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HomeMy WebLinkAbout1635 FARADAY AVE; ; CBC2019-0047; Permit(èityof Carlsbad Commercial Permit Print Date: 05/21/2019 Permit No: CBC2019-0047 Job Address: 1635 Faraday Ave Permit Type: BLDG-Commercial Work Class: Cogen - 'Status: Closed - Finaled Parcel No: 2121303100 Lot #: Applied: 02/04/2019 Valuation: $0.00 Reference U: Issued: 04/26/2019 Occupancy Group: Construction Type: Permit Finaled: U Dwelling Units: Bathrooms: Inspector: Bedrooms: Orig. Plan Check ## Final Plan Check U: Inspection: 5f2112019 4:04:39PM Project Title: Description: CITY OF CARLSBAD: 10 EV CHARGER STATION INSTALLATION Applicant: Owner: Contractor: TOM GROFF CITY OF CARLSBAD ROSENDIN ELECTRIC INC 1730 S Anaheim Way LINDSAY LEAHY Anaheim, CA 92805-6537 1730 S Anaheim Way 714-417-7967 Anaheim, CA 92805-6537 760-603-7325 . 657-276-0834 BUILDING PERMIT FEE ($0-$500) $0.00 581473 GREEN BUILDING STATE STANDARDS FEE $0.00 Total Fees: $0.00 Total Payments To Date: $0.00 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 BUILDING PERMIT Plan Check 20'ck 0041 (City of COMMERCIAL PC Deposit Carlsbad APPLICATION Est. Value B-2 ___________ Date 2L11_.tcl Job Address 63 Fô..fti-Aa-j Aven UP Suite: APN: 212.1303loo Tenant Name: C I1 p- CT/Project#: Lot #:Iô6 Occupancy: Construction Type: Fire Sprinklers: yes / no Air Conditioning: yes / no BRIEF DESCRIPTION OF WORK:Mtx9io4lalion o4 F. V C\vL1yrr4 El Addition/New: ew SF and Use, ___New SF and Use, Deck SF, Patio Cover SF (not including flatwork) U Tenant Improvement: SF, Existing Use Proposed Use SF, Existing Use Proposed Use Pool/Spa: SF Additional Gas or Electrical Features? [1 Solar: KW, _Modules, Mounted, Tilt: Yes / No, RMA: Yes / No, Panel Upgrade: Yes / No 0 Plumbing/Mechanical/Electrical Only: 0 Other: APPLICANT (PRIMARY) PROPERTY OWNER Name: 'i'Orr ((off Name: 641 O4: C& f IsL.A Address: 1-130 A h r,~e y, eL ddress: I35 lAS&cL.j Avenue City: An.'Ii State: CA Zip: CttROS City: State: CA Zip: gz...oqg Phone: itL4 -1- 7 01 (7 Phone:7Op2.-?_7Ig Email: ral'4: erA a Cby Email:_______________________________ DESIGN PROFESSIONAL CONTRACTOR BUSINESS Name: g.o'u( '-'0p Name: lOrItfl £tec4rL Ti Address: 593 E je, hye At C.. Address: 1'7 30 S - A.ke w C' City: 3oi.,i IMOL State: CA Zip: 111773 City: Aakeu.t State:CAZip: qZ.SOB Phone: 'jO'1' HT) - 1"171 Phone: 71'1 t1177°f67 Email: L,1,t. -'o Vi.,;-, fl4 Email: Architect State License: . 4.0 7._ State License:1L12881 Bus. License:______________ öf-QO(9 (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he/she is licensed pursuant to the provisions of the Contractors License Law {Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he/she is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars {$500}). 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: Building@carlsbadca.gov B-2 Page 1 of 2 Rev. 06/18 (OPTION A ): WORKERS'COMPENSATION DECLARATION: I hearby affirm under penalty of perjury one of the following declarations: 0 I have and will maintain a certificate of consent to self-insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the work which this permit is issued. 2161 have and will maintain worker's compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Insurance Company Name: TfreIefc Policy No. VILIN)II gg 5A14 I r, Expiration Date: 04/011 i 01 Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to be come subject to the workers' compensation Laws of California. WARNING: Failure to secure workers compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to $100,000.00, in addition the to the cost of compensation, damages as provided for in Section 3706 of the Labor Code, interest and attorney's fees. CONTRACTOR SIGNATURE: DATE: £j (ig (OPTION 13 ): OWNER-BUILDER DECLARATION: I hereby affirm that I am 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). 0 I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). O 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. DYes 0 No I (have / have not) signed an application for a building permit for the proposed work. I have contracted with the following person (firm) to provide the proposed construction (include name address / phone / contractors' license number): I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone / contractors' license number): S. I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone / type of work): OWNER SIGNATURE: DAGENT DATE: CONSTRUCTION LENDING AGENCY, IF ANY: I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (I) Civil Code). Lender's Name: Lender's Address: ONLY COMPLETE THE FOLLOWING SECTION FOR NON-RESIDENTIAL BUILDING PERMITS ONLY: Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? 0 Yes 0 No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? 0 Yes 0 No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? 13 Yes No IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. APPLICANT CERTIFICATION: I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESSTHE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OFTHIS PERMIT.OSHA: An OSHA permit is required for excavations over 5'O' deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at anytime after the work is commenced for a period of 180 days (Section 106.4.4 Uniform Building Code). APPLICANT SIGNATURE: /F DATE: '1./ /20 I( 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: Build ingccarIsbadca.gov B-2 Page 2 of 2 Rev. 06/18 Permit Type: BLDG-Commercial . Application Date: 02/04/2019 Owner: CITY, OF CARLSBAD Work Class: Cogen . Issue Date: . 04/26/2019 Subdivision: CARLSBAD TCT#85-24 UNIT#05 Status: Closed - Finaled Expiration Date: 11/12/2019 Address: .1635 Faraday Ave Carlsbad, CA 92008-7314 IVR Number: 16851 Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reunspectuon Complete Date Start Date 0510812019 05/08/2019 BLDG-31 091277.2019 Passed Paul Bumette .. Complete' UndergroundlCondu - it - Wiring Checklist Item COMMENTS Passed BLDG-Building Deficiency - No 05/10/2019 05/10/2019 BLDG-11 091534.2019 Failed Andy Krogh Reinspection Complete Foundation/Ftg/Pier s (Rebar) Checklist Item COMMENTS, Passed BLDG-Building Deficiency Not ready . No 05/13/2019 05/13/2019 BLDG-11 091664.2019 Passed Paul Bumette Complete Foundation/Ftg/Pler s(Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Not ready No 05/21/2019 05/21I2019 BLDG-Final 092518.2019 '- Passed Andy Krogh Complete Inspection Checklist Item COMMENTS Passed BLDG-Structural Final BLDG-Electrical Final Yes Yes El May 21, 2019 1' , ' . Page lot I EsGil A SAFEbuilt' Company DATE: MAR. 13, 2019 JURISDICTION: CARLSBAD PLAN CHECK #.: CBç2019-0047 SET: II PROJECT ADDRESS: 1635 FARADAY AVENUE PROJECT NAME: EV PARKING O APPLICANT 0 JURIS. 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 building codes when minor deficiencies identified below are resolved and checked by building department staff. I The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. D The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. LI The applicant's copy of the check list has been sent to: EsGil staff did not advise the applicant that the plan check has been completed. fl EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Tom Groff Telephone #: 714-417-7967 Date contacted: I (by: ) Email: tqroffftrosendin.com Mail Telephone Fax In Person REMARKS: *[Ten EV parking spaces are being designated under this permit]. By: ALl SADRE, S.E. Enclosures: EsGil 2/07 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 EsGil A SAFEbuittCompany DATE: FEB. 159 2019 JURISDICTION: CARLSBAD U APPLICANT U JURIS. PLAN CHECK #.: CBC2019-0047 PROJECT ADDRESS: 1635 FARADAY AVENUE PROJECT NAME: EV PARKING SET:I fl The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. LI The plans transmitted herewith will substantially comply with the jurisdiction's building 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: Tom Groff Telephone #: 714-417-7967 Date contacted: (by: ) Email: tqrofff(rosendin.com Mail Telephone Fax In Person REMARKS: *[Ten EV parking spaces are being designated under this permit]. By: ALl SADRE, S.E. Enclosures: EsGil 2/07 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 CARLSBAD CBC20 19-0047 FEB. 15, 2019 [DO NOT PAY— THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK #.: CBC2019-0047 PREPARED BY: ALl SADRE, S.E. DATE: FEB. 15, 2019 BUILDING ADDRESS: 1635 FARADAY AVENUE BUILDING OCCUPANCY: BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) EV PARKING ADDITION Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code IL;ts By Ordinance I 1997 UBC Building Permit Fee V 1997 UBC Plan Check Fee LW] Type of Review: 0 Complete Review o Structural Only 0 Repetitive Fee 0 Other Repeats El Hourly 2.51 Hrs. @ * EsGil Fee $120.00I Based on hourly rate I $300.00I Comments: Sheet 1 of 1 CARLSBAD CBC20 19-0047 FEB. 15, 2019 GENERAL PLAN CORRECTION LIST JURISDICTION: CARLSBAD PLAN CHECK #.: CBC2019-0047 PROJECT ADDRESS: 1635 FARADAY AVENUE SCOPE OF WORK: (10) NEW EV CHARGING STATIONS. DATE PLAN RECEIVED BY DATE REVIEW COMPLETED: ESGIL: 2/07 FEB. 15, 2019 REVIEWED BY: ALl SADRE. S.E. FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. 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 or other departments. 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. The approval of the plans does not permit the violation of any state, county or city law. GENERAL 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. 2. To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. CARLSBAD CBC2019-0047 FEB. 15, 2019 PLANS On detail C/Al .3, please specify the sign is minimum 80" above ground surface within a circulation path. Section II B-502.6. Please revise the dimensions on signage, as per detail C/A-1.3, to show a minimum area of 70 square inches. Sections 11 B-502.6.1 and 11 B-703.5. Please note on plans that the point of sale complies with Section 11 B-812.10.3. MISCELLANEOUS ITEMS 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 ALl SADRE, S.E. at EsGil. Thank you. CARLSBAD CBC2019-0047 FEB. 15, 2019 ELECTRICAL and ENERGY PLAN REVIEW Based on 2016 California Electrical and Energy Code Please complete the distance and VD values on the schedule. Please correct single line to indicate 3.6KVA on each phase in lieu of 3.12 KVA. All chargers must be added as long continuous loads. Verify the panel sizing. Please include the short circuit current values to justify panel ratings. Please include outdoor rating on all outdoor equipment. Note: If you have any questions regarding this Electrical and Energy plan review list please contact ALl SADRE, S.E. at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. • C) U., Cl) e in 0 -0 EV Charging Stations January 28, 2019 EV Charger Projects VARIOUS, CA For: Rosendin Electric Submitta 1 Documents TOTAL SUPPORT Innovation • Engineering • BIM • Fabrication A Division of Tomarco Contractor Specialties Prepared By: INTERNATIONAL SEISMIC APPLICATION TECHNOLOGY (ISA 1) A Division of Tomarco Contractor Specialties 14848 Northam St., La Mirada, CA 90638 877-999-4728 (U.S. Toll Free) 714-994-6353 714-523-0845 fax Job #190105 INTERNATIONAL SEISMIC APPLICATION TECHNOLOGY Engineered Seismic Bracing for Suspended Utilities 14848 Northam St. La Mirada, Ca. 90638 877-999-4728 (toll free) OSHPJJ PRE-APPROVAL # OPA0485, JCBO REPORT # PFC-5566 SUBMITTALS - SHEET NO. DESCRIPTION 1 COVER SHEET 2 TABLE OF CONTENTS 3 BASIS FOR DESIGN 4-9 CONSTRUCTION DETAILS 10-50 ENGINEERING CALCULATIONS 51-65 ICC ESR-1917 66-81 ICC ESR-3027 1 1. — 14848 Northam Street - La Mirada, CA 90638 877-999-4728 INTERNATIONAL SEISMIC 714-523-0845 Fax APPLICATION TECHNOLOGY www.isatsb.com BASIS FOR DESIGN - January 28, 2019 Seismic Restraint Engineering: EV Charging Stations EV Charger Projects VARIOUS, CA 1. The subject ISAT engineering encompasses seismic restraint systems for EV charging equipment. 2. Engineering is furnished in compliance with the following: 2016 California Building Code Seismic Design Category "D" Design Spectral Acceleration (Short Period) SDS, 1.8 Concrete: 3000psi Risk Category: II Wind Speed: 110mph a. Concrete Rebar: #4 3. The accompanying "2016 CBC - SEISMIC DESIGN FORCE (SDF) CALCULATION WORKSHEET is based upon 2016 CBC/ASCE 7-10 force equations Eq. 13.3-1 thru 13-3 and Table 13.6-1 Mechanical Component Seismic Coefficients, ap = 1, R, = 2.5 and I, = 1.0. 4. The supporting structure is beyond the scope of this submittal. It is the responsibility of the contractor to submit these calculations and associated documents to the engineer of record to analyze the ability of the supporting structure to accommodate the reactions from the connections specified in this submittal. Equipment with no power rating listed assumed to be less than 10 hp. This set of calculations is based on the loads and assumptions stated within this submittal. If the loads and assumptions are not correct this submittal shall be revised. 5. Contractor to field verify dimensions and elevations prior to fabrication of materials. 