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Home My WebLink About2285 RUTHERFORD RD; ; CBC2024-0334; PermitBuilding Permit Finaled {city of Carlsbad Commercial Permit Print Date: 09/30/2025 Job Address: 2285 RUTHERFORD RD, CARLSBAD, CA 92008-8815 Permit No: Status: CBC2024-0334 Closed -Finaled Permit Type: BLDG-Commercial Work Class: Tenant Improvement Parcel#: Valuation: Occupancy Group: #of Dwelling Units: Bedrooms: Bathrooms: Occupant Load: Code Edition: Sprinkled: Project Title: 2120620800 $97,671.42 Track #: Lot#: Project#: Plan#: Construction Type: Orig. Plan Check #: Plan Check #: Applied: 10/23/2024 Issued: 12/11/2024 Finaled Close Out: 09/30/2025 Final Inspection: 09/30/2025 INSPECTOR: Renfro, Chris Description: QUIDELORTHO: (1218 SF) INTERIOR Tl// NEW WALLS, CEILINGS// PLUMBING, LIGHT FIXTURES// EQUIPMENT, FINISHES, STRUCTURAL Applicant: Property Owner: MCFARLANE ARCHITECTS SARAH MCALLISTER ARE-SD REGION NO 71 HOLDING LLC PO BOX 847 6256 GREENWICH DR, # STE 500 SAN DIEGO, CA 92122-5946 FEE BUILDING PLAN CHECK CARLSBAD, CA 92018-0847 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) Total Fees: $2,863.88 Total Payments To Date: $2,863.88 Contractor: SKYLINE COMMERCIAL INTERIORS INC 5051 AVEN IDA ENCINAS CARLSBAD, CA 92008-4363 (858) 720-8559 Balance Due: AMOUNT $663.21 $204.00 $107.00 $21.00 $1,020.32 $817.00 $4.00 $27.35 $0.00 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or ot her 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 wit h the City Manager for processing in accordance with Carlsbad M unicipal Code Section 3.32.030. Fai lure 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 t he 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 Est. Value PC Deposit Date (!Bl 1/f)l, ~ -D13'-I i~&3 -2-l Job Address 2285 RUTHERFORD ROAD Suite: APN: 212-062-08-00 ----- Tenant Name #: QUIDELORTHO Lot#: Year Built: 1982 ,_________________ -------------- Year Built: 1982 Occupancy: B, s1 Construction Type: Ill-A Fire sprinklers0'ESQNO A/C:Q YESQNO BRIEF DESCRIPTION OF WORK: INTERIOR Tl, INCLUDING MODIFICATIONS EXISTING PRE-FABRICATED DRY ROOM PANELS, NEW .WALLS, CEILINGS, LIGHT FIXTURES, PLUMBING FIXTURES, FINISHES, TENANT EQUIPMENT, MEP & STRUCTURAL AS REQUIRED. D Addition/New: ____________ New SF and Use, __________ New SF and Use _______ SF Deck, _______ SF Pat io Cover, ________ SF Other (Specify) ___ _ LAB LAB, MECHANICAL 0Tenant Improvement: _1_,2_18 ___ SF, Existing Use: _______ Proposed Use: ______ _ _____ SF, Existing Use: Proposed Use: ______ _ D Pool/Spa:. _____ SF Additional Gas or Electrical Features? ____________ _ D Solar: ___ KW,, ___ Modules, Mounted: ORoof C G round D Re roof: _____________________________________ _ 0 Plumbing/Mechanical/Electrical PLUMBING FIXTURES, ASSOCIATED MECHANICAL, ELECTRICAL, PLUMBING 0 Other: STRUCTURAL FOR TENANT EQUIPMENT 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:_9_21_2_2 --City: SAN DIEGO State: CA Zip:._9_2_12_1 __ _ Phone· 858-453-1150 Phone: 858-638-2800 Email · sam@mcfarlaneachitects.com Email: ____________________ _ DESIGN PROFESSIONAL Name: NEAL MCFARLANE / MCFARLANE ARCHITECTS Address: 6256 GREENWICH DRIVE, STE 500 CONTRACTOR OF RECORD Business Name: PREVOST CONSTRUCTION Address: 5051 AVENIDA ENCINAS City: SAN DIEGO State:_c_A __ Zip: 92122 City: CARLSBAD State:_C_A __ Zip: 92008 Phone: 858-453-1150 Phone: 858-720-8559 / 858-967-7927 Email: nkm@mcfarlanearchitects.com Email: msoth@prevostconstruction.com Architect State License: _c_-2_3_69_1_________ CSLB License #: 727637 Class:_B ______ _ Carlsbad Business License# (Required}: BLoso12253-08-2022 APPLICANT 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 City ordinances and State laws relating to building construction. SARAH MCALLISTER / MCFARLANE NAME (PRINT): _A_R_C_H_IT_EC_T_S ______ _ SIGN:'""=~~--Q-c:o:::,--~~,..JJ_c::::::IC=-r-:::-== DATE: 1 o-18-2024 1635 Faraday Ave Carlsbad, CA 92008 Ph: 442-339-2719 Fax: 760-602-8558 Email: Building@carlsbadca.gov REV. 07/21 THIS PAGE REQUIRED AT PERMIT ISSUANCE PLAN CHECK NUMBER: ______ _ A BUILDING PERMIT CAN BE ISSUED TO EITHER A STATE LICENSED CONTRACTOR OR A PROPERTY OWNER. IF THE PERSON SIGNING THIS FORM IS AN AGENT FOR EITHER ENTITY AN AUTHORIZATION FORM OR LETTER IS REQUIRED PRIOR TO PERMIT ISSUANCE. (OPTION A): LICENSED CONTRACTOR DECLARATION: I herebyaffirmunder penalty of perjury that I am licensed under provisions of Chapter9 ( commencing with Section 7000)of Division3 of the Business and Professions Code, and my license is in full force and effect. I also affirm under penalty of perjury one of the 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- Q1 have and wlll maintain worker's compensation, as required by Section 3700 of the Labor Code, fnr th .. !"'rfnrm:anr,. nf th .. wnrl( for which this permit Is Issued. My workers' icnm!"'n<,.tinn insurance carrier and policy number are: lnsuranceCompany Name: old Republic Insurance co Polley No .. MWcJ1211s24 Expiration Date:_ 21112s -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 californla. WARNING: FaHure to secure workers compensation coverage Is unlawful and shall subfect an employer to criminal penalties and clvll fines up to $100,000.00, In addition the to the cost of compensation, damages as provided for In Section 3706 of the Labor Code, Interest and attorney's fees. CONSTRUCTION LENDING AGENCY, IF ANY: I hereby affirm that there is a construction lending agency for the performance of the work this permit Is Issued (Sec. 3097 (i) Ovil Code). Lender's Name:. ____________________ Lender'sAddress: ___________________ _ CONTRACTOR 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 COnstrUCtfon. DIOltally signed by Mi<;~ael Soth Daft: 2024.10.19 NAME (PRINT): -M-ic_h•_e_i _50_th _______ SIGNATURE: ______ 10_,ss_:_ss_.o_roo_· __ DATE:. _______ _ Note: If the person signing above Is an authorized 11ent 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 build or improve for the purpose of sale). -OR-D 1. 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 8-61 "Owner Builder Acknowledgement and Verlfkatlon 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./ understand that ocowof theoppllcoble low, Section 7044of the Business and Professions Code, Is ovo/lobleupon request when this application Is submitted or at the following Web site: http:l lwww.leginfo.ca.gov/calaw.html. OWNER CERTIFICATION: I certify that I have read the application and state that the above information is correct and that the information on the plans ts accurate. I agree to comply with all City ordinances and State laws relating to building construction. NAME (PRINT): _________ _ SIGN: __________ DATE: ______ _ Note: If the person slgnln1 above Is an authorized a1ent for the property owner Include form B-62 slsned by property owner. 1635 Faraday Ave Carlsbad, CA 92008 Ph: 442-339-2719 Fax: 760-602-8558 Email: Bulldlng@carlsbadca.gov 2 REV. 07/21 PERMIT INSPECTION HISTORY for (CBC2024-0334) Permit Type: BLDG-Commercial Work Class: Tenant Improvement Application Date: 10/23/2024 Owner: ARE-SD REGION NO 71 HOLDING LLC Issue Date: 12/1 1/2024 Subdivision: CARLSBAD TCT#81-10 UNIT#01 Status: Scheduled Date 08/05/2025 08/19/2025 09/30/2025 Closed -Finaled Expiration Date: 02/02/2026 IVR Number: 59711 Address: 2285 RUTHERFORD RD CARLSBAD, CA 92008-8815 Actual Inspection Type Start Date 08/05/2025 BLDG-14 Frame/Steel/Bolting/We lding (Decks) Checklist Item Inspection No. Inspection Primary Inspector Status 292153-2025 Partial Pass Chris Renfro COMMENTS BLDG-Building Deficiency Partial pass framing at New doorway. OK to close up. Call for final inspection when complete. 08/19/2025 BLDG-Final Inspection Checklist Item 293469-2025 COMMENTS Partial Pass Chris Renfro BLDG-Building Deficiency Partial pass final inspection, pending 859 form and construction waste receipts. BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final 09/30/2025 BLDG-Final Inspection Checklist Item 296949-2025 COMMENTS Passed Chris Renfro BLDG-Building Deficiency Partial pass final inspection, pending 859 form and construction waste receipts. BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final Reinspection Inspection Reinspection Incomplete Passed Yes Reinspection Incomplete Passed No Yes Yes Yes Yes Complete Passed No Yes Yes Yes Yes Tuesday, September 30, 2025 Page 2 of 2 Building Permit Inspection History Finaled {city of Carlsbad Permit Type: Work Class: Status: Scheduled Date 01/14/2025 01/23/2025 02/11/2025 02/19/2025 05/29/2025 PERMIT INSPECTION HISTORY for (CBC2024-0334) BLDG-Commercial Application Date: 10/23/2024 Owner: ARE-SD REGION NO 71 HOLDING LLC Tenant Improvement Issue Date: 12/11/2024 Subdivision: CARLSBAD TCT#81-10 UNIT#01 Closed -Finaled Expiration Date: 02/02/2026 Address: 2285 RUTHERFORD RD IVR Number: 59711 CARLSBAD, CA 92008-8815 Actual Inspection Type Start Date Inspection No. Inspection Primary Inspector Reinspection Inspection Status 01/14/2025 BLDG-21 273222-2025 Passed Chris Renfro Underground/Underflo or Plumbing Checklist Item BLDG-Building Deficiency COMMENTS 01/23/2025 BLDG-11 274203-2025 Partial Pass Chris Renfro Foundation/Ftg/Piers (Rebar) Checklist Item BLDG-Building Deficiency COMMENTS Patch back slab work for underground trenching. OK to pour. 02/11/2025 BLDG-84 Rough Combo(14,24,34,44) 275838-2025 Partial Pass Chris Renfro Checklist Item BLDG-Building Deficiency BLDG-14 Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout BLDG-34 Rough Electrical BLDG-44 Rough-Ducts-Dampers COMMENTS Partial pass rooftop, air handlers, exhaust and return. Curb framing. 02/19/2025 BLDG-17 Interior Lath/Drywall 276382-2025 Partial Pass Chris Renfro Checklist Item BLDG-Building Deficiency COMMENTS Partial pass, rough framing in mechanical room 05/29/2025 BLDG-84 Rough Combo(14,24,34,44) 286209-2025 Partial Pass Chris Renfro Checklist Item BLDG-Building Deficiency BLDG-14 Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout BLDG-34 Rough Electrical BLDG-44 Rough-Ducts-Dampers COMMENTS Partial pass rough combo ceiling area in equipment room. Complete Passed Yes Reinspection Incomplete Passed Yes Re inspection Incomplete Passed No Yes Yes Yes Yes Reinspection Incomplete Passed Yes Reinspection Incomplete Passed No Yes Yes Yes Yes Tuesday, September 30, 2025 Page 1 of 2 ,a~ ,■i NOVA Services NOVA Services, Inc.• San Diego 4373 Viewridge Avenue, Suite B San Diego, CA 92123 Phone:858-292-7575 Date: 08/06/2025 Daily Field Report Client: Quidel Corporation 6675 Summer Ridge Rd San Diego, CA 92121 Project: 1025008 Quidel lyo T.I. 2285 Rutherford Road Carlsbad, CA 92008 Subcontractor: Skyline TimeArrived: 10:00 General Contractor: Skyline Time Departed: 12:00 Hours: 2.00 Lunch Period (minutes): 0 Permit#: CBC2024-0334 Jurisdiction: Carlsbad lnapectorlTechnician: Lamb, Morgan Certification#: San Diego #1471 , ICC #9984114, ACI #02142219 Reference Documents: Approved project documents. Type of Inspection: Post Installed Anchors / Torque Testing Work Inspected: Post Installed Anchors Arrived onsite as Nova representative to provide special inspection for the installation of mechanical unit anchors to the existing slab per detail 5/S800. Holes were drilled prior to my arrival. Verification of holes depths, diameters and cleanliness was performed. Approximately (14) 1/2"x4 1 /2" Hilti KB-TZ2 were installed with a minimum effective depth of 2 1/2". Anchors were then torqued to 50ft-lbs. using a current calibrated torque wrench. Anchors were torqued with zero reported failures, effective embedment was reverified. Anchor installation was performed in accordance with the approved plans and ESR-4266. No problems noted. Tests Performed on Site: Torque Testing 50ft.lbs. 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 "9e1otl J&\ , .. NOVA SC'rvice~ 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: 1025008 Quidel Lyo T.I. 2285 Rutherford Road Car1sbad, CA 92008 Page 2 of 3 ,a\ ••~ NOVA Services NOVA Services, Inc.• San Diego 4373 Viewridge Avenue, Suite 8 San Diego, CA 92123 Phone: 858-292-7575 Daily Field Report Client: Quidel Corporation 6675 Summer Ridge Rd San Diego, CA 92121 Project: 1025008 Quidel Lyo T.I. 2285 Rutherford Road Carlsbad, CA 92008 Page 3 of 3 True North COMPLIANCE SERVICES December 3, 2024 City of Carlsbad Community Development Department -Building Division 1635 Faraday Ave. City of Carlsbad -FINAL REVIEW City Penn it No: CBC2024-0334 True North No.: 24-018-959 Carlsbad, CA 92008 Plan Review: TI Quidelortho Address: 2285 Rutherford Rd Applicant Name: Sarah McAllister Applicant Email: Sam@mcfarlanearchitects.com OCCUPANCY AND BUILDING SUMMARY: Occupancy Groups: ~-1, B Occupant Load: 1,006 (Tota~ Building) Type of Construction: III-B Sprinklers: Yes Stori es: I Area of Work (sq. ft.): 1,218 sq. ft. The plans have been reviewed for coordination with the permit application. Valuation: See Notes Below Scope of Work: See Notes Below Floor Area: Confirmed Notes: Valuation: Information was not provided on the permit application form. Scope of Work: Please refer to architectural comment A I, a) requesting for scope of work to be revised to include construction of a 1,000 + sf. mechanical room within the Tl floor area. Attn: Building & Safety Department, True North Compliance Services, Inc. has completed the final review of the following documents for the project referenced above on behalf of the City of Carlsbad: I. 2. 3. Drawings: One (I) copy dated November 19, 2024, by Mcfarlane Architects. Structural Calculations: One (I) copy dated October 18, 2024, by KPFF Consulting Engineers. Other Documents: One (I) copy dated November I 0, 2024. The 2022 Californ ia Building, Mechanical, Plumbing, and Electrical Codes (i.e., 202 1 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. 