: Email Only :4 -2- Leighton JD18 Chemical Inventory - 04-20-2017 Common name Chemical name Stock Concentration Qty Stored CAS Material Form Room stored Hazard Class Justification FL-18, Acetone Acetone 500 ml. 100% 500 ML 67-64-1 L LAB IRR,OHH Treatment 10043-52-4 14319 Pjptasla-x 1/2 bottle (415 mLlbottle) N/A I bottle 1310-73-2 L LAB H315 Treatment 4316 H319 Bay oltrazuril I bottle (200 ml.) 50mg/L 200mL 69004-03-1 H361 H373 102-71-6 L LAB H423 Treatment P305 3 bottles (20moftle) 22,7mglml 40mL total - - P351 P338 Baytril (In)) Enflo..dn 9310660 6 L LAB Treatment P351 1 bottle (100 ml.) 100 mg/ml 50mL to tel - - 93106 60 6 S LAB P338 Treatment 05 05 P351 2 bottles (100 tablets/bottle) 22.7 mg 100 tablets 93106-60-6 S LAB P338 Treatment Baytrtl (Tablets) Enrofloxacln 50 tablets 68 mg 50 tablets P351 93106-60-6 L LAB P338 Treatment Chloramphenlool (In)) Chlcramphenicol Sodium Succlnate ig 100mg/mL Ig P310 982-57-0 S LAB H351 Treatment Chloroquln Chloroqulne phosphate 1 kg 100% 50g H360 50-63-S S LAB H373 Treatment Coppersafe-Mardel Copper 2 x gal bottle, 2*4 fi OZ 100% 0.5 gallons H320 bottles 7440-50-8 L LAB H290 Treatment Copper (II) sulfate pentahydrat Copper (II) sulfate pentahydrate 499g -99% 2009 H320 7758-99-8 L LAB H290 Treatment 14315 Cupramlne . Buffered Active Copper 3 x 500 mL bottle N/A - 500mL. - 14320 7758.98,7 L ILAB H290 Treatment 14302 - Dexlum-Sp Dexamethasone Sodium Phosphate 2 x 100 ml.bottles 4mg/rn? 50m1. 2392-394 5 LAB 14361 Treatment -. Injection USP - - Droncit Praziquantel 50 tablets - 34mg 25 tablets 55268-74-1 . L - LAB IH333 Treatment 7732-18-5 14313 Ethanol (70%) Ethyl Alcohol ' - 11000rnL 70% 1000mL 64-17-5 L LAB H320 Treatment 61-56-1 - n351 11.51. 10% 3L 50-00-0 L LAB h300 Treatment Formalln . Formalin h351 5x500mL bottles, 300mL, I gal 37% 1 gallon L LAB h300 Treatment 4316 Gentamycln Sulfate Powder 50g 100% 259 1405-41-0 S ILAo H319 Treatment 14318 Hydrogen Peroxide Hydrogen Peroxide 2*4 fl oz bottles 3% - 4 11 OZ 7722-84-1 L LAB- 14290 Treatment H311 H332 H314 Iodine Iodine 150 mL 100% 100mL H318 H317 7553-56-2 1 LAB H400 Treatment 14318 Metronldazole Powder 475g 100% 2009 14312 44348-1 S LAB 14332 Treatment x 5009 bottle N/A 200g 5987-0 6745-8 61-73-4 5 LAB H315 Treatment 1 x 5009 bottle N/A 2009 69-870 67.45-8 Nitrofuracln green powder Nitrofurazone, Furazolidone, Methylen Blue, Sodium ChlorIde 61-73-4 S LAB 44315 Treatment 2 x 2509 bathes N/A 200g b9870 6745-8 61-73-4 5 LAB H315 Treatment Nltrofurazone Powder 1 kg 100% 2509 59-87-0 S LAB I42 Treatment Oxytetracycline Hydrochloride Powder Oxytetracycline Hydrochloride 1.5kg 100mg/mt 200g 2058-46-0 S LAB H361 Treatment H361 Panacur (paste) Fenbendazole H400 43210-67-9 L LAB H410 Treatment 50 ml 56.8mg/mt - 25mL 55268-74-1 L LAB H303 Treatment Praziquantel (In)) 51 ml 58.8mg/mt 25m1. 55268-74-1 1 LAB H303 Treatment 52 ml 56.8mg/mI 25m1 55268.74-1 L 3 Treatment 5009 200g 55268-74-1 S LAB 0T Treatment Praziquantel (powder) 5009 200 g 55268-74-1 S LAB 1 3 Treatment Program Lufenuron 86 tabs 409.8mg/tab 6 tabs H320 103055-07-8 S LAB h402 Treatment H361 250m1 100m/mt 50mL H400 256-145-7 . 1 LAB H410 Treatment Safe-guard Fenbendazole 14351 H361 125 ml 100mg/mt 50mL - H400 256-145-7 1 LAB H410 Treatment Inmethoprim, sulfadlazine, Sulfa 4 IMP aulfamerazine, suifamethazlne, and 226g 100% 1009 144-74-1 - - S LAB H315 Treatment suifathtazole sodium loltrazurll Toltrazuill. 200m1 509IL 200mi 69004-03-1 1 LAB H401 - Treatment 1 kg 100% 50g 886-86-2 S LAB H312 Treatment Trtcaine Methanesulfonate Tulcalne Methanesulfonate 25g 100% 50g 886-86-2 S LAB 14312 Treatment 14402 64-19-7 0 H226 Nitrate Reagent Nitraver S Nitrate Reagent 5m1 pack of 50 N/A 500 ml 86-56-6 S LAB H305 Water Quality -1402 64-19-7 H226 Nitrite Reagent Nitraver.3 Nitrate Reagent 5m1 pack of 50 N/A 500 ml 86-56-6 S LAB IM305 Water Quality 6132-04-3 6106-24-7 1310-65-2 H332 Ammonia reagent Ammonia Cysnurste Reagent 5m1 pack of 50 N/A 500 ml 2893-76-9 S LAB Water Quality 6132-04-3 6106-24-7 1310-65-2 H332 Ammonia reagent Ammonia Salicylate Reagent 5m1 pack of 50 N/A 500 ml 2893-76-9 Is ILAB I lWater Quality Minimum SLC Drug Inventory Common name - Chemical name - Amount Concentration Baycox Tolbazufli 200m1 50mg/L Baytill (ml) Enrofloxacin 40mm 22.70% Bsytril (Tablets) Enrofloxacln 100 tabs 22.70% Clove oil Eugenie caryphyllata 1000ml 100% Copper (Ii) sulfate pentahydrati 200g 100% Formalmn 2 gal 37% Metronidazole Powder 200g 100% Nitrofuracin green powder Nitrofurazone, Furazolidone, Methylan Blue, Sodium Chloride 200g Oxytetracycilne Hydrochloride ' Powder 200g 100% Panacur (powder) Fenbendszole - 15g 22mg/g Praziqusntei (powder) Droncit 200g 100% Trlcalna-S Tricáine Methanesuifonate 50g 100% CE I Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY 0 August 31, 201 6 Project No. 10075.017 To: Merlin Entertainment Group/US Holding, Inc. do LEGOLAND California, LLC One Lego Drive Carlsbad, California 92008 Attention: Mr. Chris Brzezicki Subject: Geotechnical Update, ' pdate Report, Proposed JDI8 Project, LEGOLAND Theme Park, Carlsbad, California In accordance with your request and authorization, Leighton and Associates, Inc. (Leighton) has conducted a geotechnical update for the proposed JDI 8 project that is planned for the LEGOLAND Theme Park in Carlsbad, California (Figure 1). This report presents the results of our review of pertinent geotechnical documents, previous laboratory testing, limited geotechnical analyses, and provides our conclusions and recommendations for the proposed redevelopment area. Based' on the result of our current geotechnical study, the proposed redevelopment project is considered feasible from a geotechnical standpoint provided our recommendations are implemented in the design and construction of the project. If you have any questions regarding our report, please do not hesitate to contact this office. We appreciate this opportunity to be of service. Respectfully submitted, LEIGHTON AND ASSOCIATES, INC. William D. Olson, RCE 4528 Associate Engineer Distribution: (4) Addressee 3934 Murphy Canyon Road, Suite B205 n San Diego, CA 92123-4425 858.292.8030 m Fax 858.292.0771 a www.teightongroup.com IO.247 c\W . I CERTIFIED I ENGINEERING I .' GEolosa 1 0 Mike D. Jensen, CEG 2457 Senior Project Geologist 10075.017 Section Page 1.0 INTRODUCTION ...................................................................................................... I I 1.1 PURPOSEANDSCOPE .............................................................................................1 1.2 SITE LOCATION AND DESCRIPTION............................................................................1 1.3 PROPOSED DEVELOPMENT ......................................................................................2 I 2.0 SUMMARY OF GEOTECHNICAL CONDITIONS....................................................3 2.1 GEOLOGIC SETTING ................................................................................................3 2.2 SITE-SPECIFIC GEOLOGY .........................................................................................3 U 2.2.1 Undocumented Artificial Fill (Not Mapped) ....................................................4 2.2.2 Artificial Fill Documented (Map Symbol - Af) ................................................4 2.2.3 Quaternary-Aged Terrace Deposits (Map Symbol - Qt) ................................4 I 2.2.4 Santiago Formation (not mapped).................................................................4 2.3 GROUND WATER ..................................................................................................... 5 2.4 LANDSLIDES ...........................................................................................................5 I 2.5 SLOPES..................................................................................................................6 2.6 ENGINEERING CHARACTERISTICS OF ON-SITE SOIL ...................................................6 2.61 Soil Compressibility and Collapse Potential ..................................................6 I 2.6.2 Expansive Soils .............................................................................................7 2.6.3 Soil Corrosivity ..............................................................................................7 2.6.4 Excavation Characteristics ............................................................................7 2.6.5 Infiltration Characteristics ..............................................................................7 I 3.0 FAULTING AND SEISMICITY.................................................................................9 I 3.1 FAULTING ................................................................................................................9 3.2 SEISMIC DESIGN PARAMETERS ................................................................................9 3.3 SITE-SPECIFIC GROUND MOTION ANALYSIS ............................................................10 3.4 SECONDARY SEISMIC HAZARDS..,.* .......................................................................... I 10 3.4.1 Shallow Ground Rupture ..............................................................................11 3.4.2 Liquefaction .................................................................................................11 I 3.4.3 Tsunamis and Seiches ................................................................................11 4.0 CONCLUSIONS.....................................................................................................12 5.0 RECOMMENDATIONS..........................................................................................14 5.1 EARTHWORK ........................................................................................................14 5.1.1 Site Preparation...........................................................................................14 5.1.2 Excavations and Oversize Material .............................................................15 5.1.3 Cut/Fill Transitions ............................................................. ..........................15 5.2 FOUNDATION DESIGN CONSIDERATIONS ..................................................................16 I -i- Leighton 10075.017 TABLE OF CONTENTS (Continued) Section . . Page 5.2.1 Conventiona! Foundations ............................................................................ 16 52.2 Drilled Pile Foundations ............................................................................... 17 5.2.3 Mat Slab .......................................................................................................18 5.3 FLOOR SLAB CONSIDERATIONS..............................................................................18 5.4 RETAINING WALL DESIGN ......................................................................................19 5.5 SURFACE DRAINAGE AND EROSION ........................................................................20 5.6 CONCRETE FLATWORK............................................................................................20 5.7 PLAN REVIEW. . ... ............................................................. ........................................ 21 5.8 CONSTRUCTION OBSERVATION ..............................................................................21 6.0 LIMITATIONS .................................................................................................22 Tables Table 1 2013 Mapped Spectral Acàelerations Parameters - Page 10 Table 2 - Shaft Model Parameters- Page 18 Table 3 -Static Equivalent Fluid Weight (pcf) - Page 19 Figures Figure 1 - Site Location Map - Rear of Text Figure - Geotechnical. Map - Rearof Text Figure 3-- Proposed Improvements Map - Rear of Text Appendices Appendix A - References; Appendix B - CIDH Pile Capacity Curves Appendix C - General Earthwork and Grading Specifications 10075.017 1.0 INTRODUCTION We recommend that all individuals utilizing this report read the proceeding information sheet prepared by GBC (the Geotechnical Business Council of the Geoprofessional Business Council) and the Limitations, Section 6.0, located at the end of this report. 1.1 Purpose and Scone This report presents the results of our updated geotechnical study for the proposed JD18 project that is to be constructed in the northern portion of LEGOLAND Theme Park in Carlsbad, California (Figure 1). The purpose of our update report was to identify and evaluate the existing geotechnical conditions present at the site and to provide conclusions and recommendations relative to the proposed development. Our scope of services included: Review, of pertinent documents regarding the geotechnical conditions at the site (Appendix A); A site reconnaissance to observe existing site conditions. A geotechnical evaluation and analysis of existing data. Preparation of this report presenting our findings, conclusions, and geotechnical recommendations with respect to the proposed geotechnical design, site, grading and general construction considerations. It should be noted that infiltration testing to evaluate site infiltration characteristics. was not performed at this time. 1.2 Site Location and Description The LEGOLAND Theme Park is located north of Palomar Airport Road and west of College Boulevard in, Carlsbad, California (Figure 1). The location of the proposed JD18 project is in the northern portion of the LEGOLAND Park. The existing LEGOLAND site'plan was utilized as the base map for the Geotechnical Map (Figure 2). Currently, -the site is occupied by an existing miniature golf course with a few small support structures, and landscaping. Topographically, the site grades slope to the I towards the south with elevations ranging from approximately 190 feet above mean sea level (msl) in the northern portion of the site to approximately 170 feet at the southern perimeter. '3 -1- Leighton 10075.017 As background, Leighton performed the initial geotechnical investigation for the LEGOLAND Theme Park in 1995. Subsequently, the site was mass graded between 1996 and 1998 under the direct observation and testing of Leighton As a result of the mass grading operations for the development of the LEGOLAND Theme. Park, the subject site was generally a cut area which is overlain by fill (see Figure 2). Site Latitude and Lonàitude 33.1292° N -117.3114°W 1.3 ProposédDevelor*nent It is our understanding that the proposed attraction will consist of large building with retail and .support areas, retaining walls and a covered queuing area, as shown on Figure 3 (CDR, 2016). We anticipate the site earthwork will consist of remedial grading to account for disturbed fill and general grading (i.e., cuts and fills) to reach the proposed site finish grades. We also anticipate the foundation system for the proposed buildings will be shallow conventional footings or mat- type foundations and potentially some shallow isolated pole foundations. Preliminary grading and foundation plans were not available prior to the preparation of this report. -2- 10075.017 2.0, SUMMARY OF GEOTECHNICAL CONDITIONS 2.1 Geologic Setting The site is located in the coastal section of the Peninsular Range Province, a geomorphic province with a long and active geologic history throughout Southern California. Throughout the last 54 million years, the area known as "San Diego Embayment' has undergone several episodes of marine inundation and subsequent marine regression, resulting in the deposition of a thick sequence of marine and nonmarine sedimentary rocks on the basement rock of the Southern California batholith. Gradual emergence of the region from the sea occurred in Pleistocene time, and numerous wave-cut platforms, most of which were covered by relatively thin marine 'and nonriiarine terrace deposits, formed as the sea receded from the land Accelerated fluvial erosion during periods of heavy rainfall, coupled with the lowering of the base sea level during Quaternary times, resulted in the rolling hills, mesas, and deeply incised canyons which characterize the landforms we see in the general site area today. 2.2 Site-Specific Geology Based on our previous subsurface exploration, geologic mapping during previous grading operations (Leighton, 1998), and review of pertinent geologic literature and maps, the geologic units underlying the site consist of documented artificial fill soils, Quaternary-aged Terrace Deposits and Tertiary-aged Santiago Formation. Specifically, the kite of the proposed JD18 project site is overlain by 2 to 15 feet of documented Artificial Fill (Af). A brief description of the gedlogic units present on the site is presented in the following sections. The approximate aerial distributions of those units are shown on the Geotechnical Map (Figure 2). 10075.017 2.2.1 Undocumented Artificial Fill (Not MaDDed Areas of undocumented fill up to approximately 3 to 5 feet in thickness may be encountered in planters and landscape areas. The fill was derived from I on-site excavations that were placed following the rough grading operations which occurred in the late 1990's. The existing slopes along the northern and western perimeters should be evaluated during site grading I for adverse geological conditions and for competency of fill soil. 2.2.2 Artificial Fill Documented (MaD Symbol - Af The artificial fill consists of moist, red-brown, dense, silty sands. The fill I was derived from on-site excavations that was placed and compacted during the rough grading operations in the late 1990's. The fill soils were compacted to at least 90 percent relative compaction based on ASTM Test Method D1557 (Leighton, 1998). The upper Ito 2 feet of previously placed documented fill is weathered or disturbed by existing improvements and I should be removed and reprocessed prior to the placement of additional fills or construction of new improvements. I 2.2.3 Quaternary-Aged Terrace Deposits (Map Symbol - Qt) Quaternary Terrace Deposits are present in the eastern portion of the site I beneath the artificial fill. These Terrace Deposits consist of brown to reddish brown, dry to moist, medium dense to very dense, silty fine- to I . medium-grained sandstone. It should be noted that the top 3 to 5 feet of Terrace Deposits. that were weathered and/or disturbed by previous agricultural use were. removed and replaced by compacted fill during I grading operations (Leighton, 1998). Sand lenses within the Terrace Deposits are known to contain layers that transmit water seepage. If cut slopes are planned they should be evaluated by the geotechnical I consultant. 2.2.4 Santiago Formation-(not mapped) Santiago Formation is present beneath the Terrace Deposits. Santiago I Formation consists of gray-brown to off-white damp, very dense, silty fine to medium sandstone. We do not anticipate that Santiago Formation will I -4- Leighton 10075.017 be encountered during site grading with the exception of deep foundation (drilled pile), associated with the proposed improvements, if any. 2.3 Ground Water No indication of surface water or evidence of surface ponding was observed during our, site reconnaissance. However, surface water may drain as sheet flow across the site during rainy periods. Ground water was not observed in the original exploration borings or during the site grading (Leighton, 1998). Perched ground water levels may develop and fluctuate during periods of precipitation. Based on our experience and given the approximate elevation of the site, we I anticipate the ground water to be at a depth of 75 feet or more However, it should be noted that previous nearby investigations have encountered perched ground water accumulated on the geologic contact between the Santiago I Formation and the Terrace Deposits observed at the site. These conditions will need to be evaluated on a case-by-case basis during site grading and within I sandy layers in the Terrace Deposits. Therefore, based on the above information, we do not anticipate ground water'will be a constraint to the construction of the project. 2.4 Landslides Landslides are deep-seated ground failures (several tens to hundreds of feet deep) in which a large arcuate shaped section of a slope detaches and slides downhill. Landslides are not to be confused with minor slope failures (slumps), which are usually limited to-the topsoil zone and can occur on slopes composed of almost any geologic material. Landslides can cause damage to structures both above and below the slide mass. Structures above the slide area are typically damaged by undermining of foundations. Areas below a slide mass can be damaged by being overridden and crushed by the failed slope material: Several formations within the San Diego region are particularly prone to landsliding. These formations generally have high clay content and mobilize when they become saturated with water. Other factors, such as steeply dipping bedding that project out of the face of the slope and/or the presence of fracture planes, will also increase the potential for landsliding. Based on our site reconnaisance and geologic mapping, the. materials on site are generally massive with no distinctive structure; -5- Leighton 10075.017 No active landslides or indications of deep-seated landsliding were noted at the site during our field reconnaissance, site grading, or our review of available geologic literature, topographic maps, and stereoscopic aerial photographs. Furthermore, our field reconnaissance and the local geologic maps indicate the site is underlain by favorable oriented geologic structure, and no nearby slopes. Therefore; the potential for significant landslides or large-scale slope instability at 'the site is considered low. 2.5 Slopes If grading of the, site includes the construction of new slopes, we recommend that permanent slopes be inclined no steeper than 2:1 (horizontal to vertical). Fills over sloping ground should be benched to produce a level area to receive fill. Benches should be wide enough to provide complete coverage by the compaction equipment during fill placement. If cut slopes are proposed to reach site grades, they should be evaluated by the geotechnical consultant during grading plan review and grading. All slopes may be susceptible to surficial slope instability and erosion given substantial wettingof the slope face. Surficial slope stability may be enhanced by providing proper site drainage. The site should be graded so that water from the surrounding areas is not able to flow over the top of slopes. Diversion structures should be provided where necessary. 2.6 Engineering Characteristics of On-Site Soil Based on the results of our previous geotechnical investigations and our professional experience on adjacent sites with similar soils, the engineering characteristics of the on-site soils are discussed below. 