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2525 EL CAMINO REAL; 102; CBC2018-0241; Permit
(bty of Carlsbad - - ?-- - Commercial, Permit. Permit Print Date: 01/25/2019 Permit No: CBC2018-0241 Job Address: 2525 El Camino Real, 102 Permit Type: BLDG-Commercial Work class: Tenant Improvement Status: Closed - Finaled Parcel No: 1563020900 Lot U: Applied: 05/01/2018 Valuation: $1,126,751.26 Reference U: Issued: 07/05/2018 Occupancy Group: Construction Type: Permit Finaled: U Dwelling Units: Bathrooms: Inspector: MColI Bedrooms: Orig. Plan Check U: Final Plan Check U: Inspection: 1/25/2019 2:42:59PM Project Title: Description: FOREVER 21: 24,226 SF RETAIL TO RETAIL TI Owner: Contractor: R P I CARLSBAD LP BOGART CONST-INACTIVE 1114 Avenue Of The Americas, Floor 45 12 Mauchly, Ste F New York, NV 10036-7700 Irvine, CA 92618-2317 214-660-5232 x215232 - BUILDING PERMIT FEE ($2000+) $3,786.73 BUILDING PLAN CHECK FEE (BLDG) $2,650.71 ELECTRICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL $1,510.00 GREEN BUILDING STANDARDS PLAN CHECK & INSPECTION $170.00 MECHANICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL $178.00 5B1473 GREEN BUILDING STATE STANDARDS FEE $46.00 STRONG MOTION-COMMERCIAL $315.49 Total Fees: $8,656.93 Total Payments To Date: $8,656.93 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 r .E FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: []PLANNING J ENGINEERING LI BUILDING LI FIRE HEALTH J HAZMATIAPCD Building Permit Application of 1635 Faraday Ave., Carlsbad, CA 92008 Plan Check NoQc2j l- 024 1 4City ' Est. Value .L.Ø 15 I Cdisbad Ph: 760-602-2719 Fax: 760-602-8558 Plan Ck. Deposit email: building@carlsbadca.gov www.carlsbadca.gov Date. JOB ADDRESS A)_- ECT 7r SUITE#/SPACE#/UNIT# I 10-2- APN - - LOT# PHASE# #OFUNITS 1 ,111EDROOMS #BATHROOMS ITENANT BUSINESS NAME ICONSTR.TYPE OCC. GROUP V€Q— 2- DESCRIPTION OF WORK: Include Square Feet of Affected Area(s) rc:jci L.. .EXISTING USE I P I ROE I GARAGE (SF) PATIOS (SF) I DECKS (SF) I FIREPLACE YES [D#. NOEl I AIR CONDITIONING IFIRESPRINKLERS YES LINO YESENOE APPLICANT NAME Primary Contact J72J tUO-V PROPERTY , LLC ADDRESS tO( \J2SIC) 4 14&1G2D ADDRESS (a Us- N o-re- +,&'- io I OTY STATE TO L—UCA- Lç 4I1Q CITY ZIP V( rX PHONE I FAX PHONE FAX I EMAIL I EMAIL % DESIGN PROFESSIONAL C44 A L CONTRA0+QR BU . IN ADDRESS Vu ADDRESS (çt) ,q OJjvC 1)Sre ax) CITY STATE ZIP cOo; CITY STATE ZIP PHONE zt' -1 'oS- ?ç) FAX PHONE (- (g't c) 'iç i'o EMAIL EMAIL s+ro € I STATE LIC. B r es 3 STATE LIC.# CLASS I CITY BUS. LICe 1174 (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)). IaOa° 3®&17U®Z1 Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: LI 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. LII 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. Policy No. Expiration Dale This section need not be completed if the permit is for one hundred dollars ($100) or less. LICertificate 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 flAGENT DATE 0o00301000 ()O O®(Z) thereby affirm that tam exempt from Contractor's License Law for the following reason: I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 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). El 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). fj 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. EYes LIwo 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 I 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): 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): ,.PROPERTY OWNER SIGNATURE LIAGENT DATE VM00 1907000 10 ®o 60 QOO@ IP130007E3 00av 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? D 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. (300OV000VOG)IG9 111300000 M0003V 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 oce (301OV011700OV000 I certitythatl have read the application and state thatthe above information isconactand thatthe information on the plans isaccurate. I agreeto complywith all City ordinances and State laws relattngto building construction. I hereby authorize representative of the City of Carlsbad to enter upon tiç above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, C AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY INCONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for exca tons o er5'O' deep and molition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the ilding cialurjderthep i ions 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 or if i orwk authoriz by such permit is suspended or abandoned at any time after the work is commenced for pe od of 180 days (Section 106.4.4 Uniform Building Code). ...'APPLICANT'S SIGNATURE , DATE S11 STOP: THIS SECTION NOT REQUIRED FOR BUILDING PERMIT ISSUANCE. Complete the following ONLY if a Certificate of Occupancy will be requested at final inspection. 4IrhIJ . ia c i a l Pr oj ects .Y1I' Fax (760) 602-8560, Email buiIding().carIsbadca.gov or Mail the completed form to City of Carlsbad, Building Division 1635 Faraday Avenue, Carlsbad, California 92008. CO#: (Office Use Only) CONTACT NAME OCCUPANT NAME ADDRESS BUILDING ADDRESS CITY STATE ZIP CITY STATE ZIP Carlsbad CA PHONE FAX EMAIL OCCUPANT'S BUS. LIC. No. DELIVERY OPTIONS 0 PICK UP: o CONTACT (Listed above) ci OCCUPANT (Listed above) CONTRACTOR (On Pg. 1) ASSOCIATED CB;# 0 MAIL TO: ci CONTACT (Listed above) o OCCUPANT (Listed above) CONTRACTOR (On Pg. 0 NO CHANGE IN USE / NO CONSTRUCTION 0 MAIL/ FAX TO OTHER: CHANGE OF USE/ NO CONSTRUCTION .APPLICANT'S SIGNATURE DATE Permit Type: BLDG-Commercial Application Date: 05/01/2018 Owner: R P I CARLSBAD LP Work Class: Tenant Improvement Issue Date: 07/05/2018 Subdivision: CARLSBAD TCT#76-18 Status: Closed - Finaled Expiration Date: 07/22/2019 Address: 2525 El Camino Real, 102 Carlsbad, CA 92008-1206 IVR Number: 11080 Scheduled Actual Inspecti on Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Date Checklist Item COMMENTS Passed BLDG-Building Deficiency Partial Yes BLDG-Building Deficiency 11/15/18, TCO granted in conjunction with Yes Fire. See card for final insp. requirements. BLDG-Mechanical Final Roof top HVAC Yes BLDG-Electrical Final EM, Illuminated exit signage Yes 01/03/2019 01/03/2019 BLDG-Final 080293.2019 Cancelled Michael Collins Reinspection Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency 1/03/19, cancelled per contractor No BLDG-Building Deficiency 11/15/18, TCO granted in conjunction with Yes Fire. See card for final insp. requirements. BLDG-Building Deficiency Partial Yes BLDG-Mechanical Final Roof top HVAC Yes BLDG-Electrical Final EM, Illuminated exit signage Yes 01/07/2019 01/07/2019 BLDG-Final 080609-2019 Failed Paul Burnette Reinspection Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency Partial Yes BLDG-Building Deficiency 11/15/18, TCO granted in conjunction with Yes Fire. See card for final insp. requirements. BLDG-Building Deficiency 1/03/19, cancelled per contractor No BLDG-Mechanical Final Roof top HVAC Yes BLDG-Electrical Final EM, Illuminated exit signage Yes 01/23/2019 01/23/2019 BLDG-Final 081805-2019 Cancelled Michael Collins Reinspection Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency 1/03/19, cancelled per contractor No BLDG-Building Deficiency Partial Yes BLDG-Building Deficiency 11/15/18, TCO granted in conjunction with Yes Fire. See card for final insp. requirements. BLDG-Mechanical Final Rooftop HVAC Yes BLDG-Electrical Final EM, Illuminated exit signage Yes 01/25/2019 01/25/2019 BLDG-Final ' 082212-2019 Passed Paul Bumette Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency Partial Yes BLDG-Building Deficiency 11/15/18, TCO granted in conjunction with Yes Fire. See card for final insp. requirements. BLDG-Building Deficiency 1/03/19, cancelled per contractor No BLDG-Mechanical Final Roof top HVAC Yes BLDG-Electrical Final EM. Illuminated exit signage Yes Complete Complete Complete Complete January 25, 20119 . Page 90/9 Permit Type: BLDG-Commercial Application Date: 05/01/2018 Owner: R P1 CARLSBAD LP Work Class: Tenant Improvement Issue Date: 07/05/2018 Subdivision: CARLSBAD TCT#76-18 Status: Closed - Finaled Expiration Date: 07/22/2019 Address: 2525 El Camino Real 102 Carlsbad, CA 92008-1206 IVR Number: 11080 * Scheduled Actual Date Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete 11/15/2018 11/15/2018 Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-Building Deficiency 10/30/18, back of house Yes BLDG-14 Fitting room walls Yes Frame-Steel-Bolting-Welding (Decks) BLDG-14 Corridor/restroom hard lid, restroom entry Yes Frame-Steel-Bolting-Welding walls (Decks) BLDG-14 Suspended soffit framing at Sales floor only Yes Frame-Steel-Bolting-Welding (Decks) BLDG-14 Walls only at Line 6 & B-G, B & 2-6, 1.5 & Yes Frame-Steel-Bolting-Welding E.5-F.1 (Decks) - BLDG-14 No Frame-Steel-Bolting-Welding (Decks) - BLDG-14 Restroom/Breakroom walls only Yes Frame-Steel-Bolting-Welding (Decks) BLDG-34 Rough Electrical Yes BLDG-84 Rough 076167-2018 Cancelled Michael Collins Reinspection Combo(14,24,34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency -. Yes BLDG-Building Deficiency 10/30/18, back of house Yes BLDG-14 Suspended soffit framing at Sales floor only Yes Frame-Steel-Bolting-Welding (Decks) BLDG-14 Restroom/Breakroom walls only Yes Frame-Steel-Bolting-Welding (Decks) BLDG-14 Fitting room walls Yes Frame-Steel-Bolting-Welding (Decks) BLDG-14 Corridor/restroom hard lid, restroom entry Yes Frame-Steel-Bolting-Welding walls (Decks) BLDG-14 Walls only at Line 6 & B-G, B & 2-6,1.5 & Yes Frame-Steel-Bolting-Welding E.5-F.1 (Decks) BLDG-14 No Frame-Steel-Bolting-Welding (Decks) BLDG-34 Rough Electrical Yes Complete BLDG-Final 076168-2018 Partial Pass Michael Collins Reinspection Incomplete Inspection January 25, 2019 Page 8 of 9 Permit Type: BLDG-Commercial ' Application Date: 05/01/2018 Owner: R P1 CARLSBAD LP Work Class: Tenant Improvement Issue Date: 07/05/2018 Subdivision: CARLSBAD TCT#76-18 Status: Closed - Finaled Expiration Date: 07/22/2019 Address: 2525 El Camino Real 102 Carlsbad, CA 92008-1206 lVRNumber: 11080 Scheduled Actual I Date Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete 11/05/2018 11/05/2018 BLDG-34 Rough 075138-2018 Partial Pass Michael Collins Reinspection Incomplete Electrical Checklist Item COMMENTS Passed BLDG-Building Deficiency Partial sub- feed Yes BLDG-Building Deficiency EMR emailed to SDGE Yes 11/06/2018 11/06/2018 BLDG-34 Rough 075324-2018 Partial Pass Michael Collins Reinspection Incomplete Electrical Checklist Item COMMENTS Passed BLDG-Building Deficiency - Partial sub- feed Yes BLDG-Building Deficiency EMR emailed to SDGE Yes BLDG-Building Deficiency 11/06/18, prelim final EM/Exit signage Yes 11/09/2018 11/09/2018 BLDG-34 Rough 075746-2018 Partial Pass Michael Collins Renspection Incomplete - Electrical Checklist Item COMMENTS Passed BLDG-Building Deficiency 11/06/18, prelim final EM/Exit signage Yes BLDG-Building Deficiency Partial sub- feed • Yes BLDG-Building Deficiency EMR emailed to SDGE - Yes BLDG-44 075747-2018 Partial Pass Michael Collins Reinspection Incomplete Rough/Ducts/Dampe rs Checklist Item COMMENTS . - Passed BLDG-Building Deficiency Storage Rm HVAC ducts. See card Yes 11/13/2018 11/13/2018 BLDG-Final 075933-2018 Partial Pass Michael Collins Reinspection Incomplete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency Partial Yes BLDG-Mechanical Final Rooftop HVAC Yes BLDG-Electrical Final ' EM, Illuminated exit signage Yes 11/14/2018 11/14/2018 BLDG-84 Rough 076035.2018 Failed • Michael Collins Reinspection Complete Combo(14,24,34,44) January 25, 2019 Page 7of9 I Permit Type: BLDG-Commercial Application Date: 05/01/2018 Owner: R P1 CARLSBAD LP Work Class: Tenant Improvement Issue Date: 07/05/2018 Subdivision: CARLSBAD TCT#76-18 Status: Closed - Finaled Expiration Date: 07/22/2019 Address: 2525 El Camino Real 102 Carlsbad, CA 92008-1206 lVR Number: 11080 Scheduled Actual Date Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Checklist Item COMMENTS Passed BLDG-Building Deficienóy Not ready No BLDG-14 At Go Back Rm only Yes Frame-Steel-Bolting-Welding (Decks) BLDG-34 Rough Electrical Yes 10/22/2018 10/22/2018 BLDG-34 Rough 073764-2018 Partial Pass Michael Collins Reinspection Incomplete Electrical Checklist Item COMMENTS Passed BLDG-Building Deficiency EMR emailea to SDGE Yes 10/30/2018 10/30/2018 BLDG-84 Rough 074597-2018 Partial Pass Michael Collins Reinspection Incomplete Combo(14,24,34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-Building Deficiency 10/30/18, back of house Yes BLDG-14 Fitting room walls Yes Frame-Steel-Bolting-Welding (Decks) BLDG-14 Restroom/Breakroom walls only Yes Frame-Steel-Bolting-Welding (Decks) BLDG-14 Walls only at Line 6 & B-G, B & 2-6, 1.5 & , Yes Frame-Steel-Bolting-Welding E.5-F.1 (Decks) BLDG-14 Suspended soffit framing at Sales floor only Yes Frame-Steel-Bolting-Welding (Decks) BLDG-14 No Frame-Steel-Bolting-Welding (Decks) BLDG-14 • Corridor/restroom hard lid, restroom entry Yes Frame-Steel-Bolting-Welding walls (Decks) - BLDG-34 Rough Electrical Yes 11/01/2018 11/01/2018 BLDG-24 074805.2018 Partial Pass Michael Collins Reinspection Incomplete Rough/Topout Checklist Item COMMENTS Passed BLDG-Building Deficiency Not ready No BLDG-Building Deficiency Restroom accessories Yes Checklist Item COMMENTS Passed BLDG-Building Deficiency Restroom accessories Yes BLDG-44 074872.2018 Partial Pass Michael Collins Reinspection Incomplete Rough/Ducts/Dampe rs Checklist Item COMMENTS Passed BLDG-Building Deficiency Storage Rm .HVAC ducts. See card Yes January 25, 2019 Page 6 of 9 Permit Tye: BLDG-Commercial Application Date: 05/01/2018 Owner: R P I CARLSBAD LP Work Class: Tenant Improvement Issue Date: 07/05/2018 Subdivision: CARLSBAD TCT#76-18 Status: Closed - Finaled Expiration Date: 07/22/2019 Address: 2525 El Camino Real 102 Carlsbad, CA 92008-1206 IVR Number: 11080 Scheduled' Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Date Checklist Item COMMENTS Passed 09/19/2018 10/01/2018 10/09/2018 10/11/2018 BLDG-Building Deficiency Yes BLDG-14 Fitting room walls Yes Frame-Steel-Bolting-Welding (Decks) BLDG-14 Restroom/Breakroom walls only Yes Frame-Steel-Bolting-Welding (Decks) BLDG-14 Suspended soffit framing at Sales floor only Yes Frame-Steel-Bolting-Welding (Decks) BLDG-14 Walls only at Line 6 & B-G, B & 2-6.1.5 & Yes Frame-Steel-Bolting-Welding t.5-F.1 (Decks) BLDG-14 No Frame-Steel-Bolting-Welding (Decks) BLDG-14 , Corridor/restroom hard lid, restroom entry Yes Frame-Steel-Bolting-Welding walls (Decks) BLDG-34 Rough Electrical Yes 09/19/2018 BLDG-17 Interior 070469.2018 . Partial Pass Paul Burnette Reinspection Incomplete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Corridor/restroom walls, fitting rm. hard lid Yes BLDG-Building Deficiency Cancelled per contractor No BLDG-Building Deficiency Suspended hard lid clouds No BLDG-Building Deficiency 08/31/18, walls only at Fitting Rm. & Yes suspended soffit at storefront BLDG-Building Deficiency Walls at Line C-D & 1.5 Yes BLDG-Building Deficiency Walls only, see card Yes 10/01/2018 BLDG-14 071456.2018 Partial Pass Paul Bumette Reinspection Incomplete Frame/Steel/Bolting/ Welding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency Soffit at store front only Yes BLDG-Building Deficiency 9/06/18, fitting rm hard lid Yes BLDG-Building Deficiency See card Yes 10/09/2018 BLDG-44 072152.2018 Passed Michael Collins Complete RoughDucts/Dampe rs Checklist Item COMMENTS Passed BLDG-Building Deficiency HVAC duct sealing at Go Back Rm. Yes 10/11/2018 BLDG-84 Rough 072666-2018 Passed Michael Collins Complete Combo(14,24,34,44) January 25, 2019 Page 5 of 9 Permit Tye: BLDG-Commercial Application Date: 05/01/2018 Owner: R P I CARLSBAD LP Work Class: Tenant Improvement Issue Date: 07/05/2018 Subdivision: CARLSBAD TCT#76-18 Status: Closed - Finaled Expiration Date: 07/22/2019 Address: 2525 El Camino Real , 102 Carlsbad, CA 92008-1206 IVR Number: 11080 Scheduled' Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Date 09/11/2018 09/11/2018 BLDG-17 Interior 069641.2018 Partial Pass Michael Collins Reinspection Incomplete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Walls at Line -D & 1.5 Yes BLDG-Building Deficiency Walls only, see card Yes BLDG-Building Deficiency 08/31/18, walls only at Fitting Rm. & Yes suspended soffit at storefront BLDG-Building Deficiency Suspended hard lid clouds No BLDG-Building Deficiency Cancelled per contractor No BLDG-43 Air 069642.2018 Failed Michael Collins Reinspection Complete CondJFurnace Set Checklist Item COMMENTS Passed BLDG-Building Deficiency Not ready No BLDG-84 Rough 069640.2018 Partial Pass Michael Collins Reinspection Incomplete Combo(14,2434,44) Checklist Item COMMENTS . Passed BLDG-Building Deficiency Yes BLDG-14 Suspended soffit framing at Sales floor only Yes Frame-Steel-Bolting-Welding (Decks) BLDG-14 Walls only at Line 6 & B-G, B & 2-6, 1.5 & Yes Frame-Steel-Bolting-Welding E.5-F.11 (Decks) BLDG-14 Fitting room walls - Yes Frame-Steel-Bolting-Welding (Decks) BLDG-14 Restroom/Breakroom walls only Yes Frame-Steel-Bolting-Welding (Decks) BLDG-14 No Frame-Steel-Bolting-Welding (Decks) BLDG-34 Rough Electrical Yes 09/13/2018 09/13/2018 BLDG-17 Interior 069990.2018 Partial Pass Michael Collins Reinspection Incomplete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Suspended hard lid clouds No BLDG-Building Deficiency Walls only, see card Yes BLDG-Building Deficiency Walls at Line C-D & 1.5 Yes BLDG-Building Deficiency 08/31/18, walls only at Fitting Rm. & Yes suspended soffit at storefront BLDG-Building Deficiency Cancelled per contractor No BLDG-Buildinb Deficiency Corridor/restroom walls, fitting rm. hard lid Yes BLDG-84 Rough 069989.2018 Partial Pass Michael Collins Reinspection Incomplete Combo(14,24,34,44) January 25, 2019 Page 4 of 9 Permit Tyo: BLDG-Commercial Application Date: 05/01/2018 Owner: R P I CARLSBAD LP Work Class: Tenant Improvement Issue Date: 07/05/2018 Subdivision: CARLSBAD TCT#76-18 Status: Closed - Finaled Expiration Date: 07/22/2019 Address: 2525 El Camino Real 102 ,' Carlsbad, CA 92008-1206 IVR Number: 11080 Scheduledj Actual Date Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Not ready No BLDG-Building Deficiency No BLDG-14 9/04/18, suspended hard lid clouds at sales Yes Frame-Steel-Bolting-Welding floor (Decks) BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 Yes Rough-Ducts-Dampers 09/06/2018 i 09/06/2018 BLDG-14 069259-2018 Partial Pass Michael Collins Reinspection Incomplete Frame/Steel/Bolting! Welding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency Soffit at store front only Yes BLDG-Building Deficiency See card Yes BLDG-Building Deficiency 9/06/18, fitting rm hard lid Yes BLDG-17 Interior 069257.2018 Partial Pass Michael Collins Reinspection Incomplete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Walls only, see card Yes BLDG-Building Deficiency Suspended hard lid clouds No BLDG-Building Deficiency 08/31/18, walls only at Fitting Rm. & Yes suspended soffit at storefront BLDG-Building Deficiency Cancelled per contractor No BLDG-24 069260.2018 Failed Michael Collins Reinspection Complete Rough/Topout Checklist Item COMMENTS Passed BLDG-Building Deficiency Notvready No 09/10/2018 09/10/2018 BLDG-84 Rough 069424.2018 Failed Michael Collins Reinspection Combo(14,24,34,44) Checklist Item COMMENTS Passed BLDG-14 Fitting room walls Yes Frame-Steel-Bolting-Welding (Decks) BLDG-14 Walls only at Lines & B-G, B & 2-6,1.5 & Yes Frame-Steel-Bolting-Welding E.5-F.1 (Decks) BLDG-14 Suspended soffit framing at Sales floor only Yes Frame-Steel-Bolting-Welding (Decks) BLOG-34 Rough Electrical Yes Complete January 25, 2019 Page 3of9 Permit Type: BLDG-Commercial Application Date: 05/01/2018 Owner: R P I CARLSBAD LP Work Class: Tenant Improvement Issue Date: 07/05/2018 Subdivision: CARLSBAD TCT#76-18 Status: Closed - Finaled Expiration Date: 07/22/2019 Address: 2525 El Camino Real, 102 Carlsbad, CA 92008-1206 IVR Number: 11080 Scheduled Actual Date Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Checklist Item COMMENTS - Passed BLDG-14 Fitting room walls Yes Frame-Steel-Bolting-Welding (Decks) BLDG-14 Walls only at Line 6 & B-G, B & 2-6,1.5 & Yes Frame-Steel-Bolting-Welding E.5-17.1 (Decks) BLDG-34 Rough Electrical Yes BLDG-85 T-Bar, 068318.2018 Failed Michael Collins Reinspection Complete Ceiling Grids, Overhead Checklist Item COMMENTS Passed BLDG-Building Deficiency Not ready No BLDG-14 No Frame-Steel-Bolting-Welding (Decks) 08/31/2018 08/31/2018 BLDG-17 Interior 068804.2018 Partial Pass Michael Collins Reinspection Incomplete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Cancelled per contractor No BLDG-Building Deficiency Wails only, see card Yes BLDG-Building Deficiency 08/31/18, walls only at Fitting Rm. & Yes suspended soffit at storefront - BLDG-84 Rough 068803.2018 Partial Pass Michael Collins Reinspection Incomplete Combo(14,24,34,44) Checklist Item COMMENTS - Passed BLDG-14 Suspended soffit framing at Sales floor only Yes Frame-Steel-Bolting-Welding (Decks) BLDG-14 Fitting room walls Yes Frame-Steel-Bolting-Welding (Decks) BLDG-14 Walls only at Line 6 & B-G, B & 2-6, 1.5 & Yes Frame-Steel-Bolting-Welding E.5-F.1 (Decks) BLDG-34 Rough Electrical Yes 09/04/2018 09/04/2018 BLDG-84 Rough 068945.2018 Failed Michael Collins Reinspection Complete Combo (114,24,34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency Not ready No BLDG-85 T-Bar, 068946.2018 Partial Pass Michael Collins Reinspection Incomplete Ceiling Grids, Overhead January 25, 2019 . Page 2of9 Permit Type: BLDG-Commercial Application Date: 05/01/2018 Owner: R P I CARLSBAD LP Work Class: Tenant Improvement Issue Date: - 07/05/2018 Subdivision: CARLSBAD TCT#76-18 Status: Closed - Finaled Expiration Date: 07/22/2019 Address: 2525 El Camino Real 102 - Carlsbad, CA 92008-1206 IVR Number: 11080 Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Date 08/03/2018 08/03/2018 BLDG-14 065879.2018 Partial Pass Michael Collins Reinspection Incomplete Frame/SteeliBolti ngl Welding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency See card Yes 08/14/2018 08/14/2018 BLDG-84 Rough 066879-2018 Partial Pass Michael Collins Reinspection Incomplete Combo(14,24,34,44) Checklist Item COMMENTS Passed - - BLDG-14 - Walls only at Line 6 & B-G, B & 2-6,1.5 & Yes Frame-Steel-Bolting-Welding E.5-F.1 - (Decks) • BLDG-34 Rough Electrical . Yes 08/1712018 08/17/2018 BLDG-17 Interior 067275.2018 Cancelled Michael Collins Reinspection Complete Lath/Drywall 4 Checklist Item. COMMENTS Passed BLDG-Building Deficiency Cancelled per contractor No 08/21/2018 08/21/2018 BLDG-14 067820.2018 Partial Pass Michael Collins - Reinspection Incomplete Frame/Steel/Bolting/ Welding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency Soffit at store front Only Yes BLDG-Building Deficiency See card Yes BLDG-17 Interior 067516-2018 - Partial Pass Michael Collins Reinspection Incomplete Lath/Drywall . Checklist Item COMMENTS Passed • BLDG-Building Deficiency Cancelled per contractor No BLDG-Building Deficiency Walls only, see card Yes BLDG-21 067766.2018 Passed Michael Collins Complete Underground/Underf - loor Plumbing - Checklist Item COMMENTS Passed BLDG-Building Deficiency Waste to POC at restrooms Yes BLDG-31 067765.2018 Passed Michael Collins Complete Underground/Condu it - Wiring Checklist Item COMMENTS Passed BLDG-Building Deficiency Conduit only at EAS & cash wrap Yes 08/28/2018 08/28/2018 BLDG-84 Rough 068317-2018 Partial Pass Michael Collins Reinspection Incomplete - Combo(14,24,34,44) January 25 2019 Page 1 of 9 R 6 L JRD COPY CARLSBAD INSPECTION RECORD Building Division 13 INSPECTION RECORD CARD WITH APPROVED PLANS MUST BE KEPT ON THE JOB 1Z CALL BEFORE 3:00 pm FOR NEXT WORK DAY INSPECTION 2 FOR BUILDING INSPECTION CALL: 7606022725 017 GO TO: www.carlsbadca.gov/Building AND CLICK ON "Request Inspection" CBC20I8-0241 2525 EL CPMINO REAL # 102 FOREVER 21. 24.226 SF RETAIL TO RETAIL TI 1563020900 5/1/2016 CBC20I 8-0241 Type of Inspection Type of Inspection .i.i :ltJ II]I Date #11 FOUNDATION Inspector ELECTRICAL Date #31 tECTRICUNDERGR0UND DUFER .oøjz/Ji. Inspector M6 #12 REINFORCED STEEL #34 ROU9Ji ELECTRIC/ EV CHARGER #66 MASONRY PREGROUT #33 ,1LECSERVICE #320TEMPORARY fre.. 0 GROUT 0 WALL DRAINS #35 PHOTOVOLTAIC #10 TILT PANELS #38 SIGNS #11 POUR STRIPS BLDG. FINAL #11 COLUMN FOOTINGS Date Inspector #14 SUBFRAME 0 FLOOR 0 CEILING ROOFSHEATHING GROUND DUCTS& PIPING #15 ('Qtc #13 UCT&PLENUM OREF.PIPING toI/b2 EXT. SHEAR PANELS T-AIR COND. SYSTEMS #16 INSULATION AL ;OF #18 EXTERIOR LATH Date Inspector #17 INTERIOR LATH & DRYWALL DERGROUND (11,12,2131) BLDG-FINAL #22 0 SEWER & BL/CO 0 PL/CO Inspector YWALL,EXT LATH, GAS TES (17,18,23) Date SHEATING, EXT SHEAR (13,15) #84 FRAME ROUGH COMBO (14,24,34,44) #21 UNDERGROUND,DWASTE OWIR #85 T-Bar(14,24,34,44) #24 TOPOUT,2ASTE DWTR i/(9, BLDG- FINALOCCUPANCY #27 TUB & SHOWER PAN JI;1 Date Inspector #23 0 GASTEST 0 GAS PIPING A/S UNDERGROUND VISUAL #25 WATER HEATER A/S UNDERGROUND HYDRO #28 SOLAR WATER A/S UNDERGROUND FLUSH BLDG-FINAL A/S OVERHEAD VISUAL r Date Inspector A/S OVERHEAD HYDROSTATIC #51 POOL EXCAV/STEEL A/S FINAL #52 PLUMBING F/A ROUGH-IN - f-)l Pie, I 953 ELEC/ CONDUIT/ WIRING F/AFINAL 'Ii Jio #54 EQUIPOTENTIAL BOND FIXED EXTINGUISHING SYSTEM ROUGH-IN I #55 PREPLASTER / FENCE! ALARMS FIXED EXTING SYSTEM HYDROSTATIC TEST #57 GUNITE FIXED EXTINGUISHING SYSTEM FINAL BLDG. FINAL MEDICAL GAS PRESSURE TEST MEDICAL GAS FINAL REV 9/17 SEE BACK FOR SPECIAl. NOTES Scanned by CamScanner EsGil A SAFEbuUtCornpany DATE: 6/8/2018 U APPLICANT U JURIS. JURISDICTION: City of Carlsbad PLAN CHECK #.: CBC2018-0241 SET: H PROJECT ADDRESS: 2525 El Camino Real Suite 102 PROJECT NAME: Foreve4 21 T. I. The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. 