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2819 LOKER AVE E; ; CBC2020-0044; Permit
Building Permit Finaled Cray of Carlsbad Commercial Permit Print Date: 08/03/2020 Permit No: CBC2020-0044 Job Address: 2819 LOKER AVE E, CARLSBAD, CA 92010-6626 Permit Type: BLDG-Commercial Work Class: Tenant Improvement Parcel #: 2090831600 Track #: Valuation: $20,000.00 Lot #: Occupancy Group: F-i Project #: #of Dwelling Units: Plan #: Bedrooms: Construction Type: Bathrooms: Orig. Plan Check #: Plan Check #: Project Title: Description: ACUSHNET: EQUIPMENT INSTALLATION Status: Closed - Finaled Applied: 02/04/2020 Issued: 07/29/2020 Finaled Close Out: Inspector: PBurn Final Inspection: 08/03/2020 Applicant: Property Owner: DBMC INC BERDAN LOKER LLC DAVE MINTO 1714 16TH ST 814 N DODSWORTH AVE SANTAMONICA, CA 90404 COVINA, CA 91724-2409 (818) 612-7045 FEE AMOUNT BUILDING PERMIT FEE ($2000+) $203.66 BUILDING PLAN CHECK FEE (BLDG) $142.56 ELECTRICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL $41.00 MECHANICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL $39.00 5B1473 GREEN BUILDING STATE STANDARDS FEE $1.00 STRONG MOTION-COMMERCIAL $5.60 Total Fees: $432.82 Total Payments To Date: $432.82 Balance Due: $0.00 PIease take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. Building Division Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov COMMERCIAL __________ t City of BUILDING PERMIT Nflcheck oaQ04 Est. Value 2J31CCiO— Carlsbad APPLICATION PC Deposit B2 - Date 2 Job Address , 00/1 A' Suite: APN:6€ o3 fr32 09. Tenant Name: 4 , - pL/t1.s9L CT/Project U: $— / Lot U:______ Occupancy-.A/'//1I Construction Type: v Fire Sprinklers' no Air ConditioningKVesj no lIRIEF DESCRIPTION OF WORK: El Addition/New: New SF and Use, New SF and Use, Deck SF, Patio Cover SF (not including flatwork) 0 Tenant Improvement: SF, Existing Use Proposed Use SF, Existing Use Proposed Use El Pool/Spa: SF Additional Gas or Electrical Features? 0 Solar: _______ KW, _____ Modules, _______ Mounted, Tilt: Yes/ No, RMA: Yes / No, Panel Upgrade: Yes / No 0 Plumbing/Mechanical/Electrical Only: Other: APPLICANT Name:_ Address: ., City:clok ___ Phone: A Email: ti PROPERTY OWNER .4 Name: r" Address: j5'_/ c7_L _13k_* City: __State:_2.4ip:tfO Phone: 74 i" E/ V SA I Email: DESIGN PROFESSIONAL Name: CONTRACTOR BUSINESS Name: i::) , Address: 4 o. So '746 City: i—i _.4-State: _Zip:9_i Phone: 1 Email: 'A") rt A-2 9_/,_ State License: 7_i?r7 97 Bus. License: I—a 5 ?Z3 -t•- S Address: City: State: _Zip: Phone: Email: Architect State License: (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/she is licensed pursuant to the provisions of the Contractor's Ucense Law (Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he/she 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)). 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: Building@carlsbadca.gov B-2 Page l 012 Rev. 06118 (OPTION A ): WORI(ERS'COMPENSATlON DECLARATION: I hearby affirm under penalty of perjury one ofthefollowing declarations: 0 I have and will maintain a certificate of consent to self-insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the work which this permit is issued. have and will maintain worker's compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My, workers' co ensation Ins u nce carrier and olky number are: Insurance Company Name: Policy No. ¶!/ 7 i ' i7Jc) Expiration Date:7 3C' 2 c o Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to be come subject to the workers' compensation Laws of California. WARNING: Failure to secure workers compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to $100,000.0 addition the to the cost of compensation, damages as provided for In section 3706 of the Labor Code, Interest and attorney's fees. CONTRACTOR SIGNATURE: '- 6 ,2_-J DAGENT DATE: 2-12 2 ôJ.. (OPTION 13 ): OWNER-BUILDER DECLARATION: I hereby affirm that lam exempt from Contractor's License Law for the following reason: al. as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's-License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. if, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). 0 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). 0 I am exempt under Section _Business and Professions Code for this reason: I personally plan to provide the major labor and materials for construction of the proposed property improvement. 0 Yes 0 No I (have! 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): S. I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name/address! phone / type of work): OWNER SIGNATURE: DI.IGENT DATE:____________ CONSTRUCTION LENDING AGENCY, IF ANY: I hereby affirm that there is a construction lending agency for the performance of the work this permit is Issued (Sec. 3097 (I) Civil Code). Lender's Name: Lender's Address: ONLY COMPLETE THE FOLLOWING SECTION FOR NON-RESIDENTIAL BUILDING PERMITS ONLY: 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? 0 Yes 0 No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? 0 Yes 0 No Is the facility to be constructed within 1,000 Feet of the outer boundary of a school site? 0 Yes 0 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. APPLICANT CERTIFICATION: I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to Comply with all City ordinances and State laws relating to building construction. I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. iALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINSTALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMlT.OSHA: An OSHA permit is required for excavations over5'O' deep and demolition or construction of structures over 3 stories In height. EXPIRATION: Every permit Issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit orif the building or work authorized by such permit Is suspended or abandoned at any time after the work is commenced fora period c^0 ays (Section 106.4.4 Uniform Bu APPLICANT SIGNATURE: ___ -------------DATE: 9 a1tID 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: Building@carlsbadca.gov B-2 Page 2 of 2 Rev. 06118 Cray Of Building Permit Inspection History Finaled Carlsbad PERMIT INSPECTION HISTORY for (CBC2020-0044) Permit Type: BLDG-Commercial Application Date: 02/04/2020 Owner: BERDAN LOKER LLC Work Class: Tenant Improvement Issue Date: 07/29/2020 Subdivision: CARLSBAD TCT#74-21 Status: Closed - Finaled Expiration Date: 07/29/2021 Address: 2819 LOKER AVE E IVR Number: 24630 CARLSBAD, CA 92010-6626 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 0810312020 0810312020 BLDG-Final Inspection 134660.2020 Passed Paul Burnette Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-Plumbing Final No BLDG-Mechanical Final No BLDG-Structural Final Yes BLDG-Electrical Final Yes Monday, August 3, 2020 Page 1 of I PACIFIC CONSTRUCTION INSPECTIONS, INC. 12308 Fronsac Street TeI.(619) 7784219 San Diego, CA 92131 Email. Pacificinsp20@yahoo.com JOB NO. DATE CERTIFIED INSPECTOR'S WEEKLY REPORT COVERING WORK PERFORMED WHICH REQUIRED APPROVAL BY THE SPECIAL INSPECTOR OF 0 REINFORCED CONCRETE 0 STRUCT STEEL ASSEMBLY 0 SPRAY-APPLIED FIREPROOFING r. U PRE-STRESSED CONCRETE Li REINFORCED GYPSUM ILL OTHER 4.2/ /.!L..