Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
1 LEGOLAND DR; ; CBC2023-0258; Permit
Building Permit Finaled ("cityof Carlsbad Commercial Permit Print Date: 12/30/2025 Permit No: CBC2023-0258 Closed -Finaled Job Address: Permit Type: Parcel#: Valuation: Occupancy Group: #of Dwelling Units: Bedrooms: Bathrooms: Occupant Load: Code Edition: Sprinkled: 1 LEGOLAND OR, CARLSBAD, CA 92008-4610 BLDG-Commercial Work Class: 2111000900 Track #: $318,191.44 Lot#: Project#: Plan#: Construction Type: Orig. Plan Check#: Plan Check #: Project Title: LEGOLAND GARDEN RESTROOM New DEV2023-0015 Status: Applied: 08/17/2023 Issued: 01/22/2025 Finaled Close Out: 12/18/2025 Final Inspection: 12/18/2025 INSPECTOR: Kersch, Tim Renfro, Chris Description: LEGOLAND: DEMO OF EXIST RESTROOM AND CONTRUCTION OF NEW RESTROOM (1,736 SF) Applicant: COAR DESIGN GROUP MORGAN RAUH 9640 GRANITE RIDGE DR, # STE 130 SAN DIEGO, CA 92123-2898 (619) 552-2511 FEE BUILDING PLAN CHECK Property Owner: LEGOLAND CALIFORNIA LLC PO BOX 543185 DALLAS, TX 75354-3185 (407) 270-1300 BUILDING PLAN REVIEW-MAJOR PROJECTS (LOE) BUILDING PLAN REVIEW-MAJOR PROJECTS (PLN) CERTIFICATE OF OCCUPANCY COMM/IND USES -STRUCTURAL DEMOLITION OF BUILDING: COMMERCIAL SB1473 -GREEN BUILDING STATE STANDARDS FEE STRONG MOTION -COMMERCIAL (SMIP) SWPPP INSPECTION TIER 2 -Medium BLDG SWPPP PLAN REVIEW TIER 2 -Medium Total Fees: $9,699.59 Total Payments To Date: $9,699.59 Contractor: BACK'S CONSTRUCTION INC DAVID BACK 1602 FRONT ST SAN DIEGO, CA 92101-2920 (619) 713-2566 Balance Due: AMOUNT $939.82 $618.00 $314.00 $20.00 $1,665.68 $358.00 $13.00 $89.09 $5,294.00 $388.00 $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, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov { City of Carlsbad Job Address One Legoland Dr., Carlsbad, CA 92008 COMMERCIAL BUILDING PERMIT APPLICATION 8-2 Plan Check Est. Value PC Deposit Date Suite: APN: 211 -100-09.00 ----- Tenant Name #: _________________ Lot #: ____ Year Built: _________ _ Year Built: __ _ Occupancy:_B __ _ Construction Type:_v_-B __ Fire sprinklers@'ESONO A/C:(;)YESQNO BRIEF DESCRIPTION OF WORK: DEMOLITION OF EXISTING RESTROOM BUILDING AND CONSTRUCTION OF A NEW RESTROOM BUILDING [2J Addition/New:_1_,_7_3_6_S_F ________ New SF and Use,_V_isi_to_r r_es_tr_oo_m ______ N ew SF and Use _______ SF Deck, SF Patio Cover, SF Ot her (Specify) ___ _ 0Tenant Improvement: _____ SF, _____ SF, Existing U se: _______ Prop osed U se: ______ _ Exist ing Use: Proposed Use: ______ _ D Pool/Spa: _____ SF A ddition al Gas o r Electr ical Features? ____________ _ D Solar: KW, ___ Modules, M ounted:0Roof 0 Ground D Re roof: _____________________________________ _ D Plumbing/Mechanical/Electrical D Other:-------------------------------------- APPLICANT (PRIMARY CONTACT) PROPERTY OWNER Name: MORGAN RAUH Name: LEGOLAND Address· 6940 GRANITE RIDGE DR. Suite 130 Address: ONE LEGOLAND DR. City· SAN DIEGO State: CA Zip:_92_1_23 ___ City: Carlsbad State:_c_A __ Zip: 92000 Phone· (619) 552-2511 Phone: ___________________ _ Email· morgan@coargroup.com Email : ____________________ _ DESIGN PROFESSIONAL CONTRACTOR OF RECORD Name: COAR DESIGN GROUP Business Name:~~ ao{rliZ,,u .. /2~..J IN<-• Address: 6940 GRANITE RIDGE DR. Suite 130 Address: ( (4 o ~ ,i=D.ONT £:\-. City: SAN DIEGO State: CA Zip:_s2_1_23 ___ City: $oco P02t--1Q State: Crl Zip:_o/_2._/_CJ_l ___ _ Phone : (619) 698-9177 Phone: tel 4--17 o -¼'2,:'Z . .3 Email : morgan@coargroup.com Email: j w~~&.r;;> 'oe--.c.~ Cons+~~ \.{O<\.CoM, Architect State License: _c_o_18_22_3_________ CSLB License #: 19.51 7 <, Class:_.B _______ _ Carlsbad Business License# (Required): iJLOS L'L'I t-1 S:8 APPLICANT CERT/FICA T/ON: I certify that I have read the application and state that the above information is correct and that the information on the plans isaccurate. I agree to comply with all City ordinances and State laws relating to building construct ion. ~1/ D NAME (PRINT): MORGAN RAUH SIGN: ~f>-~ DATE: OBl1512023 1635 Faraday Ave Carlsbad, CA 92008 Ph: 442-339-2719 Fax: 760-602·8 58 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 herebya/ff rmunderpenaltyof perjury that lamlfcensedunderprovlslonsof Chapter9 (commencing with Section 7000)of Dfvlslon3 of the Business and Professions Code, and my license ts f n full force and elf ect. I alsoafff rm under penalty of perjury one of the follcwtng dedaratfons(CHOOSE ONE): □, 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- ~I have and will maintain wori<.er's compensation, as required by Section 3700 of the labor Code, for the pe~ormance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Insurance Company Name: C O.V \ ~"4>,.,~ d'f\AL O.'Sf O C, 1b\J:<t Policy No. 't)OCf91.>~ 8 20l ExpirationDate:__._1:e:j/~/'--'O::...J/1-'k-~C ________ _ -OR- Ocertificate 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 crlmlnal penalties and civll 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 (ii Civil Code). Lender's Name:. ___________________ Lender'sAddress: __________________ _ CONTRACTOR CERT/FICA TION: I certify t hat 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 Ci tdlordina ~ State lows relating ta building construction. _ / NAME (PRINT):/h,c.hlAli S.J.aJ s1GNATURE:t!'11.v' oATE: 1-11--zr Note: If the person signing above Is an ai.m-ized 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: ii I, as owner of the property or my employees with wages as their sole compensation, will do the wori<. and the structure is not intended or offered for sale (Sec. ~. 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-□•• 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-□• am exempt under Business and Professions Code Division 3, Chapter 9, Artide 3 for this reason: AND, □FORM 8-61 "OW-WW...~ an4 Vfflffartlon Form" Is required tor any permit lstuld to a p,ope,ty owner, ~my~• btlow, ~ that, oupt for my personal resldenu in which I must have rnlded for at laft one y,ar p(lo( to completion of the 1mprove,nenu covered by thlf permit, I cannot leplly sell • wucwre that I haw built as an owntt-bullder If It ha not beffl comtructad In Its entJl',ty by llunted com,aao,,,I understand thatacOf]'f of the applicable law, Section 7044 of the Business and Professions Ccxle, is available upon request when this application is submitted or at the following Web site: http:Ilwww.leglnfo.ca.govlcalaw.html. OWNER CERT/FICA TION: I certify that I have read the application and state that the above information is correct and that the information on theplansisaccurate. lagree to comply with all City ordinances and State laws relating to building construction. NAME (PRINT): .,,,,.,..,===----- 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 PERMIT INSPECTION HISTORY for (CBC2023-0258) Permit Type: BLDG-Commercial Work Class: New Application Date: 08/17/2023 Owner: LEGOLAND CALIFORNIA LLC Issue Date: 01/22/2025 Subdivision: CARLSBAD TCT#94-09 UNIT#02 & 03 Status: Closed -Finaled Expiration Date: 06/16/2026 Address: 1 LEGOLAND DR CARLSBAD, CA 92008-4610 IVR Number: 51411 Scheduled Actual Inspection Type Inspection No. Date Start Date Tuesday,DecemberJ0,2025 Checklist Item BLDG-Building Deficiency BLDG-14 Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout BLDG-34 Rough Electrical BLDG-44 Rough-Ducts-Dampers COMMENTS BLDG-Final Inspection 303928-2025 Checklist Item BLDG-Building Deficiency BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final COMMENTS Inspection Primary Inspector Status Passed Chris Renfro Reinspection Inspection Passed Yes Yes Yes Yes Yes Passed Yes Yes Yes Yes Yes Complete Page 5 of 5 PERMIT INSPECTION HISTORY for (CBC2023-0258) Permit Type: BLDG-Commercial Application Date: 08/17/2023 Owner: LEGOLAND CALIFORNIA LLC Work Class: New Issue Date: 01/22/2025 Subdivision: CARLSBAD TCT#94-09 UNIT#02 & 03 Status: Closed -Finaled Expiration Date: 06/16/2026 Address: 1 LEGOLAND DR IVR Number: 51411 CARLSBAD, CA 92008-4610 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 09/25/2025 09/25/2025 BLDG-34 Rough 296538-2025 Passed Chris Renfro Complete Electrical Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-84 Rough 296614-2025 Passed Chris Renfro Complete Combo(14,24,34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 Yes Rough-Ducts-Dampers BLDG-85 T-Bar, Ceiling 296537-2025 Partial Pass Chris Renfro Reinspection Incomplete Grids, Overhead Checklist Item COMMENTS Passed BLDG-Building Deficiency Partial pass hard lids. Need fire sprinkler No sign off. BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 Yes Rough-Ducts-Dampers 10/06/2025 10/06/2025 BLDG-17 Interior 297303-2025 Passed Chris Renfro Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 11/03/2025 11/03/2025 BLDG-33 Service 299904-2025 Passed Chris Renfro Complete Change/Upgrade Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 12/18/2025 12/18/2025 BLDG-84 Rough 303927-2025 Passed Chris Renfro Complete Combo(14,24,34,44) Tuesday, December 30, 2025 Page 4 of 5 PERMIT INSPECTION HISTORY for (CBC2023-0258) Permit Type: BLDG-Commercial Work Class: New Application Date: 08/17/2023 Owner: LEGOLAND CALI FORNIA LLC Issue Date: 01/22/2025 Subdivision: CARLSBAD TCT#94-09 UNIT#02 Status: Scheduled Date 08/21/2025 08/29/2025 09/04/2025 09/09/2025 09/12/2025 & 03 Closed - Finaled Expiration Date: 06/16/2026 Address: 1 LEGOLAND DR IVR Number: 51411 CARLSBAD, CA 92008-4610 Actual Inspection Type Start Date Inspection No. Inspection Primary Inspector Reinspection Inspection 08/21 /2025 08/29/2025 09/04/2025 09/09/2025 Status Checklist Item COMMENTS BLDG-Building Deficiency BLDG-11 293705-2025 Partial Pass Chris Renfro Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS BLDG-Building Deficiency Partial pass. Exterior canopy/seating bench footing. BLDG-83 Roof Sheating, 293706-2025 Passed Chris Renfro Exterior Shear (13, 15) Checklist Item COMMENTS BLDG-Building Deficiency BLDG-13 Shear Panels-HD (ok to wrap) BLDG-15 Roof Sheathing-Reroof BLDG-34 Rough 294239-2025 Partial Pass Chris Renfro Electrical Checklist Item COMMENTS BLDG-Building Deficiency BLDG-4-4 294711-2025 Partial Pass Chris Renfro Rough/Ducts/Dampers Checklist Item COMMENTS BLDG-Building Deficiency BLDG-17 Interior 295009-2025 Failed Chris Renfro Lath/Drywall Checklist Item COMMENTS BLDG-Building Deficiency Not ready, rough combo is next inspection BLDG-18 Exterior Lath/Drywall 295010-2025 Failed Chris Renfro Checklist Item COMMENTS BLDG-Building Deficiency Not ready, rough combo is next inspection 09/12/2025 BLDG-11 295366-2025 Partial Pass Chris Renfro Foundation/Ftg/Piers (Rebar) Checklist Item BLDG-Building Deficiency COMMENTS Partial pass. Exterior canopy/seating bench footing. Passed Yes Re inspection Incomplete Passed Yes Complete Passed Yes Yes Yes Relnspection Incomplete Passed Yes Re Inspection Incomplete Passed Yes Reinspection Incomplete Passed No Reinspection Incomplete Passed No Reinspection Incomplete Passed Yes Tuesday, December 30, 2025 Page 3 of 5 PERMIT INSPECTION HISTORY for (CBC2023-0258) Permit Type: BLDG-Commercial Work Class: New Application Date: 08/17/2023 Owner: LEGOLAND CALIFORNIA LLC Issue Date: 01/22/2025 Subdivision: CARLSBAD TCT#94-09 UNIT#02 Status: Closed -Finaled Expiration Date: 06/16/2026 IVR Number: 5141 1 & 03 Address: 1 LEGOLAND DR CARLSBAD, CA 92008-4610 Scheduled Date Actual Inspection Type Start Date Inspection No. Inspection Primary Inspector Reinspection Inspection Status 05/06/2025 05/06/2025 BLDG-24 RoughfTopout 283916-2025 Partial Pass Tim Kersch Checklist Item COMMENTS BLDG-Building Deficiency Canceled due to rain. 06/09/2025 06/09/2025 BLDG-21 287145-2025 Partial Pass Tim Kersch Underground/Underflo or Plumbing Checklist Item COMMENTS BLDG-Building Deficiency 06/16/2025 06/16/2025 BLDG-31 287832-2025 Partial Pass Tim Kersch Underground/Conduit • Wiring Checklist Item COMMENTS BLDG-Building Deficiency 07/03/2025 07/03/2025 BLDG-21 289375-2025 Partial Pass Tim Kersch Underground/Underflo or Plumbing Checklist Item COMMENTS BLDG-Building Deficiency Passed only one rest room 07/15/2025 07/15/2025 BLDG-21 290346-2025 Partial Pass Chris Renfro 07/28/2025 Underground/Underflo or Plumbing Checklist Item COMMENTS BLDG-Building Deficiency Partial pass underground DWV. Double check trap primers for leaks. OK to send pictures of repairs. 07/28/2025 BLDG-11 Foundation/Ftg/Piers (Rebar) Checklist Item 291369-2025 Partial Pass Chris Renfro COMMENTS BLDG-Building Deficiency Partial pass. Need compaction report OK to pour. BLDG-21 Underground/Underflo or Plumbing Checklist Item 291232-2025 COMMENTS BLDG-Building Deficiency Partial pass BLDG-31 Underground/Conduit - Wiring 291233-2025 Partial Pass Chris Renfro Partial Pass Chris Renfro Tuesday, December 30, 2025 Reinspection Incomplete Passed Yes Reinspectlon Incomplete Passed Yes Relnspectlon Incomplete Passed Yes Reinspection Incomplete Passed Yes Reinspection Incomplete Passed Yes Relnspectlon Incomplete Passed Yes Re inspection Incomplete Pass ed Yes Re Inspection Incomplete Page 2 of 5 Building Permit Inspection History Finaled (city of Carlsbad ' PERMIT INSPECTION HISTORY for (CBC2023-0258) Permit Type: BLDG-Commercial Work Class: New Application Date: 08/17/2023 Owner: LEGOLAND CALIFORNIA LLC Status: Scheduled Date 01/29/2025 04/08/2025 05/05/2025 Issue Date: 01/22/2025 Subdivision: CARLSBAD TCT#94-09 UNIT#02 & 03 Closed -Finaled Expiration Date: 06/16/2026 Address: 1 LEGOLAND DR CARLSBAD, CA 92008-4610 IVR Number: Actual Inspection Type Start Date Inspection No. 01 /29/2025 BLDG-SW-Pre-Con 274675-2025 Checklist Item COMMENTS BLDG-Building Deficiency 04/08/2025 BLDG-SW-Inspection 281003-2025 Checklist Item COMMENTS Are erosion control BMPs functioning properly? Are perimeter control BMPs maintained? Is the entrance stabilized to prevent tracking? Have sediments been tracked on to the street? Has trash/debris accumulated throughout the site? Are portable restrooms properly positioned? Do portable restrooms have secondary containment? 05/05/2025 BLDG-24 Rough/Topout 283809-2025 Checklist Item COMMENTS 51411 Inspection Primary Inspector Status Passed Chris Renfro Partial Pass Chris Renfro Failed Tim Kersch BLDG-Building Deficiency Canceled due to rain. BLDG-SW-Inspection Checklist Item 284042-2025 COMMENTS Are erosion control BMPs functioning properly? Are perimeter control BMPs maintained? Is the entrance stabilized to prevent tracking? Have sediments been tracked on to the street? Has trash/debris accumulated throughout the site? Are portable restrooms properly positioned? Do portable restrooms have secondary containment? Partial Pass Tim Kersch Reinspection Inspection Complete Passed Yes Reinspection Incomplete Passed Yes Yes Yes Yes Yes Yes Yes Reinspection Incomplete Passed No Reinspection Incomplete Passed Yes Yes Yes Yes Yes Yes Yes Tuesday, December 30, 2025 Page 1 of 5 Transmittal Letter June 26, 2024 City of Carlsbad Community Development Department -Building Division 1635 Faraday Ave. Carlsbad, CA 92008 Plan Review: TI Legoland New Restroom Address: 1 Legoland Dr, Carlsbad CA Applicant Name: Morgan Rauh Applicant Email: morgan@coargroup.com True North COMPLIANCE SERVICES TIDRD REVIEW City Permit No: CBC2023-0258 True North No.: 23-018-789 True North Compliance Services, Inc. has completed the review of the fo llowing documents for the project referenced above on behalf of the City of Carlsbad. Our comments can be found on the attached list. 1. Drawings: Electronic copy dated November 20, 2023, by COAR Design group. 2. Drawings Check: Electronic copy dated June 17, 2024, by COAR Design group. 3. Geotechnical Inspection: Electroruc copy dated June 13, 2024, by NOVA Services. 4. Geotechnical Investigation: Electronic copy dated May 31, 2024, by NOV A 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 foHow on the attached list. Please call if you have any questions or if we can be of further assistance. Sincerely, True North Compliance Services Structural Review By: Ali Al-Murshid - Plan Review Engineer Review By: Alaa Atassi -Plan Review Engineer True North Compliance Services, Inc. 3939 Atlantic Avenue Suite 224, Long Beach, CA 90807 T / 562. 733.8030 Legoland Restroom 1 Legoland Dr June 26, 2024 Plan Review Comments HARD COPY -RESUBMITT AL INSTRUCTIONS: City of Carlsbad-THIRD REVIEW City Permit No.: CBC2023-0258 True North No.: 23-018-789 Page2 Please do not resubmit plans until aU 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 PREVE TION 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 INFORMATION: 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 whi ch details, specification, or calcuJation 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 SUMMARY: Occupancy Groups: Occupant Load: Type of Construction: Sprinklers: Stories: Area of Work (sq. ft.): B Provide this information V-B Yes l 1,736 sq. ft. ARCIDTECTURAL COMMENTS: PC3 The city notified us that the incorrect plans were submitted. Please submit the correct plans for review. Legoland Restroom 1 Legoland Dr City of Carlsbad-THIRD REVIEW City Permit No.: CBC2023-0258 True North No.: 23-018-789 Page3 June 26, 2024 ACCESSIBILITY COMMENTS: D 1. CBC l lB-202.3 requires that accessibili ty be provided to the altered spaces. This accessibility shall include the requirements of CBC l lB-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 fo llowing: c) Provide detectable warning where the accessible route crosses or adjoins the vehicular path of travel per CBC l lB-247.1.2.5. Provide detectable warning details in accordance with CBC l lB-705. l. PC2: The location of detectable warnings was not shown on plans. Please provide, and cross reference, the detectable warning detail. PC3: Please clarify the provided locations. Ensure that the accessible route and detectable locations are visible ill the same view. d) Show location and provide details for curb ramps in accordance with CBC l lB-406. PC2: Please revise comment D 1 above. Compliance is required for all elements along the accessible route. Show location and provide details for curb ramps to address comment above. PC3: Location of curb ramps have not been provided on plan A2/T-9. Please provide. PC3: The site plan is not clear as to verify the proper location of the detectable wamings are placed. Please revise. OETECTASlE WARNINGS LOCATIONS. SEE Cl/1-9 -CURB RAMP LOCATIONS. SEE 112/1-9 "'1. DETECTABLE WARNING AND CURB RAMP LOCATIONS T-9 NIS MECHANICAL COMMENTS: No Comments. ELECTRICAL COMMENTS: No Comments. Legoland Restroom 1 Legoland Dr City of Carlsbad-THIRD REVIEW City Permit No.: CBC2023-0258 True North No.: 23-018-789 Page 4 June 26, 2024 PLUMBING COMMENTS: No Comments. GREEN BUILDING COMMENTS: G l . Climate Action Plan requirements apply to this project. City of Carlsbad requires that all projects that qualify for CAP compliance will require a completed Climate Action Plan (CAP) Consistency Checklist (city form B-50) to be completed by the APPLICANT. a) For plans submitted to the City the following Cli mate Action Plan requirements apply, per Carlsbad ordinance: b) The applicant is to fill out the B-50 CAP Consistency Checklist. The scope of work and project valuation will determine which sections of the CAP are required. c) Plan examiners review the B-50 CAP Consistency Checklist for completion. For example: If new residential construction is the scope of work, CAP sections 2A, 3A, and 4A are required to be filled on the B-50 checklist. PC3: Climate action plan was not submitted. Please submit it f or review. ENERGY COMPLIANCE COMMENTS: No Comments. STRUCTURAL COMMENTS: Structural Calculations: Sl l. Submit anchorage calculations and details for mechanical unit weighing over 400 lbs. per ASCE 7-16 Chapter 13. PC2: Page 70, Please revise Rp to 3. ASCE 7-16 table 13.6-1. Because HVAC unit is elevated on sheet metal support. PC3: Structural calculations were not provided, comment remains. 6 • ... , A,r c-oolen ffin (am.). au--coolcd heal ex~ condnt>,n, """'-cir) cOClb\.. l'<fflOk, red!JWff and achtt mccbanical 2~ componC1llS clc\lled on lftlqnl >Uucwnl .ittl or .bed metal ,upporu If you have any questions regarding the above comments, please contact Alaa Atassi via email alaa@tncservices.com, or telephone (562) 733-8030. [END] Transmittal Letter October 15, 2023 City of Carlsbad Community Development Department -Building Division 1635 Faraday Ave. Carlsbad, CA 92008 Plan Review: Legoland Restroom Address: 1 Legoland, Carlsbad CA Applicant Name: Morgan Rush Applicant Email: morgan@coargroup.com True North COMPLIANCE SERVI CES SECOND REVIEW City Permit No: CBC2023-0258 True North No.: 23-018-789 True North Compliance Services, Inc. has completed the review of the fo llowing documents for the project referenced above on behalf of the City of Carlsbad. Our comments can be fo und on the attached list. 1. Drawings: One (I) copy dated September 29, 2023, by COAR Design group. 2. Structural Calculations: One (1) copy dated September 15, 2023, by Orie Engineer. 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 Confinned Confirmed Our comments follow on th e attached list. Please call if you have any questions or if we can be of further assistance. Sincerely, True North Compliance Services Structural Review By: Ali AI-Murshid -Plan Review Engineer Review By: Alaa Atassi -Plan Review Engineer True North Compliance Services, Inc. 3939 Atlantic Avenue Suite 224, Long Beach, CA 90807 T / 562. 733.8030 Legoland Restroom 1 Legoland Dr October 15, 2023 City of Carlsbad-SECOND REVIEW City Permit No.: CBC2023-0258 True North No.: 23-01 8-789 Page2 Plan Review Comments HARD COPY -RESUBMJTT AL 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 orth, 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 INFORMATION: 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 Di vision and/or oth er City departments that wi II 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 li st or creating a response letter. Indicate which details, specification, or calculation shows the required information. Your complete and clear responses wi ll 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. I and CBPC 6735. This item will be verified prior to plan approval. OCCUPA CY & BUILDI G SUMMARY: Occupancy Groups: Occupant Load: Type of Construction: Sprinklers: Stories: Area of Work (sq. ft.): B Provide this information V-B Yes 1 1,736 sq. ft. ARCHITECTURAL COMMENTS: No Comments. Legoland Restroom 1 Legoland Dr October 15, 2023 City of Carlsbad-SECOND REVIEW City Permit No.: CBC2023-0258 True North No.: 23-018-789 Page 3 ACCESSIBILITY COMMENTS: D I. CBC 11 B-202.3 requires that accessibility be provided to the altered spaces. This accessibility shall include the requirements of CBC 1 lB-202.4, which entails: a primary entrance, a primary path of travel, sanitary facili ties serving the area, a drinking fountain, and signs. Please address the following: c) 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. PC2: The location of detectable warnigns was not shown on plans. Please provide, and cross reference the detectable warning detail. d) Show location and provide details for curb ramps in accordance with CBC I IB-406. PC2: Please revise comment DI above. Compliance is required f or the all elements along the accessible route. Show location and provide details for curb ramps to address comment above. e) Show location and provide details and dimensions of accessible parking, accessible aisles, markings, signage, etc., to verify it meets the requirements of CBC l lB Division 5. PC2: C3ll-9 (1) Please revise detail to provide 12 '-0" van accessible parking. CBC llB 502.2. (2) Please revise access aisle markillg to show " NO PA R.KING" word painted within 011 the surface each access aisle i11 white letters. CBC llB-502.3.3. (3) Specify length of accessible parking to be 18 ft minimum per CBC llB-502.2. PC2: Detail B3ll-9: Revise the verbiage on the tow away sign to specify, " ... will be towed away at owner's expense." instead of " ... may be towed away at owner's expe11se." CBC llB-502.8.2. PARKING LOT ACCESSIIILITY SIGNAGE A SIGN, SIMILAR TO ABOVE, SHALL BE POSTED AT EACH ENTRY TO THE SITE, WITH LETTERING NOT LESS THAN ONE INCH HIGH STATING: "UNAUTHORIZED VEHICLES PARKED IN DESIGNATED ACCESIILE SPACES NOT DISPLAYING DISTINGUISHING~E PLATES ISSUED FOR PERSON WITH DISABILm MAY BE TOWED AWAY AT OWNER'S EXPENSE. TOWED VEHI ED AT _____ OR BY TELEPHONING _____ ." PC2: Specify the height of the accessible parking signage to be 6'8" minimum measured from gound to bottom of sign. CBC 11 B-502.6. PC2: Revise parking signage details to include additional language or sign below the International Symbol of Accessibility, stating, "Minimum Fine $250". CBC llB-502.6.2. MECHANICAL CO MME TS: M2. Detail 6/M5. l: Note on plan, factory-made flexible air ducts and connectors shall be not more than 5 feet in length and shall not be used in lieu of rigid elbows or fittings per CMC 603.4.1. PC2: Above commnets have not been addressed, comments remain outstanding. Legoland Restroom 1 Legoland Dr October 15, 2023 BRANCH OoUIPER FOR MR 8M.N«::E ADJUSTMENTS. C00ROl<A TE OlffUSER MOIM1NG T\'PE WITlt CELING T\'PE,----' ELECTRICAL COMMENTS: 5ftmax PAOYlOEM TIWISIT10I NEO(GRIJ CEU<G OII fjSl.lJ.TH SPECIFICA' City of Carlsbad-SECOND REVIEW City Permit No.: CBC2023-0258 True North No.: 23-01 8-789 Page4 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. PC2: Electrical sheets were not provided in PC2 submittal package. Comment remains outstanding. E2. Identify the location of the new electrical panel. Provide clear working space for the panel. PC2: Electrical sheets were not provided ill PC2 submittal package. Comment remains outstanding. PLUMBING COMMENTS: No Comments. GREEN BUILDING COMMENTS: G 1. Climate Action Pl an requirements apply this project. City of Carlsbad requires that all projects that qualify for CAP compliance will require a completed Climate Action Plan (CAP) Consistency Checklist (city form B-50) to be completed by the APPLICANT. a) For plans submitted to the City the following Climate Action Plan requirements apply, per Carlsbad ordinance: b) The applicant is to fill out the B-50 CAP Consistency Checklist. The scope of work and project valuation will detennine which sections of the CAP are required. c) Plan examiners review the B-50 CAP Consistency Checklist for completion. For example: If new residential construction is the scope of work, CAP sections 2A, 3A, and 4A are required to be filled on the B-50 checklist. PC2: Climate action plan was not submitted. Please submit for review. ENERGY COMPLIANCE COMMENTS: No Comments. Legoland Restroom l Legoland Dr October 15, 2023 City of Carlsbad-SECOND REVIEW City Permit No.: CBC2023-0258 True North No.: 23-018-789 Page5 STRUCTURAL COMMENTS: General: SI. Per city requirements, a soils report is required for all new construction, additions, and retaining walls. Plans: Submit a soils report and incorporate the recommendations of the report into the design. a) Submit a letter from the geotechnical engineer confinning 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 PC2: Response state no geoteclmical report for this project. Per city form B64, geoteclmical investigation is required f or all additions and new construction. Comments above remain outstanding. S2. Sheet S1.0, revise general note no.4 to reference CBC 2022 and me 2021 instead of CBC 2016 and me 2015. M~A~~~~~~~~~~~-~ME El.AT '-Bl~M:-.~0-,,Hl"--KS.i:"f . s DAC"'C"r\ UIUC"Ot"' f"\/'\lri.lC"l ll"T O~"'TUIC"C" .. , 01 IU n, .. ,,... l"f'\r"\C"C-, ... " C'nC"f'\IC''ll'ATll'\ldC" PC2: Above commnet has not been addressed, comment remains outstanding. S3. SheetSl.l: a) Revise lumber note 18 and nailing schedule to reference CBC Table 2304.10.2. instead of2304.9. l . PC2: Revsie nailing table to reference 2304.10.2 instead. Comment remains outstanding. NAILING SCHEDULE (CBC TABLE 2304.9.1 I CONNECTION Structural Calculations: S 11. Submit anchorage calcul ations and details for mechanical unit weighing over 400 lbs per ASCE 7-16 Chapter 13. PC2: Page 70, Please revise Rp to 3. ASCE 7-16 table 13.6-1. Because HVAC unit is elevated on sheet metal support. . . ... - Air coolm (hn f.vi,). au--cool<d bc:~.I cxchangcr,. <"OOdcn"'1JI unit>. d,y roolcn. rc:ioocc nod,aioo and u4hc:r mc.:b;,oKlll 3 componcM devllftl on i~ litNCWl'1ll llttl or ilJCC'I -Ill! wppom PC2: Additional comments (I 0/15/2023) SJ. D3/S4.3: a) Provide max 2'-1 " and 1'-2" height dimensions b) Provide min 5'-0" and 5'-3" width dimensions c) E nsure that the weight is specified as a maximum of 2,320 Lbs. d) Modify the tek screws callout as follows: i) Specify the 1976 ESR report. Legoland Restroom 1 Legoland Dr October 15, 2023 City of Carlsbad-SECO D REVIEW City Permit No.: CBC2023-0258 True North No.: 23-01 8-789 Page6 ii) Specify screw spacing to be a maximum of 12 inches on center (at least 5 screws on each side of the unit). I I I I I L--------' .... .... HI/AC UNIT ANCHORAGE DETAIL If you have any questions regarding the above comments, please contact Alaa Atassi via email alaa@tncservices.com, or telephone (562) 733-8030. [END] Transmittal Letter August 28, 2023 City of Carlsbad Community Development Department -Building Division 1635 Faraday Ave. Carlsbad, CA 92008 Plan Review: Legoland Restroom Address: 1 Legoland, Carlsbad CA Applicant Name: Morgan Rush Applicant Email: morgan@coargroup.com True North COMPLIANCE SERVICES FIRST REVlEW City Permit No: CBC2023-0258 True North No.: 23-018-789 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. Ou r comments can be found on the attached list. 1. 2. Drawings: Electronic copy dated August 14, 2023 , by COAR Design group. Structu ral Calculations: Electronic copy dated June 9, 2023, by Orie Engin eer. Attn: Permit Technician, the scope of work on the p lans has been reviewed for coordination with the scope of work on the pennit 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 comm ents 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 Structural Review By: Ali Al-Murshid -Plan Review Engineer Review By: Alaa Atassi -Plan Review Engineer True North Compliance Services, Inc. 3939 Atlantic Avenue Suite 224, Long Beach, CA 90807 T / 562. 733.8030 Legoland Restroom 1 Legoland Dr August 28, 2023 Plan Review Comments HARD COPY -RESUBMITTAL INSTRUCTIONS: City of Carlsbad-FIRST REVIEW City Permit No.: CBC2023-0258 True North No.: 23-018-789 Page2 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. ELECTRONIC -RESUBMITT AL INSTRUCTIONS: Please do not resubmit plans until au departments have completed their reviews. For status, please contact building@carlsbadca.gov Please make all corrections, as requested in the correction list. Corrected sets can be submitted as follows: Email the revised plans and comment response letter(s) to building@carlsbadca.gov 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. GE ERAL INFORMATIO : 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. Th is item will be verified prior to plan approval. Legoland Restroom 1 Legoland Dr August 28, 2023 OCCUPANCY & BIDLDING SUMMARY: Occupancy Groups: Occupant Load: Type of Constru ction: Sprinklers: Stories: Area of Work (sq. ft.): B Provide this information V-B Yes I I, 736 sq. ft. ARCIDTECTURAL COMMENTS: Al. Identify the occupant load of the building per CBC Table 1004.5. City of Carlsbad-FIRST REVIEW City Permit No.: CBC2023-0258 Tru e North No.: 23-018-789 Page3 A2. The allowable area analysis in the cover sheets shows the building as separate building that the other buildings within the site. On the site plan , show location of the imaginary lines separating the proposed building from other buildings within the site per CBC 705.3. Ensure exterior walls comply with CBC Table 705.5. A3. Provide calculations and details on th e plans showin g the required quantity of vents and specify type, size, and locations of ventilation for enclosed rafter spaces. CBC 1203.2 A4. Where mechanical units and roofaccess batch are less than IO ft from roof edge, dimension the roof parapet to be 42" high minimum above roof floor. CBC 1015.6 and 1015.7. A5. Provide make, model, and ICC ESR Number for roof solatube skylight. ACCESSIBILITY COMMENTS: D 1. CBC l lB-202.3 requires that accessibility be provided to the altered spaces. Th is accessibi lity shall include the requirements of CBC l lB-202.4, which entails: a primary entrance, a primary path of travel, sanitary facilities serving the area, a drinking fountai n, and signs. Please address the following: a) Show the accessible path of travel from the accessible parkin g and public way to the area of alteration. b) On the site plan, specify the accessible route to be 5% maxim um runni ng slope with 2% maximwn cross slope per CBC l lB-403.3. c) Provide detectable warning where the accessible route crosses or adjoins the vehicular path of travel per CBC l lB-247.1.2.5. Provide detectable warning details in accordance with CBC l lB-705.1. d) Show location and provide details for curb ramps in accordance with CBC l l B-406. e) Show location and provide details and dimensions of accessible parking, accessible aisles, markings, signage, etc., to verify it meets the requirements of CBC l lB Division 5. f) Show the location and provide details for the drinkin g fountain serving this area to verify that it meets the requirements of CBC I lB-211.1 and CBC 118-602. D2. Sheet A2. I: a) At the singe user restrooms, dimension 60" min imum clearance from the site wall of the water closet to the edge of the lavatories per CBC l LB-604.3.2. b) Dimension the centerline of the water closet to be I 7" to 18" from the sidewall or partition. CBC l lB-604.2. Legoland Restroom 1 Legoland Dr August 28, 2023 City of Carlsbad-FIRST REVIEW City Permit No.: CBC2023-0258 True North No.: 23-01 8-789 Page 4 c) Centerline of lavatories to be 18 inches minimum from adjacent wall or partition. CBC l lB- 606.6. MECHANICAL COMMENTS: Ml. At Detail O4/A 7.2, address the following per CMC 304.3.1.2: a) Specify the side railings to extend not less than 30-inches above the roof. b) Specify the spacing of the ladder rungs to be 14-inches maximum on center. c) Specify the toe space to be not less than 6-inches. M2. Detail 6/MS. l: Note on plan, factory-made flexible air ducts and connectors shall be not more than 5 feet in length and shall not be used in lieu of rigid elbows or fittings per CMC 603.4.1. ELECTRICAL COMMENTS: El. Note on plans: Per city policy, wiring is not permitted on the roof of a building and wiring on the exterior ofa building requires approval by the Building Official. E2. Identify the location of the new electrical panel. Provide clear working space for the panel. PLUMBING COMMENTS: P 1. 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 following 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 Eng ineer has a detail available, Standard drawing W35). P3. Provide pipe material schedule. P4. Provide documentation to demonstrate that the minimum number of required fixtures is within the minimum required by CPC 422.0 and Table 422.l. PS. Provide basis of design for the roof drainage system, which includes but not limited to the following: a) Rate ofrainfall. b) Sizing of the storm water leaders, conductors and drains in accordance with CPC 1103.0. c) Provide riser diagram for the storm drainage system in accordance with CPC 1101 .12. d) Provide roof drain and overflow drain details. Overflow drains having the same size as the roof drains shall be installed with the inlet flow line located two (2) inches above the low point of the roof. CPC Sec. 110 I . 12.2 GREEN BUILDING COMME TS: GI. Climate Action Plan requirements apply this project. City of Carlsbad requires that all projects that qualify for CAP compliance will require a completed Climate Action Plan (CAP) Consistency Checklist ( city form B-50) to be completed by the APPLICANT. Legoland Restroom l Legoland Dr August 28, 2023 City of Carlsbad-FIRST REVIEW City Permit No.: CBC2023-0258 True North No.: 23-018-789 Page5 a) For plans submitted to the City the following Climate Action Plan requirements apply, per Carlsbad ordinance: b) The applicant is to fill out the B-50 CAP Consistency Checklist. The scope of work and project valuation will determin e which sections of the CAP are required. c) Plan examiners review theB-50 CAP Consistency Checklist for completion. For example: If new residential construction is the scope of work, CAP sections 2A, 3A, and 4A are required to be filled on the B-50 checklist. G2. The mandatory measures of the 2022 Californ ia Green Building Code apply. CGBSC 301.3. Please address the following: a) Reproduce the nonresidential occupancies application checklist onto the plan sheets. b) Add an additional column to the checklist to indicate where the appropriate requirements are noted within the set of plans. c) The Code sections relevant to the additions and alterations shall only apply to the po1tions of the building being added or altered with the scope of the permit work. E ERGY COMPLJANCE COMMENTS: T I. At the mechan ical title 24 energy forms, provide t he Responsible Person's Declaration signature. _,..._ OOCUM£NTATION AUTtt0ll'S OEQARAJlOH STAT£MlNT 1 ttftlfy that lhh Certificate of Compllanu dOCVIMnt.iion ls eccuma and~---_,.. ... ~-~~;., .JI ~Kit S.Jlonl -._.. OCP ---°"21'2C2l -2'01W-UI <iA{IU>C.,-.., ... -t,f-~ C<.itcwll"• -fl32l'&1 -.. RESPOHSIIU PlltSON'S OEOARATIOH STATlMENT ......... -..-------------~ ~ "· .....,..._.....,._ttta~-~lsln. ... CM'NCI. I l.,.e .. blt .......,.~JOflNh~•,.,.~~C«N10KNIH''-~iRYtitth._.,.llkitf:lll"~,_.. ... fll..,.,~lflltCtf'ttf'ottfll~a'l(Jt(,...,.tiliit*tilftlfl .. fM.._'J,lt-.-..,~~.....,~--~~---..... ~•---..., ...... enUli1~•~---• .. ,........._. tlTidtl• '-11 ... llrran6offt~c.ode_,~ • , ... .,,.....d•·-~o,~ ...... IINOll ... ~OAN~Ol~~•,.CM.WtUiflt_..,.N~p,oi,WHMOINl' ..... Milt~~~.~l,OI<:~ .... .... --..... -.. .. __, ... __ ,... ___ • , .. MIW1' .. •~-~· .... ---~•0f~tW ...... .,......"""',... --~ ~ -, ... ,-T' .,-:-.,:- .. .. _ I~. 1--.,,:IMdldlM.•~.-.~~otUtl:l'"1J'..c-.•~-kt9fl'111Nld1DNl,d,dN i."ntlN~IM ...... ..,...,.., .. ttw•lflW-.81MWaloma- ~De .... ~~ ....... ---u~ --04/ll/2023 -~ 211111W ....... L.N LJC.lfM! ;JI ... .....,._,,.. -.fl 32151 -· '\,, ..... ' . ' . . ' . ,... STRUCTURAL COMMENTS: General: SI. Per city requirements, a soils report is required for all new construction, addit ions, and retaining walls. Submit a soils report and incorporate the recommendations of the report into the design. a) 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 fo undation plan and all sheets containing foundation details Legoland Restroom 1 Legoland Dr August 28, 2023 Plans: City of Carlsbad-FIRST REVIEW City Perm it No.: CBC2023-0258 True North No.: 23-018-789 Page 6 S2. Sheet S 1.0, revise general note no.4 to reference CBC 2022 and IBC 202 1 instead of CBC 2016 and IBC 2015. . M Nffi~;-'(JJ~N:i~JAM~[JMJ~~E ELAT .s OAC"C"'n UIUC"'DC"' /'\/'\ULl ll"T Or:'TUIC'C'I.I 01 ltl r\lUf'\ l""f'\t'\C'C" Alt.It"\ C"nC"l"IC"lf'\ATI/U.IC" S3. Sheet S I. I: a) b) Revise lumbernote 18 and nailing schedule to reference CBC Table 2304.10.2. instead of2304.9. I. Under design basis, revise seismic parameters values to be consistent with page 26 in structural calculations. Name S5 1.063 I ss s, 0.384 I S1 S..s 1.276 ~. 