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. True North Compliance Services, Inc. 8369 Vickers Street, Suite 207, San Diego, CA 92111 T / 562.733.8030 Sincerely, True North Compliance Services Review By: Mulham Hweidi -Plan Review Engineer QA/QC Review By: Alaa Atassi Plan Review Engineer Transmittal Letter October 31, 2024 City of Carlsbad Community Development Department -Building Division 1635 Faraday Ave. Carlsbad, CA 92008 Pl an Review: Tenant Improvement to lab areas and mezzanine. Address: 2285 Rutherford Rd., Carlsbad CA True North C OM PLI ANC E SERVI CES FIRST REVIEW City Permit No: CBC2024-0334 True North No.: 24-01 8-959 Applicant ame: Sarah McAllister Applicant Email: sam@mcfarlanearchitects.com True North Compliance Services, Inc. has completed the review of the following documents for the project referenced above on behalf of the City of Carlsbad. Our comments can be found on the attached list. I. 2. Drawings: Electronic copy dated October 21, 2024, by McFarl ane Architects. Structural Calculations: Electronic copy dated October 18, 2024, by KPFF Consul ting Engi neers. Attn: Permit Technician, the scope of work on the plans has been reviewed for coordination with the scope of work on the permit application. See below for information if the scope of work on plans differs from the permit application: Valuation: Scope of Work: Floor Area: See Notes Below Confirmed Confirmed Notes: Valuation not found on application form. Our comments follow on the attached list. Please call if you have any questions or if we can be of further assistance. Sincerely, True orth Compliance Services Review By: Jesse Sanchez -Plans Examiner Quality Review By: Alaa Atassi -Senior Plan Review Engineer True North Compliance Services, Inc. 8369 Vickers Street, Suite 207, San Diego, CA 92111 T / 562.733.8030 Tenant Improvement to lab areas and mezzanin e. 2285 Rutherford Rd. City of Carlsbad-FIRST REVIEW City Permit No.: CBC2024-0334 True North No.: 24-018-959 Page2 October 31, 2024 Plan Review Comments ELECTRONIC -RESUBMITT AL INSTRUCTIONS: Please do not resubmit plans until all departments have completed their reviews. For status, please contact building@carlsbadca.gov Please make all corrections, as requested in the correction list. Corrected sets can be submitted as follows: Email the revised plans and comment response letter(s) to building@carlsbadca.gov for continued review. Note: Tf this project requires FIRE PREVENTION review, ensure that you follow their specific instructions for resubmittal review. The city will not route plans back to Dennis Grubb & Associates for continued Fire Prevention review. GENERAL INFORMATION: A. B. C. D. E. The following comments are referred to the 2022 California Building, Mechanical, Plumbing, Electrical Codes, California Green Bui lding Standards Code, and Energy Code (i.e., 2021 IBC, UMC, UPC, and 2020 NEC, as amended by the State of California). There may be other comments generated by the Building Division and/or other City departments that will also require your attention and response. This attached list of comments, then, is only a portion of the plan review. Contact the City for other items. Respond in writing to each comment by marking the attached comment list or creating a response letter. Indicate which details, specification, or calculation shows the required information. Your complete and clear responses will expedite the re-check. Where applicable, be sure to include the architect and engineer's stamp and signature on all sheets of the drawings and on the coversheets of specifications and calculations per CBPC 5536.l and CBPC 6735. This item will be verified prior to plan approval. lfyou have any questions regarding the comments below, please contact Jesse Sanchez via email jesses@tncservices.com or telephone (562) 733-8030. OCCUPANCY & BUILDING SUMMARY: Occupancy Groups: Occupant Load: Type of Construction: Sprinklers: Stories: Area of Work (sq. ft.): S-1, B 1,006 (total) III-B Yes 2 1,218 sq. ft. ARCIIlTECTURAL COMMENTS: General: Al. For sheet CS 100 please address the fo llowing comments: Tenant Improvement to lab areas and mezzanine. 2285 Ru therfo rd Rd. City of Carlsbad-FIRST REVIEW City Permit No.: CBC2024-0334 True North No.: 24-018-959 Page3 October 31, 2024 a) Under scope of work, please specify TI work includes construction of a 1,000 +SF. mechanical room and related equipment. Also, since no work is shown in the mezzanine area, please remove it from scope. CONSTRUCTION SCOPE OF WORK INCLUDES: 1. DEMOLITION AS REQUIRED FOR NEW WORK. 2. INTERIOR WORK TO INCLUDE MODIFICATIONS TO THE LAB AREAS ON THE FIRST LEVEL AND 1vtEZlAt◄lt◄E OF At◄ EXISflt◄6 BUILDlr◄6. TENANT EQUIPMENT, LIGHT FIXTURES, FINISHES, WALLS, DOORS. PLUMBING FIXTURES ETC. 3. STRUCTURAL REINFORCEMENT OF CONCRETE SLAB FOR TENANT EQUIPMENT. 4. ASSOCIATED IMPROVEMENTS AND MODIFICATIONS TO STRUCTURAL. MECHANICAL. PLUMBING AND ELECTRICAL AS REQUIRED FOR NEW WORK. 5. ROOF TOP MECHANICAL EQUIPMENT 6. NO FLOOR AREA IS BEING ADDED UNDER THIS PROJECfS SCOPE OF WORK. b) Provide the following note: Site and restrooms are fully accessible under permit number CBC2021- 0l 11 A2. For sheet A2 l 3, the enlarged fl oor plan calls out eight (8) separate pieces of equipment in the new mechanical room. Please provide the equipment schedule as referenced on the symbol legend for all equipment. , ' ' ' ' i------t--t~ ..... ', ···~j·.1. ...... ,.,,.-r·, ,; ',,,, i (---~~ C----~---rr ! l I r---------1 r: ~---l~ l_____ 1 ! ,E I M0Vt0 >, c~o AS 1tf'OUleO. SYMBOL LEGEND D (XafN:)f:\OObNOAt&AMOIASETOHRt).l()Y(Of()t Mtw~ COffflAC101f0Cl.CA.."iSUffAC(.PA1'04AN01P'AaAttr'LA.IGfi Ct'IOIS I" nar,,,c SlJJ AK:> Plt0Yl)l A SMOOfH NC> ltve. WlfAGf. to. NSlAUAIION 0, NEW fNSHG Jl"EJt P'\AI<. CMOl!ADO: COf,RA,CtOI: 10 P'll0Va a«i 1, ffl:NG NfO Al'C"ION g ll())lfOlrmorva:,....-..am~"80HTSOICXU. @$~~--~- A3. Sheet A00 lidentifies the proposed mechanical room as "SDGE Electrical". Please clarify. Tenant Improvement to lab areas and mezzanine. 2285 Rutherford Rd. October 31, 2024 ' ' .,., ,,_ ~ ~ £XIT 1.7 IOCE El!CTit!CN l.17U r I/JOO . City of Carlsbad-FIRST REVIEW City Permit No.: CBC2024-0334 True North No.: 24-018-959 Page 4 A4. Mechanical plans show work on the first and second floor along the westerl y areas of gridli nes H and T. Provide architectural floor plans as needed to identify the proposed work within these areas. A5. Electrical sheet E212 shows what appears to be re located equipment on the first floor along the westerly areas of gridlines H, I and J. Provide architectural floor plans as needed to identify the proposed work within these areas. A6. For sheet A2 I 3, provide a note to indicate the card reader is only for access control and wi ll not restrict egress door operation at any time. a) ACCESSIBILITY COMMENTS: General: Dl. For sink shown on sheet A213, provide the following information per CBC l lB-606: a) Provide clear floor space in accordance with CBC l lB-305 for a forward approach. CBC l lB- 606.2. b) Provide knee and toe clearance in accordance with CBC l lB-306. CBC l lB-606.3. c) Specify height of lavatory to be 34 inches maximum, measured from higher of the rim or counter surface. CBC l lB-606.3. d) For faucet controls, the following comments apply per CBC l lB-606.4: i) Specify the h~ight of the operable parts to be 44 inches maximum per CBC l lB-308.2.2. Tenant Improvement to lab areas and mezzanin e. 2285 Rutherford Rd. October 31, 2024 City of Carlsbad-FIRST REVIEW City Permit No.: CBC2024-0334 True North No.: 24-018-959 Page5 ii) Specify the control to be operable with one hand and shall not require tight grasping, pinching, or twisting of the hand. CBC 11 B-309.4. iii) Specify activation of the control to require a maximum force of 5 pounds. CBC 11 B-309.4. iv) Hand-operated metering faucets shall remain open for 10 seconds minimum. e) Specify exposed piping underneath the lavatory to be insulated. CBC 11 B-606.5. D2. For sheet A2 I 3, provide dimensions between the equipment and other elements. An aisle width of the following is required: a) b) 44" where aisle serves elements on both sides. 36" where aisle serves only one side. ·--, l I j. ,---, µ r--------::i, 7-, ? I U f I~] i i i [J!:i L-------1 1~ : ;J ___ ,!,I ·181 . -r .... "' '":' ,, -.. .. I f -----, j ... ~ DE] I 1: I :-181 I ... r -----, I I c) L-~--+~J I I I I I I L----- HAZARDOUS MATERIAL COMMENTS: CBC l lB-403.5.1. Exception 4 Hl. Provide a completed Hazardous Materials Questionnaire form HMBP Questionnaire Tenant Improvement to lab areas and mezzanine. 2285 Rutherford Rd. City of Carlsbad-FIRST REVIEW City Permit No.: CBC2024-0334 True North No.: 24-018-959 Page 6 October 31, 2024 H2. If applicable, identify the types of hazardous materi als stored, or in open or closed systems for the new mechanical room and related equipment. Provide a hazardous materials list and provide a comparison with the maximum allowable quantities per CBC Table 414.2.5(] ). Show comp! iance with CBC Table 414.2.2. ELECTRICAL COMMENTS: E I . For the new mechanical room: a) Show location of installed emergency egress lighting equipped with battery backup in case of primary power loss. CBC I 008.3 b) Provide exit signs installed at the required exit and exit access doorways of the building in accordance with CBC 41 I . 7 and 1013. GREE BUILDING COMME TS: G I. Climate Action Plan requirements apply to all new structures, residential additions/remodels equal to or exceeding $60,000 in valuation, and commercial City of Carlsbad requires that all projects that qualify for CAP compliance wi ll require a completed Cli mate Action Plan (CAP) Consistency Checklists (city forms B-50) to be completed by the APPLICANT. https://www.carlsbadca.gov/home/showpublisheddocument/6878/638225157825900000 a) For plans submitted to the City the following Climate Action Plan requirements apply, per Carlsbad ordinance: b) The applicant is to fill out the B-50 CAP Consistency Checklist. The scope of work and project valuation will determine which sections of the CAP are required. c) Plan examiners review the B-50 CAP Consistency Checklist for completion. For example: If new residential construction is the scope of work, CAP sections 2A, 3A, and 4A are required to be filled on the B-50 checklist. STRUCTURAL COMMENTS: Plans: S 1. For sheet S2 l l, provide structural details for all equipment installation call outs shown. Structural Calculations: S2. In addition to the refrigeration and vacuwn skid, provide calculations for all other remaining equipment and components shown on sheet S21 l per ASCE 7-16 Section 13. If you have any questions regarding the above comments, please contact Jesse Sanchez email jesses@tncservices.com or telephone (562) 733-8030. [END] ~ Mc FARLA NE ARCHITECTS PLA\ Clll~CK Hl~SPO\SES Project Nome: Project Nome Dote: l l /20/2024 City Project No: CBC2024-0334 MA Project No: 24-108-35 Cycle No: DESIGN CHANGES (NOT AS A RESULT OF CITY COMMENTS) Chanae # Description of Chanae l Proposed scullery sink along Gridline 2 wos removed from the scope of work. See sheet A213. All affected sheets hove been updated. 2 Utilities for future tenon! equipment in the wet room 117 hos been removed. Affected sheets hove been updated. 3 Per conditional fire approval, we hove updated the egress count .. the square footage we were previously showing wos incorrect .. see snipil below for corrected sf ond occupant count. - D ~ u.a· NON-~ ~~L A l/100 I ., TRUE NORTH REVIEW: Jesse Sanchez ·esses@tncservices.com 562-733-8030 Issue# Al Written Res onse See sheet CS l 00 where the scope of work wos updated: • Included verbiage about the 'Mechanical' room. • Removed the reference of the Mezzonine. • Added requested note obout the site ond restrooms being occessible. The square footoge information wos not included in the scope of work however, os this is already noted on the CS l00 sheet under 'Area of Improvements'. It would be redundant to include the some information under the scope of work os it is olreody been mode clear who! the square footage of the oreo of work is. For easy reference, o snipit from the CS l 00 sheet hos been provided below showing the revised 'scope of work' verbioge olong with the 'Area of Improvements' previously included. I. ~_...,...;,;;;..;.;;.;;a;;o,;;;,:;;~~:;..,;,.;;:.:;;,..__,._.,._,,_,....,., 2. MOOIFICATIONS 10 THE I.AB AREAS EXISTING 8UllOING FOR PROPOSED A EQUIPMENT. UGHT FIXTURES. 4. ASSOCIATED IMPROVEMENTS AND MOOIACATIONS 10 STRUCTURAL MECHANICAL PI.UM81NG AND ElEClRICAL AS REQUIRED FOR NEW WORK. 5. ROOF TOP MECHANICAL EQUIPMENT 6. NO FLOOR AREA IS 8BNG ADDEO UNOER THIS PROJECTS SCOPE OfW RK L TI O RLS DI AC 0 . • O.UNII . I. ECIIYO CARLSBAD. COUNT Of SAN DIEGO. STATE Of CALIFORNIA. ACCORDING TO MAY THEREOF NO. 10330. ALEO IN THE OFFICE Of COUNTY RECORDfR Of SAN DIEGO COUNTY, FfBRUARY 1982 Architecture • Planning • Interiors 6256 Greenw,ch Drive, Su,te 510, San Diego, Cahforn,a, 92122 • P: 858.453.1150 Project Nome: City Project No: MA Project No: Dote: Poge: A2 A3 A4 A5 A6 Project Nome C8C2024-0334 24-108-35 11/20/2024 2 of 4 AREA OF PROPOSED IMPROVEMENTS: 1m~~L 1.218 SF PL\\ C l I ECK B ESPO\SES 21::!ClL~tL IQI6L OSF 1.218SF The equipment schedule wos previously included on sheet A950 'Schedule -Door, Finish, Mounting Height & Equipment'. A Snipit of the equipment schedule that wos included on thot sheet hos been provided below for eosv reference. I!!- llll'"fUUM.,\a;.,,._.. Laboratory Equipment list ----· 1£ i ! I ! I d1 I s I 11 11 I I I I I I I I II Ii JI I l I 1 f ,I • t i ---I I I I I I ,-,-----a.-........ ' _, ..,,,, , . ............ -~ .. • .,. , .... . . ........,._.,._ .. -. ,..,_ , __ , .. .. • ,, .. " ---' ,_ -,-,_,_ .. . . . . --_ ... t -.,_ --... ... ... . . . . --' -·--·-1n -. ' .. --t ---,-,-" . . . --·~ . ' ' --. ·~ ' . --t --" ...... .. t . H l..,1'.ti ..... 14 ,__ . --.. -1• ... • . ~-t ·--,·-,-,-" . This wos o typo ond hos been corrected. See sheet A00l where we hove changed the nome lo 'Mechonicol' on the ec:iress pion. The mechonicol plans where showing mechonicol work os required to provide utilities to possible future tenant equipment but were not shown on the Architectural os it wos 'Mechonicol' work .. That said, per above 'Design Changes', the tenant hos decided to remove this scope of work from this project ond affected sheets hove been updated. Electrical sheet E212 wos showing the relocation of utilities for possible future tenant equipment. There is nothing being relocated ond oll 'equipment' shown wos just speculative in nature. That soid, per above 'Design Changes', the tenant hos decided to remove this scope of work from this project ond affected sheets hove been uodoted. Doors 120A ond 1208 ore not 'egress doors'. If you look ot the egress pion on sheet A00l (snipit provided below for easy reference), you will see that the path of travel to the exit is through the lob (green space) ond not through the mechonicol space. Cord readers ore allowed on doors tho! ore not in the poth of travel, which these ore not. Architecture • Planning • Interiors 6256 Greenwich Drive, Suite 500, San Diego, Cahforn1a, 92122 • P: 858453.1150 Project Nome: City Project No: MA Project No: Dote: Page: D1 D2 Hl H2 Project Nome CBC2024-0334 24-108-35 11/20/2024 3 of 4 I ElCIT I OISCHl\l!GE i EXIT 1.7 I • I I PL \, CI IEC "-H ES PO, SES • S0G( llfC1IIICAt I 176 Sf 11300 • The proposed scullery sink hos been removed from the scope of work on this project, and os such, this comment no Ion er o lies. Per 118-203.5 (Machinery Spaces): Spaces frequented only by service personnel for maintenance, repair or occasional monitoring of equipment shall not be required to comply with these requirements or to be on on accessible route. Per the above code section, os the proposed oreo in question is o Mechanical room, it is not required to com I with the cha ter 11 8 or be on on accessible route. The Hazardous Materials Questionnaire was already reviewed, approved and hod been included in our submittal to the Ci of Carlsbad. We hove attached another co to our o licont res onse. The only new 'hazardous materials' include refrigerant for the proposed Lyophilizer's located in the mechanical room. Thee ui men! in uestion ore 18, 28 and 38 os shown on the floor Ion, sheet A213. • Lyo2 (18) o R-22 30Ibs o R-5088 50 lbs o Silicone oil 45 gallons • Stokes 220 (28) o 3 refrigeration circuits. o Each circuit will have between 45-65 lbs of R507 refrigerant. o T otol refrigerant 135-195 lbs • Hull 140(38) o 2 refrigeration circuits. o Each circuit will hove between 45-50 lbs of R507 refrigerant. o Total refri eront 135-150 lbs. Architecture • Planning • Interiors 6256 Greenwich Drive. Suite SOD, San o,ego, California. 