__ 0 REINFORCED MASONRY 0 DEEP FOUNDATION JOB ADDRESS 2A?213 I ,4ci 5 ) BUILD G PERMIT NUMBER J j PLAN FILE NUMBER OR PROJECT NAME /,'7/c7 Je'_,lrt((4/ C2V5c/ ARCHITECT CONSTR. MATL (TYPE. GRADE. ETC) DESIGN STRENGTH SOU CE QF MFGR ,. ENGINEER /1tfr . A DESC IBE M4fl. (MIX DES N, GRADE & MFG WELD-ROD, FTC) GENERAL CONTRACTOR CONTR, DOING REPORTED WORK LAB. RECEIVING &TESI1NG CONSTR. MATLSAMPI.ES INSPECTION DATE / ARRIVALTIME.. DEPARTURETIME. DETAILED REPORT LOCATION OF WORK INSPECTBD,TEST SAMPLES TARBI. WORK REJECTED, JOB PROBLEMS, PROGRESS, REMARKS ETC OF WORK INSPECTED INCLUDES IWOAONABOU -AMOUNI'S OFMATEPIAL PLAaD ORWORKPERFORMED.N%JMBI1.TVPE&IDENT NO'S OF1SSTMMPLESTAJCEN.ETRUCT. cONNECTiONS (WELDS MADE. H.T. EOLTSTORQUED) DIEGIEDi EtC ' I 6e /6J" Jd C-i— /7( / 7I 1w 'r ' '-i erX ,% \, ,4// 77 ii/',;c PeA INSPECTOR (!V49 SIGNATURE: DATE SIGNED:7 29i NO. ~5 CERTIFICATION OF COMPLIANCE: to the best of our knowledge, all of the reported work, unless otherwise noted, substantially complies with approved plans. specifications and applicable sections of the building codes. This report covers the locations of the work inspected only and does not constitute engineering pin Ion or project control. r17 EsGil A SAFEbui1t'Company DATE: 7/8/2020 JURISDICTION: Carlsbad PLAN CHECK #.: CBC2020-0044 SET: IV PROJECT ADDRESS: 2819 Loker Ave. PROJECT NAME: Acushnet Equipment Installation UPLICANT /1 JURIS. LII 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 Building codes when minor deficiencies identified below are resolved and checked by building department staff. fl 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. E The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. E 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: Dave Minto Date contacted :7 1j2 (b ) Telephone #: 626-966-8666 Email: dmint029©gmail.com Mail Telephone Fax In Person REMARKS Provide Manufactures Installation Instructions By: Stephen Miller Enclosures: EsGil 2/6/2020 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 EsG* A SAFEbuitt'Company DATE: 3-20-20 JURISDICTION: Carlsbad O APPLICANT L3 JURIS. PLAN CHECK #.: (BC2020-0044 PROJECT ADDRESS: 2819 Loker Ave. SET:11F11 PROJECT NAME: Acushnet Equipment Installation 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. Lj 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. El The applicant's copy of the check list has been sent to: LI 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: Dave Minto Telephone #: 626-966-8666 Date contacted: (by: ) Email: dminto29gmail.com Mail Telephone Fax In Person El REMARKS: By: Stephen Miller Enclosures: EsGil 2/6/2020 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad CBC2020-0044 3-20-20 PLAN REVIEW CORRECTION LIST COMMERCIAL PLAN CHECK #.: CBC2020-0044 OCCUPANCY: F-i DATE PLANS RECEIVED BY JURISDICTION: 2/4/2020 DATE INITIAL PLAN REVIEW COMPLETED: 3-20-20 JURISDICTION: Carlsbad USE: Manufacturing DATE PLANS RECEIVED BY ESGIL CORPORATION: 2/6/2020 PLAN REVIEWER: Stephen Miller FOREWORD (PLEASE READ): 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 2019 CBC, which adopts the 2018 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 2018 International Building Code, the approval of the plans does not permit theviolation 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 CBC2020-0044 3-20-20 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. BUILDING AND LIFE SAFETY REQUIREMENTS Please provide the UL listing and or manufacturer's installation information on the plans, for all new equipment to be installed. Show all electrical requirements, plumbing requirements, exhaust or mechanical requirements, operational weight, anchorage and seismic restraints if required etc. Section .107.2. Show on the plans. The TUV document doesn't work as there isn't ULdocumentation provided. Show the manufactures installation instructions on the plans. Show details on the plans for the fastening of the new equipment as recommended by the manufacturer. 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 Stephen Miller at Esgil. Thank you. EsGil A SAFEbui1t'Company DATE: 3-20-20 0 APPLICANT 0 JURIS. JURISDICTION: Carlsbad PLAN CHECK #.: CBC2020-0044 SET: II PROJECT ADDRESS: 2819 LokerAve. PROJECT NAME: Acushnet Equipment Installation LI The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's 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. 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. D 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: LI 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: Dave Minto Telephone #: 626-966-8666 Date contacted: (by: ) Email: dminto29©gmail.com Mail * Telephone Fax In Person LI REMARKS: By: Stephen Miller Enclosures: EsGil 2/6/2020 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad CBC2020-0044 3-20-20 PLAN REVIEW CORRECTION LIST COMMERCIAL PLAN CHECK #.: CBC2020-0044 OCCUPANCY: F-i DATE PLANS RECEIVED BY JURISDICTION: 2/4/2020 DATE INITIAL PLAN REVIEW COMPLETED: 2/24/2020 FOREWORD (PLEASE READ): JURISDICTION: Carlsbad USE: Manufacturing DATE PLANS RECEIVED BY ESGIL CORPORATION: 2/6/2020 PLAN REVIEWER: Stephen Miller 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 2019 CBC, which adopts the 2018 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 2018 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 CBC2020-0044 3-20-20 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. BUILDING AND LIFE SAFETY REQUIREMENTS Please provide the UL listing and manufacturer's installation information on the plans for all new equipment to be installed. Show all electrical requirements, plumbing requirements, exhaust or mechanical requirements, operational weight, anchorage and seismic restraints if required etc. Section 107.2. Show on the plans. 2. Show details on the plans for the fastening of the new equipment as recommended by the manufacturer and specify that special inspection is required on the plans. 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 Stephen Miller at Esgil. Thank you. Carlsbad CBC2020-0044 3-20-20 [DO NOT PAY— THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK#.: CBC2020-0044 PREPARED BY: Stephen Miller DATE: 3-20-20 BUILDING ADDRESS: 2819 Loker Ave. BUILDING OCCUPANCY: F-i BLflLDING PORTION AREA (Sq. FL) Valuation Multiplier Reg. Mod. VALUE ($) TI 20,000 Air Conditioning Fire Sprinklers TOTAL VALUE 20,000 Jurisdiction Code 1cb 1y Ordinance 1997 UBC Building Permit Fee [] 1997 USC Plan Check Fee jyJ I Al 4W TWe of Review: F Complete Review I- Structural Only I— Repetitive Fee . F-1] Repeats V r Other r Hourly 1© EsGil Fee I V I $132.141 Comments: Sheet 1 of 1 S S DATE: 2/24/2020 JURISDICTION: Carlsbad PLAN CHECK #.: CBC2020-0044 EsGil A SAFEbuitt'Company SET:I 0,-APPLICANT /1 JURIS. PROJECT ADDRESS: 2819 Loker Ave. PROJECT NAME: Acushnet Equipment Installation EJ The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. EJ 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. 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. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Dave Minto Telephone #: 626-966-8666 Date contacted :9 \aby) Email: dm1nt029©gmail.com Mail Telephone Fax In Person LI REMARKS: By: Jason Pasiut Enclosures: EsGil 2/6/2020 S 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad CBC2020-0044 2/24/2020 PLAN REVIEW CORRECTION LIST COMMERCIAL PLAN CHECK #.: CBC2020-0044 OCCUPANCY: F-i DATE PLANS RECEIVED BY JURISDICTION: 2/4/2020 DATE INITIAL PLAN REVIEW COMPLETED: 2/24/2020 FOREWORD (PLEASE READ): JURISDICTION: Carlsbad USE: Manufacturing DATE PLANS RECEIVED BY ESGIL CORPORATION: 2/6/2020 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 2019 CBC, which adopts the 2018 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 2018 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 CBC2020-0044 2/24/2020 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. BUILDING AND LIFE SAFETY REQUIREMENTS Please provide the UL listing and manufacturer's installation information for all new equipment to be installed. Show all electrical requirements, plumbing requirements, exhaust or mechanical requirements, operational weight, anchorage and seismic restraints if required etc. Section 107.2. 2. It appears hat 5 electric panels are being altered. Please clearly show how these panels are being altered. Show which panel will power the new equipment. Show details for the fastening of the new equipment as recommended by the manufacturer and specify if special inspection is proposed. Sheets E2.1, E3.1, and E3.2 are missing from the set. There are detail call outs for these sheets on sheet E1.0. Please clarify. 