'nul I sos Sos 0.851 • S01 So, ,.. S4. Sheet S2.2, specify J2 beam on roof framing plan , coordinate with calculations. ll m --------~ l 0 b Lj I ti 0 q_ \HSS3X3X1/4 HIGH ANO LOW __ 1 I S5. Sheet S 1.3, allowable capacities were used 15/32" panel thickness instead of 3/8" capacities, therefore revise typical plywood shearwall schedule notes to include th e following note: studs are spaced am ixmum of 16 inches on center. SDPWS 2021 Table 4.3A footnote no.2. S6. Sheet Al.4, Detail 7. Specify ECCQ model No. Structural Calculations: S7. Pages 6, 7 and 8 please revise dead load to be 15 psf as specified in page 4. S8. Page 8, revise DL mech calculation to be (2300/2)/12.25 = 94plf. 2]------ ---~ ---- ----- 5. S9. Pages 35-38, revise ASD reduction factor to 2.8 instead of 2, thus allowable adjusted capacities should be 260 plf instead of 365pls. update shear wall schedule accordingly. Legoland Restroom 1 Legoland Dr August 28, 2023 !OUTPUT Shear demand (lb/II.) : 48.65 Use Plywood Type: 318 CO.X ~~ A Nai: 8d Nominal Capacity Ob/ft): 730 S ASO Redudion Factor O: 2. 4. U Aspect Ratio Capacity Adjustment : 1.00 SDPWS 4.3.3 Allowable M)IJSled Capacity Ob/ft): 36~ 260 OYertuming on Shearwall (Roof+ Wal DL Resisting) 2.8 City of Carlsbad-FIRST REVIEW City Permit No.: CBC2023-0258 True North No.: 23-0 18-789 Page 7 S 10. Provide calcaualtions for roof screen base plate, weld and lag screw connection. Coordinate with D2/S4.3. Sl 1. Submit anchorage calculations and details for mechanical unit weighing over 400 lbs per ASCE 7-16 Chapter 13. If you have any questions regarding the above comments, please contact Alaa Atassi via email alaa@tncservices.com, or telephone (562) 733-8030. [E DJ GEOTECHNICAL MATERIALS SPECIAL INSPECTION Marcy Harold, Senior Project Manager, Head of Project Management Merlin Entertainment Group c/o LEGOLAND California, LLC One Legoland Drive Carlsbad, CA 92008 Subject: Foundation Plan Review LEGOLAND Garden Restroom One Legoland Drive Carlsbad, California DVBE • SBE • SDVOSB • SLBE June 13, 2024 NOVA Project No. 2024060 References: NOVA (2024), Geotechnical Investigation, LEGOLAND Garden Restroom, One Legoland Drive, Carlsbad, California, NOVA Project No. 2024060, May 31 . Orie2 Engineering (2023), Foundation Plans, Legoland Garden Restroom, 1 Legoland Drive, Carlsbad, CA 92008, Building Dept. Re-Submittal, November 20. Dear Ms. Harold: This letter confirms that NOVA Services, Inc. (NOVA) reviewed the referenced foundation plans (Orie2 Engineering, 2023) for the LEGOLAND Garden Restroom project. NOVA is retained by LEGOLAND California, LLC as the geotechnical consultant of record for the project. NOVA's review was limited to the geotechnical aspects of the plans. In NOVA's opinion, the recommendations contained in our referenced geotechnical report (NOVA, 2024) have been adequately incorporated into the foundation plans. The foundation bearing materials should be consistent with the geotechnical recommendations. NOVA appreciates the opportunity to be of service to LEGOLAND California, LLC on this project. If you have any questions, please call me at 858.292.7575 x 406. Sincerely, NOVA Services, Inc. Thomas B. Canady, PE 50057 Principal Engineer 4373 Viewridge Avenue, Suite B San Diego, CA 92123 P: 858.292.7575 www.usa-nova.com 16610 Aston Street Irvine, CA 92606 P: 949.388.7710 GHOSTRIDER INSPECTION INC. Taylor White 760-473-5052 Email, twghostrider01@yahoo.com :uENT Legoland DATE 9/5/2025 ARCHITECT Coar Design Group DAILY INSPECTION REPORli Sean Mosch 858-212-5660 Email, sdmosch@gmail.com PROJECT Legoland Garden Restroom ADDRESS 1 Legoland Drive c1TY Carlsbad, CA 92008 6353 Del Cerro Blvd, San Diego, CA 92120 JOB# Ghostrider Inspection Inc. ENGINEER Orie2 Engineering BUILDING PERMIT# CBC2023-0258 9750 Miramar Road, Suite 310 San Diego, CA 92126 PROJECT# PRJ -220101 CONTRACTOR Backs Construction Inc. w.o.# Not Applicable INSPECTION SAMPLES QTY. MATERIAL DESCRIPTION CHECKLIST Epoxy Doweling H.S. Grout Grout (3) Cubes Concrete, PSI : # Unknown/Existing Approved Plans Available Epoxy Type: # Simpson SET-3G (ESR 4057) Compressed Air Blow,Brush,Blow Batch Number: # 1000496472, Exp. 12/26 Bottle Brush Nylon 3/4" Dia. Rebar: Gr/Type: # A-615/Grade 60 Edge Distance Approved H.S. Grout PSI: # 7000psi Mixing: By Hand H.S. Grout Type: # SC Multi-Purpose Grout Placement: Trowel Slump: # Dry-pack Safety Gear: Hardhats,Gla sses REMARKS: Inspected epoxy doweling of existing concrete for the canopy stem wall and bench on project as shown on sheet S4.1 detail 7 of approved drawings. Contractor used #4 rebar with 5/8" X 12" deep holes. Holes were cleaned with clean dry compressed air. Contractor filled holes with epoxy and installed rebar. Inspected placement of high strength grout below (2) column baseplates for above mentioned sections. Contractor is mixing high strength grout on-site by hand/trowel until iry-pack mix is achieved and placing grout by trowel. Masonry below embed plates was dry and iee from debris prior to placement. Work on project is ongoing. : o best o our now/ , o/1 of the reported work, unless otherwise noted, substontiolly complies with approved plans, spec:iflcotlons and oppllcoble s«tJons of the bulldlnt, codes. For this report to be 110lid It must hove a final report, signed by the special Inspector, stating "Final Report of inspection and material testing#. Without a final report this document Is invalid. This report covers the locations of the work reported only and doesn't constitute engineering opinion or project control. Time out: Authorization: --=LO=-=C.c..:A:.=L-=-J-=U..:.;R:.:..:IS=-=D"-'l""'C-'-T"'""IO""'N-'--------- Christopher Brillant ICC #10289655: This is not a government form. The Federal. State. County and City seals only signify that Inspections ore conducted under Federal. State, County qnd Clly C<xks /2019, C.B.C./. This document is not used for advertising, marketing or promotions. This document Is used to convey compliance with the Codes. GHOSTRIDER INSPECTION INC. Taylor White 760-473-5052 Email, twghostrider01@yahoo.com Sean Mosch 858-212-5660 Email, sdmosch@gmail.com DAILY INSPECTION REPOR11 :LIENT Legoland PROJECT Legoland Garden Restroom DATE 8/28/2025 ADDRESS 1 Legoland Drive ARCHITECT Coar Design Group CITY Carlsbad, CA 92008 6353 Del Cerro Blvd, San Diego, CA 92120 JOB# Ghostrider lns~ection Inc. ENGINEER Orie2 Engineering BUILDING PERMIT# CBC2023-0258 9750 Miramar Road, Suite 310 San Diego, CA 92126 PROJECT# PRJ-220101 coNTRACTOR Backs Construction Inc. w.o.# Not Applicable INSPECTION SAMPLES QTY. MATERIAL DESCRIPTION CHECKLIST Struc. St. Welding Steel, Box Tube: # A-500 Steel, Plate: # A-36 Electrode: # E71T-8 Approved Plans Available A.W.S. Dl.1 W .Q.R & P.Q.R. A.W.S. Group# # Group 1 Electrode Storage Wire St orage Weld Location: Field Location Weather Cloudy/No Rai n Safety Gear: Hardhats, Glasses REMARKS: Inspected ongoing (field) welding of awning on project shown on the approved drawings (Between Gridlines 2-3/52.2). Welders are using a low hydrogen (F.C.A.W.) welding process on projects weldments. Welders have current "Welder Qualification Records" and "Procedure Qualification Records" per the requirements of the "American Weld ing Society". 01.1. Welds are of good quality. Work on project is ongoing. CERTIFICATION OF COMPLJANCE: To the best of our lcnowledge, all of the reported worlc, unless otherwise noted, substantially compiles with appro~d plans, specifications and applicable sections of the buf/dlng codes. Far this report to be 110lld It must ha~ a final report, signed by the special inspector, stating "Final Report of Inspection and material testing#, Without a final report this document Is invalid. This report covers the locations of the worlc reported only and doesn't constitute engineering opinion ar project control. Time in: Time out: uthorization: LOCALJURISDICTION Signature ____________ _ Martin Castaneda I.C.C. # 10430093: This is not o government form. The Federal, State, County and City seals only signify that inspections are conducted under Federal. State, County and City Codes /2019 C.8.C./. This document is not used for advertising, marketing or promotions. This document is used to con11ey cpmpliance with the Codes. GHOSTRIDER INSPECTION INC. Taylor White 760-473-5052 Sean Mosch 858-212-5660 Email, sdmosch@gmail.com Email, twghostrider01@yahoo.com bAIL Y INSPECTION REPORT :UENT Legoland California PROJECT Legoland Garden Restroom DATE 8/27/2025 ADDRESS 1 Legoland Drive ARCHITECT Coar Design Group CITY Carlsbad, CA 9 2008 9640 Granite Ridge Dr. STE 130 San Diego, Ca 92123 JOB# N/A ENGINEER Orie"2 Engineering BUILDING PERMIT# CBC2023-0258 9750 Miramar Rd. STE 310 San Diego, Ca PROJECT# Not Applicable coNTRACTOR Backs Construction w.o.# Not Applicable INSPECTION SAMPLES QTY. MATERIAL DESCRIPTION CHECKLIST St ruc. St. Welding Steel, Box Tube: # A-500 Steel, Plate: # A-36 Electrode: # E71T-8 Approved Pla ns Available A.W.S. Dl.1 W.Q.R & P.Q.R. A.W.S. Group # # Group 1 Electrode Storage Wire Storage Weld Location: Field Location Weather Sunny Bright Safety Gear: Hardhats, Glasses REMARKS: Inspected start of (field) welding of awning on project shown on the approved drawings (Between Gridlines 2-3/S2.2). Welders are using a low hydrogen (F.C.A.W.) welding process on projects weldments. Welders have current "Weld er Qualification Records" and "Procedure Qualification Records" per the requirements of the "American Welding Society". D1.1. Welds are of good quality. Work on project is ongoing. CERTIFICATION OF COMPLIANCE: To the best of our knowledge, o/1 of the reported work, unless otherwise noted, substantially complies with approved plans, specifications and applicable sections of the building codes. For this report to be 110lld it must hove a final report, signed by the spec/al Inspector, stating "Final Report of Inspection and material testing#. Without a final report this document Is invalid. This report covers the locotions of the work reported only and doesn't constitute engineering opinion or project control. Time in: Ti me out: uthorization: LOCAL JURISDICTION Signature _____________ _ Taylor White I.C.C. & San Diego# 1287: This is not a government form. The Federal. State. County and City seals only signify that inspections are conducted under Federal. State, County and City Codes /2019 C.8.C./. This document is not used for advertising, marketing or promotions. This document is us~d to convey compliance with the Codes. GHOSTRIDER INSPECTION INC. Taylor White 760-473-5052 Email, twghostrider01@yahoo.com :uENT Lego land DATE 7/29/2025 ARCHITECT Coar Design Group DAILY INSPECTION REPORT Sean Mosch 858-212-5660 Email, sdmosch@gmail.com PROJECT Legoland Garden Restroom ADDRESS 1 Legoland Drive cITY Carlsbad, CA 92008 6353 Del Cerro Blvd, San Diego, CA 92120 ioB # Ghostrider Inspection Inc. ENGINEER Orie2 Engineering BUILDING PERMIT# CBC2023-0258 9750 Miramar Road, Suite 310 San Diego, CA 92126 PROJECT# PRJ-220101 CONTRACTOR Backs Construction Inc. w.o.# Not Applicable INSPECTION SAMPLES QTY. MATERIAL DESCRIPTION CHECKLIST Footing Rebar Concrete (5) Cyl. Concrete,PSI/PSI: # 3250psi/3000psi Approved Plans Available ln-place,Wall Rebar Mix# & Ticket: # Superior 26P-l, 288070 Rebar Clearances Approved Reinforce Concrete Truck# & Time: # 5265, 7:10 AM Rebar Positions Approved Air Temp: # 65° F Rebar Sizes Approved Concrete Temp: # 78° F Rebar Laps Approved Slump Inches : # 4.75" Weather Sunny/Cloudy Break Schedule: # 3@28, 2@Hold Safety Gear: Hardhats,Glassei REMARKS: Inspected rebar for Garden Restroom footings, slab-on-grade and cast-in-place stem walls on project as shown on approved drawings (Details 2 & 3/54.1). In -progress/missing items noted in report on 7/28/25 have been addressed and are in conformity with approved drawings and RFI (Detail 2/54.1). Inspected concrete placement for above mentioned items on project as shown on approved drawings. Contractor placed concrete by pump and consolidated placement by vibration. Contractor completed this placement on project. Contractor wet set vertical dowels along GL 2 at time of concrete placement. Work m project is ongoing. Notes: Truck #5 & #6 finished placement of concrete approximately 98 and 111 minutes after initial introduction to water (90 minute maximum per ASTM C-94). Concrete maintained plasticity and a temperature below 95° F throughout the entirety of the pour CERTIFICA T/ON OF COMPUANCE: To the ~st of our /mow/edge, all of the reported work, unless otherwise noted, substantially compiles with appro11ed plans, specifications and appllcable sections of the building codes. For this report to be valid It must have a final report, signed by the special Inspector, stating "Final Report of Inspection and material testlngH. Without a final report this document Is invalid. This report covers the locations of the work reported only and doesn't constitute engineering opinion or project control. Time in: Time out: uthorization: LOCALJURISDICTION Signature __ ~------~---~--'J_· _l __ _ Gabriel Scheidel /.C.C. #: 10319138 This is not a government form. The Federal. Stole. County and City seals only signify that inspections ore conducted under Federal. State. County and City Codes /2010 C.B. C./. This document is not used for advertising, marketing or promotions. This document Is used to conyey compliance with the Codes. GHOSTRIDER INSPECTION INC. Taylor White 760-473-5052 Email, twghostrider01@yahoo.com Sean Mosch 858-212-5660 Email, sdmosch@gmail.com DAILY INSPECTION REPORT :uENT Legoland PROJECT Legoland Garden Restroom DATE 7/28/2025 ADDREss 1 Legoland Drive ARCHITECT Coar Design Group c1rv Carlsbad, CA 92008 6353 Del Cerro Blvd, San Diego, CA 92120 JOB# Ghostrider Inspection Inc. ENGINEER Orie2 Engineering BUILDING PERMIT# C8C2023-0258 9750 Miramar Road, Suite 310 San Diego, CA 92126 PROJECT# PRJ-220101 CONTRACTOR Backs Construction Inc. w.o.# Not Applicable INSPECTION SAMPLES QTY. MATERIAL DESCRIPTION CHECKLIST Footing Rebar ln-place,Wall Rebar Rebar: Gr/Type: # A-615/Grade 60 Approved Plans Available Rebar Clearances Approved Rebar Sizes Approved Rebar Laps Approved Rebar Positions See Remarks Weather Overcast Safety Gear: Hardhats,Glasse! REMARKS: Inspected rebar for Garden Restroom footings, slab-on-grade and ca st-in-place stem walls on project as shown on approved drawings (Details 10 & 15/5210). Several discrepancies were noted and can be found below. Contractor was notified and intends to correct issues prior to placement of concrete. Rebar will be re-inspected upon correction of issues. Anchor bolts an d hold- downs were secured in proper place at time of inspection. Work on project is ongoing. Jotes: 1. Missing (2) #3 horizontal rebar at tops of all stem walls 2. Missing vertical hook bars at interior footing/curb 3. Missing vertical bars at interior curbs (at exterior stem walls) (#4's@ 12" o.c.) 4. Missing 2nd vertical bar at double stud wall along GL 2 5. Missing added #4 horizontal bar at double stud wall along GL 2 for second row of anchor bolts CERnFICA T10N OF COMPLIANCE: To ~ best of our knowledge, all of the reported work, unless otherwise noted, substantially complies with approved plons, sp«(ficotions and appllcable sections of the building codes. For this report to be valld It must have o flnal report, signed by the speclol Inspector, stating NF/no/ Report of Inspection and moterlol testing#. Without a flnal report this document is invalid. This report covers the locations of the work reported only ond doesn't constitute engineering opinion or project control. Time in: Time out: uthorization: LOCALJURISDICTION Signature ____________ _ Ian Logue J.C.C & San Diego 1332 This Is not a government form. The Federal. State. County and City seals only signify that inspections are conducted under Federal, State, County and City Codes /2019 C.B.c.J. This document is not usrd for advertising, markdinq or promotions. This document is usrd to convey compliance with the Codes. GHOSTRIDER INSPECTION INC. Taylor White 760-473-5052 Email, twghostrider01@yahoo.com Sean Mosch 858-212-5660 Email, sdmosch@gmail.com DAILY INSPECTION REPOR11 :uENT Legoland PROJECT Legoland Garden Restroom DATE 7/23/2025 ADDRESS 5885 The Crossings Drive ARCHITECT Coar Design Group cIrv Carlsbad, CA 92008 6353 Del Cerro Blvd, San Diego, CA 92120 JOB# Ghostrider Inspection Inc. ENGINEER Orie2 Engineering BUILDING PERMIT# CBC2023-0258 9750 Miramar Road, Suite 310 San Diego, CA 92126 PROJECT# PRJ-220101 coNTRACTOR Backs Construction Inc. w.o.# Not Applicable INSPECTION SAMPLES QTY. MATERIAL DESCRIPTION CHECKLIST Soil Technician Proctor (1) Material: # Existing Approved Plans Available Probe Size # ½" Dia. Weather Sunny/Cloudy Safety Gear: Hardhats,Glasses REMARKS: Inspected contractors' compaction of the footing bottoms for the proposed bathroom on project as shown on approved drawings. Material was checked for compaction via ½" Dia probe and was found to be firm and unyielding; probe did not penetrate more than 1". Work on project is ongoing. aRTIFICA TION OF COMPLIANCE: To the best of our knowledge, all of the reported worlc, unless otherwise noted, substantially complies with approtled plans, specifications and applicable sections of the building codes. For this report to be valid it must have a final report, signed by the special Inspector, stating "Final Report of Inspection and material i::;:-~•••~ n-,:::u:" "'"~" "'""°"~ "' .,.,, 1 .M ~~-:~~:~::M~: ••OO«~~rommf. I . Matt Malone Authorization: LOCAL JURISDICTION Soil Technician : This is not a government form. The Federal. State. County and City seals only signify that inspections are conducted under Federal, State, County and City Codes /2019, C.B. C./. This document is not usrd for advrrtlsinq, mqrketing pr pr9m9ti9ns. Th;s document is used to convey compliance with the Codes. GHOSTRIDER INSPECTION INC. Taylor White 760-473-5052 Email, twghostrider01@yahoo.com Sean Masch 858-212-5660 Email, sdmosch@gmail.com DAILY INSPECTION REPORT :uENT Legoland PROJECT Legoland Garden Restroom DATE 4/28/2025 ADDRESS 5885 The Crossings Drive ARCHITECT Coar Design Group c1rv Carlsbad, CA 92008 6353 Del Cerro Blvd, San Diego, CA 92120 JOB# Ghostrider Inspection Inc. ENGINEER Orie2 Engineering BUILDING PERMIT# CBC2023-0258 9750 Miramar Road, Suite 310 San Diego, CA 92126 PROJECT # PRJ-220101 CONTRACTOR Backs Construction Inc. w.o.# Not Applicable INSPECTION SAMPLES QTY. MATERIAL DESCRIPTION CHECKLIST Soil Technician Material: # Existing Approved Plans Available Probe Size # ½" Dia. Weather Sunny Bright Safety Gear: Hardhats,Glasses REMARKS: Inspected contractors' compaction of materials for the proposed bu ilding pad located on project as shown on the approved drawings. Contractor backfilled and compacted prior to arrival. Surfaces were checked for compaction via ½" Dia probe and was found to be firm and unyielding; probe did not penetrate more than l ". (2) Density tests were taken using the Troxler 4540 E- Gauge. Test results can be found below. Work on project is ongoing. Test# Location Moisture Content (%) Dry Density Compaction 1 NE corner of Building Pad (SG) 10.2% 124.28 95 .6% 2 SW corner of Building Pad (SG) 13.4% 125.84 96.8% CERT/FICA TION OF COMPLIANCE: To the best of our knowledge, o/1 of the reported work, unless otherwise noted, substantially complies with approved plans, specifications and applicable sections of the building codes. For this report to be valid it must have a final report, signed by the special Inspector, stating NFinal Report of inspection and material : t~~::· i :~hout o final repo~:: ::::~nt Is invalid. This report covers the locatilons of the work reported only and doesn't constitute engineering opinion or project control. ~/~ Signature-J/.6_=<:.....-. ..... L...-~z..a:~~....:..:;~-===--- Lawrence Christiansen Authorization: LOCAL JURISDICTION Soil Technician: This is not a government form. The Federal. State, County and City seals only signify that inspections are conducted under Federal. State, County and City Codes (2019. C.8.c./. This document is not used for advertising, marketing or promotions. This document is used to convey compliance with the Codrs. GHOSTRIDER INSPECTION INC. Taylor White 760-473-5052 Email, twghostrider01@yahoo.com Sean Mosch 858-212-5660 Email, sdmosch@gmail.com DAILY INSPECTION REPORT :uENT Legoland PROJECT Legoland Garden Restroom DATE 4/21/2025 ADDRESS 5885 The Crossings Drive ARCHITECT Coar Design Group c1TY Carlsbad, CA 92008 6353 Del Cerro Blvd, San Diego, CA 92120 JOB# Ghostrider Inspection Inc. ENGINEER Oriel Engineering BUILDING PERMIT# C8C2023-0258 9750 Miramar Road, Suite 310 San Diego, CA 92126 PROJECT# PRJ-220101 CONTRACTOR Backs Construction Inc. w.o.# Not Applicable INSPECTION SAMPLES QTV. MATERIAL DESCRIPTION CHECKLIST Soil Technician Proct or (1) Material: # Existing Approved Plans Available Probe Size # ½" Dia. Weather Sunny/Cloudy Safety Gear: Hardhats,Glasses RE MAR Ks: In spected contractors' compaction of the previously existing footing bottoms for the proposed building bathroom pad on project as shown on approved drawings. Contractor pot holed approximately 2' in various areas and co mpleted compaction prior to inspection. Contractor requested inspection of the compacted material to determine whether it was suitabl e for re-use. Material was checked for compaction via½" Dia probe and wa s found to be firm and unyielding; "Jrobe did not penetrate more than 1", with the exception of footing mentioned in notes below. (3) )ensity tests were taken via the sandcone method. Test re sults can be found on page 2 of this report. Contractor intends to dig remaining footings and re-compact footing bottoms prior to installation of rebar. Work on project is ongoing. Notes: Contractor had a drain leaking into one of his preexisting footings. Contractor was informed and plans to fix t he drain and reschedule compaction inspection prior to placing rebar in fi nished footings. CERTIFICATION OF COMPLIANCE: To the best of our knowledge, oil of the reported work, unless otherwise noted, substantially complies with approved plans, specifications and applicable sections of the building codes. For this report to be valid it must hove a final report, signed by the special inspector, stating "Final Report of inspection and material 1 :-:i:-•-~,.~::::•••;•~1 " "•~- 00 ~~•-•i•Mo/M•-:n:~:~;t;;;:•~~w~ro•1'W I . Matt Malone Authorization: LOCAL JURISDICTION Soil Technician: This is not a government form. The Federal, State, County and City seals onlrsiqnify that inspections are conducted under Federal, State, County and City Codes {2019, C.B.C.}. This document Is not used for advertising, marketing or promot[ons. This document is usrd to convey compliance with the Codes, GHOSTRIDER INSPECTION INC. Taylor White 760-473-5052 Email, twghostrider01@yahoo.com Test# Location 1 East footing 2 South footing 3 West footing Moisture Content (%) 9.9% 12.0% 11.3% Sean Mosch 858-212-5660 Email, sdmosch@gmail.com Dry Density Compaction 126.4 97.2% 123.9 95.3% 125.8 96.7% CERnFJCA TION OF COMPLIANCE: To the best of our knowledge, all of the reported work, unless otherwise noted, substontially complies with approved plans, specifications and appllcable sections of the building codes. For this report to be valid it must hove a final report, signed by the special inspector, stating "Final Report of inspection and material [~7: ;:-•-~==~•• •-Th• report= tt,,e,.,; 1 00,0/ffl•-,.:::~•::~;~;;;•~ WF_ro_. ! . Matt Malone Authorization: LOCALJURISDICTION Soil Technician: This is not a government form. Thi! Federal. State. County and City seals anlysignifv that inspections ore conducted under Federal. State. County and City Codes /2019, C.B.C.J. This document is not "std for advertising, marketing gr pr9m9tiqns. This document ;s used to convey compliance with the Codes. Orie2 Engineering Structural Engineers 9750 Miramar Road. Suite 310 San Diego, CA 92126 Fax: (858) 586-0911 Page 1 Structural Calculations PROJECT: Legoland -Restroom Rebuild (Project# 175.011-22 ) CLIENT: COAR DESIGNED BY: RCH/ESY DATE: 9/15/23 CITY $- Orie2 -Structural Engineers CBC2023-0258 1 LEGOLAND DR LEGOLAND: DEMO OF EXIST RESTROOM AND CONTRUCTION OF NEW RESTROOM (1 ,736 SF) DEV2023-0015 2111000900 7/29/2024 CBC2023-0258 ORl£ 2 Orie2 Engineering Structural & Bridge Engineers 9750 Miramar Road, Suite 310 San Diego, CA 92126 Structural Calculations -Table of Contents Lego/and Restroom Rebuild Orie2 Job No. 175.011-22 Page 2 1. Vertical Analysis .................................................................................................. 3 2. Lateral Analysis .................................................................................................. 24 3. Roof Screen Support Analysis ........................................................................... 44 4. Equipment Anchorage ....................................................................................... 68 Orie2 Engineering Page 3 Structural and Bridge Engineers ...,.__. .____ ____________ ___.___.~ Vertical Analysis Page4 _ ____,~ Orie 2 Engineering Structural & Bridge Engineers Project No.:_1_75_.0_1_1-_2_2 ______ _ DA TE : 04/24/23 9750 Miramar Road, Suite 310 Phone#: (858) 335-7643 San Diego, CA 92126 www.orie2.com PROJECT: Legoland Restroom Rebuild BY: RCH Gravity Design Loads: Code: 2022 California Building Code (CBC) Roof Dead Loads: Future Solar Roofing and Insulation 1 /2" Plywood 11-7/8" BCI 60-2.0@ 24" O.C. Ceiling Mech/ElecVPlumb Misc GLB Sub-Total : Total: Roof Dead Load = 15.0 psf Roof Live Loads: 2022 CBC 1607.14 Unreduced Live Load, Lo: Tributary Width: Beam Span Length: 20.0 psf 2.0 ft 23.0 ft 3.0 psf 2.5 psf 1.5 psf 2.0 psf 3.0 psf 1.0 psf 1.0 sf 14.0 psf 1 sf 15.0 psf Canopy Dead Loads: 1 /2" Coverboard Insulation Shallow Vercor Deck 12ga Metal Panel HSS Framing Sub-Total : Total : 2.0 psf 2.0 psf 1.6 psf 4.4 psf 1.0 psf 11.0 psf 7.9 psf 18.9 psf Roof Dead Load = 18.9 psf Roof Rise, F: 0.25 in / per foot Tributary Area, At = 23.0 ft• 2.0 ft= 46 ft'2 Since At = 46.0 ft'2 <= 200.0 ft'2, R1 = 1.0 R1 = 1.0 Since F = 0.3 in/ per foot<= 4.0, R2 = 1.0 R2 = 1.0 Reduced Roof Live Load, Lr = Lo • R 1 • R2 Reduced Roof Live Load, Lr= 20.0 psf • 1.0 • 1.0 Reduced Roof Live Load, Lr = 20.0 psf Reduced Roof Live Load = 20.0 psf Wall Dead Loads: Eqn. 16-11/12/13 Eqn. 16-14/15/16 Eqn. 16-10 *Reduced roof live load used for long span beams • Joists designed with unreduced live load Wall Material: Wood Wall Thickness: 6.0 in Wall Load: 15.0 psf Wall Dead Load= 15.0 psf 9750 Miramar Rd., Suite 310 San Diego, CA 92126 A Orle2 Engineering Structural & Bridge Engineers Phone#: (858) 335-7643 www.orie2.com Project No. : 175.011-22 ------- PROJECT : Legoland Restroom Rebuild Vertical Analysis 1 12300 lb mech unit I 2 \, ' r -I ~ I 5.125x12GLB I 2 Ii I S4.3 I 5.125x12GLB I I I , I ~- 54 .2 I i -I ' - HSSlJOXl'16 HIG!i 00 LOW TYP. U.O.N. r1 11 , \ r 5.125x12Gl~I 11 II u 5.125x12Gl.B \i ~ 11 ~ IJ 11 i II 11 HSS3)(3)(J/16 ROOF SCREEN SUPPORT TYP. -I - Ir I - A I s.1,~,rn.B 1~ ~ W5x12Gl;I I 11 11 53' I S.125x12Gl.8 '' 5.125x12GLB I I I I I I I I I I I I 3 - ' ' j 0 ---_LJ.. HSS3X3X1/4 HIGH ANO LOW ll _ I I i D 4 54.2 6 542 .I~ S3' TYP 5 54.2 I I I I I I I I I I I I I I I I I I I I I L... I J ~ ~ ~ iii ~ ~ I I 6,6 J2 :..::J:--------,, 1 1 -3--I\ 1 ------U I.., 54.2 I I 11 11 ll n I I 11 II -'='-II II 11 ti i I II I II .. '' -. • 11 11 11 11 I~ 11 11 I I I II -11 II I 11 11 6,6 I I J ~I ~ I rl II ~ II 8 II 54.2 II 6"6 - ~5.125~05GLB 10 54.2 7 $41 TYP. HSS4x2xl/16 TYP. HSS6x2xl/16 lEOGER TYP. 2 T1 '"""""" I I I I I ; I I I I I I I I I C --I r7- I 9 $4.2 I HSS4x4'311 I-~; i:l ~ u :c -~ HSS4x4'3116 3 Page 5 DATE: 4/24/23 BY: RCH 1 54.2 • 54.2 TYP. ROOF Pl YWOOO 1/T CO.X Pl YWOOO P1132116'f BOUNDARY NA1. !d@ ~ O.C. EOGE NAIL Id Cl~ O.C. FIELD NAil id Ci 12" O.C. BLOCK All UNSUPPORTED EDGES A FN:l' GRAIN PERPfNl)jC\,UR TO FRAMING AU NAILS SHALL BE COMMON WIRE B C D ~ Boise Cascade' ~ W' ENOINEERED WOOO PRODUCTS BC CALC® Member Report Build 16959 Single 11-7/8" BCI® 90-2.0 OF J1 (Rafter) Dry I 1 span I No cant. I 24" OCS I Repetitive I 0/12 Par6 PASSED I April 24, 2023 18:00:29 Job name: Legoland Garden Restroom File name: Legoland Beam & Joist Address: Description: City, State, Zip: Specifier: Customer: Designer: Code reports: ESR-1336 Company: c:::::1 0 12 _._,_. 24-00-00 B1 Total Horizontal Product Length = 24-00-00 Reaction Summary (Down / Uplift) (lbs) Bearing Live Dead Snow Wind B1 , 2" 285 / 0 B2, 5-1 /2" 292 / 0 Load Summary Tag Descrietion Load T:tee Ref. Start End 1 Standard Load Unf. Area (lb/ft2) L 00-00-00 24-00-00 Controls Summary Value % Allowable Duration Pos. Moment 4418 ft-lbs End Reaction 759Ibs End Shear 748Ibs Total Load Deflection L/382 (0.738") Live Load Deflection L/611 (0.461") Max Defl. 0.738" Span/ Depth 23.7 Bearing Supports Dim. (LxW) B1 Hanger 2" x 3-1/2" B2 Wall/Plate 5-1/2" x 3-1/2" Cautions 37.0% 40.0% 27.8% 47.1% 39.3% 73.8% Value 759Ibs 777Ibs ¾Allow Sueeort n\a n\a 125% 125% 125% n\a n\a n\a ¾Allow Member 40.0% 34.5% Live Dead Loe. 100% 90% Top 12 Case Location 4 11-10-04 4 00-00-00 4 00-02-00 4 11-10-04 5 11-10-04 4 11-10-04 Material Hanger Unspecified For roof members with slope (1 /4 )/12 or less final design must ensure that ponding instability will not occur. For roof members with slope (1/2)/12 or less final design must account for Rain-on-Snow surcharge load. Hanger model Hanger was not found.Hanger has not been analyzed for adequate capacity. Notes Design meets Code minimum (L/180) Total load deflection criteria. Design meets Code minimum (L/240) Live load deflection criteria. Design meets arbitrary (1") Maximum Total load deflection criteria. Design based on Dry Service Condition. BC CALC® analysis is based on IBC 2021. Calculations assume member is fully braced. Page 1 of 1 Roof Live 474 / 0 486 / 0 Snow Wind 115% 160% Disclosure B2 Roof Tributary Live 125% 20 02-00-00 Use of the Boise Cascade Software is subject to the terms of the End User License Agreement (EULA). Completeness and accuracy of input must be reviewed and verified by a qualified engineer or other appropriate expert to assure its adequacy, prior to anyone relying on such output as evidence of suitability for a particular application. The output here is based on building code-accepted design properties and analysis methods. Installation of Boise Cascade engineered wood products must be in accordance with current Installation Guide and applicable building codes. To obtain Installation Guide or ask questions, please call (800)232-0788 before installation. BC CALC®, BC FRAMER®, AJS™, ALLJOIST®, BC RIM BOARD™, BCI®, BOISE GLULAM™, BC FloorValue®, VERSA-LAM®, VERSA-RIM PLUS®, ~ Boise Cascade' ~ ~ ENOIHE£R£DWOOOPAOOUCTS --- BC CALC® Member Report Build 16959 Single 11-7/8" BCI® 60-2.0 DF J2 (Rafter) Dry 11 span I No cant. 124" OCS I Repetitive I 0/12 Par7 PASSED I April 24, 2023 11 :03: 15 Job name: Legoland Garden Restroom File name: Legoland Beam & Joist Address: Description: City, State, Zip: Specifier: Customer: Designer: Code reports: ESR-1336 Company: ~o 12 -· • 1 • B1 22-08-00 Total Horizontal Product Length = 22-08-00 Reaction Summary (Down/ Uplift) (lbs) Bearing Live Dead Snow Wind B1 , 2" 269 / 0 B2, 5-1 /2" 276 / 0 Load Summary Tag Descrietion Load Tlee Ref. Start End 1 Standard Load Unf. Area (lb/ft2) L 00-00-00 22-08-00 Controls Summary Value % Allowable Duration Pos. Moment 3931 ft-lbs End Reaction 716 Ibs End Shear 705 lbs Total Load Deflection U310 (0.859") Live Load Deflection U495 (0.537") Max Defl. 0.859" Span / Depth 22.4 Bearing Supports Dim. (LxW) B1 Hanger 2" x 2-5/16" B2 Wall/Plate 5-1/2" x 2-5/16" Cautions 50.4% 46.3% 33.7% 58.2% 48.5% 85.9% Value 716 Ibs 735 Ibs %Allow Sueeort n\a n\a 125% 125% 125% n\a n\a n\a ¾Allow Member 46.3% 41 .2% Live Dead Loe. 100% 90% Top 12 Case Location 4 11-02-04 4 00-00-00 4 00-02-00 4 11-02-04 5 11-02-04 4 11-02-04 Material Hanger Unspecified For roof members with slope (1 /4 )/12 or less final design must ensure that ponding instability will not occur. For roof members with slope (1/2)/12 or less final design must account for Rain-on-Snow surcharge load. Hanger model Hanger was not found.Hanger has not been analyzed for adequate capacity. Notes Design meets Code minimum (L/180) Total load deflection criteria. Design meets Code minimum (L/240) Live load deflection criteria. Design meets arbitrary (1") Maximum Total load deflection criteria. Design based on Dry Service Condition. BC CALC® analysis is based on IBC 2021. Calculations assume member is fully braced. Page 1 of 1 Roof Live 448 / 0 459 / 0 Snow Wind 115% 160% Disclosure B2 Roof Tributary Live 125% 20 02-00-00 Use of the Boise Cascade Software is subject to the terms of the End User License Agreement (EULA). Completeness and accuracy of input must be reviewed and verified by a qualified engineer or other appropriate expert to assure its adequacy, prior to anyone relying on such output as evidence of suitability for a particular application. The output here is based on building code-accepted design properties and analysis methods. Installation of Boise Cascade engineered wood products must be in accordance with current Installation Guide and applicable building codes. To obtain Installation Guide or ask questions, please call (800)232-0788 before installation. BC CALC®, BC FRAMER®, AJS"', ALLJOIST®, BC RIM BOARD™, BCI®, BOISE GLULAM™, BC FloorValue®, VERSA-LAM®, VERSA-RIM PLUS®, 9750 Miramar Rd., Suite 310 Sao Dleao CA 8?12§ Beam Loads Beam Bl: Orle2 Engineering Structural & Bridge Engineers Phone# : (858) 335-7643 wxr« Pcift? GAOO DLroof := 12 psf • 2 ft = 24 plf DLmech := 2300 lbs/ 2 / 12.25 ft = 94 lb/ft LL,·oof := 20 psf • 2 ft= 40 plf Beam B2: DLroof := 12 psf • 2 ft = 24 plf LLroof := 20 psf • 2 ft = 40 plf F drag := 3544 lbf Beam B3: DLwall_above := 15 psf • 1 ft = 15 plf DLroof:= 14 psf • l ft = 14 plf LLroof := 20 psf • 1 ft = 20 plf Beam B4: DLwall_above := 15 psf • 2 ft = 30 plf DLr-oof := 14 psf • 1 ft = 14 plf LLroof := 20 psf • 1 ft= 20 plf DLcanopy:= 19 psf • 3 ft= 57 plf LLcanopy := 20 psf • 3 ft = 60 plf Project No.: 175.011-22 Project: Legoland Restroom Page 8 Date: 4/24/23 By: RCH Created with PTC Mathcad Express. See www.mathcad.com for more information. jRISA3D ANALYSIS OF BEAMS I Page 9 y Section Set, Member Label, & Node Labels Section Sets Jix 5-1/8x10.5 GLB 5-1/8x12 GLB B4 -l)jj.J7 l>J..Ja B3 -l)jj.J5 l>J..Js B2 I -l)jj.J3 j N4 B1 -l)jj.J 1 ~2 d2 0rie'Ei,g~rtn, Orie2 Engineering Beam Design SK-1 --·-::===~ RCH Sep 12, 2023 at 01 :45 PM Beam Analysis.r3d Page 10 Roof Dead Load y zb_x -14 lb/ft l l l l l l l l -14 lb/ft l 1 I l l l l I I l I l -24 lb/ft l I I I I I l I -24 lb/ft l I I I I I I I I l Loads: BLC 1, DL roof l ~:7.:::~~ng Orie2 Engineering Beam Design SK-3 ~=-==· RCH Sep 12, 2023 at 01 :47 PM Beam Analysis.r3d Page 11 Wall Dead Loads y zb_x -30 lb/ft l j j j l -15 lb/ft ,lI 1 1 1 j j j l j j j j l I A I I A A Loads: BLC 2, DL wall I di~~~~r,g Orie2 Engineering Beam Design SK-4 E':E?.-.. RCH Sep 12, 2023 at 01:47 PM Beam Analysis.r3d Page 12 Canopy Dead Loads y zb_x -57 lb/ft l l l l l A A I A I I A A Loads: BLC 3, DL canopy I diOrie'EnglnNr1f19 Orie2 Engineering Beam Design SK-5 --·-:::::-.:=.-RCH Sep 12, 2023 at 01 :47 PM Beam Analysis.r3d Mechanical Unit Dead Loads Page 13 y ZCLX A A A A I A I I -94 lb/ft A l I I l Loads: BLC 4, DL mech j di Orie' Et19lftfff'lng -·-Orie2 Engineering Beam Design SK-6 RCH Sep 12, 2023 at 01:47 PM Beam Analysis.r3d Page 14 Roof Live Loads y hx -20 lb/ft 11 l l l l l l l -20 lb/ft 11 I I I I l I l I I I l l -40 lb/ft l I I I I I 1 I -40 lb/ft l I I I I I I I I l Loads: BLC 5, LL roof I 'di~~"':""' Orie2 Engineering Beam Design SK-7 ~--RCH Sep 12, 2023 at 01 :47 PM Beam Analysis.r3d Page 15 Canopy Live Loads y hx -60 lb/ft l l l l 1 A A I A I I A A Loads: BLC 6, LL canopy I • Or'W ("91,-rlng Orie2 Engineering Beam Design SK-8 -·-:=~--RCH Sep 12, 2023 at 01 :48 PM Beam Analysis.r3d Page 16 Drag Force y hx A A A A !◄ -3544 lb A I A A Loads: BLC 7, F drag j iio.-:.~ Orie2 Engineering Beam Design SK-9 ===--... RCH Sep 12, 2023 at 01 :48 PM Beam Analysis.r3d Page 17 Code Check (Bending) y Code Check hx (Env) No Cale > 1.0 .90-1 .0 .75-.90 -.50-.75 I 0.-.50 A 0.14 A A 0.11 A I A I 0.09 I A 0.26 A Member Code Checks Displayed (Enveloped) Envelope Only Solution ii~~:e-Orie2 Engineering Beam Design SK-10 ===:-"' RCH Sep 12, 2023 at 01:48 PM Beam Analysis.r3d Orie' Engineering Company structural Engineers Designer .,,. ................ 310 Job Number : Orie2 Engineering RCH San 05ego, CA 02129 Fu: (858) 588-0911 Model Name : Beam Design Model Settinas Number of Reoorted Sections Number of Internal Sections Member Area Load Mesh Size lin2) Consider Shear Deformation Consider Torsional Waroina Annroximate Mesh Size {in) Transfer Forces Between lntersectina Wood Walls Increase Wood Wall Nailina Caoacitv for Wind Loads Include P-Delta for Walls Ootimize Masonrv and Wood Walls Maximum Number of Iterations Sinale Multiole /Ootimum) Maximum Global Axis corresoondina to vertical direction Convert Existina Data Default Global Plane for z-axis Plate Local Axis Orientation Hot Rolled Steel Stiffness Adiustment Notional Annex Connections Cold Formed Steel Stiffness Adiustment Wood Temoerature Concrete Masonrv Aluminum Structure Tvne Stiffness Adiustment Stainless Stiffness Adiustment Comoression Stress Block Analvze usina Cracked Sections Leave room for horizontal rebar solices {2*d bar soacina) List forces which were ianored for desian in the Detail Reoort Column Min Steel Column Max Steel Rebar Material Soec Warn if beam-column framina arranaement is not understood Number of Shear Reaions Reaion 2 & 3 Soacina Increase Increment /in\ Code Risk Cateaorv Drift Cat 5 100 144 Yes Yes 24 Yes Yes Yes Yes 3 No Yes No y Yes xz Global AISC 15th 1360-16): ASD Yes /Iterative l None AISC 14th /360-1 0): ASD AISI S100-16: ASD Yes /Iterative) AWC NDS-18 / SDPWS-15 ASD < 100F ACI 318-19 TMS 402-16: ASD AAADM1-15: ASD Buildina Yes /Iterative\ AISC 14th /360-10\: ASD Yes /Iterative) Rectanaular Stress Block Yes Yes Yes 1 8 ASTM A615 No 4 4 ASCE 7-16 I or II Other RISA-3D Version 21 [ Beam Analysis.r3d] Page 18 9/12/2023 1:49:41 PM Checked By : ____ _ Page 1 Orie2 Engineering Stnxtura/ Engineers 9750 Mnma, Road SUit• 310 5.