2.6.1 Soil COmpressibility and Collapse Potential Based on the dense nature of the on-site documented fill, Terrace Deposits 6nd Santiago Formation, it is our opinion that the potential for settlerri'ent and collapse at the site is low. Existing undocumented fills and disturbed soils that are present are considered compressible but are expected to be removed by planned grading and/or remedial grading. -6- Leighton 10075.017 2.6.2 Expansive Soils Laboratory tests carried out on selected soil samples collected during our previous explorations and grading activities (Appendix A) indicate the soils at the site possess a very low to low expansion potential. Locally, soils may have a low to medium potential expansion. Soils generated from excavations in the Terrace Deposits are also expected to possess a very low to low expansion potential. Laboratory testing upon completion of remedial and fine grading operations for the proposed building pad is recommended to determine actual expansion potential of finish grade soil at the site. 2.6.3 Soil Corrosivity Laboratory tests carried out on selected soil samples collected during our previous explorations and grading activities (Appendix A) indicate the soils possess a low soluble sulfate content, neutral pH, low soluble chloride content, and low electrical resistivity. These findings indicate that the corrosive effects to buried ferrous metal are expected to be moderate to severe. Affects to properly designed and placed concrete are considered low. Laboratory testing upon completion of remedial and fine grading operations for the proposed building pad is recommended to determine actual soluble sulfate content of finish grade soil at the site. 2.6.4 Excavation Characteristics It is anticipated the on-site soils can be excavated with conventional heavy-duty construction equipment. Localized loose soil zones and friable sands, if encountered, may require special excavation techniques to prevent collapsing of the excavation. 2.6.5 Infiltration Characteristics Based on our experience, we anticipate that the underlying documented I fill consisting of a mixture of soils and the underlying formation will have permeable and impermeable layers can transmit and perched ground water in unpredictable ways. Therefore, Low Impact Development (LID) I 4?0 - Leighton 10075.017 3.0 FAULTING AND SEISMICITY 3.1 Faulting Our discussion of faults on the site is prefaced with a discussion of California legislation and policies concerning the classification and land-use criteria associated with faults By definition of the California Geological Survey, an active fault is a fault which has had surface displacement within Holocene time (about the last 11,000 years). The state geologist has defined a potentially active fault as any fault considered, to have been active during Quaternary time (last 1,600,000 years). This definition is used in delineating Earthquake Fault Zones as mandated by the Alquist-Priolo Geologic Hazards Zones Act of 1972 and most recently revised in 2007 (Bryant and Hart, 2007). The intent of this act is to assure that unwise urban development and certain habitable structures do not occur across the traces of active faults. The subject site is not included within any Earthquake Fault Zones as created by the Alquist-Priolo Act. Our review of available geologic literature (Appendix A) indicates that there are no known major or active faults on or in the immediate vicinity of the site. The nearest active regional fault is the offshore segment of the Rose Canyon Fault Zone located approximately 4.6 miles (7.4 kilometers) west of the site. I 3.2 Seismic Design Parameters I The site ban be considered to lie within a seismically active region, as can all of Southern California. The effect of seismic shaking may be mitigated by adhering to the California Building Code and state-of-the-art seismic design practices of the Structural Engineers Association of California. Provided below in the Table 1 are the risk-targeted spectral acceleration parameters for the project determined in accordance with the 2013 California Building Code (CBSC, 2013) and the I USGS Worldwide Seismic Design Values tool (Version 3.1.0). I • •,• I I I .,. -9- LelQhton 10075.017 Table 1 2013 CBC Mapped Spectral Acceleration Parameters Site Class D Site Coefficients Fa = 1.051 F= 1.568 Mapped MCER Spectral Ss=l.123g Accelerations S = 0.432g Site Modified MCER Spectral SMS = 1.180g Accelerations SM1 = 0.677g Design Spectral Accelerations SIDS = 0.787g SD1 = 0.452g Utilizing ASCE Standard 7-10, in accordance with Section 11.8.3, the following additional parameters for the peak horizontal ground acceleration are associated with the Geometric Mean Maximum Considered Earthquake (MCEG). The mapped MCEG pea kground acceleration (PGA) is 0.444g for the site. For a Site Class D, the FPGA is 1.056 and the mapped peak ground acceleration adjusted for Site Class effects (PGAM) is 0.469g for the site 3.3 Site-Specific Ground Motion Analysis The site is not located in a Seismic Hazard Zone, an Alquist-Priolo Earthquake Fault Zone or in a moderate or high hazard zone designation in the City of Carlsbad Geotechnical Hazards Analysis and Mapping Study (1992). In addition the site is not assigned to a Seismic Design Category E or F. Therefore, per Section 4-317(e) of the California Administrative Code the development of a site- specific ground motion analysis is not required perSection 1616A.1.3 of the 2013 CBC. 3.4 Secondary Seismic Hazards I Secondary effects that can be associated with severe ground shaking following a relatively large earthquake include shallow ground rupture, soil liquefaction and dynamic settlement, lateral spreading, seiches and tsunamis. These secondary effects of seismic shaking are discussed in the following sections. I . I 10 Leighton 10075.017 3.4.1 Shallow Ground RuDture U No active faults are mapped crossing the site, and the site is not located within a mapped Alquisi-Priolo Earthquake Fault Zone (Bryant and Hart, U 2007). Shallow ground rupture due to shaking from distant seismic events is not considered a significant hazard, although it is a possibility at any site. 3.4.2 Liquefaction Liquefaction and dynamic settlement of soils can be caused by strong vibratory motion due to earthquakes. Research and historical data indicate I that loose granularsoils underlain by a near surface ground water table are most susceptible to liquefaction, while the stability of most clayey I material are not adversely affected by vibratory motion. Liquefaction is characterized by a loss of shear strength in the affected soil layer, thereby causing tIe soil to behave as a viscous liquid This effect may be I manifested at the ground surface by settlement and, possibly, sand boils where insufficient confining overburden is present over liquefied layers. Where sloping -ground conditions are present, liquefaction-induced I instability can result. I , Based on the results of our previous studies, reports (Appendix A), and geotechnical analysis it is our professional opinion that the site is not considered susceptible to liquefaction resulting from ground shaking at the design ground motion. I 3.4.3 Tsunamis and Seiches . Based on the distance between the site and large, open bodies of water, and the elevation of the site with respect to sea level, the possibility of I seiches and/or tsunamis is considered to be very low. I . S 10075.017 4.0 CONCLUSIONS Baed on the 'results of our geotechnical review of the site, it is our opinion that the proposed development is feasible from a geotechnical viewpoint, provided the following conclusions and recommendations are incorporated into the project plans and specifications. The following is a summary of the significant geotechnical factors that we expect may affect development of the site. The location of the proposed improvements is within an area underlain by existing documented fill placed as part of the original mass grading of the park and by Quaternary-aged Terrace: Deposits and Tertiary-aged Santiago Formation. .. Areas of undocumented fill and disturbed soils up to approximately 3 to 5 feet in thickness may be located in areas of existing improvements and landscape areas. These materials, if encountered, should be removed prior to the placement of additional fills or construction of improvements. . The upper. 1 to' 2 feet of previously placed documented fill is weathered and should be removed and reprocessed prior to the placement of additional fills or construction of improvements. Additional overexcavation or undercutting may be needed, if cut to fill transitions are encountered. - ..Existing. underground utilities and construction debris (i.e., existing footings) should be anticipated during future grading and construction. The depths and location of these utilities are unknown at this time. It should be noted that backfill associated withutility trenches should be evaluated on a case-by-case basis and may require comlete removal prior to placement of additional fill or construction of foundations. - I ,. • We anticipate that the soils present on the site will be generally rippable with conventiOnal heavy-duty earthwork equipment. I . . Although foundation plans have not been finalized and building loads were not provided at the time this report was drafted, we anticipate that a lightly loaded conientionaI foundation system, consisting of continuous and spread footings I with slab-on-grade flooring supported by competent documented fill materials or Terrace Deposits, will be utilized for the site structures. Additionally we understand that some of the structures may utilize drilled piles, and/or mat I foundations to compensate for overturning forces. I •'- - I 42- ' Leigiton 10075.017 Based on previous laboratory testing, the soils on the site generally possess a very low to low expansion potential. Nevertheless, there may be localized areas across the site and between our exploration locations having a higher expansion potential. Based on previous laboratory testing, the soils present on the site have a negligible potential for sulfate attack on normal concrete, and are moderately to severely corrosive toburied ferrous metals. These tests should be confirmed upon completion of the grading activities where appropriate. A corrosion consultant should be consulted. The existing onsite soils are suitable material for fill construction provided they are relatively free of organic material, debris, and cobbles or rock fragments largerthan 8 inches in maximum dimension. Ground water was not encountered during the site investigation or grading. Therefore, ground water is not considered a constraint on the proposed project development. However, perched ground water and seepage may develop within sandy layers and along the less permeable clay and silt layers within the Terrace Deposits and along the fill and Terrace Deposit contact during periods of precipitation or increased landscape. irrigation. Active faults are not known to exist on or in the immediate vicinity or project toward the site. However, the proposed project is located in the seismically active region of southern California and can expect to be subjected to seismic shaking during its design life. Our review of the geologic literature (Appendix A) along with the results of our study, indicate that the probability of geologic hazards including, tsunamis and seiche, Iandsliding, liquefaction, and seismic induced settlement are considered low for the site. Low Impact Development (LID) measures may impact down gradient improvements and the use of some unlined LID measures may not be appropriate for this project. -13- 10075.017 5.0 RECOMMENDATIONS The conclusions and recommendations in this report are based in part upon data that I : were obtained from a Iiniited number of observations, site visits, excavations, samples, and tests. Such information is by necessity incomplete. The nature of many sites is such I that differing geotechnical or geological conditions can occur within small distances and under varying climatic: conditions. Changes in subsurface conditions can and do occur over time. Therefore, the findings, conclusions, and recommendations presented in this I ,report can be relied upon' only if Leighton has the opportunity to observe the subsurface conditions during earthwork operations and construction of the project, in order to confirm that our preliminary findings are representative for the site. A review of the I grading and foundation plans should be performed prior to construction. I . 5.1 Earthwork We, anticipate that earthwork at the site will consist of remedial grading of the I undocumented fill and disturbed documented fill for new site improvements; utility construction; subgrade preparation in pavement areas; foundation excavation; and retaining wall construction and backfill operations. We recommend that I earthwork on the site be performed in accordance with the following recommendations and the General Earthwork and Grading Specifications for Rough 'Grading included in Appendix C. In case of conflict, the following I recommendations shall supersede those in Appendix C. 5.1.1 Site PreDaration The areas-to receive structural fill, engineered structures, or hardscape I , should be cleared of surface and subsurface obstructions, including any existing debris and undocumented or loose disturbed documented fill I soils, and stripped of vegetation. Removals beneath the proposed building and/or structures should extend at least 2 feet below the proposed footing bottoms into the competent documented fill soils and laterally I approximately 5 feet beyond the building/structure footprint. Removals beneath the proposed surface pavements should extend at least 2 feet below the proposed subgrade elevation or into the competent Terrace I ' Deposits or documented fill soils. I 4; Ligton 10075.017 Removed vegetation and debris should be properly disposed off site. I - Holes resulting from the removal of buried obstructions which extend below finish site grades should be replaced with suitable compacted fill material. All areas to receive fill and/or other surface improvements should I be scarified to a minimum depth of 8 inches, brought to above optimum moisture conditions, and recompacted to at least 90 percent relative I . compaction based on ASTM Test Method D1557. If clayey soils that are more expansive (El>70) are encountered, increased moisture and revised recommendations may be needed. I 5.1.2 Exöavations andOversize Material I Shallow excavations of the onsite materials may generally be accomplished with conventional heavy-duty earthwork equipment. Locàlied heavy ripping may be required if cemented and concretionary I lenses are:encouritered in deeper excavations. Shallow, temporary excavations, such as utility trenches with vertical sides, in the engineered fill and formational materials should remain stable for the period required to construct the utility, provided they are free of adverse geologic conditions or seeps. In accordance with OSHA requirements, excavations deeper than 5 feet should be shored or be laid back to if wokers are to enter such excavations. Temporary sloping gadients should be determined in the field by a "competent person" as defined by. OSHA. For preliminary planning, sloping of surficial soils at 1:1 (horizontal to vertical) may be assumed. Excavations greater than 20 feet in Height-will reuire an alternative sloping plan or shoring plan prepared by a California registered civil engineer. I I 5.2 Foundation Design Considerations 10075.017 As discussed in the preceding section, we anticipate that the proposed improvements will be supported on conventional footings, drilled piles (CIDH), and/or mat slabs. The following sections address the recommendations for these types of foundation systems. 5.21 Conventional Foundations Footings should extend at least 18-inches beneath the lowest adjacent finish grade. At these depths, footings founded in properly compacted fill soil or formational material may be designed for a maximum allowable bearing pressure of 2,000 psf.. The allowable pressures may be increased by one-third when considering loads of short duration such as wind or seismic forces. The minimum recommended width of footings is 15 inches for continuous footings and 18 inches for square or round footings. Continuous footings should have a minimum reinforcement of four No. 5 reinforcing bars (two top and two bottom). Footings should be designed in accordance with the structural engineer's requirements. I The recommended allowable bearing capacity for spread footings is based on a maximum allowable total and differential settlements of 1-inch and 3/4-inch. Since settlements are functions of footing size and contact I bearing pressures, some differential settlement can be expected between adjacent columns, where large differential loading conditions exist. With I . increased footing depth to width ratios, differential settlement should be less. I . We recommend a horizontal setback distance from the face of slopes and retaining wall for all structural footings and settlement-sensitive structures. I The distance is measured from the outside edge of the footing, horizontally to the slope face (or to the face of a retaining wall) and should be a minimum of H/2 and need not be greater than 15 feet. Utility trenches I that parallel or nearly parallel structural footings should not encroach within a 1:1 plane extending downward from the outside edge of footing. Please note that the soil within the structural setback area possess poor I lateral stability, and improvements (such as retaining walls, sidewalks, fences, pavements, etc.) constructed within this setback area may be 10075.017 subject to lateral movement, and/or differential settlement. Potential distress to such improvements may be mitigated by providing a deepened footing or a pier and grade beam foundation system to support the improvement, Deepened footings should meet the setback as described above. 5.2.2 Drilled Pile Foundations For the analysis and development of the various vertical capacities of CIDH piles, the computer program SHAFT (Version 2012) produced by Ensoft, Inc. was used. As shown in Appendix B, the Shaft capacity curves were developed for 24- to 48-inch diameter piles penetrating into dense fill and formational material. Uplift capacity curves are also presented in Appendix B. Pile settlement is anticipated to be less than 1/4 inch under design loads and normal service conditions. The design curves are based on center to center pile spacings of at least 3 pile diameters for the CIDH piles less than or equal to 3 foot diameter, and at least 5 pile diameters for the CIDH piles greater than 3 foot diameter. Where piles are spaced more closely, reduction in pile capacity is necessary. Construction of piles should be sequenced such that the concrete of constructed piles are allowed to setup prior to construction of piles within 5 diameters. I Design of free standing poles as columns embedded in the earth (i.e., CIDH foundations) to resist lateral loads can be designed in accordance with Section 1807.3 of the 2013 CBC. For level ground conditions, we I recommend lateral soil bearing pressures of 300 psf per foot Of depth below the finish grade be used for determination of parameters Si and S3, in the Non-constrained and Constrained design criteria, respectively. I These values should be reduced by 50 percent to account for 2 to 1 downward sloping ground conditions, if applicable. I In addition, we recommend that no subsurface existing or proposed improvement be constructed within at least five (5) pile diameters of the I proposed CIDH foundations. I If alternative methods of lateral analysis are preferable, we recommend analysis methods such as p-y of strain wedge models that consider the boundary conditions at the ground surface. The following Table 2 presents I I -17- - . Leigiton 10075.017 idealized soil profile models for use in Shaft analysis, or similar lateral pile - analysis software. Table 2 Shaft Model Parameters Layer Depth Soil Model Effective Unit Weight Friction Angle k Top . Bottom (p ci) (ft) (ft) (pcf) (') 0 E20 20 Sand 127 32 225 80 Sand 125 32 225 5.2.3 Mat Slab I A soil modulus of 200 pounds per cubic inch is recommended for design of structural slab foundations. Structural foundations should be designed by the project structural engineer utilizing an allowable bearing pressure of I 5.3 Floor Slab Considerations Slab-on-grade floors should be at least 5inches thick and be reinforced with No. I .4 rebars 18 inches on center each way (minimum) placed at mid-height in the slab. We recommend control joints be provided across the slab at appropriate I intervals as designed by the project architect. Where moisture-sensitive finishes are planned, undérslab moisture protection should be designed by the project architect in accordance with Section 4.505 of the 2013 California Green Building Standards Code (CBSC, 2013). Prior to placement of the sand layer, the upper 6-inches of slab subgrade should be moisture conditioned to at or above the laboratory optimum moisture content. I 'The potential for slab cracking may be reduced by careful control of water/cement ratios. The, contractor should take appropriate curing precautions during the pouring of concrete in hot weather to minimize cracking of the slabs. I : We recommend that a slipsheet (or equivalent) be utilized if grouted tile, marble tile, or other crack-sensitive floor covering is planned directly on concrete slabs. All slabs should be designed in accordance with structural considerations. If I : I r -18- Leighton 5.4 10075.017 heavy vehicle or equipment loading is proposed for the slabs, greater thickness and increased reinforcing may be required. Retaining Wall Design For design purposes, the following lateral earth pressure values in Table 3 for level or sloping backfill are recommended for walls backfilled with very low to low expansion potential (Expansion Index less than 50). Table Static Equivalent Fluid Weight (pcf) Conditions Level 2:1 Slope Active 35 55 At-Rest 55 85 Passive 300 (maximum of 3 ksf) 150 (sloping down) Active earth pressures are considered are considered appropriate for walls that are allowed to rotate an amount equal to 0.002H at the top of the wall, where H is equal to the wall height. Where walls are not allowed to rotate that minimum amount, at-rest pressures are considered appropriate. Retaining structures should be provided with a drainage system, as illustrated in Appendix C, to prevent buildup of hydrostatic pressure behind the wall. For sliding resistance, a friction coefficient of 0.35 may be used at the soil-concrete interface. The lateral passive resistance can be taken into account only if it is ensured that the soil against embedded structures will remain intact with time. Retaining wall footings should have a minimum embedment of 12 inches below the adjacent lowest grade unless deeper footings are needed for other reasons. To account for potential redistribution of forces during a seismic event, retaining walls providing lateral support where exterior grades On opposites sides differ by more than 6 feet fall under the requirements of 2013 CBC Section 1616A.1 .11 and/or ASCE 7-10 Section 12.7.2 and should also be analyzed for seismic loading. For that analysis, an additional lateral seismic force of 8H2 pounds per 10075.017 foot acting at 0.6 of the wall height needs to be considered for the design of the retaining walls, where H is the height of the wall. A surcharge load for a restrained or unrestrained wall resulting from automobile traffic may be assumed to be equivalent to a uniform lateral pressure of 75 psf, which is in addition to the equivalent fluid pressure given above. For other uniform surcharge loads, a uniform lateral pressure equal to 0.35q should be applied to the wall (where q is the surcharge pressure in psf). If segmental walls are planned, a friction angle of 28 degrees and a unit weight of 120 to 125 pcf are considered appropriate for the onsite materials. The design should be performed in accordance with NCMA methodology (NCMA, 2009) and design requirements of the wall system. 