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Home My WebLink About2285 RUTHERFORD RD; ; CBC2024-0103; PermitBuilding Permit Finaled (city of Carlsbad Commercial Permit Print Date: 03/25/2025 Job Address: 2285 RUTHERFORD RD, CARLSBAD, CA 92008-8815 Permit Type: BLDG-Commercial Work Class: Parcel#: 2120620800 Track#: Valuation: $67,092.96 Lot#: Occupancy Group: #of Dwelling Units: Bedrooms: Bathrooms: Occupant Load: Code Edition: Sprinkled: Project Title: Project#: Plan#: Construction Type: Orig. Plan Check#: Plan Check#: Description: QUIDELORTHO: 1,164 SF Tl; NO CHANGE IN USE Applicant: MCFARLANE ARCHITECTS SARAH MCALLISTER 6256 GREENWICH DR, # STE 500 SAN DIEGO, CA 92122-5946 FEE BUILDING PLAN CHECK BUILDING PLAN REVIEW-MINOR PROJECTS (LOE) BUILDING PLAN REVIEW -MINOR PROJECTS (PLN) CERTIFICATE OF OCCUPANCY COMM/IND Tl -STRUCTURAL FIRE F Occupancies Tl SB1473 -GREEN BUILDING STATE STANDARDS FEE STRONG MOTION -COMMERCIAL (SMIP) Tenant Improvement Permit No: Status: CBC2024-0103 Closed -Finaled Applied: 04/12/2024 Issued: 05/28/2024 Finaled Close Out: 03/25/2025 Final Inspection: 11/18/2024 INSPECTOR: Kersch, Tim Renfro, Chris Contractor: JIM LEEK BUILDERS INC 1687 LOTUS LN EL CAJON, CA 92021-3716 {858) 735-8878 AMOUNT $632.92 $197.00 $104.00 $20.00 $973.72 $791.00 $3.00 $18.79 Total Fees: $2,740.43 Total Payments To Date: $2,740.43 Balance Due: $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 COMMERCIAL BUILDING PERMIT APPLICATION B-2 Plan Check ~e;G, ½!k:lf-O( Q3 Est. Value PC Deposit Date Job Address 2285 RUTHERFORD ROAD Suite:. _____ APN: 212-062-08-00 Tenant Name #:._a_u_iD_E_L_o_R_T_Ho _____________ Lot #:. ____ Year Built: _1_98_2 ________ _ Year Built: 1982 Occupancy: B, F1, s1 Construction Type: Ill-A Fire sprinklers@'ESONO A/C:QYESONO BRIEF DESCRIPTION OF WORK: INTERIOR Tl, INCLUDING MODIFICATIONS TO LAB AREAS ON FIRST & SECOND LEVELS OF EXISTINfl PLUMBING FIXTURES, FREE STANDING HUDDLE ROOMS, FUME HOOD, ASSOCIATED STRUCTURAL & MEP. D Addition/New: ____________ .New SF and Use, __________ New SF and Use ______ SF Deck, _______ SF Patio Cover, SF Other (Specify) ___ _ [{)Tenant Improvement: _1_,0_43 ___ SF, LAB, WAREHOUSE, LAB. WAREHOUSE, Existing Use: _FA_c_ro_R_v _____ Proposed Use: _F_Ac_rn_R_v ____ _ 121 SF, Existing use: LAB. OFFICE. sroRAGE Proposed Use: LAB. OFFICE. STORAGE D Pool/Spa: _____ .SF Additional Gas or Electrical Features? ____________ _ D Solar: ___ KW, ___ Modules, Mounted:ORoof OGround D Reroof: _____________________________________ _ 0 Plumbing/Mechanical/Electrical PLUMBING FIXTURES, ASSOCIATED MECHANICAL, ELECTRICAL, PLUMBING I ✓ I Other: RECESSED CONCRETE SLAB FOR TENANT EQUIPMENT, FREE STANDING HUDDLE ROOMS. APPLICANT (PRIMARY CONTACT) PROPERTY OWNER Name· SARAH MCALLISTER / MCFARLANE ARCHITECTS Name: AREA-SD REGION NO. 71 , LLC, A DELAWARE LIMITED LIABILITY COMPANY Address· 6256 GREENWICH DRIVE, STE 500 Address: 10996 TORREYANA ROAD, SUITE 250 City· SAN DIEGO State: CA Zip:_92_1_22 ___ City: SAN DIEGO State:_c_A __ .Zip: 92121 Phone· 858-453-1150 Phone: 858-638-2800 Email· sam@mcfarlaneachitects.com Email: ____________________ _ DESIGN PROFESSIONAL CONTRACTOR OF RECORD Name· NEAL MCFARLANE / MCFARLANE ARCHITECTS Business Name: JIM LEEK BUILDERS Address· 6256 GREENWICH DRIVE, STE 500 Address: 1687 LOTUS LANE City· SAN DIEGO State: CA Zip:_9_21_2_2 ___ City: EL CAJON State:_C_A __ .Zip: 92021 Phone· 858-453-1150 Phone: 619-504-5295 Email· nkm@mctarlanearchitects.com Email: david.james.fontalne90@gmail.com Architect State License: c-23691 CSLB License#: 612997 Class:._B ______ _ Carlsbad Business License# (Required):_2_86_3_1 _____ _ APPLICANT CERTIFICATION: I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building conStruction. SARAH MCALLISTER / MCFARLANE n 0~ NAME (PRINT): ARCHITECTS SIGN:~he M..,, ~ _j4 -,_ DATE:_04 _ 10 _ 9 _ 120 _ 2 _ 4 ___ _ 1635 Faraday Ave Carlsbad, CA 92008 Ph: 442-339-2719 Fax: 760-602-8558 Email: BuHding@caclsbadca.gov REV. 07/21 THIS PAGE REQUIRED AT PERMIT ISSUANCE PLAN CHECK NUMBER: c&c:,ioz...<.f-0 l 03, 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 herebyaffirmunderpenaltyof perjury that I am licensed under provisions of Chapter9 (commencing with Section 7000)of DMsionJ of the Business and Prof esstons Code, and my license ts in full force and effect. I also affirm under penalty of perjury one of the following declarations {CHOOSE ONE): D1 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. PollcyNo. ____________________________________ _ -OR-6(11 have and will maintain worker's compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit Is Issued. My workers' compensation Insurance carrier and policy number are: Insurance Company Name: 5 f-t/t (wold (4}[Q11 {11.<tll' 4M" Ev.td Polley No. '1 '-l I HS:S: -2o/ Expiration Date: '_,,__l_ .... _,l'---'2 .... c.._ _______ _ -OR- Ocertlflcate 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 callfornla. WARNING: FaHure to secure workers compensation cove1111e ls unlawful and shall subject an employer to criminal penalties and clvll fines up to $100,000.00, In addition the to the cost of compensation, dama1es as provided for In Section 3706 of the Labor Code, Interest and attorney's fees. CONSTRUCTION LENDING AGENCY, IF ANY: I hereby affirm that there Is a construction lending agency for the performance of the work this permit is Issued (Sec. 3097 (I) Ovil Code). Lender's Name: &/II Lender's Address: _,cAltL+b,:;,,~'----------------- CONTRACTOR CERT/FICA TION: I certify that I have read the application and state that the above Information is correct and that the Information on the plans is accurate. I agree to comply with all Cf ty ordinances and State laws relating to building construction. NAME (PRINT): !Javtd ffJHi a/1'1! SIGNATURE: ~ fdt> DATE: 'i Ir I I 2 'I Note: If the person sl1nln1 above Is an authorized qent 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: n I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure Is not intended or offered for sale (Sec. '-,d«, 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 bu lid or improve for the purpose of sale). -OR- D1, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor{s) licensed pursuant to the Contractor's License law). -OR-□, am exempt under Business and Professions Code Division 3, Chapter 9, Article 3 for this reason: AND, D FORM B-61 "Owner Builder Acknowled11ment and Verification Form" is required for any permit issued to a property owner. By my signature below I acknowledge that, except for my personal residence in which I must have resided for at least one year prior to completion of the Improvements covered by this permit, I cannot legally sell a structure that I have built as an owner-builder if It has not been constructed in its entirety by licensed contractors. I understand that a copy of the applicable law, Section 7044 of the Business and Professions Code, Is available upon request when this application Is submitted or at the following Web site: http:Ilwww./eginfo.ca.gov/ ca/aw.html. OWNER CERTIFICATION: I certify that I have read the application and state that the above information ts correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. NAME (PRINT): SIGN: _________ DATE: _____ _ Note: If the person sl1nl111 above Is an authorized a1ent for the property owner Include form 8-62 sl1ned by property owner. 1635 Faraday Ave Carlsbad, CA 92008 Ph: 442-339-2719 Fax: 760-602-8558 Email: Buildin1@carisbadca.gov 2 REV. 07/21 PERMIT INSPECTION HISTORY for (CBC2024-0103) Application Date: 04/12/2024 Owner: Permit Type: BLDG-Commercial Work Class: Tenant Improvement Issue Date: 05/28/2024 Subdivision: CARLSBAD TCT#81-10 UNIT#01 Status: Closed -Finaled Expiration Date: 03/10/2025 IVR Number: 55791 Address: 2285 RUTHERFORD RD CARLSBAD, CA 92008-8815 Scheduled Date Actual Inspection Type Start Date Inspection No. Inspection Primary Inspector Reinspection Inspection BLDG-43 Air Cond./Furnace Set Checklist Item 260384-2024 COMMENTS BLDG-Building Deficiency 09/18/2024 09/18/2024 BLDG-Final Inspection 261137-2024 Checklist Item COMMENTS Status Passed Tim Kersch Partial Pass Tim Kersch BLDG-Building Deficiency BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final Some rooms completed. Noted on card. 11/18/2024 11/18/2024 BLDG-Final Inspection 268201-2024 Passed Tim Kersch Tuesday, March 25, 2025 Checklist Item BLDG-Building Deficiency BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final COMMENTS Some rooms completed. Noted on card. Complete Passed Yes Relnspectlon Incomplete Passed Yes No Yes No No Complete Passed Yes Yes Yes Yes Yes Page 2 of 2 Building Permit Inspection History Finaled {cityof Carlsbad PERMIT INSPECTION HISTORY for (CBC2024-0103) Permit Type: BLDG-Commercial Application Date: 04/12/2024 Owner: Work Class: Tenant Improvement Issue Date: 05/28/2024 Subdivision: CARLSBAD TCT#81-10 UNIT#01 Status: Closed -Finaled Expiration Date: 03/10/2025 Address: 2285 RUTHERFORD RD IVR Number: 55791 CARLSBAD, CA 92008-8815 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 07/16/2024 07/16/2024 BLDG-17 Interior 254882-2024 Partial Pass Tim Kersch Reinspection Incomplete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-21 254881-2024 Passed Tim Kersch Complete Underground/Underflo or Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-SW-Inspection 255027-2024 Passed Tim Kersch Complete Checklist Item COMMENTS Passed Are erosion control BMPs Yes functioning properly? Are perimeter control BMPs Yes maintained? Is the entrance stabilized to Yes prevent tracking? Have sediments been tracked Yes on to the street? Has trash/debris accumulated Yes throughout the site? Are portable restrooms Yes properly positioned? Do portable restrooms have Yes secondary containment? 07/24/2024 07/24/2024 BLDG-11 255905-2024 Partial Pass Chris Renfro Reinspect ion Incomplete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Partial pass slab patch back. OK to pour. Yes 09/11/2024 09/11/2024 BLDG-24 Rough/Topout 260385-2024 Passed Tim Kersch Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-34 Rough 260383-2024 Passed Tim Kersch Complete Electrical Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes Tuesday, March 25, 2025 Page 1 of 2 True North COMPLIANCE SERVICES May 15, 2024 City of Carlsbad Community Development Department -Building Division 1635 Faraday Ave. City of Carlsbad -FINAL REVIEW City Permit No: CBC2024-0 I 03 True North No.: 24-0 I 8-299 Carlsbad, CA 92008 Plan Review: TI Quidelortho Address: 2285 Rutherford Rd Applicant Name: Sarah Mcallister / Mcfarlane Architects Applicant Email: Sam@mcfarlanearchitects.com OCCUPANCY AND BUILDING SUMMARY: Occupancy Groups: B/F I /S-1 Occupant Load: 1,508 Type of Construction: IJI-A Sprinklers: Yes Stories: 2 Area of Work (sq. ft.): 1164 sq. ft. The plans have been reviewed for coordination with the permit application. Valuation: See Notes Below Scope of Work: Confirmed Floor Area: Confirmed Notes: Valuation was not provided Attn: Building & Safety Department, True No1th Compliance Services, Inc. has completed the final review of the following documents for the project referenced above on behalf of the C ity of Carlsbad: I. 2. Drawings: One (I) copy dated May 6, 2024, by Mcfarlane Architects. Structural Calculations: One (I) copy, by kpff. 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: I. In order to expedite the permitting process, we have made annotations (in red ink) to Coversheet. True North Compliance Services, Inc. 8369 Vickers Street, Suite 207, San Diego, CA 92111 T / 562.733.8030 We have enclosed the above noted documents bearing our review stamps for your use. Please call if you have any questions or ifwe can be of further assistance. Sincerely, True North Compliance Services Review By: Mohammad Afaneh -Plan Review Engineer Quality Review By: Alaa Atassi -Plan Review Engineer 3131 Camino Del Rio North. Suite 1080 San Diego, CA 92108 619.5?1.8500 kpff com CBC2024-0103 Quidel Project Redwood Structural Calculations KPFF Project #2400030 2285 RUTHERFORD RD QUIDELORTHO : IN Tl OF 1,164 INCLUDING PLUMBING. MECHANICAL AND ELECTRICAL 2120620800 5/6/2024 CBC2024-0103 Calculation Index Job: Quidel Project Redwood KPFFJob No 2400030 Address: 2285 Rutherford Road (These calculations apply to the job at this address only) Revision No. 1 Item: Sheet: Clean Room Design Al -A27 Mechanical Anchorage Bl -822 Index page 1 of 1 3131 Camino Del Rio North. Suite 1080 San Diego, CA 92108 619.521.8500 kpff.corn Quidel Project Redwood Clean Rooms A1 3131 Camino Del Rio North, Suite 1080 San Diego, CA 92108 619.521.8500 kpff.com Quidel Project Redwood Clean Room Design Criteria 3131 Camino Del Rio N Suite 1080 proiect Quidel Project Redwood San Diego, CA 92108 p (619) 521-8500 f (619) 521-8591 www.kpff.com Design Criteria Use 80/20 extruded aluminum location client Cue Clean Room Ceiling weight = 1 psf + self weight of framing Max live load = 300 lb at any location Clean room is installed inside existing warehouse = 5psf Wind Load Seismic Criteria Use ASCE 7-16 Chapter 12.8 V=CsW Cs= Sds/(R/le) Sds = 0.774, see design criteria R = 1.25 Omega= 2.0 le= 1.0 !cs= 0.619 <-Governs I Csmin = 0.44Sdsle = 0.044 x 0.774 x 1.0 = .0341 < 0.619-> OK Ceiling Deflection Criteria = D+L <= U120 Date Design Code Reference Document Risk Category Site Class Type Value Description Ss 0.968 MCER ground motion. (for 0.2 second period) S1 0.354 MCER ground motion. (for 1.0s period) SMs 1.161 Site-modified spectral acceleration value SM1 0.531 Site-modified spectral acceleration value Sos 0.774 Numeric seismic design value at 0.2 second SA So1 0.354 Numeric seismic design value at 1.0 second SA 4/26/2024, 9:39:00 AM ASCE7-16 II C -Very Dense Soil and Soft Rock bv MS ~2 sheet no. date 03/08/24 job no. 2400033 A3 3131 Camino Del Rio North. Suite 1080 San Diego, CA 92108 619.521.8500 kpff.com Quide/ Project Redwood Clean Room Gravity and Lateral Design Av IIIRISA 1:~:ok I 2000409 A,N(','f'f~t ,..,.,, Cue Vista Clean Room All member properties were defined in RISA to perform analysis. SK-1 A4 Section Sets .. ■ 40-8080-LITE Mar 13, 2024 at 04:44 PM Clean Room.r3d Company , : Designer Job Number: Section Properties: 40-8080-LITE Section Information: Material Type = General Shape Type = Arbitrary Number of Shapes = 1 Basic Properties: Total Width = 3.150 in Total Height = 3.150 in Centroid, Xo = -0.000 in Centroid, Yo = -0.000 in I i X-Bar (Right) = 1.575 in X-Bar {Left) = 1.575 in Y-Bar (Top) = 1.575 in ; Y-Bar (Bot) = 1.575 in Max Thick = 3.150 in ·~+ Equivalent Properties: Area, Ax = 3.142 in"2 Inertia, lxx = 3.311 in"4 Inertia, lyy = 3.311 in"4 Inertia, lxy = -0.000 in"4 Sx (Top) = 2.102 in"3 Sx (Bot) = 2.102 in"3 Sy (Left) = 2.102 in"3 Sy (Right) = 2.102 in"3 Section Diagram rx = 1.026 in ry = 1.026 in Plastic Zx = 2.942 in"3 Plastic Zy = 2.942 in"3 Torsional J = 2.051 in"4 As-xx Def = 1.000 As-yy Def = 1.000 As-xx Stress = 1.000 As-yy Stress = 1.000 C:\RISA User Data\msnook\RISASection Files\80-20 Sections.nmsx v, un AS Mar 26, 2024 15:06 PM Checked By: __ ------- --·x Page 1 A6 x-0 y 1 psf DL at ceiling and walls. Loads: BLC 1, DL IIIRIS~ I :::ok I 2000409 "-E'-En ..... .., .. Cue Vista Clean Room SK-2 Mar 13, 2024 at 04:45 PM Clean Room.r3d xlih y Loads: BLC 3, Ex IIIRIS~ 1:~:ok I 2000409 ..,.-,..-r• I(, "IM'.,.~, Cue Vista Clean Room 1 psf + self weight applied in X direction, forces scaled in load combinations SK-3 Mar 13, 2024 at 04:45 PM Clean Room.r3d A7 x-® y Loads: BLC 4, Ey -1 psf IIIRIS~ 1::~:ok I 2000409 &."fE\lf'TS 1MP11i..,. Cue Vista Clean Room 1 psf+ self weight applied in Y direction, forces scaled in load combinations SK-4 Mar 13, 2024 at 04:46 PM Clean Room.r3d AB x-® y Loads: BLC 5, Windy II . I KPFF I IRIS~ msnook 2000409 A!ifMF.n ~"I' Cue Vista Clean Room 5psf wind load, Y-direction A9 SK-5 Mar 13, 2024 at 04:46 PM Clean Room.r3d x-0 y Loads: BLC 6, Windx II . I KPFF I IRIS~ msnook 2000409 Ai"'ltW,TS;I, Cue Vista Clean Room 5psf wind load, X-direction SK-6 Mar 13, 2024 at 04:46 PM Clean Room.r3d A10 ll1R1sA A N(METSCHEK COMPANY Load Combinations Company : KPFF Designer : msnook Job Number : 2000409 Model Name : Cue Vista Clean Room A11 3/13/2024 4:54:27 PM Checked By : ___ _ Description Solve BLC Factor BLC Factor BLC Factor BLC Factor 1 DL 2 LL 3 DL + LL 4 1.4DL 5 1.2DL + 1.6LL 6 1.0DL + 0.7EX +0.21EY 7 1.0DL + 0.7EY + 0.21EX 8 1.0DL + 0.7EX -0.21EY 9 1.0DL + 0.7EY-0.21EX 10 1.0DL + 0.75/0.7EX) + 0.75/0.21EY) + 0.75LL 11 1.0DL + 0.75/0.7EY) + 0.75I0.21EX\ + 0.75LL 12 1.0DL + 0.75/0.7EX) -0.75/0.21 EY) + 0.75LL 13 1.0DL + 0.75/0.7EY) -0.7510.21 EX)+ 0.75LL 14 0.6DL + 0.7EX +0.21EY 15 0.6DL + 0.7EY + 0.21EX 16 0.6DL + 0.7EX -0.21 EY 17 0.6DL + 0.7EY -0.21 EX 18 Omeaa Combinations 19 1.2DL + 2.0/1.0EX) + 2.0/0.3EY) + 0.5LL 20 1.2DL + 2.0I1 .0EY) + 2.0/0.3EX) + 0.5LL 21 1.2DL + 2.0I1 .0EX\ -2.0I0.3EY\ + 0.5LL 22 1.2DL + 2.0/1 .0EZ) -2.0/0.3EX) + 0.5LL 23 0.9DL + 2.0<1 .0EX\ + 2.0f0.3EY\ 24 0.9DL + 2.0/1 .0EY) + 2.0/0.3EX) 25 0.9DL + 2.0<1.0EX\ -2.0f0.3EY\ 26 0.9DL + 2.0(1 .0EY) -2.0/0.3EX) 27 Wind Combinations 28 1.0DL + 0.6Wx 29 1.0DL + 0.6Wv 30 1.0DL -0.6Wx 31 1.0DL -0.6Wv 32 1.0DL + 0.45Wx + 0. 