-i 0..00, CA 92128 Fu (851) SS8-0e11 Model Settinas (Continued) Base Elevation (ft) Company Designer Job Number : Orie2 Engineering : RCH Model Name : Beam Design Include the weinht of the structure in base shear calcs Yes S (al 1 SD, (a\ 1 SD. (a\ 1 T, <sec\ 5 T Z <sec\ TX <secl CZ 0.02 C,X 0.02 CExo. Z 0.75 CExo. X 0.75 RZ 3 RX 3 Q-7 1 O-Y 1 c .z 4 c .x 4 oz 1 ox 1 RISA-3D Version 21 [ Beam Analysis.r3d) Page 19 9/12/2023 1:49:41 PM Checked By : ____ _ Page 2 Orie' Engineering Company : Orie2 Engineering srrocturat En{Jmeers Designer : RCH mo---Sulto3l0 Job Number ===~ Model Name : Beam Design Node Coordinates Label X [ft] y [ft] 1 N1 0 0 2 N2 23 0 3 N3 0 10 4 N4 14 10 5 NS 0 20 6 N6 16.25 20 7 N7 0 30 8 N8 10.5 30 Hot Rolled Steel Properties Z lftl 0 0 0 0 0 0 0 0 Page 20 9/12/2023 1:49:41 PM Checked By : ___ _ Detach From Diaohraam Label E [ksi] G [ksi] Nu Therm Coeff [1e"°F-1] Density [k/ft3] Yield [ksi] Ry Fu [ksil Rt 1 A992 29000 111 54 0.3 0.65 0.49 50 1.1 65 1.1 2 A36 Gr.36 29000 11154 0.3 0.65 0.49 36 1.5 58 1.2 3 A572 Gr.SO 29000 11154 0.3 0.65 0.49 50 1.1 65 1.1 4 A500 Gr.B RND 29000 11154 0.3 0.65 0.527 42 1.4 58 1.3 5 AS00 Gr.B RECT 29000 11154 0.3 0.65 0.527 46 1.4 58 1.3 6 AS00 Gr.C RND 29000 11154 0.3 0.65 0.527 46 1.4 62 1.3 7 A500 Gr.C RECT 29000 11154 0.3 0.65 0.527 50 1.4 62 1.3 8 A53 Gr.B 29000 11154 0.3 0.65 0.49 35 1.6 60 1.2 9 A1085 29000 11154 0.3 0.65 0.49 50 1.4 65 1.3 10 A913 Gr.65 29000 11 154 0.3 0.65 0.49 65 1.1 80 1.1 Cold Formed Steel Properties Label E ksi G ksi Nu Therm. Coeff. 1e'°F-1 Densi k/ft3 Yield ksi Fu ksi 1 A653 SS Gr33 29500 11346 0.3 0.65 0.49 33 45 2 A653 SS GrS0/1 29500 11346 0.3 0.65 0.49 50 65 Hot Rolled Steel Section Sets Label Sha e Material HR1 W10X33 A992 Cold Formed Steel Section Sets Label Shae CF1 8CU1.25X057 Wood Section Sets Label 1 5-1/8x10.5 GLB 2 5-1/8x12 GLB Member Primary Data Label I Node J Node Section/Shape Tvoe Desian List Material Desian Rule 1 B1 N1 N2 5-1/8x12 GLB Beam Glulam Western 24F-1.8E DF Unbalanced Tvnical 2 B2 N3 N4 5-1/8x12 GLB Beam Glulam Western 24F-1.8E DF Unbalanced Tvoical 3 B3 NS N6 5-1/8x10.5 GLB Beam Glulam Western 24F-1 .8E DF Unbalanced Tvoical 4 84 N7 NB 5-1/8x10.5 GLB Beam Glulam Western 24F-1.8E DF Unbalanced Tvoical RISA-3D Version 21 [ Beam Analysis.r3d ] Page 3 Orie' Engineering : Orie2 Engineering : RCH Page 21 9/12/2023 1:49:41 PM Structural Engineers 9750 Mnmar Road. Sutte 310 San Diego, CA 92128 Company Designer Job Number Checked By : ____ _ far (951) 58&-0911 Model Name : Beam Design Hot Rolled Steel Design Parameters No Data to Print... Cold Formed Steel Design Parameters No Data to Print... Wood Design Parameters Label Shape Lenath fftl le-bend top [ft] Cr y swav z swav 1 81 5-1/8x12 GLB 23 2 2 B2 5-1/8x12 GLB 14 2 3 83 5-1/8x10.5 GL8 16.25 2 4 B4 5-1/8x10.5 GL8 10.5 2 Design Size and Code Check Parameters Label Max Axial/Bending Chk Max Shear Chk Typical Node Loads and Enforced Displacements (BLC 7 : F drag) Node Label L, D, M Direction Ma nitude lb*s2/ft, lb*s2*ft N4 L X Member Point Loads No Data to Print... Member Distributed Loads (BLC 1 : DL roof) Member Label Direction Start Maonitude fib/ft, F, psf, lb-ft/ftl End Maonitude fib/ft, F psf, lb-ft/ft] Start Location [(ft, %) End Location rift, %) 1 81 y -24 -24 0 %100 2 B2 y -24 -24 0 %100 3 B3 y -14 -14 0 %100 4 B4 y -14 -14 0 %100 Member Distributed Loads (BLC 2 : DL wall) Member Label Direction Start Ma nitude lb/ft, F, sf, lb-ft/ft End Ma nitude lb/ft, F, sf, lb-ft/ft Start Location ft % End Location 1 B3 Y -1 5 -15 0 % 100 2 B4 Y -30 -30 0 %100 Member Distributed Loads (BLC 3 : DL canopy) Member Label Direction Start Ma nitude lb/ft F, sf, lb-ft/ft nitude lb/ft, F Start Location End Location 1 B4 Y -57 -57 0 %100 Member Distributed Loads (BLC 4 : DL mech) Start Location End Location 16 %100 RISA-3D Version 21 [ Beam Analysis.r3d ] Page 4 Orie' Engineering Structural Engineers 8750 "'4irWMt ~ S-..t• 310 San Oiego, CA 02129 Fu {151) 586-0811 Company : Orie2 Engineering Designer : RCH Job Number Model Name : Beam Design Member Distributed Loads (BLC 5 : LL rooQ Page 22 9/1 2/2023 1:49:41 PM Checked By : ___ _ Member Label Direction Start Maonitude [lb/ft, F, psf, lb-ft/ftl End Maonitude fib/ft, F, psf, lb-ft/ftl Start Location [(ft, %)' End Location [(ft, % )i 1 B1 y -40 -40 0 %100 2 B2 y -40 -40 0 %100 3 83 y -20 -20 0 %100 4 B4 y -20 -20 0 %100 Member Distributed Loads (BLC 6 : LL canopy) Member Label Direction Start Ma nitude lb/ft, F sf, lb-ft/ft End Ma nitude lb/ft, F sf lb-ft/ft Start Location End Location ft, % 1 B4 Y -60 -60 0 %100 Basic Load Cases BLC Description Category Y Gravity Nodal Distributed 1 DL roof DL -1 4 2 DLwall DL 2 3 DL canonv DL 1 4 DL mech DL 1 5 LL roof RLL 4 6 LL canoov RLL 1 7 F draa EL 1 Load Combinations Description Solve P-Delta BLC Factor BLC Factor 1 D+L Yes y DL 1 RLL 1 2 D Yes y DL 1 3 D+0.7E Yes y DL 1 EL 1 Load Combination Design Description Service Hot Rolled Cold Formed Wood Concrete Masonry Aluminum Stainless Connection 1 D+L Yes Yes Yes Yes Yes Yes Yes Yes 2 D Yes Yes Yes Yes Yes Yes Yes Yes 3 D+0.7E Yes Yes Yes Yes Yes Yes Yes Yes Envelope Node Reactions Node Label X flbl LC Y flbl LC Z flbl LC MX fib-ft LC MY fib-ft LC MZ flb-ftl LC 0 N1 max 0 3 1008.036 1 0 3 LOCKED 0 3 0 3 1 min 0 1 548.036 2 0 1 LOCKED 0 1 0 1 2 N2 max 0 3 1465.776 1 0 3 0 3 0 3 0 3 3 min 0 1 1005.776 2 0 1 0 1 0 1 0 1 4 N3 max 3544 3 552.638 1 0 3 0 3 0 3 0 3 5 min 0 1 272.638 2 0 1 0 1 0 1 0 1 6 N4 max 0 3 552.638 1 0 3 LOCKED 0 3 0 3 7 min 0 1 272.638 2 0 1 LOCKED 0 1 0 1 8 NS max 0 3 504.398 1 0 3 0 3 0 3 0 3 9 min 0 1 341.898 2 0 1 0 1 0 1 0 1 10 N6 max 0 3 504.398 1 0 3 LOCKED 0 3 0 3 11 min 0 1 341.898 2 0 1 LOCKED 0 1 0 1 12 N7 max 0 3 1018.919 1 0 3 0 3 0 3 0 3 13 min 0 1 598.919 2 0 1 0 1 0 1 0 1 14 NS max 0 3 1018.919 1 0 3 LOCKED 0 3 0 3 RISA-3D Version 21 [ Beam Analysis.r3d ] Page 5 Orie• Engineering Company : Orie2 Engineering Stt1JCtura1Engmoers Designer : RCH .,,........,._, """'"" Job Number ~=·=:r Model Name : Beam Design Envelope Node Reactions (Continued/ Node Label X [lb] LC y [lb] LC Z llbl LC MX [lb-ft] LC 15 min 0 1 598.919 2 0 1 LOCKED 16 Totals: max 3544 3 6625.723 1 0 3 17 min 0 1 3980.723 2 0 1 Envelope Beam Deflections Member Label Span Location [ft] v' fin] 0 81 1 max 0.24 -0.009 1 1 min 11.74 -0.467 2 82 1 max 0.292 -0.002 3 1 min 7 -0.051 4 B3 1 max 0.169 -0.002 5 1 min 8.125 -0.109 6 84 1 max 10.391 -0.001 7 1 min 5.25 -0.06 Envelope Beam Deflection Checks Beam Desion Rule Soan Defl finl Ratio LC Defl linl Ratio 0 81 Tvoical 1 -0.467 590 1(DL+RLLl -0.278 992 1 82 Tvoical 1 -0.051 3270 HDL+RLL) -0.025 6629 2 B3 Tvoical 1 -0.109 1781 1(DL+RLLl -0.074 2628 3 84 Tvoical 1 -0.06 2112 1(DL+RLLl -0.035 3594 Envelope A/SC 15TH (360-16/: ASD Member Steel Code Checks No Data to Print... Envelope A/SI S100-16: ASD Member Cold Formed Steel Code Checks No Data to Print... Envelope AWC NDS-18 I SDPWS-15 ASD Member Wood Code Checks Page 23 9/12/2023 1:49:41 PM Checked By : ___ _ MY fib-ft LC MZ fib-ft LC 0 1 0 1 (n) L'/y' Ratio LC NC 3 590 1 NC 3 3270 1 NC 3 1781 1 NC 3 2112 1 LC Defl [in] Ratio LC 2(DL) -0.278 992 3(DL+EL' 2(DL) -0.025 6629 3(DL+ELl 2(DL) -0.074 2628 3(DL+ELl 2(DL) -0.035 3594 3/DL+EL Member Shape Code CheckLoc[ft LC Shear CheckLocfft Dir LC Fe' fksi Ft' fksi Fb1' [ksi Fb2' fksi Fv' fksi RB CL CP Eon 0 81 5.125X12FS 0.264 12.698 1 0.135 23 V 1 0.236 1.1 2.378 1.45 0.265 3.311 0.99( 1.14i 3.9- 1 82 5.125X12FS 0.095 14 3 0.051 14 V 1 0.609 1.1 1.441 1.45 0.265 8.761 0.99~ 0.381 3.6.3 2 83 5.125X10.5F~ 0.109 8.125 1 0.053 16.25 V 1 0.461 1.1 2.397 1.45 0.265 3.097 0.99~ 0.288 ~.9-3 3 84 5.125X10.5FS 0.142 5.25 1 0.107 10.5 V 1 0.99 1.1 2.397 1.45 0.265 3.097 D.9900.61f 1.9< RISA-3D Version 21 [ Beam Analysis.r3d ] Page 6 Page 24 Orie2 Engineering Structural and Bridge Engineers Lateral Analysis Page 25 Orie 2 Engineering Structural & Bridge Engineers Project No.: _17_5_.0_1_1-_22 ______ _ DATE : 04/24/23 9750 Miramar Road, Suite 310 Phone#: (858) 335-7643 San Diego, CA 92126 www.orie2.com PROJECT: Legoland Restroom Rebuild BY: RCH Gravity Design Loads: Code: 2022 California Building Code (CBC) Roof Dead Loads: Future Solar Roofing and Insulation 1 /2" Plywood 11-7/8" BCI 60-2.0@ 24" O.C. Ceiling Mech/ElecVPlumb Misc GLB Sub-Total: Total : Roof Dead Load = 15.0 psf Roof Live Loads: 2022 CBC 1607.14 Unreduced Live Load, Lo: Tributary Width: Beam Span Length: 20.0 psf 2.0 ft 23.0 ft 3.0 psf 2.5 psf 1.5 psf 2.0 psf 3.0 psf 1.0 psf 1.0 sf 14.0 psf 1 sf 15.0 psf Canopy Dead Loads: 1 /2" Coverboard Insulation Shallow Vercor Deck 12ga Metal Panel HSS Framing Sub-Total : Total: 2.0 psf 2.0 psf 1.6 psf 4.4 psf 1.0 psf 11.0 psf 7.9 psf 18.9 psf Roof Dead Load = 18.9 psf Roof Rise, F: 0.25 in / per foot Tributary Area, At= 23.0 ft• 2.0 ft = 46 ft'2 Since At= 46.0 ft'2 <= 200.0 ft'2, R1 = 1.0 R1 = 1.0 Since F = 0.3 in/ per foot<= 4.0, R2 = 1.0 R2 = 1.0 Reduced Roof Live Load, Lr = Lo• R1 • R2 Reduced Roof Live Load, Lr = 20.0 psf • 1.0 • 1.0 Reduced Roof Live Load, Lr = 20.0 psf Reduced Roof Live Load = 20.0 psf Wall Dead Loads: Eqn. 16-11/12/13 Eqn. 16-14/15116 Eqn. 16-10 *Reduced roof live load used for long span beams • Joists designed with unreduced live load Wall Material: Wood Wall Thickness: 6.0 in Wall Load: 15.0 psf Wall Dead Load = 15.0 psf 10/28/22, 3:48 PM ATC Hazards by Location Page 26 A This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback. 0 The ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why.,_ L\TC Hazards by Location Search Information Address: Coordinates: Elevation: Timestamp: Hazard Type: Legoland Dr, Carlsbad, CA 92008, USA 33.128962, -117.3147039 163 ft 2022-10-28T22:48:50.255Z Seismic ASCE7-16 Go gle Te1 ecula 0 I 163 ft Ocea0f Cleveland Anza-8 L ~National Forest De~ "\\k,1 State nr ✓ saJoiego ---==-Reference Document: oMap data ©2022 Google, INEGI ------------~--u Risk Category: Site Class: II O-default Basic Parameters Name Value Ss 1.063 S1 0.384 SMs 1.276 SM1 • null Sos 0.851 So1 • null * See Section 11.4.8 Description MCER ground motion (period=0.2s) MCER ground motion (period=1 .0s) Site-modified spectral acceleration value Site-modified spectral acceleration value Numeric seismic design value at 0.2s SA Numeric seismic design value at 1.0s SA ..-Additional Information Name Value Description soc • null Seismic design category Fa 1.2 Site amplification factor at 0.2s Fv • null Site amplification factor at 1.0s CRs 0.892 Coefficient of risk (0.2s) CR1 0.905 Coefficient of risk ( 1 . Os) PGA 0.469 MCEG peak ground acceleration https://hazards.atcouncil.org/#/seismic?lat=33.128962&Ing=-117.3147039&address=Legoland Dr%2C Carlsbad%2C CA 92008%2C USA 1/2 10/28/22, 3:48 PM FPGA 1.2 PGAM 0.563 TL 8 SsRT 1.063 SsUH 1.192 SsD 1.5 S1RT 0.384 S1UH 0.425 S1D 0.6 PGAd 0.547 * See Section 11.4.8 ATC Hazards by Location Site amplification factor at PGA Site modified peak ground acceleration Long-period transition period (s) Probabilistic risk-targeted ground motion (0.2s) Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years) Factored deterministic acceleration value (0.2s) Probabilistic risk-targeted ground motion (1.0s) Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years) Factored deterministic acceleration value (1 .0s) Factored deterministic acceleration value (PGA) Page 27 The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Please note that the ATC Hazards by Location website will not be updated to suppoI1 ASCE 7-22. Find out why~ Disclaimer Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. https://hazards.atcouncil.org/#/seismic?lat=33.128962&1ng=-117.3147039&address=Legoland Dr%2C Carlsbad%2C CA 92008%2C USA 2/2 10/28/22, 3:46 PM ATC Hazards by Location Page 28 A This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback. 0 The ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why.,_ l\TC Hazard s by Location Search Information Address: Coordinates: Elevation: Timestamp: Hazard Type: ASCE 7-16 MRI 10-Year MRI 25-Year MRI 50-Year MRI 100-Year Risk Category I Risk Category II Risk Category 111 Risk Category IV Legoland Dr, Carlsbad, CA 92008, USA 33.128962, -117.31 47039 163 ft 2022-10-28T22:46:31.301Z Wind ASCE 7-10 67 mph MRI 10-Year 72 mph MRI 25-Year 77 mph MRI 50-Year 82 mph MRI 100-Year 89 mph Risk Category I 96 mph Risk Category II 102 mph Risk Category Ill-IV 107 mph Temecula 0 163 ft Cleveland Anza-8 rNational Forest DeE State ., San Diego " L-G_o_g;::..._le __________ o_Map data ©2022 Google, INEGI ASCE 7-05 72 mph ASCE 7-05 Wind Speed 85 mph 79 mph 85 mph 91 mph 100 mph 110 mph 115 mph The results ,ndicated here DO NOT reflect any state 01 local amendments to the values 01 any delmeat,on Imes made dunng the bui/d,ng code adoption process. Users should confum any output obtained from this tool with the local Authority Having Jurisdiction befo,e proceeding with design Please note that the ATC Hazards by Location webstle wt/I not be updated to suppo,t ASCE 7-22 Find out why.,_ Disclaimer Hazard loads are interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer. Per ASCE 7, islands and coastal areas outside the last contour should use the last wind speed contour of the coastal area -in some cases, this website will extrapolate past the last wind speed contour and therefore, provide a wind speed that is slightly higher. NOTE: For queries near wind-borne debris region boundaries, the resulting determination is sensitive to rounding which may affect whether or not it is considered to be within a wind-borne debris region. Mountainous terrain, gorges, ocean promontories, and special wind regions shall be examined for unusual wind conditions. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility https://hazards.atcouncil.org/#/wind?lat=33.128962&Ing=-117.314 7039&address=Legoland Dr%2C Carlsbad%2C CA 92008%2C USA 1/2 Orie' Engineering Structural & Bridge Engineers 9750 Miramar Road, Suite 310 San Diego, CA 92126 Phone# : (858) 335-7643 www.orie2.com Project No.:_17_5_.0_1_1-_22 _________ _ PROJECT: Legoland Restroom Rebuild Seismic Force-Resisting Systems SEISMIC DEMANDS ON STRUCTURAL Buildings ASCE 7-1612.8.1 Code: 2022 CBC, ASCE 7-16 CHAPTER 11, 12, 13 SEISMIC DESIGN CRITERIA Page 29 DA TE : 04/24/23 BY : RCH Soil Site Class: D, Default s,: 106.4 %9 Table 20-3-1, If defaullis chosen, Min F, = 1.2 (USGS using Latitude/Longitude) s,: 38.5 %9 F,: 1.200 F,: 1.915 SMs: 1.277 SM,: 0.737 Sos: 0.851 So1: 0.492 Risk Category: II Importance Factor, I,: 1 Seismic Force Resisting System: A. BEARING WALL SYSTEMS Table 11.4-1 Table 11.4-2 F,•S, F,•S 1 2/3/S.,5) 213/S .,,) Table 1.5-1 Table 1.5-2 15. Light-frame (wood) walls sheathed with wood structural panels rated for shear resistance Response Modification Factor, R: 6.5 Overstrength Factor, n: 3 Deflection Amplification Factor, Cd: 4 Fundamental Period: Structural Type: All other structural systems C,: 0.02 x: 0.75 Structural Height, h0: 15 ft Approximate Fundamental Period, T = Ci• h; T=0.15 sec Ts= 0.58 sec Long-Period Transition Period, TL: 8 sec Table 12.2-1 Table 12.8-2 Table 12.8-2 ASCE 7-16, Eq. 12.8-7 Fig. 22-14 -Fig. 22-17 Calculation of Seismic Response Coefficient (ASCE 7-16, 12.8.1.1): Does structure meet criteria of section 12.8.1.3? No C, = Sos/ {R /le) C, = 0.131 <--Governs Csmax = SD1 I [T • {R / le)) Csmax = 0.496 Csmin1 = 0.044 ' SDS' Ip Csmin1 = 0.037 Cs=0.131 Provisions for Ground Motion Analysis (ASCE 7-16. 11.4.8): Is a ground motion hazard analysis required? Yes Does exemption for ground motion analysis apply? Yes Factor to multiply c, by= 1 Design Seismic Base Shear (ASCE 7-16. 12.8.1): V=Cs'Wp V = 0.131 'Wp {LFRD) ASCE 7-16, 12.8.1.3 ASCE 7-16, Eq. 12.8-2 ASCE 7-16, Eq. 12.8-3/Eq. 12.8-4 ASCE 7-16, Eq. 12.8-5 Orie 2 Engineering Structural & Bridge Engineers Project No.: _17_5_.0_1_1-_22 ____ _ 9750 Miramar Road, Suite 310 Phone#: (858) 335-7643 PROJECT: Legoland Restroom Rebuild San Diego, CA 92126 www.orie2.com Wind Load -Enclosed and Partially Enclosed Buildings: (ASCE 7-16, Chapter 27) Page 30 DATE : 04/07/23 BY : RCH Exposure: C (ASCE 7-16, {26.7.3) Mean Roof Height, h: 12 ft Wall Height, z: 15 ft Velocity Pressure: (ASCE 7-16, f,27.3.2) Velocity Pressure Exposure Coeff., Kh: Velocity Pressure Exposure Coeff., Kz: Topographic Factor, Kzt: 0.85 at h = 12.0 ft 0.85 at z = 15.0 ft 1 Wind Directionality Factor, Kd: Basic Wind Speed, V: Elevation (AMSL): Ground Elevation Factor, Ke: 0.85 96 mph 0 ft 1 Velocity Wind Pressure, qh = 0.00256 * Kh * Kzt * Kd * Ke * V"2 qh = 0.00256 • 0.85 • 1.0 • 0.85 • 1 • (96 mph)"2 qh = 17.0 psf Velocity Wind Pressure, qz = 0.00256 * Kz * Kzt * Kd * V"2 qz = 0.00256 • 0.85 • 1.0 • 0.85 • (96 mph)"2 qz = 17.0 psf Wind Loads: Walls and Roofs (ASCE 7-16, f,27.4.1) Horizontal Dimension of Building Measured Parallel to Wind Direction, L: Horizontal Dimension of Building Measured Normal to Wind Direction, B: Angle of Roof 8: Gust Effect Factor, G: 0.85 Internal Pressure Coeff., GCpi: ± 0.18 (ASCE 7-16, Table 26.10-1) (ASCE 7-16, Table 26.10-1) (ASCE 7-16, {26.8) (ASCE 7-16, Table 26.6-1) (ASCE 7-16, {26.5.1) (ASCE 7-16, {26.9) (ASCE 7-16, Eq. 26.10-1) (ASCE 7-16, Eq. 26.10-1) 43.17 ft 52.5 ft 1.79 ° normal to ridge parallel to ridge (ASCE 7-16, {26.11) (ASCE 7-16, Table. 26.13-1) Wall External Pressure Coefficients, Cp: (ASCE 7-16, Fig. 27.3-1) Wind Direction 1 (Wall): Wind Force Normal to 52.5 ft, L / B = Windward Wall, Cp: Leeward Wall, Cp: Side Wall, Cp: 0.82 0.8 -0.500 -0.7 Wind Direction 2 (Wall): Wind Force Normal to 43.2 ft, L / B = Windward Wall, Cp: Leeward Wall, Cp: Side Wall, Cp: Roof External Pressure Coefficients, Cp: (ASCE 7-16, Fig. 27 .3-1) Wind Direction 1 (Roof normal to ridge): Wind Force Normal to 52.5 ft, h / L = Windward Roof, Cp: Leeward Roof, Cp: 0.28 #N/A #N/A Wind Direction 2 (Roof parallel to ridge): Wind Force Normal to 43.2 ft, h / L = 0 to h/2 Cp: h/2 to h Cp: h to 2h Cp: 1.22 0.8 -0.457 -0.7 0.23 -0.900 -0.900 -0.500 Pressure for MWFRS, p = q * G * Cp ± qi * (GCpi) Wind Direction 1 (normal to ridge): P Windward Wall = qz * G * Cp ± qi * (GCpi) P Windward Wall= 14.66 psf P SideWall = -13.21 psf P Windward Roof= qh * G * Cp ± qi * (GCpi) P Windward Roof= #N/A psf Wind Direction 2 (parallel to ridge): P Windward Wall = qz * G * Cp ± qi * (GCpi) P Windward Wall = 14.66 psf P SideWall = -13.21 psf P Windward Roof= qh * G * Cp ± qi * (GCpi) P Windward Roof= -16.11 psf P Windward Roof= -16.11 psf P Windward Roof= -10.31 psf Page 31 (ASCE 7-16, Eq. 27.3-1) P Leeward Wall= qh * G * Cp ±qi* (GCpi) P Leeward Wall= -10.31 psf P Leeward Roof= qh * G * Cp ± qi * (GCpi) P Leeward Roof= #N/A psf P Leeward Wall = qz * G * Cp ± qi * (GCpi) P Leeward Wall = -9.69 psf P Leeward Roof= qh * G * Cp ± qi * (GCpi) P Leeward Roof = -16.11 psf P Leeward Roof = -16.11 psf P Leeward Roof = -10.31 psf All Loads in Strength Value, Multiply by 0.6 to get to ASD Design Value P wind= 14.66 psf + 10.31 psf = 25 psf (LRFD) Page 32 Project No. : 175.011-22 Orie2 Engineering Structural Engineers 9750 Mnmar Road, Surto 310 San C>,ogo, CA 92126 Fu (858) 586-0911 PROJECT: Legoland Restroom Rebuilc DATE : 4/10/23 BY : ESY Lateral Loading Seismic Loading Use 19 psf roof dead load for seismic loading across whole building footprint -Conservative Fpx = 0.7 x 0.131 x { 19 psfx ( 43.2') + 15 psfx (( 12' / 2 + 3') x 2 walls+ ( 12' / 2))} = 109 lb/ft□ D(ASD) Fpz = 0.7 x 0.131 x { 19 psf x ( 52.5') + 15 psf x (( 12' / 2 + 3') x 2 walls+ ( 12' / 2))} = 125 lb/ft□ D(ASD) ;:J Wind Loading Wind X = Wind Z = 0.6 x 25 psf x ( 12' / 2 + 3' ) = 135 lb/ft (ASD) ;:J □Wind Loading governs Lateral Loading (Use worst case wind in both directions -conservative) D Shear Line ReactionsO(ASD) D RA= 135 lb/ft x ( 19.75' / 2) = 000 □0□1 ,334 Ibs ::J RB= 135 lb/ft x ( 19.75' / 2 + 23.42' / 2 ) = ~OC:::'7 2,914 lbs D RC= 135 lb/ft x ( 23.42' / 2 ) = O □D□OC1 ,581 lbs R1 = 135 lb/ft x ( 20' / 2 ) = o::mo.....,:=1,350 lbs DD R2 = 135 lb/ft x ( 20' / 2 + 32.5' / 2) = □□□□□3,544 lbs D R3 = 135 lb/ft x ( 32.5' / 2) = □□□□□□2,194 Ibs D D Shear Wall LoadingO(ASD) D SWAC( L SWA = 52.5 ft ) " L, OF SWA =RA= ODDOOO::J 1,334 Ibs ::J SWB & SWCC( L SWB = 6 ft, L SWC = 14.67 ft, L total= 20.67 ft ) D OF SWB = RB x 6 / 20.67 = 2,914 x 6 / 20.67 = 0□0846 lbs OF SWC = RB x 14.67 / 20.67 = 2,914 x 14.67 / 20.67 = D'72,069 lbs D SWD C( L = 32.5 ft ) 0 1...,F SWD =RC = uD:::JD□□~1 ,581 lbs □ D SW1 □( L SW1 = 6 ft ) D OF SW1 = R1 / 2 = 1,350 / 2 = 0 □□□□675 lbs D SW2 & SW3D( L SW2 = 6 ft, L SW3 = 11.75 ft, L total = 17.75 ft) D OF SW2 = R2 x 6 / 17.75 = 3,544 x 6 / 17.75 = □□□1,198 lbs OF SW3 = R2 x 11 .75 / 17.75 = 3,544 x 11.75 / 17.75 = CD2,346 lbs D SW4::J( L = 43 ft ) D OF SW4 = R3 = DDDDDDD2,194Ibs A ____ _,,___.._ __ 'io I ~ ... I ::; 8 ------+--'1,-- D ---------- 1 ./ ~ sw) ~ -~ 11 'sw;- ~ Page 33 Shearwalls SW4 ./ >- u 1J SWD r t W2 SW3 II ~ -L'.::j;;j g:::J SWB :=-t::::::i c:::;;;; swc, ~wy ~ lid Lateral Analysis Page 34 2 3 -· l w wind = 135 lb/ft ◄J'-2' 19•-9• 23·.5• - R3 = 2,194 lbs -... ~ I l:; ~ ~- ~ iJ ::::, a. II ''f ..... li1 (,,) CJ'1 CY ~ ~---B ~ F ~ - ~ l.=9 lt=J 11 R2 = 3,544 lbs :::-t:::::::J c;::;::;::; R1 = 1,350 lbs ' D __. __ ....... ,1.....4._ f=;;:J 1:!J ~ RA = 1,334 lbs RB= 2,914 lbs RC= 1,581 lbs Orie' Engineering Structural Engineers 9750 Miramar Road, Suite 310 San Diego, CA 92126 Phone # : (858) 335-7643 www.Orie2.com JOB#: 175.011-22 PROJECT: Legoland Restroom DESCRIPTION : Shearwall Designs Page 35 DA TE : 09/12/23 DESIGNED : RCH ••• One-Stor Shearwall Anal sis -AWC SDPWS 2021 ••• Description: Wall Width (ft.) : Wall Height (ft.): !INPUT SW-1 6.00 Roof Trib. (ft.): 12.00 Roof DL (psfj Wall DL (psfj 2.00 15.00 15.00 Aspect Ratio: 2.00 1 Aspect Ratio Check: Lat. Load @ ROOF (k) : Wall (self wt) Lat. Load (k): Allow. Soil Bearing (ksfj: Ftg. Width (ft.) : Ext. Beyond (ft.): Fig. Depth (ft.): WIND (1-Yes/2-No) Mom. @ Ftg. Ext. • M (k-ft): Mu = 1 ?"M (k-ft) Vu= 1.7•v (kip) Description: Wall Width (ft.) : Wall Height (ft.): Aspect Ratio: 2.00 Aspect Ratio Check: Lat. Load @ ROOF (k) : Wall (self wt) Lat. Load (k): OK Add. DL (lb./ft.) Add. DL@End (k): 0.68 Seismic Coe!. 0.00 Total Lat. Load@ Roof (k): 1.5 1.50 Concrete Weight (pcfj: 1.50 1.50 1.56 2.65 2.41 !INPUT SW-2 6.00 Roof Trib. (ft.): 12.00 Roof DL (psfj Wall DL(psfj 1 OK Add. DL (lb./ft.): Add. DL@End (k): 45.00 0.00 0.131 0.68 150.00 2.00 15.00 15.00 45.00 0.75 1.20 Seismic Coe!. 0.131 0.00 Total Lat. Load@ Roof (k): 1.20 Allow. Soil Bearing (ksfj: 1.5 Fig. Width (ft.) : Ext. Beyond (ft.): Fig. Depth (ft.) : WIND (1-Yes/2-No) Mom. @ Fig. Ext. • M (k-ft): Mu = 1.?•M (k-ft) Vu= 1.7'V (kip) 1.50 Concrete Weight (pcfj: 1.50 1.50 3.07 5.22 4.74 150.00 Shear demand (lb/ft.) Use Plywood Type: Mark: Nail: !OUTPUT 112.50 3/8 CD-X A 8d Nominal Capacity (lb/ft): ASD Reduction Factor 0: 615 SDPWS Table 4.3A 2.8 SDPWS 4. 1.4 Aspect Ratio Capacity Adjustment : 1.00 SDPWS 4.3.3 Allowable Adjusted Capacity (lb/ft): 263 OK Overturning on Shearwall (Roof+ Wall DL Resisting) Total Overturning Mom. (k-ft): 12.15 w/ 1.5 S.F. for Wind Total Resisting Mom. [ 0.6 • DL] (k-ft) : 2.75 Uplift@ End of Wall (kip) 1.57 Use Holdown Type: HDU2 Capacity (lbs.) : 3075 Overturning on Shearwall (Roof + Wall DL + Footing Resisting) Total Overturning Mom. (k-ft): 9.11 Total Resisting Mom. (k-ft) : 16.38 Overturning S.F. : 1.80 > 1 OK e' = (MR-MOT)/F (ft.) = 1.789 U6(ft.)= 1.00 e = U2 • e' (ft.) = 1.21 L' (ft.) = 5.37 Min. Soil Bearing Press. (ksD = 0.000 Max. Soil Bearing Press. (ksD = 1.009 < 2.0 OK jOUTPUT Shear demand (lb/ft.) 200.00 Use Plywood Type: 3/8 CD-X Marl<: A Nail: 8d Nominal Capacity (lb/ft): 615 SDPWS Table 4.3A ASD Reduction Factor 0: 2.8 SDPWS 4.1.4 Aspect Ratio Capacity Adjustment : 1.00 SDPWS 4.3.3 Allowable Adjusted Capacity (lb/ft): 263 OK Overturning on Shearwall (Roof + Wall DL Resisting) Total Overturning Mom. (k-ft): 21.60 wl 1.5 S.F. for Wind Total Resisting Mom. [ 0.6 • DL] (k-ft) : 5.45 Uplift@ End of Wall (kip) : 2.69 Use Holdown Type: Capacity (lbs.) : Overturning on Shearwall (Roof+ Wall DL + Footing Resisting) Total Overturning Mom. (k-ft): 16.20 Total Resisting Mom. (k-ft) : 23.13 Overturning S.F.: 1.43 > 1 OK e' = (MR-MOT)/F (ft.) = e = U2 • e' (ft.) = Min. Soil Bearing Press. (ksfj = Max. Soil Bearing Press. (ksD = 1.246 U6 (ft.) = 1.75 L' (ft.) = 0.000 1.984 < 2.0 HDU2 3075 1.00 3.74 OK Orie 2 Engineering Structural Engineers 9750 Miramar Road, Suite 310 San Diego, CA 92126 Phone#: (858) 335-7643 www.0rie2.com JOB#: 175.011-22 PROJECT : Legoland Restroom DESCRIPTION : Shearwall Designs Page 36 DATE : 09/12/23 DESIGNED : RCH *** One-Sto Shearwa/I Anal sis -AWC SDPWS 2021 *** Description: Wall Width (ft.) : Wall Height (ft.): SW-3 11.75 RoofTrib. (ft.): 12.00 RoofDL (psf) Wall DL (psf) 2.00 15.00 15.00 Aspect Ratio: 1.02 1 Aspect Ratio Check: Lat. Load @ ROOF (k) : Wall (self wt) Lat. Load (k): Allow. Soil Bearing (ksf): Ftg. Width (ft.) : Ext. Beyond (ft.): Ftg. Depth (ft.) : WIND (1-Yes/2-No) Mom. @ Ftg. Ext. -M (k-ft): Mu = 1.7'M (k-ft) Vu= 1.7'V (kip) Description: Wall Width (ft.) : Wall Height (ft.): Aspect Ratio: 0.28 Aspect Ratio Check: Lat. Load @ ROOF (k) : Wall (self wt) Lat. Load (k): OK Add. DL (lb.Ill.}: Add. DL@End (k): 2.35 Seismic Coef. 0.00 Total Lat. Load@ Roof (k): 1.5 1.50 Concrete Weight (pct): 1.50 1.50 1.66 2.82 2.67 !INPUT SW-4 43.00 RoofTrib. (ft.): 12.00 Roof DL (psf) Wall DL (psf) 1 OK Add. DL (lb.lit.) Add. DL@End (k): 45.00 0.00 0.131 2.35 150.00 2.00 15.00 15.00 45.00 0.00 2.19 Seismic Coef. 0.131 0.00 Total Lat. Load@ Roof (k): 2.19 Allow. Soil Bearing (ksf): 1.5 Ftg. Width (ft.) : Ext. Beyond (ft.): Ftg. Depth (ft.) : WIND (1-Yes/2-No) Mom. @ Ftg. Ext. -M (k-ft): Mu = 1.7'M (k-ft) Vu = 1.7'V (kip) 1.50 Concrete Weight (pct): 1.50 1.50 1.13 1.92 1.54 150.00 Shear demand (lb/ft.) Use Plywood Type: Mark: Nail: !OUTPUT 200.00 3/8 CD-X A 8d Nominal Capacity (lb/ft): ASD Reduction Factor 0: 615 SDPWS Table 4.3A 2.8 SDPWS 4.1.4 Aspect Ratio Capacity Adjustment : 1.00 SDPWS 4.3.3 Allowable Adjusted Capacity (lb/ft): 263 OK Overturning on Shearwall (Roof + Wall DL Resisting) Total Overturning Mom. (k-ft): 42.30 w/ 1.5 S.F. for Wind Total Resisting Mom. [ 0.6 • DL] (k-ft) : 10.56 Uplift@ End of Wall (kip) 2.70 Use Holdown Type: HDU2 Capacity (lbs.) : 3075 Overturning on Shearwall (Roof + Wall DL + Footing Resisting) Total Overturning Mom. (k-ft): 31.73 Total Resisting Mom. (k-ft) : 51.72 Overturning S.F. : 1.63 > 1 OK e' = (MR-MOT)/F (ft.) = 2.678 U6(ft.)= 1.96 e = U2 -e' (ft.) = 3.20 L' (ft.) = 8.03 Min. Soil Bearing Press. (ksf) = 0.000 Max. Soil Bearing Press. (ksf) = 1.239 < 2.0 OK !OUTPUT Shear demand (lb/ft.) 51.02 Use Plywood Type: 3/8 CD-X Mark: A Nail: 8d Nominal Capacity (lb/ft): 615 SDPWSTable4.3A ASD Reduction Factor 0: 2.8 SDPWS 4.1.4 Aspect Ratio Capacity Adjustment : 1.00 SDPWS4.3.3 Allowable Adjusted Capacity (lb/ft): 263 OK Overturning on Shearwall (Roof + Wall DL Resisting) Total Overturning Mom. (k-ft): 39.49 w/ 1.5 S.F. for Wind Total Resisting Mom. [ 0.6 • DL] (k-ft) : 141.45 Uplift@ End of Wall (kip) : 0.00 Use Holdown Type: Capacity (lbs.) : Overturning on Shearwall (Roof + Wall DL + Footing Resisting) Total Overturning Mom. (k-ft): 29.62 Total Resisting Mom. (k-ft) : 586.36 Overturning S.F.: 19.80 > 1 OK e' = (MR-MOT)/F (ft.) = e = U2 -e' (ft.)= Min. Soil Bearing Press. (ksf) = Max. Soil Bearing Press. (ksf) = 21.427 U6 (ft.) = 0.07 L' (ft.) = 0.399 0.407 < 2.0 N/A 0 7.17 0.00 OK 9750 Miramar Road, Suite 310 San Diego, CA 92126 Phone#: (858) 335-7643 www.Orie2.com JOB#: 175.011-22 PROJECT : Legoland Restroom DESCRIPTION : Shearwall Designs Page 37 DA TE : 09/12/23 DESIGNED : RCH ••• One-Stor Shearwall Anal sis -AWC SDPWS 2021 ... Description: Wall Width (ft.) : Wall Height (ft.): SW-A 52.50 Roof Trib. (ft.) 12.00 RoofDL (psQ Wall DL (psQ Aspect Ratio: 0.23 1 Aspect Ratio Check: OK Add. DL (lb.tit.): Add. DL@End (k): Lat. Load @ ROOF (k) : 1.33 Seismic Coef. Wall (self wt) Lat. Load (k): 0.00 Total Lat. Load@ Roof (k): Allow. Soil Bearing (ksQ: 1.5 Fig. Width (ft.) : 1.50 Concrete Weight (pcQ: Ext. Beyond (ft.): 1.50 Fig. Depth (ft.) : 1.50 WIND (1-Yes/2-No) Mom. @ Fig. Ext. -M (k-ft): 1.41 Mu = 1 ?'M (k-ft) 2.40 Vu= 1.?'V (kip) 1.89 IINPUT Description: SW-B Wall Width (ft.) : 6.00 Roof Trib. (ft.): Wall Height (ft.): 12.00 Roof DL (psQ Wall DL (psQ Aspect Ratio: 2.00 1 Aspect Ratio Check: OK Add. DL (lb.If!.): Add. DL@End (k): Lat. Load @ ROOF (k) : 0.85 Seismic Coef. Wall (self wt) Lat. Load (k): 0.00 Total Lat. Load@ Roof (k): Allow. Soil Bearing (ksQ: 1.5 Fig. Width (ft.) : 1.50 Concrete Weight (pcQ: Ext. Beyond (ft.): 1.50 Fig. Depth (ft.) : 1.50 WIND (1-Yes/2-No) Mom. @ Fig. Ext. -M (k-fl): 2.03 Mu = 1.?'M (k-fl) 3.45 Vu = 1.?'V (kip) 3.14 11.50 15.00 15.00 45.00 0.00 0.131 1.33 150.00 9.33 15.00 15.00 0.00 0.00 0.131 0.85 150.00 Shear demand (lb/ft.) Use Plywood Type: Marie Nail: Nominal Capacity (lb/ft): ASD Reduction Factor 0: !OUTPUT Aspect Ratio Capacity Adjustment : Allowable Adjusted Capacity (lb/ft): 25.41 3/8 CD-X A 8d 615 SDPWS Table 4.3A 2.8 SOPWS 4. 1.4 1.00 SOPWS 4.3.3 263 OK Overturning on Shearwall (Roof + Wall DL Resisting) Total Overturning Mom. (k-ft): 24.01 w/ 1.5 S.F for Wind Total Resisting Mom. I 0.6 • DL] (k-ft) : 328.68 Uplift@ End of Wall (kip) 0.00 Use Holdown Type: N/A Capacity (lbs.) : 0 Overturning on Shearwall (Roof+ Wall DL + Footing Resisting) Total Overturning Mom. (k-ft): 18.01 Total Resisting Mom. (k-ft) : 1071.18 Overturning S.F. : 59.48 > 1 OK e' = (MR-MOT)/F (ft.) = 26.940 U6(ft.)= 8.75 e = U2-e' (fl.)= -0.69 L' (ft.) = 0.00 Min. Soil Bearing Press. (ksQ = 0.536 Max. Soil Bearing Press. (ksQ = 0.457 < 2.0 OK !OUTPUT Shear demand (lb/ft.) 141.00 Use Plywood Type: 318 CD-X Mark: A Nail: 8d Nominal Capacity (lb/fl): 615 SOPWS Table 4.3A ASD Reduction Factor 0: 2.8 SOPWS 4.1.4 Aspect Ratio Capacity Adjustment : 1.00 SOPWS 4.3.3 Allowable Adjusted Capacity {lb/ft): 263 OK Overturning on Shearwall (Roof+ Wall DL Resisting) Total Overturning Mom. (k-ft): 15.23 wl 1.5 S.F. for Wind Total Resisting Mom. I 0.6 • DL] (k-ft) : 3.46 Uplift@ End of Wall (kip) 1.96 Use Holdown Type: HDU2 Capacity (lbs.) : 3075 Overturning on Shearwall (Roof + Wall DL + Fooling Resisting) Total Overturning Mom. (k-ft): 11.42 Total Resisting Mom. (k-fl) : 18.13 Overturning S.F. : 1.59 > 1 OK e' = (MR-MOT)/F (ft.) = 1.508 U6(ft.)= 1.00 e = U2 -e' (ft.) = 1.49 L' (ft.) = 4.52 Min. Soil Bearing Press. (ksQ = 0.000 Max. Soil Bearing Press. (ksQ = 1.312 < 2.0 OK Orie 2 Engineering Structural Engineers 9750 Miramar Road, Suite 310 San Diego, CA 92126 Phone# : (858) 335-7643 www.Orie2.com JOB#: 175.011-22 PROJECT : Legoland Restroom DESCRIPTION : Shearwall Designs Page 38 DA TE : 09/12/23 DESIGNED : RCH *** One-Stor Shearwall Anal sis -AWC SDPWS 2021 *** Description: Wall Width (ft.} : Wall Height (ft.}: JINPUT SW-C 14.67 Roof Trib. (ft.): 12.00 RoofDL (psQ Wall DL (psQ 9.33 15.00 15.00 Aspect Ratio: 0.82 1 Aspect Ratio Check: Lat. Load @ ROOF (k) : Wall (self w1) Lat. Load (k}: Allow. Soil Bearing (ksQ: Ftg. Width (ft.) : Ext. Beyond (ft.): Ftg. Depth (ft.} : WIND (1-Yes/2-No} Mom. @ Fig. Ext. -M (k-ft}: Mu = 1.7'M (k-ft} Vu= 1.7'V (kip} Description: Wall Width (ft.} : Wall Height (ft.): Aspect Ratio: 0.37 Aspect Ratio Check: Lat. Load @ ROOF (k) : Wall (self w1) Lat. Load (k}: OK Add. DL (lb./ft.): Add. DL@End (k}: 2.07 Seismic Coef. 0.00 Total Lat. Load@ Roof (k}: 1.5 1.50 Concrete Weight (pcQ: 1.50 1.50 1.23 2.09 1.89 IINPUT SW-D 32.50 Roof Trib. (ft.}: 12.00 Roof DL (psQ Wall DL (psQ 1 OK Add. DL (lb./ft.): Add. DL@End (k): 0.00 0.00 0.131 2.07 150.00 9.00 15.00 15.00 45.00 0.00 1.58 Seismic Coef. 0.131 0.00 Total Lat. Load@ Roof (k): 1.58 Allow. Soil Bearing (ksQ: 1.5 Ftg. Width (ft.} : Ext. Beyond (ft.): Ftg. Depth (ft.) : WIND (1-Yes/2-No) Mom. @ Ftg. Ext.· M (k-ft}: Mu = 1.7'M {k-ft) Vu= 1.7'V (kip) 1.50 Concrete Weight (pcQ: 1.50 1.50 1.34 2.29 1.82 150.00 Shear demand (lb/ft.) Use Plywood Type: Mark: Nail: !OUTPUT 141.04 3/8CD-X A 8d Nominal Capacity (lb/ft}: ASD Reduction Factor 0: 615 SOPWS Table 4.3A 2.8 SDPWS 4.1.4 Aspect Ratio Capacity Adjustment : 1.00 SDPWS4.3.3 Allowable Adjusted Capacity (lb/ft}: 263 OK Overturning on Shearwall (Roof+ Wall DL Resisting} Total Overturning Mom. (k-ft}: 37.24 wl 1.5 S.F. for Wind Total Resisting Mom. [ 0.6 • DL] (k-ft} : 20.66 Uplift@ End of Wall (kip} : 1.13 Use Holdown Type: HDU2 Capacity (lbs.) : 3075 Overturning on Shearwall (Roof + Wall DL + Footing Resisting} Total Overturning Mom. (k-ft}: 27.93 Total Resisting Mom. (k-ft} : 85.59 Overturning S.F. : 3.06 > 1 OK e' = (MR-MOT}/F (ft.} = 5.680 U6(ft.)= 2.45 e = U2 • e' (ft.}= 1.65 L' (ft.} = 0.00 Min. Soil Bearing Press. (ksQ = 0.149 Max. Soil Bearing Press. (ksQ = 0.774 < 2.0 OK !OUTPUT Shear demand (lb/ft.} 48.65 Use Plywood Type: 3/8 CD-X Mark: A Nail: 8d Nominal Capacity (lb/ft): 615 SDPWS Table 4.3A ASD Reduction Factor 0: 2.8 SDPWS 4.1.4 Aspect Ratio Capacity Adjustment : 1.00 SOPWS 4.3.3 Allowable Adjusted Capacity (lb/ft}: 263 OK Overturning on Shearwall (Roof + Wall DL Resisting) Total Overturning Mom. (k-ft): 28.46 w/ 1.5 S.F. for Wind Total Resisting Mom. [ 0.6 • DL] (k-ft) : 114.08 Uplift@ End of Wall (kip) : 0.00 Use Holdown Type: Capacity (lbs.) : Overturning on Shearwall (Roof+ Wall DL + Footing Resisting} Total Overturning Mom. {k-ft): 21.34 Total Resisting Mom. (k-ft) : 402.75 Overturning S.F.: 18.87 > 1 OK e' = (MR-MOT)/F (ft.) = e = U2 -e' (ft.) = Min. Soil Bearing Press. (ksQ = Max. Soil Bearing Press. (ksQ = 16.458 U6 (ft.)= -0.21 L' (ft.} = 0.494 0.457 < 2.0 NIA 0 5.42 0.00 OK Diaphragm Analysis W WIND = 135 LB/Ff A i--.--.---..-+--- .,._ I l'I t;: .......... CD ...J LI I.() ,.,., 1r II !;I C) z 3: ~ B 3:: --L:::!I II ;::::-i:= D 1--1---,--,~-i=:;;:::i JdJ v dia (LB/FT)= 26 v / v ALLOW= 0.10 l1d_ 26 49 0.10 0.18 Example Cale (max code check on grid line D) □ v dia. = {135 lb/ft x (20' / 2)} / 19. 75 ft = 69 lb/ftD(ASD) v allow = 755 lb/ft / 2.8 = 270 lb/ft v / v allow= 69 / 270 = 0.26 < 1.0DOKAY □ □Note: v / v allow values less than 1.0 are OKAY iJ f!='.J c:;;:;; F 49 0.18 3 ,.... ,.... Page 39 Li") O'l 0 O'l Li") 0 O'l lO lO N 0 (0 O'l N (0 0 II II ,,--.... 3: t;:: 0 --........ _j _j CD <( _j ..__.. > _g --........ "'O > > Table 4.2A Nomlnal Unit Shear Capacities for Sheathed Wood-Frame Diaphragms Blocked Wood Structural Panel Ola hra rns1,U ,4.t Nall Spacing (In.) Ill cllaph,.... boumlanN (al c:nff), 111 c~ ,-9'19" pa,allel lo llllnlmlll'II Nall Mini-,.._, 1r-1 & 41 . ....o all a11......a .,._ •r-5 & II Common Nall SIQ1 IIN,1ng Minimum -nal-hof • 4 2-112 2 Length In Nominal Nall..t Face Ill Sheathing Lenglh (In.)• -k Gr-. dla-(ln.). Head Framing p-Adjoining Panel Mal ......,...,, ,ln.1111 ~--•-' __..._. ,r .. ea 1 > :l & 41 Memberor Thlckneaa Edgasand dla-(ln.) • • .. :l lllocklng, t. (In,) llo<>ncllrlN (In.) (In.) v. o, v. o. Vo 0. Vo o, lnH\ fk..,_,,n,l lnlfl fk....,,n.l lnlfl .. , .. o11n.1 ·-lki-lln.l 0111 PLY 018 PLY 018 PLY 0111 PLY 6d 1-1/4 5116 2 520 15 12 700 &5 7.5 1050 12 10 1175 20 15 (2 X 0.113 X D.266) 3 590 12 11.5 715 7.0 6.0 1175 9.5 &5 1330 17 13 Struclun,j I 8d 1-3/8 3/8 2 755 14 11 1010 9.0 7.5 1485 13 10 1680 21 15 (2·112 X 0.131 X 0.281) 3 840 12 10 1120 7.5 6.5 1680 10 9.0 1890 11 13 1()(1 1-1/2 15-132 2 895 2• 17 1190 15 12 1790 20 15 20.il5 31 21 (3 X 0.141 X 0.312) 3 1010 20 15 1345 12 95 2015 16 13 2295 26 11 5116 2 475 15 10 630 9.0 7.0 9'0 13 95 1065 21 13 6d 1-114 3 530 12 9.0 700 7.0 60 1065 10 10 1205 17 12 (2 • 0.113 x 0-266) 3/8 2 520 13 9.5 700 7.0 6.0 1050 10 8,0 1175 18 12 3 590 10 8.0 715 5.5 50 1175 85 7.0 1330 14 10 3/8 2 670 15 11 895 11.5 7.5 1345 13 11.5 1525 21 13 3 755 12 11.5 1010 7.5 6.0 1510 11 8.5 1710 18 12 SheaitW,gand 12-112 x o.~1 x 0.281) I 1·3/8 7/16 2 715 14 10 950 8.5 7.0 1415 12 9.5 1610 20 13 Single-Floor 3 800 11 9.0 1065 7.0 6.0 1585 10 M 1805 17 12 I I 4-J ~ 13 9.5 1010 7.5 85 1485 11 15 1880 19 13 15132 840 10 1.5 1120 8.0 5.5 1880 9.0 7.5 1190 15 11 15132 2 810 25 15 1080 15 11 1610 21 14 1835 33 18 10d 1-1/2 3 910 21 14 1205 12 95 1820 17 12 2060 21 1& (3 x 0.148 x 0.312) 111132 2 895 21 14 1190 13 95 1790 18 12 20.IIS 28 17 3 1010 17 12 1345 10 80 2015 14 11 2295 24 15 I. Nominal unit shear capacities shall be adjusted in accordance with 4.1.4 to determine ASD allowable unit shear capacity and LRFD factored unit resistance. For general con,tniction requirements sec 4.2.7. For specific requirements, ,~c 4.2.8.1 for "ood ,tnocturnl panel Jiaphrrogms. Sec Appcndi~ A for common moil dimcn,ions. 2. For >l)C('ies and grades of fmmong other than Dougla.,..Fir-Larch or Southern Pinc. reduced nominal unit shear cupacitic.s shall be determined by multiplying the tabulated nominal unot <hear capacity by the S1,ecific Gravity Adjustment Factor= 11-(0.5-G)). where G = Specific Gnovity of the framing lumber From the NOS (Table 12.3 .. lA). Tiie SP<,--cific Gra\'ity Adju,t- mcnt Factor shall not be greater than I . 3. Apparent ,hear .iiffncs, values, G •. arc based on nail ,lip in framing with moi,ture content less than or equal to I 9% at time of fabrication and panel stiffness values for diaphragms con,tructcd with either OSB or 3-ply plywood panels. When 4-ply. or 5-ply plywood panels or compo,itc panel< arc used. G, vulues shall be permitted 10 be incrcru;ed by 1.2 4. Where moi,ture content of the framing os greater than 19% at time of fabrication. G. values shall be multiplied by 0.5. S. Tobulntcd nominal unit shear ca1>acitics arc a1,plicahlc for carbon steel ,mooth ,hank nails of tllC specified lypc and si>c. 6. Diaphragm resistance depends on the direction of continuous adjoining pand edges with rc,pccl to the loading direction and direction of framing members. and is independent of the panel orienuuion. Long Panel Direction Perpendicular lo Supports Long Panel OlrectJon Parallel to Supports• Cases 1 & 3: Continuous Adjoining Panel Edges Cases 2 & 4: Continuous Adjoining Panel Edges Perpendicular to Framing Parallel to Framing Adjoining pan•I edge, that are not ,., sl V Ad1oln1n1 pan~I edees 1hat Case 1 load are not ....,,Y../.__~.,...,...,.._,_ f=r~m,og ,-Blotkmt OJAphragm boundar-, Framing Blocktn& AdjolnlnC panel edges that Case 2 Load are not _, _ _..r',_.,,...._ c.on11nvous AdJOtmng pa.ncl ediMlh~t are not framing Blocking Framin1 0lockln9 Cases 5 & 6: Continuous Adjoining Panel Edges Perpendicular and Parallel to Framing Framing 1 Blocking Diaphragm boundarv (a) Panel span rating for out-of-plane loads may be lower than the span rating with the long panel direction perpendicular lo supports (See Section 3.2.2 and Section 3.2.3) Page 41 Drag Analysis 2 3 A ----------<t--+-- I-l!i ~ .0 LO LI 1J ('t') ..- II T -0 C e "§ ;;: B Drag F L-.......... --= t...:::::l'.l g::J 11 < R2 = 3,544 lbs I--~ c:;;;:;; p lldJ lb!. o 'il-----!..