5.5 Surface Drainage and Erosion Surface drainage should be controlled at all times. The proposed structures should have appropriate drainage systems to collect runoff. Positive surface drainage should be provided to direct surface water away from the structure toward suitable draihage facilities. In general, ponding of water should be avoided adjacent to the structure or pavements. Over-watering of the site should be avoided. Protective measures to mitigate excessive site erosion during construction should also'be implemented in accordance with the latest City of Carlsbad grading or1inanc6s. 5.6 Concrete Flatwork Concrete sidewalks and other, flatwork (including construction joints) should be designed by the project civil engineer and should have a minimum thickness of 4 inches. For all concrete flatwork, the upper 12 inches of subgrade soils should be moisture conditioned to atleast 2 percent above optimum moisture content and compacted to at least 90 percent relative compaction based on ASTM Test Method D1557 prior to the concrete placement. These recommendations are assuming low expansive materials are present within the upper 2 feet below subgrade.. Control joints, should be provided at a distance equal to 24 times the slab thickness in inches, not exceed 12 feet. Expansion joints should be incorporated where paving abuts a vertical surface, where paving changes direction and at 30 feet maximum spacing, joints should be laid out so as to create square or nearly -20- Leighton I 10075.017 square areas. Sidewalks should be reinforced with 6x6-616, or heavier, welded I . . wire mesh, slip dowels should be provided across control joints along ADA walkways, curbs, and at, oorways. I 5.7. Plan Review Foundation' and grading plans should be reviewed by Leighton to confirm that the I recommendations in this report are incorporated in project plans. 5.8 Construction Observation The recommendations provided in this report are based on preliminary design I information, !our experience during rough grading, and subsurface conditions disclosed by widely spaced excavations The interpolated subsurface conditions should be checked in the field during construction. Construction observation of all onsite exca,ations and should be performed by a representative of this office so that construction is in accordance with the recommendations of this report. All footing excavations should be reviewed by this office prior to steel placement I , I I . I •.. , . ... I I., I • , . . I .. . . 21 ' . • , Le'i ' htor 10075.017 6.0 LIMITATIONS The conclusions and recommendations in this report are based in part upon field reconnaissance and our previous geotechnical study with widely spaced subsurface explorations. Such information is by necessity incomplete. ,The nature of many sites is such that differing geotechnical or geological conditions can occur within small distances and under varying climatic conditions. Changes in subsurface conditions can and do occur over time. Therefore the findings, conclusions, and recommendations presented in this report can be relied upon only if Leighton has the opportunity to observe the subsurface conditions during grading and construction of the project, in order to confirm that our preliminaryfindings are representative for the site. 624' !82/ I VP I U ) LJ ,52O/' ' I 1A1N P ISRVICROAD /— V. /1 LEND Project Boundary Af Artificial Fill Quaternary Alluvium ,' '. ' j'. '. •i' / // / / N \ (Circled where buried) !IJL 19 41 N e - / SPO gol STJ //';j / % / / " \• " T i NJ RC #12 / 4 //•;. - - N.,' \., 0 40 80 Feet Project: 10075.017 Eng/Geol: WDO/MDJ -. - Figure 2 Scale: 1=40 Date: August 2016 GEOTECHNICAL MAP . . . . Refe'rence: Leighton, 2009. ' . -AEGOLAND - Carlsbad California Author MAM __ - Leighton I / /7 / 0 0 — 4 / / I e / 1 / I 76 78 / I 74 70 84 Ile Project 10075 017 Eng/Geol WDOIMDJ PROPOSED IMPROVEMENTS Scale: 1=40 Date: August 2016 LEGOLAND - JD18 I Reference CDR 2016 Carlsbad, California Author. MAM VDRAF11NG(w075011(cAc(10675-oll_F03_7L261608-26.DWG (09-01-16 e51:41AM) noltodby n11,urpny I LEGEND: — - Approximate Project Boundary I 0 40. 80 Feet - Figure 3 I LEIGHTON AND ASSOCIATES, INC. I General Earthwork and Grading Specifications 4.0 Fill Placement and Compaction 1 4.1 I 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 I 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. I 4.2 Fill Moisture Conditioning I . 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 I Materials (ASTM Test Method D1557). 4.3 ComDaction of Fill - . After,, each layer has been moisture-conditioned, mixed, and evenly I spread,' it shall be uniformly compacted to not less than 90 percent of maximum dry density (ASTM Test Method D1557). Compaction equipment shall be adequately sized and be either specifically designed for soil compaction 'or of proven reliability to efficiently achieve the specified level of compaction with uniformity. 4.4 ComDaction of Fill SloDes - . In addition to normal compaction procedures specified above, compaction I 'of slopes shall be accomplished by backrolling 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. I 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. I 4.5 Compaction Testing I , 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 I .. 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 -5- I LEIGHTON AND ASSOCIATES, INC. I General Earthwork and Grading Specifications inadequate compaction (such as close to slope faces and at the I 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. 4.7 ComDaction Test Locations I The Geotechnical Consultant shall document the approximate elevation and horizontal coordinates of each test location. The Contractor shall coordinate with the project surveyor to assure that sufficient grade stakes I are established so that the Geotechnical Consultant can determine the test locations with sufficient accuracy. At a minimum, two grade stakes within a horizontal distance of 100 feet and vertically less than 5 feet apart from potential test locations shall be provided. 5.0 Subdrain Installation Subdrain systems shall be installed in accordance with the approved geotechnical report(s), the grading plan, and the Standard Details. The Geotechnical Consultant may recommend additional subdrains and/or changes in subdrain extent, location, grade, or material depending on conditions encountered during grading. All subdrains shall be surveyed by a land surveyor/civil engineer for line and grade after installation and prior to burial. Sufficient time should be allowed by the Contractor for these surveys. 6.0 Excavation Excavations, as well as over-excavation for remedial purposes, shall be evaluated by the Geotechnical Consultant during grading. Remedial removal depths shown on geotechnical plans are estimates only. The actual extent of removal shall be determined.by the Geotechnical Consultant based on the field evaluation of exposed conditions during grading. Where fill-over-cut slopes are to be graded, the cut portion of the slope shall be made, evaluated, and accepted by the Geotechnical Consultant prior to placement of materials for construction of the fill portion of the slope, Unless otherwise recommended by the Geotechnical Consultant. I . LEIGHTON AND ASSOCIATES, INC. I General Earthwork and Grading Specifications 7.0 Trench Backfills I 7.1 Safety The Contractor shall follow all OSHA and Cal/OSHA requirements for I safety of trench excavations. I 7.2 Bedding and Backfill All bedding and backfill of utility trenches shall be performed in I . 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 I . over thetop of the conduit and densified. Backfill shall be placed and densified to a minimum of 90 percent of relative compaction from 1 foot above the top of the conduit to the surface. I The Geotechnical Consultant shall test the trench backfill for relative compaction. At least one test should be made for every 300 feet of trench I and 2 feet of fill. 7.3 Lift Thickness I Lift thickness of trench backfill shall not exceed those allowed in the Standard Specifications of Public Works Construction unless the I Contractor can demonstrate to the Geotechnical Consultant that the fill lift can be compacted to the minimum relative compaction by his alternative equipment and method. I 7.4 Observation and Testing . -- I The densification of the bedding around the conduits shall be observed by the Geotechnical Consultant. I I I I .. I . . . I I I I I I I I I I . I I' I I I I I I , I I FILL SLOPE ------------------- PROJECTEDPLANE 1:1 - (HORIZONTAL: VER11CAL) MAXIMUM FROM TOE OF SLOPE TO APPROVED GROUND REMOVE EXISTING UNSUITABLE GROUND SURFACE 8ENCH T '-BENCH HEIGHT MATERIAL (4 FEET TYPICAL) 2 FEET MIN.-' ' LOWEST - KEY DEPTH BENCH (KEY) FILL-OVER-CUT SLOPE EXIS11NG. GROUND SURFACE _-:- :1 BENCH LBENCH HEIGHT (4 FEET TYPICAL) MIN,:-:-:-:- .15 FEET MIN..J -I LOWEST REMOVE 2 FEET BENCH (KEY) UNSUITABLE - MIN. KEY MATERIAL DEPTH CUT FACE SHALL BE CONSTRUCTED PRIOR 10 / FILL PLACEMENT TO ALLOW VIEWING OF GEOLOGIC CONDITIONS EXISTING---------/UT FACE SHALL BE GROUND CONSTRUCTED PRIOR CUT-OVER-FILL SLOPE SURFACE-' TO FILL PLACEMENT OVERBUILD AND TRIM BACK REMOVE UNSUITABLE PROJECTED PLANE DESIGN SLOPE MATERIAL 1 TO 1 MAXIMUM FROM TOE OF SLOPE --[BENCH HEIGHT TO APPROVED GROUND ENCH (4 FEET TYPICAL) 15 FEET MIN. BENCHING SHALL BE DONE WHEN SLOPE'S 2 FEET MIN- LOWEST ANGLE IS EQUAL TO OR GREATER THAN 5:1. KEY DEPTH BENCH (KEY) MINIMUM BENCH HEIGHT SHALL BE 4 FEET - , AND MINIMUM FILL WIDTH SHALL BE 9 FEET.. GENERAL EARTHWORK AND GRADING SPECIFICATIONS 4 STANDARD DETAIL GRADE SLOPE FACE - __ _______ ..----------.-..---- ---is' MIN. --:-:- --- -:-:-:-:-:-:-::-:-:-:-:-:-:-:-:-:-:-:-:-:-:-:-::- -: - p '?.PtCSED .PJU - : : --------------------- OVERSIZE WINDROW * 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 DENSIFIED IN PLACE BY DETAIL FLOODING OR JETTING. I GRANULAR MATERIAL TYPICAL PROFILE ALONG WINDROW OVERSIZE ROCK DISPOSAL GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAIL B , / / / MOVE SUI TABLE JERIAL B I I, I I I I I , I I I I I.. I I I I. I, I I . TRENCH SEE DETAIL BELOW FILTER FABRIC - "(MIRAFI 140N OR APPROVED 6 MIN. " EQUIVALENT)- CAL TRANS CLASS 2PERMEABLE 6" MIN. <1 IN FILTER FABRIC L 4" MIN. BEDDING COLLECTOR PIPE SHALL BE MINIMUM 6" DIAMETER SCHEDULE 40 PVC PERFORATED S PIPE, SEE STANDARD DETAIL 0 SUBDRAIN DETAIL FOR PIPE SPECIFICATIONS DESIGN FINISH GRADE - ------- 10 MIN. -FILTER FABRIC BACKFILL / (MIRAFI 140N OR APPROVED - OMPAQTEQFILL EQUIVALENT) ----------- - 7 27 - ..-CALTRANS CLASS 2 PERMEABLE -. •; OR #2 ROCK (9FT3/FT) WRAPPED 11 IN FILTER FABRIC j 20' MIN, 1' MIN. PERFORATED NONPERFORATED 6"0 MIN 6 0 MIN. PIPE CANYON SUBDRAINS GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAIL C - 15' MIN. - OUTLET PIPES 4" 0 NONPERFORATED PIPE. 100' MAX. O.C. HORIZONTALLY, 30' MAX O.C. VERTICALLY ._BACK CUT 1:1 OR FLATTER SEE SUBDRAIN TRENCH DETAIL LOWEST SUBDRAIN SHOULD ILV POSSIBLE TO ALLOW .... SUITABLE OUTLET ----------------- ------------------------------- MIN KEY VADTH AS —KEY DEPTH NOTED ON GRADING PLANS 12" MIN. OVERLAP (15' MIN.) FROM THE TOP HOG (2 MIN.) RING TIED EVERY 1 V 6 FEET T—CONNECTION / FOR COLLECTOR PIPE TO OUTLET PIPE CALTRANS CLASS II PERMEABLE OR #2 ROCK (3 F3/17T) WRAPPED IN FILTER , '1 6" MIN. FABRIC '". COVER I. •". •.' 4_ø VNONPERFORATEO /': ' ± PERFORATED NV1__ - ______ 4 MIN. BEDDING PROVIDE POSITIVE FILTER FABRIC SEAL AT THE ENVELOPE (MIRAFI JOINT 140 OR APPROVED EQUIVALENT) SUBDRAIN TRENCH DETAIL SUBDRAIN INSTALLATION -. subdroin collector pipe shall be installed with perforation down or, unless otherwise designated by the geotechnicol consultant, Outlet pipes shall be non—perforated pipe. The subdroin pipe shall hove at least 8 perforations uniformly spaced per foot. Perforation shall be 1/4" to 1/2" if drill holes ore used. All subdroin pipes Shall have o grodient of at least. 2 towards the outlet. SUBDRAIN PIPE - Subdroin pipe shall be ASTM D2751, SDR 23.5 or ASTM 01527, Schedule 40, or ASTM D3034, SDR 23.5. Schedule 40 Polyvinyl Chloride Plastic (PVC) pipe. All outlet pipe shall be placed in a trench no wider than twice the subdroin pipe. BUTTRESS OR Alp GENERAL EARTHWORK AND REPLACEMENT GRADING SPECIFICATIONS FILL SUBDRAINS STANDARD DETAIL D CUT-FILL TRANSITION LOT OVEREXCAVATION REMOVE UNSUITABLE GROUND - --COMPACTED 5 MIN. ( OVEREXCAVATE AND RECOMPACT BENCHING UNWEATHERED BEDROCK OR MATERIAL APPROVED BY THE GEOTECHNICAL CONSULTANT 14101, GENERAL EARTHWORK AND TRANSITION LOT FILLS GRADING SPECIFICATIONS STANDARD DETAIL E SOIL BACKFILL, COMPACTED TO 90 PERCENT RELATIVE COMPACTION BASED ON ASTM D1557 RETAINING WALL WALL WATERPROOFING PER ARCHITECTS SPECIFICATIONS FINISH GRADE :QMp.AcrEo_ f1L::::: WALL FOOTING - c I 9VERLAP FILTER FABRIC ENVELOPE . :-:-:--: - (MIRAFI 140N OR APPROVED :-': EOUIVALENT)' 0 i'MIN.3/4.. TO 1-1/2" CLEAN GRAVEL o • :::. 4 (MIN.) DIAMETER PERFORATED PVC PIPE (SCHEDULE 40 OR 0° 0 • EQUIVALENT) WITH PERFORATIONS ORIENTED DOWN AS DEPICTED 0 J MINIMUM 1 PERCENT GRADIENT 4o :::. TO SUITABLE OUTLET 3"MIN. COMPETENT BEDROCK OR MATERIAL AS EVALUATED BY THE GEOTECHNICAL CONSULTANT NOTE: UPON REVIEW BY THE GEOTECHNICAL CONSULTANT, COMPOSITE DRAINAGE.,PRODUCTS SUCH AS MIRADRAIN OR J-DRAIN MAY BE USED AS AN ALTERNATIVE TO GRAVEL OR CLASS 2 PERMEABLE MATERIAL. INSTALLATION SHOULD BE PERFORMED IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS. RETAINING WALL DRAINAGE" GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAIL F ACTIVE ZONE REINFORCED RETAINED ( ZONE ZONE I I / TO7O°/OF / WALL HEIGHT / LFILTER FABRIC / GRAVEL- DRAINAGE FILL MIN 6" BELOW WALL MIN 12" BEHIND UNITS I I NOTES: -WALL SUBDRAIN \ REAR SUBDRAIN: _______ 4" (MIN) DIAMETER PERFORATED PVC PIPE I FOUNDATION SOILSI (SCHEDULE 40 OR EQUIVALENT) WITH PERFORATIONS DOWN. SURROUNDED BY 1 CU. FT/FT OF 3/4" GRAVEL WRAPPED IN FILTER FABRIC (MIRAFI 140N OR EQUIVALENT) OUTLET SUBDR,AINS EVERY 100 FEET, OR CLOSER, BY TIGHTLINE TO SUITABLE PROTECTED OUTLET 1) MATERIAL GRADATION AND PLASTICITY REINFORCED ZONE: GRAVEL DRAINAGE FILL: SIEVE SIZE % PASSING 1 INCH 100 ' SIEVE SIZE 1 INCH % PASSING 100 NO. 4 20-100 3/4 INCH 75-100 NO.40 0-60 NO. 4 0-60 NO. 200 0-35 NO. 40 0-50 FOR WALL'HEIGHT < 10 FEET, PLASTICITY INDEX <20 NO. 200 0-5 FOR WALL HEIGHT 10 TO 20 FEET, PLASTICITY INDEX < 10 FOR TIERED WALLS, USE COMBINED WALL HEIGHTS WALL DESIGNER TO REQUEST SITE-SPECIFIC CRITERIA FOR WALL HEIGHT > 20 FEET CONTRACTOR TO USE SOILS WITHIN THE RETAINED AND REINFORCED ZONES THAT MEET THE STRENGTH REQUIREMENTS OF WALL DESIGN. GEOGRID REINFORCEMENT TO BE DESIGNED BY WALL DESIGNER CONSIDERING INTERNAL, EXTERNAL, AND COMPOUND STABILITY. 3) GEOGRID TO BE PRETENSIONED DURING INSTALLATION. IMPROVEMENTS WITHIN THE ACTIVE ZONE ARE SUSCEPTIBLE TO POST-CONSTRUCTION SETTLEMENT. ANGLE a=45+/2, WHERE 4 IS THE FRICTION ANGLE OF THE MATERIAL IN THE RETAINED ZONE. BACKDRAIN SHOULD CONSIST OF J-DRAIN 302 (OR EQUIVALENT) OR 6-INCH THICK DRAINAGE FILL WRAPPED IN FILTER FABRIC. PERCENT COVERAGE OF BACKDRAIN TO BE PER GEOTECHNICAL REVIEW. SEGMENTAL I GENERAL EARTHWORK AND 4 I GRADING SPECIFICATIONS RETAINING WALLS STANDARD DETAIL a CQPM 'L Look for the trusted marks of Conformity! "2014 Recipient of Prestigious Western States Seismic (WSSPC) Award in Excellence" ]CC-ES Evaluation Reports are not to be construed as rep specifically addressed, nor are they to be construed as an recommendation for its use. There is no warranty by ICC I to any finding or other matter in this report, or as to any pr Copyright © 2016 ICC Evaluation Service, LLC. All CBC20I7-0076 ILEGOLANDDR: - JD 18 RIDE: 13,200 SF RIIEBL'I_DING I/BRIDGES II SHADE STRUCTURES //VL -tAVE RESTURANT & rREETOOM IN ALLOWABLE DEV2016-0029 2111000900 3121/2017 CBC201 7-0076 1CC 1CC ( C'MG L!STEO Look for the 'trusted marks of Conformity! DIVISION: 070000—THERMAL AND MOISTURE PROTECTION SECTION: 0754 00-1HERMOPLASTIC MEMBRANE ROOFING SECTION: 07 54 19—POLYVINYL-CHLORIDE RCOFING CBC2017.007 I LEGOLAND DR JD 8 RIDE: 132SF RCE SHADEsrRuiuRE$BflLDNG//gREs,, //'vMLL HAVE RESTURANT 8, recommendation for its use. There is no warranty by ICC Evalu to any finding or other matter in this report, or as to any product) DEV20 16-0029 2111000900 Copyright © 2016 ICC Evaluation Service, LLC. All rights ref. 3/21/2017 LCBC20 17-0076 "2014 Recipient of Prestigious Western States Seismic (WSSPC) Award in Excellence" ICC-ES Evaluation Reports are not to be construed as rep specifically addressed, nor are they to be construed as an City of Caffs, bad Community & Economic Development RECEIVED This form must be completed by the City, the applicant, and the appropriate school districts a\reo_h'AD City prior to issuing a building permit. The City will not issue any building permit without a comp t form. [] Carlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009 Phone: (760) 331-5000 El Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 Phone: (760) 944-4300 xli 66 San 0109ulto Union H.S. District 684 Requeza Dr. Encinitas, CA 92024 Phone: (760) 753-6491 Ext 5514 (By Appt. Only) [] San Marcos Unified Sch. District 255 Pico Ave Ste. 100 San Marcos, CA 92069 Phone: (760) 290-2649 Contact: Nancy Dolce (By Appt.only) ED Vista Unified School District 1234 Arcadia Drive Vista CA 92083 Phone: (760) 726-2170 x2222 Project No. & Name: DEV2016-0029, LEGOLAND JDI 8 DARK RIDE Plan Check No.: CBC20I7-0076 Project Address: I LEGOLAND DR Assessor's Parcel No.: 2111000900 Project Applicant: LEGOLAND CALIFORNIA LLC <LF> PLAY U S A (Owner Name) Resident1lag Square Feet: New/Additions: Second Dwelling Unit: Commercial Square Feet: New/Additions: 13,200 City Certification: City of Carlsbad Building Division Date: 07/03/2017 Certification of Applicant/Owners. The person executing this declaration ('Owner") certifies under penalty of peijury that (1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (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. SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may Issue building permits for this project. Signature of Authorized School District Official: L.Q Title: .4,Qk- Date: Name of School District: CALSSAD UNIFIED SCHOOL DISTRICT Phone: 0 '33 TO V hr CARLSBAD CA 92009 Building DivisiOn 1635 Faraday Avenue I Carlsbad, CA 92008 760-602-2719 760-602-8558 faxl building@carlsbadca.gov F-jAVIARA OAKS ELEMENTARY CARLSBAD UNIFIED SCHOOL DISTRICT PACIFIC RIM ELEMENTARY Receipt N eceip O• AVIARA OAKS MIDDLE CARLSBAD VILLAGE ACADEMY POINSETTIA ELEMENTARY BUENA VISTA ELEMENTARY HOPE ELEMENTARY PRESCHOOL 4 8620 4 0 CALA VERA HILLS ELEMENTARY 0 JEFFERSON ELEMENTARY SAGE CREEK HIGH GALA VERA HILLS MIDDLE KELLY ELEMENTARY 0 VALLEY MIDDLE 0 CARLSBAD HIGH MAGNOLIA ELEMENTARY DTHER r'j L1'y RECEIVED FROM h\ç4 \( DATE (If Applicable) PARENT OF L-e \ c -n CC?9o& - PAYMENT FOR: ACCOUNT NUMBER 'AMOUNT ty I ________ -_- 1`0 Lk _C) RECEIVED B'( y-mLCvASH -_CHECK #(,. TOTAL$q39c)( CITY OF CARLSBAD COMMUNITY FACILITIES DISTRICT NO. 1 SPECIAL DEVELOPMENT TAX- ONE-TIME IMPROVEMENT AREA 1(4 PAGES) ACTUAL TAX RATE FOR FY 2016-17 (55% OF THE MAXIMUM FOR RESIDENTIAL - 10% OF THE MAXIMUM FOR NONRESIDENTIAL) FORMATION OR ANNEXATION DATE: MAY 7, 1991 I FY 1993-94 FY 1994-95 I FY 1995-96 I FY 1996-97 I FY 1997-98 IDENTIAL DEVELOPED LAND USE: PER DU. PER DU. PER DU. PER DU. PER DU. PER DU. NET DENSITY (0- 1.5 DU/AC) $33180123 $34367054 $34740978 $34740978 $3,477.5685 $34983094 NET DENSITY (1.51 TO 4.0 DU/AC) $33180123 $34367054 83,474.0978 $34740978 83,477.5685 $34983094 NET DENSITY (4.1 TO 8.0 DU/AC) $20942531 82,169.1694 82,192.7706 82,192.7706 82,194.9612 82,208.0524 NET DENSITY (8.1 TO 15.0 DU/AC) 82,094.2531 82,169.1694 $21927706 $21927706 82,194.9612 82,208.0524 NET DENSITY (15.1 TO 23.0 DU/AC) 82,094.2531 82,169.1694 $21927706 $21927706 $21949612 82,208.0524 I-RESIDENTIAL LAND USE: PER SQ.FT. PER SQ.FT. PER SQ.FT. PER SOFT. PER SQ.FT. PER SQ.FT. AUTO $10990 - 81.1383 . 81.1507 81.1507 81.1518 $11587 A - REPAIR & SALES 80.4621 80.4786 $04838 80.4838 80.4843 $04872 AUTO CAR WASH 80.8550 80.8856 80.8953 80.8953 80.8962 80.9015 BANK - WALK IN $17385 81.8007 $18203 81.8203 81.8222 81.8330 BANK - WITH DRIVE THRU 82.4472 $25348 $2.5624 $2.5624 $2.5649 82.5802 BOWLING ALLEY 80.8984 . 80.9305 80.9407 80.9407 80.9416 80.9472 CAMPGROUND $2.3727 $2.4576 $24843 $2.4843 82.4868 $25016 CHURCH $04052 80.4197 80.4242 80.4242 80.4246 80.4272 COMMERCIAL SHOPS $03930 $04070 80.4115 80.4115 80.4119 80.4143 COMMUNITY SHOPPING CENTER $05745 80.5951 80.6016 80.6016 80.6022 $06058 CONVENIENCE MARKET $37007 83.8331 $38748 83.8748 83.8786 $39018 DISCOUNT STORE 80.4363 80.4519 $04569 $04569 80.4573 80.4600 GOLF COURSE 80.4146 $04295 80.4342 . $04342 $04346 80.4372 GROCERY STORE $10542 81.0920 $11038 81.1038 81.1049 81.1115 HEALTH CLUB 80.3916 80.4056 80.4100 80.4100 $04104 80.4129 HELIPORTS $1.4404 $1.4920 81.5082 81.5082 81.5097 81.5187 HOSPITAL - CONVALESCENT 80.3157 80.3270 80.3306 80.3306 80.3309 80.3329 HOSPITAL - GENERAL 80.5258 $05446 80.5505 80.5505 80.5510 80.5543 HOTEL - CONV. FAC/COMM. 80.4702 $04870 $04923 $04923 $04928 80.4958 INDOOR SPORTS ARENA 80.3157 80.3270 80.3306 $03306 80.3309 80.3329 INDUSTRIAL - COMMERCIAL BUSINESS PARK (NOTE 1) 80.2900 $03004 80.3036 80.3036 80.3039 80.3057 JUNIOR COLLEGE $02968 80.3074 80.3107 80.3107 80.3110 80.3129 LIBRARY 80.5773 80.5979 80.6044 80.6044 80.6050 80.6086 UMBER/HARDWARE STORE 80.3347 80.3467 $03504 80.3504 80.3508 80.3529 MARINA 82.0123 82.0843 82.1069 82.1069 82.1090 82.1216 MOTEL 80.3645 80.3776 $03817 $03817 80.3820 $03843 NEIGHBORHOOD SHOPPING CENTER 80.8754 80.9067 $09166 80.9166 $09175 1 80.9229 OFFICE - COMMERCIAL (< 100,000 SF) 80.3469 80.3593 80.3632 80.3632 $03636 80.3657 FFICE - GOVERNMENT 80.3970 $04112 80.4157 80.4157 . $04161 80.4186 OFFICE - HIGH RISE 80.3618 80.3747 80.3788 80.3788 80.3792 80.3815 OFFICE - MEDICAL 80.3279 $03397 80.3434 80.3434 80.3437 80.3457 OUTDOOR TENNIS COURT 83.8132 83.9496 83.9925 83.9925 83.9965 . $40204 CE TRACK 80.6911 80.7158 80.7236 80.7236 80.7243 80.7286 REGIONAL SHOPPING CENTER 80.4539 80.4702 80.4753 80.4753 80.4758 80.4786 SORT HOTEL 80.3117 80.3228 80.3263 80.3263 80.3267 80.3286 RESTAURANT - FAST FOOD 83.8565 83.9945 84.0379 84.0379 84.0420 84.0661 RESTAURANT - QUALITY $08903 80.9221 80.9322 80.9322 80.9331 80.9387 RESTAURANT - SIT DOWN $20556 82.1292 82.1523 82.1523 82.1545 .82.1673 & L - WALK IN 80.7466 80.7733 $07818 80.7818 80.7825 80.7872 & L - WITH DRIVE THRU $1.0285 81.0653 $1.0769 81.0769 $1.0780 81.0844 UNIVERSITY 80.3062 80.3172 80.3207 80.3207 80.3210 $03229 ALL OTHER COMMERCIAL USES NOT IDENTIFIEbBOVE 80.2900 ________ f$03004! 