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Home My WebLink About1 LEGOLAND DR; ; CBC2023-0090; PermitBuilding Permit Finaled Commercial Permit Print Date: 05/20/2025 Job Address: 1 LEGOLAND DR, CARLSBAD, CA 92008-4610 Permit No: Status: (city of Carlsbad CBC2023-0090 Closed -Finaled Permit Type: BLDG-Commercial Work Class: Tenant Improvement Parcel#: Valuation: Occupancy Group: #of Dwelling Units: Bedrooms: Bathrooms: Occupant Load: Code Edition: Sprinkled: 2111000900 Track#: $10,000.00 Lot#: Project#: Plan#: Construction Type: Orig. Plan Check#: Plan Check#: LEGOLAND FUN TOWN STAGE RENOVATION DEV2023-0013 Applied: 04/06/2023 Issued: 09/26/2023 Finaled Close Out: 05/20/2025 Final Inspection: 01/09/2024 INSPECTOR: Kersch, Tim Project Title: Description: LEGOLAND FUN TOWN STAGE: RENOVATION OF STAGE/CANOPY/2 CONDITIONED TRAILERS/SITE WORK: SHADE SAILS/LANDSCAPING FOR NEW ENTRANCE Applicant: SGPA ARCHITECTURE AND PLANNING MEGAN JONES 3111 CAMINO DEL RION, # 500 SAN DIEGO, CA 92108-5725 FEE BUILDING PLAN CHECK FEE (manual) Property Owner: LEGOLAND CALIFORNIA LLC PO BOX 543185 DALLAS, TX 75354-3185 (407) 270-1300 BUILDING PLAN REVIEW -MINOR PROJECTS (LDE) BUILDING PLAN REVIEW -MINOR PROJECTS (PLN) CERTIFICATE OF OCCUPANCY COMM/IND Tl-STRUCTURAL DEMOLITION OF BUILDING: COMMERCIAL FIRE A-4 & A-5 Occupancies -Tl SB1473 -GREEN BUILDING STATE STANDARDS FEE SITE IMPROVEMENTS STRONG MOTION -COMMERCIAL (SMIP) Total Fees: $7,899.90 Total Payments To Date: $7,899.90 Contractor: ALIGN BUILDERS INC 5451 AVENI DA ENCINAS, #STEA CARLSBAD, CA 92008-4413 (858) 800-2531 Balance Due: AMOUNT $3,500.00 $197.00 $104.00 $20.00 $952.10 $358.00 $1,144.00 $1.00 $1,621.00 $2.80 $0.00 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 Page 1 of 1 1635 Faraday Avenue, Ca rlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov FORM CD-11 Ccityof Carlsbad CONCURRENT PERMIT PROCESSING AGREEMENT SOP#: SOP 2023-0003/COP 2023-0003 (OEV2023-0013) Project Name: Legoland Funtown Stage Renovation Permit#: Project Address: 1 Legoland Drive, Carlsbad CA 92008 APN: 211-100-09-00 It is requested that the above-named project be granted concurrent submittal and review of ministerial approvals pertaining to a pending discretionary permit action on the development. By signing this agreement, the applicant certifies that said owner(s) acknowledge and accepts that: 1. The construction drawings and documents that are part of the ministerial approval application may have to be revised as necessary to reflect required changes to the conditions and/or drawings and documents of the associated discretionary actions. This may require additional review time and costs. 2. No permits for work including demolition, grading, public improvement, or building construction will be issued until: a. Final approval of the associated discretionary actions has occurred, and all appeal periods have ended; and, b. The City has received evidence that any subsequent approvals required by other Federal, State or local agencies are obtained by the applicant/owner. Furthermore, the applicant certifies that said owner(s) acknowledge and accept all responsibilities for changes required to the submitted construction drawings and documents as a result of, and to achieve consistency with, the discretionary actions for the development. The applicant acknowledges and accepts that the City assumes no responsibility for said changes and the impacts that result to the development as a result. The applicant certifies that said owner(s) acknowledges and accepts that plan review fees and deposits expended by City staff during the processing and review of the construction drawings and documents are non-refundable, and that additional fees or deposits may be required if additional staff review of drawings and documents are necessary to reflect the final design of the development as approved in the corresponding discretionary actions. Megan Jones Applicant Name i lly 9igned by M•gan Jone• (Oig1tal) Megan Jones (D.19•1ta . •US.E•mJono,O,gpoa>m.O•SGPA-rtec>,"& ing, CN•M.gan Jon .. (Digital) 2023 04 CM 08 •9 4$-07'00' Applicant Signature CITY USE ONLY D Approved Denied Print CD-11 Concurrent Processing Agreement SGPA Architecture & Planning 4/4/2023 Date 4/412023 Signature Date: Page 1 of 1 06/20 LEGO Fun Town Stage -City Comment Response Matrix SGPA Project No. 22225-L-03 Design Team Responses to Building Submittal dated July 14, 2023 Plan Review: Tl Legoland -Fun Town Stage Renovation Address: 1 Legoland Dr. Carlsbad CA Applicant Name: Megan Jones Applicant Email: mjones@sgpa.com City Permit No: CBC 2023-0090 True North Compliance Services Review By: Areli Sanchez -Plan Review Engineer Contact Info: Arieli Sanchez -arelis@tncservices.com -(562) 733-8030 Com ment Plan Review Item (Per City of Carlsbad letter dated 07 /2512023) No. ARCHITECTURAL A16 Provide architectural and structural plan for the Entry Monument. PC2: Make reference on the cover sheet to be under a separate permit or deferred 1permit. ACCESSIBILITY D1 CBC 11 B-202.3 requires that accessibility be provided to the altered spaces. This accessibility shall include the requirements of CBC 11B-202.4. which entails: a primary entrance. a primary path of travel. sanitary facilities serving the area. a drinking fountain. and signs. Please address the following: PC2: Comments remain. Accessibility Is only exempt when one of the exceptions of CBC 11 B-202.4 is met. Please clarify which exemption this oroiect falls under. a. Show the accessible path of travel from the accessible parking and public way to the area of alteration. i) On the site plan. specify the accessible route to be 5% maximum running slope with 2%maximum cross slope per CBC 11 B-403.3. ii) Provide detectable warning where the accessible route crosses or adjoins the vehicular path of travel per CBC 11 B-247.1.2.5. Provide detectable warning details in accordance with CBC 116-705.1. b. Show location and provide details for curb ramps in accordance with CBC 11 B-406. c. Provide plans and details for the restrooms serving the area to verify that it meets the reQuirements of CBC 11 B Division 6. MECHANICAL No comments. ELECTRICAL No comments. PLUMBING No comments. GREEN BUILDING No comments. ENERGY COMPLIANCE No comments STRUCTURAL S4 Provide entry monument plan. See S-811. PC2 : If intent is to provide entry monument under a separate permit, please specify on the cover sheet. Shade: (Standford Sign and Awning} S6 Provide foundation plan and column size and footing details. PC2: Sheet SS-01 & SS-02 was not provided. Please provide in resubmittal. S7 Provide sheet 1 through 17. PC2: Structural calculations were not provided. Please provide in resubmittal. S8 Provide connection detail for shade fabric to steel columns. PC2: Provide sheet SS-02. City Submittal Sheet TS-001 A-001 A-001 A-803 A-001 A-803 A-803 TS-001 SS-01 SS-02 NIA SS-02 Response Compiled by SGPA Date: August 21, 2023 CIT\, Design Team Response Added to Deferred Approval list on TS-001, listed as Item 1. Location of primary entrance, primary path of travel, sanitary facilities. drinking fountain, and signs are shown on sheet A-001. Refer to new sheet A-803 for details and enlarged plans. See Sheet A-001 for path of travel. i) See General note #2 on A-001 for language per CBC 116-403.3. ii) See Detail 4 on Sheet A-803 for detectable warning requirements. Refer to General Note #3 on A-001 . Refer to General Note #4 on A-001 and detail 16 on A-803. Refer to new sheet A-803 for enlarged plan of restroom and reference accessibilitv details. Added to Deferred Approval list on TS-001. listed as Item 1. Confirmed with reviewer (Areli) that sheets were provided in the last submission (PDF pages 81-82) so this comment no longer applies. See attached Confirmation email. Confirmed with reviewer (Areli) that calculations were provided in the first submission (physical print and digital copy) so this comment no longer applies. See attached Confirmation email. Confirmed with reviewer (Areli) that sheets were provided in the last submission (PDF pages 81-82) so this comment no longer applies. See attached Confirmation email. Page 1 of 3 LEGO Fun Town Stage -City Comment Response Matrix SGPA Project No. 22225-L-03 Design Team Responses to Building Submittal dated July 14, 2023 Plan Review: Tl Legoland -Fun Town Stage Renovation Address: 1 Legoland Dr. Carlsbad CA Applicant Name: Megan Jones Applicant Email: mjones@sgpa.com City Permit No: CBC 2023-0090 Planning Review Kyle Van Leeuwen -Associate Planner kvle.vanleeuwen(!llcarlsbadca.qov / 442-339-2611 Com ment City Comments No. Plannina Review •nor Citv Self-Service Portal\ Conditions of approval, from SOP/CDP approval letter dated 5-24-23, shall be completed prior to building permit issuance: #12 -Notice of Restriction has been sent and will need to be signed and returned #13 &14 -Landscape plans will need to be approved prior to issuance. # 16 -Please provide copy of pre-excavation agreement. City Submittal Sheet Response Compiled by SGPA Date: August 21, 2023 Design Team Response Richard Apel (Landscape Architect) to submit to Planning Division week of 8/21. Richard Apel (Landscape Architect) to resubmit plan check corrections to Planning Division week of 8/21. Richard Apel (Landscape Architect) to submit to Planning Division week of 8/21 Page 2 of 3 LEGO Fun Town Stage -City Comment Response Matrix SGPA Project No. 22225-L-03 Design Team Responses to Building Submittal dated July 14, 2023 Plan Review: Tl Legoland -Fun Town Stage Renovation Address: 1 Legoland Dr, Carlsbad CA Applicant Name: Megan Jones Applicant Email: mjones@sgpa.com City Permit No: CBC 2023-0090 LOE Review Christopher Glassen -Engineering Technician christopher.glassen@carlsbadca.gov / 442-339-2784 Com ment Cijy Comments No. LOE Review leer City Self-Service Portal) Trash Capture not yet applied for. City Submittal Sheet Response Compiled by SGPA Date: August 21, 2023 Design Team Response CDR (Civil) have submitted initial digital submittal and it was received and processed by the city. LEGOland to sign E-23A form and oav fees online. Page 3 of 3 SOP 2023-0003/CDP 2023-0003(DEV2023-0013) C City of Carlsbad COMMERCIAL BUILDING PERMIT APPLICATION B-2 Plan Check c& U>23 '00'1o Job Address One LEGOLAND Drive, Carlsbad, CA 92008 Tenant Name#: LEGOLAND Fun Town Stage Est. Value PC Deposit Date Suite: APN: 211-100-09-oo ----- Lot #: _____ Year Built: __________ _ Year Built: __ _ Occupancy: __ _ Construction Type: vs ---Fire sprinklersO'ES{!)NO A/C:0YESQNo BRIE f DES CR I PTI ON Q F WORK: Renovs110n of Fun Town Staige (exl\ling outdoor amptuttieater) Renovation includes 11ddItIon of stage cal'l()py, raised stage lloor system and a conditioned performer trader to serve as backstage Site work includes addition of shade sails over seating, and conditioned trailer for AV systems. Also includes alterations to landscape/hardscape for new entrance and accessible path of travel. D Addition/New: _____________ New SF and Use, ___________ New SF and Use _______ SF Deck, SF Patio Cover, SF Other (Specify) ___ _ [Z]Tenant Improvement: _1_07_0 ____ SF, Existing Use: stage Proposed Use: stage ---------------- _____ SF, Existing Use: Proposed Use: _______ _ D Pool/Spa: _____ SF Additional Gas or Electrical Features? _____________ _ D Solar: ___ KW,. ___ Modules, Mounted:0Roof 0Ground D Re roof: ________________________________________ _ [Z] Plumbing/Mechanical/Electrical 2 Conditioned Trailers, Elec upgrades, & AV Systems I / I Other: Demo existing stage and build new with accessible path upgrades APPLICANT (PRIMARY CONTACT) PROPERTY OWNER Name: Megan Jones (SGPA Architecture & Planning) Name: Marcy Harold (LEGOLAND) Address· 3111 Camino Del Rio North, Suite 500 Address: One LEGOLAND Drive City· San Diego State: CA Zip:_9_21_0_8 ___ City: Carlsbad State: CA Zip: 92008 ·---Phone· (619) 297-0131, ext 317 Phone: (760) 918-5303 Email· mjones@sgpa.com Email: Marcy.Harold@LEGOLAND.com DESIGN PROFESSIONAL CONTRACTOR OF RECORD Name: Keith Pittsford (SGPA Architecture & Planning) Business Name: Align Builders (POC: Owenn Geis) Address: 3111 Camino Del Rio North, Suite 500 Address: 5451 Avenida Encinas, Suite A City: San Diego State: CA Zip:_9_21_o_a __ _ City: Carlsbad State:_c_A __ Zip: 92008 Phone: (619) 297-0131, ext 310 Phone: 714.402.6241 Email· kpittsford@sgpa.com Email: OwennG@alignbuilders.com Architect State License: _c_-2_0_5_89 _________ _ CSLB License #: 989507 Class: B --------·-------- Carlsbad Business License# (Required): BLNR1240887 APPLICANT CERTIFICATION: I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. NAME (PRINT): _M_e_g_a_n_J_o_n_e_s ____ _ DATE: 4/3/2023 1635 Faraday Ave Carlsbad, CA 92008 Ph: 442-339-2719 Fax: 760-602-8558 Email: Building@carlsbadca.gov REV. 07/21 THIS PAGE REQUIRED AT PERMIT ISSUANCE PLAN CHECK NUMBER: ______ _ A BUILDING PERMIT CAN BE ISSUED TO EITHER A STATE LICENSED CONTRACTOR OR A PROPERTY OWNER. IF THE PERSON SIGNING THIS FORM IS AN AGENT FOR EITHER ENTITY AN AUTHORIZATION FORM OR LETTER IS REQUIRED PRIOR TO PERMIT ISSUANCE. (OPTION A): LICENSED CONTRACTOR DECLARATION: I herebyaf firm under penaltyof perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. I also affirm under penalty of perjury one of the foil owing declarations (CHOOSE ONE): [!]1 have and will maintain a certificate of consent to self-insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the work which this permit is issued. PolicyNo. _____________________________________ _ -OR- D1 have and will maintain worker's compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: lnsuranceCompany Name: ____________________ _ Policy No. __________________________ Expiration Date: _______________ _ -OR-O certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the workers' compensation Laws of California. WARNING: Failure to secure workers compensation coverage is unlawful and shall subject an employer to criminal penalties and civil fines up to $100,000.00, in addition the to the cost of compensation, damages as provided for in Section 3706 of the Labor Code, interest and attorney's fees. CONSTRUCTION LENDING AGENCY, IF ANY: I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued {Sec. 3097 (i) Civil Code). Lender's Name:. ____________________ Lender's Address: ___________________ _ CONTRACTOR CERTIFICATION: I certify that I have read the application and state that the above information is correct and that t he information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. NAME (PRINT): Owenn Geis SIGNATURE: I).,,,~~, DATE: 04I04l23 -------------Note: If the person signing above is an authorized agent for the contractor provide a letter of authorization on contractor letterhead. -OR - (OPTION B): OWNER-BUILDER DECLARATION: I hereby affirm that I am exempt from Contractor's License Law for the following reason: D I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale {Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). -OR- D1, 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). -OR-□1 am exempt under Business and Professions Code Division 3, Chapter 9, Article 3 for this reason: AND, D FORM B 61 "Owner Builder Acknowledgement and Verification Form" is rcqu ired for any permit issued to a property owner. By my signature below I acknowledge that, except for my personal residence 1n which I must have resided for at least one year prior to completion of the improvements covered by this perrnit, I cannot legally sell a structure that I have built as an owner builder if it has not been constructed in its entirety by licensed contractors./ understand that a copy of the applicable law, Section 7044 of the Business and Professions Code, is available upon request when this application is submitted or at the following Web site: http:/ lwww.leginfo.ca.gov/calaw.html. OWNER CERTIFICATION: I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. NAME (PRINT): _________ _ SIGN: __________ DATE: ______ _ Note: If the person signing above is an authorized agent for the property owner include form 8-62 signed by property owner. 1635 Faraday Ave Carlsbad, CA 92008 Ph: 442-339-2719 Fax: 760-602-8558 Email: Building@carlsbadca.gov 2 REV. 07/21 PERMIT INSPECTION HISTORY for (CBC2023-0090) Permit Type: BLDG-Commercial Application Date: 04/06/2023 Owner: LEGOLAND CALIFORNIA LLC Work Class: Tenant Improvement Issue Date: 09/26/2023 Subdivision: CARLSBAD TCT#94-09 UNIT#02 & 03 Status: Closed -Finaled Expiration Date: 06/10/2024 Address: 1 LEGOLAND DR IVR Number: 48063 CARLSBAD, CA 92008-4610 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 11/07/2023 11/07/2023 BLDG-14 229620-2023 Partial Pass Tim Kersch Reinspection Incomplete Frame/Steel/Bolting/We lding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 11/09/2023 11/09/2023 BLDG-34 Rough 229997-2023 Passed Tim Kersch Complete Electrical Checklist Item COMMENTS Passed BLDG-Building Deficiency For prefab buildings. Yes 11/14/2023 11/14/2023 BLDG-43 Air 230249-2023 Passed Tim Kersch Complete Cond./Furnace Set Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 11/28/2023 11/28/2023 BLDG-11 231599-2023 Partial Pass Tim Kersch Reinspect ion Incomplete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 12/12/2023 12/12/2023 BLDG-11 233201-2023 Passed Tim Kersch Complete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 01/09/2024 01/09/2024 BLDG-Final Inspection 235952-2024 Passed Tim Kersch Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-Plumbing Final Yes BLDG-Mechanical Final Yes BLDG-Structural Final Yes BLDG-Electrical Final Yes Tuesday, May 20, 2025 Page 2 of 2 Building Permit Inspection History Finaled {city of Carlsbad PERMIT INSPECTION HISTORY for (CBC2023-0090) Permit Type: BLDG-Commercial Application Date: 04/06/2023 Owner: LEGOLAND CALIFORNIA LLC Work Class: Tenant Improvement Issue Date: 09/26/2023 Subdivision: CARLSBAD TCT#94-09 UNIT#02 & 03 Status: Closed -Finaled Expiration Date: 06/10/2024 Address: 1 LEGOLAND DR IVR Number: 48063 CARLSBAD, CA 92008-4610 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 10/06/2023 10/06/2023 BLDG-31 226195-2023 Passed Tim Kersch Complete Underground/Conduit• Wiring Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 10/10/2023 10/10/2023 BLDG-12 Steel/Bond 226429-2023 Partlal Pass Tim Kersch Re inspection Incomplete Beam Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 10/18/2023 10/18/2023 BLDG-11 227298-2023 Partial Pass Tim Kersch Re inspection Incomplete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-12 Steel/Bond 227297-2023 Partial Pass Tim Kersch Re inspection Incomplete Beam Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 10/26/2023 10/26/2023 BLDG-11 228521-2023 Passed Tim Kersch Complete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-14 228520-2023 Partial Pass Tim Kersch Re inspection Incomplete Frame/Steel/Bolting/We lding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-17 Interior 228522-2023 Partial Pass Tim Kersch Re inspection Incomplete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 11/02/2023 11/02/2023 BLDG-11 229162-2023 Partial Pass Tim Kersch Re inspection Incomplete Foundation/Ftg/Piers (Rebar) Tuesday, May 20, 2025 Page 1 of 2 Transmittal Letter July 25, 2023 City of Carlsbad Community Development Department -Building Division 1635 Faraday Ave. Carlsbad, CA 92008 Plan Review: TI Legoland Address: 1 Legoland Dr, Carlsbad CA Applicant Name: Megan Jones Applicant Email: mjones@sgpa.com True North COMPLIANCE SERVICf:S SECOND REVIEW City Permit No: CBC 2023-0090 True North No.: 23-018-268 True North Compliance Services, Inc. has completed the review of the following documents for the project referenced above on behalf of the City of Carlsbad. Our comments can be found on the attached list. 1. 2. Drawings: Electronic copy dated July 14, 2023, by SGPA. Geotechnical Letter: Electronic copy dated Jul y I 0, 2023, by Nova Services. Attn: Permit Technician, the scope of work on the plans has been reviewed for coordination with the scope of work on the permit application. See below for information if the scope of work on plans differs from the permit application: Valuation: Scope of Work: Floor Area: Confirmed Confirmed Confirmed Our comments follow on the attached list. Please call if you have any questions or if we can be of further assistance. Sincerely, True North Compliance Services Review By: Areli Sanchez -Plan Review Engineer True North Compliance Services, Inc. 3939 Atlantic Avenue Suite 224, Long Beach, CA 90807 T / 562.733.8030 TI Legoland 1 Legoland Dr July 25, 2023 City of Carlsbad-SECOND REVIEW City Permit No.: CBC 2023-0090 True North No.: 23-018-268 Page2 Plan Review Comments RESUBMITT AL INSTRUCTIONS: Please do not resubmit plans until all departments have completed their reviews. For status, please contact building@carlsbadca.gov Deliver THREE corrected sets of plans and TWO corrected calculations/reports directly to the City of Carlsbad Building Division, 1635 Faraday Ave., Carlsbad, CA 92008, (442) 339-2719. The City will route the plans to True North, Planning and Land Development Engineering Departments (if applicable) for continued review. Note: If this project requires FIRE PREVENTION review, ensure that you follow their specific instructions for resubmittal review. The City will not route plans back to Dennis Grubb & Associates for continued Fire Prevention review. GENERAL TNFORMA TION: A. The following comments are referred to the 2022 California Building, Mechanical, Plumbing, Electrical Codes, California Green Building Standards Code, and Energy Code (i.e., 2021 IBC, UMC, UPC, and 2020 NEC, as amended by the State of California). 8. There may be other comments generated by the Building Division and/or other City departments that will also require your attention and response. This attached list of comments, then, is only a portion of the plan review. Contact the City for other items. C. Respond in writing to each comment by marking the attached comment list or creating a response letter. Indicate which details, specification, or calculation shows the required information. Your complete and clear responses will expedite the re-check. D. Where applicable, be sure to include the architect and engineer's stamp and signature on all sheets of the drawings and on the coversheets of specifications and calculations per CBPC 5536. l and CBPC 6735. This item will be verified prior to plan approval. OCCUPANCY & BUILDING Sl.Jl\iTh1ARY: Occupancy Groups: Occupant Load: Type of Construction: Sprinklers: Stories: Area of Work (sq. ft.): A-5 ? VB No 1 327 sq. ft. ARCIDTECTURAL COMMENTS: Al 6. Provide architectural and structural plan for the Entry Monument. PC2: Make reference on the cover sheet to be under a separate permit or deferred permit. TILegoland 1 Legoland Dr July 25, 2023 ACCESSIBILITY COMMENTS: City of Carlsbad-SECOND REVIEW City Permit No.: CBC 2023-0090 True North No.: 23-018-268 Page3 DI . CBC 11 B-202.3 requires that accessibili ty be provided to the altered spaces. This accessibility shall include the requirements of CBC 11 B-202.4, which entails: a primary entrance, a primary path of travel, sanitary facilities serving the area, a drinking fountain, and signs. Please address the following: a) Show the accessible path of travel from the accessible parking and public way to the area of alteration. i) On the site plan, specify the accessible route to be 5% maximum running slope with 2% maximum cross slope per CBC 11 B-403.3. ii) Provide detectable warning where the accessible route crosses or adjoins the vehicular path of travel per CBC 11 B-247.1.2.5. Provide detectable warning details in accordance with CBC 11 B-705.1. b) Show location and provide details for curb ramps in accordance with CBC 11 B-406. c) Provide plans and details for the restrooms serving the area to verify that it meets the requirements of CBC 11 B Division 6. PC2: Comments remain. Accessibility is only exempt when one of the exceptions of CBC 11B-202.4 is met. Please clarify which exemption this project falls under. MECHANICAL COMMENTS: No comments. ELECTRICAL COMMENTS: No comments. PLUMBING COMMENTS: No comments. GREEN BUILDING COMMENTS: No commnet.s ENERGY COMPLIANCE COMMENTS: No comments. STRUCTURAL COMMENTS: S4. Provide entry monument plan. See S-811. PC2 : If intent is to provide entry monument under a separate permit, please specify on the cover sheet. Shade: (Standford Sign and Awning) S6. Provide foundation plan and column size and footing details. TI LegoJand 1 Legoland Dr July 25, 2023 City of Carlsbad-SECOND REVIEW City Permit No.: CBC 2023-0090 True North No.: 23-018-268 Page4 PC2: Sheet SS-01 & SS-02 was not providetl Please provide in resubmittal. S7. Provide sheet 1 through 17. PC2: Structural calculations were not provided. Please provide in resubmittal. S8. Provide connection detail for shade fabric to steel columns. PC2: Provide sheet SS-02. Tfyou have any questions regarding the above comments, please contact Areli Sanchez via email arelis@tncservices.com, or telephone (562) 733-8030. [END] Transmittal Letter March 29, 2023 City of Carlsbad Community Development Department -Building Division 1635 Faraday Ave. Carlsbad, CA 92008 Plan Review: TI Legoland Address: 1 Legoland Dr, Carlsbad CA Applicant Name: Megan Jones Applicant Email: mjones@sgpa.com True North COMPLIANCE SERVICES FIRST REVIEW City Permit No: CBC 2023-0090 True North No.: 23-018-268 True North Compliance Services, Inc. has completed the review of the following documents for the project referenced above on behalf of the City of Carlsbad. Our comments can be found on the attached list. I. 2. 3. 4. 5. 6. Drawings: Electronic copy dated April 7, 2023, by SGPA. Structural Calculations: Electronic copy dated April 7, 2023, by Degenkolb. Structural Calculations: Electronic copy dated February 27, 2023, by Trimar Engineering. Structural Calculations: Electronic copy dated March 15, 2023, by A&A Engineering. Structural Calculations: Electronic copy dated March 17, 2023, by A&A Engineering. Geotechnical Report: Electronic copy dated October 10, 2022, by Nova Services. Attn: Permit Technician, the scope of work on the plans has been reviewed for coordination with the scope of work on the permit application. See below for information if the scope of work on plans differs from the permit application: Valuation: Scope of Work: Floor Area: Confirmed Confirmed Confirmed Our comments follow on the attached list. Please call if you have any questions or if we can be of fiuther assistance. Sincerely, True North Compliance Services MEP Review By: Areli Sanchez -Plan Review Engineer Review By: Soon Cho, PE, CASp -Senior Plan Review Engineer True North Compliance Services, Inc. 3939 Atlantic Avenue Suite 224, Long Beach, CA 90807 T / 562. 733.8030 TI Legoland 1 Legoland Dr April 11, 2023 RESUBMITT AL INSTRUCTIONS: Plan Review Comments City of Carlsbad-FIRST REVIEW City Permit No.: CBC 2023-0090 True North No.: 23-018-268 Page2 Please do not resubmit plans until all departments have completed their reviews. For status, please contact building@carlsbadca.gov Deliver THREE corrected sets of plans and TWO corrected calculations/reports directly to the City of Carlsbad Building Division, 1635 Faraday Ave., Carlsbad, CA 92008, ( 442) 339-2719. The City will route the plans to True North, Planning and Land Development Engineering Departments (if applicable) for continued review. Note: If this project requires FIRE PREVENTfON review, ensure that you follow their specific instructions for resubmittal review. The City will not route plans back to Dennis Grubb & Associates for continued Fire Prevention review. GENERAL fNFORMA TION: A. The following comments are referred to the 2022 California Building, Mechanical, Plumbing, Electrical Codes, California Green Building Standards Code, and Energy Code (i.e., 2021 IBC, UMC, UPC, and 2020 NEC, as amended by the State of California). B. There may be other comments generated by the Building Division and/or other City departments that will also require your attention and response. This attached list of comments, then, is only a portion of the plan review. Contact the City for other items. C. Respond in writing to each comment by marking the attached comment list or creating a response letter. Indicate which details, specification, or calculation shows the required information. Your complete and clear responses will expedite the re-check. D. Where applicable, be sure to include the architect and engineer's stamp and signature on all sheets of the drawings and on the coversheets of specifications and calculations per CBPC 5536.1 and CBPC 6735. This item will be verified prior to plan approval. OCCUPANCY & BUILDING SUMMARY: Occupancy Groups: Occupant Load: Type of Construction: Sprinklers: Stories: Area of Work (sq. ft.): A-5 ? VB No 1 327 sq. ft. ARCHITECTURAL COMMENTS: Al. Scope of Work: Provide area of work that itemizes the construction that is to occur under this permit. Show each building area and provide shade area. A2. Per city policy, specify the roofing material to have a Class A fire classification. A3. Provide listing for the shade. Provide State Fire Marshall listing. CBC 3105.3. A4. Provide exit plan: TI Legoland 1 Legoland Dr April 11, 2023 a) Calculate occupant loads. b) Specify the occupant load factor City of Carlsbad-FIRST REVIEW City Permit No.: CBC 2023-0090 True North No.: 23-018-268 Page] c) To justify providing only one means of egress, ensure the length of the common path of egress travel and the number of occupants in the spaces shown below do not exceed the values given in CBC Table 1006.2.1 d) Please show how exit discharge is provided from building exits to public way per CBC 1028.5. AS. Show the integrity of exits for the stadium seating area is not changed. Provide a copy of original approved Stadium seating exit plan. a) Exits shall be placed a distance apart equal to not less than one half of the length of the maximum overall diagonal dimension of the area served measured in a straight line between the center of such exists. CBC 1007.1.1 A6. Please indicate the location of the accessible route to the accessible bui lding per CBC 118-202.4. This includes the route from the public way and accessible parking, if provided. A 7. Where on-site parking is provided, please show the location of accessible parki ng stalls per CBC 11 B-208. a) For onsite parking, provide complete details and information of the accessible parking per CBC 11 8-208 and 11 8-502. This includes stall and access aisle dimension and striping as well as signage. A8. Show location of installed emergency egress lighting equipped with battery backup in case of primary power loss. CBC l 008.3 A9. Revise plans to show emergency egress lighting at exterior landings along the exit path of travel. CBC 1008.3 Al 0. Emergency backup battery power shall be provided for a duration not less than 90 minutes. CBC 1008.3. A 11. Show all required means of egress as accessible means of egress continuous to a public way. CBC 1009 .1 and 1009.2 Al2. Provide door schedule showing compliance with the following per CBC 1010.1.1 and l lB-404: a) Door opening hardware per CBC 1010.2.2 and 118-404.2.7. b) Door threshold of¾" maximum (or ½" maximum for accessible doors) above the finished floor per CBC 1008.1.7 and l lB-404.2.5. c) Door opening force per CBC l 1B-404.2.9. i) 5-pound maximum force for non-fire rated doors. ii) 15-pound maximum force for fire rated doors. Al3. Note on plans all exit doors shall be openable from the inside without the use of a key or any special knowledge or effort. CBC 1010.1.9 Al 4. Doors shall be equipped with panic hardware and swing in the direction of egress travel for occupant loads of 50 or more in accordance with CBC 1010.1.10 Al5. On site plan A-103, show where the Entry Monument sign is located. Al 6. Provide architectural and structural plan for the Entry Monument. TI Legoland 1 Legoland Dr April 11, 2023 City of Carlsbad-FIRST REVIEW City Permit No.: CBC 2023-0090 True North No.: 23-018-268 Page4 ACCESSIBILITY COMMENTS: DI. CBC 11 B-202.3 requires that accessibility be provided to the altered spaces. This accessibility shall include the requirements of CBC 11 B-202.4, which entails: a primary entrance, a primary path of travel, sanitary facilities serving the area, a drinking fountain, and signs. Please address the following: a) Show the accessible path of travel from the accessible parking and public way to the area of alteration. i) On the site plan, specify the accessibl e route to be 5% maximum running slope with 2% maximum cross slope per CBC 11 B-403.3. ii) Provide detectable warning where the accessible route crosses or adjoins the vehicular path of travel per CBC 118-247.1.2.5. Provide detectable warning details in accordance with CBC 11 B-705.1. b) Show location and provide details for curb ramps in accordance with CBC 11 B-406. c) Provide plans and details for the restrooms serving the area to verify that it meets the requirements of CBC 11 B Division 6. 02. Revise the plan to show full extension of the handrails in accordance with CBC 11B-505.10. Handrail extensions turned due to hazards are an exception for alterations and does not apply to new construction. a) See L-202. Handrail does not extend full 12" in the direction of travel. \..>' D3. Specify door opening hardware to be operable with one hand and shall not require tight grasping, pinching, or twisting of the hand. CBC 1 lB-404.2.7 and -309.4. D4. Specify door opening hardware height to be 34" to 44" above the finish floor or ground. CBC l lB-404.2.7. MECHANICAL COMMENTS: No comments. ELECTRICAL COMMENTS: E 1. Note on plans: Per city policy, wiring is not permitted on the roof of a building and wiring on the exterior of a building requires approval by the Building Official. TI Legoland 1 Legoland Dr April 11, 2023 City of Carlsbad-FIRST REVIEW City Permit No.: CBC 2023-0090 True North No.: 23-018-268 Page5 E2. Sheet E30 I: Please coordinate light fixture graphics with light fixture legend on sheet E002. PLUMBING COMMENTS: Pl. Overflow roof drains shall terminate in an area where they will be readily visible and will not cause damage to the building. If the roof drain terminates through a wall, the overflow drain shall terminate 12" minimum above the roof drain. City Policy 84-35 P2. Provide the fo llowing note for the use of recycled water for irrigation: The City of Carlsbad requires the installation of a "bypass tee and associated ball valves" be installed above grade on the main water supply line before it enters the building. Please include the location and specifications for this fitting on the plumbing plans. (The City Engineer has a detail available, Standard drawing W35). GREEN BUILDING COMMENTS: GI. Jncldue CalGreen mandatory measures. Chckmark all applicable items and show how they are satisfied. ENERGY COMPLIANCE COMMENTS: No comments. STRUCTURAL COMMENTS: S 1. Submit a letter from the geotechnical engineer confirming that the foundation plan, details, and specifications have been reviewed and that it has been determined that the recommendations in the geotechnical report are properly incorporated into the plans. Alternatively, the geotechnical engineer may stamp and sign the foundation plan and all sheets containing foundation details. S2. Reproduce/imprint the soil report recommendation (including the cover page and the page with soil engineer stamp and signature) onto the plan. S3. Structural observation per Section 1704 is required for this project. The engineer of record shall prepare an inspection program, including the name(s) of the individuals or firms who will perform the work. The inspection program shall be shown on the first sheet of the structural drawings. CBC 1704.6.2 a) Foundation excavations and reinforcing steel placement. b) Reinforcing steel for concrete slabs and walls. c) The complete structural system, just prior in wall finishes. S4. Provide entry monument plan. See S-811. Stage (Degenkolb) S5. Detail 6/S-802: Provide pile embedment length. Shade: (Standford Sign and Awning) S6. Provide foundation plan and column size and footing details. S 7. Provide sheet 1 through 1 7. S8. Provide connection detail for shade fabric to steel columns. TI Legoland 1 Legoland Dr April 11 , 2023 Complex Steel Buildings: City of Carlsbad-FIRST REVIEW City Permit No.: CBC 2023-0090 True North No.: 23-018-268 Page6 S9. Specify anchor bolt type. Provide listing for the post installed anchor bolt. SI 0. Special inspection is required per the listing. Tfyou have any questions regarding the above comments, please contact Soon Cho, PE, CASp via email soonc@tncservices.com or telephone (562) 733-8030. [END] Megan Jones From: Sent: To: Cc: Subject: [EXTERNAL SENDER) Hello Megan, Confirmed, please disregard. Areli Sanchez Plan Review Engineer CONFIRMATION EMAIL (True North Areli) per Building comments S6, S7, S8 Areli Sanchez <arelis@t ncservices.com> Wednesday, August 9, 2023 4:12 PM Megan Jones Kerry Goethe! Re: LEGO Fun Town (CBC2023-0090) Submittal 2 Comments True North Compliance Services, Inc. TNCServices.com C: (510) 362-9959 J TrueNorth COMPLIANCE SERVICES From: Megan Jones <mjones@sgpa.com> Sent: Wednesday, August 9, 2023 12:22 PM To: Areli Sanchez <arelis@tncservices.com> Cc: Kerry Goethe! <kgoethel@sgpa.com> Subject: LEGO Fun Town (CBC2023-0090) Submittal 2 Comments HiAreli, I received your comments on the LEGO Fun Town Stage (True North No: 23-018-268) project and wanted to clarify a few of the easy open items. S6: Sheets SS-01 and SS-02 are not provided. • The sheets were provided in the drawing set (PDF pages 81-82). Can you please confirm you have these and this comment no longer applies? S7: Structural calcs were not provided. • The structura l calcs were provided in the first submittal, and since no comments were made, it was not required to be resubmitted. • A hardcopy was printed with the initial submittal, I provided a digital copy to Paul Choi (4/10/2023), and I've attached the calculations again for your record. • Please confirm this comment no longer applies? S8: Provide sheet SS-02 • The connection is provided on sheet SS-02 (PDF page 82). Can you please confirm you have this sheet and this comment no longer applies? We are working on addressing some of the other items and will let you know if we have any additional questions. Please feel free to give me a call if you'd like to discuss! Thanks, Megan Jones, LEED Green Associate Associate, Senior Job Captain SGPA ARCHITECTURE AND PLANNING 31 11 Camino Del Rio North, Suite 500 San Diego, CA 92108 0: 619.297.0131 ext. 317 D: 619.353.5240 mjones@sgpa.com Enriching Life Through Design sgpa.com I instaqram I facebook I linkedin From: Permit Center <permitcenter@tncservices.com> Sent: Wednesday, July 26, 2023 9:02 AM To: Megan Jones <mjones@sgpa.com> Cc: Building <building@carlsbadca.gov> Subject: Comments for (CBC2023-0090-1 Legoland Dr) [EXTERNAL SENDER) Hello, True North Compliance Services has completed the review for the project in the subject line. Please find the comment letter attached. If you have any questions, do not hesitate to contact me. RESUBMITTAL INSTRUCTIONS: Please do not resubmit plans until all departments have completed their reviews. For status, please contact building@carlsbadca.gov 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). Corrected sets can be submitted as follows: Deliver THREE corrected sets of plans and TWO corrected calculations/reports directly to the City of Carlsbad Building Division, 1635 Faraday Ave., Carlsbad, CA 92008, (442) 339-2719. The city will route the plans to True North, Planning and Land Development Engineering Departments (if applicable) for continued review. Note: If this project requires FIRE PREVENTION review, ensure that you follow their specific instructions for resubmittal review. The city will not route plans back to Dennis Grubb & Associates for continued Fire Prevention review. Paul Choi Project Coordinator True North Compliance Services, Inc. Solana Beach I Long Beach I Redwood City P: (562) 733-8030 2 ,a .. ~-~ NOVA Services NOVA Services, Inc. -San Diego ' 4373 Viewridge Avenue, Suite B San Diego, CA 92123 Phone: 858-292-7575 Date: 10/1112023 Daily Field Report Client: LEGOLAND California Resort One Legoland Drive Carlsbad, CA 92008 General Contractor: Align Builders Project: 1023202 Legoland Fun Town Stage One LEGOLAND Drive Carlsbad, CA 92008 Subcontractor: KC Keen Concrete I JR's Concrete pumping Time Arrived: 07:00 Time Departed: 13:00 Hours: 6.00 Lunch Period (minutes): 0 Permit #: TBD Jurisdiction: San Diego Inspector/Technician: Healy, Jordan Certification #: City of San Diego #1523, ICC #10277105, ACI #02187998 Reference Documents: Approved plans. S-101, S201, S-802, S-811, Structural notes I details. Approved mix design. Type of Inspection: Reinforcing Steel / Concrete Work Inspected: Reinforcing Steel inspection: Arrived onsite to provide special inspection of reinforcement and concrete placement in .following areas: 1: Press box foundation. 2: Stage post footings (.4 total). 3: Deep pole footings at Entry way (2 total). 4: Shade sail posts (2 total). Reinforcement.was inspected for size, grade, lap splice, and clearance. Contractor promptly corrected all issues prior to concrete placement. All inspected reinforcement was in conformance with approved documents. Concrete placement: Superior concrete supplied approximately 28.5 yds of mix design 37P-45. Prior to pour, I verified that areas and forms to receive concrete were clean of debris and in substantial conformance with approved documents. JR's Concrete pumping provided a trailer pump. KC Keen Construction placed the concrete. Observed sub contractor's placement procedures. Concrete was pumped into place and consolidated using mechanical vibration. Nova monitored the concrete trucks, verified that truck tickets had the correct mix design, monitored the water addition, and the drum revolutions. Verified temperature, slump, and fabricated 1 set of five concrete QA cylinders. Work complete. Tests Performed on Site: Sampling of freshly mixed concrete according to ASTM C172 (sampling fresh concrete), C1064 (temperature), C31 (making cylinders in the field), C39, C143 {slump) The work WAS inspected in accordance with the requirements of the approved documents. The work inspected MET the requirements of the approved documents. Material Sampling WAS performed in accordance with approved documents. Reinspections: D Yes ~ No Page 1 of 5 J&\ ~-~ NOVA Services NOVA Services, Inc. • San Diego 4373 Viewridge Avenue, Suite B San Diego, CA 92123 Phone: 858-292-7575 Stage posts (red). Shade sails (grey). a 0 S-201 Stage structure frame plan. Daily Field Report Client: LEGOLAND California Resort One Legoland Drive Carlsbad, CA 92008 Shade sail plan Press box foundation Project: 1023202 Legoland Fun Town Stage One LEGOLAND Drive Carlsbad, CA 92008 Page 2 of 5 4&\ ~-~ NOVA Services NOVA Services, Inc. • San Diego 4373 Viewridge Avenue, Suite B San Diego, CA 92123 Phone: 858-292-7575 s:u Press box foundation plan. Daily Field Report Client: LEGOLAND California Resort One Legoland Drive Carlsbad, CA 92008 I r- ,.,.._.....,.l)•"G""" ,,.. 'l'o,, ...... I()~ .. ,..,,. ... , ~ .... ''''<" Project: 1023202 Legoland Fun Town Stage One LEGOLAND Drive Carlsbad, CA 92008 Stage posts and shade sail posts Inspected for clearance, concrete coverage, clean bottoms Superior Ready Mix concrete with JR's concrete trailer pump. Ticket from truck sampled. Page 3 of 5 ,a~ ,ai NOVA Services NOVA Services, Inc .• San Diego 4373 Viewridge Avenue, Suite B San Diego, CA 92123 Phone: 858-292-7575 Daily Field Report Client: LEGOLAND California Resort One Legoland Drive Carlsbad, CA 92008 Project: 1023202 Legoland Fun Town Stage One LEGOLAND Drive Carlsbad, CA 92008 Placement concrete and mechanical vibration 2 of 4 stage posts. Concrete placement completed Press box foundation concrete placement complete Ticket from concrete sampled Page 4 of 5 Ji\ ,ai NOVA Services NOVA Services, Inc. -San Diego 4373 Viewridge Avenue, Suite B San Diego, CA 92123 Phone: 858-292-7575 1 set of 5 concrete cylinders ready for pickup. Daily Field Report Client: LEGOLAND California Resort One Legoland Drive Carlsbad, CA 92008 Project: 1023202 Legoland Fun Town Stage One LEGOLAND Drive Carlsbad, CA 92008 Signed by: Jordan Healy 10/11/2023 Page 5 of 5 .... Degenkolb Legoland Fun Town Stage Renovation One Legoland Dr Carlsbad, CA 92008 Legoland Fun Town Stage Renovation Structural Calculations April 7, 2023 Oegenkolb Job Number: C2878005.00 415/2023 Degenkolb Engineers 225 Broadway. Suite 1325 San Diego, CA 92101 a, 515 0299 phone 1o 515 0298 fax TABLE OF CONTENTS Legoland Legoland Fun Town Stage Renovation Structural Calculations 1.0 Design Criteria .................................................................... 1 2.0 Canopy Design .................................................................... 3 2.A Canopy RISA Model. ................................................................ 13 2.8 Drift and Deflection Checks ........................................................... 26 2.C Beam Checks ...................................................................... 32 2.0 Connection Design .................................................................. 37 2. E Stud and Perforated Panel Support Checks. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 41 2.F Pole Footing Design ................................................................ 50 3.0 Entrance Monument. ............................................................... 64 3.A Pole Footing Design . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 66 4.0 Entry Canopy ...................................................................... 74 .... Degenkolb Subject: Legoland Fun Town Stage Renovation Job Number: C2878005.00 Job: Legoland By: AS Checked B : DESIGN CRITERIA Degenkolb Engineers 225 Broadway, Suite 1325 San Diego, CA 92101-5013 Phone: 619.515.0299 Fax: 619.515.0298 Date: 01/17/2023 Section: Page 1 of 91 ASCE. AMBIICAN SOCIETY Of CML ENGINEERS Seismic Site Soil Class: Results: D -Default (see Section 11.4.3) 1.058 0.383 1.2 Fv : N/A PGA M: SMs 1.27 F PGA SM, N/A le : NIA 8 0.466 0.56 1.2 S os 0.847 C. : 1.312 Ground motion hazard analysis may be required . See ASCE/SEI 7-16 Section 11.4.8. Data Accessed: Mon Sep 19 2022 Date Source: USGS Seismic Design Maps SEISMIC COEFFICIENTS PER GEOTECH REPORT Site Class Site Coefficients, Fa Site Coefficients, Fv Mapped Spectral Response Acceleration at Short Period, Ss Mapped Spectral Response Acceleration at 1-Second Period, S 1 Design Spectral Acceleration at Short Period, Sos Design Spectral Acceleration at 1-Second Period, S01 Site Peak Ground Acceleration, PGAM https://asce7hazardtool.online/ Page 2 of 3 C 1.200 1.500 1.060g 0.383g 0.848g 0.383g 0.561g Mon Se_p 19 2022 Page 2 of 91 ..... Degenkolb Subject: Legoland Fun Town Stage Renovation Job Number: C2878005.00 Job: Legoland By: AS Checked B : CANOPY DESIGN Degenkolb Engineers 225 Broadway, Suite 1325 San Diego, CA 92101-5013 Phone: 619.515.0299 Fax: 619.515.0298 Date: 01/17/2023 Section: Page 3 of 91 .. ~ Degenkolb Subject: Legoland Fun Town Stage Renovation Job Number: C2878005.00 Job: Legoland By: AS Checked B : HARD SHELL CANOPY DESIGN Degenkolb Engineers 225 Broadway, Suite 1325 San Diego, CA 92101-5013 Phone: 619.515.0299 Fax: 619.515.0298 Date: 01/17/2023 Section: The hard shell canopy is a freestanding structure that will be a part of the Fun Town Stage renovation. The canopy consists of bare metal deck roof supported by steel framing, steel HSS tube post columns, and concrete pole footings. In both direction of the structure, the main lateral forces resisting system is an ordinary moment frame system. The design is based on ASCE 7-16 for building structures with the following seismic design parameters based on Table 15.4-1 as Steel ordinary moment frames detailed per AISC 360 (allowing us to use the following R-value with no special detailing): with unlimited height: Table 15.4-1 Seismic Coefficients for Nonbuilding Structures Similar to Buildings Nonbullding Structure Type Steel ordinary moment frames: With permitted height increase With unlimited height R = 1.0 no= 1.0 Cd= 1.0 I= 1.0 Sds = 0.847 Sd1 = 0.383 Detailing Requirements AISC 341 AISC 341 A ISC 360 Cs= Sds/(R/I) = 0.847/(1/1) = 0.847 R llo c. 3.5 3 3 2.5 2 2.5 I Structural System and Structural Height, hn, Limits (ft)' Seismic Oeslgn Category B C o• E" Fe NL NL NJ>''·' NJ>'',; NJ>'',; NL NL 100 100 NJ>',.; NL NL NL NL NL The full canopy was analyzed and modeled using RISA-3D to determine the adequacy of the members and evaluate the reactions at the base. The members were evaluated through AISC 360 capacities and LRFD design. The canopy base has been designed using ASD loads as a pole footing supporting concrete pole footing supporting the reactions from the canopy. A, '8 : \ l:.......J t...:.J Page 4 of 91 .... Degenkolb Subject: Canopy Job Number: C2878005.00 Job: Legoland By: AS Checked By: Canopy Structure Dead Loads Gravity DL Seismic DL 18 Ga B-Deck 3.0 psf 3.0 psf Steel BM / Girder I Misc steel 0.0 psf 0.0 psf Steel Column 0.0 osf 0.0 psf Aluminum Panels (soffit) 0.0 psf 0.0 psf Gyp Board/Insulation 3.0 psf 3.0 psf Canoov Insulation/Roofing 6.0 psf 6.0 psf MEP (Lighting/Plumbing) 0.0 osf 0.0 psf Misc 2.0 osf 2.0 osf RISA Input Total 14 psf 14 psf Roof Live Load 20 psf Mass (seismic) = 0.43 lb*s'/ft~ AV Dead Loads Gravity DL Quantity Speaker 750.0 lbs 2 Lighting 1000.0 lbs 3 Uostage Video Wall 3000.0 lbs 1 RISA Input Total 4750.0 lbs From Verco Catalog (in RISA Model) (in RISA Model) (See AV Diagram) Gravity DL Total 1500.0 lbs 3000.0 lbs 3000.0 lbs 7500.0 lbs Note: See RISA Inputs for locations of the AV Loads in the canopy structure. Date: 1126/2] Section: Page/of: Page 5 of 91 PLB™-36/HSB®-36 ROOF DECKS o GRADE50STEEL ~ B ROOF DECKS • PLB-36 Deck used with Punchlok® II System • HSB-36 Deck used with TSWs or BPs • HSB-36-SS Deck used with Side-lap Screws Nominal Dimensions PLB-36 or HSB-36 HSB-36-55 Section Properties Deck Base Metal Yield Weight Thickness Strength Deck Wdd t F y Gage (psf) (in.) (ksi) 22 1.9 0.0299 50 20 2.3 0.0359 50 18 2.9 0.0478 50 16 3.5 0.0598 50 Standard Interlocking Side-lap Effective Moment of Inertia at Service Load Id = (218 +1)/3 Id+ I -d (in4/ft) (in4/ft) 0.178 0.192 0.219 0.231 0.302 0.306 0.381 0.381 Screw Fastened Side-lap Effective Section Modulus at Fv= 50 ksi Se+ S-e (in3/ft} (in3/ft) 0.176 0.188 0.230 0.237 0.314 0.331 0.399 0.410 Allowable Reactions at Supports Based on Web Crippling, R/0 (lb/ft} Bearing Length of Webs One-Flange Loading Two-Flange Loading Vertical Web Shear V/0 (lb/ft) 2688 3220 4264 5302 Deck End Bearing Interior Bearing -~ ~ End Bearing Interior Bearing Gage 1½" 2" 3" 4" 3" 22 850 934 1075 1163 1558 20 11 88 1301 1492 1609 2189 18 2001 2182 2485 2667 3714 r 16 3006 3264 3698 3954 5604 Standard Features • ASTM A653 SS GR50 Min., with G60 or G90, white or gray primer optional • ASTM A1008 SS GR50 Min. with gray primer • Standard lengths -6'-0" to 40'-0" • IAPMO UES ER-2018, UL, and FM Li sted • Tables conform to ANSI/SDI RD-2017 4" 1670 2339 3949 5935 -1½" 2" 3" 4" 3" 893 962 1077 1149 1933 1316 1413 1575 1675 I 2743 2388 2550 2822 2986 4713 3775 4015 4419 4657 7164 Optional Features • Inquire regarding cost and lead times for: -Short cuts < 6' -0" -Sheet Lengths > 40'-0" 4" 2082 2946 5038 7627 -Alternative metallic and painted finishes • Web and Fully Perforated Acoustical Versions • HSB-30-NS Deck used with Side-lap screws "\ /Ir PLB/HSB GR50 ASD I AUGUST 2019 ve:.co OECKINC3, l"C. WI WWW.VERCODECK.COM Page 6 of 91 .NUCDtllt- PLB™-36/HSB®-36 ROOF DECKS c GRADE 50 STEEL ~ Inward Uniform Allowable Loads, ASD (psf) Deck Span (ft-in.) Gage Spans Criteria 2'-0" 3'-0" 4'-0" 5'-0" 6'-0" 7'-0" 8'-0" 9'-0" 10'-0" 11'-0" 12'-0" Wn/0 878 390 219 140 98 72 55 43 35 29 24 Single U240 182 93 54 34 23 16 12 9 7 22 Wn/0 860 400 229 148 103 76 58 46 37 31 26 Double U240 42 30 23 18 Wn/0 1039 492 283 184 128 95 73 57 47 39 32 Triple U240 176 102 64 43 30 22 17 13 Wn/0 1147 510 287 184 127 94 72 57 46 38 32 Single U240 224 115 66 42 28 20 14 11 8 20 Wn/0 1075 503 288 186 130 96 73 58 47 39 33 Double U240 71 50 36 27 21 Wn/0 1295 617 356 231 162 119 92 72 59 49 41 Triple U240 217 125 79 53 37 27 20 16 W"/0 1566 696 392 251 174 128 98 77 63 52 44 Single U240 309 158 92 58 39 27 20 15 11 18 Wn/0 1486 699 401 259 181 102 81 66 54 46 Double U240 66 48 36 28 W"/0 1785 856 496 322 225 101 82 68 57 Triple U240 299 173 51 37 28 22 Wn/0 1992 885 498 319 221 98 80 66 55 Single U240 390 200 116 73 34 25 19 14 16 Wn/0 1842 865 497 321 224 165 100 81 67 57 Double U240 83 60 45 35 Wn/0 2213 1060 614 399 279 206 125 102 84 71 Triple U240 377 218 137 65 47 35 27 Notes: 1.Table does not account for web crippling. Required bearing should be determined conditions. 