6. All structural members to be detailed, fabricated and erected in accordance with the latest standards. 7. Prior to drilling holes in concrete slab for seismic restraints, scan concrete slab to locate reinforcing & possible conflicts. 8. Special inspection required for post installed anchors per ICC report. A ANCHORAGE OPTION #1 L •:. -. i•-•• I I (E) GRADE. 4 . • a -4 •• •.. '. •: a - — - S* \....• - ANCHORS INSTALLED A B THRU MANUF. HOLES MIN 6 .1-VP. 6 (OPTIONAL) WW —rO.C. MIN. EA.WAY TOP & BOT. MIN 3'-O "x 3'-0 SQ. OR PER PLAN, MIN 18' THICK MIN 3,000 psi NWC EQUIPMENT PAD. B ANCHORAGE OPTION #2 IBM CLR !l PLAN VIEW • . - .4.. .: - 4 :•4 •4 . - .- -: It - :.. -•• - - A. - MIN. 26 •• 'Si. - I. - • -. •.- .1 EQUIPMENT BY OTHERS. MAX. 1000# MIN ØF1554 Gr. 36 CAST-IN-PLACE HEX BOLT. KEEP MIN 6' CONCRETE EDGE DISTANCE. TYP. EQUIPMENT BASE. ANCHORS INSTALLED / I THRU MANUF. HOLES 4 0 HIL11 KB-TZ SS ANCHOR W/ MIN WEDGE DISTANCE. MIN. 3 % NOM. EMBED. INSTALLATION TORQUE = 40 Ib.ft. SPECIAL INSPECTION PER ESR-1917. TYP. ALT: )' 0 Hilt! KH-EZ SS ANCHOR WI MIN 6' EDGE DISTANCE. MIN. 4 Ye NOM. EMBEO.PER ESR-3027. TYP. FRONT ELEVATION IT BASE. STD. WASHER & HEX NUT, TYP. C.G. 3 EFF. NOTES: LOCATION: AT GRADE. ALL STEEL MEMBERS & FASTENERS EXPOSED TO EXTERIOR CONDITIONS SHALL BE TREATED FOR CORROSION - • RESISTANCE PER PROJECT SPECIFICATION. .4 • 1. WHERE ANCHORS/BOLTS ARE STAINLESS STEEL, WRAP . . 4 : ANCHOR SHAFT IN CONTACT WITH ANCHORAGE BRACKET 1000# MAX FLOOR MOUNTED . - 44. [ - •• WITH PVC TAPE TO PREVENT GALVANIC CORROSION. SOIL TO BE COMPACTED TO 95% MC. ANCHORAGE MIN. 3 -• MIN SOIL BEARING PRESSURE 1500 psf & MIN SOIL PASSIVE MAX OPERATING WEIGHT = 1,000 lbs PRESSURE 100 pcflft OF DEPTH. DRAWING NOT TO SCALE I PROJECT SHEET TITLE I DRAWN BY I REV# I DETAIL NUMBER International Seismic Application Technology EV CHARGING STATION KH 14848 Northam Street. La Mirada, CA 90638 1 000# MAX EQP. ANCHORAGE I I 877-999.4728 (Tall Free) 714-523-0845 (fox) CONTRACTOR DATE JOB NUMBER i D1 I OJirJo of Tm Ce Comrade,$psri.IIle, www.isatsb.com Rosendin Electric 10/24/18 18.1093 I 0112812019 19.0105 - Rosendin EV Chargers 40181 95# MAX FLOOR MOUNTED ISOMETRIC VIEW ANCHORAGE LOCATION: GROUND LEVEL MAX OPERATING WEIGHT = 95 lbs DRAWING NOT TO SCALE rApproval From Engineer of Record L Required Prior To Installation J Cl 1 18" li t EV CHARGER PEDESTAL BY OTHERS MIN. 0-8" -' •.41 I .1 S GRADE (4) /8" 0 KB-TZ SS ANCHORS w/ MIN 2 NOM. EMBEDMENT & MIN 3" EDGE ANCHOR TO BE DISTANCE, PER ESR-1 917, TYP. INSTALLED THRU MANUFACTURER ALT: (4) 3/8" 0 KH-EZ SS SCREW BRACKET OR ANCHORS w/ MIN 2 1/2" NOM. ANCHORAGE HOLE EMBEDMENT & MIN 3" EDGE DISTANCE, MIN. (3) #4 REBAR PER ESR-3027, TYP. EACH WAY TOP & __ FRONT VIEW BOT. c MIN. 12" UNDER TOP SOIL MIN. 3" CLR. r'Irr- ' ,IrA, MIN. 18" x 18" x 18" CONCRETE PAD, MIN. 3000 psi LEVEL 2 CHARGER UNIT BY OTHERS PROJECT IWV if Qnr.0 I I"1UIVI0I ANCHORAGE - 03 DATE 95# MAX. FLOOR MOUNTED n,j A Division of Tomarco Contractor Specialties CONTRACTOR 10/24/18 International Seismic Application Technology 14848 Northam Street, La Mirada, CA 90638 ROSENDIN DRAWN BY JOB NUMBER 877-999-4728 (Toll Free) 714-523-0845 (fax) www.isatsb.com KH 18.1093 ç— CMU WALL: MIN 8" THICK / GROUT FILLED MASONRY / WALL (CMU) BY OTHERS, : f'm=l500psi 1311 .4 CMU: (4) 3/8" 0 HILTI KWIK BOLT 3 (KB3) MASONRY ANCHOR w/ MIN 1 %" EMBEDMENT & MIN 4" EDGE DISTANCE, SPECIAL INSPECTION PER ESR-1 385, TYP. OR EQUAL 'V E a 2 a. .4 EQM PER MANF ANCHOR TO BE INSTALLED THRU MANUFACTURER BRACKET OR ANCHORAGE HOLE CONCRETE WALL: MIN 4" THICK CONCRETE BY OTHERS,f'c = 3000 psi ciri IIIAI CONCRETE: (4) 3/8" 0 KB-TZ SS - ANCHORS w/ MIN 23/8" NOM. EMBEDMENT & MIN 3" EDGE DISTANCE, MIN. 25 FT-LB TORQUE PER ESR-1917, TYP. CONCRETE ALT: (4) 3/8" 0 KH-EZ SS SCREW ANCHORS w/ MIN 2 1/2" NOM. EMBEDMENT & MIN 3" EDGE DISTANCE, PER ESR-3027, TYP. FRONT VIEW CONCRETE/CMU OPTION WALL MOUNTED EV ANCHORAGE MAX UNIT WEIGHT = 200 lbs DRAWING NOT TO SCALE Approval From Engineer of Record L Required Prior To Installation TN6TT 1 L PIN GROUND LEVEL - J ISOMETRIC VIEW PROJECT CONCRETE/CMU OPTION WALL MOUNTED ANCHORAGE - D4 DATE A Division of Tomarco ContractorSpecialties CONTRACTOR 10/24/18 International Seismic Application Technology DRAWN BY 14848 Northam Street, La Mirada, CA 90638 ROSENDIN ELECTRIC JOB NUMBER 877-999-4728 (Toll Free) 714-523-0845 (fax) www.isatsb.com KH 18.1091 CONCRETE WALL: MIN 4" THICK CONCRETE BY OTHERS,f'c = 3000 psi IS.-- S l r5 * I ISOMETRIC VIEW ,- CMU WALL: MIN 8" THICK GROUT FILLED MASONRY WALL (CMU) BY OTHERS, fm = 1500 psi MAX 24" CMU: (4) 3/8" 0 HILTI KWIK BOLT 3 (KB3) MASONRY ANCHOR W/ MIN 1 %" EMBEDMENT & MIN 4" EDGE DISTANCE, SPECIAL INSPECTION PER ESR-1 385, TYP. OR EQUAL 11 MIN 8" 4 4. ANCHOR TO BE INSTALLED THRU MANUFACTURER BRACKET OR ANCHORAGE HOLE EQM PER MANF Co 0 z CONCRETE: (4) 3/8" 0 KB-TZ SS ANCHORS w/ MIN 23/8" NOM. EMBEDMENT & MIN 3" EDGE DISTANCE, MIN. 25 FT-LB TORQUE PER ESR-1917, TYP. CONCRETE ALT: (4) 3/8" 0 KH-EZ SS SCREW ANCHORS w/ MIN 2 1/2 NOM. EMBEDMENT & MIN 3" EDGE DISTANCE, PER ESR-3027, TYP. FRONT VIEW WALL MOUNTED DISTRIBUTION PANEL LOCATION: GROUND MAX OPERATING WEIGHT = 200 lbs DRAWING NOT TO SCALE Approval From Engineer of Recordi I Required Prior To Installation I Muff A Division of Tomarco ConbactorSpedalties International Seismic Application Technology , 14848 Northam Street, La Mirada, CA 90638 877-999-4728 (Toll Free) 714-523-0845 (fax) www.isatsb.com REV# SHEET NUMBEF PROJECT DISTRIBUTION PANEL - CONCRETE WALL MOUNTED DATE D5 CONTRACTOR 1/25/19 ROSENDIN DRAWN BY JOB NUMBER KH - FRONT ELEVATION C.G. ANCHORS INSTALLED (A' THRU MANUF. HOLES J MIN 6 .4. -...,... EQUIPMENT BASE. ANCHORS INSTALLED /1 THRU MANUF. HOLES 'L— EXISTING NWC CONCRETE SLAB, MIN. 4 THICK, MIN. 3,000 psi BY OTHERS PLAN VIEW •. : 4 4 .4 • 44• •: •4 MIN. 20' 0. 4. 4 ••. EQUIPMENT BY . I OTHERS .1° 4.. @ .4. 4. . . . . . . - f. MIN 0 HIL11 KB-TZ SS ANCHOR W/ MIN. 3% NOM. EMBEDMENT, MIN 6 EDGE DISTANCE. INSTALLATION TORQUE = 40 Ib.ft. SPECIAL INSPECTION PER ESR-1917, TYP. ALT: W 0 HIL11 KH-EZ SS SCREW ANCHOR W/ MIN. 4 Y.2 NOM. EMBEDMENT, MIN 6 EDGE DISTANCE, PER ESR-3027, TYP. I . K •3• • NOTES: . .4 . • ALL STEEL MEMBERS & FASTENERS EXPOSED TO EXTERIOR XFRM/DISTRIBUTION PEDESTAL CONDITIONS SHALL BE TREATED FOR CORROSION RESISTANCE PER PROJECT SPECIFICATION. FLOOR MOUNTED ANCHORAGE WHERE ANCHORS/BOLTS ARE STAINLESS STEEL, WRAP LOCATION: GROUND ANCHOR SHAFT IN CONTACT WITH ANCHORAGE BRACKET MAX OPERATING WEIGHT = 700 lbs WITH PVC TAPE TO PREVENT GALVANIC CORROSION. DRAWING NOT TO SCALE PROJECT ISNEETTITLE I DRAWN BY REV# I DETAIL NUMBER International Seismic Application Technology KH EV CHARGING STATION I 14848 Northam Street, La Mirada, CA 90638 877-999-4728 (Toll Free) 714-523-0845 (fax) XFRM/DISTRIBUTION PEDESTAL ANCHORAGE - I CONTRACTOR I 06 DATE I JOB NUMBER OMse, Olmrn.,te www.isatsb.com Rosendiri Electric f 12/10/18 I 01I282019 19.0105 - Rosendin EV Chargers 6ct81 - •. . : . . . .q ? .. V 18" T1r EV CHARGER PEDESTAL BY OTHERS MIN. 0'-8" IT 0 0.. MIN. 0'-8"j N r- ANCHORTOBE N INSTALLED THRU MANUFACTURER BRACKET OR (4) %" 0 KB-TZ SS ANCHORS w/ MIN 2 ANCHORAGE HOLE NOM. EMBEDMENT & MIN 3" EDGE DISTANCE, PER ESR-1917, TYP. ALT: (4) 3/8" 0 KH-EZ SS SCREW ANCHORS W/ MIN 2 1/2" NOM. ' •..••• • V EMBEDMENT & MIN 3" EDGE DISTANCE, -. .. V PER ESR-3027, TYP. q. EXISTING CONCRETE SLAB, FRONT VIEW MIN 4" THICK CONCRETE BY OTHERS, fc = 3000 psi ISOMETRIC VIEW PEDESTAL EV CHARGER LOCATION: GROUND LEVEL MAX OPERATING WEIGHT = 95 lbs DRAWING NOT TO SCALE lApproval From Engineer of Record L Required Prior To Installation PROJECT IVff EVC HARGER PEDESTAL - D8 DATE A Division of Toma,co ConfractorSpeciafties CONTRACTOR 1/25/19 International Seismic Application Technology is 14848 Northam Street, La Mirada, CA 90638 ROSENDIN DRAWN BY JOB NUMBER 877-999-4728 (Toll Free) 714-523-0845 (fax) www.isatsb.com KH - MMUIZA Sff INTERNATIONAL SEISMIC APPLICATION TECHNOLOGY SEISMIC CALCULATION WORKSHEET INTERNATIONAL SEISMIC APPLICATION TECHNOLOGY 14848 Northam Street, La Mirada, CA 90638 Phone (877) 999.4728 Fax (714) 523.0845 lSAT JOB #: DATE: ENGR.: Rosendin 18.1093 1211112018 Kil EQUIPMENT TAG: BTC L3 JJBUILDING CODE CBC 2016 SdS = 1.8 'p = I a p = I R = 2.5 INp = max. operating weight = 1000 lbs. Fpv I I Fpv L = mounting length = 26 in. R D = mounting width = 16 in. I H. = Vertical cog. = 48.18 in. KU I H WP L WP ph Th (0)j R = anchor = 2 = anchor qty. along width = 2 N = total anchor qty. = 4 ELEVAIION WE!N ELEVATION VIEW PLAN VIEW "APPLIED SEISMIC FOR 131 F I W p = 0.54g 2388 lbs. 1 2735 & EQUIPMENT LOC. h = 25 ft. z = Oft. RF 0 GF or below ground LOAD COMBINATION LRFD Strength Design Controlling load combination 0.9 DL + 1.0 E (ASCE 7-05, Section 2.3.2) Note.. see item# where factors of the load combination were applied. 1.0 E to F ph F pv 0.9 DL to MR T a h I" V8nGIIE__ (4) 112"0 Hill] KB-TZ SS Expansion Anchor Tension Capacity 2735 (Per ESR-1917) Shear Capacity 4816 F ph = Applied Lateral Seismic Force = 2.5 x 0.54 x W, .................................= 1350 lbs. Fpv = Vertical component of seismic force = 2.5 x 0.2 x S,,, x W, .........................= 900 lbs. 0 = Critical Angle (Worst Case Seismic Direction) = 32 Degrees F h xcos(0) 1350 lbs. x cos( 32 ) ...........................................................................= 1145 lbs. Fr,, x sin (0) = 1350 lbs. x sin ( 32 ) ...........................................................................= 716 lbs. Calculate pullout load due to overturning (worst case T1 = Tension on Anchor Across Length = f H 9 x F ph x sin( 0) J / ( L x Q ) ................664 lbs. T 2 = Tension on Anchor Across Depth = f H 9 x Fph x cos( 0) J / ( D x R ) ..............= 1724 lbs. T 3 = Vertical Reaction At Anchor Due To Vert. Seismic + DL = ( F - 0.9 DL ) / N ..........= 0.0 lbs. Tnet = Pullout load/ anchor = ( T, + T 2+ T3 ) ............................................................= 2388 lbs. Tnet = 2388 lbs. -—Tension demand T 8flCh = 1.0 X Tnei = 2388 lbs. Calculate shear load Vnef = Shear load! anchor = Fr,, I N = 338 lbs. = 1.0 x V 1 = 338 lbs. = 2388 lbs. (( T anci I Tcap ) + ( Vancii + )) I 1.0 must be less than 1.0 + ( 338 lbs. I 4816 )) 1 1.0 = 0.94 < 1.0 PASS ISAT SEISMIC BRACING Job: 18.1093 14848 Notham Street, La Mirada, CA 90638 Date: 12/11/2018 INTERNATIONAL SEISMIC APPLICATION TECHNOLOGY PH: 877.999.4728 FX:714.523.0845 Designed By: KH Wind Calculation ASCE 7-10 (CBC 2016) WIND: BUILDING DATA: Basic wind speed (3 sec gust) = 110 MPH Exposure C Building Roof Height H = 0-15 ft Component Shape = Square Component Height h = 1.75 ft Component Width W = 1 ft Component Depth 0= 1 ft 6.5.15, Design Wind Load on Other Components F=q2 GCf Af q= .00256KZ KZt Kd V2 Ht. z at the centroid of area Af = 0.875 ft Exposure coefficient K = 0.85 Topography factor K = 1.00 Directionality factor Kd = 0.85 q= 22.38 psf Gust Effect factor G = 0.85 Force coeff Cf = 1.3 Design wind pressure, F/Ar = 24.73 psf Figure 26.5-1A (Occupancy Category II) (Eq 29.5-1) (Eq 27.3-1) Table 28.3-1 26.8.2 Table 26.6-1 26.9 Figure 29.5-1 through 29.5-3 29.5-1 International Seismic Application Technology 14848 Northam St., La Mirada, CA 90638 877-999-4728 (Toll Free) 714-523-0845 (fax) www.isatsb.com Engineer: KF- 12/11/2018 Wind Calculation INPUT VALUES: wh := 24.73psf LRFD Lateral Wind Pressure P := 24.73psf LRFD Vertical Wind Pressure W : = l000lbf Minimum Weight for max possible overturning Fwv width := 26in depthmjn := 16in depthmax:= 16in height := 731n Hcg := height = 48.667• in rn[n Fwh : = wh width' height = 325.96 lbf Fwv : = P. width. depth max = 71.44 lbf MB = 0 = A1 depth mjn - 0.9W . depthmin depthmin p 2 + F• 2 + Fwh• Hcg) depthmin depthmin 0.9W. 2 - Fwv• 2 - Fwh. Hcg = —577.17 lbf Compression depthmin depthmin depthmin ( MA =0 = By depthmin + 0.9W. 2 - F. 2 + Fwh' Hcg) depthmin depthmin 0.9W. 2 2 - Fwh Hcg B : = d = —1405.73 lbf Tension epthmin n := 4 Number of Anchors r : = 2 Number of Anchors along length —B Tension demand Nua = 702.86 lbf Fwh Shear demand Vua:= - = 81.49 lbf xmet See Huh Profis Repo rtfrAna?ysir EI1 www.hilti.us Profis Anchor 2.7.9 Company: Page: 1 Specifier: Project: Address: Sub-Project I Pos. No.: Phone I Fax: I Date: 12/11/2018 E-Mail: Specifier's comments: Kwik Bolt TZ.SS3041!2(31/4) het act = 3.250 in., hnom = 3.625 in. AISI 304 ESR-1917 5/l/20171 5/l/2019 Design method ACI 318-14 / Mech. - (Recommended plate thickness: not calculated) no profile cracked concrete, 3000, = 3,000 psi; h = 18.000 in. hammer drilled hole, Installation condition: Dry tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Tension load: yes (17.2.3.4.3 (d)) Shear load: yes (17.2.3.5.3 (c)) linput data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Profile: Base material: Installation: Reinforcement: Seismic loads (cat. C, D, E, or F) R - user is responsible to ensure a rigid base plate for the entered thickness with appropriate solutions (stiffeners,...) Geometry [in.] & Loading [lb, in.lb] Input data and results must be checked for agreement with the existing conditions and for plausibilityl PROFIS Anchor (c) 2003-2009 Hilti AG, FL-9494 Schaan Hilli is a registered Trademark of Hilti AG, Schaan I,.. InnInn4fl 4,, fl4 AC Cu rl. In _, A. www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: I it Profis Anchor 2.7.9 Page: 2 Project: Sub-Project I Pos. No.: Date: 12/11/2018 2 Proof I Utilization (Governing Cases) Design values [lb] Utilization Loading Proof Load Capacity ON 1v [%] Status Tension Concrete Breakout Strength 2,388 2,660 90/_ OK Shear Concrete edge failure in direction x+ 338 2,433 414 OK Loading ON Dv Utilization DN,V [%] Status Combined tension and shear loads 0.898 0.139 1.0 87 OK 3 Warnings Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreemeit with the existing conditions and for plausibilityl PROFI5 Anchor ( c ) 2003-2009 Hllti AG, FL-9494 5chaan Hilti is a registered Trademark of Hilti AG. Schaan fl4lflfllflfl4fl 4fl fl4flC n.........4:... at nl............., 4£ .9 n4 r!r, M= www.hilti.us Profis Anchor 2.7.9 Company: Page: 1 Specifier: Project: Address: Sub-Project I Pos. No.: Phone I Fax: I Date: 12/11/2018 E-Mail: Specifier's comments: KWIK HUS-EZ (KH-EZ) 1/2 (41/4) heram = 3.220 in., hnom = 4.250 in. Carbon Steel ESR-3027 12/1/2017 112/1/2019 Design method ACI 318-14 / Mech. - (Recommended plate thickness: not calculated) no profile cracked concrete, 3000, = 3,000 psi; h = 18.000 in. hammer drilled hole, Installation condition: Dry tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Tension load: yes (17.2.3.4.3 (d)) Shear load: yes (17.2.3.5.3 (c)) linput data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof- Stand-off installation: Profile: Base material: Installation: Reinforcement: Seismic loads (cat. C, D. E, or F) R - user is responsible to ensure a rigid base plate for the entered thickness with appropriate solutions (stiffeners,...) Geometry [in.] & Loading [lb, in.lb] W. ssx Input data and results must be checked for agreement with the existing conditions and for plousibilityl PROFIS Anchor (c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG. Schaan fl4 lflfllflfl4fl 41 n4nt n.........J:... MI tfl....._...... 4C ._t ni I www.hilti.us Profis Anchor 2.7.9 Company: Page: 2 Specifier: Project: Address: Sub-Project I Pos. No.: Phone IFax: Date: 12/11/2018 E-Mail: 2 Proof I Utilization (Governing Cases) Design values [lb] Utilization Loading Proof Load Capacity ON 'Dv [%] Status Tension Concrete Breakout Strength 2,388 2,623 92/- OK Shear Concrete edge failure in direction x+ 338 2,429 -/14 OK Loading PN PV Utilization DN,V 1%1 Status Combined tension and shear loads 0.910 0.139 1.0 88 OK 3 Warnings Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibilityl PROMS Anchor (c) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG. Schaan fl4 flfl Iflfl4 fl • 41% fl4 flt fl. .....J... CI ft. 4 0 t fl4 4 X4la.1aU2b.Z Title Block Line 1 Project Title: You can change this area Engineer: 'using theISettings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Title Block Line 6 Printed: 11 DEC 2018, 11:00AM General Footing File C:tUserstKHAKAM-1lDesktopRosendintCALCStD1-100-1tHKP DESIGN.ec6. I. Software coeviiaht ENERCALC. INC. 1983-2018. Build:1O.18.10.31 . I Description: EQUIPMENT PAD DESIGN - Dl Code References Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used: ASCE 7-10 General Information Material Properties Soil Design Values ft : Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing 1.50 ksf fy: Rebar Yield 60.0 ksi Increase Bearing By Footing Weight = No Ec: Concrete Elastic Modulus 3,122.0 ksi Soil Passive Resistance (for Sliding) = 200.0 pcf Concrete Density = 150.0 pd Soil/Concrete Friction Coeff. = 0.30 p Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 1.0 It Min Steel % Bending Reinf. Allow press. increase per foot of depth = ksf Min Allow % Temp Reinf. 0.00180 when footing base is below = It Min. Overturning Safety Factor = 1.50 : Mm. Sliding Safety Factor = 1.375 : I Increases based on footing plan dimension Add Ftg Wt for Soil Pressure : Yes Allowable pressure increase per foot of depth — Use ftg wt for stability, moments & shears : Yes ksf Add Pedestal Wt for Soil Pressure : No when max. length or width is greater than - It Use Pedestal wt for stability, mom & shear : No Dimensions Width parallel to X-X Axis = 3.0 ft Length parallel to Z-Z Axis 3.0 ft Footing Thickness = 18.0 in Pedestal dimensions... px : parallel to X-X Axis 32.0 in pz : parallel to Z-Z Axis : 24.0 in Height - 48 in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in Reinforcing Bars parallel to X-X Axis — Number of Bars - 6 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars 6 Reinforcing Bar Size = # 4 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a ppIied Loads D Lr L S W E H P: Column Load = 1.0 k OB : Overburden = ksf M-xx = k-ft M-zz = k-ft V-x 0.2180 0.540 k V-z = 0.2180 0.540 k Title Block Line 1 ' Project Title: You can change this area Engineer: using the"Settings" menu item Project ID: and then using the rinting & Project Descr: Title Block selection. Tulle Block Line 6 Punted: 11 DEC 2018, 11:00AM General Footing - File= DESIGN.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.10.31 . I ILic. tYAYfIMsIsJe)9.1I Licensee : Tornarco Contractor Specialties Description : EQUIPMENT PAD DESIGN - Dl rDEsIGN SUMMARY - - •1riiii] Mm. Ratio Item Applied Capacity Governing Load Combination PASS 0.5043 Soil Bearing 0.7565 ksf 1.50 ksf +0.600+0.70E about Z-Z axis PASS 1.543 Overturning - X-X 1.764 k-ft 2.723 k-ft +0.600+0.70E PASS 1.543 Overturning - Z-Z 1.764 k-ft 2.723 k-ft +0.600+0.70E PASS 2.234 Sliding - X-X 0.3780 k 0.8445 k +0.600+0.70E PASS 2.234 - Sliding - Z-Z 0.3780 k 0.8445 k +0.60D+0.70E PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.000375 Z Flexure (+X) 0.009849 k-ft/ft 26.294 k-ft/ft +1.5600+E PASS 0.000184 Z Flexure (-X) 0.004829 k-ft/ft 26.294 k-ft/ft +1.5600+E PASS 0.003194 X Flexure (+Z) 0.08398 k-ft/ft 26.294 k-ft/ft +1.5600+E PASS 0.001519 X Flexure (-Z) 0.03993 k-ft/ft 26.294 k-ft/ft +1.5600+E PASS n/a 1-way Shear (+X) 0.0 psi . 82.158 psi n/a PASS 0.0 1-way Shear (-X) 0.0 psi 0.0 psi n/a PASS n/a 1-way Shear (+Z) 0.0 psi 82.158 psi n/a PASS n/a 1-way Shear (-Z) 0.0 psi 82.158 psi n/a' PASS n/a 2-way Punching 0.2569 psi 82.158 psi +1.400 roetailed Results - Soil Bearing Rotation Axis & Xecc Zecc Actual Soil Bearing Stress @ Location Actual /Allow Load Combination... Gross Allowable (in) Bottom, -z . Top, +Z Left, -x Right, +X Ratio X-X, D Only 1.50 n/a 0.0 0.3361 0.3361 n/a n/a 0.224 X-X, +D+0.60W 1.50 n/a 2.421 0.2018 0.4704 n/a n/a 0.314 X-X. +0+0.70E 1.50 n/a 6.998 0.0 0.7292 n/a n/a 0.486 X-X, +0+0.450W 1.50 n/a 1.816 0.2354 0.4368 n/a We 0.291 X-X, +0+0.5250E . 1.50 n/a 5.248 0.04505 0.6272 n/a n/a 0.418 X-X, +0.600+0.60W 1.50 n/a 4.036 0.06738 0.3360 n/a n/a 0.224 X-X, +0.60D+0.70E - 1.50 n/a 11.663 0.0 0.7565 n/a n/a 0.504 Z-Z, D Only 1.50 0.0 n/a n/a n/a 0.3361 0.3361 0.224 Z-Z. +0+0.60W 1.50 2.421 n/a n/a n/a 0.2018 0.4704 0.314 Z-Z, +D+0.70E 1.50 6.998 n/a n/a n/a 0.0 0.7292 0.486 Z-Z, +D+0.450W 1.50 1.816 n/a n/a n/a 0.2354 0.4368 0.291 Z-Z, +D+05250E 1.50 5.248 n/a n/a n/a 0.04505 0.6272 0.418 Z-Z, +0.600+0.60W 1.50 4.036 n/a n/a n/a 0.06738 0.3360 0.224 Z-Z, +•0o+70 1.50 . 11.663 n/a n/a n/a 0.0 0.7565 0.504 irning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X, 0 Only None 0.0 k-ft Infinity OK X-X, +D+0.70E 1.764 k-ft 4.538 k-ft 2.572 OK X-X, +0.600+0.70E 1.764 k-ft 2.723 k-ft 1.543 OK Z-Z, 0 Only None 0.0 k-ft Infinity OK Z-Z, +D+0.70E 1.764 k-ft 4.538 k-ft . 2.572 OK Z-Z, +0.600+0.70E 1.764 k-ft 2.723 k-ft * 1.543 OK rSliding stabi -- - - All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status X-X, 0 Only 0.0 k 1.208 k No Sliding OK X-X,+D+0.70E 0.3780k 1.208k 3.194 OK X-X, +0.600+0.70E 0.3780 k 0.8445 k 2.234 OK Z-Z, 0 Only 0.0 k 1.208 k No Sliding OK Z-Z, +D+0.70E 0.3780k 1.208k 3.194 OK Z-Z, +0.600+0.70E 0.3780 k 0.8445 k 2.234 OK [Fâoting Flexure Flexure Axis & Load Combination Mu Side Tension As Reqd Gym. As Actual As Phi*Mfl Status k-ft Surface InA2 InA2 in"2 k-ft X-X, +1.400 0.01944 +Z Bottom 0.3888 Min Temp % 0.40 1 26.294 OK Title Block Line 1 You can change this area fusing the4 Settings" menu item and then using the 'Printing & Title Block' selection. Project Title: Engineer: Project ID: Project Descr: Printed: 11 DEC 2018, 11:00AM General Footing tie = Software copydqht ENERCAIC. INC. 1983-2018. Build:10.18.10.31 . I Description: EQUIPMENT PAD DESIGN - DI T FootirijFire - 1 Flexure Axis & Load Combination Mu Side Tension As Reqd Gym. As Actual As Phi*Mn Status k-ft Surface InA2 InA2 InA2 k-ft X-X, +1.400 0.01944 -Z Bottom 0.3888 Min Temp % 0.40 26.294 OK X-X, +1.20D 0.01666 +Z Bottom 0.3888 Min Temp % 0.40 i 26.294 OK X-X, +1.20D 0.01666 -Z Bottom 0.3888 Min Temp % 0.40 26.294 OK X-X, +1.2D+.5W 0.02921 +Z Bottom 0.3888 Min Temo % 0.40 26.294 OK X-X, +1.20D+0.50w 0.004107 -Z Bottom 0.3888 Min Temp % . 0.40 26.294 OK X-X,+1.200+W 0.04177 +Z Bottom 0.3888 Min Temp % 0.40 26.294 OK X-X, +1.20D+W 0.008446 -Z Top 0.3888 Min Temp % 0.40 26.294 OK X-X, +1.5600+E 0.08398 +Z Bottom 0.3888 Min Temp % 0.40 : 26.294 OK X-X, +1.5600+E 0.03993 -Z Top 0.3888 Min Temp % 0.40 26.294 OK X-X, +0.900+W 0.03760 +Z Bottom 0.3888 Min Temp % 0.40 26.294 OK X-X, +0.900+W 0.01261 -Z Top 0.3888 Min Temp % 0.40 ' 26.294 OK X-X, +0540D+E 0.01518 +Z Top 0.3888 Min Temp % 0.40 26.294 OK X-X. +0.5400+E 0.01518 -Z Top 0.3888 Min Temp % 0.40 l 26.294 OK Z-Z, +1.400 0.002147 -X Bottom 0.3888 Min Temp % 0.40 26.294 OK Z-Z, +1.400 0.002147 +X Bottom - 0.3888 Min Temp % 0.40 26.294 OK Z-Z, +1.200 0.001840 -X Bottom 0.3888 Min Temp % 0.40 26.294 OK Z-Z, +1.200 0.001840 +X Bottom 0.3888 Min Temp % 0.40 1 26.294 OK Z-Z, +1.200+0.50W 0.000338 -X Bottom 0.3888 Min Temp % 0.40 26.294 OK Z-Z, +1.200+0.50W 0.003342 +X Bottom 0.3888 Min Temp % 0.40 ' 26.294 OK Z-Z, +1.200+W 0.001164 -X Top 0.3888 Min Temp % 0.40 26.294 . OK Z-Z, +1.200+W 0.004844 +X Bottom 0.3888 Min Temp % 0.40 . i 26.294 OK Z-Z, +1.5600+E 0.004829 -X Top 0.3888 Min Temp % 0.40 26.294 OK Z-Z, +1.5600+E 0.009849 . +X Bottom 0.3888 Min Temp % 0.40 26.294 OK Z-Z, +0.90D+W 0.001624 -X Top 0.3888 Min Temo % . 0.40 26.294 OK Z-Z, +0.900+W 0.004384 +X Bottom 0.3888 Min Temp % 0.40 26.294 OK Z-Z, +0.540D+E 0.001677 -X Top 0.3888 Min Temp % 0.40 ' 26.294 OK Z-Z.±0.540D+E._. 0.001677 _ +X Too 0.3888 Min Temp % 0.40 26.294 . OK rone Way Shear 1 Load Combination... Vu @ -X Vu @ +X Vu @ -z Vu @ +Z Vu:Max Phi Vñ Vu! Phi*Vn Status +1.400 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 OK +1.200 .. . 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 OK +1.200+0.50W 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 OK +1.200+W 0.00psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 'OK +1.5600+E 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 OK +0.900+W 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 OK +0.5400+E 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 OK flfwo-Way "Punching" Shear I I All units k Load Combination... Vu PhikVn Vu! Phi*Vn Status +1.401) 0.26 psi 164.32 psi 0.001563 OK +1.20D 0.26 psi 164.32 psi 0.001563 OK +1.2013+0.50W 0.26 psi 164.32psi 0.001563 OK +1.200+W 0.26 psi 164.32 psi 0.001563 OK +1.5600+E 0.26 psi 164.32 psi 0.001563 OK +0.90D+W 0.26 psi - 164.32psi 0.001563 OK +0.5400+E 0.26 psi V 164.32 psi 0.001563 OK FPh = Applied Lateral Seismic Force = 2.5 x 0.54 x W p .................................= 129 lbs. F,, = Vertical component of seismic force = 2.5 x 0.2 x S ds x Wp .........................= 86 lbs. 0 = Critical Angle (Worst Case Seismic Direction) = 45 Degrees FPh x cos (0) = 129 lbs. x cos ( 45 ) ...........................................................................= 92 lbs. FPh xsin (0) 129 lbs. x sin ( 45 ) ...........................................................................= 92 lbs. Calculate pullout load due to overturning (worst case) T1 = Tension on Anchor Across Length = f H,9 x F,,,, x sin( 0) j / ( L x Q ) ...............= 217 lbs. = Tension on Anchor Across Depth = f H x F,,,, x COS( 0) J / ( D x R ) ..............= 217 lbs. T3 = Vertical Reaction At Anchor Due To Vert. Seismic + DL = ( F,,,, - 0.9 DL ) / N ..........= 0.1 lbs. T net = Pullout load/ anchor = ( T, + T 2+ T3 ) ............................................................= 434 lbs. T,,,,, = 434.125 lbs. -—Tension demand T,,,,,, = 1.0 x Tnei = 435 lbs. Calculate shear load Vnei = Shear load! anchor = F,,,, / N = 33 lbs. V,,,,,,,, = 1.0 x Vnet = 33 lbs. & EQUIPMENT LOC. h = 25 ft. z = Oft. RF o GFI or below ground 4 M&C AT SEISMIC CALCULATION WORKSHEET ISAT JOB 1! INTERNATIONAL SEISMIC APPLICATION TECHNOLOGY DATE: INTERNATIONAL SEISMIC 14848 Northam Street, La Mirada, CA 90638 ENGR.: APPLICATION TECHNOLOGY Phone (877) 999-4728 Fax (714) 523.0845 Rosendin EQUIPMENT TAG: BTC L2 18.1093 1211112018 KH CBC 2016 I1SEISMIC DESIGN 5ds 1.8 'p = I a p = I R = 2.5 W,, = max. operating weight Fpv I Fpv L = mounting length 11, FpII(co!10)) 1 FphIJ(0)j {R D = mounting width I I F& h(coS(0)71J = Vertical c.o.g. ___ _______ hIs0)) R = anchor qty. along length HI I I HI I ___________ -i -i I AA anchor qty. along width N = total anchor qty. ELEVAIION VIEW ELEVA TION VIEW PLAN VIEW 95 lbs. = 8in. = 8in. = 37.62 in. = 2 = 2 = 4 F p I W p = 0.549 LOAD COMBINATION LRFD Strength Design Controlling load combination 0.9 DL + 1.0 E (ASCE 7-05, Section 2.3.2) Note.. see item# where factors of the load combination were applied. 