75LL 33 1.0DL + 0.45Wv + 0.75LL 34 1.0DL -0.45Wx + 0.75LL 35 1.0DL -0.45Wv + 0.75LL 36 0.6DL + 0.6Wx 37 0.6DL + 0.6Wv 38 0.6DL -0.6Wx 39 0.6DL -0.6Wv 40 self Cs= 0.619 Omega= 2.0 Yes DL 1 Yes LL 1 Yes DL 1 Yes DL 1.4 Yes DL 1.2 Yes DL 1 Yes DL 1 Yes DL 1 Yes DL 1 Yes DL 1 Yes DL 1 Yes DL 1 Yes DL 1 Yes DL 0.6 Yes DL 0.6 Yes DL 0.6 Yes DL 0.6 DL 1.2 DL 1.2 DL 1.2 DL 1.2 DL 0.9 DL 0.9 DL 0.9 DL 0.9 Yes DL 1 Yes DL 1 Yes DL 1 Yes DL 1 Yes DL 1 Yes DL 1 Yes DL 1 Yes DL 1 Yes DL 0.6 Yes DL 0.6 Yes DL 0.6 Yes DL 0.6 OL2 1 Factors were pre-multiplied and inserted into combination Ex: LC 6 LL 1 LL 1.6 ELX 0.433 ELY 0.433 ELX 0.433 ELY 0.433 ELX 0.325 ELY 0.325 ELX 0.325 ELY 0.325 ELX 0.433 ELY 0.433 ELX 0.433 ELY 0.433 O*ELX 1.238 O*ELY 1.238 O*ELX 1.238 O*ELY 1.238 O*ELX 1.238 O*ELY 1.238 O*ELX 1.238 O*ELY 1.238 WLX 0.6 WLY 0.6 WLX -0.6 WLY -0.6 WLX 0.45 WLY 0.45 WLX -0.45 WLY -0.45 WLX 0.6 WLY 0.6 WLX -0.6 WLY -0.6 1.0DL + 0.7(0.619Ex) + 0.21 (0.619Ez) = 1.0DL + 0.433Ex + 0.13Ez RISA-3D Version 22 [ Clean Room.r3d ] LLS 1.6 ELY 0.13 ELX 0.13 ELY -0.13 ELX -0.13 ELY 0.097 LL 0.75 ELX 0.097 LL 0.75 ELY -0.097 LL 0.75 ELX -0.097 LL 0.75 ELY 0.13 ELX 0.13 ELY -0.13 ELX -0.13 O*ELY 0.371 LL 0.5 O*ELX 0.371 LL 0.5 O*ELY -0.371 LL 0.5 O*ELX -0.371 LL 0.5 O*ELY 0.371 O*ELX 0.371 O*ELY -0.371 O*ELX -0.371 LL 0.75 LL 0.75 LL 0.75 LL 0.75 Page 1 IIIRISA Company : KPFF Designer : msnook Job Number : 2000409 ANEMETSCHE1<co.iPANv Model Name Cue Vista Clean Room Enveto.2.e Maximum Member Section Forces 3/13/2024 4:47:34 PM A12 Checked By : ___ _ Member Axialflbl Locfinl LC v Shear[lb Loc[inl LC z Shear[lb Locfin LC Torauellb-ft Locfin LC v-v Momentrlb-ft Locfin LC z-z Momentflb-ft Locfin LC 1 M1 max 115.235 151 9 305.165 0 31 85.207 0 30 2.908 151 30 357.964 75.5 30 1463.478 0 31 2 min -44.241 0 15 -305.165 151 29 -85.207 0 36 -2.908 0 36 -357.964 75.5 36 -1124.64 151 39 3 M2 max 23.323 151 17 85.143 0 4 22.544 151 8 0.205 151 37 21 .277 75.5 17 0 151 39 4 min -23.991 0 7 -85.143 151 4 -22.544 0 6 -0.205 0 31 -70.919 75.5 6 -267.844 75.5 4 5 M3 max 29.979 151 9 481.922 0 31 22.569 151 6 1.373 151 30 40.994 151 6 2724.398 0 31 6 min -18.067 0 15 -481 .922 151 29 -22.569 0 8 -1.373 75.5 36 -30.085 75.5 8 -2604.498 151 39 7 M4 max 23.269 151 15 85.143 0 4 22.544 151 8 0.204 151 31 21 .277 75.5 9 0 151 39 8 min -24.081 0 9 -85.143 151 4 -22.544 0 8 -0.204 75.5 37 -70.919 75.5 8 -267.844 75.5 4 9 M5 max 148.521 151 7 361.821 0 31 174.018 151 28 2.89 50.333 30 703.461 80.219 30 1561.072 151 29 10 min -85 0 17 -361.822 151 29 -174.018 151 30 -2.89 0 36 -703.461 80.219 36 -1115.894 0 37 11 M6 max 173.396 72 30 27.998 0 4 27 0 39 57.776 72 31 40.5 36 39 0 72 39 12 min -173.396 0 36 -27.998 72 4 -27 0 29 -56.605 0 37 -40.5 36 29 -41 .997 36 4 13 M7 max 301.221 72 28 383.167 0 6 112.757 0 31 50.616 72 37 491.583 0 37 2178.979 0 6 14 min -301 .221 0 38 -220.578 72 38 -112.748 0 37 -64.37 0 31 -491 .632 0 31 -1251.469 0 38 15 MB max 172.772 72 38 27.998 0 4 27 0 39 56.605 72 39 40.5 36 39 0 72 39 16 min -172.772 0 28 -27.998 72 4 -27 0 29 -57.776 0 29 -40.5 36 29 -41.997 36 4 17 M9 max 313.065 72 36 383.167 0 8 112.748 0 39 64.37 72 29 491.632 0 29 2178.975 0 8 18 min -313.065 0 30 -224.688 72 38 -112.757 0 29 -50.616 0 39 -491.583 0 39 -1276.136 0 38 19 M10 max 63.183 0 6 235.616 0 6 93.907 0 31 222.797 144 39 401.442 72 31 515.599 72 38 20 min -63.183 144 6 -235.616 144 6 -93.577 0 37 -229.093 72 29 -399.462 72 37 -1293.705 72 6 21 M11 max 63.181 0 6 230.267 0 30 93.882 144 37 243.044 72 37 403.709 72 31 547.034 72 16 22 min -63.181 144 6 -230.267 144 30 -94.285 144 31 -245.388 72 31 -401.293 72 37 -1261 .609 72 30 23 M12 max 63.183 0 8 235.616 0 8 93.577 0 39 229.093 72 31 399.462 72 39 503.268 72 38 24 min -63.183 144 8 -235.616 144 8 -93.907 0 29 -222.797 72 37 -401.442 72 29 -1293.707 72 8 25 M13 max 63.181 0 8 228.211 0 30 94.285 144 29 245.388 72 29 401.293 72 39 547.036 72 14 26 min -63.181 144 8 -228.211 144 30 -93.882 144 39 -243.044 0 39 -403.709 72 29 -1249.279 72 30 27 M14 max 475.219 0 29 108.427 144 39 126.756 72 36 0 144 39 760.536 72 36 1496.702 144 29 28 min -97.139 144 39 -171 .874 72 29 -126.756 0 30 0 0 1 -760.536 72 30 -1065.278 144 39 29 M15 max 475.217 0 31 171 .874 144 31 125.626 72 28 0 144 39 753.756 72 28 1065.278 144 37 30 min -97.14 144 37 -108.427 72 37 -125.626 0 38 0 0 1 -753.756 72 38 -1496.702 144 31 31 M16 max 339.259 72 8 40.598 0 4 54 72 39 67.22 72 31 81 36 37 0 72 39 32 min -293.165 0 38 -40.598 72 4 -54 72 29 -65.084 0 37 -81 36 31 -60.897 36 4 33 M17 max 174.62 72 8 40.598 0 4 54 72 39 319.331 72 39 81 36 37 0 72 39 34 min -118.048 0 38 -40.598 72 4 -54 72 29 -325.121 0 29 -81 36 31 -60.897 36 4 35 M18 max 391 .239 144 8 75.714 144 29 98.968 144 8 24.602 144 31 525.349 72 38 454.285 72 29 36 min -252.948 0 38 -75.054 72 39 -98.968 0 8 -24.6 72 37 -576.11 72 8 -450.322 72 39 37 M19 max 376.429 144 30 76.752 144 29 98.963 144 8 22.905 144 37 525.204 72 38 460.514 72 29 38 min -267.538 0 14 -75.947 72 39 -98.963 0 8 -22.908 0 31 -576.08 72 8 -455.68 72 39 39 M20 max 137.519 72 38 40.598 0 4 54 0 29 339.9 72 29 81 36 29 0 72 39 40 min -178.302 0 8 -40.598 72 4 -54 0 39 -332.282 0 39 -81 36 39 -60.897 36 4 RISA-3D Version 22 [ Clean Room.r3d ] Page 1 IIIRISA Company : KPFF Designer : msnook Job Number : 2000409 A NEMETSCHf)c, COMPANY Model Name : Cue Vista Clean Room ~Envelope Maximum Member Section Forces (Continued) Member Axialllbl Loclinl LC v Shearnb Loc[in] LC z Shearnb Locfin LC Toraueflb-ft 41 M21 max 312.587 72 38 40.598 0 4 54 0 37 67.385 42 min -342.93 0 8 -40.598 72 4 -54 0 31 -69.435 43 M22 max 391.238 144 6 75.054 144 37 98.968 144 6 24.6 44 min -257.059 0 38 -75.714 72 31 -98.968 0 6 -24.602 45 M23 max 380.54 144 30 75.947 144 37 98.963 144 6 22.908 46 min -267.537 0 16 -76.752 72 31 -98.963 0 6 -22.905 47 M24 max 174.62 0 6 40.598 0 4 54 0 39 325.121 48 min -121.287 0 30 -40.598 72 4 -54 0 29 -319.331 49 M25 max 339.258 0 6 40.598 0 4 54 0 39 65.084 50 min -299.205 0 30 -40.598 72 4 -54 0 29 -67.22 51 M26 max 316.735 72 30 40.598 0 4 54 72 29 69.435 52 min -342.929 72 6 -40.598 72 4 -54 72 39 -67.385 53 M27 max 138.87 72 30 40.598 0 4 54 72 37 332.282 54 min -178.302 72 6 -40.598 72 4 -54 72 31 -339.9 55 M28 max 428.564 144 31 68.415 72 37 98.758 144 8 0 56 min -123.216 0 37 -139.361 0 31 -98.935 0 6 0 57 M29 max 428.564 144 29 139.361 72 29 98.757 144 6 0 58 min -123.216 0 39 -68.415 0 39 -98.935 0 8 0 59 M30 max 797.922 144 29 341.896 144 29 595.351 72 6 0 60 min -255.011 0 39 -329.982 72 39 -573.203 0 30 0 61 M31 max 797.922 144 31 329.982 144 37 595.352 72 8 0 62 min -255.011 0 37 -341 .896 72 31 -563.768 0 38 0 63 M32 max 68.02 75.5 31 68.52 0 4 85.207 151 36 3.792 64 min -68.02 77.073 31 -68.52 151 4 -85.207 151 30 -3.792 65 M33 max 19.606 144 4 136.04 70.5 31 56.625 72 30 3.395 66 min -1 27.128 0 4 -136.04 72 31 -56.625 0 36 -3.395 67 M34 max 103.904 75.5 37 42.571 0 4 56.625 0 38 3.524 68 min -189.6 0 31 -42.571 75.5 4 -56.625 0 28 -3.524 69 M35 max 103.904 75.5 39 42.571 0 4 56.625 75.5 36 3.529 70 min -189.6 0 29 -42.571 75.5 4 -56.625 75.5 30 -3.529 71 M36 max 0 144.002 2 122.032 0 29 57.081 72.001 28 2.116 72 min -1 09.864 0 4 -122.032 144.002 29 -57.081 0 30 -2.116 73 M37 max 0 144.002 2 122.032 0 31 57.107 72.001 38 2.117 74 min -109.857 0 4 -122.032 144.002 31 -57.107 0 28 -2.117 75 M38 max 122.099 51 29 19.823 0 4 19.107 0 36 0 76 min -95.092 0 39 -19.811 51 4 -19.107 0 30 0 77 M39 max 122.099 51 31 19.804 0 4 19.107 0 36 0 78 min -95.092 0 37 -19.831 51 4 -19.107 0 30 0 79 M40 max 190.441 50.667 39 28.569 0 4 38 0 36 456.979 80 min -243.769 0 29 -28.569 50.667 4 -38 0 30 -456.979 81 M41 max 190.441 50.667 37 28.569 0 4 38 0 36 457.291 RISA-3D Version 22 [ Clean Room.r3d ] Loclin LC v-v Moment[lb-ft Loclin 72 37 81 36 0 31 -81 36 144 39 533.753 72 0 29 -576.108 72 144 29 533.596 72 0 39 -576.078 72 72 31 81 36 0 37 -81 36 72 39 81 36 0 29 -81 36 72 29 81 36 0 39 -81 36 72 37 81 36 0 31 -81 36 144 39 526.223 72 0 1 -575.928 72 144 39 535.06 72 0 1 -575.927 72 144 39 3182.79 0 0 1 -3309.072 0 144 39 3130.71 0 0 1 -3309.08 0 75.5 30 357.962 75.5 0 36 -357.962 75.5 144 36 339.752 72 0 30 -339.752 72 75.5 30 89.066 37.75 0 36 -89.066 37.75 75.5 30 89.066 37.75 0 36 -89.066 37.75 72.001 36 342.488 172.001 0 30 -342.488 72.001 72.001 38 342.644 172.001 0 28 -342.644 72.001 51 39 20.309 25.5 0 1 -20.309 25.5 51 39 20.309 25.5 0 1 -20.309 25.5 ~0.667 38 45.682 ~5.333 0 28 -45.682 ~5.333 50.667 28 45.682 ?5.333 3/13/2024 4:47:34 PM A13 Checked By : ___ _ LC z-z Momentllb-ft Loclin LC 37 0 72 39 31 -60.897 36 4 30 450.322 72 37 6 -454.285 72 31 30 455.68 72 37 6 -460.514 72 31 39 0 72 39 29 -60.897 36 4 39 0 72 39 29 -60.897 36 4 31 0 72 39 37 -60.897 36 4 39 0 72 39 29 -60.897 36 4 38 1068.035 0 37 8 -1405.702 0 31 30 1405.702 0 29 6 -1068.035 0 39 30 2846.543 0 29 6 -2711 .718 0 39 38 2711.718 0 37 8 -2846.544 0 31 30 0 151 39 36 -246.393 75.5 4 30 816.239 72 37 36 -816.239 72 31 38 0 75.5 39 28 -66.961 37.75 4 38 0 75.5 39 28 -66.961 37.75 4 28 570.969 72.001 39 30 -731 .897 72.001 29 38 570.969 '2.001 37 28 -731 .897 2.001 31 36 0 51 39 30 -21 .066 25.5 4 36 0 51 39 30 -21.079 25.5 4 36 0 0.667 39 30 -32.756 5.333 4 36 0 0.667 39 Page 2 IIIRISA Company : KPFF Designer : msnook Job Number : 2000409 A '<EMETSCHEK co«PANv Model Name : Cue Vista Clean Room Envelope Maximum Member Section Forces (Continued) Member Axialllbl Locfinl LC v Shear[lb Loc[in] LC z Shear[lb Loc[in LC Toraueflb-ft 82 min -243.769 0 31 -28.569 50.667 4 -38 0 30 -457.291 83 M42 max 260.954 72 38 235.196 0 16 113.695 72 37 57.776 84 min -278.878 72 8 -368.387 72 30 -113.704 72 31 -56.605 85 M43 max 213.687 72 28 27.998 0 4 27 72 37 50.616 86 min -213.687 0 38 -27.998 72 4 -27 72 31 -64.37 87 M44 max 261.731 72 30 235.195 0 14 113.704 72 29 56.605 88 min -278.878 72 6 -372.497 72 30 -113.695 72 39 -57.776 89 M45 max 224.132 72 36 27.998 0 4 27 72 37 64.37 90 min -224.132 0 30 -27.998 72 4 -27 72 31 -50.616 RISA-3D Version 22 [ Clean Room.r3d ] Locfin LC v-v Moment[lb-ft Loc[in 0 30 -45.682 ~5.333 72 31 495.572 72 0 37 -495.622 72 72 37 40.5 36 0 31 -40.5 36 72 39 495.622 72 0 29 -495.572 72 72 29 40.5 36 0 39 -40.5 36 3113/2024 4:47:34 PM A14 Checked By : ___ _ LC z-z Momentrlb-ft Locfin LC 30 -32.756 ~5.333 4 37 2090.329 72 30 31 -1339.149 72 16 39 0 72 39 29 -41 .997 36 4 29 2114.996 72 30 39 -1339.145 72 14 39 0 72 39 29 -41.997 36 4 Page 3 ro·ect b A 15 sheet no. l<Rff 3131 Camino Del Rio N Suit e 1080 San Diego, CA 92108 location date p (619) 521-8500 f (619) 521-8591 client job no. I ' w ww.kpff.com I 10 check the individual elements for local I bucking Element 1 ~ Element 2 b(ln) 0.5 b(ln) 0.75 tlln) 0.1299 tllnl 0.1299 Efk$1l 10153 Efksll 10153 Fcv (k$1l 35 Fcv fbll 35 Ae 21.80 Ae 21.80 Al 33.46 Al 33.46 ds fin) 0.25 ds llnl 0.25 8 90 8 90 rs 0.14 rs 0.14 pST 1.00 pST 1.00 Element 1 Element 2 Element Stress Element Support Fe Aeq Element Stress Element Support Fe Flat Sun=rted on Both Ed•es 2642.00 6.2 Flat Sun=rted on Both Ed•es 1174.22 Flat Sunnorted on One Ed•e 270.54 19.2 Flat Sun=rted on One Ed•e 120.24 Flat Supported on one edge with a 2642.00 6.2 siffener on the other edge Fial Supported on one edge with a 272.37 siffener on the other edge Elastic buckling stress of elements for compression was checked per Aluminum Design Manual and it was found that it was not the governing facto r since the element lengths are small. Local bucking of elements is not an issue for these members. Table B.5.1 ELASTIC BUCKLING STRESS F. OF ELEMENTS Elo,,,.,,tlype Element Streu Elam1n1 Suppo,t Ital unllo<m co,np,uslon 1'4)p0(1ed on bOth eao,,, unilo<m comp..ulon supported on one eclge flat uni1orm compression •-""' on bOth adges 1111d wnh an ln1etmoara1e sollene< unilorm _.,.,ion s-18<1 on bOth eao,,s Note: > .. Is determined from equallon B.5-10 F, rrE (1.6blr)' b ., . ., ............... . Aeq 9.2 28.9 19.2 oroject Quidel bv MS ~ 16 sheet no. llP,ff 3131 Camino Del Rio N Suite 1080 location San Diego date 3/13/24 San Diego, CA 92108 p (619) 521-8500 job no. 2400030 f (619) 521-8591 client E ,q, r www.kpff.com E (ksi) 10200 Be 39.36527 De 0.244551 Cc 65.99748 Fey (ksi) 35 Bp 45.00139 Op 0.298909 Cp 61.72641 Bbr 66.82428 Dbr 0.662441 Cbr 67.25058 Table B.4.2 BUCKLING CONSTANTS FOR TEMPER DESIGNATIONS BEGINNING WITH TS, T6, T7, TS, OR T9 Type of Stress and Member Intercept Slope Intersection Compression in Columns and Beam Flanges 8,=F.,(1 +(~r) D = 8,(~),,. • 10 E C, = 0.41 8• D, Axial Compression in Flat Elements 8, = F.,(1 + (~r) D .. ~(~)"' • 10 E c ... o.41 ~ o. Axial Compression in Curved Elements 8,= F.,(1 +(~)'•) D,= ~(~)"' C, see note 2 50,000,c 4.5 E Bending Compression In Flat Elements 8., = 1.3F.,(1 + (t~r) D., = 8., (68.,)'" C.,=28,. 20 E 30., Bending Compression in Curved Elements 8,. = 1.5F.,( 1 + (so.~icr) o,. = 8., (8.,)"" 2.7 E c., = (8., -8,)' o,,, o, Shear In Flat Elements 8,=F•(1 •(~r) D, = 8, (~)•12 C,a0.41 8• 10 E D, Notes 1 • • IO ksi (6 895 MPa) 2 C, shall be delerm,ned using a plol ol cur-of hmll stale stress based on elastic and Inelastic bucld,ng or by trial and error solul,on. 40-8080-LITE Table 8.4.3 L (in) 90 POSTBUCKLING CONSTANTS K 2 r(in) 1.03 Type of Element I<, Ir, Al 17.85 Flat Elements in Compression for Temper 0.50 2.04 Designations Beginning with 0, H, T1 , A.2 66.00 T2, T3, or T4. and weld-affected zones A 175.44 of all tempers A(in2) Flat Elements in Compression for Temper 0.35 2.27 3.142 Designations Beginning with TS, T6, T7. TS, orT9 Flat Elements in Flexure 0.50 2.04 Fe 2.780152 <l>Pc 7.861714 Axial Capacity is Based on Global Buckling of Members Using the Aluminum Design Code ADM Section B.5 A17 From Manuf Member Properties V My Mz Axial Strength [Shape Area ly lz dy dz Omega Fy (ksi) I (k) {lb) (k") (lb') (k") (lb') (lb) __ 140-8080-LITE 3.142 3.311 3.311 1.575 1.575 2.051 1.65 35 I 66.65 66648 44.59 3716 44.59 3716 7861.71 Shear Capacity: V = (Area*Fy)/Omega = 66.65k Moment Capacity: My= Mz = (Fy*(ly/dy))/Omega = 44.59k" Axial Strength: See previous pages A18 Summary Of Member Forces Axial (lb) Y Shear (lb) Z Shear (lb) Torque (lb') Y Moment (lb') Z Moment (lb') Ml max 115.24 305.17 85.21 2.91 357.96 1463.48 40-8080-LITE min 44.24 305.17 85.21 2.91 357.96 1124.64 M2 max 23.32 85.14 22.54 0.21 21.28 0.00 40-8080-LITE min 23.99 85.14 22.54 0.21 70.92 267.84 M3 max 29.98 481.92 22.57 1.37 40.99 2724.40 40-8080-LITE min 18.07 481.92 22.57 1.37 30.09 2604.50 M4 max 23.27 85.14 22.54 0.20 21.28 0.00 40-8080-LITE min 24.08 85.14 22.54 0.20 70.92 267.84 •. ,.,.,.c·in.z·,.,,,., -, .. ,., ·o,og: ·./.L_._l()_)::;._, • • •.•· ,13.3'L ,-,. ·-,-, .. 03a • .l j].ii,() ,.;-,,. ifoi :9-~P. /:,i%:tiif'? • ( ;~•-•· •,.,-,,:;-:-o.n: ,, ....... :.,.::,t .. o:ai . .,., .·-·,its?. ....... · ··---•o-oo· o.3o . , .. ;:;:o:if\/ ?l):~r < \ii'.~£/.)•-••,, .i1~{: >· <~Ji MS max 148.52 361.82 174.02 2.89 703.46 1561.07 40-8080-LITE min 85.00 361.82 174.02 2.89 703.46 1115.89 M6 max 173.40 28.00 27.00 57.78 40.50 0.00 40-8080-LITE min 173.40 28.00 27.00 56.61 40.50 42.00 M7 max 301.22 383.17 112.76 50.62 491.58 2178.98 40-8080-LITE min 301.22 220.58 112.75 64.37 491.63 1251.47 MB max 172.77 28.00 27.00 56.61 40.50 0.00 40-8080•LITE min 172.77 28.00 27.00 57.78 40.50 42.00 M9 max 313.07 383.17 112.75 64.37 491.63 2178.98 40-8080-LITE min 313.07 224.69 112.76 50.62 491.58 1276.14 MlO max 63.18 235.62 93.91 222.80 401.44 515.60 40-8080-LITE min 63.18 235.62 93.58 229.09 399.46 1293.71 Mll max 63.18 230.27 93.88 243.04 403.71 547.03 40-8080-LITE min 63.18 230.27 94.29 245.39 401.29 1261.61 M12 max 63.18 235.62 93.58 229.09 399.46 503.27 40-8080-LITE min 63.18 235.62 93.91 222.80 401.44 1293.71 Ml3 max 63.18 228.21 94.29 245.39 401.29 547.04 40-8080-LITE min 63.18 228.21 93.88 243.04 403.71 1249.28 M14 max 475.22 108.43 126.76 0.00 760.54 1496.70 40-8080-LITE min 97.14 171.87 126.76 0.00 760.54 1065.28 MlS max 475.22 171.87 125.63 0.00 753.76 1065.28 40-8080-LITE min 97.14 108.43 125.63 0.00 753.76 1496.70 M16 max 339.26 40.60 54.00 67.22 81.00 0.00 40-8080-LITE min 293.17 40.60 54.00 65.08 81.00 60.90 M17 max 174.62 40.60 54.00 319.33 81.00 0.00 40-8080-LITE min 118.05 40.60 54.00 325.12 81.00 60.90 M18 max 391.24 75.71 98.97 24.60 525.35 454.29 40-8080·LITE min 252,95 75,05 98.97 24.60 576.11 450.32 M19 max 376.43 76.75 98.96 22.91 525.20 460.51 40-8080-LITE min 267.54 75.95 98.96 22.91 576.08 455.68 M20 max 137.52 40.60 54.00 339.90 81.00 0.00 40-8080-LITE min 178.30 40.60 54.00 332.28 81.00 60.90 M21 max 312.59 40.60 54.00 67.39 81.00 0.00 40-8080-LITE min 342.93 40.60 54.00 69.44 81.00 60.90 M22 max 391.24 75.05 98.97 24.60 533.75 450.32 40-8080-LITE min 257.06 75.71 98.97 24.60 576.11 454.29 M23 max 380.54 75.95 98.96 22.91 533.60 455.68 40-8080-LITE min 267.54 76.75 98.96 22.91 576.08 460.51 M24 max 174.62 40.60 54.00 325.12 81.00 0.00 40-8080-LITE min 121.29 40.60 54.00 319.33 81.00 60.90 M25 max 339.26 40.60 54.00 65.08 81.00 0.00 40-8080-LITE min 299.21 40.60 54.00 67.22 81.00 60.90 M26 max 316.74 40.60 54.00 69.44 81.00 0.00 40-8080-LITE min 342.93 40.60 54.00 67.39 81.00 60.90 M27 max 138.87 40.60 54.00 332.28 81.00 0.00 40-8080-LITE min 178.30 40.60 54.00 339.90 81.00 60.90 M28 max 428.56 68.42 98.76 0.00 526.22 1068.04 40-8080-LITE min 123.22 139.36 98.94 0.00 575.93 1405.70 M29 max 428.56 139.36 98.76 0.00 535.06 1405.70 40-8080-LITE min 123.22 68.42 98.94 0.00 575.93 1068.04 M 30 max 797.92 341.90 595.35 0.00 3182.79 2846.54 40-8080-LITE min 255.01 329.98 573.20 0.00 3309.07 2711.72 M31 max 797.92 329.98 595.35 0.00 3130.71 2711.72 40-8080-LITE min 255.01 341.90 563.77 0.00 3309.08 2846.54 M32 max 68.02 68.52 85.21 3.79 357.96 0.00 40-8080-LITE min 68.02 68.52 85.21 3.79 357.96 246.39 M33 max 19.61 136.04 56.63 3.40 339.75 816.24 40-8080-LITE min 127.13 136.04 56.63 3.40 339.75 816.24 M34 max 103.90 42.57 56.63 3.52 89.07 0.00 40-8080-LITE min 189.60 42.57 56.63 3.52 89.07 66.96 M35 max 103.90 42.57 56.63 3.53 89.07 0.00 40-8080-LITE min 189.60 42.57 56.63 3.53 89.07 66.96 M36 max 0.00 122.03 57.08 2.12 342.49 570.97 40-8080-LITE min 109.86 122.03 57.08 2.12 342.49 731.90 M37 max 0.00 122.03 57.11 2.12 342.64 570.97 40-8080-LITE min 109.86 122.03 57.11 2.12 342.64 731.90 M38 max 122.10 19.82 19.11 0.00 20.31 0.00 40-8080-LITE min 95.09 19.81 19.11 0.00 20.31 21.07 M39 max 122.10 19.80 19.11 40-8080-LITE min 95.09 19.83 19.11 M40 max 190.44 28.57 38.00 40-8080-UTE min 243.77 28.57 38.00 M41 max 190.44 28.57 38.00 40-8080-LITE min 243.77 28.57 38.00 M42 max 260.95 235.20 113.70 40-8080-LITE min 278.88 368.39 113.70 M43 max 213.69 28.00 27.00 40-8080-LITE min 213.69 28.00 27.00 M44 max 261.73 235.20 113.70 40-8080-LITE min 278.88 372.50 113.70 M45 max 224.13 28.00 27.00 40-8080-LITE min 224.13 28.00 27.00 0.00 20.31 0.00 0.00 20.31 21.08 456.98 45.68 0.00 456.98 45.68 32.76 457.29 45.68 0.00 457.29 45.68 32.76 57.78 495.57 2090.33 56.61 495.62 1339.15 50.62 40.50 0.00 64.37 40.50 42.00 56.61 495.62 2115.00 57.78 495.57 1339.15 64.37 40.50 0.00 50.62 40.50 42.00 No D/C greater than 1 00% -> All members OK --·-.. ·.;._;•:•. >::/: A19 g;t .. -. .----,-,21: • 1.:.ii . . /.:·,. JJ.O· . .-· • ·-·:-: ··:2,4i· ·. •. :·,, .. ~;10 : l.32 ,.,_ .. :1s:;-.. :-:,:_J .12 ,• ::--·2.1:z -: Torque Specifications The tables below show the amount of torque in foot-lbs. and newton meters required to activate the 2 degree drop-lock feature fort-slotted profiles. Nut and bolt combination is preloaded when tightened to the minimum torque rating. Fractional T-slotted Profiles Part Number Fastener Description 3320 5116-18 x 11116 Flanaed BHSCS & Economv T-Nut 1515 3325 5116-18 x 314 Economv T-Slot Stud, Washer & Hex Nut 1515 3360 15 Series Anchor Fastener Assemblv 1515-Lile 3380 15 Series End Fastener Assemblv 1515-Lite 3321 114-20 x 112 Flanaed BHSCS & Economv T-Nut 1010 3395 10 Series Anchor Fastener Assemblv 1010 3381 10 Series End Fastener Assembtv 1010 Metric T-slotted Profiles Drop-Lock Engaged ;...._~===:::i._---, 10.00 15.00 25.00 30.00 10.00 20.00 10.00 22.00 4.00 6.00 3.00 17.00 4.00 17.00 Part Number Fastener Description Tested Profile Minimum Torque Newton Meters Maximum Torque Newton Meters 75-3422 MS x 16mm BHSCS & Economv T-Nut 40-4040 13 20 75-3500 MS x 20mm Economv T-Slot Stud, Washer & Hex Nut 40-4040 40 54 40-3897 40 Series Anchor Fastener Assemblv 40-4040-Lite 13 37 40-3891 40 Series End Fastener Assemblv 40-4040-Lite 13 29 75-3404 M6 x 10mm BHSCS & Economv T-Nul 25-2525 5 8 25-3896 25 Series Anchor Fastener Assemblv 25-2525 4 23 25-3895 25 Series End Fastener Assemblv 25-2525 5 23 The estimated torque calculations in this chart are offered as a guide only. Use of this content by anyone is the sole responsibility of that person and they assume all risk. Due to many variables that affect the torque•tenslon relationship like human error, surface texture, and luhrication the only way to determine the correct torque is through experimentation under actualjointandassemblyconditions. Double values since using (2x) bolts = 5001bs. All shear Fastener Application Test reactions < 5001bs -> OK 1 : Single Anchor 6: Comer Bracket 7 8 9 2: Double Anchor 7: Comer Gusset 3: End Fastener 8: Inside -Inside Corner Connector 1010 Profile : . 