2. The symbol"---" indicates that the uniform allowable load based on deflection excee s the allowable load based on stress. Capacity: For single span, Wa = 92 psf Demand: DL + RLL = 14psf + 20psf = 34psf Since our span is 5'-3", 6'-0" is conservative. OCR = 34/92 = 0.37 OK NOTICE: Design defects that could cause injury or death may result from relying on the information in this document without independent verification by a qualified professional. The information in this document is provided "AS IS". Nucor Corporation and its affiliates expressly disclaim: (i) any and all representations, warranties and conditions and (ii) all liability arising out of or related to this document and the information in it. PLB/HSB GRS0 ASD I AUGUST 2019 "\ Iii-WWW.VERCODECK.COM VERCO DECKING, INC. W!/ Page 7 of 91 •N U C:Dfl=III- ~~genkolb Subject: Canopy Design Job Number: C2878005 00 Job: Legoland By: AS Checked B : Canopy Design ASCE 7-16 MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES SECTION 12.8 -EQUIVALENT LATERAL FORCE PROCEDURE SPECTRAL ACCELERATIONS: Ss 1.058 g ( USGS Hazard App ) Mapped MCE ( T : 0.2-sec ) s, 0 383 g ( USGS Hazard App) Mapped MCE ( T: 1.0-sec ) Sos 0 847 g ( USGS Hazard App ) Default Design ( T : 0.2-sec ) So, 0.383 g ( USGS Hazard App) Default Design ( T : 1.0-sec ) BUILDING PERIOD: c, N/A ( ASUMME ON PLATEAU) Approximate Period Coefficient X NIA ( ASUMME ON PLATEAU) Approximate Period Exponent h, NIA ft Total Height of Structure T. NIA sec Approximate Fundamental Period T 0.02 sec (ASSUME ON PLATEAU) Design Building Period SEISMIC RESPONSE COEFFICIENT: C, peaM. Cs.mH c ,,m,n I R T, = C, pea~ C, malC' C s min I c. SEISMIC MASS: DLROOF AreaROOF Steel Weight w BASE SHEAR: V Sos /(R/1) { So,/ ( T ( R /I)) [ T :s TcJ S0, T, / ( T2 ( R /I )) [ T > T,] MAX { 0.01 . 0.044 Sos I , 0.5 S, I ( R /I)} 1 0 ( Non-Essential Fac11!ty) 1 0 ( Non-Bldg OMF ) 8.0 sec 0.847 19.150 0.037 0.847 1 « CONTROLS Roof Seismic Weight Roof Area Peak Seismic Response Coefficient Max Seismic Response Coefficient Max Seismic Response Coefficient Min Seismic Response Coefficient Importance Factor Response Modification Factor Long-Period Transition Period Peak Seismic Response Coefficient Max Seismic Response Coefficient Min Seismic Response Coefficient Seismic Response Coefficient 14 o psf 874 o sf 15.8 kips 35.5 kips Total Steel Weight from RISA Model Total Seismic Weight (: DLROOF•AreaROOF+Steel Weight+AV Load) 30.1 kips :cs·w Degenkolb Engineers 225 Btoi1dway, Suite 1325 San Diego, CA 92101-5013 Phone 619 515 0299 Date: 01/31/23 Section: [ASCE7-16.§11.4.1] [ASCE7-16,§11.4.1] [ASCE 7-10, § 11.4.4] [ASCE 7-10, § 11.4.4] [ ASCE 7-16, Table 12.8-2] [ ASCE 7-16, Table 12.8-2] [ ASCE 7-16, §12.8.2.1] [ ASCE 7-16, Eq. 12.8-7] I ASCE 7-16, §12.8.2] I ASCE 7-16, Eq. 12.8-2] I ASCE 7-16, Eq. 12.8-3] [ ASCE 7-16, Eq. 12.8-4] [ ASCE 7-16, Eq. 12.8-5&6] [ASCE7-16,§11.5.1] [ ASCE 7-16, Table 15.4-1] [ASCE 7-16, Fig. 22-12] [ ASCE 7-16, Eq. 12.8-2] [ ASCE 7-10, Eq. 12.8-3] [ ASCE 7-10, Eq. 15.4-1] [ASCE 7-10, §12.8.1.1] Page 8 of 91 ASCE. AMERICAN SOCIETY OF CMl ENGINEERS Address: 1 Legoland Dr Carlsbad, California 92008 Wind Results: Wind Speed 10-year MRI 25-year MRI 50-year MRI 100-year MRI Data Source: Date Accessed: ASCE 7 Hazards Report Standard: ASCE/SEI 7-16 Risk Category: II Soil Class: 96 Vmph I 66 Vmph 72 Vmph 77 Vmph 82 Vmph D -Default (see Section 11.4.3) Ce••"CII •tC.,h,t:.d OoUC•~• Elevation: 0 ft (NAVO 88) Latitude: 33.126215 Longitude: -1 17.311085 f ASCE/SEI 7-16, Fig. 26.5-18 and Figs. CC.2-1-CC.2-4, and Section 26.5.2 Mon Sep 19 2022 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard . Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability = 0.00143, MRI= 700 years). Site is not in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2. https://asce 7hazardtool. online/ Page 1 of 3 Mon S@ 19 2022 Page 9 of 91 • ~ Degenkolb Subject: MWFRS -LONGITUDINAL WIND LOADS Job: Legoland WIND LOADS ON BUILDINGS: MWFRS !DIRECTIONAL PROCEDURE) ASCE 7 -16 Chapter 27 DESIGN PARAMETERS RC II EC C V 96 mph Ko 0.85 K ZI 1.00 K., 1.00 G 0.85 GC,. 0.00 (+/-) Open Building h 20 ft B 32 ft L 38 ft VELOCITY PRESSURE (AT ROOF MEAN HEIGHT) ~ 900ft 0 9.5 K• 1.08 q. 21.66 psf = 0.00256 K. K21 Ko K., V2 0 7.13 < 7.5 h/L 0.53 EXTERNAL PRESSURE COEFFICIENT UB 1.19 CASE A CNW -0.50 Windward Roof CNL -1.20 Leeward Roof CASEB CNw -1.10 Windward Roof CNL -0.60 Leeward Roof DESIGN WIND PRESSURE Surface z K, q, [ft] [ psf I Windward 20 1.08 21.66 Leeward 20 1.08 21 .7 !Wind Pressure 25 psf Notes: Job Number: C2878005 00 By: AS Checked B : Risk Category Exposure Category Basic Wind Speed Directionality Factor Topographic Factor Ground Elevation Factor Guest-effect Factor Internal Pressure Coefficient Mean Roof Height Horizontal dim. normal to wind direction Horizontal dim. parallel to wind direction Terrain Exposure Constant Terrain Exposure Constant Velocity Pressure Coefficient Velocity Wind Pressure Roof Pressure Coefficient Roof Pressure Coefficient Roof Pressure Coefficient Roof Pressure Coefficient Design Pressure, p Case A Case B CP w/ GCp1 (+) w/ GCp1 (·) [ psf I ! psf I -9.20 -20.25 -22.09 -11.05 Degenkolb Engineers 22S Broadway, Suite 1325 San Diego, CA 92101-S0J3 Phone 619.515 0299 Date: 212/2023 Section: [ ASCE 7-16 Table 1.5-1 ] [ ASCE 7-16 § 26.7.3] [ ASCE 7-16 Fig. 26.5-1A] [ ASCE 7-16 Table 26.6-1] [ ASCE 7-16 § 26.8] [ ASCE 7-16 Table 26.9-1] [ASCE7-16§26.11] [ASCE 7-16§ 26.13] [ ASCE 7-16 Table 26.11-1 ] [ ASCE 7-16 Table 26.11-1 ] [ ASCE 7-16 Table 29.10-1 ] [ ASCE 7-16 Eq. 26.10-1] [ ASCE 7-16 Figure 27.3-4] [ ASCE 7-16 Figure 27.3-4] [ ASCE 7-16 Figure 27.3-4] [ ASCE 7-16 Figure 27.3-4] 1. Table considers (2) cases of inlernal pressure. Case A ( +) is when all internal presure acts towards all internal surfaces Case B (-) is when all internal pressure acts away from internal surfaces 2. To determine overall laleral load, see Section 27.3.5. Must add Windward and Leeward wall areas Page 10 of 91 .. ~ Degenkolb Degenkolb Engineers 225 Broadway, Suite 1325 San Diego. CA 92101·5013 Phone. 619.515 0299 Subject: Job: MWFRS -LONGITUDINAL WIND LOADS Legoland Diagrams L Notation Job Number: C2878005. 00 By: AS Checked B : L O.S L O.S L c- //l :////7;/;////77 I...= Hori,ontal d11ncnMon of roof, mca!\urcd in the along-w111d du\.,"Ction. n (111). ii• Mean rnor heigh,. Ii (m). r • Dm.--cuon of wind. dcl!rcc,. 9 s Angle of plane of roof from hori10111al. dcgn."<'s Net Pressure Coemctent, CN Date: 2/2/2023 Section: Wind Direction <= y = 180° Wind OINdlon, , • o· Wlftd 01,ec:ltOft. 1-HMJ'"' O.•Wil'MIFlow "loot Aniglt, O I.Qt!Q CIH (J' ;\ ll 8 --1.-1 0,0 1,· -~ --0 9 I l n --19 (),() 2::!., ... A --1.s --u, 8 -2.4 --0,J JO' A -I~ -1.8 I) -2.5 --OS 17Y A IR -I.II ll -24 -(),f, 45" A -u, _, 8 JI -2.' -11 7 Notes Obs1,uc1ect Wind Jlow --1.7 --0.M -1 I -I' --2.1 -Oh --1.5 -1.7 --l 1 --0 9 _,, --•~ -2.1 -1 1 1 ' 1 R -22 -11 -u -I M -I Q -I 2 ClurWlndFJo., 1.6 u 1,8 1,7 2.2 2.1 26 l.l l.1 2.2 2 6 0 ~ 0 I 0,3 If, 0,h I.S 0,7 2.1 1.0 :!.:? I.I 2.5 1.4 Obl:-.md Wind Row 0.8 -0,3 04 -I I 1.2 -01 0.5 -1,0 I.' 0,0 06 -1,0 '" n 1 0,7 0,9 19 (13 us -0.9 2 I (IA I . CN~ und C,vL denote: n~t pre"urc, (C'Ontnhulmn, frvm lop and 1)(11111111 surfaces) for windward mat lc:e"•~rtl half of roof ,urfocc.,. respectively. 2. Clear wind flow denotei, relocivel)' u1'k.1b,t11.u:ted wind now wilh blocka oles obje,:1, below roof inhibllong wind now (>50'7< blockage). J. For values or0 be1wec11 7.50, ~m..145°. linear mtcrpohHton ,., pcrrnirtccl. For vNluc::,. of O leb~ thun 7.5'"'. u!r-C lo~tt.l cocftic1cnb, fur (JO. 4. Phi$ und minu, ,igns signify pr~~orc~ actrng toward rmJ 11wuy frurn 1c top roo !r,,Ur uc.:c. rc~pec wve y. 5. All lorocJ case, shown for c=och root angle ,hnll he in~e,1ign1t:d, FIGURE 27.3-4 Main Wind Fon:e Resisting Sy•1em. Part I (0.25 :S h /L :S 1.0).: Net PreH ure Coefflelent, C,., for Open Buildings with Mon011iope Free Roofs. 0;S45", 1•0•, 180") Page 11 of 91 .. 6.. Degenkolb Degenkolb Engineers 225 Broadway, Suite 1325 San Diego, CA 92101-5013 Phone: 619.51 5.0299 Fax: 619.515.0298 Subject: Legoland Fun Town Stage Renovation Job Number: C2878005.00 Date: 01/17/2023 Job: Legoland By: AS Section: Checked B : RISA MODEL All steel member self weight is included explicitly in the RISA model for dead and seismic loading. Superimposed dead, live, wind, and earthquake loads were applied as area masses at the canopy roof area. Wind load from the prefabricated wall and the LED Screen is applied to its respective beams as line loads. See diagram below for location. It was assumed that the AV loads will not be removed from the structure; therefore, added into the total seismic weight of the canopy. Seismic Loads: p = 1.3 EQ = p*0.847*W = 1.1*0.847*35.5 kips EQ-X: Distributed as an area load in the RISA Model EQ-Y: Distributed as area load in the RISA Model Wind Loads: Roof WL = 25 psf Pre-Fab And LED Screen WL = 22 psf Perforated Fascia WL = 22plf per ft Dead Loads: DL = 14 psf Live Loads: LL= 20 psf DISTRIBUTED LINE LOAD APPLIED ON C10x15.3 TO ACCOUNT FOR THE WIND LOAD APPLIED ON THE PERFORATED FASCIA THE LENGTH OF THE BACK SPAN IS LESS THAN THE LENGTH OF THE FRONT SPAN CANTILEVER. THE BACK SPAN ALSO DOES NOT HAVE ANY ADDITIONAL LOADS; THEREFORE, 1rs FRAMING IS STILL ADEQUATE AT 5'-6" DISTRIBUTED LINE LOAD APPLIED TO HSS 12x10x5I16 DUE TO ACCOUNT FOR THE PRE-FABRICATED WALL 6 ➔ .I' ~• Plm"~Tf"O -1 ~~o:i[~ i GREE"ROO-. 8TRUCll.lA£.~OOF ,~-~--w-10,:,i_--+-----...--,t---ll ~$EE•"'" i\ DISTRIBUTED LINE LOAD APPLIED TO THE W24x76 DUE TO ACCOUNT FOR THE LED SCREEN ,t'1t.l(OW> TOW. O,,,,..,l>fA,l!-!Wl1 1YP Page 12 of 91 .... Degenkolb Subject: Legoland Fun Town Stage Renovation Job Number: C2878005.00 Job: Legoland By: AS Checked B : CANOPY RISA MODEL Degenkolb Engineers 225 Broadway, Suite 1325 San Diego, CA 92101-5013 Phone: 619.515.0299 Fax: 619.515.0298 Date: 01/17/2023 Section: Page 13 of 91 Degenkolb Engineers AS C2878005.00 (0 X N X N ..- (/) (/) I Legoland Canopy ..-x N ..- (/) (/) I SK-1 Feb 07, 2023 230125mdl_Legoland Canopy_R1 ... Page 14 of 91 IIIRISA A NEMETSCHE K COMPANY Load Combinations Company : Degenkolb Engineers Designer : AS Job Number : C2878005.00 Model Name : Legoland Canopy 2/7/2023 5:21:41 PM Checked By : ___ _ Descriotion Solve P-Delta BLC Factor BLC Factor BLC Factor BLC Factor 1 Dead Yes C DL 1 2 Live Yes C LL 1 3 Roof Live Yes C RLL 1 4 Wind(+) Yes C WL 1 5 Wind(-) Yes C WL -1 6 Seismic-X(+) Yes C ELX 1 7 Seismic-X(-) Yes C ELX -1 8 Seismic-Y(+) Yes C ELY 1 9 Seismic-Y(-) Yes C ELY -1 10 Roof Live <Skio 1) Yes C 7 1 11 AV Dead Load Yes C 9 1 12 Structure Dead Load Yes C 1 1 13 Roof Live <Skio 2) C 8 1 14 1.2D + 1.6Lr (Skio 1) + 0.5W Yes C DL 1.2 7 1.6 WL 0.5 15 1.2D + 1.6Lr <Skio 1) -0.5W Yes C DL 1.2 7 1.6 WL -0.5 16 1.2D + 1.6Lr (Skio 2) + 0.5W Yes C DL 1.2 8 1.6 WL 0.5 17 1.2D + 1.6Lr (Skio 2) -0.5W Yes C DL 1.2 8 1.6 WL -0.5 18 1.4D Yes C DL 1.4 19 1.2D + 1.6L + 0.5Lr Yes C DL 1.2 LL 1.6 RLL 0.5 20 1.2D + 0.5L + 1.6Lr Yes C DL 1.2 LL 0.5 RLL 1.6 21 1.2D + 1.6Lr + t+)0.5W Yes C DL 1.2 RLL 1.6 WL 0.5 22 1.2D + 1.6Lr + (-)0.5W Yes C DL 1.2 RLL 1.6 WL -0.5 23 1.20 + f+)W + 0.5L + 0.5Lr Yes C OL 1.2 LL 0.5 RLL 0.5 WL 1 24 1.20 + (-)W + 0.5L + 0.5Lr Yes C OL 1.2 LL 0.5 RLL 0.5 WL -1 25 <1.2 + 0.2SOS)O + (+)EX + (+)0.3EY + 0.5L Yes C OL 1.41 LL 0.5 ELX 1 ELY 0.3 26 (1.2 + 0.2SOS)O + (+lEX + (-)0.3EY + 0.5L Yes C OL 1.41 LL 0.5 ELX 1 ELY -0.3 27 <1.2 + 0.2SOS)O +<-)EX+ t+)0.3EY + 0.5L Yes C OL 1.41 LL 0.5 ELX -1 ELY 0.3 28 (1.2 + 0.2SOS)O + 1-lEX + (-)0.3EY + 0.5L Yes C OL 1.41 LL 0.5 ELX -1 ELY -0.3 29 (1 .2 + 0.2SOS)O + (+)EY + (+)0.3EX + 0.5L Yes C OL 1.41 LL 0.5 ELY 1 ELX 0.3 30 11.2 + 0.2SOS)O + (+lEY + (-l0.3EX + 0.5L Yes C OL 1.41 LL 0.5 ELY 1 ELX -0.3 31 (1.2 + 0.2SOS)O + 1-)EY + (+)0.3EX + 0.5L Yes C OL 1.41 LL 0.5 ELY -1 ELX 0.3 32 /1.2 + 0.2SOS)O + /-lEY + (-)0.3EX + 0.5L Yes C OL 1.41 LL 0.5 ELY -1 ELX -0.3 33 0.90 + (+)W Yes C OL 0.9 WL 1 34 0.90 + 1-)W Yes C OL 0.9 WL -1 35 10.9 -0.2SOS)O + (+)EX + (+)0.3EY Yes C OL 0.69 ELX 1 ELY 0.3 36 <0.9 -0.2SOS)O + (+)EX + (-)0.3EY Yes C OL 0.69 ELX 1 ELY -0.3 37 <0.9 -0.2SOS)O + l-lEX + t+l0.3EY Yes C OL 0.69 ELX -1 ELY 0.3 38 <0.9 -0.2SOS)O +(-)EX+ (-)0.3EY Yes C OL 0.69 ELX -1 ELY -0.3 39 <0.9 -0.2SOS)O + (+)EY + (+)0.3EX Yes C OL 0.69 ELY 1 ELX 0.3 40 <0.9 -0.2SOS)O + (+)EY + (-)0.3EX Yes C OL 0.69 ELY 1 ELX -0.3 41 <0.9 -0.2SOS)O + (-)EY + (+)0.3EX Yes C OL 0.69 ELY -1 ELX 0.3 42 (0.9 -0.2S0S)D + (-)EY + (-l0.3EX Yes C DL 0.69 ELY -1 ELX -0.3 43 0.42Wind (+) Yes C WL 0.42 44 0.42Wind /-) Yes C WL -0.42 45 0. 7Seismic-X Yes C ELX 0.7 46 0. 7Seismic-Y Yes C ELY 0.7 47 ASO : D + L Yes C DL 1 LL 1 48 ASO : 0 + 0.75L Yes C OL 1 LL 0.75 49 ASO : 0 + 0.6(+)W Yes C OL 1 WL 0.6 50 ASO : 0 + 0.6(-)W Yes C OL 1 WL -0.6 51 ASO: 0 + 0.75L + 0.75<0.6(+)W) Yes C OL 1 LL 0.75 WL 0.45 52 ASO: 0 + 0.75L + 0.75(0.6(-)W) Yes C OL 1 LL 0.75 WL -0.45 53 ASO : 0.60 + 0.6(+)W Yes C OL 0.6 WL 0.6 54 ASO : 0.60 + 0.6(-)W Yes C OL 0.6 WL -0.6 55 ASO : 1.00 + 0.7(+)EY + 0.7(+)EX Yes C OL 1 ELY 0.7 ELX 0.7 RISA-30 Version 20 [ 230125mdl_Legoland Canopy_R1 .r3d] Page 15 of 91 Page 1 IIIRISA A NEMETSC.HEK r:OMPANY Company : Degenkolb Engineers Designer : AS Job Number : C2878005.00 Model Name : Legoland Canopy Load Combinations (Continued) 2/7/2023 5:21:41 PM Checked By : ___ _ Description Solve P-Delta BLC Factor BLC Factor BLC Factor BLC Factor 56 ASD : 1.0D + 0.7(-)EY + 0.7(-)EX Yes C DL 1 ELY -0.7 ELX -0.7 57 ASD : 1.0D + 0.7(-)EY + 0.7(+)EX Yes C DL 1 ELY -0.7 ELX 0.7 58 ASD : 1.0D + 0.7(+)EY + 0.7(-)EX Yes C DL 1 ELY 0.7 ELX -0.7 59 ASD : 1.0D + 0.525(+)EY + 0.525(+)EX + 0.75L Yes C DL 1 ELY 0.525 ELX 0.525 LL 0.75 60 ASD : 1.0D + 0.525(-)EY + 0.525(-)EX + 0.75L Yes C DL 1 ELY -0.525 ELX -0.525 LL 0.75 61 ASD : 1.0D + 0.525(-)EY + 0.525(+)EX + 0.75L Yes C DL 1 ELY -0.525 ELX 0.525 LL 0.75 62 ASD : 1.0D + 0.525(+)EY + 0.525(-)EX + 0. 75L Yes C DL 1 ELY 0.525 ELX -0.525 LL 0.75 63 ASD : 0.6D -0.7(+)EY + 0.7(+)EX Yes C DL 0.6 ELY -0.7 ELX 0.7 64 ASD: 0.6D -0.7(-)EY + 0.7(-)EX Yes C DL 0.6 ELY 0.7 ELX -0.7 65 ASD : 0.6D -0.7(-)EY + 0.7(+)EX Yes C DL 0.6 ELY 0.7 ELX 0.7 66 ASD : 0.6D -0.7(+)EY + 0.7(-)EX Yes C DL 0.6 ELY -0.7 ELX -0.7 RISA-3D Version 20 [ 230125mdl_Legoland Canopy_R1 .r3d] Page 2 Page 16 of 91 IIIRISA Company : Degenkolb Engineers Designer : AS Job Number : C2878005.00 Model Name : Legoland Canopy A NEMfiSCHfK COMPANY Basic Load Cases BLC Description CateQorv 1 Dead DL -Dead Load 2 Live LL -Live Load 3 Roof Live RLL -Roof Live Load 4 Wind WL -Wind Load 5 Seismic-X ELX -Earthauake Load X 6 Seismic-Y ELY -Earthauake Load Y 7 Roof Live skio 1 None 8 Roof Live skio 2 None 9 AV Dead DL -Dead Load 10 BLC 1 Transient Area Loads Transient Area Loads 11 BLC 2 Transient Area Loads Transient Area Loads 12 BLC 4 Transient Area Loads Transient Area Loads 13 BLC 5 Transient Area Loads Transient Area Loads 14 BLC 6 Transient Area Loads Transient Area Loads 15 BLC 7 Transient Area Loads Transient Area Loads 16 ELX+Y -Earthauake Load X Plus Y Eccentricitv 3/7/2023 2:32:01 PM Checked By : Z Gravitv Nodal Distributed Area(Member) -1 12 12 3 12 15 12 15 12 6 15 188 188 188 188 188 109 RISA-3D Version 21 ( 230125mdl_Legoland Canopy_R1 .r3d] Page 1 Page 17 of 91 14 PSF ONE WAY AREA LOAD FOR ROOF DEAD LOAD Loads: BLC 1, Dead Degenkolb Engineers AS C2878005.00 Legoland Canopy SELF WEIGHT ACCOUNTED FOR IN BASIC LOAD CASE IN RISA. SK-2 Feb 07, 2023 230125mdl_Legoland Canopy _R ... Page 18 of 91 200 LB POINT LOAD FOR LIGHT DEAD LOAD, TOTAL OF 1000 LB OVER CROSS SECTION 200 LBS POINT LOAD FOR LIGHT DEAD LOAD PLUS 750 LBS POINT LOAD PLUS SPEAKER DEAD LOAD Loads: BLC 9, AV Dead Degenkolb Engineers AS C2878005.00 Legoland Canopy 800 LBS POINT LOAD FOR LCD SCREEN DEAD LOAD, TOTAL OF 4000 LBS OVER CROSS SECTION SK-6 Feb 07, 2023 230125mdl_Legoland Canopy_R ... Page 19 of 91 20 PSF ONE WAY AREA LOAD FOR ROOF LIVE LOAD Loads: BLC 2, Live Degenkolb Engineers AS C2878005.00 Legoland Canopy SK-4 Feb 07, 2023 230125mdl_Legoland Canopy_R ... Page 20 of 91 25 PSF ONE WAY AREA LOAD FOR WIND LOAD Loads: BLC 4, Wind 11 I RISA ,_D_e_g_en_k_ol_b _E_ng_in_e_e_rs _ ______. AS C2878005.00 200 PLF FOR WIND LOAD ON LCD SCREEN Legoland Canopy 200 PLF FOR WIND LOAD ON PRE-FAB STRUCTURE SK-1 Mar 07, 2023 at 01 :45 PM 230125mdl_Legoland Canop ... Page 21 o 91 25 PSF ONE WAY AREA LOAD FOR WIND LOAD Loads: BLC 4 , Wind Degenkolb Engineers AS C2878005.00 250 PLF FOR WIND LOAD ON LCD SCREEN Legoland Canopy 250 PLF FOR WIND LOAD ON PRE-FAB STRUCTURE SK-5 Feb 07, 2023 230125mdl_Legoland Canopy_R ... Page 22 of 91 ONE WAY AREA LOAD IN X-DIRECTION FOR SEISMIC Cs x DL = 1.1 (14 PSF) = 15.4 PSF POINT LOAD IN X-DIRECTION FOR SEISMIC DUE TO LIGHT Cs x DL = 1.1 (200 LBS)= 220 LBS POINT LOAD IN X-DIRECTION FOR SEISMIC DUE TO SPEAKER AND LIGHT Cs x DL = 1.1 (200 LBS+ 750 LBS)= 1046 LBS POINT LOAD IN X-DIRECTION FOR SEISMIC DUE TO LCD SCREEN Cs x DL = 1.1 (800 LBS)= 880 LBS Loads: BLC 5, Seismic-X SEISMIC SELF WEIGHT ACCOUNTED FOR IN BASIC LOAD CASE IN RISA. Degenkolb Engineers Legoland Canopy SK-7 AS Feb 07, 2023 C2878005.00 230125mdl_Legoland Canopy_R ... Page 23 of 91 ONE WAY AREA LOAD IN Y-DIRECTION FOR SEISMIC Cs x DL = 1.1 (14 PSF) = 15.4 PSF 1 .046 k POINT LOAD IN Y-DIRECTION FOR SEISMIC DUE TO LIGHT Cs x DL = 1.1 (200 LBS) = 220 LBS POINT LOAD IN Y-DIRECTION FOR SEISMIC DUE TO LCD SCREEN Cs x DL = 1.1 (800 LBS)= 880 LBS POINT LOAD IN Y-DIRECTION FOR SEISMIC DUE TO SPEAKER AND LIGHT Loads: BLC 6, Seismic-Y Degenkolb Engineers AS C2878005.00 Cs x DL = 1.1 (200 LBS+ 750 LBS)= 1046 LBS Legoland Canopy SEISMIC SELF WEIGHT ACCOUNTED FOR IN BASIC LOAD CASE IN RISA. SK-1 Feb 09, 2023 230125mdl_Legoland Canopy_R1 ... Page 24 of 91 Member Code Checks Displayed (Enveloped) IIIRISA 1--D_e_ge_n_k_ol_b _En_g_in_e_er_s_----4 AS C2878005.00 Legoland Canopy a:, r-- 0 N r-- 0 SK-1 Code Check (Env) No Cale > 1.0 .90-1.0 .75-.90 .50-.75 ■ 0.-.50 Apr 05, 2023 at 10:21 AM 230404mdl_Legoland Canop ... Page 25 of 91 • ~ Degenkolb Subject: Legoland Fun Town Stage Renovation Job Number: C2878005.00 Job: Legoland By: AS Checked B : Degenkolb Engineers 225 Broadway, Suite 1325 San Diego, CA 92101-5013 Phone: 619.515.0299 Fax: 619.515.0298 Date: 01/17/2023 Section: DRIFT AND DEFLECTION CHECKS Page 26 of 91 WORST CASE OF THE CANOPY. CHECK VERTICAL ROOF DEAD, ROOF LIVE LOAD, WIND LOAD, AND AV DEAD LOADS Results for LC 1, Dead Degenkolb Engineers Legoland Canopy AS C2878005.00 SK-3 Feb 09, 2023 230125mdl_Legoland Canopy_R 1 ... Page 27 of 91 .... Degenkolb Subject: Legoland Fun Town Stage Renovation Job: Legoland Post Deflection Check L = 20ft Allowable Deflection = U240 = (20' * 12)/240 = 1 in t.DL = 0.01" t.LL = 0.005" t.AV = 0.002" Job Number: C2878005.00 By: AS Checked B : t.WL = 0.56" * 0.42 = .24" \ \ \ ... ... Degenkolb Engineers 225 Broadway, Suite 1325 San Diego, CA 92101-5013 Phone: 619.515.0299 Fax: 619.515.0298 Date: 01/17/2023 Section: Page 28 of 91 .. ~ Degenkolb Subject: Legoland Fun Town Stage Renovation Job: Legoland Beam Deflection Check Front Cantilever L = 15ft Allowable Deflection = 2U240 = (2 * 15' * 12)/240 = 1.5in Job Number: C2878005.00 By: AS Checked B : Degenkolb Engineers 225 Broadway, Suite 1325 San Diego, CA 92101-5013 Phone: 619.515.0299 Fax: 619.515.0298 Date: 01/17/2023 Section: 6DL=1.3" 1 •~~~==--r---..., 6LL = 0.91" 6AV = 0.5" 6WL = 1.2"*0.42 = 0.5" Back Cantilever L = 12.5ft Allowable Deflection = 2L/240 = (2 * 12.5' * 12)/240 = 1.25in 6DL = 0.09" 6LL = 0.003" t:.AV = O" 6WL = 1.69"*0.42 = 0.71" Page 29 of 91 .. l. Degenkolb Degenkolb Engineers 225 Broadway, Suite 1325 San Diego, CA 92101-5013 Phone: 619.515.0299 Fax: 619.515.0298 Subject: Legoland Fun Town Stage Renovation Job Number: C2878005.00 Date: 01/17/2023 Job: Legoland Drift Check By: AS Checked B : Section: REQUIRED SEISMIC JOINT ✓-PREFAB DRIFT (SEE NEXT PAGE) MOVEMENT= SQRT (1.5112 + .02"2) =11.5" REQUIRED JOINT SIZE I DRIFT FROM RISA MODEL / ~1 I 1 EQ-X DRIFT= 1.54" / 1.3 = 1.18" ' DIVIDE BY RHO (RHO NOT /. APPLICABLE FOR DRIFT CHECK) EQ-Y DRIFT= 1.94" / 1.3 = 1.5" Page 30 of 91 ~ A&A ENGINEERING ~ - CIVIL • STRUCTURAL Tel: 419-292-1983 ~ 6036 Rcna.iasancc Pia~ ~ Tokdo, Ohio 43623 XII Story Drift Checks : Seismic Story Drift Caculations Roof Sheathing Flexibility: Roof Sheathing Stiffness factor. Story height Allowable story drift Direction Unfactored Seismic -Diaphragm Deflection: Unfactored Seismic -Structure Deflection: Total Elastic Story Drift Check Direction Unfactored Seismic -Diaphragm Deflection: Unfactored Seismic -Structure Deflection: I Total Elastic Story Drift Check XIII Story Drift Checks : Wind Direction Allowable Deflection Limit Maximum Structure deflection noted: Check: Direction Allowable Deflection Limit Maximum Structure deflection noted: ,eek: XIV Gravity Deflection Direction Allowable Vertical Deflection: Maximum Structure deflection noted: Check: ProJect Title LEGOLAND Fun Town Proiect Location 1 Legoland Dr., Carlsbad, CA 92008 A&A Client Complex Steel Buildings Main Building F= 23.20 G'=(1000/F)= 43.10 Hb= 132.00 6A = 0.020 * Hb = 2.64 X, Transverse Main Building 6 1 = (w 'L/) / (8 wb ' G' ) = 0.0008 62 = 0.005 6E = (6 1 + 6 2). Cd 11. = 0.0174 6A > ~= OK Z, Longitudinal Main Building 6 , = (w •w/) / (8 Lb • G') = 0.0000 6 2 = 0.001 6, = (6 1 +6z)* C~/1~ = 0.0047 6A > 6E = OK X, Transverse Total Structure 6wxa = 0.003 • Hb = L/ 360 = 0.367 61a, = 0.088 6wxa > 6wx = OK Z, Longitudinal Total Structure 6wza = 0.003 • Hb = L / 360 = 0.367 6wz= 0.040 ,wza > 3.wz Y, Vertical Total Structure 6 yA : L/ 360: 6y= 6yA > 6y = 0.261 0.053 OK ~ I Pro1ect # 437-23-0383 Done/Check by J.M./ OA Dated 3/17/2023 GREENROOM DRIFT e-6 1nilbs UES ER 0550 Table 12.6 k:m in 111 1n in ,n ,n ,n ,n ,n in ,n ,n ,n m ,n ,n ASCE 7 Table 12.12.1 From FEA output ASCE 7 eq 12.8-15 From FEA output ASCE 7 eq 12.8-15 Refer Beam Disp Summary Refer Beam Oisp Summary Refer Beam Disp Summary Page 31 of 91 Page: 19 of 25 .. l,. Degenkolb Subject: Legoland Fun Town Stage Renovation Job: Legoland Job Number: C2878005.00 By: AS Checked B : BEAM CHECKS Degenkolb Engineers 225 Broadway, Suite 1325 San Diego, CA 92101-5013 Phone: 619.515.0299 Fax: 619.515.0298 Date: 01/17/2023 Section: Page 32 of 91 • ~ Degenkolb Subject: Beam Check Job: Legoland DESIGN OF MEMBERS FOR FLEXURE AISC 360-16 CH. F DESIGN PARAMETERS E F, ~ Sos 29,000 ksi SO ksi 0.90 0 847 g o. 1 00 •·• Only Select Compact Flexural Members LOAD COMBINATION 1) 1.2 DL + 1.6 LL 2) ( 1.2 + 0.2 Sos ) DL + 0.5 LL+ 0. EL BEAM SPAN Beam ID: M4 Shape: I-Shape Size: W10x26 L 31.00 ft Lo 15 00 fl BEAM DEMANDS Mu 44.00 k-fl FLEXURAL CAPACITY z, 31 30 in3 s, 27 90 in3 C 1.00 LP 4.80 fl L, 14.93 ft MP 130.42 k-ft Co 1.30 F" 45.14 ksi M, 105.32 k-ft M, 104.95 k-ft Mn 104.95 k-ft ~ Mn 94.46 k-ft locR 047 Job Number: B : Checked B : = MAX ( Moo, MuE ) = ( 1.0 for I-Shapes, 0.5 h0 (I,/ c . )112 for channels) = 1. 76 r1 ( E / F, ) 112 C2878005 00 AS = [ 1.95 r., E / ( 0.7 F,)) [Jc I ( S, h0 ) + ((Jc I ( S, h0)2 + 6.76 ( 0.7 F, I E )2 )112 ]112 = Fy ZJ( = 12.5 M,,,., I ( 2.5 M,,,., + 3 MA+ 4 M8 + 3 Mc ) = [ C0 rr2 EI ( L0 Ir., )2 ) [ 1 + 0.078 (Jc I ( S, h,)) ( L0 I r., )2 )' 12 = C0 [ M, -( M0 -0. 7 F, S, ) ( L0 -L0 ) I ( L, -Lp ) ) s MP =Fcr S.sMP = IF ( L• < Lp, MP. IF ( L0 < L,, M,, M, ) ) / W1 Ox26 Beam The center beam has the governing length. Degenkolb Engineers 225 Broadway, Suite 1325 San Diego, CA 92101-5013 Phone: 619.515 0299 Date: 2/7/2023 Section: Pa e/of: [ AISC 360-10, Eq. F2-8) [ AISC 360-10, Eq. F2-5] [ AISC 360-10. Eq. F2-6] [ AISC 360-10, Eq. F2-1 ] [ AISC 360-10, Eq. F1-1 ] [ AISC 360-10, Eq. F2-4) [ AISC 360-10, Eq. F2-2] [ AISC 360-10, Eq. F2-3] Page 33 of 91 • ~ Degenkolb Subject: Beam Check Job: Legoland DESIGN OF MEMBERS FOR FLEXURE AISC 360-16 CH. F DESIGN PARAMETERS E F, ~ Sos 29,000 ksi 46 ksi 0.90 1 000 g 00 1 oo ••• Only Select Compact Flexural Members LOAD COMBINATION 1) 1.2 DL + 1.6 LL 2) ( 1.2 + 0.2 S05) DL + 0.5 LL+ 0. EL BEAM SPAN Beam ID: M21 Shape: HSS Size: HSS10X6X3/8 L 12.50 ft L,, 12.50 ft BEAM DEMANDS Mu 22.00 k-ft FLEXURAL CAPACITY Z, 23 70 in3 s, 2060 in3 b, 4.31 M• 90.85 k-ft c. 2 46 M, 90.85 k-ft ~ M, 81.77 k-ft IDcR 027 Job Number: 8 : Checked B : = MAX ( Muo, MuE ) = 1.92 1,( El F, )112 ( 1 -0.38 / ( b / t1)) ( E/ F, )112 < b = F,Z, = 12.5 Mmo, / ( 2.5 M_, + 3 MA+ 4 M8 + 3 Mc ) C2878005 00 AS HSS 1 0x6x3/8 Beam THIS BEAM WAS REVISED TO 10x12x3/8 FLAT. O.K. BY INSPECTION. Deqenkolb Engineers 225 Broadway, Surte 1325 San Otego CA 92101-5013 Phone 619 515 0299 Date: 217/2023 Section: Pa e/of: [ AISC 360-10, Eq. F7-2] [ AISC 360-10, Eq. F7-1 ] I AISC 360-10, Eq. F1-1] Page 34 of 91 .... Degenkolb Subject: Legoland Fun Town Stage Renovation Job Number: C2878005.00 Job: Legoland By: AS Checked B : W24x76 Bottom Flange Check Oegenkolb Engineers 225 Broadway, Suite 1325 San Diego, CA 92101-5013 Phone: 619.515.0299 Fax: 619.515.0298 Date: 01/17/2023 Section: Since the bottom flange of the W24x76 in the canopy system is not braced, an allowable stress check is done below to show the adequacy of the bottom flange alone. The load applied to the bottom of the flanges is the Wind Load from the LCD Screen. Since the governing load is wind, it is only checked for that. r>v ___ 9in----,i}' JF--------32ft = 384 in---------¥ w -1¥-k ____ 2ott = 240 in-----,/} Wind Load and Wind Reaction on LCD Screen W = 22psf * (13ft/2) = 143 plf R = (143plf*20ft)/(2*32ft) * (2*6ft + 20ft) = 1430 lbs Total Moment Acting on Flange due to LCD Screen Wind Load M = 1430Ibs*(6ft + 1430Ibs/(2*143plf)) = 15.73 k-ft = 188.76 k-in Total Stress due to LCD Screen Wind Load S = bd112/6 = (0.68in • 9112)/6 = 9.18 in113 o =MIS= 188.76/9.18in113 = 19.24 ksi Check From RISA 30: 5.919 at Oft -A ~~ "\, ~--~ -5919at0ft Bending Weak Stress (ksi) oy = 6 ksi ototal = 19.24 ksi + 6 ksi = 26 ksi 26 ksi < 50 ksi OK The combined stress is conservative since the value taken from ETABS is enveloped. Page 35 of 91 .. ~ Degenkolb Degenkolb Engineers 225 Broadway, Suite 1325 San Diego, CA 92101-5013 Phone: 619.515.0299 Fax: 619.515.0298 Subject: Legoland Fun Town Stage Renovation Job Number: C2878005.00 Date: 01/17/2023 Job: Legoland Channel Bottom Flange Check By: AS Checked B : Section: Since the bottom flange of the C10x15.3 in the canopy system is not braced, an allowable stress check is done below to show the adequacy of the bottom flange alone. The load applied to the bottom of the flanges is the wind load from the perforated wall attached to it. r w i l l C 0 0 ~ i i C ~ h=24in N -{ Total Weight of Perforated Panel W = 22plf/ft R 1 = 22plf/(2*0.83ft) * (0.83ft"2 -1.17ft"2) = -9 plf R2 = 22plf/(2*0.83ft) * (0.83ft + 1.17ft)"2 = 53 plf l ----,Iv /) Total Moment Acting on Flange due to LCD Screen Seismic Load M = 53 plf * (6ft"2)/8 = 238.6 lb-ft = 2.86 k-in Total Stress due to LCD Screen Seismic Load S = bd"2/6 = (0.436in • 2.60"2)/6 = 0.5 in"3 a= MIS = 1.47/0.5 in"3 = 2.94 ksi From RISA 30: OA32 at 3.48 ft• . -OA32 at 3.48 ft T -r Bending Weak Stress (ksi) cry = 0.432 ksi ototal = 0.432 ksi + 3 ksi = 3.4 ksi 3.4 ksi < 36 ksi OK The combined stress is conservative since the value taken from ETABS is enveloped. { 6ft = 72in { VZZZZZZZZ/21 t t t t j R2 Page 36 of 91 ..... Degenkolb Subject: Legoland Fun Town Stage Renovation Job Number: C2878005.00 Job: Legoland By: AS Checked B : CONNECTION DESIGN Degenkolb Engineers 225 Broadway, Suite 1325 San Diego, CA 92101-5013 Phone: 619.515.0299 Fax: 619.515.0298 Date: 01/17/2023 Section: Page 37 of 91 -122.8 Member Code Checks Displayed (Enveloped) Member z Bending Moments (kip-ft) (Enveloped) 11 IRISA 1-D_e_g_en_k_ol_b_E_ng_in_e_e_rs_----i AS C2878005.00 -93.8 Legoland Canopy co r-- ci -88.6 SK-2 Code Check (Env) No Cale > 1.0 .90-1.0 .75-.90 .50-.75 ■ 0.-.50 Apr 05, 2023 at 10:26 AM 230404mdl_Legoland Canop ... Page 38 of 91 Subject: Legoland Fun Town Stage Renovation Job: Legoland Job Number: C2878005.00 By: AS Checked B : Degenkolb Engineers 225 Broadway, Suite 1325 San Diego, CA 92101-5013 Phone: 619.515.0299 Fax: 619.515.0298 Date: 01/17/2023 Section: HSS Beam to HSS Column Connection Demands from RISA HSS Beam 11.871 at Oft y Shear Force (k) Z·Z Moment (k•lt) HS..-.POSt PE~PUIN ,, -12.444 at 12.5 ft 75.811 al 12.5 It, • 70.026 at 12.5 ft SU: ARCH DWGS 20'fTMAX TOPOt St.Aa,TOToPOf 5T'ff\.ATCROA □ I ' \ ..._ r ✓ / MfTAlSTOO WAU SEE AACHOWGS er C N ..- 5116 Muz 81N CURVEOCll PER PLAN _..,. ______ -!_ 5116 i1 Ir w DETAIL 1 Demands from RISA Strong Axis HSS Beam Muz = 75.81 k-ft Vuz = 12.44 k HSS POST PER PLAN Increased moment due to HSS beam depth Muz = 75.81 k-ft + 12.44k*(10"/12) = 86.18 k-ft/2 = 43.1 k-ft Note: Muz is divided by two because there is a plate on both side of the beam T = 43.1 k-ft / 1 ft/ Bin = 43.1 k / Bin = 5.4 k/in --+ Dmin = 5.4 k/in / 1.392 = 4/16" Use a 5/16" weld T = 43.1 k-ft / 1 ft/ 12in = 43.1 k / 12 in = 3.59 k/in --+ Dmin = 3.59 k/in / 1.392 = 3/16" Use a 5/16" weld so that it is uniformed around the side plate Page 39 of 91 Jl Degenkolb ~ Subject: - Job: -- Job Number: By: -- Checked By: c~f ut vv.,. 8~m - d"-1 ,, )s?.d L<-fr ~ ~T/c Cb""£. -\5:;i,,"''r I a. ~ Is l2 k-,Pr @ EA fl~trE -r'1~U,(. ~f'--~ Q PL To ~ ~) t;Jt~ F,c\;!., x o ,, c~\r ,l (7 I} L ~ I --I"',, = , , ---::i.. L ? / ,_ I. /0,, .. 'fJ(.,,= (j,»1>rl.Jr?41,,..; oL \..J'K L9Ul'<.. u ,., CH(c..i.<.. \f'/t.Li> @ Hat,r ~'-,~ VrtT \'L (?.) ff)~ Fj LL(T ,... ~ I• {pNV A. /) <1)'' ~ y" 'f,; = rJ-.< P /-J'J 1<.f,"'" 1·' ..,CJ·~ )~ Tic.. > Le~ k /0.1-< . -Cy(u.<. P1... IN T6"JJ1,IN ()Tl') = o.q. 50w,. (). s-·~8 ".,.. )00 Ii:. ~./,.. .. \rJ'tu) rv C>w ?L @ ~~ r=r) ~Tv1-= fx )0,~ ,~,,N .. I·)" D ''-= P1 \(. >(,(g1cl o.u.. Page 40 of 91 .. ~ Degenkolb Subject: Legoland Fun Town Stage Renovation Job: Legoland Job Number: C2878005.00 By : AS Checked B : Degenkolb Engineers 225 Broadway, Suite 1325 San Diego, CA 92101-5013 Phone: 619.515.0299 Fax: 619.515.0298 Date: 01/17/2023 Section: STUD AND PERFORATED PANEL SUPPORT CHECKS Page41 of91 Section 400S250-43 400S250-54 400S250-54 400S250-68 400S250-68 400S250-97 400S250-97 400S300-54 400S300-54 400S300-68 400S300-68 400S300-97 400S300-97 550S137-33 550S137-43 550S137-54 550S137-54 550S137-68 550S137-68 550S137-97 550S137-97 550S162-33 550S162-43 550S162-54 550S162-54 550S162-68 550S162-68 550S162-97 550S162-97 5505200-33 550S200-43 5505200-54 550S200-54 5505200-68 550S200-68 550S200-97 5505200-97 550S250-43 550S250-54 5505250-54 550S250-68 550S250-68 5505250-97 550S250-97 600S137-33 600S137-43 600S137-54 600S137-54 600S137-68 600S137-68 6005137-97 6005137-97 600S137-118 600S137-118 600S162-33 600S162-97 600S162-97 600S162-118 6005162-118 ~ Fy Qn) (bl) 0.0451 33 0.0566 33 0.0566 50 0.0713 33 0.0713 50 0.1017 33 0.1017 50 0.0566 33 0.0566 50 0.0713 33 0.0713 50 0.1017 33 0.1017 50 0.0346 33 0.0451 33 0.0566 33 0.0566 50 0.0713 33 0.0713 50 0.1017 33 0.1017 50 0.0346 33 0.0451 33 0.0566 33 0.0566 50 0.0713 33 0.0713 50 0.1017 33 0.1017 50 0.0346 33 0.0451 33 0.0566 33 0.0566 50 0.0713 33 0.0713 50 0.1017 33 0.1017 50 0.0451 33 0.0566 33 0.0566 50 0.0713 33 0.0713 50 0.1017 33 0.1017 50 0.0346 33 0.0451 33 0.0566 33 0.0566 50 0.0713 33 0.0713 50 0.1017 33 0.1017 50 0.1242 33 0.1242 50 0.0346 33 33 0.556 0.693 0.693 0.966 0.966 0.613 0.613 0.764 0.764 1.067 1.067 0.301 0.391 0.486 0.486 0.604 0.604 0.838 0.838 0.327 0.424 0.528 0.528 0.657 0.657 0.915 0.915 0.362 0.469 0.585 0.585 0.729 0.729 1.016 1.016 0.515 0.641 0.641 0.800 0.800 1.118 1.118 0.318 0.413 0.514 0.514 0.640 0.640 0.889 0.889 •Propertl• Sx Rx ly (In'} (In) (In') 0.612 1.655 0.399 1.512 0.756 1.649 0.49 1.89 1.512 0.756 1.649 0.49 1.506 2.36 1.864 0.932 1.64 0.599 1.864 2.36 1.864 0.932 1.64 0.599 0.929 1.864 3.29 2.541 1.271 1.622 0.801 0.911 2.541 3.29 2.541 1.271 1.622 0.801 0.911 2.541 2.09 1.732 0.866 1.681 0.760 1.114 1.723 2.09 1.732 0.866 1.681 0.760 1.114 1.637 2.60 2.139 1.070 1.673 0.933 1.105 2.139 2.60 2.139 1.070 1.673 0.933 1.105 2.099 3.63 2.928 1.464 1.656 1.258 1.086 2.928 3.63 2.928 1.464 1.656 1.258 1.086 2.897 1.02 1.283 0.467 2.064 0.067 0.472 1.283 1.33 1.655 0.602 2.059 0.085 0.467 1.655 1.65 2.039 0.741 2.049 0.103 0.46 2.039 1.65 2.039 0.741 2.049 0.103 0.46 2.039 2.05 2.503 0.91 2.036 0.123 0.451 2.503 2.05 2.503 0.91 2.036 0.123 0.451 2.503 2.85 3.38 1.229 2.008 0.155 0.43 3.38 2.85 3.38 1.229 2.008 0.155 0.43 3.38 1.11 1.458 0.530 2.112 0.113 0.589 1.458 1.44 1.883 0.685 2.107 0.145 0.584 1.883 1.80 2.324 0.845 2.098 0.176 0.577 2.324 1.80 2.324 0.845 2.098 0.176 0.577 2.324 2.24 2.861 1.040 2.086 0.212 0.568 2.861 2.24 2.861 1.040 2.086 0.212 0.568 2.861 3.11 3.886 1.413 2.061 0.276 0.549 3.886 3.11 3.886 1.413 2.061 0.276 0.549 3.886 1.23 1.694 0.616 2.164 0.204 0.751 1.678 1.60 2.189 0.796 2.159 0.261 0.746 2.189 1.99 2.706 0.984 2.152 0.32 0.739 2.706 1.99 2.706 0.984 2.152 0.32 0.739 2.706 2.48 3.341 1.215 2.141 0.389 0.731 3.341 2.48 3.341 1.215 2.141 0.389 0.731 3.341 3.46 4,563 1.659 2.119 0.515 0.712 4.563 3.46 4.563 1.659 2.119 0.515 0.712 4.563 1.75 2.524 0.918 2.215 0.445 0.93 2.524 2.18 3.126 1.137 2.208 0.547 0.923 3.126 2.18 3.126 1.137 2.208 0.547 0.923 3.084 2.72 3.866 1.406 2.198 0.669 0.914 3.866 2.72 3.866 1.406 2.198 0.669 0.914 3.864 3.80 5.304 1.929 2.178 0.897 0.895 5.304 3.80 5.304 1.929 2.178 0.897 0.895 5.304 12.9 13.91 17.24 18.42 17.45 18.42 23.19 24.76 28.31 28.7 1.191 40.06 41.47 0.680 13.44 14.70 0.592 17.72 19.25 0.914 18.06 19.68 0.805 24.09 26.05 1.381 30.58 32.4 1.307 39.12 40.72 0.453 8.95 7.48 0.592 13.08 11.6 0.741 16.77 15.9 0.714 24.03 20.88 0.91 21.22 21.22 0.909 31.42 28.89 1.229 30.35 30.35 1.229 44.72 44.72 0.512 10.11 8.63 0.681 14.79 2 13.14 0.845 18.76 2 17.87 0.811 26.86 2 23.52 1.040 23. 72 2 23.72 1.031 34.94 2 32.28 1.413 33.91 33.91 1.413 50.13 50.13 0.559 11.05 9.80 0.776 15.33 13.96 0.984 21.41 19.98 0.901 26.98 24.84 1.215 27.03 27.03 1.17 38.83 35.92 1.659 38.58 38.58 1.659 57.25 57.25 0.817 16.15 14.74 1.033 20.40 19.87 0.95 28.44 26.11 1.345 29.28 28.52 1.233 36.91 35.43 1.925 43.47 43.57 1.837 61.77 60.32 6658 2603 3372 3215 4871 4394 6658 699 1550 2739 3093 4347 5350 6282 9518 699 1550 2739 3093 4347 5350 6282 9518 699 1550 2739 3093 4347 5350 6282 9518 1550 2739 3093 4347 5350 6282 9518 1.08 1.582 0.527 2.229 0.069 0.464 1.548 0.455 8.98 8.19 638 1.41 2.042 0.681 2.223 0.087 0.459 2.041 0.645 12.74 11.82 1416 1.75 2.518 0.839 2.213 0.105 0.452 2.518 0.832 16.44 15.95 2739 1.75 2.518 0.839 2.213 0.105 0.452 2.518 0.777 23.26 21.24 2823 2.18 3.094 1.031 2.200 0.125 0.443 3.094 1.031 24.05 2 24.05 4347 2.18 3.094 1.031 2.200 0.125 0.443 3.094 1.030 30.84 28.89 5350 3.03 4.188 1.396 2.170 0.159 0.422 4.188 1.396 34.48 2 34.49 6911 3.03 4.188 1.396 2.170 0.159 0.422 4.188 1.396 50.80 2 50.80 10472 3.62 4.913 1.638 2.147 0.176 0.406 4.913 3.62 4.913 1.638 2.147 0.176 0.406 4.913 1.793 0.598 2.282 0.116 0.581 1.793 2.316 0.772 2.276 0.148 0.576 2.316 0.541 5.652 1.884 2.209 0.321 0.526 5.652 1.884 2.209 0.321 0.526 42.05 42.05 8267 61.69 61.69 12526 11.41 9.47 638 16.68 2 14.46 38.37 2 38.37 56.73 ' 56.72 46.82 ' 46.82 68.94 2 68.93 1 Web height-to-thickne ratio exceeds 200. Web stiffeners are required at all support points and concentrated loads. 'Allowable moment lnclu s cold work of forming. See Table Notes on page THE FOLLOWING SECTION IS TO BE THE MINIMUM SI E Torsi-1 Properties II Cw Xo Ro In') (In In 1.486 -2.139 2.864 0.443 944 0.594 1.821 -2.124 2.848 0.444 1223 0.594 1.821 -2.124 1.244 2.848 0.444 895 1.174 2.225 -2.105 1.235 2.826 0.445 1356 1.174 2.225 -2.105 1.235 2.826 0.445 797 3.329 2.978 -2.066 1.214 2.78 0.448 1207 3.329 2.978 -2.066 1.214 2.78 0.448 944 0.655 2.802 -2.594 1.496 3.285 0.377 1223 0.655 2.802 -2.594 1.496 3.285 0.377 895 1.295 3.432 -2.574 1.486 3.263 0.378 1356 1.295 3.432 -2.574 1.486 3.263 0.378 797 3.679 4.619 -2.535 1.465 3.216 0.379 1207 3.679 4.619 -2.535 1.465 3.216 0.379 699 0.12 0.411 -0.841 0.536 2.278 0.864 1199 0.265 0.52 -0.83 0.53 2.268 0.866 1666 0.519 0.632 -0.817 0.523 2.254 0.868 1881 0.519 0.632 -0.817 0.523 2.254 0.868 2057 1.023 0.764 -0.801 0.514 2.234 0.871 2532 1.023 0.764 -0.801 0.514 2.234 0.871 1997 2.891 0.997 -0.766 0.497 2.192 0.878 3026 2.891 0.997 -0.766 0.497 2.192 0.878 699 0.130 0.713 -1.114 0.697 2.459 0.795 1199 0.288 0.905 -1.103 0.691 2.448 0.797 1666 0.564 1.105 -1.090 0.684 2.434 0.800 1881 0.564 1.105 -1.090 0.684 2.434 0.800 2057 1.114 1.342 -1.072 0.675 2.414 0.803 2532 1.114 1.342 -1.072 0.675 2.414 0.803 1997 3.154 1.775 -1.037 0.656 2.372 0.809 3026 3.154 1.775 -1.037 0.656 2.372 0.809 699 0.144 1.326 -1.508 0.925 2.742 0.698 1199 0.318 1.691 -1.496 0.918 2.731 0.700 1666 0.624 2.072 -1.483 0.911 2.716 0.702 1881 0.624 2.072 -1.483 0.911 2.716 0.702 2057 1.235 2.531 -1.465 0.902 2.695 0.705 2532 1.235 2.531 -1.465 0.902 2.695 0.705 1997 3.504 3.384 -1.428 0.882 2.652 0.710 3026 3.504 3.384 -1.428 0.882 2.652 0.710 1199 0.349 2.837 -1.933 1.163 3.083 0.607 1666 0.685 3.486 -1.919 1.155 3.067 0.609 1881 0.685 3.486 -1.919 1.155 3.067 0.609 2057 1.356 4.274 -1.900 1.146 3.046 0.611 2532 1.356 4.274 -1.900 1.146 3.046 0.611 1997 3.855 5.761 -1.862 1.126 3.002 0.615 3026 3.855 5.761 -1.862 1.126 3.002 0.615 0.127 0.280 0.549 0.549 1.084 1.084 3.066 3.066 0.500 0.633 0.769 0.769 -0.807 0.519 2.416 0.889 -0.796 0.513 2.406 0.890 -0.784 0.506 2.391 0.893 -0.784 0.506 2.391 0.893 0.930 -0.768 0.930 -0.768 1.216 -0.734 1.216 -0.734 0.497 0.497 0.480 0.480 0.895 0.895 0.901 0.901 Lu (In) 63.7 63.8 51.6 64 51.6 60.3 48.8 74.0 59.9 74.3 60.0 70.8 60.3 33.7 31.7 31.1 25.4 30.4 24.9 29.2 23.9 41.4 39.2 38.7 31.6 38.0 31.1 36.8 30 51.9 51.7 49.2 41.8 48.5 39.6 47.4 38.6 62.6 62.6 50.7 59.5 50.6 58.4 47.6 33.5 33.3 33.0 26.8 30.1 26.5 28.8 23.6 638 1240 1890 1947 2339 2879 2512 3805 2391 3622 638 1240 5.477 1.391 -0.709 0.467 5.477 1.391 -0.709 0.467 0.137 0.861 -1.072 0.677 2.371 2.371 2.330 2.330 2.298 2.298 2.587 0.905 27.9 0.905 22.9 0.828 41.1 3805 2391 3622 0.303 2.153 2.153 0.670 2.487 -0.971 0.623 2.487 -0.971 0.623 0.830 0.832 0.841 0.845 0.845 Page 42 of 91 39.0 .... Degenkolb Degenkolb Engineers 225 Broadway, Suite 1325 San Diego, CA 92101-5013 Phone: 619.515.0299 Fax: 619.515.0298 Subject: Legoland Fun Town Stage Renovation Job: Legoland Job Number: C2878005.00 Date: 01/17/2023 Wind r n I· 8 ·I ~ CAOUNOSUAJ'AIX ELEVATION VIEW Wind Pressure on Screen Wall qh = 0.00256*Kz*Kzt*Kd*Ke*V"2 Basic Wind Speed By: AS Checked B : V = 96 mph Kd = 0.85 Kzt = 1.0 Ke= 1 Wind Directionality Factor for Solid Free Standing Wall Topographic Factor Kz = 0.85 s = 16 ft h = 16 ft B=13ft Ground Elevation Factor Velocity Pressure Exposure Coefficient Bis= 13ft/16ft=0.81 s/h = 16 ft 116 ft = 1.0 Cf= 1.488 G = 0.85 IF = qh*G*Cf = 22 psf I OK OK Section: Load on top track P = 22psf * (16ft/2) * 2ft = 352 lbs Load on CFS Stud M = wl"2/8 = (22psf * 2ft) * 16 ft"2 / 8 = 1408 lb-ft P = (22psf • 2ft) • 16ft = 704 lbs Using 600S162-54 Flexure Check Mcap = 2158 lb-ft OCR = M / Mcap = 1408 lb-ft/ 2158 lb-ft= 0.65 Deflection Check Llallowable = (U240) = (16ft * 12 / 240) = 0.8 in Ll = 0.42*5wl114/384EI = 5*0.0036k/in*(192in114) / 384 • 29000ksi * 2.860 in114 = 0. 78 in OCR = 0.33 I 0.8 = 0.41 Page 43 of 91 Ji.. Degenkolb Subject: Job Number: Date: Job: By: Section: Checked By: Page of ~ ~ t ) 8 Bf ( ~ff. fr[vi0v~ Cv.(u,d,.) -G~r())'{)N~~ 4 ~VKY)))Nv-=-7 f1-1,m-r,e So &( 7-}lD {!rCp ~ -).~ ( lo~ Srv~) -R~ >D.'3-1) F= /8 fJ1-= ,. ). y -=-() c; ('3,:: ~ L\)f">C ~~ Pti21= P1vY~'--~YtLJ< J -Vsr O~F j;)5'-l-_) ~ rJf(~Wv c~cc mfll~-; Id~ l,g~n / UlX:: C9.lo / Page 44 of 91 0 ClarkDietrich CHAT) FURRING CF) CHANNEL SECTION PROPERTIES Des,gn Yield Strength, Gross Properties Effective Properties Sectton thickness Area We1fht Ix Rx ly Ry Ix Sx M, v. (in) FY(k.,) {,n) {lb/ t) Cin'l (1n) (in) {,n) (,n') (in) (ft-lb) (lb) 087F125-18 0.0188 33 0072 0 244 0009 0.354 0.035 0.698 0.008 0.016 2661 255 087F125-30 0.0312 33 0 118 0.401 0014 0.350 0.056 0691 0.014 0.031 50.98 420 087F125-33 00346 33 0 130 0443 0016 0349 0062 0.689 0.016 0.034 5623 464 087F125-43 0.0451 33 0.168 0.572 0020 0.345 0.079 0684 0.020 0.043 71.00 599 087F125-54 00566 50 0207 0.706 0024 0.340 0.095 0.678 0024 0.059 128.85 1091 150F125-18 0.0188 33 0095 0.324 0031 0.572 0052 0742 0.029 0034 56 73 261 150F125-30 0.0312 33 0.157 0.534 0.051 0.568 0.085 0.735 0.050 0064 105.92 429 150F125-33 0.0346 33 0174 0590 0056 0.566 0093 0.733 0.056 0.071 117 31 474 150F125-43 0.0451 33 0225 0.764 0071 0.563 0.119 0.728 0.071 0.091 14970 613 150F125-54 00566 50 0278 0.946 0087 0.558 0 145 0.722 0.087 0.122 27555 1117 Notes: 1 Calculated propert,es are based on AISI Sl00-12. North Amencan Spec1f,cat1on for Design of Cold-Formed Steel Structural Members. 2 Min,mum base metal thickness 1s 95% of design thickness. Design thickness used for determ,nat,on of properties. 3 Effectove properties are based on Fy=33ks,. For deflection calculations. use effective Ix. Effective Ix ,s based on Procedure 1 of NASPEC. 4 Effective propert,es are given as the minimum value for positive or negative bending. CHAT) FURRING CF) CHANNEL ALLOWABLE CEILING SPANS L/360 Y,eld Strength. 4 psf dead load 6 psf dead load 13 psf d .. d load Section Spans Spacing (in) o.c. Spacing (in) o.c. Spacing (in) o.c. FY (ksi) 12 16 24 12 16 24 12 16 24 087F125-18 33 S,ngle 4'-5" 4'-0" 3'-6" 3'-10" 3'-6" 3'-1" 3'-0' 2'-9" 2'-5" Multiple 5'-6" 5'-0" 4'-4" 4'-9" 4'-4" 3'-10" 3'-8" 3'-4" 2'-10" 087F125-30 33 Single 5'-5' 4'-11" 4'-3" 4'-9" 4'-3" 3'-9" 3'-8" 3'-4" 2'-11" Mulbple 6'-8' 6'-1" 5-3' 5'-10" 5'-3" 4·.r 4'-6" 4'-1" 3'-7' 087F12S.33 33 Smgle 5'-7" 5'-1" 4'-5" 4'-10" 4'-5" 3'-10" 3'-9" 3'-5" 3'-0" Multiple 6'-11" 6'-3" 5'-6" 6'-0" 5'-6" 4'-9" 4'-8" 4'-3" 3'-8" 087F125-43 33 Single 6'-0" 5'-6" 4'-9" 5'-3" 4'-9" 4'-2" 4'-1" 3'~" 3'-3" Mulbple 7-5" 6'-9" 5'-11" 6'-6" 5'-11" 5-2" 5'-0' 4'-r 4'-0" 087F125-54 50 Single 6'-5" 5'-10" 5'-1" 5'-T' 5'-1" 4'-5" 4'-4" 3'-11" 3'-5" Mult,ple 7-11" 7-2" 6'-3" 6'-11" 6'-3" 5'-6" 5'-4" 4'-10" 4'-3" 150F125-18 S,ngle 6'-10" 6'-2" 5'-5" 5'-11" 5'-5" 4'-9" 4'-r 4'-2" 3'~" 33 Multiple 8'-5" 7-8'' 6'-8" 7-4" 6'-8" 5'-10" 5•~-4'-9" 3'-8" 150F125-30 33 Single 8'-2" 7.5• 6'-6" 7-Z' 6'-6" 5'-8" 5'-6" 5'-0" 4'-5" Mutbple 10'-1" 9'-2" 8'-0" 8'-10" 8'-0" 7-0" 6'-10" 6'-3' 5'-5" 150F125-33 33 Single 8'-6" 7-8" 6'-9" 7-5" 6'-9" 5'-10" 5'-9" 5'-2" 4'-6" Multiple 10'-6" g.5" 8'-4" g.2" 8'-4" 7-3" 7-1" 6'-5" 5'-7" 150F125-43 S,ngte g.2" 8'-4" 7-4" 8'-0" 7-4' 6'-4" 6'-2' 5'-8" 4'-11" 33 Multiple 11'-4" 10'-4" g.o' g.w g.o• 7-11' 7~• 7-0" 6'-1' 150F125-54 Single g.10· 8'-11" 7-9" 8'-7" 7-9" 6'-10" 6'-8" 6'-0" 5'-3" 50 Multiple 12'-2" 11'-0" 9'-8" 10'-7" 9'-8" 8'-5" 8'-2" 7-5" 6'-6" Notes: See table notes on next page Page 45 of 91 Pub. No. Fumne Channel 2/22 The technical content of t his literature 1s effective 2/18/22 dnd supersedes all previous 1nformat1on. clarkdietrich.com 0 ClarkDietrich CHAT) FURRING CF) CHANNEL ALLOWABLE CEILING SPANS L/240 Section Yield Strength, FY(ksi) Spans 087F125-18 33 Single Multiple 087F125-30 33 Single Multiple 087F125-33 33 Single Multiple 087F125-43 33 Single Mulbple 087F125-54 50 Single Mulbple 150F125-18 33 Single Multiple 150F125-30 33 Single Multiple 150F125-33 33 Single Multiple 150F125-43 33 Single Multiple 150F125-54 50 Stngle Multiple 4 psf dead load Spacing (in) o.c. 12 16 5'-1" 6'-3" 6'-2" 7-8" 6'-5" 7-11" 6'-11" 8'-6" 7-4" 9'-1" 7-10" 9'-8" g.5" 11'-7" 9'-8" 12'-0" 1(1-6" 13'-0" 11'-3" 13'-11" 4·.7' 5·.5" 5'-7' 6'-11" 5'-10" 7-2" 6'-3" 7.g• 6'-8" 8'-3" 7-1" 8'-9" 8'-6" 1(1-6' 8'-10" 10·-11· g.7• 11'-10' 10'-2" 1'Z-T' 24 4'-0" 5'-CY' 4'-11" 6'-1" 5'-1" 6'-3" 5'-6" 5•.g• 5'-10" T-'Z' 6'-'Z' 7-6" 7-5" g.z• T-8" 9'-6" 8'-4" 10'-4" 8'-11'' 11'-0" 12 4'-5" 5··6" 5'-5" 6'-8" 5'-7' 6'-11" 6'-CY' 7-5" 6'-5" 7-11" 6'-10" 8'-5" 8'-'Z' 1a-1· 8'-6" 10'-6" 9'-'Z' 11'-4' 9'-10" 1'Z-2" 6 psf dead load Spacing (in) o.c. 16 4·.o .. 5'-CY' 4'-11" 6'-1" 5'-1" 6'-3" 5'-6" 6'-g' 5'-10" T-2" 6'-'Z' 7-6" 7-5" 9'-'Z' T-8" 9'-6" 8'-4" 1CY-4" 8'-11" 11'-0" 24 3'-6'' 4'-3" 4'-3" 5'-3" 4'-5" 5··6" 4•.g• 5'-11" 5'-1" 6'-3" 5'-5" 6'-'Z' 6'-6" 8'-CY' e·.g· 8'-4" 7-4" 9'-0" 7-9" 9'-8" 12 3'-5" 4'-1" 4'-2" 5'-'Z' 4'-4" 5'-4" 4'-8" 5•.g· 4'-11" 6'-1" 5'-3" 5'-10" 6'-4" 7-10" 6'-7' 8'-1" 7-1" 8'-9" 7-T' 9·-4" 13 psf dead load Spacing (in) o.c. 16 24 3'-1" 2·.9" 3'-6" 2'-10" 3•.g· 3'-4" 4'-8" 4•.a· 3'-11" 3'-5" 4'-10" 4'-'Z' 4'-3" 3'-8" 5'-3" 4'-7' 4·.5" 3'-11" 5·.7• 4'-10" 4'-9" 4·.2" 4•.g• 3'-8" 5•.g· 5'-CJ' 7-CY' 5•.g• 5'-11" 5'-2" T-4" 6'-CY' 6'-5" 5'-8" 6'-CY' 5•.g• 6'-11" 6'-0" 8'-6" T-5" CHAT) FURRING CF) CHANNEL ALLOWABLE CEILING SPANS L/120 Section Y,eld Strength, FY (ks,) Spans 087F125-18 33 Single Multiple 087F125-30 33 Single Multiple 087F125-33 33 Single Multiple 087F125-43 33 Single Multiple 087F125-54 50 Single Multiple 150F125-18 33 Single Multiple 150F125-30 33 Single Multiple 150F125-33 33 Single Multiple 150F125-43 33 Single Multiple 150F125-54 50 Single Mt1lt1ple Notes: 4 psf dead load Spacing (in) o.c. 12 16 6'-5" 7-4" 7-9" g.r 8'-0" 9·.11· 8'-8" 1a.g• g.3" 11'-5" 9'-10" 10'-8" 11'-10" 14'-7" 12'-3" 15'-1" 13'-3" 16'-5" 14'-2" 17-6" 5'-10" 6'-4" 7-1" 9·.g• 7-4" 9'-0" 7-11" g.9" 8'-5" 1CY-4" 8'-11" 9'-3" 1(1.9· 12'-T' 11'-1" 13'-3" 1'Z-1" 14'-11" 12'-10" 15'-11" 1 Allowable ce1l1ng spans are based on effective properties. 24 12 5'-1" 5'-7' 5'-1" 5'-11" 6'-'Z' 6'-10" 7-1" 8'-3'' 6'-5" T-0" T-5" 8'-8'· 6'-11" T-T' 8'-5" 9'-5" 7-4" 8'-1" 9'-1" 1CY-O" T-10" 8'-7' T-6'' 8'-8" 9'-5" 1CY-4" 10'-3" 11'-11" 9'-8" 1CY-8" 10'-9" 12'-6" 10'-6" 11'-7" 1'Z-2" 14'-2" 11'-3" 1'Z-4" 13'-11" 15'-3" 2 Multiple span ,nd1cates two or more equal spans with channel conttnuous over center support. 3 Bearing length = 0.75 inches. 4 Single spans taken as the minimum span based on moment, shear, web cnppling or deAect1on. 6 psf dead load Spacing (in) o.c. 16 24 5'-1" 4'-5" 5'-'Z' 4·.2" 6'-'Z' 5'-5'' 7'-2" 5·.g• 6'-5" 5·.7' 7'-6" 5·.1" 6'-11" 6'-(J' 8'-5" 6'-10" T-4" 6'-5" 9·.1" T-11" T-10" 6'-10" T-6" 6'-1" 9'-5" 8'-'Z' 1CY-3" 8'-4" 9·_9 .. 8'-6" 10'-10" 8'-10" 10'-6" 9'-'Z' 12'-3" 9'-11" 11'-3" 9'-10" 13'-11" 12'-2" S Multiple span indicates two or more equal, continuous spans with span length measured support to support. 13 psf dead load Spacing (in) o.c. 12 16 24 4'-4" 4'-1" 5'-3'' 5'-7" 5'-5" 5'-11" 5'-10" 6'-T' 6'-3" T-6" 6'-8" 5'-10" 8'-0" 8'-1" S--3" 8'-6" 8'-11" g.7' 9'-7" 11'-10" 3'-11" 3'-6" 4'-9" 4'-10" 4'-11" 5'-1" 5'-4" 5•.g• 5'-8" 7'.(J' 6'-CY' 4'-5" T-3" 7-CY' T-6" T-4" 8'-2" 8'-4" 8'-8" 10'-9" 3'-5" 2'-10" 4'-'Z' 3'-11" 4•.4•· 4'·1" 4'-8" 4'-8" 4'-11" 6'-1'' 5'-3" 2'-11" 6'-4" 5'-8" 6'-7' 6'-CY' T-1" 5·.g· 7'.7" 9'-2" 6 Multiple spans taken as minimum span based on moment, shear. web crippling. deflection combined bendmg and shear or combmed bending and web cnppling. Page 46 of 91 clarkdietrich.com The technical content of th,s literature ,s effective 2/18/22 and supersedes all previous 1nformat1on. Pub. No. Furnne Channel 2/22 ~~ Degenkolb Subject: Job: Job Number: Date· ~ --t-_By._· -------+--Sec_tl~_n: Checked By: Page of m -JS-rsf ~ 3' ~1 1/J. "\( J' :: J~ Ll"r) I ' , 'r', 1-JC)- -J.1 k-1,-.._) ---mm;,'( = Q · (9 •<). 