92122 • P: 858.453 1150 Project Nome: City Project No: MA Project No: Dote: Page: El Gl Sl S2 Project Nome CBC2024-0334 24-l 08-35 l l /20/2024 4 of 4 I --+-~-~ ~ I I I I ~ I I • I I I I t -1111 • 1r T------ : ------t --1QJ: ----, ,.. r--""'I ' I I \ \ ' \,, r- ' I r--------~ I Hj-µ] I I I • ·~: L---------r: l n~ ___ !Jlj •lil T .., • 4 I f -i I I I I I I ~[¥) T ~~ : ____ l ~ I I I I L----- ' I _,.' . ' I See electrical res onse. PL \, CI I EC I\. B ES PO\ SES Per the City of Carlsbad's Tenant Improvements B-6 form, a 'Completed B-50 Climate Action Pion' is only required for 'Tl's over 200k valuation. The valuation for the proposed work per the ICC Building Valuation Dato is $99,742.02. As this falls below the 200,000, o Com leted B-50 Climate Action Pion is not re uired. See structural res onse. Architecture • Planning • Interiors 6256 Greenwich D11ve, Suite 500, San Diego, Cahforn,a, 92122 • P: 858.453.1150 lqili Comment # Response Quidel Rutherfurd L YO Response to Plan Check Comments KPFF Project# 2400108 Prepared by KPFF 11/13/2024 (619) 521-8500 #S1 All structural details have been provided for equipment installation call outs shown on plan. Fan coils are anchored per 15/S800, and exhaust fan is anchored per 10/S800. All (8) pieces of equipment referenced on S211 are anchored to existing slab per 5/S800. All references are included on S211 and details are provided on S800. #S2 Existing slab is checked for the refrigeration skid and vacuum skid, as well as the heaviest piece of equipment in the room {Hull 140). These calculations are found on pages Al-A3 of the calculation package. All (8) pieces of equipment referenced on S211 are anchored to existing slab per 5/S800. Calculations can be found on pages 81-813 of the calculation package. Anchorage for these pieces of equipment is provided per requirements of ASCE 7-16 Chapter 13. Fan coil equipment anchorage calculations can be found on pages 814- 817 of the calculation package. Exhaust fan weighs less than 400#, and additional calculations are not required for this equipment per ASCE7-16 Chapter 13. Quidel Rutherford LYO Plan Check Responses 11/13/2024 Page 1 of 1 vnceot ~lectrical §vlutitJn§~ Inc. November 20, 2024 City of Carlsbad Community Development Department -Building Division Attention: Plans Examiner Subject: Dear examiner, Tenant Improvement to lab areas and mezzanine 2285 Rutherford Rd., Carlsbad CA PCIS #CBC2024-0334 / 24-018-959 CES Project Number: 189-010 Thank you for taking the time to review our plan submittal regarding the subject project indicated above. Below are my responses to your comments: ISSUE E1 RESPONSE a) See Sheet E210 -All lighting in this facility is on an emergency back up generator. b) See Sheet E210 -Exit sign added at door leading to corridor. If you have any questions, please do not hesitate to call and discuss. Sincerely, ,4 Robert Aarsleff Principal Concept Electrical Solutions, Inc. phone: 858.449.5732 I fax: 858.679.0611 I 14427 Elmport Lane, Poway, CA 92064 Robert.aarsleff@conceptelectricalsolutions.com website: conceptelectricalsoiutions.com 3131 Camino Del Rio North, Suite 1080 San Diego, CA 92108 619.521.8500 kpff.com Quidel Rutherford L YO Structural Calculations Plan Check Resubmittal KPFF Project #2400108 CITY Calculation Index Job: Quidel Rutherford L YO KPFFJob No 2400108 Address: 2285 Rutherford Road, Carlsbad, CA 92008 (These calculations apply to the job at this address only) Revision No. 1 Item: Sheet: REVO REV 1 Existing Slab Evaluation Al-A3 Al -A3 Equipment Anchorage Design Bl -B17 Bl -B17 Index page 1 of 1 3131 Camino Del Rio North. Suite 1080 San Diego, CA 92108 619.521.8500 kpff.com Quidel Rutherford L YO Existing Slab Evaluation 3131 Camino Del Rio N Suite 1080 oroiect Quidel Rutherford LYO E~g,neers San Diego, CA 92108 p (619) 521-8500 f (619) 521-8591 www.kpff.com Existing Slab Evaluation location client Existing drawings general notes: 6 SOIL DESIGN PRESSURE : 2500 F.~.F, by TB date 10/18/24 job no. 2400108 7 foR CHARACTER OF SO IL SEE REPORT BY: GEO&OIL"::», INC , ~e-poFi,T N° W.O. -=,~c, -&P, DATED MAFZ, 14, IC:,8°1, 11 CONCRETE SHALL HAVE A MINIMUM TWENTY-El6HT DAY COMPRES- SIVE STRENGTH, F'C, AS FOLLOVS MITH A MINIMUM QF 517 LBS OF CEMENT PER CUBIC YARD: PAD FOOTINGS CONT• FOOTINGS 6RADE BEAMS SLAB ON GRADE COLUMNS WALLS 8, Existing slab checked for several worst case equipment types. Refrigeration skid: 103.4" L x 56.4" W PLF = 9000#/2 sklds/103.4" = 523plf 523 PLF 523 PLF 523PLF'18" BAR SPACING= 785# 2.o::::o PSI• 2.oOQ PS I• SOOQ PSI• -:;;zcx::,o PSI• 3000 PSI• ==-oc,o PSI• t t ,rf-56.4" -+· of PhiVs = 0.6'60ksi'0.2inA2 = 7.2k capacity at each bar. Rebar ok for this skid loading for shear check 1·-0· Vacuum skid: (2) 33.9" L X 25.4" W PLF = [1000#/ (25.4")]/2 skids • 237plf 237 PLF 237 PLF 237PLF'18" BAR SPACING = 360# -·· t t ,rf-33.9· -+·-of PhiVs • 0.6'60ksi'0.2inA2 = 7.2k capacity at each bar. Rebar ok for this skid loading for shear check 1·-0· EXISTING SLAB IS #4@18" OC -->As= 0.13inA2/ft sheet no. A2 3131 Camino Del Rio N Suite 1080 San Diego, CA 92108 p (619) 521-8500 f (619) 521-8591 www.kpff.com Existing Slab Evaluation Hull140 Check bearing pressure: 92_1" L x 67.7" W x 62" H oroiect Ou idel Rutherford L YO location client PSF = 20000#/ (92.1 "*67.7") = 462 psf < BEARING PRESSURE, OK Check existing slab: 1.4DL 1.4*20,000#/2 skids/67_7in = 2482plf/2 either side of skid= 1200plf Assuming unreinforced 12" width of slab PhiVc = 0.75*sqrt(f'c)bd = 0.75*sqrt(2000psi)*12"*5" = 2012# OCR = 1200plf*1 ft /2012# = 0.6 < 1.0 Existing slab ok bv TB sheet no. A3 date 10/18/24 job no. 2400108 B1 3131 Camino Del Rio North, Suite 1080 San Diego, CA 92108 619.521.8500 kpff.com Quidel Rutherford L YO Equipment Anchorage 3131 Camino Del Rio N Suite 1080 San Diego, CA 92108 p (619) 521-8500 I (619) 521-8591 www.kpll.com Equipment Anchorage (5/S800) ro·ect location client ( 4) MIN ½" DIAM HILTI KB-TZ2 CS x 4½" (hef = 2½ ") (ESR 4266). MIN (2) AT EA SIDE OF EQUIPMENT, ( 4) TOTAL. uidel Rutherford LYO b TB date 10 18 24 job no. 2400108 ,----------7 I 'V MECH UNIT PER 1 MECH DWG I I I I I I I I I I I EXISTING 5" SLAB ON GRADE sheet no. 82 MECHANICAL UNIT ANCHORAGE TO EXISTING SLAB ON GRADE SCALE: 1 "=1 '-0" ASCE 7-16 83 Lhe stair shall be designed wiLh !lo corresponding Lo Lhe seismic force-resisting system but not less Lhan 2 -I /2. 13.6 MECHANICAL AND ELECTRICAL EXCEPTION: LighL fixLures, lighLed signs, and ceiling fans not connected to ducts or piping, which are supported by chains or otherwise suspended from the structure, are not required to satisfy the seismic force and relative displacement requirements provided Lhat they meet all of the following criteria: COMPONENTS 13.6.1 General. Mechanical and electrical components and Lheir supports shall satisfy Lhe requirements of this section. The aLLachment of mechanical and electrical components and Lheir supports Lo Lhe structure shall meet Lhe requirements of Section 13.4. Appropriate coefficients shall be selected from Table 13.6-1. I. The design load for such items shall be equal to 1.4 times the operating weight acting down with a simultaneous horizontal load equal to 1.4 times the operating weight. The horizontal load shall be applied in Lhe direction that results in the most critical loading for the design. 2. Seismic interaction effects shall be considered in accor- dance with Section 13.2.3. Table 13.6-1 Seismic Coefficients for Mechanical and Electrical Components Component• MECHANICAL AND ELECTRICAL COMPONENTS Air-side HV ACR, fans, air handlers, air conditioning units, cabinel heaters, air distribution boxes, and other mechanical components 2½ constructed of sheel metal framing Wet-side HVACR, boilers, furnaces, atmospheric tanks and bins, chillers, waler heaters, heat exchangers, evaporators, air separators, manufacturing or process equipment, and other mechanical components constructed of high-defonnability materials Air coolers (fin fans), air-cooled heal exchangers, condensing units, dry coolers, remote radiators and other mechanical 2½ components elevated on integral structural steel or sheet metal supports Engines, turbines, pumps, compressors, and pressure vessels not supported on skirts and not within the scope of Chapter 15 Skirt-supported pressure vessels not within the scope of Chapler 15 2½ Elevator and escalator components I Generators, batteries, inverters, motors, transformer.., and other electrical components constructed of high-deformability materials I Motor control centers, panel boards, switch gear, instrumentation cabinets, and other components constructed of sheet metal framing 2½ Communication equipment, computers, instrumen1a1ion, and controls Roof-mounted stacks, cooling and electrical towers laterally braced below their center of mass 2½ Roof-mounted stacks, cooling and electrical towers laterally braced above their center of mass I Lighting fixtures Other mechanical or electrical com onents VIBRA Tl ON-ISOLA TED COMPONENTS AND SYSTEMS Components and systems isolated using neoprene elements and neoprene isolated floors with built-in or separate elastomeric snubbing 2½ devices or resilienl perimeter stops Spring-isolated components and systems and vibration-isolated floors closely restrained using built-in or separate elastomcric 2V2 snubbing devices or resilient perimeter stops Internally isolated components and systems 2½ Suspended vibration-isolated equipment including in-line duel devices and suspended internally isolated components 2½ DISTRIBUTION SYSTEMS Piping in accordance with ASME 831 (200 I, 2002, 2008, and 20 I 0), including in-line components with joints made by welding or 2½ brazing Piping in accordance with ASME 831, including in-line components, constructed of high-or limited-defonnability materials, with 2½ joinls made by threading, bonding, compression couplings, or grooved couplings Piping and tubing not in accordance with ASME 831, including in-line components, constructed of high-deforrnability materials, 2V2 with joints made by welding or brazing Piping and lubing nol in accordance with ASME 8 31, including in-line components, constructed of high-or limited-deformability 2½ materials, with joints made by threading, bonding, compression couplings, or grooved couplings Piping and tubing constructed of Jow-defom1ability materials, such as cast iron, glass, and nonductilc plaslics 2½ Ductwork, including in-line components, constructed of high-deformabili1y materials, with joints made by welding or brazing 2½ Ductwork, including in-line components, constructed of high-or limited-deforrnability materials with joints made by means other 2½ than welding or brazing Ductwork, including in-line componen1s, constructed of low-deformability materials, such as cast iron, glass, and nonduc1ile 2½ plastics Electrical conduit and cable trays 2½ Bus ducts Plumbing I Pneumatic tube transport systems 2½ R• , o,• 6 2 2½ 2 3 IV2 2½ 2 2V2 2 2½ 2 2½ 2 6 2 2½ 2 3 2 2½ 2 I½ 2 I½ 2 2½ 2 2 2 2 2 2½ 2 12 2 6 2 9 2 4½ 2 3 2 9 2 6 2 3 2 6 2 2½ 2 2V2 2 6 2 • A lower value for ap is permitted where justified by detailed dynamic analyses. The value for aP shall not be less than I. The value of aP equal to I is for rigid components and rigidly attached components. The value of aP equal to 2½ is for flexible components and flexibly attached components. bComponents mounted on vibration isola1ors shall have a bumper restrain! or snubber in each horizon1al direction. The design force shall be taken as 2FP if the nominal clearance (air gap) between the equipment support frame and restraint is greater than 0.25 in. (6 mm). If the nominal clearance specified on the construction documents is not greater than 0.25 in. (6 mm), the design force is pennitted to be taken as FP" <overstrength as required for anchorage to concrete and masonry. See Sec1ion 12.4.3 for seismic load effects including overstrength. Minimum Design Loads and Associated Criteria for Buildings and Other Structures 129 l (111111 (111111 3131 Camino Del Rio N Suite 1080 oroiect Ouidel Rutherford LYO by ~ U ■■I I ■ 1 Consulting Engu1eers San Diego, CA 92108 p (619) 521·8500 f (619) 521·8591 www.kpff.com Equipment Anchorage 13.3.1 Seismic Design Force location client 13.3.1.1 Horizontal Force. The horizontal seismic design force (Fp) shall be applied at the component's center of gravity and distributed relative to the component's mass distribution and shall be determined in accordance with Eq. (13.3-1): 0.4apSosWp ( z) Fp = G:) I + 2,; (13.3-1) F P is not required to be taken as greater than F P = l.6S0sl P W P (13.3-2) date job no. 0.4*1 .0*0.932Wp (1 + 2*0)/(1.5/1.0) = 0.249Wp 1.6*0.932*1.0Wp = 1.49Wp sheet no. B4 and F P shall not be taken as less than F P =0.3S0sl pWp (13.3-3) 0.3*0.932*1.0Wp = 0.28Wp <--GOVERNS ap = 1.0 Rp = 1.5 Omega= 2.0 Sds = 0.932g Ip = 1.0 Ev = 0.2Sds*Wp = 0.2*0.932Wp = 0.19Wp 7. 0.9D-Ev +Eh For STOKES 220 (20k equipment): Overturning = 0.28*20,000*73" high/64" spacing between anchors/2 anchors = 3189# 0.9D = 0.9*20,000#/4 anchors = 4500# Ev = 0.19*20,000#/4 anchors = 932# 4500# -3189# -932# = 378# compression --> in Hilti no tension is applied Sh ear = 2.0*0.28*20,000#/4 anchors = 2800# (includes omega) Equipment Anchorage --.... ..-HaxwtlcM-(1) Hinwew,t(f) l lftlth (In) Wldtll (In) HeW11 (in) IOI anchon Olert~ 0.90 St0ktt220Hain~ 20000 15000 .. .. 1 .. • 3119 .... Stotes 220 Condenslnc Charntlef 10000 .... 104 80 .. • 1111 22>0 St0kts220Rdf_,,c,ontk,d l ,000 10000 120 71 110 . 15Sf 337S LY02 7500 7500 132 .. .., . 784 1681 HUil 1'0 Ftetlt 0rytt' ¥tSSel 20000 20000 105 73 12 . 1250 .... HUil 140 RdrtCetltion Mid ........ 111 .. 100 • 1210 20:ZS Hull 140YKUUmtkid 2200 2200 73 34 100 . 513 .... $totes 220 YKIA.Wn ltid 2200 ---2200 _ 111 76 100 • 214 .... "' • 11 CompJH'60n, • rll tensk>ft lnduoeomeplfvatuelSnea o.90-et-En Tention tot ancnor 932 379 ... ... 350 932 ... 103 103 ... 1117 .... 2312 396 ·120 179 • ts comprusk)n, • b tension --~ omeaa Ir nut is nti °"""""" 0.90 "' 0.-TtntiOnfOt~ 379 2392 337S ... ... ... 719 1350 210 351 1117 um 22>0 ... 745 .... ,... 1681 350 .... 2312 1250 .... 932 2312 396 1210 202S ... 311 -735 513 .... 103 ·120 179 214 ... 103 179 HIL Tl IS CHECKED FOR WORST CASE COMBINATION OF TENSION AND SHEAR TwtMOatotMChcw{mu) ... 85 ,,,..,,1nc10fMJ,I) C12Bl 1· = f f 5 • • ----------------------Hilti PROFIS Engineering 3.1.4 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: Specifier•s comments: 1 Input data Anchor type and diameter: Item number: Specification text: Effective embedment depth: Material: Evaluation Service Report: Page: Specifier: I Concrete -Oct 9, 2024 Kwik Bolt TZ2 -CS 1/2 (2 1/2) hnom3 2210255 KB-TZ2 1/2x4 1/2 Hilti KB-TZ2 stud anchor with 3 in embedment, 1/2 (2 1/2) hnom3, Carbon steel, installation per ESR-4266 h01,ac1 = 2.500 in., hnom = 3.000 in. Carbon Steel ESR-4266 E-Mail: Date: 86 10/17/2024 Issued I Valid: Proof: 12/1/2023 112/1/2025 Design Method ACI 318-19 / Mech 2,500psi CONCRETE STRENGTH IS REASONABLE EXPECTED STRENGTH FOR THIS SLAB USING ENGINEERING JUDGMENT Stand-off installation: Anchor plateR: Profile: Base material: Installation: Reinforcement: Seismic loads (cat. C, D, E, or F} 0.500 in.; (Recommended plate thickness: not calculated} no profile cracked concrete, 2500, fc' = 2,500 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 Tension load: yes (17.10.5.3 (d}) Shear load: yes (17.10.6.3 (c)) R -The anchor calculation is based on a rigid anchor plate assumption. Geometry [in.] & Loading [lb, in.lb] X 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< or Hilti AG, Schaan 1·:115.