500 250 180 900 250 260 450 200 325 4: Flat Plate 9: Inside -Outside Corner Connector 375 50 240 50 50 220 240 Horizontal Profile Dimension A: Direct Force 10 Series = 5.000' B: Cantilevered 15 Series = 6.000' C: Tortional Force 700 2000 1,150 200 1,100 200 1,260 225 500 750 500 For the most up to date information on 80/20" products visit 8020.net A21 3131 Camino Del Rio North, Suite 1080 San Diego, CA 92108 619.521.8500 kpff.com Quidel Project Redwood Clean Room Anchorage Design A22 Joint Reactions *red reactions require two anchors Max Reactions X (lb) Abs Val Y (lb) Abs Val Z (lb) X Max (lb) Y Max (lb) Z Max (lb) N3 max 951.31 951.31 862.29 862.29 1548.78 951.31 905.99 -947.20 min -285.34 285.34 -249.77 249.77 195.07 NS max 951.31 951.31 847.61 847.61 905.98 min -284.77 284.77 -264.08 264.08 -470.02 N6 max 829.48 829.48 878.01 878.01 1567.60 min -258.48 258.48 -250.89 250.89 -864.35 NS max 820.93 820.93 905.99 905.99 1814.15 min -236.27 236.27 -242.01 242.01 -745.80 NlO max 820.93 820.93 857.79 857.79 25.95 min -235.87 235.87 -291.29 291.29 -947.20 Nl max 829.47 829.47 858.23 858.23 1716.76 min -261.57 261.57 -271.34 271.34 849.33 f = i ·i 5 ;. • ---------------------- Hilti PROFIS Engineering 3.0.91 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: Specifier's comments: 1 Input data Anchor type and diameter: Item number: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Anchor plateR: Profile: Base material: Installation: Reinforcement: Concrete -Mar 13, 2024 KWIK HUS-EZ (KH-EZ) 3/8 (3 1/4) 418058 KH-EZ 3/8"x3 1/2" her.act= 2.500 in., hnom = 3.250 in. Carbon Steel ESR-3027 4/1/2022 112/1/2023 Design Method ACI 318-19 / Mech eb = 0.000 in. (no stand-off); t = 0.250 in. Page: Specifier: E-Mail: Date: I, x IY x t = 1.570 in. x 2.200 in. x 0.250 in.; (Recommended plate thickness: not calculated) no profile cracked concrete, 3000, fc' = 3,000 psi; h = 5.000 in. hammer drilled hole, Installation condition: Dry tension: not present, shear: not present; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Application also possible with KWIK-X 3/8 (2 1/2) hnom1 under the selected boundary conditions. More information in section Alternative fastening data of this report. R -The anchor calculation is based on a rigid anchor plate assumption. Geometry [In.] & Loading [lb, In.lb] Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hllti is a registered Trademark of Hilti AG, Schaan A23 3/13/2024 1 = 1· i S • • ----------------------Hilti PROFIS Engineering 3.0.91 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: 1.1 Design results Case I Concrete -Mar 13, 2024 Description Combination 1 Page: Specifier: E-Mail: Date: Forces [lb] / Moments [in.lb] N = 947; Vx = 951 ; Vy= 905; Mx = 0; My = 0; M, = 0; Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademar1< of Hilti AG, Schaan Seismic no A24 2 3/13/2024 Max. Util. Anchor[%] 46 2 i = 1·1 S • • ---------------------- Hllti PROFIS Engineering 3.0.91 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: I Concrete -Mar 13, 2024 2 Proof I Utilization (Governing Cases) Loading Proof Tension Concrete Breakout Failure Shear Steel Strength Loading Combined tension and shear loads 3 Warnings PN 0.396 Please consider all details and hints/warnings given in the detailed report! Page: Specifier: E-Mail: Date: Design values [lb] Load Capacity 947 2,392 1,313 3,111 Pv r; 0.422 5/3 Fastening meets the design criteria! Input data and results must be checked for confonnity with the existing conditions and for plausibility! PROFIS Engineering ( c) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Utilization PN i Pv [%] 40 /- -/ 43 Utilization PN,v [%] 46 A25 3 3/13/2024 Status OK OK Status OK 3 i = 1· 1 S • i Hllti PROFIS Engineering 3.0.91 www.hilti.com Company: Page: Address: Specifier: Phone I Fax: I E-Mail: Design: Concrete -Mar 13, 2024 Date: Fastening point: 4 Alternative fastening 4.1 Alternative fastening data Anchor type and diameter: Item number: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Anchor plateR: Profile: Base material: Installation: Reinforcement: KWIK-X 3/8 (2 1/2) hnom1 418057 KH-EZ 3/8"x3" (element)/ 2346658 KHC 3/8" SMALL (capsule) h0r,opti = 2.500 in. (hef,limlt = 3.000 in.), hnom = 2.500 in. Carbon Steel ESR-5065 1/1/2023 J 12/1/2023 Design Method ACI 318-19 / Chem eb = 0.000 in. (no stand-off); t = 0.250 in. I, x ly x t = 1.570 in. x 2.200 in. x 0.250 in.; (Recommended plate thickness: not calculated) no profile cracked concrete, 3000, fc' = 3,000 psi; h = 5.000 in., Temp. short/long: 32/32 °F hammer drilled hole, Installation condition: Dry tension: not present. shear: not present; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Max. Utilization with KWIK-X 3/8 (2 1/2) hnom1: 52 % Fastening meets the design criteria! Input data and results must be checked for confonmity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hlltl is a registered Trademark or Hilti AG, Schaan A26 4 3/13/2024 4 i = 1· 1 5 • • ----------------------A27 Hilti PROFIS Engineering 3.0.91 www.hllti.com Company: Address: 5 Page: Specifier: Phone I Fax: E-Mail: Design: I Concrete -Mar 13, 2024 Date: 3/13/2024 Fastening point: 5 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for confomiity with the existing conditions and for plausibility! PROFIS Engineering ( c) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 5 3131 Camino Del Rio North, Suite 1080 San Diego, CA 92108 619.521.8500 kpff.com Quidel Project Redwood Mechanical Anchorage {B_GREENHECK • Building Value in Afr. Performance Quantity Volume (CFM) Total External SP (in. wg) Operating Power (hp) Required Power~:=._ Fan RPM Max Fan RPM Oper. Frequency (Hz) Elevation (ft) Start-up Temp.(F) Operating Temp.(F) 1,450 3 1.05 1.05 2434 3,151 60 479 70 70 Fan Configuration Size 12 -Wheel Type Bl Arrangement 10 Class I Rotation cw Discharge Position UB Construction Type PermaLock -Spark Resistance None --~roll Material Steel ,_ Wheel Material Steel --Inlet Cone Material Steel Pedestal Material ~eel Equipment Weights Fan (LMD)(lb) 153 Motor/Drive (lb) 35 Accessories (lb) f 0 Fan Total (lb) 188 Misc Fan Data ----- Fan Energy Index (FEI) 1.45 Outlet Velocity (ft/min) 1,680 Static Efficiency ~ 70 Tip Speed _(_ft/min) 7,805 -- Shaft Bearing Type Standard - Bearing Life Calculation_ Operating Point L 10 -Bearing Life (hrs.) 1,000,000 Motor and Drives Motor Included Size (hp) 1 1/2 RPM 1725 Enclosure ODP VICI_!!_ 460/60/3 Frame Size 56 Max Frame Size 145 Location Centered - Pulley Type Constant Drive Loss(%) 6.0 Drives Standard Drive Service Factor 1.5 --MCN (Amps) 3.75 MOP* (Amps) 15 SCCR* (Kiloamps) 5 Model: USF-12 Universal Single Width Fan Operating Performance 4.0 2434 FRPM 3.5 3.0 ........ C) ~ 2.5 6 Q) .... 2.0 ::, (/) (/) Q) .... Cut Sheet -Not for Subrui_ttal Printed Date: 03/0~024 Mark: EF-17A&B Model: USF-12 3.2 2.8 2.4 2.0 ........ a. :S I 1.6 .... Q) ~ 0 a. 1.2 Q) 1.5 a. (.) ~ ---. ,-----. A·· -------··· ----------------. ·----. .:,£ co .... co co -(/) 1.0 0.5 0.0 0 3 6 9 12 15 18 Volume (CFM) x 100 L. Operating Bhp point 0 Operating point at Total External SP --Fan curve -• • -System curve -------Brake horsepower curve Nameplate Model: USF-12-3-B6-00-02-02 Sound Power by Octave Band Sound Data 62.5 125 250 500 Inlet 80 77 80 79 Outlet 96 88 81 80 1000 2000 4000 75 71 68 74 73 69 0.8 0.4 0.0 21 24 27 8000 LwA dBA Sones 63 81 69 16.7 64 82 71 22 Values are estimated and subJect to change. Actual values provided on fan at time of manufacture. LwA -A weighted sound power level, based on ANSI S1 .4 dBA • A weighted sound pressure level, based on 11.5 dB attenuation per octave band at 5 ft-dBA levels are not licensed by AMCA International Sones • calculated using AMCA 301 at 5 ft CAPS4.41.1100 C:\Users\Scott's Laptop\Documents\CAPS\Jobs\24-009 Quidel Redwood Ph2.2.gfcj Generated by: scott@jrengineering-inc.com Page 1 of 4 ( ~ '. ) : . c i I . ( .:i C . X ::. I OC) r ..-"' LO I r ' .. 'Z_'-1 I C'-J ,-I/ -'- L 1 J I L.u --✓ '-----------✓ () n ----1---- ~ \' I , ' I I 'I _._ ( J J L1 r -------., I I ' ( ) : 8 (J) ~-------j I I ,-,---°" I L:r.1 ___ ..., -, I I I J -, (l I () 0 [ T - ' I ' I ' I \ I \1 I _ _.__ . . C) C) 0 0 . r l I L - 1 ,. ~ff 1:.Jbli~~~=-o11,.,1 ' I I , / I I (_) LJ l L ______ ., C) 0 hx I ! I '7'"' I I 'i' 1-H I I ! I ~ 1-H 2X4FS ~ SubPurlin Effected by Mech Units ll~J~l~S~ I ~:F I 2400030 83. 6.75X34.5FS ~ Girder Effected by Mech Units 2.5X27.5FS ~ Purlin Effected by Mech Units 2.5X27.5FS ~ Purlin Effected by Mech Units 2.5X27.5FS -,Q. Purlin with As-Built Loading Quidel Redwood Roof SK-7 Mar 26, 2024 at 11 :19 AM Quidel Redoowd Roof Evaluation.r3d y hx -2.472 lb -2.472 lb -2.472 lb -2.472 lb -2.472 lb -2.472 lb -2.472 lb 84. ~, , r. ~' , ' ~, , , ~, I .Al 12. 1 875psf • 8' spacing _/ * 48' span/2 "- -1 03 lb/l't I r I I I l I I I I I I I I I I l I -103 lb/l't ,L l I I I I I I I l I I I I l I -103 lb/l't ,L I I I I I I I I I I I I I l I 12.875psf * 16" r spacing -17.167 lb/l't I ! 1j I 1111111112;. Loads: BLC 1, Dead I 1 IIIRISA KPFF Quidel Redwood Roof SK-8 MS Mar 26, 2024 at 11 :20 AM AJ#:.ME:TI " 1t -1'1' 2400030 Quidel Redoowd Roof Evaluation.r3d y hx -3.84 lb -3.84 lb -3.84 lb -3.84 lb -3.84 lb -3.84 lb -3.84 lb 85. ,, ,, ,, ~, ,, , , ~, I t A 1 ' _/ ~ 20psf * 8' spacing* 48' span/2 6 20psf • 8' spacing -160 lb/ft 1L I I l I I I I I I I I I I -160 lb/ft 1L I I I I I I I I I I I I I l I -160 lb/ft 1L I I I I I I I I I I I I I l I 20psf * 16" I r~ri~71 ~ 1111 ! spacing Loads: BLC 2, Roof Live I IIIRISA KPFF Quidel Redwood Roof SK-9 MS Mar 26, 2024 at 11 :21 AM ,,.., .... ' ....... Quidel Redoowd Roof Evaluation.r3d 2400030 y hx -4150 lb -4150 lb 86 . -100 lb -100 lti40 lb -270 lb -340 lb -140 lb ! !, ! ! ! ! , , ,, I ~ -200 lb -200 lb I ! I l l A I -200 lb -200 lb I ! I l l :A I • I ' I ' .,. -100 Ib I ! I l A, I Loads: BLC 3, Mechanical I IIIRISA KPFF Quidel Redwood Roof SK-14 MS Mar 26, 2024 at 11 :29 AM ,.Nf-,(:[Tii ~~ 2400030 Quidel Redoowd Roof Evaluation.r3d hx Codect-E , (Env) No Cale > 1.0 I .90-1.0 I 0.40 .75-.90 .50-.75 0.-.50 I I 1.18 I I 1.18 I I 1.12 I ! I I 0.59 ~ Member Code Checks Displayed (Enveloped) IIIRISA KPFF Quidel Redwood Roof SK-1 MS Mar 26, 2024 at 11 :45 AM -~M(fS,.1 < .....,., .. 2400030 Quidel Redoowd Roof Evaluation.r3d hx ~ I -83.G 'A ~ ---~ -38.6 -84.6 •~ _'tRO ~ -38.9 -85 -34.5 -80.6 -0.1 A Member z Bending Moments (kip-ft) (Enveloped) IIIRISA I ~:F I Quidel Redwood Roof :;t,El,l[fS, I -,......._,~ 2400030 B8 , ~ SK-2 New mechanical loading only results in 5% increase in demand -> OK by inspection Mar 26, 2024 at 11 :45 AM Quidel Redoowd Roof Evaluation.r3d lqJff 3131(aminode1RloN,S1•1080 Project: Quidel Project Redwood ~n0te10,CA9'108 Location: p 619.521 8500 f619 521 3591 -kpffcom Client: Equip 10: EQUIPMENT ANCHORAGE Floor Mounted with Unsymmetrical or Rectangular Multiple Bolt Group Pattern (ASCE 7-16). Equipment Description Base W = weight of equipment I = overall length w = overall width h = height of CG. above base Center of Mass Location CG,= dist. in x-dir from Origin CG,= dist. in y-dir from Origin n = # of anchors m =#of bolts@ each anchor Seismic Accelerations ap = amplification factor Rp = response factor no = overstrength factor Sos= spectral acceleration Ip= Imp. Factor (cf. 13.1.3) Fh = from {13.3-1, 13.2-2, 13.3-3) Fv = vertical force = 0.2SosW, Bolt Group properties x.,., = x-dist. of CR.from Origin Yt>a, = y-dist. of C.R.from Origin e, = x-eccen. of CG.from C.R. e, = y-eccen. of C.G.from C.R. I,, = Sum (dy12) 1,, = Sum (dx.') lpo1~rT = IJll + lyl I,v = Sum (dy12) l,v = Sum (dx12) lpo1nv = lxv + lvv ANCHOR LOCATIONS (up to 20 anchors) # X y 1 2.00 2.00 2 18.00 2.00 3 2.00 29.00 4 18.00 29.00 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 EF 17A & 17B 250 lb 31 in 20 in 19.00 in ~in ~in 4 2.5 6 2 0.774 1 97 lb 39 lb 10.00 in 15.50 in 0.00 in 0.00 in 729 in' 256 in' 985 in' 729 in' 256 in' 985 in' z=Cutt h,=L2-_Jft Static/Dynamic! Static Eq 13.3-1 = 0.39 Wp = 0.16 Wp Shear in X Shear In Y dx' d/ Yes Yes 64.0 182.25 Yes Yes 64.0 182.25 Yes Yes 64.0 182.25 Yes Yes 64.0 182.25 By: ms !sheet No.: I Date: 3/26/2024 I Job No.: 2400030.00 CG, C.G. EB c.l EB CG, 0 CD (0,0) PLAN AT BASE z d' FRONT ELEVATION 246.3 246.3 246.3 246.3 ?:\124\2400030_Quldel Project Redwood_2.2\Eng\Equlpment\Equlpment Anchorage Forces_ASCE 7·16.,dsm / EF 17A 176 89 X 3/26/2024 lqJff 3131 CMni~del RION, S1e 10&0 Project: Quidel Project Redwood By: ms l sheet No.: I San~go,C.A92l08 Location: Date: 3/26/2024 I p 619 S218SOO 1619 Sll 8591 WWN kpff.com Client: Job No.: 2400030.00 Equip ID: Bolt Forces Note: Negative slgn means orce Is In compression Tension[!)= •(M,.dy/1,+M,.dx/lyr(0.9W·Fv)/ln•m) Mx = F• •sin0•h+(0.9W-Fv)•ey My= F, •cos0•h+(0.9W-Fv)•ex Search 0 _max from 0° to 359° to get maximum Tenslon(i) at each A.B. Notes for Tension Calculations Below: fl} Use Tmox/or Connection of Ant)lt to Equlpmtnt ot Vertical Angle Leg (i.e. Screws) (2) Use Tmox•EF for Conntt:tion of Angle ro Base at Horizontal Angle Ltg (I.e. Hllti KB Tl} (3} Ecuntriclty factor arises from non-rigid and Indirect conntction (EF .z J through equipment, 2.5 single onglt>, -3 channel-plate This connection is: through equipment or rigid connection Tension r_ = MAX (Tension(!)) Ba.se Connx Eccentricity Factor (EF) T"""'sT,,._•Ef TM!dior-c, = T_.,,, (calculated with Omega) Shear M, = Fh(sln8'e, + cos8'e,) V(I) = IMp'dll,.. + Fhl(n'm)I v_, = Maximum (V(I)) v.,......., = V_, • fl, (Concrete Only) 20 lb/bolt 1.0 20 lb/bolt 87 lb/bolt 24 lb/bolt 48 lb/bolt Search 0 _max from 0° to 359° to get max V(i) at each A.B. # 1 2 3 4 e max -M,'dy/I, 30.5 -17.3 149.5 -17.3 329.5 -17.3 210.5 -17.3 # 8 max 1 0.0 2 0.0 3 0.0 4 0.0 ?:\124\2400030_Quldel Project Redwood_2.2\Eng\Equlpment\Equ,pment Anchorage Forces_ASCE 7-16.xlsm / Ef 17A 178 M.•dx/I. (0.9W-Fv)/n'n -49.5 46.6 -49.5 46.6 -49.5 46.6 -49.5 46.6 M. •d/I.,,,., Fh/(n•m) 0.0 24.2 0.0 24.2 0.0 24.2 0.0 24.2 810 1 Tension 20.2 20.2 20.2 20.2 V 24.2 24.2 24.2 24.2 3/26/2024 oroiect Quidel Proiect Redwood sheet no. l{pft 3131 Camino Del Rio N bv Suite 1080 811 San Diego, CA 92108 location date p (619) 521-8500 MA job no. 2400030 f (619) 521-8591 client I www.kpff.com Rooftop Equipment Force on LUS hanger = 1 00lbs Allowable Load on LUS hanger = 800Ibs > 1 O0lbs -> OK 1 00lbs 1 00lbs i i Fp force from overturning: I I T = 20Ibs ~ I,, V = 24Ibs "I 3' 71 Capacity of #12 Wood Screw: W = 154Ibs/in * 3" = 462Ibs W' = 462Ibs*1.6 = 739Ibs > 20Ibs -> OK Z = 156Ibs W/ 1 OD embed Z' = 1561bs*1.6 = 250Ibs > 24Ibs -> OK ~ Cl) C) C: cu J: -:;; ·o ., C: 3,: cu "' :2 0 "' I 104 Simpson_ Strong-Tie' Wood Construction Connectors Face-Mount Hangers -Solid Sawn Lumber (DF/SP) SIMPSON Strong-Tie The Joist Hanger Selector software enables you the most optimum product for your project. The software takes into consideration all the characteristics seen in this catalog. Visit strongtie.com/jhs. These products are available with ■ additional corrosion protection. For more 1nformat1on, see p. 15. For stainless-ll!:} steel fasteners, see p.21 . r.r., Many of these products are approved for installation ~ with Strong-Drive" SD Connector screws. See pp. 335-337 for more information. " .---.--------r--r------r-~-----------...... ----------~--~--- Joist Size Model No. Dimensions (in.) Fasteners (in.) OF/SP Allowable Loads _ Installed Ga. '---W--H--B-':~~~'-------------+-U-p-lift--F-lo-or--S-n_o_w--R-oof Cos(tlClnl)dex Header Joist 1-----L-------.1-....L---.JL--L--'--L---(160) (100) (115) (125) Sawn Lumber Sizes LU24 20 rn. 3¼ _!._½ -l-('-'4)_0_.1_62_x_3_½_.J.-.:..(2'-) o_.1_4_8_x_11_½-1-_2_40 _ 5_55~,_6_30 _ 655 Lowest • LUS24 18 1 o/,o 3¼ 1 ¾ -(4) 0.148 x 3 (2) 0.148 x 3 435 670 765 820 3% 2X4 ---------+------+-------t-------t u24 16 rn. 3¼ 1 ½ -(4) 0.162 x 3½ (2) 0.148 x 1 ½ 240 575 650 10~ 67% • HU26 14 mo 3½a 2¼ -(4) 0.162 x 3½ (2) 0.148 X 1 ½ 305 595 670 720 295% • l---+------+--,--+--+---+-l--.;..._----+....;.;----+---+--11----+---+----'I LUS24·2 18 3¼ 3¼ 2 -(4)0.162x3½ (2)0.162x3½ 410 800 905 980 Lowest • g~~ ~-2 _ 1~~ 3¼ ~ 3 2 -_ (4) 0.162 X 3½ (2) 0.148 X 3 240 575 650 705 33% • HU24·2 / HUC24·2 14 31/a 3½• 2½ -(4) 0.162 x 3½ (2) 0.148 x 3 380 595 670 720 240% ~l---+------+-1---+--+--+--+--_;.__---t----'_;.__---+---+--+---+----+---1 i,.u LUS26 18 1 o/,o 43/, 1 ¾ -(4) 0,148 x 3 (4) 0.148 x 3 1,165 865 990 1,060 Lowest -___ .,_ ____ _,.__ _ _._ .__L_U2_6 ____ ,_ 2o__1o/ia ~ 43/~~ --+-_(6-'-)0_.1_6_2_x_3_½--t_(4-'-)_0._14_8_x_1_½-1 ~-835 950 1,030_'---6% U26 16 mo 43/, 2 -(6) 0.162 X 3½ (4) 0.148 X 1 ½ ~ _ 865 980 1,055 43% ~ 2x6 -<----~ i,.u '---L_UC_2_6_Z ____ 4 18 ~ 43/, 1¾ -(6) 0.162 X 3½ (4) 0.148 X 1 ½ 7_30_.__8_45 __ 9_6_5-+_1_.0_4_0-+-_1_6_0%_-l • HU26 14 1 '½• 3½• 21/, -(4) 0.162 x 3½ (2) 0.148 x 1 ½ 305 595 670 720 179% ._______ ---+------+ __ __. __ __,_ ---+---+-----! • HUS26 16 15/s 53/o 3 -(14) 0.162 x 3½ (6) 0.162 x 3½ 1,320 2,735 3,095 3,235 276% t'D LUS26-2 I~ 3~~•-1-_2~'---l-('-'4)'-0_.1_62_x_3_Y:_2 (4) 0.162 x 3½ 1,060 1,030 1,170 1.265 Lowest U26-2 16 3¼ 5 2 -(8)0.162x3½ (4)0.148x3 535 1,150 1,305 1,410 65% • DBL 2X6 TPL 2x6 2x8 HUS26·2 HU26·2 / HUC26·2 LUS26·3 '-U26·3 >---- HU26-3 / HUC26·3 LUS26 LU26 LUS28 C- LU28 - (4) 0.162 X 3½ (4) 0.162 X 3½ 14 31/a 53/,& -~ 2 -1,165 1.055_ 1,195 -~ 1,~ 172% 14 3¼ 4"½, 2½ Min. (8)0.162x3½ (4)0.148x3 755 1,190 ----1,345 1,440 --L--- 14 31/a 4"¾• 2½ Max. (12)0.162x3½ (6)0.148x3 1,135 1,785 2,015 2,165 -~-4_%-1-_4'_¼4 2__ (4)0.162x3½ (4)0.16~ 1060 1,030 1,170 1,265 16 45/s 41/, 2 _ +---(_8)_0_.16_2_x_3~ (4)0.148x3 5_3_5_..._1_,1_5_0.....__1_,3_05__,_1.410_ 233% 254% 14 41½& 41%2 2½ Min. (8)0.162x3½ +---'-(4.;.)_0._14_8_x_3 __ 7_55_'---1_,19_0_..._1_,345 ~44_0_,__ 14 4% 4% 2½ Max. (12)0.162x3½ (6)0.148x3 1,135 1,785 2,015 2,165 18 ~ 4¾ 13/, -(4) 0.148 X 3 (4) 0.148 X_3_ 1,165 865-+_9_90_-l--1'-,0_60--I 20 1'½• 4¾ 1½ - 18 1o/,, 65/s 1¾ - (6) 0162 X 3½ (6) 0.148 X 3 20 rn. 6~,_1~,_ -~ (8) 0.162 X 3½ 16 1o/i6 4¾ 2 -(6) 0.162 X 3½ (4) 0.148 X 1 _½__,__5_40____, 835 950 1,030 (4) 0.148 X 3 (6) 0.148 X 1 ½ (4) 0.148 X 1 ½ 1,1~-1,10~~-260 __ 1.350 850 1,110 1,180 1,180 -535 865 980 1,055 Lowest 6% 23% 39% 43% U26 LUC26Z HU28 HUS26 HUS28 LUS26·2 LUS28·2 ----+-18 rn. 43/, 1¾ -(6)0.162x2Y:._ (4) 0.148 X 1 ½ 730 845 965 1,040 160% 251% DBL '---U_26_·_2 __ • 2x8 HUS28·2 • TPL 2X8 HU28-2 / HUC28·2 LUS28·3 U26-3 - HU26·3 / HUC26·3 14 H-\6 51/, 2¼ -(6) 0.162 X 3½ (4) 0.148 X 1 ½ 605 895 1,010 1,080 16 15/s 53/o 3 -(14)0.162x3½ (6)0.162x3½ 1,320 2,735 2.845 2,845 276% -- 16 1 % 7 3 -(22) 0.162 x 3_½-+-'-(8'-l o_.1_6_2_x _31_v.-+_1,7_6_o-+_4_.o_95-+_4_._o9_5_,__4_,o_9_5-+-_4_o_9'_1<,-1 18 31/a 47/e+--2-+----l--'-(4)0.162x3½ (4)0.162x3½ 1,060 1,030 1,170 1,265 Lowest 18 3¼ 7 ~ -(6)0.162x3½ (4)0.162x3½ 1.060 1,31_5...j.._1;_,4_90--1__:1,_61_0-1-_.8_%_ 16 3¼ 5 2 -(8) 0.162 X 3½ -t--'-(4_) _0._14_8_x_3_t-_53_5--t_1,_1_5_0-+-_1,305 1.41<!_~ 65% 1~e-3¼-1-7_'l-l_•-l--2-i-----1--'(6_.:.)_0_.16_2_x_3_½_f-(:..:6)_0.162 X 3½ 1,320 1,580 1,790 1,930 -~8% 14 3¼ 6¥11 2½ Min. (10) 0.162 X 3½ (4) 0.148 x 3 755 1,490 _;1,'-68_0_..._1..:.,8_0_0-l-397% 14 3¼ 6¥1• 2½ Max. (14) 0.162 x 3½ (6) 0.148 x 3 1,135 2,085 2,350 2,530 418% 18 41/o 6¼ l--2--1----1--'(6) 0.162 X 3½ (4) 0.162 X 3½ _1._06_0 1,315 1,490 1,610 16 4% 4¼ 2 -(8)0.162x3½ (4)0.148x3 535 1,150 1,305 1,410 14 4'½• 45/s 2½ Min._ (8)0.162x3½ ~)0.148x3 14 4'½• 45/s 2½ Max. (12)0.162x3½ (6)0.148 x3 755 1,190 1,345 1,440 -- 1,135 1,785 2,015 2,165 - --f--------1----+--(4) 0.162 X 3½ 755 1,490 1,680 1,800 • QUAD HU28-4 / HUC28-4 2X8 14 6¼ 7 2½ Min. (10) 0.162 x 3½ -------1------'-----+-14 61/4 7 2½ Max. (14) 0.162 x 3½ ----+---➔---~ -- (6) 0.162 X 31h 1.135 2,085 2,350 2,530 Code Ref. IBC, Fl, LA IBC, FL IBC, FL, LA IBC. FL See footnotes on p. 108. Codes: See p. 12 for Code Reference Key Chart UPDATED 06/01/19 2 813 [§§] s <. s-------------------- ' Product Drawin Unit Tag: Product: Project Name: Sales Office: Norman 5. Wright-Climatec Meehl Equip Sales Engineer: Model: BCHD0101 Apr. 01, 2021 I Ver/Rev: Sheet: 1 of 1 Scale: NTS Tolerance:+/· 0.25" I Dwg Units: in [mm) .DAIKIN 13600 Industrial Parl< Blvd. Minneapolis, MN 55441 www.DaikinApplied.com Software Version: 04.20 No change to this drawing may be made unless approved in writing by Daikin Applied. Purchaser must determine that the equipment is fit and sufficient for the job specifications. Proj•ct 1<¢.f 3231 Camioo del Rio N, Stit 1080 Quidel Project Redwood San Diego, CA 92108 Location p 619.521 8500 f 619 S21 8591 wwwkptfcom Job No SEISMIC FORCES ON COMPONENTS Per ASCE 7-16, Chapter 13 All Coefficients are in terms of "Wp" ASD LRFD ., Sh .. t Oat~ 3/2024 Revised Sos=a§.774 f ph,mu: = 0.88 1. = 1.0 Fph,min = 0.17 1.24 0.23 ~ Static/ Dynamic?~Eq 13.3-1 Apply Omega?