--L- F drag = 3,544 lbs (ASD) Per ASCE 7-16 Section 12.10.2.1, Exception for Overstrength Factor for wood framed structures F drag (LRFD) = 3,544 lbs / 0.6 = 5,907 lbs Orie2 Engineering Structural Engineers 9750 Mnrnar Rood. s-310 San [),ego CA 92126 F■x (858) 586-0911 @DRAG S C A L E STRAP Page 42 Project No. : 175.011-22 PROJECT: Legoland Restroom Rebuilc DATE: 4/10/23 BY : ESY Drag Connection DET AIL F drag = 3,544 lbs F allow = 5,070 lbs "MSTl48" STRAP CENTERED OVER END OF BEAM BEAM PER PLAN POST-TO-BEAM CONNECTION PER @ F /Fallow= 0.70 < 1.0 OKAY i i 8 w i ti; ~ ::i: iii "' ~ Q "' ~ 9 () Simpson Strong-T,e Wood Construction Connectors HRS/ST /HTP /LSTA/LSTI/MST /MSTA/MSTC/MSTI Strap Ti es (cont.) Codes: See p. 12 for Code Reference Key Chart These products are available with • additional corrosion protection. For more information, see p. 15. For stainless-ffi steel fasteners, see p.21. r.r:, Many of these products are approved for installation £,1,,:,1 with Strong-Drive* SD Connector screws. See pp. 335-337 for more information. Dimensions Fasteners Allowable Allowable Model (in.) (Total) Tension Loads Tension Loads Code No. Ga. (in.) (DF/SP) (SPF/HF) Rel. w L (160) (160) ST2115 1/, 16~. (10) 0.162 X 2½ 660 660 LSTA9 1¼ 9 (8) 0.148 X 2½ 740 635 LSTA12 1¼ 12 (10) 0.148 X 2½ 925 795 LSTA15 20 1¼ 15 (12) 0.148 X 2½ 1,110 955 LSTA18 1¼ 18 (14) 0.148 X 2½ 1,235 1,115 LSTA21 1¼ 21 (16) 0.148 X 2½ 1,235 1,235 LSTA24 1¼ 24 (18) 0.148 X 2½ 1,235 1,235 LSTA30 1¼ 30 (22) 0.148 X 2 ½ 1,640 1,640 LSTA36 1¼ 36 (24) 0.148 X 2½ 1,640 1,640 18C. FL, LA MSTA9 1¼ 9 (8) 0.148 X 2½ 750 650 MSTA12 1¼ 12 (10) 0.148 X 2½ 940 810 18 MSTA15 1¼ 15 (12) 0.148 X 2½ 1,130 970 MSTA18 1¼ 18 (14) 0.148 X 2½ 1,315 1,135 MSTA21 1¼ 21 (16) 0.148 X 2½ 1,505 1,295 MSTA24 1¼ 24 (18) 0148 X 2½ 1,640 1,460 MSTA30 1¼ 30 (22) 0.148 X 2½ 2,050 1,825 MSTA36 1¼ 36 (26) 0.148 X 2½ 2,050 2,050 MSTA49 1¼ 49 (26) 0.148 X 21h 2,020 2,020 FL, LA ST9 16 1¼ 9 (8) 0.162 X 2½ 885 765 ST12 1¼ 11¾ (10) 0.162 X 2½ 1,105 955 IBC, FL. LA ST18 1¼ 17¾ (14) 0.162 X 2½ 1,420 1,335 ST22 1¼ 21¾ (18) 0.162 X 2½ 1,420 1,420 • • • HRS6 1% 6 (6) 0.148 X 2½ 605 530 HASS 12 1% 8 (10) 0.148 X 2½ 1,010 880 FL, LA HRS12 1% 12 (14) 0.148 X 2½ 1,415 1,230 ST292 2½o 9~. (12) 0.162 X 2½ 1,260 1,120 ST2122 20 2½o 1211/io (16) 0.162 X 2½ 1,530 1,510 ST2215 2½o 16~. (20) 0.162 X 2½ 1,875 1,875 ST6215 2½o 16~. (20) 0.162 X 2½ 2,090 1,910 16 ST6224 2½o 23~. (28) 0.162 X 2½ 2,535 2,535 ST6236 14 2½o 33'1/io (40) 0.162 X 2½ 3,845 3,845 IBC, FL. LA • • • • MSTl26 2½o 26 (26) 0.148 X 1 ½ 2,745 2,380 MSTl36 2½& 36 (36) 0.148 X 1 ½ 3,800 3,295 MSTl48 12 2½s 48 (48) 0.148 X 1 ½ 5,070 4,390 MSTl60 2½o 60 (60) 0.148 X 1 ½ 5,070 5,070 MSTl72 2½o 72 (72) 0.148 X 1 ½ 5,070 5,070 HTP37Z 3 7 (20) 0.148 X 1 ½ 1,850 1,600 LA MSTC28 3 28¼ (36) 0.148 X 3¼ 3,460 2,990 16 MSTC40 3 40¼ (52) 0.148 X 3¼ 4,735 4,315 MSTC52 3 52¼ (62) 0.148 X 3¼ 4,735 4,735 IBC, FL, LA MSTC66 3 65¾ (76) 0.148 X 3¼ 5,850 5,850 14 MSTC78 3 77¾ (76) 0.148 X 3¼ 5,850 5,850 • HRS416Z 12 3¼ 16 (16)¼xl½SDS 2,835 2,305 - LSTl49 3¾ 49 (32) 0.148 X 1 ½ 2,970 2,560 18 IBC, FL, LA LSTl73 3¾ 73 (48) 0.148 X 1 ½ 4,205 3,840 1. See pp. 260-261 for Straps and Ties General Notes. 2. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. 2¾' end distance I Typical LSTA Installation (hanger not shown) Bend strap one time only, max. 12/12 joist pitch. • . . . Typical LSTA18 Installation Typical MSTA 15 Installation "' Cl) i= "C C: IV "' Q. IV ... ... en 263 Page 44 Orie2 Engineering Structural and Bndge Engineers Roof Screen Support Analysis Orie2 Engineering St11JCtural & Bridge Engineers 9750 Miramar Road, Suite 310 San Diego, CA 92126 Company Designer : Orie2 Engineering : RCH Job Number Model Name : Page 45 Checked By : ____ _ I RISA3D ANALYSIS OF ROOF SCREEN MEMBERS I Envelope Only Solution Orie2 Engineering SK-1 RCH Node Labels Roof SCreen Analysls.r3d RISA-3D Version 20 [ Roof Screen Analysis.r3d ] Page 1 Orie2 Engineering Structural & Bridge Engineers 9750 Miramar Road, Suite 310 San Diego, CA 92126 Envelope Only Solution Orie2 Engineering RCH RISA-3O Version 20 Company Designer : Orie2 Engineering RCH Job Number Model Name: Member & Setion Labels [ Roof Screen Analysis.r3d ] Page 46 Checked By : ____ _ SK-2 Section Sets HSS3x3x3/16 col HSS3x3x3/16 bm HSS3x3x1/4 Roof Screen Analysis.r3d Page 2 Orie2 Engineering Structural & Bridge Engineers 9750 Miramar Road, Suite 310 San Diego, CA 92126 loads: BLC 2, W1 Envelope Only Solution Orie2 Engineering RCH RISA-3D Version 20 Company Designer : Orie2 Engineering RCH Job Number Model Name: Wind Load Case 1 [ Roof Screen Analysis.r3d ) Page 47 Checked By : ____ _ SK-3 Roof Screen Anaiysis.r3d Page 3 Orie2 Engineering Structural & Bridge Engineers 9750 Miramar Road, Suite 310 San Diego, CA 92126 Loads: BLC 3, W2 Envelope Only Solution Orie2 Engineering RCH RISA-3D Version 20 Company Designer Job Number Model Name : Orie2 Engineering RCH Wind Load Case 2 [ Roof Screen Analysis.r3d) Page 48 Checked By : ____ _ SK-4 Roof Screen Analysis.r3d Page 4 Orie2 Engineering Structural & Bridge Engineers 9750 Miramar Road, Suite 310 San Diego, CA 92126 Loads: BLC 4, W3 Envelope Only Solution Orie2 Engineering RCH RISA-3D Version 20 Company Designer : Orie2 Engineering RCH Job Number Model Name : Wind Load Case 3 ( Roof Screen Analysis.r3d ] Page 49 Checked By : ____ _ SK-5 Roof Screen Analysis.r3d Page 5 Orie2 Engineering Structural & Bridge Engineers 9750 Miramar Road, Suite 31 O San Diego, CA 92126 M N 0 Company Designer : Orie2 Engineering RCH Job Number Model Name: Member Code Checks Displayed (Enveloped) Envelope Only Solution Orie2 Engineering RCH Code D/C Ratios RISA-3O Version 20 [ Roof Screen Analysis.r3d] SK-6 Page SO Checked By : ____ _ Code Check (Env) No Cale > 1.0 .90-1 .0 .75-.90 .50-.75 0.-.50 Roof Screen Analysis.r3d Page 6 Orie2 Engineering Structural & Bridge Engineers 9750 Miramar Road, Suite 310 San Dieoo, CA 92126 Company Designer : Orie2 Engineering RCH Model Settinas Number of Reoorted Sections Number of Internal Sections Member Area Load Mesh Size lin2) Consider Shear Deformation Consider Torsional Waroina Annroximate Mesh Size /in) Job Number Model Name : Transfer Forces Between lntersectina Wood Walls Increase Wood Wall Nailina Caoacitv for Wind Loads Include P-Delta for Walls Ootimize Masonrv and Wood Walls Maximum Number of Iterations Sinale Multiole /Ootimum) Maximum Global Axis corresoondina to vertical direction Convert Existina Data Default Global Plane for z-axis Plate Local Axis Orientation Hot Rolled Steel Stiffness Adiustment Notional Annex Connections Cold Formed Steel Stiffness Adiustment Wood Temoerature Concrete Masonrv Aluminum Structure Tvoe Stiffness Adiustment Stainless Stiffness Adiustment Comoression Stress Block Analvze usina Cracked Sections Leave room for horizontal rebar solices (2*d bar soacina) List forces which were ianored for desian in the Detail Reoort Column Min Steel Column Max Steel Rebar Material Soec Warn if beam-column framino arranaement is not understood Number of Shear Reaions Reaion 2 & 3 Soacina Increase Increment (in) Code Risk Cateaorv Drift Cat 5 100 144 Yes Yes 24 Yes Yes Yes Yes 3 No Yes No y Yes xz Global AISC 15th (360-16): ASD Yes (Iterative) None AISC 14th (360-10): ASD AISI S100-16: ASD Yes (Iterative) AWC NDS-18: ASD < 100F ACI 318-19 TMS 402-16: ASD AAADM1-15: ASD Buildino Yes (Iterative) AISC 14th (360-10): ASD Yes (Iterative) Rectanoular Stress Block Yes Yes Yes 1 8 ASTM A615 No 4 4 ASCE 7-16 I or II Other RISA-3D Version 20 [ Roof Screen Analysis.r3d ] Page 51 Checked By : ____ _ Page 7 Orie2 Engineering Strvctural & Bridg11 Engine11rs 9750 Miramar Road, Suite 310 San Diego, CA 92126 Model SettinQs (Continued) Base Elevation (ft) Company Designer : Orie2 Engineering : RCH Job Number Model Name : Include the weiaht of the structure in base shear calcs Yes S /al 1 SD, /a\ 1 SDs (al 1 T, (sec) 5 T Z (sec) TX /sec) CZ 0.02 ex 0.02 C,Exo. Z 0.75 CExo. X 0.75 RZ 3 RX 3 OnZ 1 n.x 1 C.7 4 c.x 4 oz 1 ox 1 RISA-3O Version 20 [ Roof Screen Analysis.r3d ] Page 52 Checked By : ___ _ Page 8 Orie2 Engineering Structural & Bridge Engineers 9750 Miramar Road, Suite 31 O San Diego. CA 92126 Hot Rolled Steel Properties Company : Orie2 Engineering Designer : RCH Job Number Model Name : Label E [ksi) G [ksi) Nu Therm. Coeff. [1 e•°F-1l 1 A992 29000 11154 0.3 0.65 2 A36 Gr.36 29000 11154 0.3 0.65 3 A572 Gr.SO 29000 11154 0.3 0.65 4 A500 Gr.B RND 29000 11154 0.3 0.65 5 AS00 Gr.B RECT 29000 11154 0.3 0.65 6 AS00 Gr.C RND 29000 11154 0.3 0.65 7 AS00 Gr.C RECT 29000 11154 0.3 0.65 8 A53 Gr.B 29000 11154 0.3 0.65 9 A1085 29000 11154 0.3 0.65 10 A913 Gr.65 29000 11154 0.3 0.65 Member Primary Data Label I Node J Node Section/Shape Type 1 M1 N1 N2 HSS3x3x3/16 col Column 2 M2 N3 N4 HSS3x3x3/16 col Column 3 M3 NS N6 HSS3x3x3/16 col Column 4 M4 N7 N8 HSS3x3x3/16 col Column 5 MS N9 N10 HSS3x3x3/16 col Column 6 M6 N11 N13 HSS3x3x3/16 col Column 7 M7 N14 N15 HSS3x3x3/16 col Column 8 M8 N16 N17 HSS3x3x3116 col Column 9 M9 N1 2 N18 HSS3x3x3/16 col Column 10 M10 N1 9 N20 HSS3x3x3/16 col Column 11 M11 N21 N22 HSS3x3x3/16 col Column 12 M12 N23 N24 HSS3x3x3I 16 col Column 13 M13 N25 N26 HSS3x3x3I 16 col Column 14 M14 N27 N28 HSS3x3x3I16 col Column 15 M15 N29 N30 HSS3x3x3/16 bm Beam 16 M16 N30 N32 HSS3x3x3/16 bm Beam 17 M17 N32 N43 HSS3x3x114 Beam 18 M18 N31 N29 HSS3x3x3I16 bm Beam 19 M19 N33 N34 HSS3x3x3I16 bm Beam 20 M20 N34 N35 HSS3x3x3I16 bm Beam 21 M21 N35 N44 HSS3x3x114 Beam 22 M22 N36 N33 HSS3x3x3116 bm Beam Hot Rolled Steel Design Parameters Page 53 Checked By : ___ _ Density [k/ft"] Yield [ksi Ry Fu [ksil Rt 0.49 50 1.1 65 1.1 0.49 36 1.5 58 1.2 0.49 50 1.1 65 1.1 0.527 42 1.4 58 1.3 0.527 46 1.4 58 1.3 0.527 46 1.4 62 1.3 0.527 50 1.4 62 1.3 0.49 35 1.6 60 1.2 0.49 50 1.4 65 1.3 0.49 65 1.1 80 1.1 Design List Material Desian Rule Tube A500 Gr.B RECT Tvnical Tube AS00 Gr.B RECT Tvoical Tube AS00 Gr.B RECT Tvnical Tube AS00 Gr.B RECT Tvoical Tube A500 Gr.B RECT Tvnical Tube AS00 Gr.B RECT Tvnical Tube AS00 Gr.B RECT Tvnical Tube AS00 Gr.B RECT Tvnical Tube A500 Gr.B RECT Tvnical Tube AS00 Gr.B RECT Tvnical Tube AS00 Gr.B RECT Tvoical Tube AS00 Gr.B RECT Tvoical Tube AS00 Gr.B RECT Tvoical Tube AS00 Gr.B RECT Tvoical Tube AS00 Gr.B RECT Tvoical Tube AS00 Gr.B RECT Tvoical Tube AS00 Gr.B RECT Tvoical Tube AS00 Gr.B RECT Tvoical Tube AS00 Gr.B RECT Tvoical Tube AS00 Gr.B RECT Tvoical Tube AS00 Gr.B RECT Tvnical Tube AS00 Gr.B RECT Tvoical Label Shaoe Lenath fftl Lb y-y [ft] Lcomp top [ft] Channel Conn a [ftl Function 1 M1 HSS3x3x3116 col 6.25 Lbvv NIA NIA Lateral 2 M2 HSS3x3x3/16 col 6.25 Lbvv NIA NIA Lateral 3 M3 HSS3x3x3/16 col 6.25 Lbvv NIA NIA Lateral 4 M4 HSS3x3x3I 16 col 6.25 Lbvv NIA NIA Lateral 5 MS HSS3x3x3I 16 col 6.25 Lbvv NIA NIA Lateral 6 M6 HSS3x3x3I 16 col 6.25 Lbvv NIA NIA Lateral 7 M7 HSS3x3x3I16 col 6.25 Lbvv NIA NIA Lateral 8 MB HSS3x3x3116 col 6.25 Lbvv NIA NIA Lateral 9 M9 HSS3x3x3116 col 6.25 Lbvv NIA NIA Lateral 10 M10 HSS3x3x3116 col 6.25 Lbvv N/A NIA Lateral 11 M11 HSS3x3x3116 col 6.25 Lbvv N/A NIA Lateral 12 M12 HSS3x3x3I16 col 6.25 Lbvv NIA NIA Lateral 13 M1 3 HSS3x3x3I16 col 6.25 Lbvv NIA NIA Lateral 14 M14 HSS3x3x3116 col 6.25 Lbvv NIA N/A Lateral RISA-3O Version 20 [ Roof Screen Analysis.r3d] Page 9 Orie2 Engineering Structural & Bridge Engineers 9750 Miramar Road, Suite 3 to San Diego, CA 92126 Company : Orie2 Engineering Designer : RCH Job Number Model Name : Hot Rolled Steel Design Parameters (Continued/ Label Shape Lenoth lftl Lb v-v lftl 15 M15 HSS3x3x3I16 bm 20.75 5.17 16 M16 HSS3x3x3I16 bm 12.75 5.17 17 M17 HSS3x3x1I4 15.58 5,17 18 M1 8 HSS3x3x3I16 bm 12.75 5.17 19 M19 HSS3x3x3I16 bm 20.75 5.17 20 M20 HSS3x3x3I16 bm 12.75 5.17 21 M21 HSS3x3x1I4 15.58 5.17 22 M22 HSS3x3x3116 bm 12.75 5.17 Node Coordinates Label X [ft] y (ft] 1 N1 0 0 2 N2 0 6.25 3 N3 20.75 0 4 N4 20.75 6.25 5 N5 5.17 0 6 N6 5.17 6.25 7 N7 10.34 0 8 N8 10.34 6.25 9 N9 15.51 0 10 N10 15.51 6.25 11 N11 0 0 12 N12 10.34 0 13 N13 0 6.25 14 N14 20.75 0 15 N15 20.75 6.25 16 N16 5.17 0 17 N17 5.17 6.25 18 N18 10.34 6.25 19 N19 15.51 0 20 N20 15.51 6.25 21 N21 0 0 22 N22 0 6.25 23 N23 20.75 0 24 N24 20.75 6.25 25 N25 0 0 26 N26 0 6.25 27 N27 20.75 0 28 N28 20.75 6.25 29 N29 0 5.25 30 N30 20.75 5.25 31 N31 0 5.25 32 N32 20.75 5.25 33 N33 0 1.75 34 N34 20.75 1.75 35 N35 20.75 1.75 36 N36 0 1.75 37 N37 5.17 5.25 38 N38 5.17 1.75 39 N39 10.34 5.25 40 N40 10.34 1.75 41 N41 15.51 5.25 42 N42 15.51 1.75 43 N43 5.17 5.25 44 N44 5.17 1.75 Lcomp top lftl Lbvv Lbvv Lbvv Lbvv Lbvv Lbvv Lbvv Lbvv z [ft] 0 0 0 0 0 0 0 0 0 0 12.75 12.75 12.75 12.75 12.75 12.75 12.75 12.75 12.75 12.75 4.25 4.25 4.25 4.25 8.5 8.5 8.5 8.5 0 0 12.75 12.75 0 0 12.75 12.75 0 0 0 0 0 0 12.75 12.75 RISA-3D Version 20 [ Roof Screen Analysis.r3d ] Page 54 Checked By : ___ _ Channel Conn. a [ftl Function NIA NIA Lateral NIA NIA Lateral NIA NIA Lateral NIA NIA Lateral NIA NIA Lateral NIA NIA Lateral NIA NIA Lateral NIA NIA Lateral Detach From Diaphraam I Page 10 Orie2 Engineering Structural & Bridge Engineers 9750 Miramar Road, Suite 310 San Diego, CA 92126 Node Coordinates (Continued) Label X fftl 45 N45 10.34 46 N46 10.34 47 N47 15.51 48 N48 15.51 49 N49 0 50 N50 0 51 N51 20.75 52 N52 20.75 53 N53 0 54 N54 0 55 N55 20.75 56 N56 20.75 Node Boundary Conditions Node Label 1 N1 2 N3 3 N5 4 N7 5 N9 6 N11 7 N12 8 N14 9 N16 10 N19 11 N21 12 N23 13 N25 14 N27 Basic Load Cases Company Designer : Orie2 Engineering : RCH Job Number Model Name: Y [ftl 5.25 1.75 5.25 1.75 5.25 1.75 5.25 1.75 5.25 1.75 5.25 1.75 X [k/inl Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction z [ft] 12.75 12.75 12.75 12.75 4.25 4.25 4.25 4.25 8.5 8.5 8.5 8.5 Page 55 Checked By : ____ _ Detach From Diaphraam Y [k/in] Z [k/inl Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction BLC Description Cateqorv Y Gravity Distributed Area/Member) 1 D None -1 2 W1 None 1 3 W2 None 1 4 W3 None 1 5 BLC 2 Transient Area Loads None 40 6 BLC 3 Transient Area Loads None 36 7 BLC 4 Transient Area Loads None 25 Load Combinations Description Solve P-Delta BLC Factor BLC Factor 1 D+0.6W1 Yes y 1 1 2 0.6 2 D+0.6W2 Yes y 1 1 3 0.6 3 D+0.6W3 Yes y 1 1 4 0.6 Load Combination Design Descri lion Service Hot Rolled Cold Formed Wood Concrete Mason Aluminum Stainless Connection D+0.6W1 Yes Yes Yes Yes Yes Yes Yes Yes 2 D+0.6W2 Yes Yes Yes Yes Yes Yes Yes Yes RISA-3D Version 20 ( Roof Screen Analysis.r3d ) Page 11 Orie2 Engineering SIIUCtural & Bridge Engineers 9750 Miramar Road, Suite 310 San Diego, CA 92126 Company : Orie2 Engineering Designer : RCH Job Number Model Name : Load Combination Design (Continued) Descri tion Service Hot Rolled Cold Formed Wood 3 D+0.6W3 Yes Yes Yes Envelope Node Reactions Page 56 Checked By : ___ _ Concrete Mason Aluminum Stainless Connection Yes Yes Yes Yes Yes Node Label X flbl LC y [lb] LC Z [lb] LC MX [lb-ft] LC MY [lb-ft] LC MZ fib-ft] LC 1 N1 max 481 .54 3 156.71 2 290.71 1 0 3 0 3 0 3 2 min -0.01 1 -132.77 1 0 3 0 1 0 1 0 1 3 N3 max 0.03 2 487.71 2 288.89 1 0 3 0 3 0 3 4 min -29.3 3 -132.7 1 -0.01 3 0 1 0 1 0 1 5 N5 max -1.42 1 124.08 2 0 3 0 3 0 3 0 3 6 min -356.21 3 -271.19 3 -619.82 1 0 1 0 1 0 1 7 N7 max -0.05 1 116.56 3 0 3 0 3 0 3 0 3 8 min -455.81 3 112. 71 2 -899.71 1 0 1 0 1 0 1 9 N9 max 1.59 2 522.15 3 5.1 2 0 3 0 3 0 3 10 min -359.24 3 124.54 1 -620.59 1 0 1 0 1 0 1 11 N11 max 0 2 290.99 1 46.94 2 0 3 0 3 0 3 12 min -611.64 3 2.16 2 -32.69 1 0 1 0 1 0 1 13 N12 max -1 .88 2 146.29 2 839.72 2 0 3 0 3 0 3 14 min -12.06 3 130.64 3 0 3 0 1 0 1 0 1 15 N14 max 16.02 3 327.13 1 0 3 0 3 0 3 0 3 16 min 0 2 -294.27 2 -746.17 2 0 1 0 1 0 1 17 N16 max 1.56 3 78.73 2 1114.63 2 0 3 0 3 0 3 18 min -0.02 2 73.45 3 -0.02 1 0 1 0 1 0 1 19 N19 max 1.98 1 162.68 3 381.56 2 0 3 0 3 0 3 20 min -7.91 3 146.59 2 -1 .65 1 0 1 0 1 0 1 21 N21 max 0 2 291.86 2 191 .23 2 0 3 0 3 0 3 22 min -257.64 3 -538.71 1 -502.58 1 0 1 0 1 0 1 23 N23 max 0 1 1245.46 2 771.43 2 0 3 0 3 0 3 24 min -8.16 3 -539.75 1 -503.15 1 0 1 0 1 0 1 25 N25 max 0 1 757.28 1 195.93 2 0 3 0 3 0 3 26 min -636.87 3 -74.18 2 -495.33 1 0 1 0 1 0 1 27 N27 max 7.66 3 758.37 1 786.81 2 0 3 0 3 0 3 28 min 0 1 -1025.81 2 -495.76 1 0 1 0 1 0 1 29 N29 max NC NC NC NC LOCKED NC 30 min NC NC NC NC LOCKED NC 31 N36 max NC NC NC NC LOCKED NC 32 min NC NC NC NC LOCKED NC 33 N30 max NC NC NC NC LOCKED NC 34 min NC NC NC NC LOCKED NC 35 N32 max NC NC NC NC LOCKED NC 36 min NC NC NC NC LOCKED NC 37 N44 max NC NC NC NC LOCKED NC 38 min NC NC NC NC LOCKED NC 39 Totals: max 0 2 1523.29 1 3626.06 2 40 min -2228.06 3 1523.29 2 -3626.06 1 Envelope A/SC 15TH (360-16): ASD Member Steel Code Checks Member Shape Code CheckLocfft LC Shear CheckLocfft Dir LC Pnc/om [lb Pnt/om [lb Mnyy/om fib-ft Mnzz/om fib-ft Cb Eqn 1 M1 HSS3X3X2 0.4 5.21 3 0.07 5.21 V 3 38926.94 52059.88 4521 .96 4521.96 2.02lH1-11 2 M2 HSS3X3X2 0.25 5.21 1 0.04 5.21 z 1 38926.94 52059.88 4521.96 4521 .96 1.55!H1 -11 3 M3 HSS3X3X 0.21 1.69 1 0.23 1.76 z 1 38926.94 52059.88 4521 .96 4521 .96 1.79H1 -1 t 4 M4 HSS3X3X2 0.31 1.69 1 0.06 0 z 1 38926.94 52059.88 4521.96 4521 .96 1.881H1-11 5 M5 HSS3X3X' 0.21 1.69 1 0.22 1.76 z 1 38926.94 52059.88 4521 .96 4521.96 1.81H1 -11 6 M6 IHSS3X3X' 0.23 1.69 3 0.04 0 V 3 38926.94 52059.88 4521 .96 4521.96 1.321H 1-11 RISA-3D Version 20 [ Roof Screen Analysis.r3d ] Page 12 Orie2 Engineering Structural & Bridge Engineers 9750 Miramar Road, Suite 31 O San Diego, CA 92126 Company : Orie2 Engineering Designer : RCH Job Number Model Name : Envelope A/SC 15TH (360-16): ASD Member Steel Code Checks (Continued) Member Shape Code CheckLoc[ft LC Shear CheckLocfft Dir LC Pnc/om fib 7 M7 HSS3X3X 0.65 5.21 2 0.11 5.21 z 2 38926.94 8 M8 HSS3X3X 0.4 1.69 2 0.08 0 z 2 38926.94 9 M9 HSS3X3X 0.3 1.69 2 0.37 1.76 z 2 38926.94 10 M10 HSS3X3X 0.41 5.21 2 0.54 1.76 z 2 38926.94 11 M11 HSS3X3X' 0.25 5.21 3 0.41 1.76 V 3 38926.94 12 M12 HSS3X3X' 0.42 5.21 2 0.07 5.21 z 2 38926.94 13 M13 HSS3X3X' 0.23 5.21 1 0.28 5.21 V 3 38926.94 14 M14 HSS3X3X'. 0.42 5.21 2 0.07 5.21 z 2 38926.94 15 M15 HSS3X3X3 0.47 15.56 1 0.33 0 z 1 5963.72 16 M16 HSS3X3Xc 0.34 8.5 2 0.04 4.25 V 2 15795.49 17 M17 HSS3X3X~ 0.8 5.19 2 0.64 0 z 2 12986.45 18 M18 HSS3X3X' 0.67 8.5 3 0.52 12.75 z 3 15795.49 19 M19 HSS3X3X' 0.19 18.37 1 0.39 4.97 z 1 5963.72 20 M20 HSS3X3X' 0.44 4.25 2 0.07 4.25 V 2 15795.49 21 M21 HSS3X3X-4 0.6 5.19 2 0.71 5.19 z 2 12986.45 22 M22 HSS3X3X3 0.6 8.5 3 0.58 8.5 z 3 15795.49 RISA-3D Version 20 [ Roof Screen Analysis.r3d ] Page 57 Checked By : ___ _ Pnt/om [lb Mnyy/om [lb-ft Mnzz/om fib-ft Cb Eqn 52059.88 4521.96 4521.96 2.26IH1-1b 52059.88 4521.96 4521 .96 1.54!H1 -1t 52059.88 4521.96 4521 .96 1.8JH1-1b 52059.88 4521 .96 4521.96 1.81 H3-6 52059.88 4521.96 4521.96 1.3' H3-6 52059.88 4521.96 4521.96 1 H1 -1t 52059.88 4521.96 4521 .96 1 H1 -1I 52059.88 4521 .96 4521 .96 1 H1-1 t 52059.88 4521.96 4521 .96 1.H H3-6 52059.88 4521.96 4521 .96 1 H1-1t 67209.58 5692.61 5692.61 2.n H3-6 52059.88 4521.96 4521 .96 2.9 H3-6 52059.88 4521 .96 4521.96 1 H3-6 52059.88 4521 .96 4521 .96 2.6 H1-11 67209.58 5692.61 5692.61 ?.9f H3-6 52059.88 4521 .96 4521 .96 3 H3-6 Page 13 0 -32.69 0.991 / 2.163 ASD Joint Reactions 0 146 293 / 130.64 -1.6 . 162.684 / 146.591'6.018 / 0. -745-1321126 Combine worst tension & shear from all supports (conseNative) T = 1,026 lbs Vz = 1,115 lbs Vx = 637 lbs Envelope Only Solution Reaction and Moment Units are lbs and lb-ft (Enveloped) Orie2 Engineering RCH Page 58 288.895 -29 305 1245.463 758 37 SK-1 Sep 12, 2023 at 02:07 PM Roof Screen Analysis.r3d Orie' Engineering Company Stt1JC1ura1 Engineers Designer : Orie2 Engineering : RCH .,,.,.....,_,._,,su.,.310 Job Number ASD Joint Reactions San Oiftgo, CA 9212tl Far. (8581 Sl&-C811 Model Name : Envelope Node Reactions Node Label X flbl LC Y llbl 1 N1 max 481.537 3 156.715 2 min -0.014 1 -132.772 3 N3 max 0.025 2 487.712 4 min -29.305 3 -132.704 5 NS max -1.415 1 124.085 6 min -356.212 3 -271.194 7 N7 max -0.053 1 116.558 8 min -455.806 3 112.709 9 N9 max 1.595 2 522.152 10 min -359.24 3 124.538 11 N11 max 0 2 290.991 12 min -611 .635 3 2.163 13 N12 max -1 .882 2 146.293 14 min -12.062 3 130.64 15 N14 max 16.018 3 327.126 16 min 0.001 2 -294.266 17 N16 max 1.56 3 78.727 18 min -0.018 2 73.455 19 N1 9 max 1.979 1 162.684 20 min -7.906 3 146.591 21 N21 max -0.001 2 291 .856 22 min -257.643 3 -538.706 23 N23 max 0.002 1 1245.463 24 min -8.157 3 -539.75 25 N25 max 0.001 1 757.283 26 min -636.874 3 -74.178 27 N27 max 7.663 3 758.37 28 min 0 1 -1025.814 29 N29 max NC NC 30 min NC NC 31 N36 max NC NC 32 min NC NC 33 N30 max NC NC 34 min NC NC 35 N32 max NC NC 36 min NC NC 37 N44 max NC NC 38 min NC NC 39 Totals: max 0 1 1523.288 40 min -2228.062 3 1523.288 RISA-3D Version 21 LC Z flbl LC 2 290.71 1 1 -0.001 3 2 288.895 1 1 -0.009 3 2 -0.001 3 3 -619.825 1 3 0 3 2 -899.71 1 3 5.102 2 1 -620.586 1 1 46.942 2 2 -32.69 1 2 839.72 2 3 0 3 1 0 3 2 -746.171 2 2 1114.627 2 3 -0.023 1 3 381.558 2 2 -1 .654 1 2 191.226 2 1 -502.584 1 2 771.429 2 1 -503.154 1 1 195.928 2 2 -495.332 1 1 786.813 2 2 -495.76 1 NC NC NC NC NC NC NC NC NC NC 2 3626.063 2 3 -3626.063 1 [ Roof Screen Analysis.r3d ] MX fib-ft LC MY [lb-ft 0 3 0 0 1 0 0 3 0 0 1 0 0 3 0 0 1 0 0 3 0 0 1 0 0 3 0 0 1 0 0 3 0 0 1 0 0 3 0 0 1 0 0 3 0 0 1 0 0 3 0 0 1 0 0 3 0 0 1 0 0 3 0 0 1 0 0 3 0 0 1 0 0 3 0 0 1 0 0 3 0 0 1 0 NC LOCKED NC LOCKED NC LOCKED NC LOCKE[ NC LOCKE[ NC LOCKE[ NC LOCKE[ NC LOCKED NC LOCKEC NC LOCKED Page 59 9/12/2023 2:07:28 PM Checked By : ___ _ LC MZ [lb-ft LC 3 0 3 1 0 1 3 0 3 1 0 1 3 0 3 1 0 1 3 0 3 1 0 1 3 0 3 1 0 1 3 0 3 1 0 1 3 0 3 1 0 1 3 0 3 1 0 1 3 0 3 1 0 1 3 0 3 1 0 1 3 0 3 1 0 1 3 0 3 1 0 1 3 0 3 1 0 1 3 0 3 1 0 1 NC NC NC NC NC NC NC NC NC NC Page 1 1 1/2" TYP. Orie2 Engineering Structural & Bridge Engineers 9750 Miramar Rd., Su~e 310 Phone I : (858) 335-7643 San Diego, CA 92126 www.orie2.com - -= - = -= --= --= -- L. = --= --= --= -= --- - - ij Project No. : 17_5_._0_1 _1-_2_2 ____ _ PROJECT : Legoland Restroom Rebuild Roof Screen Post Anchorage -- L.- - ij Combine worst tension & shear from all supports (conservative) T = 1,026 lbs Vz = 1,11 5 lbs Vx = 637 lbs V = ( 111 5"2 + 637"2 )"1/2 = 1,284 lbs T anchor = T I 2 anchors= 1,026 I 2 = 51 3 lbs V anchor = V / 2 anchors = 1,284 I 2 = 642 lbs 1) Check Base Plate 2) Check Weld 3) Check Lag Screws (ASD) (ASD) ~ ,._ Page 60 DATE : 9/12/23 BY : ESY -.._ I'--. ~ ~~ -.._ : .._ .._ : L- ~ : L- ~ .._ .._ :/ : >-~ I/ L- : L- ~/ / HS TY S3x3x3/16 {GALV.), P . I I Ir I'--. TYP. PL 1/2x5x0'-10" w/ 2) r 01A. • s· LAG BOLTS (GALV.) lYP. ( -JI ~ ORIE~ ENGINEERING Structural & Bridge Engineers 9750 Miramar Rd., Suite 310 San Diego, CA 92126 Description: HSS4x4 • Properties • Cone. Strength -fc (ksi): Allow Cone Bear fb=0.375·fc (ksi): Allow Steel Strength -Fy (ksi): Anchor Bolt -As (in.'2): Allow Tension -Ft (ksi): • Column Forces • Axial Load -P (kips): Moment -M (k-ft.): • Base Plate Dimensions • Width -N (in.): Depth -B (in.): Edge Dist to A.B.-de (in.): Column Width -D (in.): Distance -d (in.): 1.026 0.000 10.0 5.0 1.50 3.0 8.5 3.0 1.125 36.0 • Solve for "a": A·a'2 + B·a + C = O (Quadradic Equation) A=1= C = 6·[ M+P·(N/2-de)) / [ 0.375•rc•B) = Solution 1: a (in.) = Solution 2· a (in.) = Select a (in.) = 25.35 0.15 0.15 1.00 -25.5 3.8 1) Check Base Plate Project No. : 175.011-22 Phone# : (858) 335-7643 PROJECT : Legoland Restroom Rebuild *** Steel Base Plate Design *** !OUTPUT • Design Base Plate • Cantilever Distance -L (in.): Bearing Stress f2 = fb"Ua (ksi): M = (k-in.) • Plate Thickness -t Allow Fb = 0. 75•Fy (ksi): Use PL 1/2" X 5" X 0'-10" w/ (2) 3/4" dia. Lag Bolts 27.0 Page 61 DATE : 09/12/23 3.5 0.000 23.0 (a> L ) 1.4 (a<L) 1.4 0.22 2) Check Weld Page 62 "WELDGRP.xls" Program Version 2.1 WELD GROUP ANALYSIS Using the Elastic Method for up to 24 Total Welds Job Name: Legoland Restroom Rebuild Subject: Weld at Base Plate Job Number: 175.011-22 Originator: ESY I Checker: I DJF Input Data: Number of Welds, Nw = I 4 I 14.0 Weld Coordinates: Start End 12.0 X1 (in.) Y1 (in.) X2 (in .) Y2 (in.) Weld #1 0.000 0.000 0.000 3.000 r,00 Weld #2 0.000 0.000 3.000 0.000 -Weld #3 3.000 0.000 3.000 3.000 Weld#4 0.000 3.000 3.000 3.000 :§_ 8.0 Cl) ->< ~ 6.0 >-------- 4.0 --·- 2.0 * 0.0 0.0 2.0 4.0 6.0 8.0 10.0 12.0 X • AXIS (in.) -----+ WELD GROUP PLOT , ____ . _,_ -+Y 1 =Start ,---·--------2=End 1 2 --- - - 2 ~Weld #3 Weld #2 No. of Load Points =I 1 I Weld #1 Load Point Data: 1 Point #1 1 2 X-Coordinate (in.)= 1.500 '-origin +X - --Y-Coordinate (in.)= 1.500 Z-Coordinate (in.)= 0.000 +Z Axial Load, Pz (k) = 1.03 NOMENCLATURE Shear Load, Px(k)= 1.12 Shear Load, Py(k)= 0.64 Moment, Mx (in-k) = 0.00 Moment, My (in-k) = 0.00 - --Moment, Mz (in-k) = 0.00 (continued) 1 of 2 9/12/2023 3:33 PM Results: Weld Grouo Prooerties: L Loads Ii C.G. of Weld Grouo: Lw = 12.000 in. :E Pz = 1.03 kips Xe= 1.500 in. :E Px = 1.12 kips Ye= 1.500 in. :E Py= 0.64 kips -Ix= 18.00 inA3 L Mx = 0.00 in-k ly = 18.00 inA3 :E My= 0.00 in-k J = 36.00 inA3 :E Mz= 0.00 in-k Weld Forces lk/in.) Fw(1) Fw(2) Weld #1 0.137 0.137 Weld #2 0.137 0.137 Weld #3 0.137 0.137 Weld#4 0.137 0.137 - --- --- - ,------ Reauired E70XX Weld Size: Fw(max) = 0.137 kips/in. Fillet (leg) = 0.009 in. I-Throat (eff) = 0.007 in. 2 of 2 Page 63 "WELDGRP.xls" Program Version 2.1 9/12/2023 3:33 PM 3) Check Lag Screws Orie• Engineering Structural & Bridge Engineers Project No.: _1_75_._0_1 _1-_2_2 ______ _ 9750 Miramar Road, Suite 310 Phone#: (858) 335-7643 PROJECT: Legoland Restroom Rebuild San Diego, CA 92126 Lag Screw Information: Fastener Type: Lag Screw Screw Diameter, d: 3/4 in Screw Length, L: 6.0 in Total Number of Screw(s): 1 Screw(s) Effective Thread Length, Lt or p: 3.00 in Withdrawal Design Value, W: 513 lbf / in Shear Design Value, Z: 600 lbf Load Duration Factor, Cd: Wet Service Factor, Cm: Temperature Factor, Ct: Group Action Factor, Cg: Geometry Factor, Ct,,: End Grain Factor, Ceg: Diaphragm Factor, Cdi: Toe-Nail Factor, Ctn: 1.6 1.0 1.0 1.0 1.000 1.0 1.0 1.0 Withdrawal Load, W = W • Cd • Cm • Ct • Ceg • Ctn W = 513 lbf / in • 1.6 • 1.0 • 1.0 • 1.0 • 1.0 W = 820.8 lbf / in NOS Screw Capacity (NOS 2018, Table L2) (NOS 2018, Table 12.2A) (NOS 2018, Table 12K) (NOS 2018, Table 2.3.2) (NOS 2018, Table 11 .3.3) (NOS 2018, Table 11 .3.4) (NOS 2018, Section 11.3.6) (NOS 2018, Section 12.5.1) (NOS 2018, Section 12.5.2) (NOS 2018, Section 12.5.3) (NOS 2018, Section 12.5.4) Fastener Tension Capacity, Tallow= W • Lt= 820.8 lbf /in• 3.0000 in Tallow= 2462.4 lbf / Screw Shear Load, Z' = Z • Cd • Cm • Ct • Cg • Ct,, • Ceg • Cdi • Ctn Z' = 600 lbf* 1.6 * 1.0 * 1.0 * 1.0 * 1.0 * 1.0 * 1.0 * 1.0 Z' = 960.0 lbf Fastener Shear Capacity, Vallow= Z' = 960.0 lbf Vallow= 960.0 lbf / Screw Check Anchor Bolts Tension= Tallow= (T/Tallow)/ Bolts = Shear= Vallow= (VNallow)/ Bolts = 513.0 lbs 2462.4 lbs 0.21 < 1.0, OK 642.0 lbs 960.0 lbs 0.67 < 1.0, OK R= 821 .8 lbs Page 64 DATE : 09/12/23 BY: ESY Interaction Equation= (Wp)*Z'/[(Wp)cos2a + Z'sin2a] 1259.5 lbs a = 38.63 degrees la'= 1259.45 lbs 0.65 < 1.0, OK NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION 181 Table L2 Standard Hex Lag Screws1 A ===========g ::=-==---=L=-----=-----.=1 ====== E = length of tapered tip, in. D = diameter, in. ~ L = lag screw length, in. D, = root diameter, in. ~ J~o N = number of threads/inch S = unthreaded body length, in. ~ _ -~ F = width of head across flats, in. J:i,, T = minimum thread length2, in. F ,-Lr.e----1,J H = height of head, in. ~ Length, L 1/4 5/16 D, 0.173 0.227 E 5/32 3/16 1-1 11/64 7/32 F 7/16 1/2 N 10 9 s 1/4 1/4 I T 3/4 3/4 T-E 19/32 9/16 s 1/4 1/4 1-1/2 T 1-1/4 1-1/4 T-E 1-3/32 1-1/16 s 1/2 1/2 2 T 1-1/2 1-1/2 T-E 1-11/32 1-5/16 s 3/4 3/4 2-1 /2 T 1-3/4 1-3/4 T-E 1-19/32 1-9/16 s I I 3 T 2 2 T-E 1-27/32 1-13/16 s 1-1/2 1-1/2 4 T 2-1/2 2-1/2 T-E 2-11/32 2-5/16 s 2 2 5 T 3 3 T-E 2-27/32 2-13/16 s 2-1/2 2-1/2 6 T 3-1/2 3-1/2 T-E 3-11/32 3-5/16 s 3 3 7 T 4 4 T-E 3-27/32 3-13/16 s 3-1/2 3-1/2 8 T 4-1/2 4-1 /2 T-E 4-11/32 4-5/16 s 4 4 9 T 5 5 T-E 4-27/32 4-13/16 s 4-1/2 4-1 /2 10 T 5-1/2 5-1/2 T-E 5-11/32 5-5116 s 5 5 II T 6 6 T-E 5-27/32 5-13/16 s 6 6 12 T 6 6 T-E 5-27/32 5-13/16 3/8 0.265 7/32 1/4 9/16 7 1/4 3/4 17/32 1/4 1-1/4 1-1/32 1/2 1-1/2 1-9/32 3/4 1-3/4 1-17/32 I 2 1-25/32 1-1/2 2-1 /2 2-9/32 2 3 2-25/32 2-1/2 3-1/2 3-9/32 3 4 3-25/32 3-1/2 4-1 /2 4-9/32 4 5 4-25/32 4-1/2 5-1/2 5-9/32 5 6 5-25/32 6 6 5-25/32 Reduced Body Diameter 7/16 1/2 0.328 0.371 9/32 5/16 19/64 11/32 5/8 3/4 7 6 1/4 1/4 3/4 3/4 15/32 7/16 1/4 1/4 1-1/4 1-1/4 31/32 15/16 1/2 1/2 1-1/2 1-1/2 1-7/32 1-3/16 3/4 3/4 1-3/4 1-3/4 1-15/32 1-7/16 I I 2 2 1-23/32 1-11/16 1-1 /2 1-1/2 2-1 /2 2-1/2 2-7/32 2-3/16 2 2 3 3 2-23/32 2-11/16 2-1/2 2-1/2 3-1/2 3-1/2 3-7/32 3-3/16 3 3 4 4 3-23/32 3-11/16 3-1/2 3-1/2 4-1/2 4-1/2 4-7/32 4-3/16 4 4 5 5 4-23/32 4-11/16 4-1/2 4-1/2 5-1/2 5-1/2 5-7/32 5-3/16 5 5 6 6 5-23/32 5-11/16 6 6 6 6 5-23/32 5-11/16 Full-Body Diameter Diameter, fl 5/8 3/4 0.471 0.579 13/32 1/2 27/64 1/2 15/16 1-1/8 5 4-1/2 1/2 1-1/2 1-3/32 3/4 1-3/4 1-11 /32 I I 2 2 1-19/32 1-1/2 1-1/2 1-1/2 2-1/2 2-1/2 2-3/32 2 2 2 3 3 2-19/32 2-1/2 2-1/2 2-1/2 3-1/2 ·-I/~ 3-3/32 3 3 3 4 4 3-19/32 3-1/2 3-1/2 3-1/2 4-1/2 4-1/2 4-3/32 4 4 4 5 5 4-19/32 4-1/2 4-1/2 4-1/2 5-1/2 5-1/2 5-3/32 5 5 5 6 6 5-19/32 5-1/2 6 6 6 6 5-19/32 5-1/2 7/8 0.683 19/32 37/64 1-5/16 4 I 2 1-13/32 1-1/2 2-1/2 1-29/32 2 3 2-13/32 2-1/2 3-1/2 2-29/32 3 4 3-13/32 3-1/2 4-1/2 3-29/32 4 5 4-13/32 4-1/2 5-1/2 4-29/32 5 6 5-13/32 6 6 5-13/32 I 1-1/8 1-1/4 0.780 0.887 1.012 11/16 25/32 7/8 43/64 3/4 27/32 1-1/2 1-11/16 1-7/8 3-1/2 3-1/4 3-1/4 I 2 1-5/16 1-1/2 1-1/2 1-1/2 2-1/2 2-1/2 2-1/2 1-13/16 1-23/32 1-5/8 2 2 2 3 3 3 2-5/16 2-7/32 2-1/8 2-1/2 2-1/2 2-1/2 3-1/2 3-1/2 3-1/2 2-13/16 2-23/32 2-5/8 3 3 3 4 4 4 3-5/16 3-7/32 3-1/8 3-1/2 3-1 /2 3-1/2 4-1/2 4-1/2 4-1 /2 3-13/16 3-23/32 3-5/8 4 4 4 5 5 5 4-5/16 4-7/32 4-1/8 4-1/2 4-1/2 4-1/2 5-1/2 5-1/2 5-1/2 4-13/16 4-23/32 4-5/8 5 5 5 6 6 6 5-5/16 5-7/32 5-1/8 6 6 6 6 6 6 5-5/16 5-7/32 5-1/8 I. Tolerances are specified m ANSVASME B 18.2.1. Full-body diameter and reduced body diameter lag screws are shown. For reduced body diameter lag screws, the unthreaded body diameter may be reduced to approximately the root diameter, D,. 2. Minimum thread length (T) for lag screw lengths (L) is 6 or 1/2 the lag screw length plus 0.5, whichever is less. Thread lengths may exceed these minimums up to the full lag screw length (L). Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No reproduction or transfer authorized. AMERICAN WOOD COUNCIL z C >< NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION 77 I Table 12.2A Lag Screw Reference Withdrawal Values, W1 Tabulated withdrawal design values (W) are in pounds per inch of thread penetration into side grain of wood member. Len2th of thread penetration in main member shall not include the length of the tapered tip (see 12.2.1.1). Specific Gravity, Lag Screw Diameter D G2 114" 5/16" 3/8" 7/16" 1/2" 5/8" I 3/4" I 7/8" l" 1-1/8" 1-1/4" 0.73 397 469 538 604 668 789 905 1016 11 23 1226 1327 0.71 381 450 516 579 640 757 868 974 1077 1176 1273 0.68 357 422 484 543 600 709 813 91 3 1009 11 03 11 93 0.67 349 413 473 531 587 694 796 893 987 1078 1167 0.58 28 1 332 38 1 428 473 559 641 719 795 869 940 0.55 260 307 352 395 437 516 592 664 734 802 868 0.5 1 232 274 314 353 390 461 528 593 656 716 775 I 0.50 225 266 305 342 378 447 I 513 I 576 636 695 752 0.49 218 258 296 332 367 434 498 559 617 674 730 0.47 205 242 278 312 345 408 467 525 580 634 686 0.46 199 235 269 302 33 4 395 453 508 562 613 664 0.44 186 220 252 283 312 369 423 475 525 574 621 0.43 179 212 243 273 302 357 409 459 508 554 600 0.42 173 205 235 264 291 344 395 443 490 535 579 0.41 167 198 226 254 28 1 332 381 428 473 516 559 0.40 16 1 190 218 245 271 320 367 412 455 497 538 0.39 155 183 210 236 26 1 308 353 397 438 479 518 0.38 149 176 202 227 251 296 340 381 422 461 498 0.37 143 169 194 218 241 285 326 367 405 443 479 0.36 137 163 186 209 23 1 273 313 352 389 425 460 0.35 132 156 179 200 222 262 300 337 373 407 441 I 0.31 110 130 149 167 185 218 250 281 3 I I 339 367 I. Tabulated wnhdrawal design values, W, for lag screw connecl10ns shall be multiplied by all applicable adJustment factors (see Table 11.3.1 ). 2. Specific gravity, G, shall be detennined in accordance with Table I 2.3.3A. C 0 :E l'T'I r I -4 ~ .,, l'T'I ~ VI -4 l'T'I z l'T'I ::u (/) m 108 DOWEL-TYPE FASTENERS ti) Table 12K LAG SCREWS: Reference Lateral Design Values, Z, for Single Shear (two member) Connectlons1•2•3•4 I I ~ LI.I ~ c., en C, C -' ~ E., t ~ ~~ cX !! ~~ O> ~ V, ~ j i5 t. D Z11 in. in. lbs. 0.075 1/4 170 (14 gage) 5/16 220 3/8 220 0.105 1/4 180 (12 gage 5/16 230 3/8 230 0 120 1/4 190 (11 gage 5/16 230 3/8 240 0.134 1/4 200 (10 gage 5/16 240 3/8 240 0.179 1/4 220 (7 gage) 5/16 260 3/8 270 0.239 1/4 240 (3 gage) 5/16 300 3/8 310 7/18 420 1/2 510 .~ J70 3/4 1110 7/8 1510 1 1940 1/4 1/4 240 5/16 310 3/8 320 7/18 480 1/2 580 Ml 850 a..2:!.. 1200 7/8 1600 1 2040 for sawn lumber or SCL with ASTM A653, Grade 33 steel side plate (for ts<1/4") or ASTM A 36 steel side plate (for ts=1 /4") (tabulated lateral design values are calculated based on an assumed length of lag screw penetration, p, into the main member equal to 8D) ~ ~ if ii., ir' ., "' "' vi !£ .., .., t ~ -~ Ez ~~u -" "'~ E u. ii ,._ ~ "' ., ~~ ~if M ;! ~Ed,~~ 0 "'ail ..,.!!1 .., ;i ?i ~ ri>&-o g, e ci o!? [ih«ii al <?.~ ~ II O G.l II II ; ~~ "' c.,::;<I) l!>O l!)O~ l!>OJ: l!) (!)<I) l!)C,: l!>W<ll z, Z11 z, Z11 z, Zn z, Zn z, Zn z, Z11 z, z,, z, z,, z, lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. 130 160 120 150 110 150 110 150 100 140 100 140 100 130 90 130 90 160 200 140 190 130 190 130 190 130 180 120 180 120 170 110 170 110 160 200 140 200 130 190 130 190 120 180 120 180 120 170 110 170 100 140 170 130 160 120 160 120 160 110 150 110 150 110 140 100 140 100 170 210 150 200 140 200 140 190 130 190 130 190 120 180 110 170 110 160 210 140 200 140 200 130 200 130 190 120 190 120 180 110 180 110 150 180 130 170 120 170 120 160 120 160 110 160 110 150 100 150 100 170 210 150 210 140 200 140 200 140 190 130 190 130 180 120 180 120 170 220 150 210 140 210 140 200 130 200 130 190 120 180 110 180 110 150 180 140 180 130 170 130 170 120 160 120 160 110 150 110 150 100 180 220 160 210 150 210 140 200 140 200 130 200 130 190 120 180 120 170 220 150 220 140 210 140 210 140 200 130 200 130 190 120 190 120 170 210 150 200 150 200 140 190 140 190 130 190 130 180 120 170 120 190 240 170 230 160 230 160 230 150 220 150 220 150 210 130 200 130 190 250 170 240 160 240 160 230 150 220 140 220 140 210 130 210 130 180 220 160 210 150 210 150 200 140 190 140 190 130 180 120 180 120 220 280 190 270 180 260 180 260 170 250 160 250 160 230 150 230 150 220 280 190 270 180 270 180 260 170 250 160 250 160 240 140 230 140 ---350 290 390 280 380 240 370 240 380 230 350 220 220 330 200 330 200 340 470 300 480 290 450 280 440 270 430 280 420 280 400 240 400 230 490 710 !130 880 400 880 400 880 380 r-640 370 830 380 ~ 330 !!1111 ~..,, 670 1020 590 980 560 970 550 950 530 920 500 910 500 860 450 850 450 880 1390 780 1330 730 1320 710 1280 690 1250 650 1230 650 1170 590 1160 590 1100 1780 960 1710 910 1700 890 1650 860 1600 820 1590 810 1500 740 1480 730 180 220 160 210 150 210 150 200 140 200 140 190 130 180 120 180 120 220 280 200 270 180 270 180 260 170 250 170 250 160 230 150 230 150 220 290 190 280 180 270 180 270 170 260 160 250 160 240 150 240 140 ,_ -320 440 280 420 270 420 280 410 250 390 240 390 230 370 220 380 210 390 540 340 520 320 510 320 500 310 480 290 480 290 480 270 450 280 530 7M 470 -750 .. ,, 740 440 720 ,420 700 400 1!110 ,400 880 370 850 380 730 1100 640 1060 L;.. 1050 590 1020 570 990 540 980 530 930 490 920 480 930 1470 820 1410 1400 750 1360 720 1320 690 1310 680 1240 630 1220 620 1150 1870 1000 1800 950 1780 930 1730 900 1680 850 1660 840 1570 770 1550 760 I. Tabulated lateral design values, Z, shall be multiplied by all applicable adjustment factors (see Table 11 .3.1 ). "' .9! ~ <I) "'E <-!l 'ini l!>Z z,, z, lbs. lbs. 130 90 160 100 170 100 140 90 170 110 170 110 140 100 180 110 180 110 150 100 180 120 180 110 170 120 200 130 200 130 180 120 230 140 230 140 320 190 I 390 230 """ 320 840 440 1140 570 1460 710 180 120 230 140 230 140 380 210 440 280 &40 350 900 470 1200 600 1530 740 2. Tabulated lateral design values, Z, are for "reduced body diameter" lag screws (see Appendix Table L2) insened in side grain with screw axis perpendicular to wood fibers; screw penetration, p, into the main member equal to 8D; dowel bearing strengths, F,, of61,8S0 psi for ASTM A653, Grade 33 steel and 87,000 psi for ASTM A36 steel and screw bending yield strengths, F,., of70,000 psi for D: 1/4", 60,000 psi for D : 5/16", and 45,000 psi for D :::3/8". 3. Where the lag screw penetration, p, is less than 8D but not less than 4D, tabulated lateral design values, Z, shall be multiplied by p/8D or lateral design values shall be calculated using the provisions of 12.3 for the reduced penetration. 4. The length of lag screw penetration, p, not including the length oft he tapered tip, E (see Appendix Table L2), of the lag screw into the main member shall not be less than 4D. See 12.1.4.6 for minimum length of penetration, Pm;o• Copyright© American Wood Council. Downloaded/printed pursuant to License Agreement. No reproduction or transfer authorized. AMERICAN WOOD COUNCIL Page 68 Orie2 Engineering 5tructural and Bndge Engmeer, Equipment Anchorage Page 69 Orie2 Engineering Structural & Bridge Engineers Project No. : 175.011 -22 -------- 9750 Miramar Rd., Su~e 310 Phone#: (858) 335·7643 PROJECT : Legoland Restroom Rebuild DATE : 9/12/23 BY : ESY San Diego, CA 92126 www.orie2.com HVAC Unit Anchorage L ...,__-+-_______ c_.G_._wr_. ~,320 LBS • . I N 5'-Q" 1) HVAC Unit Anchorage to Curb 2) Curb Anchorage to Glulam Beams I I " _J 814 TEK SCREW AT 12" O.C. PREMANUFACTURED ROOF CURB SIMPSON 1/4"¢ x 3" SDS's SCREWS AT 16" O.C. MIN. (5) EA. SIDE OF UNIT ---GLB BEAM, PER PLAN Orie2 Engineering Structural Engineers 9750 Miramar Road. S..ae 310 San Diego. CA 92126 Fax: (858) 588-0911 Project No.: 175.011-22 PROJECT: Legoland Restroom Rebuild Seismic Demands on Non-Structural Components ASCE 7-16 Section 13.3.1 Code: 2022 CBC, ASCE 7 -16 CHAPTER 11, 12, 13 SEISMIC DESIGN CRITERIA Soil Site Class: D, Default Table 20-3-1, If defaun is chosen, Min F, = 1.2 S,: 106.3 o/og s,: 38.4 %9 F,: 1.200 (USGS using Latitude/Longitude) Table 11.4-1 F,: 1.916 SMs: 1.276 SM,: 0.736 Sos: 0.850 So,: 0.490 Occupancy: II Table 11.4-2 F,·S, F,•S 1 213(S i,s) 213(S ,,, I 1.: 1 Component = Air-side HVAC ap = 2.5 Rp = 6 height of struct to pt. of attachment, z = 1 ave. roof height to base, h = 1 Seismic Force: F0 = 0.4a,Sp5 x (1+2(z/h)) x w0 (RJI.) F • = 0.425 x W0 <-Governs Fo.min = 0.3Sosl0 X W, F,.min = 0.255 X W, Fa.mu = 1.6Sosl, x W, F,.mu = 1.361 xW, F0 = 0.425 x W, (LRFD) ASCE 7-16, Section 13.1.3 ASCE 7-16, Table 13.5-1 or 13.6-1 ASCE 7-16, Eq 13.3-1 ASCE 7-16, Eq 13.3-3 ASCE 7-16, Eq 13.3-2 Page 70 DA TE : 09/15/23 BY : ESY Orie2 Engineering Structural Engineers 1) HVAC Unit Anchorage to Curb Project No.: 175.011-22 9750 Mlramaf Road. Suite 310 PROJECT: Legoland Restroom Rebuild San Diego, CA 92126 Fax: (858) 588-0911 Equipment Weight and Dimensions Weight of Equipment, Wp: Horiz. Width of Unit, b1: Horiz. Length of Unit, b2: Vert. Distance to C.G., h: 2320 lbs 60 in 76 in 25.0 in Anchor Bolt Information Total Number of Anchors: 10 Bolt(s) Number of Anchors per group: 1 Bolt(s) Anchor Type: Tek Screw Anchor Diameter: 1/4 in Seismic Loading Equipment Anchorage HVAC Unit Anchorage to Curb Seismic Design Force, Fp: 0.425 • Wp (LRFD) Spectral Acceleration, Sds: 0.850 Fpv Fp h w Fp = 0.7 x Fp x Wp LoadComllination0.6D• 0.lE Fp = 690.5 lbs Fpv = 0.7 x 0.2 x Sds x Wp Fpv = 276.2 lbs Overturning and Anchor Forces M = Fph x h M = 17.263 kip-in Mr= (0.6Wp -Fpv) x (bl / 2) Mr= 33.4737 kip-in T= (M-Mr)/b1 T = -270.2 lbs T anchor = T / 5 anchors T anchor= 0.0 lbs Vanchor = Fp / 10 anchors V anchor = 69.1 lbs (ASD) (ASD) Uplift from CNerluming Moment b1 Page 71 DA TE : 09/15/23 BY : ESY ♦ ♦ • b2 PLAN VIEW Orie' Engineering Structural & Bridge Engineers 9750 Miramar Road, Suite 310 San Diego, CA 92126 Phone#: (858) 335-7643 Project No.: _1_75_._0_1 _1-_2_2 _____ _ PROJECT: Legoland Restroom Rebuild Tek Screw Tek Screw Capacity Fastener Information: Attaching Material: Steel Fastener Type: Tek Screws Material Thickness not in contact with Screw head: 16ga Material Thickness in contact with Screw head: 14ga Fastener Size: 1/4 in Fastener Length: 1.00 in Allowable Tensile Pull-Out Capacity, Tnot I 0 : Allowable Tensile Pullover Capacity, Tnov I 0 : Allowable Shear (Bearing) Capacity, Vns / 0 : Allowable Tensile Fastener Capacity, Tis / 0 : Allowable Shear Fastener Capacity, Vss / 0 : 191.0 700.0 463.0 1605.0 990.0 lbf I Fastener (ICC-ESR-1976, Table 2) lbf I Fastener (ICC-ESR-1976, Table 3) lbf I Fastener (ICC-ESR-1976, Table 4) lbf I Fastener (ICC-ESR-1976, Table 5) lbf I Fastener (ICC-ESR-1976, Table 5) Allowable Tensile Capacity, Tallow = MIN((Tnot / 0 ), (Tnov I 0), (Tis / O)] Tallow= MIN[(191.0 lbf / Fastener), (700.0 lbf I Fastener), (1605.0 lbf I Fastener)] Tallow = 191 .0 lbf I Fastener Allowable Shear Capacity, Vallow= MIN[(Vns / 0), (Vss / O)] Vallow= MIN[(463.0 lbf I Fastener), (990.0 lbf / Fastener)] Vallow= 463.0 lbf / Fastener T = 0 lbs V = 70 lbs V /Vallow = 70 / 463 = 0.15 < 1.0 OKAY Page 72 DA TE : 09/15/23 BY : ESY Page 73 Orie' Engineering Structural & Bridge Engineers 9750 Miramar Road, Suite 310 San Diego, CA 92126 Phone#: (858) 335-7643 Project No.: _1_7_5._0_1 _1-_2_2 _____ _ PROJECT: Legoland Restroom Rebuild ESR-1976 DATE : 09/15/23 BY : ESY ESR-1976 Most W1dttlyAccttplttd and Trustttd Page 5 o f 8 TABLE 2-ALLOWASLE 'TENSILE PULL-OUT LOAOS (PN0,/0), pounds..force'· 1-~._, Steel F., • ,.5 k al, Applied Factor of s ar.ty. 0 •3.0 Screw Nomfnal Oe•fgn Thlckne•• of Member Not In ..