-1 Hilti PROFIS Engineering 3.1.4 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: 1.1 Design results Case I Concrete -Oct 9, 2024 Description Combination 1 2 Load case/Resulting anchor forces Anchor reactions [lb] Tension force:(+ Tension, -Compression) Anchor Tension force Shear force 735 2,796 Max. concrete compressive strain: -[%o) Max. concrete compressive stress: -[psi) Resulting tension force in (x/y)=(0.000/0.000): 735 [lb) Resulting compression force in (x/y}=(-/-}: 0 [lb) Shear force x 2,796 Page: Specifier: E-Mail: Date: Forces [lb)/ Moments [in.lb) N = 735; V, = 2,796; Vy= 0; M, = 0; My = 0; M, = 0; Shear force y 0 Anchor forces are calculated based on the assumption of a rigid anchor plate. 3 Tension load Load Nu• [lb] Capacity ♦ N0 [lb] Steel Strength• 735 8,433 Pullout Strength* N/A N/A Concrete Breakout Failure•• 735 2,023 • highest loaded anchor ••anchor group (anchors in tension} lnpot data end 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 87 2 10/17/2024 Seismic Max. Util. Anchor [%) yes 65 V Tension Utilization PN = Nu.I♦ N" Status 9 OK N/A N/A 37 OK 2 •· = i i S ~ • ----------------------Hilti PROFIS Engineering 3.1 .4 www.hilti.com Company: Address: Phone I Fax: I Design: Concrete• Oct 9, 2024 Fastening point: 3.1 Steel Strength N.. = ESR value ♦ N .. ~ Nua refer to ICC-ES ESR-4266 ACI 318-19 Table 17.5.2 Variables A..N [in.1 0.10 Calculations N .. [lb) 11,244 Results N .. [lb) 11,244 futa [psi] 114,004 + steel 0.750 3.2 Concrete Breakout Failure -(ANc) Neb -ANGO lj/ ed.N lj/ c,N lj/ cp,N Nb ♦ Neb~ Nu• ♦ nonductile 1.000 ~ see ACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b) ~ = 9 h!, lj/ ed,N = 0. 7 + 0.3 ( ~.•Sh:J !5: 1.0 lj/ = MAX(ca,min 1.5h•') 1.0 cp,N Cac , Cac ~ . /7 1.5 Nb = kc ).. 8 "lfc h01 Variables h81 [in.] c, min [in.] lj/ c,N 2.500 .. 1.000 Calculations ~c[in.2) ~[in.2] lj/ ed,N 56.25 56.25 1.000 Results Neb [lb) + c:oncrele 4tae11m~ 4,150 0.650 0.750 Page: Specifier: E-Mail: Date: ♦ N18 [lb) Nua [lb) 8,433 735 ACI 318-19 Eq. (17.6.2.1a) ACI 318-19 Table 17.5.2 ACI 318-19 Eq. (17.6.2.1.4) ACI 318-19 Eq. (17.6.2.4.1b) ACI 318-19 Eq. (17.6.2.6.1b) ACI 318-19 Eq. (17.6.2.2.1) cac [in.] kc 6.750 21 lj/ cp,N Nb [lb] 1.000 4,150 ♦ noodudlle ♦ Neb [lb) 1.000 2,023 Input data and results must be checked tor conformity with the existing conditions and for plausibiityl PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademarl< or Hilti AG, Schaan 1.000 735 B8 3 10/17/2024 ( [psi] 2,500 3 •·=ii S -i Hiltl PROFIS Engineering 3.1.4 www.hllti.com Company: Address: Phone I Fax: I Design: Concrete -Oct 9, 2024 Fastening point: 4 Shear load Load Vu• [lb] Steel Strength• 2,796 Steel failure (with lever arm)' N/A Pryout Strength .. 2,796 Concrete edge failure in direction •• N/A • highest loaded anchor .. anchor group (relevant anchors) 4.1 Steel Strength V u .eq = ESR value 4' v ,1ee1 ~ v u. Variables A..v [in .1 0.10 Calculations V11,09 (lb) 6,878 Results v .. ,09 (lb) 6,878 refer to ICC-ES ESR-4266 ACI 318-19 Table 17.5.2 fu1e [psi] 114,004 1.000 4' nondudile 0.650 1.000 4, V11_09 (lb) 4,471 Input data and results must be checked for conformity with the existing conditions and for plausibility! Page: Specifier: E-Mail: Date: Capacity ♦ V" [lb] 4,471 N/A 5,811 N/A 2,796 PROFIS Engineering ( c) 2003-2024 Hiltl AG, FL-9494 Schaan Hilti is a registered Trademar1< of Hilti AG, Schaan 89 4 10/17/2024 Utilization Pv = V uat+ V n Status 63 OK N/A N/A 49 OK N/A N/A 4 1· = i i 5 • • ----------------------Hilti PROFIS Engineering 3.1.4 www.hilti.com Company: Address: Phone I Fax: I Design: Concrete -Oct 9, 2024 Fastening point: 4.2 Pryout Strength V cp = kcp [ (.:;:) lj/ ed,N lj/ c,N lj/ cp,N Nb ] cp vcp ~ v..,. ~ see ACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b) ~ = 9 h!, lj/ ed,N = 0.7 + 0.3 ( ~.•s~:,) $ 1.0 'V = MAX(c• min 1.5h•') 1.0 cp,N Cac • Cac S . I' 1.5 Nb = kc A • -•,lfc h01 Variables kcp h., [in.] C8 min [in.] 2 2.500 .. cac [in.] kc "-• 6.750 21 1.000 Calculations ~c [in.2] ~[in.2] lj/ ed,N 56.25 56.25 1.000 Results cp ooncr•t• cp seosmlc 8,301 0.700 1.000 Page: Specifier: E-Mail: Date: ACI 318-19 Eq. (17.7.3.1a) ACI 318-19 Table 17.5.2 ACI 318-19 Eq. (17.6.2.1.4) ACI 318-19 Eq. (17.6.2.4.1b) ACI 318-19 Eq. (17.6.2.6.1b) ACI 318-19 Eq. (17.6.2.2.1) lj/ c,N 1.000 fc [psi] 2,500 lj/ cp,N Nb [lb) 1.000 4,1 50 cp nonductlle cp Vw [lb) 1.000 5,811 5 Combined tension and shear loads, per ACI 318-19 section 17.8 Utilization ~N v [%) Status 0.363 0.625 5/3 65 OK Input data and results must be checked kx conformily with the existing conditions and for plausibililyl PROFIS Engineering ( c) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademarl< of Hilti AG. Schaan Vua [lb] 2,796 810 5 10/17/2024 5 •·=iiS~• 811 Hilti PROFIS Engineering 3.1.4 www.hilti.com Company: Page: 6 Address: Specifier: Phone I Fax: I E-Mail: Design: Concrete -Oct 9, 2024 Date: 10/17/2024 Fastening point: 6 Warnings The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations (AS 5216:2021 , ETAG 001/Annex C, EOTA TR029 etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered -the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Engineering calculates the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering. Input data and results must be checked for agreement with the existing conditions and for plausibility! Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout or pryout strength governs. Refer to the manufacturer's product literature for cleaning and installation instructions. For additional information about ACI 318 strength design provisions, please go to https://submittals.us.hilti.com/PROFISAnchorDesignGuide/ "An anchor design approach for structures assigned to Seismic Design Category C, D, E or Fis given in ACI 318-19, Chapter 17, Section 17.10.5.3 (a) that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case, the connection design (tension) shall satisfy the provisions of Section 17.10.5.3 (b), Section 17.10.5.3 (c), or Section 17.10.5.3 (d). The connection design (shear) shall satisfy the provisions of Section 17.10.6.3 (a), Section 17.10.6.3 (b}, or Section 17.10.6.3 (c)." Section 17.10.5.3 (b) / Section 17.10.6.3 (a) require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. Section 17.10.5.3 (c) / Section 17.10.6.3 (b) waive the ductility requirements and require the anchors to be designed for the maximum tension / shear that can be transmitted to the anchors by a non-yielding attachment. Section 17.10.5.3 (d) / Section 17.10.6.3 (c) waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension I shear obtained from design load combinations that include E, with E increased by co0. Hilti post-installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions (MPII}. Reference ACI 318-19, Section 26.7. Fastening meets the design criteria! Input data and results must be checked for confom,ity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilli AG, FL-9494 Schaan Hilti is a registered Trademark of HilU AG, Schaan 6 ,-:,,s., 812 Hilti PROFIS Engineering 3.1.4 www.hilti.com Company: Page: 7 Address: Specifier: Phone I Fax: I E-Mail: Design: Concrete -Oct 9, 2024 Date: 10/17/2024 Fastening point: 7 Installation data Profile: no profile Hole diameter in the fixture: df = 0.562 in. Plate thickness (input): 0.500 in. Recommended plate thickness: not calculated Drilling method: Hammer drilled Cleaning: Manual cleaning of the drilled hole according to instructions for use is required. Anchor type and diameter: Kwik Bolt TZ2 -CS 1/2 (2 1/2) hnom3 Item number: 2210255 KB-TZ2 1/2x4 1/2 Maximum installation torque: 602 in.lb Hole diameter in the base material: 0.500 in. Hole depth in the base material: 3.250 in. Minimum thickness of the base material: 5.000 in. Hilti KB-TZ2 stud anchor with 3 in embedment, 1/2 (2 1/2) hnom3, Carbon steel, installation per ESR-4266 7.1 Recommended accessories Drilling Suitable Rotary Hammer • Properly sized drill bit Coordinates Anchor [in.] Anchor X y 0.000 0.000 Cleaning • Manual blow-out pump h y 6.000 e 1 6.000 Input data and results must be checked for conformity with the existing conditions and for plausibility! 6.000 6.000 PROFIS Engineering ( c) 2003-2024 Hilli AG, FL-9494 Schaan Hilti is a regislered Trademarl< of Hilti AG, Schaan 0 0 0 r.o 0 0 0 r.o Setting Torque controlled cordless impact tool • Torque wrench Hammer 0 0 0 r.o ~ ... X 0 0 0 r.o 7 1·:115;.1 813 Hllti PROFIS Engineering 3.1.4 www.hilti.com Company: Page: 8 Address: Specifier: Phone I Fax: I E-Mail: Design: Concrete -Oct 9, 2024 Date: 10/17/2024 Fastening point: 8 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 Engineering ( c) 2003-2024 Hilti AG, FL-9494 Schaan Hilti Is a registered Trademarl< of Hilti AG, Schaan 8 Engineers 3131 Camino Del Rio N Suite 1080 San Diego, CA 92108 p (619) S21-8S00 f (619) 521-8591 www.kpff.com uidel Rutherford LYO location client Fan Coil Equipment Anchorage (15/S800) P1000 UNISTRUT CROSS BRACE EA. SIDE TYP " HILTI KH-EZ w/ 2" EFF. EMBED (ESR-3027) MAX 600# b TB date 10 18 24 job no. 2400108 P1000 UNISTRUT TYP. AS SHOWN ~ 1. 4 BRACES TOTAL (2 IN EACH ORTHOGONAL DIRECTION). 2. BRACES MAY BE ROTATED 1 ao· 3. WHERE CONCRETE WALL INTERFERES WITH BRACE, CONNECT TO WALL OR EXTEND BOTTOM UNISTRUT TO WALL AND BOLT WITH ¾" EXPANSION ANCHOR. sheet no. 814 sheet no. 3131 Camino Del Rio N Suite 1080 proiect Quidel Rutherford LYO bv TB t--J--'-------'-'=~~~.C...----------'-=-------t815 E ~111eers San Diego, CA 92108 p (619) 521-8500 f (619) 521-8591 www.kplf.com location client Mech units anchorage design: (per ASCE 7-16, chapter 13.3) CEILING MOUNTED UNITS (MAXIMUM WEIGHT :600 LBS) SEISMIC FORCE: (per ASCE 7-16, chapter 13.3) W=600 lbs z/h=1 ap=2.5 ,Rp=6.0, Ip= ,Op=2, Sds=0.932 Fp=0.4*2.5*0.932*Wp/(6/1 )*(1 +2*1 )=0.466Wp=0.466*600=280 lbs, LRFD Fpmin=0.3*0.932*1 *Wp=0.29Wp < Fp, OK Fpmax=1 .6*0.932*1 *Wp=1.52Wp > Fp, OK Ev = 0.2SDSWp = 0.2*0.932*600# = 111 # USE 12GA HANGER WIRE, OK IN TENSION CHECK ELEMENTS FOR LC=(1 +0.2*0.7*Sds)D+0.7E=1.13D+0.7E CHECK P1000 CAPACITY FOR UNIFORM LOAD date 10/18/24 job no. 2400108 MAXIMUM ALLOWABLE UNIFORM LOAD=680*0.66*1 =449 LBS> (1 .13*600/2+0.7*111#/2) =377 LBS, OK THREADED ROD CAPACITY: (PER AISC, CHAPTER J, eq. J3-1) 3/8" (1.13*600/2+0.7*111#/2) =377 LBS, OK R., = F,,Ab IP= 0.75 (LRFD) n = 2.00 (ASD) THREADED ROD PULL OUT ALLOWABLE CAPACITY=1000 LBS> 377 LBS, OK sheet no. f I I • l<Rff 3131 Camino Del Rio N oroiect by 816 Suite 1080 San Diego, CA 92108 location date p (619) 521-8500 f (619) 521-8591 client job no. Erglneers www.kpff.com Mech units anchorage design: (CONT.) Load and Support Load Deflection Condition Factor Factor 1. Simple Beam, f :zzzz~~;.~zzzzz:I 1.00 1.00 Uniform Load 2. Simple Beam, I .50 .80 Concentrated Load at Center I t LATERAL BRACING LOAD REDUCTION CHARTS Span Single Channel Double Channel Ft. (m) In. (cm) P1000 P1100 P2000 PJOOO P3300 P4000 P4100 P4400 P4520 P5000 P5500 P1001 P1101 P2001 P3001 P3301 P4001 P4101 P4401 P4521 P5001 P5501 2 (0.61} 24 (61) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 0.99 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 3 (0.91) 36 (91) 0.94 0.89 0.88 0.96 1.00 0.94 0.98 1.00 1.00 0.85 0.89 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 4 (1 22) 48 (122) 0.88 0.78 0.75 0.91 1.00 0.88 0.94 0.98 1.00 0.70 0.77 1.00 0.98 0.98 1.00 1.00 0.98 1.00 1.00 1.00 0.97 0.98 5 (1.52) 60 (152) 0.82 0.68 0.61 0.88 0.98 0.83 0.91 0.96 1.00 0.55 0.67 0.97 0.93 0.92 0.98 1.00 0.93 0.96 1.00 1.00 0.90 0.93 6 (1.83) 72 (183) 0.78 0.59 0.48 0.84 0.97 0.79 0.89 0.94 0.98 0.44 0.58 0.93 0.87 0.85 0.95 0.97 0.88 0.92 0.97 0.97 0.83 0.87 7 (2.13) 84 (213) 0.75 0.52 0.41 0.82 0.96 0.75 0.86 0.92 0.97 0.38 0.51 0.89 0.82 0.78 0.92 0.95 0.83 0.89 0.95 0.95 0.76 0.81 -- 6 (2.44) 96 (244) 0.71 0.47 0.35 0.79 0.94 0.72 0.84 0.91 0.96 0.33 0.46 0.85 0.76 0.71 0.88 0.92 0.79 0.85 0.92 0.92 0.68 0.76 9 (2 74) 108 (274) 0.69 0.43 0.32 0.77 0.93 0.69 0.82 0.89 0.95 0.30 0.42 0.81 0.70 0.64 0.85 0.90 0.74 0.81 0.90 0.90 0.61 0.70 10 (3.05) 120 (305) 0.66 0.40 0.29 0.75 0.92 0.66 0.80 0.87 0.94 0.28 0.40 0.78 0.65 0.57 0.82 0.87 0.69 0.78 0.87 0.87 0.54 0.64 12 (3 66) 144 (366) 0.61 0.36 0.25 0.70 0.89 0.60 0.76 0.84 0.91 0.24 0.36 0.70 0.54 0.45 0.76 0.82 0.60 0.71 0.82 0.83 0.43 0.53 -- P1000 -IIEM LGAllM Chonnel Allowoolo Nut Pu--1.,.. Doi.• Slzt. s .. ngtt, ..... FM.N _....,. __ Channtl Ttv...i G,ugt LI>• ti,.;n Ll>I ""' PNI ---2,500 1,700 '125 ..... -Laod I.Old ....,, . ..,_.. ..... 1~•.9 12 lo Ll>I lo Ll>I Ll>I Ll>I 11 12 7/iil 170 24 1,690 0.06 1,690 1,690 1,690 11"·10 12 2.500 1,700 •125 36 1,130 013 1,130 1,130 900 1112 7/iil 170 ~ &50 022 &50 760 500 ¾"-11 12 2,500 1,500 '100 1111 680 OJ5 650 ~ l20 11.12 667 135 P1000 2.000 1,500 50 n 560 050 450 340 220 P3000 W-13 12 P4400 IIIO 467 70 14 ~ 0.61 330 250 11111 P4S:K 1,400 1.000 35 96 420 089 250 190 130 PSOOO ~--,. 12 623 445 50 1118 3llO 114 200 150 100 P5500 1.000 800 19 120 340 140 11111 120 10 ¾0 -16 12 445 3/iil 25 144 2.i 2.00 110 10 1111 !lo"· 18 12 800 500 11 161 240 2.n 10 eo 40 3/iil 2 22 15 192 210 3.56 EO 50 NR 600 300 6 ---V.--20 12 216 190 '58 50 40 NR 267 133 8 240 170 562 40 Nfl NR 1,500 1,500 50 oroiect Ouidel Rutherford LYO sheet no. l<pff 3131 Camino Del Rio N bv TB 817 Suite 1080 date 10/18/24 San Diego, CA 92108 location p (619) 521-8500 f (619) 521-8591 client job no. 2400108 ~ g neers www.kpff.com Screw Anchor to underside of composite deck (ESR-3027) TABLE a-HIL Tl KH-EZ I AND KH-EZ E TENSION AND SHEAR DESIGN DATA FOR INSTALLATION IN THE UNDERSIDE OF CONCRETE-Fl.LED PROFILE STEEL DECK ASSEMBLIES'.0.7 L_,._ I --~ .,_ -NoonlnalAnc:Mr~ .,. .,. ,,. .,. Head Style -lntomaly (I) Threadod and lnlemaly lnlemelly (I) -and lnlomally Exlomaly (E) Ttvaaded Ttvoaded Extemaly CE• Ttveaded Ttveaded Embedment ,,_ in. 11,, 2•1, 1'1, 211, 21,, 1'1, 21/2 1'1, 2½ 211, (mm) (41) (64) (41) (64) (54) (41) (64) (41) (64) (54) Minimum Hole Depll, h. In, 2 2'1o 2 211, 23/, 2 21,, 2 211, 2'1, (mm) (51) 173) (51) 173) 160) 151) 173) 151) 173) 160) Internal Thread In, . ,. ,, . ,,, .,. .,. ,,, Dlameler (mm) (8.4) (G.5) (12.7) (8.4) (9,5) (12.7) Effoctive Embedment in. 1.18 1.92 1.18 1,92 1.54 1.18 1.92 1.18 1.92 1.54 Depth h« (mm) (30) (49) (30) (49) (39) (30) (49) (30) (49) (39) Pullout R&1istanco. lbl. 1,210 1,875 1,210 1,875 1,720 1,490 1,960 1,490 1,960 2,660 (uncrad<ed a,nc,eta)' N,,-,unc," (kN) (5,4) (8 3) (5.4) (8.3) (7.7) (6.6) (8.7) (6.6) (8.7) (11.6) Pullout Retistanca !bl. 620 830 620 830 I 1.220l 730 975 730 975 1.885 (~ad conctele N,.._., (kN) (2.8) (4.1) (2,8) (4.1) (5.4) (3.2) (◄.3) (3.2) (4.3) (8.4) and selstric loads)' Sleet Streng1h In v .... lbl 860 1,025 2,380 1,015 1.525 3.650 Shear lkNl (38) 14 6) 110.6) 14.5) (6.11) (16.21 Stool Strength In v .. _,. lbl. 385 875 2.380 \ 445 1.295 3,650 Sheat.Selsmic lkNl 11.7) (3_g) (10.6) (2.0) (5,8) (16.2) Fo, SI: 1 Inch• 25.4 mm. 1 ft..ft>I • 1.356 N-m. 1 pol• 6.89 kPa, 1 in2 • 645 mm2, 1 lb/In• 0.175 m. 'lna-tlon must c:omplywith Sections 4.1.10 ond 4.3 and£111m..lla, 1112, and .12 ol lh,t r9t)Ofl 'Tha-liltedmustbeUMdlnllCCOtdance\MthSectJon4.1.4ollhisr9t)Ofl 'The vlluN lilled muct be UMd In ICCOfdonce wilh 5aa,on 4.1.A and 4.1 8.2 of this r9t)Ofl 'The vol-Isled must be used lnllCCOtdancewilh Secllon4.1.5 and4.1.8.3ollhil rOj)Ofl. 