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. Carlsbad CBC2020-0044 2/24/2020 [DO NOT PAY— THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK #.: CBC2020-0044 PREPARED BY: Jason Pasiut DATE: 2/24/2020 BUILDING ADDRESS: 2819 Loker Ave. BUILDING OCCUPANCY: F-i BUILDING PORTION AREA (Sq. Ft) Valuation Multiplier Reg. Mod. VALUE ($) TI 20,000 Air Conditioning Fire Sprinklers TOTAL VALUE 20,000 Jurisdiction Code Icb Ordinance 1997 UBC Building Permit Fee LJ 1997 USC Plan Check Fee N TWe of Review: P complete Review r Structural Only r Repetitive Fee FE Repeats p. r Other r Hourly EsGil Fee I F I $132.141 Comments: Sheet 1 of 1 Carlsbad CBC2020-0044 2/24/2020 Please make all corrections, as requested in the correction list. Submit FOU e complete sets of plans for commercial/industrial projects (THREE sets of plans r residential projects). For expeditious processing, corrected sets can be submitte one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602- 2700. The City will route the plans to EsGil and the Carlsbad Planning, Engineering and Fire Departments. Bring TWO corrected set of plans and calculations/reports to EsGil, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil is complete. BUILDING AND LIFE SAFETY REQUIREMENTS Please provide the UL listing and manufacturer's installation information for all new equipment to be installed. Show all electrical requirements, plumbing requirements, exhaust or mechanical requirements, operational weight, anchorage and seismic restraints if required etc. Section 107.2. 5in' d .5lv'iiar4vis) #,,g It appears hat 5 electric panels are being altered. Please clearly show how these panels are being altered. Show which panel will power the new equipment. '' i - g4/1/,4p,$c5 dAl — /pe'ij A- Show details for the fastening of the new equipment as recommended by the manufacturer and specify if special inspection is proposed. 5t'J Sheets E2.1, E3.1, and E3.2 are missing from the set. There are detail caD outs for these sheets on sheet E1.0. Please clarify. —,d-7W5 0-o ia r 1Iii i-kb 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 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. 5tructural Engineering 1815 WrIght Ave La Verne, Co. 91750 Tel: 909-59-1351 Fax: 909-596-7186 Project Name: ACUSHNET COMPANY Project Number: SED-020520-27 Date: 02/07/20 Street Address: 2819 LOKER AVE E, City/State: CARLSBAD, CA 92010 Scope of Work: VLM FEB 072020 csCloW OOM;\ Sructurai Engineering & Design inc. 11115 Wright Ave-_ ve La Verne- CA 91750 Tel- 909.999 ,1351 Faz 909.593.8501 By: Bob S Project: Acushnet Project II; 020520-27 TABLE OF CONTENTS TitlePage .................................................................................................................. Tableof Contents....................................................................................................2 Design Data and Configuration .......................................................................3 Seismic& Static Loads ...........................................................................................4 Anchor.......................................................................................................................4 Slabon Grade ........................................................................................................... 5 Structural Engineering & Design 1915 Wright Ave-, La Verne, CA 91750 Tel- 2011-9119,1351 Fax: 909.5938561 By: Bob S Project: Acushnet Project #: 020520-27 Design Data Configuration: MEG RS 350.1.3250.8.498.26 291.8 in H x 152.6 Lx 65.8 D The analyses of the storage equipment conforms to the requirement of the 2019 CBC & ASCE 7-16 Anchor bolts shall be provided by installer per ICC reference on the calculations herein. The installer must provide any special inspection as called out on plans or calculations, or as required by the ICCC report indicated herein. All welds shall conform to AWS procedures, utilizing E70xx electrodes or similar. All such welds shall be performed in shop, with no field welding allowed other than those supervised by a licensed deputy inspector. The slab on grade is 5" thick with minimum 2500 psi compressive strength. Soil bearing capacity is 1000 psf. Configuration: MEG RS 350.1.3250.6.498.26 291.8 in H x 152.6 Lx 65.8 D Configuration D= 65.801n H= 291.80 in 1= 152.60 in Dead Load= 12,069 lb I Live Load= 9,500 lb H Anchors= (16) 1/2" diam x 3.75" Embed hilti Hit-RE 500 V3 #3814 per base Typical Carousel System Page Ss= 1.04 SI= 0.40 Fa= 1.09 Fv= 1.60 R= 4.00 Ip= 1.00 PLRF= 1.00 RE ap=. RE Rp=4.0 z/h= 0.00 0.9-0.2Sds= 0.750 T Ev=0.2Sds= 0.150 T Structural Engineering & Design Inc. 1815 Wñaht Ave.. La Verne, CA 91750 Tel: 909.696.1381 Fax: 909593.8561 By: Bob S Project: Acushnet Project #: 020520-27 Seismic Forces Configuration: MEG RS 350.1.3250.6.498.26 291.8 In H x 152.6 Lx 65.8 D Lateral analysis is performed with regard to 2019 CBC & ASCE 7-16 Veql2e.a= sosdl*W/R Veq la.3.1= 0.4 * ap * S53 * w * (1 + 2*z/h)/(Rp/Ip) V133.3= 0.3* SDS * Ip * W S= Fa * Ss * (2/3) = 0.74934 Veq12.8-2= 0.1873 Veq 13.3-1= 0.1873 Veq 13.3-3= 0.2248 Cs=Seismic Coeff= 0.2248 (Either Direction) V= 0.2248 W-DL= 12,069 lb W-U= 9,500 lb Weff= 21,569 lb V= 0.2248* (12069 lb + 9500 Ib) = 4,849 lb H= 291.8 in Depth= 65.8 in Movt= (V * H/2 + Ev*D12) * Q = 2,034,780 In-lb Load Case 1: (DL + IL + E) = 1,138,568 In-lb Load Case 2: (DL + E) V,j = 0.015 (RMI Sec 2.5.1.2) I "I D Carousel Side Elevation Mst= [(0.9-0.2Sds) * WDL + (0.9.0.2Sds)*WLL) ' D/2 = (12069 lb*0.75 + 9500 lb*0.75) * 65.8 In/2 = 532,215 In-lb Load Case 1: (0.9*DL + IL + E) = 297,803 In-lb Load Case 2: (DL + E) Ev= 0.15 * 21569 lb = 3,235 lb T= (Hoyt - Mst)/D = 22,835 lb Load Case 1: (0.9*DL + LL + E) = 12,778 lb Load Case 1: (0.9*DL + IL + E) Tmax= 22,835 lb per side Qty anchors per side= 8 per side Tension per anchor= 2,854 lb DeinandLoad Shear/Anchor*2.5= 758 lb DeniandLoad Anchor Check (16) 1/2' diam x 3.75" Embed Hilti Hit-RE 500 V3 anchor(s) unit. Special inspection is required per ICC #3814. Page w of www.hlltLus Profis Anchor 2.7.5 Company: Page: 1 Specifier: Project: Acushnet Address: Sub-Project I Pos. No.: Sed-020520-27 Phone I Fax: I Dale: 21712020 E-Mail: Specifiers comments: Machine Anchorage I Input data Anchor type and diameter: HIT-RE $00 V3 + HAS-E B? 112 Effective embedment depth: h5,,1 = 3.661 in. (heLlln5 = 3.750 in.) Material: ASTM A 193 Grade B7 Evaluation Service Report: ESR-3814 Issued I Valid: 11112017 11/1/2019 Proof: Design method ACI 318-14! Chem Stand-off installation: at, = 0.000 in. (no stand-off); t = 0.375 in. Anchor plate: lxxiv x = 2.500 in. x 2.500 In. x 0.375 in.; (Recommended plate thickness: not calculated Profile: Round bars (AlSC); (Lx W x T) = 0.063 in. x 0.063 in. x 0.000 in. Base material: cracked concrete. 2500. f, = 2500 psi; h = 5.000 In., Temp. shortilong: 32132 ¶ Installation: hammer drilled hole, Installation condition: Dry Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or c No. 4 bar Seismic loads (cat. C. D. E. or F) Tension load: yes (172.3.4.3 (d)) Shear load: yes (17.2.3.5.3 (C)) Geometry [in.] & Loading Lib, ln.lb] Input data and results must be checked for agreement with the existing conditions and for plaualbilttyl PROFIS Anchor (c) 2003-2005 Hill AG. FL-9494 Sthaan Hull is a registered Trademark of Hill AG. Schaan '12- www.hlltLus Company: Specifier: Address: Phone I Fax: E-Mail: Page: Project: Sub-Project I Pos. No.: Date: Profis Anchor 2.7.5 2 Acushnet Sed-020520-27 21712020 2 Load caselResutting anchor forces Load case: Design loads Anchor reactions jib] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 2854 758 0 758 max. concrete compressive strain: -1961 max. concrete compressive stress: - (psi resulting tension force in (xly)(0.000I0.000): 2854 (lbj resulting compression force in (,y)=(0.000/0.000): 0 [IbI 3 Tension load Load Nua [lb) Capacity 4 No jib] Utilization 16 = NJ4) Nn Status Steel Strength 2854 13301 22 OK Bond Strength** 2854 3306 87 OK Sustained Tension Load Bond Strength N/A N/A N/A NIA Concrete Breakout Strength 2854 2896 99 OK * anchor having the highest loading **anchor group (anchors in tension) 3.1 Steel Strength N ESR value refer to ICC-ES ESR-3814 Nse Nun AC1318-14 Table 173.1.1 Variables A90.N [in.2] zeta [psi] 0.14 125000 Calculations No. bJ 17735 Results N [lb) 4) 4) N [lb) Nus [lb) 17735 0.750 13301 2854 Input date and results must be checked for agreement with the existing condItions and for plausibility! PROFIS Anchor ( C) 2003-2009 HBO AG. FL-9494 Schaan HSI Is a registered lrademadcorHilli AG. Schaen www.hlitLus Company: Specifier: Address: Phone I Fax: E-Mail: Page: Project: Sub-Project I Pos. No.: Date: Profis Anchor 2.7.5 3 Acushnet Sed-020520-27 21712020 3.2 Bond Strength Na = () V edNa V cNa Nba 4i Na 2:Nea A = see ACI 318-14, Section 17.4.5.1, Fig. R 17.4.5.1(b) A (2CNa)2 ct,te =10d8 Niloo . 