111111 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: 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: (by: ) Email: Mail Telephone Fax In-Person REMARKS: 1. Only one complete set of the plan was provided to Esgil Corp. 2. Please slip revised sheet AO.O.O, AO. 1.5, AO. 1.6, A3.0.0, A3.0. 1, A3. 1.0, A3.1.1, El. 1.0, E1.1.1, and M1.3.0 (at building department) into City I set. (at building department), By: David Yao Enclosures: EsGil 6/1/18 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 EsGil A SAFEbuitf Company DATE: 5/14/2018 U APPLICANT U JURIS. JURISDICTION: City of Carlsbad PLAN CHECK #.: CBC2018-0241 SET: I PROJECT ADDRESS: 2525 El Camino Real Suite 102 PROJECT NAME: Forever 21 T. I. The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. LII 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. III 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 EsGjJ until corrected plans are submitted for recheck. 11111 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: Suzzi Grigoryan 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: Suzzi Grigoryan Date contacted: c/ii4' (by:1 ) Mail Telephone Fax In Person REMARKS: Telephone #: 310-808-5046 Email: snglampertgroup.build By: David Yao Enclosures: EsGil 5/3/18 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 City of Carlsbad CBC2018-0241 5/14/2018 PLAN REVIEW CORRECTION LIST TENANT IMPROVEMENTS PLAN CHECK #.: CBC2018-0241 JURISDICTION: City of Carlsbad OCCUPANCY: M USE: retail ITYPE OF CONSTRUCTION: JIB ACTUAL AREA: T. I. 24226 sf IALLOWABLE FLOOR AREA: STORIES: 2 HEIGHT: SPRINKLERS?: Y REMARKS: DATE PLANS RECEIVED BY JURISDICTION: 5/1/18 DATE INITIAL PLAN REVIEW COMPLETED: 5/14/2018 FOREWORD (PLEASE READ): OCCUPANT LOAD: 326 DATE PLANS RECEIVED BY ESGIL CORPORATION: 5/3/18 PLAN REVIEWER: David Yao 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. City of Carlsbad CBC2018-0241 5/14/2018 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. Provide a note on the site plan indicating the previous use of the tenant space or building being remodeled. Section 107.2. 2. Provide a note on the plans indicating if any hazardous materials will be stored and/or used within the building which exceed the quantities listed in IBC Tables 307.1(1) and 307.1(2). On the cover sheet of the plans, specify any items that will have a deferred submittal (trusses, fire sprinklers/alarms, etc.). Additionally, provide the following note on the plans, per Sec. 107.3.4.2: "Submittal documents for deferred submittal items shall be submitted to the registered design professional in responsible charge, who shall review them and forward them to the building official with a notation indicating that the deferred submittal documents have been reviewed and that they have been found to be in general conformance with the design of the building. The deferred submittal items shall NOT be installed until their design and submittal documents have been approved by the building official." A tactile sign stating "EXIT" and complying with ICC A117.1 shall be provided adjacent to each door to an exit stairway, an exit passageway and the exit discharge. Section 1013.4. Show that the means of egress path will be lighted with at least one foot candle at floor level. Section 1008. ADDITIONAL Note on the plans that prior to final inspection the licensed contractor, architect or engineer in responsible charge of the overall construction must provide to the building department official written verification that all applicable provisions from the Green Building Standards Code have been implemented as part of the construction. CGC 102.3. City of Carlsbad CBC2018-0241 5/14/2018 7. Please refer to the following corrections for mechanical, plumbing, electrical and energy items. 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: El 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 David Yao at Esgil. Thank you. PLUMBING, MECHANICAL, ELECTRICAL, and ENERGY COMMENTS PLAN REVIEWER: Eric Jensen ARCHITECTURAL PME ITEMS PLUMBING (2016 CALIFORNIA PLUMBING CODE) Provide calculations to show compliance with CPC 422.0 and Table 422.1 "Minimum Plumbing Facilities" using the occupant load CPC Table "A". Please include the occupancy classification and the number of occupants. Provide a plumbing material schedule on the plans describing the following systems: Potable water piping, the drain, waste, and vent piping, gas piping, and the roof drains. MECHANICAL (2016 CALIFORNIA MECHANICAL CODE) ELECTRICAL (2016 CALIFORNIA ELECTRICAL CODE) Both the mechanical and electrical are fine as submitted. ENERGY (2016 CALIFORNIA BUILDING ENERGY STANDARDS) Lighting in warehouse open areas and in individual aisles is required to be controlled by occupancy sensors that automatically reduce lighting power by at least 50% when the specific area is unoccupied. (Library stacks as well) ES130.lc(6)A Note: If you have any questions regarding this Electrical, Plumbing, Mechanical, and Energy plan review list please contact Eric Jensen at (858) 560-1468. To speed the City of Carlsbad CBC2018-0241 5/14/2018 review process, note on this list (or a copy) where the corrected items have been addressed on the plans. END OF DOCUMENT City of Carlsbad CBC2018-0241 5/14/2018 ,(DO NOTPA Y— THIS/S NO TAN/NVOICEJ VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PLAN CHECK#.: CBC2018-0241 PREPARED BY: David Yao 'DATE: 5/14/2018 BUILDING ADDRESS: 2525 El Camino Real Suite 102 BUILDING OCCUPANCY: M BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) retail T. I. 24226 . per city 1,126751 Air Conditioning Fire Sprinklers TOTAL VALUE 1,126,751 Jurisdiction Code ICb I By Ordinance Bldg Permit Fee by Ordinance Fl lC he' ckéébOrdinanèé I11 Type of Review: Complete Review Structural Only E Other D Repetitive Fee Repeats Hourly Hr @ EsGO Fee I $2,158.16 I Comments: Sheet of ( C1 o N CY) L0 10 P 00 _J. ,(D LLI 0 Wa 0;5 Im C.) 00 Wci w U)0 EXPIRES DEC 31 2018 & Msto, FomsTBA SmcWrfl2O18.&332 CCS Ol(ccov sca)doc Structural Calculations For: Forever 21 - The Shops at Carlsbad Carlsbad, CA 2018-0332 May 1, 2018 - Prepared by: Thorson Baker + Associates CONSULTING ENGINEERS > ci HT3\ Thorson Baker + Associates CONSULTING INGINEERS structural civil mechanical technology electrical commissioning Table of Contents Design Criteria DC 1-4 HVAC Support Analysis H 1-2 ICC ES Report 2055 Reading Road, Suite 450 I Cincinnati, OH 45202 1 513.579.8200 www.thorsonbaker.com Richfield Cincinnati Columbus T-3 k Thorson Baker + Associates cNu LT' N G ENGFEQ Project No: 2. Sheet No: Project: •-t4. V 54rCAA Date: Project Site: Aili.4 A- Prepared By: C cc D&si Crez A PLI& Cope 2 oi(o CAL IFJIA 354 I.0iNc COOJ 11 9fS 14 ^j L,hc C& - (oP .wr i3'( C06 PF oAL 'S' (3-S4i kcr)(4Lr) tO mei C. 75i'1i. : lo '1 . Efr.nc. jiPotflAC I. 0 is'c. CAto( fl - 0. L11 si 0 5/1/2018 ATC Hazards by Location A This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback. ATC Hazards by Location Search Information Address: 2525 el camino real carlsbad ca 92008 Coordinates: 33.1781877, -117.3324498 Timestamp: 2018-05-01T12:55:51 .055Z Hazard Type: Wind Dc 'L Map Results rY -Tijuana ......................t_.,-.. . ... 11 Go gle Fisenca Text Results ASCE 7-16 MRI 10-Year MRI 25-Year MRI 50-Year MRI 100-Year - .. Risk Category I . . Risk Catcgory II .. .. Risk Category III . . Risk Category IV .. ASCE 7-10 MRI 10-Year . . 72 mph MRI 25-Year . . 79 mph MRI 50-Year 85 mph MRI 100-Year . . 91 mph Risk Category I . .. .................... 100 mph IRisk Category II . . . 110 mphl https://hazards.atcouncil.org/#/wind?lat=33.1781877&lngr1 17.3324498&address=2525%20e1%20cam1n0%20rea1%20carlsbad%20ca%2092008 'Mexicali 2 V Reserva laBiosfera El Pinacote y Map data 02018 Google, IN 67 mph . 72 mph - 78 mph 82 mph 90 mph 96 mph 103 mph 107 mph 3/20/2018 Design Maps Summary Report Oc: IJSGS Design Maps Summary Report User—Specified Input Building Code Reference Document 2012/2015 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 33.179710N, 117.32689°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category 1/11/111 USGS—Provided Output S = 1.104 g SMS = 1.169 g S0 = 0.779 g S1 = 0.425 g 5M1 = 0.670 g S01 = 0.447 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. MCEB Response Spectrum Design Response Spectrum 44 AH 036 ci,:) o.) 09) OL.) C)) - Ii.) ID) 19 iL') i) .) Period, T (sec) 16 cD:' LIAO Oh) 0J,) I,)) I.)) 1 9) lLc us: i.) Period, 1' (see) 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. 7971000000008&longitude=-1 17.32688999999999&sit... 1/1 .13k Thorson Baker + Associates (owcetilso ENGUEERS I/Vc WO Cr Project No: Project: Project Project Site: Sheet No: Date: Prepared By: Etc LO,AC / PLOOM De AD (., FLi,øt (j,( ceAO ?-5 P ea -e i.u&Z. wir 21 Ib, O.&V CASE ,.,(vr (S JbS (-419 Ib/.3o a - 8 .4- fl7w /7F = /O'/.VTe < Io AS 5t.4A(( LdZSO lbs. ( k)(?'v)(3o') (1q w ik /vta. 2. + 2 oc / EXI5rI,I FAV oI&i 330 0 - : - OAO MtAf M-104 C(A7tc( rHqA#-51-et . rj (,iO)rio'J. .1 l3k Thorson Baker + Associates rossuiriNc ENGINEERr Project No: 2ol Project: Project Site: Sheet No: Date: Prepared By: MZ C65 oY ,k/VAC PmiT: 4 61f SOS t/Ir O'29) 215 _ (7a I, I, Ff 1EC.M 4l44e , .1 VfOiCAL o4O 2A .aa (Z3 its,)(&): Ib5, / 82 1 bs L 3.' ' /A' c,,/.cC5i 0 d & TtMf/w.j -i-!- /8?_ Ths. 4 AcA 0. Lo Fc.ZE -/6' — 2 ibs. 1 cz 4,ps ,T74 c"(rzt'' 2(p 'N > '0. V DIVISION: 030000—CONCRETE SECTION: 03 1600—CONCRETE ANCHORS DIVISION: 05 0000—METALS SECTION: 05 05 19—POST-INSTALLED CONCRETE ANCHORS REPORT HOLDER: HILTI, INC. 7250 DALLAS PARKWAY, SUITE 1000 PIANO, TEXAS 75024 EVALUATION SUBJECT: HILTI KWIK HUS-EZ (KH-EZ), KWIK HUS-EZ P (KH-EZ P), KWIK HUS-EZ E (KH-EZ E), AND KWIK HUS-EZ I (KH-EZ I) CARBON STEEL SCREW ANCHORS FOR USE IN CRACKED AND UNCRACKED CONCRETE C PMGc LISTED Look for the trusted marks of Conformity! "WI "2014 Recipient of Prestigious Western States Seismic Policy Council INTER NATIONAl. (WSSPC) Award in Excellence" A Subsidiary of coocouucii ( 5CC A.0ldIWd 'I ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a (jjI recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as ISO] EC 17065 OCPS to any finding or other matter in this report, or as to any product covered by the report. ".dUct Co,U0ft0fl Body IAo.'6d56 ccj,0 #1000 Copyright 0 2017 ICC Evaluation Service, LLC. All rights reserved. ICC-ES Evaluation Report ESR-3027 Reissued December 2017 This report is subject to renewal December 2019. www.icc-es.orq I (800) 423-6587 I (562) 699-0543 DIVISION: 03 00 00—CONCRETE Section: 03 16 00—Concrete Anchors DIVISION: 05 00 00—METALS Section: 05 05 19—Post-Installed Concrete Anchors REPORT HOLDER: HILTI, INC. 7250 DALLAS PARKWAY, SUITE 1000 PLANO, TEXAS 75024 (800) 879-8000 www.us.hilti.com HiltiTechEng(äus.hiIti.com EVALUATION SUBJECT: HILTI KWIK HUS-EZ (KH-EZ), KWIK HUS-EZ P (KH-EZ P), KWIKHUS-EZ E (KH-EZ E), AND KWIK HUS-EZ I (KH-EZ I) CARBON STEEL SCREW ANCHORS FOR USE IN CRACKED AND UNCRACKED CONCRETE 1.0 EVALUATION SCOPE Compliance with the following codes: 2015, 2012, 2009, and 2006 International Building Codee (IBC) 2015, 2012, 2009, and 2006 International Residential Code® (I RC) 2013 Abu Dhabi International Building Code (ADIBC)t tThe ADIBC is based on the 2009 IBC. 2009 IBC code sections referenced in this report are the same sections in the ADIBC. For evaluation for compliance with codes adopted by the Los Angeles Department of Building and Safety (LADBS), see ESR-3027 LABC and LARC Supplement. Property evaluated: Structural 2.0 USES The Hilti KWIK HUS-EZ (KH-EZ), KWIK HUS-EZ P (KH-EZ P), and KWIK HUS-EZ E (KH-EZ E) screw anchors are used as anchorage in cracked and uncracked normal- weight and lightweight concrete having a specified strength, f, of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa); and cracked and uncracked normal-weight or sand-lightweight concrete over steel deck having a minimum specified compressive strength, fc, of 3,000 psi (20.7 MPa) [minimum