1.0 E to Fh 0.9 DL to M (4) 318"0 Hilti KB-TZ SS Expansion Anchor T,,n ,, = 435 lbs. Tension Capacity = 1476 (Per ESR-1917) Shear Capacity= 1579 = 33 lbs. I I 1= F 1 I II I Iemb ctl . D. 8_JCHECK ANCHORAGE: (( T,,,,,, I T,,. ) + ( V,,,,,,,, + V,,,,,, )) I 1.0 must be less than 1.0 (( 435 lbs. 1 1476 ) + ( 33 lbs. 1 1579 )) I 1.0 = 0.32 < 1.0 r PASS ArA oJ9& VJt tA'I International Seismic Application Technology 14848 Northam St., La Mirada, CA 90638 877-999-4728 (Toll Free) 714-523-0845 (fax) A— —.!Sff Engineer: KH 12/11/2018 Wind Calculation INPUT VALUES: wh := 24.73 psf LRFD Lateral Wind Pressure := 24.73 psf LRFD Vertical Wind Pressure WV W = 951bf Minimum Weight for max possible overturning width := 8in' depthmin := 8in depthmax:= 8in height := 57in Hcg: .height = 38in Fwh width. height = 78.31 lbf Fwv: PWV width depthmax = 10.99 lbf = 0 = A1 depthmin - 0.9W . depthmin depthmin 2 +FwV 2 + Fwh. Hcg) depthmin FwV depthmin 0.9W. 2 - 2 - Fwh. Hcg Ay:= = —334.73 lbf Compression depthm jn depthmin depthmin MA = 0 = B depthmin + 0.9W. 2 - F 2 wh Heg) depthmjn depthmin 0.9W. 2 2 - Fwh. Hcg B:= = —409.23 lbf Tension depthmin n : = 4 Number of Anchors r:= 2 Number of Anchors along length B Tension demand Nua : = - - = 204.62 lbf Fwh Shear demand Vua: - = 19.58 lbf See HiltiProfls Repo rtfirAnaysis Company: Page: Specifier: Project: Address: Sub-Project I Pos. No.: Phone I Fax: I Date: E-Mail: I 12/11/2018 1= .4 www.hilti.us Profis Anchor 2.7.9 Specifier's comments: I Input data Kwik Bolt TZ - SS 304 3/8 (2) _____________ 111,11,1111 I h08 = 2.000 in., hnom = 2.313 in. au AlSI 304 ESR-1917 5/1/2017 1 5/1/2019 Design method ACI 318-14 / Mech. - (Recommended plate thickness: not calculated) no profile cracked concrete, 3000, f0'= 3,000 psi; h = 18.000 in. hammer drilled hole, Installation condition: Dry tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Tension load: yes (17.2.3.4.3 (d)) Shear load: yes (17.2.3.5.3 (c)) Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof- Stand-off installation: Profile: Base material: Installation: Reinforcement: Seismic loads (cat. C, D, E, or F) R - user is responsible to ensure a rigid base plate for the entered thickness with appropriate solutions (stiffeners,...) Geometry [in.] & Loading [lb, in.lb] Z Input data and results must be checked for agreement with the existing conditions and for plausibilityl PROFIS Anchor ( c ) 2003-2009 Huh AG, FL-9494 Schaan Hiiti is a registered Trademark of Huh AG, Schaan 114 inn ?1111411 411 11411C fl...,4:. ,rI eli. 1111 .,t 114 www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: Prof is Anchor 2.7.9 Page: 2 Project: Sub-Project I Pos. No.: Date: 12/11/2018 2 Proof I Utilization (Governing Cases) Design values [lb] Utilization Loading Proof Load Capacity PN I p, [%] Status Tension Pullout Strength 435 1.250 35/- OK Shear Concrete edge failure in direction x+ 33 716 _/5 OK Loading PN PV - Utilization PN,V [%J Status Combined tension and shear loads 0.348 0.046 5/3 18 OK 3 Warnings Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hiltis technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibilityl PROMS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is registered Trademark of Hilti AG. Schaan fl4 InnSnn4 fl 4 fl fl4 flt CU f'I.. flfl .t fl4 Profis Anchor 2.7.9 Page: 1 Project: Sub-Project I Pos. No.: Date: 12/11/2018 KWIKHUS-EZ(KH-EZ)3/8(2112) hera = 1.860 in., hnom = 2.500 in. VIE Carbon Steel ESR-3027 12/1/2017 112/1/2019 Design method ACI 318-14/ Mech. - (Recommended plate thickness: not calculated) no profile cracked concrete, 3000, f' = 3,000 psi; h = 18.000 in. hammer drilled hole, Installation condition: Dry tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Tension load: yes (17.2.3.4.3 (d)) Shear load: yes (17.2.3.5.3 (c)) www.hiltius Company: Specifier: Address: Phone I Fax: E-Mail: Specifier's comments: linput data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Profile: Base material: Installation: Reinforcement: Seismic loads (cat. C, D. E, or F) R - user is responsible to ensure a rigid base plate for the entered thickness with appropriate solutions (stiffeners,...) Geometry [in.] & Loading [lb, in.Ib] Input data and results must be checked for agreement with the existing conditions and for plausibilityl PROFIS Anchor (c) 2003-2009 Hilti AG, FL-9494 Schaan Hull is a registered Trademark of Hilti AG, 5chaan ni iflfllflfllfl 4fl fl4flt n..........a:... CI flL....... fli ..i fl4 40 1 . I", .im www.hilti.us Profis Anchor 27.9 Company: Page: 2 Specifier: Project: Address: Sub-Project I Pos. No.: Phone I Fax: I Date: 12/11/2018 E-Mail: 2 Proof I Utilization (Governing Cases) Design values [Ib] Utilization Loading Proof Load Capacity ON Iv [¼] Status Tension Concrete Breakout Strength 435 1,151 38/- OK Shear Concrete edge failure in direction x+ 33 706 -/5 01< Loading ON 13V C Utilization ON,V [¼) Status Combined tension and shear loads 0.378 0.047 5/3 21 OK 3 Warnings Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibilityl PROFIS Anchor (c) 2003-2009 Hilti AG, FL-9494 Schaan Huh is a registered Trademark of Hilti AG. Schaan ,.4 IflflIflfl4fl 411 11411C n..........a:... Cl fll....._..... fit ..t 114 Title Block Line 1 Project Title: You can change this area Engineer: using the 'Settings' menu item Project ID: 4 and then using the Printing & Project Descr: Title Block0 selection. Title Block Line 6 Printed: 11 DEC 2018, 10:11AM General Footing File C:\usersKHAKAM-1DesktopRosendinCALCStO3-95#-ltHKP DESIGN.ec6. I. Software covriaht ENERCALC. INC. 1983-2018. Build-In .18.10.31 . I Description: EQUIPMENT PAD DESIGN - Dl (WIND) Code References Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used: ASCE 7-10 General Information Material Properties Soil Design Values fc: Concrete 28 day strength - = 3.0 ksi Allowable Soil Bearing 1.50 ksf fy: Rebar Yield 60.0 ksi Increase Bearing By Footing Weight = No Ec: Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 200.0 pd Concrete Density 150.0 pcf Soil/Concrete Friction Coeff. = 0.30 p Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 1.0 ft Min Steel % Bending Reinf. Allow press. increase per foot of depth = ksf Min Allow % Temp Reinf. = 0.00180 when footing base is below = ft Min. Overturning Safety Factor = 1.50 : 1 Mm. Sliding Safety Factor = 1.375 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure : Yes Allowable pressure increase per foot of depth - Use ftg wt for stability, moments & shears : Yes - ksf Add Pedestal Wt for Soil Pressure : No when max. length or width is greater than ft Use Pedestal wt for stability, mom & shear : No - Dimensions Width parallel to X-X Axis = 1.50 ft Length parallel to Z-Z Axis = 1.50 It z Footing Thickness = 18.0 in Pedestal dimensions... px: parallel to X-X Axis pz: parallel to Z-Z Axis Height - Rebar Centerline to Edge of Concrete... at Bottom of footing = 12.0 in 10.0 in 38 in 2.0 in i-~11~ # Bars required within zone # Bars required on each side of zone n/a Applied Loads D Lr L S W E H P: Column Load 0.0950 k OB : Overburden ksf M-xx k-ft M-zz k-ft V-x 0.07831 0.05130 k V-z 0.07831 0.05130 k ReTrforcing - Bars parallel to X-X Axis - Number of Bars - 3.0 Reinforcing Bar Size # 4 Bars parallel to Z-Z Axis Number of Bars 3.0 Reinforcing Bar Size = # 4 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation Title Block Line 1 . Project Title: You can change this area Engineer: using the "Settings" menu item and then using the "Printing & Project ID: Project Descr: Title Block" selection. Title Block Line 6 Printed: 11 DEC 2018, 10:11 AM [General Footing File= C:users1KHA AM-1DesktopRosendintCAtCSD3-95#-1tHKP DESIGN.ec6. Software copyright ENERCALC, INC. 1983-2018, Build:10.18.10.31 I I4YAYfIIf0III10 Licensee : Tornarco Contractor Specialties Description: EQUIPMENT PAD DESIGN - Dl (WIND). 1 IFIS] rDESIGNSUMMARY Mm. Ratio Item Applied Capacity Governing Load Combination PASS 0.7387 Soil Bearing 1.108 ksf 1.50 ksf +0.60D+0.60W about Z-Z axis PASS 1.615 Overturning - X-X 0.1676 k-ft 0.2706 k-ft +0.60D+0.70E PASS 1.615 Overturning -Z-Z 0.1676 k-ft 0.2706 k-ft +0.60D+0.70E PASS 7.191 Sliding - X-X 0.03591 k . 0.2582 k +0.600+0.70E PASS 7.191 Sliding - Z-Z 0.03591 k 0.2582k +0.60D+0.70E PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.002024 Z Flexure (+X) . 0.05687 k-ft/ft 28.094 k-ft/ft +90)+t// PASS 0.000369 Z Flexure (-X) 0.009706 k-ft/ft 26.294 k-ft/ft +1.600+E PASS 0.002919 X Flexure (+Z) 0.08201 k-ft/ft 28.094 k-ft/ft +0.90D+W PASS 0.000623 X Flexure (-Z) 0.01638 k-ft/ft 26.294 k-ft/ft +1.600+E PASS n/a 1-way Shear (+X) 0.0 psi 82.158 psi n/a PASS n/a 14ay Shear (-X) 0.0 psi 82.158 psi n/a PASS n/a 1-way Shear ('-Z) 0.0 psi 82.158 psi n/a PASS n/a 1-way Shear (-2) 0.0 psi 82.158 psi n/a PASS n/a 2-way Punching 0.0 psi 82.158 psi n/a [Detailed Results 1 Soil Bearing Rotation Axis & xecc zecc Actual Soil Bearing Stress @ Location Actual I Allow Load Combination... Gross Allowable (in) Bottoms -z Top, +2 Left, -X Right, +X Ratio X-X, D Only 1.50 n/a 0.0 0.2672 0.2672 n/a n/a 0.178 X-X, +D+0.60W 1.50 n/a 4.376 0.0 0.6890 n/a n/a 0.459 X-X. +D+0.70E 1.50 n/a 3.345 0.0 0.5640 n/a n/a 0.376 X-X. ++045w 1.50 n/a 3.282 0.0 0.5579 n/a n/a 0.372 X-X, +D+0.5250E 1.50 n/a 2.508 0.04602 0.4884 n/a n/a 0.326 X-X, +060D+0.60w 1.50 n/a 7.294 0.0 1.108 n/a n/a 0.739 X-X, +0.60D+0.70E - 1.50 n/a 5.574 0.0 0.5567 n/a n/a 0.371 Z-Z, D Only 1.50 0.0 n/a n/a n/a 0.2672 0.2672 0.178 Z-Z, +D+0.60W 1.50 4.376 n/a n/a n/a 0.0 0.6890 0.459 Z-Z, +D+0.70E 1.50 3.345 n/a n/a n/a 0.0 0.5640 0.376 Z-Z, +D+0.450W 1.50 3.282 n/a n/a n/a 0.0 0.5579 0.372 Z-Z, +D+0.5250E 1.50 2.508 n/a n/a n/a 0.04602 0.4884 0.326 Z-Z, +0.60D+0.60W 1.50 7.294 n/a n/a n/a 0.0 1.108 0.739 Z-Z, 1.50 5.574 n/a n/a n/a 0.0 0.5567 0.371 [-Overturning SibiIity Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X, D Only None 0.0 k-ft Infinity OK X-X. +D+0.70E 0.1676 k-ft 0.4509 k-ft 2.691 OK, X-X, +0.60D+0.70E 0.1676 k-ft 0.2706 k-ft 1.615 OK Z-Z, 0 Only None 0.0 k-ft Infinity OK ,ZZ +D+0.70E 0.1676 k-ft 0.4509 k-ft 2.691 OK Z-Z, '-0.600+0.70E 0.1676 k-ft 0.2706 k-ft 1.615 OK F SlidirijSibiIity All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status X-X, D Only 0.0 k 0.3304 k No Sliding OK X-X, +D+0.70E 0.03591 k 0.3304 k 9.20 OK X-X, +060D+0.70E 0.03591 k 0.2582k 7.191 OK Z-Z, 0 Only 0.0 k 0.3304 k No Sliding OK Z-Z. +D+0.70E 0.03591 k 0.3304 k 9.20 OK Z-Z. .+0.60D+0.70E 0.03591 k 0.2582 k 7.191 OK Footing Flexure Flexure Axis & Load Combination Mu Side Tension As Reqd Gym. As Actual As Phi"Mn Status k-ft Surface InA2 InA2 in"2 k-ft . X-X, +1.400 ' 0.003284 +Z Bottom 0.3888 Min Temp % 0.40 28.094 OK Title Block Line 1 You can change this area using the Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 General Footing Description: EQUIPMENT PAD DESIGN - Dl (WIND) Footing Flexure Flexure Axis & Load Combination Mu Side Tension k-ft Surface Project Title: Engineer: Project ID: Project Descr: Printed: 11 DEC 2018, 10:11 AM File C:userstKHAKAM-1DesktoplRosendin\cALCSD3-95#-1HKP DESIGN.ec6 Software copyright ENERCALC, INC. 1983-2018, Build:10.18.10.31 As Req'd Gym. As Actual As Phi"Mn Status inA2 inA2 inA2 k-ft - X-X, +1.40D 0.003284 -Z Bottom 0.3888 Min Temp % 0.40 28.094 OK X-X, +1.20D 0.002815 +Z Bottom 0.3888 Min Temp % 0.40 28.094 OK X-X, +1.20D 0.002815 -Z Bottom 0.3888 Min Temp % 0.40 28.094 OK X-X, +1.20D+0.50W 0.01819 +Z Bottom 0.3888 Min Temp % 0.40 28.094 OK X-X, +1.20D+0.50W 0.01255 -Z TOD 0.3888 Min Temp % 0.40 26.294 OK X-X, +1.20D+W 0.04702 +2 Bottom 0.3888 Min Temp % 0.40 28.094 OK X-X, +1.20D+W 0.0150 -Z Top 0.3888 Min Temp % 0.40 26.294 OK X-X, +1.60D+E 0.02389 +Z Bottom 0.3888 Min Temp % 0.40 28.094 OK X-X, +1.60D+E 0.01638 -Z Top 0.3888 Min Temp % 0.40 26.294 OK X-X, +0.90D+W 0.08201 +Z Bottom 0.3888 Min Temp % 0.40 28.094 OK X-X, +0.90D+W 0.01125 - -Z Top 0.3888 Min Temp % 0.40 26.294 OK X-X. +0.50D+E 0.006249 +Z Top 0.3888 Min Temp % 0.40 26.294 OK X-X, +0.500+E 0.006249 -Z Top 0.3888 Min Temp % 0.40 26.294 OK Z-Z, +1.40D 0.001846 -X Bottom 0.3888 Min Temp % 0.40 28.094 OK Z-Z, +1.40D 0.001846 +X Bottom 0.3888 Min Temp % 0.40 28.094 OK Z-Z, +1.20D 0.001583 -X Bottom 0.3888 Min Temp % 0.40 28.094 OK Z-Z, +1.20D 0.001583 . +X Bottom 0.3888 Min Temp % 0.40 28.094 OK Z-Z, +1.20D+0.50W 0.007434 -X Top 0.3888 Min Temp % 0.40 26.294 OK Z-Z, +1.20D+0.50W 0.01060 +X Bottom 0.3888 Min Temp % 0.40 28.094 OK Z-Z, +1.20D+W 0.008434 -X Top 0.3888 Min Temp % 0.40 26.294 . OK Z-Z, +1.20D+W 0.02801 +X Bottom 0.3888 Min Temp % 0.40 28.094 OK Z-Z, +1.60D+E 0.009706 -X Top 0.3888 Min Temp % 0.40 26.294 OK Z-Z, +1.60D+E 0.01393 +X Bottom 0.3888 Min Temp % 0.40 28.094 OK Z-Z. +0.90D+W 0.006326 -X Tor) 0.3888 Min Temp % 0.40 26.294 OK Z-Z, +0.90D+W 0.05687 +X Bottom 0.3888 Min Tamp % 0.40 28.094 OK Z-Z. +0.50D+E 0.003514 -X Top 0.3888 Min Temp ¼ 0.40 26.294 OK 0.003514_.....