1 Iec .No = ()~1.o CHa Ca M!O Wed.Na0.7+0.3()' 1.0 9IcaNa= MAX (ca.flan 2n) 1.0 0je0ac Nba = X atk.cUN.ea1aITda h0. ACI 318-14 Eq. (17.4.5.1a) ACI 318-14 Table 17.3.1.1 ACI 318-14 Eq. (17.4.5.1c) ACI 318-14 Eq. (17.4.5.1d) ACI 318-14 Eq. (17.4.5.3) ACI 318-14 Eq. (17.4.5.4b) AC! 318-14 Eq. (17.4.5.5b) AC! 318-14 Eq. (17.4.5.2) Variables t kcunct [Psi] d0 [in.] h, [in.] ;.mrn funj T k.. [psi] 2300 0.500 3.661 W 1270 eCIN n.] e.2.N j1n.j Cns [m] a orN.aels 0.000 0.000 8.588 1.000 0.930 Calculations c [in.] A,4. [in.2] AN.0 [in2) UI ed.Na 7.197 207.21 207.21 1.000 UI aetNa *11 ec2.Na Na Nba Fib) 1.000 1.000 1.000 6782 Results Na [lb] bond $ saianttc $ $ Na [lb] N. jib] 6782 0.650 0.750 1.000 3306 2854 Input data and results must be checked for agreensuil with the exIstIng conditions and for plausibtiulyl PROFIS Anclior( C) 2003-2009 NaIl AG. FL-9494 Schaan Kilti 13 a registered Trademark of ItiI& AG, Schaan www.hlltl.us Profis Anchor 2.7.5 Company: Page: 4 Specifier: Project: Acushnet Address: Sub-Project I Pos. No.: Sed-020520-27 Phone I Fax: I Date: 21712020 E-Mail: 3.3 Concrete Breakout Strength NOb = ()Am 'I' ed.N 'V oN w cp.m No ANW ACI 318-14 Eq. (17.4.2.1 a) N,2! N 0 ACI 318-14 Table 17.3.1.1 ANc see ACI 318-14, Section 17.4.2.1, FIg. R 17.4.2.1(b) 9 h 2 at ACI 318-14 Eq. (17.42.1c) = 2 eN) 1.0 fIosN (1+1 ACI 318-14 Eq. (17.4.2.4) 0.7 + 0.3 (!)S 1.0 ACI 318-14 Eq. (17.4.2.5b) ___-__):9 1.0 w - - MAX 1.5h51 ACI 318-14 Eq. (17.4.2.7b) Nb = k ' hj ACI 318-14 Eq. (17.4.2.2a) Variables her [in.] e01w [in.] e (in.] C5xi (in.) tV cii 3.661 0.000 0.000 1.000 Cac [in.) is (psi) 8.588 17 1.000 2500 Calculations ANC (In."] ANCO (in.2j ecl,N 'V ec2,N 'P ed.N 'V cp.N No (Ib] 120.26 120.26 1.000 1.000 1.000 1.000 5941 Results Nch (Ib] 4cameta se'.sniic 4 nonaustiio 4 Nco Jib) N55 [ibi 5941 0.650 0.750 1.000 2896 2854 Input data and results must be checked for agreement with the existing conditions and for plausibility!PROFIS Anchor (C) 2003-20091-1111i AG. FL-9494 Schaan 1-11111 is registered Trademark of Hill AG, Schaan V•3 www.hlitLus Company: Specifier: Address: Phone I Fax: E-Mail: Page: Project: Sub-Project I Pos. No. Date: Profis Anchor 2.7.5 5 Acushnet Sed-020520-27 21712020 4 Shear load Load V,1 (lbl C'apaclty f VA jib] Utilization p, = VI$ V Status Steel Strength 758 6916 11 OK Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength (Concrete Breakout 758 8317 10 OK Strength controls)** Concrete edge failure In direction N/A N/A N/A NIA anchor having the highest loading**anchor group (relevant anchors) 4.1 Steel Strength Vea.eq = ESR value refer to ICC-ES ESR-381 4 0 Vow a Vus AC1318-14 Table 17.3.1.1 Variables A50 tifl.2] f140 slJ 0.14 125000 Calculations V501 [Ibi 10640 Results Vsseg [ib! 0 Mom 4 Von (Ib] V11 Fib] 10840 0.650 6916 758 4.2 Pryout Strength (Concrete Breakout Strength controls) Vcp = kcp MCI ) i,i eA,l 1J cN W cpN N51 ACI 318-14 Eq. (17.5.3.1a) V P V 5 ACi 318-14 Table 17.3.1.1 A see ACI 318.14, Section 17.4.2.1. Fig. R 17.4.2.1(b) A =9h, ACi318-14 Eq. (17.4.2.lc) 'VCC.N = ( +-!.0 AC1318-14 Eq. (17.4.2.4) I her lI ed.N = 0.7 + 0.3 ( CaAft L) !; 1.0 ACI 318-14 Eq. (17.4.2.5b) ll cp.N = MAX( ca non , i.!.t1) 1.0 ACi 318-14 Eq. (17.4.2.7b) c15 c 5 N5 = KX. 4? hf ACi 318-14 Eq. (17.4.2.2a) Variables h [n.] eCIN [in.] e.N un.! Ca [in.] 2 3.661 0.000 0.000 MI cN Co. [In.] it. [psi] 1.000 8.588 17 1.000 2500 Calculations AN, (in.2] ANus [1(1.21 MI ecl.N MI 102.11 'It ce.N N5 11131120.26 V ed,N 120.26 1.000 1.000 1.000 1.000 5941 Results V p (Ib] conaele 0 sel!nhlc nonducUe $ V9 [lb] Vua [lbj 11881 0.700 1.000 1.000 8317 758 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROMS Anchor( C) 2003-25)9 huh AG. FL-9494 Schean Hihitsa registered Trademark of IhiIU AG. Schesn çf.c www.hlltius Profis Anchor 2.7.5 Company: Page: 8 Specifier: Project: Acushnet Address: Sub-Project I Pos. No.: Sed-020520-27 Phone I Fax: I Date: 217/2020 E-Mail: 5 Combined tension and shear loads ON v Utilization PN.V t%J Status 0.985 0.110 1.000 92 OF ONV = (3p + ) /1.2 <= 1 6 Warnings The anchor design methods In PROMS Anchor require rigid anchor plates per current regulations (ETAG 001/Annex C. EOTA TR029, etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROMS 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 plausibility! Condition A applies when supplementary reinforcement is used. The liD 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 Pryout Strength. Refer to your local standard. Design Strengths of adhesive anchor systems are influenced by the cleaning method. Refer to the INSTRUCTIONS FOR USE given In the Evaluation Service Report 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 ), or Section 17.2.3.5.3(c). Section 17.2.3.4.3 (b) (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) / Section 17.2.3.5.3 (b) waive the ductility requirements and require the anchors to be designed for the maximum tension I shear that can be transmitted to the anchors by a non-yielding attachment. Section 17.2.3.4.3(d)! 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 I shear obtained from design load combinations that Include E, with E increased by 00• Installation of Huh adhesive anchor systems shall be performed by personnel trained to Install Hilti adhesive anchors. Reference ACI 318-14, Section 17.8.1. Fastening meets the design criteria! Input date and results must be checked for agreement with the existing conditions and for plausibility! PROPS Anchor (C )2003-2009 Mliii AG, FL-9494 Schaan Mliii lea mgistered Trademark of Mliii AG, Schoan v7 Structural Engineering & Design Inc. 1815 Wright Ave.. La Verne. CA 91750 Tel: 909.596.1361 Faic 909.593.8561 By: Bob S Project: Acushnet Project #: 020520-27 Slab on Grade Configuration: MEG RS 350.1.3250.6.498.26 291.8 in H x 152.6 Lx 65.8 D Base Assembly Base width=B= 4.00 in Base Length=D= 5.50 in Concrete ft= 2,500 psi tslab=t= 5.0 in phi=0= 0.60 Soil fsoil= 1,000 psf L Movt= 2,034,780 in-lb ~TMJW]Wva "0 Frame depth= 65.80 in # cotumns=N= 8 Load Case 1: Product + Seismic Product DL= 1,509 lb P-seismic=E= Movt/Frame depth (Strength Design Loads) Product LL= 1,188 lb = 7,731 lb Pu= 1.2PDL + 1.OPLL + 1.0*E Fpunct= 2.66*phi*sqrt(rc) = 10,729 lb = 79.8 psi Apunct= [(B+t)+(D+t)J*2*t fv/Fv= Puf(Apunct*Fpunct) = iQn InA7 = 0.69 <1.00K Asoil= (p*144)/(fgil) = 1,545 jflA2 x= (L-y)/2 = 12.3 in Fb= 5*(phi)*(fc)AO.5 Load Case 2: Static Loads L= (Asoll)"0.5 = 39.31 in M= w*xI2/2 = (fSoil*x2)/(144*2) = 526th-lb y= (BaD)110.5 + t*2 = 14.7 in S-slab= 1*tA2/6 = 4.17 In A3 fb/Fb= Mf(Sslab*Fb) = 0.84 <1.0 OK PDL= 1,509 lb PLL= 1,1881b Pd= 1.21PDL + 1.6*PLL = 3,710 lb Apunct= ((B+t)+(D+t)]*2*t = 195 lnA2 Slab Bending Asoll= (Pu*144)/(fsoll) = 534 ln"2 x= (L-y)/2 = 4.2 in Fb= 5*(phi)*(rc)0.5 = 150. psi L= (AsoIl)'0.5 = 23.11 in M= w*x2/2 (Isoil*x2)/(144*2) = 62 in-lb Fpunct= 2.66*phl*sqrt(f'c) = 79.8 psi fv/Fv= Pu/(Apunct*Fpunct) = 0.24 <1.00K y= (B*D)AO.5 + t*2 = 14.7 in S-slab= 1*t2/6 = 4.17 in A3 fbfFb= M/(Sslab*Fb) = 0_10 <1.0,0K Page cot Structural Engineering & Design Inc. 1816 Wright Ave., La Verne, CA 91760 Tel: 909.596.1351 Fax: 909.593.8561 APPENDIX fl2.flflflfl DIVISION: 0500 00-METALS - - SECTION: 0505 19-POST-INSTALLED CONCRETE ANCHORS = - REPORT HOLDER -- ' .HILTI, INC. 7250 DALLAS PARKWA';SU1TE 1000 - - PIANO, TEXASI -024kgf - - - - EVALUATION SUBJECT HILTI HIT-RE 500 D POST-INST RCING BAR CONNECTIONS IN CRACKED IDUNCRACKE • 'cc PMG