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Home My WebLink About2251 FARADAY AVE; 150; CBC2018-0581; PermitPermit No: CBC2018-0581 Status: Closed - Finaled Applied: 10/22/2018 Issued: 01/14/2019 Permit Finaled: Inspector: AKrog Final Inspection: 4/30/2019 9:06:52AM city of Carlsbad;, Commercial Permit Print Date: 04/30/2019 Job Address: 2251 Faraday Ave, 150 Permit Type: BLDG-Commercial Work Class: Tenant Improvement Parcel No: 2120610400 Lot U: Valuation: $1,397,392.95 Reference U: Occupancy Group: B, S-i Construction Type: U Dwelling Units: Bathrooms: Bedrooms: Orig. Plan Check U: Plan Check U: Project Title: Description: ABBOTT: 30,045 OFFICE/LAB TO SAME Applicant: Owner: ABBOTT RAPID DIAGNOSTICS FARADAY PROPERTY LLC 9975 Summers Ridge Rd 11444W Olympic Blvd San Diego, CA 92121-2997 LOS ANGELES, CA 90064 858-805-2124 BUILDING PERMIT FEE ($2000+) $4,326.02 BUILDING PLAN CHECK FEE (BLDG) $3,028.21 ELECTRICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL $1,510.00 FIRE Haz Mat Storage Chem Class 26-100 Chems $1,095.00 FIRE S Occupancies < 50,000sq. ft. TI $373.00 GREEN BUILDING STANDARDS PLAN CHECK & INSPECTION $175.00 MECHANICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL $178.00 SB1473 GREEN BUILDING STATE STANDARDS FEE $56.00 STRONG MOTION-COMMERCIAL $391.27 Total Fees: $11,132.50 Total Payments To Date: $11,132.50 Balance Due: $0.00 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. 1635 Faraday Avenue, Carlsbad, CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov ITHE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: DPLANNING DENGINEERING DBUILDING DFIRE DHEALTH DHAZMAT!APCD I Building Permit Application Plan Check 1 Est. Value I ;2 City of 1635 Faraday Ave., Carlsbad, CA 92008 Cdisbad Ph: 760-602-2719 Fax: 760-602-8558 Plan Ck. Deposit email: building©carlsbadca.gov Date 10- iswppp I www.carlsbadca.gov JOB ADDRESS 2251 FARADAY AVENUE, CARLSBAD CA 92008 SU /S CE/UNITS APN I 212 - 061 - 04 - 00 CT/PROJECTS PHASES A OF UNITS S BEDROOMS I# BATHROOMS TENANT BUSINESS NAME CONSTR. TYPE 0CC. GROUP N/A N/A I IBBOT1 RAPID DIAGNOSTIJ Ill-B I B DESCRIPTION OF WORK: include Square Feet of Affected Area(s) 1. RENOVATION OF 30,045 SF OF LAB TO ACCOMMODATE IMPROVED AREAS CONSISTING OF OFFICES, NEW LABS, STORAGE ROOMS AND SHIPPING & RECEIVING. 2. PROVIDE NEW WALL, CEILING AND FLOOR FINISHES FOR THE IMPROVED AREAS. 3. PROVIDE ELECTRICAL RENOVATIONS FOR THE IMPROVED AREA. 4. PROVIDE ADDITIONAL ELECTRICAL DISTRIBUTION TO ACCOMMODATE SYSTEMS FURNITURE LAYOUT. 5. PROVIDE NEW LIGHTING SYSTEM TO MEET LATEST TITLE 24 REQUIREMENTS 6. CONVERT (2) EXISTING 100% OSA AIR HANDLING UNITS TO RECIRCULATED AIR PLUMBING. 7.MODIFICATIONS OF THE EXISTING UTILITIES FOR THE IMPROVED AREA (WATER, GASES, WASTE & VENT) EXISTING USE I PROPOSED USE I GARAGE (SF) PATIOS (SF) I DECKS (SF) I FIREPLACE AIR CONDITIONING I FIRE SPRINKLERS B, F-I, S-I I B, S-I I I IYESD5 NO[::]I YES IZINO El I YES IZINoIl APPLICANT NAME PROPERTY OWNER NAME BIOSITE INCORPORATED ADDRESS q q ADDRESS 9975 SUMMERS RIDGE ROAD CITY SAN DIEGO STATE CA ZIP ?2i2T3 CITY STATE ZIP SAN DIEGO CA 92121 PHONE FAX PHONE — 858-805-2124 I 858-805-2124 7 EMAIL @ c EMAIL DESIGN PROFESSIONAL FPBA (ANDREW DARRAGH) . CONTRACTOR BUS NAME Z a\)1Lbtl4CJBDCtPWf ADDRESS 4499 RUFFIN ROAD ADDRESS 10_7 S cb-S *J -2Z-0 CITY STATE ZIP SAN DIEGO CA 92123 CITY STATE ZIP çoiPç,.J.k GeAcki 72015 PHONE (619) 231-0751 I FAX I PHONE cs 2S I5'1 5 I I FAX EMAIL adarraghcfpbarch.com EMAIL f'YC_C-2-Sb CONTACT: isethi(&fpbarch.com I STATE LIC. S I C 24431 STATE LIC.# 'CLASS TT' ','' I $ CITY BUS. UC.# I&$oDcso-o?-zo'.9 (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500)). 00 01 (0 W00) Workers' Compensation Declaration: I hereby affirm under penally of perjury one of the following declarations: RI I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Insurance Co. IttSV#cüC, &4&4iJ1' or— -n( V T(%(tN)3dicyNo.PL 505171I 00 Expiration Date______________ This section need not be completed if the permit is for one hundred dollars ($100) or less. [J Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage Is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (&100,000), In addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's fees. CONTRACTOR SIGNATURE DAGENT DATE ®0(®( ®@ 10®)) I hereby affirm that lam exempt from Contractor's License Law for the following reason: [J I, as owner of the properly or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). [J lam exempt under Section Business and Professions Code for this reason: 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement. [:]Yes DNO 2.1(have I have not) signed an application for a building permit for the proposed work. I have contracted with the following person (firm) to provide the proposed construction (include name address! phone! contractors' license number): I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name! address! phone! contractors' license number): 5.1 will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name Iaddress I phone! type of work): 'PROPERTY OWNER SIGNATURE []AGENT DATE Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505,25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? I Yes No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? Yes I No ls the facditytobe constructed within l,000 feet of the outer boundary ola school site? Yes I No IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. (@®O®( I hereby affirm that there Is a construction lending agency for the performance of the work this permit Is Issued (Sec. 3097 (i) Civil Code). Lender's Name Lender's Address OOifO® Icerothatihavereadtheapplicafflonand thatthe above IntarmatIon Isoorrectand thatthe Information onthe plans Is accurate. I Veeto compVwhh all Cilyonlinances and State lavirs relatingto building construction. Ihereby authorize repesentative of the City olCaitsbadbenter upon the above mentioned property for Inspection purposes. IALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAJNSTALL uABlLmEs. JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit Is requbsd forexcervations ' deep and demolition orconatrrionof structures over 3 slow ki height EXPIRATION: Everypermit Issued by the Buildingcffiebi under the provisions of this Code shal expire by limitation and become null and void I the building oraIc authorized by such permit is not commenced YAM 180 days from ft data of such permit crlf the bulduig omuexic authorized by such permit suspended or abandoned at any tore after the workus conveencud foraperiod of 180 days (Section 106.4.4 Undenu Bulling Code). .'APPLICANT'S SIGNATURE DATE 10/16/2018 - STOP: THIS SECTION NOT REQUIRED FOR BUILDING PERMIT ISSUANCE. Complete the following ONLY if a Certificate of Occupancy will be requested at final Inspection. Fax (760)6024M. Email building@carlsbadca.gov or Mall the completed form to City of Carlsbad, Building Division 1635 Faraday Avenue, Carlsbad, California 92008. CO#: (Office Use Only) CONTACT NAME OCCUPANT NAME LARRY-TURNER - BU _____________________________________________ ADDRESS 9975 SUMMERS RIDGE ROAD ILDING ADDRESS CITY STATE ZIP SAN DIEGO CA 92121 CITY STATE ZIP Carlsbad CA PHONE FAX 858-805-2124 EMAIL OCCUPANT'S BUS. LIC. No. Laurence.Turner@alere.com DELIVERY OPTIONS PICK UP: CONTACT (Listed above) OCCUPANT (Listed above) CONTRACTOR (On Pg. 1) - MAIL TO: .' CONTACT (Listed above) OCCUPANT (Listed above) ASSOCIATED CB# CONTRACTOR (On 'g 1) NO CHANGE IN USE/ NO CONSTRUCTION MAIL/ FAX TO OTHER: CHANGE OF USE/ NO CONSTRUCTION APPL1CANVS SIGNATURE DATE Permit Type: BLDG-Commercial Application Date: 10/22/2018 Owner: FARADAY PROPERTY LLC Work Class: Tenant Improvement Issue Date: 01/14/2019 Subdivision: CARLSBAD TCT#81-10 UNIT#01 Status: Closed - Finaled Expiration Date: 10/23/2019 Address: 2251 Faraday Ave, 150 Carlsbad, CA 92008-7209 IVR Number: 14803 Scheduled Actual Date Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete 0410312019 0410312019 BLDG-85 T-Bar, 087666-2019 Passed Andy Krogh Complete Ceiling Grids, Overhead Checklist Item COMMENTS Passed BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 Prewrap Ok Yes Rough-Ducts-Dampers 0412612019 0412612019 BLDG-84 Rough 090130-2019 Failed Andy Krogh Reinspection Complete Combo(14,24,34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency As noted on plans in orange , pink Yes BLDG-14 . Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-.34 Rough Electrical Gfcis needed at all locations within 6' of No sinks and showers BLDG-44 Yes Rough-Ducts-Dampers 0413012019 0413012019 BLDG-Final 090396-2019 Passed Andy Krogh Complete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency Ok for occupancy in open office area, final Yes close out pending waste management paperwork BLDG-Plumbing Final Yes BLDG-Mechanical Final Yes BLDG-Structural Final Yes BLDG-Electrical Final Yes BLDG-Fire Final 088375-2019 Scheduled Dominic Fier! Incomplete Checklist Item COMMENTS Passed FIRE- Building Final No April 30, 2019 . Page 3 of 3 Permit Type: BLDG-Commercial Application Date: 10/22/2018 Owner: FARADAY PROPERTY LLC Work Class: Tenant Improvement Issue Date: 01/14/2019 Subdivision: CARLSBAD TCT#81-10 UNIT#01 Status: Closed - Finaled Expiration Date: 10/23/2019 Address: 2251 Faraday Ave. 150 Carlsbad, CA 92008-7209 IVR Number: 14803 Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Date Checklist Item COMMENTS Passed BLDG-Building Deficiency As noted on plans in orange . Yes BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLD6-44 Yes Rough-Ducts-Dampers 0211112019 0211112019 BLDG-84 Rough 083466-2019 Partial Pass Andy Krogh Reinspection Combo(14,24,34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency As noted on plans in orange, pink Yes BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 Yes Rough-Ducts-Dampers 0211412019 02/1412019 BLDG-17 Interior 083898.2019 Partial Pass Andy Krogh - Reinspection Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency As noted on plans Yes 02I19I2019 0211912019 BLDG-17 Interior 084032.2019 Partial Pass Andy Krogh Reinspection Lath/Drywall Checklist Item COMMENTS Passed - BLDG-Building Deficiency As noted on plans Yes 03/04/2019 03/0412019 BLDG-Final 085148.2019 Partial Pass Andy Krogh Reinspection Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency Ok for occupancy in open office area Yes BLDG-Plumbing Final Yes BLDG-Mechanical Final Yes BLDG-Structural Final Yes BLDG-Electrical Final . Yes 03/12/2019 03/1212019 BLDG-14 085832.2019 Failed Andy Krogh Reinspection Frame/Steel/Bolting/ Welding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency Hardlid requires sprinkler drops and fire No inspection prior to sheeting. Recall for inspection Incomplete Incomplete Incomplete Incomplete Complete April 30, 2019 Page 2 of 3 Permit Type: BLDG-Commercial Application Date: 10/22/2018 Owner: FARADAY PROPERTY LLC Work Class: Tenant Improvement Issue Date: 01/14/2019 Subdivision: CARLSBAD TCT#81-10 UNIT#01 Status: Closed - Finaled Expiration Date: 10/23/2019 Address: 2251 Faraday Ave, 150 Carlsbad, CA 92008-7209 IVR Number: 14803 Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Date 0111512019 0111512019 BLDG-81 081297.2019 Partial Pass Andy Krogh Reinspection Incomplete Underground Combo(11,12,21,31) Checklist Item COMMENTS Passed BLDG-21 Waste as noted in orange on plans Yes Underground-Underfloor Plumbing BLDG-31 Requires redline drawing for revisions Yes Underground-Conduit Wring 0111612019 0111612019 BLDG-21 081442-2019 Passed Andy Krogh Complete Underground/Underf loot Plumbing 0112412019 0112412019 BLDG-81 081814.2019 Passed Andy Krogh Complete Underground Combo(11,12,21,31) Checklist Item. COMMENTS Passed BLDG-1 1 Foundation-Ftg.Piers Yes (Reber) BLDG-21 Waste as noted in orange on plans Yes Underground-Underfloor Plumbing BLDG-31 Requires redline drawing for revisions Yes Underground-Conduit Wiring . 0112912019 0112912019 BLDG-85 T-Bar, 082413-2019 Partial Pass Andy Krogh Reinspection Incomplete Ceiling Grids, Overhead Checklist Item COMMENTS Passed BLDG-Building Deficiency Prewrap ok Yes BLDG-14 No Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout No BLDG-34 Rough Electrical No BLDG-44 Prewrap Ok Yes Rough-Ducts-Dampers 0113112019 0212112019 BLDG-Fire Final 082498.2019 Partial Pass Dominic Fled Reinspection Incomplete - Checklist Item COMMENTS Passed FIRE- Building Final No 02104/2019 0210412019 BLDG-84 Rough 082964-2019 Partial Pass Andy Krogh Reinspection Incomplete Combo(14;24,34,44) April 30, 2019 Page 1 of 3 ft I U APPLICANT ,-JJRIS. EsGilV A SAFEbui1tCompany DATE: 11/28/2018 JURISDICTION: Carlsbad PLAN CHECK #.: CBC2018-0581 SET: II PROJECT ADDRESS: 2251 Faraday Ave. #150 PROJECT NAME: Abbott Rapid Diagnostics Tenant Improvement The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. '4 LII The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted_. Telephone #: Date contacted: .-.--($') Email: Mail Telephone Fax 1njson E REMARKS: By: Jason Pasiut Enclosures: EsGil 11/20/2018 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 11 EsGil A SAFEbuittCompany DATE: 1111/2018 13 APPLICANT ,if JURIS. JURISDICTION: Carlsbad PLAN CHECK #.: CBC2018-0581 SET: I PROJECT ADDRESS: 2251 Faraday Ave. #150 PROJECT NAME: Abbott Rapid Diagnostics Tenant Improvement The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Isha Sethi EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Isha Sethi Telephone #: 858-805-2124 ilat contacted: li/i Email: isethi@fpbarch.com 'lVIaiI Telephone Fax In Person LII MARKS: By: Jason Pasiut Enclosures: EsGil 10/25/2018 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad CBC2018-058 1 11/1/2018 PLAN REVIEW CORRECTION LIST TENANT IMPROVEMENTS PLAN CHECK #.: CBC2018-0581 JURISDICTION: Carlsbad OCCUPANCY: BB, F-i, S-i USE: Office, laboratory TYPE OF CONSTRUCTION: 111-B ACTUAL AREA: 30,045sf ALLOWABLE FLOOR AREA: within STORIES: 1 HEIGHT: unchanged OCCUPANT LOAD: SPRINKLERS?: YES REMARKS: DATE PLANS RECEIVED BY JURISDICTION: 10/22/2018 DATE INITIAL PLAN REVIEW COMPLETED: 11/1/2018 FOREWORD (PLEASE READ): DATE PLANS RECEIVED BY ESGIL CORPORATION: 10/25/2018 PLAN REVIEWER: Jason Pasiut This plan review is limited to the technical requirements contained in the California version of the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Code sections cited are based on the 2016 CBC, which adopts the 2015 IBC. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2015 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. Carlsbad CBC2018-058 1 11/1/2018 [DO NOT PAY - THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK #.: CBC2018-0581 PREPARED BY: Jason Pasiut DATE: 11/1/2018 BUILDING ADDRESS: 2251 Faraday Ave. #150 BUILDING OCCUPANCY: B, F-i, S-i BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) 30045 46.51 1,397,393 Air Conditioning Fire Sprinklers TOTAL VALUE 1,397,393 Jurisdiction Code Icb IBY Ordinance 1997 UBC Building Permit Fee qW 1997 UBC Plan Check Fee Type of Review: EJ Complete Review D Structural Only D Repetitive Fee V Repeats El Other Hourly ___Hr. © * EsGil Fee I $2,638.57 I Comments: Sheet 1 of 1 Carlsbad CBC20 18-0581 11/1/2018 Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plane for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602- 2700. The City will route the plans to EsGil and the Carlsbad Planning, Engineering and Fire Departments. Bring TWO corrected set of plans and calculations/reports to EsGil, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil is complete. PLANS Show total occupant load in project data. Show the existing accessible parking "unauthorized vehicle parking" sign per 1113- 502.8.2. Show that compliant restrooms are marked with signs per 11 B-703.7.2.6.3, including braille and the International symbol of accessibility. 11 B-216.8. Please clarify detail call outs on sheet S131. There are no details 6, 12, 14, or 16 on sheet S702. Provide a detail for the condensate drain showing adequate fall, sized per CMC Table 310.3, trap, vent, cleanout, and draining into an indirect waste receptor or lavatory tail piece within the same space being conditioned. CMC 310. END OF REVIEW To speed up the review process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: 0 Yes 0 No Carlsbad CBC20 18-0581 11/1/2018 The jurisdiction has contracted with EsGil, located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Jason Pasiut at Esgil. Thank you. PARKING REQUIREMENTS: TOTAL PARKING REQUIRED: 65.431 SF 221 SPACES !NEIGHBORING TENANT: 18,621 SF 75 REQUIRED OFFICE: 18,621SF 1250 75 STALLS !PROJECT TENANT: 46,810 SF 146 REQUIRED OFFICE :22,&55F1250 92 STALLS WAREHOUSE: 4,675SF flOOD 5 STALLS MANUFACTURING : 19,2905F1400 49 STALLS TOTAL EXISTING PARKING PROVIDED: 255 SPACES STANDARD 242 SPACES ACCESSIBLE 7 SPACES ARPOOU LOW EMITTING VEHICLE S SPACES SITE PLAN GENERAL NOTES ALL SITE ACCESSIBILITY (PUBLIC WAY, PARKING, BUILDING, ENTRY) HAVE BEEN APPROVED AND UPGRADED UNDER PERMIT #CBC-201840404 REFER TO DRAWINGS TI .3 & TI.4 AND DETAILS BELOW FOR ALL ACCESSIBLE REQUIREMENTS. 0 OGSSI Structural Engineers Calculations for 18254A Abbott Carlsbad 2251 Faraday Ave Carlsbad, CA 92008 Ferguson Pape Baldwin Architects 4499 Ruffin Road Suite 300 San Diego, CA. 92123 Phone: 619-231-0751 Fax: 619-231-4396 IJSGS Design Maps Summary Report User—Specified Input Report Title Abbott Carlsbad Wed September 12, 2018 23:26:52 UTC Building Code ReferenCe Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 33. 13429°N, 117.27775°W Site Soil Classification Site Class D — "Stiff Soil" Risk Category 1/11/111 ' : i j4) •,,\ 0 Ice Airport Oceandek\rta1 10 $ CarIsbad' L- Marcos I ' .. - . .' ar 'FPO Rd FscondldD'' d ) USGS—Provided Output Ss = 1.0669 SMS = 1.1449 Sos = 0.7639 S = 0.412 g SM1 = 0.654 g S1 = 0.436 g For information on how the SS and Si values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. MCER Response Spectrum 1.20 0.72 W OM 036 OIA OLIIIIlIIlIl ODD O.) 040 OM O) Ii0 l.a) 140 ILl) I) U') Period, T (sec) Design Response Spectrum cn) 0.72 Oira OM OF 40 032 0.24 0.1€, OLt{ 010 I I I I I I OLO 0.) 040 Ow o!:' ID) I.) 140 ILl) ID) 2m Period, T (see) For PGA,, TL, CRS, and CR1 values, please view the detailed rPpnrt. Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject-matter knowledge. 10/18/2018 2 SHEET________________ OGSSI PROJECT GSSI NO. lt4-A Structural Engineers ENGR DATE_______________ : (l.c.) . , e 'Ci 16 eery ( ___ 1A)(.10-31 :! ( . MMC (•( (.,((.d)&tW I.#_-&4_c 31,e 64Kn • ,'%'z. (..a . P j4J' t•4". 4 4tow. I t4G4 £4I6IOJTPP 314 iç 10/18/2018 ;~01' 0GSS I Project: Abbott Sheet 3 GSSI No. 18254A. Structural Engineers Engr: OOG Date 10/18/2018. Anchorage of Mechanical Equipment on the roof Desian Parameters SDS = 0.16 spectral acceleration, short period Strength Design: .90 +1 .OE l = 1.00 importance factor Allow. Stress Design: .6D + 1.001.4 ap = 2.5 component ampflication factor SD or ASD? = Allow. Stress Design R = 6.0 Component response mod. factor z = 18 ft. (ht. in structure of point of attachment), z=0 @ grade h= 18 ft. (avg. roof ht.) zlh= 1.0 F = .4 a SDSWP (I +2*z/h)/(R/l), (13.3-1) F = 0.27 W, OTM = Fp*unit height/2 F(max) = I .6*Sos*lp*Wp, (13.3-2) F(max) = 0.87 W RM=(.6Fv)*Wt*unit width/2 F(min)= 0.3*Sos*l*W, (13.3-3) F(min) = 0.16 W F= .14*Sds*Wp, (12.4.2.3) F= 0.11 W Units Size, inches Curb ht, in. weight, lbs Fp, lbs Fv, lbs OTM, ft-lbs RM, ft-lbs Uplift (T), lbs Angle width length height DO-1 34 184 71 14 2,110 575 225 2,372 1,474 317 29 CU-1 12 24 36 6 75 20 8 41 18 22 48 RF-2 27 27 36 6 600 164 64 327 333 No uplift 0 RF-3 21 24 24 6 250 68 27 102 108 No uplift 0 Screw Table VaIl, lbs Tall, lbs * Ta!! = thread length x W 1/4" dia. x 3 1/2" SDS screws 250 345 5/16" dia.x 4" lag screws 190 532 3 1/2" embedment (T-E= 2 5/16", 266 ph) 3/8" dia. x 5" lag screws 200 839 4 1/2" embedment (T-E= 2 3/4", 305 ph) 1/2" dia. x 5" lag screws 1 290 1 992 14 1/2" embedment (T-E= 2 5/8", 378. ph) Unit No of anchors per side Screw Type and Length Max. spacing, inches Fp, per anchor, lbs T, per anchor, Resultant, lbs. lbs Za', lbs. Za*I .60, lbs. Remarks %, cap. DD-1 2 3/8" dia. x 5" lag screws 172 144 158 214 243 389 Okay 55% CU-1 2 3/8" dia. x 5" lag screws 12 5 11 12 342 547 Okay 2% RF-2 2 3/8" dia. x 5" lag screws 15 41 0 41 200 320 Okay 13% RF-3 2 3/8" dia. x 50 lag screws 12 17 0 17 200 320 Okay 5% Rooftop overturning.xlsx 10/18/2018 Sheet 4 Vlo'G S S I Project: Abbott GSSI No. 18254A. Structural Engineers Engr: OOG Date 10/18/2018 Overturning of Mechanical Equipment Design Parameters ap = 1.0 component an,pflication factor GO per ASCE 7-10 2.50 SOS = 0.76 spectral acceleration, short period Strength Design: .913 +1 .OE l = 1.00 importance factor Allow. Stress Design: .913 + 1.OEII.4 R = 2.5 Component response mod. factor SD or ASO? = Strength Design Slab on grade? Yes Z = 0 ft. (ht. in structure of point of attachment), z=O © grade h = 18 ft. (avg. roof ht.) z/h= 0.0 F = .4*a*Sos.W*(1+2*z/h)/(Rll), (13.3-1) F = 0.12 W F(max) = 1.6*Sos*l*W, (13.3-2) F(max) = 1.22 W F(min) = 0.3*SDS*IP*Wp, (13.3-3) F(min) = 0.23 W, Fv = .2*SDS*Wp, (12.4.2.3) Fv 0.15 W OTM = Fp*unit height/2 RM = (.9Fv)*Wt*unit width/2 Floor/Slab/Footina Loads Unit Size, feet _____ Curb ht, in. weight, lbs Fp Fv OTM ft-lbs RM ft-lbs Uplift, lb width length height C-I 2.80 7.8 6.9 6 2,900 664 443 2,622 3,034 No uplift ESG-1,2 2.5 5.8 6.7 6.0 500 114 76 441 467 No uplifi B-1,2,3,4 2.0 4.4 3.5 6.0 1 1,080 247 165 556 807 No uplift BFT-1 2.7 3.2 2.5 30.0 710 163 108 609 716 No uplift PCH-1 2.0 5.0 6.3 4.0 1,600 366 244 1,276 1,196 40 Anchoraae Loads Increased as Reauired for ACI Aøoendix 0 Single Anchor _Loading _with _Q No. Anchors OTM x 00 V x flo Uplift T max VMax User Anchorage Notes Unit T 01 Vo ft-lbs lbs lbs lbs lbs C-i 2 4 6,555 1,6601 1257 629 415 ESG-1,2 2 4 1,102 286 254 127 72 B-1,2,3,4 2 4 1,391 618 292 146 155 BFT-1 2 4 1,524 406 299 149 102 PCH-i 2 4 3,189 916 997 498 229 Floor mounted overturning.xlsx 10/18/2018 OGSSI Project: Abbott Structural Engineers Engr: QOG LRFD Hilti KB-TZ Seismic Anchorage Values Sheet 5 GSSI No. 18254A. Date 10/18/2018 3000 psi-Cracked Concrete Design Normal Weight Concrete lambda=1.0 Normal Weight Concrete Iambda=1 .0 Lightweight Concrete lambda=0.8 Anchor Type Min Conc (in) Edge Dist (in) Tmax (lbs) Vmax (lbs) 3/8°KB-TZw/2"embed 1/2°KB-TZw/2" embed / KB-TZ wl 3.25" embed '8" KB-TZ wl 4" embed 3/411 KB-TZ wl 4.75" embed 4 in 4.00 in 1212 lbs 1466 lbs 4 in 5.50 in 1284 lbs 1844 lbs 6 in 7.50 in 2625 lbs 3572 lbs 6 in 8.75 in 3631 lbs 4940 lbs ~_8 in 9.00 in 4699 lbs 7934 lbs Note 1: For KB-TZ in concrete filled metal deck min conc thickness is 3.25"-Values do not change for 2" Embed Unit Anchor Type T V T% V% T% (5134v%(5/3) C-I 1/2" KB-TZ w/ 2" embed 629 lbs 415 lbs 49% 22% 0.39 OK ESG-I ,2 1/2" KB-TZ w/ 2" embed 127 lbs 72 lbs 10% 4% :0.03 OK B-1,2,3,4 1/2" KB-TZ w/ 2" embed 146 lbs 155 lbs 11% 8% 0.04 OK BFT-I 1/2" KB-TZ w/ 2" embed 149 lbs 102 lbs 12% 6% 0.04 OK PCH-I 1/2" KB-TZ w/ 2" embed 498 lbs 229 lbs 39% 12% 0.24 OK Floor mounted overturning.xlsx 10/18/2018 0 *41 * GSSI Structural Engineers 18254A Abbott Carlsbad Appendix Bolt Circle 0 34.25 nge Hole 0 0.56 antity 8 31 27.68 :1 31.68 LNGREENHECK Building Value in Air. Model: AX-80-275-0627-A150 Medium Pressure Direct Drive Axial Appendix: I Printed Date: 09/12/2018 Job: 18-212 Abbott Faraday Mark: RF-2 Model: AX-80-275-0627-A1 50 34.50 -TI 32.38 35.63 lê L27.25-.