~ h = 30 ft (Total Building Fov = 0.11 ASD LRFD a•= 2.5 Ro= 6 n = 2 ,_ p ~ LEVEL HeiRht {ftl z/h Foh Foh 0.00 0.00 0.00 0.00 0.00 0.23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.23 0.00 0.00 0.00 -Roof 30 1.00 0.00 0.00 0.00 0.00 0.39 0.00 0.00 0.00 3 14 0.45 0.00 0.00 0.00 0.00 0.25 0.00 0.00 0.00 2 0 0.00 0.00 0.00 0.00 0.00 0.23 0.00 0.00 0.00 W0 = Component Operating Weight f = I • 2-04(Sw W, ( :) a0 = Component Amplification Factor, Table 13.5-1 or 13.6-1 ' h RP= Component Response Modification Factor, Table 13.5-1 or 13.6-,. S05 = Spectral Accelration, short period from §11.4.S Static 10 = Component Importance Factor, §13.1.3 z = Component Attachment Height with Respect to Grade, 2:0 but not more tharf'ph,max = I .6S os I PW P h = Average Roof Height of Structure with Respect to Grade ai = maximum acceleration at level I obtained from modal analysis and not less thanf ph ,min = 0 .3 S DS I P W P Ax = torsional amplification factor Eqn {12.8-14) "The horizontal seismic design force (Fp) shall be applied at the componen's center of gravity and distributed relative to the component's mass distribution and shall be determined in accordance with Eq (13.3-1)" Remember to apply F = +0.2SD·"W pt• -, p B14 14!ff 3131 Camino Del Rio N ro·ect Quidel Pro·ect Redwood Suite 1080 San Diego, CA 92108 p (619) 521-8500 r ul , f (619) 521-8591 Er II r www.kpff.com Ceiling Hung Equipment W = 4001bs max Fph = 0.25 W Fpv = 0.15 W Vertical threaded rods location client MA Tu = 1.2W + Fpv = 1.35 W = 540 lbs / 4 hangers = 135 lbs per hanger 3/8" <P rods are ok by inspection Load to screws P1000 l.NISTII\II ,·L ,1c;,., 8llfl t J" • J. •/ (2) 112 ws, ,·L 12t?. acr,n t , •.. r .. ; "'"""' 216 81.1t'G Tmax = 1.0W + 0.7Fpv = 1.105 W = 442 lbs/ 4 hangers/ 2 Wood Screws = 55 lbs per screw #12 Wood Screw into face of blocking Assume 6d min penetration Z = 156 lbs * 1 .296"/2.16" = 93.6Ibs > 55Ibs -> OK Cable brace Tmax = 0.7*Fph / cos (45deg) = 100 lbs/ 2 braces= 50Ibs / brace Cable brace is ok by inspection Load to screws Vmax = 50 lbs per brace/ 3 screws per brace = 20Ibs/ screw Tmax = 50 lbs per brace/ 3 screws per brace = 20Ibs/ screw #12 Wood Screw bottom of blocking Cd= 1.6 Z' = 93.6 lbs * 1.6 = 149.81bs W'p = 154 lb/in* 1.296 * 1.6 = 319.3Ibs Z'a = (W'p)*Z'/((W'p)*cos(45°)A2+Z'*sin(45°)"2 = 203.91bs Check Nailer Load per hanger = 1 00lbs 16d nail into 1 1 /2" side member z = 141 lbs Z' = 126Ibs/ nail -> OK sheet no. b 815 date job no. 2400030 V @ PLAN VIEW oroiect Quidel Proiect Redwood sheet no. ' l{pf:f 3131 Camino Del Rio N bv Suite 1080 B16 San Diego, CA 92108 location date p (619) 521-8500 MA f (619) 521-8591 client job no. 2400030 E t1 I r www.kpff.com Ceiling Hung Equipment 1 00lbs 1 00lbs DL = 60plf i L Existing Roof Check w/ Suspended unit LL = 167plf (E) Wood framing • • • • + 26" TJI@ 16" I I SDL = 45psf ~ 24' ~ LL= 125psf /I ,, Original Mmax = 16.344k' New Mmax = Pa + wl"2/8 = 10001b' + 16344Ib' = 17.344k' = 6% Change, OK by inspection Check Unistrut P1000 Length of equipment= 37" Dist Load = 65plf Allowable load = 500Ibs > 200Ibs -> OK Table 1 2N Ii i j jJ 'ii 'Z i. D in. in. :,-~ 0 Oilll 011:l 0.120 0 128 01J' 01J!> 014tl 0 182 0 177 0 192 0207 0Z25 0?44 1 O.Dfl!l 0113 0 120 0~ 0.131 0.13S 0.1,11 o 1ei 0111 0 192 0.207 0.225 0244 1-t/4 0099 0113 O.l20 0128 013, 0.135 014& 0 162 o ,,, 0.192 0.207 0.225 0 244 1-1/2 0 099 0 113 0.120 0128 0.131 0.1'.lS 0.148 o, .. , 0177 0192 0.207 0 225 0 2"4 3131 Camino Del Rio N Suite 1080 San Diego, CA 92108 p (619) S21-8500 f (619) 521-8591 www.kpff.com ro·ect Quidel Pro·ect Redwood location client MA sheet no. b B17 date job no. 2400030 COMMON, BOX, or SINKER STEEL WIRE NAILS: .Reference Lawal Design I Vahles, Z, for SlngJe Shear (two member) Connections1,a.s !..___.___ for sawn l001ber or SCL wlUl both members of ideotlcal specific gravity (tabulated lateral design values are calculated based on an assumed length of nail penetratlol\ p Into the main member eQual to 10D) ' 1 ~ ~ 1111 .. L. ... -! f 1l cij u. := :i. t ifz d, .§ I u. Ji g i .. ii ;ii .. ~1:B Iii !~ j il ii ~,j~I ;! i l <OO ~ J!ll 8 i ! )~ ~ z ,•. JI.fl Ii Pllflll-laht bs. lbs. lbs. l>s. ID• lbs lbs bs. lb•. lbs ij<f 10 7'J 61 !lo$ $4 51 ""' 47 311 JII :16 ~d 8d eel 94 19 72 71 ~5 1111 57 47 -4B « IOd 107 M 90 77 71 M 6:2 52 50 '8 10d 121 101 87 84 76 70 68 57 56 5' 811 1Z7 ...... 90 8 8.l) J 70 eo 58 ~ 16d 12d 135 108 ~ 91 84 16 74 63 61 5e 101l '();I 1&o 1 !l4 1,1 105 107 ~ 86 $3 10 G9 00 16d 40d 183 1l8 121 117 108 99 ,_ 96 ,__!!. 80 -77 20d 200 153 1l4 130 121 '11 107 ~2 90 87 20d 301 206 157 13& 13-1 125 • 1• 11· 96 93 IIO JQO 0d ,_216 166 147 3 13,,l l.z! 19 03 I 8 400 229 178 158 154 144 132 129 112 110 106 60d GDd 2:14 ,a, 11;;~ 158 147 1~ 13? 115 113 109 8d 7d ,a &1 55 64 51 48 47 42 41 40 ltd' 8d 11d 9" 79 '12 71 67 6.J 61 5$ 54 $1 10d 10, AS 81 eo ,g 11 119 80 ~9 66 10d 121 101 93 91 a6 80 7'9 66 64 &1 8d 127 108 97 95 90 84 112 611 ll6 83 16d 12d 135 113 109 101 96 89 118 71 69 68 10d 20d 16d 154 123 118 115 109 99 96 80 77 74 1&d 1100 1114 1~ 141 137 125 • 1J ,ot 9• 89 a!. 20<1 113 1111 1!>!> 1,0 138 ·~ 12, 102 99 !II(> 20d 301 222 183 59 154 1•2 -•211 124 ·~ 102 919 31ld 40d 243 192 167 182 149 35 13• 111 109 10. ,lQd 268 202 177 171 Hill U4 1<10 120 117 112 50d 60d 274 207 181 175 162 •,is 10 123 120 115 /Jd' 7d1 73 61 65 5'I s, 48 47 ,2 ., 40 6d' 8cl ad' 94 79 T2 71 87 11:s 61 !l!I 114 S2 0d 107 89 81 80 76 71 B9 -10d 1Z1 101 93 91 86 80 79 70 fi9 67 80. 127 tel8 97 95 90 M 112 73 72 70 16d 12d 135 113 103 101 98 89 88 ~ 76 74 10tl 20d 16d 15,C 1211 118 11S 109 ·02 100 89 87 84 19d 110d 184 1$4 1<11 138 131 •22 120 IOl 100 116 20d ~ 1111 Uil 1MI 1(>1 '41 .... 113 110 ·~ ,_ 20d 30d 222 1&5 170 166 167 45 140 118 113 108 30d 40d 243 203 188 182 169 152 147 123 119 114 40d 268 w 200 193 177 160 155 130 127 121 50" 60d 276 2'.Vl ..... 1117 181 '6J 1511 ,-.. 129 1:?4 7d' 7S 61 S5 54 51 48 •1 '2 ., "° tJtJ' M' !M 79 72 71 87 83 61 !15 5,4 112 10d 107 88 111 80 78 71 e9 62 to 6l9 10d 121 101 93 91 116 l!O 79 70 69 ff7 ,.,. 127 106 97 95 110 M 112 73 72 70 Hid 12<1 135 113 103 101 ~ 8,9 88 7B 76 74 ,,... ,~ -~ ..... J?II 1111 115 IO!I •n, 1nn 89 87 84 .. A ,4nrl -, ... 1"4 141 138 1~1 17' 1:>n -I ;l)Q 2t:) 178 16'.l ,,v 1$1 141 1:)8 12:) 1'1 117 20d 30d 222 185 t70 168 157 U7 144 128 126 1210 30d 40d 243 203 188 Ul2 172 161 1~ 135 131 125 40d 268 2216 205 201 190 178 172 143 138 132 50d 60d 276 230 211 206 186 '81 175 146 141 135 P1000 & P1001 Channels P1000 • BEAM LOADING Defl. at Uniform Loading at Deflection Max. Allowable Uniform Span Uniform Load Load Span/180 Span/240 Span/360 In Lbs In Lbs Lbs Lbs 24 1,690 0.06 1,690 1,690 1,690 36 1,130 0.13 1,130 1,130 900 48 850 0.22 850 760 500 60 680 0.35 650 480 320 ---- 72 560 0.50 450 340 220 84 480 0.68 330 250 160 ---96 420 0.89 250 190 130 108 380 1.14 200 150 100 I---- 120 340 1.40 160 120 80 144 280 2.00 110 80 60 ------ 168 240 2.72 80 60 40 192 210 3.55 60 50 NR -216 190 4.58 50 40 NR 240 170 5.62 40 NR NR P1000 -COLUMN LOADING Max. Allowable Maximum Column Load Applied at C.G. Unbraced Load at Height Slot Face K = 0.65 K = 0.80 K =1.0 K = 1.2 In Lbs Lbs Lbs Lbs Lbs 24 3.550 10,740 9,890 8,770 7,740 36 3,190 8,910 7,740 6,390 5,310 48 2,770 7,260 6,010 4,690 3,800 60 2,380 5,910 4,690 3,630 2,960 ---72 2,080 4,840 3,800 2,960 2,400 84 1,860 4,040 3,200 2,480 1,980 -96 1,670 3,480 2,750 2,110 1,660 108 1,510 3,050 2,400 1,810 .. --120 1,380 2,700 2,110 .. .. 144 1,150 2,180 1,660 .. .. P1000/P1001 • ELEMENTS OF SECTION Parameter P1000 P1001 Area of Section 0.555 ln2 1.111 ln2 Axis 1-1 Moment of Inertia (I) 0.185 In' 0.928 In' Section Modulus (S) 0.202 ln3 0.571 ln3 Radius of Gyration (r) 0.577 In 0.914 In Axis 2-2 Moment of Inertia (I) 0.236 In' 0.471 In' Section Modulus (S) 0.290 ln3 0.580 ln3 Radius of Gyration (r) 0.651 In 0.651 In IM#inll,l•MM,,.__;_ .. __ ~~~ UNISTRltT~ P1001 • BEAM LOADING Dell. at Uniform Loading at Deflection Max. Allowable Uniform Span Uniform Load Load Span/180 Span/240 Span/360 In Lbs In Lbs Lbs Lbs 24 3,500' 0.02 3,500' 3,500' 3,500' 36 3,190 0.07 3,190 3,190 3,1 90 48 2,390 0.13 2,390 2,390 2,390 60 1,910 0.20 1,910 1,910 1,620 --72 1,600 0.28 1,600 1,600 1,130 84 1,370 0.39 1,370 1,240 830 --- 96 1,200 0.51 1,200 950 630 108 1,060 0.64 1,000 750 500 ------ 120 960 0.79 810 610 410 144 800 1.14 560 420 280 -168 680 1.53 410 310 210 192 600 2.02 320 240 160 -216 530 2.54 250 190 130 240 480 3.16 200 150 100 P1001 • COLUMN LOADING Max. Allowable Maximum Column Load Applied at C.G. Unbraced Load Height at Slot Face In Lbs 24 6,430 36 6,290 ---48 6,160 60 6,000 72 5,620 84 5,170 --96 4,690 108 4,170 120 3,690 144 2,930 Notes: • Load limited by spot weld shear. "Kl/r > 200 NR = Not Recommended. K =0,65 Lbs 24,280 22,810 21,410 20,210 18,970 16,950 14,890 12,850 10,900 7,630 K = 0.80 K =1,0 K = 1.2 Lbs Lbs Lbs 23,610 22,700 21,820 21,820 20,650 19,670 20,300 18,670 16,160 18,670 15,520 12,390 16,160 12,390 8,950 13,630 9,470 6,580 11,190 7,250 5,040 8,950 5,730 3,980 7,250 4,640 .. 5,040 .. .. 1. Beam loads are given in tgtru uniform load (W Lbs) not uniform load (w lbs/ft or wlbs/in). 2. Beam loads are based on a simple span and assumed to be adequately laterally braced. Unbraced spans can reduce beam load carrying capacity. Refer to Page 62 for reduction factors for unbraced lengths. 3. For pierced channel, multiply beam loads by the following factor: "KO" Series ....... 95% "T" Serles .......... 85% "HS" Serles ....... 90% "SL" Serles ........ 85% "H3" Series ........ 90% "DS" Series ........ 70% "WT" Series ....... 85% 4. Deduct channel weight from the beam loads. 5. For concentrated midspan point loads, multiply beam loads by 50% and the corresponding deflection by 80%. For other load conditions refer to page 18. 6. All beam loads are for bending about Axis 1-1. • I I -----48 Q[l-----------, 112 81 l D TOP VIEi,,/ -------Y60[}-----------------, ------+l6.21>-------------i / cs:, _c:::::,, ______ c=::::t __ _ -----------------------------------------------------------------------~ ----- --c==II-- ...... -=--............... ----------------------- 8 4' x 7' Junction Box Reriovo.1:Jle Top Access Po.net Corner Post Heo.cier Vert,co.l So.sh Blower Switch light Switch Baffle Slots Vertical So.sh I 377' 96 CM 2 43.7' 111 CM 3 55.7' 141 CM 110-115 v, 50/60 hz, 10 aMp 208-230 V, 50/60 hz, 5 OMp no two two services lserv,cesl serv,cesl 8. GFCl oo 1-102 20 21 weight 1210Ibs 700 R~seci So.sh Extens~n Epoxy Coo ted SST Duet Coll or Bypass Block UJ)ppr Interior Depth 59:.oo Upper Bo.Hie Upper So.sh Tro.ck -ti-I I Upper Access Po.net 95:.oo Micicile Bo•fle UPPER CABINET LOWER BAS[ ,,.e,.. Interior-Depth 36:oo Lower Baffle 741 I Lower Access Po.net Floor \.JLl'-ILI 8' Protector ModeL 1128X Exterior Suoer~ • Double Woll Con Interior Supers • Go1van1zed Ste~ Left ' Right F • Powder Coated Liner Mgterigl • WESI..INER • 3/' Side Panels • Both Sides • Rt Electrical Fixtu • Provided by LAE • Fluorescent Ligh • Single Point COf • Croy P!ostic Co, • GfCI ( on elec Im Sslfil!. • Vertical Travel • 3/16. Tempered • Counter-We,ghte • 1 .J/16" Pulley ' ~ • WESUNER • J/1 Interior Accesc: • Right ond left • Casket Provided Corner Post w • Right and Left ' • 18 Gouge Cold I Wiring • Fume Hood WtrE • Electrical Sen11c1 Junction Box Service Fixturt: • LobCOl"ICO • Col ~ • COl"lneChOl'\S M< • Fino1 c:onnectio • Pre-Piped to '\ • Standard Cos I • Standard Wate1 • Kit for Air ond Exterior ch Interior ciE Interior-ciE De scrip t,on 0 Ser"vices 2 Services, 2 Services. Face veloc 100 80 60 Assembly and • Pre-Assembled • Polietized sheet no. lq:!ff 3131 Camino Oel Rio N oroject bv Suite 1080 820 San Diego, CA 92108 location date p (619) S21-8500 C n 111 ,< f (619) 521-8591 client job no. E• , www.kpff.com Fume hood weight = 1220lbs*1 _25 = 1500Ibs Use ASCE 7-16 CH 13 Sds = 0.774 ap = 2.5 Rp = 6 Omega= 2 Z/h = 8/ 30 = 0.267 Fp = [0.4(ap)(Sds)/Rp](1 +2(z/h)) = 0.198Wp Fpmin = 0.3Sdslp = 0.232Wp -> Governs Fp = 350Ibs/2 anchor locations = 175Ibs/ anchor Use SD10112 -> 173Ibs*1.6 = 277Ibs > 1751bs -> OK Use (2) #10 sms -= ~ fume hood = rn IBI !Bl ij ij ., Simpson Strong-Tie" Fastening Systems Technical Guide SIMPSON --Connector/Steel-to-Wood Fastening Strong,Orive · Strong•.:ne_ SD CONNECTOR an d SD CONNECTOR SS Screw Codes/Standards: ICC-ES ESR-3046 (including Qty of LA Supplement); State of Florida FL 9589 For more infonnation, see pp. 69---70, C-F-2023 Fastenmg Systans catalog SD/SD SS -Allowable Shear Loads - Steel/Stainless Steel Side Plate ~ a JI "'''''\> Size x ' I ~~ ~ableShearloadsOb.) Length Model (in.) No. I (11.) SPF/HF #9x 1½ S09112SS/ S09112 171 112 #9x2½ S09212SS / S09212 200 112 1.0 #10 X 1 ½ S010112 173 138 #10x 2½ S010212 215 165 1 . Loads am QMlll lor Co = 1 oo and may be ncraased ro lood <balm per the buldlng code 10 Co = 1 60. 2.StooVst81fiess steel Slde-~ate thickness is 33 to 100 mil (20-12 ga.) ----1 ½" -2½" ---► SD/SD SS -Allowable Shear Loads for Wood Connections Size X Tlv-ead Reference DFUSP Allowable Shear Loads Ob.) Reference SPF/HF Allowable Shear Loads Ob.) --Model Length No length Wood Side Plate Thickness (in.) (in.) fm.) '%2-½ %-o/4 1½ "hz-½ •½:,-¾ 1½ Wood Side Plate Thickness (in.) #9x 1½ S091 12/S09112SS 105 --93 -- #9x2½ S09212 / S09212SS 118 133 130 99 94 109 1.0 #10x11-, S010112 127 --102 -- #10x2'h S010212 147 168 152 106 126 123 SD/SD SS -Allowable Withdrawal Loads - DFL, SP, SPF, HF Lumber Sizex Thread Reference Withdrawal Des1!J! Value, Model Head Diameter W Ob. I in.) Length No. ' Length fm.) -SPF and HF (in.) I (11.) Mam Member #9x 1½ S091 12 / S09112SS 173 122 #9x2½ S09212 / S09212SS ----.v u.u #10 X 1 ½ S010112 173 122 #10x2'h S010212 203 Screw Capacities Table Notes 1. Capacities based on AISI SlO0 Section E4. 2. When connecting materials of different steel thicknesses or tensile strengths, use the lowest values. Tabulated values assume two sheets of equal thickness are connected. 3. Capacities are based on Allowable Strength Design (ASD) and include safety factor of 3.0. 4. Where multiple fasteners are used, screws are assumed to have a center-to-center spacing of at least 3 times the nominal diameter (d). 5. Screws are assumed to have a center-of-screw to edge-of-steel dimension of at least 1.5 times the nominal diameter (d) of the screw. 6. Pull-out capacity is based on the lesser of pull-out capacity in sheet closest to screw tip or tension strength of screw. 7. Pull-over capacity is based on the lesser of pull-over capacity for sheet closest to screw header or tension strength of screw. 8. Values are for pure shear or tension loads. See AISI Section E4.5 for combined shear and pull-over. 9. Screw Shear (Pss), tension (Pts), diameter, and head diameter are from CFSEI Tech Note (F701-12). 10. Screw shear strength is the average value, and tension strength Is the lowest value listed In CFSEI Tech Note (F701-12). 11. Higher values for screw strength (Pss, Pts), may be obtained by specifying screws from a specific manufacturer. Allowable Screw Connection Capacity (lbs) HScrtw #8 Screw 110Screw '12Screw Y,"Screw ThlckneH Design Fy Fu (PH • 6'3 Iba, Pts • "19 lbs) (PH• 1278 Iba, Pts • 586 Iba) (Pas• 16" Iba, Pts • 1158 lbs) (P11• 2330 lbs, Pts • 2325 Iba) (PH• 3CM8 lbl, Pts • 3201 lbl) Yltld T1n1lle (MIii) Thlckn111 (kll) (klij 0.136" dla, 0.272" Hlad 0.16"" dla, 0.272" Head 0.190" dla, 0.3"0" Head 0.216" dla, 0.3"0" H11d D.250" dla, o.<&09" HNd Shear Pull-Out Pull-Over Shear Pull-Out Pull-Over Shear Pull-Out Pull-Over Shear Pull-Out Pull-Ovar Shear Pull-Out Pull-Ovar 18 0.0188 33 33 44 24 84 48 29 84 52 33 105 55 38 105 60 44 127 27 0.0283 33 33 82 37 127 89 43 127 96 50 159 102 57 159 110 66 191 30 0.0312 33 33 95 40 140 103 48 140 111 55 175 118 63 175 127 73 211 33 0.0346 33 45 151 61 140 164 72 195 177 84 265 188 95 265 203 110 318 4] n n451 33 45 ,. 79 ,., a, na 280 124 345 302 144 415 54 0.0566 33 45 214 100 140 344 118 195 370 137 386 394 156 433 424 180 521 68 0.0713 33 45 214 125 140 426 149 195 523 173 386 557 196 545 600 227 656 97 0.1017 33 45 214 140 140 426 195 195 548 246 386 777 280 775 1,016 324 936 118 0.1242 33 45 214 140 140 426 195 195 548 301 386 777 342 775 1 016 396 1 067 54 0.0566 50 65 214 140 140 426 171 195 534 198 386 569 225 625 613 261 752 68 0.0713 50 65 214 140 140 426 195 195 548 249 386 777 284 775 866 328 948 97 0.1017 50 65 214 140 140 426 195 195 548 356 386 777 405 775 1,016 468 1,067 118 0.1242 50 65 214 140 140 426 195 195 548 386 386 777 494 775 1 016 572 1 067 Weld Capacities Table Notes 1. Capacities based on the AISI SlO0 Specification Sections E2.4 for fillet welds and E2.5 for flare groove welds. 2. When connecting materials of different steel thicknesses or tensile strengths, use the lowest values. 3. Capacities are based on Allowable Strength Design (ASD). 4. Weld capacities are based on E60 electrodes. For material thinner than 68 mil, 0.030" to 0.035" diameter wire electrodes may provide best results. 5. Longitudinal capacity is considered to be loading in the direction of the length of the weld. 6. Transverse capacity is loading in perpendicular direction of the length of the weld. 7. For flare groove welds, the effective throat of weld is conservatively assumed to be less than 2t. 8. For longitudinal fillet welds, a minimum value of EQ E2.4-1, E2.4-2, and E2.4-4 was used. 9. For transverse fillet welds, a minimum value of EQ E2.4-3 and E2.4-4 was used. 10. For longitudinal flare groove welds, a minimum value of EQ E2.5-2 and E2.5-3 was used. Allowable Weld Capacity (lbs/ in) Thickness Design Fy Fu FIiiet Welda Flare Groove Welds Yltld Ten1He (MIi•) ThlckneH (kli) (kli) Longitudinal Transverse Longitudinal Tranaversa 43 0.0451 33 45 499 864 544 663 54 0.0566 33 45 626 1084 682 832 68 0.0713 33 45 789 1365 859 1048 97 0.1017 33 45 1125 1269 . 1 1 54 0.0566 50 65 905 1566 985 1202 68 0.0713 50 65 1140 1972 1241 1514 97 0.1017 50 65 1269 1269 1 1 'Weld c;ipacity for material thickness greater than 0.10• requires engineering Judgment to determine leg of welds, WJ and W2. ,,,, BUILDING ENERGY ANALYSIS REPORT PROJECT: Quidel Redwood Phase 2.2 2285 Rutherford Road San Diego, CA 92008 Project Designer: Mcfarlane Architects 6256 Greenwich Drive Suite #510 San Diego, CA 92122 858-453-1150 Report Prepared by: J&R Engineering & Consulting, Inc. 16769 Bernardo Center Drive, Suite 1 #768 San Diego, CA 92128 619-823-2909 Job Number: 24-009 Da- 4/4/2 CBC2024-0103 2285 RUTHERFORD RD QUIDELORTHO : IN Tl OF 1,164 INCLUDING PLUMBING MECHANICAL AND ELECTRICAL ' The EnergyPro computer program has been used to perform the calculatio1 authorized by the California Energy Commission for use with both the R1 This program developed by Energ 2120620800 4/12/2024 CBC2024-0103 TABLE OF CONTENTS Cover Page 1 Table of Contents 2 Form NRCC-MCH-E Mechanical Systems 3 STATE OF CALIFORNIA Mechanical Systems CALIFORNIA ENERGY COMMISSION CERTIFICATE OF COMPLIANCE NRCC-MCH-~ This document is used to demonstrate compliance for mechanical systems that are within the scope of the permit application and are demonstrating compliance using the prescriptive - path outlined in 140.4, or 141.0(b}2 for alterations. Project Name: Quidel Redwood Phase 2.2 !Report Page: (Page 1 of 11) Project Address: 2285 Rutherford RoadjDate Prepared: 4/4/2024 A. GENERAL INFORMATION 01 Project Location (city) San Diego 04 Total Conditioned Floor Area 1696 02 Climate Zone 7 05 Total Unconditioned Floor Area 0 03 Occupancy Types Within Project: 06 # of Stories (Habitable Above Grade) 2 • Support Areas • All Other Occupancies B. PROJECT SCOPE This table Includes mechanical systems or components that are within the scope of the permit application and are demonstrating compliance using the prescriptive path outlined in 140.4, 170.2(b) or 141.0(b}2 and 180.2{b}2 for alterations. 