LISTED Look for the trusted marks of Conformity! "2014 Recipient of Prestigious Western States Seismic Policy Council liii IMPATICUL (WSSPC) Award in Excellence" A Subsidiary of CODE comir 1CC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not I 2 cam 0C A.C."M specifically addressea nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to anyfinding or other matter in this report, or as to any product covered by the report. Copyright 0 2017 ICC Evaluation Service, LLC. All rights reserved. ICC-ES Evaluation Report ESR-3814 Reissued January 2017 This report is subject to renewal January 2019. www.icc-es.orci I (800) 423-6587 I (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 0300 00—CONCRETE Section: 03 16 00—Concrete Anchors DIVISION: 050000—METALS Section: 0505 19—Post-installed Concrete Anchors REPORT HOLDER: HILTI, INC. 7250 DALLAS PARKWAY, SUITE 1000 PLANO, TEXAS 75024 (918) 872-8000 www.us.hiltl.com HiltiTechEncius.hlltI.com EVALUATION SUBJECT: HILTI HIT-RE 500 V3 ADHESIVE ANCHORS AND POST- INSTALLED REINFORCING BAR CONNECTIONS IN CRACKED AND UNCRACKED CONCRETE 1.0 EVALUATION SCOPE Compliance with the following codes: 2015, 2012, 2009 and 2006 International Building Code® (IBC) 2015, 2012, 2009 and 2006 International Residential Code® (IRC) 2013 Abu Dhabi International Building Code (ADIBC)t tThe AOIBC Is based on the 2009 IBC. 2009 IBC code sections referenced in this report are the same sections In ADIBC. Property evaluated: Structural 2.0 USES The Hilti HIT-RE 500 V3 Adhesive Anchoring System and Post-Installed Reinforcing Bar System are used to resist static, wind and earthquake (Seismic Design Categories A through F) tension and shear loads in cracked and uncracked normal-weight concrete having a specified compressive strength, fc, of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa) [minimum of 24 MPa is required under ADIBC Appendix L, Section 5.1.1]. The anchor system complies with anchors as described in Section 1901.3 of the 2015 IBC, Section 1909 of the 2012 IBC and is an alternative to cast-in-place anchors described in Section 1908 of the 2012 IBC. and Sections 1911 and 1912 of the 2009 and 2006 IBC. The anchor systems may also be used where an engineered design is submitted in accordance with Section R301.1.3 of the lRC: The post-installed reinforcing bar system is an alternative to cast-in-place reinforcing bars governed by ACI 318 and IBC Chapter 19. 3.0 DESCRIPTION 3.1 General: The Hilti HIT-RE 500 V3 Adhesive Anchoring System and Post-Installed Reinforcing Bar System are comprised of the following components: Hilti HIT-RE 500 V3 adhesive packaged in foil packs Adhesive mixing and dispensing equipment Equipment for hole cleaning and adhesive injection The Hilti HIT-RE 500 V3 Adhesive Anchoring System may be used with continuously threaded rod, Hilti HIS-(R)N internally threaded inserts or deformed steel reinforcing bars as depicted in Figure 4. The Hilti HIT-RE 500 V3 Post-Installed Reinforcing Bar System may only be used with deformed steel reinforcing bars as depicted in Figures 2 and 3. The primary components of the Hilti Adhesive Anchoring and Post-Installed Reinforcing Bar Systems, including the . Hilti HIT-RE 500 V3 Adhesive, I-IIT-RE-M static mixing nozzle and steel anchoring elements, are shown in Figure 6 of this report. The manufacturer's printed Installation instructions (MPh), as included with each adhesive unit package, are replicated as Figure 9A and 9B. 3.2 Materials: 3.2.1 Hiltl HIT-RE 500 V3 Adhesive: Hilti HIT-RE 500 V3 Adhesive is an injectable, two-component epoxy adhesive. The two components are separated by means of a dual-cylinder foil pack attached to a manifold. The two components combine and react when dispensed through a static mixing nozzle attached to the manifold. Hilti HIT-RE 500 V3 is available in 11.1-ounce (330 ml), 16.9-ounce (500 ml), and 47.3-ounce (1400 ml) foil packs. The manifold attached to each foil pack is stamped with the adhesive expiration date. The shelf life, as indicated by the expiration date, applies to an unopened foil pack stored in a dry, dark environment and in accordance with Figure 9A. MC-ESli\'aluatIon Reports are not to he cotistnsedos representing aesthetics or any other attributes not specifically addresss4 nor are they to be construed as an endorsement of the subject of the report or a recomn:engfaiton for Its use. There is no warranty by [CC Evaluation Service. LIZ. express or Implied. as to any finding or other matter In this report, eras to any product covered by the report. Copyright 2017 ICC Evaluation Service. I.I.C. All rights reserved. Page 1 0t45 ESR-3814 I Most Widely Accepted and Trusted Page 2 of 45 3.2.2 Hole Cleaning Equipment: 3.2.2.1 Standard Equipment: Standard hole cleaning equipment, comprised of steel wire brushes and air nozzles, is described in Figure 9A of this report. 3.2.2.2 Hilti Safe-SeV' System: For the elements described in Sections 3.2.5.1 through 3.2.5.3 and Section 3.2.6, the Hilti TE-CD or TE-YD hollow carbide drill bit with a carbide drilling head conforming to ANSI B212.15 must be used. When used in conjunction with a Hilti VC 20/40 vacuum, the Hilti TE-CD or TE-YD drill bit will remove the drilling dust, automatically cleaning the hole. Available sizes for Hilti TE-CD or TE-YD drill bit are shown in Figure 9A. 3.2.3 Hole Preparation Equipment: 3.2.3.1 Hilti Safe,SetIM System: TE-YRT Roughening Tool: For the elements described in Sections 3.2.5.1 through 3.2.5.3 and Tables 9, 12, 17, 20, and 29, the Hilti TE-YRT roughening tool with a carbide roughening head is used for hole preparation in conjunction with holes core drilled with a diamond core bit as illustrated In Figure 5. 3.2.4 Dispensers: Hilti HIT-RE 500 V3 must be dispensed with manual, electric, or pneumatic dispensers provided by Hilti. 3.2.5 Anchor Elements: 3.2.5.1 Threaded Steel Rods: Threaded steel rods must be clean, continuously threaded rods (all-thread) in diameters as described in Tables 6 and 14 and Figure 4 of this report. Steel design information for common grades of threaded rods is provided in Table 2. Carbon steel threaded rods must be furnished with a 0.0002-inch4hick (0.005 mm) zinc electroplated coating complying with ASTM B633 SC 1 or must be hot-dipped galvanized complying with ASTM A153, Class C or D. Stainless steel threaded rods must comply with ASTM F593 or ISO 3506 A4. Threaded steel rods must be straight and free of indentations or other defects along their length. The ends may be stamped with identifying marks and the embedded end may be blunt cut or cut on the bias to a chisel point. 3.2.5.2 Steel Reinforcing Bars for use In Post-Installed Anchor Applications: Steel reinforcing bars are deformed bars as described in Table 3 of this report. Tables 6, 14, and 22 and Figure 4 summarize reinforcing bar size ranges. The embedded portions of reinforcing bars must be straight, and free of mill scale, rust, mud, oil, and other coatings (other than zinc) that may impair the bond with the adhesive. Reinforcing bars must not be bent after installation, except as set forth in ACI 318-14 26.6.3.1(b) or ACI 318-11 7.3.2, as applicable, with the additional condition that the bars must be bent cold, and heating of reinforcing bars to facilitate field bending is not permitted. 3.2.5.3 Hilti HIS-N and HIS-RN inserts: Hilti HIS-N and HIS-RN inserts have a profile on the external surface and are internally threaded. Mechanical properties for Hilti HIS-N and HIS-RN inserts are provided In Table 4. The Inserts are available in diameters and lengths as shown in Table 26 and Figure 4. Hilti HIS-N inserts are produced from carbon steel and furnished with a 0.0002-inch-thick (0.005 mm) zinc electroplated coating complying with ASTM B633 SC 1. The stainless steel Hilti HIS-RN inserts are fabricated from X5CrNiMo17122 K700 steel conforming to DIN 17440. Specifications for common bolt types that may be used in conjunction with Hilti HIS-N and HIS-RN inserts are provided in Table 5. Bolt grade and material type (carbon, stainless) must be matched to the insert. Strength reduction factors, q$, corresponding to brittle steel elements must be used for Huh His-N and HIS-RN inserts. 