7 k • 1 "-' -) . l.D ) Lt· 1r--.l Q .IL. '£',"' ;)') fJY' d-• 7' K % /£ 1 , -3al? LS /S"M':> -USE ~) ~ l~ <;.rn. S. vfh~ -:-~9 y l-B }scf&-., " ).---=f-'1?, .g c.g /_ o.k ~~ /N5f'(c:,~. Page 47 of 91 J~ Degenkolb -3:-Job Number: By: Checked By: Date: Section: Page of mlf\J,N~== JO ~r ,c 'I '( ! )j 1 ' 1-11'/,;).-:-0.&~ lt·IN m~LL\N .,_. 0.01) IN' ~ J71c.1, = o?. '-f ft:·f1-.l / 0 .Le. t $;ff: Sf q,~ ~(t~TlfJ tfl&-Sr(,f if\((.,.Jv-)d~(vJ O,k. f 't I/\JJ.f'£t J,~ Page 48 of 91 PRODUCT CODE: ZF-11254 PUBLICATION DATE: JULY 2019 SUBMITTAL SHEET 1-1 /2" 54mils Drywall Z-Furring Channel [§] PRODUCT INFORMATION Description Code Category 1-1/2" 54mlls Drywall Z-Furrfng Channel ZF-11254 1-1/2" X 54 MIis Iii GEOMETRIC PROPERTIES Width Weight(IMI) Gauge Coating Design Thickness Thickness -Mils Y eild Strength Fy (ks) Ii GROSS SECTION PROPERTIES Cross Section Alea A Moment of inertia lxx Radius of gyration Rxx Moment of inertia lyy Radius of gyration Ryy Iii EFFECTIVE SECTION PROPERTIES 1-1/2" 0.63 16GA G60 0.0566 54 50 0.186 0.066 0.596 0.041 0.472 Moment of inertia for deflectioo hoc 0.061 Four 4 Section modulus Sxx 0.073 Allowable moment based on dis1ortional buckling Ma-O 2.19 Allowable strong axis shear away from punchouts Vag 1292 Ii ASTM INFORMATION STUDCO BUILDING SYSTEMS m ZF-11254 m ZF-11254 PROFILE Ii SUSTAINABILITY & LEED LEED credit MR 2.1 (1 point) LEED credit MR 2.2 (1 point) LEED credit MR 4.1 (1 point) LEED credit MR 4.2 (1 point) LEED credit MR 5.1 (1 point) LEED credit MR 5.2 (1 point) IS014001 :2015 certified company Total recycled oontent 32.7% (Content: post oonsumer 25.5%, pre consumer 6.8%) Sultable for UL Assemblies U419, U465 & U411, All products manufactured by STUDCO BUILDING SYSTEMS are oertttled to meet or exceed all applicable American Society for Testing & Materials standards as listed bebw. STUDCO BUILDING SYSTEMS is also accredited to IS09001-an internationally recognized standard. Material Specifications (ASTM) • All STUDCO accessories including utiity angle, furring channel, CRC channel and all related products oonfOOTI to A 1003 -A 1003 is the standard specification for steel sheet, Carbon, Metallic -and Nonmetallic -Coated for Cold FOOTled Framing Merroers. Coating Specifications (ASTM) • All STUDCO accessories including ~ angle, luring channel, CRC channel and all related products confOOTI to C645 -C645 is the Standard specification for Nonstructural Steel Framing Members. Product Specifications (ASTM) • All STUDCO accessories including utility angle, furring channel, CRC channel and all related products confOOTI to C645/C 1063 -C645 is the Standard specttication for Nonstructural Steel Framing Members. All Drywall Nonstructural products ha110 a G-40 minimum weight conforming to ASTM Specification A 1003 or have a protective coating with the industry standard requirements of ASTM C645. Page 49 of 91 C1063 Standard specification for installation of lathing and furring to receive Interior and P.><IP.rinr P<Yfl:anrl rP.n'lP<11--""'~'"' .... Degenkolb Subject: Legoland Fun Town Stage Renovation Job Number: C2878005.00 Job: Legoland By: AS Checked B : POLE FOOTING DESIGN Degenkolb Engineers 225 Broadway, Suite 1325 San Diego, CA 92101-5013 Phone: 619.515.0299 Fax: 619.515.0298 Date: 01/17/2023 Section: Page 50 of 91 Excerpt from Geotech (for reference only) 7 .2. Foundations Geotechnical Investigation GOLAND Fun Town Theatre, Carlsbad, CA NOVA Project No. 2022146 October 10, 2022 The foundation recommendations provided herein are considered generally consistent with methods typically used in southern California. Other alternatives may be available. Our recommendations are only minimum criteria based on geotechnical factors and should not be considered a structural design, or to preclude more restrictive criteria of governing agencies or by the structural engineer. The design of the foundation system should be performed by the project structural engineer, incorporating the geotechnical parameters described herein and the requirements of applicable building codes. 7. 2. 1 Spread Footings Spread footings should bear on compacted fill or formational materials. To accommodate bearing on formational materials, 3-sack sand/cement slurry can be placed between the bottom of footing and the underlying formational materials. Footings should extend at least 24 inches below lowest adjacent finished grade. A minimum width of 18 inches is recommended for continuous footings and 24 inches for isolated column footings. An allowable bearing capacity of 2,500 psf can be used for spread footings supported on compacted fill. An allowable bearing capacity of 5,000 psf can be used for spread footings supported on formational materials. The bearing value can be increased by ½ when considering the total of all loads, including wind or seismic forces. Footings located adjacent to or within slopes should be extended to a depth such that a minimum horizontal distance of 10 feet exists between the lower outside footing edge and the face of the slope. Lateral loads will be resisted by friction between the bottoms of footings and passive pressure on the faces of footings and other structural elements below grade. An allowable coefficient of friction of 0.35 can be used. An allowable passive pressure of 350 psf per foot of depth below the ground surface can be used for level ground conditions. The allowable passive pressure should be reduced for sloping ground conditions. The passive pressure can be increased by ½ when considering the total of all loads, including wind or seismic forces. The upper 1 foot of soil should ·e O f t is O e d i PmlPnr,;;: S b --....,..-..,;:,,---s;:r-,,,7'"'"'<; 7.2.2 CIDH Piles CIDH piles should be spaced at least three pile diameters, center to center, and be embedded in compacted fill and/or formational materials. The axial downward capacity of piles can be obtained from skin friction and end bearing. An allowable downward skin friction of 300 psf and an allowable end bearing of 5,000 psf can be used. If end bearing is used, the bottom of drilled holes should be cleaned of loose soil prior to placing concrete. The axial uplift capacity of piles can be obtained from skin friction and the weight of the pile. An allowable uplift skin friction of 100 psf can be used. Lateral loads can be resisted by passive pressure on the piles. An allowable passive pressure of 350 psf per foot of embedment acting on twice the pile diameter up to a maximum of 5,000 psf can be used, based on a lateral deflection up to ½ inch at the ground surface and level ground conditions. The axial and passive pressure values can be increased by ½ when considering the total of all loads, including wind or seismic forces. The upper 1 foot of soil should not be relied on for passive support unless the ground is covered with pavements or slabs. 16 Page 51 of 91 IIIRISA A NEMfTSCHEK COMPANY Company : Degenkolb Engineers Designer : AS Job Number : C2878005.00 Model Name : Legoland Canopy Envelope Node Reactions Node Label X [kl LC Y [kl LC Z [kl LC 1 N15 max 5.691 7 4.962 9 6.557 7 2 min -5.724 6 -4.974 8 -6.556 6 3 N16 max 5.691 7 4.974 9 6.557 7 4 min -5.724 6 -4.962 8 -6.556 6 5 N17 max 5.112 7 5.83 9 22.713 51 6 min -5.079 6 -5.839 8 -10.104 5 7 N18 max 5.112 7 5.839 9 23.456 51 8 min -5.079 6 -5.83 8 -11 .738 5 9 Totals: max 21.605 7 21 .605 9 58.221 51 10 min -21.605 6 -21.605 8 -21.646 5 MX fk-ftl 49.524 -49.524 49.524 -49.524 61.026 -61.023 61 .023 -61.026 RISA-3D Version 21 [ 230125mdl_Legoland Canopy_R1 .r3d] LC MY [k-ftl LC 8 67.06 7 9 -67.049 6 8 67.063 7 9 -67.053 6 8 61.992 7 9 -61 .983 6 8 61 .995 7 9 -61.986 6 3/7/2023 2:24:41 PM Checked By : MZ fk-ftl LC 5.111 4 -5.106 5 4.975 4 -4.97 5 3.619 9 -3.618 8 3.618 9 -3.619 8 Page 52 of 91 Page 1 a ~ Degenkolb Degenkolb Engineers 225 Broadway, Su11e 1325 San Diego, CA 92101.5013 Phone 619-515-0299 Subject: Job: Non-Constrained Pole Footing Canopy Job Number: C2878005.00 Date: 04/04/23 Legoland By: AS Section: Checked B : This spreadsheet checks the required pole footing depth in accordance with the 2022 CBC for non-constained pole footings per 1807A.3.2.1 Demands from RISA Plaxiall lkl Moment lk•tti Dead 12.8 Roof Live 7.2 Wind 11.8 Seismic 10.9 Load Combinations D+Lr 18.2 D+. 75Lr+.45W 23.5 D+ .7E 20.4 D+.6W 19.9 Maximums 23.5 !Use a depth of D = 10 ft Check Lateral Depth Required !non-constrained) Inputs: b= h= Passive oressure = S1 = P= Calculated: 3 10.31 700 1633.333333 8900.0 (ft) (ft) (psf/ft) (psf) (lbs) l------,,....,...-....:A.:_=~--------'4:.::.2:.:::.i5I ._ ____ .:_mc;i __ n.:.im.:.u:cm ____ d;..=....1.. _____ ..:.9;...:.i.41eet OCR= 0.94( Check Skin Friction For Vertical Load Allowable Skin Friel= Diameter = Area = Deoth considered = Pallow (skin) = End Bearing = End Area= Pallow (Bear) = OCR= 300 3 9.4 9.0 25.4 5000 psf ft sf I ft depth feet kips psi 7.1 SF 35.3 kips 0.92( 11.2 7.2 25.3 115.1 16.6 28.0 91.8 26.4 91.8 10202_Canopy Pole Footing Calculat1ons.xlsx. Non•Constramed Cond1t1on Torsion lk•tti Shearfkl 0 0 0 0 0 0 0 0 0 8.9 Diameter of footing Height to point of load = Max Moment/ Max Shear Passive pressure capacity (per geotech (350 x 2)) Allowable seismic bearing pressure (at a depth of 1/3 total depth -1 ft) Allowable Demand at top of post (M/h) 1 H07A.J.2. I Nonconstn.1ined. TI1c following fonuula "hall be w,cd in dc1cnnimng rhc depth of cmbcdmcnl required to resii..i laleral loads where later.ii conslr;.linl j,. not provided a, the ground ~urfacc. such as hy a rigid floor or rigid ground surface pavement. nnd where lat- l.'ral cum,tra1111 i!'--not provided alX>VC the ground Mir- f:tce. ~tu.:h a:-. hy ..i ,rructural diaphragm. (Geotech Report) (total -1ft) (per Geotech) (Geotech Report) Check using just skin friction (E<1uation 18A-1) Page ~ of 1 Page 53 of 91 • ~ Degenkolb Subject: Job: Pole Footing Canopy LRFD Demands Legoland This spreadsheet calculates the LRFD Omega Level Loads at the canopy footing Omega :~-----1"''=-iol sds : L. ___ _,Oc,;84=,7. Demands from RISA Plaxlal• 1k1 Moment X lk"ftl Moment Y I k'ftl Dead 12.77 1117 0.534 Roof Live 7.18 7.18 0.227 Wind 12.45 3168 31.69 Seismic 109 102.3 1151 Load Combma/1ons 14D 17.9 15.6 0 7 1 2D+1 6Lr 268 24.9 1 0 1 20+1 6Lr+0.5W 33.0 40.7 16.8 1 20+1 OW+0.5Lr 31.4 48 7 32.4 1 2+0.2sdslD+Omeoa'E 284 117.6 1158 0 9-0.2sdslD+Om""-'•E 202 1105 1155 O 9-0.2sdslD-Omeoa·E -16 -94.1 -114 7 Maximums 33.0 117.6 115.8 Minimums -1.6 -94.1 -114.7 p \ \230202_Canopy Pole Footing Calculations 11:l,x. LRFO Omega Checks Torsion lk'ftl 0 0 0 0 00 00 00 00 00 00 00 0.0 0.0 Degenkolb Engineers 225 8ro~1. Surte 1325 San Diego CA 92101-5013 Phonti 619-515-0299 Job Number: C2878005.00 Date: 04/04/23 By: AS Section: Checked B : Page 1 of 1 Page 54 of 91 srfccilumn ~ spColumn v7.00 Computer program for the Strength Design of Reinforced Concrete Sections Copyright -1988-2023, STRUCTUREPOINT, LLC. • All rights reserved • y +-x • • Licensee stated below 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 tor any analysis, design or engineering documents prepared in connection with the use of the spColumn program. Licensed to: Degenkolb -California. License ID: 75549-1080728-4-177C7-XXXXX Page 55 of 91 STRUCTUREPOINT • spColumn vi 00 Licensed to Deqenkolb California License ID 75549-1080728•4 · I 77C7 •XXXXX p lpro1ect c021878\c2878005 00\calcs\act1ve1workshts\0l -ha \230202mdl_pole ftg_36in_b1ax1al col Contents Page I 2 4/4/2023 211 PM 1. General Information ............................................................................................................................................... 3 2. Material Properties ................................................................................................................................................. 3 2.1. Concrete ......................................................................................................................................................... 3 2.2. Steel ............................................................................................................................................................... 3 3. Section ................................................................................................................................................................... 3 3.1. Shape and Properties ..................................................................................................................................... 3 3.2. Section Figure ............................................................................................................................................... .4 4. Reinforcement ...................................................................................................................................................... .4 4.1. Bar Set: ASTM A615 ..................................................................................................................................... 4 4.2. Confinement and Factors .............................................................................................................................. .4 4.3. Arrangement. ................................................................................................................................................. .4 5. Factored Loads and Moments with Corresponding Capacity Ratios ..................................................................... 5 6. Diagrams ............................................................................................................................................................... 6 6.1. MM at P=33 [kip] ............................................................................................................................................ 6 List of Figures Figure 1: Column section ........................................................................................................................................... 4 Page 56 of 91 STRUCTUREPOINT -spColurnn v7 00 l censed to Degenkolb California License ID 75549-1080728-4 I 77C7 XXXXX p •)roiect c021878\c2878005 00\calcslact1ve\workshtsl01 ha \23020:?rndl_pole ftg_36111_b1ax1al col 1. General Information File Name p:\project. .. 1230202mdl_pole ftg_36in_biaxial.col Project C2878005.00 Column Pole FTG Engineer PM Code ACI 318-19 Bar Set ASTM A615 Units English Run Option Investigation Run Axis Biaxial Slenderness Not Considered Column Type Architectural Capacity Method Moment capacity 2. Material Properties 2.1. Concrete Type fc Ee fc 2.2. Steel 3. Section 3.1. Shape and Properties Type Diameter Ag Standard 4 ksi 3605 ksi 3.4 ksi 0.003 in/in 0.85 Standard 60 ksi 29000 ksi 0.00206897 in/in Circular 36 in 1017.88 in2 82448 in• 82448 in• 9 in 9 in O in 0 in Page I 3 41412023 211PM Page 57 of 91 STRUCTUREPOINT • spColumn v7 00 Licensed to Degenkolb California License ID 75549-1080728-4 I 77C7-XXXXX p lproiect c02\878Ic2878005 00lcalcslact1ve\wo1kshts\01 ha 1230202mdl_pole ftg_361n_b1ax1al col 3.2. Section Figure • y • +-x • Circular 36 x 36 in Figure 1: Column section 4. Reinforcement 4.1. Bar Set: ASTM A615 Bar Diameter in #3 0.38 #6 0.75 #9 1.13 #14 1.69 4.2. Confinement and Factors Confinement type For #5 bars or less For larger bars Capacity Reduction Factors Axial compression, (a) Tension controlled t , (b) Compression controlled t , (c) 4.3. Arrangement Area in2 0.11 0.44 1.00 2.25 Pattern Bar layout Cover to Clear cover Bars All sides equal Circular Transverse bars 2.5 in 8 #8 • 0.62% reinf. Bar Diameter #4 #7 #10 #18 Tied / Spira I #4 ties #4 ties 0.8 0.9 0.65 in 0.50 0.88 1.27 2.26 Area in2 0.20 0.60 1.27 4.00 Bar #5 #8 #11 Diameter in 0.63 1.00 1.41 Page J 4 4/412023 2 11 PM Area in2 0.31 0.79 1.56 Page 58 of 91 STRUCTUREPOINT -spColumn v7 00 Licensed to Degenkolb -Californra License ID 75549-1080728-4-I 77C7-XXXXX p ,proIect c0218781c2878005 00\calcslactrvelworkshts\01 ha \730202rndl _pole ftg_36rn_b,axral col Total steel area, A, Rho Minimum clear spacing (Note: Rho < 1.0%) 6.32 in2 0.62 % 10.10 in 5. Factored Loads and Moments with Corresponding Capacity Ratios NOTE: Calculations are based on "Moment Capacity" Method. No. Demand Capacity Parameters at Capacity Pu Mux Muy cl>Pn cl>Mnx ct,Mny NA Depth t, kip k-ft k-ft kip k-ft k-ft in 1 33.00 117.60 115.80 33.00 299.35 294.77 7.33 0.01028 2 -1.60 -94.10 -114.70 -1.60 -246.18 -300.07 6.82 0.01126 ell 0.900 0.900 Page 15 4/4/2023 211 PM Capacity Ratio 0.39 0.38 Page 59 of 91 STRUCTUREPOINT -spColumn v7 00 Licensed to Degenkolb -Ca1Jforn1a License ID 75549 1080728-4-177C7 XXXXX p 1pr0Ject c0218781c2878005 00\calcslact1velworkshtsl01 -ha 1230202mdl_pole ftg_36111_b1ax1al col 6. Diagrams 6.1. MM at P=33 [kip] • • • • • 36.00 in diam. General Information Project C2878005.00 Column Engineer Code Bar Set Units Run Option Run Axis Slenderness Column Type Capacity Method Materials r, E, Section Type Diameter A,. I, 1, Reinforcement Pattern Bar layout Cover to Clear cover Bara Conflnement type Total steel area, A. Rho Min. clear spacing Pole FTG PM ACI 318-19 ASTMA615 English Investigation Biaxial Not Considered Architectural Moment capacity 4 ksi 3605 ksi 60 ksi 29000 ksl Circular 36 In 1017.88 ln2 82448 In• 82448 in◄ All sides equal Circular Transverse bars 2.5 in 8 #8 Tied 6.32 in2 0.62 % 10.10 in -1400 -1200 -1000 No. MM al P•33.0 [kip) P. kip 33.0 -800 -600 .._ k-fl 117.6 1400 My 11<-IIJ 1200 1000 800 600 00 -200 .... k-11 115.8 -600 -aoo -1000 -1200 200 ... . kip 33.00 I I 600 ..... k-11 299.35 800 1000 ..... k-11 294.77 1200 Mx -ft! 1400 Page 16 4/4/2023 2I1PM Capacity Ratio 0.39 Max. Capacity Ratio: 0.39 Page 60 of 91 ,~ Degenkolb Subject: Canopy DeSttJft Job : Legoland Pole Footing Shear Capacity RJSA Model Output Demands: V 11a: := n. 5.9 kip= 5.9 kip Vu11==n-9.4 kip=9.4 kip Job Number: C2878005.00 '8y: AS Checked !By: " Vn == max (Vux+ 0.3 • Vu11 , V1111+0.3 · V111.) = 11.17 kip Design Parameter: f' c := 4000 psi fu == 60000 psi cc ==3 in >-==l Av==0.20 in2 d11 :=0.5 in s:=3 in D:=36 in Date: 2/2/2023 Section: l>dg·e/of: 1 .. age ., ~ Degenkolb Subject: Canopy Design Job Number: C287B005.00 Job: Legoland By: AS Checked By: One-way Shear Concrete Capacity: Spiral Reinforcement d:=0.8•D=28.8 in bw==D =36 in Vc==2 •A•d•bw•Yf'c•(p~i) •l psi =131.146 kip Steel Strength: (2 ·A ·f •d) v s : v 11 = 230.4 kip s Shear Strength: Date: 2/312023 Section: Pilge/of: 2 To be conservative, assume the pole footing is in tension and consider only the steel strength Check: To check if the steel itself can work in Uplift Minimum Spiral Reinforcement: AC/ 318-./ Section 25. 7.3.3 1r •D 2 ( 3 ) 2 Ag==---= 1.018· 10 in 4 1r0 (D-2•c)2 A ch: c = 706.858 in 2 4 p,.:=0.45• --1 • -=0.013 (Ag l (f'cl A ch Jy ·-4 •(2 •A11)•(D-cc-dv) O.Ol6 Ps•-( )2 S • D -cc Check: if (P > p "OK" "Re-Design")-"OK" s ,., ' - t'age oL cW9i .. Degenkolb Subject: Canopy Design Job Number: C2878005.00 Job: legoland By : AS Checked By: One-way Shear Concrete Capacity: Circular Ties (Alternate Design) :=0.20 in2 d.1 :=0.5 in :=6 in [g:=36 in ~:=0.8 ,D=28.8 in ~J :=D =36 in :=2 •A•d •bw•V f'c•(p~i) •l psi=l 31.146 kip Steel Strength : fv _ ·---(2 •A 11 •J11 ·d) t • . -'-------''-= 115. 2 kip s Shear Strength: l>ate: 2ll /2023 Section: Page/of: 3 To be conservative, assume the pole footing is in tension and consider only the steel strength Check: !be Minimum Circular Ties Reinforcement: AC/ 3 18-4 Section 25. 7.3.3 A umin :=max A vmin l ,Avm.in2 =0.18 in ( ) • 2 Check: if (2 ·A >A · "OK" "Re-Design")= "OK" v tnnin, , t-'age tJ.j oT ::11 ... Degenkolb Subject: Legoland Fun Town Stage Renovation Job: Legoland Job Number: C2878005.00 By: AS Checked B : ENTRANCE MONUMENT Degenkolb Engineers 225 Broadway, Suite 1325 San Diego, CA 92101-501 3 Phone: 619.515.0299 Fax: 619.515.0298 Date: 01/17/2023 Section: Page 64 of 91 .... Degenkolb Degenkolb Engineers 225 Broadway, Suite 1325 San Diego, CA 92101-5013 Phone: 619.515.0299 Fax: 619.515.0298 Subject: Entrance Monument Loading Job Number: C2878005.00 Date: 01/17/2023 Job: Legoland By: AS Checked B : Entrance Monument Diagram Simplified 1'4-1t-----1 a· -O" _____ .... 1,, 1TT C) ' ~ """" ._______. _J Seismic: Analyzed as a Amusement Structure or Monument P1 = 1 0psf * 4ft * 18ft * 4 = 3000lb = 3.0 kips P2 = 10psf * 4ft * 1 Oft * 4 * 2 = 6400Ib = 6.4 kips Amu,cmcnt structures and monuments Cs= Sds / (R/I) = 0.847 / (2/1) = 0.437 F1 = Cs* P1 = 0.437 * 3.0 kips = 1.31 kips F2 =Cs* P2 = 0.437 * 6.4 kips = 2.80 kips Demand Sec. 15.(d M = (1.31 kips• 12ft + 2.80 kips* 5ft) / 2 = 15 k -ft per pole footing V = (1.31 kips+ 2.80 kips)/ 2 = 2.1 kips per pole footing F1 F2 /// Full Structure Section: R 2 00 Cd 2 2 NL NL NL NL NL (Moment demand divided by 2 pole footing) (Shear demand divided by 2 pole footing) Wind: Analyzed as a Free Standing Wall F = qh*G*Cf = 22 psf (Calculated from Pre-Fab Wall See Above for Calculation. Conservative) F1 = 22psf* 4ft • 18ft =1584 lb= 1.584 kips F2 = 22psf • 4ft • 1 Oft * 2 = 1760Ib = 1. 76 kips Demand M = (1.584 kips * 12ft + 1. 76 kips * 5ft) / 2 = 14 k-ft per pole footing V = (1.584 kips+ 1.76 kips)/ 2 = 1.7 kips per pole footing (Moment demand divided by 2 pole footing) (Shear demand divided by 2 pole footing) Page 65 of 91 ... Degenkolb Subject: Legoland Fun Town Stage Renovation Job: Legoland Job Number: C2878005.00 By: AS Checked B : POLE FOOTING DESIGN Degenkolb Engineers 225 Broadway, Suite 1325 San Diego, CA 92101-5013 Phone: 619.515.0299 Fax: 619.515.0298 Date: 01/17/2023 Section: Page 66 of 91 .. ~ Degenkolb Degenkolb Engineers 225 Broadway, Surte 1325 San Otego, CA 92101-5013 Phone 619-515,-0299 Subject: Non-Constrained Pole Footing Canopy Job Number: C2878005.00 Date: 04/04/23 Job: Legoland By: AS Section: Checked B : This spreadsheet checks the required pole footing depth in accordance with the 2022 CBC for non-constained pole footings per 1807A.3.2.1 Demands from RISA Pfaxiall /kl Moment 'k'ftl Dead Roof Live Wind Seismic Load Combinations D+Lr D+.75Lr+.45W D+ .7E D+ .6W Maximums 11.5 juse a depth of D = 6 ft Check Lateral Depth Required (non-constrained) Inputs: b = h = Passive oressure = S1 = P= Calculated: 2.5 ( ft) 14 700 700 1071.4 (ft) (psf/ft) (psi) (lbs) l------m_,i,..n.,.im_u_m_.:.~,:..=-=+1-----'-1-'=·::.:_!~lfeet DCR = 0.911 Check Skin Friction For Vertical Load Allowable Skin Friel = Diameter= Area = Deoth considered = Pallow (skin) = End Bearing = End Area= Pallow (Bear) = DCR = 300 2.5 7.9 5.0 11 .8 5000 psi ft sf I ft depth feet kips psf 4.9 SF 24.5 kips 0.98i 15.0 Torsion fk'ftl 0 Diameter of footing Point load acting at the centroid of the structure Passive pressure capacity (per geotech (350x2)) Allowable seismic bearing pressure (at a depth of 1/3 total depth -1 ft) Allowable Demand at top of post (M/h) 1807A.J.2.I Nonconstrained. The follow111g fon11ula shall be u:-.cd in dc1cnni11111g lhc dcp1h of cmbcdmcnt requirecl to resi:-.t lateral load, where laleral constrninl is 1101 provided a1 the ground surface. such as by a rigid noor or rigid ground surface pavcmeni. and where l.11- cral c:ons1r:11n1 i~ 1101 provided above the ground .,;;ur• fact:. :-;.uch as hy a structural diaphragrn. (Geotech Report) (total -1ft) (per Geotech) (Geotech Report) Check us,ng just skin friction (Equation 18A-1 I l0404_Entrance Monument Pole Footing Calculations.xlsx Non.constrained Condition Page 1 of 1 Page 67 of 91 sifcOlumn ~ spColumn v7.00 Computer program for the Strength Design of Reinforced Concrete Sections Copyright-1988-2023, STRUCTUREPOINT, LLC. All rights reserved • y +-x • licensee stated below 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. licensed to: Degenkolb -California. license ID: 75549-1080728-4-177C7-XXXXX Page 68 of 91 STRUCTUREPOINT • spColurnn v7 00 Licensed to Degenkolb • California License ID 75549· 1080728·4-I 77C7 ·XXXXX p lproiect c021878\c2878005 0O\calcs\act1ve\workshtsl02 en \230404rndl_pole ftg_301n_b1ax1al col Contents Page 12 4/4/2023 2 19 PM 1. General Information ............................................................................................................................................... 3 2. Material Properties ................................................................................................................................................. 3 2.1. Concrete ......................................................................................................................................................... 3 2.2. Steel ............................................................................................................................................................... 3 3. Section ................................................................................................................................................................... 3 3.1. Shape and Properties ..................................................................................................................................... 3 3.2 . Section Figure ................................................................................................................................................ 4 4. Reinforcement ....................................................................................................................................................... 4 4.1 . BarSet:ASTMA615 ..................................................................................................................................... .4 4.2. Confinement and Factors .............................................................................................................................. .4 4.3. Arrangement. .................................................................................................................................................. 4 5. Factored Loads and Moments with Corresponding Capacity Ratios ..................................................................... 5 6. Diagrams ............................................................................................................................................................... 6 6.1 . MM at P=11 .6 [kip] ......................................................................................................................................... 6 List of Figures Figure 1: Column section ........................................................................................................................................... 4 Page 69 of 91 STRUCTUREPOINT -spColumn v7 00 1 ,censed to Degenkolb California License ID 75549-1080728-4-177C7-XXXXX p 'pro1ect c0218781c2878005 00\calcslact,ve\workshts\02 en 1230404mdl_pole ftg_301n_b1ax1al col 1. General Information File Name p:\project ... \230404mdl_pole ftg_30in_biaxial.col Project C2878005.00 Column Pole FTG Engineer PM Code ACI 318-19 Bar Set ASTM A615 Units English Run Option Investigation Run Axis Biaxial Slenderness Not Considered Column Type Structural Capacity Method Moment capacity 2. Material Properties 2. 1. Concrete 2.2. Steel Type f~ E, 3. Section 3.1. Shape and Properties Type Diameter Standard 4 ksi 3605 ksi 3.4 ksi 0.003 in/in 0.85 Standard 60 ksi 29000 ksi 0.00206897 in/in Circular 30 in 706.858 in2 39760.8 in• 39760.8 in• 7.5 in 7.5 in O in 0 in Page 13 41412023 219 PM Page 70 of 91 STRUCTUREPOINT -spColurnn v7 00 Licensed to Degenkolb -Cal1forn1a License ID 75549 1080728 4-177C7-XXXXX p ,prowct c02\8781c2878005 00lcalcslact,ve\workshts\02 en \230404rndl_pote ftg_ 30,n b,ax,al cot 3.2. Section Figure • y +-x • Circular 30 x 30 in Figure 1: Column section 4. Reinforcement 4.1. Bar Set: ASTM A615 Bar Diameter in #3 0.38 #6 0.75 #9 1.13 #1 4 1.69 4.2. Confinement and Factors Confinement type For #5 bars or less For larger bars Capacity Reduction Factors Axial compression, (a) Tension controlled ♦, (b) Compression controlled ♦, (c) 4.3. Arrangement Area in2 0.11 0.44 1.00 2.25 Pattern Bar layout Cover to Clear cover Bars All sides equal Circular Transverse bars 2.5 in 6 #6 0.37% reinf. Bar #4 #7 #10 #18 Spiral #4 ties #4 ties 0.85 0.9 0.75 Diameter in 0.50 0.88 1.27 2.26 Area in2 0.20 0.60 1.27 4.00 Bar #5 #8 #11 Diameter in 0.63 1.00 1.41 Page 14 4/4/2023 2 19 PM Area in2 0.31 0.79 1.56 Page 71 of 91 STRUCTUREPOINT • spColurnn v7 00 Licensed to Degenkolb -California License ID 75549-1080728-4 177C7-XXXXX p 'cproJect c021878\c2878005 00\calcs\act1ve1workshtsl02 en \230404rndl pole ftg_ 301n_b1ax1al col Total steel area, A, Rho Minimum clear spacing (Note: Rho < 0.50%) 2.64 in2 0.37 % 10.88 in 5. Factored Loads and Moments with Corresponding Capacity Ratios NOTE: Calculations are based on "Moment Capacity" Method. No. Demand Capacity Parameters at Capacity Pu Mux Muy cl>Pn cl>Mnx cl>Mny NA Depth Et kip k-ft k-ft kip k-ft k-ft in 1 11 .60 15.00 15.00 11.60 114.90 114.90 3.86 0.01730 cl> 0.900 Page 15 4/412023 ;:> 19 PM Capacity Ratio 0.13 Page 72 of 91 STRUCTUREPOINT -spColumn v7 00 Licensed to Degenkolb -California License ID 75549 1080728A-177C7 XXXXX p lpro1ect c021878\c2878005 0O\calcslact1ve\wo1kshtsl02 en 1230404mdl pole ftg_30m_b1ax1al col Page 16 4/4/2023 2 19 PM 6. Diagrams 6.1. MM at P=11.6 [kip] • • • • 30.00 in diam. General Information Project C2878005.00 Column EnglMer Code Bar set Units Run Option Run Axis Slenderness Column Type Capacity Method Materials r, E. f, E, Section Type Dlamatar Ao Reinforcement Pattern Bar layout Cover to Clear cover Bars Conftnemant type Total steal 81118, A, Rho Min. claar spacing Pole FTG PM ACI 318-19 ASTMA615 English Investigation Biaxial Nol Considered Structural Moment capacity 4 ksl 3605 ksi 60 ksi 29000 ksl Circular 30 in 706.858 in' 39760.8 in' 39760.8 in' All sides equal Circular Transverse bars 2.5 in 6#6 Spiral 2.64 in2 0.37 % 10.88 in 600 My (k-ftl 700 600 500 •oo 300 200 Mx •ft) -300 -700 -600 .500 -400 -300 ,'-loo 300 400 500 600 700 800 -300 .o0() -700 -800 MM at P•11.e ('ldpJ No. P. .... .... .... ..... ..... Capacity kip k-ft k-ft kip k..ft k-ft Ratio 11.6 15.0 15.0 11.60 114.90 114.90 0.13 Max. Capacity Ratio: 0.13 Page 73 of 91 ... Legoland Legoland Fun Town Stage Renovation Structural Calculations SECTION 4.0 Entry Canopy Page 74 of 91 .. ~ Degenkolb Subject: Legoland Entry Canopy Job: Legoland ENTRY CANOPY DESIGN Job Number: C2878005.00 By: AS Checked B : Degenkolb Engineers 225 Broadway, Suite 1325 San Diego, CA 92101-5013 Phone: 619.515.0299 Fax: 619.515.0298 Date: 01/17/2023 Section: The entry canopy is a freestanding structure that will be a part of the Fun Town Stage renovation. The small canopy that will be located in the back of the prefab structure consists of bare metal deck roof supported by (4) steel beams, steel (2) HSS tube post columns, and concrete pole footings. This lightweight structure will be analyzed as an inverted pendulum seismically and an open building with monoslope free roofs for wind . The seismic design is based on ASCE 7-16 for non-building structures with the following seismic design parameters based on Table 15.4-2 as Inverted Pendulum detailed per ASCE 7-16 Section 12.2.5.3: Table 15.4-2 Seismic Coefficients for Nonbuilding Structures Not Similar to Buildings Nonbullding Structure Type lnvenecl pendulum lype structures (except elevated tanks. vessels. bins. and hoppers) R = 2.0 no= 2.0 Cd= 2.0 I= 1.0 Sds = 0.847 Sd1 = 0.383 Cs= Sds/(R/I) = 0.847/(2/1) = 0.424 Detailing Requirementsc Sec. 12.2.5.3 2 2 2 Structural System and Structural Height, hn, Limits (11)'•0 Seismic Design Category B C D E F NL NL NL NL NL Furthermore, the wind design is based on ASCE 7-16 for main wind force resisting systems Figure 27.3-4, where the net pressure coefficients are obtained from . See the following wind calculations for coefficients. The full small canopy was analyzed and modeled using RISA-3D to determine the adequacy of the members and evaluate reactions at the base. The members were evaluated through LRFD design. The base of the small canopy was designed using ASD loads from the reactions obtained from the RISA 3-0 model. Pf!EFAS GREENNOOM STRUCTURE 8Y OTttE.RS rM" SE.ISMICGAP C~PERP\.AN HSSPOOT PE•PlAN SlrtWORK BY OTHERS METAi. OECk PEFtPlAN n LJ Page 75 of 91 Degenkolb Subject: Entry Canopy Job Number: C2878005.00 Job: Legoland By: AS Checked By: Canopy Structure Dead Loads Gravity DL Seismic DL 18 Ga B-Deck 3.0 osf 3.0 psf Steel BM / Girder/ Misc steel 0.0 psf 0.0 osf Steel Column 0.0 osf 0.0 osf Misc 1.0 psf 1.0 psf RISA Input Total 4 psf 4 psf Roof Live Load 5 psf Mass (seismic) = 0.12 lb*s'/ft~ From Verco Catalog (in RISA Model) (in RISA Model) Date: 4/3/23 Section: Page/of: Page 76 of 91 PLB™-36/HSB®-36 ROOF DECKS o GRADE 50 STEEL ~ B ROOF DECKS • PLB-36 Deck used with Punchlok® II System • HSB-36 Deck used with TSWs or BPs • HSB-36-SS Deck used with Side-lap Screws Nominal Dimensions PLB-36 or HSB-36 HSB-36-SS Section Properties Deck Base Metal Yield Weight Thickness Strength Deck Wdd t F y Gage (psf} (in.) (ksi) 22 1.9 0.0299 50 20 2.3 0.0359 50 18 2.9 0.0478 50 16 3.5 0.0598 50 Standard Interlocking Side-lap Effective Moment of Inertia at Service Load Id = (21. +19)/3 Id+ I -d (in4/ft} (in4/ft) 0.1 78 0.192 0.219 0.231 0.302 0.306 0.381 0.381 Screw Fastened Side-lap Effective Section Modulus at Fv= 50 ksi Se+ S-• (in3/ft) (in3/ft) 0.1 76 0.188 0.230 0.237 0.314 0.331 0.399 0.410 Allowable Reactions at Supports Based on Web Crippling, R/0 (lb/ft) Bearing Length of Webs One-Flange Loading Two-Flange Loading Vertical Web Shear V/0 (lb/ft) 2688 3220 4264 5302 Deck End Bearing Interior Bearing End Bearing Interior Bearing Gage 1½" 2" 3" 4" 3" 22 850 934 1075 1163 1558 20 1188 1301 1492 1609 2189 18 2001 2182 2485 2667 3714 16 3006 3264 3698 3954 5604 Standard Features • ASTM A653 SS GR50 Min., with G60 or G90, white or gray primer optional • ASTM A1008 SS GR50 Min. with gray primer • Standard lengths -6'-0" to 40'-0" • IAPMO UES ER-2018, UL, and FM Listed • Tables conform to ANSI/SDI RD-2017 4" 1670 2339 3949 5935 1½" 2" 3" 4" 3" 893 962 1077 1149 1933 1316 141 3 1575 1675 2743 2388 2550 2822 2986 4713 3775 4015 441 9 4657 7164 Optional Features • Inquire regarding cost and lead times for: -Short cuts < 6'-0" -Sheet Lengths > 40'-0" 4" 2082 2946 5038 7627 -Alternative metallic and painted finishes • Web and Fully Perforated Acoustical Versions • HSB-30-NS Deck used with Side-lap screws ;\\ /Ir PLB/HSB GR50 ASD I AUGUST 2019 VERCO DECKING, INC. 'f!!I WWW.VERCODECK.COM Page 77 of 91 ,NUCD--_.. PLB™-36/HSB®-36 ROOF DECKS c GRADE 50 STEEL ~ Inward Uniform Allowable Loads, ASD (psf) Deck Span (ft-in.) Gage Spans Criteria 2'-0" 3'-0" 4'-0" 5'-0" 6'-0" 7'-0" 8'-0" 9'-0" 10'-0" 11'-0" 12'-0" Wn/0 878 390 219 140 98 72 55 43 35 29 24 Single U240 182 93 54 34 23 16 12 9 7 22 Wn/0 860 400 229 148 103 76 58 46 37 31 26 Double U240 42 30 23 18 Wn/0 1039 492 283 184 128 95 73 57 47 39 32 Triple U240 176 102 64 43 30 22 17 13 Wn/0 1147 510 287 184 127 94 72 57 46 38 32 Single U240 224 115 66 42 28 20 14 11 8 20 Wn/0 1075 503 288 186 130 96 73 58 47 39 33 Double U240 71 50 36 27 21 Wn/0 1295 617 356 231 162 119 92 72 59 49 41 Triple U240 217 125 79 53 37 27 20 16 Wn/0 1566 696 392 251 174 128 98 77 63 52 44 Single U240 309 158 92 58 39 27 20 15 11 18 W"/0 1486 699 401 259 181 102 81 66 54 46 Double U240 94 66 48 36 28 Wn/0 1785 856 496 322 225 128 101 82 68 57 Triple U240 299 73 51 37 28 22 Wn/0 1992 885 498 319 124 98 80 66 55 Single U240 390 200 73 49 34 25 19 14 16 Wn/0 1842 865 497 321 165 127 100 81 67 57 Double U240 118 83 60 45 35 Wn/0 2213 1060 614 279 206 158 125 102 84 71 Triple U240 218 137 92 65 47 35 27 Notes: 1.Table does not account for web crippling. d bearing should be determined based on specific span conditions. 2. The symbol"---" indicates that the uniform all wable load based on deflection exceeds the allowable load based on stress. Capacity: For single span, Wa = 39 psf Demand: DL + 0.6W = 4psf + 0.6*34psf = 24.4psf OCR = 24.4/39 = 0.63 OK NOTICE: Design defects that could cause injury or death may result from relying on the information in this document without independent verification by a qualified professional. The information in this document is provided "AS IS". Nucor Corporation and its affiliates expressly disclaim: (i) any and all representations, warranties and conditions and (ii) all liability arising out of or related to this document and the information in it. PLB/HSB GR50 ASD I AUGUST 2019 ~\ 1/i-VERCO OECKING, INC. W!I •NUCD,:111- WWW.VERCODECK.COM Page 78 of 91 i~genkolb Subject: Secondary Canopy Design Job Number: C2878005 00 Job: Legoland By: AS Checked By: Secondary Canopy Design ASCE 7-16 MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES CHAPTER 15 (SEISMIC DESIGN REQUIREMENTS FOR NONBUILDING STRUCTURES) SPECTRAL ACCELERATIONS: Ss 1 058 g ( USGS Hazard App ) Mapped MCE ( T = 0.2-sec ) s, 0.383 g ( USGS Hazard App ) Mapped MCE ( T = 1.0-sec ) Sos 0 847 g ( USGS Hazard App ) Default Design ( T = 0.2-sec ) So, 0 383 g ( USGS Hazard App ) Default Design ( T = 1.0-sec ) BUILDING PERIOD: c, NIA (ASSUME ON PLATEAU) Approximate Period Coefficient X NIA (ASSUME ON PLATEAU) Approximate Period Exponent h" NIA ft Total Height of Structure T. -sec Approximate Fundamental Period T 0.200 sec (ASSUME ON PLATEAU) Design Building Period SEISMIC RESPONSE COEFFICIENT: Cs. peak rho R TL C s, peak C s. max C s.m1n c. SEISMIC MASS: DLROOF AreaROOF Steel Weight w BASE SHEAR: V So5 /(RII) { S01 / ( T ( R /I )) [T s TL] S01 TL/ ( T2 ( R I I )) [ T > TL ] MAX { 0.01 , 0.044 S05 I , 0.5 S, / ( R / I ) } 1 0 1 0 2.0 8 o sec 0.424 0.958 0.037 0.424 4 o psf 80 o sf (Non-bldg not s,m to bldg) ( Non-Essential Facility ) ( Inverted Pendulum type ) « CONTROLS Roof Seismic Weight Roof Area Peak Seismic Response Coefficient Max Seismic Response Coefficient Max Seismic Response Coefficient Min Seismic Response Coefficient Redundancy Factor Importance Factor Response Modification Factor Long-Period Transition Period Peak Seismic Response Coefficient Max Seismic Response Coefficient Min Seismic Response Coefficient Seismic Response Coefficient 0 8 kips 1.1 kips Total Steel Weight from RISA Model Total Seismic Weight ( = DLROOF•AreaROOF+Steel Weight) 0.5 kips = cs·w Degenkolb Engineers 225 Broadway, Suite 1325 San Diego. CA 92101·5013 Phone 619.515 0299 Date: 04103123 Section: [ ASCE 7-16, §11.4.1] [ASCE7-16,§11.4.1) [ASCE 7-16. § 11.4.4) I ASCE 7-16, § 11.4.4 J [ ASCE 7-16, Table 12.8-2) [ASCE 7-16, Table 12.8-2) [ ASCE 7-16, §12.8.2.1 I [ ASCE 7-16, Eq. 12.8-7] [ ASCE 7-16, §12.8.2) [ ASCE 7-16. Eq. 12.8-2] [ ASCE 7-16, Eq. 12.8-3] [ ASCE 7-16, Eq. 12.8-4) [ ASCE 7-16, Eq. 12.8-5&6] [ ASCE 7-16 12.3.4.1) [ASCE 7-16, §11.5.1 ] [ASCE 7-16. Table 15.4-2] [ ASCE 7-16, Fig. 22-12) I ASCE 7-16, Eq. 12.8-2 I I ASCE 7-16, Eq. 12.8-3) ( ASCE 7-16, Eq. 15.4-1 I [ ASCE 7-16. §12.8.1.1 I Page 79 of 91 • ~ Degenkolb Subject: MWFRS LONGITUDINAL WINO LOADS Job: Legoland -Secondary Canopy WIND LOADS ON BUILDINGS: MWFRS (DIRECTIONAL PROCEDURE) ASCE 7-16 Chapter 27 DESIGN PARAMETERS RC II EC C V 96 mph K., 0.85 K,. 1.00 K. 1.00 G 0.85 GCp, 0.00 (+/-) Open Building h 10 fl B 8 fl L 10 ft VELOCITY PRESSURE (AT ROOF MEAN HEIGHT) ¼ 900 ft a Kn Qn 9.5 1.08 21.66 psi = 0 00256 Kn Kzt K., K, V2 0 h/L 14.00 Linear Interpolation Between 7.5 and 15 1.00 EXTERNAL PRESSURE COEFFICIENT UB 1.25 CASE A CNW 1.25 Windward Roof C""-1.59 Leeward Roof CASE B c,....., -1.83 Windward Roof CNl 0.56 Leeward Roof DESIGN WINO PRESSURE Surface z K, q, [ft] I psfJ Wind-rd 20 1.08 21.7 Leeward 20 1.08 21.7 !Wind Pressure 34 psf Notes Job Number: C2878005 00 By: AS Checked B : Risk Category Exposure Category Basic Wind Speed Directionality Factor Topographic Factor Ground Elevation Factor Guest-effect Factor Internal Pressure Coefficient Mean Roof Height Horizontal dim normal to wind dIrectIon Honzontal dim. parallel to wind direction Terrain Exposure Constant Terrain Exposure Constant Velocity Pressure Coefficient Velocity Wind Pressure Roof Pressure Coeffiaent Roof Pressure Coefficient Roof Pressure Coefficient Roof Pressure Coefficient Design Pressure, p Case A CaseB CP w/ GCp1 (+) w/ GCp1 (·) I psi J I psf l 23.01 -33.69 29.27 10.31 Degenkolb Engineers 22S Broadway, Suitft I 12c; San D1f'gO. CA 9210l·S013 Phon, 619 515 0299 Date: 4/3/2023 Section: [ ASCE 7-16 Table 1.5-1] [ ASCE 7-16 § 26.7.3] [ ASCE 7-16 Fig 26.5-1A] [ ASCE 7-16 Table 26.6-1 ] I ASCE 7-16 § 26.B J [ ASCE 7-16 Table 26.9-1 ] [ASCE7-16§26.11) I ASCE 7-16 § 26.13] [ASCE7-16Table26.11-1) [ASCE 7-16 Table 26.11-1] [ ASCE 7-16 Table 29 10-1] [ ASCE 7-16 Eq. 26.10-1 ] [ ASCE 7-16 Figure 27.3-4] [ ASCE 7-16 Figure 27 3-4] [ ASCE 7-16 Figure 27 3-4] [ ASCE 7-16 Figure 27.3-4] 1 Table considers (2) cases of internal pressure Case A(+) is when all internal presure acts towards all internal surfaces Case B (·) is when all internal pressure acts away from internal surfaces 2 To determine overall lateral load. see Section 27 3.5 Must add Windward and Leeward wall areas Page 80 of 91 • ~ Degenkolb Degenkolb Engineers 225 Sroadwav. Suite 1325 San Otego, CA 92101-S0l3 Phone· 619 515 0299 Subject: Job: MWFRS -LONGITUDINAL WINO LOADS Job Number: Legoland By: Checked B : Diagrams L O.S L 0.SL O.S L C2878005 00 AS L 0.5 L c...., Date: 4/3/2023 Section: Wind Direction Wind ~NL D⇒n y•O' l · . l 77 /ll//l//7/II/II ,1I:,1111:,~,111,1 <= y C 180° Notation /_., = Hori,cmtaJ dimcnsmn of roof. mca~unxl in the t,long.wmd d1n...-ctmn. fl (m). //=Mean rnor hc1gh1. 11 (m) r ~ O1roctmn of wind. degree,, 0 m Angle of plane of roof from hon7onml. dcgnx,s Net Pressure Coefficient, C N Wind Olriedlon, , .. o· a....Wlrtdf'low 01,.,,uc,1.t Wind Flow -"-·" lo«ICIM c_ c,.. c.w c., 0 " I.:! OJ -0~ -•~ R I I Cl I I.I 0.6 7.5 " -{){, -I _, 0 -1.5 8 -1.4 o.u -l.7 --0.M I "i-• -~ --09 -1.l _, I -I ' _, 22., A -15 -1 () -1.5 8 -2.,, -0.l --l .1 -{►9 30 1\ -IR -1.~ ... , 5 -18 r, -n -05 -2J _, I l7.:\• A I.R 1.8 I~ I H 8 -2 4 -Ot, -12 -I I 4, A -1.(, -1.8 -I.I _, ~ II -2' -0 7 -•~ I 2 Notes W1nd Olrec"°"'~ 1-u,a· CINr Wind Raw Obs.-uctad Wind Flow CH c., c.w c"' 1.2 11.3 -0.5 -1.2 11 -01 -I. I 0.6 0.9 1.5 02 -1.2 1.b 0.3 0.M -U.J I l '" 04 -1 I -l 1,7 1.8 05 -1.0 2.l 0.7 I 1 0.0 1 1 2.1 Qt, -1.0 26 10 It, Ill l.l '' 07 0,9 2.7 I.I 19 03 2.2 2.5 O.M -0.9 2h 1.4 2 I 04 I . CH~· und C,vL denote ncl pre,surco (cu11InbuIi1>n< from lop an.J bt>Hnlll ,urfnce~J fur windward mu.I leeward hnlf of roof <urfoccs. respcc1,vely. l. C lear wind flow denot~ relatively unob,truct('(I wind ttow w1lh blockage le~, 1hnn -.,r ec.1ual 11.) 5Cl%. Ob~truclcd wind Oow deno1ei,. ob·ccis below roof inhibilin w111d !low >50% bloclul eJ J. For ,,all~ ofO betwec:n 7.5° und 45°. linear in,C'l"p(.)luLicm j,;; pcrminc:d. For vul11~ of Ole:,.~ than 7.5", u:-.c loa<l cc,c(ficicnts furn us m minu, 1-.1gnc;. ~1gm y pre,surc,-a..: 111~ ows. fin ow:ay tom e up ron ,ur acc. resr,c:c 1v¢ y. 5. All lond case, shown for ench nx,l nngle ,hall he invesIign1e<J. FIGURE 27.3-4 Mal" Wl"d Force Resisting Sya1em, Part 1 (0.25 S h/L S 1.0): Net Pre••ure Coefficient, CN, for Open Bulldl"g• with Monoslope Free Roofs, 0 S 45•, ·r wo•. 180") Page 81 of 91 .. ~ Degenkolb Subject: Legoland Entry Canopy Job: Legoland RISA MODEL Job Number: C2878005.00 By: AS Checked B : Degenkolb Engineers 225 Broadway, Suite 1325 San Diego, CA 92101-5013 Phone: 619.515.0299 Fax: 619.515.0298 Date: 01/17/2023 Section: All steel member self weight is included explicitly in the RISA model for dead and seismic loading. Superimposed dead, live, wind, and earthquake loads were applied as an area masses at the canopy roof area. Since the small canopy has a dead load of 4psf, the wind load will govern this design, which is 34psf. Seismic Loads: p = 1.0 EQ = p*0.424*W = 1.1 *0.424 *1.1 kips EQ-X: Distributed as an area load in the RISA Model EQ-Y: Distributed as area load in the RISA Model Wind Loads: Roof WL = 34 psf Dead Loads: _ l __ l , C8x11.5 DL = 4 psf Live Loads: I ------, • .------D LL= 5 psf LL I ~ ~ ~ X <X) (_) ( "' I q_ M W w en ~ S-202 14 S-811 TY p ALL LOADS ARE APPLIED AS AREA LOAD, SEE FOLLO\MNG RISA OUTPUTS __ _.__ ___ □ ) 0 C8x11.5 -- PH Page 82 of 91 11 I RISA 1-D_e...::.g_en_k_ol_b_E---'ng=--in_e_e_rs_~ AS C2878005.00 co X I.{') X I.{') Cf) Cf) I Legoland Entry Canopy SK-1 co X lO X lO (f) (f) I Apr 03, 2023 at 01 :17 PM 230331 mdl_Legoland Secon ... Page 83 of 91 4 PSF ONE WAY AREA LOAD FOR ROOF DEAD LOAD Loads. BLC 1, Dead IIIRISA 1-D_e_g_en_k_ol_b_E_ng_in_e_e_rs __ AS C2878005.00 Legoland Entry Canopy SK-2 <D X I.O X I.O Cf) Cf) I Apr 03, 2023 at 01 :18 PM 230331mdl_Legoland Secon ... Page 84 of 91 20 PSF ONE WAY AREA LOAD FOR ROOF DEAD LOAD Loads: LC 3, Roof Live II I RISA 1-D_e-=.g_en_k_ol_b_E_ng=--in_e_e_rs_------1 AS C2878005.00 Legoland Entry Canopy SK-2 co X II} X II} ff) ff) I Apr 04, 2023 at 10:58 AM 230331mdl_Legoland Secon ... Page 85 of 91 34 PSF ONE WAY AREA LOAD FOR WIND LOAD Loads: BLC 4, Wind 11 IRISA 1--D_e--=.g_en_k_ol_b_E_ng::....in_e_e_rs_-----l AS C2878005.00 Legoland Entry Canopy SK-4 (0 X lO X lO Cl) Cl) I Apr 03, 2023 at 01 :21 PM 230331mdl_Legoland Secon ... Page 86 of 91 ONE WAY AREA LOAD IN X-DIRECTION FOR SEISMIC Cs x DL = 0.424 (4 PSF) = 1.696 PSF Loads: BLC 5, Seismic-X IIIRISA t-D_e_g_e_nk_o_lb_E_n_g_in_ee_r_s ---1 AS C2878005.00 Legoland Entry Canopy SK-5 (0 X in X in Cl) Cl) I Apr 03, 2023 at 01 :22 PM 230331 mdl_ Legoland Secon ... Page 87 of 91 Loads: BLC 6, Seismic-Y ONE WAY AREA LOAD IN Y-DIRECTION FOR SEISMIC Cs x DL = 0.424 (4 PSF) = 1.696 PSF IIIRISA .... o_e_ge_n_ko_lb_E_n_g1_·ne_e_rs __ AS Legoland Entry Canopy C2878005.00 SK-6 (0 X "' X "' (j) (j) I Apr 03, 2023 at 01 :23 PM 230331mdl_Legoland Secon ... Page 88 of 91 Member Code Checks Displayed (Enveloped) II I RISA 1-D_e..::.g_en_k_ol_b_E_ng=--in_e_e_rs_----l AS C2878005.00 (0 X l() 0 ~ C'? (/) 0 CJ) I Legoland Entry Canopy ----- (0 X l() 0 ~M CJ) 0 CJ) I SK-3 Code Check (Env) No Cale > 1.0 .90-1.0 .75-.90 .50-. 75 ■ 0.-.50 Apr 04, 2023 at 11 :53 AM 230331 mdl_Legoland Secon ... Page 89 of 91 Deflection Check L = 8ft Allowable Deflection = 2U240 = (2 * 8' * 12)/240 = 0.8in Governing deflection is due to wind displacement: Govern DCR = 0. 75/0.8 = 0.94 OK ► {j,WL = 1.78" * 0.42 = .75" {j,E = 0.45" Results for LC 4, Wind(+) 11 I RISA f--D_e....c.g_en_k_ol_b_E_ng-'-in_e_e_rs_----l AS C2878005.00 Legoland Entry Canopy • SK-8 Apr 03, 2023 at 01 :28 PM 230331mdl_Legoland Secon ... Page 90 o 91 • ~ Degenkolb Degenkolb Engineers 225 Broadway, Su~e 1325 San Diego CA 92101-5013 Phone 619-51S-0299 Subject: Non-Constrained Pole Footing Canopy Job Number: C2878005.00 Date: 04/04/23 Job: Legoland By: AS Section: Checked B : This spreadsheet checks the required pole footing depth in accordance with the 2022 CBC for non-constained pole footings per 1807A.3.2.1 Demands from RISA Pfaxiall fkl Moment (k•tt1 Dead Roof Live Wind Seismic Load Combinations D+Lr D+.75Lr+.45W D + .7E D+.6W Maximums 2.8 I Use a depth of D = 5 ft Check Lateral Depth Required (non-constrained) Inputs: b = h= Passive pressure = S1 = P= Calculated: 2 10 700 466.6666667 482.0 (ft) (ft) (psf/ft) (psf) (lbs) 1---------'-A-'--=r----1-'-'."-2-ii 1 .__ _____ m_i_n_im_u_m_d_=_._ ______ 4_,,Heet DCR= 0.86i Check Skin Friction For Vertical Load Allowable Skin Friel = Diameter= Area = Depth considered = Pallow (skin) = End Bearing = End Area = Pallow (Bear) = OCR= 300 2.5 7,9 4.0 9.4 5000 psf ft sf / ft depth feet kips psf 4.9 SF 24.5 kips 0.30i 10202_Canopy Pote Fooling Calculations xlsx: Non.Constrained Condition 4.8 Torsion fk•tt1 -~ 0 FROM RISA MODEL (MAX ASD LOAD) Diameter of footing Point load acting at the centroid of the structure Passive pressure capacity (per geotech (350x2)) Allowable seismic bearing pressure (at a depth of 1/3 total depth -1 ft) Allowable Demand at top of post (M/h) 1807A.3.2.1 Nonconstrained. TI1c lollowiug fomn1l:1 :,;hall be w,cd in dc1crminmg the depth of cmbcdmcnt required 10 resist lillcrnl lo~1d(, where lateral constrainl is not provided at the ground surface. such as by a rigid floor or rigid ground ~urfacc pavement. and where lat- eral comannnt is not prnvich::d abovt• the ground sur- face. ,m:h a:-; hy a -.1ructural cliaphrngm. d = 05AI I + 11 + (4.36"/A)l'"I (Geotech Report) (total -1ft) (per Geotech) (Geotech Report) Check using Just skin fnct1on (Equation I IIA-1) Page 1 of 1 Page 91 of 91 00 TRIMAR ENGINEERING Project: Project address: Prepared for : GENERAL NOTES 1.) DESIGN CODE : 2022 CBC 2) DESIGN LOADS: ASCE 7-16 3.) WIND VELOCITY : 96 MPH 4.) ROOF LIVE LOAD : 5 PSF Structural Calculation Legoland Funtown Sail Shade One Legoland Drive Carlsbad, CA 92008 Stanford Sign & Awning 5.) PROVIDE PROTECTON AGAINST DISSIMILAR MATERIALS 6.) PROVIDE OPEN ENDS OF HOLLOW SECTIONS WITH FULLY WELDED CAP, CAP THICKNESS TO BE SIMILAR TO HOLLOW SECTION THICKNESS. 7.) IN CASE OF CONFLICT BETWEEN ARCHITECTURAUSHOP DRAWINGS & THIS CALCULATION SET ( INCLUDING ANCHOR CALCULATION DRAWINGS), THIS CALCULATION SET SHALL GOVERN. Prepared By: Cerenico G . Madrona, P .E., M.ASCE 7868 De Soto Ave. Canoga Park, CA 91304 W: 818-453-0394 C: 818-667-1279 Emai I: eco@tri marengi neeri ng. com ,_, > 1--0 2/2 7/2023 Job: Legoland Funtown Sail Shade One Legoland Drive, Carlsbad, CA 92008 GENERAL NOTES 1.) DESIGN CODE : 2022 CBC 2.) DESIGN LOADS: ASCE 7-16 3.) WIND VELOCITY : 96 MPH 4.) PROVIDE PROTECTON AGAINST DISSIMILAR MATERIALS 5.) ALL FABRICATIONS SHALL BE PERFORMED IN THE SHOP OF THE FABRICATOR APPROVED BY THE CITY OF SAN DIEGO DEVELOPMENT SERVICES 6.) THE SPECIAL INSPECTOR OF THE FABRICATIONS SHALL BE CERTIFIED BY THE CITY OF SAN DIEGO DEVELOPMENT SERVICES 7.) ALL WORK REQUIRED TO HAVE SPECIAL INSPECTIONS, TESTING AND STRUCTURAL OBSERVATIONS SHALL BE RECORDED IN A PROPERTY OWNER'S FINAL REPORT FORM AND MUST BE COMPLETED BY THE PROPERTY OWNER, PROPERTY OWNER'S AGENT OF RECORD, ARCHITECT OF RECORD, ENGINEER OF RECORD AND SUBMITTED TO SAN DIEGO INSPECTION SERVICES DIVISION. 