<H" c t w ith the Screw Head (ln) Diameter Designation (In.) 0.011 0.024 0.030 0.0311 0.0'8 0.0110 0.075 0.105 0.125 0.117 0.250 10-111 0 190 44 58 73 87 1115 -~~ 182 254 303 -. 12-14 12--2◄ 0.216 50 66 63 llll 132 16" 207 289 344 515 1189 , .. -, ... , .. ~28 0 250 57 77 ll6 115 153 191 239 335 398 5911 797 Fo,SI: 1 tnch•25 • mm. 1 UM•• 45N.1 ka1■e 89t.'P• 'Fo,ten•loric~1a0n, 1he .. "'°' thtal~bte pu•-ou1. p..,no,.,,endfeMentttein•on •~foundlnT•~• 2. 3. and 5, ,e,epect.,ey, muatbeut.O br f~~ASME atanda'd aa.-wd.n .. ,.""""9 used'" lhe cekuj•'°"'•nd a.re ltt-.c:1 in the tabt• >the..,.,....,.. pul~ capacity for other mwnber thk:kn••~ be del.-mlr-.d by intt~•ng Within tht tabt• ~o cak:u .. te LRFO Yllfuea., mi.At" vauea 1ntat,ebytheA.SO alfeiy fa:lorof 30 and mu"~ aga1nwiththeLRF04>faclof"of 0.5 'Fo, F .. • 58 k•I. multp"° vetua by 129, for F w • 65 k■. mutipV veha,s bJ 1 44 ~ekM dril1ng C-.,.Cltf ..,,.... TABLE 3-ALLOWABLE TENSILE PULLOVER LOADS (P..o""/0 ), pounda..force'-a. a." 1 Steel Fu • 45 kal, Applied Fac1o, of Sa,.ty, 0 •3.0 Heed or 0.•lgn Thlckne•• of Member In Contact with the Screw Head (In) Screw Nominal lnWgral Oealgnadon DlameWr Waaher 0.011 0.024 0.030 0.038 0.080 0.075 0.105 0.125 .117 (In.) Diameter 0.048 (In.) H•• Washer Head (HWH) 10-111 0 1110 0 400 162 2111 270 324 432 540 1575 945 1125 . 12-14, 12-24 0 2111 0 415 1116 224 280 336 448 560 700 980 11157 1746 , .. , .. 0 250 0 500 203 270 338 40~ 540 11,5 .....,,_, 1181 14011 2104 , •. , ... 1.-2e 0 250 0 415 168 224 280 336 448 560 700 980 1111, 1,46 HWH w ith Serration• 1u-1o 0 190 I 0.435 I 1,6 I ~ .. ~ I 294 I ->5~ I 4ru 1 ~8, I ,_,4 I 10~0 112~3 . I , .. , .. 0 250 I 0 610 I ~UJ I ~•u I 338 I 405 I 540 I ""' I 844 I 1181 I 14061~1u4 I Phillips Pan Head 10-16 I 0.190 0 365 I 148 I 197 I 246 I 296 I 394 I 493 I 618 I 862 110211 -I For SI: 1 lnch•25 •mm. 1 lbf •4 4.$N.1 kel •& 89MP• 0.250 2334 2813 2334 - 'For lenalon conneck>na, lh• lowwot lhe allowable pul..a,1.pullo,,e,, and t•tene<le,..k>naH~thfouncl In TablN 2, 3, ands. , .. pec..,ety muelb<e UHO bt -ogn ~ANSIIASME a1and•d acrewd1emelltf'aw.re u•~ In Iha c■k:ulatons end are ltated In the tabla "The eliowatM pul-Over c-,,eoty tor other member lhkk,..• can be delanrined by lnlerpotelng 'Mthin Iha teble .,.o cakulate LRFO wau.._ mulllpfy'iMJft lntatH by lheASO Hf'ety faclOrof 3 0llnd mullpt/ egain'Nlththe LRFOCl>fecD ol0..5 ~°'Fu• 58 kel mUfl1pt,, vaklflct,y 1 21, bt Fu• 85 kel, mutlply vatueaby 1 44 'Outakie dnU,ng e~c,cy lmta Page 74 Orie' Engineering Structural & Bridge Engineers 9750 Miramar Road, Suite 310 San Diego, CA 92126 Phone#: (858) 335-7643 Project No.: _1_7~5_.0_1_1_-2_2 ______ _ PROJECT: Legoland Restroom Rebuild ESR-1976 ESR-19 76 Most w,~lyAccepl&dBnd Trust&d Pap• 6 of 8 TABLE 4-ALLOWABLE SHEAR (BEARING) CAPACITY (P .. m ). pounds.fo,ce'' .... Steel Fu • 45 ksl. ~led Factor of Safety, 0 •3.0 Design Thickness ot Design Thickness or Member In COntact with the Screw Head (In) Screw Nominal Member Not Diameter In Contact O.slgnadon (In.) w ith the 0.018 0.024 0.030 0.038 0.048 0.080 0.075 0.105 0.125 0.187 Screw Head (In) 0 018 68 66 68 68 88 68 00 88 88 -O u24 10, 10, 1u2 1UC< 102 102 1u2 10, 102 - 0 030 111 143 143 143 14 3 143 14,> 14 J 14,> - 0 038 120 152 185 188 188 188 188 188 188 -10,18 01110 0 048 139 188 199 228 289 289 289 289 289 - 0 080 139 185 213 239 327 404 404 404 404 -0 075 139 185 231 251 337 427 584 564 584 -0 105 139 185 231 277 358 438 570 808 808 - 0.125 139 185 231 277 369 442 571 808 982 -0 018 71 / 1 71 71 71 71 71 71 71 71 0 024 109 109 109 109 109 109 109 109 109 109 0 030 125 152 152 152 152 152 152 152 152 152 0 038 138 170 205 200 200 200 200 200 200 200 0 048 157 190 223 253 308 308 308 308 308 308 12•14 0 218 0 060 157 210 240 288 362 430 430 430 430 430 12-24 0 075 157 210 282 282 375 488 601 601 601 801 0 105 157 210 282 315 402 483 624 9 19 919 919 0 125 157 •10 ,o2 31::, 4,u 4v4 call 9 19 1u94 10\14 0 1117 1 "' 210 2C,2 31~ 420 ~,~ '"" ""' 1094 lC,36 0 250 157 210 282 315 420 525 858 919 1094 1838 0 018 78 78 76 78 78 76 78 78 78 78 0 024 117 117 117 117 117 117 117 117 117 117 0 030 142 184 184 184 184 184 18• 164 184 184 0 038 158 193 215 215 215 215 215 215 215 215 0.048 182 218 253 283 331 331 331 331 331 331 1/,-14 0 250 0 080 182 243 278 300 408 4o-> 463 463 48J 463 'J .. -28 -.. -182 243 304 322 424 521 o~• 847 847 847 0 105 182 243 304 385 461 544 89• 1083 1083 1083 0.125 182 243 304 385 488 580 703 1063 1288 1286 0 187 182 243 30• 365 488 808 731 1063 1288 1893 0 250 182 243 30• 365 486 808 759 1063 1288 1893 F0<Sl.1#\Ch•254 mm 1 lbf•4 45N, 1 kal•O 88"'1Pa ~ IOW9f of IM ano• • ..,.bae •hNr (beanng) llnd tle atlOW9ble t••~' ehNretreng1h found In Tat>tu ,. and 5. re~llrtle\', m ... tbe u.ed fo,dHlgn 2ANSIJASME llllndard scr.wdlemeterewere u.ed In lhe cak::ul•,on• ~d .,. h•t.d in IM t•bl• .>rhe allowable beering capacity fOf othtrmen-t>..-lhb!O',eN c., M csecermn.c:t bf inte,pdaUngYAlh1n the tatle "To cak:uliet• LRFO v.1ue, muUlpfy veuee In lable b)' lheASO •-•'Y rae10r of 3 o and mutl'pty agalnwHh lhe LRFOO.fKIOr Of 0.5 S,:-o, F" • 58 kel, muttp¥ valli99 by 1.29, tor,:.,• 65 ktli, mUtlpy va...,._ t,; 1 44 TABLE 5-FASTE.NER STRENGTH OF SCREWS' • •' • 0.250 -------- 71 109 152 200 308 430 801 919 1094 1U3U 2187 76 117 184 215 331 483 847 1083 1266 1893 2531 SCREW DIAMETER ALLOWABLE FASTENER STRENGTH NOMINAL FASTENER STRENGTH DESIGNATION (ln.1 Tens lie, Pa/O (lbf) Shear, P.,o (lbf) Tensile, P .. (lbf) Shear, P-(lbl) 10·HI 0 190 885 573 2854 1718 12•14 0 218 1184 724 3551 2171 ,?,?A n ... 4750 2854 , •• 1• 0 250 1605 990 48111 2970 •••c u ••u 5787 3925 For SI: 1 lneh•25 • mm. 1 lbf •• 45N t,or teneiOn COl'W\.ctton.., the leHtOf tt'e alk,rwable pun-out. puho,ter. end ••••ntr tenllk>n s.-.nglh round in Table• 2. 3. end 5. reape,ati1e.,. m.,stbe uted tcw dHlgn 'For 1hear eonnectkn. tN 5o.wr of the eloY4b'-sheer (b .. ,tng) and Iha alkw41bl• raae,,.. shear arergth fciund In Table .C and 5. respecU,a.,. must be us.ct bt """"' >see S•cUon 4 1 I Of' INtener apachg and end d111anee r•qulrementa ..,.,.omlnal ,trengt,e are be Nd on labo,aao,y tests 'To calcul.-te LRFO va'ues. mufllptf nominal srength val~ bj the LRF04> fKlof ol 0 5 DA TE : 09/15/23 BY : ESY 2) Curb Anchorage to Glulam Beams Project No.: 175.011-22 Orie2 Engineering Structural Engineers 9750Mirama< Road. Sutte310 PROJECT: Legoland Restroom Rebuild San Diego, CA 92128 Fax: (858) 58&-0911 Equipment Anchorage HVAC Curb Anchorage to Glulam Beams Equipment Weight and Dimensions Weight of Equipment, Wp: Horiz. Width of Unit, b1: Horiz. Length of Unit, b2: Vert. Distance to C.G., h: 2320 lbs 63 in 76 in 39.0 in Anchor Bolt Information Seismic Loading Total Number of Anchors: Number of Anchors per group: Anchor Type: SOS 8 Bolt(s) 1 Bolt(s) Anchor Diameter: 1/4 in Seismic Design Force, Fp: 0.425 • Wp (LRFD) Spectral Acceleration, Sds: 0.850 Fpv Fp h w Fp= 0.7xFpxWp LoadCombination 0.6D+0.lE Fp = 690.5 lbs Fpv = 0.7 x 0.2 x Sds x Wp Fpv = 276.2 lbs Overturning and Anchor Forces M = Fph x h M = 26.930 kip-in Mr = (0.6Wp -Fpv) x (b1 / 2) Mr= 35.1474 kip-in T= (M-Mr)/b1 T= -130.4 lbs T anchor = T / 4 anchors T anchor = 0.0 lbs V anchor= Fp / 8 anchors V anchor = 86.3 lbs (ASD) (ASD) Uplift from 0\/erllxning Moment b1 Page 75 DATE : 09/15/23 BY : ESY ♦ ♦ ♦ b2 PLAN VIEW Orie2 Engineering Stroctural Engineers 9750 Mnmar Road. SUite 310 San Ooego. CA 92128 Fax: (858) 586-0911 Project No.: 175.011-22 PROJECT: Legoland Restroom Rebuild Equipment Anchorage Page 76 DATE : 09/15/23 BY : ESY HVAC Curb Anchorage to Glulam Beams Fastener Design Criteria: Fastemer Type : SOS Screw Diameter, d : 1/4 Total Number of Screws : 8 Screw Length, L : 3 Effective Thread Length, Lt : 2 Withdrawal Design Value, W : 172 Shear Design Value, Z : 420 Load Duration Factor, Cd : Wet Service Factor, Cm : Temperature Factor, Ct : Group Action Factor, Cg : Geomtery Factor, C6 : End Grain Factor, Ceg : Diaphragm Factor, Cdi : Toe-Nail Factor, Ctn : Fastener Allowable Design Capacities 1.6 1.0 1.0 1.0 1.000 1.0 1.0 1.0 Withdrawal Load, W = W x Cd x Cm x Ct x Ceg x Ctn W = 275.2 lbf /in Tallow= W xLt Tallow= 550.4 lbs in screws in in lbf / in lbf V allow, Z' = Z x Cd x Cm x Ct x Cg x C6 x Ceg x Cdi x Ctn Vallow = 672.0 lbs Check 1/4" SDSs to Wood Stud Wall T anchor = 0.0 lbs T I T allow = 0.00 < 1.0 OKAY V anchor = 86.3 lbs V / V allow = 0.13 < 1.0 OKAY Combined Lateral and Withdrawal Loads a = 0 F anchor = 86.3 lbs Z'a = (W p Z') I (W p cos'a + Z' sin'a) Fallow, Z'a = 672.0 lbs F / F allow = 0.13 < 1.0 OKAY (NOS 2018, Table L2) (NOS 2018, Table 12.2A) (NOS 2018, Table 12K) (NOS 2018, Table 2.3.2) (NOS 2018, Table 11.3.3) (NOS 2018, Table 11.3.4) (NOS 2018. Table 11.3.6) (NOS 2018, Section 12.5.1) (NOS 2018, Section 12.5.2) (NOS 2018, Section 12.5.3) (NOS 2018, Section 12.5.4) Allowable Tension Capacity per Scraw Allowable Shear Capacity per Screw Check Screw for Tension Load Check Screw for Shear Load Angle Betwaen Wood Surface & Direction of Applied Loading ResuManl Load from Combined T ansion & Shear (NOS 2018, Section 12.4.1) Check Saew for Combined T ansion & Shear Loading 6.2 Data in accordance with the ICC-ES Acceptance Criteria for Corrosion-resistant Fasteners and Evaluation of Corrosion Effects of Wood Treatments (AC257), dated October 2009 (editorially revised January 2021 ). 7.0 IDENTIFICATION 7.1 The ICC-ES mark of conformity, electronic labeling, or the evaluation report number (ICC-ES ESR-2236) along with the name, registered trademark, or registered logo of the report holder [and/or listee) must be included in the product label. 7.2 In addition, the packaging for the SOS screws is labeled with the designation "Simpson Strong-Drive SOS," the Simpson Strong-Tie Co. name and address, Page 77 the fastener size, point type (four-cut or type 17), coating type (yellow zinc or Double Barrier) and the ICC-ES evaluation report number (ESR-2236). Each screw head is marked with the not-equal-to symbol (;t), and the letter S followed by a number designating the screw length, as shown in Table 1. 7.3 The report holder's contact information is the following: SIMPSON STRONG-TIE COMPANY INC. 5956 WEST LAS POSITAS BOULEVARD PLEASANTON, CALIFORNIA 94588 (800) 999-5099 www.strongtie.com TABLE 1-SDS SCREW SPECIFICATIONS AND STEEL STRENGTHS FASTENER SCREW SPECIFICATIONS (Inches) SPECIFIED ALLOWABLE DESIGN SCREW DESIGNATION SCREW STEEL STEEL STRENGTH BENDING STRENGTH (ASD)' (LRFD) Minor YIELD HEAD Unthreaded (lbf) (lbf) MARKING Screw Thread Shank Thread STRENGTH3, Carbon Stainless Length, Length', (root) Steel Steel L1 T Length, Diameter, Fy1, Tension Shear Tension Shear L1-T D, (psi) SDS25112 SDS25112SS S1 .5 11/2 1 1/2 SDS25134 -S1.75 13/, 1 '/, 'l2 SDS25200 SDS25200SS S2 2 1¼ 3/4 SDS25212 SDS25212SS S2.5 21/2 11/2 Carbon Steel: 1 172,000 SDS25300 SDS25300SS S3 3 2 1 SDS25312 SDS25312SS S3.5 31/2 2'/, 1 'I, 0.185 1,430 Stainless 800 2,145 1,200 SDS25412 S4.5 41/2 2¾ 13/4 Steel: -164,000 SDS25500 -S5 5 23/4 2'/, SDS25600 -S6 6 3¼ 23/4 SDS25800 -S8 8 3'1, 43/, For SI: 1 inch= 25.4 mm, 1 psi= 6.89 kPa, 1 lbf = 4.45 N. 1 Length of thread includes tip. See Figure 1. 2 Minor thread diameter shown in the table is the nominal diameter with manufacturing tolerances from a minimum of 0.183 inch to a maximum of 0.193 inch. 3 Bending yield strength determined in accordance with ASTM F 1575 using the minor thread (root) diameter, D,. 'Available screw strengths are based on steel properties of the screw. Refer to Section 4.1.4 and Table 2 for reference lateral (Z) design values for steel-to-wood connections. Refer to Section 4.1.5 and~ for reference lateral (Z) design values for wood-to-wood connections. 0.374 0.367 0.433 0.409 0.527 0.480 0.050 0.020 0.250 T------ L1 -------- U.S. Patent 6,109,850; 5,897,280; 7,101,133 FIGURE 1-SDS SCREW TYPE 17 POINT OR FOUR CUT TI P WITH SERRATED THREADS 0.250 0.185 SCREW LENGTH (inches) 11/2 13/. 2 21/2 3 31/2 41/2 5 6 8 0.0584 TABLE 2-REFERENCE LATERAL DESIGN VALUES (Z) FOR SINGLE SHEAR STEEL-TO-WOOD CONNECTIONS WITH SDS SCREWS1•2·•·•·1·• STEEL SIDE MEMBER DESIGN THICKNESS3•4, r, (Inches) 0.0721 0.1026 0.1 342 0.1795 (No. 16 gage) (No. 14 gage) (No. 12 gage) (No. 10 gage) (No. 7 gage) Lateral Design Value (Z) (lbf) 250 250 250 250 250 250 250 250 250 250 250 290 290 290 290 250 390 390 420 420 250 420 420 420 420 250 420 420 420 420 250 420 420 420 420 250 420 420 420 420 250 420 420 420 420 250 420 420 420 420 For SI: 1 inch = 25.4 mm, 1 lbf = 4.45 N, 1 ksi = 6.89 MPa Page 78 0.2405 (No. 3 gage) 250 250 290 420 420 420 420 420 420 420 'The side member must be steel having a minimum tensile strength (Fu) equal to 45 ksi when the steel member design thickness is from 0.0584 inch to 0.1795 inch, and a minimum Fu equal to 52 ksi when the steel member design thickness is 0.2405 inch. 2The main member must be wood having a minimum assigned specific gravity of 0.50, such as Douglas fir-larch, and must be sufficiently sized to accommodate the screw length less the thickness of the side member. Values are also applicable for fasteners installed into the face of engineered wood described in Section 3.2.2 and having a minimum equivalent specific gravity of 0.50. 3The uncoated minimum steel thickness of the cold-formed product delivered to the jobsite must not be less than 95 percent of the tabulated design thickness, 1,. •Holes in the steel side member must be predrilled or prepunched. Hole diameter must comply with Section 3.2.3 of this report. •Tabulated lateral design values (Z) must be multiplied by all applicable adjustment factors included in the NOS for dowel-type fasteners to determine allowable loads for use with ASD and/or design loads for use with LRFD. 6Tabulated values are applicable to screws installed perpendicular to the faces of the wood member with the screw axis perpendicular to wood fibers. 'Minimum fastener penetration must be equal to the screw length less the thickness of the metal side plate. •see Table 4A for connection geometry requirements. TABLE 3-REFERENCE LATERAL DESIGN VALUES (Z) FOR SINGLE SHEAR WOOD-TO-WOOD CONNECTIONS WITH SDS SCREWS2•3•4•5•6 SCREW LENGTH WOOD SIDE MEMBER ACTUAL THICKNESS', r. (Inches) (Inches) 11,, 1,,. Lateral Design Value (Z) (lbf) 21/2 190 - 3 280 - 31/2 340 340 41/2 350 340 5 350 340 6 350 340 8 350 340 For SI: 1 inch = 25.4 mm, 1 lbf = 4.45 N. 'The actual thickness of the wood side member, 1,, must be either 1 ½ or 13/, inches, as specified in the table. The wood side member thickness is an absolute value, and is not a minimum or maximum value. 'The tabulated lateral design values (Z) are based on wood members having a minimum assigned specific gravity of 0.50, such as Douglas fir-larch. Values are also applicable for fasteners installed into the face of engineered wood described in Section~ and having a minimum equivalent specific gravity of 0.50 3The thickness of the wood main member must be equal to or greater than the screw length less the thickness of the wood side member. 'Tabulated lateral design values (Z) must be multiplied by all applicable adjustment factors included in the NOS for dowel-type fasteners to determine allowable loads for use with ASD and/or design loads for use with LRFD. •screws must be installed into the side grain of the wood members with the screw axis perpendicular to wood fibers. 6See Table 4A for connection geometry requirements. Page 79 TABLE 5-REFERENCE WITHDRAWAL DESIGN VALUE FOR SDS SCREWS INSTALLED PERPENDICULAR TO THE FACE OF A WOOD MAIN MEMBER1•3 SDS SCREW DIMENSIONS (In.) REFERENCE WITHDRAWAL MINIMUM EMBEDDED DESIGN VALUE, W Screw Length, L 1 Thread Length, T THREAD LENGTH2 (Inches) (lbf/lnch) 11/2 1 1¾ 1 't. 2 11/4 21/2 11/2 3 2 1 172 31/2 2¼ 41/2 2,,. 5 2¾ 6 31/4 8 3¼ For SI: 1 inch= 25.4 mm, 1 lbf/inch = 175 Nim, 1 lbf = 4.45N. 'The tabulated reference withdrawal design value must be multiplied by all applicable adjustment factors included in the NDS for dowel-type fasteners to determine allowable loads for use with ASD and/or design loads for use with LRFD. 2Embedded thread length is that portion held in the main member including the screw tip. 3The tabulated withdrawal design value (W) is based on wood members having a minimum assigned specific gravity of 0.50, such as Douglas fir-larch. Values are also applicable for fasteners installed into the face of engineered wood described in Section 3.2.2 which have a minimum equivalent specific gravity of 0.50. TABLE 6-EVALUATED EXPOSURE CONDITIONS FOR SIMPSON STRONG-TIE SDS FASTENERS WITH DOUBLE BARRIER COATING EXPOSURE TYPICAL APPLICATIONS USE LIMITATIONS CONDITION 1 Treated Wood in dry use applications Limited to use where equilibrium moisture content of the chemically treated wood meets the dry services condition as described in the NOS 3 General construction Limited to freshwater and chemically treated wood exposure, e.g., no saltwater exposure Unit Report For Restroom DOAS 2775 CFM R2 Project: Legoland CA Prepared By: Carrier DSO Orlando -Chris Bradford Unit Parameters Unit Size: Volts-Phase-Hertz: Configuration: Cabinet: 12 (12 Tons) 208-3-60 100% OA Vertical Supply B Cabinet 6 Row Evaporator None 4" MERV 13 Filters Evaporator Coil Depth: Heating Capacity: Filter Option: Unit Dimensions Unit Length: 12' 4" Unit Width: 5' 4" Unit Height: 5' 6" Shipping Weight: 2320 lb Operating Weight: 2320 lb Page 80 04/18/2023 01 :36PM ***Weights and Dimensions are approximate. Weight does not include curbs and accessories. Approximate dimensions are provided primarily for shipping purposes. For exact dimensions refer to certified drawings. ** Shipping Weight does not include added weight for special order units (ETO). Control Configuration Factory installed and programmed LS-1628u controller with DOAS control program. Unit will enable cooling or dehumidification or heating based on "Configurable Supply Air Setpoints". Will control to maintain supply air dry bulb setpoint and dew point setpoint. NOTES: Liquid subcooling NOT recommended for supply air temperature reset applications. Special control configuration needed for "supply air dry bulb temperature reset" control options, field installed sensors are required as well and will need to be ordered separately. See Controls manual for further details of temperature reset. Exhaust Supply Fan Supply Fan Type: Supply Fan Motor HP: Supply Fan Motor Type: Warranty Information First Year -Parts Only (Standard) Start-up, First Unit Complete Unit 1st Year Carrier CCS Labor Compressor Year 2-5 Parts Only Backward Inclined Supply Fan 2 HP Supply Fan Motor ODP Supply Fan Motor NOTE: Please see Commercial Start-Up and Optional Extended Warranty price page for explanation of policies and ordering methods. Ordering Information Part Number Descriotion Quantity 62XB12--MCCAHH--AG Dedicated Outdoor Air Unit 1 Base Unit 16" Backward Inclined Suoolv Fan, Direct Drive Non-Fused Disconnect 208V/3Ph/60Hz, Variable Capacity Compressor on Lead Circuit, Standard Efficiency Condenser Rev H Controls 2 HP ODP Suooly Fan Motor with VFD 6 Row Evaporator, Modulating HGRH on Lead Circuit, Liquid Subcooling Reheat on All Circuits 4" MERV 13 Filter Dedicated Outdoor Air Systems Builder 1.09s Page 1 of 12 Certified Drawing for Restroom DOAS 2775 CFM R2 Project: Legoland CA Prepared Bv: Carrier DSO Orlando -Chris Bradford 62X B2 Cabinet 07-18 Vertical Supply, No Exhaust CONDENSER FANS BOTTOM ELECTRICAL ENTRY 46 1/4 ------i Dedicated Outdoor Air Systems Builder 1.09s r 15118 I 64 TOP VI EW L ~ i--___,1'---so-5,-5~~~~~_J~~--~.,...--_-_-_-_.,,....7s...i3111..5_ ----_ -_ -_ -_ -_ -_ ...J._, 21118} f"'c=---------1481/8----------:1 66 1/8 8 1/8 LIFTING POINT OPTIONAL GAS FURNACE/ELECTRIC HEAT SUPPLY BLOWER -----75 718 -----1 OUTSIDE AIR INTAKE HOOD OPTIONAL RELIEF HOOD BACK VIEW LIFTING POINT CONDENSATE CONNECTION Page 81 04/18/2023 01:36PM Page 2 of 12 Certified Drawing for Restroom DOAS 2775 CFM R2 Project: Legoland CA Preoared Bv: Carrier DSO Orlando -Chris Bradford 62X 82 Cabinet 07-18 Vertical Supply, No Exhaust OUTSIDE AIR ---46---i 8 1/2 INTAKE E~=====:1==:=l 16 3/4 I -+--++-L -------..J 37 718 L '--r------'-.-----'--------- LEFT VIEW Dedicated Outdoor Air Systems Builder 1.09s COIL COMPARTMENT & FILTER ACCESS / / 100% OUTSIDE AIR ,------ 1 I I I I I I I L ____ _ 37 231/2 SUPPlY AIR 211/8 TOP PLAN VIEW CONDENSING SIDE NOT SHOWN CONTROL PANEL COMPRESSOR(S) 518 9 3/4 ELECTRICAL ENTRY Page 82 04/18/2023 01 :36PM Page 3 of 12 GEOTECHNICAL INVESTIGATION LEGOLAND Garden Restroom One Legoland Drive, Carlsbad, California Merlin Entertainment Group c/o LEGOLAND California, LLC One Legoland Drive Carlsbad, California 92008 NOVA Project No. 2024060 May 31, 2024 CBC2023-0258 1 LEGOLAND DR LEGOLAND: DEMO OF EXIST RESTROOM AND CONTRUCTION OF NEW RESTROOM (1,736 SF) > ,_ -0 DEV2023-0015 2111 000900 6/18/2024 CBC2023-0258 GEOTECHNICAL MATERIALS SPECIAL INSPECTION Marcy Harold, Senior Project Manager, Head of Project Management Merl in Entertainment Group c/o LEGOLAND California, LLC One Legoland Drive Carlsbad, CA 92008 Subject: Geotechnical Investigation LEGOLAND Garden Restroom One Legoland Drive, Carlsbad, California Dear Ms. Harold: DVBE • SBE • SDVOSB • SLBE May 31 , 2024 NOVA Project No. 2024060 NOVA Services, Inc. (NOVA) is pleased to present our report describing th e geotechnical investigation performed for the new Garden Restroom project proposed at LEGOLAND California. We conducted the geotechnical investigation in general conformance with the scope of work presented in our revised proposal dated March 29, 2024. This site is considered geotechnically suitable for construction of the proposed construction 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 do not hesitate to call us at 858.292.7575. Sincerely, NOVA Services, Inc. Principal Engineer Tom Canady, PE Principal Engineer 4373 Viewridge Avenue, Suite B San Diego, CA 92123 P: 858.292. 7575 Giovanni Norman, PG Senior Staff Geologist usa-nova.com 16610 Aston Street Irvine, CA 92606 P: 949.388.7710 Geotechnical Investigation LEGOLAND Garden Restroom, Carlsbad, California NOVA Project No. 2024060 May 31 , 2024 GEOTECHNICAL INVESTIGATION LEGOLAND Garden Restroom One Legoland Drive, Carlsbad, California TABLE OF CONTENTS 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 3.4. Proposed Construction and Anticipated Earthwork ........................................................... 5 4. GEOLOGY AND SUBSURFACE CONDITIONS ........................................................... 6 4.1. Site-Specific Geology ....................................................................................................... 7 5. GEOLOGIC HAZARDS ................................................................................................ 10 5.1. Faulting and Surface Rupture ......................................................................................... 10 5. 1. 1 Strong Ground Motion ....................................................................................... 10 5.1.2 Faulting in the Site Vicinity ................................................................................. 10 5.2. Site Class ....................................................................................................................... 11 5.3. CBC Seismic Design Parameters ................................................................................... 12 5.4. Landslid es and Slope Stability ........................................................................................ 12 5.5. Liquefaction and Dynamic Settlement.. ........................................................................... 12 5.6. Flooding, Tsunamis, and Seiches ................................................................................... 12 5. 7. Subsidence ..................................................................................................................... 13 5.8. Hydro-Consolidation ....................................................................................................... 13 6. CONCLUSIONS ........................................................................................................... 14 7. RECOMMENDATIONS ................................................................................................ 15 7.1. Geotechnical Investigation LEGOLAND Garden Restroom, Carlsbad, California NOVA Project No. 2024060 May 31, 2024 Earthwork ....................................................................................................................... 15 7. 1. 1 Site Preparation ................................................................................................. 15 7. 1. 2 Remedial Grading -Building Pad ...................................................................... 15 7. 1. 3 Remedial Grading -Pedestrian Hardscape ....................................................... 15 7.1.4 Remedial Grading -Site Walls and Retaining Walls .......................................... 16 7. 1. 5 Expansive Soil ................................................................................................... 16 7. 1. 6 Compacted Fill ................................................................................................... 16 7. 1. 7 Imported Soil ..................................................................................................... 16 7. 1. 8 Subgrade Stabilization ....................................................................................... 17 7. 1. 9 Excavation Characteristics ................................................................................. 17 7. 1. 10 Oversized Material ............................................................................................. 17 7. 1. 11 Temporary Excavations ..................................................................................... 17 7. 1. 12 Temporary Shoring ............................................................................................ 18 7. 1. 13 Groundwater Seepage ....................................................................................... 18 7.1 .14 Slopes ............................................................................................................... 18 7. 1. 15 Surface Drainage ............................................................................................... 18 7. 1. 16 Grading Plan Review ......................................................................................... 19 7.2. Foundations .................................................................................................................... 19 7.2.1 Spread Footings ................................................................................................ 19 7. 2. 2 CIOH Piles ......................................................................................................... 20 7. 2. 3 Settlement Characteristics ................................................................................. 20 7.2.4 Foundation Plan Review .................................................................................... 20 7.2.5 Foundation Excavation Observations ................................................................ 20 7 .3. Interior Slabs-On-Grade .................................................................................................. 20 7.4. Pedestrian Hardscape .................................................................................................... 21 7.5. Conventional Retaining Walls ......................................................................................... 21 7.6. Pipelines ......................................................................................................................... 23 7.7. Corrosivity ....................................................................................................................... 24 8. CLOSURE .................................................................................................................... 25 9. REFERENCES ............................................................................................................. 26 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-1 Santiago Formation in Boring B-1 Regional Faulting in the Site Vicinity Geotechnical Investigation LEGOLAND Garden Restroom, Carlsbad, California NOVA Project No. 2024060 May 31, 2024 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. 2022 CBC and ASCE 7-16 Seismic Design Parameters List of Plates Plate 1 Plate 2 Geotechnical Map Geologic Cross Section AA' List of Appendices Appendix A Use of the Geotechnical Report Appendix B Boring Logs Appendix C Laboratory Testing iii 1. Geotechnical Investigation LEGOLAND Garden Restroom, Carlsbad, California NOVA Project No. 2024060 May 31, 2024 INTRODUCTION This report presents the results of the geotechnical investigation NOVA performed for the new Garden Restroom project at LEGOLAND California. We understand the project will consist of demolishing the existing restroom and designing and constructing a new single-story restroom building that will include a queue area, bench seating , and a storage area. 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. Carl,bod Flawrr Fttlds '. ~ \, SITE ...... J I l Figure 1-1 . Site Vicinity Map 1 P. ... Geotechnical Investigation LEGOLAND Garden Restroom, Carlsbad, California NOVA Project No. 2024060 May 31, 2024 Figure 1-2. Site Location Map 2 2. 2.1. Field Investigation Geotechnical Investigation LEGOLAND Garden Restroom, Carlsbad, California NOVA Project No. 2024060 May 31, 2024 SCOPE OF WORK Our field investigation consisted of a visual reconnaissance of the site and drilling two geotechnical borings (B-1 and B-2) to depths between about 4½ and 16 feet below the ground surface (bgs) using a hand auger and a limited-access, track-mounted drill rig equipped with a solid-stem auger. Boring B-2 was terminated shallower than its anticipated depth due to numerous unmarked utilities encountered. Figure 2-1 presents the approximate locations of the borings. Plate 1 following the text of the report presents the boring locations at a larger scale. KEY TO SYMBOLS B-2 8 GEOTECHNICAL BORING Figure 2-1 . Subsurface Exploration Map A NOVA geologist logged the borings and collected samples of the materials encountered for laboratory examination and 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 a 2½-inch inner diameter. Standard Penetration Testing (SPT) was performed in the borings using a 2-inch outer diameter and 1 ¾-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 95.7%. The number of blows needed to drive the sampler 18 inches is noted in three, 6-inch intervals on the logs. Sampler refusal was encountered when 50 blows were applied during any one of the three 6-inch intervals, a 3 Geotechnical Investigation LEGOLAND Garden Restroom, Carlsbad, California NOVA Project No. 2024060 May 31, 2024 total of 100 blows was applied, or there was no discernible sampler advancement during the application of 1 O successive blows. The field blow counts, N, were corrected to a standard hammer (cathead and rope) with a 60% ETR. The corrected blow counts are noted on the boring logs as Nso. Disturbed bulk samples were obtained from the SPT sampler and the drill cuttings. Appendix B presents the logs of the borings. 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, exp·ansion index, and corrosivity. Appendix C presents brief explanations of the test procedures and the results of the laboratory tests. 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 Garden Restroom, Carlsbad, California NOVA Project No. 2024060 May 31, 2024 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 project site is located within the central-northern portion of the park and is currently occupied by an existing restroom building. The site is relatively flat with ground surface elevations ranging from about +166 to about +168 feet mean sea level (msl). 3.2. Site History Review of historic aerial photography indicates that from at least 194 7, the date of the earliest available imagery, until 1997, the area was used for agricultural purposes. LEGOLAND construction began in 1998 and was completed around 2002. The existing park structures have generally been in place since the park was opened. Review of historic topography indicates that prior to LEGOLAND development, the general area of the Garden Restroom consisted of a natural north-northwest trending ridge. It appears that grading at the project site generally consisted of minor cuts to achieve the current grades. 3.3. Proposed Construction We understand the project will consist of demolishing the existing restroom and designing and constructing a new single-story restroom building that will include a queue area, bench seating, and a storage area. The existing restroom building has a finished floor elevation of 167. 75 feet. 3.4. Proposed Construction and Anticipated Earthwork Grading plans are not available at this time; however, we assume that the proposed site grades will generally match existing grades and minimal grading will be needed to achieve finished site grades. Earthwork is anticipated to consist of remedial and fine grading, excavations for foundations, backfilling of underground utilities, and subgrade preparation for pedestrian hardscape. 5 Geotechnical Investigation LEGOLAND Garden Restroom, Carlsbad, California NOVA Project No. 2024060 May 31, 2024 4. 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, underlain by old paralic deposits and Santiago Formation. Figure 4-1 presents the regional geology in the vicinity of the site. KEY TO SYMBOLS Qa Qya ALLUVIAL FLOOD-PLAIN DEPOSITS YOUNG ALLUVIAL FLOOD-PLAIN DEPOSITS I aop6-7 I OLD PARALIC DEPOSITS, UNIT 2-4, UNDIVIDED OLD PARALIC DEPOSITS, UNIT 6-7, UNDIVIDED Figure 4-1. Regional Geologic Map (Source: Kennedy and Tan 2007) 6 VERY OLD PARALIC DEPOSITS, UNIT 13 SANTIAGO FORMATION 4.1. Site-Specific Geology Geotechnical Investigation LEGOLAND Garden Restroom, Carlsbad, California NOVA Project No. 2024060 May 31, 2024 As encountered in the 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 Plate 2 (Geologic Cross-Section) present the site-specific geology. Fill (af): Fill was encountered in both borings to depths of about 1½ and 4½ feet bgs. As encountered in the borings, the fill generally consisted of loose to medium dense clayey sand. Figure 4-2 presents a photograph of the fill encountered in Boring B-2. Figure 4-2. Fill in Boring B-2 Old Paralic Deposits (Qop): Quaternary-aged old paralic deposits were encountered beneath the fill in Boring B-1 . As encountered in the boring, the old paralic deposits generally consisted of dense to very dense clayey sand and silty sand with varying amounts of gravel and cobbles. Figure 4-3 presents a photograph of the old paralic deposits encountered in Boring B-2. 7 Geotechnical Investigation LEGOLAND Garden Restroom, Carlsbad, California NOVA Project No. 2024060 May 31, 2024 Figure 4-3. Old Paralic Deposits in Boring B-1 Santiago Formation (Tsa): Eocene-aged Santiago Formation was encountered beneath the old paralic deposits in Borings B-1 . As encountered in the boring, the Santiago Formation generally consisted of very dense clayey sandstone. Figure 4-3 presents a photograph of the Santiago Formation encountered in Boring B-1 . Figure 4-4. Santiago Formation in Boring B-1 8 Geotechnical Investigation LEGOLAND Garden Restroom, Carlsbad, California NOVA Project No. 2024060 May 31, 2024 Groundwater: Groundwater was not encountered in the borings. The groundwater table is expected to be below a depth that will influence the planned construction. Groundwater and/or groundwater seepage conditions may occur in the future due to changes in land use and/or following periods of heavy rain. Seasonal fluctuations of groundwater elevations should be expected over time. In general, groundwater levels fluctuate with the seasons and local zones of perched groundwater may be present within the near-surface deposits due to local landscape irrigation or precipitation, especially during rainy seasons. Groundwater rise or seepage is difficult to predict. Therefore, such conditions are typically mitigated if and when they occur. 9 5. 5.1 . Faulting and Surface Rupture 5. 1. 1 Strong Ground Motion Geotechnical Investigation LEGOLAND Garden Restroom, Carlsbad, California NOVA Project No. 2024060 May 31, 2024 GEOLOGIC HAZARDS The site is located in a seismically active area, as is the majority of southern California, and the potential for strong ground motion is considered significant during the design life of the proposed structure. Major known active faults in the region consist generally of en echelon, northwest striking, right-lateral, strike-slip faults. These include the San Andreas, Elsinore, and San Jacinto Faults located northeast of the site, and the San Clemente, San Diego Trough, and Agua Blanca-Coronado Bank Faults located to the west of the site. The fault zone with the most potential for strong ground motion in Carlsbad is the major north and northwest striking Newport-Inglewood-Rose Canyon Fault Zone (NIRC). This fault zone is estimated to be able to generate earthquakes of Mw = 6.99. The seismicity of the site was evaluated utilizing a web-based analytical tool provided by the Structural Engineers Association of California (SEAOC). This evaluation shows the site-adjusted Peak Ground Accelerations (PGAM) to be 0.557. 