of 24 MPa is required under ADIBC Appendix L, Section 5.1.1] to resist static, wind and seismic tension and shear loads. A Subsidiary of the International Code Council® The KWIK HUS-EZ I (KH-EZ I) screw anchors are used as anchorage in cracked and uncracked normal-weight and lightweight concrete having a specified strength, f. of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa); and cracked and uncracked normal-weight or sand-lightweight concrete over steel deck having a minimum specified compressive strength, f, of 3,000 psi (20.7 MPa) [minimum of 24 MPa is required under ADIBC Appendix L, Section 5.1.1] to resist static, wind and seismic tension and shear loads only. Hilti KWIK HUS-EZ (KH-EZ), KWIK HUS-EZ P (KH-EZ F), KWIK HUS-EZ E (KH-EZ E), and KWIK HUS-EZ I (KH-EZ I) screw anchors are an alternative to anchors described in Section 1901.3 of the 2015 IBC, Sections 1908 and 1909 of the 2012 IBC, Sections 1911 and 1912 of the 2009 and 2006 IBC. The anchors may also be used where an engineered design is submitted in accordance with Section R301.1.3 of the IRC. 3.0 DESCRIPTION 3.1 KWIK HUS-EZ (KH-EZ): Hilti KWIK HUS-EZ (KH-EZ) anchors are comprised of a body with hex washer head. The anchor is manufactured from carbon steel and is heat-treated. It has a minimum 0.0003-inch-thick (8 pm) zinc coating in accordance with DIN EN ISO 4042. The anchoring system is available in a variety of lengths with nominal diameters of 1/4 inch, /8 inch, 1/2 inch, inch and 3/4 inch. A typical KWIK HUS-EZ (KH-EZ) is illustrated in Figure 2. The hex head is larger than the diameter of the anchor and is formed with serrations on the underside. The anchor body is formed with threads running most of the length of the anchor body. The anchor is installed in a predrilled hole with a powered impact wrench or torque wrench. The anchor threads cut into the concrete on the sides of the hole and interlock with the base material during installation. 3.2 KWIK HUS-EZ I (KH-EZ I): The KWIK HUS-EZ I (KH-EZ I) anchors are comprised of a body with a long internally threaded (/4 inch or /8 inch internal thread) hex washer head. The anchor is manufactured from carbon steel and is heat-treated. It has a minimum 0.0003-inch-thick (8 pm) zinc coating in accordance with DIN EN ISO 4042. The anchoring system is available in two lengths and a nominal diameter of 1/4 inch. A typical KWIK HUS-EZ I (KH-EZ I) is illustrated in Figure 3. The over-sized hex head is larger than the diameter of the anchor and is formed with serrations on the underside. The anchor body is formed with threads running most of the length of the anchor body. The anchor is installed in a ICC-ES Evaluation Reports are not to he construed as representing aesthetics or any other attributes not speciJicalh addressed, nor are they to be construed as an endorsement of the subject of time report or a reco,nnmendotion for its use. There is no mrarrantv by ICC Evaluation Service, LLC, express or i RN mplied, as E to an finding or other matter in this report, or as to any product covered by the report. Copyright© 2017 ICC Evaluation Service, LLC. All rights reserved. Page 1 of 17 ESR-3027 I Most Widely Accepted and Trusted Page 2 of 17 predrilled hole with a powered impact wrench or torque wrench directly to the supporting member surface. The anchor threads cut into the concrete on the sides of the hole and interlock with the base material during installation. Shear design values in this report for the KWIK HUS EZ I (KH-EZ I) are for threaded inserts with Fu equal to or greater than 125 ksi. For use with inserts with F less than 125 ksi, the shear values are multiplied by the ratio of Fu of insert and 125 ksi. 3.3 KWIK HUS-EZ P (KH-EZ P): The KWIK HUS-EZ P (KH-EZ P) anchors are comprised of a body with round pan style head with an indented area in the top of the head with a six point star configuration. The anchor is manufactured from carbon steel and is heat- treated. It has a minimum 0.0003-inch-thick (8 pm) zinc coating in accordance with DIN EN ISO 4042. The KWIK HUS-EZ P (KH-EZ P) is available in 1/ inch diameter. See Figure 4. 3.4 KWIK HUS EZ-E (KH-EZ E): The KWIK HUS-EZ E (KH-EZ E) anchors are comprised of a body with a long externally threaded (3/8 inch external thread) head. The anchor is manufactured from carbon steel and is heat-treated. It has a minimum 0.0003-inch-thick (8 pm) zinc coating in accordance with DIN EN ISO 4042. The KWIK HUS-EZ E (KH-EZ E) is available in 1/ inch diameter. See Figure 5. 3.5 Concrete: Normal-weight and lightweight concrete must conform to Sections 1903 and 1905 of the IBC. 3.6 Steel Deck Panels: Steel deck panels must comply with the configurations in Figure 8 and have a minimum base steel thickness of 0.035 inch (0.889 mm). Steel must comply with ASTM A6531A653M SS Grade 33 and have a minimum yield strength of 33,000 psi (228 MPa). 4.0 DESIGN AND INSTALLATION 4.1 Strength Design: 4.1.1 General: Design strength of anchors complying with the 2015 IBC, as well as Section R301.1.3 of the 2015 IRC must be determined in accordance with ACI 318-14 Chapter 17 and this report. Design strength of anchors complying with the 2012 IBC as well as Section R301.1.3 of the 2012 IRC must be determined in accordance with ACI 318-11 Appendix D and this report. Design strength of anchors complying with the 2009 113C and Section R301.1.3 of the 2009 IRC must be determined in accordance with ACI 318-08 Appendix D and this report. Design strength of anchors complying with the 2006 IBC and 2006 IRC must be in accordance with ACI 318-05 Appendix D and this report. Design parameters provided in Table 2 through Table 7 of this report are based on the 2015 IBC (ACI 318-14) and 2012 IBC (ACI 318-11) unless noted otherwise in Sections 4. 1.1 through 4.1.12. The strength design of anchors must comply with ACI 318-14 17.3.1 or ACI 318-11 D.4.1, as applicable, except as required in ACI 318-14 17.2.3 or ACI 318-11 D.3.3, as applicable. Strength reduction factors, 0, as given in ACI 318-14 17.3.3 or ACI 318-11 D.4.3, as applicable, and noted in Tables 3 and 4 of this report, must be used for load combinations calculated in accordance with Section 1605.2 of the IBC and Section 5.3 of ACI 318-14 or Section 9.2 of ACI 318-11, as applicable. Strength reduction factors, 0, as given in ACI 318-11 D.4.4 must be used for load combinations calculated in accordance with ACI 318-11 Appendix C. The value of fc used in the calculations must be limited to a maximum of 8,000 psi (55.2 MPa), in accordance with ACI 318-14 17.2.7 or ACI 318-11 D.3.7, as applicable. An example calculation in accordance with the 2015 and 2012 IBC is provided in Figure 9. 4.1.2 Requirements for Static Steel Strength in Tension, N8: The nominal static steel strength, N, of a single anchor in tension calculated in accordance with ACI 318-14 17.4.1.2 or ACI 318-11 D.5.1.2, as applicable, is given in Table 3 of this report. Strength reduction factors,95, corresponding to brittle steel elements must be used. 4.1.3 Requirements for Static Concrete Breakout Strength in Tension, Ne,, or Nb9: The nominal concrete breakout strength of a single anchor or a group of anchors in tension, Ncb and Ncbg, respectively, must be calculated in accordance with ACI 318-14 17.4.2 or ACI 318-11 D.5.2, as applicable, with modifications as described in this section. 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 D.5.2.2, as applicable, using the values of hef and kcr as given in Tables 3 and 7 of this report. The nominal concrete breakout strength in tension in regions 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, must be calculated with the value of as given in Table 3 and with qJc.N = 1.0. For anchors installed in the lower or upper flute of the soffit of sand-lightweight or normal-weight concrete-filled steel deck floor and roof assemblies, as shown in Figure 8, calculation of the concrete breakout strength in accordance with ACI 318-14 17.4.2 or ACI 318-11 D.5.2, as applicable, is not required. 4.1.4 Requirements for Static Pullout Strength in Tension, N: The nominal pullout strength of a single anchor in accordance with ACI 318-14 17.4.3.1 and 17.4.3.2 or ACI 318-11 D.5.3.1 and D.5.3.2, as applicable, in cracked and uncracked concrete, Np,cr, and Np,uncr, respectively, is given in Table 3. In lieu of ACI 318-14 17.4.3.6 or ACI 318-11 D.5.3.6, as applicable, qic,p = 1.0 for all design cases. In accordance with ACI 318-14 17.4.3 or ACI 318-11 D.5.3, as applicable, the nominal pullout strength in cracked concrete may be adjusted according to Eq.-1: = Np,cr ( fl ) (lb, psi) (Eq-1) N1 = Np,cr ( fl 2) (N, MPa) where f is the specified concrete compressive strength and n is the factor defining the influence of concrete compressive strength on the pullout strength. For the /4-inch-diameter anchor at 15/8 inches nominal embedment in cracked concrete, n is 0.3. For all other cases, n is 0.5. In regions where analysis indicates no cracking in accordance with ACI 318-14 17.4.3.6 or ACI 318-11 D.5.3.6, as applicable, the nominal pullout strength in tension may be adjusted according to Eq-2: Th = () (lb. psi) (Eq-2) Nf = (7.2) (N, MPa) where F. is the specified concrete compressive strength and n is the factor defining the influence of concrete compressive strength on the pullout strength. For the 1/4-inch-diameter anchor at a nominal embedment of ESR-3027 I Most Widely Accepted and Trusted Page 3 of 17 1 /8 inches in uncracked concrete, n is 0.3. For all other cases, n is 0.5. Where values for N1 or Np,unc, are not provided in Table 3 of this report, the pullout strength in tension need not be considered. The nominal pullout strength in tension of the anchors installed in the soffit of sand-lightweight or normal-weight concrete filled steel deck floor and roof assemblies, as shown in Figure 8, is provided in Table 5 for KWIK HUS-EZ and KWIK HUS-EZ P and Table 6 for KWIK HUS-EZ I and KWIK HUS-EZ E. In accordance with ACI 318-14 17.4.3.2 or ACI 318-11 D.5.3.2, as applicable, the nominal pullout strength in cracked concrete must be calculated according to Eq-1, whereby the value of Np,deckcr must be substituted for Np.cr and the value of 3,000 psi (20.7 MPa) must be substituted for the value of 2,500 psi (17.2 MPa) in the denominator. In regions where analysis indicates no cracking in accordance with ACI 318-14 17.4.3.6 or ACI 318-11 5.3.6, as applicable, the nominal strength in uncracked concrete must be calculated according to Eq-2, whereby the value of Np,deck,uncr must be substituted for and the value of 3,000 psi (20.7 MPa) must be substituted for the value of 2,500 psi (17.2 MPa) in the denominator. 4.1.5 Requirements for Static Steel Shear Capacity, Vsa: The nominal steel strength in shear, V 8, of a single anchor in accordance with ACI 318-14 17.5.1.2 or ACI 318-11 D.6.1.2, as applicable is given in Table 4 of this report and must be used in lieu of the values derived by calculation from ACI 318-14 Eq. 17.5.1.2b or ACI 318-11 Eq. D-29, as applicable. The strength reduction factor,Q corresponding to brittle steel elements must be used. The nominal shear strength Vsa,dk, of anchors installed in the soffit of sand-lightweight or normal-weight concrete filled steel deck floor and roof assemblies, as shown in Figure 8, is given in Table 5 for KWIK HUS-EZ and KWIK HUS-EZ P and Table 6 for KWIK HUS-EZ I and KWIK HUS-EZ E. Shear values for KWIK HUS-EZ I (KH-EZ I) are for threaded inserts with Fu 2! 125 ksi. For use with inserts with F less than 125 ksi, the shear values are multiplied by the ratio of F of insert and 125 ksi. 4.1.6 Requirements for Static Concrete Breakout Strength in Shear, V1b or V1b9: The nominal concrete breakout strength of a single anchor or group of anchors in shear, VCb or V, respectively, must be calculated in accordance with ACI 318-14 17.5.2 or ACI 318-11 D.6.2, as applicable, with modifications as described in this section. The basic concrete breakout strength 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 f0 and d3 (d0) given in Table 4. For anchors installed in the lower or upper flute of the soffit of sand-lightweight or normal-weight concrete-filled steel deck floor and roof assemblies, as shown in Figure 8, calculation of the concrete breakout strength in accordance with ACI 318-14 17.5.2 or ACI 318-11 D.6.2 is not required. 