'The v-lo< #, In laNllon and Iha vaJ-IO<#,, In .._ eon be found In lllal ol lhlo report. 'For the 11.--lnch-diameter (KH-EZ I) al 2•1/ainch nomioat embedment the chatK1er1stJc pullout resiltance for ete eompresstve atrenglhl great• than 3.000 pol may be Increased by mulllplylng Iha value In the too. by (f,13,000/"IO< pol a, (f.12(1.7/"for MPa. 7For Iha 'l,-lncn-dlamelor onc:llOB (KH-EZ I ond KH-EZ E) 111'/a-lnc:h nominal ambedment chlrldonotlc pt.itoot r for conctele CXlfflP(llltvl llrenglhl greate< lhon 3,000 pol mey be lncrHsed by mlAtlplytng Iha Yolua ~ Iha talJla by (f ,13,000!" for 1)110< (f .no. 7f-' rc, Pa l 1,000# capacity of rod--> DCR = 1000/1220# = 0.81 < 1.0 OK ACTUAL MAX POINT LOAD= 1.13*600#/2 RODS+ 0.7*111#/2 RODS*OMEGA = 416# < 1000# ANCHORAGE IS OK 3131 Camino Del Rio North, Suite 1080 San Diego, CA 92108 619.521.8500 kpff.com CITY Quidel Rutherford L YO Structural Calculations KPFF Project #2400108 These structural calculations have been prepared by me or under my direction and are intended to be submitted for plan review. Final calculations will be stamped and signed by me in accordance with the requirements of the Business and Professional Code of the state of California pr" r to the issuan o th onstruction permit for this project. Date 10/18/24 ------- CBC2024-0334 2285 RUTHERFORD RD Tenant Improvement: QUIDELORTHO: (1218 SF) INTERIOR Tl // NEW WALLS, CEILINGS // PLUMBING, LIGHT FIXTURES// EQUIPMENT, FINISHES, STRUCTURAL 2120620800 10/23/2024 CBC2024-0334 Calculation Index Job: Quidel Rutherford L YO KPFFJob No 2400108 Address: 2285 Rutherford Road, Carlsbad, CA 92008 (These calculations apply to the job at this address only) Revision No. 0 Item: Sheet: Existing Slab Evaluation Al -A3 Equipment Anchorage Design Bl -817 Index page 1 of 1 A1 3131 Camino Del Rio North, Suite 1080 San Diego. CA 92108 619.521.8500 kpff.com Quidel Rutherford L YO Existing Slab Evaluation 3131 Camino Del Rio N Suite 1080 proiect Quidel Rutherford LYO by TB San Diego, CA 92108 p (619) 521-8500 location date 10/18/24 f (619) 521-8591 client job no. 2400108 Eng r www.kpff.com Existing Slab Evaluation Existing drawings general notes: 6 SOIL DESIGN PRESSURE: 2&00 F,5,F, 7 foR CHARACTER OF SOIL SEE REPORT BY: GEo&OIL"=>, INC, ~E:flQFZT N° w.o, 4€:>9 -&P, DATED MAFl, 1-4) 198°1, 11 CONCRETE SHALL HAVE A "INl"U" TWENTY-EIGHT DAY CO"PRES- SIVE STRENGTH1 F1 C1 AS FOLLOWS WITH A "INIMUM OF 517 LBS OF CEMENT PER CUBIC YARD: PAD FOOTINGS 2COO PSI• CONT• FOOTINGS 2.ooQ PS I• GRADE BEA"S '3000 PS I• SLAB ON GRADE ~ PS I• COLUMNS 3000 PS I• WALLS ~o PSI• -a . ~LAS oN 1,G~APE &tiALL es S'' TH 1e,.;::;. ~/ ♦~ c-> 1e, 0, C, E~. WAY 0\/Efiii=, 2.11 ~D OYet-z:. ~ M IL, l'--10l&TW~e e,+bp.Ftlf=Fi.., 6A&e &I IALL ee 2..'' ~NO FOFZ A TOTAL OF~" OF ~ANO BE-LOW "5LA..B. Existing slab checked for several worst case equipment types. Refrigeration skid: 103.4" L x 56.4" W PLF = 9000#/2 skids/103.4" = 523pll 523 PLF 523 PLF 1·-0· Vacuum skid: (2) 33.9" L X 25.4" W 523PLF'18" BAR SPACING = 785# PhiVs = 0.6'60ksi'0.2inA2 = 7.2k capacity at each bar. Rebar ok for this skid loading for shear check PLF = [1000#/ (25.4 "))/2 skids -237plf 237 PLF 237 PLF 237PLF'18" BAR SPACING= 360# PhiVs = 0.6'60ksi'0.2inA2 = 7.2k capacity at each bar. Rebar ok for this skid loading for shear check 1·-0· EXISTING SLAB IS #4@18" OC -->As= 0.13in"2/ft sheet no. A2 3131 Camino Del Rio N Suite 1080 San Diego, CA 92108 p (619) 521-8500 f (619) 521-8591 E , r www.kpff.com Existing Slab Evaluation Hull140 Check bearing pressure: 92.1" L x 67.7" W x 62" H project Quidel Ruth erford LYO location client PSF = 20000#/ (92.1 "*67.7") = 462 psf < BEARING PRESSURE, OK Check existing slab: 1.4DL 1.4*20,000#/2 skids/67.7in = 2482plf/2 either side of skid= 1200plf Assuming unreinforced 12" width of slab PhiVc = o_75*sqrt(f'c)bd = 0.75*sqrt(2000psi)*12"*5" = 2012# OCR= 1200plf*1ft/2012# = 0.6 < 1.0 Existing slab ok by TB date 10/18/24 sheet no. A3 job no. 2400108 81 3131 Camino Del Rio North, Suite 1080 San Diego, CA 92108 619.521.8500 kpff.com Quidel Rutherford l YO Equipment Anchorage 3131 Camino Del Rio N Suite 1080 San Diego, CA 92108 p (619) 521-8500 f (619) 521-8591 www.kpff.com Equipment Anchorage (5/S800) project Qu idel Rutherford LYO location client ,----------7 I I bv TB date 10/18/24 job no. 2400108 I Iv MECH UNIT PER I I MECH DWG I (4) MIN ½" DIAM HILTI KB-TZ2 CS x 4½" (hef = 2½ ") (ESR 4266). MIN (2) AT EA SIDE OF EQUIPMENT, (4) TOTAL. I I I I I I I I I I I I I I I I I I I I 1-I J~ r-.. #:--c, .... -:·. : ~ "'jjl I lffiTTTI 11 · I ~i 1 _ .... c...,L / EXISTING 5" SLAB ON GRADE .. -.1· . . .:...:..__' sheet no. 82 :s)~~f~-~,~~~AL UN IT ANCHORAGE TO EXISTING SLAB ON GRADE ASCE 7-16 B3 the stair shall be designed with no corresponding to the seismic force-resisting system but not less than 2 -I /2. 13.6 MECHANICAL AND ELECTRICAL EXCEPTION: Light fixtures, lighted signs, and ceiling fans not connected to ducts or piping, which are supported by chains or otherwise suspended from the structure, are not required to satisfy the seismic force and relative displacement requirements provided that they meet all of the following criteria: COMPONENTS 13.6.1 General. Mechanical and electrical components and their supports shall satisfy the requirements of this section. The auachment of mechanical and electrical components and their supports to the structure shall meet the requirements of Section 13.4. Appropriate coefficients shall be selected from Table 13.6-1. I. The design load for such items shall be equal to 1.4 times the operating weight acting down with a simultaneous horizontal load equal to l.4 times the operating weight. The horizontal load shall be applied in the direction that results in the most critical loading for the design. 2. Seismic interaction effects shall be considered in accor- dance with Section 13.2.3. Table 13.6-1 Seismic Coefficients for Mechanical and Electrical Components Components MECHANICAL AND ELECTRICAL COMPONENTS .. , Air-side HVACR, fans, air handlers, air conditioning units, cabinet heaters, air distribution boxes, and other mechanical components 2½ constructed of sheet metal framing Wet-side HVACR, boilers, furnaces, atmospheric tanks and bins, chillers, water heaters. heat exchangers, evaporators, air separators, manufacturing or process equipment, and other mechanical components constructed of high-defonnability materials Air coolers (fin fans), air-cooled heat exchangers, condensing units, dry coolers, remote radiators and other mechanical 2½ components elevated on integral structural steel or sheet metal supports Engines, turbines, pumps, compressors, and pressure vessels not supported on skirts and not within the scope of Chapter 15 Skirt-supported pressure vessels not within the scope of Chapter 15 2½ Elevator and escalator components I Generators, batteries, inverters, motors, transformers, and other electrical components constructed of high-deformability materials Motor control centers, panel boards, switch gear, instrumentation cabinets, and other components constructed of sheet metal framing 2½ Communication equipment, computers, instrumentation, and controls I Roof-mounted stacks, cooling and electrical towers laterally braced below their center of mass 2½ Roof-mounted stacks, cooling and electrical towers laterally braced above their center of mass Lighting fixtures Other mechanical or electrical com onents VTB RA TI ON-ISOLA TED COMPONENTS AND SYSTEMS Components and systems isolated using neoprene elements and neoprene isolated floors with built-in or separate elastomeric snubbing 2½ devices or resilient perimeter stops Spring-isolated components and systems and vibration-isolated floors closely restrained using built-in or separate elastomeric 2½ snubbing devices or resilient perimeter stops Internally isolated components and systems 2½ Suspended vibration-isolated equipment including in-line duct devices and suspended internally isolated components 2½ DISTRIBUTION SYSTEMS Piping in accordance with ASME 8 31 (200 I, 2002, 2008, and 20 I 0), including in-line components with joints made by welding or 2½ brazing Piping in accordance with ASME 8 31, including in-line components, constructed of high-or limited-deformability materials, with 2½ joints made by threading, bonding, compression couplings, or grooved couplings Piping and tubing not in accordance with ASME 831, including in-line components, constrnctecl of high-cleforrnability materials, 2½ with joints made by welding or brazing Piping and tubing not in accordance with ASME 8 31, including in-line components, constructed of high- or limited-deformability 2½ materials, with joints made by threading, bonding, compression couplings, or grooved couplings Piping and tubing constructed of low-deformability materials, such as cast iron, glass, and nonductile plastics 2½ Ductwork, including in-line components, constructed of high-deformabiliry materials, with joints made by welding or brazing 2½ Ductwork, including in-line components, constructed of high-or limited-deformability materials with joints made by means other 2½ than welding or brazing Ductwork. including in-line components, constructed of low-deformability materials, such as cast iron, glass, and nonductile 2V2 plastics Electrical conduit and cable trays 2V2 Bus ducts I Plumbing I Pneumatic tube transport systems 2V2 R• , n• ' 6 2 2V2 2 3 I½ 2V2 2 2½ 2 2V2 2 21/2 2 6 2 2V2 2 3 2 2V2 2 IV2 2 IV2 2 2½ 2 2 2 2 2 2V2 2 12 2 6 2 9 2 4V2 2 3 2 9 2 6 2 3 2 6 2 2V2 2 2½ 2 6 2 "A lower value for al' is pern1itted where justified by detailed dynamic analyses. The value for aP shall not be less than I. The value of aP equal to I is for rigid components and rigidly attached components. The value of aP equal to 2V2 is for flexible components and flexibly attached components. bComponents mounted on vibration isolators shall have a bumper restraint or snubber in each horizontal direction. The design force shall be taken as 2FP if the nominal clearance (air gap) between the equipment support frame and restraint is greater than 0.25 in. (6 mm). If the nominal clearance specified on the constrnction documents is not greater than 0.25 in. (6 nun), the design force is permitted 10 be taken as FP. coverstrength as required for anchorage to concrete and masonry. See Section 12.4.3 for seismic load effects including oversrrength. Minimum Design Loads and Associated Criteria for Buildings and Other Structures 129 3131 Camino Del Rio N Suite 1080 project Quidel Rutherford L YO by Engml'er San Diego, CA 92108 p (619) 521-8500 f (619) 521·8591 www.kpff.com Equipment Anchorage 13.3.1 Seismic Design Force location client 13.3.l .l Horizontal Force. The horizontal seismic design force (F1,) shall be applied at the component's center of gravity and distributed relative to the component's mass distribution and shall be determined in accordance with Eq. (13.3-1): _ 0.4aPS0 5W,, ( z) Fp -G;) I + 2h (13.3-1) F,, is not required to be taken as greater than FP=l.6S05/PWP and F,, shall not be taken as less than (1 3.3-2) date job no. 0.4*1.0*0.932Wp (1 + 2*0)/(1.5/1.0) = 0.249Wp 1.6*0.932*1.0Wp = 1.49Wp sheet no. 84 F,, = 0.3S05/P w,, (1 3.3-3) 0.3*0.932*1.0Wp = 0.28Wp <--GOVERNS ap = 1.0 Rp = 1.5 Omega= 2.0 Sds = 0.932g Ip= 1.0 Ev = 0.2Sds*Wp = 0.2*0.932Wp = 0.19Wp 7. 0.9D-Ev +Eh For STOKES 220 (20k equipment): Overturning= 0.28*20,000*73" high/64" spacing between anchors/2 anchors= 3189# 0.90 = 0.9*20,000#/4 anchors = 4500# Ev = 0.19*20,000#/4 anchors = 932# 4500# -3189# -932# = 378# compression --> in Hilti no tension is applied Shear = 2.0*0.28*20,000#/4 anchors = 2800# (includes omega) Equipment Anchorage .... _. ,.._ H.Mwewitlt) HinMW!t{f) Ltft(th(SII Wknh(in) HeW'lt(ltll tOfanchOrs OwertlMninC 0.tO 5'ote1220HM!Ch¥nbef 20000 15000 .. .. 1 .. • .... .... StOUI 220 CondtnSlnf c:hambef 10000 .... 104 .. .. • 1111 2250 Stoke$220~irltfaoonskld 15000 10000 120 71 110 • 1.55-9 3375 L't'O2 7SOO 7SOO 132 .. 02 • , .. 1 ... Hutt 140 F1uze Dryer 'iHsel L 20000 20000 1 .. 73 .. . 1251 .... Hull 140Rd1padon skid 9000 .... 118 .. 100 . 12.10 202, Htat 140VxwmMid 2200 2200 73 .. 100 . '13 -Stotes220VKWTisldd 2200 -2200 118 _?6 __ 100 -. ,,. - "' • ti COffllN't:Sslon. • Is tension klcludeOfl\ttllf'lllueisnte 0.90-&-Eh Tentt0ntoranch0f 932 .,. ... ... ... 1117 3'0 ... .,, 2312 ... ... 103 ·120 103 179 • Is COfnpfeSJIOn. • Is 1MSion minwei&f'lt lndude onva, ii value 19 nee -.._ 0.90 "' 0 90-Ev-Eh T enlicn for anchOf 379 ,,., 33,S ... , .. ... 719 13'0 ,.. 351 1117 1039 2250 ... , .. ... 714 1 ... ... . .. 2312 12'e .... 932 2312 396 1210 202> ,nt ... .735 "' ... 103 ·120 179 ,,. -103 ,,. HIL Tl IS CHECKED FOR WORST CASE COMBINATION OF TENSION AND SHEAR TenNOn '°' MCIIOf (mu.) ,.. 85 SMM(inctomettl CZ!Bl 1:115,.1 Hilti PROFIS Engineering 3.1.4 www.hilti.com Company: Page: Address: Specifier: Phone I Fax: E-Mail: Design: Concrete• Oct 9, 2024 Date: Fastening point: Specifier's comments: 1 Input data Anchor type and diameter: Item number: Specification text: Effective embedment depth: Material: Evaluation Service Report: Kwik Bolt TZ2 • CS 1/2 (2 1/2) hnom3 2210255 KB-TZ2 1/2x4 1/2 Hilti KB-TZ2 stud anchor with 3 in embedment, 1/2 (2 1/2) hnom3, Carbon steel, installation per ESR-4266 h01.ect = 2.500 in., hnom = 3.000 in. Carbon Steel ESR-4266 86 10/17/2024 Issued I Valid: Proof: 12/1/202311211/2025 Design Method ACI 318-19 / Mech 2,500psi CONCRETE STRENGTH IS REASONABLE EXPECTED STRENGTH FOR THIS SLAB USING ENGINEERING JUDGMENT Stand-off installation: Anchor plateR: Profile: Base material: Installation: Reinforcement: Seismic loads (cat. C, D, E, or F) 0.500 in.: (Recommended plate thickness: not calculated) no profile cracked concrete, 2500, fc' = 2,500 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 Tension load: yes (17.10.5.3 (d)) Shear load: yes (17.10.6.3 (c)) R -The anchor calculation is based on a rigid anchor plate assumption. Geometry [in.) & Loading [lb, in.lb) Input data and resuhs 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 Hiltl AG, Schaan •=iiS~• Hilti PROFIS Engineering 3.1.4 www.hiltl.com Company: Address: Phone I Fax: I Design: Concrete -Oct 9, 2024 Fastening point: 1.1 Design results Case Description Combination 1 2 Load case/Resulting anchor forces Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force 735 2,796 Max. concrete compressive strain: -(%o] Max. concrete compressive stress: -[psi] Resulting tension force in (x/y)=(0.000/0.000): 735 [lb) Resulting compression force in (x/y)=(-/-): O [lb] Shear force x 2.796 Page: Specifier: E-Mail: Date: Forces [lb]/ Moments [in.lb] N = 735; Vx = 2,796; Vy= 0; MX = 0; My = 0; M, = 0; Shear force y 0 Anchor forces are calculated based on the assumption of a rigid anchor plate. 3 Tension load Load Nu• [lb) Capacity ♦ N0 [lb) Steel Strength• 735 8,433 Pullout Strength• N/A N/A Concrete Breakout Failure .. 