5. 1. 2 Faulting in the Site Vicinity Earthquake Fault Zones have been established along known active faults in California in accordance with the Alquist-Priolo Earthquake Fault Zoning Act. The State Geologist defines an "active" fault as one which has had surface rupture within recent geologic time (i.e., Holocene time, <11 ,700 years before present). Earthquake Fault Zones have been delineated to encompass traces of known, Holocene-active faults to address hazards associated with fault surface rupture within California. Where developments for human occupancy are proposed within these zones, the state requires detailed fault evaluations be performed so that engin eering geologists can identify the locations of active faults and recommend setbacks from locations of possible surface fault rupture. The site is not located in the Alquist-Priolo Earthquake Fault Zone. No active surface faults are mapped across the site. The nearest active fault is within the Oceanside section of the NIRC Fault Zone about 4.3 miles to the southwest. Due to the lack of active faulting, the probability of fault rupture at this site is considered very low. Figure 5-1 on the following page presents regional faulting in the site vicinity. 10 \ \ \ \ \ \ \ \ \ \ \ \ Fault along which historic ~•st 200 years) dlsplacemen1 has occurred -------~ Holocene rault dlsplacemen1 (during past 11,700 years) without historic record. Geotechnical Investigation LEGOLAND Garden Restroom, Carlsbad, California NOVA Project No. 2024060 ' y -- ,: I I I I KEY TO SYMBOLS -------4 Late Quaternary rault dlsplacem en1 (during past 700,000 years). Quaternary rault (age undifferentiated). May 31, 2024 ---- -------4 Pre-Quaternary rault (older than 1.6 million years) or rault without recognized Quaternary displacement. Figure 5-1. Regional Faulting in the Site Vicinity (Source: Fault Activity Map of California -California Geological Survey) 5.2. Site Class Site Class is determined by the average shear-wave velocity or SPT resistance values (N-values) of the upper 100 feet of the soil and rock underlying a site. Sites underlain by soil and rock with an average SPT N-value in the upper 100 feet greater than 50 blows/foot are classified as Site Class C. The N-values in the old paralic deposits and Santiago Formation consistently exceeded 50 blows/foot and were more commonly 50 blows/6 inches or less (i.e., 100 blows/foot). Therefore, based on the upper 4 feet of material beneath the site consisting of dense compacted fill following remedial grading as recommended in this report and the lower 96 feet of material consisting of formational materials with average N-values well exceeding 50 blows/foot, it is our professional opinion that the site is classified as Site Class C following Table 20.3-1 and the formulas in Section 20.4 of ASCE 7-16. 11 5.3. CBC Seismic Design Parameters Geotechnical Investigation LEGOLAND Garden Restroom, Carlsbad, California NOVA Project No. 2024060 May 31 , 2024 A geologic hazard likely to affect the project is ground shaking as a result of movement along an active fault zone in the vicinity of the subject site. Based on the subsurface conditions encountered during our investigation, the site is classified as Site Class C. The site coefficients and maximum considered earthquake (MCER) spectral response acceleration parameters in accordance with the 2022 CBC and ASCE 7-16 are presented in Table 5-1 . Table 5-1.2022 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 1.054 Mapped Spectral Response Acceleration at 1-Second Period, S1 0.381 Design Spectral Acceleration at Short Period, Sos 0.843 Design Spectral Acceleration at 1-Second Period, So1 0.381 Site Peak Ground Acceleration, PGAM 0.557 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. Due to the flat-lying geologic structure underlying the site, the potential for landslides or slope instabilities to occur at the site is considered low. 5.5. Liquefaction and Dynamic Settlement The site is not mapped within a Liquefaction zone by the City of Carlsbad. 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 the relatively dense nature of the materials beneath the site, the potential for liquefaction and dynamic settlement is considered 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 (CGS, 2022b); therefore, damage due to tsunamis is considered negligible. Seiches are periodic oscillations in large 12 Geotechnical Investigation LEGOLAND Garden Restroom, Carlsbad, California NOVA Project No. 2024060 May 31, 2024 bodies of water such as lakes, harbors, bays, or reservoirs. The site is not located adjacent to any lakes or confin ed bodies of water; therefore, the potential for a seiche to affect the site is negligible. 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 negligible. 5.8. Hydro-Consolidation Hydro-consolidation can occur in recently deposited sediments (less than 10,000 years old) th at 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 materials underlying the site are not considered susceptible to hydro-consolidation. 13 6. Geotechnical Investigation LEGOLAND Garden Restroom, Carlsbad, California NOVA Project No. 2024060 May 31 , 2024 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 th e 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 and formational materials consisting of old paralic deposits and Santiago Formation at depth. The existing fill and formational materials are generally considered suitable for support of the proposed lightly loaded restroom building and site improvements. The upper fill , however, was found to be generally loose to medium dense and unsuitable for support of the planned building or improvements. Additionally, we anticipate that the near-surface soils will be disturbed during demolition of the existing building/improvements and that remedial grading will need to be performed. Recommendations for remedial grading are provided in this report. • Based on our field investigation and laboratory testing, we anticipate that the on-site soils will generally have a very low expansion potential and are therefore suitable for reuse as compacted fill. Expansive clays, if encountered, are not considered suitable for direct support of structures or heave-sensitive improvements. Recommendations for expansive soils are provided herein. • In general, excavations at th e site should be achievable using standard heavy earthmoving equipment in good-working order with experienced operators. However, cemented zones within the formational materials and cobbles may require extra excavation effort and may also require extra effort to screen for reuse as compacted fill . • The proposed building ca n be supported on spread footings with bottom levels bearing either entirely on compacted fill or entirely on formational materials. Site walls not connected to buildings can be supported on spread footings with bottom levels bearing on compacted fill or formational materials. Shade structures, covered walkways, and other pole-type structures can be supported on CIDH concrete piles. Recommendations for foundations are provided herein. • Groundwater was not encountered in our borings. The permanent groundwater table is not expected to be a constraint to development; however, groundwater seepage may develop in the future. Additionally, perched groundwater may be encountered in the future due to rainfall, irrigation, broken pipes, or changes in site drainage. Groundwater seepage conditions are difficult to predict; therefore, such conditions are typically mitigated if and when they occur. 14 Geotechnical Investigation LEGOLAND Garden Restroom, Carlsbad, California NOVA Project No. 2024060 May 31, 2024 7. 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 office 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 Remedial Grading -Building Pad Beneath the proposed building pad , the existing soils should be excavated to a depth of at least 3 feet below the planned finished pad grade. Horizontally, excavations should extend at least 5 feet outside the planned perimeter building foundations or up to existing improvements or the limits of grading, whichever is less. NOVA should observe the conditions exposed in the bottom of excavations to evaluate whether additional excavation is recommended. The resulting surface should be scarified to a depth of 12 inches, moisture conditioned to above the optimum moisture content, and compacted to at least 90% relative compaction. If competent formational materials are exposed, excavation can be terminated and scarification and recompaction of the excavation bottom need not be performed . However, over-excavation of formational materials may be necessary so that building foundations are supported either entirely on compacted fill or entirely on formational materials. The excavation should be filled to the finished pad grade with compacted fill having expansion index (El) of 20 or less. 7.1.3 Remedial Grading -Pedestrian Hardscape Beneath proposed pedestrian hardscape areas, the existing soils should be excavated to a depth of at least 2 feet below existing grade or planned subgrade elevation, whichever is deeper. Horizontally, excavations should extend at least 2 feet outside the planned hardscape or up to existing improvements or the limits of grading, whichever is less. If suitable formational materials are exposed, 15 Geotechnical Investigation LEGOLAND Garden Restroom, Carlsbad, California NOVA Project No. 2024060 May 31, 2024 excavation need not be performed. NOVA should observe the conditions exposed in the bottom of excavations to evaluate whether additional excavation is recommended. The resulting surface should then be scarified to a depth of 6 to 8 inches, moisture conditioned to above optimum moisture content, and compacted to at least 90% relative compaction. If suitable formational materials are exposed, scarification and recompaction need not be performed. The excavation should be filled with compacted fill having an El of 20 or less. 7. 1. 4 Remedial Grading -Site Walls and Retaining Walls Beneath site walls and site retaining walls not connected to buildings, the existing soils should be excavated to a depth of at least 2 feet below bottom of footing. Horizontally, the excavations should extend at least 2 feet outside the planned wall footing or up to existing improvements or the limits of grading. If suitable formational materials are exposed, excavation need not be performed. NOVA should observe the conditions exposed in the bottom of excavations to evaluate whether additional excavation is recommended. The resulting surface should then be scarified to a depth of 6 to 8 inches, moisture conditioned to above the optimum moisture content, and compacted to at least 90% relative compaction. If suitable formational materials are exposed, scarification and recompaction need not be performed. Any required fill should have an El of 20 or less. 7. 1. 5 Expansive Soil The on-site soils tested had an El of 2, classified as very low expansion potential. To reduce the potential for expansive soil heave, the top 2 feet of material beneath building footings, concrete slabs- on-grade, hardscape, and site wall/retaining wall footings should have an El of 20 or less. Horizontally, the soils having an El of 20 or less should extend at least 5 feet outside the planned perimeter building foundations, at least 2 feet outside hardscape and site/retaining wall footings, or up to existing improvements or the limits of grading, whichever is less. Additionally, retaining wall backfill should have an El of 20 or less. We expect that the on-site silty to clayey sand will meet the El criterion. Clays, if encountered, are not expected to meet the El criterion. 7. 1. 6 Compacted Fifi Excavated soi ls free of organic matter, construction debris, rocks greater than 6 inches, and expansive soil as described above should generally be suitable for reuse as compacted fill. 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. 7. 1. 7 Imported Soil 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. 16 7. 1. 8 Subgrade Stabilization Geotechnical Investigation LEGOLAND Garden Restroom, Carlsbad, California NOVA Project No. 2024060 May 31, 2024 Excavation bottoms should be firm and unyielding prior to placing fill. In areas of saturated or yielding subgrade, a reinforcing geogrid such as Tensar® lnterAx™ NX650 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. 7.1.9 Excavation Characteristics It is anticipated that excavations can be achieved with conventional earthwork equipment in good working order. Extra excavation effort should be anticipated in very dense/cemented materials. Excavations may also generate oversized material that will require extra effort to screen or export from the site. Seepage should also be anticipated in excavations. 7. 1. 10 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, used as landscape material, or disposed of off-site. 7.1.11 Temporary Excavations Temporary excavations 3 feet deep or less can be made vertically. Deeper temporary excavations in fill should be laid back no steeper than 1: 1 (horizontal:vertical) (h:v). Deeper temporary excavations in cemented formational materials can be laid back at ¾: 1 (h:v). Poorly graded sands, if encountered , should be laid back no steeper than 1 ½: 1 due to sloughing. 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 (h :v) 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 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. 17 7.1.12 Temporary Shoring Geotechnical Investigation LEGOLAND Garden Restroom, Carlsbad, California NOVA Project No. 2024060 May 31, 2024 For design of cantilevered shoring with level backfill, an active earth pressure equal to a fluid weighing 35 pounds per cubic foot (pcf) can be used. An additional 20 pcf should be added for 2:1 (h:v) sloping ground. The surcharge loads on shoring from traffic and construction equipment working adjacent to the excavation can be modeled by assuming an additional 2 feet of soil behind the shoring. For design of soldier piles, an allowable passive pressure of 350 pounds per square foot (psf) per foot of embedment can be used, over two times the pile diameter up to a maximum of 5,000 psf. Soldier piles should be spaced at least three pile diameters, center to center. Continuous lagging will be required throughout. The soldier piles should be designed for the fully anticipated lateral pressure; however, the pressure on the lagging will be less due to arching in the soils. For design of lagging, the earth pressure can be limited to a maximum of 400 psf. The design parameters provided above are based on the recorded blow counts during exploration. 7. 1. 13 Groundwater Seepage Groundwater seepage is anticipated to occur locally in excavations due to irrigation. If dewatering is necessary, the dewatering method should be evaluated and implemented by an experienced dewatering subcontractor. 7.1.14 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 finished grade. Fill should be benched into sloping ground inclined steeper than 5:1 (h:v). In NOVA's 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. 15 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. 18 7. 1. 16 Grading Plan Review Geotechnical Investigation LEGOLAND Garden Restroom, Carlsbad, California NOVA Project No. 2024060 May 31, 2024 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. 7.2. Foundations 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. As previously mentioned, the proposed building can be supported on shallow spread footings with bottom levels bearing either entirely on compacted fill or entirely on formational materia ls. The building should not be underlain by cuUfill transitions or transitions from shallow fill to deep fill. To accommodate uniform bearing on formational materials, 2-sack sand/cement slurry can be placed between the bottom of footing and the underlying formational materials. Site walls and site retaining walls not connected to buildings can be supported on spread footings with bottom levels bearing on compacted fill or formational materials. Shade structures, covered walkways, and other pole-type structures can be supported on cast-in-drilled hole (CIDH) concrete piles. The design parameters provided below are based on the recorded blow counts during exploration. 7.2.1 Spread Footings Footings shou ld extend at least 24 inches below lowest adjacent finished grade. A minimum width of 18 inches is recommend ed for continuous footings and 24 inches for isolated or wall footings. An allowable beari ng capacity of 2,000 psf can be used. 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 ca n 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. 19 7.2.2 CIDH Piles Geotechnical Investigation LEGOLAND Garden Restroom, Carlsbad, California NOVA Project No. 2024060 May 31, 2024 CIDH piles should be spaced at least three pile diameters, center to center, and be embedded compacted fill and/or formation. The axial downward capacity of piles ca n 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 ca n be used. Lateral loads can be resisted by passive pressure on 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. Difficult drilling conditions should be anticipated within cemented zones of the Santiago Formation. Groundwater was not encountered in the borings. However, groundwater seepage should be anticipated. Installation of piles below groundwater will require special construction techniques and equipment, such as temporary casing. The bottoms of drilled holes should be cleaned of all loose cuttings, rocks, and debris prior to placement of steel and concrete. Concrete should be placed as soon as possible after cleanout and in no case delayed overnight. 7.2.3 Settlement Characteristics Total foundation settlements are estimated to be less than 1 inch. Differential settlements are estimated to be less than ¾ 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 th is 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. Interior Slabs-On-Grade Interior concrete slabs-on-grade should be underlain by at least 2 feet of soi l with El of 20 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% re lative compaction. Subgrade preparation should be performed immediately prior to placement of the concrete slab. 20 Geotechnical Investigation LEGOLAND Garden Restroom, Carlsbad, California NOVA Project No. 2024060 May 31, 2024 We recommend that concrete slabs-on-grade be at least 5 inches thick and reinforced with at least No. 4 bars at 18 inches on center each way. To reduce the potential for excessive cracking, concrete slabs should be provided with construction or 'weakened plane' joints at frequent intervals. The project structural engineer should design on-grade building slabs and joint spaci ng. Moisture protection should be installed beneath slabs where moisture sensitive floor coverings will be used. The project architect should review the tolerable moisture transmission rate of the proposed floor covering and specify an appropriate moisture protection system. Typically, a plastic vapor barrier is used. Minimum 15-mil plastic is recommended. The plastic should comply with ASTM E1745. The vapor barrier installation should comply with ASTM E 1643. The slab can be placed directly on the vapor barrier. 7 .4. Pedestrian Hardscape Pedestrian hardscape should be underlain by at least 2 feet of material with an El of 20 or less. The top 12 inches of subgrade soils shou ld be scarified, moisture conditioned to near optimum moisture content, and compacted to at least 90% relative compaction. If competent formational sandstone is exposed, scarification and recompaction need not be performed. Subgrade preparation should be performed immediately prior to placement of the hard scape. 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" specifications. 7.5. Conventional Retaining 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 pct. These values assume a granular and drained backfill condition. Higher lateral earth pressures would apply if walls retain clay soils. An additional 20 pct should be added to these values for walls with 2: 1 {horizontal:vertical) sloping backfill. An increase in earth 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 fa ctor 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 12 pct. 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 21 Geotechnical Investigation LEGOLAND Garden Restroom, Carlsbad, California NOVA Project No. 2024060 May 31, 2024 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 H is 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 cru shed 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 faci lity, 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 th e 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. 22 RETAINING WALL FINISHED GRADE CONCRETE BROWDITCH Geotechnical Investigation LEGOLAND Garden Restroom, Carlsbad, California NOVA Project No. 2024060 May 31, 2024 GROUND SURFACE ATER PROOFING PER ARCHITECT 11..-------FILTER FABRIC ENVELOPE (MIRAFI 140N OR APPROVED 12" . ·. ·..,. FOOTING EQUIVALENT) 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 7.6. 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 va lue of 150 psf per foot should be used below groundwater level, if encountered. A modulus of soil reaction (E') of 1,400 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 th an 23 Geotechnical Investigation LEGOLAND Garden Restroom, Carlsbad, California NOVA Project No. 2024060 May 31, 2024 20 and should extend to at least 12 inches above the top of pipe. 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. 7.7. 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 ca n 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. A corrosion engineer should be contacted to provide specific corrosion control recommendations. 24 8. Geotechnical Investigation LEGOLAND Garden Restroom, Carlsbad, California NOVA Project No. 2024060 May 31, 2024 CLOSURE 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 office 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. 25 Geotechnical Investigation LEGOLAND Garden Restroom, Carlsbad, California NOVA Project No. 2024060 May 31, 2024 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 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. --, 2011 , Susceptibility to Deep-Seated Landslides in Californ ia. --, 2018, Earthquake Fault Zones, Special Publication 42, Revised 2018. --, 2022a, Fault Activity Map of California, https://maps.conservation.ca.gov/cgs/fam/, accessed in May 2024. --, 2022b, Tsunami Hazard Area Map, County of San Diego; Produced by the California Governor's Office of Emergency Services; dated October 7, mapped at 1 :72,000 scale. California State Water Resources Control Board, Geo Tracker website: https://geotracker.waterboards.ca.qov/, accessed May 2024. Federal Emergency Management Agency, 2012, FIRM Flood Insurance Rate Map, San Diego County, Firm Panel 06073C0768G, https://msc.fema.gov/portal/search, effective May 16; accessed May 2024. Google Earth Pro, found at: http://www.google.com/earth/index.html, accessed May 2024. Historic Aerials Website, https://www.historicaerials.com/, accessed May 2024. International Code Council, 2021, 2022 California Building Code, California Code of Regulations, Title 24, Part 2, Volume 2 of 2, Based on the 2021 International Building Code, Effective 1/1/23. Kennedy, M.P. and Tan, S.S., 2008, Geologic Map of th e Oceanside 30' x 60' Quadrangle, California, California Geological Survey, Scale 1: 100,000. Leig hton and Associates, Inc., 1998, Final As-Graded Report of Rough-Grading, LEGOLAND, Carlsbad , California, Project No. 4960151 -003, February 10. Coar Design Group, 2023, Topography and Demolition Plan, Legoland Garden Restroom Building Submittal, 1 Legoland Drive, Carlsbad, CA 92008, Project No. 2201 01. November 20. OpenStreetMap Foundation (OSMF), OpenStreetMap website: https://www.openstreetmap.org, accessed May 2024. 26 Geotechnical Investigation LEGOLAND Garden Restroom, Carlsbad, California NOVA Project No. 2024060 May 31, 2024 Public Works Standards, Inc., 2021 , "Greenbook" Standard Specifications for Public Works Construction, 2021 Edition. Tan, S.S., 1995, Landslide Hazards in San Diego County, California, California Division of Mines and Geology. Structural Engineers Association of California (SEAOC), 2023, OSHPD Seismic Design Maps: found at https://seismicmaps.org/, accessed in May 2024. United States Geological Survey (USGS), USGS Geolog ic Hazards Science Center, U.S. Quaternary Faults, accessed May 2024. 27 Geotechnical Investigation LEGOLAND Garden Restroom, Carlsbad, California NOVA Project No. 2024060 May 31, 2024 PLATES at I ~ l~,/ I ~ I I I i"'' I ~,Si , • RECYC D~ W ER INE ~ _1~:TE l I I ~ PAVEMENT --~-- ~ ,;,~ PAVEMENT "' 0 KEY TO SYMBOLS at FILL Qop OLD PARALIC DEPOSITS Tsa SANTIAGO FORMATION B-2 8 GEOTECHNICAL BORING A A' L.....J GEOLOGIC CROSS-SECTION EXISTING PAVERS EXISTING ASPHALT ---0-------0-LIMITS OF GRADING SANITARY SEWER TO BE REMOVED ~ STORM DRAJN TO BE REMOVED ----RECYCLED WATER TO BE REALIGNED __________ SAWCUT PAVEMENT 10' 20' GEOTECHNICAL MATERIALS SPECIAL INSPECTION NOV A OVBE•SBEtSDVOSB•SLBE 4373 Viewridge Avenue, Suite B San Diego, CA 92123 P: 858.292.7575 16610 Aston Street Irvine, CA 92606 P: 949.388.7710 www.usa-nova.com :E 0 0 0:: I-u, w <( w > z 0:: 0:::: 0:::: 0 0 z LL 0 w .....J z <( C <( u 0:: .....J 0 0 <( (.9 <( (!) w co .....J Cf) C w .....J z 0:::: z 0 <( <( u _J 0 (!) w _J PROJECT NO.: 2024060 DRAWN BY: AJS REVIEWED BY: TBC SCALE: 1"=10' DRAWING TITLE: GEOTECHNICAL MAP PLATE NO. 1 OF 2 A 200 180 /WALL \ c--'-- B-2 af ? 160 Qop ? Tsa 140 I 0 20 KEY TO SYMBOLS af Qop Tsa FILL -?- OLD PARALIC DEPOSITS 8-2 SANTIAGO FORMATION 1 GEOTECHNICAL MATERIALS SPECIAL INSPECTION OVBE • SBE •SDVOSB• SLBE GEOLOGIC CONTACT, QUERIED WHERE UNCERTAIN GEOTECHNICAL BORING 4373 Viewridge Avenue, Suite B San Diego. CA 92123 1661 0 Aston Street Irvine, CA 92606 P: 858.292.7575 P: 949.388.7710 www.usa-no11a.com ? ? PROPOSED GARDEN RESTROOM af ? ? ? ? ? I I I 40 60 LEGOLAND GARDEN RESTROOM ONE LEGOLAND DRIVE CARLSBAD, CALIFORNIA ? Qop ? ? Tsa 80 B-1 -- I A' 200 - 180 ?- 160 ?- 140 100 PROJECT NO.: 2024060 DRAWN BY: AJS REVIEWED BY: TBC SCALE: 1"=10' 0 10' DRAWING TITLE: GEOLOGIC CROSS SECTION AA' PLATE NO. 2 OF 2 20' Geotechnical Investigation LEGOLAND Garden Restroom, Carlsbad, California NOVA Project No. 2024060 May 31, 2024 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 civil 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 solely for 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 client'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 building, 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 lime: by man-made events, such as construction on or adjacent to the site: or by natural events, such as floods, earthquakes, or groundwater fluctua- tions. Always contact the geolechnical engineer before applying the report lo determine if ii is stil l 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 lo 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 geotechnica/ 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 it 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 them 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 geolechnical 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 lo 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 Engmeer 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. ASFE The Best People ,n larlh 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. Oupllcation, reproduction, or copying of this document, in whole or in part, by any means whatsoever. is strictly prohibited, except with ASFE'S speclllc 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 of ASFE may use this document as a complement to or as an element of a geotechnlcal engineering report. Any other firm, individual, or other entity that so uses this document without being an ASFE member could be commitlng negllgent or intentional (fraudulent) misrepresentation. IIGER06045.0M Geotechnical Investigation LEGOLAND Garden Restroom, Carlsbad, California NOVA Project No. 2024060 APPENDIX B BORING LOGS May 31, 2024 I MAJOR DIVISIONS TYPICAL NAMES GW WELL-GRADED GRAVEL WITH OR WITHOUT CLEAN GRAVEL SAND w WITH LESS THAN > 15% FINES w GRAVEL GP POORLY GRADED GRAVEL WITH OR u5 WITHOUT SAND 0 MORE THAN HALF 0 N COARSE FRACTION ci IS LARGER THAN GM SIL TY GRAVEL WITH OR WITHOUT SAND C/)z NO. 4 SIEVE -'Z GRAVEL WITH 01 15% OR MORE (/)I-FINES Oa:: GC CLAYEY GRAVEL WITH OR WITHOUT SAND WW ~CJ) <l'.a:: a::<( <.?O WELL-GRADED SAND WITH OR WITHOUT LU u SW GRAVEL (/)CJ) CLEAN SAND a::-<I'. LL WITH LESS THAN O-' 15% FINES u<I'. SAND POORLY GRADED SAND WITH OR WITHOUT I SP z GRAVEL <I'. 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% ::E OR MORE FINES SC CLAYEY SAND WITH OR WITHOUT GRAVEL w SILT WITH OR WITHOUT SAND OR > ML GRAVEL w u5 0 0 SILTS AND CLAYS LEAN CLAY WITH OR WITHOUT SAND N ci CL OR GRAVEL C/)z LIQUID LIMIT 50% OR LESS -'Z 0~ ORGANIC SILT OR CLAY OF LOW TO (/)I-OL MEDIUM PLASTICITY WITH OR Oa:: w w WITHOUT SAND OR GRAVEL ~z ~G: ELASTIC SILT WITH OR WITHOUT SAND (.?~ MH LU LL OR GRAVEL Z-' -<I'. u..I SILTS AND CLAYS FAT CLAY WITH OR WITHOUT SAND OR z CH <( LIQUID LIMIT GREATER THAN 50% GRAVEL I I-w ORGANIC SILT OR CLAY OF HIGH a:: 0 OH PLASTICITY WITH OR WITHOUT SAND OR ::E GRAVEL HIGHLY ORGANIC SOILS PT PEAT AND OTHER HIGHLY ORGANIC SOILS /T LAB TEST ABBREVIATIONS RELATIVE DENSITY OF CONSISTENCY OF COHESIVE SOILS GROUNDWATER/ STABILIZED AL ATTERBERG LIMITS COHESIONLESS SOILS ~ CN CONSOLIOA TION SPT N60 SPT N60 POCKET PENETROMETER GROUNDWATER SEEPAGE CR CORROSIVlTY RELATIVE DENSITY BLOWS/FOOT CONSISTENCY BLOWS/FOOT MEASUREMENT (TSF) OS DIRECT SHEAR 181 BULK SAMPLE El EXPANSION INDEX MO VERY LOOSE 0-4 VERY SOFT 0-2 0-0 25 MAXIMUM DENSITY IZJ SPT SAMPLE ( ASTM 01586) RV RESISTANCE VALUE LOOSE 4 -10 SOFT 2 -4 0 25-0 50 SA SIEVE ANALYSIS MEDIUM DENSE 10-30 MEDIUM STIFF 4-8 0 50-1 0 m MOD. CAL. SAMPLE (ASTM 03550) SE SANO EQUIVALENT DENSE 30-50 STIFF 8-15 10-20 VERY DENSE OVER SO VERY STIFF 15-30 2 Q. 4 0 * UNRELIABLE BLOW COUNTS LOG ABBREVIATIONS HARO OVER 30 OVER40 --GEOLOGIC CONTACT REF REFUSAL NUMBER OF BLOWS OF 140 LB HAMMER FALLING 30 INCHES TO DRIVE A 2 INCH O 0 (1-3/8 INCH I O) SPLIT-BARREL SAMPLER THE LAST 12 INCHES OF AN 18-INCH DRIVE --SOIL TYPE CHANGE (ASTM-1586 STANDARD PENETRATION TEST) IF THE SEATING INTERVAL (1st 6 INCH INTERVAL) IS NOT ACHEIVED. N IS REPORTED AS REF Jil GEOTECMMICAL www usa-nova.com MATERIALS 4373 Viewndge Ave_, Suite 8 1 16610 Aston Street SUBSURFACE EXPLORATION LEGEND •• SPECIAL INSPECTION San [),ego CA 92123 Irvine CA 92606 P 858 292 7575 P 949 388 7710 NOVA OVBE. SBE. sovose•SLBE I LOG OF BORING B-1 ~ TE DRILLED: 4/25/2024 DRILLING EQUPMENT: WARHAWKLAR SAMPLE METHOD: HAMMER: 140 LBS., DROP: 30 IN (AUTO) ELEVATION (FT): ± 166 DRILLING METHOD: 3½-IN HAND AUGER/SOLID STEM AUGER LOGGED BY: ...filL_ GROUNDWATER DEPTH (FT): N/A NOTES: ETR-95.7%, N60 -~•N-1.6•N REVIEWED BY: __rg__ w ~ ...J w a.. <D ...J :a 0:: ~ Cl) SOIL DESCRIPTION i=' a.. <( iii SUMMARY OF SUBSURFACE CONDITIONS :a (/) ~z w C/J-(/) ~ <( I-0:: z c :5 (/) (USCS; COLOR, MOISTURE, DENSITY, GRAIN SIZE, OTHER) I- :::,-w (J (/) I (/) a.. (/) ~~ oS u &l w I-~ (/) ~ -} I-:::i ...J:::, a.. ...J 0 6 >-5~ ID w :::, <( ...J 0:: :5 0 CD u ID :a 0 (/) 0 3 IN ASPHALT CONCRETE OVER 6½ IN AG GREGA TE BASE --SC FILL (af): CLAYEY SAND; REDDISH BROWN, MOIST, MEDIUM DENSE, FINE GRAINED ~· -X SC OLD PARALIC DEPOSITS (Qop): CLAYEY SAND; REDDISH BROWN, MOIST, DENSE, FINE TO AL MEDIUM GRAINED, MICACEOUS, ABOUT 10-15% GRAVEL AND COBBLES El -CR -------------------~--------------------------------------- X SM SIL TY SAND; REDDISH BROWN, MOIST, DENSE, FINE TO MEDIUM GRAINED, MICACEOUS 5-I -~ 11 21 VERY DENSE -40 64 14.5 114.4 -FINE TO COARSE GRAINED 10-[7 11 21 FINE TO MEDIUM GRAINED, DARK GRAY LA YER -25 74 REDDISH YELLOW, FINE TO COARSE GRAINED, GRAVEL LA YER X -AUGER CHATTER -SANTIAGO FORMATION (Tsa): CLAYEY SANDSTONE; OLIVE BROWN, MOIST, VERY DENSE, --FINE TO MEDIUM GRAINED - 15-[7 30 50/6" REF PALE BROWN, FINE TO COARSE GRAINED, SOME GYPSUM FINE GRAINED BORING TERM/NA TED AT 16 FT. NO GROUNDWATER ENCOUNTERED. - - 20- - - - - 25 - - - - - 30 A'i'l GEO TECHNICAL MATERIALS LEGOLAND GARDEN RESTROOM ~-~ SPECIAL INSPECTION ONE LEGOLAND DRIVE CARLSBAD. CALIFORNIA ~\JOYA OVBE • see • SOVOSB • SLBE www usa-nova.oom I 4373 V1ewndge Avenue. Suite 8 16610 Aston Street San Diego. CA 92123 lrv,ne CA 92606 DRAFTED BY: GN PROJECT: 2024034 FIGURE: B.1 P. 858 292.7575 P 949 388 7710 I LOG OF BORING 8-2 ,TE DRILLED: 4/25/2024 DRILLING EQUPMENT: HANO AUGER SAMPLE METHOD: HAMMER: 140 LBS .. DROP: 30 IN (AUTO) ELEVATION (FT): ± 168 DRILLING METHOD: ~3~½~2-~IN~H~A~N~O~A=U~G=E~R~-------LOGGEOBY: _iil:!_ REVIEWED BY: _lg__ GROUNOWATER DEPTH (FT): N/A NOTES: _N_i_A ___________ _ w ~ ...J w 0.. CD ...J :a a: .=-0.. <{ :a (J) ~z !!:, <{ f- I (J) 0.. (J) f-:,,c (J) ~ ::i 0.. ...J 0 w ::> <{ ...J 0 ID u ID 0 5 - - - - 10- 15 - - - 20 - - - - - 25- - - - - 30 A,a~l ~-~ ~\JOVA w a: =>-~ ti ~ z 6 :a GEOTECHNICAL MATERIALS SPECIAL INSPECTION ~ ui z c w g_ o~ >-a: 0 DVBE • SBE • S0VOSB • SLBE www usa·nova com 4373 v,ewndge Avenue. Suite B San Otego, CA 92123 P. 858.292 7575 16610 Aston Street Irvine, CA 92606 P 949 388 7710 ui <J>-::i (J) u~ ...J ::> 5~ (J) SOIL DESCRIPTION SUMMARY OF SUBSURFACE CONDITIONS (USCS; COLOR, MOISTURE, DENSITY, GRAIN SIZE, OTHER) 3 IN ASPHALT CONCRETE OVER 3 IN AGGREGATE BASE SC FILL (af): CLAYEY SAND; REDDISH BROWN AND REDDISH YELLOW, MOIST, LOOSE TO MEDIUM DENSE, FINE TO MEDIUM GRAINED, MICACEOUS RECLAIMED WATER WARNING TAPE ENCOUNTERED AT 3½ FT BORING TERM/NA TED AT 4½ FT AFTER ENCOUNTERING UNMARKED UTILITIES. NO GROUNDWATER ENCOUNTERED. DRAFTED BY: GN LEGOLAN0 GARDEN RESTROOM ONE LEGOLANO DRIVE CARLSBAD, CALIFORNIA PROJECT: 2024034 FIGURE: B.2 (J) f-(J) w f- ill ::i Geotechnical Investigation LEGOLAND Garden Restroom, Carlsbad, California NOVA Project No. 2024060 APPENDIX C LABORATORY TESTING May 31, 2024 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 03550): In-place moisture content and dry density was determined for a representative soil sample. 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 06913): Gradation analyses were performed on a representative soil sample in general accordance with ASTM 0 422. The grain size distributions of the sample was determined in accordance with ASTM 06913. • ATTERBERG LIMITS (ASTM 04318): Tests were performed on a selected representative fine-grained soil sample to evaluate the liquid limits, plastic limits, and plasticity indexes 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 04829): The expansion index of selected materials were evaluated in general accordance with ASTM 04829. The specimen was 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 specimen was loaded with a surcharge of 144 pounds per square foot and were inundated with distilled 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 a representative soil sample in general accordance with test method CT 643. The sulfate and chloride contents of the selected sample was evaluated in general accordance with CT 417 and CT 422, respectively. 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 60 days from the date of this report. GEOTECHNICAL MATERIALS SPECIAL INSPECTION OVBE • see • SDVOSB • SLBE www usa-nova com 4373 Viewndge Avenue. Suite 8 San llte9(). CA 92123 P; 858.292.7575 16610 Aston Street IN1ne CA 92606 P 949 388 7710 BY: GN LAB TEST SUMMARY LEGOLAND GARDEN RESTROOM ONE LEGOLAND DRIVE CARLSBAD, CALIFORNIA REVIEWED BY: XX PROJECT: 2024060 FIGURE: C.1 <E------Size (Inches) ~~~,----U.S. Standard Sieve Sizes Hydrometer Analysis ..,. e ~ ~ ~ i ~ ~ i ~ i ~ 100.0 TTT-rr'~:-r:c-,,---.,,-,--r,,-,--,--'r-,--r,rnnn, 1 .,..,:--,--.,:--rrrrr,.-,---,---,------,-rrr-...--,--.,-----, • j°e, ~ I I i I I I 1 ,:;: r,.. I I I I I I Cl C: ;;; V, C'O l. ... C: GI ~ GI l. 4373 Viewndge Avenue. SU!te 8 San O,ego. CA 92123 P: 858.292 7575 I ... , .__ I! I : : oo.o ttttnH-i1--r.-,--++tt+-P.',-+==-i"•~!---!-, +r,H +-H -t--+-'.-,-++~ 1, 1 4-++++-+----+++-H+++-+----1 I I 11, I I I I I I f '\ I I ~!:'+-+-il-t-11---t ---++-+-t+-+-+--+--1-----t 80.0 ++t-++-<-+-t -! --!_ -~-!J I ~ .1-. -: I I I I I I I I I I I I I': : : : I : : '~ : 70.0 +-+-H-t-+-+-+--lr---++-+-1-+-!r-+-+-~-~++.H>,H--.l----t--+-~-+++,!-++-+-+----t----1-!-!-+-I--I-I--+-+--~ I I I I I I O I I I I I I I I ' I I 60.0 +-+-t++-il-t-11---t'-:--++-+-+-+-ll'-I +--+-J'CJI __ _._' +P,4++-1\1-'-'1~1--+--'-·' -+'-+':4-+-+-+--+--1---+++-H-++--+-+--~ I : I I : : , : : I I :, ,l I I I I I I I I I I \ I I 50.0 ++-t-++-<-+--<,----tt----+++++-<H-+--<1-t-1•---<t-t-ttt-H-+-lhrl--1-1--+t-+t·H-+-+-+--1---+H-1-++-+-+--l-----l i i i i i i 1 \ i i 40.0 +-+-H-+-+-+-+--fr----++-+-H--!r-+-+-,..-,--~++.++t-+--.l--l--\,-+-~-+-!-++-+-+---+---I-I-.J.-1--1--1-1--1--+--~ : I : : : \~ '! 30.0 -tf-if+-ll-+-+--+---f~-++-1-t-t-t'-+--,--'-'--L+f''/+-'-f--'j--f----i~'-'-,-,-+++'+-+-f-+-+-f----+f_.+-H-1--1---1--~ : : I : : : , : : I : : l 20.Q ++++-+-f-f-O---t•,---++++-+-tt-<-+-~~ I I I I I I : I I I I I I I I I I I I I I I I I 10.0 +++-+-+-1-t-1--+.:---,1++-H-+.+--+-:;...+-l -.;.:-H-:;H--!--!-;l:l---l--+-;.--H-+1,:;..-Jl-+-l---+-+--~+++-1-+-l---+-+--~ I I I I I I I I 0.0 +-'-~~~~~..___-+'-~-'--"~-'---'--'~--'--+-'-"--'--'--'-"--'--..___..___-+-'-"-'--"--'-'--'--..