4.1.7 Requirements for Static Concrete Pryout Strength in Shear, V, or V 9: The nominal concrete pryout strength of a single anchor or group of anchors, Vc or V,9, respectively, must be calculated in accordance with ACI 318-14 17.5.3 or ACI 318-11 0.6.3, as applicable, using the coefficient for pryout strength, kcp provided in Table 4 and the value of NO or Ncbg as calculated in Section 4.1.3 of this report. For anchors installed in the lower or upper flute of the soffit of sand-lightweight or normal-weight concrete-filled steel deck floor and roof assemblies, as shown in Figure 8, calculation of the concrete pryout strength in accordance with ACI 318-14 17.5.3 or ACI 318-11 D.6.3 is not required. 4.1.8 Requirements for Seismic Design: 4.1.8.1 General: For load combinations including seismic, the design must be in accordance with ACI 318-14 17.2.3 or ACI 318-11 0.3.3, as applicable. Modifications to ACI 318-14 17.2.3 shall be applied under Section 1905.1.8 or the 2015 IBC. For the 2012 IBC, Section 1905.1.9 shall be omitted. Modifications to ACI 318 (-08, -05) D.3.3 shall be applied under Section 1908.1.9 of the 2009 IBC, or Section 1908.1.16 of the 2006 IBC, as applicable. The anchors comply with ACI 318-14 2.3 or ACI 318-11 D.i, as applicable, as brittle steel elements and must be designed in accordance with ACI 318-14 17.2.3.4 or 17.2.3.5; ACI 318-11 0.3.3.4 or D.3.3.5; ACI 318-08 0.3.3.5 or 0.3.3.6; or ACI 318-05 0.3.3.5, as applicable. 4.1.8.2 Seismic Tension: The nominal steel strength and nominal concrete breakout strength for anchors in tension must be calculated in accordance with ACI 318-14 17.4.1 and 17.4.2 or ACI 318-11 D.5.1 and 0.5.2, respectively, as applicable, as described in Sections 4.1.2 and 4.1.3 of this report. In accordance with ACI 318-14 17.4.3.2 or ACI 318-11 0.5.3.2, as applicable, the appropriate value for pullout strength in tension for seismic loads, Np,oq or NP deck Cr described in Tables 3 and 5 for KWIK HUS-EZ and KWIK HUS-EZ P, respectively; and in Tables 3 and 6 for KWIK HUS-EZ I and KWIK HUS-EZ E, respectively, must be used in lieu of N. Np,eg or Np,deck.cr may be adjusted by calculations for concrete compressive strength in accordance with Eq-1 of this report in addition for concrete-filled steel deck floor and roof assemblies the value of 3,000 psi (20.7 MPa) must be substituted for the value of 2,500 psi (17.2 MPa) in the denominator. Where values for are not provided in Table 3 of this report, the pullout strength in tension for seismic loads need not be evaluated. 4.1.8.3 Seismic Shear: The nominal concrete breakout strength and pryout strength in shear must be calculated in accordance with ACI 318-14 17.5.2 and 17.5.3 or ACI 318-11 0.6.2 and 0.6.3, respectively, as applicable, as described in Sections 4.1.6 and 4.1.7 of this report. In accordance with ACI 318-14 17.5.1.2 or ACI 318-11 D.6.1.2, as applicable, the appropriate value for nominal steel strength for seismic loads, V.,8,.q or Vne.deCk,q described in Tables 4 and 5 for KWIK HUS-EZ and KWIK HUS-EZ P, respectively; and in Tables 4 and 6 for KWIK HUS-EZ I and and KWIK HUS-EZ E, respectively, must be used in lieu of vs8. 4.1.9 Requirements for Interaction of Tensile and Shear Forces: For anchors or groups of anchors that are subject to the effects of combined tensile and shear forces, the design must be determined in accordance with ACI 318-14 17.6 or ACI 318-11 0.7, as applicable. 4.1.10 Requirements for Minimum Member Thickness, Minimum Anchor Spacing and Minimum Edge Distance: In lieu of ACI 318-14 17.7.1 and 17.7.3 or ACI 318-11 D.8.1 and D.8.3, as applicable, values of Sm/i, and Cmjn, respectively, as given in Table 2 of this report must be used. In lieu of ACI 318-14 17.7.5 or ACI 318-11 D.8.5, as applicable, minimum member thicknesses, hm,n as given in Table 2 must be used. Additional combinations for minimum edge distance, Cm/n, and minimum spacing distance, s,i,i,,, may be derived by linear interpolation between the given boundary values as defined in Table 2 of this report. For anchors installed through the soffit of steel deck assemblies, the anchors must be installed in accordance with Figure 8 and shall have an axial spacing along the flute equal to the greater of 3h0f or 1.5 times the flute width. ESR-3027 I Most Widely Accepted and Trusted Page 4 of 17 For 1h-inch and 3/8-inch KWIK HUS-EZ (KH-EZ) and a KWIK HUS-EZ P (KH-EZ P) anchors installed on the top of steel deck assemblies, values of Cacdeck(op, Smjn,døck fop, and Cmjndeckp, as given in Table 7 of this report must be used. 4.1.11 Requirements for Critical Edge Distance, c8: In applications where c < cac and supplemental reinforcement to control splitting of the concrete is not present, the concrete breakout strength in tension for uncracked concrete, calculated in accordance with ACI 318-14 17.4.2 or ACI 318-11 D.5.2, as applicable, must be further multiplied by the factor tPCp.N as given by Eq-3: (Eq-3) Cac where the factor 1PCP,N need not be taken as less than For all other cases, Wcp,N = 1.0. In lieu of using ACI cac 318-14 17.7.6 or ACI 318-11 D.8.6, as applicable, values of cac must comply with Tables 3 and 7. 4.1.12 Lightweight Concrete: For the use of anchors in lightweight concrete, the modification factor Aa equal to 0.8A is applied to all values of affecting k and V. NI JC For ACI 318-14 (2015 IBC), ACI 318-11 (2012 IBC) and ACI 318-08 (2009 IBC), A shall be determined in accordance with the corresponding version of ACI 318. For ACI 318-05 (2006 IBC), A shall be taken as 0.75 for all lightweight concrete and 0.85 for sand-lightweight concrete. Linear interpolation shall be permitted if partial sand replacement is used. In addition, the pullout strengths Np,cr, Np.uncr, and Neq shall be multiplied by the modification factor, Aa, as applicable. For anchors installed in the soffit of sand-lightweight concrete-filled steel deck and floor and roof assemblies, further reduction of the pullout values provided in this report is not required. 4.2 Allowable Stress Design (ASD): 4.2.1 General: Design values for use with allowable stress design load combinations calculated in accordance with Section 1605.3 of the IBC must be established using the following equations: TallowableAso - -- q-4) - VOIIOwObIOASD - - (Eq-5) where: T8J,owab,e,ASD = Allowable tension load (lb, N) Vallo,yleAsD = Allowable shear load (lb, N) ON = Lowest design strength of an anchor or anchor group in tension as determined in accordance with ACI 318-14 Chapter 17 and 2015 IBC Section 1905.1.8, ACI 318- 11 Appendix D, ACI 318-08 Appendix 0 and 2009 IBC Section 1908.1.9, ACI 318- 05 Appendix D and 2006 IBC Section 1908.1.16, and Section 4.1 of this report, as applicable. ØV0 = Lowest design strength of an anchor or anchor group in shear as determined in accordance with ACI 318-14 Chapter 17 and 2015 IBC Section 1905.1.8, ACI 318- 11 Appendix D, ACI 318-08 Appendix D and 2009 IBC Section 1908.1.9, ACI 318- 05 and 2006 IBC Section 1908.1.16, and Section 4.1 of this report, as applicable. = Conversion factor calculated as a weighted average of the load factors for the controlling load combination. In addition, a must include all applicable factors to account for nonductile failure modes and required over-strength. Limits on edge distance, anchor spacing and member thickness as given in Table 2 of this report must apply. An example of Allowable Stress Design tension values is given in Table 8 and Figure 9. 4.2.2 Interaction of Tensile and Shear Forces: The interaction must be calculated and consistent with ACI 318-14 17.6 or ACI 318 (-11, -08, -05) D.7, as follows: For shear loads Veppijed :5 0.2Vaflowoble4Sb, the full allowable load in tension TB(,OWOb,9,ASO shall be permitted. For tension loads T8PP,;8d :5 O.2Ta//owablaASD, the full allowable load in shear Vaffowable,ASD shall be permitted. For all other cases: Tapplled + Voppffed < 1.2 (Eq-6) TaIJowable,,sD Va!lowabfeso 4.3 Installation: Installation parameters are provided in Tables 1, 2 and 7 and Figures 1, 7A, 713, 7C, 7D and 8. Anchor locations must comply with this report and plans and specifications approved by the code official. The Hilti KWIK HUS-EZ (KH-EZ), KWIK HUS-EZ P (KH-EZ P), KWIK HUS-EZ E (KH-EZ E) and KWIK HUS-EZ I (KH-EZ I) must be installed in accordance with the manufacturer's published instructions and this report. In case of conflict, this report governs. Anchors must be installed in holes drilled into concrete perpendicular to the surface using carbide-tipped masonry drill bits complying with ANSI B212.15-1994 or using the Hilti SafeSet System1M. The Hilti SafeSet System1M is comprised of Hilti TE-YD or TE-CD Hollow Drill Bits with a Hilti vacuum with a minimum value for the maximum volumetric flow rate of 129 CFM (61 f/s). The Hollow Drill Bits are not permitted for use with the 1/4-inch and 3/8-inch diameter anchors. The nominal drill bit diameter must be equal to that of the anchor. The minimum drilled hole depth, h0, is given in Tables 2, 5, and 6. When drilling dust is not removed after hole drilling, make sure to drill deep enough to achieve hnom, taking into account the depth of debris remaining in the hole. If dust and debris is removed from the drilled hole with the Hilti TE-YD or TE-CD Hollow Drill Bits or compressed air, vacuum, or a manual pump, hnom is achieved at the specified value of h0.. The anchor must be installed into the predrilled hole using a powered impact wrench or installed with a torque wrench until the proper nominal embedment depth is obtained. The maximum impact wrench torque, Tjmpact,maj, and maximum installation torque, Tinst.max for the manual torque wrench must be in accordance with Table 2. The KWIK HUS-EZ (KH-EZ), KWIK HUS-EZ P (KH-EZ P), KWIK HUS-EZ E (KH-EZ E) and KWIK HUS-EZ I (KH-EZ I) may be loosened by a maximum of one turn and retighteried with a torque wrench or powered impact wrench to facilitate fixture attachment or realignment. Complete removal and reinstallation of the anchor is not allowed. For installation in the soffit of concrete on steel deck assemblies, the hole diameter in the steel deck must not exceed the diameter of the hole in the concrete by more the 1/8 inch (3.2 mm). For member thickness and edge distance restrictions for installations into the soffit of concrete on steel deck assemblies, see Figure 8. For installation of 1h-inch and 3/8-inch KWIK HUS-EZ (KH-EZ) and KWIK HUS-EZ P (KH-EZ P) anchors on the ESR-3027 I Most Widely Accepted and Trusted Page 5 of 17 top of steel deck assemblies, see Table 7 for installation setting information. 4.4 Special Inspection: Periodic special inspection is required, in accordance with Section 1705.1.1 and Table 1705.3 of the 2015 IBC and 2012 IBC; Section 1704.15 of the 2009 IBC; or Section 1704.13 of the 2006 IBC, as applicable. The special inspector must be on the site periodically during anchor installation to verify anchor type, anchor dimensions, hole dimensions, concrete type, concrete compressive strength, drill bit type and size, hole dimensions, hole cleaning procedures, anchor spacing(s), edge distance(s), concrete member thickness, anchor embedment, installation torque, impact wrench power and adherence to the manufacturer's printed installation instructions and the conditions of this report (in case of conflict, this report governs). The special inspector must be present as often as required in accordance with the "statement of special inspection." Under the IBC, additional requirements as set forth in Sections 1705, 1706 and 1707 must be observed, where applicable. 5.0 CONDITIONS OF USE Hilti KWIK HUS-EZ (KH-EZ), KWIK HUS-EZ P (KH-EZ P), KWIK HUS-EZ E (KH-EZ E) and KWIK HUS-EZ I (KH-EZ I) concrete anchors described in this report are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 The anchors must be installed in accordance with the manufacturer's published installation instructions and this report. In case of conflict, this report governs. 5.2 Anchor sizes, dimensions, and minimum embedment depths are as set forth in this report. 5.3 Anchors must be installed in accordance with Section 4.3 of this report in uncracked or cracked normal-weight concrete and lightweight concrete having a specified compressive strength, f'c, 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], and cracked and uncracked normal-weight or sand-lightweight concrete over metal deck having a minimum specified compressive strength, f's, of 3,000 psi (20.7 MPa) [minimum of 24 MPa is required under ADIBC Appendix L, Section 5.1.1]. 5.4 The value of f used for calculation purposes must not exceed 8,000 psi (55.2 MPa). 5.5 The concrete must have attained its minimum design strength prior to installation of the anchors. 