±X Top 0.3888 Min Temp % 0.40 26.294 OK One Way Shear 1 Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 OK +1.20D 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 OK +1.20D+0.50W 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 OK +1.20D+W 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 OK +1.60D+E 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 OK +0.90D+W 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.000si 82.16 psi 0.00 OK +0.50D+E 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 OK r Two-Way Punching" Shear I All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +1.400 0.00 psi 164.32psi 0 OK +1.200 0.00 psi 164.32 psi 0 OK +1.20D+0.50W 0.00 psi 164.32 psi 0 OK +1.20D+W 0.00 psi 164.32 psi 0 OK +1.60D+E 0.00 psi 164.32 psi 0 OK +0.900+W 0.00 psi 164.32 psi 0 OK +0.500+E 0.00 psi 164.32 psi 0 OK INTERNATIONAL SEISMIC APPLICATION TECHNOLOGY A Division of Tomarco Contractor Specialties ISAT SEISMIC BRACING 14848 Northam Street, La Mirada, CA 90638 PH: 877.999.4728 fX:714.523.0845 FREJob#: 18.1091 Date: 12/7/2018 Designed By: KR CODE: 2016 CBC SEISMIC ANALYSIS Wall Mounted EV Charger DETAIL 18.1091 Fp = 0.75 Sds= 2.5 VERT. SEISMIC= 0.20 Sds = 0.500 (LRFD LEVEL) I— (9 w I WIDTH F- DEPTH-- DEAD LOAD = 200 lbs UNIT DIMENSIONS: I 12 u in WIDTH X I 37 u in HEIGHT X I 13 I" DEPTH (D) DISTANCE BETWEEN MOUNTING POINTS:. I 4 IinwxI 13 I1nH CENTER OF GRAVITY: 6 in (WCG) X 19in (H 6) X 7 I" (D) # OF MOUNTING POINTS IN HORIZONTAL DIRECTION (L) = 2 PER SIDE # OF MOUNTING POINTS IN VERTICAL DIRECTION (5) = 2 PER SIDE TOTAL# OF MOUNTING POINTS = 4 LOAD CALCULATIONS SEISMIC ANALYSIS SEISMIC VERTICAL= 200 lbs X 0.500 = 100 lbs TOTAL VERTICAL LOAD = 200 lbs + 100 lbs = 300 lbs ISAT SEISMIC BRACING INTERNATIONAL SEISMIC 14848 Northam Street, La Mirada, CA 90638 APPLICATION TECHNOLOGY A Division of Tomarco Contractor Specla Ities PH: 877.999.4728 FX:7 14.523.0845 FREJob#: 18.1091 Date: 12/7/2018 Designed By: KR **FOR CONCRETE ANCHORAGE SEISMIC HORIZONTAL LOAD NEED TO BE MULTIPLIED BY OVERSTRENGTH FACTOR C) = 2.5 SEISMIC HORIZONTAL = 200 lbs X 0.75 X 2.5 = 375 lbs MAX MOMENT = 375 lbs X 19 in = 6938 lb-in SHEAR & OVERTURN CALCULATIONS Fl CASE 1: LATERAL LOAD APPLIED PARALLEL TO WALL SHEAR= (TOTAL VERTICAL LOAD + SEISMIC HORIZONTAL) / # OF MOUNTING POINTS =( 300 lbs + 375 lbs ) / 4 =169 lbs PER MOUNTING POINT PULLOUT DUE TO VERTICAL LOAD = TOTAL VERTICAL LOAD X (DCG) / ( H X L) = 300 lbs X 6.5 in / ( 13 in X 2 = 75 lbs PER MOUNTING POINT PULLOUT DUE TO HORIZONTAL LOAD = SEISMIC HORIZONTAL X (D 6) / ( W X S) = 375 lbs X 6.5 in / ( 4 in X 2 = 305 lbs PER MOUNTING POINT TOTAL PULLOUT = 75 lbs + 305 lbs = 380 lbs PER MOUNTING POINT CASE 2: LATERAL LOAD APPLIED PERPINDICULAR TO WALL SHEAR = TOTAL VERTICAL LOAD / # OF MOUNTING POINTS = 300 lbs/ 4 = 75 lbs PER MOUNTING POINT INTERNATIONAL SEISMIC APPLICATION TECHNOLOGY A Division of Tomarco confractorspeclawes ISAT SEISMIC BRACING 14848 Northam Street, La Mirada, CA 90638 PH: 877.999.4728 FX:714.523.0845 FREJob#: 18.1091 Date: 12/7/2018 Designed By: KH PULLOUT DUE TO VERTICAL LOAD = TOTAL VERTICAL LOAD X(DCG)/( H XL) = 300 lbs) 6.5 in /( 13 in 2) 75 lbs PER MOUNTING POINT PULLOUT DUE TO HORIZONTAL LOAD = SEISMIC HORIZONTAL / # OF MOUNTING POINTS = 375 Ibs/ 4 = 94 lbs PER MOUNTING POINT TOTAL PULLOUT = 75 lbs + 94 lbs = 169 lbs PER MOUNTING POINT CHECK SCREW CONNECTION TO CONCRETE MAX SHEAR= 169 lbs MAX TENSION = 380 lbs USE: 3/8" DIA. HILTI KH-EZ SCREW w/ MIN 17/8" EMBEDMENT & MIN 2" EDGE DISTANCE PER ESR-3027 REPORT: ANCHOR SHEAR CAPACITY = 1652 lbs > 169 lbs ANCHOR TENSION CAPACITY = 471 lbs > 380 lbs INTERACTION EQ. 169 + 380 = 0.91 < 1.00 1652 471 CHECK SCREW CONNECTION TO CMU MAX SHEAR = 169 lbs MAX TENSION = 380 lbs USE: 3/8" DIA. HILTI KIWK BOLT 3 (KB3) w/ MIN 2 1/2" EMBEDMENT & MIN 4" EDGE DISTANCE PER ESR-1385 REPORT: ANCHOR SHEAR CAPACITY = 1070 lbs > 169 lbs ANCHOR TENSION CAPACITY = 876 lbs > 380 lbs INTERACTION EQ. 169 + 380 = 0.59 < 1.00 1070 876 PASS PASS International Seismic Application Technology 14848 Northam St., La Mirada, CA 90638 877-999-4728 (Toll Free) 714-523-0845 (fax) "Maltsff www.isatsb.com Engineer: KH 12/11/2018' Wind Calculation INPUT VALUES: wh := 24.73 psf LRFD Lateral Wind Pressure P := 24.73 psf LRFD Vertical Wind Pressure := 200 Ibf Minimum Weight for max possible overturning width := 201n depthmjn:= 40in depthmax : = 40in height := 641n Hcg := -• height = 42.667. in Fwh 'wh width. height = 219.82 lbf Fwv: P- width. depthmax = 137.39 lbf depthmin depthmin (MB = 0 = A1 depthmin - o.9w. 2 +FWV 2 wh Hcg) depth mindepthmin O.9W. 2 - F. 2 - Fwh• Hcg - A : = - —213.17 lbf Compression depthmin (MA = 0 = B depthmin + 0.9W. d epthmin depthmin "I 2 - Fj 2 + Fwh. Hcg) _0.9W + depthmin depthmin . F 2 WV 2 - Fwh. Hcg B:= depthmin = —255.78 lbf Tension n : = 4 Number of Anchors r:= 2 Number of Anchors along length B Tension demand Nua:= - -i = 127.89 lbf F wh Shear demand Vua:= - = 54.96 lbf See HiltiFroJis Repo rtfrAnalysis www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: Page: Project: Sub-Project I Pos. No.: Date: LLJ Profis Anchor 2.7.9 12/10/2018 Specifier's comments: Kwik Bolt TZ- SS 3043/8 (2) ------------------ heact - 2.000 in., - 2.313 In. AlSI 304 ESR-1917 5/1/20171 5/11/2019 Design method ACI 318-14 / Mech. - (Recommended plate thickness: not calculated) no profile cracked concrete, 3000, = 3,000 psi; h = 18.000 in. hammer drilled hole, Installation condition: Dry tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Tension load: yes (17.2.3.4.3 (d)) Shear load: yes (17.2.3.5.3 (c)) linput data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Profile: Base material: Installation: Reinforcement: Seismic loads (cat. C, D, E, or F) - user is responsible to ensure a rigid base plate for the entered thickness with appropriate solutions (stiffeners,...) Geometry [in] & Loading [lb, in.Ib] Input data and results must be checked for agreement with the existing conditions and for piausibliityl PROMS Anchor (c ) 2003-2009 HIM AG, FL-9494 Schaan Hiiti is a registered Trademark of HIS AG, Schaan Al lflfllflfllfl 4fl flint n..........a:... at t'I. fin ..t Al www.hilti.us Profis Anchor 2.7.9 Company: Page: 2 Specifier: Project: Address: Sub-Project I Pos. No.: Phone I Fax: I Date: 12/10/2018 E-Mail: 2 Proof I Utilization (Governing Cases) Design values [lb] Utilization Loading Proof Load Capacity (%J Status Tension Pullout Strength 380 1,250 31i- OK Shear Concrete edge failure in direction x+ 169 716 -/24 OK Loading PN Ov C Utilization PN.V [%J Status Combined tension and shear loads 0.304 0.236 5/3 23 OK 3 Warnings Please consider all details and hints/warnings given in the detailed report! Fastening meets the designcriteria! 4 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility] PROMS Anchor (c) 2003-2009 Hilti AG, FL-9494 Schaan Huh is a registered Trademark ofHilti AG. 5chaan fl4 ,nn1nn4r, 4fl A4 ^r fl...........Jh.. C n ..t fl4 1=1 m7;71 www.hilti.us Profis Anchor 2.7.9 Company: Page: 1 Specifier: Project: Address: Sub-Project I Pos. No.: Phone I Fax: I Date: 12/10/2018 E-Mail: Specifier's comments: I Input data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof- Stand-off installation: Profile: KWIK HUS-EZ (KH-EZ) 3/8(2 1/2) her act = 1.860 in., hnom = 2.500 in. Carbon Steel ESR-3027 12/1/2017 112/1/2019 Design method ACl 318-14/ Mech. - (Recommended plate thickness: not calculated) no profile Base material: cracked concrete, 3000, f = 3,000 psi; h = 18.000 in. Installation: hammer drilled hole, Installation condition: Dry Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) Tension load: yes (17.2.3.4.3 (d)) Shear load: yes (17.2.3.5.3 (c)) R - user is responsible to ensure a rigid base plate for the entered thickness with appropriate solutions (stiffeners,...) Geometry [in.] & Loading [lb, in.lb] Input data and results must be checked for agreement with the existing conditions and for plausibility[ PROFIS Anchor (c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is registered Trademark of HUll AG. Schaan 0410001040 40 040C n.....J:... Cl! flL. OC ._t 04 www.hilti.us Profis Anchor 2.7.9 Company: Page: 2 Specifier: Project: Address: Sub-Project I Pos. No.: Phone I Fax: I Date: 12/10/2018 E-Mail: 2 Proof I Utilization (Governing Cases) Design values [lb] Utilization Loading Proof Load Capacity ON 'Dv (%] Status Tension Concrete Breakout Strength 380 1.151 34/- OK Shear Concrete edge failure in direction x 169 706 -/24 OK Loading PN Pv Utilization DN,V (%J Status Combined tension and shear loads 0.330 0.239 5/3 25 OK 3 Warnings Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibilityt PROFIS Anchor (c) 2003-2009 Hilti AG, FL-9494 5chaan Huh is registered Trademark of Hilti AG, Schaan fl4 IIlfllflfl4fl 4fl fl40C fl ---- .J C%I flL. no ..t 114 INTERNATIONAL SEISMIC APPLICATION TECHNOLOGY A Division of Tomarco Contractor Specialties ISAT SEISMIC BRACING 14848 Northam Street, La Mirada, CA 90638 PH: 877.999.4728 FX:714.523.0845 FREJob#: 18.1091 Date: 12/10/2018 Designed By: KH CODE: 2016 CBC SEISMIC ANALYSIS Wall Mounted Panel DETAIL 18.1091 Fp = 0.75 Sds= 2.5 VERT. SEISMIC= 0.20 Sds = 0.500 (LRFD LEVEL) I IF— CO I I HH I( I uj WIDTH DEPTH DEAD LOAD = 200 lbs UNIT DIMENSIONS: 20 u in WIDTH X I 48 uin HEIGHT X I 5.75 I" DEPTH (D) DISTANCE BETWEEN MOUNTING POINTS: I 8 Iinwx I 36 IinH CENTER OF GRAVITY: 10in (WCG) X 24 un (HcG) X 3 (D G) # OF MOUNTING POINTS IN HORIZONTAL DIRECTION (L) = 2 PER SIDE # OF MOUNTING POINTS IN VERTICAL DIRECTION (5) = 2 PER SIDE TOTAL # OF MOUNTING POINTS = 4 LOAD CALCULATIONS SEISMIC ANALYSIS SEISMIC VERTICAL= 200 lbs X 0.500 = 100 lbs TOTAL VERTICAL LOAD = 200 lbs + 100 lbs = 300 lbs ISAT SEISMIC BRACING INTERNATIONAL SEISMIC 14848 Northam Street, La Mirada, CA 90638 APPLICATION TECHNOLOGY A Division of Tomarco Contractor Specialties PH: 877.999.4728 FX:714.523.0845 FREJob#: 18.1091 Date: 12/10/2018 Designed By: KH **FOR CONCRETE ANCHORAGE SEISMIC HORIZONTAL LOAD NEED TO BE MULTIPLIED BY OVERSTRENGTH FACTOR C) = 2.5 SEISMIC HORIZONTAL = 200 lbs X 0.75 X 2.5 = 375 lbs SHEAR & OVERTURN CALCULATIONS CASE 1: LATERAL LOAD APPLIED PARALLEL TO WALL SHEAR= (TOTAL VERTICAL LOAD + SEISMIC HORIZONTAL) / # OF MOUNTING POINTS = ( 300 lbs + 375 lbs ) / 4 = 169 lbs PER MOUNTING POINT PULLOUT DUE TO VERTICAL LOAD = TOTAL VERTICAL LOAD X (DCG) / ( H X L) = 300 lbs X 2.9 in / ( 36 in X 2 = 12 lbs PER MOUNTING POINT PULLOUT DUE TO HORIZONTAL LOAD = SEISMIC HORIZONTAL X (D 6) / ( W X S) = 375 lbs X 2.9 in / ( 8 in X 2 = 67 lbs PER MOUNTING POINT TOTAL PULLOUT = 12 lbs + 67 lbs = 79 lbs PER MOUNTING POINT CASE 2: LATERAL LOAD APPLIED PERPINDICULAR TO WALL SHEAR = TOTAL VERTICAL LOAD / 4* OF MOUNTING POINTS = 300 lbs/ 4 = 75 lbs PER MOUNTING POINT INTERNATIONAL SEISMIC APPLICATION TECHNOLOGY A Division of Tomarco Contractor Specialties ISAT SEISMIC BRACING 14848 Northam Street, La Mirada, CA 90638 PH: 877.999.4728 FX:714.523.0845 FREJob#: 18.1091 Date: 12/10/2018 Designed By: KR PULLOUT DUE TO VERTICAL LOAD = TOTAL VERTICAL LOAD X (DCG) / ( H X L) = 300 lbs ) 2.9 in / ( 36 in X 2 = 12 lbs PER MOUNTING POINT PULLOUT DUE TO HORIZONTAL LOAD = SEISMIC HORIZONTAL / # OF MOUNTING POINTS = 375 lbs/ 4 = 94 lbs PER MOUNTING POINT TOTAL PULLOUT = 12 lbs + 94 lbs = 106 lbs PER MOUNTING POINT CHECK SCREW CONNECTION TO CONCRETE MAX SHEAR = 169 lbs MAX TENSION = 106 lbs USE: 3/8" DIA. HILTI KH-EZ SCREW w/ MIN 17/8" EMBEDMENT & MIN 2" EDGE DISTANCE PER ESR-3027 REPORT: ANCHOR SHEAR CAPACITY = 1652 lbs > 169 lbs ANCHOR TENSION CAPACITY = 471 lbs > 106 lbs INTERACTION EQ. 169 + 106 = 0.33 < 1.00 1652 471 CHECK SCREW CONNECTION TO CMU MAX SHEAR = 169 lbs MAX TENSION = 106 lbs USE: 3/8" DIA. HILTI KIWK BOLT 3 (KB3) w/ MIN 2 1/2" EMBEDMENT & MIN 4" EDGE DISTANCE PER ESR-1385 REPORT: ANCHOR SHEAR CAPACITY = 1070 lbs > 169 lbs ANCHOR TENSION CAPACITY = 876 lbs > 106 lbs INTERACTION EQ. 169 106 + = 0.28 < 1.00 1070 876 PASS PASS International Seismic Application Technology 14848 Northam St., La Mirada, CA 90638 877-999-4728 (Toll Free) 714-523-0845 (fax) jfic www.isatsb.com Engineer: KH 12/11/2018 Wind Calculation INPUT VALUES: Pwh 24.73 psf LRFD Lateral Wind Pressure P := 24.73 psf LRFD Vertical Wind Pressure W := 2001bf Minimum Weight for max possible overturning width := 20in depthmin := 5.75iñ depthmax:= 5.75in height := 481n Hcg: height = 32. in Fwh : = wh width. height = 164.87 lbf Fwv := P.. width. depthmax = 19.75 lbf (MB = 0 = A1 depthmin - 09W depthmin depthmin P• 2 2 + Fwh•HCg) depthmin depth min O.9W. 2 - Fw 2 - Fwh. Hcg