80.3036 $03036 $03039 80.3057 ALL OTHER INDUSTRIAL USES NOT IDENTIFIED ABOVE (NOTE 2) 80.2358 80.2442 80.2469 80.2469 80.2471 80.2486 NOTE 1: THIS CATEGORY OF LAND USE CONTAINS PM AND CM ZONED PROPERTY. NOTE 2: THIS CATEGORY OF LAND USE CONTAINS M AND PU ZONED PROPERTY. RES NO Appendix E - Page 9 of 16 ((C ity of Carlsbad Print Date: 11/29/2018 Permit No: PREV2018-0015 1 Legoland Dr BLDG-Permit Revision 2111000900 $ 0.00 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: # Dwelling Units: Bedrooms: Project Title: Description: Work Class: Residential Permit Revisi Status: Closed - Finaled Lot #: Applied: 01/26/2018 Reference U: 0EV2016-0029 Issued: 03/06/2018 Construction Type Permit 11/29/2018 Finaled: Bathrooms: Inspector: PBurn Orig. Plan Check U: CBC2017-0076 Final Plan Check U: Inspection: LEGOLAND JD18 DARK RIDE JD 18 RIDE: ELECTRICAL AND LIGHTING CHANGES II REROUTED GAS PIPE ON ROOF THROUGH CEILNIG SPACE // ADD H DRAIN FOR FIRE RISER Applicant: Owner: Contractor: ETHOS ARCHITECTURE LEGOLAND CALIFORNIA LLC <LF> PLAY U S MCCARTHY BUILDING COMPANIES INC SCOTT HOLCOMB ACQUISITION CO INC 24542 Creekview Dr 9275 Sky Park Ct Laguna Hills, CA 92653-4209 P0 Box 543185 C/O Property Tax Service Co SAN DIEGO, CA 92123-4303 949-607-8001 DALLAS, TX 75354 949-851-8383 FEE AMOUNT MANUAL BUILDING PLAN CHECK FEE $225.00 Total Fees: $ 225.00 Total Payments To Date : $ 225.00 Balance Due: $0.00 Building Division 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1760-602-8560 f I www.carlsbadca.gov PLAN CHECK REVISION OR Development Services 4L City of DEFERRED SUBMITTAL Building Division C lsb d APPLICATIOkI 1635 Faraday Avenue a r i 5 I ON 760-602-2719 Bi 5 www.carlsbadca.gov Original Plan Check Number CB017-007 Plan Revision Number P12.E_V2D1 -OJ1S Project Address 1 Legoland Drive General Scope of Revision/Deferred Submittal: Minor revisions per Owner CONTACT INFORMATION: Name Daniel Stewart Phone 949.607.8016 Fax Address 24542 Creekview Drive City Laguna_ Hills Zip 92653 Email Address daniels@ethosarch.com Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 . Elements revised: Plans fl Calculations fl Soils Energy Other - --2. Describe revisions in detail 3. List page(s) where each revision is shown Minor Revisions to Electrical and Lighting A-3.3, A-3.7, E-0.2A, E-0.213, E-0.8, E-2.0, E-3.1, E-3.2, TL-1 Removed Gas Piping from roof and relocated inside ceiling space P0.2, P1.2, P1.3 Added hub drain for fire riser S P1.1 Does this revision, in any way, alter the exterior of the project? Yes No Does this revision add ANY new floor area(s)? Yes FXJ No Does this revision affect any fire related issues? fl Yes No Is this a çøThplete se,? Yes No Signa Date ue. Carlsbad, CA 92008 & 760-602- 2719 f: 760-602-8558 Email: building@carlsbadca.gov www.carlsbadca.gov 1 L thos. ARCHITECTURE City of Carlsbad Attn: Building Department 1635 Faraday Ave. Carlsbad, CA 92008 January 26, 2018 Re: Legoland JD18 (Original #C2017-007) Subject: Permit Revision, Minor Changes To Whom it May Concern, 24542 Creek-view Dr, Laguna Hills CA. 92653 949-607-8001 info@ethosarch.com Attached are revised Architectural, Plumbing, Electrical and Theme Lighting drawings for the subject project. Architectural and Theme Lighting Summary of Changes is as follows: A-3.3 Reflected Ceiling Plan: Incorporated Theme Lightinj and Mechanical registers on plan for coordination Added dimensions throughout Added Keynote 395 for ceiling mounted projector in Retail space A-3.7 Power/Communication Plan: Added dimensions to locate outlets Revised locations of outlets in Retail space Removed outlet in Diver Changing Removed two outlets in Fish Food Pre Removed two outlets in Lab Revised outlet in Quarantine to match Electrical TL-1 Lighting Plan: 1. Reduced quantity of Q21 and Q22 fixture types Please also see attached Summary of Changes from Wright Engineers and OMB Electrical Engineers. If you have any questions feel free to reach out to me via telephone. Sincerely, Daniel Stewart, Principal - Ethos Architecture (Architect) 949-607-8016 iqARIGHT rg I nae is Date: January 25, 2018 Project: Legoland- JDI8 Delta No: 3 General: Minor Revisions SHEET DESCRIPTION OF REVISIONS PO .2 Gas pipe material changed to polyethylene. ________ Gas pipe sizing table updated for new material. P1.1 Hub drain location added for fire riser. Condensate drain from RTU-5 through roof removed. Gas piping to RTUs relocated inside ceiling space. P1.2 Gas piping sizes revised for new material. Gas expansion joint added across expansion gap. P1.3 Gas lines removed from roof. Condensate drain from RTU-5 re-routed to roof receptor. Las Vegas Irvine Phoenix Salt Lake Tucson 2 Venture Suite 200 Irvine, CA 92618 949477.4001 wrighte.com .:fflH. - Electrical Engineers, Inc. - The Power BehindThe Design January 25, 2018 Julie Miller ETHOS ARCHITECTURE 24542 Creekview dr Laguna Hills, California 92653 RE: LEGOLAND 1 Legoland Drive Carlsbad, ca 92008 Revisions OMB #16393.00 Please find here in the narrative for the electrical revisions associated with Revision, for the subject project: ELECTRICAL OMB RESPONSE: E-0.2A 1. Revised power loads for added and deleted loads to panels "PC", "SE" and "P". E-0.2B 4 1. Revised loads and added lighting zones to lighting control panel "LCP" E-0.8 . . Added fixtures "B2", "B3", and "C" to lighting fixture schedule. Removed fixtures "p2", 66D455, "D5" and "Fl" from lighting fixture schedule. E-2.0 Added and removed receptacles in Retail 10. Added quad receptacle and receptacle high in Quarantine 18. Removed receptacle in Fish food prep 15. 882.5 Research brive IrinCA Phone 949.7S3.! S53 Fax 9.40.7511992 • www.OMBengrs.com Removed receptacle in Lab 17. Revised receptacle to be quads in Plant room 21. Removed 2 quad receptacle and added 2 data plug in Photo pickup 23. E-3.1 Revised lighting layout in under water tank per lighting designer. Revised lighting layout in Retail 10 per rcp. Added down light fixture in Model control 11. Revised lighting fixture types in rooms with non-corrosive environments. Revised all lighting circuiting with new rcp per Architect. E-3.2 1. Revised under water lighting layout per lighting designer. 2: Revised under water circuits per new lighting designer layout. If there are further comments and/or questions, please notify our office. Sincerely, Michael Ramos, EsGil A SAFEbuILt Company DATE: February 22, 2018 U APPLICANT -URIS. JURISDICTION: Carlsbad P'LAN CHECK #.: CBC2017-0076/PREV2018-0015 SET: II - REV 2 PROJECT ADDRESS: Legoland PROJECT NAME: Revisions for the Submarine Ride (JD 18) Theplans transmitted h9iIt ,een corrected vIre necessary and substantially comply with the jurisdictions LyiJ in cp1p LI The plans transrnittçJ liiti Will ytantially coniiv.tl,-the jurisdiction's codes when minor deficiencies idehtified below are re4pivec arid thecked by building department staff, / The plans transmitted herewith have significant deficiencies idenfied on the enclosed check list and should be corrected and resubmitted for a complete recheck.; The check list transmitted herewith i or your information. The plans are being held at EsGil until corrected plans1r:sumitted'fô recheck. The applicant's copy of the checklist is enclosed for thd jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: EsGil staffdid not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check ha's been completed. Person contacted: Daniel -Stewa Telephone #: 949 607-8016 Date Email: daniels@ethosarch.com Mail Telephone Fax In Person REMARKS: City plan review numbers: CBC 2017-0076/ PREV20I8-0015 By: Eric Jensen Enclosures: EsGil 02/15 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 EsGil -. ..... DATE: February 5, 2018 LI APPLICANT 2'JURIS. JURISDICTION: Carlsbad PLAN CHECK#.: PREV2018-0015 SET:! PROJECT ADDRESS: Legoland PROJECT NAME: Revisions for the Submarine Ride (JD 18) LII The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. F-1 The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil 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. El The applicant's copy of the check list has been sent to: EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Daniel Stewart Telephone #: 949 607-8016 7 Date con)actedY14ç (b(\C_) Email: daniels@ethosarch.com t,/Mail JfeIephone. Fax In Person REMARKS: City plan review numbers: CBC 2017-0076/ PREV2018-0015 By: Eric Jensen . Enclosures: EsGil 01/30 Li 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad PREV20 18-0015 February 5, 2018 GENERAL PLAN CORRECTION LIST JURISDICTION: Carlsbad PROJECT ADDRESS: Legoland DATE PLAN RECEIVED BY ESGIL: 01/30 REVIEWED BY: Eric Jensen PLAN CHECK #.: PREV2018-0015 DATE REVIEW COMPLETED: February 5, 2018 FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and 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. The approval of the plans does not permit the violation of any state, county or city law. Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 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 and the Carlsbad Planning, Engineering and Fire Departments. Bring TWO corrected set of plans and calculations/reports to EsGil, 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 only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil is complete. To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? El Yes LJ No Carlsbad PREV20 1 8OO 15 February5, 2018 PLUMBING, ELECTRICAL, and ENERGY COMMENTS PLAN REVIEWER: Eric Jensen ARCHITECTURAL PME ITEMS Please explain the Q1/Q2fixture descriptions: The fixtures were Pentair Globrite w/ swimming pool transformers. The fixture schedule on EO.8 is different. Include sheet TL-2 with the revised set,if appropriate. PLUMBING (2016 CALIFORNIA PLUMBING CODE) Polyethéne piping is now described as the gas piping material and has been installed interior of the building. Review CPC 1210.1.7 and clarify where the polyethene will be installed. ELECTRICAL (2016 CALIFORNIA ELECTRICAL CODE) Most of the support rooms have trench drain protection across the doors signifying a wet or damp environment. Not all of the receptacles are GFCI protected in these locations. Please review. The jurisdiction has contracted with EsGil, 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 Eric Jensen Carlsbad PREV20 18-0015 February 5, 2018 (DO NOTPAY— THIS IS NOTAN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK#.: PREV2018-0015 PREPARED BY: Eric Jensen DATE: February 5, 2018 BUILDING ADDRESS: Legoland BUILDING OCCUPANCY: BUILDING PORTION AREA ( Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code Icb - IBY Ordinance 1997 UBC Building Permit Fee V] I I 1997 UBC Plan Check Fee I $225.00I Type of Review: E Complete Review Structural Only Repetitive Fee Repeats Based on hourly rate LII Other Hourly 2 Hrs.@* EsGil Fee $90.00 I $180.00I Comments: Sheet 1 of 1 rcity of Carlsbad Print Date: 11/29/2018 Permit No: PREV2018-0099 Job Address: 1 Legoland Dr Permit Type: BLDG-Permit Revision Work Class: Residential Permit Revisi Status: Closed - Finaled Parcel No: 2111000900 Lot #: Applied: 04/10/2018 Valuation: $ 0.00 Reference #: DEV2016-0029 Issued: 04/23/2018 Occupancy Group: Construction Type Permit 11/29/2018 Finaled: U Dwelling Units: Bathrooms: Inspector: PBurn Bedrooms: Orig. Plan Check U: CBC2017-0076 Final Plan Check U: Inspection: Project Title: LEGOLAND JD18 DARK RIDE Description: JD 18 RIDE: DEFERRED HANDRAIL Applicant: Owner: Contractor: MANNY GARCIA LEGOLAND CALIFORNIA LLC <LF> PLAY U S MCCARTHY BUILDING COMPANIES INC 3559 Vista Ave ACQUISITION CO INC Lemon Grove, CA 91945-1528 9275 Sky Park Ct 619-571-3094 PoBox 543185 C/O Property Tax Service Co SAN DIEGO, CA 92123-4303 DALLAS, TX 75354 949-851-8383 FEE AMOUNT MANUAL BUILDING PLAN CHECK FEE $120.00 Total Fees: $ 120.00 Total Payments To Date : $ 120.00 Balance Due: $0.00 Building Division 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov PLAN CHECK REVISION OR Development Services (City of DEFERRED SUBMITTAL Building Division Carlsbad APPLICATION 1635 Faraday Avenue 760-602-2719 B-I 5 www.carlsbadca.gov Original Plan Check Number C1 001 Plan Revision Number 2REV2.O1€ - CO? Project Address ' L (OiQ General Scope of Revision/Deferred Submittal: c-cEteo E\.) t-\. \1-r#K. cY'- \-i;is - CONTACT INFORMATION: Name AmW' Phone (461%Ock4 Fax Address '9\J City tO- i Zip tI.?IS Email Address Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 . Elements revised: L"Plans Ei "Calculations LII Soils Energy Other 2. Describe revisions in detail 3. List page(s) where each revision is shown 'Oe2erv-o.rd cci( Does this revision, in any way, alter the exterior of the project? Yes No Does this revision add ANY new floor area(s)? LI Yes El' No Does this revision affect any fire r d issues? fl Yes Is this a compl:etee ~set? Signature Date 1635 Faraday Avenue, Carlsbad, CA 92008 Ph: 760-602- 2719 Fax: 760-602-8558 Email: building@carlsbadca.gov www.carlsbpdca.gov EsGil A SAFEhuittCornpny DATE: April 16, 2018 JURISDICTION: Iid7 PLANCHECK#.: CBC2017.0076REV4 SET:I PROJECT ADDRESS: 1 Legoland Dr. PROJECT NAME: Deferred. Rails U APPLICANT URIS. The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. Lii The plans transmitted herewith will substantially comply with the jurisdiction's . codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified On the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil 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 beensent to: EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person Telephone #: Email: Date contacted: Mail Telephone Fax In Person REMARKS: PREV2018-0099 By: Kurt Culver Enclosures: Previously-approved EsGil plans 4/12/18 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad CBC2017-0076 REV4 April 16, 2018 (DO NOT PAY— THIS IS NOT AN INVOICE) VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK #.: CBC2017-0076 REV4 PREPARED BY: Kurt Culver DATE: April 16, 2018 BUILDING ADDRESS: 1 Legoland Dr. . BUILDING OCCUPANCY: BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code ICb JBy Ordinance 1997 UBC Building Permit Fee V 1997 USC Plan Check Fee Type of Review: El Complete Review Structural Only Repetitive Fee Repeats * Based on hourly rate El Other Hourly I Hr.@* EsGil Fee $120.00 I $120.001 Comments: Sheet 1 of 1 CIVIL ENGINEERING Consulting Services Structural Calculations For the Legoland Handrails 1 Legoland Drive lrs Cabad, California 92008 Prepared by: Marco A. Limon, P.E. March 28, 2018 This Project has been prepared under the direction of the aforementioned Registered Civil Engineer. The engineer attests to the technical information contained herein and the engineering data and calculations upon which recommendations, conclusions and decisions are based. The engineer is not responsible for any deviations made in the field from these calculations and or the corresponding project plans. P.O. Box 2158 Valley Center, CA 92082 Phone: (760) 271-8261 Fax: (866) 313-8908 Email: marco@engineermgconsultmg.us PR& 2018 - ocYio 1.0 General Notes 1.1 Governing Code: 2016 California Building Code 1.2 All work shall comply with the aforementioned building code and shall be performed in accordance with all applicable Federal, State, and Local safety codes, and ordinances. 1.3 The prime contractors and all subcontractors shall verify all dimensions, elevations, and site conditions before starting work and the engineer or architect shall be notified in writing immediately of any discrepancies. 1.4 Any conflicts and omissions between this report, specifications and/or working drawings shall be cbmmunicated to the engineer before proceeding with the work involved. 1.5 Working dimensions shall not be scaled from any of the plan sections, details, or sketches in this report. 1.6 The prime contractor and all subcontractors shall verify all headers, beams, rafters, supports and all site conditions prior to beginning work. 1.7 The structural calculations in this report are for the analysis and design of primary structural systems. All and any other attachments of non-structural members or elements are the responsibility of the prime contractor or its subcontractors unless noted otherwise. 1.8 The contract to perform structural calculations does not include any observations and or inspection. The engineer does not assume any responsibility for quality control or inspection performed by others. 1.9 The use of any drawings, calculations, and specifications in this report outside of this contract is strictly prohibited. 2.0 Limitations 2.1 The opinions and recommendations presented in this report are based upon available data provided by the client, superficial observations, and in accordance with the constructions plans prepared by others. 2.2 Should the owner, prime contractor, or any of its subcontractors encounter conditions different from those presented in this report or during construction, the engineer shall be notified immediately so that the engineer is able to analyze the situation. 2.3 The structural calculations in this report were performed in accordance with the industry standard. The engineer does not assume any responsibility for work or design done by others. SKS Engineering, Inc. 15008 Espola Rd. #B, Poway, CA 92064 %Tel: (858) 395-7368, Fax: (858) 883-2511, email: samson(sksenqineerinaçQfl STRUCTURAL DRAWINGS Project: Lagoland, Carlsbad, CA Date: 3/17/2016 PROJECT DATA SHEET LEGOLAND SITE RAILING DESIGN CODES: CBC 2016; ASCE 710 MATERIALS: STEEL -ASTM A36, 36ks1; PIPE - ASTM A53 Gr B, 35ks1, HSS, Rectangular -, ASTM A500 Gr B, 46ksi HSS,.Round - ASTM A500 Gr B, 42ksi RAIL LATERAL LOADING (multi-directional): POINT LATERAL LOAD = 200-ibs, LINE LOAD AT THE TOP OF RAILING = 50-pif, INTERMEDIATE RAIL LOADING = 50-psf, RAIL HEIGHTS H-I = 42" HIGH, H-2 = 66" HIGH, TYPES OF RAILINGS: CABLE RAILING, STEEL PICKET RAILING, SKS. Engineering, Inc. 15008 Espola Rd. #B, Poway, CA 92064 Tel: (858) 395-7368, Fax: (858) 883-2511, email: samson(skseng,neerinq.com .• STRUCTURAL DRAWINGS ' 3 ~C 't7 2aDt') /,i3 ,t J_g_$ 1M7' 371 ''TY 2-Ø7fki %I'M 77oHb 7i -7-r -' 31q- M f3/j 77(Z > r PM7 15' &775i) HE(J I Ii • cj Ifzq /°/P 2- 0- SKS Engineering, Inc.15008 Espola Rd #B, Poway, CA 92064 Tel: (858) 395-7368, Fax: (858) 883-2511, email: sksengineeiqcom - STRUCTURAL DRAWiNGS DJ ..IA\. /j: 90 ra9 ' ) IL Pi ! 5 Nautilus - Change, Delta 3 Project Title: You can change this area Engineer: Project ID: using the "Settings menu item Project Descr: and then using the "Printing & Tide Block" selection. hUe Block Line 6 Printed: 25 MAR 2018, 2:01 PM I Steel Beam File = C:lUsers\samson\DOCUME-1\ENERCA-1\Legoland.ec6 ENERcALc, INC. 1983-2017, Build:10.17.12.10, Ver:10.17.12.10 I. Description: Hand-Railing, Beam -1.5" diameter pipe robENcEs .-- -i Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set: ASCE 7-10 'Niir1i iiiIes Analysis Method: Allowable Strength Design Fy: Steel Yield: 35.0 ksi Beam Bracing: Completely Unbraced E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Pipel-1/2 Std Span = 3.0 ft T Apiied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load(s) for Span Number 1 Point Load: L = 0.20k @ 1.50 if, (Rail LL=100 but use 200# pt load) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.208: 1 Maximum Shear Stress Ratio = 0.022 : 1 Section used for this span Pipel-1/2 Std Section used for this span Pipel-1/2 Std Ma Applied 0.153k-ft Va :Applied 0.1041 k Mn I Omega : Allowable 0.735 k-ft Vn/Omega : Allowable 4.716 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 1.50011 Location of maximum on span 0.000 ft Span # where maximum occurs ' Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.023 in Ratio= 1,566 >=360 Max Upward Transient Deflection - 0.023 in Ratio= 1,566 >=360 Max Downward Total Deflection 0.024 in Ratio = 1528 >=180 Max Upward Total Deflection - 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination - Segment Length Span # Max Stress Ratios M V Mmax + Summary of Moment Values Mmax - Ma Max Mnx Mnx/omega Cb Rm Summary of Shear Values Va Max Vnx Vnx/Omega +D+H Dsgn. L= 3.0011 1 0.004 0.001 0.00 0.00 1.23 0.74 1.14 1.00 0.00 7.88 4.72 +D+L+H Dsgn. L = 3.0011 1 0.208 0.022 0.15 0.15 1.23 0.74 1.31 1.00 0.10 7.88 4.72 +D+Lr+H Dsgn,L= 3.0011 1 0.004 0.001 0.00 0.00 1.23 0.74 1.14 1.00 0.00 7.88 4.72 +D+5+H Dsgn. L= 3.0011 1 0.004 '0.001 0.00 0.00 1.23 0.74 1.14 1.00 0.00 7.88 4.72 +D+0.750Lr+0750L+H Dsgn. L = 3.0011 1 0.157 0.017 0.12 0.12 1.23 0.74 1.31 1.00 0.08 7.88 4.72 +D+0.750L+0.7505+H Dsgn. L = 3.00 ft 1 0.157 0.017 0.12 0.12 1.23 0.74 1.31 1.00 0.08 7.88 4.72 +D+0.6QW+H Dsgn. L = 3.0011 1 0.004 0.001 0.00 0.00 1.23 0.74 1.14 1.00 0.00 7.88 4.72 +D+O.70E+H Dsgn. L = 3.0011 1 0.004 0.001 0.00 0.00 1.23 0.74 1.14 1.00 0.00 7.88 4.72 +D+0.750Lr+0750L+0450W+H - Dsgn. L = 3.0011 1 0.157 0.017 0.12 0.12 1.23 0.74 1.31 1.00 0.08 7.88 4.72 +D+0.750L+0.7505+0.450w+H Dsgn. Lr 3.0011 1 0.157 0.017 0.12 0.12 1.23 0.74 1.31 1.00 0.08 7.88 4.72 +Dl-0,750L+0.7505+05250E+H Dsgn. L= 3.0011 1 0.157 0.017 0.12 0.12 1.23 0.74 1.31 1.00 0.08 7.88 4.72 +0.60D+0.60W+0,60H Nautilus - Change, Delta 3 Project Tide: You can change this area Engineer: Project ID: using the "Settings menu item Project Descr: and then using the °Pnnting & Title Block selection. Tide Block Line 6 Pdnted: 25 MAR 2018, 2:01PM [Steel Beam .. File C:lUsersksamsonM)OCUME-IIENERCA~lkLegoland.ec6 .. ENERCALCINC 1983 O17 BwIdi17 12 10 rio 2I Ill 1'sIIrMsJIt Desthpdon: Hand-Railing, Beam - 1.5 diameter pipe Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx MnxlOmega Cb Rm Va Max Vnx VnxlOmega Dsgn.L= 3.00ft 1 0.003 0.001 0.00 0.00 1.23 0.74 1.14 1.00 0.00 7.88 4.72 +0.60D+0.70E+0.60H Dsgn.L= 3.00ft 1 0.003 0.001 0.00 0.00 1.23 0.74 1.14 1.00 0.00 7.88 4.72 Load Combination Span Max. Defi Location in Span Load Combination Max. + Defl Location in Span +D+L+H 1 0.0236 1.509 0.0000 0.000 Maximum Deflections for Load Combinations Load Combination Span Max. Downward Defi Location in Span Span Max. Upward Deft Location in Span +D+H . •1 0.0006 1.509 0.0000 0.000 +D+L+H ' 1 0.0236 1.509 0.0000 0.000 +D+Lr+H 1 0.0006 1.509 0.0000 0.000 +D+5+H 1 0.0006 1.509 0.0000 0.000 +D+0.750Lr+0750L+H 1 . 0.0178 1.509 0.0000 0.000 +D+0.750L+0.7505+H 1 0.0178 1.509 0.0000 0.000 +D+0,60W+H 1 0.0006 1.509 0.0000 0.000 +D+0,70E+H 1 0.0006 1.509 0.0000 0.000 +D+0.750Lr+0750L+0450W+H 1 0.0178 1.509 0.0000 0.000 +D+0.750L+0.7505+0.450W+H 1 0.0178 1.509 0.0000 0.000 +D+0.750L+0.7505+0.5250E+H 1 0.0178 1.509 0.0000 0.000 +0.60D+0.60W+0,60H 1 - 0.0004 1.509 0.0000 0.000 +0.60D+0.70E+0.60H 1 0.0004 1.509 0.0000 0.000 DOnly 1 0.0006 1.509 0.0000 0.000 L Only 1 0.0230 1.500 0.0000 0.000 [Vertical Re'tirii Support notation Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.104 0.104 Overall MINimum 0.002 0.002 +D+H 0.004 0.004 +D+L+H 0.104 0.104 +D+Lr+H 0.004 0.004 +D+S+H 0.004 0.004 +D+0,750Lr+0750L+H 0.079 0.079 +D+0.750L+0.7505+H 0.079 . 0.079 +D+0.60W+H 0.004 0.004 +D+0,70E+H , 0.004 0.004 - +D+0,750Lr+0750L+0450W+H 0.079 0.079 +D+0.750L+0.7505+0.450W+H 0.079 ' 0.079 +D+0.750L+0.7505+0.5250E+H 0.079 0.079 +0.60D+0.60W+0.60H 0.002 0:002 0.60D+O.70E+0.60H . 0.002 0.002 D Only 0.004 0.004 LrOnly LOnly 0.100 0.100 S Only W Only EOnly H Only ESi1 ii1ISid - Depth ' 1.900 in In 0.29 inA4 J 0.586 in-14 S xx 0.31 inA3 Diameter r 1.900 in Rxx = 0.626 in Wall Thick = 0.145 in Zx = 0.421 inA3 Area 0.750 inA2 I yy 0.293 inA4 Weight 2.742 plf S yy 0.309 in A3 Ryy - 0.626 in Ycg = 0.950 in Nautilus - Change, Delta 3 Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the "Printing & Title Block" selection. Tulle Block Line 6 Printed: 25 MAR 2018, 2:01 PM [steel I B File r C:lUsers\samson\DOCuME-1'ENERcA-1\tegoland.ec6 Beam ENERCALC, INC. 1983-2017, Buitd:10.17.12.10, Ver:10.17.12.10 II1 Li censee : s-iengineering, Description: Hand-Railing, Beam - 1.5" diameter pipe AI Ai C E 0 I OfN IfDfL+lI 100,04 I +D.1t+ll 40.6D0,70E+.60H A H 0.85 1113 141 U! 1 221 2.56 205 are (It) I iPtL'iII I tiSt0 I tDt07DL't01S0Lt I 41Lt,1S0t I 447StL1415D1.t.1ilWs I 040.1 Ls.7SS+DAtW+il I +D+ 0,701.0. 7S OS+t3SbE+K I +.04.04.il In 027 0.56 0.85 113 141 UI 199 227 256 225 Me(ft) 10+11 I +D+L+ll I +D+L'+H I +D+S+ I +D+0,7DL'+.7SDL+ I ++b.75DL+.15tS+ I +D+0,60+ I +D+0,7D+fl I 04191I+0.7Ut+U.450lIJ+ I +4D,1D1+.750S+0.4S0l+H I 4+01S0141S05+0M0fsH I +0.D+U.6WsD.6ll I 4t.6D+t.ThE+,6DH Nautilus - Change, Delta 3 Project Tide: You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the Printing & Tide Block" selection. I iue DIOCK LIfl o -. Punted: 25 MAR 2018, 2:01 PM I B File C:\Useamson\DOCUME-1\ENERCAi\Legoand.ec6 [Steel - ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver:10.17.12.10 Descripdon: Hand-Railing, Beam - 1.5" diameter pipe C V a 021 - 01 0.84. 