5.6 Strength design values must be established in accordance with Section 4.1 of this report. 5.7 Allowable stress design values must be established in accordance with Section 4.2 of this report. 5.8 Anchor spacing(s) and edge distance(s), and minimum member thickness, must comply with Table 2 and Figure 8 of this report. 5.9 Reported values for the KWIK HUS-EZ I (KH-EZ I) with an internally threaded hex washer head do not consider the steel insert element which must be verified by the design professional. Shear design values in this report for the KWIK HUS-EZ I (KH-EZ I) are for threaded inserts with Fu equal to or greater than 125 ksi. For use with inserts with Fu less than 125 ksi, the shear values are multiplied by the ratio of F of insert and 125 ksi. 5.10 Prior to installation, calculations and details demonstrating compliance with this report must be submitted to the code official. The calculations and details must be prepared by a registered design professional where required by the statutes of the jurisdiction in which the project is to be constructed. 5.11 Since an ICC-ES acceptance criteria for evaluating data to determine the performance of anchors subjected to fatigue or shock loading is unavailable at this time, the use of these anchors under such conditions is beyond the scope of this report. 5.12 Anchors may be installed in regions of concrete where cracking has occurred or where analysis indicates cracking may occur (f>f), subject to the conditions of this report. 5.13 Anchors may be used to resist short-term loading due to wind or seismic forces, subject to the conditions of this report. 5.14 Anchors are not permitted to support fire-resistance- rated construction. Where not otherwise prohibited in the code, anchors are permitted for use with fire- resistance-rated construction provided that at least one of the following conditions is fulfilled: Anchors are used to resist wind or seismic forces only. Anchors that support gravity load-bearing structural elements are within a fire-resistance-rated envelope or a fire-resistance-rated membrane, are protected by approved fire-resistance-rated materials, or have been evaluated for resistance to fire exposure in accordance with recognized standards. Anchors are used to support nonstructural elements. 5.15 Anchors have been evaluated for reliability against brittle failure and found to be not significantly sensitive to stress-induced hydrogen embrittlement. 5.16 Use of carbon steel anchors is limited to dry, interior locations. 5.17 Special inspection must be provided in accordance with Sections 4.4. 5.18 KWIK HUS-EZ (KH-EZ), KWIK HUS-EZ P (KH-EZ P), KWIK HUS-EZ E (KH-EZ E) and KWIK HUS-EZ I (KH-EZ I) anchors are manufactured by Hilti AG, under a quality control program with inspections by ICC-ES. 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC-ES Acceptance Criteria for Mechanical Anchors in Concrete Elements (AC193), dated October 2015, which incorporates requirements in ACI 355.2-07 I ACI 355.2-04, for use in cracked and uncracked concrete; and quality control documentation. 7.0 IDENTIFICATION HILTI KWIK HUS-EZ (KH-EZ), KWIK HUS-EZ P (KH-EZ P), KWIK HUS-EZ E (KH-EZ E) and KWIK HUS-EZ I (KH-EZ I) anchors are identified by packaging with the company name (Hilti, Inc.) and contact information, anchor name, anchor size, and evaluation report number (ESR-3027). The anchors with hex washer head have KH-EZ, HILTI, and anchor size and anchor length embossed on the anchor head. Identifications are visible after installation, for verification. ESR-3027 I Most Widely Accepted and Trusted Page 6 of 17 TABLE 1—KWIK HUS-EZ (KH-EZ) AND KWIK HUS-EZ I (KH-EZ I) PRODUCT INFORMATION Name and Size Diameter Total Length - under the anchor head (I4fl4,) Minimum Nominal Embedment (hnom) KH-EZ xi 5/a" I /4 l/ ('/" UNC-20 —Internal Thread Length -.375") 1 /8" 1/8 KH-EZ I" xi 5/o" /" /4 (/8" UNC-16 —Internal Thread Length -.453") 1 /8 1/8 KH-EZ l/ x2 '/2' I 1/ /4 ('/4" UNC-20 —Internal Thread Length - .375") 21/2" 21/2" KH-EZ '/4" x2 '/" I /" l/4 (I8" UNC-16 —Internal Thread Length - .453") 21/2" 21I2" KH-EZ P '/4"xl /8 / 1 /8 1/8 KH-EZ P 1/>Q5/ /4 2/" KH-EZ E 114"x15/8" 1/4 (3/8 UNC-16 —External Thread Length - .453") 1/4" 1 /8 KH-EZ '/4"x1 I 1/ 1 /8 KH-EZ 1/4"x2518" / 2/e" 1 /8 KH-EZ '/4"x3" /4" 1 /8 KH-EZ '/4"x3'/2" /4 31/2" 1/8 KH-EZ 1/4"x4" 1/4. /4 1/4 KH-EZ 3/8"x17/8" 3/ 11/,,, KH-EZ I8 x2/4 3/ 2'/" 1/8" KH-EZ 318"x3" 3/8"3" 21/2" KH-EZ 3/8"x31/2" 31/2" 21/" KH-EZ 3/8"x4" /" 4" 31/S KH-EZ 3/8"x5" 3/ 5 31/S KH-EZ 1/2"x2'/2" 1/ 21/2" 2/4" KH-EZ '/2"x3" 1/2. / 3" 21/4" KH-EZ '/2"x3'/2" '/2" 31/2" 3" KH-EZ '/2"x4" I" 4" 3" KH-EZ 1/2"x4'/2' 1/2.4'/2" 3" KH-EZ 1/2"x5" 1/2. / 5" 3" KH-EZ 1/2"x6 1/2. / 6" KH-EZ 5/5"x3'/2" 5/ 31/a 31/a KH-EZ 5/8"x4" 5,8W 4 31/a KH-EZ 5/8"x5'/2" -'/8" / 51/2" 31/s KH-EZ 5/8"x61/2" 5/4 6'/2" 31/4" KH-EZ 5/8"x8" / 5/8. 8" 31/4" KH-EZ 3/4"x4'/2" 3/4W 41/2" KH-EZ 3/4"x5'/2 3/4w 51/2" 4" KH-EZ 3/4"x7" 3/4 7" 4" KH-EZ 3/4"x8" 3/4w 8" 4' KH-EZ 3/4"x9" 3/4w 9. 4 For SI: 1 inch = 25.4 mm. ESR-3027 I Most Widely Accepted and Trusted Page 7 of 17 7-1,711 _Hi FIGURE 1—KWIK HUS EZ ANCHOR -- — www ---. . -.1 mat iIilh1jIi FIGURE 2—HILTI KWIK HUS EZ CONCRETE SCREW ANCHOR tpg 55 REP. FIGURE 3—HILTI KWIK HUS-EZ I ANCHOR lip MM FIGURE 4—HILTI KWIK HUS EZ P ANCHOR FIGURE 5—HILTI KWIK HUS-EZ E ANCHOR Hilti SafeSetTM System with Hollow Drill Bit Hilti TE-CD or TE-YD Hollow Carbide Drill Bit with a Hilti Vacuum (per section 4.3) Hilti Dust Removal Systems 9119 0 Hilti Rotary Hammer Drill with DRS (Dust Removal Hilti TE DRS-D Dust Removal System) Module System with Hilti Vacuum FIGURE 6—HILTI SAFESETTM AND DUST REMOVAL SYSTEMS U I 1-i a 4t-1 ,ws ESR-3027 I Most Widely Accepted and Trusted Page 8 of 17 Mal vvs 13 f*4 90 DRS 1/2,5/8, and 3/4 only FIGURE 7A—INSTALLATION INSTRUCTIONS - HILTI KWIK HUS EZ (KH-EZ) FIGURE 713—INSTALLATION INSTRUCTIONS - HILTI KWIK HUS EZ I (KH-EZ I) ] ( 14 Mn ;12 I • ''- I 1Lô FIGURE 7C - INSTALLATION INSTRUCTIONS - HILTI KWIK HUS EZ P (KH-EZ P) L1I Iws .'z. ' - - FIGURE 7D - INSTALLATION INSTRUCTIONS - HILTI KWIK HUS-EZ E (KH-EZ E) ESR-3027 I Most Widely Accepted and Trusted Page 9 of 17 TABLE 2-KWIK HUS-EZ (KH-EZ), KWIK HUS-EZ P (KH-EZ P), KWIK HUS-EZ E (KH-EZ E), AND KWIK HUS-EZ I (KH-EZ I) INSTALLATION INFORMATION AND ANCHOR SPECIFICATION' Nominal Anchor Diameter (inches) Characteristic Symbol Units / I (KH-EZ I and 1/4 3 'B 1, 2 5 /8 3 /4 KH-EZ E) Head Style - - Internally (I) or Externally (E) Hex i or P Hex I Hex Head Standard Head Hex Head Standard Head Threaded Head Nominal Diameter d0 (d0)5 /' 3 I, 2 5 /8 3/4 Drill Bit Diameter d, in. 1/4 3 /8 2 5 '8 3 /4 Minimum Baseplate d5 in. N/A' I8 I 5/. 3 /4 7 /8 Clearance Hole Diameter Maximum Installation Torque 4 ft-IbI 18 19 40 . 45 85 95 Maximum Impact Wrench Torque Rating3 Tà,,poci.m44 ftbf 114 137 114 137 114 450 137 450 450 450 Minimum Nominal Embedment depth h,,,jm In. 2'/2 - - 2/ 3 41/ 31/ - 4 - 6'/ - Effective Embedment Depth h4, in. 1.18 1.92 1.18 1.92 1.11 1.86 2.50 1.52 2.16 3.22 2.39 3.88 2.92 4.84 Minimum Hole Depth h0 in. 2 2 7 /a 2 2/B 1/8 2/4 31/2 2Ia 3 /8 4 /8 3/B 5 /8 4/ 6/e Critical Edge Distance2 C= in. 2.00 2.78 2.00 2.78 2.63 2.92 3.75 2.75 3.75 5.25 3.63 5.82 4.41 7.28 Minimum Spacing at Critical Edge distance s 4.8 7 in. 1.50 2.25 3.0 Minimum Edge Distance Cm)47 in. 1.50 1.75 Minimum Spacing Distance at Minimum Edge Distance si 7 in. 3.0 4.0 Minimum Concrete Thickness in. 3.25 14.125 3 .25 I 4.125 3.25 I 4 I 14.75 I I I 4.75 6.75 I 5 7 I 6 I 18.125 I /4 Internal 3 '8 Wrench socket size - Thread KH-EZ I Model in . Not Applicable /8 Internal Thread /2 Wrench socket size - i n. N/A /16 I I 9 /16 I I 3 /4 I I IS /16 I 11/8 KH-EZ Model I I I Wrench socket size - KH-EZ E Model - in. I N/A Max. Head height KH-EZ E 3/8 External in. 1 /8 N/A Model thread '/4" / Internal /8 Max. Head height - Thread KH-EZ I Model in. Not Applicable /8 Internal ii Thread /16 Max. Head height - in. N/A 0.24 0.35 0.49 0.57 0.70 Effective tensile stress area A40 (A)5 in 0.045 0.086 0.161 0.268 0.392 Minimum specified ultimate strength ,1 125,000 106,975 120,300 112,540 90,180 81,600 ror 0,: 1 incn = zb.4 mm, 1 n-ibt = 1.356 N-m, 1 psi = 6.89 kPa, 1 in' = 645 mm', 1 lb/in = 0.175 N/mm. 'The data presented in this table is to be used in conjunction with the design criteria of ACt 318-14 Chapter 17 or ACt 318-11 Appendix D, as applicable. 2For installations through the soffit of steel deck into concrete (see Figure 8) anchors installed in the lower flute may be installed with a maximum 1 inch offset in either direction from the center of the flute. 3 Because of variability in measurement procedures, the published torque of an impact toot may not correlate property with the above setting torques. Over-torquing can damage the anchor and/or reduce its holding capacity. 4Tinst.,,,ax applies to installations using a calibrated torque wrench. 'The notation in parenthesis is for the 2006 IBC. 6The KWIK HUS-EZ I (KH-EZ I) and KWIK HUS-EZ E (KH-EZ E) versions are driven directly to the supporting member surface. 7Additional combinations for minimum edge distance, c,,14, and minimum spacing distance, s,,, or s 14404, may be derived by linear interpolation between the given boundary values. ESR-3027 I Most Widely Accepted and Trusted Page 10 of 17 TABLE 3-HlLTI KWIK HUS-EZ (KH-EZ), KWIK HUS-EZ P (KH-EZ P), KWIK HUS-EZ E (KH-EZ E), AND KWIK HUS-EZ I (KH-EZ I) TENSION STRENGTH DESIGN DATA1'2'4" Nominal Anchor Diameter(inches) Characteristic Symbol Units 1/4 I I I (KH-EZ and KH-EZ E) I, 4 3 8 " I 2 I s/8 I Anchor Category 3 I i 3 I 1 1 1,20r3 I Head Style Internally (I) or Externally Hex Head I Hex Hex I Hex I Hex I Hex - (E)Threaded or P Head I Head Head Head I Head I Head Nominal h,,,,,,, in. i/8 21/2 1 /8 2/ 1,8 2 /2 31/4 12114 3 I I 4 161/4 Embedment Depth I 1 I I I I I I I Steel Strength in Tension (ACI 318-14 17.4.1 or ACI 318-11 D.5.1) Tension Resistance of Steel N,,,, lb. I 5,660 I I 9,200 I I 10,335 I I I 18,120 I I I 24,210 I I 32,015 Reduction Factor for Steel Strength 3,8 0.65 Concrete BreakoutStrength in Tension (ACI 318-14 17.4.2 or ACI 318-11 D.5.2) Effective h,,, in. 1.18 I I 1.92 Embedment Depth 1.18 I 1.92 I I 1.11 I I 1.86 I I 2.50 1.521 I 2.16 I 3.22 I I 2.39 I 13.88 I I 2.92 4.84 Critical Edge Distance cac in. 2.00 I 2.78 I 2.00 I 2.78 I I 2.63 I I 2.92 I I 3.75 I 2.75 I 3.75 I 5.25 i I 3.63 I I 5.82 I 4.41 17.28 I Effectiveness Factor - Uncracked k,,, - 24 27 Concrete Effectiveness Factor - Cracked Concrete k,,, - 17 Modification factor for cracked and qjo.N - 1.0 uncracked concretes Reduction Factor for I I I Concrete Breakout qtb - 0.45 I 0.65 I 0.45 I 0.65 Strength 2,3 I Pullout Strength in Tension (Non Seismic Applications) (ACI 318-1417.4.3orAC1318-IID.5.3) - - - - Characteristic pullout strength, uncracked concrete Na ,,,,; lb. 1,3056 2,35051,3058 2,350 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A (2,500p5i) Characteristic pullout strength, cracked concrete Na,,,' lb. 6656 1,165 6656 1,165 725 N/A N/A N/A N/A N/A N/A N/A N/A N/A (2500 psi) Reduction factor for pullout strength 2,3 0' - 0.45 0.65 0.45 0.65 Pullout Strength _in_ Tension 318-14 17.4.3 or ACI 318-11 D.5.3) _(Seismic _Applications) _(ACI Characteristic Pullout Strength, Seismic N,,,' lb. 5356 1,165 5356 1,165 725 N/A (2,500 psi) Reduction Factor for Pullout Strength 2,3 - 0.45 0.65 0.45 0.65 (2,500 psi) Axial Stiffness in Service Load Range Uncracked Concrete /3,,,,,,, 760,000 Win. Cracked Concrete f3,,. 293,000 For SI: 1 inch= 25.4 mm, 1 ft-lbf = 1.356 N-m, 1 psi = 6.89 kPa, 1 inz = 645 rnm, 1 lb/in = 0.175 N/mm. 'The data in this table is intended for use with the design provisions of ACI 318-14 Chapter 17 or ACI 318-11 Appendix D, as applicable; for anchors resisting seismic load combinations the additional requirements of ACI 318-14 17.2.3 or ACI 318-11 D.3.3, as applicable, shall apply. 2Values of 0 i this table apply when the load combinations for ACI 318-14 Section 5.3, ACI 318-11 Section 9.2 or IBC Section 1605.2 are used and the requirements of ACI 318-14 17.3.3 or ACI 318-11 0.4.3, as applicable, for Condition B are met. For situations where reinforcement meets the requirements of Condition A, ACI 318-14 17.3.3 or ACI 318-11 D.4.3, provides the appropriate 0 factor, as applicable. lf the load combinations of ACI 318-11 Appendix C are used, the appropriate value of 0 must be determined in accordance with ACI 318-11 0.4.4. 41n this report, N/A denotes that pullout resistance does not govern and does not need to be considered. 