01 Air System(s) [8:1 Heating Air System □ [8:1 Cooling Air System □ Mechanical Controls □ [8:1 Mechanical Controls (existing to remain, altered □ or new) □ □ CA Building Energy Efficiency Standards -2022 Nonresidential Compliance 02 Wet System Components Water Economizer Pumps System Piping Cooling Towers Chillers Boilers Generated Date/Time: Report Version: 2022.0.000 C:rhPm::11 \/10rc:inn. rt,\I ,n,,n1 n1 □ □ □ □ [8:1 [8:1 03 Dry System Components Air Economizer Electric Resistance Heat Fan Systems Ductwork (existing to remain, altered or new) Ventilation Zonal Systems/ Terminal Boxes Documentation Software: EnergyPro Compliance ID: EnergyPro-41015-0424-0287 Ronnrt r.onor:atorl· J0)4.04.04 11·OR·41 STATE OF CALIFORNIA Mechanical Systems CERTIFICATE OF COMPLIANCE Project Name: Quidel Redwood Phase 2.2 C. COMPLIANCE RESULTS CALIFORNIA ENERGY COMMISSIO~ NRCC-MCH-~ !Report Page: (Page 2 of 11) !Date Prepared: 4/4/2024 Table C will indicate if the project data input into the compliance document is compliant with mechanical requirements. This table is not editable by the user. If this table says "DOES NOT COMPLY" or "COMPLIES with Exceptional Conditions" refer to Table D., or the table indicated as not compliant for guidance. 01 02 03 04 05 06 System Fans/ System Summary Terminal Box 110.1, AND Pumps AND Economizers AND Controls AND Ventilation AND Controls AND 110.2, 140.4{k), 140.4(c), 110.2, 120.2, 120.1, 160.2 140.4(d), 170.2{c)41 140.4(e), 140.4{f), 140.4, 170.2(c) 170.2(c) 170.2{c)4B 170.2{c) (See Table F) (See Table G) {See Table H) (See Table I) {See Table J) {See Table K) AND AND Yes AND Yes AND Yes AND Yes AND Mandatory Measures Compliance (See Table Q for Details) D. EXCEPTIONAL CONDITIONS This table is auto-filled with uneditable comments because of selections made or data entered in tables throughout the form. E. ADDITIONAL REMARKS This table includes remarks made by the permit applicant to the Authority Having Jurisdiction. F. HVAC SYSTEM SUMMARY (DRY & WET SYSTEMS) Space Conditioning System Information 01 02 System Name Quantity CA Building Energy Efficiency Standards -2022 Nonresidential Compliance 03 System Serving 04 System Status Generated Date/Time: Report Version: 2022.0.000 ~rhom::a \/.orc:inn • r"O\I ?O'J?n1 n1 07 08 09 Distribution 120.3, AND Cooling Towers 140.4(1), 110.2{e)2 Compliance Results 160.2, 160.3 (See Table L) {See Table M) Yes AND COMPLIES COMPLIES 05 06 Space Type Utilizing Recovered Heat Documentation Software: EnergyPro Compliance ID: EnergyPro-41015-0424-0287 llonnrt (.;onor::.torl· J0-)4-04.04 11 ·0R·41 STATE OF CALIFORNIA Mechanical Systems CALIFORNIA ENERGY COMMISSIO~l CERTIFICATE OF COMPLIANCE NRCC-MCH-E Project Name: Quidel Redwood Phase 2.2 I Report Page: (Page 3 of 11) I Date Prepared: 4/4/2024 F. HVAC SYSTEM SUMMARY (DRY & WET SYSTEMS) Dry System Equipment Sizing (includes air conditioners, condensers, heat pumps, VRF, furnaces and unit heaters and DOAS systems) 01 02 03 04 05 06 07 08 09 10 11 Equipment Sizing per Mechanical Schedule (kBtu/h) 140.4(a&b), 170.2(c)l & 170.2(c}2 Equipment Category per Smallest Size Heating Output2•3 Cooling Output2•3 Load Calculations3•4 Name or Item Tables 110.2, 140.4(a)2 and Equipment Type per Tables 110.2 and Available1 Total Tag Title 20 140.4(a) and Supp. Total 170.2(c)3aii Sensible Sensible 170.2(c}l Per Design Rated Heating Rated Heating (kBtu/h} (kBtu/h} Output Per Design (kBtu/h) Load Cooling (kBtu/h} Load (kBtu/h} (kBtu/h} (kBtu/h) 1 FOOTNOTES: Equipment shall be the smallest size, within the available options of the desired equipment line, necessary to meet the design heating and cooling loads of the building per 140.4(a) and 170.2{c)1. Healthcare facilities are excepted. 2/t is common practice to show rated output capacity on the equipment schedule. Sensible cooling output comes from specification sheet tables. 3 If equipment is heating only, leave cooling output and load blank. If equipment is cooling only, leave heating output and load blank. 4 Authority Having Jurisdiction may ask for load calculations used for compliance per 140.4{b) and 170.2{c). IG. PUMPS This section does not apply to this project. CA Building Energy Efficiency Standards -2022 Nonresidential Compliance Generated Date/Time: Report Version: 2022.0.000 c;,rhom:a \/orc:inn· ro\l ")nJ?n1n1 Documentation Software: EnergyPro Compliance ID: EnergyPro-41015-0424-0287 R<>nnrt (.;pn<>r:>t<>rl • J(IJ4-fM.-fl4 11 ·flSl·41 STATE OF CALIFORNIA Mechanical Systems CALIFORNIA ENERGY COMMISSION CERTIFICATE OF COMPLIANCE NRCC-MCH-~ Project Name: Quidel Redwood Phase 2.2 lReport Page: (Page 4 of 11) !Date Prepared: 4/4/2024 H. FAN SYSTEMS & AIR ECONOMIZERS This table is used to demonstrate compliance with prescriptive requirements found in 140.4(c}, 140.4(e}, 140.4(m), 170.2(c}3, and 170.2(c)4A for fan systems. Fan systems serving only process loads are exempt from these requirements and do not need to be included in Table H. Serving Not Fan System FC 1-5 Quantit 1 Fan System New System all other Dwelling Serving System Name y Status Zoning systems Units Dwelling Airflow Units {cfm) 01 02 03 04 05 06 07 08 Allowance Fan Water Name Airflow through Fan Fan Type Qty Component Gauge Compone Allowance or Item Component{%} nt Tag (w.g) Allowance (watt/cfm) 3 Base Allowance for system serving 1,200 278 spaces <=6 floors away MERV 13-16 Filter upstream of 1,200 167 SF Supply 1 thermal conditioning equipment Central Hydronic heating coil 1,200 55 Hydronic/DX cooling coil or heat 1,200 167 pump coil Supply Fan Base Exhuast/Return/Relief/Transfer Fan Base Fan System Allowance (kW) Allowance(kW} Allowance (kW)3 1 FOOTNOTES: Fans serving spaces with design background noise goals below NC35 2 Low-turndown single-zone VAV fan system must be capable of and configured to reduce airflow to 50 percent of design airflow and use no more than 30 percent of the design wattage at that airflow. No more than 10 percent of the design load served by the equipment shall have fixed loads. 3 Fan system allowance includes fan system base allowance. 4 Filter pressure loss can only be counted once per fan system. 5 Complex Fan System means a fan system that combines a single cabinet fan system with other supply fans, exhaust fans, or both. 6 Computer room economizers must meet requirements of 140.9{a) and will be documented on the NRCC-PRC-E document.. CA Building Energy Efficiency Standards -2022 Nonresidential Compliance Generated Date/Time: Report Version: 2022.0.000 ~rht11m::::. \/~re inn· r&l\l 101101 n1 NA: Special 1,200 Site 44 Economizer OA Elevation filtration 09 10 11 Design Design Design Electrical Input Power Motor Electrical Nameplate Method Horsepower Input Power (kW} Manufacturer provided 0.73 Fan System Electrical Output (kW) Documentation Software: EnergyPro Compliance ID: EnergyPro-41015-0424-0287 R<>nn rt h <>n<>r:>t<>rl • ')ff)4-04-04 11 ·OR ·41 STATE OF CALIFORNIA Mechanical Systems CALIFORNIA ENERGY COMMISSION CERTIFICATE OF COMPLIANCE NRCC-MCH-~ Project Name: Quidel Redwood Phase 2.2 lReport Page: (Page 5 of 11) !Date Prepared: 4/4/2024 Fan Energy Index (FEI) 01 02 03 Name or Item Tag FEI Exception FEI I. SYSTEM CONTROLS This table is used to demonstrate compliance with mandatory controls in 110.2 and 120.2 and prescriptive controls in 140.4{!} and (n), 170.2(c}40 170.2{c}4L or requirements in 141.0(b}2E 180.2{b)2 for altered space conditioning systems. 01 02 03 04 05 06 07 08 09 Conditioned Thermostats Shut-Off Isolation Supply Air System Floor Area 110.2(b) & (c)1, 120.2(a) Controls Zone Demand Response Temp. Reset Window Interlocks per System Name Controls 110.12 120.2(b) & Zoning Being Served 160.3(a)2A or 141.0(b)2E & 120.2(e) & 120.2(g) & 160.3(a)28 140.4(f) & 140.4(n) & 170.2(c)4D (ft2) 180.2(b)2 160.3(a)2D 160.3(a)2F 170.2(c)4D NA: Altered NA: Single FC 1-5 Single zone <= 25,000 ft2 EMCS per EMCS Included NA: No operable windows 141.0(b)2E Zone 1FOOTNOTES: Gravity gas wall heaters, gravity floor heaters, gravity room heaters, non-central electric heaters, fireplaces or decorative gas appliances, wood stoves are not required to have setback thermostats. J. VENTILATION AND INDOOR AIR QUALITY This table is used to demonstrate compliance with mandatory ventilation requirements in 120.1120.2{e)38 140.4(p) and 140.4{q) for all nonresidential and hotel/motel and d:t24refnolink/]160.2, 160.3{a}30, 170.2(a}4N, 170.2{a}40 for high-rise residential occupancies. For alterations, only ventilation systems being altered within the scope of the permit application need to be documented in this table. In lieu of this table, the required outdoor ventilation rates and airflows may be shown on the plans or the calculations can be presented in a spreadsheet. 01 □ Check the box if the project is showing ventilation calculations on the plans, or attaching the calculations instead of completing this table. 181 Check this box if the project included Nonresidential, Hotel/Motel Spaces or Multifamily Common Use Spaces 02 □ 03 □ Check the box if the project is using natural ventilation in any nonresidential or hotel/motel spaces to meet required ventilation rates per 120.l(c)2. Nonresidential and Hotel/ Motel Multifamily Common Use Ventilation Systems CA Building Energy Efficiency Standards -2022 Nonresidential Compliance Generated Date/Time: Report Version: 2022.0.000 "rh,:am::. V,:arc:inn• r-ii:au ')n??n1n1 Documentation Software: EnergyPro Compliance ID: EnergyPro-41015-0424-0287 Ronnrt rsonor:,torl• JnJ4_n4_1\4 11 •nR•41 STATE OF CALIFORNIA Mechanical Systems CALIFORNIA ENERGY COMMISSION CERTIFICATE OF COMPLIANCE NRCC-MCH-f Project Name: Quidel Redwood Phase 2.2 !Report Page: (Page 6 of 1i) !Date Prepared: 4/4/2024 J. VENTILATION AND INDOOR AIR QUALITY 04 05 06 07 System Design OA CFM Air Filtration per 120.l(c) 141.0(b)2 and System Name (e) AH-1 92 System Design 0 160.2(c)212 Airflow1 Transfer Air CFM Provided 08 09 10 11 12 13 14 15 16 Mechanical Ventilation Required per 120.l(c)33 & 160.2(c)3 Exh. Vent per 120.l(c)4 & 160.2(c)4 DCV or Sensor Controls per 120.l(d)3, Space Name Conditioned # of Shower Required 120.l(d)S, and 120.l(e)36 160.2(c)5D or Item Tag Occupancy Type4 Floor Area heads/ #of MinOA Required Provided per Design 160.2(c)5E 160.2(c)SD (ft2) toilets peoples CFM Min CFM CFM DCV NA: Not required per §120.l(d}3 VAV-1-7 All others 260 39 0 0 0cc Sensor NA: Not required space type DCV NA: Not required per VAV-1-10 All others 350 52.5 0 0 §120.l(d}3 0cc Sensor NA: Not required space type 17 Total System Required Min OA CFM 92 18 Ventilation for this System Complies? Yes 04 OS 06 System Design OA CFM System Design System Name (e) AH-9 43 0 Airflow1 Transfer Air CFM 08 09 10 11 12 13 14 15 Mechanical Ventilation Required per 120.l(c)33 & 160.2(c)3 Exh. Vent per 120.l(c)4 & 160.2(c)4 Space Name Conditioned # of Shower or Item Tag Occupancy Type4 Floor Area heads/ (ft2) toilets CA Building Energy Efficiency Standards -2022 Nonresidential Compliance Required # of Required MinOA peoples CFM Min CFM Generated Date/Time: Report Version: 2022.0.000 <:rh-,m:, \/"'rcinn· '"" ?0??0101 Provided per Design CFM 07 Air Filtration per 120.l(c) 141.0(b)2 and 160.2(c)212 Provided 16 DCV or Sensor Controls per 120.l(d)3, 120.l(d)5, and 120.l(e)36 160.2(c)SD 160.2(c)5E 160.2(c)5D Documentation Software: EnergyPro Compliance ID: EnergyPro-41015-0424-0287 R-,nnrt r.-,n-,,:,t-,rl· ?0?4-04.0411 ·f\l:1·41 STATE OF CALIFORNIA Mechanical Systems CALIFORNIA ENERGY COMMISSION CERTIFICATE OF COMPLIANCE NRCC-MCH-~ Project Name: Quidel Redwood Phase 2.2 !Report Page: (Page 7 of 11) !Date Prepared: 4/4/2024 J. VENTILATION AND INDOOR AIR QUALITY DCV NA: Not required per §120.l{dl3 VAV-9-7 All others 286 42.9 0 0 0cc Sensor NA: Not required space type 17 Total System Required Min OA CFM 43 18 Ventilation for this System Complies? Yes 04 05 06 07 System Design OA CFM System Design Air Filtration per 120.l(c) 141.0(b)2 and System Name FC 1-5 120 0 160.2(c)212 Airflow1 Transfer Air CFM Provided 08 09 10 11 12 13 14 15 16 Mechanical Ventilation Required per 120.l(c)33 & 160.2(c)3 Exh. Vent per 120.l(c}4 & 160.2(c)4 DCV or Sensor Controls per 120.l(d)3, Space Name Conditioned # of Shower Required 120.l(d)5, and 120.l(e)36 160.2(c)5D or Item Tag # of Required Provided per Design Occupancy Type4 Floor Area heads/ MinOA 160.2(c}5E 160.2(c}5D (ft2} toilets people5 CFM MinCFM CFM DCV NA: Not required per §120.l{d}3 Hallway 127 Corridor 800 120 0 0 0cc Sensor NA: Not required space type 17 Total System Required Min OA CFM 120 18 Ventilation for this System Complies? Yes 1 FOOTNOTES: System CFM should include both mechanical and natural ventilation for the zone/system 2 Air filtration requirements apply to the following three system types per 120.l{c)lA: space conditioning systems utilizing ducts to supply air to occupiable space; supply-only ventilation systems providing outside air to occupiable space; supply side of balanced ventilation systems including heat recovery and energy recovery ventilation systems providing outside air to occupiable space. 3 Uniform Mechanical Code may have more stringent ventilation requirements; the most stringent code requirement takes precedence. 4 See Standards Tables 120.1-A and 120.1-B. s For lecture halls with fixed seating, the expected number of occupants shall be determined in accordance with the California Building Code. 6 120.2(e}3 requires systems serving rooms that are required by 130.l(c) to have lighting occupancy sensing controls to also have occupancy sensing zone controls for ventilation. Examples of spaces which require lighting occupancy sensors include offices 250ft2 or smaller, multipurpose rooms less than 1,000 ft2, classrooms, conference rooms, restrooms, aisles and open areas in warehouses, library book stack aisles, corridors, stairwells, parking garages, and loading and unloading zones, unless excepted by 130.l{c). CA Building Energy Efficiency Standards -2022 Nonresidential Compliance Generated Date/Time: Report Version: 2022.0.000 ~rhpm ::::1 \lon:inn· rP\I ,n,,n1 n1 Documentation Software: EnergyPro Compliance ID: EnergyPro-41015-0424-0287 R<>n,...rt r.<>n<>r.>t<>rl· ,n,4-04.04 11 ·0R·41 STATE OF CALIFORNIA Mechanical Systems CALIFORNIA ENERGY COMMISSIOt-. CERTIFICATE OF COMPLIANCE NRCC-MCH-~ Project Name: Quidel Redwood Phase 2.2 lReport Page: (Page 8 of 11) lDate Prepared: 4/4/2024 K. TERMINAL BOX CONTROLS This table is used to demonstrate compliance with prescriptive zone control requirements in 140.4{d) & 170.2(c)4B. 01 02 03 04 05 06 07 08 09 10 11 12 Design Deadband Compliance Reheated, Recooled, Mixed Air Compliance Peak Primary Reheated 30% of Peak Max 1st Stage 2nd Stage Zone/System/VAV Box Zonal Control Strategy per Recooled Outside 50% of Peak Modulates from Name or Item Tag 140.4(d) Primary Air in Mixed Air Primary Deadband Primary Modulates <=95 DB Flow to Complies Airflow Deadband Airflow Airflow °F and Maintains CFM CFM Airflow CFM CFM CFM Airflow DB Rate? Heating Max CFM Flow? VAV-1-7 VAV with DDC @ zone 1200 240 400 39 240 241 600 Yes Yes Yes VAV-1-10 VAV with DDC @ zone 1500 300 500 52.5 300 301 750 Yes Yes Yes VAV-9-7 VAV with DDC @ zone 500 100 230 42.9 100 101 250 Yes Yes Yes L. DISTRIBUTION (DUCTWORK and PIPING) This table is used to show compliance with mandatory pipe insulation requirements found in 120.3 and mandatory requirements found in 120.4{g) for duct sealing. Insulation shall be protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind. Insulation exposed to 01 D weather shall be installed with a cover suitable for outdoor service. Insulation covering chilled water piping and refrigerant suction piping located outside the conditioned space shall have a Class I or Class II vapor retarder. All penetrations and joints of which shall be sealed. Duct Leakage Testing The answers to the questions below apply to the following duct systems: I FC 1-5 I NR/ Common Use: Duct leakage testing shall not exceed 6% per I No NA7.5.3 required for these systems? CA Building Energy Efficiency Standards -2022 Nonresidential Compliance Generated Date/Time: Report Version: 2022.0.000 <;.rh~m=-\/~rc:inn• r~\/ ,n??n1n1 Documentation Software: EnergyPro Compliance ID: EnergyPro-41015-0424-0287 Ronnrt r.on<>r:>t<>ri· 1ff)4A)4.1)4 11 ·0R·41 STATE OF CALIFORNIA Mechanical Systems CALIFORNIA ENERGY COMMISSIOt. CERTIFICATE OF COMPLIANCE NRCC-MCH-~ Project Name: Quidel Redwood Phase 2.2 I Report Page: (Page 9 of 1:!) !Date Prepared: 4/4/2024 L. DISTRIBUTION (DUCTWORK and PIPING) Dwelling Units: Total duct leakage of duct system shall not exceed 12% or duct system to outside shall not exceed 6% per RA3.1.4 required for No systems? Duct leakage testing per CMC Section 603.10.1 required for these No systems? 11 No The scope of the project includes only duct systems serving healthcare facilities 12 Yes Duct system provides conditioned air to an occupiable space for a constant volume, single zone, space-conditioning system. 13 Yes The space conditioning system serves less than 5,000 ft2 of conditioned floor area. 14 No The combined surface area of the ducts is more than 25% of the total surface area of the entire duct system: 15 The scope of the project includes extending an existing duct system, which is constructed, insulated or sealed with asbestos. 16 No The scope of the project includes an existing duct system that is documented to have been previously sealed as confirmed through field verification and diagnostic testing in accordance with procedures in the Reference Nonresidential Appendix NA2. 17 All Ductwork and plenums with pressure class ratings shall be constructed to Seal Class A 18 All ductwork is an extension of an existing duct system 19 Ductwork serving individual dwelling unit 20 < 25 ft of new or replacement space conditioning ducts installed 21 R-4.2 Duct Insulation R-value 22 23 M. COOLING TOWERS This section does not apply to this project. CA Building Energy Efficiency Standards -2022 Nonresidential Compliance Generated Date/Time: Report Version: 2022.0.000 <:.rhtiom:. \/orc:inn· r-=s\l ?0?101 n1 Documentation Software: EnergyPro Compliance ID: EnergyPro-41015-0424-0287 R<>nnrt r.<>n<>r::>t<>ri· ?n?4-n4-n4 11 •nR-41 STATE OF CALIFORNIA Mechanical Systems CALIFORNIA ENERGY COMMISSION' CERTIFICATE OF COMPLIANCE NRCC-MCH-li Project Name: Quidel Redwood Phase 2.2 !Report Page: (Page 10 of li) !Date Prepared: 4/4/2024 N. DECLARATION OF REQUIRED CERTIFICATES OF INSTALLATION Selections have been made based on information provided in previous tables of this document. If any selection needs to be changed, please explain why in Table E Additional Remarks. These documents must be provided to the building inspector during construction and can be found on line at https://www.energy.ca.gov/title24/2019standards/2019 compliance documents/Nonresidential Documents/NRCI/ Form/fitle NRCI-MCH-01-E -Must be submitted for all buildings 0. DECLARATION OF REQUIRED CERTIFICATES OF ACCEPTANCE Selections have been made based on information provided in previous tables of this document. If any selection needs to be changed, please explain why in Table E Additional Remarks. These documents must be provided to the building inspector during construction and can be found online at https ://www.energy.ca. gov /title 24/2019standards/2019 _compliance_ documents/Nonresidential_ Documents/NRCA/ Form/Title Systems/Spaces To Be Field Verified NRCA-MCH-02-A -Outdoor Air must be submitted for all newly installed HVAC units. Note: MCH-02-A can be performed in conjunction with MCH-07-A Daikin BCHD0101; Supply Fan VFD Acceptance (if applicable) since testing activities overlap. NRCA-MCH-11-A Automatic Demand Shed Controls NRCA-MCH-18-A Energy Management Control Systems P. DECLARATION OF REQUIRED CERTIFICATES OF VERIFICATION There are no NRCV forms required for this project. Q. MANDATORY MEASURES DOCUMENTATION LOCATION This table is used to indicate where mandatory measures are documented in the plan set or construction documentation. 