___ __ -'--'---'-''--'--'---'-----l 100 Gravel Coarse GEOTECHNICAL MATERIALS SPECIAL INSPECTION I OVBE • SBE • SOVOSB • SLBE 16610 Aston Street Irvine CA 92606 P 949 388 7710 10 Fine Grain Size (mm) Sand Coarse! Medium Sample Location: Depth (ft): uses Soil Type: Passing No. 200 (%): 8-1 1 -4 SC 23 Fine 0.1 0.01 Silt or Clay Atterberg limits (ASTM D4318): liquid limit, LL: Plastic limit, Pl : Plasticity Index, Pl: 32 16 16 0.001 CLASSIFICATION TEST RESULTS BY:GN LEGOLAND GARDEN RESTROOM ONE LEGOLAND DRIVE CARLSBAD, CALIFORNIA REVIEWED BY: XX PROJECT: 2024060 FIGURE: C.2 Expansion Index (ASTM D4829) Sample Location B-1 Sample Depth (ft.) 1 -4 Expansion Index 2 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 Corrosivity (Cal. Test Method 417,422,643) Sample Location B-1 Sample Depth (ft.) 1 -4 pH 8.2 Resistivity (Ohm-cm) 3450 Sulfate Content Chloride Content (ppm) (%) (ppm) (%) 63 0.006 891 0.089 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 _ ~ 0 VA DVBE • SSE • SDVOSB • SLBE www.usa-nova.com 4373 Vaewndge Avenue Su•te B San Diego, CA 92123 P: 858.292.7575 16610 Aston Street lrv1ne CA 92606 P 949 388 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 GARDEN RESTROOM ONE LEGOLAND DRIVE CARLSBAD, CALIFORNIA Max. WIC N/A 0.50 0.45 0.45 REVIEWED BY: XX PROJECT: 2024060 Min. fc' (psi) 2,500 4,000 4,500 4,500 FIGURE: C.3 R·E·C Equivalent Area Calculation after the inclusion of LEGOLAND Garden Restroom Project for Water Quality and Hydromofication Purposes Date: 06/28/2023 Summary The purpose of this letter is to provide calculations updating the remaining Equivalent Area after the incorporation of the LEGOLAND Garden Restroom Project (CDP 2023-0004) as part of the LEGOLAND future developments that are using the LEGOLAND regional BMPs for Water Quality and Hydromodification Compliance. Projects using LEGOLAND regional BMPs do not need to design BMPs for Water Quality or Hydromodification compliance as long as they demonstrate that their impact area is included as part of the area treated by the regional facilities. According to the LEGOLAND Regional Water Quality and Hydromodification BMP report (SDP 15-26 / CDP 15-50, dated 6/30/18) the regional LEGOLAND Water Quality and Hydromodification facilities can treat up to 45.766 acres of additional equivalent area for Water Qua lity purposes and up to 72.771 acres of additional equivalent area for Hydromodification purposes. After the letter dated 06/27/2023 associated with the correct ion of areas by the exclusion of LLC-2023 (not built), these areas are currently to 44.552 acres and 71.557 acres respectively. To REC and CDR knowledge, no project has occurred that is not attached at the "Sequence of Calculations of Available WQ & HMP Conditions" table, shown on page 3 of this letter. The project included in this calculation (LEGOLAND Garden Restroom Project) will use 0.070 acres of equivalent area (see calculations in page 2). Therefore, the remaining equivalent area for Water Quality will reduce to 44.482 acres and the remaining equivalent area for Hydromodification will reduce to 71.487 acres after this project. It must be emphasized that any project after the LEGOLAND Garden Restroom Project must use the remaining amounts highlighted in this letter. The City of Carlsbad and/or the person designated by it must keep track of the remaining equivalent area so that: (a) a proper accountability in time of the remaining equivalent area capacity left after each project is kept so that future LEGOLAND projects are informed, and (b) once the equivalent area amount is either exhausted or no longer usable for any reason future LEGOLAND projects are notified to prepare proper treatment BMPs. Prepared by: Luis Pa ra, PhD, CPSWQ, ToR, D.WRE. R.C.E. 66377 Page 1 of 3 ,r R·E·C WATER QUALITY AND HYDROMODIFICATION EQUIVALENT AREA CALCULATION (1) Project Name: Garden Restroom (LEGOLAND COP 2023-0004) (Assigned II for Regional LEGOLAND BMP accountability): Date of (2) Calculation: 6/28/2023 (3) Tot al Area Impacted: 0.093 acres (4) Existing pervious: 0.028 acres (5) Existing impervious: 0.066 acres (6) Existing self-contained: 0.000 acres Proposed (7) pervious: 0.017 acres (8) Proposed impervious: 0.076 acres (9) Proposed self-contained: 0.000 acres (10) C coefficient (Post-dev.): 0.754 Existing area = proposed (11) area? YES (12) Equivalent Area: 0.070 acres Not Including this project, this is the status of treatment for LEGOLAND: (13) Water Quality Equiva lent Area: 44.552 acres (14) Hydromodificat ion Eq. Area: 71.557 acres After this project, this will be the remaining treatment for LEGOLAND: (15) Water Quality Equiva lent Area: 44.482 acres (16) Hydromodification Eq. Area: 71.487 acres Notes: a. Values in blue italics must be provided. Values in bold are calculated. b. (15) and (16) are remaining values after the project and must be used for projects calculated after the date included in this table. c. To REC and CDR knowledge, there have been no other LEGOLAND Projects or adjustments other than those listed in the Sequence of Calculations attached in the next page. Page 2 of 3 ,· , R·E·C Sequence of Calculations of Available WQ & HMP Conditions Date: 6/28/2023 Letter Date Project Equiv. Available before Project Available after Project Area (ac) WQ(ac) HMP (ac) WQ(ac) HMP (ac) 6/30/2018 Onginal -0 0 45.766 72.771 11/6/2018 LEGOLAND 2020 1.136 45.766 72.771 44.630 71.635 3/21/2022 LLC-2023 (Hounted House) 0.309 44.630 71.635 44.321 71.326 1/5/2023 LEGOLAND Funtown 0.078 44.321 71.326 44.243 71.248 6/27/2023 Upaa u· 2 7 3 emov••d -0.309 44.243 71.248 44.552 71.557 6/28/2023 Garden Restroom 0.070 44.552 71.557 44.482 71.487 Page 3 of 3 January 15, 2025 Back's Construction, Inc. Attn: Accounts Payable 1602 Front Street San Diego, California 92101 PO# 5139 RE: Asbestos Demolition Survey Report 1 Legoland Drive Carlsbad, California 92008 1.0 Introduction RAE Project ID: R250154 On the date of January 14, 2025, Rarefied Air Environmental (RAE) conducted an asbestos demolition survey at the above referenced property. RAE collected bulk samples of building materials suspected to contain asbestos which are to be impacted during the proposed demolition activities. All field activities were performed by Matthew Zar, a representative of RAE and CA (DOSH) Certified Asbestos Consultant; (CAC#l 1-4841). 2.0 Asbestos Laboratory Accreditation & Analytical Methods Samples collected for asbestos content were analyzed by Environmental Protection Agency (EPA) Method 600/R-93/l 16 and/or 600/M4-82-020 per the Code of Federal Regulations (CFR) Title 40 Part 763.86 using Polarized Light Microscopy (PLM) by the following independent and accredited laboratory: • Rarefied Air Analytical -3675 Ruffin Road, #235 San Diego, California 92123. National Voluntary Laboratory Accreditation Program NVLAP Lab Code: (600362-0). 3.0 ASBESTOS 3.1 Asbestos Sampling Protocol Sampling activities were performed in compliance with the National Emissions Standard for Hazardous Air Pollutants (NESHAP) regulation 40 CFR (Code of Federal Regulations), Part 61, Subpart M. The Environmental Protection Agency (EPA) has designed a protocol in which the sampling of suspect materials is to take place. Materials shall be considered homogeneous if they are similar in color and texture. A homogenous material shall be considered to contain asbestos if any of the samples collected representing that material indicate the presence of asbestos. Contrarily, a homogenous material shall be considered to not contain asbestos only if fill of the samples collected representing that material indicate the absence of asbestos. The EPA and California Occupational Safety and Health Administration (Cal-OSHA) have defined building materials containing asbestos as follows: • Asbestos-Containing-Material (ACM) -any material containing greater than l percent (> 1 % ) asbestos as determined by PLM, 40 Code of Federal Regulations (CFR) Part 61, Subpart M. Rarefied Air Environmental-3658 Ruffin Road, Suite F San Diego, California 92123 • Asbestos-Containing-Construction-Material (ACCM) -any material containing less than one percent (<1%) asbestos and greater than one tenth of one percent (>0.1%) asbestos by weight, California Code of Regulations (CCR). Title 8, Section 1529 & Business & Professions Code Division 3, Chapter 9, Article 11, Sections 7058.5 & 6, 7180-7189.7 and 7028.1. 3.2 Asbestos Sample Results RAE collected a total of sixteen ( 16) bulk samples for asbestos content. ln accordance with EPA bulk sampling method protocols, the laboratory must separate and analyze all layers within a single sample, resulting in additional sample analysis. No asbestos was detected in any of the samples co1lected based on the limitations of the analytical method. The following table summarizes the building material samples that were found to contain no asbestos based on the limitations of the analytical method: Table I: Materials with No Asbestos Detected Sample# Material Material Location 001 -005 DrywalVJoint Compound Garden Restroom Building-Men's/Women's Bathrooms, Family Comoosite Bathrooms 1-2 and Janitor's Closet 006 -008 Exterior Stucco Garden Restroom Buildine:-Exterior Walls ~ 010 Asohalt Roll-On Roofine: Garden Restroom Buildine-RoofCoverine: and Paranet Walls -012 Black Roofing Mastic Garden Restroom Buildine:-Roof 013 White Rubberized Mastic Garden Restroom Buildine-RoofFlashine: and HY AC Eouioment 014 Grev Rubberized Mastic Garden Restroom Buildin2-Roof Flashine: and HV AC Fm,ioment 015 HV AC Exhaust Vent Mastic Gard.en Restroom B" • -~-----~-Vent 016 Fiberglass Reinforced Panel Janitor's Closet (FRP) Wall Glue • -Material contains trace amounts of asbestos and may be regulated under Cal/OSHA guidelines as an ACCM. The material may be required to be removed by an asbestos licensed contractor. However, the material is not considered asbestos waste. CH -Chrysotile Asbestos NAO-No Asbestos Detected G = Good, D = Damaged, SD= Significantly Damaged Friable-any material that can be crumbled, pulverized or reduced to powder by hand pressure. A copy of the asbestos PLM analytical results and chain of custody are included as an attachment to this document. 3.3 Asbestos Recommendations Due to the absence of asbestos in the above referenced materials, a California state licensed asbestos abatement contractor will not be required to remove the above referenced materials to be disturbed as a result of planned or other renovations to the subject property. 3.4 Disposal Any materials containing greater than l % asbestos are subject to regulations under EPA (National Emission Standards for Hazardous Air Pollutants [NESHAP]) governing the storage, transportation and disposal of hazardous waste. If any materials contain less than 1 % asbestos (and no lead-based paint is present), these materials may be properly bagged and disposed of as construction debris. If neither asbestos nor lead-based- paint is present, the material may be disposed of as construction debris. Rarefied Air Environmental-3658 Ruffin Road, Suite F San Diego, California 92123 NESHAP has allowed for the composite sampling of drywall and joint compound for disposal purposes only. If the drywall and joint compound composite sample results indicate a content of less than (<) 1 % asbestos, the drywall and joint compound may be properly bagged and disposed of as construction debris, regardless of the asbestos content of the joint compound itself. If the drywall and joint compound composite sample results indicate a content of greater than (>) l % asbestos, then this material must be disposed of as hazardous waste. If the drywall and joint compound contain a texture coating with an asbestos content greater than (>) 1 %, the drywaJl and joint compound with texture coating must be disposed of as hazardous waste. Limitations Although Rarefied Air Environmental has taken several precautions in order to find all of the visible suspect asbestos-containing-materials and/or lead-containing-paints present, several factors can hinder the findings at the time of the survey. The following factors should always be considered: • Additional suspect materials could be located between walls, in voids, or in other concealed areas previously inaccessible. If any suspect materials or painted surfaces are found which have not been represented in this report, RAE recommends that work stops until those materials can be sampled for asbestos and/or lead content. Furthermore, this is a demolition survey. Additional suspect materials and paints may be present outside of the affected areas sampled. • RAE does not warrant, guarantee or profess to have the ability to locate or identify all asbestos- containing materials in a facility. • Confined spaces, and areas determined by RAE's personnel as unsafe to access, are excluded from the scope of work. • RAE is not responsible for the validity of the laboratory data. We merely interpret the results provided by the laboratory analysis. RAE does not guarantee or warrant that the facility or workplace is safe; nor does RAE's involvement in this property relieve the Client, building owner/operator or tenant of any continuing responsibility of providing a safe facility or living space. • This report was based on those conditions observed on the day the fie ld evaluation was accomplished. In the event that changes in the nature of the property have occurred, or additional relevant information about the property is subsequently discovered, the findings contained in this report may not be valid unless these changes and additional relevant information are reviewed and the conclusion of this report is modified and verified in writing. If you have any questions or concerns, feel free to contact the undersigned at 619.485.0076. On behalf of Rarefied Air Environmental, we would like to thank you for the opportunity to be of service. Sincerely, Rarefied Air Environmental t Matthew Zar Owner and Chief Executive Officer Certified Asbestos Consultant # 11-4841 Rarefied Air Environmental-3658 Ruffin Road, Suite F San Diego, California 92123 Attachment A: Asbestos Analytical Data & Chain of Custody Attachment B: Sample Locations Map & Technician Certifications Rarefied Air Environmental-3658 Ruffin Road, Suite F San Diego, California 92123 Attachment A Asbestos Analytical Data & Chain of Custody Rarefied Air Environmental-3658 Ruffin Road, Suite F San Diego, California 92123 Project Name: ,, Project Address: RAREFIED ". .. .... .., . -~ .,,, Project ID: Collected By: Date Collected: Date Received: Back's Construction/Legol.and 1 Legoland Drive, Carlsbad, CA 92008 250114013-028 Matt Zar 1/15/2025 1/15/2025 Oient Information: Rarefied Air Environmental 3658 Ruffin Road, Suite F, San Diego, CA 92123 Phone No.: (619)-485-0076 Analyst Name: Date Analyzed: Date Reported: Vrishni Sandoval 1/14/2025 1/14/2025 Total Samples/Layers: 16 EPA 600/R-93/116, EPA -40 CFR App. E to Sub. E of Part 763 using Polarized Light Microscopy Sample ID/Client ID: Description/ Appearance and % Asbestos Type: % Non-Asbestos % Non-Asbestos, Location: Fibrous: Non-Fibrous: 250114013 OW/JC (Composite): Off-white, Men's None Detected <1" Cellulose >99% Binder/Filler 001 RR -South Wall at Corner 250114014 OW/JC (Composite): Off-white, Fam. None Detected <1" Cellulose >99% Binder/Filler 002 RR 1-Entry 250114015 DW/JC (Composite): Off-white, None Detected <1% Cellulose >99% Binder/Filler 003 Janitor's Closet · East Wall, Ctr. 250114016 OW/JC (Composite): Off-white, Fam. None Detected <1% Cellulose >99% Binder/Filler 004 RR 2 -Entry 250114017 OW/JC (Composite): Off-white, None Detected >99% Binder/Filler <1% Cellulose 005 Women's RR -North Wall at Soffit 250114018 Stucco: Off-white, S/W Corner None Detected 100% Binder/Filler 006 250114019 Stucco: Off-white, N. Ctr. None Detected 100% Binder/Filler 007 250114020 Stucco: Off-white, S/E Corner None Detected 100% Binder/Filler 008 250114021 Roll-on Roofing: Black, N/E Roof None Detected 10% Cellulose 90% Binder/Filler 009 250114022 Roll-on Roofing: Black, W. Ctr. Roof None Detected 90% Binder/Filler 010 10% Cellulose Comments: Approved By: I Disclaimers: AIHA PAT Participant Number: 296086. NVLAP Lab Code: (600362-0) Rarefied Air Analytical, Inc. (RAA) maintains liability only for samples submitted and accepted. The report generated pertains only to samples received and may not be representative of entire area where the material was collected. Final interpretation of analysis is the responsibility of the client. This document m.11y not be replicated, except in full, without explicit approval from RAA. Results are created with information provided by client on the Chain of Custody. Unless expressly written, all samples met method requirements. Sample(s) submitted was (were) analyzed In accordance with the procedure outlined in the EPA -40 CFR Appendix E to Subpart E of Part 763, Interim Method of the Determination of Asbestos in Bulk Insulation Samples ; EPA-600/R-93/116: Method for Determination of Asbestos in Building Materials. Methodology of analysis Is Calibrated Visual Estimates (CVES.) This report may not be used to claim product certification, approval, or endorsement by NIST, NVLAP, or any federal agency. Samples submitted wilt be held for 30 days prior to discardina. unless requested by client. Project Name: Project Address: Project ID: Collected By: Date Collected: Date Received: Back's Construction/Legoland 1 l.egoland Drive, Carlsbad, CA 92008 250114013-028 Matt Zar 1/15/2025 1/15/2025 Oient Information: Rarefied Air Environmental 3658 Ruffin Road, Suite F, San Diego, CA 92123 Phone No.: (619)-485-0076 Analyst Name: Date Analyzed: Date Reported: Vrishni Sandoval 1/14/2025 1/14/2025 Total Sample.s/Layers: 16 EPA 600/R-93/116, EPA -40 CFR App. E to Sub. E of Part 163 using Polarized Light Microscopy Sample ID/Client ID: Description/ Appearance and % Asbestos Type: % Non-Asbestos % Non-Asbestos, Location: Fibrous: Non-Fibrous: 250114023 Mastic: Black, N/E Roof None Detected 5% Cellulose 95% Binder/Filler 011 250114024 Mastic: Black, N/W Roof Penetration None Detected 5%Cellulose 95% Binder/Filler 012 250114025 Mastic: White, N/E Roof None Detected 100% Binder/Filler 013 250114026 Mastic: Gray, Jan. Closet -Ctr. Duct None Detected 100% Binder/Filler 014 250114027 Mastic: Gray, W. Ctr. Roof None Detected 100% Binder/Filler 015 250114028 100% Binder/Filler 016 Mastic: Yellow, Jan. Cl. -S. Ctr. None Detected Comments: Approved By: ~L:.,/l.-1. vistifunfoval I Disdaimers: AIHA PAT Partldpant Number: 296086. NVLAP Lab Code: (600362-0) Rarefied Air Analytical, Inc. (RAA) maintains liability only for samples submitted and accepted. The report genf!rated pertains only to samples received and may not be representative of entire area where the material was collected. Final Interpretation of analysis is the responsibility of the client. This document may not be replicated, except In full, without explicit approval from RAA. Results are c,eated with Information provided by client on the Chain of Custody. Unless expressly written, all samples met method requirements. Sample(s) submitted was (were) analyzed In accordance with the procedure outlined in the EPA -40 CFR Appendix E to Subpart E of Part 763, Interim Method of the Determination of Asbestos in Bulk Insulation Samples; EPA-600/R-93/116: Method for Determination of Asbestos in Building Materials. Methodology of analysis is Calibrated Visual Estimates (CVES.) This report may not be used to claim product certification, approval, or endorsement by NIST, NVLAP, or any federal agency. Samples submitted will be held for 30 days prior to discarding, unless requested by client. I 'j Customer Name: Backs Construction Project Name: Legoland Garden Restroom Project Address: I Legoland Drive, Carlsbad, California 92008 Date: 01.14.2025 ASBESTOS SURVEY WORKSHEET & CHAIN OF CUSTODY Sampl Homo Mflmal .Daufpdoa Sample Loeatio• Material Location E,t. CondlUon Frlabl e# Materia Qu•Jit (G,D,SD) e I y (YIN) 001 A DW/JC composite Men's RR-south wall Garden Restroom Bldg.-2,500 G N at comer Men's/WCJJDaJ'S sq. ft. 002 A DW/JC composite Fam. RR 1-entry Bathrooms, Family Bathrooms 1 -2 & 003 A ownc composite Janitol"'s Closet-east Janitor's Closet wall. ctr. 004 A DW/JC composite Fam. RR 2-entry 005 A DW/JC composite Women's RR-north wall at soffit 006 B Exterior stucco S/W comer Garden Restroom Bldg. 900 G N 007 B Exterior stucco N.ctr. Exterior walls sq. ft. 008 B Exterior stucco S/Ecomer 009 C Asphalt roll-on roofing N/Eroof Garden Restroom Bldg. 1,800 G N 010 C Asphalt roll-on roofing W. ctr roof Roof covering and parapet sq. ft. walls Oll D Black roofing mastic N/Eroof Garden Restroom Bldg. 50 012 D Black roofing mastic N/W roof penetration Roof mastic sq. ft. G N 013 E White nibbcri7.ed mastic N/Eroof Garden Restroom Bldg. JOO 014 F Grey Rubberized mastic Jan.Closet-cir. duct Roof flashing and HV AC sq. ft. eauimnent 015 G HV AC eahaust vent W. ctr.roof Garden Restroom Bldg.-5 G N mastic Roof West HV AC exhaust sq. ft. vent 016 H FRP wsll glue Jan. CL-s. ctr. Janitor's Closet 20 G N SQ. ft. IAborafol')': Tuuroa.ad Time: PLM Auly11J: Rauluto: Rarefied Air Analytical 24bn. PLM EPA 600/R-'3/116 rarealrenv@gmall.com Pleut stop at t•DOSldve (>t•/4) and analrzt all layen. testmyalr@gmail.com Relinqabbed by: -~ I Received by & nme: Matt Zar , r~ ..J ••l"'"' 3 c.. ,.ofo 11 0\ I dt~h .. s 10:~oltM CAC 114841 1.. \4 ~ °":pf•• u:;:(' \0 ! ~'.,0 11 ,t-o I°!. -0 7,,V I (\ Rarefied Air Environmental-3658 Ruffin Road, Suite F San Diego, California 92123 Page 1 of Attachment B Sample Locations Map & Technician Certifications Rarefied Air Environmental-3658 Ruffin Road, Suite F San Diego, California 92123 Rarefied V. • /,. Envlronm n a • Asbestos Bulk Sample Locations Map Men's Bathroom Family Bathroom 1 Women's Bathroom Family Bathroom 2 Project Address: 1 Legoland Dr., Carlsbad, CA 92008 Technician: Matthew Zar Date: 1/14/25 Rarefied Air Environmental-3658 Ruffin Road, Suite F San Diego, California 92123 SAN DIEGO REGIONAL OFFJCE USE ONLY HAZARDOUS MATERIALS RECORD ID# PLAN CHECK# .. '"~· QUESTIONNAIRE BP DATE BusineH Name Business Contact Telephone# COAR DESIGN GROUP MORGAN RAUH {619) 698-9177 Project Address (lndude suite) ~ARLSBAD State ZlpCode APN# ONE LEGOLAND DR CA 92008 Malling Addreff (include suile) c~ARLSBAD State ZlpCode Plan FIie# LEGOLAND ONE LEGOLAND DR. CA 92008 Project Contact Applicant E-mail Telephone # MORGAN RAUH MORGANlmCOARGROUP.Gif (619) 552-2511 The foffowtng quntton• repreHnt the facfflty'• actMtiff, NOT tt14t apecfflc prc,JKt dnc,tption. ; ndicate by ,iem. your will use. proceu. °' store any the ollowlng icant must contact the Fire ProCec:fion Agency with jurisdlctioo prior to plan &ubmlttal. Occupancy Rating: Fac:Ulty'• Square Footage (including proposed project): 1. Explo&ive or B1afUn9 Agents 5, Organic Peroxides 9. Water Reactive& 2, Compretlffd 0-6. Oxidizers 10. Cryogenic& 3, Flammable/Comboltible Uquidl 7. Pyrophorlcs 11. Hight)' Toxlc or Toxic Materials 4. Flammable Solid$ 8, Unstable Reactlves 12. Radioactlves 13. Corro.lves 14, Other Health Hazards 15. None ot These. I I • If the answer to any of the an Diego, CA 92123. 0CalARPExempt to the FEES ARE REQUIRED Project Completlon Date: Expected Date of Occupancy: YES NO (f0< new conBIIUCtion or remodeling projects) ~ 1.: § ~~ I• your btnlnes& listed on the reverse &Ide ot this form? (check all lhat apply). Wdl your bu&lneH dlspoN of Hazatdoof substances or Medical Waste in any amount? WI your bullnn& store or '1andle Hazardous Substances in quantities greater than or equal to 55 galloM, 500 pound, and/or 200 cubic feet? 4: 7 •:_ § [2]~~ Wilt your bus1nns store or handle carcinogen,/reproductive toxins in any quanllty? • WI your buslneH use an existing or instaft an underground storage tank? Will your buslneM ,tore or handle Regulated SUb6tances (CalARP)? Will your bullneM UH or in5tall a Hazardous Waste Tank System (Title 22, Article 10)? 8. 0 [2J WM your bullneH store petroleum in tanks or containers at your facility with a total facility ttorage capacity equal to or greater than 1.320 gauon.? (California'• Aboveground Pelroleum Storage Act). Date 0 CalARP Required Dllte 0 CaJARP Complete P~SAN Df EGO COUNTY# POU.UTION CONTROL DISTRICT CAPCD): The following questions are intended to Identify the majority of all' liiun if lhe planning , Your project may require addiilonaJ measures not identlfied by lheN questions, Residences are typically exempt. except.. 11,,gfe building with more than four dwelling units and those with more than one detached resldentlaf buildings on the prope,ty-il-9, granny flats (+Exdwe. garages & small oulbulldings not used as dwelllng units). If yes 15 answered for the questions below please see fink for fut1hef inslludlons: here or for more comprehensive requirements, please contact apcdcomp@sdapcd.org or can (858) 586-2650. YES NO 1. @ D WIii..,. p,oj«.t diA#t1100 IICJJIII'• fNt or more at mNlng buildlng malerials7 If yn. tubfnit an atbNtoe ~ to ~-«9- '7' D WI lltlY lclCld l&,ppo,1lng IRI\IClunlf memocws be rllfflO'led? If yet, M)IY1lt an NbMlo5 MVey end demolillon nollflcallon lo 2. LU ~-«9 llt le;nt 10 wo,Wng days prior lo utwig the demolillon at a load beel1ng llr\JaUfe. A oollficalon ts r~lld even if no~ Is pr-,i 3.□ 4.0 (Z) ~ OHI.Y IF QOEGTION 1 IS YES) Wll 100 tqUate fNt or more ot friable 8lbll6to. ma1erial be~ ff Y", wbmlt a nolfficatloo ot nbfflDs rllfflCWaf to, apcdcomp@5dapc'd-"'IJ llt le.t 10 wo,1(lng days prior to IUll1lng atbNa removal (ZJ WII ~ equipmln or operatb» be Installed 111111 may reqiwe an APCO Pennil to Operate? Pie-. 1H #le ,_ skJe ol ltw form tor typical equlpmeot r~ M APCD s-mlf. tf Y", c:oolaaAPCO prior to lhe iNli.n:e of 8 building permit Briefly describe busineff actMtln; LEGOLAND Briefly delJcribe proposed project: MUL Tl-USER RESTROOM I declare under penajty ot pe,ju,y hit to the best of my knowledge aod belief responses made herein are true aod correc:t.. 01 /10 12025 --._..., ~ Name ot Owner or Authorized Agent Signature of Owner or Authorized Agent Date FIRE DEPARTMENT OCCUPANCY CLASSIFICATION· FOR OFFICAL USE ONLY: BY: DATE: I EXEM'Y" OR NO RllffltlEII N'OftMAl'"ION U4IJJUO 111£1.EA&ED FOil BOIUIING Pu.r BUT Nor f'Otl OCCUPANCY Rlt.EAIJl!O FOR OCCUPANCY COUNTY-HMO' APCD COUNTY-HMO APCD COUNTY-HMO APCO ~\.,on Co,,e,, 0~ Q ct ,., .. Reviewed <2 ct gt/j7/mHII :!: Date/Initials ~ t '4,, r.,o~ o,eoo • A stamp in this boJ< .2!J.1r exempts businesses from completing or updating a Hazatdou& Material$ Businns Plan. Other permitting requirements may still apply { City of Carlsbad PURPOSE CLIMATE ACTION PLAN CONSISTENCY CHECKLIST B-50 Development Services Building Division 1635 Faraday Avenue 442-339-2719 www.carlsbadca.gov This checklist is intended to help building permit applicants identify which Climate Action Plan (CAP) ordinance requirements apply to their project. This completed checklist (B-50) and summary (B-55) must be included with the building permit application. The Carlsbad Municipal Code (CMC) can be referenced during completion of this document. NOTE: The following type of permits are not required to fill out this form ❖ Patio I ❖ Decks I ❖ PME (w/o panel upgrade) I ❖ Pool The 8-50 checklist was originally developed several years ago to support implementation of the CAP. Recent updates to the California Building Standards Code have imposed newer performance standards on building permit applications. Therefore, the applicant is advised to review all applicable code sections and apply the maximum performance standard, which may exceed the CAP consistency checklist requirements Consultation with a certified Energy Consultant is encouraged to assist in filling out this document. Appropriate certification includes, but is not limited to: Licensed, practicing Architect, Engineer, or Contractor familiar with Energy compliance, IECC/HERS Compliance Specialist, ICC G8 Energy Code Specialist, RESNET HERS rater certified, certified ICC Residential Energy Inspector/Plans Examiner, ICC Commercial Energy Inspector and/or Plans Examiner, ICC CALgreen Inspector/Plans Examiner, or Green Building Residential Plan Examiner. If an item in the checklist is deemed to be not applicable to a project, or is less than the minimum required by ordinance, check N/A and provide an explanation or code section describing the exception. The project plans must show all details as stated in the applicable Carlsbad Municipal Code (CMC) and/or Energy Code and Green Code sections. Project Name/Building Permit No.: Legoland Garden Restroom BP No.: Date: O 7 /31 /23 PropertyAddress/APN: One Legoland Dr., Carlsbad, CA 92001 / 211-100-09-00 ApplicantName/Co.: COAR Design Group ApplicantAddress: 9640 GRANITE RIDGE DR . Suite 130 Contact Phone: 619-698-9177 Contact Email: morgan@coargroup.com Contact information of person completing this checklist (if different than above): Name: Company name/address: CITY B-50 Contact Phone: Contact Email: Page 1 of 7 Revised 12/22 Use the table below to determine which sections of the Ordinance checklist are applicable to your project. For alterations and additions to existing buildings, attach a Permit Val uation breakdown on a separate sheet. For purposes of determining valuation, the amount should be upon either the actual contract price for the work to be permitted or shall be determined with the use of the current "ICC Building Valuation Data" as published by the International Code Council, whichever is higher (refer to Section 18.04.035 of the CMC). Building Permit Valuation (BPV) $ breakdown _1_,8_0_0_, O_O_O ______ _ [ Construction ~ :I C~plete leQtlon(•) : : , I Note,: • = 0 Residential □ New construction 2A*, 3A*, 4A* *Includes detached, newly constructed ADU □ Additions and alterations: □ BPV < $60,000 N/A All residential additions and alterations □ BPV 2: $60,000 1A, 4A 1-2 family dwellings and townhouses with attached garages □ Electrical service panel upgrade only only. *Multi-family dwellings only where interior finishes are □ BPV 2: $200,000 1A, 4A* removed and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed 2B* *Multi-family dwellings only where 2:$1,000,000 BPV AND BPV ~ $1,000,000 affecting 2:75% existing floor area II] Nonresidential and hotels/motels !!!!! New construction 1 B, 2B, 3B, 4B and 5 □ Alterations: □ BPV 2: $200,000 or additions 2: 1B, 5 1,000 square feet □ BPV2: $1,000,000 1B, 2B, 5 Building alterations of 2: 75% existing gross floor area 2: 2,000 sq. ft. new roof addition 2B, 5 1 B also applies if BPV 2: $200,000 Instructions: 1. Choose first between residential or non-residential based on the type of project being submitted. 2. Next chose between new construction or addition/alteration for residential or non-residential. 3. The columns to the right of your selection will determine which sections of the CAP program are applicable to your project. 4. Appropriate details must be included on the plans for selections made. EXAM PLE: Scope of work includes a new, 2 story, single family residential structure. I The selections would be: Residential and New construction in the table above. For a 2-story structure, CAP sections 2A, 3A and 4A would be applicable. (Solar PV, water heating, EV charging) The• indicates that new detached ADU's are included. EXAM PLE: Scope of work includes a tenant improvement (i.e., alterations) valued at over one million dollars. The selections would be: Non-residential and Alteration BPV 2: $1,000,000. CAP sections 1 B, 2B and 5 would be applicable to this project. (Energy efficiency, Solar PVand Transportation Demand Management (TOM)*) It may be necessary to supplement the completed checklist with supporting materials, calculations or certifications, to demonstrate full compliance with CAP ordinance requirements. For example, projects that propose or require a performance approach to comply with energy-related measures will need to attach to this checklist separate calculations and documentation as specified by the ordinances. 3 Please refer to Section 18.30.060 of the Carlsbad Municipal Code (CMC) and Section 150.2 of the CEC for more information. Appropriate details and notes must be placed on the plans according to selections chosen in the design. A. 0 Residential addition or alteration 2: $60,000 building permit valuation. Details of selection chosen below must be placed on the plans referencing CMC 18.30.060. D N/A _________ _ D Exception: Home energy score ~ 7 (attach certification) Year Built Single-family Requirements Multi-family Requirements D Bebe 1978 Select one option: D D D D Duct sealinq D Attic insulation □Cool roof D Attic insulation 1978 and later Select one option: D Lighting package D Waterheatinq packaqe Between1978 -1991 Select one option: D Duct sealing D Attic insulation D Cool roof 1992 and later Select one option: D Liqhting package D Water-heating packaae New Nonresidential construction (including additions over 1,000sf), new hotel/motel construction AND alterations 2: $200,000 building permit valuation. See Section 18.21 .050 of the CMC and CALGreen Appendix AS. At least one measure from each applicable building component required. 0 NIA Restroom replacement AS.203.1.1 Choose one: D Outdoor lighting D Restaurant service water heating (Section 140.5 of the CEC) D Warehouse dock seal doors D Daylight design PAFs D Exhaust air heat recovery AS.203.1 .2.1 Choose one: D .95 Energy budget (Projects with indoor lighting OR mechanical) D .90 Energy budget (Projects with indoor lighting AND mechanical) AS.211.1 ** D On-site renewable energy: AS.211 .3** D Green power: (If offered by local utility provider, 50% minimum renewable sources) AS.212.1 D Elevators and escalators:(Project with more than one elevator or two escalators) AS.213.1 D Steel framing: (Provide details on plans for options 1-4 chosen) 0 N/A ---------- 0 N/A ________ _ 0 N/A 0 N/A 0 N/A 0 N/A. ________ _ * High-rise residential buildings are 4 or more stories. ** For alterations<!: $1,000,000BPV and affecting> 75%existing gross floor area, OR alterations that add 2,000 square feet of new roof addition: comply with Section 18.030.040 of the CMC (section 2B below) instead. 4 2. Photovoltaic Systems A. □ Residential new construction. Refer to Section 150.1 (c)14 of the CEC for single-family requirements and Section 170.2(d) of the CEC for multi-family requirements. If project includes installation of an electric heat pump water heater pursuant to CAP section 3 below (residential water heating), increase system size by .3kWdc if PV offset option is selected. Floor Plan ID (use additional CFA orSARA #d.u. Calculated kWdc* Exception sheets if necessary) N/ A -Restroom replacement □ □ □ □ Total System Size: kWdc kWdc = (CFAx.572) / 1,000 + (1 .1 5 x #d.u.) *Formula calculation where CFA = conditional floor area, #du = number of dwellings per plan type If proposed system size is less than calculated size, please explain. B. 0 Nonresidential, hotel/motel and multifamily additions, alterations and repairs of these projects ?$1 ,000,000 BPV AND affecting ?75% existing floor area, OR addition that increases roof area by ?2,000 square feet. Please refer to Section 18.30.040 and 18.30.070 of the CMC when completing this section. Choose one of the following methods: (Gross floor area or Time-Dependent Valuation method) D Gross Floor Area (GFA)Method GFA: Min.System Size: kWd D If< 1 O,OOOs.f. Enter: 5 kWdc 0 If~ 10,000s.f. calculate: 15 kWdc x (GF N10,000) ** **Round building size factor to nearest tenth, and round system size to nearest whole number. D Time-Dependent Valuation Method C. 0 Annual TDV Energy use:*** ______ x .80= Min. system size: ______ kWdc ***Attach calculation documentation using modeling software approved by the California Energy Commission. *All newly constructed non residential, hotel/motel and highrise multifamily buildings that are required by CEC section 140.1 O(a) to have a PV system shall also have a battery storage system meeting CEC section 140.1 O(b). Non residential, hotel/motel and multifamily additions, alterations or repairs that trigger solar due to the Car1sbad Climate Action Plan will NOT require battery storage. Battery storage is required when triggered by CEC section 140.10(a) and/or 170.2(g). 5 3. Water Heating A. Residential. Refer to Section 18.30.050 of the CMC and Sections 150.1 (c)B or 170.2(d) of the CEC when completing this section. Provide complete details on the plans. Residential new construction and alterations: D Required: 60% of energy needed for service water heating from on-site solar or recovered energy. For systems serving individual units, choose one system: D Single 240-volt heat pump water heater AND compact hot water distribution AND Drain water heat recovery (low-rise residential only) D Single 240-volt heat pump water heater AND PV system .3 kWdc larger than required. D Heat pump water heater meeting NEEA Advanced Water Heating Specification Tier 3 or higher. D Solar water heating system that is either .60 solar savings fraction or 40 s.f. solar collectors D Gas or propane system with a solar water hearing system and recirculation system. For systems serving multiple units, choose one system: D Heat pump water heating system with recirculation loop tank and electric backup. D Solar water heating system that is either: D .20 solar savings fraction D .15 solar savings fraction, plus drain water heat recover OR: D System meets performance compliance requ irements of section 150.1(d) or 170.2(d) and deriving at least 60% of energy from on-site solar or recovered energy. D Exception: ______________________________________ _ B. Nonresidential and hotel/motel new construction. This section also applies to high-rise residential. Refer to Sections 18.030.020 and 18.040.030 of the CMC and Sections 140.5 and 170.2 of the CEC when completing this section. Provide complete details on the plans. 1. Non-residential: D Required: Water heating system derives at least 40% of its energy from one of the following: D Solar-thermal D Photovoltaics D Recovered energy D Required : High-capacity service water heating system 2. Water heating system is (choose one): D Heat pump water heater D Electric resistance water heater(s) D Solar water heating system with .40 solar savings fraction 3. Hotel/motel: D Required: High-capacity service water heating system (meeting Section 170.2(d) of the CEC) D Required: Located in garage or conditioned space Exception: N/A -Restroom replacement 6 4. Electric Vehicle Charging A D Residential • New construction and major alterations.• This section also applies to hotel/motel projects. Refer to Section 18.21 .030 of the CMC and Section 4.106.4 of the GBSC when completing this section. Choose one: D One and two-family residential dwelling alterations with attached private garage. (not required if a panel upgrade would be needed) D New detached ADU. (no EV space required when no additional parking facilities are added) D New one and two-family residential dwellings and townhouse with attached private garage. D One EV Ready parking space required D Exception: __________ _ D New and major alterations to multi-family and hotel/motel projects: D Exception: _________________ _ Total Parking Spaces Proposed EVSE Spaces EV Capable (10% of total) I EV Ready (25% ofT otal) I EV chargers (5% of Total) I I *Major alterations are: (1) for one and two-family dwellings and for town houses with an attached garage, alterations have a building permit valuation ;? $60,000 or include an electrical service panel upgrade. (2) for multifamily dwellings (three units or more without attached garages), alterations have a building permit valuation ;? $200,000, i nteriorfinishes a re removed and significant site work and u pg rad es to structural and mechanical, electrical, a nd/orp lumbing systems are proposed. B. D Non-Residential -New construction I!!! Exception : N/A -Restroom replacement Please refer to Section 18.21.040 of the CMC when completing this section Total Par1<ing Spaces Proposed EV Capable I EVCS (Installed with EVSE) I EV Ready (optional) I EV Space (optional) I I I Calculation: Refer to the table below: Total Number of Par1<ing Spaces provided Number of required EV Capable Spaces Number of required EVCS (Installed with EVSE) D 0-9 1 1 D 10-25 4 1 D 26-50 8 2 □ 51-75 13 3 □ 76-100 17 5 El 101-150 25 6 □ 151-200 35 9 D 201 andover 20 percent of total 25 percent of Required EV Spaces Calculations: Total EV Capable spaces= .20 x Total parking spaces proposed (rounded up to nearest whole number) EVSE Installed = Total EVSE Spaces x .25 (rounded up to nearest whole number) EVSE other may be "EV Ready" or "EV Space" 7 5. D Transportation Demand Management (TOM): Nonresidential ONLY N/ A -Restroom replacement An approved Transportation Demand Management (TOM) Plan is required for all nonresidential projects that meet a threshold of employee-generated ADT. City staff will use the table below based on your submitted plans to determine whether your permit requires a TOM plan. If TOM is applicable to your permit, staff will contact the applicant to develop a site-specific TOM plan based on the permit details. Acknowledgment: Employee ADT Estimation for Various Commercial Uses Use Office (all)2 Restaurant Retai'3 Industrial Manufacturing Warehousing EmpADTfor first 1,000 s.f. 20 11 8 4 4 4 EmpADTI 1000 s.f.1 13 11 4.5 3.5 3 1 1 Unless otherwise noted, rates estimated from /TE Trip Generation Manual, 1QlhEdition 2 For all office uses, use SAN DAG rate of 20 ADT/1,000 sf to calculate employee ADT 3 Retail uses include shopping center, variety store, supermarket, gyms, pharmacy, etc. Other commercial uses may be subject to special consideration Samcle calculations: Office: 20,450 sf 1. 