8. ) SPECIAL INSPECTIONS REQUIRED BY THE BUILDING INSPECTOR SHALL BE IN ADDITION TO SPECIAL INSPECTIONS IDENTIFIED IN THE PLANS. 9. ) NOTICE TO THE APPLICANT/OWNER/OWNER'S AGENT/ARCHITECT or ENGINEER OF RECORD : By using this permitted construction drawings for construction/installation of the work specified herein, you agree to comply with the requirements of City of San Diego for special inspections, structural observations, construction material testing and off-site fabrication of building components, contained in the statement of special inspections and, as required by the California construction codes. 10.) NOTICE TO THE CONTRACTOR/BUILDER/INSTALLER/SUB-CONTRACTOR/OWNER-BUILDER: By using this permitted construction drawings for construction/installation of the work specified herein, you acknowledge and are aware of, the requirements contained in the statement of special inspections. You agree to comply with the requirements of City of San Diego for special inspections, structural observations, construction material testing and off-site fabrication of building components, contained in the statement of special inspections and, as required by the California construction codes. NOTICE TO THEAPPLICANT / OWNER / OWNER'S AGENT/ CONTRACTOR/ BUILDER/ INSTALLER/ SUB-CONTRACTOR/ OWNER-BUILDER / ARCHITECT OR ENGINEER OF RECORD : BY USING THIS PERMITTED CONSTRUCTION DRAWINGS FOR CONSTRUCTION / INSTALLATION OF THE WORK SPECIFIED HEREIN, YOU AGREE TO COMPLY WITH THE REQUIREMENTS OF THE CITY OF SAN DIEGO FOR SPECIAL ONSPECTIONS, STRUCTURAL OBSERVATIONS, MATERIAL TESTING AND OFF-SITE FABRICATION OF BUILDING COMPONENTS, CONTAINED IN THE STATEMENT OF SPECIAL INSPECTIONS AND / OR AS REQUIRED BY CURRENT CALIFORNIA CONSTRUCTION CODES. Pg. 2 Job: Legoland Funtown Sail Shade One Legoland Drive, Carlsbad, CA 92008 Design based on 2022 CBC, ASCE 7-16 Design Loads Dead Load, D: Element Weight (psQ Sail fabric = 0.10 psi I Roof Live Load, Lr= 5.00 psf Wind Design Data Risk Category ( See Stanford Sign & Awning drawings for structure details ) II Basic design wind speed (3 sec. gust wind) Exposure category (B, C or D) V 96 mph B Topographic factor Shade Mean roof height K,, = velocity pressure exposure coefficient evaluated at height, h,(Tab. 27.3-1) K. = wind directionality factor. (Tab. 26.6-1) Site Elevation K, = ground elevation factor. (Tab. 26.9-1) Velocity pressure, q, = 0.00256 K,, K,, K. K, V2 Gus! efect factor, G Enclosure classification : Open Building K,, Fig. 27,3-4, MWFRS • Part 1, Monos/ope Free Roofs , B :s 45', Y = o•, 180' SAIL ROOF LOAD c. Net Design Pressure SHADE ANGLE CASE OBSTRUCTED WIND FLOW p = qhGCN , (Ps~ e c.w C., Pw PL Pav11 S-1 10.1 • A -1.03 -1.5 -16.33 -23.78 -20.05 B -1.84 -0.73 -29.17 -11.57 -20.37 S-2 12.2 • A -1.06 -1 .5 -16.80 -23.78 -20.29 B -1.95 -0.67 .J0.91 -10.62 -20.77 S-3 12.8 • A -1.07 -1.5 -16.96 -23.78 -20.37 B -1.98 -0.66 -31.39 -10.46 -20.93 5.4 o· A -0.5 -1.2 .7.93 -19.02 -13.47 B -1.10 -0.6 -17.44 -9.51 -13.47 S-5 0. A -0.5 -1.2 -7.93 -19.02 -13.47 B -1,10 -0.6 -17.44 -9.51 -13.47 23.50 ft. 0.93 0.85 154.45 ft. 1 ~PSF 0,85 ~USE I HSEl HSEI ~usEl ~USEI Pg. 3 Job: Legoland Funtown Sail Shade One Legolaud Drive. Carlsbad, CA 92008 I COL -1 I COL.# BASE ELEV. 1 164.00' 2 164.00' 3 157 00' 4 157.00' 5 164.00' 6 164.50' 7 164.50' / / / / [DJ / / / I, S-3} ' ' ', 1~·/ -/ \ I I \ I I \,...,,, / / I / I / / L ~ <:,<5/ /~'o· \ I \ I \ I ' ' ' ' ~I /// I / I / / / \ '"' \cP l°'t, \. \ \ \ \ , __ -3) ( -1) \ \ \ \ -i"'s'l-:-25'..---\ , S-2) --,: 78.72' ---- ' '-'-' 1 \ ' -...... \ ',, " ss.0o-:--- ----~,---------- , ' " \ ',::-..:-.. \ ' ' \ ' ' \ ', ', \ ' ' \ ' ' \ ' ':-.. \ f"s-"sl '-..:~~} --\ \ __ , \ L..::..:..::... 'IJ'' \ ', ', ' ' ' ' ', ', ' ' ' ' ' ' ' ' ' ' ' ' I I I I I I I I I I ATTACHMENT I POINT ELEV., TYP. SAIL SHADE PLAN NTS COLUMN DESIGN SUMW\RY CABLE SIZES COI.Ur.tl# SHAPE GRADE FOOTING SIZE & DEP1H COL f 11oCOLl2,t3,Hlo M • Cable : 1 26" XS SlEEL PIPE, t= 0.50" Alil Gr. B, Fy = 35 Kai U-Dia. X 12'. 8" OEP'TH 1/T Ola. Type 30• IX 11 Staillen Steel W Ire Rope 2 14" SID SlEEL PIPE, I= 0.375" Ali3 Gr. B, Fy = 35 Kai 36" Dia. X 8"-2" DEPTH l 1'' SID SlEEL PIPE, I= 0.375" Alil Gr. B, Fy = 36 KIi 36" Dia. X 8' -2" DEPTH Rnt of Iha cablH : ' U" SID SlEEL PIPE, I =0.375" Ali3 Gr. B, Fy = 35 KIi 36"Dia. X 8' • 2" DEPTH 318" Die. Type 30• 7 X 19 Stalnlen SteetW 1,. Rope 5 14" SID SlEEL PIPE, I= 0.375" Alil Gr. B, Fy = J6 Kai 36" Dia. X 8'. 2" DEPTH • 1"' STD SlEEL PIPE, I= 0.J75" Alil Gr. B, Fy= J6 Kai 2'" Dia. X r.o-DEPTH 7 14" STD SlEEL PIPE, I= D.375" Alil Gr. 8, Fy= 35 Kai 2'" Dia. X T-0" DEPTH ( See Stanforn Sign & Awning drawings for structuredatall•) Pg.4 Job: Legoland Funtown Sail Shade One Legoland Drive, Carlsbad, CA 92008 PE "----' --:!e" XS STEEL Pl F C.'"\ 1•050" COLUMN, lYP t 1r MAX - ,__ (8) #4 VERTS SPA<:€O EOVAU.Y "3TIES 0 12'0C 3"CLEAR .. N MIN TEO --~PSI FG 18" MAX 7' -O" 6" I .. l--:-,._j COLUMN# 1 FOOTING ELEVATION NTS 14" STD STEEL PIPE t = 0 375" COLUMN, TYP l.-24· _j DIA. COLUMN# 6 & 7 FOOTING ELEVATION NTS 1r 8' r 21" ----c: F C '"\ f MAX - • Z' L -~ ~ a· ..._ 1'" STO STEEL Pl PE I • 0.375" OOLUUN, lYP. lo ,__(8 )#.tVERTS SPA<:€0 EOUAU.Y "3TIES 012'"0C 3"CLEAR 1--l'c• 4,000 PSI MIN ED 88~T . l--36__.J DIA COLUMN # 2 3 4 & 5 FOOTING ELEVAtlON NTS Pg. 5 l 21" ~ 1===:::::::=:.=::::::'.:::::::: ~=:;::=======::::; J ~J ~~ lL t FULLY WELDED CAP, TYP 1-1/2" DIA STD STEEL PIPE TYP COLUMN# 6 & #7 LIGHTS ON POLE DETAIL NTS l WEIGHT OF LIGHT = 19# EACH ! Job: Legoland Funtown Sail Shade Pg. 6 One Legoland Drive, Carlsbad, CA 92008 SAIL SHADE Attachment Point Forces Calculation Design Allowable Stress Design SAIL SHADE Loads, Psf Load Combinations : S-1 S-2 S-3 S-4 S-5 D= 0.10 Lr= 5.00 D+ Lr= 5.10 5.10 5.10 5.10 5.10 S= 0.00 D+ S = 0.10 0.10 0.10 0.10 0.10 S-1 W= -20.37 D+0.6W = -12.12 -12.36 -12.46 -7.98 -7.98 S-2 W= -20.77 D + 0.75(0.6W) + 0.75Lr = -5,32 -5.50 -5.50 -2.21 -2.21 S-3 W= -20.93 D + 0.75(0.6W) + 0.75S = -9.07 -9.25 -9.32 -5.96 -5.96 S-4 W= -13.47 D+0.75S = 0.10 0.10 0.10 0.10 0.10 S-5 W= -13.47 0.60 + 0.6W = -12.16 -12.40 -12.50 -8.02 -8.02 USE Max: -12.16 -12.40 -12.50 -8.02 -8.02 SHADE AREA 0.92'AREA (8% Open) (S.F.) S-1 1336 1229.1 S-2 1738 1599.0 S-3 1331 1224.5 S-4 644 592.5 S-5 538 495.0 SAIL SHADE S • 1 Attachment Point (AP) Forces Calculation COL No.: 1 COL No.: 1 S-1 Sail area ( ft2) = 1229.1 S-1 Sail area (ft')= 1229.1 Applied Load ( Lb ) = -12.16 X 1229.1 = -14949.09 Applied Load ( Lb ) = -12.16 X 1229.1 = -14949.09 Cable From COL# To COL# Cable From COL# To COL# 2&3 1 4&5 1 H (ft) 181 189 H (ft) 181 189 AH (ft) 8 AH (ft) 8 Cable Projected Length. L I 55.00 Ft Cable Projected Length. L I 55.00 Ft Sail Cable Projecled Perimeter = 168.00 Ft Sail Cable Projected Perimeter = 168.00 Ft W0, (Lb /Ft.)= -14949/ 168,0 = -88.98 W,. (Lb /Ft.)= -14949 / 168.0= -88.98 Length on Rake (ft) = 55.58 Length on Rake (ft) = 55.58 Theoretical Sag, h (ft) = 5.558 Theoretical Sag, h (ft) = 5.558 Catenary Analysis Catenary Analysis TrialC = 68.94 TrialC = 68.94 Calculated sag (ft) = 5.558 (Ok) Calculated sag (ft) = 5.558 (Ok) Arc Length, s (ft) = 61.80 Arc Length, s (ft) = 61.80 ( Y2 • Y1) I a= [ 2 sinh(xm • Xo) I a ] sinh ( t:J.x /a) ( y2-y,) /a= I 2 sinh(Xm • Xo) / a ] sinh ( t:,.x I a) Trial a = 33.78 Trial a = 33.78 ( Y2·Y1) I a = 0.237 ( y,-y,l / a = 0.237 2 sinh ( t:J.x /a) = 1.814 2sinh(t:J.x/a) = 1.814 (Xm· Xo) /a = 0.130 (Xm· X.,)/ a = 0.130 Calculated arc length, s = ( y2 -y1) / tanh I (xm -Xo) I a I Calculated arc length, s = ( y2 -y, ) / tanh I (Xm -Xo) /a] Calculated arc length, s = 61.80 (Ok) Calculated arc length, s = 61.80 (Ok) H = (w, )(a)= -3006 Lbs H = (w,) (a)= -3006 Lbs V= -2750 Lbs V= -2750 Lbs T= 4074 Lbs T= 4074 Lbs COL. No.: 1 Forces Summary AP to base = 25 Ft. Resultant V = .5499 Lb Resultant H = 4997 Lb Momeni al base, M = 124925 Ft-Lb Job: Legoland Funtown Sail Shade One Lcgoland Drive, Carlsbad, CA 92008 Pg. 7 COL No.: 2&3 COL No.: 2&3 S-1 Sail area rft2 l = 1229.1 S-1 Sail area (tr)= 1229.1 Applied Load ( Lb ) = -12.16x 1229.1 = -14949.09 Applied Load ( Lb ) = 012.16 X 1229.1 = -14949.09 Cable From COL# To COL# Cable From COL# To COL# 1 2&3 4&5 2&3 H (ft) 189 181 H (ft) 181 181 AH (ft ) 8 AH (ft) 0 Cable Projected Length, L I 55.00 Ft Cable Projected Length, L I 58.00 Ft Sail Cable Projected Perimeter= 168.00 Ft Sail Cable Projected Perimeter= 168.00 Ft W0, (Lb/Ft.) = -14949 / 168.0= -88.98 W0 . (Lb/Ft.) = -14949/ 168.0 = -88.98 Length on Rake (ft) = 55.58 Length on Rake (ft) = 58.00 Theoretical Sag, h (ft) = 5.558 Theoretical Sag, h (ft) = 5.800 Catenary Analysis Catenary Analysis Trial C = 68.94 TrialC = 73.45 Calculated sag (ft) = 5.558 (Ok) Calculated sag (ft) = 5.800 (Ok) Arc Length, s (ft) = 61.80 Arc Length, s (ft) = 64.22 ( Y2· Y1) /a= I 2 sinh(xm -Xo) / a ] sinh ( t,,x /a) s / 2 (ft) = 32.11 Trial a = 33.78 Length on Rake / 2 (ft) = 29.00 (YrY,) l a = 0.237 Trial a = 36.70 2 sinh ( t,,x /a) = 1.814 Calculated s / 2 (ft) = 32.11 (Ok) (Xm·Xo)i a = 0.130 Calculated arc length. s = ( y1 -y,) / tanh [ (xm -Xo) / a I Calculated arc length, s = 61.80 (Ok) H = (w0 ) (a)= -3006 Lbs H = (w0) (a)= -2580 Lbs V= -2750 Lbs V= -2857 Lbs T= 4074 Lbs T= 3850 Lbs COL. No. : 2 & 3 Forces Summary Resultant V = -5607 Lb Resultant H = 5012 Lb COL No.: 4&5 COL No.: 4&5 5-1 Sail area ( ft2) = 1229.1 S-1 Sail area (tr)= 1229.1 Applied Load ( Lb ) = -12.16 X 1229.1 = -14949.09 Applied Load ( Lb ) = 012.16 X 1229.1 = -14949.09 Cable From COL # To COL# Cable From COL # To COL# 1 4&5 2&3 4&5 H (ft) 189 181 H (ft ) 181 181 AH (ft) 8 AH (ft) 0 Cable Projected Length, L I 55.00 Ft Cable Projected Length, L I 58.00 Ft Sail Cable Projected Perimeter = 168.00 Ft Sail Cable Projected Perimeter= 168.00 Ft W0. ( Lb/ Ft.) = -14949 / 168.0= -88.98 W0, (Lb/Ft.) = -14949 / 168.0= -88.98 Length on Rake (ft) = 55.58 Length on Rake (ft) = 58.00 Theoretical Sag, h (ft) = 5.558 Theoretical Sag, h (ft) = 5.800 Catenary Analysis Catenary Analysis Trial C = 68.94 TrialC = 73.45 Calculated sag (ft) = 5.558 (Ok) Calculated sag (ft) = 5.800 (Ok) Arc Length, s (ft) = 61.80 Arc Length, s (ft) = 64.22 ( Y2· Y1) /a= I 2 sinh(xm -Xo) / a I sinh ( t,,x /a) s / 2 (ft) = 32.11 Trial a = 33.78 Length on Rake / 2 (ft) = 29.00 ( YrY, )I a = 0.237 Trial a = 36.70 2 sinh ( t,,x / a ) = 1.814 Calculated s I 2 (ft) = 32.11 (Ok) (Xm -Xo) / a = 0.130 Calculated arc length, s = ( y2 -y,) I tanh [ (Xm -Xo) / a I Calculated arc length, s = 61.80 (Ok) H = (w0 )(a)= -3006 Lbs H = (w0 )(a)= -2580 Lbs V= -2750 Lbs V= -2857 Lbs T= 4074 Lbs T= 3850 Lbs COL. No. : 4 & 5 Forces Summary Resultant V = -5607 Lb Resultant H = 5012 Lb Job: Legoland Funtown Sail Shade Pg. 8 One Legoland Drive, Carlsbad, CA 92008 SAIL SHADE S • 2 Attachment Point Forces Calculation COL. No.: 1 COL. No.: 1 S-2 Sail area r ft2 l = 1599.0 S-2 Sail area ( ft2) = 1599.0 Applied Load ( Lb ) = ·12.40 X 1599.0 = -19827.46 Applied Load ( Lb ) = -12.40 X 1599.0 = -19827.46 Cable From COL # To COL# Cable From COL# To COL# 2 1 3 1 H (ft) 188.25 187.25 H (ft) 177 187.25 IIH (ft) 1 IIH (ft) 10.25 Cable Projected Length, L I 85.930 Ft Cable Projected Length, L I 78.720 Ft Sail Cable Projected Perimeter = 214.04 Ft Sail Cable Projected Perimeter= 214.04 Ft W0. (Lb/Ft.)= -198271 214.0= -92.63 W0. (Lb/Ft.)= -198271 214.0= -92.63 Length on Rake (ft) = 85.94 Length on Rake (ft) = 79.38 Theoretical Sag, h (ft) = 8.594 Theoretical Sag, h (ft) = 7.938 Catenary Analysis Catenary Analysis Trial C = 108.80 Trial C = 98.88 Calculated sag (ft) = 8.594 (Ok) Calculated sag (ft) = 7.938 (Ok) Arc Length, s (ft) = 95.15 Arc Length, s (ft) = 88.19 ( y2-y,) I a= I 2 sinh(xm • Xo) I a I sinh ( t,.x /a) ( y2-y,) I a= J 2 sinh(xm • Xo) I a ] sinh ( t,.x I a) Trial a = 54.40 Trial a = 48.65 (YrY, )/a = 0.018 ( YrYd / a = 0.211 2 sinh ( t,.x I a ) = 1.749 2 sinh ( t,.x I a ) = 1.800 (Xm • Xo) I a = 0.011 (Xm • Xo) I a = 0.117 Calculated arc length, s = ( y1 • y,) / tanh I (Xm • Xo) I a I Calculated arc length, s = ( y2 • y1 ) I tanh ( (Xm • Xo) I a I Calculated arc length, s = 95.15 (Ok) Calculated arc length, s = 88.19 (Ok) H = (w,) (a)= .5039 Lbs H = (w,) (a)= .4507 Lbs V= -4407 Lbs V= -4085 Lbs T= 6695 Lbs T= 6082 Lbs COL. No.: 1 Forces Summary AP to base = 23 Ft. Resultant V = -8492 Lb Resultant H = 9200 Lb Moment at base, M = 213900 Ft· Lb COL. No.: 2 COL. No.: 2 S-2 Sail area ( ft' l = 1599.0 S-2 Sail area ( ft2) = 1599.0 Applied Load ( Lb ) = •12.40 X 1599.0 = -19827.46 Applied Load ( Lb ) = ·12.40 X 1599.0 = -19827.46 Cable From COL # To COL# Cable From COL# To COL# 1 2 3 2 H (ft) 187.25 188.25 H (ft) 177 188.25 IIH (ft) 1 IIH ( ft) 11.25 Cable Projected Length. L I 85.930 Ft Cable Projected Length, L I 49.390 Ft Sail Cable Projected Perimeter = 214.04 Ft Sail Cable Projected Perimeter = 214.04 Ft W0, (Lb /Ft.)= -19827 / 214.0= -92.63 W0. (Lb /Ft.)= -19827 / 214.0= -92.63 Length on Rake (ft) = 85.94 Length on Rake (ft) = 50.66 Theoretical Sag, h (ft) = 8.594 Theoretical Sag, h (ft) = 5.066 Catenary Analysis Catenary Analysis Trial C = 108.80 Trial C = 61.02 Calculated sag (ft) = 8.594 (Ok) Calculated sag (ft) = 5.066 (Ok) Arc Length, s (ft) = 95.15 Arc Length, s (ft) = 56.68 s / 2 (ft) = 47.58 ( Y2 • Y, ) I a= ( 2 sinh(xm • Xo) I a J sinh ( t,.x I a) Length on Rake / 2 (ft) = 42.97 Trial a = 29.05 Trial a = 54.37 ( Yr Yd I a = 0.387 Calculated s 12 (ft) = 47.53 (Ok) 2 sinh ( t,.x /a) = 1.912 (Xm • Xo) I a = 0.201 Calculated arc length, s = ( y2 -y, ) I tanh ( (xm • Xo) I a] Calculated arc length, s = 56.68 (Ok) H = (w,) (a)= -3980 Lbs H = (w,) (a)= -2691 Lbs V= -4407 Lbs V= -2625 Lbs T= 5939 Lbs T= 3760 Lbs COL. No.: 2 Forces Summary AP to base = Ft. Resultant V = -7033 Lb Resultant H = 6759 Lb Moment at base, M = 0 Ft -Lb Job: Legoland Funtown Sail Shade Pg. 9 One Lcgoland Drive, Carlsbad, CA 92008 COL. No.: 3 COL. No.: 3 S-2 Sail area t ff2 l = 1599.0 S-2 Sail area (tr) = 1599.0 Applied Load ( Lb ) = -12.40 X 1599.0 = -19827.46 Applied Load ( Lb ) = -12.40 X 1599.0 = -19827.46 Gable From COL# To COL# Cable From COL# To COL# 1 3 2 3 H (ft) 187.25 177 H (ft) 188.25 177 AH (ft) 10.25 AH (ft) 11.25 Cable Projected Length, L I 78.720 Ft Gable Projected Length, L I 49.390 Ft Sail Cable Projected Perimeter= 214.04 Ft Sail Cable Projected Perimeter= 214.04 Ft W0. (Lb/ Ft.) = -19827 / 214.0 = -92.63 W0 (Lb /Ft)= -19827 / 214.0= -92.63 Length on Rake (ff) = 79.38 Length on Rake (ff) = 50.66 Theoretical Sag, h (ff) = 7,938 Theoretical Sag, h (ft) = 5.066 Gatenary Analysis Catenary Analysis Trial C = 98.88 Trial C = 61.02 Calculated sag (ft) = 7.938 (Ok) Calculated sag (ff) = 5.066 (Ok) Arc Length, s (ft) = 88.19 Arc Length, s (ff) = 56.68 ( Y2· Y1) /a= I 2 sinh(xm -Xo) / a ] sinh ( /!.x I a) ( y2-y, )I a= (2 sinh(Xm ·Xo) / a ] sinh ( M./ a) Trial a = 48.65 Trial a = 29.05 ( Y2·Y1) / a = 0.211 (y,-y, )/a = 0.387 2 sinh ( t.x I a ) = 1.800 2 sinh ( 6X/ a) = 1.912 (Xm · Xo) I a = 0.117 (Xm -Xo) / a = 0.201 calculated arc length, s = ( y2 -y1 ) / tanh I (Xm -Xo) / a I Calculated arc length, s = ( y2 • y1 ) / tanh [ (xm -Xo) / a I Galculated arc length, s = 88.19 (Ok) Calculated arc length, s = 56.68 (Ok) H = (w0 ) (a)= .4507 Lbs H = (w0 )(a)= -2691 Lbs V= -4085 Lbs V= -2625 Lbs T= 6082 Lbs T= 3760 Lbs COL. No.: 3 Forces Summary AP to base = Ft. Resultant V = -6710 Lbs Resultant H = 5780 Lbs Moment at base, M = 0 Ft-Lb SAIL SHADE S • 3 Attachment Point Forces Calculation COL. No.: 1 COL. No.: 1 S-3 Sail area ( ff2) = 1224.52 S-3 Sail area ( ft2) = 1224.52 Applied Load ( Lb ) = -12.50 X 1225= -15300.8 Applied Load ( Lb ) = -12.50 X 1225 = -15300.8 Cable From COL# To COL# Cable From COL# To COL# 4 1 5 1 H (It) 177 187.25 H (ft) 188.25 187.25 AH (ft) 10.25 AH (ft) 1 Cable Projected Length, L I 78.720 Ft Gable Projected Length, L I 80.570 Ft Sail Cable Projected Perimeter = 198.21 Ft Sail Gable Projected Perimeter= 198.21 Ft W0_ (Lb/Ft.)= -15301 / 198.2= -77.19 W0. ( Lb / Ft.) = -15301 / 198.2 = -77.19 Length on Rake (ff) = 79.38 Length on Rake (ff) = 80.58 Theoretical Sag, h (ff) = 7.938 Theoretical Sag, h (ff) = 8.058 catenary Analysis Catenary Analysis Trial C = 98.88 TrialC = 102.02 Calculated sag (ff) = 7.938 (Ok) calculated sag (ft) = 8.058 (Ok) Arc Length, s (ft) = 88.19 Arc Length, s (ft) = 89.22 ( Y2· Y1) I a= I 2 sinh(xm -Xo) / a I sinh ( 6X I a) ( y,-y,) /a= I 2 sinh(Xm -Xo) / a I sinh ( 1'x /a) Trial a = 48.66 Trial a = 51.00 (fry,)/a = 0.211 ( Y,-y,) / a = 0.020 2 sinh ( t,x I a ) = 1.800 2 sinh ( 6X I a) = 1.749 (Xm· Xo )/ a = 0.117 (Xm • Xo) / a = 0.011 Galculated arc length, s = ( y2 • y,) I tanh I (Xm -Xo) / a I calculated arc length, s = ( y, -y,) I tanh ( (xm • Xo) /a] Calculated arc length, s = 88.19 (Ok) calculated arc length, s = 89,22 (Ok) H = (w0 )(a)= -3756 Lbs H = (w0 ) (a)= .3937 Lbs V= -3404 Lbs V= -3444 Lbs T= 5069 Lbs T= 5231 Lbs COL. No.: 1 Forces Summary AP to base = 23 Ft. Resultant V = -6847 Lbs Resultant H = 7511 Lb Moment at base. M = 174631 Ft -Lb Job: Lcgoland Funtown Sail Shade Pg. 10 One Legoland Drive, Carlsbad, CA 92008 COL. No.: 4 COL. No.: 4 S-3 Sail area r ft2 l = 1224.52 S-3 Sail area ( tr l = 1224.52 Applied Load ( Lb) = -12.50 X 1225 = -15300.8 Applied Load (Lb)= •12.50 X 1225= -15300.8 Cable From COL# To COL# Cable From COL# To COL# 1 4 5 4 H (ft) 187.25 177 H (ft) 188.25 177 AH (ft) 10.25 AH (ft) 11.25 Cable Projected Length, L I 78.720 Ft Cable Projected Length, L I 45.000 Ft Sail Cable Projected Perimeter= 198.21 Ft Sail Cable Projected Perimeter= 198.21 Ft Wo, (Lb/Ft.) = -15301 / 198.2 = -77.19 W0. (Lb /Ft.) = -15301 / 198.2 = -77.19 Length on Rake (ft) = 79.38 Length on Rake (ft) = 46.38 Theoretical Sag, h (ft) = 7.938 Theoretical Sag, h (ft) = 4.638 Catenary Analysis Catenary Analysis Trial C = 98.88 Trial C = 55.33 Calculated sag (ft) = 7.938 (Ok) Calculated sag (ft) = 4.638 (Ok) Arc Length, s (ft) = 88.19 Arc Length, s (ft) = 52.01 ( y2-y,) I a= [ 2 sinh(Xm • Xo) / a I sinh ( l'.X I a) ( y2-y,) I a= [ 2 sinh(xm • Xo) / a ] sinh ( l'.X I a) Trial a = 48.66 Trial a = 26.12 (Y,y,)/a = 0.211 ( Yr Yd / a = 0.431 2 sinh ( ax I a) = 1.800 2 sinh ( l'.X I a) = 1.944 (Xm • Xo) / a = 0.117 (Xm • Xo) / a = 0.220 Calculated arc length, s = ( y2 -y1) /lanh [ (xm -Xo) / a I Calculated arc length, s = ( y2 -y,) / tanh [ (Xm -Xo) / a I Calculated arc length. s = 88.19 (Ok) Calculated arc length, s = 52.01 (Ok) H = (w0 )(a)= -3756 Lbs H = (w0 ) (a)= -2016 Lbs V= -3404 Lbs V= -2007 Lbs T= 5069 Lbs T= 2845 Lbs COL No.: 4 Forces Summary AP to base = Ft. Resultant V = -5411 Lbs Resultant H = 4760 Lb Moment at base, M = 0 Ft-Lb COL. No.: 5 COL. No.: 5 S-3 Sail area /ft2) = 1224.52 S-3 Sail area (ft') = 1224.52 Applied Load ( Lb ) = •12.50 X 1225= -15300.8 Applied Load ( Lb ) = -12.50 X 1225 = -15300.8 Cable From COL# To COL# Cable From COL# To COL# 1 5 4 5 H (ft) 187.25 18825 H (ft) 177 188.25 AH (ft) 1 OH (ft) 11.25 Cable Projected Length, L I 80.570 Ft Cable Projected Length, L I 45.000 Ft Sail Cable Projected Perimeter = 198.21 Ft Sail Cable Projected Perimeter= 198.21 Ft W0, (Lb /Ft.)= -15301 / 198.2 = -77.19 W0. (Lb /Ft.)= -15301 / 198.2= -77.19 Length on Rake (ft) = 80.58 Length on Rake (ft) = 46.38 Theoretical Sag, h (ft) = 8.058 Theoretical Sag, h (ft) = 4.638 Catenary Analysis Catenary Analysis TrialC = 102.02 Trial C = 55.33 Calculated sag (ft) = 8.058 (Ok) Calculated sag (ft) = 4.638 (Ok) Arc Length, s (ft) = 89.22 Arc Length, s (ft) = 52.01 ( y2 -y1 ) /a= [ 2 sinh(xm -Xo) / a ] sinh ( l'.X I a) ( y2 -y,) I a= [ 2 sinh(xm -Xo) / a ] sinh ( l'.X I a) Trial a = 51.00 Trial a = 26.12 ( Y,-y,) / a = 0.020 (YrY, )/a = 0.431 2 sinh ( l'.X I a) = 1.749 2sinh(l'.X/a) = 1.944 (Xm • Xo) / a = 0.011 (Xm·Xo )/ a = 0.220 Calculated arc length, s = ( y2 -y, ) I tanh [ (xm • Xo) / a I Calculated arc length, s = ( y2 -y1 ) / tanh [ (xm -Xo ) / a I Calculated arc length, s = 89.22 (Ok) Calculated arc length, s = 52.01 (Ok) H = (w0 ) (a)= .3937 Lbs H = (w,) (a)= -2016 Lbs V= .3444 Lbs V= -2007 Lbs T= 5231 Lbs T= 2845 Lbs COL No.: 5 Forces Summary AP to base = Ft. Resultant V= -5451 Lbs Resultant H = 5072 Lb Moment at base, M = 0 Ft -Lb Job: Legoland Funtown Sail Shade One Lcgoland Drive, Carlsbad, CA 92008 Pg. 11 SAIL SHADE S • 4 Attachment Point Forces Calculation COL No.: 1 COL No.: 1 S-4 Sail area I ft2 ) = 592.48 S-4 Sail area ( ft') = 592.48 Applied Load ( Lb ) = •8.02 X 592.5 = -4754.6 Applied Load I Lb ) = 08.02 X 592.5 = -4754.6 Cable From COL# To COL# Cable From COL# To COL# 5 1 6 1 H (ft) 184.25 184.25 H (ft) 184.25 184.25 AH (ft ) 0 AH (f l) 0 Cable Projected Length, L I 80.570 Ft Cable Projected Length, L I 40.130 Ft Sail Cable Projected Perimeter= 170.33 Ft Sail Cable Projected Perimeter= 170.33 Ft Wo. (Lb/Ft.) = -4755 / 170.3= -27.91 W0. ( Lb I Ft.) = -4755/ 170.3= -27.91 Length on Rake (ft) = 80.57 Length on Rake (ft) = 40.13 Theoretical Sag, h (ft) = 8.057 Theoretical Sag, h (ft) = 4.013 Catenary Analysis Catenary Analysis TrialC = 102.03 TrialC = 50.82 Calculated sag (ft) = 8.057 (Ok) Calculated sag (ft) = 4.013 (Ok) Arc Length, s (ft) = 89.21 Arc Length, s (ft) = 44.43 s 12 (ft) = 44.60 s / 2 (ft) = 22.22 Length on Rake / 2 (ft) = 40.29 Length on Rake 12 (ft) = 20.07 Trial a = 51.03 Trial a = 25.37 Calculated s I 2 (ft) = 44.60 (Ok) Calculated s / 2 (ft) = 22.22 (Ok) H = (w,) (a)= -1125 Lbs H = (w, )(a)= -560 Lbs V= -1245 Lbs V= -620 Lbs T= 1678 Lbs T= 836 Lbs COL. No.: 1 Forces Summary AP to base = 20 Ft. Resultanl V= -1865 Lbs Resultant H = 1653 Lb Moment at base, M = 33473 Ft-Lb COL No.: 5 COL No.: 5 S-4 Sail area ( ft2) = 592.48 S-4 Sail area ( tt2) = 592.48 Applied Load ( Lb ) = -8.02 X 592.5 = -4754.6 Applied Load ( Lb ) = 08.02 X 592.5 = -4754.6 Cable From COL # To COL# Cable From COL# To COL# 1 5 6 5 H (fl ) 184.25 184.25 H (fl) 184.25 184.25 AH (fl) 0 AH (ft) 0 Cable Projected Length, L I 80.570 Ft Cable Projected Length, L I 49.630 Ft Sail Cable Projected Perimeter = 170.33 Ft Sail Cable Projected Perimeter= 170.33 Ft W0. (Lb/Ft.) = -47551 170.3= -27.91 Wo. ( Lb I Ft.) = -4755/ 170.3= -27.91 Length on Rake (ft) = 80.57 Length on Rake (ft) = 49.63 Theoretical Sag, h (ft) = 8.057 Theoretical Sag, h (ft) = 4.963 Catenary Analysis Catenary Analysis Trial C = 102.03 Trial C = 62.85 Calculated sag (ft) = 8.057 (Ok) Calculated sag (ft) = 4.963 (Ok) Arc Length, s (ft) = 89.21 Arc Length, s (ft) = 54.95 s / 2 (ft) = 44.60 s / 2 (ft) = 27.48 Length on Rake I 2 (ft) = 40.29 Length on Rake I 2 (ft) = 24.82 Trial a = 51.03 Trial a = 31.42 Calculated s I 2 (ft) = 44.60 (Ok) Calculated s 12 (ft) = 27.48 (Ok) H = (w,) (a)= -1125 Lbs H = (w,)(a) = -693 Lbs V= -1245 Lbs V= -767 Lbs T= 1678 Lbs T= 1033 Lbs COL. No.: 5 Forces Summary AP to base = Ft. Resultant V = -2012 Lbs Resultant H = 1795 Lb Moment at base, M = 0 Ft-Lb Job: Lcgoland Funtown Sail Shade Pg.12 One Legoland Drive, Carlsbad, CA 92008 COL No.: 6 COL No.: 6 S-4 Sail area ( ft2 ) = 592.48 S-4 Sail area ( tt2) = 592.48 Applied Load ( Lb ) = -8.02x 592.5 = -4754.6 Applied Load ( Lb ) = -8.02 X 592.5 = -4754.6 Cable From COL # To COL# Cable From COL # To COL# 1 6 5 6 H (fl) 184.25 184.25 H (fl) 184.25 184.25 AH (fl ) 0 AH (ft) 0 Cable Projected Length, L I 40,130 Fl Cable Projected Length, L I 49.630 Fl Sail Cable Projected Perimeter = 170.33 Ft Sail Cable Projected Perimeter= 170.33 Ft Wo,(Lb /Fl.)= -4755/ 170.3 = -27.91 Wo, (Lb / Fl.) = -4755 / 170.3 = -27 91 Length on Rake (ft) = 40.13 Length on Rake (ft) = 49.63 Theoretical Sag, h (It) = 4.013 Theoretical Sag, h (ft) = 4.963 Catenary Analysis Catenary Analysis TrialC = 50.82 Trial C = 62.85 Calculated sag (ft) = 4.013 (Ok) Calculated sag (ft) = 4,963 (Ok) Arc Length, s (ft) = 44.43 Arc Length, s (ft) = 54.95 s / 2 (ft) = 22.22 s / 2 (ft) = 27.48 Length on Rake / 2 (ft) = 20.07 Length on Rake / 2 (ft) = 24.82 Trial a = 25.37 Trial a = 31.42 Calculated s I 2 (ft) = 22.22 (Ok) Calculated s I 2 (ft) = 27.48 (Ok) H = (w, )(a)= -560 Lbs H = (w,) (a)= -693 Lbs V= -620 Lbs V= -767 Lbs T= 836 Lbs T= 1033 Lbs Resultant V = -1253 Lbs Resultant H = 1653 Lb Moment at base, M = 0 Fl -Lb SAIL SHADE S -5 Attachment Point Forces Calculation COL No.: 1 COL No.: 1 S-5 Sail area ( ft2) = 494.96 S-5 Sail area ( tt2) = 494.96 Applied Load ( Lb ) = -8.02x 494,96 = -3972.0 Applied Load ( Lb ) = -8.02 X 494.96= -3972.0 Cable From COL # To COL# Cable From COL# To COL# 2 1 7 1 H (fl) 184.25 184.25 H (fl) 184.25 184.25 AH (fl) 0 AH (ft) 0 Cable Projected Length, L I 85.930 Ft Cable Projected Length, L I 38.880 Ft Sail Cable Projected Perimeter= 177.64 Ft Sail Cable Projected Perimeter = 177.64 Fl W0, ( Lb/ Ft.) = -3972/ 177,6= -22.36 Wo. ( Lb/ Fl.) = -3972 / 177.6 = -22.36 Length on Rake (It) = 85.93 Length on Rake (ft) = 38.88 Theoretical Sag, h (ft) = 8.593 Theoretical Sag, h (ft) = 3.888 Catenary Analysis Catenary Analysis TrialC = 108.82 TrialC = 49.24 Calculated sag (ft) = 8.593 (Ok) Calculated sag (ft) = 3.888 (Ok) Arc Length, s (It) = 95.14 Arc Length, s (It) = 43.05 s / 2 (ft) = 47.57 s I 2 (ft) = 21.52 Length on Rake / 2 (ft) = 42.97 Length on Rake / 2 (It) = 19.44 Trial a = 54.43 Trial a = 24.65 Calculated s / 2 (ft) = 47.57 (Ok) Calculated s / 2 (ft) = 21.52 (Ok) H = (w,) (a)= -961 Lbs H = (w,) (a)= -435 Lbs V= -1064 Lbs V= -481 Lbs T= 1433 Lbs T= 649 Lbs COL. No.: 1 Forces Summary AP to base = 20 Fl. Resultant V = -1545 Lbs Resultant H = 1379 Lb Moment at base, M = 27925 Ft-Lb Job: Legoland Funtown Sail Shade One Legoland Drive, Carlsbad, CA 92008 Pg. 13 COL. No.: 2 COL. No.: 2 S-5 Sail area ( ft2) = 494.96 S-5 Sail area ( ft2J = 494.96 Applied Load ( Lb ) = -8.021 494.96= -3972.0 Applied Load ( Lb ) = -8.021 494.96 = -3972.0 Cable From COL# To COL# Cable From COL# To COL# 1 2 7 2 H ( f I) 184.25 184.25 H (ft) 184.25 184.25 llH ( f I) 0 llH (ft) 0 Cable Projected Length, L I 85.930 Ft Cable Projected Length, L I 52.830 Ft Sail Cable Projected Perimeter = 177.64 Ft Sail Cable Projected Perimeter = 177.64 Ft W,. (Lb/Ft.) = -3972/ 177.6 = -22.36 W0, ( Lb/ Ft.) = -3972/ 177.6 = -22.36 Length on Rake (ft) = 85.93 Length on Rake (ft) = 52.83 Theoretical Sag, h (ft) = 8.593 Theoretical Sag, h (ft) = 5.283 Catenary Analysis Catenary Analysis TrialC = 108.82 Trial C = 66.90 Calculated sag (ft) = 8.593 (Ok) Calculated sag (ft) = 5.283 (Ok) Arc Lenglh, s (ft) = 95.14 Arc Length, s (ft) = 58.49 s 12 (ft) = 47.57 s / 2 (ft) = 29.25 Lenglh on Rake/ 2 (ft) = 42.97 Length on Rake / 2 (ft) = 26.42 Trial a = 54.43 Trial a = 33.45 Calculated s / 2 (ft) = 47.57 (Ok) Calculated s / 2 (ft) = 29.25 (Ok) H = (w0) (a)= -961 Lbs H = (w0) (a)= -591 Lbs V= -1064 Lbs V= -654 Lbs T= 1433 Lbs T= 881 Lbs COL. No.: 2 Forces Summary AP to base = Ft. Resultant V = -1718 Lbs Resultant H = 1541 Lb Moment at base, M = 0 Ft-Lb COL. No.: 7 COL. No.: 7 5-5 Sail area ( ft2) = 494.96 5-5 Sail area (tr)= 494.96 Applied Load ( Lb ) = -8.021 494.96 = -3972.0 Applied Load ( Lb ) = -8.021 494.96 • -3972.0 Cable From COL# To COL# Cable From COL # To COL# 1 7 2 7 H (ft) 184.25 184.25 H (ft) 184.25 184.25 llH (ft) 0 llH (ft) 0 Cable Projected Length, L I 38.880 Ft Cable Projected Length, L I 52.830 Ft Sail Cable Projected Perimeter = 177.64 Ft Sail Cable Projected Perimeter = 177.64 Ft W0,(Lb/Ft.) = -39721 177.6 = -22.36 W0, (Lb /Ft.)= -39721 177.6 = -22.36 Length on Rake (ft) = 38.88 Length on Rake (ft) = 52.83 Theoretical Sag, h (ft) = 3.888 Theoretical Sag, h (ft) = 5.283 Catenary Analysis Catenary Analysis Triarc = 49.24 Trial C = 66.90 Calculated sag (ft) = 3.888 (Ok) Calculated sag (ft) = 5.283 (Ok) Arc Length, s (ft) = 43.05 Arc Length, s (ft) = 58.49 s / 2 (ft) = 21.52 s 12 (ft) = 29.25 Length on Rake I 2 (ft) = 19.44 Length on Rake I 2 (ft) = 26.42 Trial a = 24.65 Trial a = 33.45 Calculated s / 2 (ft) = 21.52 (Ok) Calculated s I 2 (ft) = 29.25 (Ok) H = (w0 )(a) = .435 Lbs H = (w0) (a)= -591 Lbs V= -481 Lbs V= -654 Lbs T= 649 Lbs T= 881 Lbs COL. No.: 7 Forces Summary AP to base = Ft. Resultant V = -1135 Lbs Resultant H = 421 Lb Moment at base, M = 0 Ft -Lb Job: Legoland Funtown Sail Shade Pg. 14 One Legoland Drive, Carlsbad, CA 92008 Design of Cable ( For cable from COL # 1 to COL #2, #3, #4 & #5) S, = Max. Cable Axial tension = 6695 Lb Try : 1/2" Dia. Type 304 6 X 19 Stainless Steel Wire Rope Sm1n = Breaking Strength = 22800 Lbs (Fed.Spec. RR-W-410D) Allowable strength, s, = ( s'"'" X N,) / o or S, = ( S'"'" X N, ) /0 ( §3.3.1 ASCE/SEI 19-16) Where: N,= 1 N,= 0.75 O= 2.2 S,= 7773 Lbs > 6695 (Ok) USE : 1/2" Dia. Type 304 6 X 19 Stainless Steel Wire Rope with Approved Connection accessories Design of Cable ( For the rest of the cables ) s = . Max. Cable Axial tension = 4074 Lb Try : 3/8" Dia. Type 304 7 X 19 Stainless Steel Wire Rope Smin = Breaking Strength = 12000 Lbs (Fed.Spec. RR-W-410D) Allowable strength, S, = ( Smin X N, ) / o or S,= (Smin X N,)/O ( §3.3.1 ASCE/SEI 19-16) Where : N,= 1 N,= 0.75 O= 2.2 S,= 4091 Lbs > 4074 (Ok) USE : 3/8" Dia. Type 304 7 X 19 Stainless Steel Wire Rope with Approved Connection accessories Job: Legoland Funtown Sail Shade Pg. 15 One Legoland Drive, Carlsbad, CA 92008 Design of Column # 1 Forces Summary ( Shade S -1 to 5 ; ASD Loads ) SHADE V H' (Lb) M (Ft•lb) ( • vecl°' sum ) S-1 .5499 4997 124925 S-2 -8492 9200 213900 5 .3 ·6847 7511 174631 5 .4 ·1865 1653 33473 S-5 •1545 1379 27925 Total= ·24249 Tot.I•= 19112 Tot.I'= 449141 Try : PIPE 24XS Fy= 35 Ksi Geometric properties : OD = 24.00 in Norn.I= 0.500 in. Design t = 0.465 in. Wt = 126.00 pit A= 33.30 in•2 Z= 294 in•J S= 192 in•3 r= 8.33 D/t= 51.6 Limiting D / t = 0.07E / Fy = 58.00 Dlt= 51.60 < 58.0 Therefore section is compact. Check Flexural capacity: Required Moment capacity , M= 449141 Lt>-Ft = 5389.7 kip-in Mp= Fy ZX = 35 X 294.00 = 10290 kip-in = Mn Available flexural strength = Mn/O0 o •• 1.67 Available flexural strength = 6161.7 kip-In > 5389.7 kip-in (Ok) Check Axial Load capacity: Column Axial Loa:l = Required Axial Strength, Pr = 24249 Lbs= 24.249 kips K= 2.0 L= 300 in KUr= 72 4.71-./(E I Fy) = 135.6 KUr< 135.6 Therefore Fer= [ 0.658•(F,IF,) IF, Fe = TT' E / (KUr)2 = 55.21 Fer= 35.00 ksi P,=F0 A,= 35.00 X 33.3 = 1165.50 P, / o = 697.90 kips > 24.249 kips (Ok) Pr/ Pc= 0.035 < 0.20 Interaction = Pr/ 2Pc + ( Mr / Mc ) s 1 0 = 0.89 < 1.0 (Ok) USE: PIPE 24 XS Fy = 35 Ksi USE SAME SIZE FOR ALL OTHER COLUMNS Design of COL. #1 Concrete Footing ( Nonconstrained ) Design Lateral Force, P = 19112 Lbs Distance from ground surface lo point of application of "P", h=M/H = 25.00 Fl Required Depth of Embedment, d = 0.5 A { 1 + ,J [ 1+( 4.36 h / A ) I} Fooling Diameter, b = 4.00 Ft Soil Pressure = 350 PSF/FT (Per NOVA Services Soils Report# 2022146) S,= 350 • 2 '( 12.00 /3) S,= 2800.00 PSF A = 2.34 P / ( S1 b ) A = ( 2.34 • 19112) / ( 2800 ' 4.00 ) = 399 Ft Embedment Depth = ( 0.5 • 4 ) • ( 1 + ( SQRT ( 1+{ 4.36 ' 25.0 /3.99) )) ) Embedment Depth = 12.62 Ft USE : 48 N Dia. X 12' -8" Depth, Min. 4,000 psi Concrete Footing USE : for the rest of the Columns Job: Legoland Funtown Sail Shade Pg.16 One Legoland Drive, Carlsbad, CA 92008 Design of Column # 3 Forces Summary ( Shade S-1, 2 & 6; ASD Loads) SHADE V H' (Lb) M (Ft-Lb) ( • vector sum) S-1 -2803 2506 50120 S-2 -6710 5780 115600 Total • -9514 Total '= 7178 Total'= 81836 Try: PIPE 14STD Fy = 35 Ksi Geometric properties : OD = 14.00 in. Norn. t= 0.375 in. Design t = 0.349 in. Wt = 54.60 pit A= 15.00 in•2 Z= 65.2 in•3 S= 50 in•3 r= 4.83 D/I= 40.1 Limiting D / t = 0.07E I Fy = 58.00 DN = 40.10 < 58.0 Therefore section is compact. Check Flexural capacity: Required Moment capacity , M= 81836 Lb-Ft = 982.0 kip-in Mp= Fy Zx = 35 X 65.20 = 2282 kip-in =Mn Available flexural strength = Mn/O0 Oo, 1.67 Available flexural strength = 1366.5 kip-in > 982.0 kip-in (Ok) Check Axial Load capacity: Column Axial Load = Required Axial Strength, Pr = -9514 lbs= -9.514 kips K= 2.0 l= 108 in KUr= 45 4.71 ✓(E / Fy) = 135.6 KUr< 135.6 Therefore Fer= [ 0.658•(F,IF,J IF, Fe =n'Et(KU1')2= 143.11 Fer= 35.00 ksi P,=F~A,= 35.00 X 15.0 = 525.00 P,/O= 314.37 kips > -9.514 kips (Ok) Pr I Pc = -0.030 <0.20 Interaction = Pr / 2Pc + ( Mr/ Mc) s 1.0 = 0.70 < 1.0 (Ok) USE : PIPE 14 STD Fy = 35 Ksi USE SAME SIZE FOR COLUMNS #2, #4 & #5 Design of COL. #3 Concrete Footing ( Nonconstrained ) Design Lateral Force, P = 7178 Lbs Distance from ground surface to point of application of 'P', hsM/H = 12.90 Fl Required Depth of Embedrnent, d = 0.5 A { 1 + ✓ [ 1 +( 4.36 h / A J)} Footing Diameter, b = 3.00 Ft Soil Pressure = 350 PSF/FT (Per NOVA Services Soils Report# 2022146) s,= 350 " 2 • ( 8.10 / 3) S,= 1890.00 PSF A= 2.34P /(S1 b) A= ( 2.34 • 7178) / ( 1890 • 3.00) = 2.96 Ft Embedment Depth = ( 0.5 • 3) • ( 1 + ( SORT ( 1+( 4.36 • 12.9 /2.96)))) Embedment Depth = 8.10 Ft USE : 36 " Dia. x 8' • 2" Depth, Min. 4,000 psi Concrete Footing USE : for Columns #2, #4 & #5 Job: Legoland Funtown Sail Shade Pg. 17 One Legoland Drive, Carlsbad, CA 92008 Design of Column# 6 Forces Summary ( Shade S • 1, 2 & 6 ; ASD Loads ) SHADE I V I H' (Lb) I M (Ft-Lb) ( • vector sum ) S-5 I -1253 I 1653 I 32647 Try : PIPE 14STD Fy = 35 Ksi Geometric properties : OD= 14.00 in. Norn. t= 0.375 in. Design t = 0.349 in. WI = 54.60 pit A= 15.00 in'2 Z= 65.2 in'3 S= 50 in'3 r = 4.83 Dlt = 40.1 Limiting D It = 0.07E I Fy = 58.00 Dlt = 40.10<580 Therefore section is compact. Check Flexural capacHy: Required Moment capacity , M= 32647 Lb-Ft = 391.8 kip-in Mp= Fy 7.x = 35x 65.20 = 2282 kip-in = Mn Available flexural strength = Mn/Ob Ob• 1.67 Available flexural strength = 1366.5 kip-in > 391.8 kip-in (Ok) Check Axial Load capacity: Column Axial Load = Required Axial Strength, Pr = -1253 Lbs= -1.253 kips K= 2.0 L= 108 in KUr= 45 4.71✓(E I Fy) = 135.6 KUr< 135.6 Therefore Fer= [ 0.658'(FyiF,)) Fy Fe = TT2 E / (KUr)2 = 143.11 Fer= 35.00 ksi P,=F,,A,= 35.00 X 15.0= 525.00 P, / o = 314.37 kips > -1.253 kips (Ok) Pr / Pc= -0.004 < 0.20 Interaction = Pr/ 2Pc + ( Mr/ Mc ) s 1.0 = 0.28 < 1.0 (Ok) USE : PIPE 14 STD Fy = 35 Ksi USE SAME SIZE FOR COL# 7 Design of COL. #6 Concrete Footing ( Nonconstrained ) Design Lateral Force, P = 1653 Lbs Distance from ground surface to point of application of "P", h=M/H = 21.25 Ft. Required Depth of Embedment, d = 0.5 A { 1 + ✓ [ 1 +( 4.36 h I A)]) Footing Diameter, b = 2.00 Ft Seil Pressure = 350 PSF/FT (Per NOVA Services Seils Report# 2022146) S,= 350' 2 ' ( 6.24 / 3) S,= 1456.00 PSF A= 2.34 P / ( S1 b) A = ( 2.34 • 1653) / ( 1456 • 2.00 ) = 1.33 Ft Embedment Depth = ( 0.5 • 1 ) • ( 1 + ( SQRT ( 1+( 4.36 • 21.3 / 1.33) )) ) Embedment Depth = 6.25 Ft USE : 24 " Dia. x 7'. O" Depth, Min. 4,000 psi Concrete Footing USE : for Column# 7 A&A ENGINEERING CIVIL• STRUCTURAL Tel: 419-292-198.l 6036 Rcnai.u ancc Place Toledo, Ohio 4J62J CITY J: ProIect Title LEGOLAND Fun Town ProIect Location 1 Lego land Dr., Carlsbad, CA 92008 A&A Client Complex Steel Buildings Entity Color Legend TS25251.«iAO TS252514GA01'O DUMMY■ OS1514GA■ TS252514GA014■ TS202012GA■ 1S22221.«iA ■ Oehoult Plote Coio<O Oefouh Solid Colo<■ Pro1ect" 437-23-0383 Done>Check by J.M./ O.A. Dated 3/17/2023 DATE EXPIRES: 12/31/2024 DATE SIGNED: 03/17/2023 Omar Abu-Yasein DigitaNys,gMd byOmat Abu-Y•setn Date: 2023.03.17 16:28:42 -04'00' Page: 1 of 25 ·~ A&A ENGINEERING CIVIL· ST~UCTURAL Tel: 419-292-19&3 Index to Contents Calculations Summary Section I Design Summary II Gravity Load Summary Ill Wind Load Summary IV Seismic Load Summary 6036 RcnaiHa.nCC Pl.ace Tol~do. Ohio 43623 V Roof Diaphragm, Collector & Chord Forces VI Governing Lateral Forces VII Roof Sheathing Checks VIII Framing Members Material Properties IX Self Drilling Sa-ew, Fastener Capacities X Shear Wall Checks XI Diagonal (Z) Brace Checks XII Story Drift Checks : Seismic XIII Story Drift Checks : Wind XIV Gravity Deflection XV STAAD.Pro Finte Element Analysis (FEA) results summary: XVI Base Connection Checks Pro1ect Title LEGOLAND Fun Town Pro1ect Locabon. 1 Lego land Dr., Carlsbad, CA 92008 A&A Client Complex Steel Buildings 3 4 5 8 10 12 13 14 15 16 17 19 19 19 20 21 Foundation Design Section I Foundation Reactions II Foundation Type : Cona-ete Tum-Down Footing+ Slab on Grade Anchorage Design Section I Cona-ete Anchorage Design Appendices Section STAAD finite element output: Metal Sheathing UES ER 0550 Strata specification: ASCE Hazards Report Pro1ec1 # 437-23-0383 Done Check by J.M./ O.A. Dated 3/17/2023 22 23 A1-A2 so 1-17 MS1 -4 H 1 -3 DATE EXPIRES: 12/31/2024 DATE SIGNED: 03/17/2023 Page: 2 of 25 ~~ I Design Summary Structure Information Frame Vv'idth (Transverse): Base Rail length (longitudinal): Eave or leg Height: RoofType: Roof Pitch ( RP/ 12): Ridge height: _ A&A ENGINEERING CIVIL· STRUCTURAL Tc~ 419 -292°19&3 6036 RcnaJnJ'.nce Place Toledo, Ohio 4.162J Individual Building Square Footage: Total Square Footage: No. of Gravity Frames: Design Criteria Prevailing Code: Use Group: Risk Category: ASCE Standard followed: Building Construction Type: load Combinations: Allowable Strength Design (ASD) Strength: a. D + (!.,or S) b. D +0.6W c. D + 0.7Ev + 0.7 EH) d. D +0.75 (L,orS)+0.75 (0.6W) e. 0.60 +0.6W f. 0.6O-0.7Ev +0.7 EH Service: D +0.SL, +W. w. is based on 10-year M.R.I. wind speed. Pro1ect Title lEGOlAND Fun Town ProJect Locabon 1 legoland Dr., Carlsbad, CA 92008 A&A Client Complex Steel Buildings Main Building Wb= 7.8333333 l b = 29 SIDE WALL LEFT RIGHT Hb = 9 11 Monoslope Rp= 3.1 Hr = 11.00 227 227 8 CBC 2022 IBC 2021 u II 7-16 V-B Proiec•" 437-23-0383 Done Check by J.M./ O.A. Dated 3/17/2023 112 ft tt2 tt2 Page: 3 of 25 ~~.> A&A ENGINEERING CIVIL · STRUCTURAL Tel: 419-292-1983 6036 Rcnaina"" Place Toledo, Ohio 43623 II Gravity Load Summary Dead Loads Individual Self Framing Weight (auto-calc from F.E.M.) Roof Collateral Dead Load (super imposed). Total Dead Load Total Weight (indudes all super-imposed loads) Live Loads Roof Live Load: Snow Loads Design (Rated) Ground Snow Load: Importance Factor: Thermal Factor: Exposure Factor: Slope Factor: Flat Roof Snow Load (ASCE Eq 7.3-1): Sloped Roof Load (ASCE Eq 7.4-1): Minimum Roof Snow Load: Design Snow Load: Pro1ect Title LEGOLAND Fun Town ProIect Location 1 Legoland Dr., Carlsbad, CA 92008 A&A Client. Complex Steel Buildings Main Building wt= 2.65 d, = 4 25 D= 15 93 Iwt= 3.619 I.,= 20.0 p = g 0.0 I = $ 1.0 C,= 1.2 C,= 1.0 C,= 1.0 P1= 0.7. C,. C,.I,. P, = 0.0 P,=C, 'P1= 0.0 Pm=I,'P9= 0.0 S = max( P1, P,, P.,) = 0.0 Pro1ec1 " 437-23-0383 Done Check by J.M./ O.A. Da1ect 3/17/2023 KP psf Ref Cover Sheet of Plans OS~ Ref 'Static Check' Table in ,.p Appendices psf psi ASCE 1.5-2 ASCE 7.3-2 ASCE 7.3-1 ASCE 7.4-1 osf psf osr psf Page: 4 of 25 ~··~ A&A ENGINEERING Proiect Title LEGOLAND Fun Town ProJect;; 437-23-0383 CIVIL • STRUCTURAL Project Locabon 1 Legoland Dr., Carlsbad, CA 92008 Done ChecK by J.M./ O.A. Tc~ 419-292-1983 6036 Re-naiuancc Place-A&A Client Complex Steel Buildings Dated 3/17/2023 T oledo, Ohio 4J62J Ill Wind Load Summary Wind design parameters & base shear Design Wind Speed: V= 110 Refer ASCE Hazards report Exposure: C Procedure used: MWFRS, Directional Procedure Calculation methodolgy: Building of all heights Building Enclosure parameters Main Building Z-Dir, Longitudinal (Building Side Walls) LEFT RIGHT Segment 1 -Total Wall Endosure Length: 29.00 29.00 Segment 1 -Total Wall Endosure Height: 9.00 11.00 Segment 2 -Total Wall Endosure Length: Segment 2 -Total Wall Endosure Height: fl Total Endosed Wall Area: Aw>J.L_x = 261.0 319.0 rt2 Gross Wall Area: Ag = 261.0 319.0 ft2 Open Area: A,,= 0.0 0.0 rt2 Wall Diaphragm Tributary: AwALL_OX = 130.5 159.5 tt2 Z-Dir, Longitudinal (Building Roofs) LEFT RIGHT Gross Roof Area: AilooF = 127.5 113.6 rt2 Diaphragm Tributary (Roof comp.): AilooF_DX : 127.5 113.6 rt2 Diaphragm Tributary (Roof comp.): AilooF _DZ : 127.5 127.5 psi X-Dir, Transverse (Building End Walls) FRONT BACK Gable -Endosure: Endosed Endosed fi Segment 1 -Total Wall Endosure Length: 7.83 7.83 ft Segment 1 -Total Wall Endosure Height: 9.00 9.00 fl Segment 2-Total Wall Endosure Length: ft Segment 2 -Total Wall Endosure Height: fi Total Endosed Wall Area: AwAu._z = 70.5 70.5 tt2 Gross Wall Area: Ag= 70.5 70.5 rt2 Open Area: A,,= 0.0 0.0 tt2 Wall Diaphragm Tributary: AwALL__DZ = 35.2 35.2 rt2 Main Building ASCE Enclosure Classification: Endosed ASCE Table 26.1 l-1 Page: 5 of 25 Pro1ect Title LEGOLAND Fun Town ~·~.> A&A ENGINEERING CIVIL • STRUCTURAL Tel: 419-292-198.3 6036 Rcnaiu a.nce Place Toledo, Ohio 4J62J Proiect Locahon 1 Legoland Dr., Carlsbad, CA 92008 A&A Ghent Complex Steel Buildings Ill Transverse X • Direction, Roof Diaphgram & Base Shear Calculations WINDWARD PRESSURES (LWALL) & ROOF (LROOF) Main Building Pressure Coefficients: +Gcpi -Gcpi Windward Wall pressure from X direction Wind Pw.v= 11 .90 20.00 Windward Diaphragm Shear (Wall comp.): WWwAU.o = Pww x A..AU..ox = 1,553.0 2,610.0 Windward Structure Shear (Wall comp.): WWwAU. = Pww x A.v,u._x = 3,105.9 5,220.0 Open Wind Cases: Open -Clear Flow External Pressures: Open -Obstructed Flow External Presures: Windward Roof pressure (Horz comp) case 1 : Pwr1 = 0.00 0.00 Windward Roof pressure (Horz comp) case 2 : Pwr2 = 0.00 0.00 Windward Diaphragm Shear (Roof comp.) case 1: WWR00F1 = PWR, , Poo x Ai<OOF _ox = 0.0 0.0 Windward Diaphragm Shear (Roof comp.) case 2: WWR00F2 = PWR2 , Poo x Ai<OOF _ox = 0.0 0.0 Total Diaphragm Shear (Wall + Rooij: A= WWwAU.,o + max(WWROOF, , WWROOF2)= 1,553 2,610 Total Structure Base Shear (Wall+ Rooij: C = WWw,u. + max(WWR00F1 , WWRood= 3,106 5,220 LEEWARD PRESSURES (RWALL) & ROOF (RROOF) Main Building Pressure Coefficients: +Gcpi -Gcpi Leeward Wall pressure from X direction Wind PLw = 14.00 5.94 Leeward Diaphragm Shear (Wall comp.): LWwAU. = PLwx A..AU._ox = 2,233.0 947.4 Leeward Structure Shear (Wall comp.): LWwAU. = PLw x A..ALL_x = 4,466.0 1,894.9 Open Wind Cases: Open -Clear Flow External Pressures: Open -Obstructed Flow External Presures: Leeward Roof pressure (Horz comp): Plr = 4.01 2.03 Leeward Diaphragm Shear (Roof comp.): LWROOF = PLR. Poo X A,,OOF_OX = 455.2 230.7 Total Diaphragm Shear (Wall + Rooij: B=LWwAU. +LWRooF= 2,688.2 1,178.1 Total Structure Base Shear (Wall + Rooij: D = LWwAU. + LWRooF = 4,921.2 2,125.5 SIDEWALL PRESSURES (LWALL & RWALL) Main Building Side Wall (LWALL) pressure from Z direction Wind: PsWL = -18.20 -10.10 Diaphragm Shear (Wall comp.): SWLwALL.D = P SWL X A..AU._oz = -2,375.1 -1 ,318.1 Structure Shear (Wall comp.): SWLwAU. = P sWL x A..AU._Z = -4,750.2 -2,636.1 Side Wall (RWALL) pressure from Z direction Wind: PsWR = 18.20 10.10 Diaphragm Shear (Wall comp.): SWRwALLO = PsWRX A..AU._oz = 2,902.9 1,611.0 Structure Shear (Wall comp.): SWRwAU. = p SWR X A,,AU._Z = 5,805.8 3,221.9 Total Diaphragm Shear (Wall): E = SWlwAU.o + SWRwALLo = 527.8 292.9 Total Structure Shear (Wall): F = SWLwALL + SWRwAU. = 1,055.6 585.8 Wind Diaphram Shear: A+B,E= 4,241.1 3,788.1 Design Diapghram Shear: Vowx = max (A+ B, E)= 4,241 Individual Base Shear: C+D,F= 8,027.1 7,345.5 Design lnvidual Base Shear: Vwx = max (C + D , F) = 8,027 Total Structure Base Shear: IVwx= 8,027 Pro1ec1 = 437-23-0383 Done ChecK by J.M./ 0.A. Dated 3/17/2023 psi Refer Wind Tables lbf lbf psf psi psi lbf lbf lbf ps: Refer Wind Tables lbf !bf psf psf psi lbf lbf lbf psf lbf !bf ps: lbf lbf lbf lbf lbf IO! :ot 1Df lbf Page: 6 of 25 ~ A&A ENGINEERING CIVIL • STRUCTURAL Tel, 419-292-19&3 ~ ~ ~ 6036 Rcnoussancc Place ProJect Title LEGOLAND Fun Town PrOJect Location. 1 Legoland Dr., Carlsbad, CA 92008 A&A Ghent Complex Steel Buildings ,,., Toledo~ Ohio 4J62J Ill Longitudinal Z -Direction, Roof Diaphgram & Base Shear Calculations WINDWARD END WALL (FWALL) & ROOF Pressure Coefficients: Wall Windward pressure from Z direction Wind: Windward Diaphragm Shear (Wall comp.): Windward Structure Shear (Wall comp.): Open Wind Cases: Open -Clear Flow External Pressures: Open -Obstructed Flow External Presures: Roof Windward pressure (Horz comp): Windward Diaphragm Shear (Roof comp.): Total Diaphragm Shear (Wall + RooQ: Total Structure Base Shear (Wall + RooQ: LEEWARD END WALL (BWALL) & ROOF ----- Pressure Coefficients: Wall Leeward pressure from Z direction Wind: Windward Diaphragm Shear (Wall comp.): Windward Structure Shear (Wall comp.): Open Wind Cases: Open -Clear Flow External Pressures: Open -Obstructed Flow External Presures: Roof Windward pressure (Horz comp): Windward Diaphragm Shear (Roof comp.): Total Diaphragm Shear (Wall + RooQ: Total Structure Base Shear (Wall + RooQ: SIDEWALL PRESSURES (FWALL & BWALL) Side Wall (FWALL) pressure from X direction Wind: Diaphragm Shear (Wall comp.): Structure Shear (Wall comp.): Side Wall (BWALL) pressure from X direction Wind: Diaphragm Shear (Wall comp.): Structure Shear (Wall comp.): Total Diaphragm Shear (Wall): Total Structure Shear (Wall): Wind Diaphram Shear: Desig_r, Diapghram Shear: Individual Base Shear: Des!l!_n lnvidual Base Shear: Total Structure Base Shear: PWN = WWw,u.o = Pww x Awm_oz = WWwAu. = Pww x AwmJ. = Pwr = WWROOf = PWR , Pm x ~OOF _oz = A= WWwm o + WWRooF = C = WWwm + WWRooF = Plw = LWwALL.D = PtwX Awm_oz = LWwALL = PLw x Awm_z = Plr = LWRooF = PtR , Poox~ooF_oz= B = LWwAL~D + LWRooF = D = LWwm + LWRooF = Psw, = SWFwALL.o = PswF x Awm_oz = SWFwm = PsWFX AwmJ.= Psws = SWBwm.o = Psws x Awm_oz = SWBwm = Pswe X AwALU = E = SWFwm.o + SWBwfilo = F = SWFwm + SWBwm = A+B,E= V0wz = max ( A + B , E) = C +D,F= Vwz = max (C + D , F) = IVwz= Main Building -+Ccpi -Gcpi 12.10 20.20 426.5 712.0 853.0 1,424.1 -3.87 -1.89 -493.8 -240.6 -67.3 471.4 359.2 1, 183.5 Main Buildin..9_ +Gcpi -Gcpi 8.36 0.32 294.7 11.2 589.4 22.4 3.87 1.89 493.8 240.6 788.5 251.8 1,083.2 263.0 Main Building 18.00 9.92 634.5 349.7 1,269.0 699.4 -18.00 -9.92 -634.5 -349.7 -1,269.0 -699.4 0.0 0.0 0.0 0.0 721.2 723.3 723 1,442.4 1,446.5 1,447 1,447 Pro1ecI # 437-23-0383 Done Check by J.M./ 0.A. Dated 3/17/2023 psi lbf lbf psi osi osi lbl lbf lbf psf lbf lbl ft ibf lbl psi tt lbf psi lbf lbf psi lbl lbf lbf lbl lbf lbf lbf lbf lbl Refer Wind Tables Refer Wind Tables Page: 7 of 25 A&A ENGINEERING CIVIL• STRUCTURAL Tel, 419 -292-1983 Pro1ect Title LEGOLAND Fun Town 6036 Rcnaiu.ancc Place Toledo. Otuo 43623 Proiect Location 1 Legoland Dr., Carlsbad, CA 92008 A&A Ghent Complex Steel Buildings IV Seismic Load Summary Seismic design parameters & Effective Seismic Weight Site Class: Seismic Design Category: Spectral Response accel. at short periods: Spectral response accel. at short periods: Site Coefficient: Adjusted spectral response acceleration: Design spectral response acceleration: Importance Factor: SOC= s. = S1 = F = a Sos = So1 = I = . D (DEFAULT) D 1.058 0.383 1200 0847 NULL 1.0 Procedure used: Equivalent Lateral Force (ELF) Building Section: Structure Weight 20% of Snow Load if 'Flat Roof Snow' is over 30 psf: Effective Seismic Weight Governing Vertical Seismic Effects (Ev) Veritcal Seismic Force; Governing Longitudinal L.F.R.S. & Base Shear (EHZ) Building Wall/ Frame location: wt = 20% of s = Ws= Vsv = 0.2 Sos • Ws = Side Walls Main Building 3,619.00 NotReq 3,619.00 Main Buildin__!I_ 613.06 Main Building LEFT RIGHT Seismic Force Resisting System(s) implemented: S.F .R.S. Steel Shear Steel Shear Wall Wall Response Modification Factor Overstrength co-efficient: Deflection Amplification co-efficient: Seismic Response Co-efficient: Total Effective Seismic Weight Considered: Seismic Base shear: Minimum base shear: Base shear not to exceed: Design Transverse base shear: Total Structure Base Shear: SFRS Legend: R= O= Cd= C, = max (0.01 , 0.044 Sos 1. , Sos/ (R /I,) = W,'=IW,= V, = C, 'W, = V s,nr, = 0.2 Sos ' 10 'W, = v.,..,. = 0.4 Sos • 1, • w, = V•max s Vsz s max (F,, V,roo ) = IVsz= Not Detailed for Seismic = Steel Systems not specifically detailed for Seismic Resistance (Item H) O.C.B.F = Steel Ordinary Concentrically Braced Frames (Item B-3) Steel Shear Wall= Light-frame Walls Sheathed with Steel Sheets (Item B-23) O.M.F. = Steel Ordinary Moment Frame (Item C-4) ( -) indicates all lateral loads of attached structure are added to, and resisted by Main Building 7.00 7.00 2.00 2.00 4.50 4.50 0.121 0.121 3,619.0 437.90 613.06 1,226.12 613.06 --613.06 Pro1ect = 437-23-0383 Done ChecK by J.M./ O.A. Daled 3/17/2023 lor !bf lbf lbf ibf lbf lbf lbf lbf lbf ASCE 7 Table 1613.5.2 ASCE 7 Sec 11.4.8 ASCE Figure 22-1 ASCE Figure 22-2 ASCE Table 11.4-1 ASCE Eq 11.4-3 ASCE Eq 11.4-4. Sec 11.4.8 ASCE Table 1.5-2 ASCE Sec 12 4-4a ASCE 7 Table 12.2-1 ASCE 7 Table 12.2-1 ASCE 7Table 12.2-1 ASCE 7 Table 12.2-1 ASCE 7 Sec 12.8.1.1 ASCE 7 Eq 12.8-1 ASCE 7 Eq 12.10-2 ASCE 7 Eq 12.10-3 Page: 8 of 25 ~~ A&A ENGINEERING CIVIL · STRUCTURAL Td, 419-292-1983 ProJect T1Ue LEGOLAND Fun Town 603' Rcn~u anoc Pl.ace Proiect Locabon 1 Legoland Dr., Carlsbad, CA 92008 A&A Client Complex Steel Buildings T olcdo, Ohio 43623 IV Seismic Load Summary CONT'D Transverse S.F.R.S. Design Coefficients Main Building Building Wall / Frame location: End Walls Frames FRONT BACK Seismic Force-Resisting System(s) implemented: S.F .R.S. Steel Shear Steel Shear Response Modification Factor Overstrength co-efficient: Deflection Amplification co-efficient: Building Wall / Frame location: Seismic Force-Resisting System(s) implemented: Response Modification Factor Overstrength co-efficient Deflection Amplification co-efficient: R, = O= Cd= S.F.R.S. Number of Internal Wall/ Frames with LFRS elements: R2 = O= Cd= nx = Governing Transverse L.F.R.S. & Base Shear (EHx) Governing Response Modification Factor Governing Overstrength co-efficient: Governing Deflection Amplification co-efficient: Governing Seismic Response Co-efficient: Total Effective Seismic Weight Considered: Seismic Base shear: Minimum base shear: Base shear not to exceed: Design Trans verse base shear: Total Structure Base Shear: SFRS Legend: R = min (R1, R2) = O = Cd= C. = max (0.01 , 0.044 Sos I, , Sos/ (R 11,) = W,' =I W,= Vs=Cs•ws•= V ''"" = 0.2 Sos * I, • W, ' = V,max = 0.4 Sos• I,• W,' = V,,_ s Vsx s max (F,, V,..,) = IVsx = Not Detailed for Seismic= Steel Systems not specifically detailed for Seismic Resistance (Item H) O.C.B.F = Steel Ordinary Concentrically Braced Frames (Item B-3) Steel Shear Wall = Light-frame Walls Sheathed with Steel Sheets (Item B-23) O.M.F. = Steel Ordinary Moment Frame (Item C-4) ( -) indicates all lateral loads of attached structure are added to, and resisted by Main Building Wall Wall 7.00 2.00 4.50 7.00 2.00 4.50 TYPICAL FRAME O.M.F. 3.50 2.50 3.00 6 Main Buildin_!!