01 Compliance with Mandatory Measures documented through MCH Mandatory Measures Note Block CA Building Energy Efficiency Standards -2022 Nonresidential Compliance Yes Generated Date/Time: Report Version: 2022.0.000 <;.rhom::. \/orc:inn• rt':lu ,n1,n1n1 Daikin BCHD0101; Daikin BCHD0101; 02 Plan sheet or construction document location M-Sheets Documentation Software: EnergyPro Compliance ID: EnergyPro-41015-0424-0287 R<>nnrt r.<>n<>r:>t<>n· JnJ,1_n4_n4 11 •nR•41 STATE OF CALIFORNIA Mechanical Systems CERTIFICATE OF COMPLIANCE Project Name: Quidel Redwood Phase 2.2 !Report Page: Project Address: 2285 Rutherford RoadlDate Prepared: DOCUMENTATION AUTHOR'S DECLARATION STATEMENT I certify that this Certificate of Compliance documentation is accurate and complete. \ .~ \ Documentation Author Name: Documentation Author Signatur~ ~ \ 1.-1-.... Company: Signature Date: J J&R Engineering & Consulting, Inc. 2024-04-04 Address: CEA/ HERS Certification Identification (if applicable): City/State/Zip: Phone: RESPONSIBLE PERSON'S DECLARATION STATEMENT I certify the following under penalty of perjury, under the laws of the State of California: 1. The information provided on this Certificate of Compliance is true and correct. 4- • CALIFORNIA ENERGY COMM ISSIQij NRCC-MCH~ (Page 11 of 1!) 4/4/2024 2. I am eligible under Division 3 of the Business and Professions Code to accept responsibility for the building design or system design identified on this Certificate of Compliance (responsible designer) 3. The energy features and performance specifications, materials, components, and manufactured devices for the building design or system design identified on this Certificate of Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the C31ifornia Code of Regulations. 4. The building design features or system design features identified on this Certificate of Compliance are consistent with the information provided on other applicable compliance documents, worksheets, calculations, plans and specifications submitted to the enforcement agency for approval with this building permit application. s. I will ensure that a completed signed copy of this Certificate of Compliance shall be made available with the building permit(s) issued for the building, and made available to the enforcement agency for all applicable inspections. I understand that a completed signed copy of this Certificate of Compliance is required to be included with the doi;umentatJ.o, the builder provides to the building owner at occupancy. Responsible Designer Name: Scott Johnson Company: J&R Engineering & Consulting, Inc. Address: 16769 Bernardo Center Drive, Suite 1 #768 City/State/Zip: San Diego CA 92128 CA Building Energy Efficiency Standards· 2022 Nonresidential Compliance Responsible Designer-".~l\ .... Date Signed: 2024-04-04 License: M32413 Phone: 619-823-2909 Generated Date/Time: Report Version: 2022.0.000 C::rht::1m::1 \/,:1rcinn• riP\I 1nr>n1 n1 J Documentation Software: EnergyPro Compliance ID: EnergyPro-41015-0424-0287 Ronnr-t r.onor::iton· ,n-)4.n4.n4 11 •n~•41 Hazardous Materials Questionnaire County of San Diego, Department of Environmental Health and Quality PO Box 129261, San Diego, CA 92112-9261 (858) 505-6700 (800) 253-9933 www.sdcdehq.org Business Name QUIDELORTHO Project Address 2285 RUTHERFORD RD Applicant Sarah A McAllister Business Contact JULIO GIANNOTTI City CARLSBAD State CA Applicant E-Mail sam@mcfarlanearchitects.com Record ID #: DEH2002-HUPFP-132942 Plan Check#: DEH2024-HHMBP-014235 Telephone# Plan File# (619) 495-1918 Zip Code 92008-8815 Applicant Telephone# (858) 495-1918 APN# 212-062-08-00 The following questions represent the fac111ty's activities, NOT the specific project description. PART J· EIRE DEPARTMENT -HAZARDOUS METERJALS PIYIS!ON· OCCUPANCY CLASSIFICATION: {Not required for projects within the City of San Diego.) Indicate by selecting the item, whether your business will use, process, or store any of the following hazardous materials. If any of the items are selected, Applicant must contact the Fire Protection Agency with jurisdiction prior to plan submittal. Occupancy Rating: B, F1, S1 Fac111ty's Square Footage {including proposed project): 199687 D Explosive or Blasting Agents D Organic Peroxides D Water Reactives li!l Corrosives li!I Compressed Gases 00 Oxidizers Pyrophorics 00 Cryogenics D 01her Health Hazards li!I D Flammable/Combustible Liquids Flammable Solids D 00 Unstable Reactives Ii!] D Highly Toxic or Toxic Materials Radioactives D None of These PART II: SAN DIEGO COUNTY DEPARTMENT Of ENVIRONMENTAL HEALTH -HAZARDOUS MATERIALS PIYISJON IHMP): If the answer to any of the questions Is yes, applicant must contact the County of San Diego Hazardous Materials Division, in person at 5500 Overland Ave., Suite 110, San Diego, CA 92123, or by phone at (858) 505-6700 prior to issuance of a building permit. FEES ARE REQUIRED. Project Completion Date: 9/30/2024 YES 1. li!I 2. li!I 3. Ii!] 4. D 5. D 6. D 7. D 8. Ii!! NO D D D D l!l l!l li!I D Is your business listed on the reverse side of this form? (check all that apply). Will your business dispose of Hazardous Substances or Medical Waste in any amount? Will your business store or handle Hazardous Substances in quantities equal to or greater than 55 gallons, 500 pounds, or 200 cubic feet? Will your business handle carcinogens or reproductive toxins in any quantity? WIii your business use an existing, or install an underground storage tank? Will your business store or handle Regulated Substances {CalARP)? Will your business use or install a Hazardous Waste Tank System {Title 22, Article 10)? Will your business store petroleum in tanks or containers at your facility with a total storage capacity equal to or greater than 1,320 gallons? (California's Aboveground Petroleum Storage Act). D D D CalARP Exempt CalARP Required CalARP Complete Review Date: PART m· SAN DIEGO COUNTY AIR POLLUTION CONTROL DISTRICT CAPCD): If the answer to Question #1 is 'Yes' and the answer to Question #2 Is 'No', the applicant must contact the APCD prior to the issuance of a building or demolition permit. If any answer to Questions #3, #4, or #5 is 'Yes', the applicant must contact the APCD prior to the issuance of a building or demolition permit. If the answer to Question #3 or #4 Is 'Yes', the applicant may need to submit an asbestos notification form to the APCD at least 1 O working days prior to commencing demolition or renovation {some residential projects may be exempt from the notification requirements). Contact the APCD at 10124 Old Grove Road, San Diego, CA 92131 or telephone (858) 586-2600 for more information. YES NO 1. l!l D 2. lii1 D 3. D Ii!! Will any existing building materials be disturbed as part of this project? (If the answer is 'Yes', an asbestos survey may be required.) Has a survey been performed to determine the presence of asbestos containing materials? Will the project involve handling or disturbance of any asbestos containing materials? 4. D Ii!! 5. D lii1 Will the project involve the removal of any load supporting structural member? Will the subject facility or construction activities include operations or equipment that emit or are capable of emitting an air contaminant? (See the APCD factsheet at http://Www.sdapcd.org/info/facts/permits.pdf (ANSWER ONLY IF QUESTION 5 IS 'YES') Will the subject facility be located within 1,000 feet of the outer boundary of a school {K through 12)? Search the California School Directory at http://Www.cde.ca.gov/re/sd/ for public and private schools or contact the appropriate school district. 6. D 18} Briefly describe business activities: Briefly describe proposed project: IN VITRO DIAGNOSITICS COMPANY SPECIALIZING IN RESPIRATORY HEALTH Interior tenant Improvement, Including minor demolition, new walls, doors, DIAGNOSTICS, TRANSFUSION MEDICINE, IMMUNOASSAY & MOLECULAR ce111ngs, finishes, plumbing fixtures & lighting. Modifications to MEP as I declare under penalty of perjury that to the best of my knowledge and belief, the responses made herein are true and correct. l!l; Fees Acknowledged: li!1 SARAH MCALLISTER/ MCFARLANE ARCHITECTS Name of Owner or Authorized Agent FOR OFFICIAL USE ONLY FIRE DEPARTMENT OCCUPANCY CLASSIFICATION: BY: EXEMPT OR NO FURTHER INFORMATION REQUIRED COUNTY-HMO• ~ oFSN;,~ AEVICVYtO M. Martinez SIQljl(TIJAf 4/5/2024 OAT! .... ...,. APCD O~ CONr,i'? ~;(," o< .;:;-o,.. R REVIEWED B't ~ a: M. Fregoso !? :i ~ RELEASED FOR BUILDING PERMIT BUT NOT FOR OCCUPANCY COUNTY-HMO APCD 4/3/2024 Date DATE: __________ _ RELEASED FOR OCCUPANCY COUNTY-HMO APCD •A stamp in this box only exempts businesses from completing or updating a Hazardous Materials Business Plan. Other permitting requirements may still apply. OEHQ_HMO_HMBP _Questionnaire v 2.0 (8/2021) Printed on: 4/10/2024 @ 2:57 PM Building Permit Finaled Revision Permit Print Date: 03/25/2025 Job Address: Permit No: Status: {city of Carlsbad PREV2024-0109 Closed -Finaled Permit Type: 2285 RUTHERFORD RD, BLDG-Permit Revision 2120620800 CARLSBAD, CA 92008-8815 Work Class: Commercial Permit Revision Parcel#: Valuation: Occupancy Group: #of Dwelling Units: Bedrooms: Bathrooms: Occupant Load: Code Edition: Sprinkled: Project Title: Track#: $0.00 Lot#: Project#: Plan#: Construction Type: Orig. Plan Check#: Plan Check#: Description: QUIDELORTHO: RELOCATE SINK ON 1ST FLOOR. Applicant : MCFARLANE ARCHITECTS SARAH MCALLISTER 6256 GREENWICH DR, # STE 500 SAN DIEGO, CA 92122-5946 FEE BUILDING PLAN CHECK REVISION ADMIN FEE THIRD PARTY REVIEW -Consultant Cost (BLDG) Total Fees: $155.00 Total Payments To Date: Building Division $155.00 Applied: 05/31/2024 Issued: 06/11/2024 Finaled Close Out: 03/25/2025 Final Inspection: INSPECTOR: Contractor: JIM LEEK BUILDERS INC 1687 LOTUS LN EL CAJON, CA 92021-3716 (858) 735-8878 Balance Due: AMOUN:r $35.00 $120.00 $0.00 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 PLAN CHECK REVISION OR DEFERRED SUBMITTAL APPLICATION 8-15 I by City Sta.ff! Development Services Building Division 1635 Faraday Avenue 442-339-2719 www.carlsbadca.gov . . CBC2024-0334 Ong1nal Plan Check Number _______ L.:.P..:.:la;:.:.n.:.R~e;.:v:.:,;is:.:,:io:::.:n.:..:..:N~u.:.:,m.:.:;b:.:;e.:.r ~;;;;;!;;;;;;~~~;;;;;;;;;;~;;.;;;;;;;;;;;;;;;;1 Project Address 2285 RUTHERFORD ROAD CARLSBAD, CA 92008 G IS f R --vo f d s b •tt I Dry Room Insulated Metal Panel Assembly enera cope o ev1S1on e erre u mr a: __________________ _ Shop Drawings -Deferred Submittal CONTACT INFORMATION: Name William Reyes Phone 760-415-2234 ________ Fa . ._ ________ _ Address _5_0_5_1 _A_v_e_n_id_a_E_n_ci_n_a_s ________ City Carlsbad Z. 92008 IP ----- Email Address william@prevostconstruction.com Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 . Elements revised: Iii Plans D Calculations D Soils D Energy D Other 2. 3. Describe revisions in detail List page{s) where each revision is shown Deferred Submittal of Dry Room Insulated Metal Panels 4. Does this revision, in any way, alter the exterior of the project? 5. Does this revision add ANY new floor area(s)? 6. Does this revision affect any fire related issues? 7. Is this a full set replacement (all sheets)? //;ft'aM Re-aM g Signature ______ ----'---tf_ ~ -________ _ Oves 0No Oves ({]No Oves [{]No Oves [{]No 12-24-24 Date 1635 Faraday Avenue, Carlsbad, CA 92008 fti: 7 60-602-2719 ~: 7 60-602-8558 Email: buildini.i@carisbadca.gov www.cadsbadca.gov February 18, 2025 City of Carlsbad Community Development Department -Building Division 1635 Faraday Ave. Carlsbad, CA 92008 Plan Review: Revision TI Quidelortho Address: 2285 Rutherford Rd Applicant Name: William Reyes Applicant Email: william@prevostconstruction.com OCCUPANCY AND BUILDING SUMMARY: Occupancy Groups: S-1 , B Occupant Load: 1,006 (Total Building) Type of Construction: II1-B Sprinklers: Yes Stories: I Area of Work (sq. ft.): I ,218 sq. ft. The plans have been reviewed for coordination with the pennit application. Valuation: Confirmed Scope of Work: Confirmed Floor Area: Confirmed Notes: NIA Attn: Building & Safety Department, True North COMPLIANCE SERV ICES City of Carlsbad -FINAL REVIEW City Permit No: PREV2024-0245 True North No.: 24-018-1176 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 (1) copy dated January 19, 2025, by Gary Bosz. 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: I. 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 4 $480.00 2nd Review $120.00 2 $240.00 3rd Review $120.00 1.5 $180.00 Total $900 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: Mulham Hweidi -Plan Review Engineer Quality Review By: Alaa Atassi Senior Plan Review Engineer Building Permit Finaled Revision Permit Print Date: 03/25/2025 Job Address: 2285 RUTHERFORD RD, CARLSBAD, CA 92008-8815 Permit No: Status: {city of Carlsbad PREV2024-0135 Closed -Finaled Permit Type: BLDG-Permit Revision Work Class: Commercial Permit Revision Parcel#: Valuation: Occupancy Group: #of Dwelling Units: Bedrooms: Bathrooms: Occupant Load: Code Edition: Sprinkled: Project Title: 2120620800 Track #: $67,092.96 Lot#: Project#: Plan#: Construction Type: Orig. Plan Check #: CBC2024-0103 Plan Check#: Applied: 07/03/2024 Issued: 07/24/2024 Finaled Close Out: 03/25/2025 Final Inspection: INSPECTOR: Description: QUIDELORTHO: RELOCATE ELECTRICAL PANELS, DOOR INFILL, RELOCATE FISHBOWL ROOM, UTILITIES AS REQUIRED. Applicant: M CFARLANE ARCHITECTS SARAH MCALLISTER 6256 GREENWICH DR, # STE 500 SAN DIEGO, CA 92122-5946 FEE BUILDING PLAN CHECK REVISION ADMIN FEE FIRE Plan Review (per hr -Regular Office Hours) THIRD PARTY REVIEW -Consultant Cost (BLDG) Total Fees : $325.00 Total Payments To Date: Building Division $325.00 Contractor : JIM LEEK BUILDERS INC 1687 LOTUS LN EL CAJON, CA 92021-3716 (858) 735-8878 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 $170.00 $120.00 $0.00 Page 1 of 1 . C Cityof PLAN CHECK REVISION OR Develo~ment Services DEFERRED SUBMITTAL Building Division Carlsbad APPLICATION 1635 Faraday Avenue 442-339-2719 B-15 www.carlsbadca.gov I by City Staff! _ Plan Revision Number W,\3) 7 1)24 -0 I 3.'1 Original Plan Check Number CBC2024-0103 P . dd 2285 RUTHERFORD ROAD, CARLSBAD, CA. 92008 roJect A ress ----------------------------------- RELOCATE ELECTRICAL PANELS, DOOR INFILL, RELOCATE FISHBOWL General Scope of Revision/Deferred Submittal: _;__R;_:cO__;:_O_;_;M.:..., U::.;T..c..:IL'-'-IT__;IE=-=S--A=S __ R_;,::E:..:;:Qc.:;.U_;__IR=Ec:...D''------------- CONTACT INFORMATION: SARAH MCALLISTER/ MCFARLANE 619_316_7034 N/A Name ARCHITECTS Phone Fa >------------- 6256 GREENWICH DRIVE, SUITE 500 Ci·ty SAN DIEGO Address _____________________ _ CA Zip _____ _ E sam@mcfarlanearchitects.com mail Address ----------------------------------- Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 . Elements revised: ~ Plans D Calculations D Soils D Energy D Other 2. Describe revisions in detail RELOCATE ELECTRICAL PANELS FROM 2ND FLOOR FREEZER FARM TO 2ND FLOOR MEZZANINE, REMOVE DOOR & FRAME@ 1 ST LEVEL AND INFILL WALL, PROVIDE ELECTRICAL/ MECHANICAL@ 1 ST LEVEL SWAB MANUFACTURING ROOM FOR TENANT EQUIPMENT, ELIMINATE JISHUKEN ROOM 111 B@ 1ST LEVEL DRY ROOM, RELOCATE FISH BOWL ROOM 111A@ 1ST LEVEL DRY ROOM, ASSOCIATED STRUCTURAL, MECHANICAL AND ELECTRICAL AS REQUIRED. 4. Does this revision, in any way, alter the exterior of the project? 5. Does this revision add ANY new floor area(s)? 6. Does this revision affect any fire related issues? OYes OYes OYes OYes 3. List page(s) w here each revision is shown CS 100, A001 , A210, A211, A212, A213, A214, A610, A611, A612, A950, S211 , S220, P111D, P111, P112, E0.03, E211, E213, E221 ~No ~No ll]No ~No 7. _is this a full set repla~ent fa~r,: ..@'.S'S1gnature ~. ~ ~ .. ~~ Date 06-28-2024 1635 Faraday Avenue. Carlsbad. CA 92008 f.11: 760-602-2719 w : 760-602-8558 Emajl: building@carlsbadca.goy www.carlsbadca.gov True North COMPLIANCE SERVICES July 11, 2024 City of Carlsbad Community Development Department -Building Division 1635 Faraday Ave. City of Carlsbad -FINAL REVIEW City Penn it No: PREV2024-01 3 5 True North No.: 24-018-583 Carlsbad, CA 92008 Plan Review: Revision TI Quidelortho Address: 2285 Rutherford Road Applicant Name: Sarah McAllister/McFarlane Architects Applicant Email: sam@mcfarlanearchitects.com OCCUPANCY AND BUILDING SUMMARY: Occupancy Groups: 8/F I /S-1 Occupant Load: 1,508 Type of Construction: III-A Sprinklers: Yes Stories: 2 Area of Work (sq. ft.): 1,164 sq. ft. The plans have been reviewed for coordination with the permit application. Valuation: Confirmed Scope of Work: Confinned Floor Area: Confirmed 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: I. 2. Drawings: One (1) copy dated June 28, 2024, by McFarlane Architects. Structural Calculations: One (I) copy dated July 3, 2024, by KPFF Project. 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: l. 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 1 $120 Total $120 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: Mohammad Afaneh -Plan Review Engineer Quality Review By: Areli Sanchez -Plan Review Engineer , .. ~ ii NOVA Services NOVA Services, Inc. -San Diego 4373 Viewridge Avenue, Suite B San Diego, CA 92123 Phone: 858-292-7575 Daily Field Report Client: Quidel Corporation 6675 Summer Ridge Rd San Diego, CA 92121 Project: 1024114 2285 Rutherford Road 2285 Rutherford Road Carlsbad, CA 92008 Date: 1 0/23/2024 Time Arrived: 13:30 General Contractor: JLB Time Departed: 15:30 Hours: 2.00 Lunch Period (minutes): 0 Permit#: CBC-2024-0103 Jurisdiction: Carlsbad Inspector/Technician: Healy, Jordan Certification #: City of San Diego #1523, ICC #10277105, ACI #02187998 Reference Documents: Approved plans. Type of Inspection: Post Installed Anchors Work Inspected: Arrived onsite as Nova representative for post installed anchor inspection at interior, level 1 Lab room floor. Nova inspected hardware to be used, (8) L-brackets and (8) Hilti KH-EZ 1/4" x 3" concrete anchor. Referring to SSK-25 anchorage details and notes provided. Nova observed hole diameter (1/4") hole depth (3.25") cleanliness was acquired via shop vacuum and compressed air. Hardware was installed in accordance with approved documents. No issues noted. Work complete. Tests Performed on Site: NIA The work WAS inspected in accordance with the requirements of the approved documents. The work inspected MET the requirements of the approved documents. Material Sampling: N/A Reinspections: 0 Yes ~ No Page 1 of 3 • NOVA Services NOVA Services, Inc. • San Diego 4373 Viewridge Avenue, Suite B San Diego, CA 92123 Phone: 858-292-7575 Daily Field Report Client: Quidel Corporation 6675 Summer Ridge Rd San Diego, CA 92121 Drilling holes Project: 1024114 2285 Rutherford Road 2285 Rutherford Road Cansbad, CA 92008 Page 2 of 3 • NOVA Services NOVA Services, Inc. • San Diego 4373 Viewridge Avenue, Suite B San Diego, CA 92123 Phone: 858-292-7575 Work complete I Daily Field Report Client Quidel Corporation 6875 Summer Ridge Rd San Diego, CA 92121 Project: 1024114 2285 Rutherford Road 2285 Rutherford Road Carlsbad, CA 92008 Installing anchor bolt Signed by: Jordan Healy 10/24/2024 Page3 of 3 • NOVA Services NOVA Services, Inc. • San Diego 4373 Viewridge Avenue, Suite B San Diego, CA 92123 Phone: 858-292-7575 Dat.e: 08/05/2024 Daily Field Report Soils Client: Quldel Corporation 6675 Sunvner Ridge Rd San Diego, CA 92121 Project: 1024114 2285 Rutherford Road 2285 Rutherford Road Car1sbad, CA 92008 Time Arrived: 07:30 Permit #: CBC-2024-0103 General Contractor: JLB Time Departed: 09:30 Hours: 2.00 Lunch Period (minutes): 0 Jurisdiction: City of Carlsbad Inspector/Technician: Meza, Coral Reference Documents: Plumbing Plans, approved plans. Type of Inspection: Soils / Compaction Work Inspected: Client informed technician that no services were requested . The work inspected MET the requirements of the approved documents. Material Sampling: N/A Relnspectlons Performed Today: D Yes ~ No Further Relnspections Required: D Yes~ No Signed by: Coral Meza 08/05/2024 Page 1 of 1 ,,. ,,.