-] SIDE VIEW END VIEW 0.69 DIA. MOUNTING HOLES END VIEW SHOWS FROM INLET END OF UNIT Notes: All dimensions shown are in units of in. Generated by: pstuart@abbotteng.com CAPS 4.26.1588 C:\Users\Paul\Documents\CAPS\Jobs\18-212 Abbott Faraday.gfcj 10/1 8I2118 of 8 2 Bolt Circle 0 23.25 Flange Hole 0 0.44 Quantity 8 121.75d19.75 Appendix - 2 Printed Date: 09/12/2018 &GREENHECK Job: 18-212 Abbott Faraday Building Value in Air. Mark: RF-3 Model: AX-54-1 90-0422-Mi 00 Model: AX-54-190-0422-MI00 Medium Pressure Direct Drive Axial 23.88 -1 21.38 24.50 LI SIDE VIEW •END VIEW 0.56 DIA. MOUNTING HOLES END VIEW SHOWS FROM INLET END OF UNIT Notes: All dimensions shown are in units of in. Generated by: pstuart@abbotteng.com CAPS 4.26.1588 C:\Users\Paul\Documents\CAPS\Jobs\18-212 Abbott Faraday.gfcj 10/1 8I21& of 8 "P" Series Chillerspendix: 3 Air Cooled 5 Nominal Tons STANDARD SPECIFICATION Cooling Capacity: Btu/H.............................................62,500* Nominal Tons ...............................5.0 Entering Fluid Temperature ........................ 50.1° F Leaving Fluid Temperature ......................... 42° F Ambient Temperature .................................91° F Reservoir Capacity (Gallons)......................50 PumpMotor HP ..........................................5 Pump Rated Capacity: GPM..............................................15.3 Pressure Head ...............................120 feet TDH Chiller pressure drop...................................6.1 psi" Plumbing Connections In & Out ................. 1(1 FPT Approx. Dry Weight (lb.)............................1200 Approx. Operating Weight (lb.)..................1600 * Capacity and pressure drop based on water STANDARD FEATURES Internal Bypass Valve The chiller includes a bypass with manual valve which allows the optimum flow through the evaporator regardless of system flow. Reasonable system flow fluctuations do not adversely affect chiller performance. Fluid Piping Copper piping insulated to prevent condensation. Valves and unions provided for ease of component isolation and servicing. Evaporator Stainless steel brazed plate type evaporator with 316 stainless steel plates and copper brazing. Evaporator is UL listed for a maximum working pressure of 650 psi and is insulated with closed cell insulation. Electrical Single point power connection to electrical panel is approved for outdoor use; control circuit is 24 volts. Refrigeration Single circuit, R-410A system with copper refrigeration piping; liquid line sight glass and moisture indicator; filter dryer; liquid line solenoid valve; and externally equalized thermal expansion valve. Air Cooled Condenser Air cooled coil of seamless rifled copper tubing with mechanically bonded aluminum fins; TEAO, all weather fan motors. Indicators Inlet and outlet fluid temperature indicators and pump pressure gauge. Cabinets A high quality enclosure fabricated from white painted, light weight aluminum for superior appearance and maximum durability in all atmospheres; easy open access panels for servicing. Controls Electronic digital temperature control Control circuit on/off switches for service convenience Compressor anti-short cycle time delay Fluid flow safety switch Fan cycling control to regulate refrigeration head pressure Manual reset high and auto reset low refrigeration pressure safeties Compressor 100% suction gas cooled hermetic scroll compressor with crankcase heater, internal thermal motor overload protection and in line circuit breaker protection. Pump Stainless steel centrifugal pump Reservoir Stainless steel vented reservoir includes a liquid level sight glass with isolation valves, manual tank fill, and a low level cut-out to prevent pump operation in low level conditions. Reservoir is insulated with 3/4" closed cell insulation. AVAILABLE OPTIONS Sealed system with stainless steel reservoir Flooded condenser head pressure control for 200 F ambient operation Microprocessor control BMS interface (must have microprocessor control) Digital scroll compressor for close temperature control and unloading (must have microprocessor control) Dual lead/lag pumps (must have microprocessor control) Automatic City Water Switchover Special cabinet materials and sizes Castors for portability Automatic emergency alarms with contacts for remote interface Redundant systems with automatic controls Hot gas bypass for capacity control 71 Industrial Park Road • P.O. Box 717 • Newberry, SC 29108 • Phone: 803-321-1891 Sales Toll Free: 800-849-7778 • E-Mail: sales@arctichill.com • Visit Us At: www.arctichill.com 10/18/2018 0 0 SERVICE ACCESS 1 ~0 0 V160 -pco~o `I~ il~- 65S6 oo Appendix - 4 END C NOTE: © 36' CLEARANCE REQUIRED FOR INLET AIR THROUGH CONDENSER COIL, ANCHOR DETAIL © 48' REQUIRED FOR DISCHARGE AIR FROM FAN. (TOP OF UNIT) © ANCHOR BOLTS ARE FOR ANCHORING CHILLER ONLY AND NOT FOR LIFTING PURPOSES I.-. 3 3/4' 6( DE B LET AIR SIDE D 1' '—CONNECTION END A TOP DISCHARGE VIEW 1/2' ,-PANEL MOUNT DISCONNECT SWITCH INLET/OUTLET TEMPERATURE GAUGES TANK FILL 1' ID FPT \ WATER IN N \ ELECTRICAL ACCESS 76' 1' ID FPT WATER OUT WATER OUT PRESSURE GAUGE 40' i - ° SERVICE ° ACCESS 30' -I 18, WATER J . - LINDEVEL 7 1/2' CABINET 4 4' - = GROUND - i' ID FPT INLET AIR SIDE D VIEW - OVERFLOW 32' 8. DRAIN CONNECTION END A VIEW CAM= ARCTICHILL TITLE: PROCESS 5 TON AIR COOLED ENGINEER: DWG# WTR TAND VERTICAL DISCHARGE CUSTOMER: NOTICE. THIS DRAWING HAS NOT EDEN PUBliSHE THE SOLE PPERTY OF 200 PARK IN AND IS LENT VERTICAL PACKAGE CHILLER JOB:C 1 BORROWER FOR HIS CONFIDENTIAL USE ONLY. IN ATION OF THE LOAN OF THIS DRAWING, THE BORROWER PROMISES AND AGREES THAT ALL NOT EREPRODUcED,cGPIED, LENT OR PHYSICAL DIMENSIONS DRAWN BY:C\I IREV: IREV BY: JDATE: 08/13/07 SCALE: NTS OTHERWISE DISPOSED OF DIRECTLY OR INDIRECTLY. NOR USED FOR ANY PURPOSE OTHER THAN FOR WHICH IT IS PROVIDED. MODEL: . PACVPV005OS3 FILE PATH: ACADDWGS\PROCESS\PACVPV\PACVPV05\SINGLE\230\CABINET\5TDNij,2p 8 10/1812018 • iqi El Iii JIiJI] iFF F El El ['MZ!!Ti El I F1lTtIi F1 iTlFl1 For Steam Boilers 1-1/2 to 300 HP, 15 to 250 PSI THE PARKER DESIGN The Parker Automatic Return System provides a quality, heavy duty packaged unit fully assembled and ready to install. The system consists of a durable tank with automatic water make- up valve, suction stop valve, strainer, discharge check valve and heavy duty boiler feed pump with motor. ADVANTAGES Float valve above top of tank with air gap eliminates expensive backf low device. Heavy 3/16" thick steel tank with protective coating and painted with a durable, baked enamel f in- ish. (1/4° construction optional) Adequate storage capacity and convenient openings for easy installation. Return Systems Ri to RIO 70 to 300 HP Return Systems R5 and R6 30 to 50 HP Mounted and assembled with complete trim for easy, inexpen- sive installation. Solid heavy steel, all welded construction and frame for extra strength and protection against vibration. Automatic float valve assembly, accessible and adjustable. Tank is easy to clean and pro- vides convenient drain and clean out openings. Heavy duty pumps with mechani- cal seal eliminate troublesome leakage and packing and provide reliable and long life service. Burks Turbine Pumps feature external impeller adjustment without disturbing piping, dis- assembling piping or replacing parts. Gives up to 40% longer service life than turbine pumps of other designs. Return Systems for boilers 70 to 150 HP furnished with dual pumps each of sufficient capac- ity to supply the required feed water to the boiler. Optional models available with nonelectric feedwater pre-heater, electric water fill system, motor starters, disconnects, anodes, stainless steel, 1/4" thick carbon steel pump relief valve. Grund- fos Multistage Centrifugal, and MTH turbine pumps and electri- cal panels. The return system is standardly recommended with high pressure steam boilers to supply water with a boiler feed pump that operates on demand from the boiler water level control. The tank provides storage for water make-up and return con- densate from the system when available with the advantage of pre-heated water. The tank is also used for convenience of feeding water treatment to the boiler. Return Systems RI to R4 1-1/2 to 25 HP PARKER BOILER CO. 5930 Bandini Boulevard Los Angeles, CA 90040 Tel (323) 721-9800 Fax (323) 122-2848 www.parkerboiler.com BROCHURE 106 0L5 "Mover a Compromise for muaIip or Safe"1 RIA PACKAGED AUTOMATIC BOILER FEEDWATER RETURN SYSTEM For Steam Boilers 1-1/2 to 300 HP, 15 to 250 PSI 11 .Z 26 2$ I I LJJ iT III III C'--, 420* 05 20* I 20* . 0*TI.R4 5Y5W1 R1 ONLY lx Return Systems RI to R4 ...j 1-1/2to25HP Return Systems R7 to RIO 70 to 300 HP 10*- 25 21 11 Return Systems R5 and R6 30 to 50 HP 29 20A ff US 2LA I Ive - NO. ITEM RETURN SYSTEM NUMBER RI R3 R4 I - R54 I Ri R8 R9 RIO BOILER SIZE, MAXIMUM HP 3 HP 16 HP 25 HP I 50 HP 70 HP 100 HP 150 HP 300 HP - TANK MODEL 0RR1020 0RR1036 0RR1336 WRH3036 WRH3648 WRH3660 WRH4260 WRH4896 1WA WIDTH IN. 10 10 13 30 36 36 42 48 1WB WIDTH OVERALL IN. 10 10 13 1 () 38 38 44 50 2LA LENGTH IN. 20 36 36 1 36 48 60 60 96 2LB LENGTH OVERALL IN. 28 36 36 53 65 65 101 3HA HEIGHT IN. 35 42 46 58 63 63 69 72 3HB HEIGHT OVERALL IN. 38 45 49 62 67 67 73 76 3HD DEPTH IN. 12 18 24 IOC DISCHARGE CHECK VALVE IN. 1/2 3/4 3/4 1 (2) 1 (2) 1 (2) 1.1/4 0_ SUCT. STOP VALVE & STRAINER IN. 1 1 1 1-1/4 (2) 1-1/4 (2) 1.1/4 (2) 1-1/2 OD TANK PUMP CONNECTION IN. 1 1 1 2 (2) 2 (2) 2 (2) 2 (4) 2 2WG WATER GAUGE GLASS (1/2 FIXTURES) IN. NF NF NF NF 5/8 X 24 5/8 X 24 5/8 X 24 5/8 X 30 3_1 CONDENSATE RETURN IN. 3/4 1-1/2 1-1/2 2 (2) 2 (2) 2 (2) 2 (2) 2 5_ FLOAT VALVE IN. 1/2 1/2 1/2 1 3/4 3/4 3/4 1 1 1 6_ WATER INLET IN. 1/2 1/2 1/2 3/4 3/4 3/4 1 1 7_ VENT OUTLET IN. 1-1/2 2 2 2.1/2 3 3 3 3 8_ RETURN TANK OVERFLOW IN. 1 1 1.1/4 1.1/4 1.1/4 2 2 2 9_ RETURN TANK DRAIN IN. 1-1/2 1.1/2 1.1/2 1-1/2 (2) 2 (2) 2 (2) 2 (2) 2 FULL TANK WATER CAPACITY GAL. 11 28 49 110 211 1 264 360 750 - WEIGHT-LESS PUMP & FIT. APRX. LBS. 87 160 210 1 365 580 660 815 1325 WEIGHT-WITH PUMP & FIT. APRX LBS. 132 205 265 1 440 710 1 790 1000 1695 CRATED SHIPPING WEIGHT APRX. LBS. 1 185 1 290 355 1 540 850 1 940 1250 2000 U IS CISC runIIQnCIJ VTI In OU 1.5011 l..cry I niruunl. rurvir "Never a Compromise for Quality or Safety" PARKER BOILER CO. 5930 Bandini Boulevard Los Angeles, CA 90040 Tel (323) 727-9800 Fax (323) 722-2848 8 BROCHURE 106 0L5 POWEREX I, PURR ... VECRAD & 0CC Appendix - 8 Laboratory Enclosed Scroll Triplex with Premium Controls T 24" I— 42" Electrical Opening 24"—I 24 24 Minimum Clearance j for ease of maintenance Notes: 1— SCFM, BTU/Hr, and dB(A) levels are shown with all pumps running. 2 - Powerex recommends using performance ratings in SCFM (Standard Cubic Feet per Minute) when sizing laboratory air systems 4— Remote inlet option not shown. Standard inlet is ambient intake filter assembly at each pump. 5 —3 Year Limited Warranty Powerex • 150 Production Drive • Harrison, OH 45030 • USA .1/2017 (T) 1.888769,7979 • (F) 513.367.3125 • www.powerexinc.com Page 1 of 1 38 43 frARA #%I 1,9 t 69.000 9-1 llm 47 I IA 94 UAL BLOWDOWN 79 um 81 Appendix-9 4 I 3 I7 2 I 4 I 3 2 Elera Steam, Inc. P.O. Box 370oor Brook VA 22624 FlWWWREIMERSINGCOM 1TILE DOUBLE STACKED BOILER RHC 100-120 W/ PUMP & TANK SIZE I I DWG REV I B RHC 100-120 Double Stacked SCALE ISHEET1 OF 1 10/18/2018 PARKER INDUSTRIAL HORIZONTAL DRUM STEAM BOILER SAppedETtU1o3-1 7 Ti ') I-I D - ATIArQDuDIr' (AQ IDfl WATER F 2LB__________ J dETURNSYSIETM ol FEED ____ INLET BOILER v I--9Bf TOP KOMPACT VIr_W TOP VIEW 7. GAS INLET '17. WATER LEVEL CONTROL 1 \ ISA. 4A. DRAFT ,-PRESSURE HOOD SAFETY I % J GAUGE L VALVE;\ i--,i 5 19j I BAROMETRIC DAMPER SHOWN WITH VERTICAL 3HB ELECTRICA I OUTLET (SPECIAL ORDER) or CONTROL I II 3HC PANEL I I II 11 INSPECTION ION 1-N. DOOR (3 HA I (BOTH SIDES) hIA. BLOW-OFF VALVE FRONT SIDE - VIEW TIEW - 18. DRAIN VALVE—/ IIH-' d103—i.dw9 MODEL NO. 103-7 1 ia39 103-15 103-20 103-25 NO. HORSEPOWER 7 H (5 15 HP 20 HP 25 HP** A BTU Input 1000s BTU/HR. 301 645 860 1075 B BTU Output at rating from and at 212F 1000s BTU/HR. 241 318 516 688 860 C Heating Surface SQ. FT. 47 68 82.5 106 132 D Rated Steaming Capacity from and at 212F LBS./HR. 242 328 518 690 863 IWA Width Cabinet Only IN. 21 (24....) 27 30 36 IWB Width Overall Including Controls IN. 30 34 38 41 47 IWK Width Parker Kompact - Boiler With Return System IN. 40 44 48 54 60 21-A Length of Cabinet Only IN. 42 53 61 62 2LB Length Overall Including Blow-Off Valve IN. 50 61 61 70 71 3HA Height of Cabinet Only IN, 42 C42J 42 46 46 3HB Height Overall Including Draft Hood - (Standard) IN. 72 74 76 82 1 82 3HC Height Overall Including Barometric Damper (Vert. Outlet/Horizont. Outlet) - (Spec. Order) IN. 58/55 61/59 64/61 68/65 72/68 4A Vent Stack Diameter with Draft Hood - (Standard) IN. 8 10 12 14 14 4B Vent Stack Diameter with Barometric Damper - (Special Order) IN. 6 8 10 10 12 7A Gas Inlet Size - Standard Nat. Gas! Supply Press. Mm: 7" WC; Max: 14" WC IN. 3/4 3/4 1 1-1/2 1-1/2 7A1 Natural Gas Manifold Pressure at Burner IN. WC 4 4 4 4 4 7B Gas Inlet Size - Med. Press. Nat. Gas & Propane Gas! Supply Press. 1-2 PSI IN. 3/4 3/4 3/4 1-1/2 1-1/2 7B1 Propane Gas Manifold Pressure at Burner IN. WC 18 18 18 18 18 7H Gas Inlet Height From Floor IN. 11 11 12 13 13 9A HP Steam Valve Size - High Pressure 60 to 250 PSI IN. 3/4 1 1 1 1-1/4 9 LP Steam Outlet Size - Low Pressure 15 PSI or less - (Special Order) IN. 1-1/2 2 2 2 2-1/2 9B Steam Outlet Location - From Center of Boiler IN. 7 9 9 12 12 IOH Water Inlet Height From Floor IN. 45 45 45 50 50 hA ow-off Valve Size IN. 1 1 1 1-1/4 1-1/4 IIH Blowdown Line Height From Floor IN. 3 3 3 3 3 12A HP Safety Valve Drain Size - High Pressure - 100 PSI - Standard OUTLET IN. 1 1 1 1-1/4 1-1/4 12A LP Safety Valve Drain Size - Low Pressure - 15 PSI ("H" Code) - (Special Order) OUTLET IN. 3/4 1-1/2 1-1/2 1-1/2 2 18 Water Column Drain Valve Size IN. 3/4 3/4 3/4 1 1 J Net Weight Of Boiler LBS. 805 1080 1270 1680 1945 K Domestic Crated Shipping Weight of Boiler LBS. 950 1235 1430 1860 2175 L Same with Return System or Kompact Mounting LBS. 1240 1525 1720 2215 2530 MINIMUM LISTED CLEARANCES TO 1 12" 48" 6" - 12" COMBUSTIBLE CONSTRUCTION: I Cabinet Sides & Rear I Cabinet Top I Draft Hood Vent Connector Baro. Damper Chimney Connector Recommended Clearances for Access: Inspection Doors 18"; Controls 24"; Electrical Panel 30"; Additional Space may be required by Local Codes *10 H.P. available with same dimensions as 9.5 H.P. except: 430MBTU/lnput; 344MBTU/Output, 340 Lbs.IHr., 1 Low Pressure Nat. (.iS Inlet size. **23 H.P. available with same dimensions as 25 H.P. except: 995MBTU/lnput; 796MBTU/Output; 793 Lbs./Hr. iou l2l Notes: All of the above dimensions are for a standard trim model. Due to continuous improvement, specifications are subject to change wiffiouYnoTlce. SAN DIEGO REGIONAL I OFFI;42 CEU3EONI, HAZARDOUS MATERIALS IRECORD IDS______________________ • PLAN CHECKS_CBC2OI8-0581 QUESTIONNAIRE I eE \DLl5 BPDATE i I Business Name Business Contact Telephone # Abbott Rapid Diagnostics Laurence H. Turner (858) 805-2124 Project Address (include suite) City State Zip Code I APN# 2251 Faraday Avenue Carlsbad CA 92008 I 212-061-04-00 Mailing Address (include suite) City State Zip Code I Plan File# 9975 Summers Ridge Road San Diego CA 92121 I Project Contact Applicant E-mail Telephone # Laurence H. Turner Laurence.Turnertlalere.com (858) 805-2124 ins ioiiowing questions represent etc taclllty's activities, NOT the specific project description. PART I: FIRE DEPARTMENT — HAZARDOUS MATERIALS DIVISION: OCCUPANCY CLA$S1FICA1ION: (notreaulred for orolocts within the City of Sun DIeao: Indicate by circling the item, whether your business will use, process, or store any of the following hazardous materials. If any of the Items are circled, applicant must contact the Fire Protection Agency with jurisdiction prior to plan submittal. Occupancy Rating: B. F-I. S-I Facility's Square Footage (Including proposed project): 65.431 S.F. - Explosive or Blasting Agents 5. nic Ieroxrne 9. erReac ye I rrosj essea ass 6. zers. 10. eruus 14 Iitl nazi 3 mable/ombusb5Ie LIgth7. Pyrophorics 11. I oxic or I oxic Maten5. one i née. 4. mmable bolIas 8ble Reactuve 12. Radioactives Call (858) 505-6700 prior to the issuance of a building permit. wvatc fji4 S ptc.i_ FEES ARE REQUIRED Project Completion Date: 2/28/2019 Expected Date of Occupancy: 3/1/2019 YES NO (for new construction or remodeling projects) Z 0 Is your business listed on the reverse side of this form? (check all that apply). 0 0 Will your business dispose of Hazardous Substances or Medical Waste In any amount? 0 Will your business store or handle Hazardous Substances In quantities greater than or equal to 55 gallons. 500 pounds and/or 200 cubic feet? 0 Will your business store or handle carcinogens/reproductive toxins In any quantity? 0 D Will your business use an existing or install an underground storage tank? CM 0 Will your business store or handle Regulated Substances (CaIARP)? 0 Z Will your business use or Install a Hazardous Waste Tank System (Title 22, Article 10)? S. 0 Z Will your business store petroleum in tanks or containers at your faculty with a total facility storage capacity equal to or greater than 1.320 gallons? (California's Aboveground Petroleum Storage Act). - - - - If the answer to any of the Diego, CA 92123. CalARP Exempt Date Initials CalARP Required I Date Initials CaiARP Complete Date Initials requirements. For more Diego. CA 92131. YES NO ILLUTION CONTROL DISTRICT (APCD)o,The following questions are Intended to identify the majority of air. pollution may require additional measures not Identified by these questions. Some residential projects may be exempt from APCD requirements, please contact APCD at pocdcomo(sdcountv.ca.aov; (858) 586-2650; or 10124 Old Grove Road, San IM 0 Will the project disturb 100 square feet or more of existing building materials? - 0 0 Will any load supporting structural members be removed? If yes, contact APCD prior to Issuance of a building or demolition permit. A notification may be required at least 10 working days prior to commencing demolition. J0 0 (ANSWER ONLY IF QUESTION 1 or 2 IS YES) Has an asbestos survey been performed by an Individual that has passed an EPA-approved building inspector course? 0 (ANSWER ONLY IF QUESTION I or 2 IS YES) Based on the survey results, will the project disturb any asbestos containing material? If yes, contact APCD prior to the Issuance of a building or demolition permit. A notification may be required at least 10 working days prior to commencing asbestos removal. 0 J@ Will the project or associated construction equipment emit air contaminants? See the reverse side of this form for typical equipment requiring an APCD permit. If yes, contact APCD prior to the issuance of a building permit 0 0 (ANSWER ONLY IF QUESTION 5 I YES) Will the project or associated construction equipment be located within 1.000 feet of a school Briefly describe business activities: I Briefly describe proposed project: I declare under penalty of perjury that to the best of my knowledge and belief tile p0 as m e I are true and correct. Laurence H. Turner, Director. EHS _____ 10/ 22 /2018 Name of Owner or Authorized Agent Signature of Owner o o ed Agent Date FOR OFFICAL US1 011k. FIRE DEPARTMENT OCCUPANCY CLASSIFICATION:_______________________________________________________________ BY: DATE: JPPIRINFORMTION REQUIRED RELEASED FOR BUILDiNG PERMIT BUT NOT FOR OCCUPANCY RERSED FOR OCCUPANCY dOUNTY-HMWIP 0A)&9fl(, COUNTY-HMO APCD COUNTY.HMD *co REVIEWED 14:1~t e '!I-I 'all71 §E— s c. )i ewed DATE -, o 00 of Sao A sta iA'inp 0 exempts businesses trem compieting or upeaung a riazarcous matenais business ran. utner permitting requirements may suuu app,y HM-9171 (12/17) /Vô RUM' S'V County of San Diego - DEH - Hazardous Materials Division INDUSTRIAL WASTEWATER DISCHARGE PERMIT WASMAM SCREENING SURVEY Date 10/16/2018 Business Name ABBOTT RAPID DIAGNOSTICS Street Address 2251 FARADAY AVENUE, CARLSBAD, CA 92008 Email Address LaurenCe.Turner@alere.