_ 3.50 2.50 3.00 0.242 3,619.0 875.80 613.06 1,226.12 875.80 875.80 Proiect tt 437-23-0383 Done°Chec• by J.M./ O.A. Dated 3/17/2023 lbf bi lbf lbl lbf lbf ASCE 7 Table 12.2-1 ASCE 7 Table 12.2-1 ASCE 7 Table 12.2-1 ASCE 7 Table 12.2-1 ASCE 7 Table 12.2-1 ASCE 7 Table 12.2-1 ASCE 7 Table 12.2-1 ASCE 7 Table 12.2-1 ASCE 7 Table 12.2-1 ASCE 7 Table 12.2-1 ASCE 7 Table 12.2-1 ASCE 7 Sec 12.8.1.1 ASCE 7 Eq 12.S-1 ASCE 7 Eq 12.10-2 ASCE 7 Eq 12.10-3 Page: 9 of 25 ~~ A&A ENGINEERING CIVIL • ST~UCTURAL Td: 419-292-1983 6036 Rc naiHancc Pl-ace Toledo, Ohio 43623 Proiect Title LEGOLAND Fun Town Proiect Locabon 1 Legoland Dr., Carlsbad, CA 92008 A&A Ghent Complex Steel Buildings V Roof Diaphragm, Collector & Chord Forces Diaphragm Type: Diaphragm Member: Oiaphgram Calculations Force Parallel to: Building Length: Building Width: Roof Sub-Diaphragm Supports: Wind Base Shear ASD Diaphragm Load: ASD Section Diaphragm Linear Load : Roof Sub-Diaphram Moment: Roof Sub-Diaphram Linear Shear: Individual Building End Wall Roof Sub-Diaphram Collector Force: Individual Building Side Wall Roof Sub-Diaphram Chord Force: Seismic Base Shear ASD Diaphragm Load: ASD Diaphragm Linear Load : Roof Sub-Oiaphram Moment: Roof Sub-Diaphram Linear Shear: Individual Building End Wall Roof Sub-Diaphram Collector Force: Individual Building Side Wall Roof Sub-Diaphram Chord Force: Flexible Corrugated Steel Roof Deck X-Dir, Transverse (Building End Walls) Main Building 4, = 29.00 Wb= 7.83 nx = 8 V== 4,241.15 F0wx = 0.6 'VrJNX = 2,544.69 Fowxi L. = 87.75 MrJNX = 1.97 Vowx = (FrJNX I nx) (Wbr ' = 40.61 FRONT BACK CLowx = (Fowx / nx) = 0.318 0.318 LEFT RIGHT CHowx = Mowx / Wb = 0.252 0.252 Vosx = 875.80 Fosx = 0.7 • Vosx = 61306 Fosxl Lt,= 21.14 Mosx = 0.48 Vosx = (Fosx / nx) (Wb)°1 = 9.78 FRONT BACK Closx = (Fosx / nx) = 0.077 0.077 LEFT RIGHT CHosx = Mosx / Wb = 0.061 0.061 Pro1ect" 437-23-0383 Done.'Checl< by J.M./ O.A. Dated 3/17/2023 ASCE 7 Sec 12.3.1.1 ft ft IOf Refer Wind Base Shear Cale lbi pif K,Q-ft p1f kip Kip lr,f ASCE 7 Eq 12.8-1 lor plf ko-ft pif kip k10 Page: 10 of 25 ~ A&A ENGINEERING CIVIL· STRUCTURAL Tel: 419-292-1983 ~ ~ ~ 6036 Renai•unce Place ~ To.k:do, Ohio 4J62l Pro1ect Title LEGOLAND Fun Town ProJecl Locahon. 1 Legoland Dr., Carlsbad, CA 92008 A&A Client: Complex Steel Buildings V Roof Diaphragm, Collector & Chord Forces CONT'D Diaphgram Calculations Force Parallel to: Z-Dir, Longitudinal (Building Side Walls) Main Building Building Width: Wb= 7.83 Building Length: Lb= 29.00 Roof Sub-Diaphragm Supports: Oz= 2 Wind Base Shear Vowz = 723.26 ASD Diaphragm Load: Fowz = 0.7 • Vowz = 433.96 ASD Section Diaphragm Linear Load : Fowz/Wb= 55.40 Roof Sub-Diaphram Moment: Mowz = 0.42 Roof Sub-Oiaphram Linear Shear: Vowz = (Fowz / nz) (Lbr 1 = 7.48 Individual Building Side Wall LEFT RIGHT Roof Sub-Diaphram Collector Force: Clowz = (Fowz I nz) = 0.217 0.217 Individual Building End Wall FRONT BACK Roof Sub-Diaphram Chord Force: CHowz = 0.015 0.015 Seismic Base Shear Vosz = 613.06 ASD Diaphragm Load: Fosz = 0.7 • Vosz = 429.14 ASD Diaphragm Linear Load : Fosz/Wb= 54.78 Roof Sub-Diaphram Moment: Mosz = 0.42 Roof Sub-Diaphram Linear Shear: Vosz = (Fosz I nz) (~r' = 7.40 Individual Building Side Wall LEFT RIGHT Roof Sub-Diaphram Collector Force: Closz = (Fosz I nz) = 0.215 0.215 lndivtdual Building End Wall FRONT BACK Roof Sub-Diaphram Chord Force: CH052 = 0.014 0.014 PrOJ€Ct :I 437-23-0383 Done ChecK by J.M./ O.A. Dated 3/17/2023 ft ft lt-f Refer Wrnd Base Shear Cale lbt plf <_:p-ft pif kip <:p IOf ASCE 7 Eq 12.S-1 :bf plf k:p-ft plf kip Kip Page: 11 of 25 ~~ A&A ENGINEERING CIVIL • STRUCTURAL Tel, 419-292-19&3 6036 Rcna.iuance Place Toledo, Ohio 4362l VI Governing Lateral Forces Pro1ect Title LEGOLAND Fun Town Proiect Locaoon 1 Legoland Dr., Carlsbad, CA 92008 A&A Client Complex Steel Buildings Main Building Force Parallel to: X-Dir, Transverse (Building End Walls) FRONT BACK Wind X Collector Force: Clowx = 0.318 0.318 2-Chord Force: CHowz = 0.015 0.015 Design Lateral Force: FLowx = max (CLowx, CHowzl = 0.318 0.318 Sesimic X Collector Force: Closx = 0.077 0.077 2-Chord Force: CHosz = 0.014 0.014 Design Lateral Force: Flosx = max (CLosx, CHoszl = 0.077 0.077 Main Building Force Parallel to: Z-Dir, Longitudinal (Building Side Walls) LEFT RIGHT Wind Z Collector Force: Clowz = 0.217 0.217 X-Chord Force: CHowx = 0.252 0.252 Design Lateral Force: Flowz = max (CLowz, CHowxl = 0.252 0.252 Sesimic Z Collector Force: Closz = 0.215 0.215 X-Chord Force: CHosx = 0.061 0.061 Design Lateral Force: FL052 = max (Closz, CHosxl = 0.215 0.215 Project" 437-23-0383 Done Check by J.M./ O.A. Dated 3/17/2023 kip kip kip kip kip kip kip kip kip kip kip kip Page: 12 of 25 Proiect Title lEGOlAND Fun Town A&A ENGINEERING CIVIL • STRUCTURAL Td: 419-292-19&3 6036 Rcnain ancc: Place Toledo, Oh.Jo 4J62J ProJect Location 1 legoland Dr., Carlsbad, CA 92008 A&A Client Complex Steel Buildings VII Roof Sheathing Checks Roof Sheathing Specification Main Building Roof Sheathing Gauge: 29 Roof Sheathing Type: Strata Rib -¾" Rib All Roof Sheathing Orientation: Vertical Max. Panel Attachment Spacing: s.-= 48 Side lap / Stitch Saew spacing: Sss = 1 Allowable Shear Diaphragm Capacity: R.oot_. = 126.00 Roof Sheathing Shear Check Force Parallel to: X-Dir, Transverse (Building End Walls) Main Building Wind Sub-Diaphragm linear Shear Force Vowx = 40.607 Sesimic Sub-Diaphragm linear Shear Force Yosx = 9.783 Design Sub-Diaphragm linear Shear Force V,..1_d = max 0/owx, Vosx) = 40.61 Check: R..o1_. > V roof d = 126.00 > 40.61 OK Force Parallel to: 2-Dir, longitudinal (Building Side Walls) Main Building Wind Sub-Diaphragm linear Shear Force Vowz= 7.482 Sesimic Sub-Diaphragm linear Shear Force Vosz= 7.399 Design Sub-Diaphragm linear Shear Force Vroo1_d = max 0/owz, Voszl = 7.48 Check: R,wi. > Vroo1 d/l b= 126.00 > 7.48 OK Shear Transfer between Roof Sheathing to Collector/ Chords: Main Building Allowable Shear per fastener: R,_, = 222.00 Fastener Spacing at comers I edge: Sroo1_1= 9 Force Parallel to: X-Dir, Transverse (Building End Walls) Main Building Max. Shear force through each fastener: S,oo1_1 • Vrool_d = 30.46 Check R1_, > Vroo1_d = 222.00 > 30.46 OK Force Parallel to: Z-Dir, longltudinal (Building Side Walls) Main Building Max. Shear force through each fastener: Sroo1_1 • Vroof_d = 5.61 Check R1_. > vroof_d = 222.00 > 5.61 OK Pro1ect = 437-23-0383 Done ChecK by J.M. I O.A. Dated 3/17/2023 ,-, -.,.~ Ref UES ER 0550 ,n p,f UES ER 0550 Table 12.6 otf o,f plf ptf pi! plf c,,f Oil lbs UES ER 0550 Table B in c.c. 1bf bf lbf !bf Page: 13 of 25 ~ A&A ENGINEERING ~ ~ CIVIL · STRUCTURAL Tel, 419-292-1983 --~ 6036 Re:naiH a'OC<' p~ ~ Toledo, Oh.Jo 43623 VIII Framing Members Material Properties Framing Tubes & Channel Properties Type and Grade: Yield Strength: Ultimate Strength: Sheathing Steel Properties Type and Grade: Yield Strength: Ultimate Strength: Material Properties Modulus of Elasticity: Density: Framing Members Section Properties: ProIect Title LEGOLAND Fun Town Pro1ect Locahon 1 Legoland Dr., Carlsbad, CA 92008 A&A Client Complex Steel Buildings ASTM A653 {HSLA) Grade 50 F = y 50 ks1 F.= 65 ks1 ASTM A792 SS Grade 80 F = I 60 ks1 F = u 61.5 ks1 E= 29,000 ks, y= 490 lbs h3 Section ID Description Depth / Width TS252514GA TS252514GAD14 C351514GA TS252514GAQ14 TS202012GA TS222214GA 2.5' SQ x 14GA Tube (2) 2.5' SQ x 14GA Tubes 3.5" x 1.5' x 14GA HAT-Channel (4) 2.50' SQ x 14GA Tubes 2· SQ x 12GA Tube 2.25" x 2.25' x 14GA Tube in 2.5/2.5 5 /2.5 1.5 / 3.5 5/5 2/2 2.25 / 2.25 X-Area Gauge/ Thickness in2 in 0.802 14 GA / 0.083 1.605 14 GA / 0.083 0.32 14 GA / 0.083 3.210 14 GA/0.083 0.824 12 GA/ 0.109 0.719 14 GA/0.083 Pro1ect" 437-23-0383 Done C/leck by J.M./ O.A. Dated 3/17/2023 lnlertia X-X / Y-Y in4 0.782 I 0.782 4.071 / 1.389 0.117 I 0.317 6.580 / 6.580 0.493 / 0.493 0.564 I 0.564 Page: 14 of 25 ProJect Title LEGOLAND Fun Town A&A ENGINEERING CIVIL · STRUCTURAL Tel: 419-292-19&3 6036 Rc-naiuancc PlaCC" Toledo, Ohio 4362.l ProJect Locabon 1 Legoland Dr., Carlsbad, CA 92008 A&A Client Complex Steel Buildings IX Self Drilling Screw, Fastener Capacities Fastener Common Parameters 14GA -14GA 12GA -14GA Fastener ESR: ESR 2196 ESR 2196 Fastener type: #12-14 X 3/4" #12-14 X 3/4' Fastener Brand: Hilti SD screws Hilti SD screws Ultimate Strength of Fastener: FuA = 45 45 Allowable Fastener Steel Tensile Capacity (per fastener): FrsA = 775.00 775.00 Allowable Fastener Steel Shear Capacity (per fastener): FvsA = 625.00 625.00 Per Fastener -Connection Capacity 14GA -14GA 12GA -14GA Ultimate Strength of Steel members: Fuu = 65 65 Gauge of member in contact with wew head: t....., = 14 12 Gauge of member not in contact with screw head: t..n.2 = 14 14 Allowable Pull-over Capacity (per fastener): F'P.OVR = (Fuu / Fu,J • FP.OVR = 65/45x 700.00 65/ 45x 840.00 Allowable Pull-out Capacity (per fastener): F'P.our = (Fuu / Fu,J • Fp,our = 65/45x 207.00 65 / 45 X 248.00 Allowable Shear Bearing Capacity (per fastener): F'v,BRG = (Fuu / FuA) • Fv,BRG = 65/45x 600.00 65 I 45 x 787.00 Controlling Tensile Capacity (per fastener): Fr A= min ( FrsA, F'p,our, F'o.oVR) = 299.00 358.22 Controlling Shear Capacity (per fastener): FvA = min ( FvsA, F'v.sRG) = 625.00 625,00 14GA-12GA 12GA-12GA ESR 2196 ESR 2196 #12-14 X 3/4' #12-14 X 3/4' HiltiSDwews Hilti SD screws 45 45 775.00 775.00 625.00 625.00 14GA-12GA 12GA -12GA 65 65 14 12 12 12 Pro1ect ,i 437-23-0383 Done:Check by J.M./ O.A. 18GA -14GA ESR 2196 #12-14 X 3/4' Hilti SD screws 45 Dated 3/17/2023 775.00 lbf 625.00 ,bf 18GA -14GA 65 ks, 18 GA 14 GA 65 / 45 X 65 /45x 65 I 45 x 980.00 65 / 45 X 980.00 65 / 45 X 700.00 lbf 289.00 65 I 45 x 289.00 65 / 45 X 207.00 lbf 657.00 65/45 x 920.00 65 I 45 x 420.00 lbf 417.44 417.44 299.00 lbf 625.00 625.00 606.67 ibf Page: 15 of 25 ProIect Title LEGOLAND Fun Town ~ A&A ENGINEERING CIVIL • STRUCTURAL Tel, 419-292-1983 ~ ~ ~ 6036 Remusoance Place ..,,., Toledo♦ ObJo 4J62l Proiect Location 1 Legoland Dr., Carlsbad, CA 92008 A&A Client Complex Steel Buildings X Shear Wall Checks Common Parameters Wall Sheathing Gauge: Wall Sheathing Type: Shear Wall diaphragm check Direction parallel to applied force: X-Dir, Transverse (Building End Walls) Max. Panel Attachment Spacing: Sattact, = Side Lap/ Stitch Screw spacing: s = .. Available Shear wall Length: L.a1 = Design Wall Shear: V .a1_d = max (Flowx, FLosx) = Design Shear force per linear foot: vd_ ... t L.a1 = Allowable Diaphragm Capacity: R. .. _. = Check: R..n_, > (Vd_ ... , L.11) = Shear Wall diaphragm check Direction parallel to applied force: Z•Dir, Longitudinal (Building Side Walls) Max. Panel Attachment Spacing: s-= Side Lap / Stitch Screw spacing: Su = Available Shear wall Length: L. .. = Design Wall Shear: V.a1_d = max (Flowz, FLosz) = Design Shear force per linear foot: Vd_wiil / L.a1 = Allowable Diaphragm Capacity: R.a11_. = Check: R • .,_. > (V d_ ••• , L ••• ) = Main Building 29 Strata Rib -¾' Rib Main Building FRONT BACK 48 48 1 1 7.83 7 83 0.318 0.318 40.6 40.6 126.00 126.00 OK OK Main Building LEFT RIGHT 54 54 1 26.00 25.50 0.252 0.252 9.7 9.9 113.00 113.00 OK OK Pro1ect = 437-23-0383 Done Check by J.M./ O.A. Dated 3/17/2023 GA ,n pit pll pit p,[ ,n plf pif plf pif UES ER 0550 Table 12.6 UES ER 0550 Table 12.6 Page: 16 of 25 ~ A&A ENGINEERING Proiect Title LEGOLAND Fun Town Proiect u 437-23-0383 ~ ~ CIVIL • STRUCTURAL Proiect Location 1 Legoland Dr., Carlsbad, CA 92008 Done•Crceck by J.M./ O.A. T c~ 419-292-19&3 ~ 6036 Renaiuancc-Place A&A Ghent Complex Steel Buildings Dated 3/17/2023 Toledo. Ohio 4J623 XI Diagonal (Z) Brace Checks Common Connection Design Parameters Main Building Diagonal Brace Tube Gauge: 12 12 GA Horizontal Brace Tube Gauge: 14 14 GA Plate / Angle Gauge: 14 14 GA 1 -Diagonal Brace to Plate/ Angle Connection Check Main Building WALL L/R F/B Max. Axial Force in Diagonal Brace: Pea• = 0.125 0.402 KIP Fastener thru Angle Capacity WALL L/R F/B No. of Angle Clips each connection: net = 1 1 No. of Fasteners between Angle and Brace nF,V,CL : 2 2 Allowable fastener Shear Capacity (per Screw): FvA = min ( FvsA, Fv.aRG) = 625.0 625.0 lbf Refer SOS Cale sec above Total Allowable fastener Shear Capacity: RFVA1 = "ct• nF.v.cL • FvA = 1.250 1.250 ~,p Fastener Tensile Check: RFVA1 > PcoN = OK OK "1J(' Fastener thru Plate Capacity WALL L/R F/B No. of Plates at each connection: OFCL = No. of Fasteners between Plate and Brace: nF,V,FCL = Allowable fastener Shear Capacity (per Screw): FvA = min ( FvsA, Fv.aRG) = !bf Refer SOS Cale sec above Total Allowable fastener Shear Capacity: RFVA2 = nFcL • nF.v.FcL • FvA = kip Fastener Shear Check: RFV.u> Peon = Combined Connection Fastener Capacity: RFTA1 + RFVA2 = 1.250 1.250 ,.,p Combined Connection Fastener Check: RFVA1 + ~A2 > Peon = OK OK Page: 17 of 25 A&A ENGINEERING Pro1ect Title LEGOLAND Fun Town Pro1ect 1; 437-23-0383 CIVIL· STRUCTURAL Proiect Locahon 1 Legoland Dr., Carlsbad, CA 92008 Done Chee, by J.M./ O.A. Tel: 419-292-198.J 6036 Rcnai,ssa.ncc Pia.cc A&A Chen! Complex Steel Buildings Dated 3/17/2023 Tolc:du, Ohio 4362.J XI Diagonal (Z) Brace Checks CONT'D 2 -Horizontal Brace to Plate / Angle Connection Check Main Building WALL L/R F/B Max. Axial Force in Horizontal Brace: PcoN = 0.095 0.075 ~Ip Fastener thru Angle Capacity WALL l/R F/B ~ No. of Angle Clips each connection: ncL = 1 1 _, No. of Fasteners between Angle and Brace nF.T,CL = 2 2 Allowable fastener Shear Capacity (per Screw): FvA = min ( FvsA, Fv.BRG) = 625.0 625.0 !bf Refer SDS Cale sec above Total Allowable fastener Shear Capacity: RFV•• = ncL * nF.V.CL * Fv• = 1.250 1.250 ,:p Fastener Tensile Check: RFVA> P, .. = OK OK Fastener thru Plate Capacity WALL l/R F/B ~ No. of Plates at each connection: nfCL : --+• No. of Fasteners between Plate and Brace: nfV.fCL : Allowable fastener Shear Capacity (per Screw): FvA = min ( FvsA, Fv.eRG) = 1tf Refer SDS Cale sec above Total Allowable fastener Shear Capacity: RFVA2= nFcL • nF,v,FcL • FvA = k:p Fastener Shear Check: RFVA> P, .. = Combined Connection Fastener Capacity: RFTAI + RFVA2 = 1.250 1.250 K,p Combined Connection Fastener Check: RnAt + RFVA2 > Peon = OK OK Page: 18 of 25 ~4!> A&A ENGINEERING CIVIL · STRUCTURAL Tc~ 419-292-1983 6036 Rcnainancc Place' T okdo. Ohio -4J62J XII Story Drift Checks : Seismic Story Drift Cacutations Roof Sheathing Flexibility: Roof Sheathing Stiffness factor: Story height: Allowable story drill' Direction Unfactored Seismic -Diaphragm Deflection: Unfactored Seismic -Structure Deflection: Total Elastic Story Drift: Check Direction Unfactored Seismic -Diaphragm Deflection: Unfactored Seismic -Structure Deflection: Total Elastic Story Drift Check XIII Story Drift Checks : Wind Direction Allowable Deflection Limit Maximum Structure deflection noted: Check: Direction Allowable Deflection Limit Maximum Structure deflection noted: Check: XIV Gravity Deflection Direction Allowable Vertical Deflection: Maximum Structure deflection noted: Check: ProJect Title lEGOlAND Fun Town Proiect Locabon 1 legoland Dr., Carlsbad, CA 92008 A&A Client Complex Steel Buildings Main Building F= 23.20 G'=(1000/F)= 43.10 Hb = 132.00 /!,,A= 0.020 • Hb = 2.64 X, Transverse Main Building t,. 1 = (w *l/) / (8 wb • G') = 0.0008 /!,,2= 0.005 /!,,E = (!!,, \ + I!,, 2) • Cd 11. = 0.0174 /!,,A > /!,,E = OK Z, longitudinal Main Building t,. 1 = (w -W/) / (8 Li, • G' ) = 0.0000 /!,,2= 0.001 /!,,E = (!!,, \ + I!,, 2) • Cd 11. = 0.0047 /!,,A > /!,,E: OK X, Transverse Total Structure /!,,wxa = 0.003 • Hb = l / 360 = 0.367 l!,,wx = 0.088 /!,,wxa > 1!,,wx = OK Z, longitudinal Total Structure 1!,,wza = 0.003 • Hb = l / 360 = 0.367 /!,,wz= /!,,wza > /!,,wz = 0.040 OK Y, Vertical Total Structure /!,,YA: l/ 360: /!,,y= /!,,yA > /!,,y: 0.261 0.053 OK Pro1ec1 ;: 437-23-0383 Done Check by J.M./ O.A. Oate<l 3/17/2023 e-'3 in, ,b5 UES ER 0550 Table 12.6 < ,n ,n ,n ,n ,n al ,n ,n ,n ,n ,n ,n 111 1n ,n ,n ASCE 7Table 12.12.1 From FEA output ASCE 7 eq 12.S-15 From FEA output ASCE 7 eq 12.S-15 Refer Beam Disp Summary Refer Beam Disp Summary Refer Beam Disp Summary Page: 19 of 25 A&A ENGINEERING CIVIL• ST~UCTURAL Tel, 419-292-19&3 6036 Rc.nais1ancc Place Tok:du1 Ohio 4.l62J Project T1He LEGOLAND Fun Town Project Location. 1 Legoland Dr., Carlsbad, CA 92008 A&A Client Complex Steel Buildings XV ST AAD.Pro Finte Element Analysis (FEA) results summary: Summary_of Maximum Beam Forces by Property: Total Structure Axial Torsion Shear Fx Mx Fy, Fz Properly Name kip kip-in kip TS252514GA 0.797 0.567 0.096 , 0.084 TS252514GAD14 0.515 0.296 0.242 , 0.024 C351514GA 0.307 0.000 0.047 . 0.033 TS252514GAQ14 0.106 • 3.384 0.265 , 0.092 TS202012GA 0.125 0.119 0.007 , 0.057 TS222214GA 0.10 0.034 0.008 , 0.092 Bending My,Mz kip-in 1.157 , 1.077 0.324 , 5.989 0.355 , 0.489 1.915 , 2.034 1.427 , 0.136 1.76, 0.1 Pro1ect" 437-23-0383 Done Check by J.M. / O.A. Dated 3/17/2023 Refer "Beam Max Foroes by Section Property" table in SO section for values. Note: All members have been checked per AISC 360 code using STAAD.Pro, and their utilization ratios (based on applicable Axial, Shear, Bending, Torsion, etc. checks), have been provided in the "Utilization Ratio" tables of the Staad Output (SO) section). Nodal Reactions Total Structure Refer 'Reaction Summary· table in SO section Max. Y-Dir Uplift reaction: • F,= -1.334 kip Max uplift noted at any post Max Y-Dir Downwards reaction: + F,= 1.376 k,p Max downard noted at any post Max. X-Dir Transverse reaction: abs Fx= 0.753 k,p Max lateral noted at any post Max. Z-Dir Longttudinal reaction: abs F2= 0.193 kp Max lateral noted at any post Page: 20 of 25 ProJect T1He LEGOLAND Fun Town ~~ A&A ENGINEERING CIVIL • sTqucTURAL T~~ 419-292-19&.l 6036 Rcnais.sancc Place T oledo, Ohio 43623 Proiect Locabon. 1 Legoland Dr., Carlsbad, CA 92008 A&A Ghent Complex Steel Buildings XVI Base Connection Checks Side Wall Post-to-Base Rail & Side Wall Post-to-Roof Beam Connection i ·-~-post ·r to.t.n.n ba-raa : w.td . ~ Design Forces: Connection located at: Maximum Uplift force at connection: Transverse Shear at connection: Longitudinal Shear at connection: Combined Uplift+ Shear: Fastener Design Parameters Connection type: Column Gauge: Sleeve Gauge: No. of Sleeves at each connection: No. of fasteners in Shear at each Sleeve: Allowable fastener Shear Capacity (per Screw): _Iotal Allowable fastener Shear Capacity: Fastener Shear Check: Weld Parameters Length of Weld in Shear (indude all faces): Weld thickness: Weld Strength: Weld loading angle: P= Vx = Vz = PcoN = ✓(F'2 + ✓(v/ + V/)) = nsL = nFV = FvA = min ( FvsA, Fva,d = RFVA = nsL • nFV • FvA = RFVA > PcoN = ~= lw.i., = F.,. = 8= Total weld Shear per AISC: Pwa1 = 0.60 • F,., • (✓212) *t,,eld 'L.eld *(1+0.5sin15 8) = Total weld Shear per AISI: Allowable Weld Capacity Weld Shear Check: Pwa2=Fnv'L.eld *l,,eld= RwA = min (P ••• / 2.00), (P wa2 / 2.35) = RwA> PcoN = Main Building LEFT /RIGHT -1 .334 0.437 0.155 1.498 LEFT/ RIGHT Sleeve 14 12 1 4 625.0 2.500 OK LEFT /RIGHT 4.00 1/8 50 0 10.607 25.000 5.303 OK Pro1ect = 437-23-0383 Done Checi< by J.M./ O.A. Dalee 3/17/2023 <rp <iP Kip <IP GA GA bf K,p ,n ,n ks, deg '"P kip ktp Reaction Summary Table Reaction Summary Table Reaction Summary Table Refer SOS Cale sec above Assumed ccnse,vatively AISC Eq 8-1 & J2-5 AISI E2.4-3 Page: 21 of 25 ~~ A&A ENGINEERING CIVIL · STRUCTURAL Td: 419-292-1983 Pro1ect Title lEGOlAND Fun Town 6036 Renaissance Place Toledo, Ohio 4362J Proiect Locabon 1 legoland Dr., Carlsbad, CA 92008 A&A Client Complex Steel Buildings I Foundation Reactions ASD Des~n Forces: Vertical Direction Total load• ASD Load Combinations WALL D+LrorS D +0.75Lror S +0.45W D +0.75Lror S +0.525E D+0.6W D +0.7E 0.6D+0.6W 0.6D +0.7E Lv, = Dv•Lv= l..n = Dv + 0.75 Lv + 0.45 max {WXP v, WXN v, WZP v, WZN vl= Lv, = Dv•0.75 Lv+0.45 max (EXv, EZ v)= Lv, = Dv+0.6 max {WXPv, WXNv, WZPv, WZNv)= Lv,; = Dv +0.7 max (EXv, EZ v)= L,.. = 0.6 Dv +0.6 max <WXPv, WXNv, WZPv, WZNv)= Lv, = 0.6 Dv +0.7 max (EXv, EZv)= Horizontal Direction Total Load -ASD Load Combinations WALL D+LrorS D + 0. 75Lr or S + 0.45W D + 0. 75Lr or S + 0.525E D+0.6W D+0.7E 0.6D+0.6W 0.6D +0.7E t....,=O.,+L.,= Ltt, = DH +0.75 L+. +0.45 max {WXP", WXN H, WZP", WZN ..)= i...., = O.. + 0.75 L. + 0.45 max (EX", EZ ..)= t.... = DH +0.6 max {WXPH, WXN H, WZP", WZN ")= L...= 0.•0.7 max (EX", EZ")= L,., = 0.6 DH +0.6 max {WXPH, WXN H, WZP", WZN ")= L.., = 0.6 0. + 0.7 max (EX", EZ ")= Max Nodal Bearin_g_ • ASD Load Combinations WALL D+LrorS D + 0.75Lr or S + 0.45W D + 0. 75Lr or S + 0.525E D+0.6W D +0.7E 0.6D+0.6W 0.6D +0.7E LRFD Des!9_n Forces: La, =Ds+La= La, = Ds + 0.75 L. + 0.45 max (WX 8, WZ 8)= La,= D8 + 0.75 L. + 0.45 max (EX 8, EZ .)= t... = O. +0.6max {WX8, WZ .)= la,= 0. +0.7 max (EX 8, EZ 8)= Ls.= 0.6 O. +0.6 max {WX8, WZ 8)= L., = 0.6 0. +0.7 max (EX8, EZ 8)= Max Nodal Vertical (+ve or -ve). LRFD load Combinations WALL 1.2D +1.6LrorS 1.2D + 0.5Lr or S + 1.0W 1.2D + 0.2S + 1.0E 0.9D+W 0.9D +E Lv, = 1.20,,+ 1.6 Lv= Lv, = 1.2 Dv+0.5 lv+ 1.0 max {WX v, WZ v)= Lv, = 1.2 Dv+0.2Lv + 1.0 max (EXv, EZ vl= L"' = 0.9 Dv + 1.0 max <WXv, WZ v)= Lv,; = 0.9 Dv + 1.0 max (EX v, EZ v)= WALL Max Nodal Horizontal (+ve or -ve) • LRFD Load Combinations L+., = 1.20.,+1.6L.,= Ltt, = 1.2 0.. •0.5 L.+ 1.0 max (WXH , WZ ..)= Ltt, = 1.2 D"+ 0.2L., + 1.0 max (EX", EZ ..)= 414 = 0.9 O.• 1.0 max (WX", WZ ..)= i.... = 0.9 De+ 1.0 max (EX", EZ ..)= 1.2D + 1.6Lror S 1.2D +0.5Lror S + 1.0W 1.2D+0.2S+1.0E 0.9D+W 0.9D +E Main Buildin,i L/R F/B 3.529 0.410 5.190 0.255 4.081 0.436 4.433 0.095 2.954 0.337 3.808 -0.122 2.329 0.249 L/R F/B 0.193 0.002 -1.345 -0.144 -0.317 0.002 -1.847 -0.193 -0.301 0.000 -1.872 -0.193 -0.280 0.000 L/R F/B 0.620 0.410 1.392 0.311 0.687 0.397 1.481 0.169 0.456 0.278 1.387 0.082 0.360 0.190 Main Buildin.ll, L/R F/B 0.896 0.566 2.508 0.143 0.724 0.395 2.289 -0.225 0.576 0.295 L/R F/B 0.284 0.003 -3.042 -1.155 -0.497 0.000 -3.126 -1.156 -0.461 0.000 Pro:ect = 437-23-0383 Done Check by J.M./ O.A. Datec 3/17/2023 k,p k.1p kip klp k,p k,p kip k,p k,p kip kip k,p kip kip kip kip kip ~,p kp .r.1p kip ,,p ,,p 'l,p i<1p k1D i(,p <JP kip kJp <IP Page: 22 of 25 ~ A &A ENGINEERING ~ ~ CIVIL· STRUCTURAL T el: 419-292,.19&3 • • ~ 6036 Renain :ancc Place ~ Toledo, Ohio 4J62J Pro1ect Title LEGOLAND Fun Town Proiect Locabon 1 Legoland Dr., Carlsbad, CA 92008 A&A Client Complex Steel Buildings II Foundation Type : Concrete Turn-Down Footing + Slab on Grade Foundation Located at: WWf ] OR Rt8AR Foundation Design Parameters Width of footing: Depth of footing (Below grade): Depth of footing (Above grade): Thickness of concrete slab: Length of footing: Density of concrete: Allowable Soil Bearing Capacity: -0 Width of slab section used in uplift resistance: Reinforcement Design Parameters Min. Concrete Strength: Rein!. at Footing-Slab conn: Bar diameter Strength of Slab reinforcement Flexural Rebar Type: Flexural Rebar Cover: Epoxy factor Cover factor Confining reinforcement factor WALL W1= di= d1= t. = 4 = V, = St,= w = s WALL f = C Sreilt = db= f = y f,..,1= cc= II'.= II',= 4',= Main Building L/R FIB 12.00 12.00 12.00 12.00 2.00 2 00 4.00 4.00 29.00 7.83 150 150 1,500 1500 12.00 12.00 L/R FIB 2,500 2500 6x6-6x6- W2.0xW2.0 W2.0xW2.0 60 60 #4 #4 3.00 3.00 1.0 1.0 0.7 0.7 1.0 1.0 Pro1ect ~ 437-23-0383 Dcn€/Check by J.M./ O.A. Dated 3/17/2023 1n ,n 1n ,n ft pcf psi ,n PSI in ks, in ACI T25.4.3.2 ACI T25.4.3.2 ACI T25.4.3.2 Page: 23 of 25 A&A ENGINEERING CIVIL· STRUCTURAL Tel: 419-292-1983 6036 Rcnain ancc Place Toledo, Ohio 4J62J Pro1ect Title LEGOLAND Fun Town ProJect Locabon 1 Legoland Dr., Carlsbad, CA 92008 A&A Client Complex Steel Buildings Foundation Sizing (ASD) Calculations : Concrete Turn-Down Footing + Slab on Grade Uplift Resistance Check WALL L/R F/8 Governing Total Uplift (-ve) Load: Fup = min (Lv, to LV7) = Net Brg -0.122 Total Linear force causing Uplift: F dem = abs ( Fup /Lt)= 0.00 15.55 Width of slab section added to uplift resistance (ref flexure check): w = ' 1.00 1.00 Linear Weight of footing: wit= Ye x w1 X (d, + d1) = 175.00 175.00 Linear Weight of attached slab: wt. = Ve x w, •I.= 50.00 50.00 Total Uplift Resistance: R.tn = wit + wt. = 225.00 225.00 Check: R.!n > Fdem = OK OK Bearing Resistance• Uniformly Loaded Grade Beam Check WALL L/R F/8 Governing Total Bearing (+ve) Load: FaRG = max (Lv, to LV7) = 5.190 0.436 Total Linear force causing Bearing: F dem = FBRG / (L, x w,) = 178.96 55.69 Allowable soil bearing capacity: 5t,= 1,500 1,500 Check: R,,111 > Fd,m = OK OK Minimum Footing Depth WALL L/R F/8 Max. Vertical ( +ve or -ve) Load: FMAX = max(L81 to L87)= 1.481 0.410 Demand force at bearing post: F .... = FMAX = 1.481 0.410 Minimum depth of rebar d = F dem I (0 x 2A x ✓ f, x 12in) = 1.65 0.46 Diameter of rebar: d = r 0.50 0.50 Clear cover provided: cc= 3.00 3.00 Total depth of footer required: d1.,., = d +2d,+cc = 5.65 4.46 Depth of footing provided d1+d1 = 14.00 14.00 Check: d,+d, >dinun= OK OK Proiec• # 437-23-0383 Done Check by J.M./ 0.A. Dated 3/17/2023 K,p pi! ft plf plf J:lf ,,p psi psf k,p ,p in ,n .n ,n ,n Page: 24 of 25 ·~ A&A ENGINEERING CIVIL· ST~UCTURAL Td, 419-292-19&3 Pro1ect Title LEGOLAND Fun Town Proiect Locabon 1 Legoland Dr., Carlsbad, CA 92008 A&A Client Complex Steel Buildings Pro1ect ~ 437-23-0383 Done 'Check by J.M. / O.A. 6036 Renaissance Place Toledo, Ohio 4362J Dated 3/17/2023 Foundation Reinforcement (LRFD) Design : Concrete Turn-Down Footing + Slab on Grade Foundation Located at: Footing-Slab Connection -Shear Check WALL Total Governing Vertical (-+'le or-ve) Load: FMAX = rnax(abs(Lv, to Lv5)) = F dem Total Demand Shear@ conn: l Linear Cone Shear Strength @ conn: Vu=Fd..,/4= v, = (2 , ✓r, , t.) = Area of steel @ conn: Steel shear strength@ conn: Vdem Allow. Shear Cap.@ conn (<I>= 0.75): A,,= V,=A,•fy= <l>V, = (J)V,+(J)V, = <l>V,> V.= Check: Footing-Slab Connection -Tensile Check Total Governing Horizontal (-+'le or -ve) Load: r.,.. F..... OT Moment at Footing: r:-;--Tensile@ Fig-Slab conn: ' Area of Steel Needed ~ ' Area of Steel Provided: Check 1: WALL F,wc = max(abs(Lv1 to Lvs)) = M,.,= (F-/1.,) X (d, +d,) = T'"' = (M.,J / (d1 + d1)-(t,12) = A,,..,, = T.,, I (0.65 x fy) = A,= A,> A,,min = Main Building L/R F/8 2.508 0.566 0.086 0.072 4.80 4.80 0.04 0.04 2.28 2.28 5.310 5.310 OK OK L/R F/B 3.126 1.156 0.126 0.172 0.126 0.172 0.003 0.004 0.038 0.038 OK OK kip kip ff k,p ft 1n2 /ft kip tt K;p tt kp kip-ft ti k1p ft ,n2 I ft 1n2 /ft 2.280 2.280 / ... -i~/ --====)7 Steel Tenslie Cap@ conn: T, = A, x 11 = 2.260 2.260 ~1p ~ 't---"--.. --·----• ----• ·--1.482 <IP ldl-~..r Check2: <l>T,> T0.,= Standard Hook V Development length req'd: min L.r1= 12d,= min t..., = max (6", 8di.Ai4',4',4', I 501'..Jr J = Standard hook, H Developrne_n_t len~th req'd: Critical Slab Section • Flexure Check WALL Total Governing Vertical (-+'le or-ve) Load: FMAX = rnax(abs(Lv, to Lvs)l = f dem Width of slab section added to uplift res.: w, = ~em l Length of arm causing moment at slab: Lann = w, + w, = / -,r / w, w, Demand Moment at slab : Mc1em = (F-/ L.) x Lann = Linear Gross Inertia of slab: 10 = (12in x t.3) / 12 = Min. Concrete cracking stress: f, = 7 .5 x ✓r, = Allow Cracking Morn. (<I>= 0.60): <!>Mc= (f, x 19) / (t. / 2) = Area of flexural steel reinf. Depth of compression block: Dist from Max Comp. Strain ton.a.: A,,= a=A,,fyf(0.85f,t.)= c=a/~1 = Depth of flexural reinf. bars: d, = t.12 = Reinforcing steel net tensile strain: £1 = 0.003 (d,-c) / c = 1.482 OK L/R 2.508 1.00 2.00 0.173 6400 375.00 0.600 0.038 0.268 0.316 2.000 0.016 . ·-- OK F/B 0.566 1.00 2.00 0.145 64.00 375.00 0.600 0.038 0.268 0.316 2.000 0.016 in IO Kip ft ft kip-ft ,n' I ft lb ,n2 krp-ft ft rn2 /ft in in ,n ,n 0.319 Nominal Steel Morn (<!>= 0.90) <l>M, = <!>A,, f1 (d, -a/2) = 0.319 0.319 krp-ti 0.919 0.919 Nornnial Flexural Capacity <!>M, = <!>M, +<l>M, = 0.919 0.919 kip-ft ft Check: <l>M, > Mu= -·· OK OK Page: 25 of 25 ~-~ A&A ENGINEERING CIVIL • STRUCTURAL Td: 419-292-1983 6036 RcnaissMcc Place Toledo, Ohio 43623 I Concrete Anchor Checks Anchor Common Design Parameters Project Title: LEGOLAND Fun Town Project Location: 1 Legoland Dr., Carlsbad, CA 92008 A&A Client: Complex Steel Buildings Anchor Type & ESR: Anchor ID: POWER-STUD+ SD1 EXPANSION ANCHOR • ESR 2818 1.2 <P, tension steel <P,shear steel Nominal Concrete Strength: Anchor Diameter. Effective Embedment of Anchor. Nominal Concrete Embedment: Minimum Anchor hole depth: Minimum Edge distance: Critical Edge distance: Minimum Spacing between anchors: Anchor Common Parameters Anchor layout / case : Total Number of Posts with anchors at Wall Anchorage Uplift Check Governing Total Uplift at Wall : Anchor(s) Total Wall Allowable LRFD Capacity : Anchor(s) Anchor(s) LRFD to ASD Conversion factor. Total Wall Allowable ASD Capacity : Uplift Check: Anchorage Shear Check fc = d. = L0 = he1 = h = ncm hhole = Cmin = C = ac Sm;n = 2,500 psi 1/2 in 3.25 in 3.75 in 4.00 in 4.00 in 8.00 in 5.00 in <P,tension cone. breakout Q>,pull out Q> ,shear cone. breakout <P ,shear pryout 41,cN (for post-installed anchors, ACI 31817.4.2.6b) = 41,cV (ACI 318 17.5.7) = kc (cracked concrete, ACI 318 17.4.2.2) = Nb= kc' A• (fc)05' (heij15 = at Main Buidling Side Wall at End Wall Case 2 Case 2 n,= 9 at Main Bu idling Side Wall at End Wall Fup, Total = -3.611 kip -0.122 Rup, Total = 18.979 kip 2.109 0 = (0.9 / 0.6) X 32 % + (1 / 0.6) X 68 o/o = 1.614 1.614 RuP. Toi.I I a = 11.761 kip 1.307 abs(FuP, Total)< (RuP, Total/ a)= 3.611 < 11.761 kip 0.122 < 1.307 OK OK at Main Buidling Side Wall at End Wall Governing Total Shear at Wall (ASD Load Combination): FLAT, Total= 1.873 kip 0.696 Anchor(s) Total Wall Allowable LRFD Capacity : Anchor(s) Anchor(s) LRFD to ASD Conversion factor: Total Wall Allowable ASD Capacity : Shear Check: RLAT, Total= 36.274 kip a= (0,9 / 0,6) X 32 % + (1 / 0,6) X 68 o/o = RLAT, Tout/ a= abs(FL.AT, Total)< (Rt.AT, Total/ a)= 1.614 22.478 kip 1.873 < 22.478 kip OK 4.030 1.614 2.498 0.696 < 2.498 OK kip kip kip kip kip kip kip kip Project #: 437-23--0383 Done/Check by: J.M./ O.A. Dated: 3/17/2023 Q)TSA = 0.75 ilJvSA = 0.65 illTcs = 0.65 ilJTP = 0.65 illvcs = 0.70 ilJvCP = 0.70 1.00 1.00 17 4.980 kip kip kip kip kip kip kip kip kip Page: Al of A2 ~--A&A ENGINEERING CIVIL • STRUCTURAL Tel: 419-292-198.3 6036 RcnaiJ1sancc Place Toledo, Ohlo 43623 [c...2 Layout : Anchor Edge distance X-dir Anchor Edge distance X-dir Spacing between anchors X -dir Spacing between anchors X -dir Anchor Edge distance Y-dir Anchor Edge distance Y-dir Spacing between anchors Y -dir Spacing between anchors Y -dir Foundation depth: Anchor Edge distance for group shear (ACI 17.5.2.4): Steel Strength of Anchor in Tension (ACI 31817.4.1) Tensile Steel Capacity: Tensile safety factor: Allowable Steel Tensile Capacity: Concrete Breakout in Tension capacity (ACI 31817.4.2): n1 • A Nco = = n • (9 • heD· = Project Title: LEGOLAND Fun Town Project Location: 1 Legoland IDr., Carlsbad, CA 92008 A&A Client: Complex Steel Buildings 2 RX 1 c] -ca1 x = 4 in 41,edN = 0.95 ca2x = in 41,cpN = 0.50 s1 x= in 41,edV = 1.00 s2x= in 41,hV = 1.00 e.t1, y ca1 y= -in ca2y= in n, = s1 y= 5 in n., = 2 2 s1, y s2y= in ha= 12 in e.t2, y ca1 x' = 8.00 in Steel Strength of Anchor in Shear (ACI 318 17 .5.1) Nsa = 9080 lbs Steel Shear Capacity: <!>rSA = 0.75 Tensile safety factor. <l>rSA • Nsa = 6.810 kip Allowable Steel Tensile Capacity: Concrete Breakout in Shear capacity (ACI 318 17.5.2): 190.13 in n., 'A Vco = n, • (4.5 • min(ca1x, ca2x, ca1y, ca2y)2 = Project #: 437-23-0383 Done/Check by: J.M./ O.A. Dated: 3/17/2023 ca1.x e.t2, )( Vsa = 4620 lbs <!>vSA = 0.65 <l>vSA • Vsa = 3.003 kip 144.00 in -- A Ne'= ( ca1x +Q +Q + 1.5 hef) x ( 1.5 hef +s1y +Q + 1.5 hef) = 130.91 in2 A Ve'= ( 1.5 ca1x' +s1y +0 + 1.5 ca1x') x ( 1.5 ca1x') = 348.00 in2 A Ne= min (n1 • A Nco , A Ne') = 130.91 in A Ve= min (n., • A Vco , A Ve') = 144.00 in --Neb= (A Ne/ n1 'A Nco)' 41,edN '41,cN '41,cpN 'Nb= 1.622 kip Vb= 7 • (Le/da)o.2 • (da}°-5 • Aa • (fc)05 • (min (ca1, ca2)) 1 5 = 2.879 kip <!>res • Neb= 1.054 kip Vcb = (A Ve/ n, 'A Vco)' 41,edV' 41,cV '41,hV •Vb= 2.879 kip <l>vcs • Vcb = 2.015 kip Concrete Pull-Out in Tension capacity (ACI 31817.4.3): Concrete Pry-Out in Shear capacity (ACI 318 17.5.3): --Npcr (per ESR 2818) = 2.505 kip kcp (per ESR 2818) = 2.0 <l>rp • Npcr • (fc / 2500)05~ 1.628 kip Vcp = kcp' Neb= ---3.244 kip <l>vcP • Vcp = 2.271 kip Controlling Anchor Uplift Capacity : Controlling Anchor Shear Capacity : <!> • Nn = min (<!>rSA • Nsa , <!>res • Neb , <l>rp • Npcr) = 1.054 kip <!> • Vn = min (<!>vSA • Vsa , <l>vcs • Vcb, <l>vcP • Vcp ) = 2.015 kip Total LRFD Uplift Capacity: n/R'4' = 2.109 kip Total LRFD Shear Capacity: n., • R,a1 = 4.030 kip Total ASD Uplift Capacity: nt' R'4'/ a= 1.307 kip Total ASD Shear Capacity: n.,'Ri.la= 2.498 kip Page: A2 of A2 ~·-~ A&A ENGINEERING CIVIL • STRUCTURAL Td: 419-292-191lJ 6436 Re:.nain ancc Place Toledo, Ohio 4362.l Proiect Title LEGOLAND Fun Town Proiect Locabon 1 Legoland Dr., Carlsbad, CA 92008 A&A Client Complex Steel Buildings APPENDICES SECTION Project#: 437-23-0383 Done/Check by: J.M./ O.A. Dated: 3/17/2023 LEGOLAND Fun Town Title Project Number: Customer Name: Address: Prepared By: 437-23-0383 Complex Steel Buildings 1 Legoland Dr., Carlsbad, CA, 92008 J.M. March 17, 2023 A l Dlsclalmer /Copyright n,_., c;illculat-,.,.. NMd on thll ASCE 7•91, ASCf 1-02, ASCE 7-0S, ASCE 7•10. ,.i,c1 "5CE7•16 St.1uj•rd ,,..:ticu Jot O.Wrminln9 tl'MI mlftirnum wtnd IDAdt., .,nd .,t-,wkd pecrfor,...,.._ ~~. f« build,n91, other 1tNctu,.., and lnitll' 11«1ANCU1t.i compc>nenh thilt ar• 1,11bj«t to buildw,9 c01M .-.qu,....Mel'lb wt!, .. 11,. inform.&tlOf'I pr-tad by Otis program is bellev.d tlCI IHI correct, SOG. Il"IC. 11e,th.,-lntiel'lds for this J>f'09r»m to r•placa lM IOI.I,-! )Ud9..,.nt of• «impecl•nt prof•,n-•I. M111119 ~,. •1'14 u penenc• In tM ilp,pl'Opliat. liald(•) ol prilctln, AO!" b;I wbstJtute f« U•• ,i,.~td « c,.,. r,.q111r11d of wdl • prdaslo!wJ In interp.-.tJng •nd 11pptyff'19 thot r-.wlts of IM Npo,1 prov.SM by 1"41WlS 20111 Pro,,..m SDG, lrte. dlldHn1 •l'IY ra5po,1.,_ilrty fOf •ny iw,rticua.., ruukl relllb!\9 to tN IIM ol tM WlS 20111 Prot,..m, SOG, Inc d1sdi11ms illl)' li.lb11itf f« -111 ,,_t,OM,I injury or .ally Ion or d'lmA9e d •ny lurMI, ltldud#lf .al indwect, 19Kal, or conw,quent.11 dilt'NIOU •1'14 lost profiu, •ri1W19 out of OI l'Wllnljl lo thll UH of tha WLS 2011 P'l;>ljl,.m Ally llldNl(hu,! #1'o ... i.., Of! tl\ll WLSZ019 profrilm HSUl'MI aN liability ilrnint from Ill UM. Th111 prOIJrAm COIi~"-• te.rmtnoloty 1nd fl9\l.-.s ff'Offl ASCE Stll'ldlrd 7, MtnlfflUm 0•"'9" l.ailds for llu11dlll91 ..-Id Otl'I« StNCtvru Coo1"9ht C, by It• ....,_.Qn Soc:19!1' d Ci¥M Eng"'-0 {ASCE) (11'1 conjunction with 1h11 SINctllra1 Enttnavint IJ1$1Jtut. (SEI)I, 1101 Alund., llel Ort11e, ltnton, V/4 201'1 .... -400. ASCE pwmlttad the UHol lhts ~t•nill u~r ii COP1'•"11ht ,..._ Pt..:! F4ibNll'Y 2, 2000 SOG, Inc: trilt•fultrr ilC~ledt•• "5Ct'1 ~f'lliofl in permllltnq Iha UH of this mat.nilt Sit.,.tur•/ St.mp LEGOLAND Fun Town In_e_ut Site Information Wind Dir. Ex osure 1 C ~- 2 C 3 C 4 C Basic Wind Speed: Topography: O..e_tional Factors 110 mph Flat This project uses load combinations from ASCE 7. WLS2019 -Version 3.0.0.0 March 17, 2023 Page 2 of 8 LEGOLAND Fun Town _lr1J)ut Cont. _ Structure Information Structure Type: Structure Category: Enclosure Classification: Main Section Building II Enclosed Wall Length (ft) 1 Overhang (ft) 1 29.0 0.00 2 7.83 0.00 3 29.0 0.00 4 7.83 0.00 Eave Height: Parapet Height: Parapet Enclosure: Roof Shape: Roof Slope ()(: 12) AT 3.06 W2 - W1 A WJ .___ W4 W1 M WJ WLS2019 -Version 3.0.0.0 9.00 ft 0.00 ft Solid Monoslope T .. ,ront W4 ~9ht " WJ W2 March 17, 2023 Page 3 of 8 LEGOLAND Fun Town Input Cont. Composite Drawin WLS2019 -Version 3.0.0.0 March 17, 2023 vi 2 A '3 4 6 Page 4 of 8 LEGOLAND Fun Town ASCE 7-16 Wind Load Report This data was calculated using the building of all heights method. 1t I Surface I , (ft) I q (psf) I G I Cp I GCpl I Ext Pres (psf) 1 Windward Wall 10.00 22.3 0.892 0.800 0.180 15.9 11.0 22.3 15.9 Skte Wall 10.00 22.3 0.892 -0.700 0.180 -13.9 Leeward Wall 10.00 22.3 0.892 -0.500 0.180 -9.96 Side Wall 10.00 22.3 0.892 -0.700 0.180 -13.9 A Leeward Roof 10.00 22.3 0.892 -0.614 0.180 ·12.2 This is k>ad case 1 In ASCE 7-16 figure 27 .3-8. See flgun! 27 .3-8 for other cases. WL52019 -Version 3.0.0.0 March 17, 2023 j Net w/ +GCpl (psf) j Net w/ -GCpl (psf)j 11.9 20.0 11.9 20.0 ·18.0 -9.92 -14.0 -5.94 -18.0 -9.92 ·16.2 -8.21 Pages of 8 LEGOLAND Fun Town ASCE 7-16 Wind Load Re!'ort :__ Wind Direction 2 March 17, 2023 This data was calculated using the building of all heights method. • I Surface 1 , (ft) I q (psf) I G I Cp I GCpl I Ext Pres (psQ j Net w/ +GCpl (psf) I Net w/ -GCpi (psfJj 1 Side Wall 10.00 22.3 0.904 -0.700 0.180 -14.l -18.2 -10.1 Windward Wall 10.00 22.3 0.904 0.800 0.180 16.2 12.1 20.2 11.0 22.3 16.2 12.1 20.2 Side Wall 10.00 22.3 0.904 -0.700 0.180 -14.1 -18.2 -10.1 Leeward Wall 10.00 22.3 0.904 -0.215 0.180 -4.34 ·8.36 -0.318 A Roof o.oo -s.oo• 22.3 0.904 -0.900 0.180 -18.2 -22.2 -14.2 5.00 • 10.00• 22.3 ·18.2 ·22.2 ·14,2 10.00 • 20.0• 22.3 ·0.500 ·10.1 ·14.1 -6.08 20.0 -29.o• 22.3 -0.300 ·6.06 -10.1 -2.04 0.00 • 29.0· 22.3 -0.180 ·3.63 -7.66 0.386 ThiS is load case 1 in ASCE 7·16 Figure 27.3-8. See Flgu~ 27.3-8 for other cases. • Distance fn:>m windward edge. WL52019 -Version 3.0.0.0 Page 6 of 8 LEGOLAND Fun Town ASCE 7-16 Wind Load Report -Win~[)ire~io_n ~ March 17, 2023 LEGOLAND Fun Town ASCE 7-16 Wind Load Re_e_ort_-_Wind Direction 4 March 17, 2023 This data was calculated using the building of all heights method. This data was calculated using the building of all heights method. .a I Surface I , crt> I q (psf) I G I Cp I GCpl I Ext Pres (psf) I Net w/ +GCpl (psf) I Net w/ •GCpl (psfJI Leeward Wall 10.00 22.3 0.892 -0.500 0.180 -9-96 -14.0 ·S.94 tt j Surface I '<~> I q (psf) I G I Cp I GCp; I Ext P.-es (psf) I Net w/ +GCpi (psf) I Net w/ -GCpi (psf I Side Wall 10.00 22-3 0.904 -0.700 0.180 -14.1 -18.2 -10.1 Side Wall 10.00 22.3 0.892 ·0.700 0.180 -13.9 ·18.0 -9.92 leeward Wall 10.00 22.3 0.904 -0.215 0.180 -4.34 -8.36 -0.318 Windward Wall 9.00 22.3 0.892 0.800 0.180 15.9 11.9 20.0 Side.Wall 10.00 22.3 0.904 -0.700 0.180 ·14.l ·18.2 -10.1 4 Side Wall 10.00 22.3 0.892 -0.700 0.180 -13.9 -18.0 -9.92 Windward Wall 10.00 22.3 0.904 0.800 0.180 16.2 12.1 20.2 11.0 22.3 16.2 12.l 20.2 A Windward Roof 10.00 22.3 0.892 -0.180 0.180 -3.59 -7.61 0.435 10.00 22.3 -1.03 -20.4 -24.4 -16.4 A Roof o.oo -s.oo• 22.3 0.904 ·0.900 0.180 -18.2 -22.2 -14.2 5.00 • 10.00• 22.3 ·18.2 ·22.2 ·14.2 This is load case 1 in ASCE 7-16 figure ~7-~·8. See Figu~ 27 .3-8 for other cases. 10.00 • 20.0• 22.3 -0.500 ·10.1 ·14.1 -6.08 20.0 • 29.0 .. 22.3 ·0.300 -6.06 ·10.1 ·2.04 0.00 • 29_0• 22.3 -0.180 ·3.63 ·7.66 0.386 This rs load case 1 in ASCE 7·16 figure 27.3-8. See figure 27.3-8 for other cases. • Distance from windward edge. WLS2019 -Version 3.0.0.0 Page 7 of 8 WLS2019 -Version 3.0.0.0 Page 8 of 8 Job No Sheet No Rev .~~. A&AENGIIEERINO 437-23-0383 so 1 / 17 ~ CMl•muclUAAI. ---'W: 4Jt».: .,., Software licensed to A & A Engineenng CONNECTED Userc Josh Miller Part Job TiUe LEGOLAND Fun Town Ref By JM Dat,3/17/2023 Chd OA Client Complex Steel Buildings File R2-437-23-0383.std IDatemme 17-Mar-202313:34 Job Information Engineer Checked Approved Name: JM OA Date: 3/17/2023 3/17/2023 I Project ID : Project Name I I I Structure Type I SPACE FRAME I Number of Nodes 79 Highest Node 118 Number of Elements 149 Highest Beam 284 Number of Plates 53 Highest Plate 308 Number of Basic Load Cases I 15 I Number of Combination Load Cases I 42 I Included in this orintout are data for: View I WHOLE STRUCTURE I Included in this orintout are results for load cases: Type UC Name Combination 16 D+LR Combination 17 D+0.6WXP1 Combination 18 D+0.6WXP2 Combination 19 D+0.6WXN1 Combination 20 D+0.6WXN2 Combination 21 D+0.6WZP1 Combination 22 D+0.6WZP2 Combination 23 D+0.6WZN1 Combination 24 D+0.6WZN2 Print Time/Date: 17/03/2023 13:54 STAAD.Pro CONNECT Edition 22.10.00.153 Print Run 1 of 5 Job No Sheet No Rev ~ ~ ~ MA ENCll£ERING 437-23-0383 so 2 / 17 ~ CMl•"""-'CNW .... ...__,_,. 'W:Ot :t:lflU Software licensed to A & A Engineering Part CONNECTED Use<: Josh Miller Job Title LEGOLAND Fun Town Ref By JM DalE3/17 /2023 Chd QA Client Complex Steel Buildings File R2-437-23-0383.std l Datemme 17-Mar-2023 13:34 Job Information Cont... Type UC Name Combination 25 D+0.75LR+0.45WXP1 Combination 26 D+0.75LR+0.45WXP2 Combination 27 D+0.75LR+0.45WXN1 Combination 28 D+0. 75LR+0.45WXN2 Combination 29 D+0. 75LR+0.45WZP1 Combination 30 D+0. 75LR+0.45WZP2 Combination 31 D+0. 75LR+0.45WZN 1 Combination 32 O+0. 75LR+0.45WZN2 Combination 33 0.6D+0.6WXP1 Combination 34 0.6O+0.6WXP2 Combination 35 0.6D+0.6WXN1 Combination 36 0.6O+0.6WXN2 Combination 37 0.6O+0.6WZP1 Combination 38 0.6D+0.6WZP2 Combination 39 0.6O+0.6WZN1 Combination 40 0.6O+0.6WZN2 Combination 41 O+0.7EY+0.7EXP Combination 42 D+0.7EY+0.7EXN Combination 43 D+0.7EY+0.7EZP Combination 44 D+0.7EY+0.7EZN Combination 45 0.6D-0.7EY+0.7EXP Combination 46 0.60-0. 7EY+0. 7EXN Combination 47 0.6D-0.7EY+0.7EZP Combination 48 0.6O-0.7EY+0.7EZN Pnnt Time/Date: 17/03/2023 13:54 STAAD.Pro CONNECT Edition 22.10.00.153 Pnnt Run 2 of 5 ,1111 .Ill .Ill A.SA ENGltEERING -~ CMI •STIIUCl\lOAI ....... .......,.,,_ ~.,,~,,., Software licensed to A & A Engineering CONNECTED User: Josh Miller Job Titte LEGO LAND Fun Town aient Complex Steel Buildings :,. Whole Structure Print Time/Date: 17/03/2023 13 54 STAAD.Pro CONNECT Edition 22.10.00.153 Job No I Sheet No 437-23-0383 so 3 / 17 Rev Part Ref By JM DatE3/17 /2023 Chd QA File R2-437-23-0383.std Datemme 17-Mar-2023 13:34 , __ Entity Cotor Legend TS2S251-4GA TS252S14GA014 DUMMY■ CJS1514GA■ TS2S2514GAQ14■ TS202012GA ■ TSU2214GA■ Oetautt Pvitil Color■ Debutt Solkt Color■ Print Run 3 of 5 11111,111111.111 MA ENClt£ERING -~ (Ml. STIIU(1\MAI .............. ,_.. 'W: 11•~1to Software licensed to A & A Engineering CONNECTED User Josh Miller Jobnue LEGOLAND Fun Town Client Complex Steel Buildings ' ' TYPICAL FRAME Print Time/Date· 17/03/2023 13:54 ....... 7.133ft STAAD.Pro CONNECT Edition 22. 10.00.153 .. 1 .... Job No I Sheet No~~-~-~··· ~ 437-23-0383 so 4 / 17 Rev Pan Ref By JM Dat,3/17 /2023 Chd QA File R2-437-23-0383.std Datetnme 17-Mar-2023 13:34 En11ty Color L119end TS25Z5t4GA TS152514GAD14 DUMMY■ cu,u,GA■ TSZ.S251-'GAQ14■ TSZ0201ZGA■ TSll121'6.\ ■ o.i.uttPl&11tColot■ Dffliult Solkl Col«■ Print Run 4 of 5 IIIII 1111111.. A&A ENGINEERING I~ (NI ·STAU(T\.lfW --I(,-_..__......... 'ltk 4 It ~? • ., Software licensed to A & A Engineering CONNECTED Usec Josh Miller Job ntte LEGOLAND Fun Town Oient Complex Steel Buildings ~ SUPPORT NODES Print nme/Oate. 17/03/2023 13 • 54 Ml A9 N2 ~ 1,1. ,l.10 §; :!!{, ~ l!f, l!f, ~ Al Al ~ A A STAAD.Pro CONNECT Edition 22.10.00.153 Job No I Sheet No 437-23-0383 so 5 / 17 Rev Part Ref By JM DatE3/17 /2023 Chd QA File R2-437-23-0383.std [oate/Time 17-Mar-202313:34 A• ~ A § Print Run 5 of 5 ~~-~=-...... ,-... , ... 437-23-0383 so 6 / 17 SoltMni lceflNd to A & A Eng,nNff'lg Port CON'ECTEOu.«'Josll~ ~~--~:-: ....... ,,,_ ... r 437-23-0383 so 7 / 17 ~-~'°"''"'~ Port CONNECTED U..-Josh Mllw Joti r.e. LEGOLANO Fun Town ""' JobT• LEGOLAND Fun Town ""' 8Y JM ~17/2023 °"'OA o, JM DM-IJ/1712023 """OA ""~ Complex Steel Buildings F"" R2 .... 37-23-0383.std 10.wr-17-Mar-2023 13:34 ~ Complex Steel Buildings F• R2-437•2J.-0383.std lo-rn-17•Mar-2023 13:3-i Section Proeerties Prima!:Jl Load Cases Pn,p Seetion A""' .,,, lu J Material (in'') r .. ~ (in•) (in') Number Name Typo 2 TS252514GA 0.802 0.782 0.782 1.1n STEEL 1 OEAO Dead 3 TS2S2514GA014 1.605 1.56' 3.596 2.000 STEEL 2 ROOFUVE Roof Live 4 DUMMY 0.020 0.000 0.000 0.000 STEEL 3 XP1 'Mnd 5 C351514GA 0.320 0.317 0.117 0.000 STEEL 4 XP2 'Mnd 6 TS252514GA014 1.632 7.586 7.586 9.867 STEEL 5 XN1 'Mnd 7 TS202012GA 0.82,4 0.493 0.493 0.737 STEEL 6 XN2 'Mnd 8 TS222214GA 0.719 0.56' 0.564 0.845 STEEL 7 ZP1 'Mnd • ZP2 Wnd Plate Thickness 9 ZN1 Wnd 10 ZN2 Wnd Pn>p Node A I Node B NodeC NodeO Material I (") (w,) fw,) (in) 11 EXP Seismic-ti 12 EXN Seismic-H I 1 0.014 I 0.014 I 0.014 I 0.014 STEEL I 13 EZI' Seismic-H 14 EZN Seismic-H 15 EY Seismic-V Materials Mat Name E y Density a (~plin') (~plin'J (rF) 1 STEEL 29E+3 0.300 0.000 6.SE-6 Combination Load Cases Comb. Combination UC Name Primary Primary UC Name Factor 2 CONCRElc 3.15E+3 0.170 8.7e-05 5E-6 3 ALUMINUM 10E•3 0.330 9.8e-05 12.SE-6 16 D+LR 1 DEAO 1.00 4 STAlNLESSSTEEL 28E+3 0.300 0.000 9.9E-6 2 ROOFUVE 1.00 5 STEEL_36_KSI 29E•3 0.300 0.000 6.SE-6 6 STEEL_50_KSI 29E+3 0.300 0.000 6.SE-6 7 STEEL_27S_NMM2 29.7E+3 0.300 0.000 6.67E -6 8 STEEL_355 NMM2 29.7E+3 0.300 0.000 6.67E-6 9 0235 29.9E+3 0.300 0.000 6.67E-6 17 D+0.6WXP1 1 DEAO 1.00 3 XP1 0.60 18 0+0.6WX.P2 1 DEAO 1.00 4 XP2 0.60 19 0+0.6WX.N1 1 DEAO 1.00 10 0345 29.9E+3 0.300 0.000 6.67E-6 5 XN1 0.60 11 0355 29.9E+3 0.300 0.000 6.67E-6 20 0+0.6WXN2 1 DEAO 1.00 12 0390 29.9E+3 0.300 0.000 6.67E-6 6 XN2 0.60 13 0420 29.9E+3 0.300 0.000 6.67E-6 21 0+0.6WZP1 1 OEAO 1.00 14 0460 29.9E+3 0.300 0000 6.67E-6 7 ZP1 0.60 15 TIMBER 1.5E+3 0.150 0.000 JE-6 22 0+0.6WZP2 1 OEAO 1.00 8 ZP2 0.60 23 0+0.6WZN1 1 OEAO 1.00 9 ZN1 0.60 24 0+0.6WZN2 1 OEAO 1.00 10 ZN2 0.60 25 0+0.75LR+0.45WXP1 1 OEAO 1.00 2 ROOFUVE 0.75 3 XP1 0.45 26 0+0.75LR+0.45WXP2 1 OEAO 1.00 2 ROOFUVE 0.75 4 XP2 0.45 Prin1T~17.o)'2(J231l.5' STAAO.Pro CONNECT Edition 22 10.00.153 PmlR1111lall2 PmlTirne.'Ollta H,m.'202313·5' STAAO.Pro CONNECT Edition 22.10.00.153 PrnRW112al12 ~~-"to.'==: Jol>No 1-No 1-437-23-0383 so 8 / 17 ~k--,IIIIA&AE..-.,g ... CCNECTEOU-· JD11hM._ ~~-~-~== ...... 1-... r· 437-23-0383 so 9 / 17 ~bnMdtoA &AEl'lgl'lol.n,g Port CONNECTEOl/Mt'" Josh~ JobT .. LEGOLANO Fun Town ... JDbT61 LEGOLAND Fun Town ... a, JM DIIIIJ/1712023 °""OA 8Y JM 0111:tJ/1712023 °""OA °"" Complex Steel Buildings FM R2◄37-23-0383.atd I C>ittai'r-17-Mar-2023 13.34 °"" Complu Steel Buiidings Fie R2◄37•23-0383.sld Io.wr-17•M111•2023 13:3-( Combination Load Cases Cont... Combination Load Cases Cont... Comb. Combination UC Name Primary PrirNiry UC Name Factor Comb. Combination UC Name Primary Primary UC Name Factor 27 0+0.75LR+0.45WXNI 1 DEAD 1.00 14 EZN 0.70 2 ROOFUVE 0.75 4S 0.60-0.7EY+0.7EXP 1 DEAD 0.60 5 XNl 0.45 15 EY 0.70 28 D•0.75LR+o.,sWXN2 1 DEAD 1.00 11 EXP 0.70 2 ROOFUVE 0.75 46 0.60-0. 7EY +O. 7EXN ' DEAD 0.60 6 XN2 0.45 15 EY -0.70 29 D-+0.75LR+0.45WZP1 1 DEAD 1.00 12 EXN 0.70 2 ROOFLIVE 0.75 47 0.60-0.7EY+0.7EZP ' DEAD 0.60 7 ZP1 o.•s 15 EY -0.70 30 0-+0.75LR-+0.45WZP2 ' DEAD 1.00 13 EZP 0.70 2 ROOFLIVE 0.75 48 0.60.0.7EY+0.7EZN ' DEAD 0.60 • ZP2 0.45 15 EY -0.70 31 0+0.75LR+0.45VVZN1 1 DEAD 1.00 14 EZN 0.70 2 ROOFLIVE 0.75 49 0+0.5LR+0.-42WXP1 ' DEAD 1.00 9 ZNl 0.45 2 ROOFUVE a.so 32 0+0.75LR+0.45WZN2 1 DEAD 1.00 3 XPI 0.-42 2 ROOFLIVE 0 75 so 0+0.5LR+O 4'NiX.P2. ' DEAD '00 10 ZN2 0.45 2 ROOFLIVE a.so 33 0.6D+0.6WXPI 1 DEAD 0.60 4 XP2 0.-42 3 XP1 0.60 51 0+0.5LR+0.42WXN1 ' DEAD 1.00 3< 0.60+0.6WXP2 1 DEAD 0.60 2 ROOFUVE a.so 4 XP2 0.60 5 XNI 0.-42 35 0.60+0.6WXN1 1 DEAD 0.60 52 O-t0.5LR+0.42WXN2 ' DEAD 1.00 5 XNl 0.60 2 ROOFUVE a.so 36 0.60+0.6WXN2 1 DEAD 0.60 6 XN2 0.42 6 XN2 0.60 53 0+0.5LR+0.42'NZP1 1 DEAD 1.00 37 0.60+0.6WZP1 1 DEAD 0.60 2 ROOFUVE 0.50 7 ZP1 0.60 7 ZPl 0.42 38 0.60+0.6WZP2 ' DEAD 0.60 54 O+O 5LR+0.42WZP2 ' DEAD 1 00 • ZP2 0.60 2 ROOFUVE 0.50 39 0.60+0.6WZN1 ' DEAD 0,60 • ZP2 0.-42 9 ZN! 0.60 55 0•0.5l.R:+0.42WZN1 ' DEAD 1.00 40 0.60+0.6WZN2 ' DEAD 0,60 2 ROOFUVE 0 50 10 ZN2 0.60 9 ZNl 0.42 ., 0-+0.7EY+0.7EXP ' DEAD 1.00 56 0+0.5LR+0.-42WZN2 1 DEAD 1.00 15 EY 0.70 2 ROOFLNE a.so 11 EXP 0.70 10 ZN2 0.42 42 D•0.7EY•0.7EXN ' DEAD 1.00 57 0+0.5LR ' DEAD 1.00 15 EY 0.70 2 ROOFUVE a.so 12 EXN 0.70 43 D+0.7EY+0.7EZP ' DEAD 1.00 15 EY 0.70 13 EZP 0.70 44 0+0.7EY-+0.7EZN ' DEAD 1.00 15 EY 0.70 Pm lllN.1)9'9 17..Qlt'2023 ll.5' STAAO.Pro CONNECT Edition 22.10.00.153 Pm1R1,111Sofll Prn1 n.-.o.• 17~3 13.$4 STAAO Pro CONNECT Edition 22.10.00.153 Pmllll#l4of12 ~~-~-~:=: ....... ...... ... , ... 437-23-0383 SO10/17 ~k«-dtoA&A~ ""' CONNECTE.OUwr-JoWIW. ~~-~-'=:'. ....... , ........ , ... 437-23--0383 so 11 / 17 ~kenHcltoA&AE""'""""9 ""' CONECTED U..-· JMft .... JMn. LEGOLANO Fun Town . ., M r .. LEGOLANO Fun Town Roi .,. JM o.tfJ/1712023 ""'°OA .,_ JM °"'311712023 °"'OA '""" Complex Steel Buildings FN R2-"37-23-•0383.std O.le/T-17-Mar-2023 13.34 """' Complex Ste~ Burldings Fil R2-437•2J..0383.std o.wr .... 17-Mar-2023 13:34 Beam End Diselacement Summa!l'. Statics Check Results Cont... C)i3n/.eement3 shoMn in itelic in6cete ~ ,ore3ence of an ofrut Beam Node UC X y z Resultant (w,) (In) (w,) (in) MaxX 240 107 22:0+0.6WZP; 0.081 -0.000 0.000 0.088 MinX 28 90 30:0+0.75LR+I -0.051 -0.000 0.000 0.051 Ma.xY 42 75 35:0.6D+0.6W, 0.014 0.010 0.000 0.017 MinY 104 72 30;0+0 75LR+I 0.017 ~.053 0.000 0.055 MuZ 233 100 24:D+0.6WZN: 0.000 -0.000 0.040 0.040 ..... z 78 113 17:0+0.6WXP1 0.00-4 -0.000 -0.031 0.038 Max Rs! 240 107 22:0+0.6WZP:i: 0.088 -0.000 0.000 o.oaa UC FX FY FZ MX MY MZ (ltip) (~p) (~) (~p1n) (ltip",n) (kip,n) 5:XN1 Loads 7.591 1.864 0.000 324.320 ·1.32E+3 ·376.450 5:XN1 Reactions -7.591 -1.864 -0.000 -324.320 1.32E,..3 376.450 Difference -0.000 -0.000 0.000 -0.000 0.000 -0.000 6:XN2 Loads 7.591 1.86< 0.000 324.320 -1.32E+3 -376.450 6:XN2 Reactions -7.591 -1.864 -0.000 -324.320 1.32E+3 376.450 Oiffe<e:nee -0.000 -0.000 0.000 -0.000 0.000 -0.000 7:ZP1 Loads 1.963 3.557 1.603 715.271 -419.140 --68.389 7:lP1 Reactions ·1.963 .J.557 -1.603 -715.271 -419.140 68.389 Oil'ference -0.000 -0.000 0.000 -0.000 0.000 -0.000 Beam Maximum Forces bJr'. Section Proeem 8:ZP2 Loads 1.499 1.740 1.603 399.110 -338.366 -98.083 8:ZP2 Reactions -1.499 -1.740 ·1.603 -399.110 338.366 98.083 Axial Shear Torsion Bending Oil'fe1ence 0.000 -0.000 0.000 -0.000 ·0.000 -0.000 S.Ction Max Fx Max Fy MuFz MuMx Max My MaxMz 9:ZN1 Loads 1.029 1.733 1.607 398.169 ·256.549 -42.037 (q,) (q,) (kip) ("1>"11) (~p-11) (kipon) 9:ZN1 Reactions -1.029 -1.733 -1.607 -398.169 256.849 42.037 TS252514GA Max +ve 0.651 0.110 0.071 0,597 0.707 1.073 Difference -0.000 -0.000 0.000 -0.000 0.000 -0.000 Max ·Vfl --0.797 -0.109 --0.084 -0612 -1.157 -1.077 IO;ZN2 Loads 0.562 -0.087 1.607 81.599 -175.667 -71.560 TS25251.