1,12 1A1 19 1.97 225 2S4 2.82 Dare (It) 10+11 I +D+L+H I +D+1'+tl I +D+5+H I +D+DJ5DL'+.1S01.4 I 04191479+K tO. 0fI1 I tt010tll I 01't07 0,l0Ysfl I OfDA01475DWASOWO 14475DIfOAD5151410 I tD+O.OW+DON I4D.6DD+,1DE+il.6tH IDOnly 11,014 OLOuuly I so-ly I0a4 IFOely IOly ~~-UMwiii-Of-v_afu-es_pe-r ti-elm-span Beam Span Moments & Shears at Incremental Location Load Type! Combination . Span Location (ft) Span ID Shear (k) Moment (ft-k) +D+H 0.00 Span 1 0.004 0.000 +D+H 0.30 Span 1 0.003 0.001 +D+H , 0.60 Span 1 0.002 0.002 +D+H 0.90 Span 1 0.002 0.003 +D+H 1.20 Span 1 0.001 0.003 +D+H 1.50 Span 1 0.000 0.003 +D+H 1.80 Span 1 -0.001 0.003 +D+H 2.10 Span 1 -0.002 0.003 +D+H 2.40 Span 1 -0.002 0.002 +D+H 2.70 Span 1 -0.003 0.001 +D+H S 3.00 Span 1 -0.004 0.000 +D+L+H 0.00 Span 1 0.104 0.000 +D+L+H 0.30 Span 1 0.103 0.031 +D+L+H . 0.60 Span 1 0.102 0.062 +D+L+H 0.90 Span 1 0.102 0.093 +D+L+H 1.20 Span 1 0.101 0.123 +D+L+H 1.50 Span 1 -0.100 0.153 +D+L+H . 1.80 Span 1 -0.101 0.123 +D+L+H 2.10 Span 1 -0.102 0.093 +D+L+H 2.40 Span 1 -0.102 0.062 +D+L+H 2.70 Span 1 -0.103 0.031 +D+L+H 3.00 Span 1 -0.104 0.000 +D+Lr+H 0.00 Span 1 0.004 0.000 Nautilus - Change, Delta 3 Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the "Printing & Tide Block" selection. Pdnted: 25 MAR 2018, 2:01PM I Steel Beam Fi?erC:Useramson\DOCuME;i\ENERCA;1Legoiandec6 ..- ;.ENERCALC, INC. 1982O17;BuiId:1O.171O.Ver:1O.17.12.1O Description: Hand-Railing, Beam - 1.5" diameter pipe - Beam Span Moments & Shears at Incremental Location: Load Type! Combination Span Location (ft) Span ID Shear (k) Moment (ft-k) +D+Lr+H . 0.30 Span 1 0.003 0.001 +D+Lr+H 0.60 Span 1 0.002 0.002 +D+Lr+H 0.90 Span 1 0.002 0.003 +D+Lr+H 1.20 Span 1 0.001 0.003 +D+Lr+H . 1.50 Span 1 0.000 0.003 +D+Lr+H 1.80 Span 1 -0.001 0.003 +D+Lr+H 2.10 Span 1 -0.002 0.003 +D+Lr+H 2.40 Span 1 -0.002 0.002 +D+Lr+H 2.70 Span 1 -0.003 0.001 +D+Lr+H . 3.00 Span 1 -0.004 0.000 +D+S+H 0.00 Span 1 0.004 0.000 +D+5tH 0.30 Span 1 0.003 0.001 +D+S+H . 0.60 Span 1 0.002 0.002 +D+S+H . 0.90 Span 1 0.002 0.003 +D+S+H 1.20 Span 1 0.001 0.003 +D+S+H . 1.50 Span 1 0.000 0.003 +D+S+H 1.80 Span 1 -0.001 0.003 +D+S+H 2.10 Span 1 -0.002 0.003 +D+S+H 2.40 Span 1 -0.002 0.002 +D+S+H 2.70 Span 1 -0.003 0.001 +D+S+H 3.00 Span 1 -0.004 0.000 +D+0.750Lr+0750L+H 0.00 Span 1 0.079 +D+0.750Lr+0750L+H 0.30 Span 1 0.078 ±D+0.750Lr+0750L+H 0.60 Span 1 0.077 +D+0.750Lr+0750L+H . 0.90 Span 1 0.077 +D+O.750Lr+0.750L+H 1.20 Span 1 0.076 +D+0.750Lr+0.750L+H 1.50 Span 1 -0.075 +D+0750Lr+0750L+H 1.80 Span 1 -0.076 +D+0.750Lr+0750L+H 2.10 Span 1 -0.077 +D+0.750Lr+0.750L+H 2.40 Span 1 -0.077 +D+0.750Lr+0.750L+H 2.70 Span 1 -0.078 +D+0.750Lr+0.750L+H 3.00 Span 1 -0.079 +D+0.750L+07505+H 0.00 Span 1 0.079 +D+0.750L+0.750S+H 0.30 Span 1 0.078 +D+O.750L+07505+H 0.60 Span 1 0.077 +D+0.750L+0.750S+H 0.90 Span 1 0.077 +D+0.750L+07505+H 1.20 Span 1 0.076 +D+0.750L+07505+H 1.50 Span 1 -0.075 +D+0.750L+0.7505+H 1.80 Span 1 -0.076 +D+0.750L+0.750S+H 2.10 Span 1 -0.077 +D+0.750L+b.750S+H 2.40 Span 1 -0.077 +D+0.750L+07505+H 2.70 Span 1 -0.078 +D+0.750L+0750S+H 3.00 Span 1 -0.079 +D+0.60W+H 0.00 Span 1 0.004 +D+0.60W+H 0.30 Span 1 0.003 +D+0.60W+H 0.60 Span 1 0.002 +D+0.60W+H . 0.90 Span 1 0.002 0.000 0.024 0.047 0.070 0.093 0.116 0.093 0.070 0.047 0.024 0.000 0.000 0.024 0.047 0.070 0.093 0.116 0.093 0.070 0.047 0.024 0.000 0.000 0.001 0.002 0.003 Nautilus - Change, Delta 3 Project Title: You can change this area Engineer: Project ID: using the "Settings menu item Project Descr: and then using the "Printing & Title Block" selection. Tide Block Line 6 Printed: 25 MAR 2018, 2:01PM Steel Beam File = C:\Users\sarnson\DOCUME-1ENERCA-1Legoland.ec6 ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver:10.17.12.10 Lic.engineering, Description : Hand-Railing, Beam - 1.5 diameter pipe Beam Span Moments & Shears at Incremental Location: Load Type! Combination Span Location (ft) Span ID Shear (k) Moment (ft-k) +D+0.60W+H 1.20 Span 1 0.001 0.003 +D+0.60W+H 1.50 Span 1 0.000 0.003 +D+0.60W+H 1.80 Span 1 -0.001 0.003 +D+0.60W+H 2.10 Span 1 -0.002 0.003 +D+0.60W+H - 2.40 Span 1 -0.002 0.002 +D+0.60W+H - 2.70 Span 1 -0.003 0.001 +D+0.60W+H 3.00 Span 1 -0.004 0.000 +D+0.70E+H - 0.00 Span 1 0.004 0.000 +D+0.70E+H 0.30 Span 1 0.003 0.001 +D+0.70E+H 0.60 Span 1 0.002 0.002 +D+0.70E+H 0.90 Span 1 0.002 0.003 +D+0.70E+H 1.20 Span 1 0.001 0.003 +D+O.70E+H 1.50 Span 1 0.000 0.003 +D+0.70E+H 1.80 Span 1 -0.001 0.003 +D+0.70E+H 2.10 Span 1 -0.002 0.003 +D+0.70E+H 2.40 Span 1 -0.002 0.002 +D+O.70E+1-1 2.70 Span 1 -0.003 0.001 +D+070E+H 3.00 Span 1 -0.004 0.000 +D+0.750Lr+0.750L+0.450W+H 0.00 Span 1 0.079 0.000 +D+O.75OLr+0750L+O450W+H 0.30 Span 1 0.078 0.024 +D+Q.75OLr+Q.750L+O45OW+H 0.60 Span 1 0.077 0.047 +D+0.750Lr+0750L+0450W+H 0.90 Span 1 0.077 0.070 +D+0.75OLr+0.750L+0.450W+H 1.20 Span 1 0.076 0.093 +D+0.750Lr+0.750L+0450W+H 1.50 Span 1 -0.075 0.116 +D+0.75OLr+0.750L+0.450W+H 1.80 Span 1 -0.076 0.093 +D+0.750Lr+0750L+0450W+H 2.10 Span 1 -0.077 0.070 +D+0.75OLr+0.750L+0.450W+H 2.40 Span 1 -0.077 0.047 +D+0.750Lr+0750L+0450W+H 2.70 Span 1 -0.078 0.024 +D+0.750Lr+0750L+0450W+H 3.00 Span 1 -0.079 0.000 +D+0.750L+0.7505+O.450W+A 0.00 Span 1 0.079 0.000 +D+6.750L+0.7505+0450w+H 0.30 Span 1 0.078 0.024 +D+0.750L+0.7505+0450w+H . 0.60 Span 1 0.077 0.047 +D+0.750L+0.7505+0.450W+H 0.90 Span 1 0.077 0.070 +D+0.750L+0.750S+0.450W+H 1.20 Span 1 0.076 0.093 +D+0.750L+O7505+0450W+H 1.50 Span 1 -0.075 0.116 +D+O.750L+0.7505+0450W+H - 1.80 Span 1 -0.076 0.093 +D+O.750L+O.7505+0.450W+H 2.10 Span 1 -0.077 0.070 +D+0.750L+0.7505+0450W+H 2.40 Span 1 -0.077 0.047 +D+0.750L+0.7505+0.450W+H 2.70 Span 1 -0.078 0.024 +D+0.750L+0.7505+0450w+H 3.00 Span 1 -0.079 0.000 +D+0.750L+0.7505+05250E+H . 0.00 Span 1 0.079 0.000 +D+0.750L+0.7505+05250E+H 0.30 Span 1 0.078 0.024 +D+0.750L+07505+05250E+H 0.60 Span 1 0.077 0.047 +D+0.750L+0.750S+0.5250E+H 0.90 . Span 1 0.077 0.070 +D+0.750L+0.750S+0.5250E+H 1.20 Span 1 0.076 0.093 +D+0750L+07505+05250E+H . 1.50 Span 1 -0.075 0.116 +D+0.750L+0.7505+0.5250E+H 1.80 Span 1 -0.076 0.093 Nautilus - Change, Delta 3 Project Title: You can change this area Engineer: Project ID: using the"Settings" menu item Project Descr and then using the Printing & Title Block selection. Title Block Line 6 Printed: 25 MAR 2018, 2:01PM Steel B ee earn File C:\Users\sarnson\DOCUME-iENERcA\Legoland.ec6 ,ENERcALc, INC. 1983-2017, Build:1o.17.12.1o,•v1o.17.12.10 Lic. Licensee sks engineering, ir. Description! Hand-Railing, Beam - 1.5 diameter pipe Beam Span Moments & Shears at Incremental Location Load Type! Combination Span Location (ft) Span ID Shear (k) Moment (ft-k) +D+0.750L+07505+0.5250E+H 2.10 Span 1 -0.077 0.070 +D+0.750L+0750S+05250Ei-H 2.40 Span 1 -0.077 0.047 +D+0.750L+0.7505+0.5250E+H 2.70 Span 1 -0.078 0.024 +D+0.750L+0.7505+0.5250E+H 3.00 Span 1 -0.079 0.000 +0.60D+0.60W+0.60H . 0.00 Span 1 0.002 0.000 +0.60D+0.60W+060H 0.30 Span 1 0.002 0.001 +0.60D+0.60W+060H 0.60 Span 1 0.001 0.001 +0.60D+0.60W+060H 0.90 Span 1 0.001 0.002 +0.60D+060W+0.60H 1.20 Span 1 0.000 0.002 +0.60D+0.60W+060H 1.50 Span 1 0.000 0.002 +0.60D+0.60W+0.60H 1.80 Span 1 -0.000 0.002 +0.60D+0.60W+0.60H 2.10 Span 1 -0.001 0.002 +0.60D+060W+060H 2.40 Span 1 -0.001 0.001 +0.60D+0.60W+0.60H 2.70 Span 1 -0.002 0.001 +0.60D+060W+060H 3.00 Span 1 -0.002 0.000 +0.60D+070E+060H - 0.00 Span 1 0.002 0.000 +060D+0.70E+0.6OH 0.30 Span 1 0.002 0.001 +0.60D+0.70E+060H 0.60 Span 1 0.001 0.001 +0.60D+0.70E+060H 0.90 Span 1 0.001 0.002 +0.60D+070E+060H 1.20 Span 1 0.000 0.002 +0.60D+0.70E+0.60H 1.50 Span 1 0.000 0.002 0.60D+070E+0.60H 1.80 Span 1 -0.000 0.002 +0.60D+070E+0.60H 2.10 Span 1 -0.001 0.002 +0.60D+0.70E+060H 2.40 Span 1 -0.001 0.001 +0.60D+0.70E+0.60H 2.70 Span 1 -0.002 0.001 +0.60D+0.70E+0.60H 3.00 Span 1 -0.002 0.000 Beam Span Deflections at Incremental Locations Load Type! Combination Span Location (ft) Span ID Deflection (in) Overall MAXimum Envelope 0.00 Span 1 0.000 Overall MAXimum Envelope 0.31 Span 1 0.007 Overall MAXimum Envelope 0.62 Span 1 0.014 Overall MAXimum Envelope 0.93 Span 1 0.019 Overall MAXimum Envelope 1.23 Span 1 0.022 Overall MAXimum Envelope 1.54 Span 1 0.024 Overall MAXimUm Envelope 1.85 Span 1 0.022 Overall MAXimum Envelope 2.16 Span 1 0.018 Overall MAXimum Envelope . 2.47 Span 1 0.012 Overall MAXimum Envelope 2.78 Span 1 0.005 Overall MAXimum Envelope 3.00 Span 1 0.000 +D+H 0.00 Span 1 0.000 +D+H - 0.31 Span 1 0.000 +D+H 0.62 Span 1 0.000 +D+H 0.93 Span 1 0.000 +D+H 1.23 Span 1 0.001 Nautilus - Change, Delta 3 Project Title: You can change this area Engineer: Project ID: using the"Settings" menu item Project Descr: and then using the °Pnnting & Title Block selection. Title Block Line 6 Pdnted: 25 MAR 2018, 2:01 PM Steel earn File C:\Users\samson\DOCUME-11ENERCA-1\Legoland.ec6 ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver:10.17.12.10 Lic. #: KW-06010917 Licensee sks engineering, ir-. Description :• Hand-Railing, Beam - 1.5 diameter pipe Beam Span Deflections at Incremental Locations Load Type! Combination Span Location (ft) Span ID Deflection (in) 1.54 Span 1 0.001 +D+H 1.85 Span 1 0.001 +D+H ' . 2.16 Span 1 0.000 +D+H 2.47 Span 1 0.000 +D+H . - 2.78 Span 1 0.000 +D+H 3.00 Span 1 0.000 +D+L+H 0.00 Span 1 0.000 +D+L+H 0.31 Span 1 0.007 +D+L+H . 0.62 Span 1 0.014 +D+L+H . 0.93 Span 1 0.019 +D+L+H 1.23 Span 1 0.022 +D+L+H . 1.54 Span 1 0.024 +D+L+H . 1.85 Span 1 0.022 +D+L+H ' 2.16 Span 1 0.018 +D+L+H 2.47 Span 1 0.012 +D+L+H 2.78 Span 1 0.005 +D+L+H 3.00 . Span 1 0.000 +D+Lr+H 0.00 Span 1 0.000 +D+Lr+H 0.31 Span 1 0.000 +D+Lr+H . . . 0.62 Span 1 0.000 +D+Lr+H ' 0.93 Span 1 0.000 +D+Lr+H . . 1.23 Span 1' 0.001 +b+Lr+H r . 1.54 Span 1 0.001 +D+Lr+H 1.85 Span 1 0.001 +D+Lr+H 2.16 Span 1 0.000 +D+Lr+H 2.47 Span 1 0.000 +D+Lr+H . 2.78 Span 1 0.000 +D+Lr+H . 3.00 Span 1 0.000 +D+S+H . 0.00 Span 1 0.000 +D+S+H . 0.31 Span 1 0.000 +D+S+H . 0.62 Span 1 0.000 0.93 Span 1 0.000 +D+S+H . 1.23 Span 1 0.001 +D+S+H . 1.54 Span 1 0.001 +D+S+H 1.85 Span 1 0.001 +D+S+H 2.16 Span 1 0.000 +D+S+H 2.47 Span 1 0.000 +D+S+H . 2.78 Span 1 0.000 +D+S+H 3.00 Span 1 0.000 +D+0.750Lr+0750L+H 0.00 Span 1 0.000 +D+0.750Lr+0.750L+H . : 0.31 Span 1 0.005 Nautilus - Change, Delta 3 Project Title: You can change this area Engineer: Project ID: using the Settings" menu item' Project Descr: and then using the "Printing & Title Block" selection. Title Block Line 6 PrInted: 25 MAR 2018, 2:01 PM Steel Beam File C:\UseramsonDOCUME-1ENERCA-1\tegoIand.ec6 ENERCALC, INC. 1983-2017, Build:1O.17.12.10, Ver:10.17.12.1O Description: Hand-Railing, Beam .1.5" diameter pipe Beam Span Deflections at Incremental Locations Load Type! Combination , Span Location (ft) Span ID Deflection (in) +D+0.750Lr+0750L+H ' " ' 0.62 Span 1 0.010 +D+0,750Lr+O.750L+H 0.93 Span 1 0.014 +D+0.750Lr+0,750L+H ' 1.23 Span 1 0.017 +D+0.750Lr+0750L+H ' 1.54 Span 1 0.018 +D+0.750Lr40.750L+H 1.85 Span 1 0.017 +D+0.750Lr+0750L+H 2.16 Span 1 0.013 +D+O.750Lr+0750L+H ' 2.47 Span 1 0.009 +D+0.750Lr+0.750L+H 2.78 Span 1 0.004 +D+0.750Lr+0.750L+H 3.00 Span 1 0.000 +D+0.750L+0.7505+H , 0.00 Span 1 0.000 +D+0.750L+0.7505+H 0.31 Span 1 0.005 +D+0.750L+0.750S+H 0.62 Span 1 0.010 +D+0.750L+0.750S+H ' 0.93 Span 1 0.014 +D+O750L+0.750S+H 1.23 Span 1 0.017 +D+0.750L+0.750S+H ' 1.54 Span 1 0.018 +D+0.750L+0.7505+H 1.85 Span 1 0.017 +D+0.750L+0.7505+H 2.16 Span 1 0.013 +D+0.750L+0.750S+H 2.47 Span 1 0.009 D+0.750L+0.750S+H 2.78 . Span 1 0.004 +D+0.750L+0750S+H ' 3.00 Span 1 0.000 +D+0.60W+H ' ' , 0.00 Span 1 0.000 +D+0.60w+H ' 0.31 Span 1 0.000 +D+0.60W+H 0.62 Span 1 0.000 +D+0.60W+H ' 0.93 Span 1 0.000 +D+0.60W+H 1.23 Span 1 0.001 +D+0.60W+H 1.54 Span 1 0.001 +D+0.60W+H ' ' 1.85 Span 1 0.001 +D+0.60W+H 2.16 Span 1 0.000 +D+0.60W+H 2.47 Span 1 0.000 +D+0.60W+H 2.78 Span 1 0.000 +D+0.60W+H ' 3.00 Span 1 0.000 +D+0.70E+H 0.00 Span 1 0.000 +D+0.70E+H 0.31 Span 1 0.000 +D+0.70E+H 0.62 Span 1 0.000 +D+0.70E+H 0.93 Span 1 0.000 +D+0.70E+H 1.23 Span 1 0.001 +D+0.70E+H ' , 1.54 Span 1 0.001 +D+0.70E+H 1.85 Span 1 0.001 +D+0.70E+H 2.16 Span 1 0.000 +D+0.70E+H ' 2.47 Span 1 0.000 +D+0.70E+H 2.78 Span 1 0.000 +D+0.70E+H 3.00 Span 1 0.000 Nautilus- Changei Delta 3 Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item . Project Descr: and then using the "Printing & Tulle Block" selection. Tulle Block Line 6 PrInted: 25 MAR 2018, 2.,01 PM Steel Beam Filer C:\Usea\samsn\DOCUME-11ENERCA-1\Legoland.ec6 ENERCALC, INC. 19832017, Build:1O.17.12.1O, V&:1O.17.12.1O IIiWi'fIItsHIID' I. , incM Description : Hand-Railing, Beam - 1.5" diameter pipe +D+0.750Lr+Q.750L+0450W+H 0.00 Span 1 0.000 i-D+0.750Lr+6.750L+0.450W+H 0.31 Span 1 0.005 +D+0.75OLr+0750L+0450W+H 0.62 Span 1 0.010 +D+0.750Lr+0.750L+0.450W+H 0.93 Span 1 0.014 +D+0.750Lr+0.750L+0.450W+I-1 1.23 Span 1 0.017 +D+0750Lr+0750L+0450W+H 1.54 Span 1 0.018 +D+0.750Lr+0.750L+0.450W+H 1.85 Span 1 0.017 +D+O.75OLr+0.750L+0450W+H 2.16 Span 1 0.013 +D+0.750Lr+0.750L+0450W+H 2.47 Span 1 0.009 +D+0.750Lr+0.750L+0.450W+H 2.78 Span 1 0.004 +D+0.750Lr+0.750L+0450W+H 3.00 Span 1 0.000 +D+0.750L+0.7505+0.450W+H 0.00 Span 1 0.000 +D+0.750L+0.750S+0.450W+H 0.31 Span 1 0.005 +D+0.750L+0750S+0450W+H 0.62 Span 1 0.010 +D+0.750L+0.750S+0.450W+H 0.93 Span 1 0.014 +D+0.750L+0.750S+0450W+H 1.23 Span 1 0.017 +D+0.750L+0.750S+0.450W+H 1.54 Span 1 0.018 +D+0750L+0750S+0450W+H 1.85 Span 1 0.017 +D+0.750L+0750S+0450W+H 2.16 Span 1 0.013 +D+0.750L+0750S+0450W+H 2.47 Span 1 0.009 +D+0.750L+0.750S+0.450W+H 2.78 Span 1 0.004 +D+0.750L+0.750S+0.456w+H 3.00 Span 1 0.000 +D+0.750L+0750S+05250E+H. 0.00 Span 1 0.000 +D+0.750L+0750S+05250E+H 0.31 Span 1 0.005 +D+0.750L+0.7505+05250E+H 0.62 Span 1 0.010 +D+0.750L+0.750S+05250E+H . 0.93 Span 1 0.014 +D+0.750L+0750S+05250E+H 1.23 Span 1 0.017 +D+0.750L+0.750S+05250E+H . 1.54 Span 1 0.018 +D+0.750L+0750S+05250E+H 1.85 Span 1 0.017 +D+0.750L+0750S+05250E+H . 2.16 Span 1 0.013 +D+0.750L+0.7505+0.5250E+H 2.47 Span 1 0.009 +D+6.750L+O750S+05250E+H 2.78 Span 1 0.004 +D+0.750L+0750S+05250E+H . 3.00 Span 1 0.000 +0.60D+0.60W+0.60H 0.00 Span 1 0.000 +0.60D+0.60W+060H 0.31 Span 1 0.000 +0.60D+060W+060H 0.62 Span 1 0.000 +0.60D+0.60W+0.60H 0.93 Span 1 0.000 +0.60D+0.60W+060H ' 1.23 Span 1 0.000 +0.60D+0.60W+0.60H 1.54 Span 1 0.000 +0.60D+060W+060H 1.85 Span 1 0.000 +0.60D+0.60W+060H , 2.16 Span 1 0.000 +0.60D+0.60W+0.60H . 2.47 Span 1 0.000 +0.60D+060W+060H 2.78 Span 1 0.000 Nautilus - Change, Delta 3 - Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the "Printing & Title Block selection. Title Block Line 6 Printed: 25 MAR 2018, 2:01 PM St Steel earn Filer C:\UsersrsamsontDOCUME1\ENERCA1\LegoIand,ec6 ENERCALC, INC. 1983.2017, Build:10.17.12.10, Ver.10.17.12.1O IL1mMriiI,iflT i. Descptión: Hand-Railing, Beam- 1.5" diameter pipe +0.60D+0.60W+0.60H 3.00 Span 1 0.000 +0.60D+0.70E+0.60H ... 0.00 Span 1 0.000 +0.60D+0.70E+060H . 0.31 Span 1 0.000 +0.60D+0.70E+060H . 0.62 Span 1 0.000 +0.60D+0.70E+0.60H 0.93 Span 1 0.000 +0.60D+070E+0.60H ' , 1.23 Span 1 0.000 +0.600+0.70E+060H 1.54 Span 1 0.000 +0.60D+0:70E+060H . . •, - 1.85 Span 1 0.000 +0.60D+0.70E+0.60H 2.16 Span 1 0.000 +0.60D+0.70E+0.60H 2.47 Span 1 0.000 +0.60D+0.70E+O.60H 2.78 Span 1 0.000 +0.60D+0.70E+060H , 3.00 Span 1 0.000 P Only 0.00 Span 1 0.000 D Only • . 0.31 Span 1 0.000 D Only . - 0.62 Span 1 0.000 D Only 0.93 Span 1 0.000 D Only •- 1.23 Span 1 0.001 D Only 1.54 Span 1 0.001 D Only .• 1.85 Span 1 0.001 D Only '. . 2.16 Span 1 0.000 D Only - 2.47 Span 1 0.000 D Only 2.78 Span 1 0.000 D Only 3.00 Span 1 0.000 Lr Only 0.00 Span 1 0.000 Lr Only , 0.31 Span 1 0.000 Lr Only • 0.62 Span 1 0.000 Lr Only . 0.93 Span 1 0.000 * Lr Only , - 1.23 Span 1 0.000 Lr Only 1.54 Span 1 0.000 Lr Only . 1.85 Span 1 0.000 Lr Only . 2.16 Span 1 0.000 Lr Only 2.47 Span 1 0.000 Lr Only - 2.78 Span 1 0.000 Lr Only - 3.00 Span 1 0.000 L Only 0.00 Span 1 0.000 L Only 0.31 Span 1 0.007 L Only 0.62 Span 1 0.013 L Only 0.93 Span 1 0.019 L Only • 1 1.23 Span 1 0.022 L Only 1.54 Span 1 0.023 L Only . 1.85 Span 1 0.021 L Only 2.16 Span 1 0.017 L Only 2.47 Span 1 0.012 Nautilus• Change, Delta 3 You can change this area using the Settings menu item and then using the Printing& Tide Block selection. Tide Block Line 6 [Steel Beam lit Description': Hand-Railing, Beam. 1.5 diameter pipe IL Only Project Title: Engineer: Project ID: Project Descr. Printed: 25 MAR 2018, 2:01PM File = c:\usestsamson\DocuME-1\ENERcA-1tegoland.ece ENERCAIC, INC. 1983-2017, Build:10.17.12.10, Ver:10.17.12.10 Licensee : sks engineering, 'in 2.78 Span 1 0.005 Nautilus - Change, Delta 3 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. title Block Line 6 Steel Beam Project Title: Engineer: Project ID: Project Descr: Printed: 25 MAR 2018, 2:01 PM File = C:\Users\samson\DOCUME'-11ENERCA-1\Legoland.ec6 NERCALC, INC. 1983-2017, Build:10.17.12.10, Ver:10.17.12.10 Description: Hand-Railing, Beam- 1.5' diameter pipe - Beam Span Deflections at Incremental Locations Load Type! Combination Span Location (ft) Span ID Deflection (in) L Only 3.00 Span 1 0.000 .S Only . 0.00 Span 1 0.000 S Only 0.31 Span 1 0.000 S Only 0.62 Span 1 0.000 S Only 0.93 Span 1 0.000 S Only , 1.23 Span 1 0.000 S Only 1.54 Span 1 0.000 S Only 1.85 Span 1 0.000 S Only - 2.16 Span 1 0.000 S Only 2.47 Span 1 0.000 S Only . 2.78 Span 1 0.000 S Only 3.00 Span 1 0.000 W Only . 0.00 Span 1 0.000 W Only 0.31 Span 1 0.000 W Only . 0.62 Span 1 0.000 W Only 0.93 Span 1 0.000 W Only ' 1.23 Span 1 0.000 W Only •' 1.54 Span 1 0.000 W Only . 1.85 Span 1 0.000 W Only 2.16 Span 1 0.000 W Only 2.47 Span 1 0.000 W Only . 2.78 Span 1 0.000 W Only 3.00 Span 1 0.000 E Only 0.00 Span 1 0.000 E Only . - 0.31 Span 1 0.000 E Only 0.62 Span 1 0.000 E Only , 0.93 Span 1 0.000 E Only 1.23 Span 1 0.000 E Only 1.54 Span 1 0.000 E Only . 1.85 Span 1 0.000 E Only 2.16 Span 1 0.000 E Only * * 2.47 Span 1 0.000 E Only ' 2.78 Span 1 0.000 E Only ' 3.00 Span 1 0.000 H Only 0.00 Span 1 0.000 H Only * - 0.31 Span 1 0.000 H Only . 0.62 Span 1 0.000 H Only 0.93 Span 1 0.000 H Only 1.23 Span 1 0.000 H Only * 1.54 Span 1 0.000 H Only 1.85 Span 1 0.000 Nautilus - Change, Delta 3 Project Title: You can change this area Engineer: Project ID: using the Settings" menu iteni Project Descr: and then using the Printing & Tide Block" selection. Tulle Block Line 6 Panted: 25 MAR 2018, 2:01 PM Steel Beam File C:\Users\samsoMDOCUME-1\ENERCA-1\Legoland.ec6 ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver:10.17.12.10 Iit'i''Iisfl'V Licensee sks engineering, ir. Descilpllon handRáiIing, Beam - 1.5" diameter pipe Beam Span Deflections at Incremental Locations Load Type/ Combination Span Location (ft) Span ID Deflection (in) H Only 2.16 Span 1 0.000 H Only . 2.47 Span 1 0.000 H Only : 2.78 Span 1 0.000 H Only - 3.00 Span 1 0.000 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the "Printing & Title Block" selection. Title Block Line 6 Printed: 1B MAR 2OIB, 10:05PM [Steel Column File "C:tUsers\samsontD0CUME-IIENERCA-ltLegoland.ec6 I _________________________________ ENERCALC, INC. 1983-2017, Bui?d:10.17.12.10, Ver:10.17.12.10 Description : 1.5" diameter pipe, Intermediate Rail Posts (5.5" oc) Code ke -- __ Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used: ASCE 7-10 General Information - Steel Section Name: Pipel-1/2STD Analysis Method: Allowable Strength Steel Stress Grade Fy: Steel Yield 35.0 ksi E : Elastic Bending Modulus 29,000.0 ksi Overall Column Height 5.00 ft Top & Bottom Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns: X-X (width) axis: Unbraced Length for X-X Axis buckling = 5.0 ft, K = 1.0 Y-Y (depth) axis: Fully braced against buckling along V-V Axis Service loads entered. Load Factors will be applied for calculations. Column sell weight included :13.60 lbs * Dead Load Factor AXIAL LOADS Railing Post: Axial Load at 5.0 ft. D = 0.50, L = 1.0 k BENDING LOADS... Lat. Uniform Load creating My-y, E = 0.050 k/ft ESiôWUMAiW Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio 0.1760 : 1 Maximum Load Reactions.. Load Combination +D+0.750L+0.750S+0.5250E+H lop along X-X 0.1250 k Location of max.above base 2.517 ft Bottom along 0.1250 k At maximum location values are... lop along Y-Y 0.0 k Pa Axial 1.264 k Bottom along Y-Y 0.0 k Pn I Omega: Allowable 9.809 k Ma-x: Applied 0.0 k-ft Maximum Load Deflections... Mn-xl Omega: Allowable 0.7353 k-ft Along Y-Y 0.0 in at 0.0ft above base Ma-y: Applied 0.08203 k-ft for load combination: Mn.y IOmega: Allowable 0.7353 k-ft Along X-X 0.08364 in at 2.517ft above base for load combination :E Only PASS Maximum Shear Stress Ratio 0.01858 :1 Load Combination +D+0.70E+H Location of max.above base 0.0 ft At maximum location values are. Va: Applied 0.08750 k Vn I Omega: Allowable 4.709 k L Load Combination Results - Maximum Axial + Bending Stress Ratios Stress Ratio Status Location 0.052 PASS 0.00 ft 0.154 PASS 0.00 ft 0.052 PASS 0.00 ft 0.052 PASS 0.00 ft 0.129 PASS 0.00 ft 0.129 PASS 0.00 ft 0.052 PASS 0.00 ft 0.175 PASS 2.48 ft 0.129 PASS 0.00 ft 0.129 PASS 0.00 ft 0.176 PASS 2.52 ft 0.031 PASS 0.00 It 0.164 PASS 2.48 ft Maximum Shear Ratios Stress Ratio Status Location 0.000 PASS 0.00 ft 0.000 PASS 0.00 ft 0.000 PASS 0.00 ft 0.000 PASS 0.00 ft 0.000 PASS 0.00 It 0.000 PASS 0.00 ft 0.000 PASS 0.00 It 0.019 PASS 0.00 ft 0.000 PASS 0.00 ft 0.000 PASS 0.00 ft 0.014 PASS 0.00 ft 0.000 PASS 0.00 ft 0.019 PASS 0.00 ft Load Combination +D+H +D+L+H +D+Lr+H +D+S+H +D+0750Lr+0750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H +D+0.750Lr+0750L+0450W+H +D+0.750L+0,7505+0.450W+H +D+0.750L+0.750S+0.5250E+H +0.60D+0.60W+060H 0.60D+0.70E+060H U 0000 U! 0000 U 0000 Ui 00000 Aluo a U 0000 UI 0000 U LS U! 99900 H090+30L0+a09°0+ U 0000 U! 0000 U 0000 U! 00000 H090+M090+a090+ U 0000 Ui 0000 U LN7 U! 61'00 H+309Z90+SOSL0+1OSLo+a+ U 0000 Ui 000 U 0000 U! 00000 H+MOSP0+SO9LO+10sLo+a+ Ii 0000 U! 0000 U 0000 U! 00000 M+M09P0109LO+J1O9Lo+a+ U 0000 U! 0000 4 M2 U! 99900 H+3010+a+ U 0000 U! 0000 U 0000 U! 00000 H+M09O+a+ U 0000 U! 0000 U 0000 U! 00000 U 0000 U! 0000 U 0000 U! 00000 H+10SLO+flOSLO+a+ U 0000 U! 0000 U 0000 U! 00000 H+S+O+ U 0000 U! oQoo U 0000 U! 00000 H+fl+a+ U 0000 U! 0000 U 0000 U! 00000 H+1+(]+ U 0000 U! 0000 U 0000 U! 00000 H+a+ aouelsia uoqaa A-A xej aoUelsia uoipeja X-X x eVq UOfleU!qW03 peoi - SUO!WU!qwo3peOJojsuO!3ajJawnuilxe VMO WflW!U! KTO wnwixeyy do! S!XV A-A U8WOJ PSO WflW!U! IIs.0 WflW!XJ do! S!XV X-X UawoJ KTO wnwiuiVy wnwixej Oseg S!XV A-A IU9WOI I'L.SO wnwiuilN P90 wnw!xej 9se9 SlX x-x 'UaWO SZf0 Q- wnwiuiVq vi To wnwixeVy do! S!XV A-A Uolpea t'WO wnwiuiV4 - vo SZI0 wnw!xeAJ doj.sixyX-X 'Uofl3eeJ -KTO wnwiuilN P1.90 wnwixeiN 9SB 'V A-A UOQ3Be8 S0 S1.0- WflW!U! P1.90 WflW!XBVJ eseg SC( xx uoipee WflW!U!IAJ wnwixeIN ases ! do! @ aseq ! do! @ ases dol aseq @ do! © 9SB9 i 0se9 ! Onj8f, OweJX3 well S1UWOJ Pu3 - Aj 4•1 S1UOWOJ Pu3 - VY uoipee SPCY A-A 1 UOIBG S!xv x-x uoipeaN leixV suol ROBON ewaqx] SLO 9Z1.0' IcIUO AIUOM IclUOS 000k IIUO 1 iciuoi P1.S•0 40 8800 8800- 80E0 H090+30L0+0090+ 8000 - H090+M096+0090+ 9900 9900-- P9 H+30990+S09L'0+10SL0+a+ 1. H+MOSPO+SOSL0+10940+0+ t'9Z 1. H+M0SY0+109L0+10G(0+a+ 8800 8800- P1.90 - H+30L0+G+ P190 H+M090+0+ P9? 1. - H+S0S(0+109E0+a+ "T 1. H+109L0+fl09vo+a+ P1.9•0 - . H+s+a+ P1.S•0 H+n+a+ P1.91. H+1+(]+ doj @ eseq @ do! © Ose13 !! do! @ aseq @ do! @ asee ©. OSB9 u0Ieu!qwo3 peo SjUØWO pU3 - AV4 J-) SU9WO - XIAI UOI3eaJ S! A-A oipee spc X-X Uo!pee eix - peS!! OJE SUO!peeJ woz-uou Aluo :91ON suoquey wnwixew (DOSS) SISOd HEN 91elPOLLUOIUI adid ialaUie!P • 1. : uoqduosoü ,. Wp Ol!d - U W fl 100 iee;s i1d9001 VOZ Mgt :j3saa loeFoJd :al I°°°d :J60u16u3 :afl!j. pafoid - -udqoaos po afl!j 19 6u!juu. 81 6uisn Uaq pue W9! nuaw s6u!flag, aq 6u!sn eaJe sqj a6ue4o UO3 nok 1. a Ur} I°°I9 Oflft Title Block Line 1 . Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item Project Descn and then Using the "Printing & Title Block" selection. fide Block Line 6 - . Prtnted: 18 MAR 2018, 10:05PM I Steel Column Filer C:\Users\samson\DOCUME-1\ENERCA-1Legoland.ec6 L ' ENERCALC, INC. 1983-2017, Build:1O.17.12.1O, Ver:1O.17.12.1O Description f 1.5" diameter pipe, Intermediate Rail Posts (5.5° oc) flaximurn biti Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance LrOnly 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 It S Only 0.0000 in 0.000 ft 0.000 in 0.000 It W Only 0.0000 in 0.000 ft 0.000 in 0.000 ft E Only 0.0836 in 2.517 ft 0.000 in 0.000 It H Only 0.0000 ' in 0.000 ft 0.000 in 0.000 It -- Pipei.1/2STD Depth = 1.900 in I xx 0.29 in"4 J 0.586 in A4 Sxx 0.31 inA3 Diameter = 1.900 in Rxx 0.626 in Wall Thick = 0.145 in Zx 0.421 inA3 Area = 0.749 in-12 I yy 0.293 in Weight = 2.720 plf S yy 0.309 in"3 Ryy 0.626 in Ycg = 0.000 in ' Y x Tide Block Line 1 Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr: and thin using the "Printing & Tulle Block" selection. Tulle Block Line 6 Printed: 18 MAR 2018, 9:38PM Steel Column File = C:\Users\samson\DOCUME-11ENERCA'-1\Legoland.ec6 I ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver:10.17.12.10 I IUtiEII1sIIsJW Licensee sks, engineering, inc._ Description: 3" diameter pipe, Rail Support Post (8-ft oc) Ood Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used: ASCE 7-10 Steel Section Name: Pipe3STD Overall Column Height 5.5 ft Analysis Method: Allowable Strength Top & Bottom Fixity Top Free, Bottom Fixed Steel Stress Grade Brace condition for deflection (buckling) along columns: Fy : Steel Yield 35.0 ksi X-X (width) axis: E : Elastic Bending Modulus 29,000.0 ksi Fully braced against buckling along X-X Axis Y-Y (depth) axis: Fully braced against buckling along Y-Y Axis iAppliedts - . Service loads entered. Load Factors will be applied for calculations. Column self weight inclUded :41.690 lbs * Dead Load Factor AXIAL LOADS ;.. Railing Post: Axial Load at 5.50 ft, 0 = 0.50, L = 1:0k. BENDING LOADS... Lat. Point Load at 5.50 ft creating Mx-x, E = 0.20 k DES!GNSUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio - 0.2076 : 1 Maximum Load ReactIons . - Load Combination +D+0.70E+H Top along X-X 0.0 k Location of max.above base 0.0 ft Bottom along X-X 0.0 k At maximum location values are... Top along Y-Y 0.0 k Pa: Axial 0.5417 k Bottom along Y-Y 0.20k Pn/ Omega: Allowable 43.383 k Ma-x: Applied -0.770 k-ft Maximum Load Deflections Mn-x /Omega : Allowable 3.825 k-ft Along Y-Y 0.2307 in at 550ft above base Ma-y: Applied 0.0 k-ft for load combination: E Only Mn-yl Omega: Allowable 3.825 k-ft Along X-X 0.0 in at 0.oft above base for load combination: PASS Maximum Shear Stress Ratio = 0.01076 : 1 Load Combination +D+0.70E+H Location of max.above base 0.0 ft At maximum location values are Va:Applied 0.140 k Vnl Omega: Allowable 13.015 k I LoadCombinationResu - Load Combination Maximum Axial + Stress Ratio Bending Status Stress Ratios Location Maximum Stress Ratio Shear Ratios Status Location +D+H 0.012 PASS 0.00 ft 0.000 PASS 0.00 ft +D+L+H 0.036 PASS 0.00 ft 0.000 PASS 0.00 ft +D+Lr+H 0.012 PASS 0.00 ft 0.000 PASS 0.00 ft +D+S+H 0.012 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750Lr+0750L+H 0.030 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750L+0.750S+H 0.030 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.60W+H 0.012. PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.70E+H 0.208 PASS 0.00 ft 0.011 PASS 0.00 ft +D+0.750Lr+0.750L+0450W+H 0.030 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750L+0.7505+0.450W+H 0.030 PASS 0.00 ft 0.000 PASS 0.00 ft D+0.750L+0.750S+05250E+H .' 0.166 PASS 0.00 ft 0.008 PASS 0.00 ft +0.600+0.60W+0,60H 0.007 PASS 0.00 ft 0.000 PASS 0.00 ft +0.600+0.70E+0.60H 0.205 PASS 0.00 ft 0.011 PASS 0.00 ft U 0000 U! 0000 U 0000 U! 00000 AiuO a U 0099 U! zvo 4 0000 U! 00000 H090+3010+0090+ U 0000 U! 0000 U 0000 U! 00000 H090+M090+0090+ U 0099 U! IZVO U 0000 U! 0000'0 H+309Z90+SOSLO+1OSLO+a+ U 0000 U! 0000 U 0000 U! 00000 H+MOSP0+SO9L0+10SL0+0+ U 0000 U! 0000 4 0000 U, 00000 H+MO9V0+109L'O+Jl09L'0+0+ U 0099 U! Z91.O U 0000 U! 00000 H+3010+0+ U 0000 U! 0000 U 0000 U! 0000'0 H+M090+a+ 14 0000 U! 0000 Ii 0000 U! 00000 H+SOSL0+10SL0+0+ U 0000 U! 0000 14 0000 U! 00000 H+1OSL0+J1OSL0+a+ 14 0000 U! 0000 U 0000 U! 00000 H+S+a+ 14 0000 U! 000•0 U 0000 U! 00000 H+1+O+ U 0000 UI 0000 U 0000 UI 00000 H+1+0+ U 0000 U! 0000 14 0000 Ui 00000 H+a+ eoUelsia UO3O14OJ A-A xe eoUes! uo3eja x-x xe4 uoneUiqwo3 peo- suo;eu!qwo3 peon iOj suopaJe wnwxej ZVTO WflW!U!J ZOTO wnwixeVq doj S!XY A-A juewoJ Zt'SO WflW!UiI P90 WflW!XB4 do! S!XV X-X juawoj ZKO WflW!U!IAJ ZPS0 WflW!XBVOsIRIB S!XV A-A 'IuswOVY 0014 OOZ'O 0014- wnWiuiVy wnwixeV4 ases SIXy XX -juawovy ZPS0 WflW!U!J t'90 wnwixeV4 doj S!XV A-A uoee t'9'0 WflW!UI ZKO wnwixeJ do! S!XV X-X uoeaj Zt'SO WflW!U! 0011.- OOZ0 wnwixevy OSB9S!X'VA-A UOOO PS0 WflWiU! I,s.0 wnwiXej 9se9 S!Xv X-X UOt3e9 - WflW!U!j wnwixeIN oseg © Jelxv do! © aseq do! @ 0se9 @ do! @ oseg do! @ oseg @ aseg © OflI8A OWOJIX3 we SUOWOA4 Pu3 - f4 U•I 5jUOWO4 pu - XJ UOIoe9 SIXy A-A I Uo!peoJ SIXy X-X U01l3eo !e!Xy suO!;3ee awaix j AlL OH ooto AIUO 3 AIUO M iciuo s 0001 Aluo 1 ZKO AIUO a 01'lO SZE0 H090+30L0+a090+ S0 H090+M090+a090+ 9010 H+309s0+S0SL0+1OsL0+0+ H+MOSI'O+SOSLO+lOS(O+O+ H+M0St'O+lOcL'O+flOsLO+a+ OM.'O t'90 H+30(0+0+ ZOTO H+M090+0+ ZRI H+SOSL0+109L0+0+ H+109Lo+1ogL0+0+ H+s+a+ ps.0 H+fl+a+ ZP9. H+1+0+ do! @ aseg @ dol @ oseg @ do! © eseg @ do! @ eseg @ eseg @ uoeuiqwo3 peon SUMO U3 - Al4 14-4 S)U3WO U3 - X'J U0fl328 S!Xy A-A I uoipee SIXy X-X Uo!j3ee !!xv POIS!I OJe SUOI4080J OJOZ UOU AIUQ OION sucipeoN wnwixej (oo ü-g) ISOd liOddnS odd JO1aWe!p : uod!ioseü 02i.LI0:JOA o'vLoI:PLn8 'L WI96 3N1 Vd9C6 9LO !jW St PetUtid :iosaQ 13810Jd a! loeloid :J88u16u3 :91U l3eroid uwn103 iee;s u0i138I8s ..ioolg 8Q!J 1p 6U4UU t11 6u!sn UOL4I pue Wel! flU$W S6U!flag• aip 6usn eeie siq 90ue43 ueo nok OUI] 10019 OQ!j Tulle Block Line 1 Project Title: You can change this area - Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the "Printing & Title Block" selection. Title Block Line 6 - Printed: 18 MAR 2018. 938PM Steel Column File INC. 1983-2017, Build:10.17.12.10. Ver:10.17.12.10 Description : 3" diameter pipe, Rail Support Post (0-,ft oc) Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 it L Only 0.0000 . in 0.000 ft 0.000 in 0.000 it S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.000 in 0.000 it E Only 0.0000 in 0.000 It 0.231 in 5.500 it H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft [iI Pipe3STD Depth 3.500 in lxx 2.85 inA4 J = 5.690 inA4 Sxx = 1.63 inA3 Diameter •= 3.500 in Rxx 1.170 in Wall Thick - 0.216 in Zx = 2.190 in'3 Area = 2.070 inA2 . .1 yy - = 2.850 inA4 Weight 7.580 plf Syy = 1.630 inA3 Ryy = 1.170 in Ycg 0.000 in Nautilus - Change, Delta 3 Project Tide: You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the "Printing & Tide Block" selection. Title Block Line 6 . Printed: 25 MAR 2018, 4:00PM LSteel Column File = C:\Users\samsonlDOCUME-1IENERCA-1\Legoland.ec6 ENERCAIC, INC. 1983-2017, Build:10.17.12.10, Ver:10.17.12.10 I Description : "43" Interior Gates Detail", 1.5" diameter pipe post, Code References Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used: ASCE 7-10 GeneraHnforrnaon 1 Steel Section Name: Pipel-1/2 Std Overall Column Height 3.5 ft Analysis Method: Allowable Strength Top & Bottom Fixity Top Free, Bottom Fixed Steel Stress Grade Brace condition for deflection (buckling) along columns: Fy: Steel Yield 35.0 ksi X-X (width) axis: E: Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X-X Axis buckling = 3.5 ft. K = 2.1 Y-Y (depth) axis: Unbraced Length for Y-Y Axis buckling = 3.5 ft, Kr 2.1 Applied Loads - - Service loads entered. Load Factors will be applied for calculations. Column self weight included: 9.597 lbs * Dead Load Factor BENDING LOADS 200#: Lat. Point Load at 3.50 ft creating Mx-x, L = 0.20 k I bENSUMMAT Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio 0.9529 : 1 Maximum Load Reactions.. Load Combination +D+L+H Top along X-X 0.0 k Location of max.above base 0.0 ft Bottom along X-X 0.0 k At maximum location values are... Top along Y-Y 0.0 k Pa : Axial . 0.009597 k Bottom along Y-Y 0.20 k Pn I Omega: Allowable 5.679 k Ma-x: Applied -0.70 k-ft Maximum Load Deflections Mn-x/ Omega: Allowable , 0.7353 k-ft Along Y-Y 0.5784 in at 3.50ff above base Ma-y: Applied . 0.0 k-ft for load combinabon :+D+L+H Mn-yl Omega: Allowable 0.7353 k-ft Along X-X 0.0 in at 0.oft above base for load combination: PASS Maximum Shear Stress Ratio; 0.04241 : 1 Load Combination +D+L+H Location of max.above base ' . 0.0 ft At maximum location values are. Va: Applied 0.20 k Vnl Omega: Allowable 4.716 k - Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +D+H 0.002 PASS 0.00 ft 0.000 PASS 0.00 ft +D+L+H 0.953 PASS 0.00 ft 0.042 PASS 0.00 ft +D+Lr+H 0.002 PASS 0.00 ft 0.000 PASS 0.00 ft +D+5+H 0.002 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750Lr+0.750L+H 0715 PASS 0.00 ft 0.032 PASS 0.00 ft +D+0.750L+0.7505+H 0.715 PASS 0.00 ft 0.032 PASS 0.00 ft +D+0.60W+H . 0.002 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.70E+H 0.002 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750Lr+0750L+0450W+H 0.715 PASS 0.00 ft 0.032 PASS 0.00 ft D+0.750L+0.750S+0450W+H 0.715 PASS 0.00 ft 0.032 PASS 0.00 ft +D+0.750L+0.7505+05250E+H 0.715 PASS 0.00 ft 0.032 PASS 0.00 ft 0.60D+0.60W+0.60H 0.001 PASS 0.00 ft 0.000 PASS 0.00 ft 0.60D+0.70E+0.60H 0.001 PASS 0.00 ft 0.000 PASS 0.00 ft Maximum Reaction - - - - - Wntp' flnI reactions are listec' - - Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k-ft My - End Moments Load Combination © Base © Base @ Top @ Base @ lop © Base © lop © Base © lop +D+H 0.010 Nautilus -Change, Delta 3 Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the "Printing & Title Block" selection. Title Bloâk Line 6 - Printed: 25 MAR 2018, 4:00PM Steel Column File = C:\U$erS\samSon\DOCUME-1\ENERCA-1\Le9oI ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver:10.17.12.10 Lic. Licensee ica:-iiiengineering, Description: "43" Interior Gates Detail", 1.5" diameter pipe post, ke-actioWs- - - - Note: Only non-zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k-ft My - End Moments Load Combination @ Base © Base © Top © Base @ Top @ Base © lop © Base © lop +D+L+H 0.010 0.200 -0.700 +D+Lr-i-H . 0.010 +D+S+H 0.010 +D+0.750Lr+0750L+H 0.010 0.150 -0.525 +D+0.750L+0.750S+H 0.010 0.150 -0.525 +D+0.60W+H 0.010 +D+0.70E+H: 0.010 +D+0.750Lr+0.750L+0 450 W+H 0.010 0.150 -0.525 +D+0.750L+0.7505+0.450W+H 0.010 - 0.150 -0.525 +D+0.750L+0.750S+0.5250E+H 0.010 0.150 -0.525 +0.60D+0.60W+0.60H 0.006 +0.60D+0.70E+0.60H 0.006 DOnty 0.010 LrOnly L Only 0.200 -0.700 S Only WOnly E Only H Only r Extreme Reactions - Axial Reaction X-X Axis Reaction k V-V Axis Reaction Mx - End Moments k-ft My - End Moments Item Extreme Value © Base . @ Base © lop © Base © hop © Base © Top © Base @ Top Axial © Base Maximum 0.010 Minimum Reaction, X-X Axis Base Maximum 0.010 Minimum 0.010 Reaction, V-V Axis Base Maximum 0.010 0.200 -0.700 Minimum 0.010 Reaction, X-X Axis Top Maximum 0.010 Minimum 0.010 Reaction, V-V Axis lop Maximum 0.010 Minimum * 0.010 Moment, X-X Axis Base Maximum 0.010 Minimum 0.010 -0.700 0.200 -0.700 Moment, V-V Axis Base Maximum 0.010 Minimum 0.010 Moment, X-X Axis lop Maximum 0.010 Minimum 0.010 Moment, V-V Axis lop Maximum 0.010 Minimum 0.010 flibeeciis for Load Combinations Load Combination Max. X-X Deflection Distance Max. V-V Deflection Distance 0.0000 in 0.000 It 0.000 in 0.000 It +Di-L+H 0.0000 in - 0.000 It 0.578 in 3.500 It +D+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 It +D+S+H 0.0000 in 0.000 It 0.000 in 0.000 It +D+0.750Lr+0750L+H 0.0000 in 0.000 It 0.434 in 3.500 It +D+0.750L+0.750S+H . 0.0000 in 0.000 ft 0.434 in 3.500 ft +D+0.60W+H 0.0000 in 0.000 ft 0.000 in 0.000 It +D+0.70E+H 0.0000 in 0.000 It 0.000 in 0.000 It +D+0.750Lr+0750L+0450W+H 0.0000 in 0.000 It 0.434 in 3.500 It +D+.750L+0.750S+0450W+H 0.0000 in 0.000 It 0.434 in 3.500 It +D+0.750L+07503+05250E+H 0.0000 in 0.000 It 0.434 in 3.500 It +0.60D+0.60W+060H 0.0000. in - 0.000 ft 0.000 in 0.000 It +0.60D+0.70E+0.60R 0.0000 in 0.000 It 0.000 in 0.000 It D Only 0.0000 in 0.000 ft 0.000 in 0.000 It Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Nautilus - Change, Delta 3 Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item . Project Descr: and then using the Printing & Tulle Block" selection. Tulle Block Line 6 Prtnted: 25 MAR 2010, 4:00PM Ale C:lUserslsamsonOOCUME.:lkENERCA~l\Legolandec6I Steel Column .. .. .f Description: 43fl Interior Gates Detail", 1.5w diameter pipe post, MamumDefleconsfor Load Combinations - 'Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance 0.0000 in 0.000 ft 0.578 in 3.500 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 It W Only 0.0000 in 0.000 ft 0.000 in 0.000 It E Only 0.0000 in 0.000 ft 0.000 in 0.000 It H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft rsii Section Properties r Pipel-1/2Std Depth 1.900 in lxx = 0.29 inA4 J 0.586 jA4 Sxx = 0.31 inA3 Diameter 1.900 in R xx , = 0.626 in Wall Thick = 0.145 in Zx = 0.421 inA3 Area = 0.750 in A2 I yy = 0.293 inA4 Weight = 2.742 pIt S iy . = 0.309 inA3 Ryy = 0.626 in Ycg . = 0.000 in Y FA Nautilus - Change, Delta 3 Project Title: You can change this area Engineer: Project ID: using the Settings" menu item Project Descr: and then using the "Printing & Title Block" selection. Tide Block Line 6 Printed: 25 MAR 2018, 4:14PM [steel Column Filer C:\Users\samson\DOCUME-1lENERCA.-1Legoland.ec6 ENERCAIC, INC. 1983-2017, Build:1O.17.12.10, Ver:10.17.12.10 iflti'III*ISIII' Ii. Ii i. Description: "53" Interior Gates Detail 4", 57" max ht; 3" diameter pipe post, References - Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used :ASCE 7-10 1GeneralInforrniiIfl - ____ Steel Section Name: Pipe3 Std Overall Column Height 5.0 ft Analysis Method: Allowable Strength Top & Bottom Fixity Top Free, Bottom Fixed Steel Stress Grade Brace condition for deflection (buckling) along columns: Fy : Steel Yield 35.0 ksi X-X (width) axis: E : Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X-X Axis buckling = 5 It, K = 2.1 Y-Y (depth) axis: Unbraced Length for Y-Y Axis buckling = 5.0 ft, K = 2.1 1Applied Loads I Service loads entered. Load Factors will be applied for calculations. Column self weight included : 38.022 lbs * Dead Load Factor BENDING LOADS 200#: Lat. Point Load at 5.0 ft creating Mx-x, L =020 k EôETaNUiMAkV Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.2622 : 1 Maximum Load Reactions.. Load Combination . +D+L+H Top along X-X 0.0 k Location of max.above base . 0.0 ft Bottom along X-X 0.0 k At maximum location values are... Top along Y-Y 0.0 k Pa: Axial 0.03802 k Bottom along Y-Y 0.20 k Pn I Omega: Allowable 24.078 k Ma-x: Applied -1.0 k-ft Maximum Load Deflections Mn-x IOmega Allowable 3.825 k-ft Along Y-Y 0.1734 in at 5.oft above base Ma-y: Applied 0.0 k-ft for load combination : +D+L+H Mn-y I Omega: Allowable 3.825 k-ft Along X-X 0.0 in at 0.oft above base for load combination: PASS Maximum Shear Stress Ratio = 001529 :1 Load Combination +D+L+H Location of max.above base 0.0 ft At maximum location values are... Va: Applied 0.20 k Vn I Omega: Allowable 13.078 k Edbiti - - 1 Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +D+H 0.002 PASS 0.00 ft 0.000 PASS 000 ft +D+L+H 0.262 PASS 0.00 ft 0.015 PASS 0.00 ft +D+Lr+H 0.002 PASS 0.00 ft 0.000 PASS 0.00 ft +D+5+H 0.002 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750Lr+0750L+H 0.197 PASS 0.00 ft 0.011 PASS 0.00 ft +D+0.750L+0.750S+H 0.197 PASS 0.00 ft 0.011 PASS 0.00 ft +D+0.60W+H 0.002 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.70E+H 0.002 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750Lr+0750L+0450W+H 0.197 PASS 0.00 ft 0.011 PASS 0.00 ft +D+0.750L+0.750S+0450W+H 0.197 PASS 0.00 ft 0.011 PASS 0.00 ft +D+0.750L+0.750S+05250E+H 0.197 PASS 0.00 ft 0.011 PASS 0.00 ft 0.60D+0.60W+0.60H 0.001 PASS 0.00 ft 0.000 PASS 0.00 ft +0.60D+0.70E+0.60H 0.001 PASS 0.00 ft 0.000 PASS 0.00 ft Maxijmum Rei ' 1 Note: Only non-zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k-ft My - End Moments Load Combination © Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top +D+H 0038 Nautilus - Change, Delta 3 You can change this area using the Settings menu item and then using the Printing & Title Block selection. Project Title: Engineer: Project ID: Project Descr. I 1UU D108K Line 0 Printed: 25 MAR 2018, 4:14PM [Steel Column Filer C:\Users\samson\DOCUME-11ENERCA-1\Le9oland.ec6 I ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver:10.17.12.10 Description: 53" Interior Gates Detail 4, 57 max ht; 3 diameter pipe post, Maximum Reactions Note: Only non-zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k-ft My - End Moments Load Combination © Base @ Base @ Top © Base © lop @ Base © Top @ Base © Top +D+L+H 0.038 0.200 -1.000 +D+Lr+H 0.038 +D+S+H 0.038 +D+0.750Lr+0750L+H 0.038 0.150 -0.750 +D+0.750L+0.750S+H 0.038 0.150 -0.750 +D+0.60W+H 0.038 +D+0.70E+H 0.038 +D+0.750Lr+0.750L+0450W+H 0.038 0.150 -0.750 +D+0.750L+0.750S+0.450W+H 0.038 0.150 -0.750 +D+0.750L+0.750S+0.5250E+H 0.038 0.150 -0.750 +0.60D+0.60W+0.60H 6.023 +0.60D+0.70E+0.60H 0.023 D Only . 0.038 LrOnly LOnly 0.200 -1.000 S Only WOnly E Only H Only - Extreme Reactions Axial Reaction X-X Axis Reaction k V-V Axis Reaction Mx - End Moments k-ft My - End Moments Item Extreme Value © Base © Base © Top © Base © lop @ Base @ lop © Base © lop Axial @ Base Maximum 0.038 Miniñium Reaction, X-X Axis Base Maximum 0.038 Minimum 0.038 Reaction, V-V Axis Base Maximum 0.038 0.200 -1.000 Minimum 0.038 Reaction, X-X Axis lop Maximum 0.038 Minimum 0.038 Reaction, V-V Axis Top Maximum 0.038 Minimum 0.038 Moment, X-X Axis Base Maximum 0.038 Minimum 0.038 -1.000 0.200 -1.000 Moment, V-Y Axis Base Maximum 0.038 Minimum 0.038 Moment, X-X Axis lop Maximum 0.038 Minimum 0.038 Moment, V-V Axis Top Maximum 0.038 Minimum 0.038 Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-V Deflection Distance +D+H 0.0000 in 0.000 ft 0.000 in 0.000 It +D+L+H 0.0000 in 0.000 ft 0.173 in 5.000 ft +D+Lr+H 0.0000 in 0.000 It 0.000 in 0.000 It +D+S+H 0.0000 in 0.000 It 0.000 in 0.000 ft +D+0.750Lr+0750L+H 0.0000 in 0.000 ft 0.130 in 5.000 It +D+0.750L+07505+H - 0.0000 in 0.000 ft 0.130 in 5.000 It +D+0.60W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D'.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0750L+0450W+H 0.0000 in 0.000 It 0.130 in 5.000 It +D+0.750L+0.7503+0450W+H 0.0000 in 0.000 It 0.130 in 5.000 It +D'0.750L+0.7505+0.5250E+H 0.0000 in 0.000 ft 0.130 in 5.000 It +0.60D+0.60W+0.60H 0.0000 in 0.000 It 0.000 in 0.000 It +0.60D+0.70E+0.60H 0.0000 in 0.000 It 0.000 in 0.000 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft LrOnly 0.0000 in 0.000 ft 0.000 in 0.000 It Nautilus - Change, Delta 3 Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the "Printing & Tide Block" selection. .Title Block Line 6 ' , Panted: 25 MAR 2018, 4:14PM Steel Column File C:\Users\samson\DOCUME-1IENERCA-1\Legoland.ec6 ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver:10.17.12.10 Descripon : "53' Interior Gates Detail 4", 57 max ht; 3" diameter pipe post, Maximum Load Combinations— Load Combination Max X X Deflection Distance Max Y Y Deflection Distance L Only 0.0000 in 0.000 ft 0.173 in 5.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 It W Only 0.0000 in 0.000 ft 0.000 in 0.000 ft EOnly 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 It 0.000 in 0.000 ft S1iI Son Pro erti T Pipe3 Std Depth 3.500 in - lxx 2.85 nM J 5.690 inA4 Sxx 1.63 inA3 Diameter 3.500 in RxA 1.170 in Wall Thick 0.216 in Zx . 2.190 inA3 Area = 2.080 in'2 I yy 2.850 inA4 Weight 7.604 plf SW 1.630 inA3 Ryy 1.170 in Ycg = 0.000 in i sa— •.-- Y LI' Nautilus - Change, Delta 3 Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr and then using the "Printing & Title Block" selection. Tide Block Line 6 - Punted: 25 MAR 2018, 4:18PM LSteel Column File = C:\Users\samson'uDOCUME-11ENERCA-1\Legoiand.ec6 I ENERCALC, INC. 1983-2017, 8ui1d:10.17.12.10, Ver:I0.17.12.10 Description: "53' Queue Railing Detail 3', 57' max ht: 3" diameter pipe post, Code References Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used: ASCE 7-10 General nforrnaflon" Steel Section Name: Pipe3 Std Overall Column Height 5.0 ft Analysis Method: Allowable Strength ' Top & Bottom Fixity Top Free, Bottom Fixed Steel Stress Grade Brace condition for deflection (buckling) along columns: Fy: Steel Yield 35.0 ksi X-X (width) axis: E: Elastic Bending Modulus, 29,000.0 ksi Unbraced Length for X-X Axis buckling = 5 ft, K = 2.1 Y-Y (depth) axis: Unbraced Length for Y-Y Axis buckling = 5.0 ft, K = 2.1 çAppliedLoads i Service loads entered. Load Factors will be applied for calculations. Column self weight included :38.022 Ibs" Dead Load Factor BENDING LOADS... 200#: Lat. Point Load at 5.0 ft creating Mx-x, .L 0.20 k Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio 0.2622 : 1 Maximum Load Reactions.. Load Combination +D+L+H Top along X-X 0.0 k Location of max.above base . 0.0 ft Bottom along X-X 0.0 k At maximum location values are... Top along Y-Y 0.0 k Pa: Adal 0;03802 k Bottom along Y-Y 0.20 k Pn I Omega: Allowable 24.078 k Ma-x: Applied -1.0 k-ft Maximum Load Deflections Mn-x/Omega : Allowable 3.825 k-ft Along Y-Y 0.1734 in at 5.0ft above base Ma-y: Applied 0.0 kft for load combination: +D+L+H Mn-y/ Omega: Allowable 3.825 k-ft Along X-X 0.0 in at O.0ft above base for toad combination: PASS Maximum Shear Stress Ratio = 0.01529 : 1 Load Combination +D+L+H Location of max.above base 0.0 ft At maximum location values are Va:Applied 0.20 k Vn I Omega : Allowable 13.078 k Load Combination Results Load Combination . Maximum Axial + Bending Stress Ratio Status Stress Ratios Location Maximum Shear Ratios Stress Ratio Status Location +D+H , 0.002 PASS 0.00 ft 0.000 PASS 0.00 ft +D+L+H 0.262 PASS 0.00 ft 0.015 PASS 0.00 ft +D+Lr+H 0.002 PASS 0.00 ft 0.000 PASS 0.00 ft +D+5+H 0.002 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750Lr+0.750L+H 0.197 PASS 0.00 ft 0.011 PASS 0.00 ft +D+0.750L+0.750S+H 0.197 PASS 0.00 ft 0.011 PASS 0.00 ft +D+0.60W+H 0.002 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.70E+H 0.002 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750Lr+0750L+0450W+H 0.197 PASS 0.00 ft 0.011 PASS 0.00 ft D+0.750L+0.750S+0450w+H 0.197 PASS 0.00 ft 0.011 PASS 0.00 ft +D+0.750L+0.750S+05250E+H 0.197 PASS 0.00 ft 0.011 PASS 0.00 ft +0.60D+0.60W+0.60H 0.001 PASS 0.00 ft 0.000 PASS 0.00 ft +0.60D+0.70E+0.60H 0.001 PASS 0.00 ft 0.000 PASS 0.00 ft Maximum Reactins T - . Note: Only non-zero reactions are listed. - Axial Reaction X.X Axis Reaction k Y-Y Axis Reaction Mx- End Moments k-ft My - End Moments Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top 0.038 Nautilus - Change, Delta 3 Project Title: You can change this area Engineer: Project ID: using the 'Settings' menu item Project Descr and then using the 'Printing & Tide Block" selection. Tide Block Line 6 Printed: 25 MAR 2018, 4:18PM Steel Column Filer C:\Users\samson\DOCUME-1\ENERCA-1\Legoland.ec6 ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver:10.17.12.10 I Lic. #: KW-06010917 Licensee : sks engineering, in Description : '53' Queue Railing Detail 3', 57" max h 3" diameter pipe post, Note: Only non-zero reactions are listed. Axial Reaction x-x Axis Reaction k V-V Axis Reaction Mx - End Moments k-ft My - End Moments Load Combination © Base @ Base © Top © Base © lop © Base © lop © Base © lop +D+L+H 0.038 0.200 -1.000 +D+Lr+H 0.038 +D+S+H 0.038 +D+0.750Lr+0.750L+H 0.038 0.150 -0.750 +D+0.750L+0.750S+H 0.038 0.150 -0.750 +D+0.60W+H 0.038 +D+0.70E+H 0.038 +D+0.750Lr+0.750L+0450W+H 0.038 0.150 -0.750 +D+0.750L+0.750S+0.450W+H 0.038 0.150 -0.750 +D+0.750L+0.750S+0.5250E+H 0.038 0.150 -0.750 +0.60D+0.60W+0.60H 0.023 +0.60D+0.70E+0.60H . 