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: C' 1 0 Acid Cleaning Ink Manufacturing Nutritional Supplement I seiibI ratOry) Vitamin Manufacturing Automotive Repair Machining,/ Milling Painting / Finishing Battery Manufacturing !iiifacturingj Paint Manufacturing Biofuel Manufacturing Membrane Manufacturing Personal Care Products (i.e. water filter membranes) Manufacturing Bulk Chemical Stàrage Metal Casting/ Forming Pestiáide Manufacturing / Car Wash Metal Fabrication , Packaging' Chemical Manufacturing Metal Finishing Pharmaceutical Manufacturing Chemical Purification Electroplating (including precursors) Dry Cleaning Electroless plating Porcelain Enameling Electrical Component Anodizing Power Generation Manufacturing Coating (i.e. phosphating) Print Shop Fertilizer Manufacturing Chemical Etching / Milling Lnt Film IX-ray Processing Printed Circuit Board Rubber Manufacturing Food Processing Manufacturing Semiconductor Manufaôturing Glass Manufacturing Metal Powders Forming Soap! Detergent Manufacturing Industrial Laundry Waste Treatment! Storage I SIC Code(s) (if known): Brief description of business activities (Prodiçtion Manufacturing Description of operations generating wastewater (discharged to sewer, hauled or evaporated): Conl.vvrj ,Lers, 5on:4o.r1 tIeLrgit cIcc rtl'ev* asoaslof i.IIh' Estimated volume of industrial wastewater to be discharged (gal Iday): 2Z1.80 List hazardous wastes generated (type! - tIfl... j.. - ii,_ ,,. Date operation began/or will begin at this location: APRIL 1.2019 Have you apMlied for a Wastewater Discharge Permit from the Encina Wastewater Authority? Yes If yes, when:,, Site Contactk LARRY TURNER Title DIRECTOR. FACILITIES & EHS Signature 41k Phone No. 858-805-2124 ENCINA WASTEWA1R AUTHORITY, 6200 Avenida Encinas Carlsbad, CA 92011 (760) 438-3941 FAX: (760) 476-9852 4~('( ity of Carlsbad Print Date: 06/03/2019 Permit No: PREV2019-0001 2251 Faraday Ave, 150 BLDG-Permit Revision 2120610400 $ 0.00 B, S-i Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: #Dwelling Units: Bedrooms: Project Title Description: Work Class: Commercial Permit Revi5 Status: Closed - Finaled Lot #: Applied: 01/02/2019 Reference #: Issued: 01/14/2019 Construction Type Permit 06/03/2019 Finaled: Bathrooms: Inspector: Orig. Plan Check #: CBC2018-0581 Final Plan Check #: Inspection: ABBOTT: PLUMBING CHANGES CAUSED BY FIRE CORRECTIONS• Applicant: Owner: Contractor: ABBOTT RAPID DIAGNOSTICS FARADAY PROPERTY LLC C2 BUILDING GROUP 9975 Summers Ridge Rd 11444W Olympic Blvd 505 Lomas Santa Fe Dr, Suite 200 San Diego, CA 92121-2997 LOS ANGELES, CA 90064 Solana Beach, CA 92075-1345 858-805-2124 858-232-0213 FEE AMOUNT BUILDING PLAN CHECK REVISION ADMIN FEE $35.00 MANUAL BUILDING PLAN CHECK FEE $112.50 Total Fees:. $ 147.50 Total Payments To Date: $ 147.50 - Balance Due: $0.00 Building Division 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov PLAN CHECK REVISION OR Development Services Cit of DEFERRED SUBMITTAL Building Division Cdrlsbad APPLICATION 1635 Faraday Avenue 760-602-2719 B-15 www.carlsbadca.gov Original Plan Check Number-mcaoi (J581 Plan Revision Number PR1.\I3t O() Project Address 22-51 M CA -L5MD CA V1,g General Scope of Revision/Deferred Submittal: CONTACT INFORMATION: Name PT S(fk$ Phone 859 2-5S f5'15 Fax Address 107 5 CDPDS k'I *Z CitySD-?iAA tt( Zip ?°7- Email Address PTe C,2,50-COW Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1. Elements revised: KPlans LI Calculations LI Soils LI Energy LI Other 2. Describe revisions in detail 3. List page(s) where each revision is shown np 4. Does this revision, in any way, alter the exterior of the project? LI Yes ,V1' No Does this revision add ANY new floor area(s)? LI Yes ,vf No Does this revision affect any fire related issues? X Yes LI No Is this a complete set? LI Yes 2rNo eSignature Date I/i '1fto1 7 1635 Faraday Avenue, Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: building@carlsbadca.gov www.carlsbadca.gov Additional drawing updates since Plan Check #2 The following changes from Plan Check #2 are below (DELTA E) Architectural T1.2 -Notes updated per Fire Prevention comments A1.0 -Breakdown of parking requirements emailed to Planning for Approval Structural Sheet S-ill -Detail callouts added for tank anchorage with updated note Sheet S-701 -Detail 16 added to show tank anchorage Plumbing P1.2 ADDED FILL BOX MANUFACTURER AND MODEL NUMBER TO PLUMBING EQUIPMENT SCHEDULE PER CLIENT DIRECTION. P2.1 REVISED MECHANICAL YARD LAYOUT AND PIPE ROUTING PER EXISTING FIELD CONDITIONS. REVISED NEW 02 MAIN PIPING SIZE. P3.2 REVISED DEMOLITION PLAN FOR EXISTING CO2 PIPING TO ACCOMMODATE NEW 02 MAIN PIPING SIZE REQUIRED FOR THE NUMBER OF 02 OUTLETS REQUIRED FOR THE PROJECT. REVISED MECHANICAL YARD DEMOLITION PLAN PER EXISTING FIELD CONDITIONS. P4.5 REVISED 02 MAIN PIPING SIZE PER UPDATED 02 OUTLET QUANTITIES. ADDED LOCATION OF CO2 MANUAL SHUT-OFF VALVES IN ROOM 1141 AND 1149, AND PROVIDED PRESSURE VESSEL INFORMATION PER FIRE PLAN CHECK COMMENTS. P4.6 REVISED 02 MAIN PIPING SIZE PER UPDATED 02 OUTLET QUANTITIES. REVISED MECHANICAL YARD LAYOUT PER CLIENT DIRECTION..NOTE #4 ADDED PER CLIENT DIRECTION. P6.2 DETAIL # 14-17 ADDED TO ADDRESS FIRE PLAN CHECK COMMENTS. C EsGil A SAFEbulif Company DATE: 1/9/2019 O APPLICANT JURISDICTION: Carlsbad PRa\/QS tTO U0 I o JURIS. PLAN CHECK #.: CBC2018-0581.rev SET:I PROJECT ADDRESS: 2251 Faraday Ave. PROJECT NAME: Abbott Rapid Diagnostics Revision The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. 1111111 The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. LI The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. Eli The applicant's copy of the check list has been sent to: EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: ,/ ®rson Telephone #: Date contacted: / (by:Email: Mail Telephonei Fax In REMARKS: COs systems and fire plan check comments were not addressed with this revision review. By: Jason Pasiut Enclosures: EsGil 1/4/2019 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 Esgil Corporation Plan Management Database - Jurisdiction Icad Plan Check Number Set# H IBc20180581 II Recheck Date City Received Project Name Project Description Date Esgil Received jAbbot Rapid Dagnosics I Fri 01/04/19 I Project Street Address 12251 FaradayAve Plan Checker PME? FIRE? I Pip H I, 1 I_I Date Due Out Fri 01/11/19 I ProjectCity Carlsbad Locationof Plans . I flTo PiCer? Date Completed I. State Person Notified? How? Entry # CA I 274524f Remarks reno to lab, REVISION changes for fire. Approved set included plan check number PREV20I9-0001 I- Al 6nPYzY--e4 , do G(E - Carlsbad CBC2018-0581.rev 1/9/2019 (DO NOTPI4 Y— THIS /S NOTANINVOICEJ VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK #.: CBC2018-0581.rev PREPARED BY: Jason Pasiut DATE: 1/9/2019 BUILDING ADDRESS: 2251 Faraday Ave. BUILDING OCCUPANCY: B, F-i, S-i BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Revision hourly review Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code I , J #N/A 199768C 8uildi6 Permit Fee 1997 UBCPIn Chêk Fee [1 Type of Review: 0 Complete Review fl Repetitive Fee 0 Other 1RepeatS Hourly EsGil Fee * Based on hourly rate 0. Structural Only I Hr. $90.00 I $90.00 I Comments: In addition to the fee of due $ /hr.) for the CalGreen reviev Sheet 1 of 1 I(rity of lsb ad Print Date: 06/03/2019 Permit No: PREV2019-0019 2251 Faraday Ave, 150 BLDG-Permit Revision 2120610400 $ 0.00 B, S-i Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: # Dwelling Units: Bedrooms: Project Title: Description: Work Class: Commercial Permit Revi Status: Closed - Finaled Lot #: Applied: 01/24/2019 Reference #: Issued: 02/12/2019 Construction Type Permit 06/0312019 Finaled: Bathrooms: In AKrog Orig. Plan Check #: CBC2018-0581 Final Plan Check #: Inspection: ABBOTT: COLD ROOM SEISMIC LOAD CALCULATIONS AND DRAWINGS. Applicant: Owner: ABBOTT RAPID DIAGNOSTICS FARADAY PROPERTY LLC 9975 Summers Ridge Rd 11444 W Olympic Blvd San Diego, CA 92121-2997 LOS ANGELES, CA 90064 858-805-2124 FEE AMOUNT BUILDING PLAN CHECK REVISION ADMIN FEE . $35.00 MANUAL BUILDING PLAN CHECK FEE $112.50 Total Fees: $ 147.50 Total Payments To Date: $ 147.50 Balance Due: $0.00 Building Division 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gQv PLAN CHECK REVISION OR Development Services clot y of DEFERRED SUBMITTAL Building Division Cdrlsbad APPLICATION 1635 Faraday Avenue 760-602-2719 B-15 www.carlsbadca.gov Original Plan Check Number C)3 C2O L 8 c Plan Revision Number if21? - Project Address 2251 Faraday Avenue, Carlsbad, CA 92008 General Scope of Revision/Deferred Submittal: Cold Room CONTACT INFORMATION: Name Denn!sLiddle Phone 619-562-8852 Fax Address 1890 Cordell Court, Suite 102 City _El Cajon Zip 92020 Email Address dennis@cascade-ts.com Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 . Elements revised: LI Plans • Calculations LI Soils Li Energy LI Other 2. 3. Describe revisions in detail List page(s) where each revision is shown I Cold room seismic load calculations and drawings I I 4. Does this revision, in any way, alter the exterior of the project? Li Yes 0 N Does this revision add ANY new floor area(s)? Li Yes Does this revision affect any fire related issues? Li Yes Is this a complete set? • IMNo Signature No No Date 1/24/19 1635 Faraday Avenue, Carlsbad, CA 92008 Ph: 760-602-2719 E: 760-602-8558 Email: building@carlsbadca.gov www.carlsbadca.gpv EsGil A SAFEbui(tCompany DATE: 1/30/2019 JURISDICTION: r1sbadim PLAN CHECK #.: CBC2018-0581.rev2 SET: I PROJECT ADDRESS: 2251 Faraday Ave. PROJECT NAME: Abbott Rapid Diagnostics Revision U APPLICANT ,pitJRIS. The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. [1=1 The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. LII The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: .__- ,,.. Telephone #: Date contacted: Email: Mail Telephone Fax ___*Person REMARKS: prev2019-0019 By: Jason Pasiut Enclosures: EsGil 1/25/2019 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 (DO NOT PAY— THIS IS NOT AN INVOICE) VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK #.: CBC2018- 058 l.rev2 PREPARED BY: Jason Pasiut DATE: 1/30/2019 BUILDING ADDRESS: 2251 Faraday Ave. BUILDING OCCUPANCY: B, F- 1, S-i BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) TI revision hourly review Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code #N/A 1997 UBC Building Permit Fee V I I 1997 UBC Plan Check Fee 1, V tZ.ys.\ I Type of Review: El Complete Review El Structural Only El Repetitive Fee V Repeats * Based on hourly rate El Other El Hourly EsGil Fee 1 Hr. @ * $90.00 I $90.00 Comments: Sheet 1 of 1 TAMARACK 1V GROVE £N 0 I W C C R. I A 0- BRIAN J. SIELAFF, P.E. STRUCTURAL ENGINEERING CALCULATIONS ABBOT LABORATORIES CBX CARLSBAD, CALIFORNIA COMMERCIAL COOLING PAR TGE PROJECT NO.: TGE18-11650 ESSg 8LAW >1 SOME CIVIL Pr7Th Ina _ OF 0c EXPIRES; 12410 812 S. LA CASSIA DR. BOISE, IDAHO 2016 CEC II PREV2019019 2251 FARADAY AVE #150 ABBOTT: COLD ROOM SEISMIC LOAD CALCULATIONS AND DRAWINGS CBC2018-0581 2120610400 1/24/2019 PREV20190019 DESIGN CRITERIA: STRUCTURAL CODE: RISK CATEGORY: SEISMIC PARAMETERS: SEISMIC DESIGN CATEGORY: MINIMUM INDOOR LATERAL: WALL/CEILING DEAD LOAD: INDOOR CEILING LIVE LOAD: TABLE OF CONTENTS i PROJECT INFORMATION .3 2 SCOPE OF WORK ................................................................................................................................................................ 4 3 JURISDICTIONAL INFORMATION .......................................................................................................................................4 4 ICC EVALUATION REPORT, PRODUCT SPECIFICATION LITERATURE AND DESIGN AIDS.................................................4 5 GENERAL STRUCTURAL NOTES ........................................................................................................................................ 6 SEISMIC ANALYSIS ..............................................................................................................................................................6 7 STRUCTURAL ENGINEERING CALCULATIONS ..................................................................................................................8 8 SOFTWARE PRINTOUTS ................................................................................................................................................... 21 8.2 HILTI PROFIS ANCHOR ANALYSIS - INDOOR COOLER ...........................................................................................21 gMATERIAL AND HARDWARE PRINTOUTS .............................................................................................................. ..........26 9.1 LARR 25314 ...............................................................................................................................................................26 9.2 TEK SCREW ALLOWABLES(SSMA) ........................................................................................................................... 30 B 12 S. LA CASSIA DR. . BOISE, IDAHO 83705.(208) 3456941 . (208)3458946 FAX PAGE ZOFZU TAMARACK ' GROVE i N G I K C C S I N 0 i PROJECT INFORMATION Tamarack Grove Engineering TGE Project Number: Date: TGE Contact: TGE Engineer of Record: Project Client Information: Company: Client Project No: Contact: Address: Phone: Email: TGEi8-i1650 1/15/2019 James Shaw Brian J. Sielaff, P.E., P. Eng. COMMERCIAL COOLING PAR ENGINEERING, INC. 18-6961, 18-6962 Juan Cervantez 17855 E. Arenth Ave. City of Industry, CA 91748 626-964-8700 juancommercialcooling.com Client Logo: Project Site Information: Name: Address: Coordinates: Phone: Email: Site Elevation: Live and Dead Loads Ceiling Live Load: Wall/Ceiling Dead Loads: Steel Facing (ASTM-A-646): Insulation: Miscellaneous: TOTAL: ABBOT LABORATORIES CBX 2251 Faraday Avenue Carlsbad, CA 92008 (33.1336 N, 117.2773 W) N/A N/A N/A 10 PSF 1.0 PSF (26 GA.-t =0.02 inch) 2.0 PSF 2.0 PSF 5.0 PSF 812 S. LA CASSIA DR. BOISE, Ioxo 83705.(208) 34543941 .(208)3458946 FAX PAGE 30F30 TAMARACK' GROVE $ G I H £ t a I 2 SCOPE OF WORK Tamarack Grove Engineering is providing structural engineering calculations for the walk-in cooler manufactured by Commercial Cooling Par Engineering, Inc. to verify the structural integrity of the panels and anchorage to the slab. The design of the slab/foundation is to be provided by others. Redline drawings provided to the client as needed based on calculations and code requirements. 01 JURISDICTIONAL INFORMATION Seismic Design Information: Seismic Parameters: Site Coefficient, FA: Site Coefficient, Fv: Building Design Category: Seismic Design Category: Analysis Procedure Used: Basic Seismic-Force-Resisting-System Importance Modification Factor, Ip: Deflection Amplification Factor, Cd: Response Modification Factor, Rp: Lateral Pressure Design Information: Minimum Indoor Lateral Load: Ss = i.o66 g Si = 0.412 9 Sos=o.763 9 SD1=o.436 g 1.074 (IBC Table 1613.3.34)) 1.588 (IBC Table 1613.3.3(2)) D (ASCE 7-10 Table 20.3-1) D (IBC Table 1613.3.5(1&2)) Equivalent Lateral Force Procedure for Non-Building Structures Building Frame System - Light Framed Walls of All Other Materials 1.0 (ASCE 7-10 1.5-2) 2.5 (ASCE 7-10 Table 12.2-1) 2.5 (ASCE 7-10 Table 12.2-1) 5.0 PSF 4 ICC EVALUATION REPORT, PRODUCT SPECIFICATION LITERATURE AND DESIGN AIDS . COMMERCIAL COOLING PAR CITY OF LOS ANGELES RESEARCH REPORT NO. 25314 . ICC ESR-3027 "HILTI KWIK HUS-EZ (KH-EZ) AND KWIK HUS-EZ 1 (KH-EZ i) CARBON STEEL SCREW ANCHORS FOR USE IN CRACKED AND UNCRACKED CONCRETE" . STEEL STUD MANUFACTURER'S ASSOCIATION, "TEK SCREW ALLOWABLES" 812 S. LA CASSIA DR. . BOISE, IDAHO 63705.(208) 3458941.(208)3458946 FAX PAGE 4OF3O TAMARACK GROVE f m a lliEc.qlNo 5 GENERAL STRUCTURAL NOTES i. GENERAL STRUCTURAL NOTES: CONTRACTOR TO VERIFY ALL OPENINGS, BUILDING DIMENSIONS, COLUMN LOCATIONS AND DIMENSIONS WITH OWNER PRIOR TO SETTING OF ANY COOLER BOXES OR CONSTRUCTION. THE ENGINEER OF RECORD IS NOT RESPONSIBLE FOR ANY DEVIATIONS FROM THESE PLANS UNLESS SUCH CHANGES ARE AUTHORIZED IN WRITING TO THE ENGINEER OF RECORD. THE CONTRACTOR IS RESPONSIBLE FOR PROVIDING SAFE AND ADEQUATE SHORING AND/OR TEMPORARY STRUCTURAL STABILITY FOR ALL PARTS OF THE STRUCTURE DURING CONSTRUCTION. THE STRUCTURE SHOWN ON THE DRAWINGS HAS BEEN DESIGNED FOR FINAL CONFIGURATION. NOTCHING AND/OR CUTTING OF ANY STRUCTURAL MEMBER IN THE FIELD IS PROHIBITED, UNLESS PRIOR CONSENT IS GIVEN BY THE ENGINEER OF RECORD. ALL FUTURE ROOF/CEILING MOUNTED EQUIPMENT NOT CURRENTLY SHOWN ON THE APPROVED SHOP DRAWINGS SHALL BE COORDINATED WITH THE EOR PRIOR TO ANY INSTALLATION, TYP. THE ASSUMED THICKNESS OF EXISTING CONCRETE WILL BE 4" WITH AN Pc OF 2,500 PSI, UNLESS OTHERWISE NOTED IN CALCULATIONS. 2. SPECIAL INSPECTIONS & TESTING (QUALITY ASSURANCE PLAN): A. GENERAL: INDEPENDENT TESTING LAB SHALL BE RETAINED BY OWNER TO PROVIDE INSPECTIONS AND SPECIAL INSPECTIONS AS DESCRIBED HEREIN. THE CONTRACTOR IS RESPONSIBLE FOR COORDINATING AND PROVIDING ON SITE ACCESS TO ALL REQUIRED INSPECTIONS AND NOTIFIES TESTING LAB IN TIME TO PERFORM SUCH INSPECTIONS PRIOR. DO NOT COVER WORK REQUIRED TO BE INSPECTED PRIOR TO INSPECTION BEING MADE. IF WORK IS COVERED, CONTRACTOR WILL BE RESPONSIBLE FOR UNCOVERING AS NECESSARY. THE CONTRACTOR SHALL CORRECT ALL DEFICIENCIES AS NOTED WITHIN THE SPECIAL INSPECTION REPORTS AND/OR THE ENGINEER OF RECORD'S FIELD OBSERVATION (STRUCTURAL OBSERVATIONS) REPORTS TO BRING THE CONSTRUCTION INTO COMPLIANCE WITH THE CONTRACT DOCUMENTS, ADDENDUMS, REVISIONS, RFIS AND/OR WRITTEN INSTRUCTIONS. THE CONTRACTOR IS RESPONSIBLE TO REQUEST SUMMARY REPORTS FROM THE SPECIAL INSPECTOR AND ENGINEER OF RECORD AT THE TIME OF THE PROJECT SUBSTANTIAL COMPLETION. PRIOR TO REQUESTING THE SUMMARY OF STRUCTURAL OBSERVATION REPORTS FROM THE ENGINEER OF RECORD, THE CONTRACTOR SHALL SUBMIT TO THE ARCHITECTAND ENGINEER OF RECORD A LETTER STATING THATALL OUTSTANDING ITEMS NOTED ON PREVIOUS STRUCTURAL OBSERVATION REPORTS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE CONTRACT DOCUMENTS, ADDENDUMS, REVISIONS, RFIS AND/OR WRITTEN INSTRUCTIONS. B. SPECIAL INSPECTIONS: i. ALL SPECIAL INSPECTIONS SHALL BE PERFORMED TO MEET THE REQUIREMENTS OF THE 2016 CALIFORNIA BUILDING CODE (2016 CBC) AS RECOMMENDED BY THE LOCAL BUILDING JURISDICTION. REQUIRED SPECIAL INSPECTIONS SHALL BE PERFORMED BY AN INDEPENDENT CERTIFIED TESTING LABORATORY EMPLOYED BY THE OWNER PER SECTION 1704 OF THE 2016 CBC FOR THE AREAS INDICATED IN THE SPECIAL INSPECTION PROGRAM. THE INDEPENDENT CERTIFIED TESTING LABORATORY AND INSPECTORS SHALL BE A QUALIFIED PERSON WHO SHALL SHOW COMPETENCE TO THE SATISFACTION OF THE LOCAL BUILDING OFFICIAL, OWNER, ARCHITECT AND ENGINEER OF RECORD FOR THE PARTICULAR OPERATION. ALL SPECIAL INSPECTION REPORTS SHALL BE SUBMITTED TO THE BUILDING DEPARTMENT, ARCHITECT AND ENGINEER OF RECORD STATING THE PROJECT NAME AND ADDRESS. THE CONTRACTOR AND SPECIAL INSPECTOR SHALL NOTIFY THE ENGINEER OF RECORD OF ANY ITEMS NOT COMPLYING WITH THE PROJECT SPECIFICATIONS, CONTRACT DOCUMENTS AND/OR APPLICABLE CODES BEFORE PROCEEDING WITH ANY WORK INVOLVING THAT ITEM. THE ENGINEER OF RECORD WILL REVIEW THE ITEM AND DETERMINE ITS ACCEPTABILITY. IF WORK INVOLVING THAT ITEM PROCEEDS WITHOUT PRIOR APPROVAL FROM THE ENGINEER OF RECORD, THEN THE WORK WILL BE CONSIDERED NON-COMPLIANT. 812 S. L.& CASSIA DR. . BOISE, IDAHO 83705 . (208)3458941 - (208)3456946 FAX PAGE 50F30 -' -TAMARACK "r GROVE Z 84 G1 li r6CR11M G 6 SEISMIC ANALYSIS £ This is a beta release of the new ATC Hazards by loeation website. Please contact us w4thfeedbac. OTC Hazards by Location Search lnfnrmatian Address: 2251 Faraday Ave, Carlsbad, CA 92008, USA Coordinates: 33.1336965.-117.2773479 71moatsmp: 2018-12-14118:12:55..085Z Hazard Type: Seismic Reference Document: ASCE7.10 Risk Category: li Site Class: 0 Report rule: Not specified Map Results tolusphalmat"tic0f In d If LAV11114 V-1001 P.4 e I'arflhIr At IS Googl SI) ReboItcQ t Mercedes 9ent Y Advanced Design MCER Horizontal Response Spectrum Sate) urn 0.80 0.60 0.40 0.20 0.00 0 2 4 6 8 at Results Basic Parameters Name Value Description S5 1.056 MCF;ft ground motion (period0.2s) S1 0.412 MCEfl ground motion (pa,iodl.Os) SPAS 1.144 Sito-inodlllud spectral acecieratiori value Si 0.654 Site-modified spectral acceleration value S05 0.763 Homers seismic design value at 0.2s SA SDI 0.436 Numeric seismic design value at 1.09 SA Additional information Name Wile Description 812 S. LA CASSIA DR. BOISE, IDAHO 83705. (208)345419411 -(208) 34543946 FAX 0.60 0.40 0.20 0.00 Period (a) 0 4 -I 0 "48 Crealive0slva I. 9unumi San Diego ftegionI Centel Mw duw 020111 GuwI Design Horizontal Response Spectrum Sal.) 2 4 6 PAGE 6OF3O STRUCTURAL CALCULATIONS TAMARACK 'GROVE SDC D Seismic design category Fn 1.074 Site amplification factor at 0.2s 1.588 Site arnpllticetion factor at 1.05 PGA 0.411 MCE0 peak ground acceleration P0A 1.089 Site amplification factor at PGA PGAM 0.448 Site modified peak ground acceleration TL 8 Long-period transition period (s) SaRI 1.066 Probabilistic flak-targeted ground motion (0.2s) SsUH 1.093 Factored uniform-hazard spectral acceleration (2% probability of exceadonce in 50 years) SaD 1.5 Factored deterministic acceleration value (0.2s) SIRT 0.412 Probabilistic risk-targeted ground motion (1.05) SIUH 0.401 Factored uniforns4azard spectral acceleration (2% probability of exceadance In 50 years) SID 0.6 Factored deterministic acceleration value (I.09) PGAd 0.503 Factored deterministic acceleration value (PGA) The results indicated here 00 NOT reflect any state or local amendments to the values or any delineation lines mode during the building code adoption process, Users 5hnUM cor,f,m any output obtained (rota This tuft rVith the 10 cat AtillrorityHavirig Jurisdiction before proceeding with design. Disclaimer Hazard bade are provided by the United States Aoclagical Survey Snismi Deal While the information presented on this website is believed to be carred, ATC and Its sponsors and contributors assume no responsibility or teblily for its accuracy. The materiel presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy. sultabiLty and applicability by engineers or othericonsed professionals. AIC does not Intend that the use of this information replace the sound judgment of such competent professionals, having experience and kflovAodge in the field of practice. nor-to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the Information from this websito assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitudellongitude location in the report. 