(GA014 Ma• +ve o,,, 0 340 0.077 0.458 0.05 5.075 10;ZN2 Reactions -0.562 0.087 -1 607 •81 599 175.667 71.560 Mu-ve -0.783 -0.332 -0.024 --0.656 ·0.470 -6.397 Oil'ference 0.000 -0.000 0.000 ·0.000 -0.000 -0.000 C351514GA Max +ve 0.233 0.096 0.031 0.000 0256 1.119 11:EXP Loads 0.876 D D D -150.426 ·105.101 Mu-ve --0,307 -0.095 --0.033 -<l.000 --0.355 .o.584 11:E.XP Reactions -0.876 -0.000 -0.000 -0.000 150.426 105.101 TS252514GAQ14 Max +ve 0.106 0.265 0.084 3 384 1.915 1.303 Oiffe1enee -0.000 -0.000 -0.000 -0.000 0.000 0.000 Max -ve --0.089 -0.237 -0.092 -1.940 -1.868 -2.034 12:EXN Loads -0.876 0 D 0 150.426 105.101 TS202012GA Max +ve 0.396 0.006 0.057 0.077 1.241 0.136 12:EXN Reactions 0.876 0.000 0.000 0.000 -150.426 -105.101 Max-ve --0.-402 .0.001 -0.056 --0.119 -1.427 ·0.056 Difference 0.000 0.000 0.000 0.000 -0.000 --0.000 TS222214GA Max +ve 0.055 0.008 0.099 0.079 1.757 0.100 13:EZP Loads D D 0.613 73.574 -28.817 D Max -ve --0.095 -0.008 --0.094 --OJM2 -1.760 -0.047 13:EZP Reactions -0.000 -0.000 -0.613 .73_574 28.817 0.000 Difference -0.000 -0.000 -0.000 0.000 0.000 0.000 14:EZN Loads D D -0.613 -73.574 28.817 D Statics Check Results 14:EZN Reactions 0,000 ODDO 0.613 73.574 -28.817 -0.000 UC FX FY FZ MX MY MZ (kip) (q>) (ltip) (lopon) 1~·.,, (ltip"w,) 1:0EAO Loads --0.000 -3.619 -0.000 -622.835 0.000 -175.854 1:0EAO Reactions 0.000 3.619 0.000 622.835 -0.000 175854 Difference 0.000 0.000 0.000 -0.000 -0.000 -0.000 15:EY Loads 0 -0.613 0 -105.303 D -28.817 15:EY Reactions 0.000 0.613 0.000 105.303 ·0.000 28.817 Difference 0.000 -0.000 0.000 0.000 --0.000 -0.000 Oitrecence 0.000 -0.000 -0.000 -0.000 --0.000 0.000 2:ROOFUVE Loads 0.000 -4.544 D -790.607 -0.000 -213.555 2:ROOFUVE Reactions -0.000 4.544 -0.000 790.607 ODDO 213.555 Oiffece:nc:e 0.000 -0.000 ·0.000 -0.000 -0.000 0.000 3:XP1 Load, 8.512 3.681 0.000 6-40.482 -1.48E+3 -402.290 3:XP1 Reactions ·8.512 -3.681 -0.000 -640.482 1.48E+3 402.290 Oiffecenc:e -0.000 -0.000 0.000 -0.000 0.000 -0.000 4:XP2 Loacb 8.512 3681 0.000 640.482 -1.48E+3 -402.290 4:XP2 Reactions -8.512 .-3.681 -0.000 --640.482 1.48E+3 402.290 Difference -0.000 -0.000 0.000 -0.000 0.000 -0.000 PtN.T.....0-• 17m'202313.54 STAAO.Pfo CONNECT Edition 22.10.00.153 PmcRW'1Sol12 Pril'IT--0. .. 17~135-4 STAAO.Pro CONNECT Edition 22.10 00.153 Pfn:R\ll'llaf12 ~•,!._~-::-.:: ...... ._ ... I ... 437-23-0383 5012/17 ~k..-dtDA&AE,.._.. ... CONECTEOU-.lost.M.._ 1~-~-"=.: ...... 1-"' r· 437-23-0383 so 13 / 17 Softwlltk..-d.oA.&.A.Efl9l'lff'll'III ... CONNECTED UHr JoM Mllltf Joolltle LEGOLANO Fun Town ... Jobllh LEGOLANO Fun Tovm ... o, JM °'"3117/2023 °"CA o, JM °'"311712023 °"CA """ Complex Steel Buildin9$ n. R2.-137-23-0383.std 1o..i.rr-17-Mar-2023 13:J.4 Clio,< Complex Steel Buildings n. R2--"37-2J..0383.11d IDlttlr-17-Mar-2023 13:34 Reaction Summa!:lr;'. Reaction Enveloee Cont... Horizontal Vertical Horizontal Moment Horizontal Vertical Horizontal Momeni Node UC FX FY FZ MX MY MZ Node Env FX FY FZ MX MY MZ (~p) (~p) (~p) (q,"in) (kip-.,) (~p-Kl) (~p) (kip) (kip) (kip-w,) (>lpln) (kip-Kl) Max FX 25 22:0+0.6WZ~ 0.210 0.209 -0.081 0 0 0 25 +ve load: 1• load: 13 load: 1" MinFX 87 17:D+0.6WXP1 -0,753 -0.052 -0.001 0 0 0 25 ••e -0.000 -0.0•1 -0.076 0 0 0 Max FY 52 17:O+0,6WXP1 -0.290 1.376 O.llO 0 0 0 25 -ve Load: 13 load: 14 Load: 13 Min FY 78 33:0.60+0.&w. -0.-437 -1.33,4 0.033 0 0 0 33 •ve 0.000 0.038 0.039 0 0 0 Max FZ 60 17:O+0.6WXPI -0.697 -0.032 0.117 0 0 0 33 •ve Load: 13 Load: 1• load: 1• MinFZ 58 39:0.60+0.SW: -0.063 0,104 -0.193 0 0 0 33 -ve -0.000 -0.038 -0.039 0 0 0 MaxMX 1 16:D+LR 0.019 0201 -0.037 0 0 0 33 -ve load: 1• load: 13 Load: 13 MinMX 1 16:O+LR 0.019 0.201 -0.037 0 0 0 36 ... 0.000 0.009 0.031 0 0 0 Max MY 1 16:0•LR 0.019 0201 -0.037 0 0 0 36 •ve load: 1• load: 13 load: 14 Min MY 1 16:0+LR 0.019 0.201 -0.037 0 0 0 36 -ve -0.000 -0.009 -0.031 0 0 0 MaxMZ 1 16:O+LR 0.019 0.201 -0.037 0 0 0 36 -ve load: 13 Load: 14 Load: 13 MinMZ 1 16:0•LR 0.019 0.201 -0.037 0 0 0 •9 +ve 0.002 0.06" 0.020 0 0 0 •9 +ve load: 14 Load: 1• load: 14 Reaction Enveloee .9 -ve -0.002 -0.0S. ..0.020 0 0 0 .9 -ve load: 13 load: 13 load: 13 Horizontiil Vertical Horizontal M~t 52 >ve 0.00. 0.075 0.018 0 0 0 Node Env FX FY FZ MX MY MZ 52 >ve load: 13 load: 1• Load: 14 (kip) (kip) (kip) (kip·.,, (~p-w,) (kipin) 1 •ve 0.006 0.085 0.020 0 0 0 52 -,e -0.004 -0.075 -0.018 0 0 0 52 -•e load: 1• Load: 13 load: 13 1 +ve Load: 13 Load: 13 load: 14 58 •ve 0.00. 0.098 0.000 0 0 0 1 •Ve -0.006 -0.085 -0.020 0 0 0 58 •ve Load: 13 load: 13 load: 1• 1 ·Ve Load: 14 Load: 14 Load; 13 58 -,e -0.00, -0.098 --0.000 0 0 0 • •ve 0.003 0.070 0.017 0 0 0 58 -ve Load: 14 Load: 1• load: 13 • +ve load: 14 Load: 13 Load: 14 60 •ve 0.010 0.074 0.000 0 0 0 • •Ve -0.003 -0.070 -0.017 0 0 0 60 •ve load: 14 load: 1• load: 14 • -ve load: 13 Load: 14 Load: 13 60 -ve -0.010 -0.074 -0.000 0 0 0 9 +ve 0.000 O.OZ2 0.059 0 0 0 9 >ve load: 13 load: 14 load. 1• 60 -ve load: 13 load: 13 Load: 13 78 •ve 0.001 0.002 0,045 0 0 0 9 -ve -0.000 -0.022 -0.059 0 0 0 78 +ve load: 13 load: 13 load: 1-4 9 ·VO load: 1• load: 13 load: 13 78 •Ve -0.001 --0.002 -0.045 0 0 0 12 •ve 0.000 0.014 0.052 0 0 0 78 -ve load: 14 load: 14 Load: 13 12 +ve Load: 13 Load: 14 Load: 1• 81 •ve 0.001 0.00, 0.039 0 0 0 12 -ve -0.000 -0.014 -0.052 0 0 0 81 +ve load: 13 load: 14 Load: 1-4 12 -ve load: 14 load: 13 load: 13 81 •Ve -0.001 --0.004 -0.039 0 0 0 17 •ve 0.000 0.002 0.047 0 0 0 81 •Ve load: 1• Load: 13 load: 13 17 +ve load: 1• load: 13 load: 1• 87 •ve 0.001 0.000 0.000 0 0 0 17 -ve -0.000 -0.002 -0.0.7 0 0 0 17 -ve load: 13 load: 1• load: 13 20 •ve 0.000 0.008 0.041 0 0 0 87 +ve Load: 13 Load: 1• load: 1-4 87 ·Ve -0.001 -0.000 --0.000 0 0 0 87 -ve load: 14 Load: 13 load. 13 21) ••e load: 1• Load: 14 load: 1• 95 •ve 0.000 0.067 0.019 0 0 0 20 -ve -0.000 -0.008 -0.041 0 0 0 95 +ve load: 14 Load: 1-4 load 14 21) -ve Load: 13 load: 13 Load: 13 95 -ve --0.000 -0.067 -0.019 0 0 0 25 •ve 0.000 0.0•1 0.076 0 0 0 95 -ve load: 13 Load: 13 load: 13 96 •ve 0.000 0.062 0.008 0 0 0 Pnr'CT-'Ollt 17.o3n02313.S4 STAAO Pro CONNECT Edition 22.10 00.153 Pffl1Run7,:,t12 Pl'WT~ 17.o312G2313·54 STAAO.Pro CONNECT E<frtion 22.10.00.153 PtTIAI.Wlt,:,tU ~~---.:.=-....... I"""'"' 1-437-23-0383 so 14 / 17 SoftMN lcenMd to A & A £ngnt.r.,g Port CONNECTED Us«·~ Mk ~~-.... -=-....... I"'"'"' 1~· 437-23-0383 so 15 / 17 ~~IOA&AE~ ,., CONNECTED VMf'" Jost\ Mk .-.,r• LEGOLANO Fun Town -~ JooTIIIII LEGOLANO Fun Town -~ By JM o.r:'311712023 °"'OA By JM Oatt:311112023 ChdQA """" Complex Steel Buitdtngs Fk R2--437-2J..-0383.std lo.t.ll'ffle 11-Mar-2on 13:34 a.. Comp4e)t Steel Buildings n. R2-437-23-0383.std l°'MmM 11-Mar-202313:34 Reaction Enveloee Cont ... Utilization Ratio Cont.. Horizontal Vertical Horizontal Moment Node Env FX FY FZ MX MY MZ Bum Analysis Design Actual AUowabl< Ratio Clause UC ,.,. lz ly Ix Property P,openy Ratio Ratio (AclJAlow.) (ln') (ini (in.) (m~ (kip) (kip) (kip) (lrip"r,) (~p-m) (ltip"in) 63 C35151◄C C351514C 0.13-4 1.000 0.134 Eq. H2·1 16 0.320 0.117 0.317 0.000 96 +ve Load: 13 Load: 13 Load:,,. 69 TS252514 TS25251◄ 0.018 1.000 0.018 Eq. HJ.-1 35 0.802 0.782 0.782 un 96 -ve -0.000 --0.062 -0.008 0 0 0 70 TS2525t◄ TS25251◄ 0.018 1.000 0.018 Eq. H1-1b 17 0.802 0.782 0.782 1.172 96 ·•• load: 1'4 Load: 14 Load: 13 71 TS25251◄ TS25251◄ 0,023 1.000 0.023 Eq. tn-1 22 0.802 0.782 0.782 1.172 102 •ve 0.000 0.060 0.015 0 0 0 72 TS25251◄ TS25251◄ 0017 1.000 0.017 Eq. HI-lb 33 0.802 0.782 0.782 1.172 102 ... Load: 1• Load: 13 Load: 14 73 TS2525U TS25251◄ 0.050 1.000 0.050 Eq. H1-tb 32 0.802 0.782 0.782 1.172 102 ·•• -0.000 -0.060 -0.015 0 0 0 74 TS25251◄ TS252514 0.016 1.000 0.016 Eq. HJ.-1 24 0.802 0.782 0.782 1.172 102 ·•• Load: 13 Load: 14 Load: 13 75 TS25251◄ TS25251◄ 0.056 1.000 0.056 Eq.H1-1b 24 1.605 3.596 1.564 2.000 103 •ve 0.000 0.05-4 0,017 0 0 0 76 TS25251◄ TS25251◄ 0.049 1.000 0.049 Eq.H1-1b 16 0.802 0.782 0.782 1.172 103 ... Load: t,t Load: 14 Load: 1• 77 TS25251◄ TS25251◄ 0.017 1.000 0.017 Eq. H1-1b 17 0.802 0.782 0.782 1.172 103 ·•• -0.000 -0.084 -0.017 0 0 0 78 TS25251<4 TS25251◄ 0.056 1.000 0.056 Eq. H1·1b 33 1.605 3.596 1.56< 2.000 103 ·•• Load: 13 Load: 13 load: 13 79 TS25251◄ TS25251◄ 0.102 1.000 0.102 Eq. H1-1b 22 1.605 3.596 1 564 2.000 110 ... 0.000 0.013 0.051 0 0 0 80 TS25251◄ TS252514 0.091 1.000 0.091 Eq. H1-1b 22 1.605 3.596 1.56-4 2.000 110 ... Load: 14 Load: 13 load: 14 89 C351514C C351514C 0.117 1.000 0.117 Eq. H2·1 16 0.320 0.117 0.317 0.000 110 -ve -0.000 .0.013 -0.051 0 0 0 90 C351514C C351514C 0.116 1.000 0.116 Eq.H2-1 16 0.320 0.117 0.317 0.000 110 ·•• Load: 13 Load: 14 Load: 13 91 C35151◄C C351514C 0.137 1.000 0.137 Eq.H2-1 16 0.320 0.117 0.317 0.000 92 C35151◄C C351514C 0.137 1.000 0.137 Eq.H2-1 16 0.320 0.117 0 317 O 000 Utilization Ratio 93 C35151◄C C351514C 0.135 1.000 0.135 Eq.H2-1 16 0.320 0.117 0.317 0.000 94 TS25251◄ TS25251◄ 0.010 1.000 0.010 Eq. Ht-lb 17 0.802 0.782 0.782 1.172 Beam Anatysis Destgn Actual Allowabf Ratio Clause UC A,. lz ly Ix Property P,openy Ratio Ratio (Ad.lAllow.) (1"12) (in~ (in') (WI~ 1 TS25251◄ TS25251◄ 0.025 1.000 0.025 Eq. HI-lb 33 0.802 0.782 0.782 1.172 J TS25251◄ TS2525U 0.045 1.000 0.045 Eq. HI-lb 17 0.802 0.782 0,782 1.172 6 TS25251◄ TS25251◄ 0.033 1.000 0.033 Eq. H1-lb 16 0.802 0.782 0.782 1.172 10 TS25251◄ TS25251< 0.066 1.000 0.066 Eq. H1-1b 35 1.605 3.596 1.56< 2.000 12 TS25251◄ TS25251◄ 0.078 1.000 0.078 Eq. H1-1b 22 1.605 3.596 1,56< 2.000 15 TS25251◄ TS25251-t 0.090 1.000 0.090 Eq. H1-1b 16 1.605 3.596 1.564 2.000 19 TS25251◄ TS25251◄ 0.095 1.000 0.095 Eq. HI-lb 27 1.605 3.596 1.56. 2.000 24 TS25251◄ TS25251◄ 0.098 1.000 0.098 Eq. HHb JO 1.605 3.596 1.564 2.000 28 TS25251◄ TS25251◄ 0.092 1.000 0.092 Eq. H1-1b 30 1.605 3.596 1.56◄ 2.000 33 TS25251◄ TS25251◄ 0.107 1.000 0.107 Eq. H1-lb 30 1.605 3.596 1.56◄ 2.000 37 TS25251◄ TS25251◄ 0.079 1.000 0.079 Eq. HHb 30 1.605 3.596 1.564 2.000 42 TS25251◄ TS25251◄ 0.108 1.000 0.108 Eq. HHb 30 1.605 3.596 1.56< 2.000 51 TS252514 TS25251◄ 0.098 1.000 0.098 Eq. H1-1b 16 1.605 3.596 1.564 2.000 55 TS25251◄ TS25251◄ 0.064 1.000 0.064 Eq. H1-1b 33 0.802 0.782 0.782 1.172 57 TS252514 TS25251◄ 0.053 1.000 0.053 Eq. H1•1b 17 0.802 0.782 0.782 1,172 60 TS25251< TS25251◄ 0.034 1.000 0.034 Eq. H1-1b 16 0.802 0.782 0.782 1.172 61 TS25251◄ TS25251◄ 0.058 1.000 0.058 Eq. H1-1b 16 0.802 0.782 0.782 1.172 62 TS25251◄ TS25251◄ 0.032 1.000 0.032 Eq. H1-1b 16 0.802 0.782 0.782 1.172 63 TS25251◄ TS25251◄ 0.056 1.000 0.056 Eq. H1·1b 16 0.802 0.782 0,782 1.172 64 C35151◄C C351514C 0.263 1.000 0263 Eq. H2·1 16 0 320 0.117 0.317 0.000 65 TS25251◄ TS25251◄ 0.031 1.000 0.031 Eq. H1·1b 16 0.802 0.782 0.782 1.172 66 C351514C C35151◄C 0.264 1.000 0264 Eq. H2·1 16 0.320 0.117 0.317 0.000 67 C351514C C35151◄C 0.146 1.000 0.1'6 Eq. H2-1 16 0.320 0.117 0.317 0.000 95 TS252514 TS25251◄ 0.022 1.000 0.022 Eq. HJ.-1 22 0.802 0.782 0.782 1.172 98 TS252514 TS25251◄ 0.01◄ 1.000 0.014 Eq. H1-1b 21 0.802 0.782 0.782 1.172 100 TS252514 TS25251◄ 0.093 1.000 0.093 Eq. H1-1b JO 1.605 3.596 t.56◄ 2.000 101 TS252514 TS25251◄ 0.098 1.000 0.098 Eq. Ht-lb 16 1.605 3.596 1.564 2.000 102 TS252514 TS25251◄ 0.111 1.000 0.111 Eq. Ht-lb 30 1.605 3.596 1.56< 2.000 103 TS252514 TS25251◄ 0.112 1.000 0.112 Eq. HI-lb 30 1.605 3.596 1.564 2.000 104 TS25251◄ TS25251◄ 0.119 1.000 0.119 Eq. HI-lb 30 1.605 3.596 1.564 2.000 105 TS25251◄ TS25251◄ 0.120 1.000 0.120 Eq. Ht-lb JO 1.605 3.596 1.564 2.000 106 TS25251◄ TS25251◄ 0.119 1.000 0.119 Eq.H1-1b 30 1.605 3.596 1.56-4 2.000 107 TS25251◄ TS25251◄ 0.120 1.000 0.120 Eq. HI-lb JO 1.605 3.596 1.564 2.000 108 TS25251◄ TS252514 0.108 1.000 0.108 Eq. H1-lb JO 1.605 3.596 1.564 2.000 109 TS252514 TS252514 0.108 1,000 0.108 Eq.H1-1b 16 1.605 J.596 1.564 2.000 110 C35151-◄C C35151"'C 0.238 1.000 0238 Eq.H2-1 16 0.320 0.117 0.317 0.000 111 C351514C C351514C 0.288 1.000 0288 Eq. H2-1 16 0.320 0.117 0.317 0.000 112 C351514C C351514C 0.265 1.000 0265 Eq.H2-1 16 0.320 0.117 0.317 0.000 113 C351514C C351514( 0.263 1.000 0263 Eq.H2-1 16 0.320 0.117 0.317 0.000 114 C35151◄C C351514C 0.263 1.000 0263 Eq. H2-1 16 0.320 0.117 0.317 0.000 115 C35151◄C C351514C 0.239 1.000 0239 Eq. H2-1 16 0.320 0.117 0.317 0.000 116 C351514C C351514C 0289 1.000 0.289 Eq. H2-1 16 0.320 0.117 0.317 0.000 117 C351514C C351514C 0.266 1.000 0.266 Eq. H2-1 16 0.320 0.117 0.317 0.000 118 C351514C C35151◄C 0.262 1.000 0.262 Eq. H2-1 16 0.320 0.117 0.317 0.000 119 C351514C C351514C 0.261 1.000 0.261 Eq. H2·1 16 0.320 0.117 0.317 0.000 120 C351514C C351514C 0.121 1.000 0.121 Eq.H2•1 16 0.320 0.117 0.317 0.000 121 C351514C C351514C 0.117 1.000 0.117 Eq.H2-1 27 0.320 0.117 0.317 0.000 123 C35151◄C C351514C 0.148 1.000 0.148 Eq.H2-1 27 0.320 0.117 0.317 0.000 124 C35151◄C C35151◄C 0.157 1.000 0.157 Eq.H2•1 27 0.320 0.117 0.317 0.000 PrnT--,0.,tl 17,oJ,'202313.5'1 STAAD.Pro CONNECT Ediion 2210 00.153 Pmll"l,lfltofU P'rW: T-0.-11103,'2023 U.5' STAAO.Pro CONNECT Edition 22.10.00.153 Pri!CRIMI 100,12 ~~-~-:=.: ...... 1 ........ I ... 437-23-0383 so 16 / 17 ~b nMdtoA&AEngnNtlng ... COtNE.CTE0 IJNf JoM u., 1~-~-'=:'. ,..... 1-... r· 437-23-0383 so 17 / 17 so,i,.r•br!Md~A•A~ ... CON-1:CTEO U.-JoNI....., Job n.. LEGO LANO Fun Town ... Joo Tille LEGOLANO Fun Town ... e, JM CWcJ/17/2023 °"'CA e, JM o.t"3/17/2023 ""'OA """' Complex Steel Buildings F .. R2-437•23·03!3.std p:•i.tr-17-Mat-2023 13:34 """' Co~e• Steel Buildings Fie R2◄37-23-0383.std 10.twr-17-Mar-2023 13:3-4 Utilization Ratio Cont.. Utilization Ratio Cont. .. Bum Analysis Design Actual AUowabh Ratio Clause UC Ax lz ly bt Property Property Ratio Ratio (AcUAllow.) ~n'} ("1 can•) ("11 a.am Analysis Design Actual Allowabl R~tio Clausa UC ... lz ly ,. Property Property Ratio Ratio (ActJAllow.) ("') (in"') (in4) ("1 125 TS252514 TS25251◄ 0,017 1.000 0.017 Eq. H3-1 35 0.802 0.782 0.782 1.172 251 TS252514 TS252514 0.025 1.000 0.025 Eq. HJ-1 22 1.632 7.586 7.586 9.867 126 TS25251◄ TS2525U 0.021 1.000 0.021 Eq. H3-1 35 0.802 0.782 0.782 1.172 252 TS25251◄ TS25251◄ 0.076 1.000 0.076 Eq. H1-1b 22 1.605 3.596 1.564 2.000 127 TS25251◄ TS25251◄ 0.029 1.000 0.029 Eq. H1·1b 19 0.802 0.782 0.782 1.172 253 TS20201:i TS202012 0.055 1.000 0.055 Eq. HI-lb 22 0.824 0.493 0.493 0.737 128 TS2525U TS25251<1 0.012 1.000 0.012 Eq. H1-1b 19 0.802 0.782 0.782 1.172 254 TS20201:i TS202012 0.041 1.000 0.041 Eq. HI-lb 21 0.824 0.493 0.493 0.737 190 TS252SU TS252514 0.016 1.000 0.016 Eq. HJ-1 35 0.802 0.782 0.782 1.172 255 TS2020t:i TS202012 0.071 1.000 0.071 Eq. H1-1b 17 0.824 0.493 0.493 0.737 191 C351514C C351514C 0.118 1.000 0.118 Eq. H2-1 16 0.320 0.117 0.317 0.000 256 TS20201:i TS202012 0.04-4 1.000 0.044 Eq. H1-1b 17 0.824 0.493 0.493 0.737 192 C351514C C351514C 0.116 1.000 0.116 Eq. H2·1 16 0.320 0.117 0.317 0.000 257 TS20201:i TS20201:i 0.065 1.000 0.065 Eq. H1-tb 24 0.824 0.493 0.493 0.737 193 TS25251◄ TS25251◄ 0.033 1.000 0.033 Eq. Hl-1 22 0.802 0,782 0.782 1.172 258 TS20201:i TS202012 0.057 1.000 0.057 Eq.H1-1b 17 0.824 0.493 0.493 0.737 194 C351514C C351514C 0.291 1.000 0.291 Eq. H2-1 16 0.320 0.117 0.317 0.000 259 TS202012 TS202012 0.073 1.000 0.073 Eq.H1-1b 22 0.824 0.493 0.493 0.737 195 C351514( C351514< 0.291 1.000 0291 Eq. H2-1 16 0.320 0.117 0.317 0.000 260 TS202012 TS202012 0.052 1.000 0.052 Eq. H1-1b 22 0.824 0.493 0.493 0.737 196 TS25251◄ TS252514 0.075 1.000 0.075 Eq. H1-1b 35 1.605 3.596 1.564 2.000 261 C35151-4C C351514C 0.157 1.000 0.157 Eq.H2•1 27 0.320 0.117 0.317 0.000 198 TS25251◄ TS252514 0.023 1.000 0.023 Eq. HHb 16 1.605 3.596 1.56-4 2.000 262 TS252514 TS252514 0.028 1.000 0.028 Eq. Hl-1 22 0.802 0.782 0 782 1.172 199 TS252514 TS252514 0.098 1.000 0098 Eq. H1-1b 21 1.605 3.596 1.56-4 2.000 263 TS25251◄ TS25251-4 0.091 1.000 0.091 Eq. H1-1b 33 0.802 0.782 0.782 1.172 200 TS252514 TS252514 0.022 1.000 0.022 Eq. H1·1b 16 1.605 3.596 1.56-4 2.000 264 TS25251◄ TS252514 0.063 1.000 0.063 Eq. H1-1b 17 1.605 3.596 1.56< 2.000 201 TS25251◄ TS252514 0.037 1.000 0.037 Eq. H1-lb 16 1.605 3.596 1.56-4 2.000 265 TS25251-4 TS25251◄ 0.037 1.000 0.037 Eq.H1-1b 17 0.802 0.782 0.782 1.172 204 TS25251◄ TS252514 0.038 1.000 0.038 Eq. H1-1b 16 1.605 3.596 1.56< 2.000 266 TS25251◄ TS252514 0.056 1.000 0.056 Eq.H1·1b 33 1.605 3.596 1.56-4 2.000 205 TS25251~ TS252514 0.011 1.000 0.011 Eq. H1-1b 19 0.802 0.782 0 782 1.172 267 TS222214 TS22221-4 0.033 1 000 0.033 Eq.H1-1b 17 0 719 0 ... 0.56.C 0.8-45 206 TS25251◄ TS25251-4 0.017 1.000 0.017 Eq. H1-1b 17 0.802 0.782 0.782 1.172 268 TS222214 TS222214 0.101 1.000 0.101 Eq.Hl-1b 17 0.719 0.56< 0.56< 0.845 207 TS25251◄ TS252514 0.021 1.000 0.021 Sec. E1 16 1.605 3.596 1.56◄ 2.000 269 TS222214 TS222214 0.105 1.000 0.105 Eq.H1-1b 17 0.719 0.56< 0.56< 0.845 222 TS25251◄ TS25251◄ 0.028 1.000 0.02! Eq. H1·1b 33 0.802 0.782 0.782 1.172 270 TS20201:i TS20201:i 0.077 1.000 0.077 Eq.H1-1b 17 0.824 0.493 0.493 0.737 224 TS25251◄ TS25251◄ 0.096 1.000 0.096 Eq. H1-1b 27 1.605 3.596 1.56< 2.000 271 TS20201.i: TS202012 0.051 1.000 0.051 Eq. H1·1b 17 0.824 0.493 0.493 0.737 225 TS252514 TS25251-4 0.095 1.000 0.095 Eq. HHb 30 1.605 3.596 1.56< 2.000 272 TS20201:i TS202012 0.066 1.000 0.066 Eq. Ht-lb 17 0.824 0.493 0.493 0.737 226 TS252514 TS25251◄ 0.081 1.000 0.081 Eq. Hl-lb 22 1.605 3.596 1.564 2.000 273 TS202012 TS202012 0.063 1.000 0.063 Eq. H1-1b 17 0.824 0.493 0.493 0.737 227 TS25251◄ TS25251-4 0.094 1.000 0.094 Eq. H1-1b 22 1.605 3.596 1.564 2.000 274 TS202012 TS202012 0.088 1.000 0.088 Eq. H1·1b 22 0.82◄ 0.493 0.493 0.737 228 TS25251◄ TS25251◄ 0.106 1.000 0.106 Eq. HHb 30 1.605 3.596 1.56< 2.000 275 TS202012 TS202012 0.056 1.000 0.056 Eq. H1-1b 22 0.824 0.493 0.493 0.737 230 TS25251◄ TS25251◄ 0.015 1.000 0.015 Eq. H1-lb 17 0.802 0.782 0.782 1.172 276 TS25251◄ TS2525U 0.085 1,000 0.085 Eq. H1·1b 30 1.605 3.596 1.564 2.000 231 TS252514 TS252514 0.085 1.000 0.085 Eq. HI-lb 27 1.605 3.596 1.564 2.000 277 TS222214 TS2222U 0.029 1.000 0.029 Eq. H1·1b 19 0.719 0.56< 0.564 0.8-45 232 TS22221◄ TS22221◄ 0.071 1.000 0.071 Eq. HI-lb 24 0.719 0.56< 0.564 0.8-45 278 TS202012 TS202012 0.054 1.000 0.05-4 Eq. H1-1b 19 0.82-4 0.493 0.493 0.737 233 TS25251◄ TS252514 0.063 1.000 0.063 Eq. HHb 24 1.605 3.596 1.56◄ 2.000 279 TS202012 TS202012 0.0-40 1.000 0.040 Eq.H1-1b 19 0.824 0.493 0.493 0.737 234 Ts=214 TS222214 0.081 1.000 0.081 Eq. H1-1b 24 0.719 0.56< 0.564 0.845 280 TS25251◄ TS25251◄ 0.094 1.000 0.094 Eq. Ht-lb 27 1.605 3.596 1.564 2.000 235 TS25251◄ TS252514 0.034 1.000 0.03-4 Eq. Ht-lb 17 0.802 0.782 0.782 1.172 281 TS25251◄ TS25251◄ 0.101 1.000 0.101 Eq. HI-lb 22 1.605 3.596 1.564 2.000 236 TS22221◄ TS222214 0.102 1.000 0.102 Eq. HI-lb 22 0.719 0.56< 0.56< 0.845 282 TS25251◄ TS25251◄ 0.049 1.000 0.049 Eq.H1-1b 16 1.632 7.S86 7.586 9.867 237 TS25251◄ TS25251◄ 0.057 1.000 0.057 Eq. HI-lb 24 1.605 3.596 1.56< 2.000 283 TS25251◄ TS25251◄ 0.029 1.000 0.029 Eq. H3-1 22 1.632 7.586 7.586 9.867 238 TS22221◄ TS22221-4 0.099 1.000 0.099 Eq. HI-lb 17 0.719 0.56< 0.56< 0.845 284 TS25251◄ TS25251◄ 0.096 1.000 0.096 Eq.H1-1b 22 1.605 3.596 1.564 2.000 239 TS252514 TS25251◄ 0.114 1.000 0.11-4 Eq. H1·1b 30 1.605 3.596 1.56-4 2.000 240 TS25251◄ TS25251◄ 0.020 1.000 0.020 Eq. HI-lb 30 1.632 7.586 7.586 9.867 242 TS252514 TS252514 0.014 1.000 0.014 Eq. H1-1b 19 0.802 0.782 0.782 1.172 Failed Members 243 TS25251◄ TS252514 0.036 1.000 0.036 Eq. HHb 35 0.802 0.782 0.782 1.172 244 TS252514 TS252514 0.029 1.000 0.029 Eq. Hl•lb 30 1.632 7.586 7.586 9.867 TIH,,e i& no d•t• of thi& tn,e. 245 TS252514 TS25251◄ 0.033 1.000 0.033 Eq. Hl-1b 30 1.632 7.586 7.586 9.867 246 TS25251◄ TS25251◄ 0.047 1.000 0.047 Eq. H1-1b 35 1.605 3.596 1.564 2.000 247 TS25251◄ TS25251◄ 0.046 1.000 0.046 Eq. H1-1b 16 1.632 7.586 7.586 9.867 248 TS25251◄ TS252514 0.055 1.000 0.055 Eq. H1-1b 30 1.605 3.596 1.56-4 2.000 249 TS25251◄ TS252514 0.051 1.000 0.051 Eq. HJ-1 22 1.632 7.586 7.586 9.867 250 TS252514 TS252514 0.089 1.000 0.089 Eq H1-1b 22 1.605 3.596 1.56< 2.000 Pl-nTlnM-lt)Qt 17.<0'20231l.,s.& STAAO.Pro CONNECT Edition 2210.00.153 P'MIR\#'i 11of12 Pnnt Tim•IOn, 1710ln023 1:u4 STAAO.Pro CONNECT Edition 22.10 00 153 PYw:R,,,n 12of12 UES RE 0550 -METAL SHEATHING SPECIFICATION ., OEVriginA.nly ulssAu. 1 d: 10 01/3N1/2R018EPORRT•vised: 12/0512022 NumVb•elidr:Th:: 01/31/2024 ASC PROFILES LLC 2110 Enterprise Blvd. W•st Sacnom•oto, CA 95691 (800) 733-4955 w,,,.,,,·.as<"profilts.com AEP SPAN AND ASC BUILDING PRODUCTS: SINGLE SKIN STEEL ROOF ,U-.1) WALL PANELS \\'JTH EXPOSED FASTI:l\"ERS CSJ S.ction: 07 61 DO ShHI M•llll Rooll.ac 07 64 DOSh .. r Metal WaU CladdiJlc 1.0 KECOG=IO~ ASC Profiles LLC Smgl• Slan Steel Roof and W.U Panels \\,th Exposed Fastenen ha,·e bttn e,·all13ted for use .as extenor roof and \\.ll CO\.-nmg pmrls. The structunl aod fire-resunnce propntaes of the panels haYc been eYa.luaited for comph.mce ""b the followmg codes. • 2018 201 S, :and 2012 lnte-m.aional But.ldmg Code,_ (IBC) 1018. 2015. and 2012 lnter1121ional Res,dninal Code' (lllC) • 2019 Calif01DJ2 Building Codt1 (CBC) -Anached supplemen1 • 1019 ubforma Residcnt1'11 Code' (CRC) -An.cbed supplement • 2020 City of Los Angeles Bu,ld,ng Code (I.ABC) - Attached ,_lement • 2020 City of Los Angeles Residen"41 Code (LARC) - Atutbed ,-lcment 2.0 Ll1\IITA TI01'"S Use of the ASC Ptofiles LLC Smgle Slan S1eel Roof ;u,d Will Panels and &stcnen rec:ogmzcd tn dus report 1s sub,ect to tbr folloW1Dg hmitauons 2.1 Metil panels used m roof appbcabons sb.u be apphed to ~ solid or closely fittfii deck. except where lhc :roof covniDg is spec-ifically dcSJgocd to ~ applied to spacNI suppon members_ TM panel instillation tables m this report pn,,.,de applicable substrate WD.ltabous. 2.2 Cakulanons dtmonstrarmg compb~c w1th dus repon shall be subtmt1ed to the bwldmg officw for appro,-.J. The c~lculabons shall be prepared by a reg,s1eted deS1gn pro{eSMonal \\-bert rcqwrcd by the s-rarutcs oftbe Junsdtmoo iD ~•bicb the prOJect as 10 be constructed. 2.3 The rIWU1.bcrurer·s recom.meo.ded roof slopes Me defined •<>tbtn the 0\ "ER\ l:EW pomoo of tlm report The munmum roof p.u:tel slopes shall conform to me Sccnoo 1507 ~ 1 or [RC Secnon R905.10 2. or .ustatcd m tb1srepon ?.4 Roof panel flaslung requuements. "·hen apphcable. shall comply ";th !BC Secaons 1503 2 and 1503.3. or IRC Secaons R903 1 ;u,d R903 3 Underbyment. mdudtng 111Stllla1>011. shall comply \Titb !BC Semoos I 507. I ;u,d lSOH Sor IRC Section R905.IO 5. "-ith consideration of appbcable wind cnodillons. 2.5 ~ls used on exterior \\71lls dull be fbY>Cd m accordaocc with [BC Section 1405 4 or lRC Sectioo R905 -J 6 a.nd ~ placed over a ~•ter-rcsun,·e bamer m accordance with IBC Secbons 1-to2 2. 1403 .2. and 1404 2 or IRC S«bon R703 I 2.Cii For modifications of pmel uistallat1oru.. dnign of P3rtul p.t.Dels panel pcortrations md other panel dJ.scoo.nnwt1es shall consider effect> oo strength ;u,d stillness ;u,d be the respoa.s1bt.hty of the design profess10nal m accoubnce mtb me Secnon 1604.4. US1Dg ranonal eoguiecnng mcchamn or m .accordance with the manufacturer's msullauoo lllSUUCttons as appro,·cd by the bu,Jdmg offict.tl 2. 7 Where panels ar• used as ,·,meal dupbngm shear resistance 10 "'-..a.th (~ear wall) of hght-fnme consuuction. the "'alls shall be cl.ass1fiNI as a ··t,emng wall system w 01 ··bwlding &.me S)"tem·· "1th ·'light-mmcd w•Us with shear panels of all othtr materials-sub,cc1 to the c0Dds.t1ons of this cbmfic.bon as defined 111 ASCE/SEI 7. Section 12.2 ?.I Pantl we as protect100 of glazed opmmgs localed m ~1tld-bo= debns regions" oU1side th, scop, of this report. 2.9 Prodac:t Puformancr: ?.9.1 Structu:nl: The tables provided m du.s rcpon specify the-gross and effecttYe secuon propemes. tn'\\·a.rd (posnn:e) UDJfonn alloW2ble loads, allowable rcactJons at supports.. ourn-.rd (oegat~·e) umfonn .Uowable load>. ;u,d dupbr.agm sbe.rcapacmes. q (pll)and fle,ubtbty factor.. F(I0,6 mllbs) for each of th, panels descnbed 111 Secaoo 4.1 oftlu> report 2.9.l Roof Oa.ssi.ficatioa: Roof a.ssembhes complying ",th the rcquuemnu'5 oflBC Sccuon 1505 !. Exccpnon 1. or IRC Secbon R902 I Excepuon 2. ,re consulered Cws A roof use:mbhes For o<hct coodsbons, roof asscmbhes shall be bstedasCl.au A. B, or Cm accordance wttb ASTM EIOS or UL 790. by an appcoYed hsbDg agency or slwl be cons,dered non-cbmfied roofing ASC Profiles shall ho cont>cted fi>f mfonnanoo on the: spcctfic IJsaed as.~bbes TMMIIIMt~.,,_~E..-...,~(UE.S/,-,_,,lloMONJl~••--.tw~....,or,_.-,ol_.:M:Oon.,~D~l!IN«Nflf/lf ...,,_rtutd!M~ol--codit.M,._,,, .... ,..,..._lllftl.b-M.INM~IIDl'l.-t,-,,:,tbtf,t,_.flieciodl••~••...._.~11,hlJfl..,_. ...... -..wtMyN......-lfl__,,-~_,.IIC~f04111"-......,_.llvl~W.,,,.._,,_.a.,.._. ~ ~ C(iip,..,,.e1.02'1ey~~d~-,~~M"911DMU/Wd.Pff'ftd,ta.u.i,S?a11N ,_.1411-4IESIFT•Fu·,0,4724t11 ""'°-~.1.o,v·f733£Ml~JIN,t(,.~,Cllil:loft.lt171fZl1,-USA Page 1 ol 139 ~ MS 1 / 4 550 ., Originally Issued: 01/31/2018 ReviYd: 12105/2022 Valid Through: 01/31/2024 ?.9.3 \Y.1.ll Assembly Fin-Resista.nc•: Wall pauels ;uc lunucd to msu.llauons ~-here oon-fi.n-res1SW1Ce-ra1ed construcboo 1s pemutted by the lBC or lRC Wall paoels may be-permitted in fire-resistanc"e-ntcd wall assemblies b~cd on successful testing m accordance With the reqwrcmellfS prescribed i.o WC Section 703 ?.9.4 Air and "'atrr Infiltration: Alf :and waltf mfiltntioo rtsistmcc is outS1de the scopt of this reyon. Weatha protectlou shall comply w,th Sections 2.4 and :t5 of this report. 2.9.5 Haiil R.siltu u: Hail res1st111ce 15 owsidt thc-SC-opt' ohhlsrcpon 2.9.6 \Vind-blown Debris RHisto1.nn : W1od-bl0\\11 debns resist1t1ce is ows.1dc the scope of this repon l.10 The Smgle Slwi Steel Roof >nd W.U Panels recogwzed 111 this report are produced by ASC Profiln LLC m Sacramento. Califorma and Salem. Oregon. 3.0 PRODUCT US.E GffleraJ Design and 1Dsb.lht1on shall be m xcordauce-w-ith the referenced code, 111 Secnon I O of this repon. the mformaaon pto\1Clcd rn tlus repon. and ASC Profile s product lMU.lbtum g111dc,s When conflict~ occur. the more resmcn,·e shall go,·em. 4.0 PRODUCT DESCKIPTIO~ 4.1 Panels: The panels a1e a,-atl.ablie Ul ,.nous configur.1hons as illustrated m the figure~ acc.ompa.nymg the tables m this report Pmeh ue etther UDpamted or ue pro,1<kd with a painted finish Additional infomunon on tht panel configunnons ,s pro-,clcd 111 the 0\ "ER\ l:EW poruoo of this report The-roof panels comply with rcqwrrm.ems for m<"tal roof pan<ls 111 Cbapr,, 15 of the IBC. and Section R905 of th, IR.C The "-all panels comply ",th requirements for steel wall coYerings in Chapter 14 of the !BC. and Secoon R 703 oflbe !RC 4.2 Bu• Mai.Mah: All No 18 and No 20 gage panels arc manubctured from sheet steel ~,th G90 gah-ani.zed coa.tmgs confocmmg to ASnl A653 SS Gracie -IO All No 22 ;u,d No 24 gage panels are manufactured from AZ.SO alum.mum-zinc alloy coated stttl shtct confonnmg 10 ASThl A 792 SS Grade 50. or from G90 galnwzed sheet per ASThl A653 SS Grade 50. All No 26 and No. 29 gage pands are manu&ctured from AZSO aluminum-zinc alloy coated steel sheets cODfomiing 10 ASTM A792 SS Grade 80 The panels u,, also ava,bble prep;am.l'ed m accordance ",th ASTM A 7:55 4.3 .fastrnrrs: The &stencts' ,ize and type reqwtemt"Ilts ;uc 1dnin.6ed in tbr panel msta.llanon tab~ ~,llno this report. All fasteners shall be Z111C·pb1ed ,nth an added corros1011• res~ta.nt coa.tmg or of a. 300 sie~ ,;:tamless steel construcnon. Self·t.,pping metal•to-metll fasteners shall comply w,th ASTM Cl513. Fasteners mstalled 11110 treated wood shall ~ 300 sencs stamless 'ileel or deggned spectficail)' for use with aeated wuod .$.4 Sabsrraitu: ASC Profiles roof and ~·all panels may be fastened to numerous nibsttates tneludmg. bur not lmuted to_ the followmg • Cold-formed steel m accordance with AlSI S100 • Hot rolled steel m accordance ",th AISC 360 • Concrete m accordance w1th ACl 318 • Pl}"'·ood and OSB rn accordance "1th DOC PS-I and DOC PS·2 • Dimensional lumber iD accordance \\11h A.~SVAWC Nos• The panel =tlllanon tables "1tbtn tlus repon pro,1de applicable substrate and fastening rcqwrement.s For other- suppon coodmons. suuctunl cakulanon, romplymg mth the appbcable code shall be subrrurted to the bwld,ng oflinal for a.ppto\"al ;_o IDENTIFICA TIO~ A permanent bbcl or a che-stamp label bcanng the name md addrns of the ma.uufacnuers. the modd number. and th.ts evaluauon report ot.UDbcr (Evaluauou Repon ER-550) tdenttfies th, ptoducts listed ,n this report. The identification bbels also mclude the IAP~O Uniform E,·aluanoo &nice Mark of Confonnuy. and either one of the following M.arlcs of Confonruty may be used ~ s ® or ~ IAPL\"IO UES ER-S50 6.0 SUBSTANTIAT~G DATA Data subrruaed 111 confonn.tnce "lib IAPMO UES E,·aluaoon Cntena Smgle Slan Ste<! Roof and Wall Panels. EC--011. rensed July 2019 All prodncr te5tmg ts from bboratonc, m compliance "·,th ISO/IEC 17025 Page 2 of 139 UES RE 0550 -METAL SHEATHING SPECIFICATION ~ .. Originally Issued: 01/3112018 EVALUATION REPORT Numb~r: 1 Revised: 12/05/2022 Valid Through: 01/31/2024 Fas:t._n~: Btlow is .a summary of the f.astcner size md types specified withm thu r~ Fastcnn SlZc and rypc WU be compatible ~-,lh 1bc matenal iype. tluclrness, md gndc oflhe supportmg members Section~ 3 oftlus r,por1 pro,...ies addmoo.al fastener reqwrcmcnt.s. Hu "'.II.sher he.id (HWH) &steoers a.re Jiown below However. altema11,-e fastener heads ue accq,uble Faste:nt'fs require sn.1mg washen for 11•eathc:r-ngh1 appUcanom. Fl2 meul-10-metal f>steoet (self-dnlhng point sbo"ll) Q!t,mnm,~ ~1-4 metal-to-wood fastener (milled J)01Dt shown) =9 me-ttl-to-wood futener (climens,ooal lumber owy: self-p1errmg poult shown) Side Lap Sere"· (~12 muumum. :14 most common) To assisr m cbc cYaluatJon of panel shear re'5Utmce. fastener connecnon shear suength.s have been pro,,ded m T.1ble B of this report for •12 fasteners mto sted support$ Tbe$C capacmcs MC based oo AISI S100. Secuon J4 3 for bstener \hear ,;;trength and shur strengths hm.i1cd by ttbl.DI and bearing The eapaalles hs1rd w1tbm Table B of dus repor1 arc used to dctemune edge (penm~ter) &.steru.og reqlllfcm.enls for \bear rrsistmce The general ootes md shear .and fl~btlity t;tbks of dus report piovule further m.fonn.ab.on. TABLEB #12 Fastener COmectHlll Snear Strengtns (10s/ Panel Gat qe I Grade 29ga (.0139") 26ga (.01731 24ga (.02321 22ga (02941 20ga (.03541 18ga (.04591 Subsnle G<80 G<80 = G<SO G,40 G,40 Material /,SJ LRFD >.Sil U!Fl) /,SJ LRFD /,SJ lRFD >.Sil lRFD /,SJ LRFD /Grade Thickness WO .w v,O .,,, WO .,. WO .,,, W'O ., W'O .,,, 16ga(O--,min 222 333 276 414 293 440 371 551 378 567 491 737 Sleel 18ga /04'111 222 (G<SO 333 276 414 293 ,uo 371 557 378 567 416 62' min) 20ga (03541 222 333 276 414 286 429 294 441 282 423 282 423 22ga / 02941 219 329 242 363 227 341 213 320 213 320 213 320 16ga (°'90"'}min 222 333 276 414 293 444 371 557 378 567 491 737 Sleet 18ga / 04'91 222 333 276 414 291 '37 319 479 306 459 288 432 (G< 33 min.) 20ga /03541 222 333 251 3n 229 3« 211 317 195 293 195 293 22ga /02941 203 305 199 299 167 251 148 222 148 222 148 222 Page 6 of 139 MS 2/4 ~,,,,.i(,foiM~■;Hl,jJ -;;:;,,;.t~ .. sso .. Originally Issued: 01/3112018 Revised: 12/0512022 Valid Through: 01131/2024 13.0 Sh-ata Ribe Figure 13.1 -Basic Dimensions Rod Panel Attachment (Strata Rib): .,_ ____________ !6' :.0\/E~G,(--------------; 7'-. J/4 ~ 36/3 Pattern 36/6 Pattern 9• ---.../\. -A -·"1- -r ~ /"'\. /'\. ~ ~ TABLE 13.1 -Stttion Properties (Strata Rib): G,oss Secbl Pr.-.-... Gauge v.\,ght Base Mell! Yield Ten* Momeni of DiSllnce b Poslive Negaive Thdness Sl'engt, Stengt, ,.,.,. lnerla N A. tOOI Seclon Seclon Bol)m ModukJs ModulJs w t Fy Fu ,\ ~ Y, s,-s,. psf " "'" "'" .,,,, ri•11 " in)/t .,,,, 29 0 65 00139 80 82 0 1914 00103 0.16 00170 0 0664 25 0 81 00173 80 82 0.2382 001):J 0 16 00211 0.0817 EiedYe Sedon Pr -ies Unbm l oad CWy "°5il'e Neoaive Gauge Area Dislance b Marenl of DiSllnce b Sedon M=of NA.tom = lneri> N A. tom ModlAJS ~ a (2~•1,)/3 Bairn 8obn A,11 ~-Y• S.• [,. Y• s,. I• ~ .,, .,.,, i> .,,,, .,.,, 11 .,,,, .,.,, .,.,, 29 00285 0 0103 0.16 0.0170 00070 0 34 0.0144 0.0103 0.0081 25 00379 001):J 016 00211 00090 0 32 00181 00130 0.0103 Page 122 of 139 ---./"" 0- --tA-- UES RE 0550 -METAL SHEATHING SPECIFICATION MS 3/4 C' OEVriglnAallly u,ss 4 u..i', 10 01/3N1/2R018EPORRT.vls-.f: 12/0512022 Numvbaelidr:Th:: 01/3112024 C' Originally Issued: 01/31/2018 R•vised: 12/0512022 550 Valid Through: 01131/2024 TABLE 13.2 -Inward (Positive) Uniform Allowable Loads (Strata Rib): TABLE 13.4 -Outward (Negative) Uniform Allowable Loads (No. 29 gauge Strata Rib): lfflt Panel -5o.,;-, Gauge Span Condition 16" 2'-0" 2'-6" 3'-0" 3'-6" c--o· 4"-6" 5'-0" 6"-0" Strata Rib, 29ga AS()W/0 ZlO 102 65 45 33 25 20 16 11 Fastener Panel S)Slem NegatMt {OUtward) Umbnn Load Capaaty, (lbsm2) Slrrje LRFD .tJN 365 162 103 n 53 40 32 26 18 l1240 85 43 25 16 11 7 5 3 Span U1il 58 33 21 14 10 7 4 SubsW'ata Norn Allach Attachment Spacmg, (ff-tn) Size Pattem 16" I 2'· D" I 2'·6" I 3•.o· 3'·6" I 4'-0" 4'•6· 1 5·.o· 6'-0• U120 32 21 15 11 6 AS(), W/0 185 84 54 38 28 21 17 13 9 Double LRFD.~ 279 126 81 57 42 32 25 20 13 29 Span U240 8 U1il Matenal ThocJ<. A50 lRFO A5D UtFD ASO lRFO A50 WO A50 WO A50 lRFO A50 WO ASO LRFD A50 lRFO /Grade ,,. .. 1'10 .., 1'10 .,,. \Wll ... .,.,.., wa .,,. 1'10 .., 1'10 .., -... \WO ♦W >H)ga 112 3618 382 606 170 269 109 172 75 120 55 1111 42 63 34 « 27 32 19 19 (fJ50"} 112 3614 285 127 170 269 109 172 75 120 55 88 42 63 34 '' 27 32 19 19 12ga #12 3618 382 606 170 269 109 f72 75 f20 55 88 42 63 34 '' 27 32 19 19 U1il (10,o"J 112 3614 285 427 170 269 109 f72 75 120 55 88 42 63 34 '' 27 32 19 19 AS() W/0 227 104 67 47 35 26 20 17 12 T~ LRFD.""' 342 157 101 70 52 39 31 26 18 U240 30 20 14 10 6 Span Ulil 19 14 8 U120 AS()_ W/0 285 126 81 56 41 32 25 20 14 Slrrje LRFD ...w 453 200 128 89 65 50 40 32 22 U240 107 55 32 20 13 9 7 4 Span U1il 73 42 27 18 12 9 5 1.coa 112 3618 382 606 170 269 109 f72 75 120 55 1111 42 63 34 " 27 32 19 19 ( 070()j #12 3614 278 '" 170 269 109 1n 75 120 55 88 42 63 34 " 27 32 19 19 Sleel 16Qa 112 3618 382 606 170 269 109 172 75 120 55 88 42 63 34 " 27 32 19 19 (G< 50 (00..,., #12 3614 235 3n 156 23$ 109 172 75 120 55 88 42 63 34 " 27 32 19 19 mm.) tBga ,12 3618 365 $48 170 269 109 172 75 120 55 1111 42 63 34 " 27 32 19 19 100,n 112 3614 183 274 122 183 97 1'6 75 120 55 88 42 63 34 41 27 32 19 19 20ga 112 3618 282 ,22 170 269 109 172 75 120 55 88 42 63 34 " 27 32 19 19 (03'4, ,12 3614 141 211 94 141 75 113 63 94 54 80 42 63 34 " 27 32 19 19 22oa #12 3618 234 ,., 156 23' 109 172 75 120 55 88 42 63 34 « 27 32 19 19 ( on,, ,12 3614 117 11, 78 117 62 94 52 78 45 67 39 "' 34 " 27 32 19 19 U120 40 27 19 14 8 •1Dga ,12 3618 382 606 170 269 109 172 75 120 55 1111 42 63 34 41 27 32 19 f9 AS() W/0 233 105 68 47 34 27 21 17 12 ( 13>0') 112 3614 285 127 170 269 109 172 75 120 55 88 42 63 34 '' 27 32 19 19 Double LRFD.~ 350 159 102 71 52 40 32 26 18 26 Span U240 16 10 U1il U120 AS(), W/0 285 131 85 59 43 33 26 21 15 T~ LRFD.~ 429 197 128 89 65 50 40 32 23 U240 38 25 18 13 7 Span Ulil 24 17 10 t2oa 012 3618 382 606 170 269 109 172 75 120 55 88 42 63 34 « 27 32 19 ,. (10"1') '12 3614 285 ,v 170 269 109 172 75 120 55 88 42 63 34 " 27 32 19 19 14Qii #12 3618 382 >78 170 269 109 172 75 ,20 55 1111 42 63 34 « 27 32 19 19 ( 0100-, 112 3614 193 289 129 f93 103 1:14 75 120 55 88 42 63 34 " 27 32 19 19 Slee! 16Qa 012 3618 325 487 170 269 109 172 75 120 55 1111 42 63 34 44 27 32 19 f9 (G< 33 mm.) (0090") #12 3614 162 2« 108 162 87 130 72 106 55 88 42 63 34 " 27 32 19 19 18ga #12 3618 253 319 169 2-'J 109 172 75 120 55 88 •2 63 34 " 27 32 19 f9 (O,W) #12 3614 126 190 84 126 67 ,o, 56 tu 48 72 42 63 34 " 27 32 19 f9 20ga #12 3618 195 292 130 19!1 1().t 158 75 ,20 55 88 42 63 34 " 27 32 19 f9 U120 ( 0354? !112 3614 97 w ; 65 97 52 TB 43 6.'l 37 :56 32 19 29 43 26 32 19 19 229a •12 3618 162 U3 108 f62 86 130 72 108 55 88 42 63 34 '' 27 32 19 19 (1329(") #12 3614 81 121 54 Bf 43 6.'l 36 :u 31 16 27 IQ 24 36 22 32 18 19 TABLE 13.3 -Allowable Reactions at Supports (Strata Rib): 15132" #14 3618 209 283 140 189 109 ,,, 75 ,20 55 118 42 63 34 " 27 32 19 f9 ,1, 3614 105 f.f,f 70 91 56 ,, 47 63 40 ,. 35 17 31 12 27 32 19 f9 Raactions at Supports based on Web Crippling Bearing l.englh of Webo Gauge Condition ASO (Pn/0 ) (lballl widlh} LRfll (♦Pn) th" lridltrJ Pl,wOOd 19/32-#14 3618 265 3:111 170 239 109 172 75 120 55 1111 42 63 34 " 27 32 19 f9 &OSB #14 3614 133 179 88 ff9 71 96 59 80 51 68 42 60 34 41 27 32 19 f9 23J32" #14 3618 321 13' 170 269 109 172 75 120 55 1111 42 63 34 " 27 32 19 19 #14 3614 161 211 107 , .. , 86 116 71 96 55 83 42 63 34 " 27 32 19 19 1· 1.5" r 1· 1.5" r 29 Erd 131 151 168 200 231 257 I,.,,.,, 187 212 233 278 315 346 19 3618 382 >23 170 269 109 172 75 ,20 55 88 42 63 34 « 27 32 19 f9 Lumber 1·m1n 19 3614 194 162 129 171 103 flQ 75 ff6 55 88 42 63 34 « 27 32 19 f9 (DFL) #14 3618 382 606 170 269 109 f72 75 120 55 88 42 63 34 1, 27 32 19 19 '14 3614 265 3:111 170 238 109 '12 75 120 55 88 42 63 34 " 27 32 19 ,. 26 Erd 196 224 :149 299 343 Ji) lnlera 285 321 351 424 478 523 Page 123 of 139 Page 124 of 139 UES RE 0550 -METAL SHEATHING SPECIFICATION MS 4/4 ~ Originally lssu•d: 01/31/2018 R•vis-,j: 12/05/2022 550 Valid Through: 01131/2024 ~ OEVriginAallly ulss 4 u.'d, 10 01N13112Ro1aEPORRT•vis.d: 12/05/2022 Numvbaelidr :Th:: 01/31/2024 TABLE 13.5 -Outward (Negative) Uniform Allowable Loads (No. 26 gauge Strata Rib): --TABLE 13.6 -Shear and Flexibility (No. 29 gauge Strata Rib, 36/4): Strata Rib, 26ga 29ga Strata Rib 36/4 Attachment Pattem SuJlPO<l Saew-# 12fiv.H Sile lap Saew # 12 SO .. Fastener Panel S)'Stem Negatiw (OJtward) Untbrm Load Capacity, (lbsllt2) Diaphragm Shear Capacrtoes. q (pit) and Flex1bll1!y Faclo,s, F (10_. in/lbs) Allachment Spaan , (Ran) Sutisrae Norn -ch Alladlmenl Spaano, (ft-in) 16"' 2'-o· 2'-6" J' -o· 3'-6" 4•.o· 4• -6" 5"-0"" 6'-0"" SIZ8 Pattern 16" I 2·-0· I z-.5• 3·.o· I 3"-6" •·-o· I 4'-6" 5•.o· I 6"-o· Sido5vY /ISO LRfD /ISO UIFO /ISO UIF0 ASO LRF0 ASO LRF0 /ISO LRF0 ASO UIF0 /ISO UIFO /ISO IRF0 15paa, SJQ .... . ., ~-S/0 ~• SK> .._, SIO .._, SID "'-' SJO .._, SID .._, SJ0 .._, Malenal Tblci<-ASO LRFD A.SO LRFD ASO LRFD ASO WO A50 ~FD ASO LRFD A50 000 A.SD lRFO ASO WO /Grade nen \WO .,, \WO .,, YIO ... ,.-a .., WO ... \WO ... WC ... ..., ... "'° .., 4• q 354 57!) 361 566 363 568 349 562 351 564 318 509 252 ,j()J 204 326 142 226 F 181 15.2 14.0 13 3 12.7 124 12.0 118 114 ~10ga 112 3618 473 ,,. 210 334 135 213 93 1'8 69 HXI 53 BO 42 56 34 " 23 2, ( 13,,., #12 3614 355 532 210 334 135 213 93 1'8 69 109 53 !O 42 56 34 " 23 2, q 321 517 311 5CO 311 501 312 502 312 502 298 480 252 ,j()J 204 326 142 226 8" F 193 167 15.6 14.8 142 14 4 140 13 7 13 7 129a #12 3618 473 751 210 334 135 213 93 1'8 69 109 53 !O 42 56 34 " 23 2, ( I..., #12 3614 355 '32 210 33' 135 213 93 1'8 69 109 53 !O 42 56 34 " 23 24 12· q 321 517 277 '46 286 461 263 423 273 OJ 255 '10 252 ,j()J 204 326 142 226 F 193 17.8 16.4 16.5 15.7 160 15.4 15.7 156 14ga #12 3618 473 751 210 334 135 213 93 1'8 69 109 53 !O 42 56 34 " 23 2, I 010t1") #12 3614 276 '18 186 278 135 213 93 1'8 69 109 53 BO 42 56 34 " 23 2' Steel 16ga #12 3618 469 704 210 334 135 213 93 148 69 109 53 (Gt 50 BO 42 56 34 41 23 24 min) (.0'90') 112 3614 235 352 156 23' 125 188 93 148 69 109 53 !O 42 56 34 " 23 2, 1119• #12 3618 365 $48 210 334 135 213 93 148 69 109 53 BO 42 56 34 41 23 24 I o,o,; #12 3614 183 274 122 133 97 146 81 122 69 ,o, 53 BO 42 56 34 " 23 24 24" q ,rs 442 218 351 247 3911 221 356 199 320 180 289 205 330 190 306 142 226 F 205 19.7 17.7 18.1 18.7 19 5 17.9 18.6 20.0 q 275 '42 218 351 186 300 161 260 199 320 180 289 164 264 150 2'2 128 m 36" F 205 19.7 201 209 18 7 195 203 21.2 23.2 48' q 275 '42 218 351 186 300 161 260 142 228 126 203 164 264 150 2'2 128 m F 20 S 197 201 209 22.0 232 203 21.2 232 20o• •12 36/8 282 422 188 2l12 135 213 93 148 69 109 53 BO 42 56 34 " 23 2, 1 q 275 '42 218 351 186 300 161 260 142 228 126 203 113 183 103 166 85 137 (""'"1 #12 3614 141 2ft 94 141 75 113 63 94 54 !O 47 70 42 56 34 " 23 2, ~$Oil F 20 5 19.7 20.1 20.9 22.0 23.2 24.6 25.9 28.9 229a li12 3618 234 351 156 234 125 187 93 148 69 109 53 80 42 56 34 " 23 24 /02941 li12 3614 117 175 18 1t7 62 94 52 78 45 67 39 58 35 52 31 " 23 24 q 169 213 120 193 97 156 80 129 68 110 59 gs 52 84 47 75 38 61 oone F 234 24.0 25.5 27 4 29.6 319 34.3 36.8 41.9 ~IOga #12 3618 473 ,,, 210 33' 135 213 93 148 69 109 53 BO 42 56 34 " 23 24 ( ""°' "12 3614 355 532 210 33' 135 213 93 1'8 69 109 53 80 42 56 34 " 23 24 129a #12 3618 473 751 210 334 135 213 93 148 69 109 53 BO 42 56 34 " 23 24 ( I..., •12 3614 289 43' 193 289 135 213 93 148 69 109 53 BO 42 56 34 " 23 24 1•oa #12 3618 386 578 210 334 135 213 93 148 69 109 53 80 42 56 34 " 23 24 (010t1") #12 3614 193 289 129 193 103 15' 86 129 69 109 53 BO 42 56 34 41 23 24 Steel 16ga (Gt 33 •12 3618 325 487 210 325 135 213 93 14a 69 109 53 BO 42 56 34 " 23 24 mm) (.0'90') #12 3614 162 2« 108 162 87 130 n 108 62 93 53 80 42 56 34 41 23 24 1119• "12 3618 253 379 169 253 135 202 93 148 69 109 53 BO 42 56 34 " 23 2, ,_ .. ,., #12 3614 126 190 84 126 67 101 56 8' 48 72 42 63 37 56 34 41 23 24 20oa #12 3618 195 292 130 u, 10,t 1'6 81 130 69 109 53 BO 42 56 34 " 23 2, (Q.l5'j .iJ12 3614 97 1'6 65 97 52 78 43 65 37 56 32 49 29 43 26 39 22 24 229a •12 3618 162 2'3 108 162 86 130 72 108 62 93 53 BO 42 56 34 41 23 24 /02941 112 3614 81 12, 54 Bl 43 65 36 5' 31 46 27 40 24 36 22 32 18 2' 15132" #14 3618 209 283 140 189 112 '" 93 126 69 IDB 53 BO 42 56 34 " 23 24 TABLE 13.7 • Shear aud Flexibility (No. 26 gauge Strata Rib, 36/4): 26ga Strata Rib 36/4 Altachm•nt Pattam ·--. ---·····-···. -· ... --1. Diaphragm Shear Capacities, q (pit} and Flexibility Facto,s, F (10,. in/lbs) Macnment Spaan ' cn~n) 16" 2·-0· 2"-6" 3' .o• 3'-6" 4'-0"" 4'-6" s·. o• 6°-0" Side~ l,SJ lRfO /oW LRF0 /oW lRfO /ISO LRf0 /ISO lRfO /oW LRF0 ASO UIFO /oW IRF0 /ISO UIFO ~ S./0 ... ~ SJQ aQ . .., .. o,n .._.,_ S./0 .... ._ . .., ..,._ S,/Q ..,._ SJQ ..,._ c,n '""- q 441 709 437 704 439 707 436 700 436 703 433 WT 352 563 285 456 196 317 4' F 127 11.0 10.3 100 9.6 9.5 9.2 9.2 9.0 a· q 399 643 387 623 387 62'-388 624 388 625 371 597 352 563 285 456 196 317 F 137 12.4 11.7 11.3 110 113 110 109 11.0 SupportSaew: # 12 Hv.H Sode lap Saew. #12 SO #14 36/4 105 141 70 94 56 75 47 63 40 :14 35 '7 31 42 28 38 23 14 PlywOO<I 19/32" #14 3618 265 358 177 239 135 191 93 148 69 109 53 80 42 56 34 " 23 24 &05B •14 36/4 133 179 88 119 71 96 59 !O 51 68 44 60 39 53 34 " 23 24 23/32" #14 3618 321 434 210 289 135 213 93 148 69 109 53 BO 42 56 34 " 23 24 #14 3614 161 217 107 14' 86 116 71 96 61 83 53 72 42 58 34 " 23 24 "9 3618 388 523 210 334 135 213 93 1'8 69 109 53 BO 42 56 34 " 23 24 Lumber 1·mtn 09 3614 194 262 129 174 103 '"' 86 ft5 69 100 53 BO 42 56 34 " 2J 24 (DFl) #14 3618 473 715 210 334 135 213 93 148 69 109 53 !O 42 56 34 41 23 24 114 36/4 265 358 177 238 135 191 93 148 69 109 53 !O 42 56 34 " 23 24 12'" q 399 643 345 555 356 513 327 526 339 5-16 317 510 l29 529 285 456 196 317 F 137 13 3 12.5 12.9 12 3 12.7 12.3 127 12.7 24" q 342 550 2n '37 'J/J7 '95 275 «2 247 J98 224 3liO 256 ,11 236 381 196 317 F 14.8 150 13 7 143 150 158 146 15.2 16 7 q 342 550 ,72 m 232 373 201 323 247 J98 224 3liO 204 328 187 :JJI 160 251 36" F 14.8 150 15_8 168 150 158 16 7 17 6 19.5 48'" q 342 550 272 '37 232 373 201 323 176 284 157 2S3 204 328 187 ;JJf 160 251 F 1'8 t50 158 168 180 192 167 176 195 1 q 342 550 272 '37 232 373 201 323 176 284 157 2S3 141 m 128 m 107 172 I"'""' F 14.8 ISO 158 168 180 19.2 20 5 218 246 q 211 339 149 240 121 1!15 100 162 85 138 74 119 65 105 58 9' 48 77 none f 17 4 189 207 22.7 24 8 ZTO 29.3 316 363 Note: Shear Tables 12.6 & 12. 7 based on 36/4 attachment pattem. Values aa:eptab" fOf use {conservative) fo, 36/8 pattern. Page 125 of 139 Page 126 of 139 ASCE. M'ERICAN SOCIETY Of CIVIL ENGINEERS Address: 1 Legoland Dr Carlsbad, California 92008 Wind Results: Wind Speed 10-year MRI 25-year MRI 50-year MRI 100-year MRI Data Source: Date Accessed: ASCE 7 Hazards Report Standard: ASCE/SEI 7-16 Risk Category: II Soil Class: D -Default (see Section 11.4.3) 96 Vmph 66 Vmph 72 Vmph 77 Vmph 82 Vmph CID ..... .. ,c:., ..... G.-fO♦Yt• Latitude: 33.126215 Longitude: -117.311085 Elevation: 152.5275461932173 ft (NAVO 88) ASCE/SEI 7-16, Fig. 26.5-1B and Figs. CC.2-1-CC.2-4, and Section 26.5.2 Wed Mar 15 2023 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability = 0.00143, MRI = 700 years). Site is not in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2. hltps://asce7hazardtool.online/ Page 1 of 3 Wed Mar 15 2023 ASCE. AMERK:AN SOCIETY OF CML ENGINEERS Seismic Site Soil Class: Results: D -Default (see Section 11.4.3) 1.058 0.383 1.2 N/A 8 0.466 Fv N/A PGA M: 0.56 SMs 1.27 F PGA 1.2 SM1 N/A 1. : 1 Sos 0.847 Cv : 1.312 Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8. Data Accessed: Wed Mar 15 2023 Date Source: USGS Seismic Design Maps https://asce7hazardtool.online/ Page 2 of 3 Wed Mar 15 2023 ASCE. AMERICAN SOCIETY Of CMl ENGINEERS Snow Results: Ground Snow Load, p9 : Mapped Elevation: Data Source: Date Accessed: 0 lb/ft 152.5 ft ASCE/SEI 7-16, Table 7.2-8 Wed Mar 15 2023 Values provided are ground snow loads. In areas designated "case study required," extreme local variations in ground snow loads preclude mapping at this scale. Site-specific case studies are required to establish ground snow loads at elevations not covered. Snow load values are mapped to a 0.5 mile resolution. This resolution can create a mismatch between the mapped elevation and the site-specific elevation in topographically complex areas. Engineers should consult the local authority having jurisdiction in locations where the reported 'elevation' and 'mapped elevation' differ significantly from each other. The ASCE 7 Hazard Tool is provided for your convenience, for informational purposes only, and is provided "as is" and without warranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE 7 standard. Vl/hile ASCE has made every effort to use data obtained from reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or quality of any data provided herein. Any third-party links provided by this Tool should not be construed as an endorsement, affiliation, relationship, or sponsorship of such third-party content by or from ASCE. ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard. In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors. employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE 7 Hazard Tool. https://asce7hazardtool.online/ Page 3 of 3 Wed Mar 15 2023 GEOTECHNICAL INVESTIGATION LEGOLAND Fun Town Theatre One Legoland Drive, Carlsbad, California Merlin Entertainment Group c/o LEGOLAND California , LLC One Legoland Drive Carlsbad, California 92008 NOVA Project No. 2022146 October 10, 2022 4&\ 1■1 NOVA Services H 4373 Viewridge Avenue Suite B > 1---0 San Diego, California 92123 858.292.7575 944 Calle Amanecer Suite F San Clemente, CA 92673 949.388.7710 www.usa-nova.com GEOTECHNICAL MATERIALS SPECIAL INSPECTION DVBE • SBE • SDVOSB • SLBE Mr. Tom Storer, Senior Project Manager Merlin Entertainment Group c/o LEGOLAND California, LLC One Legoland Drive Carlsbad, California 92008 Subject: Geotechnical Investigation LEGOLAND Fun Town Theatre October 10, 2022 NOVA Project No. 2022146 One Legoland Drive, Carlsbad, California Dear Mr. Storer: NOVA Services, Inc. (NOVA) is pleased to present our report describing the geotechnical investigation performed for the LEGOLAND California Fun Town Theatre project. We conducted the geotechnical investigation in general conformance with the scope of work presented in our proposal dated July 8, 2022. This site is considered geotechnically suitable for construction of the proposed improvements provided the recommendations within this report are followed. NOVA appreciates the opportunity to be of service to LEGOLAND California, LLC on this project. If you have any questions regarding this report, please call us at 858.292. 7575 x 406. Sincerely, NOVA Services, Inc. Tom Canady, PE 50057 Principal Engineer =~ Senior Staff Geologist 4373 Viewridge Avenue, Suite B San Diego, CA 92123 P: 858.292.7575 ~~~~~ * Melissa Stayner, PG , CEG 2707 Senior Engineering Geologist www.usa-nova.com 944 Calle Amanecer, Suite F San Clemente, CA 92673 P: 949.388. 7710 Geotechnical Investigation LEGOLAND Fun Town Theatre, Carlsbad, CA NOVA Project No. 2022146 GEOTECHNICAL INVESTIGATION LEGOLAND Fun Town Theatre One Legoland Drive, Carlsbad, CA TABLE OF CONTENTS October 10. 2022 1. INTRODUCTION ...................................................................................................... 1 2. SCOPE OF WORK .................................................................................................. 3 2.1. Field Investigation ..................................................................................................... 3 2.2. Laboratory Testing .................................................................................................... 4 2.3. Analysis and Report Preparation ............................................................................... 4 3. SITE AND PROJECT DESCRIPTION ..................................................................... 5 3.1 . Site Description ......................................................................................................... 5 3.2. Site History ................................................................................................................ 