735 2,023 • highest loaded anchor .. anchor group (anchors in tension) Input data and resuhs must be checked fo, confo,mity with the existing conditions and for plausibility! PROFIS Engineering ( c) 2003-2024 Hilti AG, FL-9494 Schaan Hihi Is a registered Trademarl< of HilU AG. Schaan Seismic yes Tension Utilization 13N = Nua/♦ N. 9 N/A 37 B7 2 10/17/2024 Max. Util. Anchor[%] 65 • y .. Status OK N/A OK 2 r: i i S ~ • ----------------------Hilti PROFIS Engineering 3.1.4 www.hilti.com Company: Address: Phone I Fax: I Design: Concrete -Oct 9, 2024 Fastening point: 3.1 Steel Strength N.. = ESR value q> N .. ~ Nua refer to ICC-ES ESR-4266 ACI 318-19 Table 17.5.2 Variables A_.N ~n.1 0.10 Calculations N .. [lb] 11,244 Results N18 [lb) 11,244 futa [psi] 114,004 4> steel 0.750 3.2 Concrete Breakout Failure Neb = (t ) IV od,N IV c,N IV cp,N Nb 4> Neb~ Nu• 4> nonductile 1.000 ~c see ACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b) ~c0 = 9 h!, IV ed,N = 0.7 + 0.3 c c.•s~:J S 1.0 = MAX(c•min 1.5h•') 1.0 IV cp,N cac ' cae :5 . /7 1.5 Nb = kc A • Vfc h01 Variables h8,[in.] c. m1n [in.) IV c.N 2.500 00 1.000 Calculations ANc [in.2] ANGO [in.2) IV ed,N 56.25 56.25 1.000 Results Neb [lb] 4> conc,oto 4>solsmlc 4,150 0.650 0.750 Page: Specifier: E-Mail: Date: 4> N .. [lb] Nua [lb] 8,433 735 ACI 318-19 Eq. (17.6.2.1a) ACI 318-19 Table 17.5.2 ACI 318-19 Eq. (17.6.2.1.4) ACI 318-19 Eq. (17.6.2.4.1b) ACI 318-19 Eq. (17.6.2.6.1b) ACI 318-19 Eq. (17.6.2.2.1) cac [in.] kc 6.750 21 IV cp,N Nb [lb] 1.000 4,150 4> nonductilo 4> Neb [lb] 1.000 2,023 Input data and results must be checked fo, confo,mity with the existing conditions and for plausibility! PROFIS Engineering ( c) 2003-2024 Hilti AG, FL-9494 Schaan Hiltl Is a registered Trademark or Hiltl AG, Schaan 1.000 735 88 3 10/17/2024 ( [psi] 2,500 3 C: i i S • • ----------------------Hilti PROFIS Engineering 3.1.4 www.hllti.com Company: Address: Phone I Fax: I Design: Concrete -Oct 9, 2024 Fastening point: 4 Shear load Load Vu• [lb] Steel Strength• 2,796 Steel failure (with lever arm)* NIA Pryout Strength** 2,796 Concrete edge failure in direction .. NIA • highest loaded anchor ••anchor group (relevant anchors) 4.1 Steel Strength V oa.eq = ESR value $ v.tee1 ~ v u. Variables A.,v [in.2] 0.10 Calculations v .... [lb] 6,878 Results v .. ,eg (lb) 6,878 refer to ICC-ES ESR-4266 ACI 318-19 Table 17.5.2 futa [psi] 114,004 1.000 $ steel $nonductile 0.650 1.000 $ V,a,eq (lb] 4,471 Input data and results must be checked for confom,ity with the existing conditions and for plausibility! Page: Specifier: E-Mail: Date: Capacity ♦ V0 [lb] 4,471 NIA 5,811 NIA 2,796 PROFIS Engineering ( c) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademar1< of Hilti AG, Schaan Utilization 13v = V u.l♦ v. 63 NIA 49 NIA B9 4 1011712024 Status OK NIA OK NIA 4 ,:,,s., Hilti PROFIS Engineering 3.1 .4 www.hilti.com Company: Address: Phone I Fax: I Design: Concrete -Oct 9, 2024 Fastening point: 4.2 Pryout Strength V cp = kcp [ (:;:) 'I' td,N 'I' c,N 'I' cp,N Nb ] v cp ~ v u. ~c see ACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b) ~co = 9 h!, lj/ ed,N = 0.7 + 0.3 ( ~-•5~:,) S 1.0 = MAX(c•.min, 1.5h•') ,, 1.0 lj/ cp,N Cac Cac .:, JI 1.s Nb = kc A 8 "4fc h81 Variables kcp 2 c.c [in.) 6.750 Calculations ANc [in.2] 56.25 Results 8,301 h0, [in.) 2.500 kc 21 ANco [in.1 56.25 concrete 0.700 Ca min [in.] 00 "-a 1.000 lj/ td,N 1.000 <l>selsmlc 1.000 Page: Specifier: E-Mail: Date: ACI 318-19 Eq. (17.7.3.1a) ACI 318-19 Table 17.5.2 ACI 318-19 Eq. (17.6.2.1.4) ACI 31 8-19 Eq. (17.6.2.4.1b) ACI 318-19 Eq. (17.6.2.6.1b) ACI 318-19 Eq. (17.6.2.2.1) lj/ c,N 1,000 fc [psi] 2,500 lj/ cp,N Nb [lb) 1.000 4,150 4>nonductile Vcp [lb) 1.000 5,811 5 Combined tension and shear loads, per ACI 318-19 section 17.8 Utilization f:lN v [%) Status 0.363 0.625 5/3 65 OK 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 Hilti AG, Schaan 810 5 10/17/2024 Vu• [lb) 2,796 5 r: ii S • i 811 Hilti PROFIS Engineering 3.1.4 www.hilti.com Company: Page: 6 Address: Specifier: Phone I Fax: I E-Mail: Design: Concrete -Oct 9, 2024 Date: 10/17/2024 Fastening point: 6 Warnings The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations (AS 5216:2021, ETAG 001/Annex C, EOTA TR029 etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered -the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Engineering calculates the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering. Input data and results must be checked for agreement with the existing conditions and for plausibility! Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout or pryout strength governs. Refer to the manufacturer's product literature for cleaning and installation instructions. For additional information about ACI 318 strength design provisions, please go to https://submittals.us.hilti.com/PROFISAnchorDesignGuide/ "An anchor design approach for structures assigned to Seismic Design Category C, D, E or F is given in ACI 318-19, Chapter 17, Section 17.10.5.3 (a) that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case, the connection design (tension) shall satisfy the provisions of Section 17.10.5.3 (b), Section 17.10.5.3 (c), or Section 17.10.5.3 (d). The connection design (shear) shall satisfy the provisions of Section 17.10.6.3 (a), Section 17.10.6.3 (b), or Section 17.10.6.3 (c)." Section 17 .10.5.3 (b) / Section 17 .10.6.3 (a) require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. Section 17.10.5.3 (c) / Section 17.10.6.3 (b) waive the ductility requirements and require the anchors to be designed for the maximum tension I shear that can be transmitted to the anchors by a non-yielding attachment. Section 17.10.5.3 (d) / Section 17.10.6.3 (c) waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension I shear obtained from design load combinations that include E, with E increased by roo· Hilti post-installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions (MPII). Reference ACI 318-19, Section 26.7. Fastening meets the design criteria! Input data and results must be checked for conformity with the existing conditions and fo, plausibilityl PROFIS Engineering ( c) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 6 ,:,,s., Hilti PROFIS Engineering 3.1 .4 www.hilti.com Company: Address: Phone I Fax: I Design: Concrete -Oct 9, 2024 Fastening point: 7 Installation data Profile: no profile Hole diameter in the fixture: d1 = 0.562 in. Plate thickness (input): 0.500 in. Recommended plate thickness: not calculated Drilling method: Hammer drilled Cleaning: Manual cleaning of the drilled hole according to instructions for use is required. 812 Page: 7 Specifier: E-Mail: Date: 10/17/2024 Anchor type and diameter: Kwik Bolt TZ2 -CS 1/2 (2 1/2) hnom3 Item number: 2210255 KB-TZ2 1/2x4 1/2 Maximum installation torque: 602 in.lb Hole diameter in the base material: 0.500 in. Hole depth in the base material: 3.250 in. Minimum thickness of the base material: 5.000 in. Hilti KB-TZ2 stud anchor with 3 in embedment, 1/2 (2 1/2) hnom3, Carbon steel, installation per ESR-4266 7.1 Recommended accessories Drilling Suitable Rotary Hammer • Properly sized drill bit Coordinates Anchor [in.] Anchor X y 0.000 0.000 Cleaning • Manual blow-out pump ... y I 6.000 ( 1 6.000 Input data and results must be checked for conformity wtth the existing conditions and for plausibility! 6.000 6.000 PROFIS Engineering ( c) 2003-2024 Hilti AG, FL-9494 Schaan Hilli is a registered Trademar1< of Hilti AG, Schaan Setting • Torque controlled cordless impact tool • Torque wrench • Hammer 0 0 0 0 0 0 <O <O ~ ... X 0 0 0 0 0 0 <D <O - 7 l = i i 5 • • ----------------------813 Hilti PROFIS Engineering 3.1 .4 www.hilti.com Company: Page: 8 Address: Specifier: Phone I Fax: I E-Mail: Design: Concrete -Oct 9, 2024 Date: 10/17/2024 Fastening point: 8 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 Engineering ( c) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 8 F g 3131 Camino Del Rio N Suite 1080 San Diego, CA 92108 p (619) 521-8500 I (619) 521-8591 www.kpll.com location client uidel Rutherford LYO b TB date 10 18 24 job no. 2400108 Fan Coil Equipment Anchorage (15/S800) P1000 UNISTRUT CROSS BRACE EA. SIDE TYP .t:!Q]Th ... " HILTI KH-EZ w/ 2" EFF. EMBED (ESR-3027) MAX 600# 1. 4 BRACES TOTAL (2 IN EACH ORTHOGONAL DIRECTION). 2. BRACES MAY BE ROTATED 180" P1 000 UNISTRUT TYP. AS SHOWN 3. WHERE CONCRETE WALL INTERFERES WITH BRACE, CONNECT TO WALL OR EXTEND BOTTOM UNISTRUT TO WALL AND BOLT WITH ¾" EXPANSION ANCHOR. sheet no. 814 sheet no. 3131 Camino Del Rio N l-'-pr~oj_,ect_~Qui_d_el_R_u_th_e_rf_o_rd_L_YO ______ b~1v_T~B------1 B15 Suite 1080 San Diego, CA 92108 location date 10/18/24 p (619) 521-8500 f (619) 521-8591 client job no. 2400108 E 1 , www.kpff.com Mech units anchorage design: (per ASCE 7-16, chapter 13.3) CEILING MOUNTED UNITS (MAXIMUM WEIGHT :600 LBS) SEISMIC FORCE: (per ASCE 7-16, chapter 13.3) W=600 lbs z/h=1 ap=2.5 ,Rp=6.0, Ip= ,Op=2, Sds=0.932 Fp=0.4*2.5*0.932*Wp/(6/1 )*(1 +2*1 )=0.466Wp=0.466*600=280 lbs, LRFD Fpmin=0.3*0.932*1 *Wp=0.29Wp < Fp, OK Fpmax=1.6*0.932*1 *Wp=1.52Wp > Fp, OK Ev = 0.2SDSWp = 0.2*0.932*600# = 111 # USE 12GA HANGER WIRE, OK IN TENSION CHECK ELEMENTS FOR LC=(1 +0.2*0.7*Sds)D+0.7E=1 .13D+0.7E CHECK P1000 CAPACITY FOR UNIFORM LOAD MAXIMUM ALLOWABLE UNIFORM LOAD=680*0.66*1=449 LBS > (1.13*600/2+0.7*111#/2) =377 LBS, OK THREADED ROD CAPACITY: (PER AISC, CHAPTER J, eq. J3-1) 3/8"<1> THREADED ROD CAPACITY=Fn_An/O=(0.75*58)*0.11 /2=2.4 k > (1 .13*600/2+0.7*111#/2) =377 LBS, OK R,, = FnAb = 0.75 (LRFD) Q = 2.00 (ASD) THREADED ROD PULL OUT ALLOWABLE CAPACITY=1000 LBS > 377 LBS, OK sheet no. l{P,ff 3131 Camino Del Rio N project bv B16 Suite 1080 San Diego, CA 92108 location date p (619) 521-8500 f (619) 521-8591 client job no. E 1gmeer www.kpff.com Mech units anchorage design: (CONT.) Load and Support Load Deflection Condition Factor Factor 1. Simple Beam, ~:zzzz~~;.~zzzzz:I 1.00 1.00 Uniform Load 2. Simple Beam, I .50 .80 Concentrated Load at Center I I -------- -LATERAL BRACING LOAD REDUCTION CHARTS Span Single Channel Double Channel Ft. (m) In. (cm) P1000 P1100 P2000 P3000 P3300 P4000 P4100 P4400 P4520 P5000 P5500 P1001 P1101 P2001 P3001 P3301 P4001 P4101 P4401 P4521 P5001 P5501 2 (0.61) 24 (61) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 0.99 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 3 (0.91) 36 (91) 0.94 0.89 0.88 0.96 1.00 0.94 0.98 1.00 1.00 0.85 0.89 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 4 (1.22) 48 (122) 0.88 0.78 0.75 0.91 1.00 0.88 0.94 0.98 1.00 0.70 0.77 1.00 0.98 0.98 1.00 1.00 0.98 1.00 1.00 1.00 0.97 0.98 5 (1.52) 60 (152) 0.82 0.68 0.61 0.88 0.98 0.83 0.91 0.96 1.00 0.55 0.67 0.97 0.93 0.92 0.98 1.00 0.93 0.96 1.00 1.00 0.90 0.93 6 (1.83) 72 (183) 0.78 0.59 0.48 0.84 0.97 0.79 0.89 0.94 0.98 0.44 0.58 0.93 0.87 0.85 0.95 0.97 0.88 0.92 0.97 0.97 0.83 0.87 7 (2.13) 84 (213) 0.75 0.52 0.41 0.82 0.96 0.75 0.86 0.92 0.97 0.38 0.51 0.89 0.82 0.78 0.92 0.95 0.83 0.89 0.95 0.95 0.76 0.81 ---- 8 (2.44) 96 (244) 0.71 0.47 0.35 0.79 0.94 0.72 0.84 0.91 0.96 0.33 0.46 0.85 0.76 0.71 0.88 0.92 0.79 0.85 0.92 0.92 0.68 0.76 9 (2.74) 108 (274) 0.69 0.43 0.32 0.77 0.93 0.69 0.82 0.89 0.95 0.30 0.42 0.81 0.70 0.64 0.85 0.90 0.74 0.81 0.90 0.90 0.61 0.70 ------ 10 (3.05) 120 (305) 0.66 0.40 0.29 0.75 0.92 0.66 0.80 0.87 0.94 0.28 0.40 0.78 0.65 0.57 0.82 0.87 0.69 0.78 0.87 0.87 0.54 0.64 12 (3 66) 144 (366) 0.61 0.36 0.25 0.70 0.89 0.60 0.76 0.84 0.91 0.24 0.36 0.70 0.54 0.45 0.76 0.82 0.60 0.71 0.82 0.83 0.43 0.53 --- P1000 • BEAM I.OADINO Channtl AUowab~ N"1 Pu!~ Anlltanca r....,. Deft." s~ .. Strength IOSlip fl-lbs UniformloadingllDlfll<tion Chann1I Th<tod 011191 u,, (JIN) Lbs (kN) (Nomi ..... -UnifOffll 2.500 1,700 '125 Span Unfformlold Lold Spon/1IO $pll\'2◄0 lpon/3'0 ¾"-9 12 In u,, In u,, u,, u,, 11.12 7 56 170 2◄ 1,690 0.06 1,690 1,690 1,690 W-10 12 2.500 1.700 "125 J6 1.130 013 1130 1.130 900 11.12 7.56 170 '8 850 022 850 760 500 11· • 11 2.500 1.500 ·100 60 680 035 850 ◄ao 320 12 11 12 667 135 n 560 0.50 450 340 220 PIOOO P3000 ½"-13 12 2.000 1.500 50 8◄ '80 063 n, 250 160 P'400 890 6.67 70 P,526 1,◄00 1.000 35 !16 ◄20 089 250 1110 130 PSOOO ¼"-14 12 623 HS 50 106 360 11◄ 200 150 100 P5SOO 1,000 BOO 19 120 340 1 ◄O 160 120 80 ¾"-16 12 HS 356 25 144 280 200 110 IO fJO BOO 500 11 163 240 2n IO 60 ◄O ,,. •. 18 12 356 2 22 15 192 210 355 60 50 NR Y.--20 12 600 300 6 216 1110 ◄58 50 '° NR 267 133 8 2◄0 170 5.62 '° NR NR 1.500 1.500 50 oroiect Quidel Rutherford LYO sheet no. l<Hff 3131 Camino Del Rio N by TB B17 Suite 1080 San Diego, CA 92108 location date 10/18/24 p (619) 521-8500 I (619) 521-8591 client job no. 2400108 E g,ne r www.kpll.com Screw Anchor to underside of composite deck (ESR-3027) TABLE 8-HILTI KH-EZ I AND KH-EZ E TENSION AND SHEAR DESIGN DATA FOR INSTALLATION IN THE UNDERSIDE OF CONCRETE-FILLED PROFILE STEEL DECK ASSEMBLIES'-'-' L_,Flulit I u-Flute Chwac:teriatlc S,ml>ol Untt• Nomlnal Anchor 01-ter . ,. .,. . , . ., . Head Style lntomally (I) Throadod and Internally lnlernally (I) Threaded and lnlornally ExternaNy (E) Th<eaded Threaded Exlemelly (E) Threaded Threaded Embedment h-in. ,,,, 211, 1&1, 21/1 21,, 1s1, 2½ 1'1, 211-1 21/1 (mm) (41) (64) (41) (64) (5'1) (41) (64) (41) (64) (54) Minimum Hate Depth ho In. 2 211, 2 2'1, 2'3/, 2 211, 2 211, 23/1 (mm) (51) (73) (51) (73) (60) (51) (73) (51) (73) (60) Internal Thread in. .,. .,. .,, ¼ .,. .,, Diameter (mm) (6.4) (9.5) (t2.7) (6.4) (9.5) (12.7) EffoctJve Embcdroont h« in. t.18 1.92 1.t8 1.92 1.5'1 1.18 1.92 1.18 1.92 1.54 Depth (mm) (30) (49) (30) (49) (39) (30) (49) (30) (49) (39) Pullout Reslotance, lbl. 1,210 1.875 1.210 1,875 1,720 1,490 1,960 1,490 1,960 2,660 (uncrad<ad Np1'K'-.,. (kN) (5.4) (8.3) (5.4) (8.3) (7.7) (6.6) (8.7) (6.6) (8.7) (1 1.8) concreto)' Pullout Resistance lbl. 620 930 620 930 I 1.220i 730 975 730 975 1,885 (cmckod concrete Np,-...,, (kN) (2.8) (4.1) (2.8) (4.1) (5.4) (3.2) (4.3) (3.2) (4.3) (8.4) end seismic lottdsf Steel Strength In Vu-lbl 860 1.025 2.380 1.015 1,525 3,650 Shear' (kN) (3.8) (4.6) (10.6) (4.5) (6.8) (16.2) Sleet Slrength In v ....... lb/. 385 875 2.380 I\ 445 1,295 3.650 Shear. seismic (kN) (1.7) (3.9) (10.6) (2.0) (5.8) (162) FO< S1: 1 Inch• 25.4 mm, 1 ft~bf • 1.356 N-m. 1 psi • 6.89 kPa, 1 tn2 • 645 mm2, 1 lbfm • 0.175 NI m. 'lnstaNalion muot comply with Seotions 4.1.10 and 4.3 and f.illal.lla, 1lJ2, and .IZ ol th11 repon. trhe YakJel lilted must be used in accordance With SectlOO 4.1.4 of this ,-port. 'The values lilted must be used in accordance with Section 4.1,4 and 4 1 8.2 of thfs repott --rhe values li,tod must be used In &CCOrdanoe With Sectloo 4. 