20,450 sf / 1000 x 20 = 409 Employee ADT Retail: 9,334 sf 1. First 1,000 sf= 8 ADT 2. 9,334 sf -1,000 sf= 8,334 sf 3. (8,334 sf/ 1,000 x 4.5) + 8 = 46 Employee ADT I acknowledge that the plans submitted may be subject to the City of Carlsbad's Transportation Demand Management Ordinance. I agree to be contacted should my permit require a TOM plan and understand that an approved TOM plan is a condition of permit issuance. Applicant Signature: __ /ll)+-7l_K __ ..,,,Jt, ______ _ Name: MORGAN RAUH Date: 08/1 0/23 Phone No.: 619-698-9177 8 ( City of Carlsbad CLIMATE ACTION PLAN (CAP} COMPLIANCE CAP Building Plan Template B-55 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov The following summarizes project compliance with the applicable Climate Action Plan ordinances of the Carlsbad Municipal Code and California Green Building Standards Code (CALGreen), current version. The following certificate shall be included on the plans for all building permits that are required to comply with the CAP measures: 1. ENERGY EFFICIENCY APPLICABLE: □YES [I] NO Complies with CMC 18.30.060 or 18.21.050 O Yes O N/A Existing Structure, year built: ____ _ Prepared Energy Audit? D es D No Energy Score: _____ _ Efficiency Measures included in scope: 2. PHOTOVOLTAIC SYSTEM APPLICABLE: OYES [i] NO 3. 4. 5. Complies with CMC section 18.30.040 and 2022 California Energy Code section 150.l{c)14 D Yes D IA Size of PV system {kWdc): Sizing PV by load calculations O Yes O No If by Load Calculations: Total calculated electrical load: 80% of load: Exception Requested Exception Approved B Yes O No Yes ONo ALTERNATIVE WATER HEATING SYSTEM APPLICABLE: □YES [j]No Complies with CMC sections 18.30.020 18.20.030 and/or 18.30.050? Alternative Source: o Electric o Passive Solar Exception Requested Exception Approved ELECTRIC VEHICLE {EV) CHARGING APPLICABLE: O Yes D N/A D Yes 0 Yes DYES Complies with CMC section 18.21.030? Panel Upgrade? D Yes O N/A D Yes O No Required Provided Total EV Parking Spaces: No. of EV Capable Spaces: No. of EV Ready Spaces: No. of EV Installed Spaces: Hardship Requested Hardship Approved -0Yes □Yes TRAFFIC DEMAND MANAGEMENT APPLICABLE: Compliant? TDM Report on file with city? O No □No O YEs[2]No D Yes O No □Yes □No r DIUICIN •IIO<>I' June 17. 2024 Jeff Katz, Principal, AIA 619.698.9177 Krt Maness. Project Manager 707.592.5626 CITY OF CARLSBAD -PLAN CHECK NO. CBC2023-0258 -PLAN CORRECTION COMMENT RESPONSES PROJECT: LEGOLAND GARDEN RESTROOM # COMMENT RESPONSE SHEET# DIVISION -BUILDING DIVISION ACCESSIBILITY COMMENTS CBC 11 B-202.3 requires that accessibility be provided to the altered spaces. This C) Please refer to A2/T-9 for locations of all detectable warnings. please refer to C1/T-9 for detectable accessibility shall include the requirements of CBC 11 B-202.4, which entails: a warning detail. primary entrance, a primary path of travel, sanitary facilities serving the area. a D) Please refer to A2/T-9 for locations of all detectable warnings. please refer to B2/T-9 for detectable drinking fountain, and signs. Please address the following: warning detail. E) (1) Please refer to C3/T-9 for updated van-accessible parking spot width per CBC 11 B 502.2 c) Provide detectable warning where the accessible route crosses or adjoins the E) (2) Please refer to C3/T-9 for updated access aisle. vehicular path of travel per CBC 11B-247 1.2.5. Provide detectable warning E) (3) Please refer to C3/T-9 for dimension showing the length of accessible parking spots per CBC 11 B- details in accordance with CBC 11B-705.1 502.2. PC2: The location of detectable warnings was not shown on the plans. PC2: Details B3/T-9 -Please refer to C4/T-9 for updated sign verbiage per CBC 11 b-502.8.2. Please provide, and cross-reference the detectable warning detail. d) Show location and provide details for curb ramps in accordance with CBC 11B- 406. PC2: Please revise comment D1 above. Compliance is required for the all elements along the accessible route. Show location and provide details for curb ramps to address comment above. D1 e) Show location and provide details and dimensions of accessible parking, T-9 accessible aisles. markings. signage, etc .. to verify it meets the requirements of CBC 11 B Division 5 PC2: CJ/T-9 (1) Please revise detail to provide 12'-0" van accessible parl<ing. CBC 11B 502.2. (2) Please revise access aisle marl<ing to show " NO PARKING" word painted within on the surface each access aisle in white letters. CBC 11 B- 502.3.3. (3) Specify length of accessible parking to be 18 ft minimum per CBC 11 B- 502.2. PC2: Detail B3/T-9: Revise the verbiage on the tow away sign to specify, H ... will be towed away at owner's expense.11 instead of " ... may be towed away at owner's expense." CBC 11B-502.8.2. (See comment sheet for graphic) MECHANICAL n Detail 6/M5.1: Note on plan, factory-made Oexible air ducts and connectors shall Note concerning maximum nex duct length of 5ft has been added to mechanical detail 6 on sheet M5.1. be not more than 5 feet in length and shall not be used in lieu of rigid elbows or M2 fittings per CMG 603.4.1. M5.1 PC2: Above commnets have not been addressed, comments remain outstanding (See comment sheet for graphic) " ~ 1---0 r III Ull!IN •lloul' June 17. 2024 Jeff Katz, Principal. AIA 619.698.9177 Krt Maness. Project Manager 707.592.5626 CITY OF CARLSBAD -PLAN CHECK NO. CBC2023-0258 -PLAN CORRECTION COMMENT RESPONSES PROJECT: LEGOLAND GARDEN RESTROOM # COMMENT RESPONSE SHEET# GREEN BUILDING Climate Action Plan requirements apply this project. City of Carlsbad requires that Please refer to attached dimate action plan. Please refer to B1fT-9 for locations of existing EV charging all projects that qualify for CAP compliance will require a completed Climate and proposed new solar locations. Please refer to B3fT-9 for the letter of agreement from Legoland Action Plan (CAP) Consistency Checklist (city form Solar Provider for future proposed solar locations. B-50) to be completed by the APPLICANT. a) For plans submitted to the City the following Climate Action Plan requirements apply, per Carlsbad ordinance: G1 b) The applicant is to fill out the B-50 CAP Consistency Checklist. The scope of work and project valuation will determine which sections of the CAP are required. c) Plan examiners review the B-50 CAP Consistency Checklist for completion. For example: If new residential construction is the scope of work, CAP sections 2A, 3A. and 4A are required to be filled on the B-50 checklist. PC2: Climate action plan was not submitted. Please submit for review. STRUCTURAL Per city requirements, a soils report is required for all new construction, additions, See geotecnnical report attached as separate document. and retaining walls. Submit a soils report and incorporate the recommendations of the report into the design. a) 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 S1 incorporated into the plans. Alternatively, the geotechnical engineer may stamp and sign the foundation plan and all sheets containing foundation details. PC2: Response state no geotechnical report for this project. Per city form B64, geotechnical investigation is required for all additions and new construction. Comments above remain outstanding, Sheet S1 .0, revise general note no.4 to reference CBC 2022 and IBC 2021 Notes revised to show CBC 2022 and IBC 2021. See S1 .0. instead of CBC 2016 and IBC 2015. S2 S1.0 PC2: Above commnet has not been addressed, comment remains outstanding. (See comment sheet for graphic) Sheet S1.1: Revised nailing schedule to show CBC Table 2304.10.2. See S1.1 a) Revise lumber note 18 and nailing schedule to reference CBC Table 2304.10.2. S3 instead of 2304.9.1. S1.1 PC2: Revsie nailing table to reference 2304.10.2 instead. Comment remains outstanding. (See comment sheet for graphic) r Dlal•N ellOUP' June 17, 2024 Jeff Katz, Principal, AIA 619.698 9177 Krt Maness, Project Manager 707.592.5626 CITY OF CARLSBAD· PLAN CHECK NO. CBC2023-0258 • PLAN CORRECTION COMMENT RESPONSES PROJECT: LEGOLAND GARDEN RESTROOM # COMMENT RESPONSE SHEET# STRUCTURAL CALCULATIONS Submit anchorage calculations and details for mechanical unit weighing over 400 Rp revised to 3. See calc page 69-79. A) revised to show dimensions. B) revised to show width lbs per ASCE 7-16 Chapter 13. dimensions. C) weight is confirmed to be 2,320 lbs max. D) revised to call out ESR report and min 5 screws per side. See detail 3/S4.3. PC2: Page 70, Please revise Rp to 3. ASCE 7-16 table 13.6-1. Because HVAC unit is elevated on sheet metal support. PC2: Additional comments (10/15/2023) S1. D3/54.3: S11 a) Provide max 2'-1" and 1'-2" height dimensions b) Provide min 5'-0" and 5'-3" width dimensions c) Ensure that the weight is specified as a maximum of 2,320 lbs. d) Modify the tek screws callout as follows: i) Specify the 1976 ESR report. ii) Specify screw spacing to be a maximum of 12 inches on center (at least 5 screws on each side of the unit). l1see comment sheet for araohicl Building Permit Finaled Revision Permit Print Date: 12/30/2025 Job Address: 1 LEGOLAND DR, CARLSBAD, CA 92008-4610 Permit No: Status: {cityof Carlsbad PREV2025-0096 Closed -Finaled Permit Type: BLDG-Permit Revision Work Class: Commercial Permit Revision Parcel#: Valuation: 2111000900 $0.00 Track#: Applied: 06/05/2025 Lot #: Issued: 07/10/2025 Occupancy Group: #of Dwelling Units: Project#: DEV2023-0015 Finaled Close Out: 12/18/2025 Bedrooms: Bathrooms: Occupant Load: Code Edition: Sprinkled: Plan #: Construction Type: Orig. Plan Check #: CBC2023-0258 Plan Check#: Project Title: LEGOLAND GARDEN RESTROOM Description: LEGOLAND: REMOVE AESTHETIC POP-OUT WALLS FROM FACADE OF BUILDING Applicant: COAR DESIGN GROUP ALEX STOL VAR 6353 DEL CERRO BLVD SAN DIEGO, CA 92120-4736 (619) 698-9177 FEE BUILDING PLAN CHECK REVISION ADMIN FEE THIRD PARTY REVIEW -Consultant Cost (BLDG) Property Owner: LEGOLAND CALIFORNIA LLC PO BOX 543185 DALLAS, TX 75354-3185 (407) 270-1300 Total Fees: $335.00 Total Payments To Date: Building Division $335.00 Final Inspection: INSPECTOR: Balance Due: 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov AMOUNT $35.00 $300.00 $0.00 Page 1 of 1 C cityof PLAN CHECK REVISION OR Deve/012.ment Services DEFERRED SUBMITTAL Building Division Carlsbad APPLICATION 1635 Faraday Avenue 442-339-2719 B-15 www.carlsbadca.gov I by City St.'lffJ Original Plan Check Number CBC2023-0258 Plan Revision Number Pl!/V~~ 1tJlftb Project Address 1 LEGOLAND DRIVE CARLSBAD, CA 92008 General Scope of Revision/Deferred Submittal: Remove the aesthetic 'pop-out' walls from the facade of the building. CONTACT INFORMA TlON: Alex Stolyar, Owner agent-architect 619.698.9177 Name Phone Fax Address 9640 Granite Ridge Dr., Suite 130 City San Diego Zip ~2123 Email Address alex@coargroup.com Original plans prepared by an architect or engineer, revisions must be signed & s1 amped by that person. 1 . Elements revised: l8J Plans ~ Calculations D Soils D Energy D Other 2. 3. Describe revisions in detail List page(s) !where each revision is shown The aesthetic 'pop-out' walls were removed from the facade of the building. See architectural All associated floor plans, elevations, and building sections were updated to narrative rer1ect me pop-outs removea. r1ease see prov1aea arcnitectura1 narrauve u,m I rl--:: --~11 ,.." -' ~rAq~ in rlAt~il I I I .. I 4. Does this revision, in any way, alter the exterior of the project? C81: Yes □ No 5. Does this revision add ANY new floor area (s)? D Yes ~ No 6. Does this revision affect any fire related issues? D Yes ~ No I-owever, it does affect 7. Is this a full set replacement (all sheets)? D Yes !81 Noe----n ajority of the sheets. ~Signature ~ Date 6/03/2025 1635 Faraday Avenue. Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: b!.!ilQing~i;;a ,~12aai;;a.gQv www.carlsbadca.gov Tr11e North COMPLIANCE SERVICES June 13, 2025 City of Carlsbad Community Development Department -Building Division 1635 Faraday Ave. City of Carlsbad -FINAL REVIEW City Perm it No: PREV2025-0096 True North No.: 25-018-576 Carlsbad, CA 92008 Plan Review: Revision TI Legoland New Restroom Address: 1 Legoland Dr Applicant Name: Alex Stolyar Applicant Email: alex@coargroup.com OCCUPANCY AND BUILDING SUMMARY: Occupancy Groups: B Occupant Load: Provide this information Type of Construction: V-8 Sprinklers: Yes Stories: 1 Area of Work (sq. ft.): NIA sq. ft. The plans have been reviewed for coordination with the permit application. Valuation: See Notes Below Scope of Work: Confirmed Floor Area: See Notes Below Notes: Revision, no valuation or floor area. Attn: Building & Safety Department, True North Compliance Services, Inc. has completed the final review of the following documents for the project referenced above on behalf of the City of Carlsbad: 1. Drawings: One (I) copy dated May 30, 2025, by Jeffery A. Katz. 2. Drawings: One (J) copy, by Jeffery A. Katz. 3. Structural Calculations: One (1) copy dated May 20, 2025, by Donald R. Orie. The 2022 California Building, Mechanical, Plumbing, and Electrical Codes (i.e., 2021 IBC, UMC, UPC, and 2020 NEC, as amended by the State of California), 2022 California Green Building Standards Code, 2022 California Existing Building Code, and 2022 California Energy Code, as applicable, were used as the basis of our review. Please note that our review has been completed and we have no further comments, however, we bring the following to your attention:. 1. This project is Hourly. Please charge the applicant the following hours of plan review. True North Compliance Services, Inc. 8369 Vickers Street, Suite 207, San Diego, CA 92111 T / 562. 733.8030 Review No. Hourly Rate Hours Total 1st Review $120.00 2.5 $300 Total $300 We have enclosed the above noted documents bearing our review stamps for your use. Please call if you have any questions or if we can be of further assistance. Sincerely, True North Compliance Services Review By: Alaa Atassi -Senior Plan Review Engineer Orie2 Engineering Structural Engmeers 9750 Miramar Road, Suite 310 San Diego, CA 92126 Fax: (858) 586--0911 Structural Calculations PROJECT: Legoland Restroom Rebuild -Canopy (Project # 175.011 -22 ) CLIENT: COAR DESIGNED BY: ESY DATE: 5/20/25 PREV2025-0096 1 LEGOLAND DR Orie2 -Structural Engineers Commercjal Permjt Rgyjsjon: LEGOLAND: REMOVE AESTHETIC POP-OUT WALLS FROM FACADF DF BUii DING DEV2023-0015 2111000900 CBC2023-0258 6/5/2025 PREV2025-0096 A }- ( D r z ci ::, u ci ~ 1 ) ' l_j 5 12Sx12 GL . .,,..,,.,.,. .... ,,..._. ... .,,""'--_..........._. l Canopy HSS3X3X3/16 11 ."'71 IJ L::::'.::::J I~~ ---b:j__ 11 ~ S.12Sx12 Gl = HSS4X4X1/4 HSS4X4X1/4 SS3X3X3/16 ROOF SCREEN SUPPORT TYP. 11 11 11 11 ·' HSS12X2X3/16 FASCIA -HS~x2x1/8 TYP. U.O.N tt-,.,...,....-"-"(' ~"""'-"-,,....,,_~.,,.,. .... "',,..,. • ~ .,J< 1 00TYP I J__ 2 ) HSS4x2x3/16 TYP HSS8x2x3/16 LEDGER TYP I J__ 1 3 I TYP. ROOF Pl YWOOO 1/2" CD-X Pl YWOOO Pll 32/16 wl BOUNDARY NAIL 8d @ 6" 0 C EDGE NAIL 8d @ 6" 0 C FIELD NAIL Bd@ 12" O.C -1 A BLOCK ALL UNSUPPORTED EDGES FACE GRAIN PERPENDICULAR TO F All NAILS SHALL BE COMMON WIR '--~==~------..;...,===='/ -(B ) -<o ING 'E ~ Orie' Engineering Project No. : _1_75_.0_1_1_-2_2 ________ _ Structural & Bridge Engineers 9750 Miramar Road, Suite 310 San Diego, CA 92126 Phone#: (858) 335-7643 www.Orie2.com Project : Legoland Restroom Rebuild C&C Wind Load ASCE 7-16 Figure 30.7-1 : Open Buildings• Monoslope Free Roofs COMPONENT AND CLADDING · OPEN BUILDING -MONOSLOPE FREE ROOFS Step 1: Determine risk category of building or other structure Risk Category =I II I Table 1.5-1 Step 2: Determine the basic wind speed, V, for applicable risk category Wind Speed, V =196 1mph Figure 26.5-1 & 26.5-2 Step 3: Determine wind load parameters: Exposure Category = Topographic factor, Kzt = Wind directionality factor, Kd = Elevation above sea level = Ground Elevation Factor, K8 = Gust Effect Factor, G = C 1.00 0.85 0.00 ft 1.00 0.85 Step 4: Determine velocity pressure exposure coefficient Height above ground level, z =~ft Exposure coefficient. K, =~ Step 5: Determine velocity pressure Velocity Pressure, q, = 0.00256*K/K,i*K/K8*Vl = 17.05 psf Step 6: Determine net pressure coefficients, CN ~-~ Roof Tilt, e =1-0 __ --1degrees L, Horizontal dimension = 20.0 ft W, Horizontal dimension= 18.4 ft Height of Structure, h = 10 ft Section 26.7 Section 26.8 and Figure 26.8-1 Section 26.6 and Table 26.6-1 Section 26.9 and Table 26.9-1 Section 26.11 Table 26.10-1 Equation 26.10-1 (Strength Value) Table 30.7-1 a= max[0.04·min(b,w), min(0.1b, 0.4h),3] Fiqure 30.7-1 = 3 ft 4a2 = 36 ft2 a2 = 9.00 ft2 Length =~ft Width =~ft Effective Wind Area = Trib Length x Trib Width =20'x18.4' = 368.60 ft2 > 4a"2 CN CN BY : ESY Roof Angle, Effective Wind e Area Clear Wind Flow Obstructed Wind Flow Zone 3 Zone 2 0.0 0 7.5 > 4a112 1.2 -1 .1 1.2 > 4a112 1.20 -1.10 1.20 > 4a112 1.6 -1 .4 1.6 Solar System location = Zone 3 Clear/Obstructed Wind Flow = Clear C/ = 1.20 Step 7: Calculate wind pressure, p, Eq 30.8-1 Design wind pressure, p+ = q,GCN = 17.39 psf -1 .1 -1.10 -1.4 Zone 1 Zone 3 Zone 2 1.2 -1.1 0.5 -1 .2 0.5 -1.2 1.20 -1 .10 0.50 -1.20 0.50 -1 .20 1.6 -1.4 0.8 -1.7 0.8 -1.7 Design wind pressure, p· = q,GCN = -15.94 psf All Loads in Strength Value, multiply by 0.6 to get to ASD Design Value Zone 1 0.5 -1.2 0.50 -1.20 0.8 -1.7 Orie 2 Engineering Structural & Bridge Engineers 9750 Miramar Road, Suite 310 San Diego, CA 92126 Phone # : (858) 335-7643 www.Orie2.com Project No. : ~1_7.c.5_.0_1_1_-2_2 ___________ _ Project Legotand Restroom Rebuild C&C Wind Load ASCE 7-16 Figure 30. 7-1: Open Buildings -Monoslope Free Roofs COMPONENT AND CLADDING - OPEN BUILDING -MONOSLOPE FREE ROOFS Diagrams L Notation BY : a = 10% of least hori✓onrnl dimen~ion or 0 .4h. whichever i~ ~mailer but not les" than 4'1-o f least horiLontal dimen,.,ion or 3 ft (0.9 m ). h = M ean rod height. in ft (m). L = l-loriLontal dimcn,ion of building. mea~ured in .ilong-wind direction. in ft (m). 8 = A ngle of pl.inc of roof from horiLontal. in degree~. Net Pressure Coefficients, CN Roor En'eclh'e \Vind C"leur \Vind flow A n1tlc.8 A rt":U ZoneJ Zone l Zone I 0 S.u 2.-1 '' ·~ I 7 I 2 I I >,;, s: 4()(,.: 18 -17 18 17 I 2 -1 I >40'1! I 2 -1 I I 2 I I I 2 I I 7.5 SaJ l 2 -41 2-1 2 I 16 -1.-1 > u'. S 4 Ou' 24 2 I 2 -I -2. I Ir, 14 >4 0uJ 16 I J 16 14 16 I 4 IS S ol l.6 -,.s 27 -2 lJ I 8 -I Q >,I. s;40c/ 27 -19 11 -2.9 I 8 -1 'I >-1.0,r' I k I 'l I 8 I 9 lk 19 lO S.u !\ 1 -.'.I l '1 J k 26 2.5 > ,r. s "',1t,' 19 38 "' -.l ~ 26 2.S > 4.C.k,1 2.t, -2.1 2fl u 2 t, 2~ .. .'.I $ "~ ~2 6 19 -l ,5 26 2 l > ,r'.,; -1.0t,' 19 ,, 19 -U 26 -2' > .. o,,' 2.6 2 .l 26 2.1 26 2. l Oh,Lrueted \Vb.id Flow Zon~J Zone 2 7...one I () !, ll I 36 ().8 _, 8 0.5 -12 >u.:.s.i0t,~ 0.8 18 0.K 18 05 -1 2 >40u.!' 05 I 2 05 I 2 O.'.I I 2 7.~ s ,/ It, ~ I I.Z -.? 6 08 -1 7 > (I: s .i.o..,1 I 2 2 (, 1 2 -2 6 08 I 7 >.&Ou' 08 I 7 OK _, 7 0.11 -1 7 ,~ S tt1 2 .. l 111 -12 12 2 I >tr.s.-1.0,l I k _, ! I.K -12 I 2 -2 I > _._o,l I l 2 I I 2 -2 I 12 2 I '\() s,,1 ,.2 --1 (I 2 .a l .S 16 2.3 > a1. S -l.Ow./ 2~ _,_5 Z-1 -l .5 I.I> .?.J >4 tk/ It, -2' It, -2.1 I 6 2.J ~~ S u' .. 2 l M l 2 l'l 2.1 19 >,/.s.io"' 'l .:? () ,.2 2.9 2.1 19 >-' °'' 2 I 19 2.1 I<) 2.1 19 Notes I. C, denoLe~ net prc,~ures (contribution, from top and bouom ,urfoce~). 2. Clear wind tlow denotes relatively unob,tructed , ind tlow with blockage le~~ than or equal Lo 50'1-. O b,truc1ed wind n ow denoLes object, below roof inhibiting wind flow (>50<",-blockage). 3. For value, of 0 other than tho,e ,hown. li near interpolation is pcrmiued. ~. Plu, and minu, ~ign~ ,ignify pre,;.ure, acting toward and away from the to1> roof ~urfacc. rc~pecLivcly. 5. Component, (tnd cladding element~ ~hall be dc,igned for positive and negmive prc"urc coefficient, ~hown. FIGURE 30.7-1 Components and Cladding (0-25 ;S h /L ;S 1.0): Net Pressure Coefficient, CN, for Open Bulldlngs- Monoslope Fr-Roofs, o ;S 45• RCH/ES Orie2 Engineering Su,.. 9/C ,gne,,r:; 9750 Mnmar Roed Sudo 310 Satl 0.000 CA 92129 Fu (858► 586-0911 Project No. : 175.011 -22 PROJECT . Legoland Restroom Rebuilc Canopy Loading Canopy Roof DL = 11 psf Canopy Roof LL = 20 psf (not including HSS Framing members) DATE : 4/10/23 BY ESY Wind Up= Wind Down= 17.39 psf Canopy Framing Member Loads (Use max wind pressure for both up and down -conservative) Total L of loaded members = 153. 73 ft Total Area of Canopy = 368.7 ft112 DL = 11 psf x 368. 7 ft/12 / 153. 73 = Lr = 20 psf x 368. 7 ft112 / 153. 73 = W up= 17.39 psf x 368.7 ft112 / 153.73 = W down= 17.39 psf x 368.7 ft112 / 153.73 = 27 lb/ft 48 lb/ft 42 lb/ft 42 lb/ft Section Set Envelope Only Solution Orie2 Engineering, Inc. ESY SK-1 Section Sets HSS4x4x1/4" HSS4x4x1 /4"C May 20, 2025 at 08:22 AM Canopy.r3d Rendered View Envelope Only Solution Orie'•""'""""" Orie2 Engineering, Inc. SK-2 ESY May 20, 2025 at 08:23 AM Canopy.r3d Loads: BLC 1, D Envelope Only Solution °"" .... ,....... Orie2 Engineering, Inc. ot 1,'~=--1-E.:..S __ Y _ __::._ _____ 7 Dead Load -0.027 k/ft -0.027 k/ft SK-3 May 20, 2025 at 08:23 AM Canopy.r3d Loads: BLC 2, Lr Envelope Only Solution on,•,_ Orie2 Engineering, Inc. o. ----~:.:..:..:::....=.....:::_ _ __;=----, ,::::.::· ESY Roof Live Load -0.048 k/ft -0.048 k/ft -0.048 k/ft SK-4 May 20, 2025 at 08:24 AM Canopy.r3d Loads: BLC 3, Wup Envelope Only Solution """'._ Orie2 Engineering, Inc. ESY Wind Up SK-5 May 20, 2025 at 08:24 AM Canopy.r3d Loads: BLC 4, Wdown Envelope Only Solution """'._ Orie2 Engineering, Inc. a :,.:?--~E~S~Y:.=_.::.....:::.._ _ ____;;_ ___ 7 Wind Down -0.042 k/ft -0.042 k/ft SK-6 May 20, 2025 at 08:24 AM Canopy.r3d Member Code Checks Displayed (Enveloped) Envelope Only Solution ~·--Orie2 Engineering, Inc. ESY Code Check (Bending) SK-7 Code Check (Env) No Cale > 1.0 .90-1 .0 .75-.90 .50-.75 0.-.50 May 20, 2025 at 08:24 AM Canopy.r3d Orie2 Engineering Srn.,ct ra1 Eng,nHrs i750 Mnt1w Ao.d. Suite 310 San Diego. CA 92129 Company Designer : Orie2 Engineering, Inc. : ESY Fu 1151) 581-0911 Model Settinas Number of Reoorted Sections Number of Internal Sections Job Number Model Name : Member Area Load Mesh Size lin2\ Consider Shear Deformation Consider Torsional Waroina Annroximate Mesh Size /in\ Transfer Forces Between lntersectina Wood Walls Increase Wood Wall Nailino Caoacitv for Wind Loads Include P-Delta for Walls Ootimize Masonrv and Wood Walls Maximum Number of Iterations Sinale Multiole /Ootimum\ Maximum Global Axis corresnnndina to vertical direction Convert Existina Data Default Global Plane for z-axis Plate Local Axis Orientation Hot Rolled Steel Stiffness Adiustment Notional Annex Connections Cold Formed Steel Stiffness Adiustment Wood Temoerature Concrete Masonrv Aluminum Structure Tvoe Stiffness Adiustment Stainless Stiffness Adiustment Comoression Stress Block Analvze usina Cracked Sections Leave room for horizontal rebar solices 12•d bar soacina\ List forces which were ianored for desian in the Detail Reoort Column Min Steel Column Max Steel Rebar Material Soec # Warn if beam-column framina arranaement is not understood Number of Shear Reaions Reaion 2 & 3 Soacina Increase Increment /in) Code Risk Cateaorv Drift Cat 5 100 144 Yes Yes 24 Yes Yes Yes Yes 3 No Yes No y Yes xz Global AISC 15th (360-16): ASD Yes /Iterative) None AISC 14th /360-10): ASD AISI S100-16: ASD Yes /Iterative) AWC NDS-18 / SDPWS-15 ASD < 100F ACI 318-19 TMS 402-16: ASD AA ADM1-15: ASD Buildina Yes /Iterative) AISC 14th /360-10): ASD Yes /Iterative\ Rectanaular Stress Block Yes Yes Yes 1 8 ASTM A615 No 4 4 ASCE 7-16 I or II Other RISA-3D Version 22 [ Canopy.r3d ] 5/20/2025 8:24:33AM Checked By : ___ _ I Page 1 Orie2 Engineering Structural Engineers i750 Mnm•r Road, SY,te 310 San0t'9). CA9212tl Fu (151) 5H-0911 Model Settinas (Continued) Base Elevation (ft\ Company : Orie2 Engineering, Inc. Designer : ESY Job Number Model Name : Include the weiaht of the structure in base shear calcs Yes S (a\ 1 SD, {a) 1 SD. la) 1 T fsec\ 5 T Z rsec\ TX (sec) CZ 0.02 c.x 0.02 CExn. Z 0.75 CExn. X 0.75 RZ 3 RX 3 0 ,7 1 (U( 1 C,Z 4 cv 4 oz 1 nX 1 RISA-3D Version 22 [ Canopy.r3d ] 5/20/2025 8:24:33 AM Checked By : ___ _ Page 2 Orie2 Engineering Company : Orie2 Engineering, Inc. srructu a1 E ,g, ,..., • Designer : ESY .,,.....,_,._,_ .... ,,o Job Number ~==::e Model Name : Node Coordinates 512012025 8:24:33AM Checked By : ___ _ Label X fftl y [ft] z [ft] Detach From Diaphraom 1 N1 18.43 0 -5.08 2 N2 18.43 0 14.917 3 N3 0 0 9.000124 4 N4 10.375 0 -5.08 5 N5 10.375 0 0.000124 6 N6 10.375 0 4.500124 7 N7 10.375 0 9.000124 8 N8 10.375 0 14.917 9 N9 15.96 0 -5.08 10 N10 15.96 0 14.917 11 N11 0 0 4.500124 12 N12 0 0 0.000124 13 N13 5.333 0 -5.08 14 N14 5.333 0 0.000124 15 N15 5.333 0 4.500124 16 N16 5.333 0 9.000124 17 N17 5.333 0 14.917 18 N18 15.96 0 9.000124 19 N19 18.43 0 9.000124 20 N20 15.96 0 4.500124 21 N21 18.43 0 4.500124 22 N22 15.96 0 0.000124 23 N23 18.43 0 0.000124 24 N26 0 0 14.917 25 N33 15.96 0 1 26 N34 15.96 -10 1 27 N35 15.96 0 7.12 28 N36 15.96 -10 7.12 Hot Rolled Steel Properties Label E [ksi] G [ksi] Nu Therm. Coeff. f1e5°F·11 Density fk/ft3l Yield fksi] Rv Fu fksi] Rt 1 A992 29000 11154 0.3 0.65 0.49 50 1.1 65 1.1 2 A36 Gr.36 29000 11154 0.3 0.65 0.49 36 1.5 58 1.2 3 A572 Gr.SO 29000 11 154 0.3 0.65 0.49 50 1.1 65 1.1 4 A500 Gr.B RND 29000 11154 0.3 0.65 0.527 42 1.4 58 1.3 5 A500 Gr.B RECT 29000 11154 0.3 0.65 0.527 46 1.4 58 1.3 6 A500 Gr.C RND 29000 11154 0.3 0.65 0.527 46 1.4 62 1.3 7 ASOO Gr.C RECT 29000 11154 0.3 0.65 0.527 50 1.4 62 1.3 8 A53 Gr.B 29000 11154 0.3 0.65 0.49 35 1.6 60 1.2 9 A1085 29000 11154 0.3 0.65 0.49 50 1.4 65 1.3 10 A913 Gr.65 29000 11154 0.3 0.65 0.49 65 1.1 80 1.1 Hot Rolled Steel Section Sets Label Sha e T e Desi n List Material Rule Area in2 in• lzz in• J in• 1 HSS4x4x1/4" HSS4X4X4 Beam Tube 500 Gr.8 REC ical 3.37 7.8 12.8 2 HSS4x4x1/4"C HSS4X4X4 Column Tube 500 Gr.B REC ical 3.37 7.8 12.8 Hot Rolled Steel Desig,n Parameters Label Sha e Len th ft ft Channel Conn. a ft Function 1 M1 HSS4x4x114" 19.997 NIA NIA Lateral 2 M2 HSS4x4x1 14" 18.43 NIA NIA Lateral RISA-3D Version 22 [ Canopy.r3d ) Page 3 Orie2 Engineering Company : Orie2 Engineering, Inc. 5/20/2025 8:24:33 AM Structural Engineers 9750 Mnme< Road, Soo• 310 San o..go, CA 92129 Designer : ESY Job Number Fax (858) 580-0911 Model Name : Hot Rolled Steel Design Parameters (Continued) Label Shape Lenath fftl 3 M3 HSS4x4x114" 15.96 4 M4 HSS4x4x1/4" 5.08 5 MS HSS4x4x114" 4.5 6 M6 HSS4x4x114" 4.5 7 M7 HSS4x4x1/4" 5.917 8 MS HSS4x4x1/4" 19.997 9 M9 HSS4x4x1/4" 15.96 10 M10 HSS4x4x1/4" 15.96 11 M11 HSS4x4x1/4" 5.08 12 M1 2 HSS4x4x114" 4.5 13 M13 HSS4x4x114" 4.5 14 M14 HSS4x4x1/4" 5.917 15 M15 HSS4x4x1 /4" 2.47 16 M16 HSS4x4x1/4" 2.47 17 M17 HSS4x4x1 /4" 2.47 18 M25 HSS4x4x1/4"C 10 19 M26 HSS4x4x114"C 10 Nodal Loads and Enforced Displacements Member Point Loads Member Distributed Loads (BLC 1 : DJ Checked By : ___ _ Lcomp too fftl Channel Conn a fftl Function Lbvv N/A N/A Lateral Lbvv N/A N/A Lateral Lbvv NIA NIA Lateral Lbvv N/A NIA Lateral Lbvv NIA N/A Lateral Lbvv NIA NIA Lateral Lbv" NIA N/A Lateral Lbvv NIA NIA Lateral Lbvv NIA NIA Lateral Lbvv NIA NIA Lateral Lbvv N/A N/A Lateral Lbvv N/A N/A Lateral Lbvv NIA NIA Lateral Lbvv NIA N/A Lateral Lbvv NIA NIA Lateral Lbvv N/A N/A Lateral Lbvv NIA N/A Lateral No Data to Print... No Data to Print... Member Label Direction Start Maanitude fk/ft, F, ksf, k-ft/ftl End Maqnitude fk/ft, F, ksf, k-ft/ftl Start Location [(ft, % )l End Location [/ft, % \' 1 M1 y -0.027 -0.027 0 %100 2 M6 y -0.027 -0.027 0 %100 3 M2 y -0.027 -0.027 0 %100 4 M3 y -0.027 -0.027 0 %100 5 M4 y -0.027 -0.027 0 %100 6 MS y -0.027 -0.027 0 %100 7 M10 y -0.027 -0.027 0 %100 8 M7 y -0.027 -0.027 0 %100 9 MS y -0.027 -0.027 0 %100 10 M9 y -0.027 -0.027 0 %100 11 M11 y -0.027 -0.027 0 %100 12 M12 y -0.027 -0.027 0 %100 13 M14 y -0.027 -0.027 0 %100 14 M13 y -0.027 -0.027 0 %100 15 M15 y -0.027 -0.027 0 %100 16 M16 y -0.027 -0.027 0 %100 17 M17 y -0.027 -0.027 0 %100 Member Distributed Loads (BLC 2 : Lr) Member Label Direction Start Maanitude [k/ft, F, ksf, k-ft/ftl End Maqnitude fk/ft, F, ksf, k-ft/ftl Start Location [(ft, %)1 End Location rrft, %) 1 M1 y -0.048 -0.048 0 %100 2 M6 y -0.048 -0.048 0 %100 3 M2 y -0.048 -0.048 0 %100 4 M3 y -0.048 -0.048 0 %100 5 M4 y -0.048 -0.048 0 %100 6 MS y -0.048 -0.048 0 %100 RISA-3D Version 22 [ Canopy.r3d ] Page 4 Orie2 Engineering Structural Engmeers i750 M•_,,..., Rotld, Sult• 310 Sw, [Mgo, CA 92129 Fix (853) S&&-0911 Company • : Orie2 Engineering, Inc. Designer : ESY Job Number : Model Name : Member Distributed Loads (BLC 2 : Lr) (Continued) 5/20/2025 8:24:33 AM Checked By : ___ _ Member Label Direction Start Maqnitude [k/ft, F, ksf, k-ft/ftl End Maanitude [k/ft, F, ksf k-ft/ftl Start Location [1ft, % r End Location [(ft, %)1 7 M1 0 y -0.048 -0.048 0 %100 8 M7 y -0.048 -0.048 0 %100 9 M5 y -0.048 -0.048 0 %100 10 M9 y -0.048 -0.048 0 %100 11 M1 1 y -0.048 -0.048 0 %100 12 M12 y -0.048 -0.048 0 %100 13 M14 y -0.048 -0.048 0 %1 00 14 M13 y -0.048 -0.048 0 %100 15 M15 y -0.048 -0.048 0 %100 16 M16 y -0.048 -0.048 0 %100 17 M17 y -0.048 -0.048 0 %100 Member Distributed Loads (BLC 3 : Wup) Member Label Direction Start Maanitude lk/ft, F, ksf, k-ft/ftl End Maanitude lk/ft, F, ksf, k-ft/ftl Start Location rm, %)1 End Location 11ft, %)1 1 M1 y 0.042 0.042 0 %100 2 M6 y 0.042 0.042 0 %100 3 M2 y 0.042 0.042 0 %100 4 M3 y 0.042 0.042 0 %100 5 M4 y 0.042 0.042 0 %100 6 M8 y 0.042 0.042 0 %100 7 M10 y 0.042 0.042 0 %100 8 M? y 0.042 0.042 0 %100 9 M5 y 0.042 0.042 0 %100 10 M9 y 0.042 0.042 0 %100 11 M11 y 0.042 0.042 0 %100 12 M12 y 0.042 0.042 0 %100 13 M14 y 0.042 0.042 0 %100 14 M13 y 0.042 0.042 0 %100 15 M15 y 0.042 0.042 0 %100 16 M16 y 0.042 0.042 0 %100 17 M17 y 0.042 0.042 0 %100 Member Distributed Loads (BLC 4 : Wdown) Member Label Direction Start Maanitude [k/ft, F, ksf, k-ft/ftl End Maanitude [k/ft, F, ksf, k-ft/ft Start Location flft, % r End Location [(ft, %) 1 M1 y -0.042 -0.042 0 %100 2 M6 y -0.042 -0.042 0 %100 3 M2 y -0.042 -0.042 0 %100 4 M3 y -0.042 -0.042 0 %100 5 M4 y -0.042 -0.042 0 %100 6 M8 y -0.042 -0.042 0 %100 7 M10 y -0.042 -0.042 0 %100 8 M? y -0.042 -0.042 0 %100 9 M5 y -0.042 -0.042 0 %100 10 M9 y -0.042 -0.042 0 %100 11 M11 y -0.042 -0.042 0 %100 12 M12 y -0.042 -0.042 0 %100 13 M14 y -0.042 -0.042 0 %100 14 M13 y -0.042 -0.042 0 %100 15 M15 y -0.042 -0.042 0 %100 16 M16 y -0.042 -0.042 0 %100 17 M17 y -0.042 -0.042 0 %1 00 RISA-3D Version 22 [ Canopy.r3d ] Page 5 Orie2 Engineering Company : Orie2 Engineering, Inc. Structural Eng,neers 9750 MflmM Road. Suite 310 5., Diego, CA 92128 F.u (858) 5&&-<>at 1 Basic Load Cases BLC Description 1 D 2 Lr 3 Wuo 4 Wdown Load Combinations Description 1 D 2 D + Lr 3 D + 0.6Wdown Designer : ESY Job Number Model Name : Solve Yes Yes Yes 4 D + 0.75Lr + 0.45Wdown Yes 5 0.6D + 0.6Wuo Yes 6 1.4D 7 1.2D + 1.6Lr 8 1.2D + 1.6Lr + 0.5Wdown 9 1.2D + 0.5Lr + Wdown 10 0.9D + Wuo Load Combination Design Cateoorv DL RLL WL WL P-Delta BLC y DL y DL y DL y DL y DL y DL y DL y DL y DL y DL Y Gravity -1 Factor BLC 1 1 RLL 1 1 RLL 0.6 1.4 1.2 RLL 1.2 RLL 1.2 RLL 0.9 5/20/2025 8:24:33AM Checked By : ____ _ Distributed 17 17 17 17 Factor BLC Factor 1 4 0.6 0.75 4 0.45 3 0.6 1.6 1.6 4 0.5 0.5 4 1 3 1 Description CD Service Hot Rolled Cold Formed Wood Concrete Masonrv Aluminum Stainless Connection 1 D 0.9 Yes Yes Yes Yes Yes Yes Yes Yes Yes 2 D + Lr 1.25 Yes Yes Yes Yes Yes Yes Yes Yes Yes 3 D + 0.6Wdown 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 4 D + 0.75Lr + 0.45Wdown 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 5 0.6D + 0.6Wuo 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 6 1.4D Yes Yes Yes Yes Yes Yes Yes 7 1.2D + 1.6Lr Yes Yes Yes Yes Yes Yes Yes 8 1.2D + 1.6Lr + 0.5Wdown Yes Yes Yes Yes Yes Yes Yes 9 1.2D + 0.5Lr + Wdown Yes Yes ' Yes Yes Yes Yes Yes 10 0.9D + Wun Yes Yes Yes Yes Yes Yes Yes Envelope Node Reactions Node Label X [kl LC Y [kl LC Z fkl LC MX fk-ftl LC MY fk-ftl LC MZ fk-ftl LC 1 N34 max 0.003 5 0.983 4 0.001 5 0 5 0 5 0 5 2 min -0.196 4 0.059 5 -0.046 4 0 1 0 1 0 1 3 N36 max 0.004 5 8.434 4 0.281 4 0 5 0 5 0 5 4 min -0.222 4 -0.067 5 -0.005 5 0 1 0 1 0 1 5 N26 max 0 5 1.195 4 0 5 0 5 0 5 0 5 6 min -0.004 4 -0.02 5 0 4 0 1 0 1 0 1 7 N3 max 0.131 4 1.059 4 0 5 0 5 0 5 0 5 8 min -0.002 5 -0.018 5 0 4 0 1 0 1 0 1 9 N11 max 0.131 4 0.941 4 0 4 0 5 0 5 0 5 10 min -0.002 5 -0.016 5 0 5 0 1 0 1 0 1 11 N12 max 0.16 4 0.633 4 0 4 0 5 0 5 0 5 12 min -0.003 5 -0.011 5 0 5 0 1 0 1 0 1 13 N13 max 0 4 0.451 4 0 4 0 5 0 5 0 5 14 min 0 5 -0.008 5 0 5 0 1 0 1 0 1 15 N4 max 0.001 4 0.544 4 0 5 0 5 0 5 0 5 16 min 0 5 -0.009 5 -0.008 4 0 1 0 1 0 1 17 N9 max 0 5 0.346 4 0.003 5 0 5 0 5 0 5 18 min -0.003 4 -0.006 5 -0.181 4 0 1 0 1 0 1 RISA-3D Version 22 ( Canopy.r3d ] Page 6 Orie2 Engineering Company : Orie2 Engineering, Inc. Structural Eng,neers Designer : ESY 0750Mwamo,Road.""'1e310 Job Number ::=·~::~ Model Name : Envelope Node Reactions (Continued) 5/20/2025 8:24:33 AM Checked By : ___ _ Node Label X [kl LC Y [kl LC Z [kl LC MX fk-ftl LC MY fk-ftl LC MZ fk-ftl LC 19 N1 max 0.002 4 0.145 4 0.001 5 0 5 0 5 0 5 20 min 0 5 -0.002 5 -0.046 4 0 1 0 1 0 1 21 Totals: max 0 4 14.731 4 0 5 22 min 0 5 -0.098 5 0 4 Envelope A/SC 15TH (360-16): ASD Member Steel Code Checks Member Shape Code Check Loc[ft LC Shear CheckLoc[ft Dir LC Pnc/om [k Pnt/om [k Mnyy/om [k-ft Mnzz/om fk-ft Cb Ean 1 M1 HSS4X4XL 0.439 13.956 4 0.082 14.165 V 4 20.36 92.826 10.765 10.765 1.68€ H1-1b 2 M2 HSS4X4X, 0.458 5.183 4 0.151 15.934 V 4 23.97 92.826 10.765 10.765 1.301 H1-1 b 3 M3 HSS4X4XL 0.471 15.96 4 0.19 15.96 V 4 31.963 92.826 10.765 10.765 1.31' H1-1b 4 M4 HSS4X4XL 0.144 5.08 4 0.021 0 V 4 83.323 92.826 10.765 10.765 1.36° H1-1 b 5 M5 HSS4X4XL 0.069 4.5 4 0.093 4.5 V 4 85.284 92.826 10.765 10.765 1.85~ H1-1b 6 M6 HSS4X4XL 0.218 4.5 4 0.027 4.5 V 4 85.284 92.826 10.765 10.765 1.24° H1-1 b 7 M7 HSS4X4XL 0.208 0 4 0.172 0 V 4 80.175 92.826 10.765 10.765 2.16€ H1-1b 8 MB HSS4X4X4 0.973 12.29 4 0.337 12.29 V 4 20.36 92.826 10.765 10.765 3 H1-1 b 9 M9 HSS4X4XL 0.376 5.486 4 0.159 15.96 V 4 31.963 92.826 10.765 10.765 1.291 H1-1t: 10 M10 HSS4X4XL 0.24 6.65 4 0.144 15.96 V 4 31 .963 92.826 10.765 10.765 1.32~ H1-1t 11 M11 HSS4X4XL 0.1 4.763 4 0.018 0 V 4 83.323 92.826 10.765 10.765 1.26f H1-1l:: 12 M12 HSS4X4XL 0.078 0 4 0.065 4.5 V 4 85.284 92.826 10.765 10.765 1.42f H1-1 t: 13 M13 HSS4X4XL 0.107 4.5 4 0.101 4.5 V 4 85.284 92.826 10.765 10.765 1.879 H1-1t: 14 M14 HSS4X4X4 0.113 5.917 4 0.145 5.917 V 4 80.175 92.826 10.765 10.765 2.21' H1-1 t: 15 M15 HSS4X4X4 0.34 0 4 0.164 0 V 4 90.486 92.826 10.765 10.765 1.91~ H1-1l:: 16 M16 HSS4X4XL 0.195 0 4 0.097 0 V 4 90.486 92.826 10.765 10.765 1.621 H1-1 b 17 M17 HSS4X4XL 0.019 0 4 0.08 0 V 4 90.486 92.826 10.765 10.765 3 H1-1b 18 M25 HSS4X4XL 0.232 0 4 0.008 10 z 4 61 .082 92.826 10.765 10.765 1.667 H1-1 b 19 M26 HSS4X4XL 0.535 0 4 0.011 10 V 4 61 .082 92.826 10.765 10.765 1.667 H1-1b RISA-3D Version 22 [ Canopy.r3d ] Page 7 ASD Joint Reactions Envelope Only Solution Reaction and Moment Units are kips and kip-ft (Enveloped) OM' Engl,,_.,ng Orie2 Engineering, Inc. ESY 0 003 0.001 o ga3q-s~9 -0• 196 0 281 -0.005 -0.222 8 434 SK-10 0.001 0 May 20, 2025 at 08:27 AM Canopy.r3d Orie2 Engineering Structural Engineers 9750 Mnm.< ~. Son• 310 Sen OiitQo. CA 9212t FH (858) S88-0911 Envelope Node Reactions Node Label X [kl 1 N34 max 0.003 2 min -0.196 3 N36 max 0.004 4 min -0.222 5 N26 max 0 6 min -0.004 7 N3 max 0.131 8 min -0.002 9 N11 max 0.131 10 min -0.002 11 N12 max 0.16 12 min -0.003 13 N13 max 0 14 min 0 15 N4 max 0.001 16 min 0 17 N9 max 0 18 min -0.003 19 N1 max 0.002 20 min 0 21 Totals: max 0 22 min 0 RISA-3D Version 22 Company : Orie2 Engineering, Inc. Designer : ESY Job Number Model Name : ASD Joint Reactions LC Y fkl LC Z [kl LC MX fk-ftl 5 0.983 4 0.001 5 0 4 0.059 5 -0.046 4 0 5 8.434 4 0.281 4 0 4 -0.067 5 -0.005 5 0 5 1.195 4 0 5 0 4 -0.02 5 0 4 0 4 1.059 4 0 5 0 5 -0.018 5 0 4 0 4 0.941 4 0 4 0 5 -0.016 5 0 5 0 4 0.633 4 0 4 0 5 -0.011 5 0 5 0 4 0.451 4 0 4 0 5 -0.008 5 0 5 0 4 0.544 4 0 5 0 5 -0.009 5 -0.008 4 0 5 0.346 4 0.003 5 0 4 -0.006 5 -0.1 81 4 0 4 0.145 4 0.001 5 0 5 -0.002 5 -0.046 4 0 4 14.731 4 0 5 5 -0.098 5 0 4 [ Canopy.r3d ] LC MY fk-ftl 5 0 1 0 5 0 1 0 5 0 1 0 5 0 1 0 5 0 1 0 5 0 1 0 5 0 1 0 5 0 1 0 5 0 1 0 5 0 1 0 5/20/2025 8:28:31 AM Checked By : ___ _ LC MZ fk-ftl LC 5 0 5 1 0 1 5 0 5 1 0 1 5 0 5 1 0 1 5 0 5 1 0 1 5 0 5 1 0 1 5 0 5 1 0 1 5 0 5 1 0 1 5 0 5 1 0 1 5 0 5 1 0 1 5 0 5 1 0 1 Page 1 LRFD Joint Reactions 0.014 0.003 0.003 0 1.479.Poos -0.3o3 Envelope Only Solution Reaction and Moment Units are kips and kip-ft (Enveloped) Orie2 Engineering, Inc. ESY 12 937 ·---0.433 -0 .343 SK-9 May 20, 2025 at 08:26 AM Canopy.r3d Orie2 Engineering Company : Orie2 Engineering, Inc. Structural Engmeers Designer : ESY 9750Mwama,,._,, Surt•310 Job Number ~:=~:;~ Model Name : LRFD Joint Reactions Envelope Node Reactions Node Label X [kl LC Y [kl LC Z [kl LC MX [k-ftl 1 N34 max 0.014 10 1.471 8 0.003 10 0 2 min -0.303 8 0.05 10 -0.071 8 0 3 N36 max 0.016 10 12.937 8 0.433 8 0 4 min -0.343 8 -0.471 10 -0.02 10 0 5 N26 max 0 10 1.84 8 0 10 0 6 min -0.006 8 -0.084 10 0 8 0 7 N3 max 0.202 8 1.628 8 0 10 0 8 min -0.009 10 -0.074 10 0 8 0 9 N11 max 0.202 8 1.447 8 0 8 0 10 min -0.009 10 -0.066 10 0 10 0 11 N12 max 0.247 8 0.973 8 0 8 0 12 min -0.011 10 -0.044 10 0 10 0 13 N1 3 max 0 8 0.695 8 0.001 8 0 14 min 0 10 -0.032 10 0 10 0 15 N4 max 0.001 8 0.838 8 0.001 10 0 16 min 0 10 -0.038 10 -0.013 8 0 17 N9 max 0 10 0.532 8 0.013 10 0 18 min -0.004 8 -0.024 10 -0.279 8 0 19 N1 max 0.003 8 0.222 8 0.003 10 0 20 min 0 10 -0.01 10 -0.071 8 0 21 Totals: max 0 8 22.584 8 0 10 22 min 0 10 -0.792 10 0 8 RISA-30 Version 22 [ Canopy.r3d ] LC MY [k-ftl 10 0 1 0 10 0 1 0 10 0 1 0 10 0 1 0 10 0 1 0 10 0 1 0 10 0 1 0 10 0 1 0 10 0 1 0 10 0 1 0 5/20/2025 8:26:57 AM Checked By : ___ _ LC MZ [k-ftl LC 10 0 10 1 0 1 10 0 10 1 0 1 10 0 10 1 0 1 10 0 10 1 0 1 10 0 10 1 0 1 10 0 10 1 0 1 10 0 10 1 0 1 10 0 10 1 0 1 10 0 10 1 0 1 10 0 10 1 0 1 Page 1