0.023 D Only 0.038 LrOnly LOnly . 0.200 -1.000 S Only W Only EOnly H Only I Extreme Reactions Axial Reaction X-X Axis Reaction k V-V Axis Reaction Mx - End Moments k-ft My - End Moments Item Extreme Value © Base © Base © lop © Base © lop © Base © lop © Base © Top Axial @ Base Maximum 0.038 Minimum Reaction, X-X Axis Base Maximum 0.038 Minimum 0.038 Reaction, V-V Axis Base Maximum 0.038 0.200 -1.000 Minimum 0.038 Reaction, X-X Axis lop Maximum 0.038 Minimum 0.038 Reaction, V-V Axis iop Maximum 0.038 Minimum 0.038 Moment, X-X Axis Base Maximum 0.038 Minimum 0.038 -1.000 0.200 -1.000 Moment, V-V Axis Base Maximum 0.038 Minimum 0.038 Moment, X-X Axis lop Maximum 0.038 Minimum 0.038 Moment, V-V Axis lop Maximum 0.038 Minimum 0.038 Ikaximum Deflections for Load Combinations - Load Combination Max. X-X Deflection Distance Max. V-V Deflection Distance +D+H 0.0000 in 0.000 It 0.000 in 0.000 ft +D+L+H . 0.0000 in 0.000 ft 0.173 in 5.000 ft +D+Lr+H 0.0000 in 0.000 It 0.000 in 0.000 It +D+S+H 0.0000 in 0.000 It 0.000 in 0.000 It +D+0.750Lr+0750L+H 0.0000 in 0.000 It 0.130 in 5.000 It +D+0.750L+0.7505+H 0.0000 in 0.000 It 0.130 in 5.000 ft +D+0.60W+H 0.0000 in 0.000 It 0.000 in 0.000 It +D+0.70E+H 0.0000 in 0.000 It 0.000 in 0.000 It +D+0.750Lr+0.750L+0450W+H 0.0000 in 0.000 ft 0.130 in 5.000 ft +D+0.750L+0.7505+0450W+H 0.0000 in 0.000 It 0.130 in 5.000 It D+0.750L+0.750S+05250E+H 0.0000 in 0.000 It 0.130 in 5.000 It +0.60D+0.60W+060H 0.0000 in 0.000 ft 0.000 in 0.000 It +0.60D+0.70E+060H 0.0000 in 0.000 It 0.000 in 0.000 It D Only 0.0000 in 0.000 It 0.000 in 0.000 It Lrcnly 0.0000 . in 0.000 It 0.000 in 0.000 It Nautilus - Change, Delta 3 Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr and then using thePrinting & Tide Block" selection. Title Block Line 6 Printed: 25 MAR 2018. 4:18PM [steel Column Filer C:\Users\samson\DOCUME-1\ENERCA-1'Legoland.ec6 I ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver:10.17.12.10 Description 53" Queue Railing Detail 3", 57" max ht; 3" diameter pipe post, Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance L Only 0.0000. in 0.000 ft 0.173 in 5.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft WOnly 0.0000 in 0.000 ft 0.000 in 0.000 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft . Pipe3 Std Depth 3.500 in I xx = 2.85 inA4 J 5.690 inM Sxx 1.63 inA3 Diameter 3.500 in Rxx = 1.170 in Wall Thick = 0.216 in Zx = 2.190 in '3 Area 2.080 inA2 I'y 2.850 1n'4 Weight 7.604 pIt Syy 1.630 inA3 Ryy 1.170 in Ycg 0.900 in Sketches ———.- Y x I Nautilus - Change, Delta 3 Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the "Printing & Title Block" selection. Title Block Line 6 . Printed: 25 MAR 2018, 4:45PM Steel Column File = C:\Users\samson\OOCUME-11ENERCA-1\Legoland.ec6 I ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver:10.17.12.10 Description: "Exterior Queue Railing Picket Detail", 1.5" square Post, Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used: ASCE 7-10 [Generaflnformation Steel Section Name: HSS2x2x1/8 Overall Column Height 3.50 ft Analysis Method: Allowable Strength Top & Bottom Fixity Top Free, Bottom Fixed Steel Stress Grade Brace condition for deflection (buckling) along columns: Fy : Steel Yield 35.0 ksi X-X (width) axis: E : Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X-X Axis buckling = 3.5 ft, K = 2.1 Y-Y (depth) axis: Unbraced Length for Y-Y Axis buckling = 3.50 ft, K = 2.1 I Applied Loads - Service loads entered. Load Factors will be applied for calculations. Column sell weight included: 10.657 lbs * Dead Load Factor BENDING LOADS... 200#: Lat. Point Load at 3.50 ft creating Mx-x, L 0.20 k DESIGN SUMMARY ' Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio 0.6869 : 1 Maximum Load Reactions.. Load Combination +D+L+H Top along X-X 0.0 k Location of max.above base 0.0 ft Bottom along X-X 0.0 k At maximum location values are... Top along Y-Y 0.0 k Pa: Axial 0.01066 k Bottom along Y-Y 0.20 k Pn I Omega: Allowable 8.852 k Ma-x: Applied -0.70 k-ft Maximum Load Deflections... Mn-x I Omega: Allowable 1.020 k-ft Along Y-Y 0.3487 in at 3.50ft above base Ma-y: Applied 0.0 k-ft for load combination: Mn-yl Omega: Allowàble 1.020 k-ft Along X-X 0.0 in at O.0ft above base for load combination: PASS Maximum Shear Stress Ratio 0.04150 :1 Load Combination +D+L+H Location of max.above base 0.0 ft At maximum location values are... Va : Applied . 0.20 k Vn/ Omega: Allowable 4.819 k Maximum Stress Ratio Shear Ratios Status Location 0.000 PASS 0.00 ft 0.041 PASS 0.00 ft 0.000 PASS 0.00 ft 0.000 PASS 0.00 ft 0.031 PASS 0.00 ft 0.031 PASS 0.00 ft 0.000 PASS 0.00 ft 0.000 PASS 0.00 ft 0.031 PASS 0.00 ft 0.031 PASS 0.00 ft 0.031 PASS 0.00 ft 0.000 PASS 0.00 ft 0.000 PASS 0.00 ft Note: Only non-zero reactions are listed Maximum Axial + Bending Stress Ratios Load Combination Stress Ratio Status Location +D+H 0.001 PASS 0.00 ft +D+L+H 0.687 PASS 0.00 ft +D+Lr+H 0.001 PASS 0.00 ft +D+5+H 0.001 PASS 0.00 ft +D+0.750Lr+0.750L+H 0.515 PASS 0.00 ft +D+0.750L+0.7505+H 0.515 PASS 0.00 ft +D+0,60W+H 0.001 PASS 0.00 ft +D+0.70E+H 0.001 PASS 0.00 ft +D+0.750Lr+0750L+0450W+H 0.515 PASS 0.00 ft +D+0.750L+0.7505+0450W+H 0.515 PASS 0.00 ft +D+0.750L0.750S+05250E+H 0.515 PASS 0.00 ft +0.60D+0.60W+0.60H 0.001 PASS 0.00 ft +0.60D+0.70E+0.60H 0.001 PASS 0.00 ft Maximum Reactions Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k-ft My - End Moments Load Combination © Base @ Base © Top © Base © lop © Base © lop © Base © lop Nautilus - Change, Delta 3 Project Title: You can change this area Engineer: Project ID: using the Settings menu item Project Descr and then using the"Printing & Title Block selection. Printed: 25 MAR 2018, 4:45PM Steel Column File INC. 1983-2017, Build:10.17.12.10, Ver:10.17.12.10 Description: Exterior Queue Railing Picket Detail, 1.5" square Post, Reactions -,murn - Note: Only non-zero reactions are listed. Axial Reaction X-X Axis Reaction k V-V Axis Reaction Mx - End Moments k-ft My - End Moments Load Combination © Base © Base © lop © Base @ Top @ Base © Top © Base © lop +D+L+H 0.011 0.200 -0.700 +D+Lr+H 0.011 +D+S+H 0.011 +D+0.750Lr+0,750L+H 0.011 0.150 -0.525 +D+0.750L+0.750S+H 0.011 0.150 -0.525 +D+0.60W+H 0.011 +D+0,70E+H 0.011 +D+0.750Lr+0750L+0450W+H 0.011 0.150 -0.525 +D+0.750L+0.750S+0.450W+H 0.011 0.150 -0.525 +D+0.750L+0.750S+0,5250E+H 0.011 0.150 -0.525 +0.60D+0.60W+0.60H 0.006 +0.60D+0.70E+0.60H , 0.006 DOnly 0.011 LrOnly L Only , 0.200 -0.700 S Only WOnly E Only H Only Extreme Reactions - - Axial Reaction X-X Axis Reaction k V-V Axis Reaction Mx - End Moments k-ft My - End Moments Item Extreme Value ©Base © Base © lop @ Base © lop © Base © lop © Base © lop Axial © Base Maximum 0.011 Minimum Reaction, X-X Axis Base Maximum 0.011 Minimum 0.011 Reaction, V-V Axis Base Maximum 0.011 0.200 -0.700 Minimum . 0.011 Reaction, X-X Axis lop Maximum 0.011 Minimum 0.011 Reaction, V-V Axis lop Maximum 0.011 Minimum 0.011 Moment, X-X Axis Base Maximum 0.011 Minimum 0.011 -0.700 0.200 -0.700 Moment, V-V Axis Base Maximum 0.011 Minimum 0.011 Moment, X-X Axis lop Maximum 0.011 Minimum 0.011 Moment, V-V Axis Top Maximum 0.011 Minimum 0.011 Maximum Deflections for Load Combinati& Load Combination Max. X-X Deflection Distance Max. V-V Deflection Distance +D+H 0.0000 in 0.000 ft 0.000 in 0.000 ft 0.0000 in 0.000 ft 0.349 in 3.500 ft +D+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 ft 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0,750L+H 0.0000 in 0.000 ft 0.262 in 3.500 ft +D+0.750L+0.750S+H 0.0000 in 0,000 ft 0.262 in 3.500 It +D+0.60W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.70E+H - 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0750L+0450W+H 0.0000 in 0.000 ft 0.262 in 3.500 ft +D+0.750L+0.7503+0450w+H 0.0000 in 0.000 It 0.262 in 3.500 ft +D+0.750L+07505+05250E+H 0.0000 in 0.000 ft 0.262 in 3.500 ft 0.60D+060W+060H 0.0000 in 0.000 ft 0,000 in 0.000 ft +0.60D+070E+060H 0.0000 in 0.000 ft 0.000 in 0.000 ft D Only 0.0000 in 0.000 It 0.000 in 0.000 ft LrOnly . 0.0000 in 0.000 It 0.000 in 0.000 ft 11 0 0 CsJ Naitilus - Change, Dilti 3 Project Title: You can change this area - Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the "Printing & Title Block selection. I IUV UIUI..P. LII ie u - . Printed: 25 MAR 2018, 4:45PM Steel Column xt 10 Description Exterior Queue Railing Picket Detail', 1.5 square Post, - Load Combination , . Max. X-X Deflection Distance Max. Y-Y Deflection Distance L Only 0.0000 in 0.000 It 0.349 in 3.500 It S Only 0.0000 in 0.000 It 0.000 in 0.000 It W Only 0.0000 in 0.000 ft 0.000 in 0.000 ft E Only 0.0000 in 0.000 It 0.000 in 0.000 It H Only 0.0000 in 0.000 It 0.000 in 0.000 It I SiIS tiiperties : HSS2x2x1/8 Depth 2.000 in . lxx = 0.49 inA4 J 0.796 ine4 Design Thick = 0.116 in Sxx = 0.49 ine3 Width 2.000 in R xx = 0.761 in Wall Thick = 0.125 in Zx = 0.584 ine3 Area = . 0.840 ine2 I yy 0.486 in"4 C 0.817 ine3 Weight 3.045 plf SW = 0.486 ine3 Ryy = 0.761 in Ycg = 0.000 in Sketches I Y . Nautilus - Change, Delta 3 Project Title: You can change this area Engineer: Project ID: using the 'Settings" menu item Project Descr: and then using the "Printing & Title Block" selection. Title Block Line 6 Printed: 25 MAR 2018, 4:50PM Steel Beam File" C:tUseamsontDOCUME-1IENERCA-1\Legoland.ec6 ENERCALC, INC. 1983-2017, Build:10.17.12.10. Ver:10.17.12.10 Description: "Interior Hand-Railing", Beam - 1.5" diameter pipe Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set ASCE 7-10 I Analysis Method: Allowable Strength Design. Fy : Steel Yield: 35.0 ksi Beam Bracing: Completely Unbraced E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending ppuuea LOaaS I Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load(s) for Span Number 1 Point Load: L 0.20k @ t50 ft, (Rail LL=100 but use 200# pt load) 'DESIGN SUMMARY .. 1 Maximum Bending Stress Ratio = 0.208: 1 Maximum Shear Stress Ratio = 0.022 :1 Section used for this span Pipel-1/2 Std Section used for this span Pipel-1/2 Std Ma: Applied 0.153k-ft Va: Applied 0.1041 k Mn / Omega : Allowable - 0.735 k-ft Vn/Omega : Allowable 4.716 k Load Combination . +D+L+H Load Combination +D+L+H Location of maximum on span 1.500ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.023 in Ratio = 1,566 >=360 Max Upward Transient Deflection 0.023 in Ratio = 1,566 >=360 Max DOwnward Total Deflection ' 0.024 in Ratio = 1528 >180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 - Load Combination Segment Length Span # +D+H 'Dsgn.L= 3.00ft 1 +D+L+H Dsgn. L" 3.00 ft 1 +D+Lr+H Dsgn. L = 3.00 It 1 +D+S+H Dsgn. L= 3.00 ft 1 +D40.750Lr+0750L+H Dsgn. L = 3.00 ft 1 +D+0.750L+0.7503+H Dsgn. L = 3.00 ft 1 +D+0.60W+H Dsgn. L = 3.00 ft 1 +D+O.70E+H Dsgn. L = 3.00 ft 1 +D+0.750Lr+0750L+0450W+H Dsgn. L= 3.00 ft 1 +D+0.750L+0.7505+0450w+H Dsgn. L= 3.00 ft 1 +D+0.750L+0.7503+0.5250E+H Dsgn. L= 3.00 ft 1 +0.60D+0.60W+0,60H Max Stress Ratios M V - Mmax + Summary of Moment Values Mmax - Ma Max Mnx Mrndomega Cb Rm Summary of Shear Values Va Max Vnx Vnxl0mega 0.004 0.001 0.00 0.00 1.23 0.74 1.14 1.00 0.00 7.88 4.72 0.208 0.022 0.15 0.15 1.23 0.74 1.31 1.00 0.10 7.88 4.72 0.004 0.001 0.00 0.00 1.23 0.74 1.14 1.00 0.00 7.88 4.72 0.004 0.001 0.00 0.00 1.23 0.74 1.14 1.00 0.00 7.88 4.72 0.157 0.017 0.12 0.12 1.23 0.74 1.31 1.00 0.08 7.88 4.72 0.157 0.017 0.12 0.12 1.23 0.74 1.31 1.00 0.08 7.88 4.72 0.004 0.001 0.00 0.00 1.23 0.74 1.14 1.00 0.00 7.88 4.72 0.004 0.001 0.00 0.00 1.23 0.74 1.14 1.00 0.00 7.88 4.72 0.157 0.017 0.12 0.12 1.23 0.74 1.31 1.00 0.08 7.88 4.72 0.157 0.017 0.12 0.12 1.23 0.74 1.31 1.00 0.08 7.88 4.72 0.157 0.017 0.12 0.12 1.23 0.74 1.31 1.00 0.08 7.88 4.72 Nautilus - Change, Delta 3 Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the °Pnnting & tide Block" selection. Tulle Block Line 6 . Printed: 25 MAR 2018, 4:50PM Steel Beam File = C:tUsers\samsontDOCUME-11ENERCA1\LegoIand.ec6 ENERCALC, INC. 1983-2017, Build:10.17.12.1O, Vr:10.i7.12.10 I Lic. # : KW-06010917 Licensee : sks engineering, Inc. Description: "Interior Hand-Railing", Beam- 1.5" diameter pipe Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Gb Rm VaMax Vnx VnxlOmega Dsgn.L = 3.00 ft ' 1 0.003 0.001 0.00 0.00 1.23 0.74 1.14 1.00 0.00 7.88 4.72 +0.60D+0.70E+0.60H Dsgn.L= 3.00 ft . 1 0.003 . 0.001 0.00 0.00 1.23 0.74 1.14 1.00 0.00 7.88 4.72 - - Load Combination Span Max. "-" Dell Location in Span Load Combination Max. "+" Dell Location in Span +D+L+H 11 0.0236 1.509 0.0000 0.000 rMaximum Deflections for Load Combinations Load Combination Span Max. Downward Dell Location in Span Span Max. Upward Dell Location in Span +D+H 1 0.0006 1.509 0.0000 0.000 +D+L+H 1 0.0236 1.509 0.0000 0.000 +D+Lr+H - 1 - 0.0006 1.509 0.0000 0.000 +D+S+H 1 0.0006 1.509 0.0000 0.000 +D+0.750Lr+0.750L+H 1 0.0178 1.509 0.0000 0.000 +D+0.750L+0.7505+H 1 0.0178 1.509 0.0000 0.000 +D+0.60W+ft 1 0.0006 1.509 0.0000 0.000 +D+0.70E+H . 1 0.0006 1.509 0.0000 0.000 +D+0,750Lr+0.750L+0.450W+H . 1 0.0178 1.509 0.0000 0.000 +D+0.750L+0.7505+0.450W+H 1 0.0178 1.509 0.0000 0.000 +D+0.750L+0:7505+0.5250E+H 1 0.0178 1.509 0.0000 0.000 +0.60D+0.60W+0.60H .. . 1 0.0004 1.509 0.0000 0.000 +0.60D+0.70E+0.60H 1 0.0004 1.509 0.0000 0.000 D Only . 1 0.0006 1.509 0.0000 0.000 LOnly 1 0.0230 1.500 0.0000 0.000 I Vertici RiIóui -- - 7 Support notation Far left is#1 Values inKIPS Load Combination Support 1 Support 2 Overall MAXimum . 0.104 0.104 Overall MINimum 0.002 0.002 +D+H * 0.004 0.004 +D+L+H . 0.104 0.104 +D+Lr+H 0.004 0.004 +D+S+H 0.004 0.004 +D+0.750Lr+0.750L+H 0.079 0.079- +D+0.750L+01505+H 0.079 0.079 +D+0.60W+H - 0.004 0.004 +D+0.70E+H 0.004 0.004 +D+0.750Lr+0750L+0450W+H 0.079 0.079 +D+0.750L+0.7505+0.450W+H 0.079 0.079 +D+0.750Li-0.7505+0.5250E+H 0.079 0.079 +0.60D+0.60W+0.60H 0.002 0.002 +0.60D+0.70E+6.60H 0.002 0.002' D Only 0.004 0.004 LrOnly - LOnly 0.100 0.100 S Only WOnly EOnly H Only Steel Section Properties_h Pipel-112 Std -- - Depth = 1.900 in lxx 0.29 ine4 J = 0.586 in'4 S xx 0.31 ine3 Diameter 1.900 in Rxx = 0.626 in Wall Thick 0.145 in Zx = 0.421 in"3 Area 0.750 ine2 :1 yy = 0.293 in"4 Weight 2.742 plf S yy 0.309 ine3 Ryy 0.626 in Ycg 0.950 in Nautilus - Change, Delta 3 Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the "Printing & Title Block" selection. Title Block Line 6 Printed: 25 MAR 2018, 4:50PM I Steel Beam Filer C:lUsers\samson\DOCUME'-1\ENERCA-1\Legotand.ec6 [ ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver.10.17.12.10 IIIIS$'I1,DIliI*1l I Description: "Interior Hand-Railing", Beam -1.5" diameter pipe 027 0.56 0.05 111 141 131 19 227 256 285 Uaie(a) I IN I fD+LtN I t$L'tK I f$t0 I t+0?SDL"f07$0Lt H I 04lL47S+0 I *0+0.0+111 I +D+.7OE+K I +D4151.+.7Dt+t.4StW+ I +D+t.7 L+D.75tS+.4SW+ I +Ds SDL+.15+.55bE+K I 460D+t.6W+.6ll I t.6D+.7tE+.&DH 027 0.56 0.85 113 141 131 199 227 256 29 Daie(ft) 4D+H I +D+L+K , I +D+L'+lt I +D+5+K I 4+01D1147SDL+N I I 0+0.0+ I ++U.10t+lI I +D+D.7 L'+0.1SLiD.4S0W+ I I +D+0.7D1+U.70Ss0.SlSD+0 I I +.6D+t.7tE+.6tH NINE NINE 4018 4024 Nautilus - Change, Delta 3 Project Tide: You can change this area Engineer: Project ID: using the "Settings" menu item - Project Descr: and then using the "Printing & Tide Block selection. Tide Block Line 6 Printed: 25 MAR 2018, 4:50PM Steel Beam Filer C:\Users\samscn\DOCUME-11ENERCA-1\Legoland.ec6 ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver:10.17.12.10 Lic. Licensee : sks engineering, in Description: interior Hand-Railing, Beam - 1.5 diameter pipe 021 0S& 04 1.12 1.41 19 1.97 23 254 22 10411 I +D+t+Il . I +D+L'+H I +D+S+H I 4472147SU1+ I +D4.7DL+D.7S0S+ I it0.DtR I 0410t0 I t4101' 10L*0.4lVs I tMAD10.75DWADWO 1047501475050,25010 I t00D0t0,00,00U I40.6DD4.7E+.60H I DOnly I L'O'lj CLOIy I50'l IW0uI lEOly ItOnly Siiim - Beam Span Moments & Shears at Incremental Location: Load Type! Combination Span.Location (ft) Span ID Shear (k) Moment (ft-k) +D+H . . . 0.00 . Span 1 0.004 0.000 +D+H 0.30 Span 1 0.003 0.001 +D+H 0.60 Span 1 0.002 0.002 +D+H . 0.90 Span 1 0.002 0.003 +D+H 1.20 Span 1 0.001 0.003 +D+H 1.50 Span 1 0.000 0.003 1.80 Span 1 -0.001 0.003 +D+H 2.10 Span 1 -0.002 0.003 +D+H 2.40 Span 1 -0.002 0.002 +D+H . 2.70 Span 1 -0.003 0.001 +D+H 3.00 Span 1 -0.004 0.000 +D+L+H 0.00 Span 1 0.104 0.000 +D+L+H . 0.30 Span 1 0.103 0.031 +D+L+H 0.60 Span 1 0.102 0.062 +D+L+H 0.90 Span 1 0.102 0.093 +D+L+H . 1.20 Span 1 0.101 0.123 +D+L+H 1.50 Span 1 -0.100 0.153 +D+L+H 1.80 Span 1 -0.101 0.123 +D+L+H . 2.10 Span 1 -0.102 0.093 +D+L+H • 2.40 Span 1 -0.102 0.062 +D+L+H 2.70 Span 1 -0.103 0.031 3.00 Span 1 -0.104 0.000 +D+Lr+H . 0.00 Span 1 0.004 0.000 Nautilus - Change, Delta 3 Project Title: You can change this area Engineer: Project ID: using the"Settings" menu item . Project Descr: and then using the "Printing & Title Block selection. Title Block Line 6 Printed: 25 MAR 2018, 4:50PM St I B ee. earn File r C:\Users\samson\DOCUME-1\ENERCA-'1\Legoland.ec6 ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver:10.17.12.10 Lic. Licensee sks engineering, in Description: interior Hand-Railing, Beam -1.5 diameter pipe Beam Span Moments, & Shears at Incremental Location Load Type/ Combination Span Location (ft) Span ID Shear (k) Moment (ft-k) +D+Lr+H 0.30 Span 1 0.003 0.001 +D+Lr+H 0.60 Span 1 0.002 0.002 +D+Lr4H 0.90 Span 1 0.002 0.003 +D+Lr+H , 1.20 Span 1 0.001 0.003 +D+Lr+H , 1.50 Span 1 0.000 0.003 +D+Lr+H . 1.80 Span 1 -0.001 0.003 +D+Lr+H . . 2.10 Span 1 -0.002 0.003 +D+Lr+H 2.40 Span 1 -0.002 0.002 +D+Lr+H 2.70 Span 1 -0.003 0.001 +D+Lr+H ' 3.00 Span 1 -0.004 0.000 +D+S+H , 0.00 Span 1 0.004 0.000 +D+S+H - 0.30 Span 1 0.003 0.001 +D+S+H , 0.60 Span 1 0.002 0.002 +D+S+H 0.90 Span 1 0.002 0.003 +D+S+H . 1.20 Span 1 0.001 0.003 +D+S+H 1.50 Span 1 0.000 0.003 +D+S+H , . 1.80 Span 1 -0.001 0.003 +D+S+H , 2.10 Span 1 -0.002 0.003 +D+S+H 2.40 Span 1 -0.002 0.002 +D+S+H 2.70 Span 1 -0.003 0.001 +D+S+H 3.00 Span 1 -0.004 0.000 +D+0.750Lr+0.750L+H 0.00 Span 1 0.079 0.000 +D+0.750Lr+0.750L+H . 0.30 Span 1 0.078 0.024 +D+0.750Lr+0750L+H 0.60 Span 1 0.077 0.047 +D+0.75OLr+0750L-'-H . 0.90 Span 1 0.077 0.070 +D+0.750Lr+0.750L+H 1.20 Span 1 0.076 0.093 +D+0.750Lr+0750L+H 1.50 Span 1 -0.075 0.116 +D+0.75OLr+0.750L+H 1.80 Span 1 -0.076 0.093 +D+0.750Lr+0750L+H 2.10 Span 1 -0.077 0.070 +D+075OLr+0750L+H 2.40 Span 1 -0.077 0.047 +D+0.75OLr+0750L+H , 2.70 Span 1 -0.078 0.024 +D+0.750Lr+0750L+H 3.00 Span 1 -0.079 0.000 +D+0.750L+0.750S+H 0.00 Span 1 0.079 0.000 +D+0.750L+0.7505+H 0.30 Span 1 0.078 0.024 +D+0.750L+0.750S+H 0.60 Span 1 0.077 0.047 +D+0.750L+0.7505+H 0.90 Span 1 0.077 0.070 +D+0.750L+0.750S+H 1.20 Span 1 0.076 0.093 +D+0.750L+0.750S+H 1.50 Span 1 -0.075 0.116 +D+0.750L+0.750S+H 1.80 Span 1 -0.076 0.093 +D+0.750L+0.7505+H 2.10 Span 1 -0.077 0.070 +D+0.750L+07505+H , 2.40 Span 1 -0.077 ' 0.047 +D+0.750L+0.7505+H ' 2.70 Span 1 -0.078 0.024 +D0.750L+0.750S+H 3.00 Span 1 -0.079 0.000 +D+0.60W+H 0.00 Span 1 0.004 0.000 +D+0.60W+H 0.30 Span 1 0.003 0.001 +D+0.60W+H ' 0.60 Span 1 0.002 0.002 +D+0.60W+H , 0.90 Span 1 0.002 0.003 Nautilus - Change, Delta 3 Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the "Printing & Title Block" selection. Title Block Line 6 - Pdnted: 25 •° 2018, 4:50PM Steel Beam Filer C:\Users\samson\DOCUME-1\ENERCA-1\Legoland.ec6 ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver:10.17.12.10 II! /TAEIIiIHhIV Licenseei.si'ii engineering, I Description: "Interior Hand-Railing", Beam - 1.5" diameter pipe Beam Span Moments & Shears at Incremental Location: Load Type! Combination Span Location (ft) Span ID Shear (k) Moment (ft-k) +D+0.60W+H . 1.20 Span 1 0.001 0.003 +D+0.60W+H 1.50 Span 1 0.000 0.003 +D+0.60W+H 1.80 Span 1 -0.001 0.003 +D+0.60W+H 2.10 Span 1 -0.002 0.003 +D+0.60W+H 2.40 Span 1 -0.002 0.002 +D+0.60W+H 2.70 Span 1 -0.003 0.001 +D+0.60W+H 3.00 Span 1 -0.004 0.000 +D+0.70E+H 0.00 Span 1 0.004 0.000 +D+0.70E+H 0.30 Span 1 0.003 0.001 +D+0.70E+H 0.60 Span 1 0.002 0.002 +D+0.70E+H 0.90 Span 1 0.002 0.003 +D+0.70E+H . ' 1.20 Span 1 0.001 0.003 +D+0.70E+H 1.50 Span 1 0.000 0.003 +D+0.70E+H . 1.80 Span 1 -0.001 0.003 +D+0.70E+H 2.10 Span 1 -0.002 0.003 +D+0.70E+H 2.40 Span 1 -0.002 0.002 +D+0.70E+H 2.70 Span 1 -0.003 0.001 +D+0.70E+H . 3.00 Span 1 -0.004 0.000 +D+0.75OLr+0.750L+0450W+H ' 0.00 Span 1 0.079 0.000 +D+0750Lr+0.750L+0450W+H . 0.30 Span 1 0.078 0.024 +D+050Lr+0.750L+0450W+H 0.60 Span 1 0.077 0.047 +D+0.750Lr+0750L+0450W+H 0.90 Span 1 0.077 0.070 +D+0.750Lr+0750L+0450W+H • 1.20 Span 1 0.076 0.093 +D+0.750Lr+0.750L+0.450W+H 1.50 Span 1 -0.075 0.116 +D+0750Lr+0.750L+0450W+H 1.80 Span 1 -0.076 0.093 +D+0.750Lr+0.750L+0.450W+H 2.10 Span 1 -0.077 0.070 +D+0.750Lr+0750L+0450W+H 2.40 Span 1 -0.077 0.047 D+0.750Lr+0750L+0.450W+H 2.70 Span 1 -0.078 0.024 +D+0.750Lr+0.750L+0.450W+H 3.00 Span 1 -0.079 0.000 +D+0.750L+07505+0450W+H 0.00 Span 1 0.079 0.000 +D+0.750L+0.7505+0.450W+H . 0.30 Span 1 0.078 0.024 +D+0.750L+0.7505+0.450W+H : 0.60 Span 1 0.077 0.047 +D+0750L+07505+0450W+H 0.90 Span 1 0.077 0.070 +D+0.750L+0.7505+0.450w+H 1.20 Span 1 0.076 0.093 +D+0.750L+0750S+0450W+H 1.50 Span 1 -0.075 0.116 +D+0.750L+0.7505+0450W+H 1.80 Span 1 -0.076 0.093 +D+0750L+0.7505+0.450W+H 2.10 Span 1 -0.077 0.070 +D+0.750L+0.7505+0.450W+H 2.40 Span 1 -0.077 0.047 +D+0.750L+07505+0450Wi-H 2.70 Span 1 -0.078 0.024 +D+0.750L+0.750S4-0.450W+H 3.00 Span 1 -0.079 0.000 +D-i-0.750L+0.7505+0.5250E+H 0.00 Span 1 0.079 0.000 +D+0.750L+0750S+0.5250E+H 0.30 Span 1 0.078 0.024 +D+0.750L+0750S+0.5250E+H 0.60 Span 1 0.077 0.047 +D+0.750L+07505+05250E-i-}-J 0.90 Span 1 0.077 0.070 +D+0.750L+0750S+05250E+H 1.20 Span 1 0.076 0.093 +D+0.750L+0.7505-i-0.5250E+H . 1.50 Span 1 -0.075 0.116 +D+0.750L+0.7505+0.5250E+H - 1.80 Span 1 -0.076 0.093 Nautilus - Change, Delta 3 Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item . Project Descr: and then using the Printing & Title Block" selection. tide Black Line 6 - - Printed: 25 MAR 2018, 4:50PM L Steel Beam File = C:\Users\samsonlDOCUME-1\ENERCA-1\tegoland.ec6 I ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver:10.17.12.10 Description: "Interior Hand-Railing", Beam -1.5" diameter pipe Beam Span Moments & Shears at Incremental Location Load Type! Combination Span Location (ft) Span ID Shear (k) Moment (ft-k) +D+0.750L+07505+05250E+H . 2.10 Span 1 -0.077 0.070 +D+0.750L+07505+05250E+H 2.40 Span 1 -0.077 0.047 +D+0.750L+0.7505+05250E+H 2.70 Span 1 -0.078 0.024 +D+0.750L+0.7505+0.5250E+H 3.00 Span 1 -0.079 0.000 +0.60D+060W+060H 0.00 Span 1 0.002 0.000 +0.60D+0.60W+066H 0.30 Span 1 0.002 0.001 +0.60D+0.60W+0.60H 0.60 Span 1 0.001 0.001 +0.60D+0.60W+060H 0.90 Span 1 0.001 0.002 +0.60D+0.60W+060H 1.20 Span 1 0.000 0.002 +0.60D+0.60W+060H 1.50 Span 1 0.000 0.002 +0.60D+0.60W+0.60H 1.80 Span 1 -0.000 0.002 +0.60D+0.60W+060H 2:10 Span 1 -0.001 0.002 060D+060W+060H 2.40 Span 1 -0.001 0.001 +0.60D+0.60W+0.60H 2.70 Span 1 -0.002 0.001 +0.60D+0.60W+0.60H 3.00 Span 1 -0.002 0.000 +0.60D+070E+060H 0.00 Span 1 0.002 0.000 +060D+0.70E+0.60H 0.30 Span 1 0.002 0.001 +0.60D+070E+060H 0.60 Span 1 0.001 0.001 +0.60D+0.70E+060H 0.90 Span 1 0.001 0.002 +0.60D+0.70E+0.60H 1.20 Span 1 0.000 0.002 +0.60D+0.70E+O.60H 1.50 Span 1 0.000 0.002 +060D+0.I0E+0.60H 1.80 Span 1 -0.000 0.002 +6.60D+0.70E+060H 2.10 Span 1 -0.001 0.002 +0.600+0.70E+0.60H 2.40 Span 1 -0.001 0.001 +0.60D+O.70E+060H 2.70 Span 1 -0.002 0.001 +0.60D+0.70E+0.60H 3.00 Span 1 -0.002 0.000 Beam Span Deflections at Incremental Locations Load Type! Combination Span Location (ft) Span io Deflection (in) Overall MAXimum Envelope 0.00 Span 1 0.000 Overall MAXimum Envelope : 0.31 Span 1 0.007 Overall MAXimum Envelope , 0.62 Span 1 0.014 Overall MAXimum Envelope 0.93 Span 1 0.019 Overall MAXimum Envelope 1.23 Span 1 0.022 Overall MAXimum Envelope 1.54 Span 1 0.024 Overall MAXimum Envelope 1.85 Span 1 0.022 Overall MAXimum Envelope 2.16 Span 1 0.018 Overall MAXimum Envelope 2.47 Span 1 0.012 Overall MAXimum Envelope 2.78 Span 1 0.005 Overall MAXimum Envelope 3.00 Span 1 0.000 +D+H , . 