812 S. LA cAsslA DR. . BOISE, IDAHO 83705 (208) 34543941 . (208)345.8946 FAX PAGE 7OF0 7 - TAMARACK ' GROVE INGI N CtRING STRUCTURAL ENGINEERING CALCULATIONS JURISDIMON INFORMATION JURISDICTION: CALIFORNIA STRUCTURAL CODE: 2016 CALIFORNIA BUILDING CODE 0K_i NC := 0 SEISMIC CRITERIA WIND CRITERIA := 0.7631 Design Spectral Response [INP60R,APPL1ç4f10N* 1 [;:= 2.51 Response Modification Factor LEXPOS(JREQWEGORY= A4J 1.01 Importance Modification Factor z:=0 ft Height of Attachment -DESIGN ,&VALUES I io Pof Panel Live Load 300 lbf Maintenance Worker Live Load =5 paf I Panel Dead Load =5 paf Miiimum Indoor Lateral Load + LLO.wl =15 p8/ 2j L nqth,:= 12.75 ftj [tk.S _T,4il in] [" 9.67 ft =9.:33 ij Load Combination 3: D+(Lr, S, or R) Unit Width Unit Length Ceiling Panel Thickness Wall Panel Thickness Mean Ceiling Height Mean Wall Height PANEL MANUFACTURER: COMMERCIAL COOLING PAR ENGINEERING, INC. PANEL SPECIFIC TION: METAL FACED POL VURETHANEREFRIGERA TION PANELS FOR WALK-IN COOLERS AND FREEZERS (LARR #25314) 8128. LA CASSIA DR. . BOISE, IDAHO 83705. (208) 34543941 .(208) 3458946 FAX PAGE 8OF3O Maximum Shear (Worst Case) Allowable Panel Load (LARR 25314) Allowable Moment Allowable Shear TAMARACK GROVE Design Length (Worst Case) Corresponding Allowable Span (LARR 25314) Tributary Width of Panel for Evaluation LOADS: 300 lb] 100 ibfj Governing Point Load For Ceiling Weight of Unit rn1IyLr := em L + Wt, . £ =1275 ft. lbf Maximum Moment (Worst Case) 4 4 : + 400 lbf 15 T".41h = 1503 ft. Of Widi' La,, Va11aw: 2 =420.42 Of CHECK mallme 2t Iylvmr = 1 1J/J/ T TJI,P 1I1 TI /L •Jr /1lTc7J:7.11 T Jf?1 =9.33 ft Design Height L Th1irt1h_hj1ht Lt(1tI; Tributary Width of Ceiling Acting on Wall V,,:ar —+D1 T,,,;dth.,1.n= 133.92 plf Total Axial Load From Ceiling £ n'idth 11.5 ft] Allowable Height for Axial Load (LARR 25314) : 500 Total Allowable Axial Load (LARR 25314) NOTE:ALLOWASLEAXIAL LOAD CONSIDERS 5 PSFLATERAL FORCE CHECK PdM4InJf,htly 51'Ill 1 F..Jr/J/jT T /IflJJiJ1 'lilT Y1'hTh TUsJf T:11jè7:T'. 1"L-y4r' lie :7!7M!0741 L&'1Z0 f'14 P'i'-1jiYI' !.! Jflr7) 812 S. LA CASSIA DR. . BOISE, IDAHO 83705 . (208)34543941.(208) 345-8946 FAX PAGE 9OF3O TAMARACK GROVE E N G 1 11 C C R I N 0 1. 1 2 2 1 SW = SHEAR WALL PER ASCE 7-10 SEC. 12.8, THE EQUIVALENT LATERAL FORCE PROCEDURE WILL BE USED. SEISMIC CRITERIA: I!XiU] Seismic Coefficient =I l71 Site Amplification Factor [i'4I21 Seismic Coefficient t)(7 Height of Structure In Feet (Unitless) =O.763 Seismic Coefficient Approximate Period Parameter 1 (Table 12.8-2) M =01. 136 Seismic Coefficient 03T1 Approximate Period Parameter 2 (Table 12.8-2) Long-Period Transition 8128. LA CASSIA DR. . BOISE, IDAHO 83705 . (208) 3458941.(208)3458946 FAX PAGE 100F30 -TAMARACK 'r GROVE C N G I I L C ft N D A,.o,.f := Width. Length= 255 ft2 Total Area of Ceiling =2. Width + 2. &'ngtI.. = 65.5 ft Total Length of Walls Total Weight of Units Wt := DLpfl!e ,) + L . DLPWICI) + Wt 5= 3002.79 £bf Effective Seismic Weight Ta C?h,,=0.fl Approximate Fundamental Period NOTE: IF THE STRUCTURE IS 5 STORIES OR LESS ABOVE THE BASE, Ss MAY BE RECALCULATED AS: S:=If(T:!5,:0.5, min (1.5,S) ,SR)=1.07 Seismic Coefficient (12.8.1.3) Design Spectral Response for Short Period, (g) SI'S CR:= =0.31 lip Seismic Response Coefficient (Sec. 12.8.1.1) : jf 1TO_<TL., Ta.(.) T . (81')-1) ) = 1.59 Maximum coefficient : max (0.044 •S,,. .1,.,, 0.01) .= 0.034. Minimum Coefficient : if S, ~ 0.6 0I J = 0.034 Minimum Coefficient C,,:= max = 0.305 Seismic Response Coefficient C8 mm (C., = 0.305 Seismic Response Coefficient 916.76 lbf Seismic Base Shear V 11:0.7.V64.1.73 lbf ASD Seismic Base Shear I - ., Lateral Force from Minimum Indoor p4wPccnr'I ._. iTh9th . - J08.2J tbf Lateral Load (1-1) lIlaX (Vl,-.Sd = 64173 Of Lateral Design Force (1-1) = 50.33 p1/ Distributed Design Load (1-1) Length H . 14 tdth ,. .. Lateral Force from Minimum Indoor - . = 483.5 ibf Lateral Load(2-2) 641.73 lbf Lateral Design Force (2-2) 812 S. LA CASSIA DR. BOISE, IDAHO 83705 . (208)345.8941 . (208)345.8946 FAX PAGE 11 0F30 TAMARACK GROVE N C R I N 13 Vp_,jg,L2 Width =32.09 p1/ : [L1 =Widih=2t) it] Length of Wall 1 = 16.04. p1/ LI [=width=2o ft] Length of Wall 2 WiD,,.L = 16.04 pif I LA:=Lcngth=12.73 ft] Length of Waft A IA = 25.17 pf f 41 tj Length of Wall B : U(fvsiiVs = 33.22 plf LB min (Ll ,L,LA LB?4.83ft) CHECK 1001jolpfarle 2: R"-LX (fi I f2 I fA I fn) = 1 Distributed Design Load (2-2) LiiqiIt 2 It] Tributary Width In-Plane Force on Wall 1 Length =6.38 ftj Tributary Width In-Plane Force on Wall 2 11?4111 =,10 ft Tributary Width In-Plane Force on Wall A : 11'aith =10 Tributary Width In-Plane Force on Wall B Worst Case Shape Ratio Allowable In-Plane Shear (LARR 25314) 1JJJT T.J 1,ai'y r;t' 'ir' !4T/i1J:l ti: 812 S. LA CASSIA DR. . BOISE, IDAHO 83705 (208) 3458941.(208) 3458946 FAX PAGE 120r30 -TAMARACK 'r GROVE N G I h C r R I N 0 H=9.67 ft LOADS: Ptran.s = 24.18 p1/ := max f, ,f. ,f4 = 33.22 p1/ fmcar : max (Ptrinis = 33.22 p1/ TEK SCREWS CONNECTION: [S 11 ; i2 in] 48 ml pif 27 lbf =27 p1f Design Height Transverse Shear Force on Floor-Wall Connection In-Plane Shear Force on Floor-Wall Connection Governing Shear Force on Floor-Wall Connection Spacing of Screws Max Allowable Shear on Screw (SSMA) Max Allowable Tension on Screw (SSMA) 1/4" HILTI KH-EZ: inj :2] . ar = 166.08 Wf Vtiuchor := 0.7 Spacing of Anchors Overstrength Factor (ASCE 7-10, Table 12.2-1) LRFD Shear on Anchor 750 lbf Max Allowable Load on Anchor (Hilti Profis Report) NOTE: SEE HIL 77 PROFISANCHOR REPORT FOR ANCHOR ANAL YSIS. CHECK Vtjj,,ju >fjupperni =1 T(igLrew a Ptr,ins = 1 Vij _,,ff~ Va,whor1 812$. LA CASSIA DR. . BOISE, IDAHO 83705.(208) 3458941 . (208)345.8946 FAX PAGE 13OFO TAMARACK GROVE N 0 I 4 t C N I N Q H=9.67 ft LOADS: Ptran.s : = 24.18 pu fuq,zune (1 i i12 'IA un) = 33.22 p1/ : max fit!pflfl() = 33.22 Pu M LOCK CON =27 in 75) lbf 3:.33 p1f Design Height Transverse Shear Force on Wall-Ceiling Connection In-Plane Shear Force on Wall-Ceiling Connection Governing Shear Force on Wall-Ceiling Connection Spacing of Cam Lock Allowable Shear of Camlocks (LARR 25314) CHECK 1 Width 2658 ft Unit Width Unit Length Ceiling Panel Thickness 4 in] Wall Panel Thickness [ii =9.66 jtj Mean Ceiling Height fii,. =13.33 fi1 Mean Wall Height PANEL MANUFACTURER: COMMERCIAL COOLING PAR ENGINEERING, INC. PANEL SPECIFICATION: METAL FACED POL VURETHANE REFRIGERATION PANELS FOR WALK-IN COOLERS AND FREEZERS (LARR #25314) 812 S. LA CASSIA DR. . BOISE, IDAHO 83705.(208) 3458941 . (208)3458946 FAX PAGE 140F30 -TAMARACK'r GROVE LJ4G I N r C R I Il D 2) TYPICAL CEILING PANEL F. Design Length (Worst Case) L-1111 -=8-67ftl LTI,,Lth .92 fij LOADS: = :ioi lbf] L!!p:78 lbfl Corresponding Allowable Span (LARR 25314) Tributary Width of Panel for Evaluation Governing Point Load For Ceiling Weight of Unit L • £ 4 4 + = 756 ft. ilif Maximum Moment (Worst Case) + Wt €4 = 378 ibf paf.T11.j,,,h= 156.8 P J = 1449.62 ft Of Wii• 4,,, =674.24 ibf 2 CHECK 1 Maximum Shear (Worst Case) Allowable Panel Load (LARR 25314) Allowable Moment Allowable Shear Vi&lliiw k 1 rjt., tii' L1,J' /lIrU:77r T4 3) TYPICAL WALL PANEL H,=9.33 ft Design Height Irnqtl& =4 ft Tributary Width of Ceiling Acting on Wall LOADS: + 116.43 plf Total Axial Load From Ceiling Allowable Height for Axial Load (LARR 25314) °° of1 Total Allowable Axial Load (LARR 25314) NOTE: ALLOWASLEAXIAL LOAD CONSIDERS 5 PSFLA TERAL FORCE CHECK Pdl.icjnJ1?iliIL9 ~'nII = I -J'JJIJ/ F.-J iiig-iii ITYIJc'IS Tlrel' 'i V:1I'è7:T f) 7r9 P-#J.Y;I / 812 S. LA CASSIA DR. . BOISE, IDAHO 83705 . (208)3458941 . (208)3458946 FAX PAGE 15oF30 4AA2~w - TAMARACK. '' GROVE £ '1 G I N C C R I N 0 2 2 SW = SHEAR WAIL PER ASCE 7-10 SEC. 12.8, THE EQUIVALENT LATERAL FORCE PROCEDURE WILL BE USED. SEISMIC CRITERIA* fi;= 1.066] Seismic coefficient {F 1.1)74] Site Amplification Factor 0.4 12] Seismic Coefficient = 9.66 1Height of Structure In Feet (Unitless) Lys = 0.763 Seismic Coefficient Seismic Coefficient Long-Period Transition Approximate Period Parameter 1 (Table 12.8-2) Approximate Period Parameter 2 (Table 12.8-2) 0.436 [T, Width. Length= 212.64 ft 2 Total Area of ceiling 2. Width+ 2. Length = 69.16 ft Total Length of Walls 78 1bf+78 lbf= t6 ibf] Total Weight of Units 812 S. LA CASSIA DR. BOISE, IDAHO 83705 . (208) 345-8941.(208)3458946 FAX PAGE 16oF30 TAMARACK 'GROVE V N G I t, M C R I N C Wt Mof + ( 2, fL-"wan . + Wi,,,, = 2832:36 ibf Effective Seismic Weight =0.11 ApprOximate Fundamental Period NOTE: IF THE STRUCTURE IS 5 STORIES OR LESS ABOVE THE BASE, Ss MAY BE RECALCULATED AS: S:=if(Ta~0.5 ,min (1.5 ,S ,S =1.07 Seismic Coefficient (12.8.1.3) Sg):=-. F".S8=0.76 Design Spectral Response for Short Period, (g) C.:= (OS) =0.31 Seismic Response Coefficient (Sec. 12.8.1.1) C,,:=if T~TL,_S01 DI l = 1.59 Maximum Coefficient Ta'(_11 R11) ) Ta2 C. un := max (0.044 .S,, .! , 0.0I)=0.034 C.mij, := if 1S1 2t 0.6, 0.5S, tG.. mm J = 0.034 C,,:= max C, G8mh,) = 0.305 : mm (Cs, = 0.305 V,,:=C. Wt= 864.73 lbf Minimum Coefficient Minimum Coefficient Seismic Response Coefficient Seismic Response Coefficient Seismic Base Shear V 1:0.7. V= 605.31 lbf ASD Seismic Base Shear H Lateral Force from Minimum Indoor ,JrsLcM.r._I _y tFngth P 1p,.,j,.j = 19.3.2 lbf Lateral Load (1-1) mai'. ='605.31 lbf Lateral Design Force (1-1) Vmdesiquj W,kEiy,l_1 = 75.66 pif Distributed Design Load (1-1) H Wdth - Lateral Force from Minimum Indoor . . • lbf Lateral Load(2-2) : max = 641.91 ibf Lateral Design Force (2-2) = 24.15 plf Distributed Design Load (2-2) 812 S. LA CASSIA DR. . BOISE, IDAHO 83705.(208) 3458941.(208)3458946 FAX PAGE 17oF30 In-Plane Force on Wall 1 Leiqjlli In-Plane Force on Wall 2 U it dth =1 3.29 ft In-Plane Force on Wall A = J3.29 ftj In-Plane Force on Wall B Tributary Width Tributary Width Tributary Width STRUCTURAL -. l'rjiu; \;iriit: IlUI I ( R\ ,. / .,j _d CALCULATIONS I Jo b Location: , I'G :IYJL1U tIfWSuJ W..I u = 11.39 pI/ ft•— 1112 =VViielth.=26.58ft Length of Wall 2 f2 : = 11.39 ph i' ;_Lth8 ltj Length of Wall A f.A := = 40.12 p1/ 41 11 =5 fj Length of Wall B — Wde jff,,_2 Tflhgg =64.19 pif fy:_ =1.87 mm (b l., L2 ,LA , 108 Of CHECK °utLiniiIane 2! max (f ,f2 j.. J,) =1 Worst Case Shape Ratio Allowable In-Plane Shear (LARR 25314) FL-1/ji/ill, r:4 :)fr/:Is]11,a ix TJI:1 Pi./ [m' 812$. LA CASSIA DR. . BOISE, IDAHO 83705 .(208) 345-8941 .(208)345.8946 FAX PAGE l8or30 4AAMM6.- TAMARACK GROVE N G I r, r r R I N 0 H=9.66 ft Design Height LOADS: if Ptr.m.s : • . = 24.15 Of f j ,t := fliax(fi 1f2 1f11)_64J9 ph : max (Pirflus , f1.PIILUf) = 64.19 pli P1~11.1 PTO in] [v11_.11. 48 lbf = 96 27 Uhf Tgd rru, : = 54 plf 1/4" HILTI KH-EZ: 21 inj i1):= 2.01 flO• =320.95 Uhf 0.7 f 'IIU_.1IIi'IUU 750 Lb '1 Transverse Shear Force on Floor-Wall Connection In-Plane Shear Force on Floor-Wall Connection Governing Shear Force on Floor-Wall Connection Spacing of Screws Max Allowable Shear on Screw (SSMA) Max Allowable Tension on Screw (SSMA) Spacing of Anchors Overstrength Factor (ASCE 7-10, Table 12.2-1) LRFD Shear on Anchor Max Allowable Load on Anchor (Hilti Profis Report) NOTE: SEE HIL Ti PROFIS ANCHOR REPORT FOR ANCHOR ANAL MIS. CHECK firipjalm=1 1 Vij_,4j . a V(ZThOrl 812 S. LA CASSIA DR. . BOISE, IDAHO 83705 (208) 34543941.(208) 34543946 FAX PAGE 190F30 a&&M!WL_ TAMARACK ' GROVE L N 13 I Ii C C R I N 13 H=9.66 ft Design Height LOADS: Ptruw: Hhtfl& = 24.15 pif niax(fi,f,f4,fn)=64.lO ph fm : max 9 fUpLWLI?) = 64.19 pif M LOCK CONI =27 in] 7:30 hbf V IIIIAt.Jbfr =333.33 pt_f Transverse Shear Force on Wall-Ceiling Connection In-Plane Shear Force on Wall-Ceiling Connection Governing Shear Force on Wall-Ceiling Connection Spacing of Cam Lock Allowable Shear of Camlocks (LARR 25314) CHECK = 1 812 S. LA CASSIA DR. . BOISE, IDAHO 83705 (208) 34543941 .(208) 34 FAX PAGE 200F3O TAMARACK "' GROVE Na I 10 c £ it i i 8 SOFTWARE PRINTOUTS 8.1 HILTI PROFIS ANCHOR ANALYSIS — INDOOR COOLER www.hila.us Profis Anchor 2.7.9 Company: Par: 1 Specifier Project: 18.11650 Mdross: Sub-Project I Pas. N: Ptuoiwl Foe: I Date: 12/1412014 E-P.taif Specifiers comments: l Input data Anchor type and diameter KWIK HUS.EZ (KH.EZ) 114 (1 5/8) Effective embedment depth: ft,,.., a 1.150 in.. h,, a 1.625 in. Material; Cerimon Steel Evaluation Service Report: ESR4027 Issued I Valid: 12/112017112/112010 Proof: Design method ACI 315.14 / Mech. Stand-all Installation: e, 0.000 in. (no stand-off); I 0.075 in. Anchor plate: I.e I eta 4.009 in. x 4.000 in. 50.0Th In.; (Recommended plate trilcknees: not calculated Puollie: no profile Base material, crocked concrete. 2500. 1' 02,500 psi: h a 4.000 In. Installation: hemmer drilled hole, Installation condition: thy Reinforcement tension: condition B. shear: condlion 9; no supplemental splitting reinforcement present edge reinforcement: none or. No.4 bar Seismic loads (cat. C. 0. E. or F) Tension load: yes (17.2.3.4.3(b)) Shear toad: yes (17.2.3S.3 (Al) C user Is responsible to ensures rigid base plate for the entered thickness with appropriate solutions (atlftenere,...) Geometry (In.) & Loading (lb, ln.Ibj ISO "it mmvi uaaan*mvsftlnm,mfzocmava for aosama.almseia ,rielrecmdcomdt&çlemlstllml PROf vi ar.Iam: I2001201Piftf 5 en. ft. trtt three, 1415 n.egmmm ten,rn.,s .flesaa.euami, 8125. LA CASSIA DR. . BOISE, IDAHO 83705 (208) 34543941.(208) 3458946 FAX PAGE ZI 0F30 TAMARACK 'GROVE E N G104CCRI J140 www.hlttLus Profis Anchor 2.7.9 Company: Page: 2 Specifier • Project: 18-11650 Address: Sub-Project I Pos. No.: Phone I Fax: I Date: 12114/2018 E-Mail: 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions (Ib) Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 0 750 0 750 max. concrete compressive strain: -061 max. concrete compressive stress: • (psi) resulting tension force in (xiy)(0.000I0.000): 0 (IbI resulting compression force In (xly)—(0.000I0.000): 0 [lb Anchor forces based on a rigid base plate assumptiont 3 Tension load Load N (Ib) Capacity$ N (Ib] UUIIzatlonPN:zNuJ#Nn Status Steel Strength* NIA N/A N/A NIA Pullout Strength N/A N/A N/A NIA Concrete Breakout Strength" N/A N/A N/A NIA anchor having the highest loading 'anchor group (anchors Intension) leput data and results must be dresSed for agroenibstrultr the busting muditlons and ISO gfauslblhthl PRORS Anchor(s) 2003-2009 HitS AG. FL-9494 tureen Hbdiva registered Trademaiti of Hilti AG. Sthaat. PAGE Z2OF3O -TAMARACK ."r GROVE. E N a i l C A I N 0 _ www.hiiti.us Profis Anchor 2.7.9 Company: Page: 3 Specifier Project: 18-11650 Address: Sub-Project I Pos. No.: Phone I Fax; I Date: 1211412018 E-Mail: 4 Shear load Lead Vua Jib) Capacity V,, fib] Utilization Pv = Vj$ Vn Status Steel Strength 750 837 90 OK Steel failure (with lever arm) N/A N/A N/A N/A P,yout Strength" 750 763 99 OK Concrete edge failure in direction x4" 750 945 80 OK anchor having the highest loading "anchor group (relevant anchors) 4.1 Stool Strength = ESR value refer to ICC-ES ESR-3027 4 Vaud 2 V,, ACI 318.14 Table 17.3.1.1 Variables A..v (in.] fe,,, [psi] 0.05 125,000 Calculations V (lb] 1,395 Results Jib] 4, 4, 4, V,, Pb] V,,,, [lb] 1,395 0.600 1.000 837 750 4.2 Pryout Strength Vq, = kq, V oliN V UI 'I' w.N Nb] ACI 318.14 Eq. (17.5.3.1a) 4 V,,aV,,, ACI 318-14 Table 17.3.1.1 Aw see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b) 9 h, ACI 318-14 Eq. (17.4.2.1c) oo$ ( 1 +!! 1.0 ACI 318-14 Eq. (17.4.2.4) V 3hj V od.N 0.7 + 0.3 (%!jti)9 1.0 ACI 318.14 Eq. (17.4.2.5b) V MAX(200. ! d ) S1.0 ACI 318.14 Eq. (17.4.2.7b) .Sac cat Nb = k0 . I( h? ACI 318.14 Eq. (17.4.2.2a) Variables kcp her [In.) SCIN (In.] ecf.N (In.) cem. (in.) 1 1.180 0.000 0.000 2.000 V ON c,, (in.] ke f (psi] 1.000 2.000 17 1.000 2,500 Calculations AN. [jn.2] A..0 (in.2] v V V OliN V CON Nb fib] 12.53 12.53 1.000 1.000 1.000 1.000 1,090 Results V,5 fib) . 4, 4, ,,, 4, V,5 fib] V,0, fib] 1.090 0.700 1.000 1.000 763 750 lnIutdSla and 1000110 mutt lie dlliclwd for 59100510111 with the ofuuitnO condillonu SlId for plauslbllityl PROPIS Mthor( cj 2003-2009 I4iIIi AG. P1-0404 Sclrann HBO lia registered Trademark of HBO AG. Schoan PAGE Z3 OF www.hittLus Profis Anchor 2.7.9 Company: Page: 4 Specifier. Project: 18-11650 Address: Sub-Project I P05. No.: Phone I Fax: I Date: 12114/2018 E-Mail: 4.3 Concrete edge failure In direction x+ =Aveo i' ,,, ' P.MIN Vi, ACt 318-14 Eq. (17.5.2.1a) 4, Vol, S Vi,,, ACt 318-14 Table 17.3.1.1 Ave see ACt 318-14. Section 17.5.2.1. Fig. R 17.5.2.1(b) = 4.5 c, ACl 318-14 Eq. (17.5.2. 1C) w.v = 1.0 14 ACt 318-14 Eq. (17.5.2.5) . 3c,/ 1? ed.v 0.7 + 0.36- 5 1.0 ACt 318-14 Eq. (17.5.2.6b) ,, ,,i, = =Z1-0 ACl 318-14 Eq. (17.5.2.8) Vi, 'Ic ACi 318-14 Eq. (17.5.2.2a) Variables c,1 (in.] c,, (In.] e,,v [in.] ip cv h,, (in.) 2.000 - 0.000 1.000 4.000 I, (in.) ).a di, [in.) f (psi) y pamflot.v 1.180 1.000 0.250 2,500 2.000 Calculations Au,, lin.21 Av,,a [1n.2) , II e,I.V ip ,,,v Vi, [tb) 18.00 18.00 1.000 1.000 1.000 675 Results Vu, jIb) $ ,,,i,,,,,,.,, 4'sowft 41 ,,,,,,u,i,i,,, 4' Vi,,, [ib] Vi,,, jib) 1,350 0.700 1.000 1.000 945 750 5 Warnings The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations (ETAG 001/Annex C, EOTA 1R029. 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 Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid base plate assumption is valid is not carried Out by PROFIS Anchor. input data and results must be checked for agreement with the existing conditions and for piausibilityl - Condition A applies when supplementary reinforcement is used. The 0 factor is increased for non-steel Design Strengths except Pullout Strength and Piyout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pnjout Strength. Refer to your local standard. - Refer to the manufacturer's product literature for cleaning and installation instructions. - Checking the transfer of loads into the base material and the shear resistance are required in accordance with AC! 318 or the relevant standard! - An anchor design approach for structures assigned to Seismic Design Category C. D. E or F is given in AC! 318-14, Chapter 17, Section 17.2.3.4.3 (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 17.2.3.4.3 (b), Section 17.2.34.3 (c), or Section 17.2.3.4.3 (d). The connection design (shear) shall satisfy the provisions of Section 17.2.3.5.3 (a). Section 17.2.3.5.3 (b), or Section 17.2.3.5.3 (c) - Section 17.2.3.4.3 (b) I Section 17.2.3.5.3 (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 17.2.3.4.3 (c) I Section 17.2.3.6.3 (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 17.2.3.4.3 (d) I Section 17.2.3.5.3 (C) waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension! shear obtained from design load combinations that include E. with E increased by we. - Hilti post-Installed anchors shall be Installed In accordance with the Hilti Manufacturer's Printed installation Instructions (MPh). Reference AC! 318-14, Section 17.8.1. Fastening meets the design criteria! Input data and rebelS must be dieebed tot egreemitnt with the exiSlis9condition and for plausibility! PROFIS Anther (c) 2003-2009 Hill AG. FL-9494 Schoen HIS is a registered Trademan, et Milli AG. 5chaw, PAGE 24 OF 30 STRUCTURAL ENGINEERING Location: CARLSBAD, CA CALCULATIONS r 44 G $ N I! •e ' i , G www.hiltlua Profis Anchor 2.7.9 Company: Page: 5 SpeciIler Project: 18-11650 Address: Sub-Project I Pos. No.: Phone I Fax: I Date: 12114/2018 E-Mail: 6 Installation data Anchor plate, stcol:- Anchor typo and diameter. KWIK HUS-EZ (KH.EZ) 1/4 (1 5/8) Profile: no profile Installation torque: 216.002 ln.Ib Hole diameter in the fixture: d, = 0.375 in. Hole diameter in the base material: 0.250 in. Plate thickness (input): 0.075 In. Hole depth In the base material: 1.836 In. Recommended plate thickness: not calculated Minimum thickness of the base material: 3.250 in. Drilling method: Hammer drilled Cleaning: Manual cleaning of the drilled hole according to instructions for use is required. user is responsible to ensure a rigid base plate for the entered thickness with appropriate solutions (stiffeners,...) 6.1 Recommended accessories Drilling Cleaning Setting Suitable Rotary Hammer • Manual blow-out pump Torque wrench Property sized drill bit y 2.000 2.000 o o C, o 0O 51 ('.1 a 0 0 r'l CS 2.000 2.000 Coordinates Anchor In Anchor x y C. c., c., c., 1 0.000 0.000 2.000 2000 Input data and results must lie dieClIed for agreement with the ousting conditions and for plauslbtityl PROFIS Anther(c) 2003.2009 $1115 AG, FL-BOSS Schaun $1511 Is a registered Tredemazt oIHIIIIAG. Schoen PAGE 250F30 TAMARACK"' GROVE - Z. 24 0 I M .E £ N I 4 0 MATERIAL AND HARDWARE PRINTOUTS 9.1 LARR 25314 CITY OF Los ANGELES BOARD OF CALIFORNIA DEPARTMENT OF BUILDING AND SAFETY BUILDING AND SAFETY COMMISSIONERS 201 NORTH FIGUEROA STREET - LOS ANGELES. CA R0012 VAN AMBATIELOS PRESIDENT FRANK M. BUSH E. FELICIA BRANNON GENERAL MANAGER VICE PRESIDENT , p SUPERINTENDENT OF BUILDING JOSELYN GEAGAROSENThAL ERIC GARCETTI OSAMA vouw'i. P.E. GEORGE HOVAGUIMIAN MAYOR EXECUTIVE OFFICER JAVIERNUNEZ Commercial Cooling Par Engineering, Inc RESEARCH REPORT: RR 25314 17855 E. Arenth Avenue CS1# 13030) City of Industry, CA 91748 Expires: October 1, 2020 Attn: John M. Milani Issued Date: August 1, 2018 (626) 964-8700 Code: 2017 LABC GENERAL APPROVAL - Renewal - Commercial Cooling Par Engineering, Inc. - Metal faced. polyurethane refrigeration panels for walk.