-...._ -NOVA Services NOVA Services, Inc. • San Diego 4373 Vlewrtdge Avenue, Suite B San Diego, CA 92123 Phone: 858-292-7575 Date: 07/20/2024 Client: Quldel Corporation 6675 Summer Ridge Rd San Diego, CA 92121 Project: 1024114 2285 Rutherford Road 2285 Rutherford Road Carlsbad, CA 92008 Time Arrived: 10:30 General Contractor: JLB Time Departed: 12:30 Hows: 2.00 Lunch Period (minutes): 0 Permit#: CBC-2024-0103 Inspector/Technician: McGinty, Patrick Reference Documents: Plumbing Plans, approved plans. Type of Inspection: Solis I Compaction Work Inspected: Jurisdiction: City of Carlsbad Arrived on site as requested. Discussed earthwork operations with JLB site supervisor. Work to be inspected consisted of checking remediation efforts for shading sand placement and observation of native fill placement for plumbing trench located at interior of building. Shading sand section of pipe were approximately 3" and 611 deep. Native fill section is approximately 18". Contractor performed moisture conditioning of fill ( sand and native) and placed In appropriate sized lifts. Compaction efforts on lifts were made by means of a mechanical tamper. Lifts and subgrade probed firm and unyielding. In-place moisture-density tests performed are pending lab results of the sample collected 7/19/24. Tests Performed on Site: Manual probing, and in-place moisture-density testing. The work WAS inspected in accordance with the requirements of the approved documents. The work inspected is pending lab results. Material Sampling: N/A Relnspections Performed Today: D Yes~ No Further Relnspections Required: D Yes ~ No Page 1 of 2 Ill NOVA Services NOVA Services, Inc:. -San Diego 4373 Vfewridge Avenue, Suite B San Diego, CA92123 Phone:858-292-7575 Client: Qufdef Corporation 6675 Si.mmer Ridge Rd San Diego, CA 92121 Contractor compacts lffts by means of a mechanical tamper. Project: 1024114 2285 Rutherford Road 2285 Rutherford Road Csrlsbad, CA 92008 In-place moisture-density tests performed are pending lab results. Signed by: Patrick McGinty 07/22/2024 Page 2 of 2 • 3131 Camino Del Rio North. Suite 1080 San Diego. CA 92108 619.521.8500 kpff.com Quidel Project Redwood CC2 Structural Calculations KPFF Project #2400030 CITY PREV2024-0135 2285 RUTHERFORD RD QUIDELORTHO: RELOCATE ELECTRICAL PANELS, DOOR INFILL. RELOCATE FISHBOWL ROOM, UTILITIES AS REQUIRED. 2120620800 CBC2024-0103 7/3/2024 PREV2024-0135 .,. "'(.,..,..,..,..,.,..,..,..,..,..,..,..,. 3131 Camino Del Rio North, Suite 1080 San Diego, CA 92108 619.521.8500 kpff.com Quidel Project Redwood Clean Rooms CC2 A2 3131 Camino Del Rio North, Suite 1080 San Diego, CA 92108 619.521.8500 kpff.com Quidel Project Redwood Clean Room CC2 Design Criteria l{pff 3131 Camino Del Rio N Suite 1080 San Diego, CA 92108 p (619) 521-8500 C .. 1, y f (619) 521-8591 E www.kpff.com Design Criteria Use 80/20 extruded aluminum ro·ect Quidel Pro·ect Redwood location client Cue Clean Room Ceiling weight = 1 psf + self weight of framing Max live load = 300 lb at any location b MS date 03 08 24 job no. 2400033 Clean room is installed inside existing warehouse = 5psf Wind Load Seismic Criteria Use ASCE 7-16 Chapter 12.8 V=CsW Cs= Sds/(R/le) Sds = 0. 77 4, see design criteria R = 1.25 Omega= 2.0 le = 1.0 lcs = 0.619 <-Governs Csmin = 0.44Sdsle = 0.044 x 0.774 x 1.0 = .0341 < 0.619-> OK Ceiling Deflection Criteria = D+L <= U120 M Grouoo Molioa pectnil Rcspo[LI;(' Acc-<:leration Class B (short I. s. \iC'b Cirmu)d Mo1iun . pi!clrul l{i!Sp11r;1,C Ai:c-eltr.sll,m -Cl.1i,1i, B ( I sti:-), S 1 S itc , oeffic k-ru. F,.. Site Closs Modified MCER Sp¢etrul Re-spoosc A1: ekrniion (sbort). S'-N Sicc <'la: :I M,,da6i:d MCP.11 Sr"' ·t1al R L:'f'•lll!jC A~ccll..'.1 ation -11 1n.'C ~ u1 d Ix ig,i ~I mioon (short►, ~ S% DamJk:d IR sign cll!'flltiOll I St:c), SIJl 0.) K 1.1 1.161g 0.774g Figure 1613.2. l I I l hguru 161 . 112) T.oblc 16 IJ.2.3( H CCI ioa 1613 2.3 ◄ Eqo l 6-36) c:ction 16IJ 2.4 4Eqn 16-3 ) 3131 Camino Del Rio North, Suite 1080 San Diego, CA 92108 619.5?1.8500 kpff com Quidel CC2 Project Redwood Clean Room Gravity and Lateral Design y II KPFF IRISA f--msn-ook---~ 2000409 Cue Vista Clean Room All member properties were defined in RISA to perform analysis. SK-1 Jun 26, 2024 at 11 :16 AM Fish Bowl.r3d Company D,esigner • Job Number: Section Properties: 40-8080-LITE Section Information: Material Type = General Shape Type = Arbitrary Number of Shapes = 1 Basic Properties: Total Width = 3.150 Total Height = 3.150 Centroid, Xo = -0.000 Centroid, Yo = -0.000 X-Bar (Right) = 1.575 X-Bar (Left) = 1.575 Y-Bar (Top) = 1.575 Y-Bar (Bot) = 1.575 Max Thick = 3.150 Equivalent Properties: Area, Ax = 3.142 inertia, lxx = 3.311 Inertia, lyy = 3.311 Inertia, lxy = -0.000 Sx (Top) = 2.102 Sx (Bot) = 2.102 Sy (Left) = 2.102 Sy (Right) = 2.102 rx = 1.026 ry = 1.026 Plastic Zx = 2.942 Plastic Zy = 2.942 Torsional J = 2.051 As-xx Def = 1.000 As-yy Def = 1.000 As-xx Stress = 1.000 As-yy Stress = 1.000 in in in in in in in in in ·!•-! in"2 in"4 ~ in"4 in"4 in"3 in"3 in"3 in"3 Section Diagram in in in"3 in"3 in"4 C:\RISA User Data\msnook\RISASection Files\80-20 Sections.nmsx ~ Mar~~ 15:06 PM 2 Checked By· __ _ v, .... , ... i Page 1 y loads· BLC 1. DL 1 psf DL at ceiling and walls. II KPFF IRISA f--msn-ook------l 2000409 Cue Vista Clean Room SK-2 Jun 26. 2024 at 11: 19 AM Fish Bowl.r3d -1 psi Loads; BLC 3, Ex II KPFF IRISA ~msn-ook-------l 2000409 Cue Vista Clean Room SK-3 1 psf+ self weight applied in X direction, forces scaled in load combinations Jun 26. 2024 at 11:19 AM Fish Bowl.r3d y _, psi Loads: BLC 4, Ey II KPFF IRISA i-_;_msn;_c_ook---~ 2000409 Cue Vista Clean Room 1 psf+ self weight applied in Y direction, forces scaled in load combinations SK-4 Jun 26, 2024 at 11 :20 AM Fish Bowl.r3d y Loads: BLC 5, Windy II KPFF IRISA 1--msn-ook-----t 2000409 Cue Vista Clean Room 5psf wind load, Y-direction SK-5 Jun 26, 2024 at 11 :22 AM Fish Bowl.r3d y Loads: BLC 6, WindK II KPFF IRISA t----msn-ook--------1 Cue Vista Clean Room SK-6 Jun 26, 2024 at 11 :22 AM 2000409 Fish Bowl.r3d IIIRISA Company : KPFF Designer : msnook Job Number : 2000409 3/13/2024 ~~ 4:54:27 PM 2 Checked By : --=== ANEMETSCHEKcoMPANv Model Name : Cue Vista Clean Room Load Combinations Descriotion Solve BLC Factor BLC Factor BLC Factor BLC Factor 1 DL 2 LL 3 DL + LL 4 1.4DL 5 1.2DL + 1.6LL 6 1.0DL + 0.7EX +0.21 EY 7 1.0DL + 0.7EY + 0.21EX 8 1.0DL + 0.7EX -0.21 EY 9 1.0DL + 0.7EY -0.21 EX 10 1.0DL + 0.75<0.7EX) + 0.75l0.21EY\ + 0.75LL 11 1.0DL + 0.75f0.7EY) + 0.75f0.21EX) + 0.75LL 12 1.0DL + 0.75/0.7EX) -0.7510.21 EY\ + 0.75LL 13 1.0DL + 0.75l0.7EY) -0.75f0.21 EX)+ 0.75LL 14 0.6DL + 0.7EX +0.21EY 15 0.6DL + 0.7EY + 0.21 EX 16 0.6DL + 0.7EX -0.21EY 17 0.6DL + 0.7EY -0.21EX 18 Omeaa Combinations 19 1.2DL + 2.0/1 .0EX\ + 2.0f0.3EY\ + 0.5LL 20 1.2DL + 2.0I1 .0EY) + 2.0I0.3EX) + 0.5LL 21 1.2DL + 2.0f1 .0EX\ -2.0f0.3EY\ + 0.5LL 22 1.2DL + 2.0I1.0EZ) -2.0/0.3EX) + 0.5LL 23 0.9DL + 2.0f1 .0EX\ + 2.0f0.3EY\ 24 0.9DL + 2.0I1 .0EY) + 2.0I0.3EX\ 25 0.9DL + 2.0f1 .0EX) -2.0l0.3EY) 26 0.9DL + 2.011 .0EY) -2.0/0.3EX) 27 Wind Combinations 28 1.0DL + 0.6Wx 29 1.0DL + 0.6Wv 30 1.0DL -0.6Wx 31 1.0DL -0.6Wv 32 1.0DL + 0.45Wx + 0.75LL 33 1.0DL + 0.45Wv + 0. 75LL 34 1.0DL -0.45Wx + 0.75LL 35 1.0DL -0.45Wv + 0. 75LL 36 0.6DL + 0.6Wx 37 0.6DL + 0.6Wv 38 0.6DL -0.6Wx 39 0.6DL -0.6Wv 40 self Cs= 0.619 Omega= 2.0 Yes DL 1 Yes LL 1 Yes DL 1 Yes DL 1.4 Yes DL 1.2 Yes DL 1 Yes DL 1 Yes DL 1 Yes DL 1 Yes DL 1 Yes DL 1 Yes DL 1 Yes DL 1 Yes DL 0.6 Yes DL 0.6 Yes Dl 0.6 Yes DL 0.6 DL 1.2 DL 1.2 DL 1.2 DL 1.2 DL 0.9 DL 0.9 DL 0.9 DL 0.9 Yes DL 1 Yes DL 1 Yes DL 1 Yes DL 1 Yes DL 1 Yes DL 1 Yes DL 1 Yes DL 1 Yes DL 0.6 Yes DL 0.6 Yes DL 0.6 Yes DL 0.6 OL2 1 Factors were pre-multiplied and inserted into combination Ex: LC 6 LL 1 LL 1.6 ELX 0.433 ELY 0.433 ELX 0.433 ELY 0.433 ELX 0.325 ELY 0.325 ELX 0.325 ELY 0.325 ELX 0.433 ELY 0.433 ELX 0.433 ELY 0.433 O*ELX 1.238 Q*ELY 1.238 Q*ELX 1.238 O*ELY 1.238 O*ELX 1.238 O*ELY 1.238 O*ELX 1.238 O*ELY 1.238 WLX 0.6 WLY 0.6 WLX -0.6 WLY -0.6 WLX 0.45 WLY 0.45 WLX -0.45 WLY -0.45 WLX 0.6 WLY 0.6 WLX -0.6 WLY -0.6 1.0DL + 0.7(0.619Ex) + 0.21 (0.619Ez) = 1.0DL + 0.433Ex + 0.13Ez RISA-3D Version 22 [ Clean Room.r3d ) LLS 1.6 ELY 0.13 ELX 0.13 ELY -0.13 ELX -0.13 ELY 0.097 LL 0.75 ELX 0.097 LL 0.75 ELY -0.097 LL 0.75 ELX -0.097 LL 0.75 ELY 0.13 ELX 0.13 ELY -0.13 ELX -0.13 Q*ELY 0.371 LL 0.5 O*ELX 0.371 LL 0.5 O*ELY -0.371 LL 0.5 O*ELX -0.371 LL 0.5 O*ELY 0.371 Q*ELX 0.371 O*ELY -0.371 O*ELX -0.371 LL 0.75 LL 0.75 LL 0.75 LL 0.75 Page 1 IIIRISA Company KPFF Designer ms nook Job Number 2000409 ~ 6/26/2024~ 1:12:24 PM 2 Checked By: Model Name Cue Vista Clean Room Envelope Maximum Member section forces Member Axial[lb Loclin LC V Shearllb Loclin LC z Shear[lb Loclln LC Torque[lb-ft Loclinl LC v-v Momentllb-ft Loclin LC Z•Z Momenl[lb-ftl Loc(ln LC , M1 max 111 99 151 9 194.279 0 31 66.4<1<; 151 28 10.259 151 8 332.639 151 29 881.158 151 ?Cl 2 min -26.663 0 15 -200.353 151 29 -59.441 151 38 -1.194 0 38 -331.5 0 29 -581.567 0 37 3 M2 max 29.217 151 28 86.761 0 4 23.045 151 8 0.48 151 38 21 75 7,;,; 9 0 151 40 4 min -28.774 0 38 -86.761 151 4 -23.045 0 6 -4.132 75.5 8 -72.495 75.5 8 -272.936 75.5 4 5 M3 max 29.117 151 7 86.761 0 4 23.045 151 8 4.087 75.5 38 21 .75 75.5 17 0 151 40 6 min -28.965 0 17 -86.761 151 4 -23.045 0 6 -34.357 0 6 -72.495 75.5 6 -272.936 75.5 4 7 M4 max 56.072 75.5 38 86.761 0 4 23.114', 151 8 1H12B 75.5 6 21 75 75,; 9 0 151 40 8 min -56.073 0 28 -86.761 151 4 -23.045 0 6 -1.354 75.5 38 -72.495 75.5 6 -272.936 75.5 4 9 M5 max 135.50ll 151 7 ?Rn.:1:.," 0 31 115.297 151 .,,. 18_ .. ., .. 151 8 577 nA7 151 31 111? '\79 0 31 10 min -61.58 0 17 -254.224 151 29 -108.601 151 38 -2.201 100.667 38 -577.179 0 31 -715.73 151 39 11 M6 max 165.30 0 6 187 551 0 8 1nn,_..-, 0 39 15.56 14:m" 39 331.5 0 29 796 144 0 8 12 min -6.765 0 39 -16.211 74.205 38 -105.69 0 29 -21.327 0 29 -294.634 0 39 -392.224 174.20 4 13 M7 max 273.561l 4.20!i 29 73 561 0 8 24 ,.. .. , 74.20! 37 7513 174_7n" 29 ,..,.._.,._u •:.,_411 31 0 74.20 ? 14 min 0 0 2 -34.552 174.205 30 -29.048 74.205 31 -5.948 0 39 -394.944 2.46! 29 -708.289 57.2 4 15 MB max RA.491 74.205 31 151 168 0 6 1nn "~2 0 39 19.033 74.205 31 332.""'Q o 29 560.R'.\.4 0 6 16 min -34.578 0 37 -11 .887 74.20! 38 -106.002 0 29 -10.559 0 37 -293.915 0 39 -397.875 74.20 4 17 UQ M .. Y 292.552 0 8 132415 0 6 24.778 74.20! 37 65.157 74.205 31 396.IXlfi 22.41 31 347.59 0 14 18 min 0 0 2 -38.094 74.205 38 -29.014 74.205 31 -56.06 0 37 -395.145 1.69 29 -581.565 4.20 4 19 M10 max 1~764 o 6 22.362 0 4 1<1.913 0 31 22.~Q:l 74 ·m-. 39 21."n" 7.102 31 0 4.20 40 20 min -26.222 0 38 -22.362 174.205 4 -13.913 0 37 -23.468 0 29 -21.509 7.10 37 -34.571 7.10 4 21 M11 max 14<1881 0 6 22.362 0 4 13.913 0 31 An R61 74.205 39 21 """ 7.10 31 0 4.20 40 22 min -4.777 0 38 -22.362 174.205 4 -13.913 0 29 -83.7 0 29 -21.509 37.10 37 -34.571 7.102 4 23 M12 max 53.315 0 16 22.362 0 4 13.913 0 39 33.248 74:m" 31 21 509 37.10 39 0 4.20 40 24 min -25.59 0 30 -22.362 174.205 4 -13,913 0 29 -24.962 0 37 -21.509 7.10 29 -34.571 7.10 4 25 M13 max 4.726 0 16 22.362 0 4 13.913 4.20! 37 13.Rn.4 74.205 29 21. '<flU 7.10 39 0 4.20 40 26 min -5.522 174.20' 6 -22.362 74.20" 4 -13.913 4.205 31 -12.643 0 39 -21.509 37.10 29 -34.571 7.10 4 27 M14 M<>Y 523.66 0 4 199.624 90 39 136 493 0 6 0 90 40 400.88 5.62 6 1112.399 90 29 28 min 0 0 2 -270.319 36.56 29 -267.38 36.56 4 0 0 1 -952.508 90 30 -778.612 90 39 ?Q M15 max 564.289 0 4 282.441 90 31 11A f\73 0 8 o 90 40 347 077 5.62 8 705 111.1 <IO <17 30 min 0 0 2 -197.756 36.563 37 -271.144 36.563 4 0 0 1 -964.251 90 4 -1107.023 90 31 31 M16 max 0 74.20! 2 32.102 0 4 34.784 o 37 533.013 74.205 29 53 773 37.10 37 0 4.20 40 32 min -447.92 0 8 -32.102 4.20! 4 -34.784 0 31 -531.938 0 39 -53.773 7.10 31 -49.627 7.10 4 33 M17 max 35 399 4.20! 38 32.102 0 4 34 7R4 4.205 39 241 202 74.205 211 53 77?. 37.10 37 0 74.20 40 34 min 191,736 0 8 -32.102 4.205 4 -34.784 4.205 29 -235.837 0 39 -53.773 37.10 31 -49.627 7.102 4 35 M18 max 0 90 2 97.394 53.4:Y :l1 86.444 90 16 0 90 40 151.941 54.37 30 433.708 3.43 37 36 min 147.422 0 4 -97.394 0 29 -58.857 0 16 0 0 1 -252.357 53.43 16 -433.708 3.43 31 37 M19 max 0 90 2 97.394 53.438 39 83.778 90 16 0 90 40 156.729 54.37 <In 433.708 53.43 29 38 min 147,422 0 4 -97.394 0 29 -57.08 0 16 0 0 1 -244.443 53.43 16 -433.708 53.43 31 39 M20 M"Y 0 4.20! 2 32.102 0 4 34,784 0 37 511 .838 74.205 31 53.773 37.10 37 0 74,20 40 40 min 356.444 0 4 -32.102 4.20! 4 -34.784 0 39 -510.764 0 37 -53.773 37.10 39 -49.627 7.10 4 RISA-30 Version 21 [ Fish Bowt.r3d J Page 1 IIIRISA Company Designer Job Number Model Name KPFF msnook 2000409 Cue Vista Clean Room Envelope Maximum Member Section Forces (Continued) Member Axialllb Loclin LC v Shearllbl Locfin LC 41 M21 mav n 74.20! 2 32.102 0 4 42 min 342.11! 0 4 -32.102 l74.20E 4 43 M22 max 0 QO 2 97.394 53.431 39 44 min 147.422 0 4 -97.394 0 29 45 M23 m"X 0 Qn 2 97.394 53.438 39 46 min 147.422 0 4 -97.394 0 29 47 M24 max 20.663 4.20! <18 32.102 0 4 48 min -72.363 0 28 -32.102 74.20E 4 49 M25 max 1110 0.1< n 1"-<t?.102 0 4 50 min -75.874 0 30 -32.102 74.201 4 51 M26 max 0 74.20' 2 32.102 0 4 52 min 174.W 387.433 6 -32.102 4.20! 4 53 M27 max 0 74.20' 2 32.102 0 4 54 min 362.359 0 4 -32.102 4.20! 4 55 M28 mav 370.546 90 8 109.475 53.438 37 56 min -12.848 0 17 -188.971 0 31 57 M29 max 365.458 90 7 197.479 53.438 29 58 min -5.094 0 39 -104.508 0 39 59 M30 max n 90 ., 97 <IQ4 53.438 31 60 min -147.422 0 4 -97.394 0 37 61 M31 max 0 90 ., 97 "IQ4 53.438 39 62 min -147.422 0 4 -97.394 0 37 63 M32 max 63.537 151 7 51.609 0 4 64 min -63.537 0 7 -51.609 151 4 65 M33 max 12.208 90 4 113.082 90 29 66 min -91.61 0 4 -108.812 54.37! 39 67 M34 max 40 "11 7,;_5 37 32.662 0 4 68 min 163.737 0 31 -32.662 75.5 4 6Q M3<i mav ,11:: 1AO 7,;_,; 39 32.662 n d 70 min 167.391 0 29 -32.662 75.5 4 71 M36 max 0 M.00 , 78.305 54.376 39 72 min -75.189 0 4 -116.537 90,00: 29 73 M37 max n !l0.00 , 82.302 0 31 74 min -75.59 0 4 -123.398 ~0.002 31 75 M38 max 11A.38 0 9 16.212 0 4 76 min -78.211 0 39 -15.15 51 4 77 M39 max 123.482 51 31 15.065 0 4 78 min -79.102 51 17 -15.018 51 4 79 M40 max 130.604 50.667 39 21.485 0 4 80 min -193.951 0 29 -21.707 50.667 4 81 u41 mav 128.363 50.661 37 22.228 0 4 RISA-3D Version 21 ~ 6/26/2024~ 1:12:24 PM 2 Checked By : z Shearllbl Loclin LC Torauellb-ftl Loclinl LC v-v Momentflb-ft Loclin LC z-z Momentllb-ftl Loclin LC 34 784 74.205 39 11 ?59 74.205 29 5'.'I. 773 37.102 <17 0 74.20 40 -34.784 74.205 29 -10.184 0 39 -53.773 37.102 31 -49.627 37.10 4 109.329 90 6 n 90 40 155.693 54.37 38 433 708 53.43 29 -74.115 0 6 0 0 1 -320.296 53.43 6 -433.708 53.43 39 107.832 90 6 n 90 40 158.294 54.37 38 433.708 3.43 29 -73.117 0 6 0 0 1 -315.849 53.43 6 -433.708 3.43 39 34.784 0 31 234.023 74.205 29 53.773 G7.10 31 0 4.20 40 -34.784 0 37 -232.416 0 39 -53.773 G7.10 37 -49.627 7.10 4 34.784 74.205 '.'1.7 289.739 74.7n~ 31 53.773 37.102 39 0 4.20 40 -34.784 74.205 31 -288.132 0 37 -53.773 G7.102 29 -49.627 37.10 4 34.784 0 31 168 796 74 205 37 5' 77'.l 37.10 31 0 74.20 "-0 -34.784 0 29 -172.141 0 31 -53.773 37.16: 29 -49.627 7.10 4 3A 784 4.205 37 350.449 74 205 3Q 53.773 137.102 39 0 4.20! 40 -34.784 4.205 31 -353.794 0 29 -53.773 37.102 29 -49.627 37.10: 4 1110.245 53.438 A 0 90 40 21Q.492 n 00 561.681 0 37 -39.181 54.375 30 0 0 1 -806.403 0 8 -829.179 0 31 119.146 53.438 II 0 90 40 1119.109 0 '.'1.8 872.718 0 29 -37.751 54.375 30 0 0 1 -550.941 0 6 -539.695 0 39 274 229 53.438 6 0 90 40 167.429 54.37! 4 287.897 QO ?9 -56.397 54.375 4 0 0 1 -1193.869 0 6 -274.504 90 39 84.738 90 15 0 90 40 154.336 54.37! 30 433.708 53.431 37 -57.72 0 16 0 0 1 -247.292 53.431 16 -433.708 53.431 31 48.?78 0 38 10.7nA 151 8 214_,::oi; 75.5 38 0 151 40 -48.673 0 28 -1.566 75.5 17 -217.166 75.5 28 -181.555 75.5 4 39.159 90 36 3.943 90 39 1311.Rd ,3.431 38 335.712 54.375 29 -39.811 IY .375 30 -15.647 0 6 -141.545 53.431 28 -323.037 154.375 39 3,;_3Q1 7,;_5 <I.I\ ?7 ''7 75.5 8 55.667 37.75 38 0 75.5 40 -35.391 75.5 30 -12.29 0 38 -55.667 37.75 28 -51 .374 37.75 4 35 391 7,;" <I.I\ 11\ AA<: 75,; 30 ,;,;_,::117 37 .,, <IA 0 75 <: 40 -35.391 75.5 30 -4.124 0 36 -55.667 37.75 28 -51 .374 37.75 4 32.412 53.43! 28 1.?83 'i'.'I. 439 36 144.338 53.43 28 232 408 53.43! "" -32.412 0 30 -1.283 0 30 -144.338 53.43 30 -345.869 53.43 29 33.3""-53.43' 30 1 31 53 439 38 148.534 53.43 30 228 413 53.43! 37 -33.354 0 28 -1.31 0 36 -148.534 53.43' 28 -366.24 53.43! 31 11.377 0 36 0 51 40 10.075 ?3.9 <l6 0 51 Al\ -11.377 0 30 0 0 1 -10.075 ?3.906 30 -16.276 24.969 4 8.918 0 28 0 51 40 10.643 25.5 28 0 51 40 -8.918 0 38 0 0 1 -10.643 25.5 38 -16.553 25.5 4 ?3.316 50.667 '.'1.0 173.15 50.667 38 20.997 25.861 ?8 0 50.661 40 -23.316 50.667 36 -173.15 0 28 -20.997 25.861 38 -21.221 125.861 4 2A A<:3 50.661 ~8 176.855 50667 28 22.964 25.333 36 0 50.66 40 [ Fish Bowl.r3d J Page 2 IIIRISA Company Designer Job Number Model Name KPFF msnook 2000409 Cue Vista Clean Room Envelope Maximum Member Section forces (Continued} Member Axialnb Loclin LC v Shearllbl Loclin LC 82 min 205.384 0 31 ·22.243 .tl.66 4 83 M42 max 351.346 74.20 6 324.722 4.20! 4 84 min --6.559 0 39 ·201.815 2.65S 4 85 M43 max 279.101 4.20! 29 0 4.20! 2 86 min 0 0 2 ·297.297 4.20! 4 87 M44 mu 160.127 148.41 31 356.462 74.20! 4 88 min -90.016 174.205 14 ·221.416 172.65! 4 89 M45 max 284.67! 4.211! 31 0 74.205 2 90 min 0 0 2 ·265.557 74.205 4 91 M46 max 152.543 151 9 312.249 0 31 92 min -70.077 0 15 ·311.814 151 29 93 M47 max ~.904 0 4 274.AA't 90 39 94 min 0 0 2 ·359.626 6.563 29 95 M48 max 849.417 0 4 369.945 90 31 96 min 0 0 2 -280.596 6.56, 37 97 ...... MAX 0 !lll.002 2 98.202 4.37! 39 98 min -75.602 0 4 -1 42.278 n.oo 29 99 M50 max 0 00.00: 2 99.945 4,37! 37 100 min -75.148 0 4 ·147.704 0.00, 31 101 M51 m,ox 142.362 ,;1 29 15.019 0 4 102 min -98.109 0 39 ·15.067 51 4 103 M52 max 147.785 51 31 15.15 0 4 104 min -99.851 0 37 ·16.212 51 4 1n• u,;3 max 163.768 50.667 39 22.241 0 4 106 min 236.852 0 29 ·22.228 50.667 4 107 M54 max 166.671 511.66 37 21.707 0 4 108 min 245.899 0 31 -21.485 'ill.66I 4 p, M55 max 52,K:H 74.20! 30 22:<fi, 0 4 110 min l-88.374 4.20! 14 ·22.362 4.20! 4 111 M56 max 52.524 74.2n 30 22.31:? 0 4 112 min -99.237 4.20 16 ·22.362 4.20! 4 113 M57 max 126.222 74.20 38 22.362 0 4 114 min --64.764 74.20 6 ·22.362 74.20! 4 115 M58 max 55.471 0 14 22.362 0 4 116 min -53.968 0 30 ·22.362 74.20! 4 1117 M59 max 25.'i9 4.20! 30 22.36? 0 4 118 min -53.315 4.20! 16 -22.362 74.205 4 119 11.460 max 99.557 0 16 22.362 0 4 120 min -52.256 0 30 ·22.362 74.20! 4 121 M61 max 0 74.2uo 2 32.102 0 4 17~ min -121.94 0 4 -32.102 174.205 4 RI SA-30 Version 21 z Shearflbl ·24.463 152.957 ·157.102 163.89" -168.181 152.861 ·157.238 163.913 -168.15 74.14 -43.179 192.901 ·36.613 324.18 ·56.522 16,354 -4.907 4.866 ·16.219 3.362 .3_377 3.403 ·3.731 5_1:n1: -5.602 5.441 ·5.372 13.913 ·13.913 13.913 ·13.913 13.913 ·13.913 13.913 -13.913 13.913 -13.913 13.913 ·13.913 't.4,784 -34.784 ~ 6/26/2024~ 1:12:24 PM 2 Checked By : Loclin LC Torauellb-ftl Loclinl LC v-v Momentllb•ft Loclin LC Z·Z Moment(lb·ft Loc[in LC 50.667 28 -176.855 0 38 -?2.964 5.33 30 -22.145 5.33 4 74,205 39 15.56 74.205 39 471.609 4.20 29 1246.807 4.205 8 174.205 29 -21.327 0 29 -435.169 4.20 39 --633.54 148.41 4 74.20! 37 7.513 74.205 29 "'\A ,!IR1 4.20 37 974 13? 4.20: 4 74.20! 31 ·5.948 0 39 -577.179 4.20 31 -705.92 0 4 174.205 39 127.598 148.41 37 472.176 4.20 29 1120.255 4.20 4 174.205 29 -146.416 74.205 31 -434.771 74.20 39 -925.657 148.41 4 4.205 37 65157 74.?0'i 31 535.032 4.20 37 951 886 4.20! 