0.00 ,. Span 1 0.000 0.31 Span 1 0.000 +D+H 0.62 Span 1 0.000 0.93 Span 1 0.000 +D+H 1.23 Span 1 0.001 Nautilus - Change, Delta 3 . Project Title: You can change this area Engineer: using the 'Settings' mend item Project Descr: and then using the "Printing & Tide Block" selection. Project ID: I JUC DIUI.,I'. LlII U Printed: 25 MAR 2018, 4:50PM LSteel Beam File CsamsonU-NERCA1a1 Description: "Interior Hand-Railing", Beam1.5" diameter pipe Beam Span Deflections at Incremental Locations Load Type! Combination Span Location (ft) Span ID Deflection (in) +D+H 1.54 Span 1 0.001 +D+H 1.85 Span 1 0.001 +D+H 2.16 Span 1 0.000 +D+H V 2.47 Span 1 0.000 +D+H 2.78 Span 1 0.000 +D+H 3.00 Span 1 0.000 +D+L+H 0.00 Span 1 0.000 +D+L+H V 0.31 Span 1 0.007 V 0.62 Span 1 0.014 +D+L+H 0.93 Span 1 0.019 1.23 Span 1 0.022 +D+L+.H 1.54 Span 1 0.024 +D+L+H 1.85 Span 1 0.022 +D+L+H 2.16 Span 1 0.018 +D+L+H 2.47 Span 1 0.012 +D+L+H 2.78 Span 1 0.005 +D+L+H 3.00 Span 1 0.000 +D+Lr+H 0.00 Span 1 0.000 +D+Lr+H 0.31 Span 1 0.000 +D+Lr+H 0.62 Span 1 0.000 +D+Lr+H 0.93 Span 1 0.000 +D+Lr+H 1.23 Span 1 ' 0.001 +D+Lr+H 1.54 Span 1 0.001 +D+Lr+H 1.85 Span 1 0.001 +D+Lr+H 2.16 Span 1 0.000 +D+Lr+H 2.47 Span 1 0.000 +D+Lr+H 2.78 Span 1 0.000 +D+Lr+H 3.00 Span 1 0.000 +D+S+H . 0.00 Span 1 0.000 +D+S+H 0.31 Span 1 0.000 +D+S+H 0.62 Span 1 0.000 +D+S+H V 0.93 Span 1 0.000 +D+S+H ' ' 1.23 Span 1 0.001 +D+S+H V 1.54 Span 1 0.001 +D+S+H 1.85 Span 1 0.001 2.16 Span 1 0.000 +D+S+H 2.47 Span 1 0.000 +D+S+H 2.78 Span 1 0.000 +D+S+H 3.00 Span 1 0.000 +D+0.75OLr+0.750L+H 0.00 ' Span 1 0.000 +D+0.750Lr+0750L+H V 0.31 Span 1 0.005 Nautilus - Change, Delta 3 Project Title: - You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the "Printing & Title Block" selection. I IUC DIMM LII IV u Printed: 25 MAR 2018, 4:50PM Steel Beam Filer C:\Users\samsonDOCUME-11ENERCA-1\LegoIand.ec6 I ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver:10.17.12.10 Description.: "Interior Hand-Railing", Beam. 1.5" diameter pipe Beam, Span Deflections at Incremental Locations Load Type/ Combination Span Location (ft) Span ID Deflection (in) +D+0.756Lr+0750L+H 0.62 Span 1 0.010 +D+0.750Lr+0.750L+H 0.93 Span 1 0.014 +D+0750Lr+0.750L+H 1.23 Span 1 0.017 +D+0.75OLr+0750L+H 1.54 Span 1 0.018 +D-i-0.75QLr-i-0750L+H 1.85 Span 1 0.017 +D+0.750Lr-'-0750L+H 2.16 Span 1 0.013 +D+075OLr+0750L+H 2.47 Span 1 0.009 +D+0750Lr+0750L+H - 2.78 Span 1 0.004 +D+0.750Lr+0750L+H . 3.00 Span 1 0.000 +D4-O.750L-4-O.750S+H - 0.00 , Span 1 0.000 '+D+0.750L-f0.750S+H 0.31 Span 1 0.005 +D+0.750L+075OS+H 0.62 Span 1 0.010 +D+0.7501_+0.7505+H , . 0.93 Span 1 0.014 +D+0.750L+0756S+H - . 1.23 Span 1 0.017 +D+0750L±0.7505+H . 1.54 Span 1 0.018 +D+0.750L+07505+H . , 1.85 Span 1 0.017 +D+0750L+0750S+H 2.16 Span 1, 0.013 +D+0.750L-i-07505+H . . 2.47 Span 1 0.009 +D+0.750L+07505+H .2.78 Span 1 o.00-t +D+0J50L+0.7505+H . 3.00 Span 1 0.000 +D+0.60W+H 0.00 Span 1 6.000 +D+0.60W+H . . 0.31 Span 1 0.000 +D+0.60W+H , 0 . 0.62 Span 1 0.000 +D+0.60W+H 0.93 Span 1 0.000 +D+0.60W+H . 1.23 Span 1 0.001 +D+060W+H . 1.54 Span 1 0.001 -s-D+0.60W-f H 1.85 Span 1 - 0.001 +D+0.60W+H 2.16 Span 1 0.000 -fD+0.60W+H . . 2.47 Span 1' 0.000 +D+0.60W+H 2.78 Span 1 0.000 +D+0.60W+H . 3.00 Span 1 6.000 +b+070E+H 0.00 Span 1 0.000 +D+070E+H . 0.31 Span 1 0.000 +D+0.70E+H . . , . 0.62 Span 1 0.000 +D+0.70E+H 0.93 Span 1 0.000 O +D+070E+H , 1.23 Span 1 0.001 +D+070E+H 1.54 Span 1 0.001 +D+0.70E+H 0 0 1.85 Span 1 0.001 +D+0.70E+H 0 2.16 Span 1 0.000 +D+0.70E+H 2.47 Span 1 0.000 - +D+070E+H - 2.78 Span 1 0.000 +D+070E+H 3.00 Span 1 0.000 NautIlus - change, Delta 3 Project Tide: You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the "Printing & Tide Block" selection. Tide Block Line 6 Panted: 25 MAR 2018, 4:50PM Steel Beam File" C:\Users\samson\DOCUME-1\ENERCA-1\Legoland.ec6 I ENERCALC, INC. 1983-2017, Build:10.17.12.10. Ver.10.17.12.10 Description: "Interior Hand-Railing", Beam 1.5" diameter pipe +D+0.750Lr+0.750L+0450W+H 0.00 Span 1 0.000 +D+0.750Lr+0750L+0450W+H 0.31 Span 1 0.005 +D+0.750Lr+6.750L+0.450W+H 0.62 Span 1 0.010 +b+0,75OLr+0.750L+0450'W+H 0.93 Span 1 0.014 +D+0,750Lr+0.750L+0.450W+H 1.23 Span 1 0.017 +D+0750Lr+0750L+0450W+H 1.54 Span 1 0.018 +D+0.750Lr+0.750L+0.450W+H 1.85 Span 1 0.017 +D+0.750Lr+0.750L+0.450W+H 2.16 Span 1 0.013 +D+0.750Lr+0750L+0450W+H 2.47 Span 1 0.009 +D+0.750Lr+0.750L+0.450W+H 2.78 Span 1 0.004 +D+0.750Lr+0.750L+0.450W+H 3.00 Span 1 0.000 +D+0.750L+0.750S+0.450W+H' 0.00 Span 1 0.000 +D+0.750L+0.7505+0.450W+H 0.31 Span 1 0.005 +D+0.750L+0.750S+0.450W'+H 0.62 Span 1 0.010 +D+0.750L+0750S+0450W+H 0.93 Span 1 0.014 +D+0.750L+0.7505+0450W+H 1.23 Span 1 0.017 +D+0.750L+0.750S+0.450W+H 1.54 Span 1 0.018 +D+0.750L+0.7505+0450w+H 1.85 Span 1 0.017 +D+0.750L+0750S+0450W+H 2.16 Span 1 0.013 +D+0.750L+0.7505+0450W+H , 2.47 Span 1 0.009 +D+0.750L+0.750S+0.450W+H 2.78 Span 1 0.004 +D+0.750L+0.750S+0.450W+H , 3.00 Span 1 0.000 +D+O.750L+07505+05250E+H 0.00 Span 1 0.000 +D+0.750L+0750S+05250E+H 0.31 Span 1 0.005 +D+0.750L+0.7505+O.5250E+H 0.62 Span 1 0.010 +D+O.750L+0.7505+05250E+H 0.93 Span 1 0.014 +D+0.750L+0.750S+05250E+H 1.23 Span 1 0.017 +D+0.750L+0.750S+05250E+H 1.54 Span 1 0.018 +D+0.750L+0.7505+05250E+H 1.85 Span 1 0.017 +D+0.750L+0.7505+05250E+H 2.16 Span 1 0.013 +D+0.750L+07505+05250E4-H - 2.47 Span 1 0.009 +O+0.750L+0750S+05250E+H 2.78 Span 1 0.004 +D+0.750L+0750S+05250E+H 3.00 Span 1 0.000 +0.60D+060W+O60H 0.00 Span 1 0.000 +0.60D+0.60W+060H 0.31 Span 1 0.000 +0.60D+0:60W+0.60H . 0.62 Span 1 0.000 +0.60D+0.60W+0.60H 0.93 Span 1 0.000 +0.60D+060W+060H 1.23 Span 1 0.000 +0.60D+0.60W+060H 1.54 Span 1 0.000 +0.60D+0.60W+060H 1.85 Span 1 0.000 +0.60D+0.60W+0.60H 2.16 Span 1 0.000 +0.60D+0.60W+060H 2.47 Span 1 0.000 +0.60D+0.60W+060H 2.78 . Span 1 0.000 Nautilus- Change, ..Delta 3 Project Title: You cab change this area Engineer: Project ID: using the Settings" menu item Project Descr: and then using the Printing & Tulle Block" selection. fide Block Line 6 Printed: 25 MAR 2018, 4:50PM Steel Beam Filer C:\Userssamson\DCCUME-1\ENERCA-1\tegoIand.ec6 ENERCALC, INC. 1983-2017, Build: 10.17.12.10. Ver:10.17.12.10 DescripUon "Interior Hand-Railing", Beam 21.5" diameter pipe +0.60D+0.60W+0.60H 3.00 Span 1 0.000 +0.60D+0.70E+0.60H 0.00 Span 1 0.000 +060b+070E+060H 0.31 Span 1 0.000 +0.60D+0.70E+0.60H . 0.62 Span 1 0.000 +O.60D+0.70E±0.60H ' 0.93 Span 1 0.000 +0.60D+0.70E+0.60H 1.23 Span 1 0.000 +0.60D+0.70E+0.60H .' 1.54 Span 1 ' 0.000 +0.60D+070E+060H 1.85 Span 1 0.000 +0.60D+070E+060H 2.16 Span 1 0.000 -0,66D+0,70E+0,60H , 2.47 Span 1 0.000 +0.60D+0.70E+0.601-I . 2.78 Span 1 0.000 +0.60D+070E+060H 3.00 Span 1 0.000 P Only 0.00 Span 1 0.000, D Only 0.31 Span 1 0.000 O Only . . .' 0.62 Span 1 0.000. 0 Only 0.93 Span 1 0.000 0 Only 0 1.23 Span 1 0.001 D Only 1.54 Span 1 0.001 D Only 1.85 Span 1 0.001 O Only . . 2.16 Span 1 0.000 D Only 2.47 Span 1 0.000 D Only ' . 2.78 Span 1 . 0.000 D Only . 3.00 Span 1 0.000 Lr Only . . 0.00 Span 1 0.000 Lr Only 0.31 Span 1 , 0.000 Lr Only 0.62 Span 1 . 0.000 Lr Only 0.93 Span 1 0.000 Lr Only S 1.23 Span 1 0.000 Lr Only . 1.54 Span 1 . 0.000 Lr Only 1.85 Span 1 ' 0.000 Lr Only 2.16 Span 1 0.000, Lr Only 2.47 Span 1 0.000 Lr Only 2.78 Span 1 0.000 Lr Only 0 3.00 Span 1 0.000 L Only 0.00 Span 1 0.000 L Only 0.31 Span 1 0.007 L Only 0.62 Span 1 0.013 L Only ' ' 0.93 Span 1 0.019 L Only 1.23 Span 1 0.022 L Only 1.54 Span 1 0.023 L Only 1.85' Span 1 0.021 L Only - 2.16 Span 1 0.017 L Only - 2.47 Span 1 0.012 Nautilus- Change, Delta 3 Project Title: You can change this area Engineer: using the Settings" menu item Project Descr: and then using the "Printing& Title Block selection. Tide Blok Line 6 Steel Beam Lic. #: KW-06010917 Description! "Interior Hand Railing Beam 15 diameter pipe L Only 2.78 Span 1 Project ID: Pdnted: 25 MAR 2018, 450PM File = C:\Userssamson\DOCUME-1\ENERCA-i\LegoIand.ec6 ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver.1O.17.12.lO cIMs1:1.I!IIII*liIII. 0.005 Nautilus - Change, Delta 3 Project Tide: You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the Printing & Tulle Block" selection. - Title Block Lire 6 - Printed: 25 MAR 2018, 4:50PM Steel Beam Filer c:\usersamson\DocuME-1tENERcA-1Lola,d.ec6 I ENERCALC, INC. 1983-2017, Build:10.17.12.10, Vei10.17.12.10 Description: "Interior Hand-Railing", Beam - 15 diameter pipe - Beam Span Defléctions at Incremental Locations Load Type/ Combination S Span Location (ft) Span io . Deflection (in) L Only 3.00 Span 1 0.000 S Only 0.00 Span 1 0.000 S Only 0.31 Span 1 0.000 S Only . .0.62 Span 1 0.000 S Only . . . 0.93 Span 1 0.000 S Only , . . 1.23 Span 1 0.000 S Only . . 1.54 Span 1 0.000 ,S Only 1.85 . Span 1 0.000 S Only . ' 2.16 Span 1' 0.000 S Only 2.47 Span 1 0.000 S Only 2.78 Span 1 0.000 S Only 3.00 Span 1 0.000 W Only . 0.00 Span 1 0.000 W Only 0.31 Span 1 0.000 W Only - 0.62 Span 1 0.000 W Only 0.93 Span 1 0000 W Only 1.23 Span 1 0.000 W Only 1.54 Span 1 0.000 W Only 1.85 Span 1 0.000 W Only . . . . 2.16 Span 1 0.000 W Only 2.47 Span 1 0.000 W Only 2.78 Span 1 0.000 W Only 3.00 Span 1 - 0.000 E Only ' 0.00 Span 1 0.000 E Only 0.31 Span 1 0.000 E Only - . - - 0.62 Span 1 0.000 E Only - - - 0.93 Span 1 0.000 - E Only - . - 1.23 Span 1 0000 E Only . - 1.54 Span 1 0.000 E Only - 1.85 Span 1 0.000 E Only 2.16 Span 1 0.000 E Only 2.47 Span 1 0.000 E Only 2.78 Span 1 0.000 E Only. 3.00 Span 1 0.000 H Only 0.00 Span 1 0.000 H Only 0.31 Span 1 0.000 H Only 0.62 Span 1 0.000 H Only 0.93 Span 1 0.000 H Only S 1.23 Span 1 0.000 H Only - - 1.54 Span 1 0.000 H Only ' - 1.85 Span 1 0.000 Nautilus - Changei Delta.3 Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr and then using the "Printing & Tile Block" selection. Title Block Lie 6 - Printed: 25 MAR 2018, 4:50PM Steel Beam File" C:tUsers\samson\DOCUME-1\ENERCA-ltLegoland.ec6 ENERCALC, INC. 1983-2017, Build:10.17.12.10. Ver.10.17.12.10 Lic. #: KW-06010917 Licensee Description In tenor Hand Railing Beam 1.5r diameter pipe Beam Span Deflections at Incremental Locations Load Type! Combination Span Location (ft) Span ID Deflection (in) H Only 2.16 Span 1 0.000 H Only - ' 2.47 Span 1 0.000 H Only 2.78 Span 1 - 0.000 H Only 3.00 Span 1 0.000 A ( rk ity of Carlsbad Print Date: 11/29/2018 Permit No: PREV2018-0101 1 Legoland Dr BLDG-Permit Revision 2111000900 $ 0.00 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: # Dwelling Units: Bedrooms: Project Title: Description: Work Class: Residential Permit Revisi Status: Closed - Finaled Lot #: Applied: 04/17/2018 Reference #: DEV2016-0029 Issued: 05/10/2018 Construction Type Permit 11/29/2018 Finaled: Bathrooms: Inspector: PBurn Orig. Plan Check #: CBC2017-0076 Final Plan Check #: Inspection: LEGOLAND JD18 DARK RIDE JD 18 RIDE: ELECTRICAL AND EXTERIOR RAMP CHANGES Applicant: Owner: Contractor: ETHOS ARCHITECTURE LEGOLAND CALIFORNIA LLC <LF> PLAY U S MCCARTHY BUILDING COMPANIES INC SCOTT HOLCOMB ACQUISITION CO INC 24542 Creekview Dr - 9275 Sky Park Ct Laguna Hills, CA 92653-4209 P0 Box 543185 C/O Property Tax Service Co SAN DIEGO, CA 92123-4303 949-607-8001 DALLAS, TX 75354 949-851-8383 FEE AMOUNT MANUAL BUILDING PLAN CHECK FEE $112.50 Total Fees: $ 112.50 Total Payments To Date : $ 112.50 Balance Due: $0.00 Building Division 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov PLAN CHECK REVISION OR Development Services 4 City of DEFERRED SUBMITTAL Building Division C 1 1 ci 1635 Faraday Avenue ar S I APPLICATION ' 760-602-2719 B-15 www.carlsbadca.gov Original Plan Check Number C017T0076 Plan Revision Number PR 10 Project Address 1 Legoland Drive General Scope of Revision/Deferred Submittal: Minor revisions per Owner CONTACT INFORMATION: Name Daniel Stewart Phone 949.607.8016 F Address 24542 Créekview Drive City Laguna Hills Zip 92653 Email Address daniels@ethosarch.com Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1. Elements revised: Plans LI Calculations LI Soils LI Energy LI Other 2. V Describe revisions in detail V 3• List page(s) where each revision is shown Added Sheet to Set; updated Sheet Index and Issuances G-1 Minor Revisions toElectricaland Lighting A-3.3, A-3.7, E-0.2A, E-2.0, E-3.1 Clarified Elevations for Building Component Mounting Heights A-4.3, A-4.5, A-6.1 Updated Exterior Ramp per Field Conditions; updated details A-4.4, AD-2.1 Does this revision, in anyway, alter the exterior of the project? LI Yes No Does this revision add ANY new floor area(s)? LI Yes RX No Does this revision affect any fire related issues? LI Yes RX No Is this a complete set? LI Yes RX No Signature Date 1635 Faraday Avenue, Carlsbad, CA 92008 Ph: 760-602- 2719 f: 760-602-8558 Email: building@carlsbadca.gov www.carlsbadca.gov VfJ APR 172018 24542 Creek-view Dr, Laguna Hills CA. 92653 949-607-8001 info@cthosarch.com Ethos.. -ARCHITECTURE City of Carlsbad - Attn: Building Department 1635 Faraday Ave. Carlsbad, CA 92008 April 17; 2018 Re: Legoland JD18 (Original #CB 2017-0076) Subject: Permit Revision, Minor Changes 02 To Whom it May Concern, Attached are revised Architectural and Electrical drawings for the subject project. Architectural Summary of Changes is as follows: G-1 Cover Sheet: 1. Added Sheet A-4.5 Pre-Show Plan/Elevations indicating mounting heights of building features A-3.3 Reflected Ceiling Plan: Relocated (2) floor mounted outlets in Photo to the Ceiling Added mounting height of type Dl light fixture in Covered Queue with reference added to see Theme Lighting drawings for track lighting mounting heights (no change to Theme Lighting drawings) 3 Added Keynote 458 for mounting height of light fixtures in IT Room . Added Keynote 459 for mounting height of light fixtures in Plant Room Added Keynote 460 for mountingheight of light fixtures in Sub Staging Added height of light fixture in Ride A-3.7 Power/Communication Plan: 11 Relocated (2) floor mounted outlets in Photo to the Ceiling 2. Added ceiling and wall mounted speakers to plan and legend 3. Added outlets fo Audio Visual equipment to Pre-Show 4. Added Keynote 396 for monitor by owner 5. Added Keynote 397 for monitor by owner (countdown timer) 6. Added Keynote 398 for exterior monitor by owner 7. Added Keynote 399 for Pre-Show Operator Panel by owner 8. Added Keynote 400 for Pre-Shów Mini Figure by owner A-4.3 Enlarged Tower:. Removed reference to interior elevations Removed keynote reference for expansion joint (not in scope of work at this area) Updated legends to remove reference not used (ceiling plan legend deleted) Added note to Enlarged Plan Notes referencing new sheet A-4.5 for Pre-Show Elevations A-4.4 Enlarged Site Elements: Revised detail 12 Enlarged Ramp per field conditions Added detail 4Enlarged Ramp Sction for clarity A-4.5 Pre-Show Plan/Elevations 1. Sheet added toset-to provide elevations and mounting heights for building elements, including Audio Visual equipment by owner A-6.1 Exterior Elevations: 1. Added Audio Visual equipmentby owner and type Dl light fixtures to elevations AD-2.1 Updated details 6 and 7 per field conditions Added details 15, 17, 18, 19 and 20 per field conditions. Please also see attached Summary of Changes from OMB Electrical Engineers. If you have any questions feel free to reach out to me via telephone. Sincerely, Daniel Stewart,, Principal —Ethos Architecture (Architect) 949-607-8016 Electrical .Eiigineers3 Inc. The Power Behind The Design April l7,2018 Daniel Stewart ETHOS ARCHITECTURE 24542 Creekview dr Laguna Hills, California 92653 RE: LEGOLAND 1 Legoland Drive Carlsbad, ca 92008 Revisions OMB #16393,00 Please find here in the nanati'ie for the electrical revisions associated with Revision, for the subject project: ELECTRICAL OMB RESPONSE: E-0.2a 1. Revised circuit loads to panel "P" refer to sheet EO.2A. E-2.0 Added notes #12 and #13 for speaker outlet box/conduit locations. Added general note referring to architectural for mounting highs of all power/communications. Added power and Data to the Pre-show area. Revised receptacles to ceiling mounted, in the photo 2 area. E-3.1 Revised Covered Queue photo area, removed 2 light fixtures with 3 bug eyes. Removed wall sconce over Sub Staging and by Dive Changing room where a door was removed. If there are further comments and/or questions, please notify our office. Sincerely, Michael Ramos,, 8825 Research Drive Irvine CA 92618 Phone 949 753 1553 Fax 949 753 1992 wwwOMBengrs.com EsGil A SAFEbuittCompany DATE: April 26, 2018 JURlSDlCTlON:cbicJ PLAN CHECK #.: PREV2O18-01O1/2017-0076 SET: I PROJECT ADDRESS: 1 Legoland Drive PROJECT NAME: Minor shell lighting and speaker revisions D APPLICANT RI S. The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's-building codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department. staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. The applicant's copy of the checklist. 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 staff did' not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: -._ Telephone #: Date contacted: Mail Telephone, Fax LII REMARKS: By:. Eric Jensen Enclosures: EsGil 04/11 9320 Chesapeake Drive, Suite 208 4 San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 () Email: In eerson Carlsbad PREV20 18-0101 /2017-0076 April 26, 2018 [DO NOT PAY — THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK #.: PREV2018- 0101/2017-0076 PREPARED BY: Eric Jensen . DATE: April 26, 2018 BUILDING ADDRESS: 1 Leoland Drive BUILDING OCCUPANCY: BUILDING PORTION AREI (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code Icb. IBY Ordinance 1997 UBC Building Permit Fee W -, . 1997 UBC Plan Check Fee Type of Review: F-1 Complete Review U Repetitive Fee U Other Repeats . Hourly EsGil Fee Based on hourly rate - U Structural Only I Hr. @* ____ $90.00 I $90.00 Comments: Sheet 1 of 1 ,("'( c of Carlsbad Permit No: PREV2018-0107 Work Class: Residential Permit Revisi Status: Closed - Finaled Lot #: Applied: 04/19/2018 Reference #: DEV2016-0029 Issued: 08/22/2018 Construction Type Permit 11/29/2018 Finaled: Bathrooms: Inspector: PBurn Orig. Plan Check #: CBC2017-0076 Final Plan Check #: Inspection: Print Date: 11/29/2018 Job Address: 1 Legoland Dr Permit Type: BLDG-Permit Revision Parcel No: 2111000900 Valuation: $ 0.00 Occupancy Group: # Dwelling Units: Bedrooms: Project Title: LEGOLAND JD18 DARK RIbE Description: JD 18 RIDE: ADD THEMED FOOTINGS Applicant: Owner: Contractor: ETHOS ARCHITECTURE . LEGOLAND CALIFORNIA LLC <LF> PLAY U S MCCARTHY BUILDING COMPANIES INC SCOTT HOLCOMB ACQUISITION CO INC 24542 Creekview Dr 9275 Sky Park Ct Laguna Hills, CA 92653-4209 Po Box 543185 C/O Property Tax Service Co SAN DIEGO, CA 92123-4303 949-607-8001 DALLAS, TX 75354 949-851-8383 FEE AMOUNT BUILDING PLAN CHECK ADMIN FEE $35.00 MANUAL BUILDING PLAN CHECK FEE . $120.00 Total Fees: $ 155.00 Total Payments To Date : $ 155.00 Balance Due: $0.00 ii Building Division 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 760-602-8560 f I www.carlsbadca.gov Gity of Carlsbad PLAN CHECK REVISION OR DEFERRED SUBMITTAL APPLICATION B-15 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov Original Plan Check Number CB 20170076 Plan Revision Number Project Address 1 Legoland Drive General Scope of Revision/Deferred Submittal: Themed Footings CONTACT INFORMATION: Name Daniel Stewart Phone 949.607.8016 Fax Address 24542 Creekview Drive .-City Laguna Hills Zip 92653 Email Address daniels@ethosarch.com Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 . Elements revised: Plans fl Calculations 0 Soils Energy E Other 2. Describe revisions in detail 3. List page(s) where each revision is shown Updated Site Plan and Added Structural Footings for Themed Elements A-1.1, SO.3, S1.2, 52.1, S4.5, S4.6, S5.2 Does this revision, in any way, alter the exterior of the project? E Yes No Does this revision ANY new floor area(s)? E Yes J No Does this revision fire related issues? El Yes [] No Is this acon' Il Yes IXJ No £Signature_q ______________ Date ____________ 1635 Faraday Avenue, CA 92008 Ph: 760-602- 2719 Fax: 760-602-8558 Email: building@carlsbadca.gov www.carlsbadca.gov Et hos fIrry CrFUDU, 24542 Creek-view Dr, Laguna Hills CA. 92653 949-607-8001 info@ethosarch.com City of Carlsbad Attn: Building Department 1635 Faraday'Ave. Carlsbad, CA 92008 April 19, 2018 Re: Legoland JD18 (Original #C13 2017-0076) Subject: Perrriit Revision, Themed Footings To Whom it May Concern, Attached are ,revised Architectural and Electrical drawings for the subject project. Architectural and Structural Summary of Changes is as follows: A-1.1 Site Plan: Updated Keynote 105 for Themed Element (Submarine) referencing Structural Details Updated Keynote 110 for Theed Element (Entry Portal) referencing Structural Details Updated Keynote 146 for Themed Element (Queue Control Tower) referencing Structural Details; also added dimension between Themed Element and building 50.3 G.S.N & Schedules: 1. Added Footing Types F12 and F13 for Themed Elements S1.2 Foundation Plan: Added Themed Elements to drawing Added Foundation Plan Note "1" referencing Themed Element (Entry Portal) not shown on plan Added Foundation Keynote 26 referencing Themed Element (Submarine) S2.1 Roof Framing Plan: Updated Framing Keynote 14 referencing Themed Element (Submarine) Added Framing Keynote 24 referencing Themed Element (Queue Control Tower) S4.5 Foundation Details: 1. Added detail 156 for Themed Element Footing 54.6 Foundation Details: . 1. Sheet added to drawings with details for Themed Element Footings 55.2 Framing Details: 1. Added detail 221 for Themed Element attachment If you have any questions feel free to reach out to me via telephone. Sincerely, Daniel Stewart, Principal - Ethos Architecture (Architect) 949-607-8016 '1 I160 / EsGil / A SAFEbuitt' Company DATE: April 30, 2018. 0 APPLICANT -d1JRIS. JURISDICTION:sb4j . . PLAN CHECK #.: CBC20170076 REV6 SET: I " I / PROJECT ADDRESS: 1 Legolánd Dr. PROJECT NAME: Legoland JD18 Minor Revisions The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. LI The plans transmitted herewith have sigificant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. LI The check list transmitted herewith is for yourinformation. The plans are being held at EsGil until corrected plans are submitted for recheck. LI The, applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. El The applicant's copy of the check list has been sent to: EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff didad'ise the applicant that the plan check has been completed. Person contacteçl.- Telephone #: - Date contacted: Email: Mail Telephone Fax In Person REMARKS: PREV20I8-0107 S By: Kurt Culver Enclosures: Previously-approved EsGil plans 4/23/18 . 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 çarlsbad CBC20170076 REV6 April 30, 2018 [DO NOT PAY— THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK#.: CBC2017-0076 REV6 PREPARED BY: Kurt Culver . DATE: April 30; 2018 BUILDING ADDRESS: 1 Legoland Dr. BUILDING OCCUPANCY: BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mad. VALUE ($) Air Conditioning - Fire Sprinklers TOTAL VALUE Jurisdiction Code [cb IBY Ordinance 1997 IJBC Building Permit Fee 1997 (JBC Plan Check Fee Type of Review: El Complete Review LII Structural Only LI Other El Repetitive Fee Repeats . Hourly 1 Hr. @ * EsGil Fee $120.00 I $120.00I * Based on hourly rate Comments: Sheet 1 of 1 • 01 . - 1 Frew =4080\I€13 ç're-,-\r YreA • O - ( 1