-in coolers and freezers. DETAILS Commercial Cooling Par Engineering, Inc. panels consist of 26 gage galvanized steel skins, meeting ASTM A525, 3.5 inch to 5 inch thick wood frame, and a core of polyurethane foam, identified as Autofroth® 9142 Non-CFC Class 1 Rigid Foam.. Flame spread and Smoke Density rating per ASTM E84 are 20 and 250, respectively. The panels are joined together utilizing Kason-Type 1168 cam-lock fasteners. The panels-are approved as structural wall and ceiling panels for use in interior and outdoor non fire rated walk-in coolers and freezers. The approval is subject to the following conditions: The panels are approved for use in accordance with Section 2603 of the 2017 Los Angeles City Building Code and shall comply with all requirements therein. The panels shall be manufactured in the shop of a City of Los Angeles licensed fabricator. Fabrication in unlicensed shops will invalidate the approval. The panel core material shall have a density of 2:32 pc.f and water absorption of 0.44 pcf. The panels shall be used only in areas where combustible, materials are permitted by code. RR253 14 Page 1 of 4 812 S. LA CASSIA DR. . BOISE, IDAHO 83705.(208) 3458941 . (208)3458946 FAX PAGE ZOOF3O - TAMARACK "r GROVE £ 34 G I NP C C ' I N Commercial Cooling Par Engineering, Inc. Re: Metal faced polyurethane refrigeration panels for walk-in coolers and freezers. Daily tests of the physical properties of the core material shall be performed and records of such tests shall be maintained and provided to the department upon request. Complete design calculations shall be submitted to Structural Plan Check for each job. Plans and calculations shall bear the stamp and signature of a California registered civil engineer, structural engineer, or architect. In outdoor applications,, an approved fire retardant roof covering (class "A" or B") shall be placed over ceiling panels. Panel height shall be limited as follows with corresponding axial load (analysis considers 5 psI lateral force): Axial Load (lbift.) Panel Height (ft) 5 psf Lateral Force 3.5-Inch Panel 4-inch Panel 5-inch Panel 100 21 22.5 25 200 19 20.5 22.5 300 16.5 IS 20 400 13.5 IS Ii 500 - 11.5 13 Shear wall values shall be limited as follows: Maiinnni Height to Width Ratio Allowable Shear (pit) 0.5:1 400 1.0:1 217 2.0:1 lOS 3.0:1 54 RR 25314 Page 2 of 4 812 S. LA CASSIA DR. . BOISE, IDAHO 83705.(208) 345-8941 .(208)3458946 FAX PAGE 27OF3O TAMARACK GROVE ENGINCERING Commercial Cooling Par Engineering, Tnc. Re: Metal faced polyurethane refrigeration panels for walk-in coolers and freezers. 10. The maximum allowable roof and ceiling spans shall be as follows: Applied Load (psf) Maximum Spans with L11110 Deflection 3.5-inch Panel 4-inch Panel 5-inch Panel 5 18.6 24.5 27.5 10 14.7 17.5 19.5 IS 12.9 14.3 15.8 20 11.3 12.3 13.8 25 9.3 11 12.3 30 7.9 10 11.3 35 6.8 9.3 10.3 F- 40 6.0 116 9.6 The shear and tension strength of the cam-lock panel fasteners shall not exceed 750 pounds and 550 pounds respectively. Cam-Lock fastener spacing shall not exceed four feet. The maximum allowable horizontal diaphragm shear shall be limited to 195 pif. The panels shall be continuous between walls. The attachment for the wall panels to the floor assembly and the attachment for wall panels to ceiling panels shall be by an approved method. Panels shall be provided with a permanent label specifying the fabricator and surface burning characteristics of the product. The foam plastic shall be separate from the interior of the freezer or cooler and from the room in which it is placed by use of 4-inch gypsum wall board, Vz-inch plaster or other approved thermal barrier meeting the requirements specified in Sec. 2603.4 of 2017 Los Angeles City Building Code. EXCEPTION: The thermal barrier is not required if the cooler or freezer floor area does not exceed 400-square feet and the foam plastic insulation does not exceed a thickness of 4-inches. RR 25314 Page 3 of 4 8125. LA CASSIA DR. . BOISE, IDAHO 83705.(208) 34548941 .(208)3454946 FAX PAGE 2BOF3O Commercial Cooling Par Engineering, Inc. Re: Metal faced polyurethane refrigeration panels for walk-in coolers and freezers. DISCUSSION The report is in compliance with the 2017 Los Angeles City Building Code. The approval is based on tests in accordance with ASTM Standard E-84, E-72 and various other load tests and engineering analysis. The panel when tested as an assembly has a flame spread index: of 15 and a smoke density index of 40. Addressee to whom this Research Report is issued is responsible for providing copies of it, complete with any attachments indicated, to architects, engineers and builders using items approved herein, in design or construction which must be approved by Department of Building and Safety Engineers and Inspectors. This. general approval of an equivalent alternate to the Code is only valid where an engineer and/or inspector of this Department has determined that all conditions of this Approval have been met in the project in which it is to be used. QUAN NGHIEM, Chief Engineering Research Section 201 N. Figueroa St., Room 880 Los Angeles, CA 90012 Phone- 213-202-9915 Fax- 213-202-9943 flE RR-15341 1'L111606194 K0I 7/Is 2603 RR 25314 Page 4 of 4 812 S. LA CASSIA DR. . BOISE, IDAHO 83705 . (208) 34543941 .(208)345.8946 FAX PAGE 29OF3O TAMARACK GROVE )4 0 I I C C R 1 64 0 9.2 TEK SCREW ALLOWABLES (SSMA) Screw Capacities Table Notes Capacities based on AlSO S100 Section E4. When connecting materials of different steel thicknesses or tensile strengths, use the lowest values. Tabulated values assume two sheets of equal thickness are connected. Capacities are based on Allowable Strength Design (ASD) and Include safety factor of 3.0. Where multiple fasteners are used, screws are assumed to have a center-to-center spacing of at least 3 times the nominal diameter (d). S. Screws are assumed to have a center-of-screw to edge-of-steel dimension of at least 1.5 times the nominal diameter (d) of the screw. Pull-out capacity is based on the lesser of pull-out capacity in sheet closest to screw tip or tension strength of screw. Pull-over capacity is based on the lesser of pull-over capacity for sheet closest to screw header or tension strength of screw. Values are for pure shear or tension loads. See AlSO Section E4.5 for combined shear and pull-over. Screw Shear (Pss), tension (Pts), diameter, and head diameter are from CFSEI Tech Note (F701-12) Screw shear strength is the average value, and tension strength is the lowest value listed in CFSEI Tech Note (F701-12). Higher values for screw strength (Pss, Pts), may be obtained by specifying screws from a specific manufacturer. dO Screw IrAllowable to Screw 1110 Screw 012 Screw WScr.w Thickness Design Yield T Fu (MO.) Thickness (kll (hal) Pea .643 Ib,, PII-4lblbs) 0.138"t1a,O27F Head (Pu. 1271 lb., P85.566th.) O.164 die, O.2WHud (Pas- 1644 Ibs, Pta. 1158 lb.) 0.190' di.. 0.340 Heed (Pu.23301b., Pt,. 2325 ib,) O.216d0.34Y Head (Pu. 3048 lbs, Pta • 3201 Ibs) 0.251rdie, 0M9 Head Shear Pull-Out Pull-Over Shear I Pull-Out Pull-Over Shear I Pull-Out Pull-Over Shut I Pull-Out Pull-Over Shear Pull-Out Pull-Over 18 0.0188 33 33 44 24 84 48 29 84 52 33 105 55 38 105 60 44 127 27 0.0283 33 33 82 37 127 89 43 127 96 50 159 102 57 159 1*0 66 191 30 0.0312 33 33 95 40 140 103 46 140 111 55 175 ItS 63 175 027 73 211 33 0.0346 33 45 151 50 140 184 72 185 177 84 285 108 95 286 203 110 308 43 0.0451 33 45 214 79 140 244 94 195 283 109 345 280 124 345 302 144 415 54 0.0566 33 45 214 lOG 140 344 118 195 370 137 386 394 156 433 424 180 521 Be 0.0113 33 45 214 *25 140 426 149 185 523 173 386 557 196 545 600 227 650 97 0.1007 33 45 214 *40 140 426 195 095 549 246 306 727 280 775 1,000 324 935 118 00242 33 45 214 !L 140 426 iL JL 548 301 JL 777 L 775 1L 326 1067 54 0.0566 SO 65 214 140 *40 426 171 18$ 534 108 386 569 225 625 613 261 752 66 0.0113 50 85 214 140 140 426 195 195 548 249 306 777 284 775 1 866 328 948 of 0.1017 50 65 214 040 140 426 195 195 548 356 386 777 405 775 0.018 468 1.067 118 0.0242 50 65 1 214 1 140 1 140 1 426 195 JL L1 3861 396 777 494 !ZL JaiL J!L 1.067 Weld Capacities Table Notes Capacities based on the AISI S100 Specification Sections E2.4 for fillet welds and E2.5 for flare groove welds. When connecting materials of different steel thicknesses or tensile strengths, use the lowest values. Capacities are based on Allowable Strength Design (ASD). Weld capacities are based on E60 electrodes. For material thinner than 68 mu, 0.030' to 0.035" diameter wire electrodes may provide best results. S. Longitudinal capacity Is considered to be loading In the direction of the length of the weld. Transverse capacity Is loading in perpendicular direction of the length of the weld. For flare groove welds, the effective throat of weld Is conservatively assumed to be less than 2t. For longitudinal fillet welds, a minimum value of EQ E2.4-1, E2.4-2, and E2.4-4 was used. For transverse fillet welds, a minimum value of EQ E2.4-3 and E2.4-4 was used. For longitudinal flare groove welds, a minimum value of EQ E2.5-2 and E2S-3 was used. Allowable Weld _'1ll;T11m Thickness Design Fy Pu F8ut Welds Flat. Groove Welds (Mile) Thickness View Ucal) Tensile (hal) Longitudinal Transverse LongItudinal J Transverse 43 0.0450 33 45 499 I 894 544 I 663 54 0.0566 33 45 626 I 0084 682 832 60 0.0713 33 45 789 I 1365 859 I *048 97 0.10*7 33 45 1125 I 1259 .' I -, 54 0.0566 50 65 905 1566 885 1202 68 0.0703 50 65 1040 1 1972 1241 1514 I 97 0.1017 50 65 1 1269 1269 1 -, I -' 'lVeidcapmflv it,' mateani miceness greater man a. liP reQuires engineering Judgment re detemineky otweta's, M and WL - 70 www.SSMA.com Copyright C 2014 by the $SMA 812 S. LA CASsIA DR. - BOISE, IDAHO 83705.(208) 3458941.(208) 34"946 FAX PAGE 300F3O am rEVAPORATOR MODEL 1/ rCONDENSATE DRAIN PIPED FLOOR SINK TLP320MA—S1B (ViP.) / TO FLOOR SINK .............................. . ... ....-..-..-i_ ........ ... ----.--..--.--.....---..---..-- .. - - H 1 246 SOFT 142 U - -' x\-L ... 5 REFGERATIONPNG THRR01UGH CEILING OF I RUN M TO LED LIGHT FIXTURE I CONDENSING UNIT mm LOCATED AT PLATFORM: PLATFORM FOR CONDENSING BUILDING ROOF /UNIT PROVIDED BY OTHERS UNIT FOR MODEL I ft__CONDENSING UNIT I ROOM I I 1142 TEZAO15H8—HT4C C- 18182 kAm PIPE CHASE: CONDENSING UNITS TO BE DIRECTLY ABOVE ROOMS ON BUILDING ROOF Mechanical Plan View Room 1142 COO M1.1 1/4' = 1' - molt 5 of .9 NOTE: 2" MIN. AIR SPACE REQUIRED BETWEEN WALK-IN BOX AND EXISTING BUILDING WALLS. WALK —IN COOLER SPEC'S: LOS ANGELES R R & FAB LICENSE - - * CITY OF LOS ANGELES RESEARCH REPORT: RR 25314 2" AIR GAP * CITY OF LOS ANGELES FABRICATION APPROVAL EFBO2O55 12'-9" [153] O.D. ç1v' * 2009 FEDERAL ENERGY INDEPENDENCE & SEC(JIITY ACT DESIGN CRITERIA: COMPLIANT BASIC DESIGN LOADS: CONSTRUCTION:. NSF, LOS ANGELES R R, TONGUE & GROOVE MINIMUM INDOOR LATERAL LOAD = 5psf __________________________ - _________________________ HIGH DENSITY FOAM RAIL CAM DOWN CEILING 4" PANELS CEILING DL = 5 psf 42" A.F.F. CEILING LL = 10 psf : TRENTON TEP320MA-Si8 iao .85. I I FLOOR: NO FLOOR SEISMIC DESIGN DATA: ---------------- S 1.066 g Ii n PANEL FINISH: INTERIOR CEILING: .040 SMOOTH WHITE ALUMINUM S1 = 0.412 g . I I I a' EXTERIOR CEILING: 26GA. STUCCO EMBOSSED GALV. 5= 0.763 g II II ' I I I INTERIOR WALLS: .040 SMOOTH WHITE ALUMINUM M EXTERIOR WALLS: 26GA. STUCCO EMBOSSED GALV. SITE CLASS =D ci I I I I Li EXPOSED EXTERIOR: .040 SMOOTH WHITE ALUMINUM SEISMIC DESIGN CATEGORY= D PLYWOOD 8ACI4 lNG—.. (Full HEIGHT) DOOR: (1) 36" x 96" NET OPENING STD. CAM LIFT COOLER RISK CATEGORY = II . ' FLUSH MOUNTED DOOR (38"x97" DOOR PANEL) W/HEATED IMPORTANCE FACTOR, I = 1.0 ,. COOLER FRAME (3-SIDED GASKET & HEATED THRESHOLD' RESPONSE MODIFICATION FACTOR, " INTERIOR DOOR AND SECTION FINISH TO MATCH PANELS R = 2.5 (SHEAR WALL) I EXTERIOR DOOR AND SECTION FINISH TO MATCH PANELS CD cSJ ri r, II II NOTE EACH DOOR 1 KASON LATCH WITH INSIDE SAFETY RELEASE //K58 ANYFUTURE ROOF/CEILING LID MOUNTED EQUIPMENT ACCESSORIES: KASON CAM-RISE SPRING HINGE #1248 NOTCURRENTLYSHOWNON THEAPPROVED SHOP 2 KASON CAM-RISE HINGE #1245 ill DRAWING SHALL BE COORDINATED WIffi THE EOR I 1 1 HYDRAULIC DOOR CLOSER PRIOR TO ANY INSTALLATION, TIP. LI LI KASON LIGHT SWITCH W/ PILOT LIGHT (TOGGLE SWITCH) (RATED 15A, 120V AC'I ITRENTON 11P320 WA-SIB 100 LBS I 42" A.F.F. (1) 14" x 24" NORFAB (4)-PANE HEATED VIEW WINDOW 18 1/4" x 28 1/4" FRAME O.D. 8" A.FF (16 7/8" x 26 7/8" ROUGH OPENING) w m m ° L".' Z 0 Q 0 I I ACCESSORIES: (4) 48" LED LIGHT FIXTURE >- I I ., I I (SURFACE MTD.- BULBS INCLUDED; SHIPPED LOOSE) 'S I (4)FT REMOVABLE CEILING CLOSURE TRIM (SHIPPED LOOSE) o 0 i ________ ____ -- _____ ___ I 2j 2x4 i-BOX WITH CONDUIT (INTERIOR; 42" A.F.F.) 2: 2: I (2) 4x4 J-BOX WITH CONDUIT EXTERIOR; 68" A.F.F.) 4'-103" 4'-1O" I 3'O" 3/4" PLYWOOD BACKING (INTERIOR WALLS; FULL HEIGHT) 48"x48"xl/2" PLYWOOD BACKING (EXTERIOR FRONT) I 6" INT./EXT. N.S.F. COVE BASE Or w I SILICONE/CAULKING & SCREW TRIM L__9 _MThL__J NOTE: ALL ELECTRICAL CONDUIT MUST BE SEALED BY ELECTRICIAN PLAN VIEW REFRIGERATION: BY CASCADE abom TAMARACK 'r GROM 812 S. La CasSa Drwe Bdaa. ID 83705 (208) 3454941 S. (208)3454946 we Jan1aI8digTove.m STUB-OUT CONDUIT (rYP.) - FINISH ' CEILING CAM DOWN CEILING REQUIRES 6" MIN. FOR INSTALLATION - CEILING CLOSURE TRIM ii I liii lIE 7.II CD 00 co II II I'E NJ II II JI 1 -JDo rf (r91 I 1 to 0 - I1 41 cn 4 FLOOR BACKING (EXT.) . TILE ALLOWANCE FRONT ELEVATION EXRES: CAM-LOCK CONNECTION FOAMED IN PLACE 0 MAXIMUN SPACING — - . f— CEILING PANELS . - . 0F27"O.C. I CAM-LOCK CONNECTION SILICONE EACH © MAXIMUN SPACING -'., [ PANEL JOINT (TYP.) OF 48" O.C. \ I HIGH DENSITY FOAM RAILS •• '\ N.S.F GASKET (MALE & FEMALE) ' "— BETWEEN EACH PANEL JOINT (1W.) FOAMED IN PLACE WALL PANELS FOAMED IN PLACE PANELS - N.S.F GASKET BETWEEN EACH PANEL JOINT EACH SIDE (fl?.) EXPOSED EXTERIOR — COMMERCIAL COOLING : '• _/ COOLER WALL PANEL WALL PANEL ATTACHED TO CONT. • 'U 26GA. GALV. STEEL CHANNEL . W/ fl8 x 5/8" 1EK SCREW 0 .'. 12" O.C. AND TO CONCRETE W/ H1L11 4 KH-EZ 1/4" x 1-5/0" EMB. 0 21"O.c. : CAULKING AT L 2;.i1" BOTTOM OF PANEL I INTERIOR COOLER 5" N.S.F. COVE BASE ON EXPOSED AREAS BY COMMERCIAL COOLING ATTACHED TO WALL PANEL W/ fl86/8 IEK SCREW 0 23" O.C. NOTE, 1 '- : . CRETE SLAB DRIVE PIRS. ANDIOBS. Al .: BY DIHERS. ()•• 1511 SEWS 70011Dm BY 55 F1.1 Wall Panel To Concrete Floor (Standard) TAI4AJRACIc'V6ROVE 812 S. LaCossb Drio Bobo. fl 83705 V (208) 3454941 I' (208)3454948 w.l4maIudgrove.m 5/16"—CARRIAGE BOLT OR 5/16" NYLON ALL IHREAD'.. , (HUNG—IN FOUR PLACES) )(,_ WASHER-4 COIL HANGING BRACKETS- 5116" HEX (FULL) NUT EVAPORATOR COIL AIR FLOW-OUT DRAIN (T) PIPE TO EXIT AT NEAREST FLOOR S1.12 Evaporator Coil Support Detail xpmEs 1031.20 JOB NO.: IPANEL QTY. DATE: 11-12-2018 ISHEEr: 18-7471 I - IDRAWN:J. CERVANTEZ SCALE: NTS 12 OF 2 I ABBOT LABORATORIES 2251 Faraday Avenue Carlsbad, CA. 92008 COMMERCIAL COOLING PAR ENGINEERING, INC. € () ICERTIFIED 17 I 855 E. ARENTH AVE. CITY OF INDUSTRY. CA 91748 Certified Listed I SMALL IBUSINESS TEL (626) 964-8700 i FM: (626) 964-8777 1. GENERAL STRUCTURAL NOTES: CONTRACTOR TO VERIFY ALL OPENINGS, BUILDING DIMENSIONS, COLUMN LOCATIONS AND DIMENSIONS WITH OWNER PRIOR TO SETTING OF ANY COOLER BOXES OR CONSTRUCTION. THE ENGINEER OF RECORD IS NOT RESPONSIBLE FOR ANY DEVIATIONS FROM THESE PLANS UNLESS SUCH CHANGES ARE AUTHORIZED IN WRITING TO THE ENGINEER OF RECORD. THE CONTRACTOR IS RESPONSIBLE FOR PROVIDING SAFE AND ADEQUATE SHORING AND/OR TEMPORARY STRUCTURAL STABILITY FOR ALL PARTS OF THE STRUCTURE DURING CONSTRUCTION. THE STRUCTURE SHOWN ON THE DRAWINGS HAS BEEN DESIGNED FOR FINAL CONFIGURATION. NOTCHING AND/OR CUTTING OF ANY STRUCTURAL MEMBER IN THE FIELD IS PROHIBITED, UNLESS PRIOR CONSENT IS GIVEN BY THE ENGINEER OF RECORD. 2. SPECIAL INSPECTIONS & TESTING (QUALITY ASSURANCE PLAN): A. GENERAL: INDEPENDENT TESTING LAB SHALL BE RETAINED BY OWNER TO PROVIDE INSPECTIONS AND SPECIAL INSPECTIONS AS DESCRIBED HEREIN. THE CONTRACTOR IS RESPONSIBLE FOR COORDINATING AND PROVIDING ON SITE ACCESS TO ALL REQUIRED INSPECTIONS AND NOTIFIES TESTING LAB IN TIME TO PERFORM SUCH INSPECTIONS PRIOR. DO NOT COVER WORK REQUIRED TO BE INSPECTED PRIOR TO INSPECTION BEING MADE. IF WORK IS COVERED, CONTRACTOR WILL BE RESPONSIBLE FOR UNCOVERING AS NECESSARY. THE CONTRACTOR SHALL CORRECT ALL DEFICIENCIES AS NOTED WITHIN THE SPECIAL INSPECTION REPORTS AND/OR THE ENGINEER OF RECORD'S FIELD OBSERVATION (STRUCTURAL OBSERVATIONS) REPORTS TO BRING THE CONSTRUCTION INTO COMPLIANCE WITH THE CONTRACT DOCUMENTS, ADDENDUMS, REVISIONS, RFFS AND/OR WRITTEN INSTRUCTIONS. THE CONTRACTOR IS RESPONSIBLE TO REQUEST SUMMARY REPORTS FROM THE SPECIAL INSPECTOR AND ENGINEER OF RECORD AT THE TIME OF THE PROJECT SUBSTANTIAL COMPLETION. PRIOR TO REQUESTING THE SUMMARY OF STRUCTURAL OBSERVATION REPORTS FROM THE ENGINEER OF RECORD, THE CONTRACTOR SNAIl. SUBMIT TO THE ARCHITECT AND ENGINEER OF RECORD A LETTER STATING THAT ALL OUTSTANDING ITEMS NOTED ON PREVIOUS STRUCTURAL OBSERVATION REPORTS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE CONTRACT DOCUMENTS, ADDENDUMS, REVISIONS, RFFS AND/OR WRITTEN INSTRUCTIONS. B. SPECIAL INSPECTIONS: ALL SPECIAL INSPECTIONS SHALL BE PERFORMED TO MEET THE REQUIREMENTS OF THE 2016 CALIFORNIA BUILDING CODE (CRC) AS RECOMMENDED BY THE LOCAL BUILDING JURISDICTION. REQUIRED SPECIAL INSPECTIONS SHALL BE PERFORMED BY AN INDEPENDENT CERTIFIED TESTING LABORATORY EMPLOYED BY THE OWNER PER SECTION 1704 OF THE 2016 CBC FOR THE AREAS INDICATED IN THE SPECIAL INSPECTION PROGRAM. THE INDEPENDENT CERTIFIED TESTING LABORATORY AND INSPECTORS SHALL BE A QUALIFIED PERSON WHO SHALL SHOW COMPETENCE TO THE SATISFACTION OF THE LOCAL BUILDING OFFICIAL, OWNER. ARCHITECT AND ENGINEER OF RECORD FOR THE PARTICULAR OPERATION. ALL SPECIAL INSPECTION REPORTS SHALL BE SUBMITTED TO THE BUILDING DEPARTMENT, ARCHITECT AND ENGINEER OF RECORD STATING THE PROJECT NAME AND ADDRESS. THE CONTRACTOR AND SPECIAL INSPECTOR SHALL NOTIFY THE ENGINEER OF RECORD OF ANY ITEMS NOT COMPLYING WITH THE PROJECT SPECIFICATIONS, CONTRACT DOCUMENTS AND/OR APPLICABLE CODES BEFORE PROCEEDING WITH ANY WORK INVOLVING THAT ITEM. THE ENGINEER OF RECORD WILL REVIEW THE ITEM AND DETERMINE ITS ACCEPTABILITY. IF WORK INVOLVING THAT ITEM PROCEEDS WITHOUT PRIOR APPROVAL FROM THE ENGINEER OF RECORD, THEN THE WORK WILL BE CONSIDERED NONCOMPLIANT. 3. STRUCTURAL OBSERVATIONS: PER CBC SECTION 1704, STRUCTURAL OBSERVATIONS SHALL BE PERFORMED BY A REPRESENTATIVE FROM THE ENGINEER OF RECORD'S OFFICE (TAMARACK GROVE ENGINEERING, PLLC) OR AN APPOINTED REPRESENTATIVE TO PERFORM ON-SITE STRUCTURAL OBSERVATION VISITS DURING SIGNIFICANT TIMES OF CONSTRUCTION-RELATED TO OUR. DEFERRED . SUBMITTAL SCOPE OF WORK. CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATION OF ALL SIGNIFICANT TIMES OF CONSTRUCTION WITH THE ENGINEER OF RECORD'S OFFICE PRIOR TO THE COMPLETION POINT REQUIRING SITE OBSERVATIONS FOR THE CONSTRUCTION AND/OR PLACEMENT (MINIMUM OF 7 CALENDAR DAYS). SIGNIFICANT TIMES OF CONSTRUCTION ARE AS FOLLOWS: 1. PLACEMENT OF EXPANSION ANCHOR BOLTS. 