1.5 and • 1 8.3 of this report -rhe values for ;. In lension and the vatuee for I,. In shear can be found in llt!!l.2 of this report. "For Che 11 .. -lnch-dlameter (KH-EZ I) at 2-½ inch nominal embedment the charac:tef1stic pullout resistance for ete oomPNtsslve strengths greater than 3,000 pol mey be Increased by multiplying tho valuo In tho l8blo by tr,f.1,000/~for polo, (r,/20,7)" lo, MPa. 1For the ¼-ww:n-<:llameter ancnors (KH-EZ I and KH-EZ E) •t 111,-lnch nomtnal embedment charaawlstlc pullout r lstanoe fof concrele compresWe strengths greate< than 3,000 pol may be lneo-easod by mul!lplylng the value In the table by (r ,f.1,000)"' for psi o, (r ,/20 r)"• lor Pa 1,000# capacity of rod --> OCR = 1000/1220# = 0.81 < 1.0 OK ACTUAL MAX POINT LOAD= 1.13*600#/2 RODS+ 0.7*111#/2 RODS*OMEGA = 416# < 1000# ANCHORAGE IS OK □ □ □ □ □ □ □ □ □ □ Date: 12-10-2024 ENCINA WASTEWATER AUTHORITY IN DUSTRIAL WASTEWATER DISCHARGE PERMIT SCREENING SURVEY 6200 Avenida Encinas, Carlsbad, CA 9201 1 Phone: 760-438-3941 Fax: 760-476-9852 SourceControl@encinajpa.com Business Name: QuidelOrtho --------------------- Street Address: 2285 Rutherford Road, Carlsbad, CA. 92009 Email Address: sam@mcfarlanearchitects.com PLEASE CHECK HERE IF YOUR BUSINESS IS EXEMPT • (ON REVERSE SIDE CHECK TYPE OF BUSINESS) □ Check all below that are present at your facility: Acid Cleaning D Food Processing D Metal Powders Forming Assembly D Glass Manufacturing 0 Nutritional SupplemenWitamin Automotive Repair 0 Industrial Laundry 0 Manufacturing Battery Manufacturing O Ink Manufacturing D Painting/Finishing Biofuel Manufacturing O Laboratory O Paint Manufacturing Biotech Laboratory 0 Machining/Milling 0 Personal Care Products Bulk Chemical Storage 0 Membrane manufacturing 0 Manufacturing Car Wash O (i.e. waterfilter membranes) O Pesticide Manufacturing/ Packaging Chemical Manufacturing O Metal Casting/Forming O Pharmaceutical Manufacturing Chemical Purification 0 Metal Fabrication 0 (including precursors) D Dental Offices D Metal Finishing 0 Porcelain Enameling D Dental Schools 0 Electroplating 0 Power Generation D Dental Clinics 0 Electroless Plating 0 Print Shop D Dry Cleaning D Anodizing ~ Research and Development □ Electrical Component D Coating (i.e. phosphating) 0 Rubber Manufacturing □ Manufacturing D Chemical Etching/Milling D Semiconductor Manufacturing □ Fertilizer Manufacturing D Printed Circuit Board D Soap/Detergent Manufacturing □ Film/ X-ra y Processing D Manufacturing D Waste Treatment/Storage New Business? YesO NoE) SIC Code(s) if known: Date operation began/will begin: 05•02•2025 Tenant Improvement? Yes E]NoO If yes, briefly describe improvement: Interior Tl to add mechanical room for tenant equipment. . . There are no plumbing fixtures Description of operations generating wastewater (discharged to sewer, hauled or evaporated): __________ _ or wastewater in this project. . . . b d' h d ( I/ d ) See above response. Estimated volume of industrial wastewater to e Isc arge ga ay : _____________________ _ List hazardous wastes generated (type/volume ):_NI_A_._N_o_h_az_a_r_d_ou_s_w_a_s_te_. ____________________ _ Have you applied for a Wastewater Discharge Permit from the Encina Wastewater Authority? YesO Date: _____ NoD Page 1 of 2 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 KEN DRYDEN City CARLSBAD State CA Applicant E-Mail sam@mcfarlanearchitects.com Record ID#: DEH2002-HUPFP-132942 Plan Check#: DEH2024-HHMBP-014769 Telephone# Plan File# (858) 552-7925 Zip Code 92008-8815 Applicant Telephone# (858) 552-7925 APN# 212-062-08-00 The following questions represent the facility's activities, NOT the speclllc project descrlpllon. PART 1· EIRE DEPARTMENT· HAZARDOUS METERIALS PIYISION· 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 Facility's Square Footage (including proposed project): 199687 0 Explosive or Blasting Agents 0 Organic Peroxides 0 Water Reactives O Corrosives li!I Compressed Gases 0 0 Oxidizers O Cryogenics O Other Health Hazards 0 Flammable/Combustible Liquids Pyrophorics 0 Highly Toxic or Toxic Materials 0 None of These 0 Flammable Solids 0 Unstable Reactives O Radioactives PART n· SAN DIEGO COUNTY DEPARTMENT OF ENVIRONMENTAL HEALTH· HAZARDOUS MATERIALS DIVISION 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: 5/1/2025 YES NO 1. 00 0 2. 0 1iil 3. 00 0 4. 0 D 5. 0 1i!l 6. D 1iil 7. D 1i!l 8. D 1B) 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? Will 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 1 O)? 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). 0 D D CalARP Exempt CalARP Required CalARP Complete Review Date: PART m· SAN DIEGO COUNTY AIR POLLUTION CONTROL DISTRICT {APCP): 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 10 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. 0 @ 2. 0 D 3. 0 0 4. 0 li!I 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? Will the project involve the removal of any load supporting structural member? 5. 0 0 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/perrnits.pdf 6. 0 0 (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. Briefly describe business activities: Briefly describe proposed project: tNVITRO DIAGNOSTICS COMPANY SPECIALIZING IN RESPIRATORY HEALTH INTERIOR TENANT IMPROVEMENT INCLUDING MINOR DEMOLITION, NEW DIAGNOSTICS, TRANSFUSION MEDICINE, IMMUNOASSAY & MOLECUAR WALLS, PREFAB CLEAN ROOM PANELS, D()ORS, FINISHES, PLUMBING I declare under penalty of perjury that to the best of my knowledge and belief, the responses made herein are true and correct. O; Fees Acknowledged: 1i!l SARAH MCALLISTER / MCFARLANE ARCHITECTS 10n/2024 Name of Owner or Authorized Agent Date FOR OFFICIAL USE ONLY FIRE DEPARTMENT OCCUPANCY CLASSIFICATION: BY: DATE: __________ _ EXEMPT OR NO FURTHER INFORMATION RELEASED FOR BUILDING PERMIT BUT NOT FOR RELEASED FOR OCCUPANCY REQUIRED OCCUPANCY COUNTY-HMO" APCD COUNTY-HMO APCD COUNTY-HMO APCD ~ -(Of ~a ~ AEVIEWE.O T . Yousif 8IOHATutl£ 10/10/2024 DA .... An • A stamp in this box only exempts businesses from completing or updating a Hazardous Materials Business Plan. Other permitting requirements may still apply. DEHQ_HMD_HMBP _Questionnaire v 2.0 (8/2021) Printed on: 10/10/2024@ 11:30 PM Building Permit Finaled Revision Permit Print Date: 09/30/2025 Job Address: 2285 RUTHERFORD RD, CARLSBAD, CA 92008-8815 Permit No: Status: (city of Carlsbad PREV2024-0245 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 #: $0.00 Lot#: Project#: Plan#: Construction Type: Orig. Plan Check#: CBC2024-0334 Plan Check#: Applied: 12/26/2024 Issued: Finaled Close Out: 09/30/2025 Final Inspection: INSPECTOR: Description: QUIDELORTHO: DEFERRED SUBMITTAL FOR DRY ROOM INSULATED METAL PANELS FEE THIRD PARTY REVIEW -Consultant Cost (BLDG) Property Owner: ARE-SD REGION NO 71 HOLDING LLC PO BOX 847 CARLSBAD, CA 92018-0847 Total Fees: $900.00 Total Payments To Date: $900.00 Building Division Contractor: SKYLINE COMMERCIAL INTERIORS INC 5051 AVENIOA ENCINAS CARLSBAD, CA 92008-4363 (858) 720-8559 Balance Due: AMOUNT $900.00 $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 Document Missing From File Permit Number PREV2024-0245 APN 2120620800 Address 2285 RUTHERFORD RD City/State/Zip CARLSBAD, CA 92008 The following document is missing from this file: □ B-1 Development Services Building Division 1635 Faraday Ave www .carlsbadca.gov ----------------------- □ B-10 [Z] B-15 -----------------------□ □ This file was printed on: 9/30/25 1 Transmittal Letter January 29, 2025 City of Carlsbad Community Development Department -Building Division 1635 Faraday Ave. Carlsbad, CA 92008 Plan Review: Deferred-TI Quidelortho Address: 2285 Rutherford Rd, Carlsbad CA True North '/_ COMPLIA NCE SERVICES SECOND REVIEW City Permit No: PREV2024-0245 True North No.: 24-018-11 76 Applicant Name: Willian Reyes Applicant Email: william@prevostconstruction.com True North Compliance Services, Inc. has completed the review of the following documents for the project referenced above on behalf of the City of Carlsbad. Our comments can be found on the attached list. 1. Drawings: Electronic copy ''Not dated", by Clarion Construction, INC. Attn: Permit Technician, the scope of work on the plans has been reviewed for coordination with the scope of wo rk on the permit application. See below for information if the scope of work on plans differs from the permit application: Valuation: Scope of Work: Floor Area: Notes: NIA Confirmed Confirmed Confirmed This project is hourly. Please charge the applicant the following hours of plan review. Review # Hours Rate Total 1st Review 4 $120.00 $480 2nd Review 2 $120 $240 Our comments follow on the attached list. Please call if you have any questions or if we can be of further assistance. Sincerely, True North Compliance Services Review By: Mulham Hweidi -Plan Review Engineer Quality Review By: Alaa Atassi -Plan Review Supervisor True North Compliance Services, Inc. 8369 Vickers Street, Suite 207, San Diego, CA 92111 T / 562. 733.8030 Deferred-TI Quidelortho 2285 Rutherford Rd January 29, 2025 City of Carlsbad-SECOND REVIEW City Permit No.: PREV2024-0245 True North No.: 24-018-1176 Pagel Plan Review Comments HARD COPY -RESUBMITT AL INSTRUCTIONS: Please do not resubmit plans until all departments have completed their reviews. For status, please contact building@carlsbadca.gov Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). Corrected sets can be submitted as follows: Deliver THREE corrected sets of plans and TWO corrected calculations/reports directly to the City of Carlsbad Building Division, 1635 Faraday Ave., Carlsbad, CA 92008, (442) 339-2719. The city will route the plans to True North, Planning and Land Development Engineering Departments (if applicable) for continued review. Note: If this proj ect requires FIRE PREVENTION review, ensure that you follow their specific instructions for resubmittal review. The city will not route plans back to Dennis Grubb & Associates for continued Fire Prevention review. GENERAL INFORMATION: A. The following comments are referred to the 2022 California Building, Mechanical, Plumbing, Electrical Codes, California Green Building Standards Code, and Energy Code (i.e., 2021 IBC, UMC, UPC, and 2020 NEC, as amended by the State of California). B. There may be other comments generated by the Building Division and/or other City departments that will also require your attention and response. This attached list of comments, then, is only a portion of the plan review. Contact the City for other items. C. Respond in writing to each comment by marking the attached comment list or creating a response letter. Indicate which details, specification, or calculation shows the required information. Your complete and clear responses will expedite the re-check. D. Where applicable, be sure to include the architect and engineer's stamp and signature on all sheets of the drawings and on the coversheets of specifications and calculations per CBPC 5536.1 and CBPC 6735. This item will be verified prior to plan approval. E. If you have any questions regarding the below comments, please contact Mulham Hweidi via email mulhamh@tncservices.com or telephone (562) 733-8030. OCCUPANCY & BUILDING SUMMARY: Occupancy Groups: Occupant Load: Type of Construction: Sprinklers: Stories: Area of Work (sq. ft.): S-1, B (See comments below) III-B Yes 2 (See comments below) sq. ft. Deferred-TI Quidelortho 2285 Rutherford Rd January 29, 2025 ARCIDTECTURAL COMMENTS: Al. Designate the exact area of work in this deferred submittal. PC2: No response provided. Comment remains outstanding. City of Carlsbad-SECOND REVIEW City Permit No.: PREV2024-0245 True North No.: 24-018-11 76 Page3 A2. Proposed changes require update on the egress plan and the occupant load, address the following comments: a) Two dry rooms has been separated, show the egress/exit path for each part of the floor plan to the outside of the building to meet the following: i) Show the exit access travel distance to the exit discharge ii) No egress plan provided. Please revise the floor plan to identify the Common Path of Egress Travel (CPET). Paths must begin from the most remote point within the story, and end where two separate and distinct paths to two exits are available. Ensure that no CPET exceeds the limits set forth in CBC 1006.2.1. iii) Revise plans to show location of installed exit signs conforming to the CBC 1013. Exit signs shall be readily visible from any direction of approach and shall be located as necessary to clearly indicate the direction of egress travel. iv) Specify tactile egress signage to be installed on the wall adjacent to the latch side of the exit doors mounted 60 inches above the finish floor to the centerline of the sign complying with CBC llB-703.1, llB-703.2, llB-703.3 and llB-703.5, per CBC 1013.4. Show location and details on plans. b) No occupant load calculation provided. On the floor plans, identify the floor area of each room, the occupant load factor of each room, the number of occupants in each room and the total number of occupants. CBC Table 1004.5. PC2: No response provided and plans not updated to address comments above. Comments remain outstanding. A3. Load bearing elements and the primary structure frame for the building have been altered, and as per CBC Table 601, as this building has a type III-A construction, all loadbearing walls and primary frame of the structure shall be I-Hour fire rated. Please revise plans and show PC2: No response provided and plans not updated to address comment above. Comment remains outstanding. A4. On sheet A-2. lA, b) Clarify if there are any proposed changes in the mechanical room from the original permit. PC2: No response provided. Comment remains outstanding. c) Clarify what is the use of this newly enclosed room, further occupancy and egress comments may be generated. PC2: No response provided. Comment remains outstanding. pgy gOOM " I I c. t__.. t" -· I Deferred-TI Quidelortho 2285 Rutherford Rd January 29, 2025 City of Carlsbad-SECOND REVIEW City Permit No.: PREV2024-0245 True North No.: 24-018-1176 Page 4 d) Clarify if the vestibules are new or not, as the wall legend indicates that the enclosed meatal sheathing is new. If new, provide information on the proposed doors. i) If new, revise the plan to show a clearance of 48" plus the width of door as required per CBC l lB-404.2.6. PC2: No respo11se provided. Comme11t remains outsta11ding. _New.