30 4.205 31 -56.06 0 37 -577.087 74.20 31 -575.392 0 4 151 6 6.871 151 8 330.373 151 29 1361.387 0 31 0 16 -0.797 0 38 -330.409 0 29 -933.037 0 37 16.56, 6 0 90 40 KMJ< '.<KM 90 6 1454.811 90 29 36.56, 38 0 0 1 -249.202 90 38 -1059 182 90 39 36.56 8 0 90 An 1286""" 90 8 95n nAA 90 37 0 4 0 0 1 -296.532 90 38 -1381.061 90 31 D 8 0 579 53.439 8 l:'t078 53.43 R ?91.48 53.43 39 0 17 -0.174 0 17 ·18.925 53.43 17 -422.292 3.43 29 0 9 0.173 53.439 9 18.744 3.43 9 296.654 3.43 37 0 6 ·0.575 0 6 -62.475 53.43 6 -438 402 3.43 31 0 6 0 51 40 3.757 25.5 6 0 51 40 51 8 0 0 1 ·1 .127 25.5 9 ·16.554 25.5 4 0 6 0 51 40 3.672 6.031 6 0 51 40 51 8 0 0 1 ·1.102 6.031 9 ·16.276 6.031 4 0 8 ?'t 461 ,;n,:,:7 17 """" 5.33 8 0 0.66 40 50.661 6 -78.197 0 8 ·1.652 5.33 17 -22.143 5.33 4 0 6 77.665 50,667 6 522 4,IU 6 0 n,66 40 0.667 8 -23.301 0 9 ·1.566 4.8C 9 -21.221 4.8~ 4 4.20! 37 80."',1 7A 205 39 21 509 7.10 39 0 74.20 40 4.205 31 -83.7 0 29 ·21509 7.10 29 ·34.571 37.10 4 4.20! 29 13.804 74.205 29 21 509 7.10 31 0 74.20 40 4.20! 39 ·12.643 0 39 -21.509 7.10 37 -34.571 7.10 4 4.20! 37 22.393 74.205 39 21 509 7.10 39 0 4.20 40 4.205 31 -23.468 0 29 ·21.509 37.10 29 ·34.571 17.10 4 4.20! 29 204.197 74.205 29 21.509 7.10 31 0 4.20! 40 4.20! 39 -193.843 0 39 -21.509 7.10 37 -34.571 37.102 4 4.20! 29 33.248 174.205 31 21 509 7.10 31 n 174.20! 40 4.205 39 -24.962 0 37 -21.509 7.10 37 -34.571 7.102 4 4.20! 29 13.804 74.205 29 71 509 7.10 31 0 4.20 AO 74.20! 39 ·12.643 0 39 -21.509 7.10 37 ·34.571 7.10 4 0 29 287.258 • 14.205 31 53.773 7.10 29 0 4.20 40 0 '(U ·281.893 0 37 .53.773 7.10 39 -49 627 7.10 4 [ Fish Bowl.r3d ] Page 3 IIIRISA RISA-3O Version 21 Company Designer Job Number Model Name KPFF msnook 2000409 Cue Vista Clean Room [ Fish Bowl.r3d ) ~ 6/26/2024~ 1:12:24 PM 2 Checked By : Page4 lq:ttf 3131 Camino Del Rio N ro·ect b Suite 1080 San Diego, CA 92108 location date p (619) 521-8500 f (619) 521-8591 client job no. www.kpff.com I to check the Individual elements for local I bucking Element 1 ~ Element 2 bllnl 0.5 bllnl 0.75 tflnl 0.1299 tlinl 0.1299 Eflull 10153 E lksl) 10153 Fcv (ksll 35 Fcv lksll 35 Ae 21.80 Ae 21.80 Al 33.46 Al 33.46 ds flnl 0.25 ds flnl 0.25 8 90 8 90 rs 0.14 rs 0.14 oST 1.00 oST 1.00 Element 1 Element 2 Element Stress Element Support Fe Aeq Element Stress Element Support Fe Flat Sunnnrted on 80th Ed•es 2642.00 6.2 Fiat Su•=rted on 80th Ed•es 1174.22 fiat Sunnnrted on One Ed•e 270.54 19.2 Fiat Sunnnrted on One Ed•• 120.24 fiat Supported on one edge with a 2642.00 6.2 siffener on the other edge Flat Supported on one edge with a 272.37 siffener on the other edge Elastic buckling stress of elements for compression was checked per Aluminum Design Manual and it was found that it was not the governing factor since the element lengths are small. Local bucking of elements is not an issue for these members. Table 8.5.1 ELASTIC BUCKLING STRESS F0 OF ELEMENTS Elomont Type ElorMnt StreH Elemtnl Support llal unilo<m comp,e$llorl Supporled OIi bOlh edge, llal ooto<m ~ supporled o,, one edge flat unilo<m _...ion slJIJl)0(10d o,, bolh edges and wilh an ime,,,_te sbllonor eurwd Note:;.. Is determined from equatoon 8.5-10 F, rt'E (1.61111)' rt'E (5WI)' e b $-• CIOU.hMCneel I °' I Aeq 9.2 28.9 19.2 I ' ' l oroiect Quidel bv MS tJl 18 1 eet no. l{!Jff 3131 Camino Del Rio N ···'A Suite 1080 location San Diego date 3/13/24 San Diego, CA 92108 p (619) 521-8500 I ... f (619) 521-8591 client job no. 2400030 JHlC www.kpff.com E (ksi) 10200 Be 39.36527 De 0.244551 Cc 65.99748 Fey (ksi) 35 Bp 45.00139 Op 0.298909 Cp 61.72641 Bbr 66.82428 Dbr 0.662441 Cbr 67.25058 Table 8.4.2 BUCKLING CONSTANTS FOR TEMPER DESIGNATIONS BEGINNING WITH TS, T6, T7, TS, OR T9 Type of Stress and Member Intercept Slope Intersection Compression in Columns and Beam Flanges 8c c F.,(1 + (22~J") D. = 8•(~)"'' c. = o.41 8• 10 E D, Axial Compression in Flal Elemenls 8p=F.,(1 +(~)'°) D -~(~)'" • 10 E Cp = 0.418• o. Axial Compression in Curved Elements 81 = F.,(1 + (50.~Kr) 0,=~(~)',. 4.5 E C, see note 2 Bending Compression in Flat Elements 8., = 1.3F.,( 1 + (~gJo) 0.,=!3;( 6:•r C.,=28., 30., Bending Compression in Curved Elements 8., • 1.5F.,(1 + (_fg__)") 50,000K Oro = 8., (8•)'" 2.7 E c,. = (8., -s,)' D.,-D, Shear in Fla.I Elements 8,=F,.(1 +(~r) D ,. 8,(~)"" ' 10 E c, = 0.4,1 8• D, Noles t .-. IO ksi (6 895 MPa) 2. C, shall be dalermined using a plol ol cunies ol lim1I slale sttess based on elastic and inelastic buckhng or by trial and error solution. 40-8080-LITE Table B.4.3 L (in) 90 POSTBUCKLING CONSTANTS K 2 r(in) 1.03 Type of Element lr1 le, Al 17.85 Flat Elemenls in compression for Temper 0.50 2.04 Designations Beginning with 0 , H, T1, A2 66.00 T2, T3, or T4. and weld-affected zones A 175.44 of all 1empers A(in2) Flal Elements in Compression for Temper 0.35 2.27 3.142 Designations Beginning with TS, T6, TT. TB, orT9 Flat Elements in Flexure 0.50 2.04 Fe 2.780152 <l>Pc 7.861714 Axial Capacity is Based on Global Buckling of Members Using the Aluminum Design Code ADM Section B.5 FromManuf~ Member Properties V My Mz Axial Strencth Sha Area lz d dz Orne a Fy (ksl) (kl (lb) (k"I (lb'I (k"I (lb') (lbl 40-8080-LITE 3.142 3.311 3.311 1.575 1.575 2.051 1.65 35 66.65 66648 44.59 3716 44.59 3716 7861. 71 Shear Capacity: V = (Area*Fy)/Omega = 66.65k Moment Capacity: My = Mz = (Fy*(ly/dy))/Omega = 44.59k" Axial Strength: See previous pages Ml max 40-8080-LITE min Ml max 40-8080-LITE min M2 max 40-8080-LITE min Ml max 40-8080-LITE min M4 max 40-8080-LITE min MS max 40-8080-LITE min M6 max 40-8080-LITE min M7 max 40-8080-LITE min MB max 40-8080-LITE min M9 max 40-8080-LITE min MlO max 40-8080-LITE min M11 max 40-8080-LITE min M12 max 40-8080-LITE min M13 max 40-8080-LITE min M14 max 40-8080-LITE min M15 max 40-8080-LITE min M16 max 40-8080-LITE min M17 max 40-8080-LITE min MlB max 40-8080-LITE min M19 max 40-8080-LITE min M20 max 40-8080-llTE min M21 max 40-8080-LITE min M22 max 40-8080-LITE min M23 max 40-8080-LITE min M24 max 40-8080-LITE min M25 max 40-8080-LITE min M26 max 40-8080-LITE min M27 max 40-8080-LITE min M28 max 40-8080-LITE min M29 max 40-8080-LITE min M30 max 40-8080-LITE min M31 max 40-8080-LITE min M32 max 40-8080-LITE min M33 max 40-8080-LITE min M34 max 40-8080-LITE min M35 max 40-8080-LITE min M36 max 40-8080-LITE min M37 max 40-8080-LITE min Summary Of Member Forces Axial (lb) Y Shear (lb) Z Shear (lb) Torque (lb') Y Moment (lb') Z Moment (lb') 115.24 305.17 85.21 2.91 357.96 1463.48 44.24 305.17 85.21 2.91 357.96 1124.64 112.00 194.28 66.50 10.26 332.64 881.16 26.66 200.35 59.44 1.19 331.50 581.57 29.22 86.76 23.05 0.48 21.75 0.00 28.77 86.76 23.05 4.13 72.50 272.94 29.12 86.76 23.05 4.09 21.75 0.00 28.97 86.76 23.05 34.36 72.50 272.94 56.07 86.76 23.05 11.53 21.75 0.00 56.07 86.76 23.05 1.35 72.50 272.94 135.51 260.03 115.30 18.53 577.09 1112.58 61.58 254.22 108.60 2.20 577.18 715.73 165.30 187.55 100.63 15.56 331.50 796.14 6.77 16.21 105.69 21.33 294.63 392.22 273.57 73.56 24.76 7.51 396.26 0.00 0.00 34.55 29.05 5.95 394.94 708.29 68.49 151.17 100.43 19.03 332.64 560.63 34.58 11.89 106.00 10.56 293.92 397.88 292.55 132.42 24.78 65.16 396.01 347.59 0.00 38.09 29.01 56.06 395.15 581.57 64.76 22.36 13.91 22.39 21.51 0.00 26.22 22.36 13.91 23.47 21.51 34.57 43.88 22.36 13.91 80.66 21.51 0.00 4.78 22.36 13.91 83.70 21.51 34.57 53.32 22.36 13.91 33.25 21.51 0.00 25.59 22.36 13.91 24.96 21.51 34.57 4.73 22.36 13.91 13.80 21.51 0.00 5.52 22.36 13.91 12.64 21.51 34.57 523.67 199.62 136.49 0.00 400.88 1112.40 0.00 270.32 267.38 0.00 952.51 778.61 564.29 282.44 118.67 0.00 347.98 705.18 0.00 197.76 271.14 0.00 964.25 1107.02 0.00 32.10 34.78 533.01 53.77 0.00 447.92 32.10 34.78 531.94 53.77 49.63 35.40 32.10 34.78 241.20 53.77 0.00 191.74 32.10 34.78 235.84 53.77 49.63 0.00 97.39 86.44 0.00 151.94 433.71 147.42 97.39 58.86 0.00 252.36 433.71 0.00 97.39 83.78 0.00 156.73 433.71 147.42 97.39 57.08 0.00 244.44 433.71 0.00 32.10 34.78 511.84 53.77 0.00 356.44 32.10 34.78 510.76 53.77 49.63 0.00 32.10 34.78 11.26 53.77 0.00 342.12 32.10 34.78 10.18 53.77 49.63 0.00 97.39 109.33 0.00 155.69 433.71 147.42 97.39 74.12 0.00 320.30 433.71 0.00 97.39 107.83 0.00 158.29 433.71 147.42 97.39 73.12 0.00 315.85 433.71 20.66 32.10 34.78 234.02 53.77 0.00 72.36 32.10 34.78 232.42 53.77 49.63 119.81 32.10 34.78 289.74 53.77 0.00 75.87 32.10 34.78 288.13 53.77 49.63 0.00 32.10 34.78 168.80 53.77 0.00 387.43 32.10 34.78 172.14 53.77 49.63 0.00 32.10 34.78 350.45 53.77 0.00 362.36 32.10 34.78 353.79 S3.77 49.63 370.55 109.48 180.25 0.00 219.49 561.68 12.85 188.97 39.18 0.00 806.40 829.18 365.46 197.48 89.15 0.00 189.11 872.72 5.09 104.51 37.75 0.00 550.94 539.70 0.00 97.39 274.23 0.00 167.43 287.90 147.42 97.39 56.40 0.00 1193.87 274.50 0.00 97.39 84.74 0.00 154.34 433.71 147.42 97.39 57.72 0.00 247.29 433.71 63.54 51.61 48.28 10.70 214.69 0.00 63.54 51.61 48.67 1.57 217.17 181.56 12.21 113.08 39.16 3.94 138.64 335.71 91.61 108.81 39.81 15.65 141.55 323.04 49.61 32.66 35.39 27.34 55.67 0.00 163.74 32.66 35.39 12.29 55.67 51.37 46.15 32.66 35.39 10.45 55.67 0.00 167.39 32.66 35.39 4.12 55.67 51.37 0.00 78.31 32.41 1.28 144.34 232.41 75.19 116.54 32.41 1.28 144.34 345.87 0.00 82.30 33.35 1.31 148.53 228.41 75.59 123.40 33.35 1.31 148.53 366.24 tmt~~i ::ft]~i~)t~2l~!~l: ?;~·: ;;;;:; '~~;:..~: :,:',:/9;,w?, ..... :;:;-:\:'.Q;·ih?(: ::,•:•,:/::t®.D·'. '/ ::,.,·.;;:,.,;w;iit·/.:•:. ,. >:.: 'i,~1 •• ·:,,,:r-·:&,~ft::c::: '-:,::•:::::\o'u ':?<' t>::'<#.;5f/:/ , ·,::,-:.,:?iio.i~t< • ,,:,o-.~ )f \)i~\Y f:)::fVO.: .. {'f~,::.; ·: ':',:-:_:2a,,1::{. ::··:,JAl .:·:0,:10:.'.':;(.,: · :-:::-:::.:;:.:.0.:0!/:: ,.;.:::.:-:.,::.,::. a.9,2_ :-::• .. :•" '15;$ ;,:.:::,:.: • '/.' '• 0.34. :-: ,• . • M38 max 118.38 16.21 40-8080-LITE min 78.21 15.15 M39 max 123.48 15.07 40--8080-LITE min 79.10 15.02 M40 max 130.60 21.49 40--8080-LITE min 193.95 21.71 M41 max 128.36 22.23 40--8080-LITE min 205.38 22.24 M42 max 351.35 324.72 40-8080-LITE min 6.56 201.82 M43 max 279.11 0.00 40--8080-LITE min 0.00 297.30 M44 max 160.13 356.46 40--8080-LITE min 90.02 221.42 M45 max 284.68 0.00 40-8080-LITE min 0.00 265.56 M46 max 152.54 312.25 40--8080-LITE min 70.08 311.81 M47 max 900.90 274.84 40--8080-LITE min 0.00 359.63 M48 max 849.42 369.95 40-8080-LITE min 0.00 280.60 M49 max 0.00 98.20 40--8080-LITE min 75.60 142.28 M50 max 0.00 99.95 40-8080-LITE min 75.15 147.70 M51 max 142.36 15.02 40--8080-LITE min 98.11 15.07 M52 max 147.79 15.15 40-8080-LITE min 99.85 16.21 M53 max 163.77 22.24 40-8080-LITE min 236.85 22.23 M54 max 166.67 21.71 40--8080-LITE min 245.90 21.49 M55 max 52.83 22.36 40--8080-LITE min 88.37 22.36 M56 max 52.52 22.36 40--8080-LITE min 99.24 22.36 M57 max 26.22 22.36 40-8080-LITE min 64.76 22.36 M58 max 55.47 22.36 40--8080-LITE min 53.97 22.36 M59 max 25.59 22.36 40--8080-LITE min 53.32 22.36 M60 max 99.56 22.36 40-8080-LITE min 52.26 22.36 M61 max 0.00 32.10 40--8080-LITE min 121.94 32.10 M62 max 0.00 32.10 40-8080-LITE min 134.77 32.10 11.38 0.00 11.38 0.00 8.92 0.00 8.92 0.00 23.32 173.15 23.32 173.15 24.46 176.86 24.46 176.86 152.96 15.56 157.10 21.33 163.90 7.51 168.18 5.95 152.86 127.60 157.24 146.42 163.91 65.16 168.15 56.06 74.14 6.87 43.18 0.80 192.90 0.00 36.61 0.00 324.18 0.00 56.52 0.00 16.35 0.58 4.91 0.17 4.87 0.17 16.22 0.58 3.36 0.00 3.38 0.00 3.40 0.00 3.73 0.00 5.61 23.46 5.60 78.20 5.44 77.67 5.37 23.30 13.91 80.66 13.91 83.70 13.91 13.80 13.91 12.64 13.91 22.39 13.91 23.47 13.91 204.20 13.91 193.84 13.91 33.25 13.91 24.96 13.91 13.80 13.91 12.64 34.78 287.26 34.78 281.89 34.78 225.14 34.78 213.96 10.08 0.00 10.08 16.28 10.64 0.00 10.64 16.55 21.00 0.00 21.00 21.22 22.96 0.00 22.96 22.15 471.61 1246.81 435.17 633.54 534.98 974.13 577.18 705.92 472.18 1120.26 434.77 925.66 535.03 951.89 577.09 575.39 330.37 1361.39 330.41 933.04 888.39 1454.81 249.20 1059.18 1286.10 960.04 296.53 1381.06 63.08 291.48 18.93 422.29 18.74 296.65 62.48 438.40 3.76 0.00 1.13 16.55 3.67 0.00 1.10 16.28 5.51 0.00 1.65 22.14 5.22 0.00 1.57 21.22 21.51 0.00 21.51 34.57 21.51 0.00 21.51 34.57 21.51 0.00 21.51 34.57 21.51 0.00 21.51 34.57 21.51 0.00 21.51 34.57 21.51 0.00 21.51 34.57 53.77 0.00 53.77 49.63 53.77 0.00 53.77 49.63 No DIC greater than 100% -> All members OK Torque Specifications The tables below show the amount of torque in foot-lbs. and newton meters required to activate th e 2 degree drop-lock feature for t-slotted profiles. Nut and bolt combination is preloaded when tightened to the minimum torque rating. Fractional T-slotted Profiles Fastener Description Tested Profile 3320 5/16-18 x 11/16 Flanqed BHSCS & Economv T-Nut 1515 3325 5/16-18 x 3/4 Economv T-Slot Stud, Washer & Hex Nut 1515 3360 15 Series Anchor Fastener Assemblv 1515-Lite 3380 15 Series End Fastener Assemblv 1515-Lite 3321 1/4-20 x 1/2 Flanqed BHSCS & Economv T-Nut 1010 3395 10 Series Anchor Fastener Assemblv 1010 3381 1 O Series End Fastener Assemblv 1010 Metric T-slotted Profiles Drop-Lock Engaged ;._~..t:!::::.=~::::i..._---, Minimum Torque Ft-lbs. 10.00 15.00 25.00 30.00 10.00 20.00 10.00 22.00 4.00 6.00 3.00 17.00 4.00 17.00 Fastener Description Tested Profile Minimum Torque Newton Meters Maximum Torque Newton Meters 75-3422 MS x 16mm BHSCS & Economv T-Nut 40-4040 13 20 75-3500 M8 x 20mm Economv T-Slot Stud, Washer & Hex Nut 40-4040 40 54 40-3897 40 Series Anchor Fastener Assemblv 40-4040-Lite 13 37 40-3891 40 Series End Fastener Assemblv 40-4040-Lite 13 29 75-3404 MS x 10mm BHSCS & Economv T-Nut 25-2525 5 8 25-3896 25 Series Anchor Fastener Assemblv 25-2525 4 23 25-3895 25 Series End Fastener Assemblv 25-2525 5 23 The estimated torque calculations in this chart are offered as a guide only. Use of this content by anyone is the sole responsibility of that person and they assume all risk. Due to many variables that affect the torque-tension relationship like human error, s11rface textu,,. and lubrication the only way to determiM the correct torque is through experimentation under actualjointandassemblyconditions. Double values since using (2x) bolts = 5001bs. All shear Fastener Application Test reactions < S00lbs -> OK 1 : Single Anchor 2: Double Anchor 6: Corner Bracket 7: Corner Gusset 3 450 200 4 175 50 6 325 75 7 325 220 8 9 3: End Fastener 4: Flat Plate 8: Inside -Inside 9: Inside· Outside Corner Connector Corner Connector 700 500 200 '200:,,···, 225 260 375 750 50 50 240 220 Horizontal Profile Dimension A: Direct Force 10 Series= 5.000" B: Cantilevered __ .....,_... 15 Series = 6.000" C: Tortional Force 1150 680 1 000 • • :·. ,/ 1-:1·20 1 260 500 500 500 750 500 50 240 For the most up to date information on 80/20" products visit 8020.net 3131 Camino Del Rio North, Suite 1080 San Diego. CA 92108 619.521.8500 kpff.com Quidel Project Redwood Clean Room CC2 Anchorage Design 8 Joint Reactions •red reactions require two anchors Max Reactions ~ X (lb) Abs Val Y (lb) Abs Val Z (lb) X Max(lb) Y Max (lb) Z Max(lb) N6 max 590.50 590.50 725.79 725.79 1027.15 1046.93 1158.55 -419.36 N6 min -219.14 219.14 -154.73 154.73 -419.36 NS max 1024.28 1024.28 896.73 896.73 1283.27 NS min -221.73 221.73 -254.43 254.43 -324.18 NlO max 1002.66 1002.66 832.50 832.50 480.06 NlO min -244.12 244.12 -320.98 320.98 -340.58 Nl max 764.98 764.98 686.89 686.89 1033.13 Nl min -220.95 220.95 -196.10 196.10 532.59 NS8 max 1046.93 1046.93 1158.55 1158.55 1609.73 NS8 min -357.45 357.45 -309.73 309.73 451.78 NS9 max 954.19 954.19 1090.17 1090.17 748.25 NS9 min -366.81 366.81 -386.52 386.52 -252.36 I = i i S • I ______________________ _ Hilti PROFIS Engineering 3.0.95 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: Specifier's comments: 1 Input data Anchor type and diameter: Item number: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Anchor plateR: Profile: Base material: Installation: Reinforcement: Page: Specifier: I E-Mail: Quidel Project Redwood_Concrete -Mar 13, 2024 Date: KWIK HUS-EZ (KH-EZ) 3/8 (3 1/4) 418058 KH-EZ 3/8"x3 1/2" hef,act = 2.500 in., hnom = 3.250 in. Carbon Steel ESR-3027 4/1/2022 I 12/1/2023 Design Method ACI 318-19 / Mech eb = 0.000 in. (no stand-off); t = 0.250 in. I, x IY x t = 1.570 in. x 2.200 in. x 0.250 in.: (Recommended plate thickness: not calculated) no profile cracked concrete, 3000, fc' = 3,000 psi; h = 5.000 in. hammer drllled hole, Installation condition: Dry tension: not present, shear: not present; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Application also possible with KWIK-X 3/8 (2 1/2) hnom1 under the selected boundary conditions. More information in section Alternative fastening data of this report. R -The anchor calculation is based on a rigid anchor plate assumption. Geometry [In.] & Loading [lb, In.lb] Input data and results must be checked for conformity with the existing conditions and tor plausibility! PROFIS Engineering ( c) 2003-2024 Hilti AG, FL-9494 Schaan Hilti Is a registered Trademark ot Hilti AG, Schaan 6/26/2024 ,:,,s., Hilti PROFIS Engineering 3.0.95 www.hilti.com Company: Address: Page: Specifier: Phone I Fax: E-Mail: Design: Quidel Project Redwood_Concrete -Mar 13, 2024 Date: Fastening point: 1.1 Design results Case Description Combination 1 Forces [lb]/ Moments [in.lb] N = 419; V, = 1,047; Vy= 1,159; Mx = 0; My = 0; M, = 0; Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of HIIU AG, Schaan 2 6/26/2024 Seismic Max. Util. Anchor[%] no 51 2 I = i i S _. • ----------------------- Hilti PROFIS Engineering 3.0.95 www.hilti.com Company: Address: Page: Specifier: 3 Phone I Fax: Design: I Quidel Project Redwood_Concrete -Mar 13, 2024 E-Mail: Date: 6/26/2024 Fastening point: 2 Proof I Utilization (Governing Cases) Design values [lb) Utlllzatlon Loading Proof Load Capacity PN t llv (%] Status Tension Concrete Breakout Failure 419 2,392 18 / -OK Shear Steel Strength 1,562 3,111 -/ 51 OK Loading PN llv r;. Utilization llN,v [%] Status Combined tension and shear loads 0.175 0.502 5/3 38 OK 3 Warnings Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti Is a registered Trademarl< of Hilti AG, Schaan 3 I = i i 5 • i ______________________ _ Hiltl PROFIS Engineering 3.0.95 www.hilti.com Company: Address: Page: Specifier: Phone I Fax: I E-Mail: Design: Quidel Project Redwood_Concrete -Mar 13, 2024 Date: Fastening point: 4 Alternative fastening 4.1 Alternative fastening data Anchor type and diameter: Item number: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Anchor plateR: Profile: Base material: Installation: Reinforcement: KWIK-X 3/8 (2 1/2) hnom1 418057 KH-EZ 3/8"x3" (element)/ 2346658 KHC 3/8" SMALL (capsule) hef,opti = 2.500 in. (hef,limlt = 3.000 in.), hnom = 2.500 in. Carbon Steel ESR-5065 1/1/2023 I 12/1/2023 Design Method ACI 318-19 / Chem eb = 0.000 in. (no stand-off); t = 0.250 in. I, x ly x t = 1.570 in. x 2.200 in. x 0.250 in.; (Recommended plate thickness: not calculated) no profile cracked concrete, 3000, fc' = 3,000 psi; h = 5.000 in., Temp. short/long: 32/32 °F hammer drilled hole, Installation condition: Dry tension: not present, shear: not present; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Max. Utilization with KWIK-X 3/8 (2 1/2) hnom1: 51 % Fastening meets the design criteria! Input data and results must be checked for confonmity with U1e existing conditions and for plausibility! PROFIS Engineering ( c) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 4 6/26/2024 4 1:115;.1 Hilti PROFIS Engineering 3.0.95 www.hilti.com Company: Address: Page: Specifier: 5 Phone I Fax: Design: I Quidel Project Redwood_Concrete -Mar 13, 2024 E-Mail: Date: 6/26/2024 Fastening point: 5 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineenng ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilli is a registered Trademark of Hiltl AG, Schaan 5