2.COMPLETION OF ALL STRUCTURAL SYSTEMS AS REQUIRED AND/OR DEFINED BY THE LOCAL JURISDICTION. STRUCTURAL OBSERVATIONS DO NOT INCLUDE OR WAIVE THE RESPONSIBILITY FOR THE SPECIAL INSPECTIONS REQUIRED BY THE CRC SECTION 1704 OR OTHER SECTIONS OF THE CODE AS REQUIRED BY THE LOCAL BUILDING JURISDICTION. SPECIAL INSPECTIONS PROGRAM ESTABLISHED PER 2016 CBC CHAPTER 17 ITEM I CONTINUOUS I PERIODIC COMMENTS GENERAL STRUCTURAL INSPECTIONS AS REQUIRED BY SECTION 1704A CONCRETE XYORAEHESPIEANcH0RPLAeEMB4T I X 1BYBUWRICIORCRI. DIPANSDN0RSEWAN080RNAMENT I X IMIM C1.1 Wall To Ceiling Connection C1.3 Panel To Panel Connection (Cam—Lock) (Cam—Lock) NOTE: 2" MIN. AIR SPACE REQUIRED BETWEEN WALK—IN BOX AND EXISTING BUILDING WALLS. DESIGN CRITERIA: BASIC DESIGN LOADS: MINIMUM INDOOR LATERAL LOAD = 5psf CEILING DL = 5 psf CEILING LL = 10 psf SEISMIC DESIGN DATA S5=1.066g S1 0.412g S= 0.763 g SITE CLASS =D SEISMIC DESIGN CATEGORY = D d RISK CATEGORY =II 0 IMPORTANCE FACTOR, 1=1.0 RESPONSE MODIFICATION FACTOR, R = 2.5 (SHEAR WALL) NOTE. MY ANYFUWREROOFICEIUNG LID MOUNTED EQUIPMENT (N NOT CURRENTLY SHOWN ON THE APPROVED SHOP DRAWING SHALL BE COORDINATED WITH 7HEEOR PRIOR TO ANY INSTALLA11ON, TYP. WALK—IN COOLER SPEC'S: LOS ANGELES R R & FAB LICENSE * CITY OF LOS ANGELES RESEARCH REPORT: RR 25314 *-CITY OF LOS ANGELES FABRICATION APPROVAL #FB02055 * 2009 FEDERAL ENERGY INDEPENDENCE & SECURITY ACT COMPLIANT CONSTRUCTION: NSF, LOS ANGELES R R, TONGUE & GROOVE HIGH DENSITY FOAM RAIL, CAM DOWN CEILING 4" PANELS FLOOR: NO FLOOR PANEL FINISH: INTERIOR CEILING: .040 SMOOTH WHITE ALUMINUM EXTERIOR CEILING: 26GA. STUCCO EMBOSSED GALV. INTERIOR WALLS: .040 SMOOTH WHITE ALUMINUM EXTERIOR WALLS: 26GA. STUCCO EMBOSSED GALV. EXPOSED EXTERIOR: .040 SMOOTH WHITE ALUMINUM DOOR: (1) 36" x 96" NET OPENING STD. CAM LIFT COOLER FLUSH MOUNTED DOOR (38"x97" DOOR PANEL) WITH HEATED FRAME (3—SIDED GASKET & HEATED THRESHOLD) INTERIOR DOOR AND SECTION FINISH TO MATCH PANELS EXTERIOR DOOR AND SECTION FINISH TO MATCH PANELS EACH DOOR 1 KASON LATCH WITH INSIDE SAFETY RELEASE #K58 ACCESSORIES: 1 KASON CAM—RISE SPRING HINGE #1248 2 KASON CAM—RISE HINGE #1245 1 HYDRAULIC DOOR CLOSER 1 KASON LIGHT SWITCH W/ PILOT LIGHT (TOGGLE SWITCH) (RATED 15A, 120V AC) 14" x 24" NORFAB (4)—PANE HEATED VIEW WINDOW 18 1/4" x 28 1/4" FRAME O.D. (16 7/8" x 26 7/8" ROUGH OPENING) ACCESSORIES: (4) 48" LED LIGHT FIXTURE (SURFACE MTD.; BULBS INCLUDED; SHIPPED LOOSE) (5)FT REMOVABLE CEILING CLOSURE TRIM (SHIPPED LOOSE) 20 J—BOX WITH CONDUIT (INTERIOR; 42" A.F.F.) 3(4" PLYWOOD BACKING (INTERIOR WALLS; FULL HEIGHT) 6' INT./EXT. N.S.F. COVE BASE SILICONE/CAULKING & SCREW, TRIM NOTE: ALL ELECTRICAL CONDUIT MUST BE SEALED BY ELECTRICIAN REFRIGERATION: BY CASCADE 2" AIR GAP 8 70" [96] O.D. (riP.) 12-1 U PLYWOOD BACKING (rOCi4iRr----- I.I I I cobtER RM 1148 n ii-------- U --PLYWOOD BACKING (FULL HEIGHT) r1 Ii! 4oasi ,J14a-sI I 78 1 .1 ?Ll. 4— 4 2'_6 "f3-0" 2'-5" Lsc WHITE ALUM j 2x4 J—BOX WITH CONDUIT (INT; 42" A.F.F.), TYP. PLAN VIEW FINISH CEILING STUB—OUT CONDUIT (TYP.) CAM DOWN CEILING REQUIRES 6" MIN. FOR INSTALLATION Q ci 0 - 0)Do 00 in CEILING CLOSURE TRIM TA 1812 S. La Casso Dras 8060.1083705 (208) 3458941 r'I (208) 345-8948 od asasAamaredrgrovoasm FINISH FLOOR -' L DOOR WITH NO TILE ALLOWANCE FRONT ELEVATION CAM-LOCK CONNECTION 0 MAXIMUN SPACING OF 48" O.C. SILICONE EACH PANEL JOINT (TIP.) FOAMED IN PLACE PANELS N.S.F GASKET BETWEEN EACH PANEL JOINT EACH SIDE (TIP.) 812 S. Lo Comb DThe Boo. 0 83105 (208) 3454941 ft, (208)345-8946 .,t. wN.Iamrackgrove.com F. EXPIRES: INI.20 1. GENERAl. STRUCTURAL NOTES: CONTRACTOR TO VERIFY ALL OPENINGS, BUILDING DIMENSIONS, COLUMN LOCATIONS AND DIMENSIONS WITH OWNER PRIOR TO SETTING OF ANY COOLER BOXES OR CONSTRUCTION. THE ENGINEER OF RECORD IS NOT RESPONSIBLE FOR ANY DEVIATIONS FROM THESE PLANS UNLESS SUCH CHANGES ARE AUTHORIZED IN WRITING TO TH E ENGINEER OF RECORD. THE CONTRACTOR IS RESPONSIBLE FOR PROVIDING SAFE AND ADEQUATE SHORING AND/OR TEMPORARY STRUCTURAL STABILITY FOR ALL PARTS OF THE STRUCTURE DURING CONSTRUCTION. THE STRUCTURE SHOWN ON THE DRAWINGS HAS BEEN DESIGNED FOR FINAL CONFIGURATION. NOTCHING AND/OR CUTTING OF ANY STRUCTURAL MEMBER IN THE FIELD IS PROHIBITED, UNLESS PRIOR CONSENT IS GIVEN BY THE ENGINEER OF RECORD. 2. SPECLAI. INSPECTIONS & TESTING (QUALITY ASSURANCE PLAN): A. GENERAL: INDEPENDENT TESTING LAB SHALL BE RETAINED BY OWNER TO PROVIDE INSPECTIONS AND SPECIAL INSPECTIONS AS DESCRIBED HEREIN. THE CONTRACTOR IS RESPONSIBLE FOR COORDINATING AND PROVIDING ON SITE ACCESS TO ALL REQUIRED INSPECTIONS AND NOTIFIES TESTING LAB IN TIME TO PERFORM SUCH INSPECTIONS PRIOR. DO NOT COVER WORK REQUIRED TO BE INSPECTED PRIOR TO INSPECTION BEING MADE. IF WORK IS COVERED, CONTRACTOR WILL BE RESPONSIBLE FOR UNCOVERING AS NECESSARY. THE CONTRACTOR SHALL CORRECT ALL DEFICIENCIES AS NOTED WITHIN THE SPECIAL INSPECTION REPORTS AND/OR THE ENGINEER OF RECORDS FIELD OBSERVATION (STRUCTURAL OBSERVATIONS) REPORTS TO BRING THE CONSTRUCTION INTO COMPLIANCE WITH THE CONTRACT DOCUMENTS, ADDENDUMS, REVISIONS, RFIS AND/OR WRITTEN INSTRUCTIONS. THE CONTRACTOR IS RESPONSIBLE TO REQUEST SUMMARY REPORTS FROM THE SPECIAL INSPECTOR AND ENGINEER OF RECORD AT THE TIME OF THE PROJECT SUBSTANTIAL COMPLETION. PRIOR TO REQUESTING THE SUMMARY OF STRUCTURAL OBSERVATION REPORTS FROM THE ENGINEER OF RECORD, THE CONTRACTOR SHALL SUBMIT TO THE ARCHITECT AND ENGINEER OF RECORD A LETTER STATING THAT ALL OUTSTANDING ITEMS NOTED ON PREVIOUS STRUCTURAL OBSERVATION REPORTS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE CONTRACT DOCUMENTS, ADDENDUMS, REVISIONS, RF VS AND/OR WRITTEN INSTRUCTIONS. B. SPECIAL INSPECTIONS: ALL SPECIAL INSPECTIONS SHALL BE PERFORMED TO MEET THE REQUIREMENTS OF THE 2016 CALIFORNIA BUILDING CODE (CBC) AS RECOMMENDED BY THE LOCAL BUILDING JURISDICTION. REQUIRED SPECIAL INSPECTIONS SHALL BE PERFORMED BY AN INDEPENDENT CERTIFIED TESTING LABORATORY EMPLOYED BY THE OWNER PER SECTION 1704 OF THE 2016 CBC FOR THE AREAS INDICATED IN THE SPECIAL INSPECTION PROGRAM. THE INDEPENDENT CERTIFIED TESTING LABORATORY AND INSPECTORS SHALL BE A QUALIFIED PERSON WHO SHALL SHOW COMPETENCE TO THE SATISFACTION OF THE LOCAL BUILDING OFFICIAL, OWNER, ARCHITECT AND ENGINEER OF RECORD FOR THE PARTICULAR OPERATION. ALL SPECIAL INSPECTION REPORTS SHALL BE SUBMITTED TO THE BUILDING DEPARTMENT, ARCHITECT AND ENGINEER OF RECORD STATING THE PROJECT NAME AND ADDRESS. THE CONTRACTOR AND SPECIAL INSPECTOR SHALL NOTIFY THE ENGINEER OF RECORD OF ANY ITEMS NOT COMPLYING WITH THE PROJECT SPECIFICATIONS, CONTRACT DOCUMENTS AND/OR APPLICABLE CODES BEFORE PROCEEDING WITH ANY WORK INVOLVING THAT ITEM. THE ENGINEER OF RECORD WILL REVIEW THE ITEM AND DETERMINE ITS ACCEPTABILITY. IF WORK INVOLVING THAT ITEM PROCEEDS WITHOUT PRIOR APPROVAL FROM THE ENGINEER OF RECORD, THEN THE WORK WILL BE CONSIDERED NON-COMPLIANT. CAM-LOCK CONNECTION FOAMED IN PLACE 0 MAXIMUN SPACING I' CEILING PANELS oF2rO.C. HIGH DENSITY FOAM RAILS (MALE & FEMALE) N.S.F GASKET BETWEEN EACH PANEL JOINT (TIP.) FOAMED IN PLACE WALL PANELS EXPOSED A INTERIOR EXTERIOR - ,-/---- — COOLER / . rSILICONE • COMMERCIAL COOLING______ COOLER WALL PANEL . / 6" N.S.F. COVE BASE ON . .' . / EXPOSED AREAS BY WALL PANEL ATTACHED TO CONT. COMMERCIAL COOLING 260A. GALV. STEEL "U" CHANNEL / . . / ( /-ATTACHED TO WALL PANEL W/ #8 x 5/8" TEK SCREW 0 . . . / W/ #8x518" TEK SCREW 6" O.C. AND TO CONCRETE W/ HILT] : . / @ 23" O.C. KH-EZ 1/4" x 1-5/8" EMB. 0 - / . / JSEALANT Il' CAULKING AT -SILICONE 2 BOTTOM OF PANEL """-.. NOIE. r . CONCRETE SLAIJ DRIVE PINS ANCHORS. AND BY OTHERS 1IYP TEK SCREWS PROVIDED BY -. - ,: C1.1 Wall To Ceiling Connection C1.3 Panel To Panel Connection (Cam—Lock) I (Cam—Lock) 3. STRUCTURAL OBSERVATIONS: PER CBC SECTION 1704, STRUCTURAL OBSERVATIONS SHALL BE PERFORMED BY A REPRESENTATIVE FROM THE ENGINEER OF RECORD'S OFFICE (TAMARACK GROVE ENGINEERING, PLLC) OR AN APPOINTED REPRESENTATIVE TO PERFORM ON-SITE STRUCTURAL OBSERVATION VISITS DURING SIGNIFICANT TIMES OF CONSTRUCTION-RELATED TO OUR DEFERRED SUBMITTAL SCOPE OF WORK. CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATION OF ALL SIGNIFICANT TIMES OF CONSTRUCTION WITH THE ENGINEER OF RECORD'S OFFICE PRIOR TO THE COMPLETION POINT REQUIRING SITE OBSERVATIONS FOR THE CONSTRUCTION AND/OR PLACEMENT (MINIMUM OF 7 CALENDAR DAYS). SIGNIFICANT TIMES OF CONSTRUCTION ARE AS FOLLOWS: 1. PLACEMENT OF EXPANSION ANCHOR BOLTS. 2.COMPLETION OF ALL STRUCTURAL SYSTEMS AS REQUIRED AND/OR DEFINED BY THE LOCAL JURISDICTION. STRUCTURAL OBSERVATIONS DO NOT INCLUDE OR WAIVE THE RESPONSIBILITY FOR THE SPECIAL INSPECTIONS REQUIRED BY THE CBC SECTION 1704 OR OTHER SECTIONS OF THE CODE AS REQUIRED BY THE LOCAL BUILDING JURISDICTION. SPECIAL INSPECTIONS PROGRAM ESTABLISHED PER 2016 CBC CHAPTER 17 CONTINUOUS I PERIODIC COMMENTS GENERAL STRUCTURAl. INSPECTIONS AS REQUIRED BY SECTION 1704A CONCRETE EP0XORACHESNEANG40R PLA08MENT I X jayBuLDwamcm EcP6NSGN0RS083N4N080RRAc08IENT I X jawin F1.1 Wall Panel To Concrete Floor (Standard) 5/16"-CARRIAGE BOLT OR 5/16" NYLON ALL THREAD (HUNG-IN FOUR PLACES)")C "\ COIL HANGING BRACKETS 5/16" HEX (FULL) NUT - EVAPORATOR COIL AR FLOW-OUT DRAIN (T PIPE TO EXIT AT NEAREST FLOOR S1.12 Evaporator Coil Support Detail JOB NO.: IPANEL QTY. DATE: 11-12-2018 ISHEET: 18-7472 - IDRAWN:J. CERVANTEZ 12 OF 2 I SCALE: NTS I ABBOT LABORATORIES 2251 Faraday Avenue Carlsbad, CA. 92008 COMMERCIAL COOLING PAR ENGINEERING, INC. () I) IR 17855 E. ARENTH AVE. cIrr OF INDUSTRY, CA 91748 - I SMALL I TEL (626) 964-8700 Certified Listed BUSINESS FAN: (626) 964-8777 4 City of Carlsbad Print Date: 06/03/2019 Permit No: PREV2019-0022 Work Class: Commercial Permit Revi! Status: Closed - Finaled Lot #: Applied: 01/28/2019 Reference U: Issued: 02/13/2019 Construction Type Permit 06/03/2019 Finaled: Bathrooms: Inspector: AKrog Orig. Plan Check U: CBC2018-0581 Final Plan Check U: Inspection: Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: # Dwelling Units: Bedrooms: 2251 Faraday Ave, 150 BLDG-Permit Revision 2120610400 $ 0.00 B, S-i Project Title: Description: ABBOTT: ADD 3 HUMIDIFIERS Applicant: Owner: ABBOTt RAPID DIAGNOSTICS FARADAY PROPERTY LLC 9975 Summers Ridge Rd 11444 W Olympic Blvd San Diego, CA 92121-2997 LOS ANGELES, CA 90064 858-805-2124 FEE AMOUNT BUILDING PLAN CHECK REVISION ADMIN FEE $35.00 MANUAL BUILDING PLAN CHECK FEE $168.75 Total Fees: $ 203.75 Total Payments To Date: $ 203.75 - Balance Due: $0.00 Building Division 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1 .760-602-8560 f I www.carlsbadca.gov PLAN CHECK REVISION OR Development Services Clew of DEFERRED SUBMITTAL Building Division cr Cdisbad APPLICATION 1635 Faraday Avenue 760-602-2719 B-I 5 www.carlsbadca.gov Original Plan Check Number CBC201 8-0581 Plan Revision Number Et20 (Y)2-'2- Project Address 2251 FARADAY AVENUE, CARLSBAD, CA 92008 General Scope of Revision/Deferred Submittal: Addition of (3) humidifiers above ceiling and related duct work and electrical update CONTACT INFORMATION: Name ANDREW DARRAGH Phone 619-231-0751 Fax (619-231-4396) Address 4499 RUFFIN ROAD SUITE 300 City SAN DIEGO Zip 92123 Email Address adarraph@fpbarch.com CONTACT: maoe@afpbarch.com (Masa Aoe) Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1. Elements revised: 09 Plans E Calculations E Soils Energy Other 2. Describe revisions in detail 3. List page(s) where each revision is shown Please see attached drawings dated 1/28/19 Delta I Plan Check Revisions with clouds indicating modified items - all associated with addition of humidifiers. Please also see attached list. Does this revision, in any way, alter the exterior of the project? LI Yes N No Does this revision add ANY new floor area(s)? fl Yes Does this revision affect any fire related issues? LI Yes Is this a complete set? LI Yes ZI No <cinnture AV4.p4i1 D-dlt'- Date 01/28/2019 1635 Faraday Avenue, Carlsbad, CA 92008 f: 760-602-2719 : 760-602-8558 Email: building@carlsbadca.gov www.carlsbadca.gov Plan Check Revision (CBC2018-0581 - 2251 Faraday Ave.) 2. Describe revisions 3. Sheets ADDED PLAN CHECK REVISION 1 SHEET INDEX T1.1 TITLE SHEET REVISED EXISTING AHU MAX AND OSA CFMS AND EXISTING EXHAUST FANS SP, BHP, AND SELECT CFMS. M1.2 SCHEDULES REVISED REHEAT COIL SCHEDULE. ADDED WALL MOUNTED HUMIDIFIER AND DISPERSION TUBE SCHEDULES. M1.3 SCHEDULES REMOVED REHEAT COIL (RH-1-3) AND DUCTWORK ASSOCIATED WITH RH-1-3. M3.1 FLOOR PLAN DEMOLITION - AREA A REMOVED REHEAT COIL (RH-i-1) AND DUCTWORK ASSOCIATED WITH RH-i-1. M3.2 FLOOR PLAN DEMOLITION - AREA B REMOVED PIPING ASSOCIATED WITH RH-1-3. M3.6 PIPING PLAN DEMOLITION - AREA A REMOVED PIPING ASSOCIATED WITH RH-i-1. M3.7 PIPING PLAN DEMOLITION - AREA B ADDED DUCT HUMIDIFIER (H-i) AND DISPERSION TUBE (DT-1). ADDED NEW REHEAT COIL (RH-i-i), DUCT HUMIDIFIER (H-2), DISPERSION TUBE (DT-1), AND DUCTWORK IN ROOM M4.1 FLOOR PLAN - AREA A 1166 GMP FERMENTATION LAB. MODIFIED CFM VALUE FOR DIFFUSERS IN THE EQUIPMENT CORRIDOR. M4.3 FLOOR PLAN - AREA C ADDED DUCT HUMIDIFIER (H-3) AND DISPERSION TUBE (DT-3). M4.4 FLOOR PLAN - AREA D ADDED NEW PIPING FOR REHEAT COIL (RH-i-i). M4.6 PIPING PLAN - AREA A ADDED DRAIN PIPING FROM DUCT HUMIDIFIER AND DISPERSION TUBE, ROUTED TO DRAIN WASTE AND VENT P4.i TEMPERING KIT LOCATED BELOW ADJCENT LAB SINK. FLOOR PLAN - AREA A ADDED DRAIN PIPING FROM DUCT HUMIDIFIER AND DISPERSION TUBE, ROUTED TO DRAIN WASTE AND VENT P4.2 TEMPERING KIT LOCATED BELOW NEAREST LAB SINK. FLOOR PLAN - AREA B ADDED DRAIN PIPING FROM DUCT HUMIDIFIER AND DISPERSION TUBE, ROUTED TO DRAIN WASTE AND VENT P4.4 TEMPERING KIT LOCATED BELOW NEAREST LAB SINK. FLOOR PLAN - AREA D ADDED 1/2" INDUSTRIAL SOFTENED HOT WATER CONNECITON TO DUCT HUMIDIFIER. P4.5 UTILITIES FLOOR PLAN - AREA A ADDED 1/2" INDUSTRIAL SOFTENED HOT WATER CONNECITON TO DUCT HUMIDIFIER. P4.6 UTILITIES FLOOR PLAN - AREA B ADDED 1/2" INDUSTRIAL SOFTENED HOT WATER CONNECITON TO DUCT HUMIDIFIER. P4.8 UTILITIES FLOOR PLAN - AREA D ADDED DRAIN TEMPERING KIT CONNECTION DETAIL. P6.1 DETAILS Added new breakers to panel CB-i-MECH for humidifiers. EO.5 PANEL SCHEDULES ELECTRICAL Added power for (3) new humidifiers. E2.1 MECHANICAL FLOOR PLAN EsGil A SAFEbuiIt Company DATE: 2/8/2019 0 APPLICANT U JURIS. JURISDICTION: Carlsbad PLAN•CHECK#.: CBC2018-0581.rev SET: I PROJECT ADDRESS: 2251 Faraday Ave. #150 PROJECT NAME: Abbott Rapid Diagnostics Revision 3 The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. Eli The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. Eli The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: /Fax Date contacted:(by: Mail Telephone In Person REMARKS: PREV20I9-0022 Telephone #: Email: By: Jason Pasiut Enclosures: EsGil 1/29/2019 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 EsGli A SAFEbui(f Company DATE: 2/4/2019 JURISDICTION: Carlsbad ULICANT ,IS. e PLAN CHECK #.: CBC2018-0581.rev PROJECT ADDRESS: 2251 Faraday Ave. #150 SET:I PROJECT NAME: Abbott Rapid Diagnostics Revision 3 The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. LI The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Andrew Darragh EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Andrew Darragh Telephone #: 619-231-0751 Date contacted: 2.1 ' (byP( ) Email: adarragh©fpbarch.com Mail., TeIephon!'.A Fax In Person REMARKS: PREV20I9-0022 By: Jason Pasiut Enclosures: EsGil 1/29/2019 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 PLAN REVIEW CORRECTION LIST TENANT IMPROVEMENTS PLAN CHECK #.: CBC2018-0581.rev JURISDICTION: Carlsbad OCCUPANCY: B, F- 1, S-i USE: Office, Laboratory TYPE OF CONSTRUCTION: 111-B ACTUAL AREA: 30,045sf ALLOWABLE FLOOR AREA: complies STORIES: i HEIGHT: unchanged -- SPRINKLERS?: YES REMARKS: DATE PLANS RECEIVED BY JURISDICTION: 1/28/2019 DATE INITIAL PLAN REVIEW COMPLETED: 2/4/2019 FOREWORD (PLEASE READ): OCCUPANT LOAD: 483 DATE PLANS RECEIVED BY ESGIL CORPORATION: 1/29/2019 PLAN REVIEWER: Jason Pasiut This plan review is limited to the technical requirements contained in the California version of the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Code sections cited are based on the 2016 CBC, which adopts the 2015 IBC. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2015 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section. etc. Be sure to enclose the marked up list when you submit the revised plans. Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil and the Carlsbad Planning, Engineering and Fire Departments. Bring TWO corrected set of plans and calculations/reports to EsGil, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil is complete. . PLANS Please forward the original approved set of plans for CBC20I8-0581. That set was with revision PREV20I9-0019 which was already approved on 1/30/2019. A full review will take place after receipt of the original approved plan. END OF REVIEW To speed up the review process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: U Yes U No The jurisdiction has contracted with EsGil, located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Jason Pasiut at Esgil. Thank you. [DO NOT PAY— THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK #.: CBC2018-0581.rev PREPARED BY: Jason Pasiut DATE: 2/4/2019 BUILDING ADDRESS: 2251 Faraday Ave. #150 BUILDING OCCUPANCY: B, F-i, S-i BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Revision hourly charge Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code I I #N/A 1997 UBC Building Permit Fee V 1997 UBC Plan Check Fee V I Type of Review: El Complete Review E] Structural Only Repetitive Fee Repeats * Based on hourly rate U Other Hourly 1.5 Hrs. @ * EsGi! Fee $90.00 I $135.00I Comments: Sheet 1 of 1 Cr'city of Carlsbad Print Date: 06/03/2019 Permit No: PREV2019-0035 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: # Dwelling Units: Bedrooms: 2251 Faraday Ave, 150 BLDG-Permit Revision 2120610400 $ 0.00 B, S-1 Work Class: Commercial Permit Revi! Status: Closed - Finaled Lot #: Applied: 02/12/2019 Reference #: Issued: 03/01/2019 Construction Type Permit 06/03/2019 Finaled: Bathrooms: Inspector: AKrog Orig. Plan Check #: CBC2018-0581 Final Plan Check It: Inspection: Project Title: Description: ABBOTT: ADDITIONAL COLD ROOM PLANS & CALCS Applicant: Owner: ABBOTT RAPID DIAGNOSTICS FARADAY PROPERTY LLC 9975 Summers Ridge Rd 11444 W Olympic Blvd San Diego, CA 92121-2997 LOS ANGELES, CA 90064 858-805-2124 FEE AMOUNT BUILDING PLAN CHECK REVISION ADMIN FEE $35.00 MANUAL BUILDING PLAN CHECK FEE $112.50 Total Fees: $ 147.50 Total Payments To Date : $ 147.50 Balance Due: $0.00 Building Division 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1760-602-8560 f I www.carlsbadca.gov PLAN CHECK REVISION OR . Development Services P0014, ity of DEFERRED SUBMITTAL Building Division Carlsbad APPLICATION 1635 Faraday Avenue 760-602-2719 B-I 5 www.carlsbadca.gov Original Plan Check Number CBC201 8-058 1 Plan Revision Number PREV201 0028 Project Address 2251 Faraday Avenue, Carlsbad, CA 92008 General Scope of Revision/Deferred Submittal: Cold Room CONTACT INFORMATION: Name Dennis Liddle Phone 619-562-8852 Fax Address 1890 Cordell Court, Suite 102 City El Cajon Zip 92020 Email Address dennis@cascade-ts.com Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 . Elements revised: El Plans • Calculations El Soils El Energy El Other 2. 3. Describe revisions in detail List page(s) where each revision is shown I Cold room seismic load calculations and drawings for an additional room 1165 I I Does this revision, in anyway, alter the exterior of the project? El Yes •No Does this revision add ANY new floor area(s)? El Yes •No Does this revision affect any fire related issues? El Yes •No Is this a complete set? fl Yes 0 N €5Signature Date 2/12/19 1635 Faraday Avenue, Carlsbad, CA 92008 M:760-602-2719 f: 760-602-8558 Email: building@carlsbadca.gov www.carlsbadca.gov V/ EsGil A SAFEbuilttompany DATE: 2/2212019 U APPLICANT U JURIS. JURISDICTION: Carlsbad PLAN CHECK #.: CBC2018-0581.rev3 SET: I PROJECT ADDRESS: 2251 Faraday Ave. PROJECT NAME: Abbott Rapid Diagnostics Revision 2 The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. El The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiicies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for yo.1r, information. The plans are being held at EsGil until corrected plans are submitted for recheck. .. LI The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. LI The applicant's copy of the check list has been sent to: EsGil staff did not advise the applicant that the plan check has been completed. LI EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (b : ) Email: Mail Telephone Fax In Person REMARKS: PREV20I9-0035. By: Jason Pasiut Enclosures: EsGil 2/14/2019 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858)560-1576 Carlsbad CBC2018-0581.rev3 2/22/2019 [DO NOT PAY - THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK #.: CBC2018- 058 1.rev3 PREPARED BY: Jason Pasiut DATE: 2/22/2019 BUILDING ADDRESS: 2251 Faraday Ave. BUILDING OCCUPANCY: B, F-i, S-i BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) TI revision hourly charge Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code I #N/A 1997 UBC Building Permit Fee [] 11997 UBCPlan Check Fee H Type of Review: T r Repetitive Fee FE . Repeats r r * Based on hourly rate Complete Review fl Other Hourly EsGil Fee p. I Structural Only I $90.001 Comments: Sheet of 1 dv~ TAMARACK ¶ GROVE £ N 0 I N E E R I N 0 BRIAN J. SIELAFF, P.E. STRUCTURAL ENGINEERING CALCULATIONS FOR CUSTOM COOLER, INC. BIOSITE INCORPORATED WALK IN CARLSBAD, CALIFORNIA TGE PROJECT NO.: TGE19-11841 BRIAN J. SIELAFF w 114 EXPIRES: 12-31 10 - STAMP DESIGN CRITERIA: STRUCTURAL CODE: 2016 CBC RISK CATEGORY: II SEISMIC PARAMETERS: Ss = 1.066 g Si = 0.412 g SEISMIC DESIGN CATEGORY: D MINIMUM INDOOR LATERAL LOAD: 5.0 PSF WALL/CEILING DEAD LOAD: 5.0 PSF INDOOR CEILING LIVE LOAD: 10.0 PSF ?my 4WIMOOO 812 S. La Cassia Dr. Boise, Idaho 83705 . (208) 345-8941 . (208) 345-8946 FAX Page 1 of 24 TAMARACK' GROVE E N G I N E E R I N G TABLE OF CONTENTS 1 PROJECT INFORMATION .................................................................................................... . ............................................... 3 2 SCOPE OF WORK ................................................................................................................................................................ 4 3 JURISDICTIONAL INFORMATION .......................................................................................................................................4 4 ICC EVALUATION REPORT, PRODUCT SPECIFICATION LITERATURE AND DESIGN AIDS.................................................4 5 GENERAL STRUCTURAL NOTES ........................................................................................................................................5 6 SEISMIC ANALYSIS .............................................................................................................................................................6 7 STRUCTURAL ENGINEERING CALCULATIONS ..................................................................................................................8 8 SOFTWARE PRINTOUTS...................................................................................................................................................15 8.i HILTI ANCHOR REPORT ...........................................................................................................................................15 9 MATERIAL AND HARDWARE PRINTOUTS........................................................................................................................ 