3.2.5.4 Ductility: In accordance with ACI 318-14 2.3 or ACI 318-11 D.1, as applicable, in order for a steel element to be considered ductile, the tested elongation must be at least 14 percent and reduction of area must be at least 30 percent. Steel elements with a tested elongation of less than 14 percent or a reduction of area of less than 30 percent, or both, are considered brittle. Values for various steel materials are provided in Tables 2, 3, 4, and 5 of this report. Where values are nonconforming or unstated, the steel must be considered brittle. 3.2.6 Steel Reinforcing Bars for Use in Post-Installed Reinforcing Bar Connections: Steel reinforcing bars used in post-Installed reinforcing bar connections are deformed bars (rebar) as depicted in Figures 2 and 3. Tables 31, 32, 33, and Figure 4 summarize reinforcing bar size ranges. The embedded portions of reinforcing bars must be straight, and free of mill scale, rust, mud, oil, and other coatings that may impair the bond with the adhesive. Reinforcing bars must not be bent after installation, except as set forth in ACI 318-14 26.6.3.1(b) or ACI 318-117.3.2. as applicable, with the additional condition that the bars must be bent cold, and heating of reinforcing bars to facilitate field bending is not permitted. 3.3 Concrete: Normal-weight concrete must comply with Sections 1903 and 1905 of the IBC, as applicable. The specified compressive strength of the concrete must be from 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa) [minimum 24 MPa required under AOl BC Appendix L, Section 5.1.11, 4.0 DESIGN AND INSTALLATION 4.1 Strength Design of Post-Installed Anchors: Refer to Table I for the design parameters for specific installed elements, and refer to Figure 5 and Section 4.1.4 for a flowchart to determine the applicable design bond strength or pullout strength. 4.1.1 General: The design strength of anchors complying with the 2015 IBC, as well as Section R301.1.3 of the 2015 lRC must be determined in accordance with ACI 318-14 Chapter 17 and this report. The design strength of anchors under the 2012, 2009 and 2006 IBC, as well as the 2012. 2009 and 2006 IRC must be determined in accordance with ACI 318-11 and this report. A design example according to the 2015 IBC based on ACI 318-14 is given in Figure 7 of this report. Design parameters are based on ACI 318-14 for use with the 2015 IBC, and ACI 318-11 for use with the 2012, 2009 and 2006 IBC unless noted otherwise In Sections 4.1.1 through 4.1.11 of this report. The strength design of anchors must comply with ACI 318-14 17.3.1 or ACI 318-11 0.4.1 as applicable, except as required in ACI 318-14 17.2.3 or ACI 318-11 D.3.3, as applicable. Design parameters, are provided In Table 6 through Table 30. Strength reduction factors, q$, as given in ACI 318-14 17.3.3 or ACI 318-11 0.4.3, as applicable, must be used for load combinations calculated in accordance with Section 1605.2 of the IBC or ACI 318-14 5.3 or ACI 318-11 9.2, as applicable. Strength reduction factors. Ø as given in ACI 318-11 0.4.4 must be used for load combinations calculated in accordance with ACI 318-11 Appendix C. ESR-3814 I Most Widely Accepted and Trusted Page 3 of 45 4.1.2 Static Steel Strength in Tension: The nominal static steel strength of a single anchor in tension, N38, in accordance with ACI 318-14 17.4.1.2 or ACI 318-11 Section 0.5.1.2, as applicable, and the associated strength reduction factors, çl in accordance with ACI 318-14 17.3.3 or ACI 318-11 Section D.4.3, as applicable, are provided in the tables outlined in Table 1 for the anchor element types included In this report. 4.1.3 Static Concrete Breakout Strength in Tension: The nominal concrete breakout strength of a single anchor or group of anchors in tension, Ncb or N, must be calculated In accordance with ACI 318-14 17.4.2 or ACI 318-11 0.5.2. as applicable, with the following addition: The basic concrete breakout strength of a single anchor in tension, Nb, must be calculated in accordance with ACI, 318-14 17.4.2.2 or ACI 318-11 0.5.2.2, as applicable using the values of k,, and kcmv as described in this report. Where analysis indicates no cracking In accordance with ACI 318-14 17.4.2.6 or ACI 318-11 D.5.2.6, as applicable. Nb must be calculated using kc,u,K, and PcN = 1.0. See Table 1. For anchors in lightweight concrete, see ACI 318-14 17.2.6 or ACI 318-11 0.3.6, as applicable. The value of t' used for calculation must be limited to 8,000 psi (55 MPa) in accordance with ACI 318-14 17.2.7 or Ad 318-11 0.3.7, as applicable. Additional information for the determination of nominal bond strength in tension is given in Section 4.1.4 of this report. 4.1.4 Static Bond Strength In Tension: The nominal static bond strength of a single adhesive anchor or group of adhesive anchors in tension, N. or Nag, must be calculated in accordance with ACI 318-14 17.4.5 or ACI 318-11 D.5.5, as applicable. Bond strength values are a function of the concrete compressive strength, whether the concrete is cracked or uncracked, the concrete temperature range, the drilling method, and the installation conditions (dry or water-saturated, etc.). The resulting characteristic bond strength shall be multiplied by the associated strength reduction factor Om as follows: Od Dry ikuncror ir.ct Water-saturated Zk uncror 083 Hammer-drill 'cracked and Tkar Water-Sled hole Irk uncrOt Uncracked Underwater application lkuncrcr cr c'uw Core Drilled with Roughening Tool cracked and Dry __________ 'icuncrOr . k.cr A ¶Pd Water-saturated Drill Bit ,cr 'kuncror rk S or Hilti TE. CO or TE YD Hollow Uncracked Core Drilled Uncracked Dry UflCt _ Od Water-saturated 'rk.UflC( I4IS Figure 5 of this report presents a bond strength design selection flowchart. Strength reduction factors for determination of the bond strength are outlined in Table I of this report. Adjustments to the bond strength may also be made for increased concrete compressive strength as noted in the footnotes to the bond strength tables. 4.1.5 Static Steel Strength In Shear: The nominal static strength of a single anchor in shear as governed by the steel, V,, in accordance with ACI 318-14 17.5.1.2 or ACl 318-11 D.6.1.2, as applicable, and strength reduction factors, 4 In accordance with ACI 318-14 17.3.3 or ACI 318-11 0.4.3, as applicable, are given in the tables outlined in Table I for the anchor element types Included in this report. 4.1.6 Static Concrete Breakout Strength in Shear: The nominal static concrete breakout strength of a single anchor or group of anchors in shear, V, or Vd,g, must be calculated in accordance with ACI 318-14 17.5.2 or ACI 318-11 0.6.2, as applicable, based on information given in the tables outlined in Table 1. The basic concrete breakout strength of a single anchor in shear, Vb, must be calculated In accordance with ACI 318-14 17.5.2.2 or ACI 318-11 0.6.2.2, as applicable, using the values of d given in the tables as outlined in Table I for the corresponding anchor steel In lieu of d8 (2015, 2012 and 2009 IBC) and d0 (2006 IBC). In addition, her must be substituted for 4. In no case must 4 exceed 8d. The value of fc must be limited to a maximum of 8,000 psi (55 MPa) in accordance with ACI 318-14 17.2.7 or ACI 318-11 D.3.7, as applicable. 4.1.7 Static Concrete Pryout Strength In Shear: The nominal static pryout strength of a single anchor or group of anchors in shear, Vcp or V, must be calculated in accordance with ACI 318-14 17.5.3 or ACI 318-11 0.6.3, as appliàable. 4.1.8 interaction of Tensile and Shear Forces: For designs that include combined tension and shear, the interaction of tension and shear loads must be calculated in accordance with ACI 318-14 17.6 or ACI 318-11 D.7, as applicable. 