A:= = —837.39 lbf Compression depthmin (MA = 0 = B depthmin + 0.9W depthmin - depthmin P 2 F. 2 + Fwh• Hcg) depthmin depthmin _0.9W._2+ F._2 Fwh. Hcg B:= =-997.64lbf Tension . n:= 4 Number of Anchors r:= 2 Number of Anchors along length B Tension demand Nua:= -- = 498.82 lbf F wh Shear demand Vua: - = 41.22 lbf See Hilt sReportfirAnalysis Wind Cnnditinn 1 xmrt EI1 www.hilti.us Profis Anchor 2.7.9 Company: Page: Specifier: Project: Address: Sub-Project I Pos. No.: Phone I Fax: I Date: 12/10/2018 E-Mail: Specifier's comments: Input data Anchor type and diameter: Kwik Bolt TZ - SS 304 3/8 (2) )- Effective embedment depth: he1ac5 = 2.000 in., hnom = 2.313 in. Material: AlSl 304 Evaluation Service Report: ESR-1 917 Issued I Valid: 5/1/2017 1 5/1/2019 Proof: Design method ACI 318-14 / Mech. Stand-off installation: - (Recommended plate thickness: not calculated) Profile: no profile Base material: cracked concrete, 3000, = 3,000 psi; h = 4.000 in. Installation: hammer drilled hole, Installation condition: Dry Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) Tension load: yes (17.2.3.4.3 (d)) Shear load: yes (17.2.3.5.3 (c)) - user is responsible to ensure a rigid base plate for the entered thickness with appropriate solutions (stiffeners,...) Geometry [in.] & Loading [lb, in.lb] Input data and results must be checked for agreement with the existing conditions and for plausibilityl PROFIS Anchor ( c ) 2003-2009 Hilt! AG, FL-9494 Schaan Hilti is registered Trademark of Hilt! AG, Schaan fli Iflfl1flfl4fl 4^^4^C fl ---- 4... CI fll,..... £4 ._t fli www.hilti.us Profis Anchor 2.7.9 Company: Page: 2 Specifier: Project: Address: Sub-Project I Pos. No.: Phone I Fax: I Date: 12/10/2018 E-Mail: 2 Proof I Utilization (Governing Cases) Design values [Ib] Utilization Loading Proof Load Capacity ON 1v 1%) Status Tension Pullout Strength 742 1,250 60/- OK Shear Concrete edge failure in direction x+ 85 1,500 -/6 OK Loading PN Pv CUtilization PN.V L%] Status Combined tension and shear loads 0.594 0.057 5/3 43 OK 3 Warnings Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hillis technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibilityl PROFIS Anchor (c ) 2003-2009 Hiltl AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan ^4 """.'" Ifl flinC n........a:... cI -- ,, S www.hilti.us Prófis Anchor 2.7.9 Company: Page: 1 Specifier: Project: Address: Sub-Project I Pos. No.: Phone I Fax: I Date: 12/10/2018 E-Mail: Specifier's comments: I Input data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Profile: Base material: Installation: Reinforcement: Seismic loads (cat. C, D, E, or F) KWIKHUS-EZ(KH-EZ)3!8(2112) he1aj = 1.860 in., hnm = 2.500 in. Carbon Steel ESR-3027 12/1/2017 112/1/2019 Design method ACI 318-14 / Mech. - (Recommended plate thickness: not calculated) no profile cracked concrete, 3000, = 3,000 psi; h = 4.000 in. hammer drilled hole, Installation condition: Dry tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Tension load: yes (17.2.3.4.3 (d)) Shear load: yes (17.2.3.5.3 (C)) R - user is responsible to ensure a rigid base plate for the entered thickness with appropriate solutions (stiffeners,...) Geometry [in.] & Loading [lb. in.lb] Input data and results must be checked for agreement with the existing conditions and for plausibilityl PROMS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Huh AG, Schaan Al 1flfl1flfl4fl 41% 1%41%C n...,.....4:... CI 1%I.. 4t ..r fl4 www.hilti.us Profis Anchor 2.7.9 Company: Page: 2 Specifier: Project: Address: Sub-Project I Pos. No.: Phone I Fax: I Date: 12/10/2018 E-Mail: 2 Proof I Utilization (Governing Cases) Design values [Ib] Utilization Loading Proof Load Capacity ON 1v [%] Status Tension Concrete Breakout Strength 742 1,151 65/- OK Shear Pryout Strength 85 1,653 -/6 OK Loading IN Ov Utilization ON,V [%] Status Combined tension and shear loads 0.644 0.057 5/3 49 OK 3 Warnings Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility! PR0F15 Anchor (c ) 2003-2009 Hilti AG, FL-9494 Sthaan Huh is a registered Trademark of Hilti AG. Schaan fl4 inn1n^4^ 4 t 114 lIt II.... .....4:... Cl? ('I. . A A ..t 114 =!~Ev SEISMIC CALCULATION WORKSHEET Ar INTERNATIONAL SEISMIC APPLICATION TECHNOLOGY ---6 INTERNATIONAL SEISMIC 14848 Northam Street, La Mirada, CA 90638 APPLICATION TECHNOLOGY Phone (877) 999.4728 Fax (714) 523-0845 EQUIPMENT TAG: Distrubution PedestalIXFMR ISAT JOB #: 18.1096 DATE: 12110/2018 ENGR.: KH The Loft Fairfield - Bakersfield Rosendin CODE _JJBUILDING IJ EQUIPMENT/ MOUNTING POINTS: CBC 2016 W,, = max. operating weight = 700 lbs. Fpv FPV I I L mounting length 20 in. R jFPhIco(0)i f Fph lsin(0)j r D = mounting width 12 in. I1SEISMICDESIGN -F-+-- Fph PhIcoS(0)i+1T Lff .4hi H = Vertical c.o.g. 42.24 in. SdS = 1.8 -i Hcg 'p H I ? WO R = anchor qty. along length 2 = Q = anchor q. along width = 2 D -H I L1... A4 a = i N = total anchor qty. = 4 = R 2.5 ELEVAI10N VIEW ELEVATION VIEW PLAN VIEW j BLDG. ELEVATION F I W,, = 0.54g & EQUIPMENT LOC. h = 25 ft. Fph = Applied Lateral Seismic Force = 2.5 x 0.54 x W,, .................................= 945 lbs. z = Oft. Fpv = Vertical component of seismic force = 2.5 x 0.2 x S ds x W, .........................= 630 lbs. 0 = Critical Angle (Worst Case Seismic Direction) = 31 Degrees Fhx COS (0) 945 lbs. x cos( 31 ) ............................................................................= 811 lbs. F r,, xsin (0) = 945 lbs. x sin ( 31 ) ...........................................................................= 487 lbs. RF - Calculate pullout load due to overturning (worst case T1 = Tension on Anchor Across Length = [ H, x F',, x sin( 0) ] / ( L x Q ) ...............= 515 lbs. T 2 = Tension on Anchor Across Depth = f H,9 x FP,, x cos( 0) j / ( D x R ) ..............= 1428 lbs. T 3 = Vertical Reaction At Anchor Due To Vert. Seismic + DL = ( F, - 0.9 DL ) 'I N ..........= 0.0 lbs. T nei = Pullout load/ anchor = ( T1 + T 2 + T3 ) ............................................................= Tnet = 1943 lbs. --Tension demand 1943 lbs. T encn = 1.0 x Tnet = 1943 lbs. 0 GF - Calculate shear load V,,0, = Shear load! anchor = Fr,, / N = 237 lbs. or below ground V8flCh = 1.0 x V 1 = 237 lbs. LOAD COMBINATION LRFD Strength Design Controlling load combination 0.9 DL + 1.0 E (ASCE 7-05, Section 2.3.2) Note.. see item# LII where factors of the load combination were applied. 1.0 E to FPA , F pv 0.9 DL to MR (4) 112"0 Hilti KB-TZ SS Expansion Anchor = 1943 lbs. SEE ANCHORAGE REPORT VOflCh = 237 lbs. HECK ANCHORAGE: (( T9 I ) + ( + Va,, )) I 1.0 must be less than 1.0 (( 1943 lbs. 1 0 ) + ( 237 lbs. 1 0 )) 1 1.0 = #DIVIO! # 1.0 EIDIV/01 International Seismic Application Technology 14848 Northam St., La Mirada, CA 90638 877-999-4728 (Toll Free) 714-523-0845 (fax) ""-disff www.isatsb.com Engineer: KH 12/11/2018 Wind Calculation INPUT VALUES: 1wh := 24.73 psf LRFD Lateral Wind Pressure Pwv := 24.73 psf LRFD Vertical Wind Pressure W := 700 lbf Minimum Weight for max possible overturning width := 32in depthm jn:= 24in depthmax : = 24in height := 64in Hcg:= 2. height = 42.667. in Fwh 'wh width. height = 351.72 lbf F := width. depthmax = 131.89 lbf (MB = 0 = A1 depthmin - 0.9W . depthmin depthmin 2 +FwV 2 + Fwh. Hcg) O.qWp - depthmjn depthmin 2 - F. 2 - Fwh 11cg = —376.22 lbf Compression depthmin (MA =O =B depthmin + 0.9W depthmin - depthmin P 2 F. 2 + Fwh- Hcg) depthm- i n depthmin _0.9W._2 + F . _2 - Fwh. Hcg B:= =-874.33lbf Tension depthmin n : = 4 Number ofAnchors r:= 2 Number of Anchors along length Tension demand Shear demand —B Nua:= —i =437.l6lbf Fwh Vua - = 87.93 lbf n See Hilti Prlis RewrtfrAnalysLr xmct 'sx www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: Page: Project: Sub-Project I Pos. No.: Date: CELiom"I Profis Anchor 2.7.9 12/10/2018 Specifier's comments: Kwik Bolt TZ - SS 304 1/2 (3 1/4) he act = 3.250 in., hr.m = 3.625 in. Say AISI 304 ESR-1917 5/1/2017 1 5/1/2019 Design method ACI 318-14 / Mech. - (Recommended plate thickness: not calculated) no profile cracked concrete, 3000, f' = 3,000 psi; h = 18.000 in. hammer drilled hole, Installation condition: Dry tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Tension load: yes (17.2.3.4.3 (d)) Shear load: yes (17.2.3.5.3 (C)) llnput data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Profile: Base material: Installation: Reinforcement: Seismic loads (cat. C, D, E, or F) R - user is responsible to ensure a rigid base plate for the entered thickness with appropriate solutions (stiffeners,...) Geometry [in.] & Loading [lb, in.lb] Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c) 2003.2009 Hilti AG, FL-9494 5chsan Hilti is a registered Trademark of Hilti AG, Schaan 41% fl4fl0 n...........J:... C%, nt.... ..-, a www.hiltlus Company: Specifier: Address: Phone I Fax: E-Mail: 1=1 I Profis Anchor 2.7.9 Page: 2 Project: Sub-Project I Pos. No.: Date: 12/10/2018 2 Proof I Utilization (Governing Cases) Design values [lb] Utilization Loading Proof Load Capacity DN' OV (%] Status Tension Concrete Breakout Strength 1,943 2,660 74 /- OK Shear Concrete edge failure in direction x+ 237 2,433 _/10 OK Loading ON Ov CUtilization pN,v [%J Status Combined tension and shear loads 0.731 0.097 5/3 62 OK 3 Warnings Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibilityt PROMS Anchor (c) 2003-2009 Hilti AG, FL-9494 5chaan Hilti is registered Trademark of Huh AG, Schaan 04 inn 111040 40(14 flC fl.....4li.. CI 40 ..t 04 L e www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: Page: Project: Sub-Project I Pos. No.: Date: Profis Anchor 2.7.9 12/10/2018 Specifier's comments: linput data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Profile: Base material: Installation: Reinforcement: Seismic loads (cat. C, D, E, or F) KWIK IILJS-EZ(KH-EZ) 1/2 (4 1/4) ; he act = 3.220 in., hnom = 4.250 in. Carbon Steel ESR-3027 12/1/2017112/1/2019 Design method ACI 318-14 / Mech. - (Recommended plate thickness: not calculated) no profile cracked concrete, 3000, f,= 3,000 psi; h = 18.000 in. hammer drilled hole, Installation condition: Dry tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Tension load: yes (17.2.3.4.3 (d)) Shear load: yes (17.2.3.5.3 (C)) R - user is responsible to ensure a rigid base plate for the entered thickness with appropriate solutions (stiffeners,...) Geometry [in.] & Loading [lb, in.lb] Input data and results must be checked for agreement with the existing conditions and for plausibilityl PROMS Anchor (c) 2003-2009 Hilt! AG, FL-9494 5chaan Hilli is registered Trademark of Hilli AG, Schaan fl4 Mn ~4 ^r fl.....,4:.. CI f'I.,....._....,., An ..t n4 www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: 2 Proof I Utilization (Governing Cases) Profis Anchor 2.7.9 Page: 2 Project: Sub-Project I Pos. No.: Date: 12/10/2018 Design values [lb] Utilization Loading Proof Load Capacity DN' PV (%] Status Tension Concrete Breakout Strength 1.943 2.623 75/- OK Shear Concrete edge failure in direction x+ 237 2,429 -110 OK Loading ON Pv CUtilization PN,V (%] Status Combined tension and shear loads 0.741 0.098 5/3 63 OK 3 Warnings Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibilityl PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilli is a registered Trademark of Huh AG, Schaan A4 Inn Iflfl4fl In ni AC fl........4:... CU fl6....... CA -8 Al DIVISION: 030000—CONCRETE SECTION: 03 1600—CONCRETE ANCHORS DIVISION: 050000—METALS SECTION: 0505 19—POST-INSTALLED CONCRETE ANCHORS REPORT HOLDER: HILTI, INC. 7250 DALLAS PARKWAY, SUITE 1000 PIANO, TEXAS 75024 EVALUATION SUBJECT: HILTI KWIK BOLT TZ CARBON AND STAINLESS STEEL ANCHORS IN CRACKED AND UNCRACKED CONCRETE ICC ICC ( 69~ ~5 **491 (*491 C PMG LISTED Look for the trusted marks of Conformity! "2014 Recipient of Prestigious Western States Seismic Policy Council (WSSPC) Award in Excellence" WO a" IRu INTERNAlIONAL A Subsidiary of CODE COUNCII I sCCAccmdlted ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not I CB.PiS specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a I recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as ISO1IEC t7065 to any finding or other matter in this report, or as to any product covered by the report. PwducICwlJfliuon Body L AW6dIL6CCN 01000 Copyright 0 2017 ICC Evaluation Service, LLC. All rights reserved. ICC-ES Evaluation Report ESR-1917 Reissued May 2017 This report is subject to renewal May 2019. www.icc-es.orci 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 HiltiTechEnq(Sus.hiIti.com EVALUATION SUBJECT: HILTI KWIK BOLT TZ CARBON AND STAINLESS STEEL ANCHORS IN CRACKED AND UNCRACKED CONCRETE 1.0 EVALUATION SCOPE Compliance with the following codes: 2015, 2012, 2009 and 2006 International Building Code® (IBC) 2015, 2012, 2009 and 2006 International Residential Code® (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 the National Building Code of Canada® (NBCC), see listing report ESL-1067 at http://www.icc-es.orci/rer,orts/odf files/ESL-1067.pdf Property evaluated: Structural 2.0 USES The Hilti Kwik Bolt TZ anchor (KB-TZ) is used to resist static, wind, and seismic tension and shear loads in cracked and uncracked normal-weight concrete and lightweight concrete having a specified compressive strength, f's, of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa) [minimum of 24 MPa is required under ADIBC Appendix L, Section 5.1.1]. The 3/8-inch- and 1/2-inch-diameter (9.5 mm and 12.7 mm) carbon steel KB-TZ anchors may be installed in the topside of cracked and uncracked normal-weight or sand-lightweight concrete-filled steel deck having a minimum member thickness, hmjn,deck, as noted in Table 6 of this report and a specified compressive strength, f's, of 3,000 psi to 8,500 psi (20.7 MPa to 58.6 MPa) [minimum of 24 MPa is required under ADIBC Appendix L, Section 5.1.11. The 3/8-inch-, 1/2-inch-, 5/8-inch- and 3/4-inch diameter (9.5 mm, 12.7 mm and 15.9 mm) carbon steel KB-TZ anchors may be installed in the soffit of cracked and uncracked normal-weight or sand-lightweight concrete over metal 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]. The anchoring system complies with anchors as described in Section 1901.3 of the 2015 IBC, Section 1909 of the 2012 IBC, and Section 1912 of the 2009 and 2006 IBC. The anchoring system is an alternative to cast-in- place anchors described in Section 1908 of the 2012 IBC, and Section 1911 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 KB-TZ: KB-TZ anchors are torque-controlled, mechanical expansion anchors. KB-TZ anchors consist of a stud (anchor body), wedge (expansion elements), nut, and washer. The anchor (carbon steel version) is illustrated in Figure 1. The stud is manufactured from carbon steel or AISI Type 304 or Type 316 stainless steel materials. Carbon steel KB-TZ anchors have a minimum 5 urn (0.0002 inch) zinc plating. The expansion elements for the carbon and stainless steel KB-TZ anchors are fabricated from Type 316 stainless steel. The hex nut for carbon steel conforms to ASTM A563-04, Grade A, and the hex nut for stainless steel conforms to ASTM F594. The anchor body is comprised of a high-strength rod threaded at one end and a tapered mandrel at the other end. The tapered mandrel is enclosed by a three-section expansion element which freely moves around the mandrel. The expansion element movement is restrained by the mandrel taper and by a collar. The anchor is installed in a predrilled hole with a hammer. When torque is applied to the nut of the installed anchor, the mandrel is drawn into the expansion element, which is in turn expanded against the wall of the drilled hole. 3.2 Concrete: Normal-weight and lightweight concrete must conform to Sections 1903 and 1905 of the IBC. 3.3 Steel Deck Panels: Steel deck panels must be in accordance with the configuration in Figures 5A, 513, SC and 50 and have a Icc-ES Evaluation Reports are no: 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:he report or a reco,n,nendation for its use. There is no warranty by ]CC Evaluation Service, LLC, express or implied, as 40 to any 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 14 ESR-1 917 I Most Widely Accepted and Trusted Page 2 of 14 ninimum base steel thickness of 0.035 inch (0.899 mm). Steel must comply with ASTM A653/A653M 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 IBC 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 Section R301.1.3 of the 2006 IRC must be in accordance with ACI 318-05 Appendix D and this report. Design parameters provided in Tables 3, 4, 5 and 6 of this report are based on the 2015 IBC (ACI 318-14) and the 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 0.4.1, as applicable, except as required in ACI 318-14 17.2.3 or ACI 318-11 D.3.3, as applicable. Strength reduction factors, q 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. An example calculation in accordance with the 2015 and 2012 IBC is provided in Figure 7. 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. 4.1.2 Requirements for Static Steel Strength in Tension: The nominal static steel strength, Nsa, of a single anchor in tension must be calculated in accordance with ACI 318-14 17.4.1.2 or ACI 318-11 0.5.1.2, as applicable. The resulting Nsa values are provided in Tables 3 and 4 of this report. Strength reduction factors q corresponding to ductile steel elements may be used. 4.1.3 Requirements for Static Concrete Breakout Strength in Tension: The nominal concrete breakout strength of a single anchor or group of anchors in tension, Ncb or 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 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, 4 and 6. 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 kuncr as given in Tables 3 and 4 and with PC,N = 1.0. For carbon steel KB-TZ anchors installed in the soffit of sand-lightweight or normal-weight concrete on steel deck floor and roof assemblies, as shown in Figures 5A, 5B and 5C, calculation of the concrete breakout strength is not required. 4.1.4 Requirements for Static Pullout Strength in Tension: 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 0.5.3.1 and 0.5.3.2, respectively, as applicable, in cracked and uncracked concrete, Np,cr and respectively, is given in Tables 3 and 4. For all design cases PC,P = 1.0. 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 calculated in accordance with the following equation: N,jv = NP,C.,JO (lb, psi) (Eq-1) = NP,C42 (N, MPa) 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 calculated in accordance with the following equation: FT— VX,= Np,uncr.J O (lb, psi) (Eq-2) Np = Npuncr4j (N, MPa) Where values for Npc,, or Npuncr are not provided in Table 3 or Table 4, the pullout strength in tension need not be evaluated. The nominal pullout strength in cracked concrete of the carbon steel KB-TZ installed in the soffit of sand-lightweight or normal-weight concrete on steel deck floor and roof assemblies, as shown in Figures 5A, 5B and 5C, is given in Table 5. In accordance with ACI 318-14 17.4.3.2 or ACI 318-11 0.5.3.2, as applicable, the nominal pullout strength in cracked concrete must be calculated in accordance with Eq-1, whereby the value of Np,deck,cr 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 D.5.3.6, as applicable, the nominal strength in uncracked concrete must be calculated according to Eq-2, whereby the value of Np,deck,unc, must be substituted for Np,,ncrand 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. The use of stainless steel KB-TZ anchors installed in the soffit of concrete on steel deck assemblies is beyond the scope of this report. 4.1.5 Requirements for Static Steel Strength in Shear: The nominal steel strength in shear, V, of a single anchor in accordance with ACI 318-14 17.5.1.2 or ACI 318-11 0.6.1.2, as applicable, is given in Table 3 and 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. 0-29, as applicable. The shear strength Vsa.deck of the carbon-steel KB-TZ as governed by steel failure of the KB-TZ installed in the soffit of sand-lightweight or normal-weight concrete on steel deck floor and roof assemblies, as shown in Figures 5A, 5B and 5C, is given in Table 5. 4.1.6 Requirements for Static Concrete Breakout Strength in Shear: 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 0.6.2, as applicable, with modifications as described in this section. The basic concrete breakout strength, Vb, must be calculated in ESR-1 917 I Most Widely Accepted and Trusted Page 3 of 14 accordance with ACI 318-14 17.5.2.2 or ACI 318-11 0.6.2.2, as applicable, based on the values provided in Tables 3 and 4. The value of f used in ACI 318-14 Eq. 17.5.2.2a or ACI 318-11 Eq. D-33 must be taken as no greater than the lesser of hef or 8da. For carbon steel KB-TZ anchors installed in the soffit of sand-lightweight or normal-weight concrete on steel deck floor and roof assemblies, as shown in Figures 5A, 5B and 5C, calculation of the concrete breakout strength in shear is not required. 4.1.7 Requirements for Static Concrete Pryout Strength in Shear: The nominal concrete pryout strength of a single anchor or group of anchors, Vs,, 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, modified by using the value of k p provided in Tables 3 and 4 of this report and the value of NO or Ncbg as calculated in Section 4.1.3 of this report. For carbon steel KB-TZ anchors installed in the soffit of sand-lightweight or normal-weight concrete over profile steel deck floor and roof assemblies, as shown in Figures 5A, SB, and 5C, calculation of the concrete pry-out strength in accordance with ACI 318-14 17.5.3 or ACI 318-11 0.6.3 is not required. 4.1.8 Requirements for Seismic Design: 4.1.8.1 General: For load combinations including seismic, the design must be performed 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 of the 2015 IBC. For the 2012 IBC, Section 1905.1.9 shall be omitted. Modifications to ACI 318 (-08, -05) 0.3.3 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 0.1, as applicable, as ductile steel elements and must be designed in accordance with ACI 318-14 17.2.3.4, 17.2.3.5, 17.2.3.6 or 17.2.3.7; or ACI 318-11 0.3.3.4, 0.3.3.5, 0.3.3.6 or 0.3.3.7; ACI 318-08 0.3.3.4, D.3.3.5 or 0.3.3.6; or ACI 318-05 0.3.3.4 or 0.3.3.5, as applicable. Strength reduction factors, 0, are given in Tables 3 and 4 of this report. The anchors may be installed in Seismic Design Categories A through F of the IBC. 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 0.5.1 and 0.5.2, 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 pullout strength in tension for seismic loads, Np,eq, described in Table 4 or Np,deck,cr described in Table 5 must be used in lieu of N, as applicable. The value of Np,eq or Np,deck,cr may be adjusted by calculation for concrete strength in accordance with Eq-1 and Section 4.1.4 whereby the value of Np,deck,cr must be substituted for Nper 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. If no values for Np,eq are given in Table 3 or Table 4, the static design strength values govern. 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 D.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, Vse,eq described in Table 3 and Table 4 or Vsa,deck described in Table 5 must be used in lieu of Vsa, as applicable. 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 tension and shear forces, the design must be performed 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 0.8.1 and 0.8.3, respectively, as applicable, values of Smin and Cmin as given in Tables 3 and 4 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 hmjn as given in Tables 3 and 4 of this report must be used. Additional combinations for minimum edge distance, Cmjn, and spacing, Smin, may be derived by linear interpolation between the given boundary values as described in Figure 4. For carbon steel KB-TZ anchors installed on the top of normal-weight or sand-lightweight concrete over profile steel deck floor and roof assemblies, the anchor must be installed in accordance with Table 6 and Figure 50. For carbon steel KB-TZ anchors installed in the soffit of sand-lightweight or normal-weight concrete over profile steel deck floor and roof assemblies, the anchors must be installed in accordance with Figure 5A, 5B and SC and shall have an axial spacing along the flute equal to the greater of 3her or 1.5 times the flute width. 4.1.11 Requirements for Critical Edge Distance: In applications where c < C8c 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 0.5.2, as applicable, must be further multiplied by the factor tPcpN as given by Eq-1: Wcp,N = (Eq-3) Cac whereby the factor Pp,N need not be taken as less than 15h0,. For all other cases, Pcp,N = 1.0. In lieu of c c using ACI 318-14 17.7.6 or ACI 318-11 0.8.6, as applicable, values of cec must comply with Table 3 or Table 4 and values of Cac,deck must comply with Table 6. 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 .j affecting N and V,,. 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 and Np,eq shall be multiplied by the modification factor, 1, 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 (working stress design) load combinations calculated in accordance with Section 1605.3 of the IBC, must be established as follows: ESR-1 917 I Most Widely Accepted and Trusted Page 4 of 14 Tjowable,ASD = __.JL a VeI!owable,ASD - - !L a where: Taljowable,ASD = Allowable tension load (lbf or kN). VeI!owable,ASD = Allowable shear load (lbf or kN). ONn = 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 0, ACI 318-08 Appendix D 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 (lbf or N). OVn 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 0 and 2009 IBC Section 1908.1.9, ACI 318-05 Appendix 0 and 2006 IBC Section 1908.1.16, and Section 4.1 of this report, as applicable (lbf or N). a = 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. The requirements for member thickness, edge distance and spacing, described in this report, must apply. An example of allowable stress design values for illustrative purposes in shown in Table 7. 