20 9.1 CUSTOM COOLER LARR 25690 ................................................................................................................................20 812 S. La Cassia Dr. Boise, Idaho 83705 . (208) 345-8941 . (208) 345-8946 FAX I-'age z Or TAMARACK GROVE E N G I N E E R I N C 1 PROJECT INFORMATION Tamarack Grove Engineering TGE Project Number: Date: TGE Contact: TGE Engineer of Record: Project Client Information: Company: Client Project Number: Contact: Address: Phone: Email: Client Logo: TGE19-11841 1/30/2019 Lucas Rodrigues Vieira, E.I. Brian J. Sielaff, P.E., P. Eng. CUSTOM COOLER INC. 18-2444 Sean Choe 420 E. Arrow Highway San Dimas, CA 91773 909-592-1111 SeanC@customcooler.com Cool er L. I. Project Site Information: Name: Address: Coordinates: Phone: Email: Site Elevation: Live and Dead Loads Biosite Incorporated Walk in 2251 Faraday Ave Carlsbad, CA 92008 33.1340 N,'127.2770 W N/A N/A N/A Ceiling Live Load: 10 PSF Ceiling Dead Loads: Steel Facing (ASTM-A-646): 1.0 PSF (26 GA. - t = 0.02 inch) Insulation: 1.0 PSF Miscellaneous: 3.0 PSF TOTAL: 5.0 PSF 812 S. La Cassia Dr. Boise, Idaho 83705 . (208) 345-8941 . (208) 345-8946 FAX Page 3 of 24 - TAMARACK W GROVE E N G I N £ E R I N C 2 SCOPE OF WORK Tamarack Grove Engineering is providing structural engineering calculations for the walk-in cooler manufactured by Custom Cooler, Inc. to verify the structural integrity of the panels and anchorage to the slab. The design of the slab/foundation is to be provided by others. Redline drawings are provided to the client as needed based on calculations and code requirements. 3 JURISDICTIONAL INFORMATION Seismic Design Information: Seismic Parameters: Seismic Design Category: Site Coefficient, FA: Site Coefficient, Fv: Building Site Class: Analysis Procedure Used: Basic Seismic-Force-Resisting-System: Importance Modification Factor, Ip: Response Modification Factor, RP: Ss = i.o66 g S1 = 0.412 g 505=0.763 g So=o.436 g D (IBC Table 1613.5.6(1&2)) 1.074 (IBC Table 1613.3.3(1)) 1.588 (I BC Table 1613.3.3(2)) D Equivalent Lateral Force Procedure for Non- Building Structures Similar to Buildings Bearing Wall System - Light Framed Walls of All Other Materials 1.0 (ASCE 7-10 Table 1.5.1) 2.5 (ASCE 7-10 Table 12.2-1) Lateral Pressure Design Information: Minimum Indoor Lateral Load: 5.0 PSF LAI ICC EVALUATION REPORT, PRODUCT SPECIFICATION LITERATURE AND DESIGN AIDS . CUSTOM COOLER INC. LARR 25690 . ICC ESR-1976, "ITW BUILDEX TEKS® SELF-DRILLING FASTENERS" . ICC ESR-3027, "HILTI KWIK HUS-EZ (KH-EZ) AND KWIK HUS EZ 1 (KH-EZ i) CARBON STEEL SCREW ANCHORS FOR USE IN CRACKED AND UNCRACKED CONCRETE" 812 S. La Cassia Dr. Boise, Idaho 83705 . (208) 345-8941 . (208) 345-8946 FAX Page 4 of 24 - "02klli~ TAMARACK ' GROVE £ N C I N E E R I N C 5 GENERAL STRUCTURAL NOTES 1. GENERAL STRUCTURAL NOTES: CONTRACTOR TO VERIFY ALL OPENINGS, BUILDING DIMENSIONS, COLUMN LOCATIONS AND DIMENSIONS WITH OWNER PRIOR TO SETTING OF ANY COOLER BOXES OR CONSTRUCTION. THE ENGINEER OF RECORD IS NOT RESPONSIBLE FOR ANY DEVIATIONS FROM THESE PLANS UNLESS SUCH CHANGES ARE AUTHORIZED IN WRITING TO THE ENGINEER OF RECORD. THE CONTRACTOR IS RESPONSIBLE FOR PROVIDING SAFE AND ADEQUATE SHORING AND/OR TEMPORARY STRUCTURAL STABILITY FOR ALL PARTS OF THE STRUCTURE DURING CONSTRUCTION. THE STRUCTURE SHOWN ON THE DRAWINGS HAS BEEN DESIGNED FOR FINAL CONFIGURATION. NOTCHING AND/OR CUTTING OF ANY STRUCTURAL MEMBER IN THE FIELD IS PROHIBITED, UNLESS PRIOR CONSENT IS GIVEN BY THE ENGINEER OF RECORD. ALL FUTURE ROOF/CEILING MOUNTED EQUIPMENT NOT CURRENTLY SHOWN ON THE APPROVED SHOP DRAWINGS SHALL BE COORDINATED WITH THE EOR PRIOR TO ANY INSTALLATION, TYP. THE ASSUMED THICKNESS OF EXISTING CONCRETE WILL BE 4" WITH AN f'c OF 2,500 PSI, UNLESS OTHERWISE NOTED IN CALCULATIONS. 2. SPECIAL INSPECTIONS & TESTING (QUALITY ASSURANCE PLAN): A. GENERAL: INDEPENDENT TESTING LAB SHALL BE RETAINED BY OWNER TO PROVIDE INSPECTIONS AND SPECIAL INSPECTIONS AS DESCRIBED HEREIN. THE CONTRACTOR IS RESPONSIBLE FOR COORDINATING AND PROVIDING ON SITE ACCESS TO ALL REQUIRED INSPECTIONS AND NOTIFIES TESTING LAB IN TIME TO PERFORM SUCH INSPECTIONS PRIOR. DO NOT COVER WORK REQUIRED TO BE INSPECTED PRIOR TO INSPECTION BEING MADE. IF WORK IS COVERED, CONTRACTOR WILL BE RESPONSIBLE FOR UNCOVERING AS NECESSARY. THE CONTRACTOR SHALL CORRECT ALL DEFICIENCIES AS NOTED WITHIN THE SPECIAL INSPECTION REPORTS AND/OR THE ENGINEER OF RECORD'S FIELD OBSERVATION (STRUCTURAL OBSERVATIONS) REPORTS TO BRING THE CONSTRUCTION INTO COMPLIANCE WITH THE CONTRACT DOCUMENTS, ADDENDUMS, REVISIONS, RFIS AND/OR WRITTEN INSTRUCTIONS. THE CONTRACTOR IS RESPONSIBLE TO REQUEST SUMMARY REPORTS FROM THE SPECIAL INSPECTOR AND ENGINEER OF RECORD AT THE TIME OF THE PROJECT SUBSTANTIAL COMPLETION. PRIOR TO REQUESTING THE SUMMARY OF STRUCTURAL OBSERVATION REPORTS FROM THE ENGINEER OF RECORD, THE CONTRACTOR SHALL SUBMITTO THE ARCHITECTAND ENGINEER OF RECORD A LETTER STATING THATALL OUTSTANDING ITEMS NOTED ON PREVIOUS STRUCTURAL OBSERVATION REPORTS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE CONTRACT DOCUMENTS, ADDENDUMS, REVISIONS, RFIS AND/OR WRITTEN INSTRUCTIONS. B. SPECIAL INSPECTIONS: ALL SPECIAL INSPECTIONS SHALL BE PERFORMED TO MEET THE REQUIREMENTS OF THE 2016 CALIFORNIA BUILDING CODE (20i6 CBC) AS RECOMMENDED BY THE LOCAL BUILDING JURISDICTION. REQUIRED SPECIAL INSPECTIONS SHALL BE PERFORMED BY AN INDEPENDENT CERTIFIED TESTING LABORATORY EMPLOYED BY THE OWNER PER SECTION 1704 OF THE 2016 CBC FOR THE AREAS INDICATED IN THE SPECIAL INSPECTION PROGRAM. THE INDEPENDENT CERTIFIED TESTING LABORATORY AND INSPECTORS SHALL BE A QUALIFIED PERSON WHO SHALL SHOW COMPETENCE TO THE SATISFACTION OF THE LOCAL BUILDING OFFICIAL, OWNER, ARCHITECT AND ENGINEER OF RECORD FOR THE PARTICULAR OPERATION. ALL SPECIAL INSPECTION REPORTS SHALL BE SUBMITTED TO THE BUILDING DEPARTMENT, ARCHITECT AND ENGINEER OF RECORD STATING THE PROJECT NAME AND ADDRESS. THE CONTRACTOR AND SPECIAL INSPECTOR SHALL NOTIFY THE ENGINEER OF RECORD OF ANY ITEMS NOT COMPLYING WITH THE PROJECT SPECIFICATIONS, CONTRACT DOCUMENTS AND/OR APPLICABLE CODES BEFORE PROCEEDING WITH ANY WORK INVOLVING THAT ITEM. THE ENGINEER OF RECORD WILL REVIEW THE ITEM AND DETERMINE ITS ACCEPTABILITY. IF WORK INVOLVING THAT ITEM PROCEEDS WITHOUT PRIOR APPROVAL FROM THE ENGINEER OF RECORD, THEN THE WORK WILL BE CONSIDERED NON-COMPLIANT. 812 S. La Cassia Dr. Boise, Idaho 83705 . (208) 345.8941 . (208) 345-8946 FAX Page 5 of 24 ob'l çtø .t3 a- U 9 wasserman Federal Bureau iawtnroQ of Investigation Banner Bank 9 6 8 0.60 0.40 0.20 0.00 Period (a) 0 4 N4 I Giotrerunners icr0 El Mop a Design Horizontal Response Spectrum Saint 2 4 6 6 SEISMIC ANALYSIS A This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback. OTC Hazards by Location Search Information Address: Coordinates: Timostamp: Hazard Typo: Reference Document: Risk Category. Site Class: Report Title: Map Results at56al f5j RKArchitecIs Inc - Thomson Reuters 9 lay Ave OpoteP. Ice 5Adv0nced Brain Monitoring Google MCER Horizontal Response Spectrum M SA 1.00 OM 0.60 OAO 020 0.00 D Not specified 2251 Faraday Ave, Carlsbad, CA 2008. USA 33.1336965,-117.27734 79 2019.01-30T15:35:25.725Z Seismic ASCE7-10 itt Results Basic Parameters Name Value Ss 1.066 S1 0.412 Shia 1.144 Si 0.654 SDS 0.763 S01 0.436 Additional Information Name Value Description PACER ground motion (period:0.25) MCE5 ground motion (period1.09) Site.modified spectral acceleration value Site-modified spectral acceleration value Numeric seismic design value at 0.2s SA Numeric seismic design value at 1.0s SA Description 812 S. La Cassia Dr. Boise, Idaho 83705 . (208) 345-8941 (208) 345-8946 FAX Page 6 of 24 TAMARACK GROVE E N 0 I N E E R I N G SOC 0 Seismic design category FO 1.074 Site amplification factor at 0.2s Fw 1.588 Site amplification factor at 1.0s PGA 0.411 MCE0 peak ground acceleration FPGA 1.059 Site amplification factor at PGA PGAM 0.448 Site modified peak ground acceleration TL 8 Long-penod transition period (s) SaRI 1.066 Probabilistic flak-targeted ground motion (0.2s) SsUH 1.093 Factored unhforrn.ttazard spectral acceleration (2% probability of exceedance in 50 years) SaD 1.5 Factored deterministic acceleration value (0.2s) S1RT 0.412 Probabilistic nab-targeted ground motion (1.05) S1UH 0.401 Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years) SID 0.6 Factored deterministic acceleration value (1.0s) PGArI 0.503 - - Factored deterministic acceleration value (PGA) The results indicated hem 00 NOT reflect any slate or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool wilh She local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard leads are provided by the United Slates Geological Survey Seismic benign Web Services, While the information presented on this website is believed to be correct, AIC and its sponsors and contributors assume no responsibility or lability for its accuracy. The material presented in the report should not be used or relied upon For any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. AIC does not intend that the use of this Information replace the sound judgment of such competent professionals, having experience and knosledge In the field of practice, nor to substitute For the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitudellongitude location in the report. 812 S. La Cassia Dr.' Boise, Idaho 83705 - (208) 345-8941 '(208) 345-8946 FAX Page 7 of 24 7 TAMARACK T GROVE E N G I N E E R I N G STRUCTURAL ENGINEERING CALCULATIONS JURISDICTION INFORMATION JURISDICTION: CALIFORNIA STRUCTURAL CODE: 2016 CALIFORNIA BUILDING CODE P 1J NC =0 DESIGN CRITERIA SEISMIC CRITERIA L!'. 0.763J Design Spectral Response for Short Period, (g) 2] Response Modification Factor 14 =1.01 Importance Modification Factor Iz:=0 it] Height of Base off of the Ground BASIC DESIGN VALUES [LLpinc:: 10 paj Panel Live Load LDLpan 5 p81j Panel Dead Load 1pink,nn,:=5 pa!j Minimum Indoor Lateral Load ASD LOAD COMBINATIONS (7-10) LC: + =15 paf Load Combination 3: D+(Lr, S, or R) 1) DESIGN CALCULATIONS: f Width= U.5 f] Unit Width 20.58 ftl Unit Length Ceiling Panel Thickness Wall Panel Thickness Mean Ceiling Height i9.33ft1 Mean Wall Height PANEL MANUFACTURER: CUSTOM COOLER INC PANEL SPECIFICA nON: FOAM FRAME URETHANE PANELS (LARR 25690) 812 S. La Cassia Dr. Boise, Idaho 83105- (208) 345-8941 - (208) 345-8946 FAX Page 8 of 24 TAMARACK T GROVE E N C P N E E R I N C 2) TYPICAL CEILING PANEL (WORST CASE) = 10.83] Design Length (Worst Case) [L01,: 12 Et 3.83 ft] LOADS: 300 lbf m,:= wdp4ign...riLjngL = 812.3 ft.lbf ljrflax:;--Wdesigii.ceilita97--300 lbf [W11 ceiling TWj4h36 psf= 137.9 pRfj M 110 W"o cpilin9 = 2481.8 ft. ibf :W.11-cau..9 . L, = 827.3 Zbf Corresponding Allowable Span (LARR 25690) Tributary Width of Panel for Evaluation Governing Load Combination for Ceiling Maximum Moment Maximum Shear Allowable Panel Load (IARR 25690) Allowable Moment Allowable Shear CHECK 11.11.17J:j:i 812 S. La Cassia Dr. Boise, Idaho 83705 . (208) 345-8941 . (208) 345-8946 FAX Page 9 0124 TAMARACK GROVE £ N 0 P N £ E R I N 0 3) WALL PANEL H,=9.3 ft Design Height T.idth_1M11:= Width =5.8 ftj Tributary Width of Panel Acting on Wall LOADS: t0(gnftfd :=DL, . wall + V171ax =107.1 p1/ Total Axial Load on Walls Td fh Hp.,1:=24 ft] Allowable Height for Axial Load (LARR 25690) Pau o joj:=3OO plf Total Allowable Axial Load (LARR 25690) Piniernal =5 P8/ FH&t1rw&10 ] [Wait : = 49 paf 0 Wd1p_(Lth,j Wdcjgfl_wuI1 - "conibined + —0.4 fzlljth(d W.11 CHECK Transverse Load on Wall Allowable Height for Transverse Load (LARR 25690) Total Allowable Transverse Load Combined Axial and Bending Ratio iFJ4.7:/ TA5II:1 JI'1IJ:lIi' r:' r'/i L1',1: SW = SHEAR WALL 2 2 812 S. La Cassia Dr. Boise, Idaho 83705 (208) 345.8941 (208) 345.8946 FAX Page 10 of 24 TAMARACK T GROVE N 0 I N E E R I N 0 4) LATERAL FORCE GENERATION PER ASCE 7-10 CHAPTER 15, SECTION 15.1.3, 'STRUCTURES ANALYSIS PROCEDURES FOR NONBUILDING STRUCTURES THAT ARE SIMILAR TO BUIDINGS SHALL BE SELECTED IN ACCORDANCE WITH SECTION 12.6". THUS, AS PER ASCE 7-10 SEC. 12.8, THE EQUIVALENT LATERAL FORCE PROCEDURE WILL BE USED. SEISMIC CRITERIA: L=1.066J Seismic Coefficient [F.:=1.074 Site Amplification Factor L si= 0.4121 Seismic Coefficient [hn:=9.6j Height of Structure In Feet (Unitless) = 0.763 Seismic Coefficient [c 0.021 Approximate Period Parameter 1 (Table 12.8-2) [SD, 0.43j Seismic Coefficient 0.75j Approximate Period Parameter 2 (Table 12.8-2) Long-Period Transition DESIGN CRITERIA: A,,19:=Width.Length=236.7 ft] Total Area of Ceiling 2. Width+ 2. Length= 64.2 ft LATERAL FORCE GENERATION: Total Length of Walls Wt := (Aceiling panel)+ (... L.,,1, . = 2679.9 lbf Effective Seismic Weight T. := C. h,' = 0.11 Approximate Fundamental Period NOTE: IF THE STRUCTURE IS 5 STORIES OR LESS ABOVE THE BASE, Ss MAY BE RECALCULATED AS: S:=if(T,!5 0.5, min (1.5, S) ,S) =1.1 Seismic Coefficient (12.8.1.3) S 5:=_F0 Sq= 0.76 Design Spectral Response for Short Period, (g) SDS C.=0.31 (11P) Seismic Response Coefficient (Sec. 12.8.1.1) SD1 SDI - TL 1.6 Maximum Coefficient T ( Rp T2 (R1I aI I a • := Max (0.044. SDS . I ,o.oi) =0.034 Minimum Coefficient ' 0.5.S1 : ~t0.6, \ ,CRrn,l=0.034 R fl Minimum Coefficient Max , c_) = 0.305 Seismic Response Coefficient C.:= mm (08 , C90 ) = 0.305 Seismic Response Coefficient 812 S. La Cassia Dr. Boise, Idaho 83705 . (208) 345-8941 . (208) 345-8946 FAX Page 11 of 24 - TAMARACK GROVE C N G I N C C R I N C F:=C8.Wt818.2 lbf Fd:=O.7.F=572.7 lbf H Fpp,.irre i := - . Length. = 497.5 lbf F_dj91 max , Fp prcssr i) = 572.7 lbf F p : d = 27.8 p1/ Length -. Width • Pmicr,i 278 lbf Fp d Ufl 9 := max ,Fpj,rrp 2) = 572.7 Zbf FpdOfl2 =49.8 p1/ WdesiwL2 "'= Width' SHEAR WALL CALCULATIONS: Seismic Base Shear ASD Seismic Base Shear Lateral Force from Minimum Indoor Lateral Load (1-1) Lateral Design Force (1-1) Distributed Design Load (1-1) Lateral Force from Minimum Indoor Lateral Load(2-2) Lateral Design Force (2-2) Distributed Design Load (2-2) [i:=Width=11.5 Length of Gridline 1 A= Wd9..iTIU1 = 24.9 ph L2:= 7.67 it] Length of Gridline 2 12 Wdesi = 37.3 pif ILA:= 13.42 Length of Gridline A ET Length = 10.3 ft Tributary Width 2 In-Plane Force on Gridline 1 I Length = 10.3 ft Tributary Width - 2 In-Plane Force on Gridline 2 Width = 5.8 Tributary Width IA : = 21.3 p1/ I L:= Length =20.6 ftl Length of Gridline B Wk,1_2 . = f13: 13.9p1f H =1.2 II mm (L' , L2 I "A ILB) [F'a&jnpiane 173 p1/1 In-Plane Force on Gridline A Width 2 =5.8 itj In-Plane Force on Gridline B Worst Case Ratio Tributary Width Allowable In-Plane Shear (LARR 25690) CHECK [F J >rnax(f ff,)=j SUMMAR V THEREFORE WALLS AREABLE TO RESIST LA TERAL LOADS USE 4" THICK FOAM FRAMED URETHANE FOAM WALL PANELS FOR LA TER AL RESISTANCE. 812 S. La Cassia Dr.- Boise, Idaho 83705 . (208) 345-8941 . (208) 345-8946 FAX Page 12 of 24 — TAMARACK GROVE E N 0 I N E E R I N 0 LOADS: 'Ito =23-3 pif max 1f21fAIfD)=37.3 P1f f,"=:= = 37.3 p1/ #14 TEK SCREW: Iw:=23 in] V01 crew 14 76 lbf = 57Th/ 1 Tdrew_14: b =29.7p1fj ICI'TV 1/4 HILTI KH-EZ: lSanthor 24i] Out-Of-Plane Shear Force on Connection In-Plane Shear Force on Connection Maximum Shear Force Spacing of #14 Tek Screw Allowable Shear of #14 Tek (ESR 1976) Allowable Tension of #14 Tek (ESR 1976) Spacing of Anchor Through Angle Overstrength Factor (ASCE 7-10) := 0.7 = 213.3 lbf LRFD Shear Force on Anchor Allowable Shear on Anchor [V r: 750 ibfj (Hilti Anchor Software Printouts) NOTE. SEE 1/IL 77 REPORT FOR Th'EANCHOR ANAL YSIS. CHECK V1_,.14 ~fty4plafla = 1 T(L ew14 ~t Pran.s VtzgI_,&chur 1 812 S. La Cassia Dr. Boise, Idaho 83705 (208) 345-8941 . (208) 345-8946 FAX Page 13 of 24 TAMARACK T GROVE E N 0 I N £ £ R I N S LOADS: Ptrons : H. -. Pinternai = 23.3 pu finprn,c : max (f 1 , f2, f 1f,3) = 37.3 pu LIM= max (PtYUIS , = 37.3 Ph CAM LOCK CONNECTION: lou:23 Out-Of-Plane Shear Force on Connection In-Plane Shear Force on Connection Maximum Shear Force Spacing of Connection v_,:= 464 lbf = 242.1 Of Allowable Shear on Connection (LARR 25690) coflfl CHECK SUMMARY: THE IMPOSED FORCE ON THE CONNECTION IS LESS THAN THEALLOWARLE FORCE. THEREFORE. THE WALL-CEILING CONNECTION ISACCEPTABLE FOR RESISTING DESIGN LOADS, 812 S. La Cassia Dr. Boise, Idaho 83705 (208) 345-8941 (208) 345-8946 FAX Page 14 of 24 TAMARACK GROVE E N 0 I N E E R I N G 8 SOFTWARE PRINTOUTS 8.1 HILTI ANCHOR REPORT www.hlttl.us Profis Anchor 2.7.9 Company: Page: 1 Specifier. Project: BIOSITE INC0RP Address: Sub-Project I Pos. No.: Phone I Fax: I Date: 113012019 E-Mail: Specifiers comments: Input Anchor type and diameter. KWIK HUS-EZ (KH.EZ) 114 (1 518) Effective embedment depth: 1.180 in., h,,,,,, = 1.625 in. Material: Carbon Steel Evaluation SeMce Report: ESR-3027 Issued I Valid: 121112017112/112019 Proof. Design method ACI 318-14! Mach. Stand-off installation: a5 = 0.000 in. (no stand-off); * = 0.019 in. Anchor plate: k x l x = 24.000 in. 5 1.500 In. a 0.019 In.; (Recommended plate thickness: not calculated Profile: no profile Base material: cracked concrete, 2500, f, 2,500 psi; h = 4.000 in. Installation: hammer drilled hole, Installation condition: Dry Reinforcement tension: condition B. shear condition B; no supplemental splitting reinforcement present edge reinforcement none ore No. 4 bar Seismic loads (cat. C. D. E. or F) Tension load: yes (17.2.3.4.3 (b)) Shear toad: yes (17.2.3.5.3 (a)) - user Is responsible to ensure a rigid base plate for the entered thickness with appropriate solutions (stiffeners,...) Geometry On.] & Loading (lb. in.ibj vpradata and wares m,jsr be dlea5.ed t5r agrernanr wits Its eslating eanditlons and Ir ptaitblht1 PRCFISMdwr( a) 20e3.2009 HItlIAG. FI..9494 5thaan H561sa ragttsrsd Tindamart OIHilIIAG. sthaar. 812 S. La Cassia Dr. - Boise, Idaho 83705 - (208) 345-8941 - (208)345-8946 FAX Page 15 of 24 TAMARACK T GROVE E N 0 I N E E R I N C www.hlltLus Profis Anchor 2.7.9 Company: Page: 2 Specffier. Project BIOSITE INCORP Address: Sub-Project I Pos. No.: Phone I Fax: I Date: 113012019 E-Mail: 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions Pb] Tension force: (i-Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 0 750 750 0 max. concrete compressive strain: - max. concrete compressive stress: [psi] resulting tension force in (xly)(0.000I0.000): 0Db) resulting compression force in (x1y)e(0.000/0.000): 0 [Ib] Anchor forces based on a rigid base plate assumption[ 3 Tension load Load N,,, (lbj Capacity 4 N,, (lbj Utilization , = N,J4 N,, Status Steel Strength' N/A N/A N/A N/A Pullout Strength' N/A NIA N/A N/A Concrete Breakout Strength— N/A N/A N/A N/A anchor having the highest loading "anchor group (anchors in tension) Input data and results awl be checked for agreement sidth the existing conditions and for plsuslbflilyl PROFIS Anther (c) 2003-2009 HItS AS. Ft-9494 5thaan HIi is a registered Trademadi 0(1150*0. SeMen 812 S. La Cassia Dr.- Boise, Idaho 83705 . (208) 345-8941 (208) 345-8946 FAX Page 16 of 24 - TAMARACKr GROVE E N 0 I N E £ R I N C www.hiitl.us Profis Anchor 2.7.9 Company. Page: 3 Specifier Project BIOSITE INCORP Address: Sub-Project I Pos. No.: Phone I Fax: I Date: 1130/2019 E-Mail: 4 Shear load Load V,, [lb] CapacityQ V (Ibi Udllzatlonpv=VuJOVn Status Steel Strength 750 837 90 01< Steel failure (with lever arm) N/A N/A N/A NIA Pryout Strength" 750 763 99 OK Concrete edge failure in direction" N/A N/A N/A N/A anchor having the highest loading "anchor group (relevant anchors) 4.1 Stool Strength V, = ESR value refer to ICC-ES ESR-3027 4, V,aV,, ACI 318-14 Table 17.3.1.1 Variables A.v (in.2] i, Ipsi) 0.05 125.000 Calculations Vu.90 Jb 1,395 Results V, (Ibi 0 dm $ 4' V,, (Ib) V,,, (Ib] 1.395 0.600 1.000 837 750 4.2 Pryout Strength Vi,, = k [() ndN V V cp.N Nb] ACI 318-14 Eq. (17.5.3.1a) 4' Vq,V,w ACI 318-14 Table 17.3.1.1 AN, see ACI 318-14, Section 17.4.2.1. Fig. R 17.4.2.1(b) ANda = 9 h, ACI 316-14 Eq. (17.4.2.1c) 'lmeAN 1 (1 + 2 ' = eN) S 1.0 ACI 318-14 Eq. (17.4.2.4) Il ed.N = 0.7 + 03 '!&_\s 1.0 ACI 318-14 Eq. (17.4.2.5b) (MAX c,,,, 1.5h., -s--. C. ) 51.0 ACI 318-14 Eq. (17.4.2.7b) Nb = k0 ) , 1i h,5 ACI 318-14 Eq. (17.4.2.2a) Variables he, on.] ei,, [in.] e,, [in.] cL,,,I,, (in.] 1 1.180 0.000 0.000 WCA c,, (in.) If. (psi] 1.000 2.000 17 1.000 2.500 Calculations Aus [In2) A9 (in.2] i, QPN N, (Ib] 12.53 12.53 1.000 1.000 1.000 1.000 1.090 Results V, Jib) 44' 4' 4, V01, [1b] V,, (Ib] 1.090 0.700 1.000 1.000 763 750 Input data and restdta must be thusIed for a5veenent with the ex" conditions and for plauslblht>1 PROFI5Mdior( a) 2003.2009 Hifti AG. Ff.-9494 Softest, Hfhiia ,n91stomd Trademath of HthAG. Schaa,. 