5The characteristic pullout resistance for concrete compressive strengths greater than 2,500 psi may be increased by multiplying the value in the table by (f',12,500)05 for psi or (f',,/17.21°" for MPa. °The characteristic pullout resistance for concrete compressive strengths greater than 2,500 psi may be increased by multiplying the value in the table by (f,,/2,500)03 for psi or (F.11 7.210.3 for MPa. 'For lightweight concrete, calculate values according to Section 4.1.12 of this report. °The KWIK HUS-EZ (KH-EZ), K,A/lK HUS-EZ P (KH-EZ P), KWIK HUS-EZ E (KH-EZ E), and KWIK HUS-EZ I (KH-EZ I) are considered brittle steel elements as defined by ACI 318-14 2.3 or ACI 318-11 0.1, as applicable. ESR-3027 I Most Widely Accepted and Trusted Page 11 of 17 TABLE 4-HILTI KWIK HUS-EZ (KH-EZ), KWIK HUS-EZ P (KH-EZ P), KWIK HUS-EZ E (KH-EZ E), AND KWIK HUS-EZ I (KH-EZ I) SHEAR STRENGTH DESIGN DATA"' Nominal Anchor Diameter (inches) Characteristic Symbol Units I I I 3 /4 /8 2 KH-EZ I and KH-EZ E Hex Head Hex Head Style - - (Internally or Externally and P Head Hex Head Threaded) Head Anchor Category 1,20r3 3 I 1 3 1 3 1 1 Embedment Depth h,m, in. 1l8 21/2 1/8 21/2 1 /8 2 /2 1518 21/2 I 31/4 21/4 3 45/4 31/4 5 4 1 66 Internal Thread Diameter in. 1/4 3/8 N/A N/A N/A N/A N/A I N/A N/A I N/A I N/A I N/A I SteelStrength in Shear (ACI 318-14 17.5.1orACI 318-11 D.6.1)4'5' Shear Resistance of Steel - Static V 4 lb. 1.360 1, 315 1,550 3,670 5,185 9,245 11,220 16,660 Shear Resistance of Steel - Seismic Vso,eq U3. 605 1,120 1,395 3,670 3,110 5,545 6,735 11,555 Reduction Factor for Steel Strength - 0.60 Concrete Breakout Strength in Shear (ACI 318-14 17.5.2 or ACI 318-11 D.6.2) Nominal Diameter d0(dj ° in. 0.250 0.375 0.500 0.625 0.750 Load Bearing Length of Anchor 4 in. 1.181 1.92 I 11.18 I 1.92 I 1.18 I 11.92 I 1.11 11.8612.50 I I 1.52 12.1613.22 I I 2.39 3.88 I 2.92 4.84 I Reduction Factor for Concrete Breakout Ø - 0.70 Strength 2,3 Concrete Pryout Strength in Shear (ACI 318-14 17.5.3 or ACI 318-11 D.6.3) Coefficient for Pryout Strength km - 1.0 I I 1.0 I 1.0 I I I 1.0 I I 1.0 I I I 1.0 I I I 1.0 I I 1.0 I 2.0 I I I 1.0 I I I I 1.0 I I 2.0 I I I 1.0 I I I 2.0 I I I 2.0 I I I 2.0 I Reduction Factor for Pryout Strength 2.3 - 0.70 For SI: 1 inch = 25.4 mm, 1 ft-lbf = 1.356 N-m, 1 psi = 6.89 kPa, 1 in' = 645 mm', 1 lb/in = 0.175 N/mm. 'The data in this table is intended for use with the design provisions of ACI 318-14 Chapter 17 or ACI 318-11 Appendix D, as applicable. 2 Values of t in this table apply when the load combinations for ACI 318-14 Section 5.3, ACI 318-11 Section 9.2 or IBC Section 1605.2, as applicable, are used and the requirements of ACI-14 17.3.3 or ACI 318-11 D.4.3, as applicable, for Condition B are met. For Situations where reinforcement meets the requirements of Condition A, ACI 318-14 17.3.3 or ACI 318-11 D.4.3, provides the appropriate Ofactor, as applicable.. 31f the load combinations of ACI 318-11 Appendix C are used, the appropriate value of 0 must be determined in accordance with ACI 318-11 0.4.4. 4Reported values for steel strength in shear are based on test results per ACI 355.2, Section 9.4 and must be used for design in lieu of calculated results using equation 17.5.1.2b of ACI 318-14 or equation 0-29 of ACI 318-11, as applicable. "The KWIK HUS-EZ (KH-EZ), KWIK HUS-EZ P (KH-EZ P), KWIK HUS-EZ E (KH-EZ E), and KWIK HUS-EZ I (KH-EZ I) are considered brittle steel elements as defined by ACI 318-14 2.3 or ACI 318-11 Dl, as applicable. "The notation in brackets Is for the 2006 IBC. 7Values are for threaded rod or insert with F4~125 ksi. For use with inserts with Fu less than 125 ksi multiply the shear values by the ratio of Fu of insert and 125 ksi. ESR-3027 I Most Widely Accepted and Trusted Page 12 of 17 TABLE 5-HILTI KWIK HUS-EZ (KH-EZ) AND KWIK HUS-EZ P (KH-EZ P) TENSION AND SHEAR DESIGN DATA FOR INSTALLATION IN THE UNDERSIDE OF CONCRETE-FILLED PROFILE STEEL DECK ASSEMBLIES1567 Lower Flute Upper Flute Anchor Diameter Characteristic Symbol Units 11 4 Hex Head Style - - Head and P Hex Head Hex Head Head Embedment h,,,,,,, in. i/5 2'12 i516 2'/, 31/4 21/4 3 41/a 31/4 5 4 1/e 21/2 i5/8 21/2 21/4 Minimum Hole Depth h,, in. 2 2l 11/8 2l4 31/ 2l8 33/s 45/5 3 /8 5/ 4' 2 2 /8 1 /8 2% 2/ Effective Embedment Depth h,,, in. 1.18 1.92 1.11 1.86 2.50 1.52 2.16 3.22 2.39 3.88 2.92 1.18 1.92 1.11 1.86 1.52 Pullout Resistance, (uncracked concrete)2 Np.deck,,00r lb. 1,210 1,875 1,300 2,240 3,920 1,305 3,060 5,360 4,180 9,495 4,180 1,490 1,960 1,490 2,920 1,395 Pullout Resistance - - - - (cracked concrete and Np4,,,,,, lb. 620 930 810 1,590 1,590 2,780 820 1,930 3,375 2,630 5,980 2,630 760 975 1,185 2,070 985 seismicioads)3 Steel Strenth in Shear Vd,k lb. 1,205 2,210 1,510 1,510 3,605 1,605 -- 2,920 3,590 3,470 4,190 3,760 1,205 3,265 3,670 6,090 7,850 Steel Strength in Shear, Seismic dockea lb. 905 1.990 905 905 2,165 965 1,750 2,155 2,080 2,515 2,610 1,080 2,940 3,670 3,650 4,710 For SI: 1 inch = 25.4 mm, 1 ft-lbf = 1.356 N-m, 1 psi = 6.89 kPa, 1 in2 = 645 mm2, 1 lb/in = 0.175 N/mm. 'Installation must comply with Sections 4.1.10 and 4.3 and Figure 8 of this report. 2The values listed must be used in accordance with Section 4.1.4 of this report. 3The values listed must be used in accordance with Section 4.1.4 and 4.1.8.2 of this report. 4The values listed must be used in accordance with Section 4.1.5 and 4.1.8.3 of this report. 5The values for 0,, in tension can be found in Table 3 of this report and the values for 4. in shear can be found in Table 4 of this report. 6For the 1/4-inch-diameter (KH-EZ) at 21/2.inch nominal embedment and the 3/8-inch- through 3/4-inch-diameter anchors the characteristic pullout resistance for concrete compressive strengths greater than 3,000 psi may be increased by multiplying the value in the table by (PJ3,000)'12 for psi or (f,,/20.7)"2 for MPa. 1For the 1/4-inch-diameter anchors (KH-EZ) at 15/8-inch nominal embedment characteristic pullout resistance for concrete compressive strengths greater than 3,000 psi may be increased by multiplying the value in the table by (I',,/3,000)0 for psi or (f',,120.7)0 for MPa. TABLE 6-KWIK HUS-EZ I (KH-EZ I) AND KWIK HUS-EZ E (KH-EZ E) TENSION AND SHEAR DESIGN DATA FOR INSTALLATION THE UNDERSIDE OF CONCRETE-FILLED PROFILE STEEL DECK ASSEMBLIES"" Characteristic Symbol Units Lower Flute I Upper Flute Head Style - - Internally (I) Threaded an-' Externally (E) Threaded Embedment hoom in. 1/ 21/3 i/ F 21/ 1 /8 21/2 ii8 I 21/ Minimum Hole ho in. 2 - Depth 2l8 2 2/e 2 2/ 2 I 2'/e Internal Thread I. n. 1, 3 /8 ,,, 3 Diameter - 4 4 /8 Effective EmbedmentDepth h,,, in. 1.18 1.92 1.18 1.92 1.18 1.92 1.18 1.92 Pullout Resistance, (uncracked Np.dw*,uMr lb. 1,210 1,875 1,210 1,875 1,490 1,960 1,490 1,960 concrete )2 Pullout Resistance (cracked concrete NpdeckCr lb. 620 930 620 930 730 975 730 975 and seismic loads)3 Steel Strenth in Shear VS,,,d,,,,k8 lb. 860 1,025 1,015 11525 Steel Strength in Shear, Seismic V,,,,,5 ,,48 lb. 385 875 445 1,295 For SI: 1 inch = 25.4 mm, 1 ft-lbf= 1.356 N-m, 1 psi = 6.89 kPa, 1 in' = 645 mm', 1 lb/in = 0.175 N/mm. 'Installation must comply with Sections 4.1.10 and 4.3 and Figures 7B, 7D, and 8 of this report. 2The values listed must be used in accordance with Section 4.1.4 of this report. 3The values listed must be used in accordance with Section 4.1.4 and 4.1.8.2 of this report. 4The values listed must be used in accordance with Section 4.1.5 and 4.1.8.3 of this report. 5The values for 4, in tension can be found in Table 3 of this report and the values for 0. in shear can be found in Table 4 of this report. 6For the '/4-inch-diameter (KH-EZ I) at 2-1/2 inch nominal embedment the characteristic pullout resistance for concrete compressive strengths greater than 3,000 psi may be increased by multiplying the value in the table by (f',13,000)'12 for psi or (fW20.7)112 for MPa. 7For the 1/4-inch-diameter anchors (KH-EZ I and KH-EZ E) at 15/8-inch nominal embedment characteristic pullout resistance for concrete compressive strengths greater than 3,000 psi may be increased by multiplying the value in the table by (fJ3,000)03 for psi or (f',,/20.7)0 for MPa. 8Values for the KWIK HUS-EZ I (KH-EZ I) are for threaded rod or insert with F0;~125 ksi. For use with inserts with Fu less than 125 ksi multiply the shear values by the ratio of Fu of insert and 125 ksi. ESR-3027 I Most Widely Accepted and Trusted Page 13 of 17 )TABLE 7—HILTI KWIK HUS—EZ (KH-EZ), KWIK HUS-EZ P (KH-EZ P), KWIK HUS-EZ E (KH-EZ E), SETTING INFORMATION FOR INSTALLATION ON THE TOP OF CONCRETE-FILLED PROFILE STEEL DECK ASSEMBLIES .1.2,3,4,5,6,7 DESIGN INFORMATION Symbol Units Nominal An Anchor Diameter ________ , 3, Effective Embedment Depth h, in. 1.18 1.11 Minimum concrete thickness hmjn deck in. 21/2 21/2 Critical edge distance Caock top in. 4 3 Minimum edge distance Cmfn peG!, lop in. 1/4 1/4 Minimum spacing S,cm.deu,.top - in. 3 3 t-or SI: 1 Inch = 25.4 mm. 'Installation must comply with Sections 4.1.10 and 4.3 of this report. 2For all other anchor diameters and embedment depths refer to Table 2 for values of h,,,10,c,010 and s,,,,. 3Design capacity must be based on calculations according to values in Tables 3 and 4 of this report. 4Applicable for 2Y2-inch :5 h,,,rn.,i 4/4-inch. For hmfl,,Ck S 3114-inch, use setting information in Tables 3 and 4 of this report. 5Minimum concrete thickness refers to concrete thickness above upper flute. 6Minimum flute depth (distance from top of flute to bottom of flute) is 3 inches. 7Steel deck thickness must be minimum 20 gauge. Minimum 1-1/4" See Mm. 3,000 psi sand-lightweight footnote See Anchor Lower Flute Max. 3" Upper or normal-weight concrete flute Minimum (valley) 20 gauge steel deck footnote 2 (typical) flute (ridge) edge Min. 12" (typical) See footnote 4 - - See footnote 4 FIGURE 8—INSTALLATION OF KWIK HUS-EZ (KH-EZ) AND KWIK HUS-EZ I (KH-EZ I) IN SOFFIT OF CONCRETE OVER STEEL DECK FLOOR AND ROOF ASSEMBLIES' 'Anchors may be placed in the upper or lower flute of the steel deck profile provided the minimum hole clearance is satisfied. Anchors in the lower flute may be installed with a maximum 1-inch offset in either direction from the center of the flute. The offset distance may be increased proportionally for profiles with lower flute widths greater than those shown provided the minimum lower flute edge distance is also satisfied. 2Minimum flute width for KH-EZ and KH-EZ I 'h-inch diameter is 3/8 inches. Minimum flute width for KH-EZ /8-, '/0-, /8 and "1.-inch diameter is 411 inches. 3Minimum concrete thickness above upper flute for KH-EZ and KH-EZ I 'h-inch diameter is 2/2 inches. Minimum concrete thickness above upper flute for KH-EZ '/,.-, s/p- and %-inch diameter is 3-14 inches. 'Minimum distance from edge of flute to centerline of anchor for KH-EZ and KH-EZ I '1.-inch diameter is 1-inch. Minimum distance from edge of flute to centerline of anchor for KH-EZ 3/_, '/0-, i- and "/.-inch diameter is 11/4 inches. ESR-3027 I Most Widely Accepted and Trusted Page 14 of 17 TABLE 8—HILTI KWIK HUS-EZ (KH-EZ), KWIK HUS-EZ P (KH-EZ P), KWIK HUS-EZ E (KH-EZ E), AND KWIK HUS-EZ I (KH-EZ I) ALLOWABLE STRESS DESIGN VALUES FOR ILLUSTRATIVE PURPOSES1'2'3'4'8'6'7'8'9"° Nominal Anchor Diameter Nominal Embedment Depth, h 0,,, Effective Embedment Depth, h01 Allowable Tension Load [in.] [in.] [in.] [Ibs] 1/4 11/0 1.18 407 21/2 1.92 1,031 /8 1 /8 1.11 620 21/2 1.86 1,334 31/4 2.5 2,077 1/2 21/4 1.52 1,111 3 2.16 1,882 41/4 3.22 3,426 5 /8 31/4 ___________________________________ 2.39 2,192 5 3.88 4,530 3 /4 4 2.92 2,963 61/4 4.84 6,305 For SI: 1 inch = 25.4 mm, 1 lbf = 4.45 N. 'single anchor with static tension load only. 2Concrete determined to remain uncracked for the life of the anchorage. 3Load combinations are taken from ACI 318-14 Section 5.3 or ACI 318-11 Section 9.2, as applicable, (no seismic loading). 40% dead load and 60% live load, controlling load combination 1.2D + 1.6L. 5Calculation of weighted average for conversion factor a = 1.2(0.4) + 1.6(0.6) = 1.44. = 2,500 psi (normal weight concrete). = C a C-- 8 Ii a h,,,,,. °Values are for Condition B where supplementary reinforcement in accordance with ACI 318- 14 17.3.3 or ACI 318-11 D.4.3, as applicable, is not provided. '°KWIK HUS-EZ P (KH-EZ P), KWIK HUS-EZ E (KH-EZ E), and KWIK HUS-EZ I (KH-EZ I) available in '/4-inch diameter only. ESR-3027 I Most Widely Accepted and Trusted . Page 15 of 17 Given: Two /2 diameter KH-EZ with static tension load A 7•1, A h.t= 3.22 inches Normal Weight Concrete: fc = 3,000 psi No supplementary reinforcement (Cond. B) i4 .15 1 No eccentricity,0% live load, 40/ dead load. Assume cracked concrete since no other information Is available. 