---- walls/doors? e) Clarify if in any proposed enclosed rooms or enclosed areas have resulted in an occupancy change. i) If so, provide an allowable area analysis CBC Table 506.2. PC2: No respo11se provided. Comme11t remains outsta11di11g. A5. Provide a site plan showing, b) Parking facilities. c) Clarify exterior alterations if proposed. d) Show the exit path from the inside of the building (and scope of work area) to the public way. PC2: No respo11se provided a11d pla11s 11ot updated to address comme11ts above. Comme11ts remain outsta11ding. ACCESSIBILITY COMMENTS: D 1. Please note that accessibility upgrades are required in this permit due to the fact that the original permit was a mechanical units upgrade only permit, and as the designer presented CBC 11 B-203 .5 section that exempts mecharucal rooms from accessibility upgrades, and the changes proposed in the current deferred submittal triggers accessibility upgrades as per CBC l lB-202.3. This accessibility shall include the requirements of CBC l lB-202.4, which entails: a primary entrance, a primary path of travel, sanitary facilities serving the area, a drinking fountain, and signs. Please address the following: a) Upon providing a site plan: i) Show the accessible path of travel from the accessible parking and public way to the area of alteration. ( 1) Accessible parking shall be located at shortest route to the entrance of the building. Deferred-TI Quidelortho 2285 Rutherford Rd January 29, 2025 City of Carlsbad-SECOND REVIEW City Permit No.: PREV2024-0245 True North No.: 24-018-1176 Page5 ii) Specify the accessible route to be 5% maximum running slope with 2% maximum cross slope per CBC l lB-403.3. iii) Specify the accessible route to be at least 48" in width. CBC l lB-403.5.1 iv) Provide detectable warning where the accessible route crosses or adjoins the vehicular path of travel per CBC l lB-247.1.2.5. Provide detectable warning details in accordance with CBC llB-705.1. v) Show location and provide details for curb ramps in accordance with CBC l lB-406. vi) Clarify if a ramp is provided at the exterior of the building. Provide details and dimensions for the ramp to show compliance with CBC l lB-405. Include information on ramp slope, handrails, handrail extensions, and landings. vii) Provide details and dimensions of accessible parking, accessible aisles, markings, signage, etc., to verify it meets the requirements of CBC l lB Division 5. b) Provide plans and detai ls for the restrooms serving the area to verify that it meets the requirements of CBC l lB Division 6. c) Show the location and provide details for the drinking fountain serving this area to verify that it meets the requirements of CBC l lB-21 1.1 and CBC l lB-602. PC2: No response provided and plans not updated to address comments above. Comments remain outstanding. D2. Provide information for the existing and proposed doors that are within the area of work. a) Confirm the clear width of the doorways are 32" minimum per CBC l lB-404.2.3. A 3 ft wide door provides 32" clear width. PC2: Doors tags are provided for just some doors. Please provide door information on all doors within th e area of work. D3. Dimension 18" strike clearance and 60" maneuvering clearance at the pull side of all doors per CBC l lB- 404.2.4.1. PC2: Dimensions not provided for all doors. Please provide doors tag for ALL doors within the area of work, and provide all required clearances. D4. Dimension 12" strike clearance and 48" maneuvering clearance at the push side of all doors per CBC l lB- 404.2.4.1. PC2: Dimensions not provided for all doors. Please provide doors tag for ALL doors within the area of work, and provide all required clearances. DS. Some doors are doors in series. Revise the plan to show a clearance of 48" plus the width of door as required per CBC l lB-404.2.6. PC2: Comment above not addressed and remains outstanding. MEP COMMENTS: M l. Clarify if this deferred permit proposes any MEP work. Further comments may apply. PC2: No response provided. Comment remains. Deferred-TI Quidelortho 2285 Rutherford Rd January 29, 2025 GREEN BUILDING COMMENTS: No Comments. ENERGY COMPLIANCE COMMENTS: No comments. STRUCTURAL COMMENTS: City of Carlsbad-SECOND REVIEW City Permit No.: PREV2024-0245 True North No.: 24-018-1176 Page6 SL New structural work is proposed, yet no structural calculations were provided with the first submittal. a) Provide calculations for the lateral system as they propose an update on the metal wall panels. b) Justify the maximum height specified in the metal schedule. c) Engineer of record to stamp and sign all structural plan sheets and calculation package. d) Provide metal framing details for the proposed panels. e) Provide general and material information for the proposed elements. PC2: The provided structural sheet only shows calculations for gravity members. In addition, the calculations show the panels as failing. Lateral resisting elements design not provided. Please revise as the structural is incomplete, does not address the above comments, and BENDING LOADS Span or Support Support Moment No. EL (R) lb.NR 2 1 IS.00 0.0 I 100.00 0.0 Design Max SJ>"n Shear Moment (LeR) lb.NR lb/R 632.8 168.8 Safety OK Criteria Stress (psi) Faccor Faci.t 9313 1.45 ' Liner 8961 3.34 ,, Core Shear 3.601 4.58 ,, Note: Shear (Right) lb/R -168.8 Panel will fail. Deflection does not meet L/240 OK MidsJ>"n Deflection Support Deflection Limit Reoetior in lb/R 168.8 1.027 11175 X 168.8 Positiv< If you have any questions regarding the above comments, please contact Mulbam Hweidi via email mulhamh@tncservices.com or telephone (562) 733-8030. [END] Transmittal Letter January 6, 2025 City of Carlsbad Community Development Department -Building Division 1635 Faraday Ave. Carlsbad, CA 92008 Plan Review: Deferred-Tl Quidelortho Address: 2285 Rutherford Rd, Carlsbad CA True North COMPLIANCE SERVICES FIRST REVIEW City Permit No: PREV2024-0245 True North No.: 24-018-1176 Applicant Name: Willian Reyes Applicant Email: william@prevostconstruction.com True North Compliance Services, Inc. has compl eted the review of the following documents for the project referenced above on behalf of the City of Carlsbad. Our comments can be found on the attached list. 1. Drawings: Electronic copy "Not dated", by Clarion Construction, INC. Attn: Permit Technician, the scope of work on the plans has been reviewed for coordination with the scope of work on the permit application. See below for information if the scope of work on plans differs from the permit application: Valuation: Scope of Work: Floor Area: Notes: NIA Confirmed Confirmed Confirmed This project is hourly. Please charge the applicant the following hours of plan review. Review # Hours Rate Total pt 4 $120.00 $480 Our comments follow on the attached list. Please call if you have any questions or if we can be of further assistance. Sincerely, True North Compliance Services Review By: Mulham Hweidi -Plan Review Engineer Quality Review By: Alaa Atassi -Plan Review Supervisor True North Compliance Services, Inc. 8369 Vickers Street, Suite 207, San Diego, CA 92111 T / 562. 733.8030 Deferred-TI Quidelortho 2285 Rutherford Rd January 1, 2025 Plan Review Comments HARD COPY -RESUBMITTAL INSTRUCTIONS: City of Carlsbad-FIRST REVIEW City Permit No.: PREV2024-0245 True North No.: 24-018-1 176 Page2 Please do not resubmit plans until all departments have completed their reviews. For status, please contact buildin2@carlsbadca.gov Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). Corrected sets can be submitted as follows: Deliver THREE corrected sets of plans and TWO corrected calculations/reports directly to the City of Carlsbad Building Division, 1635 Faraday Ave., Carlsbad, CA 92008, (442) 339-2719. The city will route the plans to Trne North, Planning and Land Development Engineering Departments (if applicable) for continued review. Note: If this project requires FIRE PREVENTION review, ensure that you fo llow their specific instructions for resubrnittal review. The city will not route plans back to Dennis Grubb & Associates for continued Fire Prevention review. GENERAL INFORMATION: A. The following comments are referred to the 2022 California Building, Mechanical, Plumbing, Electrical Codes, California Green Building Standards Code, and Energy Code (i.e., 2021 IBC, UMC, UPC, and 2020 NEC, as amended by the State of California). B. There may be other comments generated by the Building Division and/or other City departments that will also require your attention and response. This attached list of comments, then, is only a portion of the plan review. Contact the City for other items. C. Respond in writing to each comment by marking the attached comment list or creating a response letter. Indicate which details, specification, or calculation shows the required information. Your complete and clear responses will expedite the re-check. D. Where applicable, be sure to include the architect and engineer's stamp and signature on all sheets of the drawings and on the coversbeets of specifications and calculations per CBPC 5536.1 and CBPC 6735. This item will be veri fied prior to plan approval. E. If you have any questions regarding the below comments, please contact Mulham Hweidi via email mulharnh@tncservices.com or telephone (562) 733-8030. OCCUPANCY & BUILDING SUMMARY: Occupancy Groups: Occupant Load: Type of Construction: Sprinklers: Stories: Area of Work (sq. ft.): S-1, B (See comments below) III-B Yes 2 (See comments below) sq. ft. Deferred-TI Quidelortho 2285 Rutherford Rd January 1, 2025 City of Carlsbad-FIRST REVIEW City Permit No.: PREV2024-0245 True North No.: 24-0 18-1 176 Page3 ARCIDTECTURAL COMMENTS: Al. Designate the exact area of work in this deferred submittal. A2. Proposed changes require update on the egress plan and the occupant load, address the following comments: a) Two dry rooms has been separated, show the egress/exit path for each part of the floor plan to the outside of the building to meet the following: i) Show the exit access travel distance to the exit discharge ii) No egress plan provided. Please revise the floor plan to identify the Common Path of Egress Travel (CPET). Paths must begin from the most remote point within the story, and end where two separate and distinct paths to two exits are available. Ensure that no CPET exceeds the limits set forth in CBC 1006.2.1. iii) Revise plans to show location of installed exit signs conforming to the CBC 1013. Exit signs shall be readily visible from any direction of approach and shall be located as necessary to clearly indicate the direction of egress travel. iv) Specify tactile egress signage to be installed on the wall adjacent to the latch side of the exit doors mounted 60 inches above the finish floor to the centerline of the sign complying with CBC llB-703.1, llB-703.2, llB-703.3 and l lB-703.5, per CBC 1013.4. Show location and details on plans. b) No occupant load calculation provided. On the floor plans, identify the floor area of each room, the occupant load factor of each room, the number of occupants in each room and the total number ofoccupants. CBC Table 1004.5. A3. Load bearing elements and the primary structure frame for the building have been altered, and as per CBC Table 601, as this building has a type III-A construction, all loadbearing walls and primary frame of the structure shall be 1-Hour fue rated. Please revise plans and show A4. On sheet A-2.lA, a) From the original permit, changes have been proposed for the below highlighted wall, the original (Approved) plan set show three doors in the area below, please revise. " .,. l2fai ~ I I l I -, b) Clarify if there are any proposed changes in the mechanical room from the original permit. c) Clarify what is the use of this newly enclosed room, further occupancy and egress comments may be generated. Deferred-TI Quidelortho 2285 Rutherford Rd January 1, 2025 DRY ROOM A ...,._._...I c. City of Carlsbad-FIRST REVIEW City Permit No.: PREV2024-0245 True North No.: 24-018-1 176 Page 4 d) Clarify if the vestibules are new or not, as the wall legend indicates that the enclosed meatal sheathing is new. If new, provide information on the proposed doors. i) If new, revise the plan to show a clearance of 48" plus the width of door as required per CBC l lB-404.2.6. I J -N8-W ---- walls/doors? e) Clarify if in any proposed enclosed rooms or enclosed areas have resulted in an occupancy change. i) If so, provide an allowable area analysis CBC Table 506.2. A5. Provide a site plan showing, a) Parking facilities. b) Clarify exterior alterations if proposed. c) Show the exit path from the inside of the building (and scope of work area) to the public way. ACCESSIBILITY COMMENTS: D 1. Please note that accessibility upgrades are required in this permit due to the fact that the original permit was a mechanical units upgrade only permit, and as the designer presented CBC l lB-203.5 section that exempts mechanical rooms from accessibility upgrades, and the changes proposed in the current deferred submittal triggers accessibility upgrades as per CBC l lB-202.3. This accessibility shall include the requirements of CBC 1 lB-202.4, which entails: a primary entrance, a primary path of travel, sanitary facilities serving the area, a drinking fountain, and signs. Please address the following: a) Upon providing a site plan: i) Show the accessible path of travel from the accessible parking and public way to the area of alteration. Deferred-TI Quidelortho 2285 Rutherford Rd January 1, 2025 City of Carlsbad-FIRST REVIEW City Permit No.: PREV2024-0245 True North No.: 24-018-1176 Page 5 (1) Accessible parking shall be located at shortest route to the entrance of the building. ii) Specify the accessible route to be 5% maximum running slope with 2% maximum cross slope per CBC l lB-403.3. iii) Specify the accessible route to be at least 48" in width. CBC l lB-403 .5 .1 iv) Provide detectable warning where the accessible route crosses or adjoins the vehicular path of travel per CBC l lB-24 7.1.2.5. Provide detectable warning details in accordance with CBC l lB-705.1. v) Show location and provide details for curb ramps in accordance with CBC l lB-406. vi) Clarify if a ramp is provided at the exterior of the building. Provide details and dimensions for the ramp to show compliance with CBC l lB-405. Include information on ramp slope, handrails, handrail extensions, and landings. vii) Provide details and dimensions of accessible parking, accessible aisles, markings, signage, etc., to verify it meets the requirements of CBC l lB Division 5. b) Provide plans and details for the restrooms serving the area to verify that it meets the requirements of CBC l lB Division 6. c) Show the location and provide details for the drinking fountain serving this area to verify that it meets the requirements of CBC 11 B-211.1 and CBC 11 B-602. D2. Provide information for the existing and proposed doors that are within the area of work. a) Confirm the clear width of the doorways are 32" minimum per CBC 1 lB-404.2.3. A 3 ft wide door provides 32" clear width. b) Door hardware are operable with one hand and do not require tight grasping, pinching, or twisting of the hand. CBC llB-404.2.7 and llB-309.4. c) Specify door thresholds, if provided at doorways, to be ½ inch high maximum. Raised thresholds and changes in level at doorways shall comply with CBC Section l lB-302 and l lB-303. CBC l lB-404.2.5. d) Door opening force is 5-pounds maximum for interior and exterior doors per CBC l lB-404.2.9. e) Door opening hardware is mounted 34" to 44" above the finish floor per CBC llB-404.2.7. f) Lower 10 inch of the door surface is provided with a smooth surface for the full width of the door, at the push side of the door per CBC l 1B-404.2.10. D3. Dimension 18" strike clearance and 60" maneuvering clearance at the pull side of all doors per CBC l lB- 404.2.4.1. D4. Dimension 12" strike clearance and 48" maneuvering clearance at the push side of all doors per CBC l lB- 404.2.4.1. D5. Some doors are doors in series. Revise the plan to show a clearance of 48" plus the width of door as required per CBC llB-404.2.6. MEP COMMENTS: Ml. Clarify if this deferred permit proposes any MEP work. Further comments may apply. Deferred-TI Quidelortho 2285 Rutherford Rd January 1, 2025 GREEN BUILDING COMMENTS: No Comments. ENERGY COMPLIANCE COMMENTS: No comments. STRUCTURAL COMMENTS: City of Carlsbad-FIRST REVIEW City Permit No.: PREV2024-0245 True North No.: 24-018-1176 Page 6 S 1. New structural work is proposed, yet no structural calculations were provided with the first submittal. a) Provide calculations for the lateral system as they propose an update on the metal wall panels. b) Justify the maximum height specified in the metal schedule. c) Engineer of record to stamp and sign all structural plan sheets and calculation package. d) Provide metal framing details for the proposed panels. e) Provide general and material information for the proposed elements. If you have any questions regarding the above comments, please contact Mulham Hweidi via email mulhamh@tncservices.com or telephone (562) 733-8030. [END]