5 3.3. Proposed Construction .............................................................................................. 5 4. GEOLOGY AND SUBSURFACE CONDITIONS ..................................................... 6 4.1. Site-Specific Geology ................................................................................................ 7 5. GEOLOGIC HAZARDS ........................................................................................... 9 5.1. Faulting and Surface Rupture .................................................................................... 9 5.2. Site Class ................................................................................................................. 1 O 5.3. CBC Seismic Design Parameters ............................................................................. 10 5.4. Landslides and Slope Stability .................................................................................. 10 5.5. Liquefaction and Dynamic Settlement ...................................................................... 11 5.6. Flooding, Tsunamis, and Seiches ............................................................................. 11 5.7. Subsidence .............................................................................................................. 11 5. 8. Hydro-Consolidation ................................................................................................. 11 6. CONCLUSIONS ..................................................................................................... 12 7. PRELIMINARY RECOMMENDATIONS ................................................................ 13 7.1 . Earthwork ................................................................................................................. 13 7. 1. 1 Site Preparation .......................................................................................... 13 7. 1.2 7. 1.3 7.1.4 Geotechnical Investigation LEGOLAND Fun Town Theatre, Carlsbad, CA NOVA Project No. 2022146 October 10. 2022 Expansive Soil ............................................................................................. 13 Compacted Fill ............................................................................................ 13 Imported Soil ............................................................................................... 14 7.1.5 Subgrade Stabilization ................................................................................ 14 7. 1. 6 Excavation Characteristics .......................................................................... 14 7. 1. 7 Oversized Material ...................................................................................... 14 7.1.8 Temporary Excavations ............................................................................... 14 7. 1. 9 Groundwater Seepage ................................................................................ 15 7.1.10 Slopes ......................................................................................................... 15 7. 1. 11 Surface Drainage ........................................................................................ 15 7. 1. 12 Grading Plan Review ................................................................................... 15 7 .2. Foundations ............................................................................................................. 16 7.2.1 Spread Footings .......................................................................................... 16 7.2.2 CIDH Piles .................................................................................................. 16 7. 2. 3 Settlement Characteristics .......................................................................... 17 7. 2. 4 Foundation Plan Review ............................................................................. 17 7. 2. 5 Foundation Excavation Observations .......................................................... 17 7.3. Pedestrian Hardscape .............................................................................................. 17 7.4. Conventional Retaining Walls and Site Walls ........................................................... 17 7.5. Pipelines .................................................................................................................. 19 7.6. Corrosivity ................................................................................................................ 20 8. CLOSURE .............................................................................................................. 21 9. REFERENCES ....................................................................................................... 22 ii List of Figures Site Vicinity Map Site Location Map Subsurface Exploration Map Regional Geologic Map Fill in Boring B-2 Old Paralic Deposits in Boring B-4 Santiago Formation in Boring B-3 Regional Faulting in the Site Vicinity Geotechnical Investigation LEGOLAND Fun Town Theatre, Carlsbad, CA NOVA Project No. 2022146 October 10, 2022 Figure 1-1. Figure 1-2. Figure 2-1 . Figure 4-1 . Figure 4-2. Figure 4-3. Figure 4-4. Figure 5-1 . Figure 7-1 . Typical Conventional Retaining Wall Backdrain Detail List of Tables Table 5-1 . 2019 CBC and ASCE 7-16 Seismic Design Parameters List of Plates Plate 1 Geotechnical Map and Geologic Cross-Section List of Appendices Appendix A Use of the Geotechnical Report Appendix B Boring Logs Appendix C Laboratory Testing iii 1. Geotechnical Investigation LEGOLAND Fun Town Theatre, Carlsbad, CA NOVA Project No. 2022146 October 10. 2022 INTRODUCTION This report presents the results of the geotechnical investigation NOVA performed for the LEGOLAND California Fun Town Theatre project. We understand the project will consist of design and construction of tensile fabric shade structures over the seating area, a canopy structure over the stage, a greenroom building addition, and a new asphalt-paved entry. The purpose of our work is to provide conclusions and recommendations regarding the geotechnical aspects of the project. Figure 1-1 presents a site vicinity map. Figure 1-2 presents a site location map . • Carlsbad flower Fields • l Legola .,. Caljfor ~ s p ';........._.• • Figure 1-1. Site Vicinity Map Geotechnical Investigation LEGOLAND Fun Town Theatre, Carlsbad, CA NOVA Project No. 2022146 October 10. 2022 Figure 1-2. Site Location Map 2 2. 2.1. Field Investigation Geotechnical Investigation LEGOLAND Fun Town Theatre, Carlsbad, CA NOVA Project No. 20221 46 October 10, 2022 SCOPE OF WORK NOVA's field investigation consisted of drilling four geotechnical borings (B-1 through 8-4) to depths between about 1 0½ and 19½ feet below the ground surface (bgs) using a rubber track, limited-access drill rig equipped with a hollow stem auger. Figure 2-1 presents the approximate locations of the borings. Figure 2-1. Subsurface Exploration Map KEY TO SYMBOLS B-4 8 GEOTECHNICAL BORING A NOVA geologist logged the borings and collected samples of the materials encountered for laboratory testing. Relatively undisturbed samples were obtained using a modified California (CAL) sampler, a ring-lined split tube sampler with a 3-inch outer diameter and 2½-inch inner diameter. Standard Penetration Tests (SPT) were performed in the borings using a 2-inch outer diameter and 1¾-inch inner diameter split tube sampler. The CAL and SPT samplers were driven using an automatic hammer with a calibrated Energy Transfer Ratio (ETR) of 88.3%. The number of blows needed to drive the sampler the final 12 inches of an 18-inch drive is noted on the logs. Sampler refusal was encountered when 50 blows were applied during any one of the three 6-inch intervals, a total of 100 blows was applied, or there was no discernible sampler advancement during the application of 10 successive blows. The field blow counts, N, were corrected to a 3 Geotechnical Investigation LEGOLAND Fun Town Theatre, Carlsbad, CA NOVA Project No. 2022146 October 10. 2022 standard hammer (cathead and rope) with a 60% ETR. The corrected blow counts are noted on the boring logs as Nsa. Disturbed bulk samples were obtained from the SPT sampler and the drill cuttings. Logs of the borings are presented in Appendix B. Soils are classified according to the Unified Soil Classification System. 2.2. Laboratory Testing NOVA tested select samples of the materials encountered to evaluate soil classification and engineering properties and develop geotechnical conclusions and recommendations. The laboratory tests consisted of in-place moisture and density, particle-size distribution, Atterberg limits, expansion index, corrosivity, and direct shear. The results of the laboratory tests and brief explanations of the test procedures are presented in Appendix C. 2.3. Analysis and Report Preparation The results of the field and laboratory testing were evaluated to develop conclusions and recommendations regarding the geotechnical aspects of the proposed construction. This report presents our findings, conclusions, and recommendations. 4 Geotechnical Investigation LEGOLAND Fun Town Theatre, Carlsbad, CA NOVA Project No. 2022146 October 10. 2022 3. SITE AND PROJECT DESCRIPTION 3.1. Site Description LEGOLAND California is located on a 128-acre property at One Legoland Drive in Carlsbad, California. The existing Fun Town Theatre is located within the west-central portion of the park. The open-air amphitheater consists of an at-grade concrete performance stage and ascending concrete bleachers rising up from the stage level. The ground surface elevations range from about +157 feet mean sea level (msl) at the stage to about +166 feet msl at the upper walkway around the top of the bleachers. 3.2. Site History Review of historic aerial photography indicates that from at least 1947, the date of the earliest available imagery, until 1997, the area was used for agricultural purposes. Park construction began in 1998 and was completed around 2002. The existing park structures have been in place since the park was opened. Review of historic topography indicates that prior to LEGOLAND development, the general site area consisted of a natural north-northwest trending ridge that rose to an elevation of about 180 feet msl. Site grading for the park included cutting this ridge up to about 20 feet deep to create the current theatre grades. 3.3. Proposed Construction Based on the conceptual plans (SGPA Architecture and Planning, 2022), we understand the proposed construction will include tensile fabric shade structures over the seating areas, a canopy structure over the stage, a greenroom building addition, and a new asphalt-paved entry. Grading plans are not available at this time; however, we assume the proposed site grades will generally match current grades, and that minimal site grading will be required. No below-grade structures are anticipated. 5 4. Geotechnical Investigation LEGOLAND Fun Town Theatre, Carlsbad, CA NOVA Project No. 2022146 October 10, 2022 GEOLOGY AND SUBSURFACE CONDITIONS The site is located within the Peninsular Ranges Geomorphic Province of California, which stretches from the Los Angeles basin to the tip of Baja California in Mexico. This province is characterized as a series of northwest-trending mountain ranges separated by subparallel fault zones and a coastal plain of subdued landforms. The mountain ranges are underlain primarily by Mesozoic metamorphic rocks that were intruded by plutonic rocks of the western Peninsular Ranges batholith, while the coastal plain is underlain by subsequently deposited marine and nonmarine sedimentary formations. The site is located within the coastal plain portion of the province and is underlain by old paralic deposits overlying Santiago Formation. Figure 4-1 presents the regional geology in the vicinity of the site. KEY TO SYMBOLS ~ ~~~~FLOOO PLAN I OOP2-1 I ~ ~~G~~:;.06ITS I OVOP10 I OLD PARAUC OEPOSITS, ia I VEIIY OLD PARALIC UNIT2◄, UNDIVIDED V0P10-1 1 DEPOSITS. LNIT 1(1.tl VERY OLD PARAI IC DEP061TS. LNIT 10 SANTIAGO FORMATION Figure 4-1. Regional Geologic Map (Source: Kennedy and Tan 2007) 6 Kp POtNl LOMA FORM A flON MET AMORPH06ED Alll LNMEl AMORPHOGED VOLCANC ANO SEDIMENTARY ROCKS. UNDIVIDED 4.1. Site-Specific Geology Geotechnical Investigation LEGOLAND Fun Town Theatre, Carlsbad, CA NOVA Project No. 2022146 October 10. 2022 As encountered in our borings, the site is underlain by fill, old paralic deposits, and Santiago Formation. Descriptions of the materials encountered are presented below. Plate 1 (Geotechnical Map and Geologic Cross-Section) presents the site-specific geology. Fill (af): Fill was encountered in borings B-1, B-2, and B-4, drilled at the top of the bleacher area, to depths between about 3 and 4 feet bgs. The fill generally consisted of medium dense silty and clayey sand. We understand the fill was placed as an engineered, compacted fill (Leighton, 1998). Figure 4-2 presents a photograph of the fill. Figure 4-2. Fill in Boring 8-2 Quaternary Old Paralic Deposits (Qop): Quaternary-aged old paralic deposits were encountered beneath the bleacher area fill and just below the pavement section in the lower stage area. The old paralic deposits generally consisted of dense to very dense silty and clayey sand. Figure 4-3 presents a photograph of the old paralic deposits. Figure 4-3. Old Paralic Deposits in Boring 8-4 7 Geotechnical Investigation LEGOLAND Fun Town Theatre, Carlsbad, CA NOVA Project No. 2022146 October 10, 2022 Tertiary Santiago Formation (Tsa): Tertiary-aged Santiago Formation was encountered beneath the old paralic deposits in boring 8-3, drilled in the lower elevation, stage area. The Santiago Formation generally consisted of friable to weakly cemented, very dense silty sandstone. Figure 4-4 presents a photograph of the Santiago Formation. Figure 4-4. Santiago Formation in Boring B-3 Groundwater: Groundwater was not encountered in the borings. However, perched groundwater may be encountered in the future due to rainfall, irrigation, broken pipes, or changes in site drainage. Because perched groundwater conditions are difficult to predict, such conditions are typically mitigated if and when they occur. 8 5. Geotechnical Investigation LEGOLAND Fun Town Theatre, Carlsbad, CA NOVA Project No. 2022146 October 10, 2022 GEOLOGIC HAZARDS 5.1. Faulting and Surface Rupture The nearest known active fault is the Oceanside section of the Newport-Inglewood-Rose Canyon Fault Zone, located about 4.9 miles to the southwest. The site is not located in an Alquist-Priolo Earthquake Fault Zone. No active surface faults are mapped across the site. No active faults are known to underlie or project toward the site. Due to the lack of active faulting, the probability of fault rupture at this site is considered low. Figure 5-1 presents regional faulting in the site vicinity. '\ \\ i ~I\ \ y / / / / I M M.JfCot \.--SITE \~ • ~z --:?~ \ ,_ . 'f,. ~----/ , .') \ l ·t • ~ ~{ .... 1 7 --:. ', ~ 11 1 \, I l ~ ,, --_,, FeuH along which historic 0•st 200 yoars) dlsptacement hes occurred ------·-----• Holocene fauH dlsplactmtnl (during past 11.700 years) without historic record. KEY TO SYMBOLS -----------4 Lale Quaternary rauH dlsptacem onl (during pest 700.000 years). Quaternary rauH (age undltTorentleted). ------------.L Pre-Quaternary reuH (older then 1.6 mllllon years) or reuH without recognized Quaternary displacement. Figure 5-1. Regional Faulting in the Site Vicinity (Source: Fault Activity Map of California -California Geological Survey) 9 5.2. Site Class Geotechnical Investigation LEGOLAND Fun Town Theatre, Ca rlsbad, CA NOVA Project No. 2022146 October 10. 2022 Site Class is determined by the weighted average of shear-wave velocity or standard penetration resistance (N-value) within the upper 100 feet of the soil and rock underlying a site. A site underlain by soil and rock with an average N-value greater than 50 blows per foot within the upper 100 feet is classified as Site Class C in accordance with Table 20.3-1 of ASCE 7-16. The penetration resistances NOVA encountered within the Santiago Formation exceeded 50 blows per foot. Review of geologic mapping and previous investigations at Legoland California indicates that the Santiago Formation occurs at relatively shallow depths beneath at the site. Therefore, the site is classified as Site Class C. 5.3. CBC Seismic Design Parameters A geologic hazard likely to affect the project is ground shaking caused by movement along an active fault in the vicinity of the subject site. The site coefficients and maximum considered earthquake (MCER) spectral response acceleration parameters in accordance with the 2019 CBC and ASCE 7-16 are presented in Table 5-1 . Table 5-1.2019 CBC and ASCE 7-16 Seismic Design Parameters Site Class C Site Coefficients, Fa 1.200 Site Coefficients, Fv 1.500 Mapped Spectral Response Acceleration at Short Period, Ss 1.060g Mapped Spectral Response Acceleration at 1-Second Period, S1 0.383g Design Spectral Acceleration at Short Period, Sos 0.848g Design Spectral Acceleration at 1-Second Period, So1 0.383g Site Peak Ground Acceleration, PGAM 0.561g 5.4. Landslides and Slope Stability Evidence of landslides, deep-seated landslides, or slope instabilities were not observed at the time of the field investigation. Additionally, there are no mapped landslides in the vicinity of the project site. The potential for landslides or slope instabilities to occur at the site is considered very low. 10 5.5. Liquefaction and Dynamic Settlement Geotechnical Investigation LEGOLAND Fun Town Theatre, Carlsbad, CA NOVA Project No. 2022146 October 10, 2022 Liquefaction occurs when loose, saturated, generally fine sands and silts are subjected to strong ground shaking. The soils lose shear strength and become liquid, resulting in large total and differential ground surface settlements, as well as possible lateral spreading during an earthquake. Due to the lack of shallow groundwater and given the relatively dense nature of the materials beneath the site, the potential for liquefaction and dynamic settlement to occur is considered very low. 5.6. Flooding, Tsunamis, and Seiches The site is mapped within an area of minimal flood hazard (FEMA, 2019). The site is not located within a mapped inundation area on the State of California Tsunami Inundation Maps (Cal EMA, 2009); therefore, damage due to tsunamis is considered negligible. Seiches are periodic oscillations in large bodies of water such as lakes, harbors, bays, or reservoirs. The site is not located adjacent to any lakes or confined bodies of water; therefore, the potential for a seiche to affect the site is considered very low. 5.7. Subsidence The site is not located in an area of known subsidence associated with fluid withdrawal (groundwater or petroleum); therefore, the potential for subsidence due to the extraction of fluids is considered very low. 5.8. Hydro-Consolidation Hydro-consolidation can occur in recently deposited sediments (less than 10,000 years old) that were deposited in a semi-arid environment. Examples of such sediments are eolian sands, alluvial fan deposits, and mudflow sediments deposited during flash floods. The pore spaces between the particle grains can readjust when inundated by groundwater, causing the material to consolidate. The formational materials underlying the site are not considered susceptible to hydro- consolidation. 11 6. Geotechnical Investigation LEGOLAND Fun Town Theatre, Carlsbad, CA NOVA Project No. 2022146 October 10, 2022 CONCLUSIONS Based on the results of NOVA's investigation, we consider the proposed construction feasible from a geotechnical standpoint provided the recommendations contained in this report are followed. Geotechnical conditions exist that should be addressed prior to construction. Geotechnical design and construction considerations include the following. • There are no known active faults underlying the site. The primary seismic hazard at the site is the potential for moderate to severe ground shaking in response to large-magnitude earthquakes generated during the lifetime of the proposed construction. The risk of strong ground motion is common to all construction in southern California and is typically mitigated through building design in accordance with the CBC . While strong ground motion could affect the site, the risk of liquefaction is considered negligible. • The site is underlain by minor fill, old paralic deposits, and Santiago Formation. The formational materials (old paralic deposits and Santiago Formation) are considered suitable for support of structural or fill loads. The fill was documented as being an engineered, compacted fill (Leighton and Associates, 1998) and was generally found to be in good condition during NOVA's investigation. Accordingly, the compacted fill is considered suitable for support of structural and fill loads. We anticipate that the near-surface soils will be disturbed during demolition of the existing improvements and that some removal and recompaction effort will need to be performed. The excavated soils can be processed and reused as compacted fill. Recommendations for remedial grading are provided herein. • Based on our laboratory testing, the on-site silty sand has a very low expansion potential. The on-site clayey sand is anticipated to have a very low to low expansion potential. These soils are suitable for reuse as compacted fill. Expansive clays, if encountered, are unsuitable for direct support of heave-sensitive improvements. Recommendations for expansive soils are provided herein. • In general, excavations should be achievable using standard heavy earthmoving equipment in good working order with experienced operators. However, localized cemented formational materials and concretions may require extra excavation effort. • The proposed structures can be supported on spread footings or cast-in-drilled hole (CIDH) concrete piles bearing on compacted fill or formational materials. Recommendations for foundations are provided herein. • Groundwater was not encountered in the borings. However, perched groundwater commonly occurs where permeable material overlies less permeable materials. Groundwater seepage may occur in the future due to rainfall, irrigation, broken pipes, or changes in site drainage. Because groundwater seepage is difficult to predict, such conditions are typically mitigated if and when they occur. 12 7. Geotechnical Investigation LEGOLAND Fun Town Theatre, Carlsbad, CA NOVA Project No. 2022146 October 10, 2022 PRELIMINARY RECOMMENDATIONS The remainder of this report presents preliminary recommendations regarding earthwork construction as well as preliminary geotechnical recommendations for the design of the proposed improvements. These recommendations are based on empirical and analytical methods typical of the standard of practice in southern California. If these recommendations appear not to address a specific feature of the project, please contact our office for additions or revisions to the recommendations. The recommendations presented herein may need to be updated once final plans are developed. 7.1. Earthwork Grading and earthwork should be conducted in accordance with the CBC and the recommendations of this report. The following recommendations are provided regarding specific aspects of the proposed earthwork construction. These recommendations should be considered subject to revision based on field conditions observed by our offices during grading. 7. 1. 1 Site Preparation Site preparation should begin with the removal of existing improvements, vegetation, and debris. Subsurface improvements that are to be abandoned should be removed, and the resulting excavations should be backfilled and compacted in accordance with the recommendations of this report. Pipeline abandonment can consist of capping or rerouting at the project perimeter and removal within the project perimeter. If appropriate, abandoned pipelines can be filled with grout or slurry as recommended by and observed by the geotechnical consultant. 7. 1. 2 Expansive Soil The on-site soil tested had an expansion index (El) of 1, classified as very low expansion potential. To reduce the potential for expansive heave, the top 2 feet of material beneath footings and concrete slabs should have an El of 50 or less. Horizontally, the soils having an El of 50 or less should extend at least 2 feet outside footings and concrete slabs or up to existing improvements or the limits of grading, whichever is less. We expect that the on-site silty sand and clayey sand will meet the El criterion. Clays, if encountered, are not expected to meet the El criterion. 7. 1. 3 Compacted Fill Excavated soils free of organic matter, construction debris, rocks greater than 6 inches should generally be suitable for reuse as compacted fill. Areas to receive fill should be scarified to a depth of 6 to 8 inches, moisture conditioned to near optimum moisture content, and compacted to at least 90% relative compaction. If competent formational materials are exposed, scarification and recompaction need not be performed. Fill and backfill should be placed in 6-to 8-inch-thick loose lifts, moisture conditioned to near optimum moisture content, and compacted to at least 90% relative compaction. The maximum density and optimum moisture content for the evaluation of relative compaction should be determined in accordance with ASTM 01557. 13 7.1.4 Imported Soil Geotechnical Investigation LEGOLAND Fun Town Theatre, Carlsbad, CA NOVA Project No. 2022146 October 10, 2022 Imported soil should consist of predominately granular soil, free of organic matter and rocks greater than 6 inches. Imported soil should be observed and, if appropriate, tested by NOVA prior to transport to the site to evaluate suitability for the intended use. 7. 1. 5 Subgrade Stabilization Excavation bottoms should be firm and unyielding prior to placing fill. In areas of saturated or yielding subgrade, a reinforcing geogrid such as Tensar® Triax® TX-5 or equivalent can be placed on the excavation bottom, and then at least 12 inches of aggregate base placed and compacted. Once the surface of the aggregate base is firm enough to achieve compaction, then the remaining excavation should be filled to finished pad grade with suitable material. 7. 1. 6 Excavation Characteristics It is anticipated that excavations can be achieved with conventional earthwork equipment in good working order. Difficult excavation should be anticipated in cemented zones within the Santiago Formation. Excavations may generate oversized materials that will require extra effort to screen or export from the site. 7. 1. 7 Oversized Material Excavations may generate oversized material. Oversized material is defined as rocks or cemented clasts greater than 6 inches in largest dimension. Oversized material should be broken down to no greater than 6 inches in largest dimension for use in fill, use as landscape material, or disposed of off-site. 7.1.8 Temporary Excavations Temporary excavations 3 feet deep or less can be made vertically. Deeper temporary excavations in fill or old paralic deposits should be laid back no steeper than 1: 1 (horizontal:vertical). Deeper temporary excavations in Santiago Formation should be laid back no steeper than ¾: 1 (h:v). The faces of temporary slopes should be inspected daily by the contractor's Competent Person before personnel are allowed to enter the excavation. Any zones of potential instability, sloughing, or raveling should be brought to the attention of the engineer and corrective action implemented before personnel begin working in the excavation. Excavated soils should not be stockpiled behind temporary excavations within a distance equal to the depth of the excavation. NOVA should be notified if other surcharge loads are anticipated so that lateral load criteria can be developed for the specific situation. If temporary slopes are to be maintained during the rainy season, berms are recommended along the tops of slopes to prevent runoff water from entering the excavation and eroding the slope faces. Slopes steeper than those described above will require shoring. Additionally, temporary excavations that extend below a plane inclined at 1 ½: 1 (horizontal:vertical) downward from the outside bottom edge of existing structures or improvements will require shoring. Soldier piles and lagging, internally braced shoring, or trench boxes could be used. If trench boxes are used, the 14 Geotechnical Investigation LEGOLAND Fun Town Theatre, Carlsbad, CA NOVA Project No. 2022146 October 10. 2022 soil immediately adjacent to the trench box is not directly supported. Ground surface deformations immediately adjacent to the pit or trench could be greater where trench boxes are used compared to other methods of shoring. 7. 1. 9 Groundwater Seepage Seepage from perched groundwater may occur locally in excavations due to conditions not observed during our investigation. If dewatering is necessary, the dewatering method should be evaluated and implemented by an experienced dewatering subcontractor. 7.1 .10 Slopes Permanent slopes should be constructed no steeper than 2:1 (h:v). Faces of fill slopes should be compacted either by rolling with a sheepsfoot roller or other suitable equipment, or by overfilling and cutting back to design grade. Fills should be benched into sloping ground inclined steeper than 5: 1 (h:v). In our opinion, slopes constructed no steeper than 2: 1 (h :v) will possess an adequate factor of safety. An engineering geologist should observe cut slopes during grading to ascertain that no unforeseen adverse geologic conditions are encountered that require revised recommendations. Slopes are susceptible to surficial slope failure and erosion. Water should not be allowed to flow over the top of slope. Additionally, slopes should be planted with vegetation that will reduce the potential for erosion. 7. 1. 11 Surface Drainage Final surface grades around structures should be designed to collect and direct surface water away from structures, including retaining walls, and toward appropriate drainage facilities. The ground around the structure should be graded so that surface water flows rapidly away from the structure without ponding. In general, we recommend that the ground adjacent to the structure slope away at a gradient of at least 2%. Densely vegetated areas where runoff can be impaired should have a minimum gradient of at least 5% within the first 5 feet from the structure. Roof gutters with downspouts that discharge directly into a closed drainage system are recommended on structures. Drainage patterns established at the time of fine grading should be maintained throughout the life of the proposed structures. Site irrigation should be limited to the minimum necessary to sustain landscape growth. Should excessive irrigation, impaired drainage, or unusually high rainfall occur, saturated zones of perched groundwater can develop. 7. 1. 12 Grading Plan Review NOVA should review the grading plans and earthwork specifications to ascertain whether the intent of the recommendations contained in this report have been implemented, and that no revised recommendations are needed due to changes in the development scheme. 15 7.2. Foundations Geotechnical Investigation LEGOLAND Fun Town Theatre, Carlsbad, CA NOVA Project No. 20221 46 October 10, 2022 The foundation recommendations provided herein are considered generally consistent with methods typically used in southern California. Other alternatives may be available. Our recommendations are only minimum criteria based on geotechnical factors and should not be considered a structural design, or to preclude more restrictive criteria of governing agencies or by the structural engineer. The design of the foundation system should be performed by the project structural engineer, incorporating the geotechnical parameters described herein and the requirements of applicable building codes. 7. 2. 1 Spread Footings Spread footings should bear on compacted fill or formational materials. To accommodate bearing on formational materials, 3-sack sand/cement slurry can be placed between the bottom of footing and the underlying formational materials. Footings should extend at least 24 inches below lowest adjacent finished grade. A minimum width of 18 inches is recommended for continuous footings and 24 inches for isolated column footings. An allowable bearing capacity of 2,500 psf can be used for spread footings supported on compacted fill. An allowable bearing capacity of 5,000 psf can be used for spread footings supported on formational materials. The bearing value can be increased by ½ when considering the total of all loads, including wind or seismic forces. Footings located adjacent to or within slopes should be extended to a depth such that a minimum horizontal distance of 10 feet exists between the lower outside footing edge and the face of the slope. Lateral loads will be resisted by friction between the bottoms of footings and passive pressure on the faces of footings and other structural elements below grade. An allowable coefficient of friction of 0.35 can be used. An allowable passive pressure of 350 psf per foot of depth below the ground surface can be used for level ground conditions. The allowable passive pressure should be reduced for sloping ground conditions. The passive pressure can be increased by ½ when considering the total of all loads, including wind or seismic forces. The upper 1 foot of soil should not be relied on for passive support unless the ground is covered with pavements or slabs. 7.2.2 CIDH Piles CIDH piles should be spaced at least three pile diameters, center to center, and be embedded in compacted fill and/or formational materials. The axial downward capacity of piles can be obtained from skin friction and end bearing. An allowable downward skin friction of 300 psf and an allowable end bearing of 5,000 psf can be used. If end bearing is used, the bottom of drilled holes should be cleaned of loose soil prior to placing concrete. The axial uplift capacity of piles can be obtained from skin friction and the weight of the pile. An allowable uplift skin friction of 100 psf can be used. Lateral loads can be resisted by passive pressure on the piles. An allowable passive pressure of 350 psf per foot of embedment acting on twice the pile diameter up to a maximum of 5,000 psf can be used, based on a lateral deflection up to ½ inch at the ground surface and level ground conditions. The axial and passive pressure values can be increased by ½ when considering the total of all loads, including wind or seismic forces. The upper 1 foot of soil should not be relied on for passive support unless the ground is covered with pavements or slabs. 16 7. 2. 3 Settlement Characteristics Geotechnical Investigation LEGOLAND Fun Town Theatre, Carlsbad, CA NOVA Project No. 2022146 October 10, 2022 Total foundation settlements are estimated to be less than ¾ inch. Differential settlements are estimated to be less than ½ inch between adjacent columns and across continuous footings over a distance of 40 feet. Settlements should be completed shortly after structural loads are applied. 7. 2. 4 Foundation Plan Review NOVA should review the foundation plans to ascertain that the intent of the recommendations in this report has been implemented and that revised recommendations are not necessary as a result of changes after this report was completed. 7. 2. 5 Foundation Excavation Observations A representative from NOVA should observe the foundation excavations prior to forming or placing reinforcing steel. 7 .3. Pedestrian Hardscape Pedestrian hardscape should be underlain by at least 2 feet of material with an El of 50 or less. The top 12 inches of subgrade soils should be scarified, moisture conditioned to near optimum moisture content, and compacted to at least 90% relative compaction. If suitable formational materials are exposed, scarification and recompaction need not be performed. Subgrade preparation should be performed immediately prior to placement of the hardscape. Exterior slabs should be at least 4 inches in thickness and reinforced with at least No. 3 bars at 18 inches on center each way. Slabs should be provided with weakened plane joints. Joints should be placed in accordance with the American Concrete Institute (ACI) guidelines. The project architect should select the final joint patterns. A 1-inch maximum size aggregate mix is recommended for concrete for exterior slabs. The corrosion potential of on-site soils with respect to reinforced concrete will need to be taken into account in concrete mix design. Coarse and fine aggregate in concrete should conform to the "Greenbook" Standard Specifications for Public Works Construction. 7.4. Conventional Retaining Walls and Site Walls Conventional retaining walls can be supported on spread footings. The recommendations for spread footings provided in the foundation section of this report are also applicable to conventional retaining walls. The active earth pressure for the design of unrestrained retaining walls with level backfill can be taken as equivalent to the pressure of a fluid weighing 35 pcf. The at-rest earth pressure for the design of restrained retaining wall with level backfill can be taken as equivalent to the pressure of a fluid weighing 55 pcf. These values assume a granular and drained backfill condition. Higher lateral earth pressures would apply if walls retain clay soils. An additional 20 pcf should be added to these values for walls with 2: 1 (horizontal:vertical) sloping backfill. An increase in earth 17 Geotechn ical Investigation LEGOLAND Fun Town Theatre, Carlsbad, CA NOVA Project No. 2022146 October 10, 2022 pressure equivalent to an additional 2 feet of retained soil can be used to account for surcharge loads from light traffic. The above values do not include a factor of safety. Appropriate factors of safety should be incorporated into the design. If any other surcharge loads are anticipated, NOVA should be contacted for the necessary increase in soil pressure. The seismic earth pressure can be taken as equivalent to the pressure of a fluid pressure weighing 20 pcf. This value is for level backfill and does not include a factor of safety. Appropriate factors of safety should be incorporated into the design. This pressure is in addition to the un-factored, active earth pressure. The total equivalent fluid pressure can be modeled as a triangular pressure distribution with the resultant acting at a height of H/3 up from the base of the wall, where His the retained height of the wall. The passive pressure and bearing capacity can be increased by ½ in determining the seismic stability of the wall. Retaining walls should be provided with a backdrain to reduce the accumulation of hydrostatic pressures or be designed to resist hydrostatic pressures. Backdrains can consist of a 2-foot-wide zone of ¾-inch crushed rock. The crushed rock should be separated from the adjacent soils using a non-woven filter fabric, such as Mirafi 140N or equivalent. A perforated pipe should be installed at the base of the backdrain and sloped to discharge to a suitable storm drain facility, or weep holes should be provided. As an alternative, a geocomposite drainage system such as Miradrain 6000 or equivalent placed behind the wall and connected to a suitable storm drain facility can be used. The project architect should provide dampproofing/waterproofing specifications and details. Figure 7-1 presents a typical conventional retaining wall backdrain detail. Note that the guidance provided on Figure 7-1 is conceptual. Other options are available. Wall backfill should consist of granular, free-draining material having an El of 20 or less. The backfill zone is defined by a 1: 1 plane projected upward from the heel of the wall. Expansive or clayey soil should not be used. Additionally, backfill within 3 feet from the back of the wall should not contain rocks greater than 3 inches in dimension. Backfill should be compacted to at least 90% relative compaction. Backfill should not be placed until walls have achieved adequate structural strength. Compaction of wall backfill will be necessary to minimize settlement of the backfill and overlying settlement-sensitive improvements. However, some settlement should still be anticipated. Provisions should be made for some settlement of concrete slabs and pavements supported on backfill. Additionally, any utilities supported on backfill should be designed to tolerate differential settlement. 18 RETAINING WALL FINISHED GRADE CONCRETE BROWDITCH FOOTING Geotechnical Investigation LEGOLAND Fun Town Theatre, Carlsbad, CA NOVA Project No. 2022146 October 10. 2022 GROUND SURFACE WATER PROOFING PER ARCHITECT j __________ FILTER FABRIC ENVELOPE (MIRAFI 140N OR APPROVED EQUIVALENT) 12" 3/4" CRUSHED ROCK (1 CU.FT./FT.) FILTER FABRIC ENVELOPE MIRAFI 140N OR EQUIVALENT 4" DIA. SCHEDULE 40 PERFORATED PVC PIPE OR TOTAL DRAIN EXTENDED TO APPROVED OUTLET COMPETENT BEDROCK OR MATERIAL AS EVALUATED BY THE GEOTECHNICAL CONSULTANT Figure 7-1. Typical Conventional Retaining Wall Backdrain Detail 7.5. Pipelines For level ground conditions, a passive earth pressure of 350 psf per foot of depth below the lowest adjacent final grade can be used to compute allowable thrust block resistance. A value of 150 psf per foot should be used below groundwater level, if encountered. A modulus of soil reaction (E') of 1,500 psi can be used to evaluate the deflection of buried flexible pipelines. This value assumes that granular bedding material is placed adjacent to the pipe and is compacted to at least 90% relative compaction. Pipe bedding as specified in the "Greenbook" Standard Specifications for Public Works Construction can be used. Bedding material should consist of clean sand having a sand equivalent not less than 20 and should extend to at least 12 inches above the top of pipe. 19 Geotechnical Investigation LEGOLAND Fun Town Theatre, Carlsbad, CA NOVA Project No. 2022146 October 10, 2022 Alternative materials meeting the intent of the bedding specifications are also acceptable. Samples of materials proposed for use as bedding should be provided to the engineer for inspection and testing before the material is imported for use on the project. The on-site materials are not expected to meet "Greenbook" bedding specifications. The pipe bedding material should be placed over the full width of the trench. After placement of the pipe, the bedding should be brought up uniformly on both sides of the pipe to reduce the potential for unbalanced loads. No voids or uncompacted areas should be left beneath the pipe haunches. Ponding or jetting the pipe bedding should not be allowed. Where pipeline inclinations exceed 15%, cutoff walls are recommended in trench excavations. Open graded rock should not be used for pipe bedding or backfill due to the potential for piping erosion. The recommended bedding is clean sand having a sand equivalent not less than 20 or 2-sack sand/cement slurry. If sand/cement slurry is used for pipe bedding to at least 1 foot over the top of the pipe, cutoff walls are not considered necessary. The need for cutoff walls should be further evaluated by the project civil engineer designing the pipeline. 7.6. Corrosivity A representative sample of the on-site soils was tested to evaluate corrosion potential. The test results are presented in Appendix C. The project design engineer can use the sulfate results in conjunction with ACI 318 to specify the water/cement ratio, compressive strength, and cementitious material types for concrete exposed to soil. The project design engineer should review and consider the resistivity levels in the project design. A corrosion engineer should be contacted to provide specific corrosion control recommendations. 20 8. CLOSURE Geotechnical Investigation LEGOLAND Fun Town Theatre, Carlsbad, CA NOVA Project No. 2022146 October 10, 2022 NOVA should review project plans and specifications prior to bidding and construction to check that the intent of the recommendations in this report has been incorporated. Observations and tests should be performed during construction. If the conditions encountered during construction differ from those anticipated based on the subsurface exploration program, the presence of personnel from our offices during construction will enable an evaluation of the exposed conditions and modifications of the recommendations in this report or development of additional recommendations in a timely manner. NOVA should be advised of changes in the project scope so that the recommendations contained in this report can be evaluated with respect to the revised plans. Changes in recommendations will be verified in writing. The findings in this report are valid as of the date of this report. Changes in the condition of the site can, however, occur with the passage of time, whether they are due to natural processes or work on this or adjacent areas. In addition, changes in the standards of practice and government regulations can occur. Thus, the findings in this report may be invalidated wholly or in part by changes beyond our control. This report should not be relied upon after a period of two years without a review by us verifying the suitability of the conclusions and recommendations to site conditions at that time. In the performance of our professional services, we comply with that level of care and skill ordinarily exercised by members of our profession currently practicing under similar conditions and in the same locality. The client recognizes that subsurface conditions may vary from those encountered at the boring locations and that our data, interpretations, and recommendations are based solely on the information obtained by us. We will be responsible for those data, interpretations, and recommendations, but shall not be responsible for interpretations by others of the information developed. Our services consist of professional consultation and observation only, and no warranty whatsoever, express or implied, is made or intended in connection with the work performed or to be performed by us , or by our proposal for consulting or other services, or by our furnishing of oral or written reports or findings. 21 Geotechnical Investigation LEGOLAND Fun Town Theatre, Carlsbad, CA NOVA Project No. 2022146 October 10, 2022 9. REFERENCES American Concrete Institute, 2014, Building Code Requirements for Structural Concrete (ACI 318- 14) and Commentary, dated September. California Department of Transportation (Caltrans) 2018, Standard Specifications. California Emergency Management Agency (Cal EMA), California Geological Survey, University of Southern California, 2009, Tsunami Inundation Map for Emergency Planning, dated June 1. California Geological Survey (CGS), 2002, California Geomorphic Provinces Note 36, Electronic Copy, Revised December 2002. ___ , 2007, Geologic Map of the Oceanside 30' x 60' Quadrangle, California, Scale 1 :100,000. ___ , 2008, Guidelines for Evaluating and Mitigating Seismic Hazards in California, Special Publication 117 A, September 2008. ___ , 2010, Fault Activity Map of California, California Geologic Data Map Series, Map No. 6. ___ , 2011, Susceptibility to Deep-Seated Landslides in California. ___ , 2018, Earthquake Fault Zones, Special Publication 42, Revised 2018. California State Water Resources Control Board, Geo Tracker website: https://geotracker.waterboards.ca.gov/, accessed June 2022. Commercial Development Resources (CDR), 2022, Topographic Map, Legoland Parking Lot, Carlsbad, CA 92008, undated. Federal Emergency Management Agency, 2019, FIRM Flood Insurance Rate Map, San Diego County, Firm Panels 06073C 1027H and 06073C 1031 H, https://msc. fema . gov/portal/search, effective December 20; accessed August, 2022. Google Earth Pro, found at: http://www.google.com/earth/index.html, accessed August, 2022. Historic Aerials Website, https://www.historicaerials.com/, accessed August, 2022. International Code Council, 2018, 2019 California Building Code, California Code of Regulations, Title 24, Part 2, Volume 2 of 2, Based on the 2018 International Building Code, Effective 1/1/20. SGPA Architecture and Planning, 2022, Conceptual Plans, Legoland Fun Town Theatre, Carlsbad, California, Project No: 22225 -L01, September 23. Kennedy, M.P. and Tan, S.S., 2008, Geologic Map of the Oceanside 30' x 60' Quadrangle, California, California Geological Survey, Scale 1: 100,000. Leighton and Associates, Inc., 1998, Final As-Graded Report of Rough-Grading, LEGOLAND, Carlsbad, California, Project No. 4960151-003, February 10. 22 Geotechnical Investigation LEGOLAND Fun Town Theatre, Carlsbad, CA NOVA Project No. 2022146 October 10, 2022 International Code Council, 2018, 2019 California Building Code, California Code of Regulations, Title 24, Part 2, Volume 2 of 2, Based on the 2018 International Building Code, Effective 1/1/20. OpenStreetMap Foundation (OSMF), OpenStreetMap website: https://www.openstreetmap.org, accessed August, 2022. Public Works Standards, Inc., 2018, "Greenbook" Standard Specifications for Public Works Construction, 2018 Edition. Tan, S.S., 1995, Landslide Hazards in San Diego County, California, California Division of Mines and Geology. Structural Engineers Association of California (SEAOC), 2022, OSHPD Seismic Design Maps: found at https://seismicmaps.org. accessed August, 2022. United States Geological Survey (USGS), USGS Geologic Hazards Science Center, U.S. Quaternary Faults, accessed August, 2022. 23 Geotechnical Investigation LEGOLAND Fun Town Theatre, Carlsbad, CA NOVA Project No. 2022146 October 10, 2022 PLATES I I I I I I I I I I I I I ' :=i' CJ) ~ 1-w w LL - I I I I I I I I I A 180 I I I I I I I I I I I I I I I I I I I J /1 ' ~ ?