15 h cmln=1.75 in. Smin3 in. A-A Needed: Allowable stress design (ASD) tension capacity Calculation per ACI 318-14 Chapter 17, ACI 318-14 ACI 318-11 ESR ACI 318-11 Appendix D and this report Ref. Ref. Reference Step 1: Calculate steel capacity: 17.4.1.2 0.5.1.2 Table 3 Ns mflNsa 2(0.65)(18, 120)=23,556 lbs. Step 2: Verify minimum member thickness, spacing and edge distance: hmin=6.375 in. 1512 in. -.0k c=1.75 in. 4 in. -.ok 177 08 Table 2 Smin 3 in. 56 in. -.0k Step 3: Calculate concrete breakout strength of anchor group in tension: - ANC Nth9- r— ec.N9'ed.N9c,N4'cp.NNb 17.4.2.1 D.5.2.1 4.1.3 Nco Step 3a: Calculate AN, and AN,O: *c=(15hef+4)(3hef+6)=(8.83)(15.66)138.3 in.2 17.4.2.1 D.5.2.1 Table 3 AN,=9(h,f)2=9(3.22)2=93.32 in.' Step 3b: Determine N.efl=0-.4,,N=1.0 17.4.2.4 D.5.2.4 Step 3c: Calculate ,CN-..PN=O.7+O.3 (-k) =0.948 17.4.2.5 D.5.2.5 Table 3 Step 3d: Determine 4cpN cp.N=10 because concrete is cracked. 17.4.3.6 0.5.3.6 Step 3e: Calculate Nb: 22)155 380 lbs 17.4.2.2 0.5.2.2 Table 3 (A, =1.0 for normal weight concrete) Step 3f: Calculate 4NCb: 4NCb9=(0.65) () (1.0)(0.948)(1.0)(1.0)(5,380)=4,914 lbs 17.3.3(c) D.4.3 (c) Table 3 Step 4: Check Pullout Strength -. per Table 3 does not control -- -- Table 3 Step 5: Controlling Strength: Lesser of nN5, and NCbS .-. 4,914 lbs 17.3.1.2 D.4.1.2 T bl 3 Table Step 6: Convert to ASD based on 1.6 (0.60)+1.2(0.40)=1.44 60% Live Load and 40% Dead Load: 4,914 TallowableAso 1.44 =3,412 lbs FIGURE 9—EXAMPLE CALCULATION ICC-ES Evaluation Report ESR-3027 LABC and LARC Supplement Issued December 2017 This report is subject to renewal December 2019. www.icc-es.org I (800) 423.6587 I (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 03 00 00—CONCRETE Section: 03 16 00—Concrete Anchors DIVISION: 05 00 00—METALS Section: 05 05 19—Post-Installed Concrete Anchors REPORT HOLDER: HILTI, INC. 7250 DALLAS PARKWAY, SUITE 1000 PLANO, TEXAS 75024 (800) 879-8000 www.us.hilti.com HiltiTechEngus.hilti.com EVALUATION SUBJECT: HILTI KWIK HUS-EZ (KH-EZ), KWIK HUS-EZ P (KH-EZ P), KWIK HUS-EZ E (KH-EZ E), AND KWIK HUS-EZ I (KH-EZ I) CARBON STEEL SCREW ANCHORS FOR USE IN CRACKED AND UNCRACKED CONCRETE 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that the Hilti KWIK HUS-EZ (KH-EZ), KWIK HUS-EZ P (KH-EZ P), KWIK HUS-EZ E (KH-EZ E), and KWIK HUS-EZ I (KH-EZ I) screw anchors in cracked and uncracked concrete, described in ICC-ES master evaluation report ESR-3027, have also been evaluated for compliance with the codes noted below as adopted by Los Angeles Department of Building and Safety (LADBS). Applicable code editions: 2017 City of Los Angeles Building Code (LABC) 2017 City of Los Angeles Residential Code (LARC) 2.0 CONCLUSIONS The Hilti KWIK HUS-EZ (KH-EZ), KWIK HUS-EZ P (KH-EZ P), KWIK HUS-EZ E (KH-EZ E), and KWIK HUS-EZ I (KH-EZ I) screw anchors in cracked and uncracked concrete, described in Sections 2.0 through 7.0 of the master evaluation report ESR-3027, comply with LABC Chapter 19, and LARC, and are subject to the conditions of use described in this report. 3.0 CONDITIONS OF USE The Hilti KWIK HUS-EZ (KH-EZ), KWIK HUS-EZ P (KH-EZ P), KWIK HUS-EZ E (KH-EZ E), and KWIK HUS-EZ I (KH-EZ I) screw anchors described in this evaluation report must comply with all of the following conditions: All applicable sections in the master evaluation report ESR-3027. The design, installation, conditions of use and labeling of the anchors are in accordance with the 2015 International Building Code® (2015 IBC) provisions noted in the master evaluation report ESR-3027. The design, installation and inspection are in accordance with additional requirements of LABC Chapters 16 and 17, as applicable. Under the LARC an engineered design in accordance with LARC Section R301.1.3 must be submitted. The allowable and strength design values listed in the master evaluation report and tables are for the connection of the anchors to the concrete. The connection between the anchors and the connected members shall be checked for capacity (which may govern). This supplement expires concurrently with the master report, reissued December 2017. ICc-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of tile report or a recommendation for its use. There is no warranty by ICC Evaluation Service. LLc. express or implied, as iffix to an finding or other matter in this report, or as to any product covered by the report. wn - Copyright © 2017 icc Evaluation Service, LLc. All rights reserved. Page 16 of 17 ICC-ES Evaluation Report ESR-3027 FBC Supplement Reissued December 2017 This report is subject to renewal December 2019. www.icc-es.orq I (800) 423-6587 I (562) 699-0543 A Subsidiary of the International Code Council ® DIVISION: 03 00 00—CONCRETE Section: 03 16 00—Concrete Anchors DIVISION: 05 00 00—METALS Section: 05 05 19—Post-Installed Concrete Anchors REPORT HOLDER: HILTI, INC. 7250 DALLAS PARKWAY, SUITE 1000 PLANO, TEXAS 75024 (800) 879-8000 www.us.hilti.com HiItiTechEnq(äus.hiIti.com EVALUATION SUBJECT: HIM KWIK HUS-EZ (KH-EZ), KWIK HUS-EZ P (KH-EZ P), KWIK HUS-EZ E (KH-EZ E), AND KWIK HUS-EZ I (KH-EZ I) CARBON STEEL SCREW ANCHORS FOR USE IN CRACKED AND UNCRACKED CONCRETE 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that Hilti KWIK HUS-EZ (KH-EZ), KWIK HUS-EZ P (KH-EZ P), and KWIK HUS-EZ E (KH-EZ E) and KWIK HUS-EZ I (KH-EZ I) screw anchors, recognized in ICC-ES master evaluation report ESR-3027, have also been evaluated for compliance with the codes noted below: Compliance with the following codes: 2017 Florida Building Code—Building 2017 Florida Building Code—Residential 2.0 CONCLUSIONS The Hilti KWIK HUS-EZ (KH-EZ), KWIK HUS-EZ P (KH-EZ P), and KWIK HUS-EZ E (KH-EZ E) and KWIK HUS-EZ I (KH- EZ I) screw anchors in cracked and uncracked concrete, described in Sections 2.0 through 7.0 of the master evaluation report ESR- 3027, comply with the 2014 Florida Building Code—Building and the 2014 Florida Building Code—Residential, provided the design and installation are in accordance with the International Building Codes (IBC) provisions noted in the master evaluation report and the following conditions are met: Design wind loads must be based on Section 1609 of the 2014 Florida Building Code—Building or Section R301.2.1.1 of the 2014 Florida Building Code—Residential, as applicable. Load combinations must be in accordance with Section 1605.2 or Section 1605.3 of the 2014 Florida Building Code— Building, as applicable. Use of the Hilti KWIK HUS-EZ (KH-EZ), KWIK HUS-EZ P (KH-EZ P), and KWIK HUS-EZ E (KH-EZ E) and KWIK HUS-EZ I (KH-EZ I) screw anchors in cracked and uncracked concrete as described in the master evaluation report for compliance with the High-Velocity Hurricane Zone provisions of the 2014 Florida Building Code—Building and the 2014 Florida Building Code-Residential has not been evaluated, and is outside the scope of this supplement. For products falling under Florida Rule 9N-3, verification that the report holder's quality assurance program is audited by a quality assurance entity approved by the Florida Building Commission for the type of inspections being conducted is the responsibility of an approved validation entity (or the code official when the report holder does not possess an approval by the Commission). This supplement expires concurrently with the master report, reissued December 2017. ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of t/te subject of I/tv report or a reco,nnt endation for its use. There is no warranty by ICC Evaluation Service. LLc, express or implied, as to any finding or other matter in this report, or as to any product covered hr the report. Copyright © 2017 ICC Evaluation Service, LLC. All rights reserved. Page 17 of 17 154 go- FLOOR1 (- I) \_ 45-0 CROSSOM POST IS-ID--- 604 006W RMOR POST PIPE - ToP. —52.0 J / 5T0ii0600 FLANGE SAFETY 55)10.0 11.01000 mLn 110005501006 (210 WOOD N / SOOD OR C001COTIT FLOOR 100 SUTPCTI POE. - 10 WALL R.0Wt 501604 - (i0UAfTIIAlA00 o- IPOT SOURS) o:•- 254 Will POW 15)100 25-6 110206 500IET 106 TOOROI.SCT SUET 15)0.03 WALLTHIcKtass (101.00) POST 10.10-53 —.- POST 15-25 fb 10-6 SINGLE SOCKET TEE 25151150 0.50 WALL L 0 I-.--- 15-6 90° ELBOW FOUR FOSOTEWS It LOOT 0•54 L:i U ATT00100 TO 62-6 STANDARD FLANGE ELM CU145SEAI.HER T0tl Ec5 POST 15-10- FLOOR MOUNT WALL MOUNT POST 15-10 - - POST 15-25 ELEVATION DETAIL ELEVATION DETAIL FITTINGS 60-6 HEAVY DUTY FLANGE POST 25-10-25 POST 25-10 POST 25-25 DIAGONAL BRACING POST PIPE j 05.LiIL (ç 504 110060 SOOIET / $1500.0 $00161 SR SR POST OAERT000 SUPPORT P100 - 40501 10 0/AU. 0660)5G. 150604 (ATTEST 0005WARE NOT 0061000) €10 c7 INS TUBE Vil OAR, I WILL SUICOILESS POST 25-50 —. (TOP. NO) tI1I JOIN PIPE USING / To C" ?- 4t mOOT Socca TEE F . 104 / 51006.0 SOCKET TEE OOOIZWITAL PITT - FOR CR051155 000161510604 1 011.0)UOW/ (MOUNT = POST 25.10 I ,- FLOOR 60.015 II / WTT0465-6 U I (PIDWTTNO 01505IAOT 001 210.11505) 1 - - 000-66 (AU16005 OTTO) - 111OR/WO.car WALL SUICONESS (TOPICAL ALL 010500100.51 I 1051 01)16 ---i 0351100. OIA0000L0020I100J FOR SUPPORT LAL If I-fl rrt 45-6 CROSSOVER C50-66 - SINGLE SWIVEL SOCKET REVISON & SUBk'UTAI RECORD (KEE SAFETY, INC. O IC,) C)RT.jl)/1. SIhC(1. El/I/tO )' I20G ety FElJOS 7)-)-21 (Alt — cii /mEsr.cEl ctosao CWHK iue NlA1Ln011 Q[(MES 'S S T)PM52 11* IVIL CAL% Om I --1--- 'Iit - - ' - - - - - - 1 r (-City of Carlsbad Print Date: 01/31/2019 Permit No: PREV2018-0266 2525 El Camino Real, 102 BLDG-Permit Revision 1563020900 $ 0.00 Job Address: Permit Type". Parcel No: Valuation: Occupancy Group: # Dwelling Units: Bedrooms: Project Title Description: Work Class: Residential Permit Revisi Status: Closed - Finaled Lot U: Applied: 10/22/2018 Reference U: Issued: 11/06/2018 Construction Type Permit 01/31/2019 Finaled: Bathrooms: Inspector: . MCoII Orig. Plan Check U: CBC2018-0241 Final Plan Check U: Inspection: FOREVER 21: SITE CONDITION CHANGES - UPDATE DESIGN - COMPLETE NEW SET Owner: Contractor: R P I CARLSBAD LP BOGART CONST-INACTIVE 1114 Avenue Of The Americas, Floor 45 12 Mauchly, Ste F New York, NY 10036-7700 Irvine, CA 92618-2317 214-660-5232 x215232 FEE AMOUNT BUILDING PLAN CHECK REVISION ADMIN FEE $35.00 MANUAL BUILDING PERMIT FEE $328.13 Total Fees: $ 363.13 Total Payments To Date : $ 363.13 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 TCitY of DEFERRED SUBMITTAL Building Division Carlsbad APPLICATION 1635 Faraday Avenue 760-602-2719 B-I 5 www.carlsbadca.gov Original Plan Check NumberQW,#2DtO24, Plan Revision Number 1PRF1.uI-02LQu Project Address 252S el, cA,,AA , e ~ J Cal2LSfA CA. General Scope of Revision/Deferred Submittal: CONTACT INFORMATION: Namese)~W Lpezg~z~o Phone Fax . iAddress tLi7_ Email Address CCAA-1 Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1. Elements revised: Plans LI Calculations fl Soils 1111 Energy Other 2. Describe revisions in detail 3. List page(s) where each revision is shown Does this revision, in any way, alter the exterior of the project? LI Yes 0 No Does this revision add ANY new floor area(s)? LII Yes Does this revision affect any fire related issues? LI Yes Is this a complete set? es F-1 No .@!~Signatur=2tV7 LEM Date 1635 Faraday Avenue, Carlsbad, CA 92008 Ph: 760-602- 2719 Fax: 760-602-8558 Email: building@carlsbadca.gov www.carlsbadca.gov I EsGil A SAFEbuI(tCompany DATE: 10/30/2018 JURISDICTION: City of Carlsbad . PLAN CHECK #.: CBC20 18-0241.REV(PREV2O18-0266) o PPPLICANT ,JURIS. SET: I PROJECT ADDRESS: 2525 El Camino Real Suite 102 PROJECT NAME: FOREVER 21 T. I. Revisions 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. 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. El 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: ( y Email: Mail Telephone 'Fax In Person REMARKS: By: David Yao Enclosures: approved plan EsGil 10/23/18 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 0ty of Carlsbad CBC2018-0241.REV(PREV2018-0266) 10/30/2018 [DO NOT PAY— THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PLAN CHECK #.: CBC2018- 0241. REV(PREV2O 18-0266) PREPARED BY: David Yao DATE: 10/30/2018 BUILDING ADDRESS: 2525 El Camino Real Suite 102 BUILDING OCCUPANCY: BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) revisions Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code 1cb IBY Ordinance Bldg. Permit Fee by Ordinance JJ Plan Check Fee by Ordinance 171 Type of Review: LJ Complete Review E Structur Repetitive Fee Repeats * Based on hourly rate LII Other El Hourly 2.5 Hrs. @ * EsGil Fee $105.00 I $262.501 Comments: Sheet of