812 S. La Cassia Dr. Boise, Idaho 83705 '(208) 345-8941 - (208) 345-8946 FAX tage 17 OT Z4 TAMARACK GROVE E N 0 I N E E R I N 0 w.hiItI.us Profis Anchor 2.7.9 Company: Page: 4 Specifier Project: BIOSITE INCORP Address: Sub-Project I Pos. No.: Phone I Fax: I Date: 113012019 E-Mail: 5 Warnings The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations (ETAG 001/Annex C, EOTA 1R029, 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 Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid base plate assumption is valid is not carried out by PROFIS Anchor. Input data and results must be checked for agreement with the existing conditions and for plausibilityl Condition A applies when supplementary reinforcement Is used. The 4p factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement Is not used and for Pullout Strength and Piyout Strength. Refer to your local standard. - Refer to the manufacturer's product literature for cleaning and installation instructions. Checking the transfer of loads Into the base material and the shear resistance are required In accordance with ACI 318 or the relevant standard! An anchor design approach for structures assigned to Seismic Design Category C. D, E or F Is given in ACI 318-14, Chapter 17, Section 17.2.3.4.3 (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 17.2.3.4.3 (b) Section 17.2.3.4.3 (c), or Section 17.2.3.4.3 (d). The connection design (shear) shall satisfy the provisions of Section 17.2.3.5.3 (a), Section 17.2.3.5.3 (b), or Section 17.2.3.5.3 (c). Section 17.2.3.4.3 (b) I Section 17.2.3.5.3 (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 17.2.3.4.3 (c) I Section 17.2.3.5.3 (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 17.2.3.4.3 (d) / Section 17.2.3.5.3 (a) waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension! shear obtained from design load combinations that include E. with E increased by 000. Hull post-Installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions (MPll). Reference ACI 318-14, Section 17.8.1. Fastening meets the design criteria! Input data and resells must be checked for agreement with the existing conditions and for p00ltiyl PROFIS Anchor (0)2003-2009 14011 AG. FI.4494 Sd,aan HOOts a ragistored Tmdoniath at 14151 AG. Sthsan 812 S. La Cassia Dr. - Boise, Idaho 83705 - (208) 345-8941 - (208) 345-8946 FAX Page 18 of 24 Project Name: BIOSITE INCORPORATED STRUCTURAL ENGINEERING CALCULATIONS a-ej A"A*-66 Location: CARLSBAD, CA TAMARACK GROVE TGE Job Number: TGE19-11841 E N G I N E E R I N 0 ELM wwwillfl.us Profis Anchor 2.7.9 Company: Page: 5 Specifier Project BIOSITE INCORP Address: Sub-Project I Pos. No.: Phone I Fax: I Date: 113012019 E-Mail: 6 Installation data Anchor plate, steel:. Anchor type and diameter KWIK HUS.EZ (KH-EZ) 114 (1 518) Profile: no profile Installation torque; 216.002 in.lb Hole diameter in the fixture: d, = 0.375 in. Hole diameter in the base material: 0.250 in. Plate thickness (input): 0.019 in. Hole depth in the base material: 1.836 in. Recommended plate thickness: not calculated Minimum thickness of the base material: 3.250 in. Drilling method: Hammer drilled Cleaning: Manual cleaning of the drilled hole according to instructions for use is required. R - user is responsible to ensure a rigid base plate for the entered thickness with appropriate solutions (stiffeners,...) 6.1 Recommended accessories Drilling Cleaning Setting Suitable Rotary Hammer . Manual blow-out pump . Torque wrench Properly sized drill bit A y 12.000 12.000 U) in 12.000 12.000 Coordinates Anchor in. Anchor x y C. C.,, C, C1 1 0.000 0.000 - - - - Input data and restdta must be checked for npreemunt ,slth the existIng cend4lons and Ion pttuslbllityl PROFIS Anthnr (c) 2003-2009 14th AG. FL-9494 Sd,aan HIlt Is a tegislared Trademark at HIltIAG, 5dm,,,, 812 S. La Cassia Dr. 'Boise, Idaho 83705 (208) 345-8941 '(208) 345-8946 FAX Page 19 of 24 —TAMARACK 'r GROVE E N 0 I N E E R I N 0 MATERIAL AND HARDWARE PRINTOUTS 9.1 CUSTOM COOLER LARR 25690 BOARD OF BUILDING AND SAFETY COMMISSIONERS VAN AMBATIELOS PRESIDENT E. FEUCIA BRANNON VICE PRESIDENT JOSELYN GEAGA.ROSENTHAL GEORGE HOVAGUIMIAN JAVIER NUNEZ CITY OF Los ANGELES CALIFORNIA D ERIC GARCETTI MAYOR DEPARTMENT OF BUILDING AND SAFETY 201 NORTH FIGUEROA STREET LOS ANGELES, CA 90012 FRANK M. BUSH GENERAl. MANAGER SUPERINTENDENT OF BUILDING OSAMA VOUNAN. P.E. EXECUTIVE OFFICER Custom Cooler, Inc. 420 East Arrow Hwy San Dimas, CA 91773 Attn: Steve Pearson (909)592-Ill! RESEARCH REPORT: RR 25690 (CS! #13030) Expires: December 1, 2020 Issued Date: December 1, 2018 Code: 2017 LABC GENERAL APPROVAL - Renewal - Custom Cooler Incorporated Prefabricated Model 300 Refrigeration Panels for Walk-In Coolers and Freezers. DETAILS The panels Consist of 3-1/2" to 5-1/2" thick high density foam or wooden frames with foamed-in- place rigid plastic core material manufactured by Dow Chemical Company and designated as: VoracorCElOS, CEI51, CE153, CE128, CE155, CE152, CE157 "A" side. Delta Therm AF4509 or Voracor CR1004 "B" side. The skins arc fabricated from 26 gauge galvanized steel with a minimum yield strength 33 ksi. The panels are held together by the use of cam-locking devises along the edges of the panels. Access holes for these devices are covered with metal or plastic plugs. Flame Spread and Smoke Development ratings per ASTM E84 are 20 and 300 respectively, for the foam (tested alone) and 15 and 250 respectively, for the foam with the skin described below. Density of the foam core is 2.2+or-.2pcf. Custom Cooler Incorporated freestanding walk-in coolers and freezers constructed of panels described above are approved subject to the following conditions: 1. Use of the panels shall be limited to locations where combustible construction is permitted by the 2017 Los Angeles City Building Code. The panels shall be fabricated in a shop of a licensed fabricator approved by the Los Angeles City Building & Safety Department. Fabrication in unlicensed shops will invalidate this approval. RR 25690 Page 1 of 812 S. La Cassia Dr. Boise, Idaho 83705 (208) 345-8941 . (208) 345-8946 FAX Page 20 of 24 TAMARACK T. GROVE N 0 I N E E R I N 0 Custom Cooler Incorporated Re: Custom Cooler Incorporated Prefabricated Model Refrigeration Panels for Walk-in Coolers and Freezers A thermal barrier is required per Section 2603.4 of the 2017 Los Angeles City Building Code unless exempted per Section 2603.4.1. Complete plans and calculations, signed and stamped by a civil or structural engineer or architect registered in the State of California, shall be submitted to the Structural Plan Check for their approval for each job. An approved fire retardant roof covering (Class "A" or "B") shall be placed over the panels when used as exterior roof panels. A separate approval from the Electrical Testing Laboratory shall be required for electrical installations within the panels. Design of building utilizing the panels shall be in accordance with the requirements of the 2017 Los Angeles City Building Code and the design data specified A. Panel Height Limitation (feet) and Maximum Concentric Axial Loads (PLF) Thickness Interior Panels Exterior Panels (20 Ib/sgft) Maximum Axial Load (PLF) 4" wood Frame 30 18 600 4" foam Frame 24 13 300 5" wood Frame 31 20 600 5"foam Frame 28 14 300 6" wood Frame 32 21 600 6" foam Frame 30 15 300 KR 25690 Page 2 of 5 812 S. La Cassia Dr. Boise, Idaho 83705 . (208) 345-8941 . (208) 345-8946 FAX Page 21 0124 TAMARACK T GROVE - E N 0 I N E £ R I N 0 Custom Cooler Incorporated Re: Custom Cooler Incorporated Prefabricated Model Refrigeration Panels for Walk-in Coolers and Freezers Maximum Allowable Loads for Roof or Ceiling Panels (W/F = Wood Frame) (F/F = Foam Frame) Span t4 in. W/F t4 in. F/F t5 in. V/F t5 in. F/F t6 in. W/F t=6 in. FIF 10' 53 49 65 65 79 79 12' 50 36 55 48 66 62 14' 37 27 47 37 57 48 16' 28 20 40 29 50 38 18' 22 16 32 23 42 30 20' 1 18 13 25 18 34 24 22' 14 10 20 15 27 20 24' 11 S 17 12 23 16 26' 9 7 14 10 19 13 28' 8 6 11 8 16 Il 30' 6 - 10 7 13 10 32' - 9 6 11 8 Maximum Allowable Shear Load of Wall Panels PLF): Shape Factor (Height:Wfdth) Ratio Allowable Shear (ppl) 0.5:1 400 1:1 200 1.5:1 133 2:1 100 Maximum Allowable Roof/Ceiling Diaphragm Shear Shape Factor (Height: Width) Ratio Allowable Shear (ppf) 0.5:1 400 1:1 200 1.5:1 133 2:1 100 3:1 MAXIMUM 67 RR 25690 Page 3 of 5 812 S. La Cassia Dr. Boise, Idaho 83705 . (208) 345-8941 . (208) 345-8946 FAX Page 22 of 24 TAMARACK GROVE E N C I N E E R I N G Custom Cooler Incorporated Re: Custom Cooler Incorporated Prefabricated Model Refrigeration Panels for Walk-in Coolers and Freezers The panels shall be continuous between exterior shear walls and shall not contain any openings or holes. Ceiling panel to wall panel connections are made with 3/8" dia. Lag screws or cam- locking devises, then a 26 gauge galvanized continuance angle cap is installed using #8 x 5/8" long tek screws (sec attachment 1). The allowable shear and tension loads for the lag bolt connection are 573 and 472 pounds respectively. The allowable shear and tension loads for the camlock connection are 464 and 123 pounds respectively. Maximum Allowable Loading for the Cam-Locking Devices: Wood Frame Foam Framc Tension parallel to panel face 386 168 Shear along longitudinal edge of panel in direction parallel to panel edge 280 147 Locations of connectors must be detailed on approved plans, the spacing of connections shall be calculated for each job but not less than two per width of panel (Width of panel = 46 1/2"). Allowable loads for shear walls and diaphragms are not applicable to buildings incorporating structural steel framing. No increase in allowable stresses is allowed for the values indicated above for short duration of loads due to wind or seismic forces. All design values and methods not included in this report shall be in accordance with requirements of the 2017 Angeles City Building Code. DISCUSSION The clerical modification is to update the report to the 2017 Los Angeles City Building Code. The report is in compliance with the 2017 Los Angeles City Building Code. The approval is based on tests on the foam per requirements of Sec. 2603 of the 2017 Los Angeles City Building Code, tests conducted in accordance with ASTM E-84 on the finished panels, and load tests conducted in accordance with ASTM E-72. Addressee to whom this Research Report is issued is responsible for providing copies of it, complete with any attachments indicated, to architects, engineers and builders using items approved herein in design or construction which must be approved by Department of Building and Safety Engineers and Inspectors. RR 25690 Page 4 of 5 812 S. La Cassia Dr. Boise, Idaho 83705 . (208) 345-8941 . (208) 345-8946 FAX Page 23 of 24 TA M A R AC K'T GROVE E N 0 I N £ £ R I N C Custom Cooler Incorporated Re: Custom Cooler Incorporated Prefabricated Model Refrigeration Panels for Walk-in Coolers and Freezers This general approval of an equivalent alternate to the Code is only valid where an engineer and/or inspector of this Department has determined that all conditions of this Approval have been met in the project in which it is to be used. DAVID CHANO, Chief Engineering Research Section 201 N. Figueroa St., Room 880 Los Angeles, CA 90012 Phone- 213-202-9816 Fax- 213-202-9943 QN RR25690 R1216?2*IS MR 1800300 2$03 Attachment: Panel Connection Detail (2 Pages). RR 25690 Page 5 of 5 812 S. La Cassia Dr. Boise, Idaho 83705 . (208) 345-8941 . (208) 345-8946 FAX Page 24 of 24 (ity of , Carlsbad Print Date: 06/03/2019 Permit No: PREV2019-0045 Work Class: Commercial Permit ReviE Status: Closed - Finaled Lot #: Applied: 03/06/2019 Reference #: Issued: 03/27/2019 Construction Type Permit 06/03/2019 Finaled: Bathrooms: Inspector: AKrog Orig. Plan Check #: CBC2018-0581 Final Plan Check #: Inspection: Job Address: Permit Type: Parcel No: Valuation: Occupancy Group # Dwelling Units: Bedrooms: 2251 Faraday Ave. 150 BLDG-Permit Revision 2120610400 $ 0.00 B, S-i Project Title: Description: ABBOTT: EGRESS PLAN REVISION Applicant: Owner: ABBOTT RAPID DIAGNOSTICS FARADAY PROPERTY LLC 9975 Summers Ridge Rd 11444W Olympic Blvd San Diego, CA 92121-2997 LOS ANGELES, CA 90064 858-805-2124 FEE AMOUNT BUILDING PLAN CHECK REVISION ADMINFEE $35.00 FIRE Plan Resub (3rd&Subsequent Submittal/hr) $136.00 MANUAL BUILDING PLAN CHECK FEE $112.50 Total Fees: $ 283.50 Total Payments To Date: $ 283.50 Balance Due: 1 $0.00 Building Division 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov PLAN CHECK REVISION OR Development Services (City of DEFERRED SUBMITTAL Building Division Carlsbad APPLICATION 1635 Faraday Avenue 760-602-2719 B-I 5 www.carlsbadca.gov Original Plan Check Number CBC2018-0581 Plan Revision Number QR.YJ-UI OCS Project Address 2251 FARADAY AVENUE, CARLSBAD, CA 92008 General Scope of Revision/Deferred Submittal: Egress plan revision CONTACT INFORMATION: Name ANDREW DARRAGH Phone 619-231-0751 Fax (619-231-4396) Address 4499 RUFFIN ROAD SUITE 300 City_SAN DIEGO Zip 92123 Email Address adarragh@ipbarch.com CONTACT: maoe@fpbarch.com (Masa Age) Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 . Elements revised: X Plans fl Calculations El Soils El Energy El Other 2. Describe revisions in detail 3. List page(s) where each revision is shown Revised egress path out of Ionian lab area T1.5 Added Fail safe card-reader at door #1201 B T1.5, A2.I & A2.5 (This is being requested in order to avoid cross-contamination between different lab groups on both sides of door 1201 B) -Please see attached drawings dated 3/06/19 Delta 3 Plan Check Revisions with clouds indicating modified items - all associated with egress plan revision - Please also see the cut sheets for card-reader attached to this form. Does this revision, in any way, alter the exterior of the project? LI Yes CK No Does this revision add ANY new floor area(s)? El Yes X No Does this revision affect any fire rel ed issues? El Yes IZI No Is this a complete set? $3e I N Sianature V4 r04- Date 03/06/2019 1 1635 Faraday Avenue, Carlsbad, CA 92008 th: 760-602- 2719 E: 760-602-8558 Email: building@carlsbadca.gov www.carlsbadca.gov EsGil A SAFEbuiItCompany DATE: 3/14/2019 U APPLICANT U JURIS. JURISDICTION: Carlsbad PLAN CHECK #.: CBC2018-0581.rev SET: I PROJECT ADDRESS: 2251 Faraday Ave. PROJECT NAME: Abbott Rapid Diagnostics Revision The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. LI The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. Lii The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. LI The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. LI The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. LI The applicant's copy of the check list has been sent to: EsGil staff did not advise the applicant that the plan check has been completed. LI EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Date contacted: Mail Telephone ..~4 00 (b y. Fax In erson Telephone #: Email: LI REMARKS: By: Jason Pasiut Enclosures: EsGil 3/7/2019 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad CBC2018-058 1.rev 3/14/2019 [DO NOT PAY— THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK #.: CBC2018-0581.rev PREPARED BY: Jason Pasiut DATE: 3/14/2019 BUILDING ADDRESS: 2251 Faraday Ave. BUILDING OCCUPANCY: B, F-1p S-i BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) TO revision hourlycharge Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code #NIA 1997 UBC Building Permit Fee 1 1997 UBC Plan Check Fee [J Type of Review: Complete Review r r Other Repetitive Fee , FE Repeats . Hourly EsGil Fee * Based on hourly rate (j5o1 r Structural Only 11Hr.@* $90.00 01 Comments: Sheet 1 of 1 I' PHYSICAL ACCESS SOLUTIONS HID] HIGHLY ADAPTABLE AND SECURE HIGH FREQUENCY ACCESS CONTROL SOLUTION Powerfully Secure - Provides layered security beyond the card media for added protection to identity data using SIOs. Adaptable - Interoperable with a growing range of technologies and form factors including mobile devices utilizing Seos'". a lnteroperable - Open Supervised Device Protocol (OSOP) for secure, bidirectional communication. Streamlined Migration - Simultaneous support for 125 kHz HID Prox, AWID and EM4102 for seamless migration; field programmable for secure upgrades and extended lifecycle. MIFARE DESFIre EV1 with custom data models and other leading technologies. Additionally, muItiCLASS SE readers support mobile devices utilizing Seos, enabling a new class of portable identity credentials that can 0 be securely provisioned and safely embedded into both fixed and mobile devices. As part of HID Global's CLASS SE platform that is based on the Secure Identity Object" (SIO!) data model and Trusted Identity Platform (TIP'"), the powerfully secure muItiCLASS SE readers offer advanced features such as layered security beyond the card media and tamper-proof protection of keys/cryptographic operations using EAL5+ secure element hardware. HID Global's iCLASS SE11 platform goes beyond the traditional smart card model to offer a secure, standards-based and flexible platform that has become the new benchmark for highly adaptable, interoperable and secure access control solutions. muItiCLASS SEI readers simplify migration from legacy technologies with support 125 kHz for HID Prox, lndala, AWID and EM4102, and provide customers the assurance that their existing investments can be leveraged to enhance their system as business requirements change. The technology- independent readers also support iCLASS Seos'" and CLASS SE credential platforms, CARD READER AT DOOR 1201 B TO BE PROGRAMMED TO FAIL-SAFE IN THE EVENT OF A FIRE Al An. A flfl fllA,rn al IA MLII1lVI UN ruvvrt UW I PtUt Eli HID] [SIP~E[Cil',Fll RP10 RP15 ( RP40 J RPK40 Base Part Number 900P I 910P 920P I\ 921P 900L 9101. ______________________ __________________ 9201. 1/ 921L ___________________________ CLASS Seos: 1.2" (3 Cm) iCLASS Seos: 1.2' (3 cm) I CLASS Seas: 1.6" (4 cm) iCLASS: 3.1" (8Cm) I iCLASS: 3.1" (8 Cm) I iCL 4.7" (12 iCLASS:4.7"(12Cm) MIFARE Classic: 2.8"(7 cm) I MIFARE Classic: 2.8" (7 Cm) I MIFARE Classic: 4.7" (12 Cm) I MIFARE Classic: 4.3" (11 cm) MIFARE DESFireEV1:1.2"(3 cm) I_MIFAREDE5FireEV1:1.2"(3cm) j MIFARE DESFireEVI:2.0"(S cm) I MIFARE DESFireEV1:1.6(4cm) - _--I !CLASS: 1. 6" (4 cm) ICLASS: 1.6" (4 cm) I iCLASS:2.4"(6cm) I iCLASS:2.8"(7cm) MIFARE Classic: 1.2"(3 cm) I_MIFARE Classic: 1.2"(3cm) j MIFARE Classic: 2.0"(5 cm) I_MIFARE Classic: 1.6"(4cm) Typical Read Range' HID Pros: 2.8"(7 cm) I HID Pros: 2.8" (7Cm) HID Pros: 2.8" (7 cm) I HID Prox: 2.8" (7 cm) Indala Pros: 1.6" (4 Cm) I Indala Pros: 1.6" (4 Cm) J Indala Pros: 2.0" (S cm) I Indala Pros: 2.0" (5 Cm) EM4102Prox:4.3(11cm)I_EM4102Pros:4.3(11cm) EM4102Pros:4.3"(1!cm)IEM4102Pros:3.1" (8 cm) I HID Pros: 1.6" (4 cm) HID Pros: 2.0" (5 cm) HID Pros: 2.0' 9 I HID Pros: 1.6(4 Cm) Indala Pros: 0.8" (2 Cm) Indala Pros: 0.8" (2 cm) Indala Pros: 1.2" (3 Cm) cm)) I Indala Pros: 1.2" (3 Cm) EM4102Pros:2.8"(7cm) EM4102Pros:2.8"(7cm) EM4102Pros:2.8"(7 cm) I_EM4102Pros:2.4"(6cm) Mini-Mullion Size: physically Mullion Size: physically HID's HID's smallest ICLASS second smallest ICLASS readers and are ideally suited readers and are ideally suited Wall Switch Size; designed to mount and Cover single gang switch Mounting for mullion-mounted door for mullion-mounted door boxes primarily used in the Americas and includes a slotted installations, U.S. single-gang installations, U.S. single-gang mounting plate for European and Asian back box spacing J-box (with mud ring) or any J-box (with mud ring) or any flat surface flat surface Color Back Keypad No Yes (4x3) Dimensions 1.9" s 4.1's 0.9" 1.9" x 6.0" x 0.9" 3.3' x 4.8" xl.0" 3.3" x 4.8' 5 1.1" 4.8 cm x10.3 cm s 2.3 cm 4.8 cm 5 15.3 cm s 2.3 cm 8.4 cm x12.2 cm s 2.4 cm 8.5 cm s 12.2 cm s 2.8 cm ProductWeight(Pigtail) 4.00z(114g) 5.202(149g) 7.802(222g) 9.102(258g) Product Weight (Terminal 3.00z (859) Strip) 4.302 (124g) 7.602 (2169) 8.0oz (2289) OperatingVoltageRange 5-16VDC.Linear s ',ply recommended Current Draw -Standard 75 75 85 95 Power Mode'CmA> Current Draw - intelligent Power Management (IPM) 40 40 50 70 Mode' (mA) Peak Current Draw- Standard Power or IPM 200 200 200 200 Mode'(mA) NSC' Power Consumption - Standard Power Mode 1.2 1.2 1.4 1.5 (W@1SVDC) NSC' Power Consumption - 0.6 0.6 0.8 1.1 W/ IPM (W ® 16VDC) OperatingTemperature -31M to 1521 (-35H to 6C) StorageTemperature -670 to 185F (-55M to 8C) OperatingHumidity 5% to 95% relative humidity non-condensing EnvironmentalRating Indoor/Outdoor IP55:IP65if installed with optional gasket (1P65G5KT) Transmit Frequency 13.56 MHz & 125 kHz Secure Identity Object' (Sb") on ICLASS Seas, CLASS SE/SR. MIFARE DESFire EV1 and MIFARE Classic (On by Default) 13.56 MHz Card - standard CLASS Access Control Application (order with Standard interpreter) Compatibility -1S014443A (MIFARE) CSN. 1S014443B CSN. 1S015693 CSN - MIFARE Classic and MIFARE DESFire EV1 Custom data models - FeliCe'"' CSN. CEPAS' CSN or CAN 125 kHz Card Compatibility HID Pros', AWID'. Indala. EM4102' Communications Optional OSDP with SCP over R5485' Wiegand/Clock-and-Data_ Interface Use _500ft_(l5om)_(22AWG)_- _Shielded _cable _for _best _results Panel Connection Pigtail or Terminal Strip Certifications UL294/cUL (US), FCC Certification (US). IC (Canada). CE (EU). C-tick (Australia. New Zealand). SRRC_(China)._MIC_(Korea)',_NCC_(Taiwan)'._IDA_(Singapore)',_RoHS_•_FIPS-201_ Transparent _FASC-N_Reader Cryto Processor Hardware EALS+ Common Criteria Rating Patents U57180403, U57439862. U57124943. US5952935, US6058481. U56337619 HousingMaterial UL94 Polycarbonate Manufactured with % of 10.5% I 11.0% I 10.5% I 10.9% recycled content (Pigtail) I I Manufactured with %of I I I recycled content (Terminal 10.5% I 11.0% I 11.0% I 12.3% Strip) I I I UL Ref Number RP10E I RP15E I RP40E I RPK40E Warranty Limited Lifetime Read range listed is statistical mean rounded to nearest whole centimeter. HID Global testing occurs In open air. Some environmental conditions, including metallic mounting surface, can significantly degrade road range and performance: plastic or ferrite spacers are recommended to improve performance an metallic mounting surfaces. Agak Measured In accordance with UL294 standards: See installation Guide for Details. NSC "Normal Standby Current: See Installation Guide for Details. Not available on hoteL part numbers. North America: +1512 776 9000 ________ a Toll Free: 1 800 237 7769 Europe, Middle East, Africa: +441440714 850 ASSAABLOY Asia Pacific: +852 3160 9800 An ASSA ABLOY Group brand Latin America: +52 55 50811650 fo 2016 HID Global Corporation. All rights reserved. HID, the HID logo. muItiCLASS SE. ICLASS SE. ICLASS, Seas, Indala, HID Pros. Secure Identity Object, 510, Tursted identity Platform. TIP and ICLASS Elite are trademarks or registered trademarks of HID Global In the U.S. and/Or other countries. All other trademarks, service marks, and product or service names are trademarks or registered trademarks of their respective owners. hid global.corn 2016-05-18-hld-multiclass-so-readers-ds-en PLT-00303