4.1.9 Minimum Member Thickness, hmr,,, Anchor Spacing, Sr,IJn and Edge Distance, cmin: In lieu of ACI 318-14 17.7.1 and 17.7.3 or ACI 318-11 D.8.1 and 0.8.3, as applicable, values of Smu, and Cm!,, described in this report must be observed for anchor design and installation. Likewise, In lieu of ACI 318-14 17.7.5 or ACI 318-11 0.8.5, as applicable, the minimum member thicknesses, h,,,,, described in this report must be observed for anchor design and installation. For adhesive anchors that will remain untorqued, ACI 318-14 17.7.4 or ACI 318-11 D.8.4, as applicable, applies. For edge distances c8, and anchor spacing S8j, the maximum torque T,,,u,, shall comply with the following requirements: -'-- - - 4.1.10 Critical Edge Distance cac: In lieu of ACI 318-14 17.7.6 or ACI 318-11 0.8.6, as applicable, CCC must be determined as follows: 0.4 —h [3.1-0.7h E 41 C0 ef i;-. q. - Where [,!1_] need not be taken as larger than 2.4: and is the characteristic bond strength In uncraciced concrete stated in the tables of this report, whereby tki need not be taken as greater than: kuncr..,/ ESR-3814 I Most Widely Accepted and Trusted Page 4 of 45 4.1.11 Design Strength in Seismic Design Categories C, D, E and F: In structures assigned to Seismic Design Category C, D, E or F under the IBC or IRC, the design must be performed according to ACI 318-14 17.2.3 or ACI 318-11 Section 0.3.3, as applicable. Modifications to ACI 318-14 17.2.3 shall be applied under Section 1905.1.8 of the 2015 IBC. For the 2012 IBC, Section 1905.1.9 shall be omitted. Modifications to ACI 318 (-08. -05) 0.3.3 must be applied under Section 1908.1.9 of the 2009 IBC or Section 1908.1.16 of the 2006 IBC, as applicable. The nominal steel shear strength, V, must be adjusted by ay.sels as given in the tables summarized in Table I for the anchor element types included in this report. For tension, the nominal pullout strength Npr, or bond strength - must be adjusted by 0N.SJs. See Tables 8, 9, 11, 12, 16, 17, 19, 20, 24, 28 and 29. Modify AC! 318-11 Sections D.3.3.4.2, 0.3.3.4.3(d) and 0.3.3.5.2 to read as follows: AC! 318-11 0.3.3.4.2 - Where the tensile component of the strength-level earthquake force applied to anchors exceeds 20 percent of the total factored anchor tensile force associated with the same load combination, anchors and their attachments shall be designed In accordance with AC! 318-11 0.3.3.4.3. The anchor design tensile strength shall be determined in accordance with AC! 318- 11 0.3.3.4.4 Exception: 1. Anchors designed to resist wall out-of-plane forces with design strengths equal to or greater than the force determined in accordance with ASCE 7 Equation 12.11-1 or 12.14-10 shall be deemed to satisfy AC! 318-11 0.3.3.4.3(d). AC! 318-11 0.3.3.4.3(d) - The anchor or group of anchors shall be designed for the maximum tension obtained from design load combinations that include E, with E increased by Qo. The anchor design tensile strength shall be calculated from AC! 318-11 0.3.3.4.4. ACI 318-11 0.3.3.5.2 - Where the shear component of the strength-level earthquake force applied to anchors exceeds 20 percent of the total factored anchor shear force associated with the same load combination, anchors and their attachments shall be designed in accordance with AC! 318-11 0.3.3.5.3. The anchor design shear strength for resisting earthquake forces shall be determined in accordance with AC! 318-11 0.6. Exceptions: 1. For the calculation of the in-plane shear strength of anchor bolts attaching wood sill plates of bearing or non-bearing walls of light-frame wood structures to foundations or foundation stem walls, the in-plane shear strength in accordance with AC! 318-11 0.6.2 and 0.6.3 need not be computed and AC! 318-11 D.3.3.5.3 need not apply provided allot the following are satisfied: 1.1. The allowable In-plane shear strength of the anchor is determined in accordance with AF&PA NDS Table 1 1 for lateral design values parallel to grain. 1.2. The maximum anchor nominal diameter is 5, inch (16 mm). 1.3. Anchor bolts are embedded into concrete a minimum of 7 inches (178 mm). 1.4. Anchor bolts are located a minimum of 1/4 inches (45 mm) from the edge of the concrete parallel to the length of the wood sill plate. 1.5. Anchor bolts are located a minimum of 15 anchor diameters from the edge of the concrete perpendicular to the length of the wood sill plate. 1.6. The sill plate is 2-inch or 3-inch nominal thickness. For the calculation of the in-plane shear strength of anchor bolts attaching cold-formed steel track of bearing or non-bearing walls of light-frame construction to foundations or foundation stem walls, the in-plane shear strength In accordance with AC! 318-11 D.6.2 and D.6.3, need not be computed and ACI 318-11 0.3.3.5.3 need not apply provided all of the following are satisfied 2.1. The maximum anchor nominal diameter is 51s inch (16 mm). 2.2. Anchors are embedded Into concrete a minimum of 7 inches (178 mm). 2.3. Anchors are located a minimum of 14 inches (45 mm) from the edge of the concrete parallel to the length of the track. 2.4. Anchors are located a minimum of 15 anchor diameters from the edge of the concrete perpendicular to the length of the track. 2.5. The track is 33 to 68 mil designation thickness. Allowable in-plane shear strength of exempt anchors, parallel to the edge of concrete shall be permitted to be determined in accordance with AlSl SIOO Section E3.3. 1. In light-frame construction, bearing or nonbearing walls, shear strength of concrete anchors less than or equal to 1 inch 125 mm) in diameter attaching a sill plate or track to foundation or foundation stem wall need not satisfy AC! 318-11 0.3.3.5.3(a) through (c) when the design strength of the anchors is determined In accordance with AC! 318-11 0.6.2.1(c). 4.2 Strength Design of Post-Installed ReinforcIng Ears: 4.2.1 General: The design of straight post-installed deformed reinforcing bars must be determined in accordance with ACI 318 rules for cast-in place reinforcing bar development and splices and this report. Examples of typical applications for the use of post- installed reinforcing bars are illustrated in Figures 2 and 3 of this report. A design example in accordance with the 2015 IBC based on ACI 318-14 is given in Figure 8 of this report. 4.2.2 Determination of bar development length ir: Values of Id must be determined in accordance with the ACI 318 development and splice length requirements for straight cast-in place reinforcing bars. Exceptions: For uncoated and zinc-coated (galvanized) post- Installed reinforcing bars, the factor We shall be taken as 1.0. For all other cases, the requirements in AC! 318-14 25.4.2.4 orACI 318-1112.2.4 (b) shall apply. When using alternate methods to calculate the development length (e.g., anchor theory), the applicable factors for post-installed anchors generally apply. 4.2.3 Minimum Member Thickness, hmin, Minimum Concrete Cover, Cc,mln, Minimum Concrete Edge Distance, Cb,mln, Minimum Spacing, sb,m,flj: For post- installed reinforcing bars, there is no limit on the minimum member thickness. In general, all requirements on concrete cover and spacing applicable to straight cast-in ESR-3814 I Most Widely Accepted and Trusted Page 5 of 45 bars designed in accordance with ACI 318 shall be maintained. For post-Installed reinforcing bars installed at embedment depths, her, larger than 20d (her > 20d), the minimum concrete cover shall be as follows: db 5 No. 6(16MM) In. (30mm) No. 6<db9 NO. 10 (16mm < db S 32mm) 1946 In. (40mm) The following requirements apply for minimum concrete edge and spacing Ibr h01> 20d: Required minimum edge distance for post-installed reinforcing bars (measured from the center of the bar): co.,pjn = d0/2 + Cçmfn Required minimum center-to-center spacing between post- installed bars: Sb,mg, = d0 + Cc,,na, Required minimum center-to-center spacing from existing (parallel) reinforcing: 5b,m,n = db/2 (existing reinforcing) + d/2 + Cc,mM All other requirements applicable to straight cast-in place bars designed in accordance with ACI 318 shall be maintained. 