~ \ I I ------ \ \ ) \ -l ) "· ® ~ / -,_, -I \ "~ \ I -~ )_ -, I "-\\ ~~-I ~ \ \ I ------, I v· I ·_-"' Ti --I • ~ /fl I JJl } ~ A' 1180 :=i' CJ) ~ I-w w ~ z 160 B-3 z 160 O 0 ~ > w _J w Qop Qop ---?---?~ ---? -Tsa 140 I -= C::: I I I I I I I I I -r I I I TD1=14½' 140 ,40 0 20 40 60 80 1 00 120 1 HORIZONTAL DISTANCE (FEET) ~ > w _J w I KEY TO SYMBOLS af FILL Qop OLD PARALIC DEPOSITS Tsa SANTIAGO FORMATION 1/0 GEOTECHNICAL BORING A A' GEOLOGIC CROSS-SECTION L..J -?-GEOLOGIC CONTACT, QUERIED WHERE UNCERTAIN 0 20' 40' j'i~I I GEOTECHNICAL MATERIALS SPECIAL INSPECTION ~-~ N"O VA I OVBE•SBE•SOVOSB•SLBE 4373 Viewridge Avenue, Suite B San Diego CA 92123 P 858.292 7575 944 Calle Amanecer. Suite F San Clemente, CA 92673 P 949 388 7710 www usa-nova.com w 0::: r-<( w I w <( r-> z z 0:: 0:: S O 0 0 LL 0 z <( r-::s 0 z O 0 => (9 <( LL ~ ffi 0 w _J z 0:: Z O <( <( 0 _J 0 (.9 w _J PROJECT NO. 2022146 DATE: OCT 2022 DRAWN BY DTJ REVIEWED BY MS SCALE: 1"=20' DRAWING TITLE. GEOTECHNICAL MAP AND GEOLOGIC CROSS-SECTION PLATE NO. 1 OF 1 Geotechnical Investigation LEGOLAND Fun Town Theatre, Carlsbad, CA NOVA Project No. 2022146 October 10, 2022 APPENDIX A USE OF THE GEOTECHNICAL REPORT Im ortant Information About Your Geotechnical Engineering Report Subsurface problems are a principal cause of construction delays, cost overruns, claims, and disputes. The following information is provided to help you manage your risks. Geotechnical Services Are Performed for Specific Purposes, Persons, and Projects Geotechnical engineers structure their services to meet the specific needs of their clients. A geotechnical engineering study conducted for a civi l engi- neer may not fulfill the needs of a construction contractor or even another civil engineer. Because each geotechnical engineering study is unique, each geotechnical engineering report is unique, prepared solelyfor the client. No one except you should rely on your geotechnical engineering report without first conferring with the geotechnical engineer who prepared it. And no one -not even you -should apply the report for any purpose or project except the one originally contemplated. Read the Full Report Serious problems have occurred because those relying on a geotechnical engineering report did not read it all. Do not rely on an executive summary. Do not read selected elements only. A Geotechnical Engineering Report Is Based on A Unique Set of Project-Specific Factors Geotechnical engineers consider a number of unique, project-specific fac- tors when establishing the scope of a study. Typical factors include: the cl ient's goals, objectives, and risk management preferences; the general nature of the structure involved, its size. and configuration; the location of the structure on the site: and other planned or existing site improvements. such as access roads. parking lots, and underground utilities. Unless the geotechnical engineer who conducted the study specifically indicates oth- erwise. do not rely on a geotechnical engineering report that was: • not prepared for you, • not prepared for your project. • not prepared for the specific site explored, or • completed before important project changes were made. Typical changes that can erode the reliability of an existing geotechnical engineering report include those that affect: • the function of the proposed structure. as when it's changed from a parking garage to an office bui lding. or from a light industrial plant to a refrigerated warehouse. • elevation, configuration, location, orientation, or weight of the proposed structure, • composition of the design team, or • project ownership. As a general rule. always inform your geotechnical engineer of project changes-even minor ones-and request an assessment of their impact. Geotechnical engineers cannot accept responsibility or liability for problems that occur because their reports do not consider developments of which they were not informed. Subsurface Conditions Can Change A geotechnical engineering report is based on conditions that existed at the time the study was performed. Do not rely on a geotechnical engineer- ing report whose adequacy may have been affected by: the passage of time; by man-made events. such as construction on or adjacent to the site; or by natural events, such as noods, earthquakes. or groundwater nuctua- tions. Always contact the geotechnical engineer before applying the report to determine if ii is still reliable. A minor amount of additional testing or analysis could prevent major problems. Most Geotechnical Findings Are Professional Opinions Site exploration identifies subsurface conditions only at those points where subsurface tests are conducted or samples are taken. Geotechnical engi- neers review field and laboratory data and then apply their professional judgment to render an opinion about subsurface conditions throughout the site. Actual subsurface conditions may differ-sometimes significantly- from those indicated in your report. Retaining the geotechnical engineer who developed your report to provide construction observation is the most effective method of managing the risks associated with unanticipated conditions. A Report's Recommendations Are Not Final Do not overrely on the construction recommendations included in your report. Those recommendations are not final, because geotechnical engi- neers develop them principally from judgment and opinion. Geotechnical engineers can finalize their recommendations only by observing actual subsurface conditions revealed during construction. The geotechnical engineer who developed your report cannot assume responsibility or liability for the report's recommendations if that engineer does not perform construction observation. A Geotechnical Engineering Report Is Subject to Misinterpretation Other design team members' misinterpretation of geotechnical engineering reports has resulted in costly problems. Lower that risk by having your geo- technical engineer confer with appropriate members of the design team after submitting the report. Also retain your geotechnical engineer to review perti- nent elements of the design team's plans and specifications. Contractors can also misinterpret a geotechnical engineering report Reduce that risk by having your geotechnical engineer participate in prebid and preconstruction conferences, and by providing construction observation. Do Not Redraw the Engineer's Logs Geotechnical engineers prepare final boring and testing logs based upon their interpretation of field logs and laboratory data. To prevent errors or omissions, the logs included in a geotechnical engineering report should never be redrawn for inclusion in architectural or other design drawings. Only photographic or electronic reproduction is acceptable, but recognize that separating logs from the report can elevate risk. Give Contractors a Complete Report and Guidance Some owners and design professionals mistakenly believe they can make contractors liable for unanticipated subsurface conditions by limiting what they provide for bid preparation. To help prevent costly problems, give con- tractors the complete geotechnical engineering report, but preface ii with a clearly written letter of transmittal. In that letter, advise contractors that the report was not prepared for purposes of bid development and that the report's accuracy is limited; encourage !hem to confer with the geotechnical engineer who prepared the report (a modest fee may be required) and/or to conduct additional study to obtain the specific types of information they need or prefer. A prebid conference can also be valuable. Be sure contrac- tors have sufficient time to perform additional study. Only then might you be in a position to give contractors the best information available to you, while requiring them to at least share some of the financial responsibilities stemming from unanticipated conditions. Read Responsibility Provisions Closely Some clients, design professionals, and contractors do not recognize that geotechnical engineering is far less exact than other engineering disci- plines. This lack of understanding has created unrealistic expectations that have led to disappointments, claims, and disputes. To help reduce the risk of such outcomes, geotechnical engineers commonly include a variety of explanatory provisions in their reports. Sometimes labeled "limitations" many of these provisions indicate where geotechnical engineers' responsi- bilities begin and end, to help others recognize their own responsibilities and risks. Read these provisions closely Ask questions. Your geotechnical engineer should respond fully and frankly. Geoenvironmental Concerns Are Not Covered The equipment, techniques, and personnel used to perform a geoenviron- mental study differ significantly from those used to perform a geotechnical study. For that reason, a geotechnical engineering report does not usually relate any geoenvironmental findings, conclusions, or recommendations; e.g., about the likelihood of encountering underground storage tanks or regulated contaminants. Unanticipated environmental problems have led to numerous project failures. If you have not yet obtained your own geoen- vironmental information, ask your geotechnical consultant for risk man- agement guidance. Do not rely on an environmental report prepared for someone else. Obtain Professional Assistance To Deal with Mold Diverse strategies can be applied during building design, construction, operation, and maintenance to prevent significant amounts of mold from growing on indoor surfaces To be effective, all such strategies should be devised for the express purpose of mold prevention, integrated into a com- prehensive plan, and executed with diligent oversight by a professional mold prevention consultant. Because just a small amount of water or moisture can lead to the development of severe mold infestations, a num- ber of mold prevention strategies focus on keeping building surfaces dry. While groundwater, water infiltration, and similar issues may have been addressed as part of the geotechnical engineering study whose findings are conveyed in this report, the geotechnical engineer in charge of this project is not a mold prevention consultant; none of the services per- formed in connection with the geotechnical engineer'S study were designed or conducted for the purpose of mold preven- tion. Proper implementation of the recommendations conveyed in this report will not of itself be sufficient to prevent mold from growing in or on the structure involved. Rely, on Your ASFE-Member Geotechncial Engineer for Additional Assistance Membership in ASFE/The Best People on Earth exposes geotechnical engineers to a wide array of risk management techniques that can be of genuine benefit for everyone involved with a construction project. Confer with you ASFE-member geotechnical engineer for more information. A5FE rne 1es1 Peo,re tn iarrn 8811 Colesville Road/Suite G106, Silver Spring, MD 20910 Telephone: 301/565-2733 Facsimile: 301/589-2017 e-mail: info@asfe.org www.asfe.org Copyright 2004 by ASFE. Inc. Duplication. reproduction, or copying of this document, In whole or In part, by any means whatsoever. Is strictly prohibited, except with ASFE's specific written permission. Excerpting, quoting, or otherwise extracting wording from this document is permitted only with the express written permission of ASFE, and only for purposes of scholarly research or book review. Only members or ASFE may use this document as a complement to or as an element of a geotechnical engineering report. Any other llrm, indtvtdual, or other entity that so uses this document without being an ASFE member could be comm/ling negllgent or Intentional (fraudulent) misrepresentation. IIGER06045 OM Geotechnical Investigation LEGOLAND Fun Town Theatre, Carlsbad, CA NOVA Project No. 2022146 APPENDIX B BORING LOGS October 10, 2022 MAJOR DIVISIONS TYPICAL NAMES GW WELL-GRADED GRAVEL WITH OR WITHOUT CLEAN GRAVEL SAND w WITH LESS THAN > 15% FINES w GRAVEL POORLY GRADED GRAVEL WITH OR u'i GP WITHOUT SAND 0 MORE THAN HALF 0 N COARSE FRACTION 0 IS LARGER THAN SILTY GRAVEL WITH OR WITHOUT SAND (/)z NO. 4 SIEVE GM -'Z GRAVEL WITH 6~ 15% OR MORE (/)I-FINES Oa:: GC CLAYEY GRAVEL WITH OR WITHOUT SANO WW ;?;(/) ~a:: (!) <( ,0 WELL-GRADED SAND WITH OR WITHOUT wU SW GRAVEL (/) (/) CLEAN SAND a::-<( LL. WITH LESS THAN O-' 15% FINES u <C SAND POORLY GRADED SAND WITH OR WITHOUT I SP z GRAVEL <( MORE THAN HALF I COARSE FRACTION I-w IS FINER THAN NO. SM SIL TY SAND WITH OR WITHOUT GRAVEL a:: 4 SIEVE SIZE 0 SAND WITH 15% ~ OR MORE FINES SC CLAYEY SAND WITH OR WITHOUT GRAVEL w SILT WITH OR WITHOUT SAND OR > ML GRAVEL w u'i 0 0 SIL TS AND CLAYS N LEAN CLAY WITH OR WITHOUT SAND 0 CL OR GRAVEL (/)z LIQUID LIMIT 50% OR LESS -'Z Q<C ORGANIC SILT OR CLAY OF LOW TO (l)I 01-OL MEDIUM PLASTICITY WITH OR wa:: WITHOUT SAND OR GRAVEL zW -z ~u: ELASTIC SILT WITH OR WITHOUT SAND (!)~ MH wu. OR GRAVEL Z-' -<( LL.I SIL TS AND CLAYS z CH FAT CLAY WITH OR WITHOUT SAND OR <( LIQUID LIMIT GREATER THAN 50% GRAVEL I I-w ORGANIC SILT OR CLAY OF HIGH a:: 0 OH PLASTICITY WITH OR WITHOUT SAND OR ::i: GRAVEL HIGHLY ORGANIC SOILS PT PEAT AND OTHER HIGHLY ORGANIC SOILS 1~ LAB TEST ABBREVIATIONS RELATIVE DENSITY OF CONSISTENCY OF COHESIVE SOILS GROUNDWATER / STABILIZED COHESIONLESS SOILS AL ATTERBERG LIMITS ~ CN CONSOLIDATION SPT N60 SPT N60 POCKET PENETROMETER GROUNDWATER SEEPAGE CR CORROSIVITY RELATIVE DENSITY BLOWS/FOOT CONSISTENCY BLOWS/FOOT MEASUREMENT (TSF) OS DIRECT SHEAR 181 BULK SAMPLE El EXPANSION INDEX MD VERY LOOSE O· 4 VERY SOFT 0-2 0-0 25 MAXIMUM DENSITY IZI SPT SAMPLE ( ASTM D1586) SA SIEVE ANALYSIS LOOSE ◄• 10 SOFT 2 • 4 025-050 SE SAN EQUIVALENT MEDIUM DENSE 10-30 MEDIUM STIFF 4 • 8 0 50. 1 0 II MOD. CAL. SAMPLE (ASTM D3550) RV RESISTANCE VALUE DENSE 30 • 50 STIFF e-1s 10-20 VERY DENSE OVER 50 VERY STIFF 15-30 2 O • 4 0 * UNRELIABLE BLOW COUNTS HARO OVER 30 OVER 4 0 --GEOLOGIC CONTACT NUMBER OF BLOWS OF 140 LB HAMMER FALLING 30 INCHES TO DRIVE A2 INCH OD. (1-318 INCH ID) SPLIT-BARREL SAMPLER THE LAST 12 INCHES OF AN 18-INCH DRIVE --SOIL TYPE CHANGE (ASTM-1586 STANDARD PENETRATION TEST). IF THE SEATING INTERVAL (151 6 INCH INTERVAL) IS NOT ACHEIVED, N IS REPORTED AS REF ,a~ OEOTECHNICAL \'VW\Y usa nova com MATERIALS 4373 V1ew,1dge Avo Suite B 1 944 Calle Amanece,. Sw1e F •• SPECIAL INSPECTION San o,ego CA 92123 San Clemente. CA 92673 SUBSURFACE EXPLORATION LEGEND P 858 29?7575 P 949 388 7710 NOVA DVBE • SBE • SOVOSB• SLBE LOG OF BORING B-1 DATE DRILLED: AUGUST 8, 2022 DRILLING METHOD: 8-INCH HOLLOW STEM AUGER ELEVATION: + 164 FT MSL DRILLING EQUP.: FRASTE GROUNDWATER DEPTH: NOT ENCOUNTERED SAMPLE METHOD: HAMMER: 140 LBS., DROP: 30 IN (AUTOMATIC) NOTES: ETR-88.3%, Naa -~·N-1.4 7*N UJ f--0 __J 0 0.. UJ ::E LL. >-SOIL DESCRIPTION __J a:: f--ui ,=-0.. < iii SUMMARY OF SUBSURFACE CONDITIONS ::E en ~z UJ en -en !::, < f--a:: Z13 :'5 en (USCS; COLOR, MOISTURE, DENSITY, GRAIN SIZE, OTHER) f--::)-(/) I (/) 0.. ~ UJ c.. (.)~ UJ f--:.:: en :i: ~~ 0 -f--:::i __J::) 0.. __J 0 z 0 >-c5 -ID UJ ::) < __J a:: :'5 0 ID (.) ID ::E 0 en 0 3 INCHES OF ASPHALT CONCRETE OVER 6 INCHES OF AGGREGATE BASE -,..._ SC FILL (at): CLAYEY SAND; REDDISH BROWN, MOIST, FINE TO MEDIUM GRAINED, TRACE -[X COBBLES UP TO 6 INCHES (s 5%) /_ 26 38 SC OLD PARALIC DEPOSITS (Qop): CLAYEY SAND, BROWN, MOIST, DENSE, FINE TO MEDIUM -GRAINED 5-- -X I 28 DARK YELLOWISH BROWN 41 - ~ -10 - -J ---- --[7 -----------------------------------------------------.... -- 29 43 SM SIL TY SAND; DARK YELLOW BROWN, MOIST, DENSE, FINE TO MEDIUM GRAINED --15 - -- -X I ---------------~---------------------------------------19 28 SP-SM POORLY GRADED SAND WITH SILT: BROWNISH YELLOW, MOIST, MEDIUM DENSE. FINE -GRAINED 20 -BORING TERMINATED AT 19½ FT. NO GROUNDWATER ENCOUNTERED. - - - - 25 - - - - - 30 A,& .. l GEOTECHNICAL MATERIALS LEGO LAND FUN TOWN THEATRE ~-'1 SPECIAL INSPECTION ONE LEGOLAND DRIVE CARLSBAD. CALIFORNIA NOVA OVBE • SBE • SOVOSB • SLBE www usa-nova com 4373 V10wndge Avenue, Suite B 94-1 Callo Amanecer Su11e r San o .. go CA 921n San Clemenle. CA 92673 BY OM REVIEWED BY: MS PROJECT 2022146 APPENDIX. B.1 P 85829U575 P 949 388 7710 LOG OF BORING B-2 DATE DRILLED: AUGUST 8, 2022 DRILLING METHOD: 8-INCH HOLLOW STEM AUGER ELEVATION: + 164 FT MSL DRILLING EQUP.: FRASTE GROUNDWATER DEPTH: NOT ENCOUNTERED SAMPLE METHOD: HAMMER: 140 LBS., DROP: 30 IN {AUTOMATIC} NOTES: ETR~88.3%, Nso ~ ~·N-1.47"N w I-0 _J 0 Cl. w :E u. >-SOIL DESCRIPTION _J 0:: I-u:i i=' Cl. <t :E Cf) ~z w ui Cf)~ SUMMARY OF SUBSURFACE CONDITIONS Cf) ~ 0:: zu :=5 Cf) I-<t Ii: ~~ (USCS, COLOR, MOISTURE, DENSITY, GRAIN SIZE, OTHER) Cf) I Cf) ~ w a. (.)~ w Cf) 0 0-I-I-:.:: ::i <O Cf)~ _J ::, Cl. _J 0 z 6 >-c5 -CD w ::, <t _J 0:: :=5 0 CD (.) CD :E 0 Cf) 0 2 INCHES OF ASPHALT CONCRETE OVER 9 INCHES OF AGGREGATE BASE SC FILL (af): CLAYEY SAND. BROWN AND DARK GRAY, MOIST, MEDIUM DENSE, FINE TO MEDIU~ -~ GRAINED 12 18 - SC OLD PARALIC DEPOSITS (Qop): CLAYEY SAND, DARK YELLOWISH BROWN, MOIST, DENSE, 5 -[7 FINE TO MEDIUM GRAINED 28 41 ----- - 50/6" 48/6" 10.1 113.9 YELLOWISH BROWN, VERY DENSE OS - 10 -I 31 46 DENSE -BORING TERMINATED AT 10½ FT. NO GROUNDWATER ENCOUNTERED. - - - 15- - - - 20- - - - - 25 - - - - - 30 j,,~I GEOTECHNICAL MATERIALS LEGOLAND FUN TOWN THEATRE ~-~ SPECIAL INSPECTION ONE LEGOLAND DRIVE CARLSBAD, CALIFORNIA NOVA OVBE • SSE • sovose • SLBE www usa nov,1 com 4373 Viewridge Avenuo. Suite B 9-W Calle Amanecer. SmlB F San o .. go. CA 921?3 San Clemenle. CA 92673 P 858 ;>92 7575 P 9>9 388 7710 BY·OM REVIEWED BY: MS PROJECT 2022146 APPENDIX: B.2 LOG OF BORING B-3 DATE DRILLED: AUGUST 8, 2022 DRILLING METHOD: 8-INCH HOLLOW STEM AUGER ELEVATION: + 158 FT DRILLING EQUP.: FRASTE GROUNDWATER DEPTH: NOT ENCOUNTERED SAMPLE METHOD: HAMMER: 140 LBS., DROP: 30 IN (AUTOMATIC) NOTES: ETR-88.3%, N60 -~•N-1.4 J-N w f-0 ....J 0 a.. w ::E LL ~ SOIL DESCRIPTION ....J a: ui r=-0.. <( u5 SUMMARY OF SUBSURFACE CONDITIONS ::E en ~z w en-en !:=. a: Z13 ::i en f-<( f-(USCS; COLOR. MOISTURE, DENSITY. GRAIN SIZE, OTHER) en J: en 0.. ~ :::)-w a. (.)~ w f-:.:: en ii! ~~ o ~ f-:::i ....J:::) 0.. ....J 0 z 0 >-0 ~ CD w :::) <( ....J a: ::i 0 CD (.) CD ::E 0 en 0 2 INCHES OF ASPHALT CONCRETE OVER 6 INCHES OF AG GREGA TE BASE -X SM OLD PARALIC DEPOSITS (Qop): SIL TY SAND; YELLOWISH RED, MOIST. FINE TO MEDIUM SA GRAINED AL CR ----- -~ 28 41 DENSE 5 - - - ™ ---------------~-------------------------------------.... --SC CLAYEY SAND; BROWN, MOIST, FINE TO MEDIUM GRAINED - 50/3" 48/3" 13.5 11 3.2 SANTIAGO FORMATION (Tsa): SIL TY SANDSTONE; LIGHT BROWNISH GRAY, MOIST, VERY DENSE FINE GRAINED, FRIABLE TO WEAKLY CEMENTED 50/6" 48/6" 10 -X - I 50/5" 48/5" - 15 -BORING TERMINATED AT 14½ FT. NO GROUNDWATER ENCOUNTERED. - - - - 20- - - - - 25 - - - - - 30 j,a~l GEOTECHNICAL MATERIALS LEGOLAND FUN TOWN THEATRE ~-R SPECIAL INSPECTION ONE LEGOLAND DRIVE CARLSBAD. CALIFORNIA NOVA OVBE • SBE • SDVOSB • SLBE www usa nova com 4373 Viewndge Avenue, Swte B 944 Callo Amanecer. Sutle F San D-,go. CA 9?1 ?3 San Clemenle. CA 92673 BY: OM REVIEWED BY: MS PROJECT 2022146 APPENDIX B.3 P 858 292 7575 P 9-19.388 7710 LOG OF BORING B-4 DATE DRILLED: AUGUST 8 2022 DRILLING METHOD: 8-INCH HOLLOW STEM AUGER ELEVATION: + 164 FT MSL DRILLING EQUP.: FRASTE GROUNDWATER DEPTH: NOT ENCOUNTERED SAMPLE METHOD: HAMMER: 140 LBS., DROP: 30 IN {AUTOMATIC) NOTES: ETR-88.3%, N60 -~•N-1.47"N w I-0 .J 0 a.. w ::!E LL >-SOIL DESCRIPTION .J a:: I-vi i=" a.. <( ::!E Cl) ~z w u'i Cl)~ SUMMARY OF SUBSURFACE CONDITIONS Cl) !:, <( I-a:: Z13 :5 (/) (USCS, COLOR, MOISTURE, DENSITY, GRAIN SIZE, OTHER) I-=>~ Cl) J: Cl) a.. ~ w a. (.)~ w I-::.:: ~ 15 ~~ o -I-.J ::) a.. .J 0 z 6 >-5-CD w ::) <( .J a:: :5 0 CD (.) CD ::!E 0 Cl) 0 2 INCHES OF ASPHALT CONCRETE OVER 9 INCHES OF AGGREGATE BASE X SM FILL (af): SIL TY SANO; BROWN, MOIST, FINE TO COARSE GRAINED SA -AL --El I 30 44 SM OLD PARALIC DEPOSITS (Qop): SIL TY SAND, BROWN, MOIST, DENSE, FINE TO MEDIUM 5--GRAINED X -- - DARK YELLOWISH BROWN t 33 49 - 10- - -[7 32 47 - -BORING TERM/NA TED AT 13½ FT NO GROUNDWATER ENCOUNTERED. 15- - - - - 20 - - - - - 25 - - - - - 30 A,a~I GEOTECHNICAL MATERIALS LEGOLAND FUN TOWN THEATRE ~-~ SPECIAL INSPECTION ONE LEGOLAND DRIVE CARLSBAD. CALIFORNIA NOVA OVBE • see • SOVOSB • SLBE www usa nova com 4373 Viewndoe Avenuo, Swte B 94 I Calle Amanecer Swle r San DM>go CA 92123 San Clornonto. CA 92673 BY·DM P 8.<;8.292 7575 P 9->9 388 7710 REVIEWED BY: MS PROJECT: 2022146 APPENDIX B.4 Geotechnical Investigation LEGOLAND Fun Town Theatre, Carlsbad, CA NOVA Project No. 2022146 APPENDIX C LABORATORY TESTING October 10, 2022 Laboratory tests were performed in accordance with the generally accepted American Society for Testing and Materials (ASTM) test methods or suggested procedures. Brief descriptions of the tests performed are presented below: • CLASSIFICATION: Field classifications were verified in the laboratory by visual examination. The final soil classifications are in accordance with the Unified Soils Classification System and are presented on the exploration logs in Appendix B. • IN-PLACE MOISTURE AND DENSITY OF SOIL (ASTM D3550): In-place moisture contents and dry densities were determined for representative soi/ samples. This information was an aid to classification and permitted recognition of variations in material consistency with depth. The dry unit weight is determined in pounds per cubic foot, and the in-place moisture content is determined as a percentage of the soil's dry weight. The results are summarized in the exploration logs presented in Appendix B. • GRADATION ANALYSIS (ASTM D6913): A gradation analysis was performed on a representative soi/ sample in general accordance with ASTM 0422. The grain size distribution of the sample was determined in accordance with ASTM 06913. • ATTERBERG LIMITS (ASTM D4318): Tests were performed on a selected representative fine-grained soi/ sample to evaluate the liquid limit, plastic limit, and plasticity index in general accordance with ASTM 04318. These test results were utilized to evaluate the soil classification in accordance with the Unified Soil Classification System. • EXPANSION INDEX (ASTM D4829): The expansion index of selected materials was evaluated in general accordance with ASTM 04829. Specimens were molded under a specified compactive energy at approximately 50 percent saturation (plus or minus 1 percent). The prepared 1-inch thick by 4-inch diameter specimens were loaded with a surcharge of 144 pounds per square foot and were inundated with tap water. Readings of volumetric swell were made for a period of 24 hours. • CORROSIVITY TEST (CAL. TEST METHOD 417, 422, 643): Soi/ pH and minimum resistivity tests were performed on representative soil samples in general accordance with test method CT 643. The sulfate and chloride contents of the selected samples were evaluated in general accordance with CT 417 and CT 422, respectively. • DIRECT SHEAR (ASTM D3080): A direct shear test was performed on a relatively undisturbed sample in general accordance with ASTM 03080 to evaluate the shear strength characteristics of selected materials. The sample was inundated during shearing to represent adverse field conditions. Soil samples not tested are now stored in our laboratory for future reference and evaluation, if needed. Unless notified to the contrary, samples will be disposed of 90 days from the date of this report. GEOTECHNICAL MATERIALS SPECIAL INSPECTION OVBE • SBE • sovose • SLBE W'IVW usa 00\la com 1373 Viewndge Avenue Suite B San Doego. CA 92123 P 858 292 75 75 94J Calle Amanecer Su11e F San Clornen1e. CA 92673 P 949.388 7710 BY: GN LAB TEST SUMMARY LEGOLAND FUN TOWN THEATRE ONE LEGOLAND DRIVE CARLSBAD, CALIFORNIA REVIEWED BY: MS PROJECT 2022146 FIGURE: C.1 c:n C: iii 1/) n, l. E (I) ~ (I) l. ~ Size (Inches) ~., ..-,----U.S. Standard Sieve Sizes -----;_,..,~'-----Hydrometer Analysis 100.0 90.0 70.0 60.0 I I 50.0 40.0 I I 30.0 20.0 10.0 I I I-+ t•---4--t--+. 0.0 I-'-'-'--'-'--~---" 100 Gravel Coarse GEOTECHNICAL MATERIALS SPECIAL INSPECTION I ~ ~ -~ ~ -~ --, ,- 1 I I I I I I I I I I I I I I I 1 --,-11--1+-H+-+-+-t---,-~~--+1-H : :1 I I I I I I J 1\ I : I : ----- j-t--f----- 1--,1-1--¼--l--'ll-'l-f---1--,--4-l-l:+++--t--t------+--++-'-11_t--- ' I I I I I I I I I I I --+-++-t-iir+ I -s--n I I I I I I +-l-+ I I I I I I I I I I I II I I t \ \ \ \ I \ \ I I : rrtT I I I I I ' ' ' I I t-+---- ----+---1 t - I I I I I I I I I I r~ ffl-H --+-tf--l---1--<I ~: ... ,---,1-H•,+ -+-l-l-1-~----lt-t-t--HH---r---t----...... r,-+---+-: : I I I I :- I I -+--.- 1 ll~ -,__l___J_:_J, _ _,_'--LI.L..L.L...I_JL_ ~~ -j-LJJ 1 LL..l.-'--..L..--'------'---'-'-----'''--'----- 10 Fine Grain Size (mm) Sand Coarse! Medium Sample Location: Depth (ft): uses Soil Type: Passing No. 200 (%): B-3 ½-3 SM 14 Fine 0.1 0.01 0.001 Silt or Clay Atterberg Limits (ASTM 04318): Liquid Limit, LL: Plastic Limit, PL: Plasticity Index, Pl: NP NP NP CLASSIFICATION TEST RESULTS OVBE • SSE • SOVOSB • SLBE LEGOLAND FUN TOWN THEATRE ONE LEGOLAND DRIVE CARLSBAD, CALIFORNIA www usa no11a com 4373 V10wtidge Avenue. Sw1e B San Doego, CA 92123 P 858 292 75 75 94-1 Calle Amanecer Su110 r San Clemente CA 9:?673 P 919388 7710 BY: GN REVIEWED BY· MS PROJECT: 2022146 FIGURE· C.2 O> C: 'iii 1/) "' Q. i: Cl) ~ Cl) Q. ~ Size (Inches/ ~+~----U.S. Standard Sieve Sizes ----➔,•E-,---Hydrometer Analysis 90.0 80.0 70.0 60.0 50.0 40.0 >- 30,0 20.0 10.0 I I I I I I I I I I I I I I I I I -,,+-t--1---+-r--t-----t-t-M--t--t---1r----,f--t--- ,,-H--+---+--+-------, --T'"""n-.--r---.--i-----, I I I I O.O -t-'-'-~~~~--~l~~~~-L-•U:.~:, __ 1 ___ ,_.1~11_1 __ 11 ______ ~~-- 100 10 1 0,1 0.01 Gravel Coarse GEOTECHNICAL MATERIALS SPECIAL INSPECTION OVBE • SBE • SOVOSB • SLBE Fine Grain Size (mm) Sand Silt or Clay Coarse Medium Fine Sample Location: B-4 Atterberg Limits (ASTM D4318): Depth (ft): 1 -3 Liquid Limit, LL: NP uses Soil Type: SM Plastic Limit, PL: NP Passing No. 200 (%): 22 Plasticity Index, Pl: NP CLASSIFICATION TEST RESULTS LEGOLAND FUN TOWN THEATRE ONE LEGOLAND DRIVE CARLSBAD, CALIFORNIA 0.001 1VW\v usa nov;1 com ,i373 V10wridge Avenue SUtte B San Diego. CA92123 P 858 .29~ 75 75 94 l Catie Amanecer Suite F San Clemen!IJ CA 92673 P 949.388 7710 BY·GN REVIEWED BY: MS PROJECT: 2022148 FIGURE: C.3 • • GEOTECHNICAL MATERIALS SPECIAL INSPECTION Expansion Index (ASTM D4829) Sample Location B-4 Sample Depth (ft.) 1 -3 Expansion Index Expansion Potential Very Low Classification of Expansive Soil (ASTM D4829) Expansion Expansion Index Potential 0-20 Very Low 21-50 Low 51-90 Medium 91 -130 High >130 Very High LAB TEST RESULTS OVBE • see • SOVOSB • SLBE LEGOLAND FUN TOWN THEATRE ONE LEGOLAND DRIVE CARLSBAD. CALIFORNIA www usa nova com 4373 Viewnd9e Avenue. Surle B San Diego, CA 9? 123 P 858 ~2 7575 944 Calle Amanecer. Suue F San Clemente. CA 92673 P 949.388 7710 BY: GN REVIEWED BY· MS PROJECT: 2022146 FIGURE: C.6 . ,. Corrosivity (Cal. Test Method 417,422,643) Sample Location B-3 Sample Depth (ft.) ½-3 pH 7.8 Resistivity (Ohm-cm) 2600 Sulfate Content Chloride Content (ppm) (%) (ppm) (%) <30 <0.003 53 0.005 Water-Soluble Sulfate Exposure (ACI 318 Table 19.3.1.1 and Table 19.3.2.1) Water-Soluble Sulfate (SO4) in Soil (% by Weight) SO4 < 0.10 0.10 s SO4 < 0.20 0.20 s SO4 s 0.20 SO4 > 2.00 GEOTECHNICAL MATERIALS SPECIAL INSPECTION NOV A DVBE • SBE • SDVOSB • SLBE www U'HI nova com 4373 Vicwndge Avenue Swte 8 San D,ego CA 92123 P 858 292 75 75 94,1 C.ilk, Amanece, Suite f San Clemenle CA 92673 P 949388 7710 Exposure Exposure Severity Class N/A so Moderate S1 Severe S2 Very Severe S3 BY·GN Cement Type (ASTM C150) No type restriction II V V plus pozzolan or slag cement LAB TEST RESULTS LEGOLAND FUN TOWN THEATRE ONE LEGOLAND DRIVE CARLSBAD, CALIFORNIA Max. W/C N/A 0.50 0.45 0.45 REVIEWED BY: MS PROJECT: 2022149 Min. fc' (psi) 2,500 4,000 4,500 4,500 FIGURE C.7 7,000 6,000 5,000 -_) C V) .3, Cf) 4,000 Cf) w a::: f-Cf) a::: < w 3,000 I Cf) 2,000 1,000 0 0 1,000 2,000 3,000 4,000 5,000 6,000 7,000 NORMAL STRESS (psf) --Peak --Ullimale Sample: 8-2 @ 8' Peak Ultimate ~-.1 38 0 I 33 0 I Description:OLD PARALIC DEPOSITS (Qop): 150 esf: 0 esf: Clayey Sand In Situ As Tested Sample Type: In Situ 'Yd 113.9 pcf 113.9 pcf W C 10.1 % 15.8 % Strain Rate: 0.001 5 in./min. GEOTECHNICAL MATERIALS DIRECT SHEAR TEST RESULTS SPECIAL INSPECTION OVBE • see • SOVOSB • SLBE WWW USd OOVJ oom LEGOLAND FUN TOWN THEATRE ONE LEGOLAND DRIVE CARLSBAD. CALIFORNIA 1373 Viewndoe Avenue. S11110 B San Diego. CA 92123 P 858 292.7575 9-11 Catie Arnanece, Su11e F- San Clemenle CA 92673 P 9-193887710 BY:GN REVIEWED BY· MS PROJECT: 20221 46 FIGURE C.6 C City of Carlsbad STORM WATER STANDARDS QUESTIONNAIRE E-34 Development Services Land Development Engineering 1635 Faraday Avenue 442-339-2750 www.carlsbadca.gov I INSTRUCTIONS: -' I To address post-development pollutants that may be generated from development projects, the city requires that new development and significant redevelopment priority projects incorporate Permanent Storm Water Best Management Practices (BMPs) into the project design per Carlsbad BMP Design Manual (BMP Manual). To view the BMP Manual, refer to the Engineering Standards (Volume 5). This questionnaire must be completed by the applicant in advance of submitting for a development application (subdivision, discretionary permits and/or construction permits). The results of the questionnaire determine the level of storm water standards that must be applied to a proposed development or redevelopment project. Depending on the outcome, your project will either be subject to 'STANDARD PROJECT' requirements, "PRIORITY DEVELOPMENT PROJECT (PDP) requirements or not considered a development project. This questionnaire will also determine if the project is subject to TRASH CAPTURE REQUIREMENTS. Your responses to the questionnaire represent an initial assessment of the proposed project conditions and impacts. City staff has responsibility for making the final assessment after submission of the development application. If staff determines that the questionnaire was incorrectly filled out and is subject to more stringent storm water standards than initially assessed by you, this will result in the return of the development application as incomplete. In this case, please make the changes to the questionnaire and resubmit to the city. If you are unsure about the meaning of a question or need help in determining how to respond to one or more of the questions, please seek assistance from Land Development Engineering staff. A completed and signed questionnaire must be submitted with each development project application. Only one completed and signed questionnaire is required when multiple development applications for the same project are submitted concurrently. r. •Jl:CT --· -_IIVl'I PROJECT NAME: LEGOLAND Fun Town Stage Renovation APN: 211 -100-09, -11 ADDRESS: I LEGOLAND Drive Carlsbad, CA 92008 The project is (check one): D New Development ~ Redevelopment The total proposed disturbed area is: 5 967 ft2 ( 0.137 ) acres The total proposed newly created and/or replaced impervious area is: 3 610 ft2 ( 0.082 ) acres If your project is covered by an approved SWQMP as part of a larger development project, provide the project ID and the SWQMP # of the larger development project: Project ID SDPl5-26 SWQMP#: CDP1 5-50 Then , go to Step 1 and follow the instructions. When completed, sign the form at the end and submit this with your application to the city. This Box for City Use Only YES NO Date: Project ID: City Concurrence: □ □ By: E-34 Page 1 of 4 REV 08/22 STEP1 TO BE COMPLETED FOR ALL PROJECTS To determine if your project is a "development project", please answer the following question: YES NO Is your project LIMITED TO routine maintenance activity and/or repair/improvements to an existing building or structure that do not alter the size (See Section 1.3 of the BMP Design Manual for guidance)? □ ~ If you answered "yes" to the above question, provide justification below then go to Step 6, mark the box stating "my project is not a 'development project' and not subject to the requirements of the BMP manual" and complete applicant information. Justification/discussion: (e.g. the project includes only interior remodels within an existing building): If you answered "no" to the above question, the project is a 'development project', go to Step 2. STEP2 TO BE COMPLETED FOR ALL DEVELOPMENT PROJECTS To determine if your project is exempt from PDP requirements pursuant to MS4 Permit Provision E.3.b.(3), please answer the following questions: Is your project LIMITED to one or more of the following: YES NO 1. Constructing new or retrofitting paved sidewalks, bicycle lanes or trails that meet the following criteria: a) Designed and constructed to direct storm water runoff to adjacent vegetated areas, or other non- erodible permeable areas; OR □ ~ b) Designed and constructed to be hydraulically disconnected from paved streets or roads; OR c) Designed and constructed with permeable pavements or surfaces in accordance with USE PA Green Streets guidance? 2. Retrofitting or redeveloping existing paved alleys, streets, or roads that are designed and constructed in accordance with the USEPA Green Streets guidance? □ ~ 3. Ground Mounted Solar Array that meets the criteria provided in section 1.4.2 of the BMP manual? □ 0 If you answered "yes" to one or more of the above questions, provide discussion/justification below, then go to Step 6, mark the second box stating "my project is EXEMPT from PDP ... " and complete applicant information. Discussion to justify exemption (e.g. the project redeveloping existing road designed and constructed in accordance with the USEPA Green Street guidance): If you answered "no" to the above questions, your project is not exempt from PDP, go to Step 3. E-34 Page 2 of 4 REV 08/22 To determine 1f your proJect Is a PDP, please answer the following questions (MS4 Permit Provision E.3.b.(1 )): 1. Is your project a new development that creates 10,000 square feet or more of impervious surfaces collectively over the entire project site? This includes commercial, industrial, residential, mixed-use, and public development projects on public or private land. 2. Is your project a redevelopment project creating and/or replacing 5,000 square feet or more of impervious surface collectively over the entire project site on an existing site of 10,000 square feet or more of impervious surface? This includes commercial, industrial, residential, mixed-use, and public development projects on public or private land. 3. Is your project a new or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious surface collectively over the entire project site and supports a restaurant? A restaurant is a facility that sells prepared foods and drinks for consumption, including stationary lunch counters and refreshment stands selling prepared foods and drinks for immediate consumption (Standard Industrial Classification (SIC) code 5812). 4. Is your project a new or redevelopment project that creates 5,000 square feet or more of impervious surface collectively over the entire project site and supports a hillside development project? A hillside develo ment ro·ect includes develo ment on an natural slo e that is twent -five ercent or reater. 5. Is your project a new or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious surface collectively over the entire project site and supports a parking lot? A parking lot is a land area or facility for the temporary parking or storage of motor vehicles used personally for business or for commerce. 6. Is your project a new or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious street, road, highway, freeway or driveway surface collectively over the entire project site? A street, road, highway, freeway or driveway is any paved impervious surface used for the transportation of automobiles, trucks, motorcycles, and other vehicles. 7. Is your project a new or redevelopment project that creates and/or replaces 2,500 square feet or more of impervious surface collectively over the entire site, and discharges directly to an Environmentally Sensitive Area (ESA)? "Discharging Directly to" includes flow that is conveyed overland a distance of 200 feet or less from the project to the ESA, or conveyed in a pipe or open channel any distance as an isolated flow from the project to the ESA (i.e. not commingled with flows from adjacent lands).* 8. Is your project a new development or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious surface that supports an automotive repair shop? An automotive repair shop is a facility that is categorized in any one of the following Standard Industrial Classification (SIC) codes: 5013, 5014, 5541, 7532-7534, or 7536-7539. YES NO □ □ □ □ □ □ □ □ 9. Is your project a new development or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious area that supports a retail gasoline outlet (RGO)? This category includes □ ~ RGO's that meet the following criteria: (a) 5,000 square feet or more or (b) a project Average Daily Traffic (ADT) of 100 or more vehicles per day. 10. Is your project a new or redevelopment project that results in the disturbance of one or more acres of land D ~ and are expected to generate pollutants post construction? 11. Is your project located within 200 feet of the Pacific Ocean and ( 1) creates 2,500 square feet or more of impervious surface or (2) increases impervious surface on the property by more than 10%? (CMC D ~ 21 .203.040) If you answered "yes" to one or more of the above questions, your project is a PDP. If your project is a redevelopment project, go to step 4. If your project is a new project, go to step 5, complete the trash capture question. If you answered "no" to all of the above questions, your project is a 'STANDARD PROJECT'. Go to step 5, complete the trash capture question. • Environmentally Sensitive Areas include but are not limited to all Clean Water Act Section 303(d) impaired water bodies: areas designated as Areas of Special Biological Significance by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments): water bodies designated with the RARE beneficial use by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments); areas designated as preserves or their equivalent under the Multi Species Conservation Program within the Cities and County of San Diego; Habitat Management Plan; and any other equivalent environmentally sensitive areas which have been identified by the City. E-34 Page 3 of 4 REV 08/22 STEP4 TO BE COMPLETED FOR REDEVELOPMENT PROJECTS THAT ARE PRIORITY DEVELOPIIENT PROJECTS (PDP) ON.Y Complete the questions below regarding your redevelopment project (MS4 Permit Provision E.3.b.(2)): YES NO Does the redevelopment project result in the creation or replacement of impervious surface in an amount of less than 50% of the surface area of the previously existing development? Complete the percent impervious calculation below: Existing impervious area (A) = sq. ft. □ □ Total proposed newly created or replaced impervious area (B) = sq. ft. Percent impervious area created or replaced (B/A)*100 = % If you answered "yes", the structural BMPs required for PDP apply only to the creation or replacement of impervious surface and not the entire development. Go to step 5, complete the trash capture question. If you answered "no," the structural BMP's required for PDP apply to the entire development. Go to step 5, complete the trash capture question. STEPS TO BE COMPLETED FOR ALL DEVELOPMENT PROJECTS Complete the question below regarding your Project (SDRWQCB Order No. 2017-0077): YES NO Is the Project within any of the following Priority Land Use (PLU) categories and not exempt from trash capture requirements per section 4.4.2.2 of the BMP Manual? R-23 (15-23 du/ac), R-30 (23-30 du/ac), Pl (Planned Industrial), CF (Community Facilities), GC (General 0 □ Commercial), L (Local Shopping Center), R (Regional Commercial), V-B (Village-Barrio), VC (Visitor Commercial), O (Office), VC/OS (Visitor Commercial/Open Space), Pl/O (Planned Industrial/Office), or Public Transportation Station If you answered "yes", the 'PROJECT' is subject to TRASH CAPTURE REQUIREMENTS. Go to step 6, check the first box stating, "My project is subject to TRASH CAPTURE REQUIREMENTS ... " and the second or third box as determined in step 3. If you answered "no", Go to step 6, check the second or third box as determined in step 3. for 'no' answer here: List exemption if applicable STEPS CHECK THE APPROPRIATE BOX(ES) AND COMPLETE APPLICANT WORMATION 0 My project is subject to TRASH CAPTURE REQUIREMENTS and must comply with TRASH CAPTURE REQUIREMENTS of the BMP Manual. I understand I must prepare a Storm Water Quality Management Plan (SWQMP). 0 My project is a 'STANDARD PROJECT' OR EXEMPT from PDP and must only comply with 'STANDARD PROJECT' stormwater requirements of the BMP Manual. I will submit a "Standard Project Requirement Checklist Form E-36". If my project is subject to TRASH CAPTURE REQUIREMENTS, I will submit a TRASH CAPTURE Storm Water Quality Management Plan (TCSWQMP) per E-35A. □ My project is a PDP and must comply with PDP stormwater requirements of the BMP Manual. I understand I must prepare a Storm Water Quality Management Plan (SWQMP) per E-35 template for submittal at time of application. Note: For projects that are close to meeting the PDP threshold, staff may require detailed impervious area calculations and exhibits to verify if 'STANDARD PROJECT' stormwater requirements apply. □ My project is NOT a 'development project' and is not subject to the requirements of the BMP Manual. Applicant Information and Signature Box Applicant Name: Aaron M Albertson, PE Applicant Title: Principal Engieer Applicant Signature: c:=:::fi $d = Date: 03/06/2023 E-34 Page4 of4 REV 08/22 DEMOLITION ASBESTOS CERTIFICATION ADDRESS: 1 LEGOLAND Drive, Carlsbad, CA 92008 USE OF BUILDING TO BE DEMOLISHED: _o ______________ _ SQUARE FEET 0 -----------X NUMBER OF STORIES _o ____ _ PROPERTY OWNER: LEGOLAND -------------------------ADDRESS: 1 LEGOLAND Drive, Carlsbad, CA 92008 APPLICANT: Ma11f"'L l@v, i A ADDRESS: / --ZZ,t:,0t,_,~ 0 1>,2- PHONE _____ _ PHONE J/;Ja lt(51a{t)o .... -------------~----···---------.. -............ ______ .......................... -. .. -....................... __________________ _ Section 19827.5 of California Health and Safety Code states in part: "A demolition permit shall not be issued by any city ... as to any building or other structure except upon receipt from the permit applicant of a copy of each written asbestos notification regarding the building that has been required to be submitted to the United States Environmental Protection Agency or to a designated state agency, or both, pursuant to Part 61 of Title 40 of the Code of Federal Regulations, or the successor to that part. The permit may be issued without the applicant submitting a copy of the written notification if the applicant declares that the notification is not applicable to the scheduled demolition project." As applicant for a demolition permit In the City of Carlsbad, I certify that; I have read the excerpt from Section 19827 .5 of the Health and Safety Code provided above; the Information I have provided on this form is true and correct; and I further certify the following: 0 On the attached __ pages are copies of all written asbestos notifications regarding the above referenced building that are required to be submitted to the United States Environmental Protection Agency or to Part 61 of Title 40 of the Code of Federal Regulations, or successor to that part. @ I declare that the written asbestos Ji:fit~(;?.J~ notification is not applicable to the 03/13/23 Date Rev. 04122 ( City of Carlsbad STANDARD PROJECT REQUIREMENT CHECKLIST E-36 Project lnfonnatlon Project Name: LEGOLAND Fun Town Stage Renovation Project ID: TBD DWG No. or Building Permit No.: Development Services Land Development Engineering 1635 Faraday Avenue 442-339-2 750 www.carlsbadca.gov Buellne BMPa for Exletlng and Propoaed s .. F...,_ Complete the Table 1 -Site Design Requirement to document existing and proposed site features and the BMPs to be implemented for them. All BMPs must be implemented where applicable and feasible. Applicability is generally assumed if a feature exists or is proposed. BMPs must be implemented for site design features where feasible. Leaving the box for a BMP unchecked means it will not be implemented (either partially or fully) either because it is inapplicable or infeasible. Explanations must be provided in the area below. The table provides specific instructions on when explanations are required. Table 1 -Site Design Requirement A. Existing Natural Site Features (see Fact Sheet BL-1) 1. Check the boxes below for each existing feature on 1. Select the BMPs to be implemented for each identified feature. Explain the site. why any BMP not selected is infeasible in the area below. SD-G SD-H Conserve natural Provide buffers around waterbodies features □ Natural waterbodies D D D Natural storage reservoirs & drainaae corridors 00 --D Natural areas, soils, & vegetation (incl. trees) ~ -- B. BMPs for Common Impervious Outdoor Site Features (see Fact Sheet BL-2) 1. Check the boxes below for each 2. Select the BMPs to be implemented for each proposed feature. If neither BMP SD-B nor proposed feature. SD-I is selected for a feature, explain why both BMPs are infeasible in the area below. SD-B SD-I Minimize size of Direct runoff to pervious Construct surfaces from impervious areas areas permeable materials D Streets and roads D D 00 Check this box to confirm D Sidewalks & walkways D D that all impervious areas on the site will be minimized D Parking areas & lots D D where feasible. D Driveways D D If this box is not checked, D Patios, decks, & courtyards D D identify the surfaces that cannot be minimized in area □ Hardcourt recreation areas D D below, and explain why it is E-36 Page 1 of 4 Revised 02/22 □ Other: □ □ infeasible to do so. C. D BMPs for Rooftop Areas: Check this box if rooftop areas are proposed and select at least one BMP (see Fact below. Sheet BL-3) If no BMPs are selected, explain why they are infeasible in the area below. OSD-8 D SD-C OSD-E Direct runoff to pervious areas Install green roofs Install rain barrels D. 00 BMPs for Landscaped Areas: Check this box if landscaping is proposed and select the BMP below (see Fact IRJ SD-K Sustainable Landscaping Sheet BL-4) If SD-K is not selected, explain why it is infeasible in the area below. Provide discussion/justification for site design BMPs that will not be implemented (either partially or fully): Bnellne 811Pa for Pollutant-generating SourcN All development projects must complete Table 2 -Source Control Requirement to identify applicable requirements for documenting pollutant-generating sources/ features and source control BMPs. BMPs must be implemented for source control features where feasible. Leaving the box for a BMP unchecked means it will not be implemented (either partially or fully) either because it is inapplicable or infeasible. Explanations must be provided in the area below. The table provides specific instructions on when explanations are required. Table 2 • Source Control Requirement A. Management of Storm Water Discharges 1. Identify all proposed outdoor 2. Which BMPs will be used to prevent 3. Where will runoff from the work areas below materials from contacting rainfall or work area be routed? runoff? Ix] Check here if none are proposed (See Fact Sheet BL-5) (See Fact Sheet BL-6) Select all feasible BMPs for each work area Select one or more option for each work area SC-A SC-8 SC-C SC-D SC-E Other Overhead Separation Wind Sanitary Containment covering flows from protection sewer system adjacent areas □ Trash & Refuse Storaqe □ □ □ □ D □ □ Materials & Equipment Storaqe □ D D □ □ □ E-36 Page 2 of 4 Revised 02/22 D Loadinq & Unloadinq D D D D D D D Fuelinq D D D D D D D Maintenance & Reoair D D D D D D D Vehicle & Equipment Cleaninq D D D D D D D Other: D D D D D D B. Management of Storm Water Discharges (see Fact Sheet BL-7) Select one option for each feature below: • Storm drain inlets and catch basins ... □ are not proposed 18:J will be labeled with stenciling or signage to discourage dumping (SC-F) • Interior work surfaces, floor drains & ~ are not proposed D will not discharge directly or indirectly to the MS4 sumps ... or receiving waters • Drain lines (e.g. air conditioning, boiler, ~ are not proposed D will not discharge directly or indirectly to the MS4 etc.) ... or receiving waters • Fire sprinkler test water ... D are not proposed IRJ will not discharge directly or indirectly to the MS4 or receiving waters Provide discussion/justification for source control BMPs that will not be implemented (either partially or fully): E-36 Page 3 of 4 Revised 02/22 ~l ·• ' l ' _..,~..,.,~~fl)~-.~ '~~'--"~..::-~, tf ,_ I• I ~• : .. ' . • .' I" ~ • 1".'. • .. ~~ '.::..a.,:_:}~ -•~; ; ,:~ ~ J !.~ { This E-36 Form is intended to comply with applicable requirements of the city's BMP Design Manual. I certify that it has been completed to the best of my ability and accurately reflects the project being proposed and the applicable BMPs proposed to minimize the potentially negative impacts of this project's land development activities on water quality. I understand and acknowledge that the review of this form by City staff is confined to a review and does not relieve me as the person in charge of overseeing the selection and design of storm water BMPs for this project, of my responsibilities for project desiqn. Preparer Signature: c--~~--J Date: 03/06/2023 Print preparer name: Aaron M Albertson, PE E-36 Page 4 of 4 Revised 02/22