4.2.4 Design Strength in Seismic Design Categories C, D, E and F: In structures assigned to Seismic Category C, D. E or F under the IBC or IRC, design of straight post-Installed reinforcing bars must take into account the provisions of ACI 318-14 Chapter 18 or ACI 318-11 Chapter 21 • as applicable. 4.3 Installation: Installation parameters are illustrated in Figures 1 and 4. Installation must be In accordance with ACI 318-14 17.8.1 and 17.8.2 or ACI 318-11 0.9.1 and D.9.2, as applicable. Anchor and post-installed reinforcing bar locations must comply with this report and the plans and specifications approved by the code official. Installation of the Hilti HIT-RE 500 V3 Adhesive Anchor and Post-Installed Reinforcing Bar Systems must conform to the manufacturer's printed installation instructions (MPII) Included in each unit package as provided in Figure 9A and 913 of this report. The MPII contains additional requirements for combinations of drill hole depth, diameter, drill bit type, hole preparation, and dispensing tools. 4.4 Special Inspection: Periodic special inspection must be performed where required in accordance with Section 1705.1.1 and Table 1705.3 of the 2015 and 2012 IBC, Section 1704.15 and Table 1704.4 of the 2009 IBC, or Section 1704.13 of the 2006 IBC, and this report. The special inspector must be on the jobsite initially during anchor or post-installed reinforcing bar installation to verify anchor or post-installed reinforcing bar type and dimensions, concrete type, concrete compressive strength, adhesive identification and expiration date, hole dimensions, hole cleaning procedures, spacing, edge distances, concrete thickness, anchor or post-installed reinforcing bar embedment, tightening torque and adherence to the manufacturers printed installation instructions. The special inspector must verify the initial installations of each type and size of adhesive anchor or post-installed reinforcing bar by construction personnel on site. Subsequent installations of the same anchor or post-installed reinforcing bar type and size by the same construction personnel are permitted to be performed in the absence of the special Inspector. Any change in the anchor or post-installed reinforcing bar product being Installed or the personnel performing the installation requires an initial inspection. For ongoing installations over an extended period, the special inspector must make regular Inspections to confirm correct handling and installation of the product. Continuous special inspection of adhesive anchors or post-installed reinforcing bar installed in horizontal or upwardly inclined orientations to resist sustained tension loads shall be performed in accordance with ACI 318-14 17.8.2.4, 26.7.1(h), and 26.13.3.2(c) or ACI 318-11 0.9.2.4, as applicable. Under the IBC, additional requirements as set forth in Sections 1705, 1706. and 1707 must be observed, where applicable. 5.0 CONDITIONS OF USE The Hilti HIT-RE 500 V3 Adhesive Anchor System and Post-Installed Reinforcing Bar System described in this report complies with or is a suitable alternative to what is specified In the codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 Hilti HIT-RE 500 V3 Adhesive anchors and post- installed reinforcing bars must be installed in accordance with the manufacturers printed installation instructions (MPII) as included in the adhesive packaging and provided In Figures 9A and SB of this report. 5.2 The anchors and post-installed reinforcing bars must be installed in cracked and uncracked normal-weight concrete having a specified compressive strength Ic = 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa) [minimum of 24 MPa is required under ADIBC Appendix L, Section 5.1.1]. 5.3 The values of Ic used for calculation purposes must not exceed 8,000 psi (55.1 MPa). 5.4 Anchors and post-installed reinforcing bars must be installed in concrete base materials in holes drilled using carbide-tipped drill bits manufactured with the range of maximum and minimum drill-tip dimensions specified in ANSI B212.15-1994, or diamond core drill bits, as detailed in Figure 9A. Use of the the Hilti TE-YRT Roughening Tool in conjunction with diamond core bits must be as detailed in Figure 9B. 5.5 Loads applied to the anchors must be adjusted in accordance with Section 1605.2 of the IBC for strength design. 5.6 Hilt! HIT-RE 500 V3 adhesive anchors and post- installed reinforcing bars are recognized for use to resist short- and long-term loads, including wind and earthquake, subject to the conditions of this report. 5.7 In structures assigned to Seismic Design Category C, D, E or F under the IBC or IRC, anchor strength must be adjusted in accordance in accordance with Section 4.1.11 of this report, and post-installed reinforcing bars must comply with section 4.2.4 of this report. 5.8 Hilt! HIT-RE 500 V3 adhesive anchors and post- installed reInforcing bars are permitted to be installed in concrete that is cracked or that may be expected to crack during the service life of the anchor, subject to the conditions of this report. SAN DIEGO REGIONAL I OFFICE USE ONLY HAZARDOUS MATERIALS I PLAN CHECK #_C RECORD ID #__________________________________ -I C2,w__eo-"f acc QUESTIONNAIRE I BPDATE ' iV1i?C) Contact Busines Name Bus X'a (1 , Telephone # P3c 2 dy 1.I'4 ,4 State A Zip Code I APN# Mailing Address City State Zip Code I Plan File# Project Contact Appli E-mail / / Telephone # J' -, The following questions represent the facility's activities, NOT the specific project descrlptl6h. PART I: FIRE DEPARTMENT -HAZARDOUS MATERIALS DIVISION: OCCUPANCY CLASSIFICATION: (not required for orolects within the City of Spi Diego): 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: Facility's Square Footage (including proposed project): /Oz).'000 - - - Explosive or Blasting Agents 5. Organic Peroxides 9. Water Reactives 13. Corrosives Compressed Gases 6. Oxidizers 10. Cryogenics 14. Other HealthzardSj Flammable/Combustible Liquids 7. Pyrophoncs 11. Highly Toxic or Toxic Materials 15. None of Thse Z 2020 Flammable Solids 8. Unstable Reactives 12. Radloactives - r Call (858) 505-6700 prior to the issuance of a building permit FEES ARE REQUIRED Project Completion Date: Expected Date of Occupancy: YES NO (for new construction or remodeling projects) 0 Is your business listed on the reverse side of this form? (check all that apply). 0 Will your business dispose of Hazardous Substances or Medical Waste in any amount? 0 fi2 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 Will your business use an existing or install an underground storage tank? 0 Will your business store or handle Regulated Substances (CaIARP)? 0 Will your business use or install a Hazardous Waste Tank System (Title 22, Article 10)? 0 J Will your business store petroleum in tanks or containers at your facility with a total facility storage capacity equal to or greater than 1,320 gallons? (California's Aboveground Petroleum Storage Act). f the answer to any of the Diego, CA 92123. 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See the reverse side of this form or APCD factsheet (www.sdaocd.ora/info/facts/oerrnits.odf) for typical equipment requiring an APCD permit. 0 0 (ANSWER ONLY IF QUESTION 5 IS YES) Will the project or associated construction equipment be located within 1,000 feet of a school boundary B,fly d s nbe business activities: Briefly describe proposed project: vz & P Cjcrtc- J I, I qlae unbcenatty of perjury that to the best of my knowledge and belief tile responses made herein are true and correct. - 0 of Owner or FIRE DEPARTMENT OCCUPANCY CLASSIFICATION: FOR OFFICAL. USE ONLY: DATE: I I BY: EXEMPT OR No FURTHER INFORMATION REQUIRED RELEASED FOR BUILDING PERMIT BUT NOT FOR OCCUPANCY RELEASED FOR OCCUPANCY COUNTVHMD* APCD COUNTY-HMD APCD COUNTY-HMD APCD A stamp in this box OnIV exempts businesses from completing or updating a Hazardous Materials Business Plan. Other permitting requirements may still apply. HM-9171 (08/15) County of San Diego - DEH - Hazardous Materials Division