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 D.7, as applicable, as follows: For shear loads Vapplied :5 0.2VayowabIe,ASD, the full allowable load in tension must be permitted. For tension loads Teppijed :5 0.2 Taljowable,ASD, the full allowable load in shear must be permitted. For all other cases: Tapplied + Vappijea < 1.2 (Eq-4) TallowableAsO VallowableAsD 4.3 Installation: Installation parameters are provided in Tables IA, lB and 6 and Figures 2, 5A, 5B, SC and 50. Anchor locations must comply with this report and plans and specifications approved by the code official. The Hilti KB-TZ must be installed in accordance with manufacturer's published instructions and this report. In case of conflict, this report governs. Anchors must be installed in holes drilled into the concrete using carbide-tipped masonry drill bits complying with ANSI B212.15-I994. The minimum drilled hole depth is given in Tables IA and lB. Prior to installation, dust and debris must be removed from the drilled hole to enable installation to the stated embedment depth. The anchor must be hammered into the predrilled hole until hnom is achieved. The nut must be tightened against the washer until the torque values specified in Tables 1A and 1B are achieved. For installation in the soffit of concrete on steel deck assemblies, the hole diameter in the steel deck not exceed the diameter of the hole in the concrete by more than 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 Figures 5A, SB and SC. 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 and Table 1704.4 of the 2009 IBC; or Section 1704.13 of the 2006 IBC, as applicable. The special inspector must make periodic inspections during anchor installation to verify anchor type, anchor dimensions, concrete type, concrete compressive strength, anchor spacing, edge distances, concrete member thickness, tightening torque, hole dimensions, anchor embedment and adherence to the manufacturer's printed installation instructions. 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 The Hilti KB-TZ anchors described in this report comply with the codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 Anchor sizes, dimensions, minimum embedment depths and other installation parameters are as set forth in this report. 5.2 The anchors must be installed in accordance with the manufacturer's published instructions and this report. In case of conflict, this report governs. 5.3 Anchors must be limited to use in cracked and uncracked normal-weight concrete and lightweight concrete having a specified compressive strength, f's, 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 ', of 3,000 psi (20.7 MPa) [minimum of 24 MPa is required under ADIBC Appendix L, Section 5.1.1]. 5.4 The values of fc used for calculation purposes must not exceed 8,000 psi (55.1 MPa). 5.5 Strength design values must be established in accordance with Section 4.1 of this report. 5.6 Allowable design values are established in accordance with Section 4.2. 5.7 Anchor spacing and edge distance as well as minimum member thickness must comply with Tables 3, 4, and 6, and Figures 4, 5A, 513, 5C and SD. 5.8 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. 5.9 Since an ICC-ES acceptance criteria for evaluating data to determine the performance of expansion anchors subjected to fatigue or shock loading is ESR-1 917 I Most Widely Accepted and Trusted Page 5 of 14 unavailable at this time, the use of these anchors under such conditions is beyond the scope of this report. 5.10 Anchors may be installed in regions of concrete where cracking has occurred or where analysis indicates cracking may occur (ft > fe), subject to the conditions of this report. 5.11 Anchors may be used to resist short-term loading due to wind or seismic forces in locations designated as Seismic Design Categories A through F of the IBC, subject to the conditions of this report. 5.12 Where not otherwise prohibited in the code, KB-TZ 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 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. 5.13 Use of zinc-coated carbon steel anchors is limited to dry, interior locations. 5.14 Use of anchors made of stainless steel as specified in this report are permitted for exterior exposure and damp environments. 5.15 Use of anchors made of stainless steel as specified in this report are permitted for contact with preservative- treated and fire-retardant-treated wood. 5.16 Anchors are manufactured by Hilt! AG under an approved quality-control program with inspections by ICC-ES. 5.17 Special inspection must be provided in accordance with Section 4.4. 6.0 EVIDENCE SUBMITTED 6.1 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 / ACI 255.2-04 for use in cracked and uncracked concrete. 6.2 Quality-control documentation. 7.0 IDENTIFICATION The anchors are identified by packaging labeled with the manufacturer's name (Hilti, Inc.) and contact information, anchor name, anchor size, and evaluation report number (ESR-1917). The anchors have the letters KB-TZ embossed on the anchor stud and four notches embossed into the anchor head, and these are visible after installation for verification. ESR-1 917 I Most Widely Accepted and Trusted Page 6 of 14 TABLE IA—SETTING INFORMATION (CARBON STEEL ANCHORS) SETTING Symbol Units __________________ Nominal anchor diameter (in.) 3, a 1. 12 5 3/4 INFORMATION da In. 0.375 0.5 0.625 0.75 AnchorO.D. (d4)2 (mm) (9.5) (12.7) (15.9) (19.1) Nominal bit d65 In. 3 /a 1 /2 /8 3 /4 diameter Effective mm. In. 1 /2 2 2/4 2 31/ 31/ 4 31L4 33/4 43/4 embedment hof (mm) (38) (51) (70) (51) (83) (79) (102) (83) (95) (121) Nominal in. 1'/, 2 /16 3'/l6 2 /8 3/ 39/1 4/I6 3'/,6 4 /16 55/16 embedment (mm) (46) (59) (78) (60) (91) (91) (113) (97) (110) (136) In. 2 2 /a 3/ 2/ 4 3 /4 43/4 4 41/3 53/4 Mm. hole depth h0 (mm) (51) 1 (67) 1 (86) ' (67) (102) (95) (121) (102) 1 (114) (146) Mm. thickness In. 0 0 0 3/4 1/4 3/8 3 / 0 0 /8 of fastened part' W, (mm) (0) (0) (0) (19) (6) (9) (19) (0) (0) (23) Required ft-lb 25 40 60 110 Installation T, (Nm) (34) (54) (81) (149) torque Mm. dia. of hole dh In. /I6 9 /16 II , 116 '3/16 in fastened part (mm) (11.1) (14.3) (17.5) (20.6) Standard anchor In. 3 334 5 3Le I '/ 5'/2 I7 43/4 I 6 I 81/2 I 10 51/3 I I 8 I 10 lengths anth (mm) (76) (95) (127) (95) I I (114) I (140) I (178) (121) I I (152) I I I (216) I (254) (140) I I (178) I (203) I I (254) Threaded length In. 1/3 214 3'/2 1 /8 I 2/ 3/ I 4 /8 11/3 I 2/4 51/ 6/4 2'/2 I 4 I (incl. dog point) tthread (mm) (38) (57) (93) I (41) (60) I (86) (124) (38) I (70) I (133) (171) (63) I (103) I (128) (179) Unthreaded fun5r T In. 11/2 2 1/8 31/ 3 length (mm) (39) (54) (83) (77) 'The minimum thickness of the fastened part is based on use of the anchor at minimum embedment and is controlled by the length of thread. If a thinner fastening thickness is required, increase the anchor embedment to suit. 2The notation in parenthesis is for the 2006 IBC. TABLE lB—SETTING INFORMATION (STAINLESS STEEL ANCHORS) SETTING Symbol Units _________________ Nominal anchor diameter (in.) 'S 1 /2 5 '8 3 /4 INFORMATION d4 In. 0.375 0.5 0.625 0.75 AnchorO.D. (d 2 (mm) (9.5) (12.7) (15.9) (19.1) Nominal bit d In. 'Ia 1 , 3/8 3 /4 diameter Effective mm. In. 2 2 31/ 31/ 4 3/ 43/4 embedment her (mm) (51) (51) (83) (79) (102) (95) (121) Nominal in. 2/ 3I8 3/ie 4/t6 45/1 5 /16 embedment (mm) (59) (60) (91) (91) (113) (110) (136) In. 2 /a 2/ 4 53/ 33/4 43/4 41/ Mm. hole depth h0 (mm) (67) (67) 1 (102) (95) (121) (114) (146) Mm. thickness of In. 1 3 I , 3 6 3 /4 1/8 1/8 fastened part' tmffl (mm) (6) (19) (6) (9) (19) (3) (41) Required ft-lb 25 40 60 110 Installation torque T kV (Nm) (34) . (54) (81) (149) Min. dia. of hole d5 In. I16 /16 11 /16 13 /16 in fastened part (mm) (11.1) (14.3) (17.5) (20.6) Standard anchor In. 3 I 33/4 I 33/4 I 41/ 51I2 i 43/4 I 6 I 8'/2 I 10 51/ i 8 I 10 lengths tanch (mm) (76) I I (95) I I (127) (95) I I (114) (140) I (178) (121) I (152) I I (216) I I (254) (140) • (203) I (254) Threaded length In. I is/a I 2 /a ii 2 /a I 33/8 I 4 /a 24 I I 64 11/2 I 4 I 6 (incl. dog point) flhread (mm) (22) I I (41) I I (73) (41) I I (60) (86) (124) (38) I (70) I (133) I I (171) (38) I (102) I (152) Unthreaded In. 21/8 21/8 31/ 4 length tunuw (mm) (54) (54) (83) (102) 'The minimum thickness of the fastened part is based on use of the anchor at minimum embedment and is controlled by the length of thread. If a thinner fastening thickness is required, increase the anchor embedment to suit. 2The notation in parenthesis is for the 2006 IBC. ESR-1917 I Most Widely Accepted and Trusted Page 7 of 14 UNC thread mandrel dog point nut FIGURE 1—HILTI CARBON STEEL KWIK BOLT TZ (KB-TZ) tanch tthread tunthr h0 FIGURE 2—KB-TZ INSTALLED TABLE 2—LENGTH IDENTIFICATION SYSTEM (CARBON STEEL AND STAINLESS STEEL ANCHORS) Length ID marking A B C D E F G H I J K L M N 0 P Q R S T U V W on bolt head Length oflFrom 1%22'A33%441A551h661A7711488%991A1O1112131415 anchor, 'Upto but 1.1.h - - - - - - - - - - - - - - - - - - - - - - - (inches) not l 2 2% 3 3% 4 4% 5 5% 6 6% 7 7% 8 8% 9 9% 10 11 12 13 14 15 16 including FIGURE 3—BOLT HEAD WITH LENGTH IDENTIFICATION CODE AND KB-TZ HEAD NOTCH EMBOSSMENT ESR-1917 I Most Widely Accepted and Trusted Page 8 of 14 TABLE 3-DESIGN INFORMATION, CARBON STEEL KB-TZ Nominal anchor diameter DESIGN INFORMATION Symbol Units 31 1/2 3/4 Anchor O.D. da(do) in. 0.375 0.5 0.625 0.75 (mm) (9.5) (12.7) (15.9) (19.1) - Effective mm. embedment' h4 in. 111.2 2 2/4 2 31/ 31/ 4 31/ 33/ 43/ (mm) 1 (38) (51) (70) (51) (83) (79) (102) (83) (95) (121) Mm. member thickness? h,,., in. 31/4 4 5 5 6 8 5 6 I 8 51/ 6 8 8 (mm) (83) (102) (127) (127) (152)(203) (127) (152) 1(203) (140) (152) (203) in. 6 43/s4 22 Ciltical 4'Ia ±5'/2 4'/2 7'/2 6 61/.2 8/4 64 12 10 I 8 9 edge distance (mm) (152) (111) (102) (105) (191) (152) (165) (222) 1(171) (305) (254) 1(203) (229) In. 8 2/3 21/2 2/4 2/ 3/ 31/4 9 43/4 4 /8 Cm (mm) (203) (64) (64) (70) (60) (92) (83) (241) (121) (105) Mm. edge distance for a a in. 8 5 5 53/4 53/4 61/ 5 /a 5 10'/3 8 /8 (mm) (203) (127) (127) 1 (146) (146) (156) (149) (127) (267) (225) in. 8 21/2 21/2 2/4 2/9 31/2 3 5 5 4 S (mm) (203) (64) (64) (70) (60) (89) (76) (127) (127) (102) Mm. anchor spacing In. 8 35/8 3/ 41/ 31/ 43/4 41/ 912 91/2 73/4 for c a (mm) (203) (92) (92) (105) (89) (121) (108) (241) (241) (197) in. 2 2/ 33/s 2/ 4, 33/4 43/4 4 41/2 534 Mm. hole depth in concrete h0 (mm) (51) (67) 1 (86) (67) 1 (102) (98) 1 (121) (102) (117) (146) Mm. specified yield strength fy Win 100,000 84,800 84,800 84.800 (N/mm2) (690) (585) (585) (585) Mm. specified ult. strength Ie lb/in2 125,000 106,000 106,000 106,000 (N/mm2) (862) (731) (731) (731) Effective tensile stress area AWN In2 0.052 0.101 0.162 0.237 (mm (33.6) (65.0) (104.6) (152.8) Steel strength in tension NW lb 6,500 10,705 17,170 25,120 (kN) (28.9) (47.6) (76.4) (111.8) Steel strength in shear VW lb 2,180 3,595 5,495 8,090 13,675 (kN) (9.7) (16.0) (24.4) (36.0) (60.8) Steel strength in shear, VW. lb 2,180 2,255 5,495 7,600 11,745 seismi0 (kN) (9.7) (10.0) (24.4) (33.8) (52.2) Pullout strength uncracked Npuw lb 2,160 2,515 I 4,110 I I 5,515 I NA 9,145 I NA 8,280 110,680 concrete (kN) (kN) (9.6) (11.2) (18.3) (24.5) I (40.7) I (36.8) I() Pullout strength cracked concretconcrete NA Np a lb 2,270 3,160 NA I 4,915 I NA NA (kN) (10.1) (14.1) I (21.9) Anchor category5 2 1 Effectiveness factor uncracked concrete 24 Effectiveness factor k, cracked concretes 17 ,p.Ap k,rna/kcr7 1.0 Coefficient for pryout strength, k 1.0 2.0 1.0 2.0 Strength reduction factor l for tension, steel failure 0.75 modes 8 Strength reduction factor 0 for shear, steel failure 0.65 modes8 Strength reduction 0 factor for tension, concrete 0.55 0.65 failure modes or pullout, Condition B9 Strength reduction 0 factor for shear, concrete failure 0.70 modes, Condition 89 Axial stiffness in service load I I lb/in. 600,000 range1° I lb/in. 135,000 For SI: 1 inch = 25.4 mm, I lbf = 4.45 N, I psi = 0.006895 MPa. For pound-inch units: 1 mm = 0.03937 inches. 'See Fig. 2. 2For sand-lightweight or normal-weight concrete over metal deck, see Figures 5A, 5B, 5C and 50 and Tables 5 and 6. 3See Section 4.1.8 of this report. 4For all design cases IP,,=l.0. NA (not applicable) denotes that this value does not control for design. See Section 4.1.4 of this report. 5See ACI 318-14 17.3.3 or ACI 318-11 0.4.3, as applicable. °See ACI 318-14 17.4.2.2 or ACI 318-11 0.5.2.2, as applicable. 7For all design cases %N =1.0. The appropriate effectiveness factor for cracked concrete (ks,) or uncracked concrete (kuW,) must be used. 8The KB-TZ is a ductile steel element as defined by ACI 318-14 2.3 or ACI 318-11 0.1, as applicable. 9For use with the load combinations of ACI 318-14 Section 5.3 or ACI 318-11 Section 9.2, as applicable. Condition B applies where supplementary reinforcement in conformance with ACI 318-14 17.3.3(c) or ACI 318-11 D.4.3(c), as applicable, is not provided, or where pullout or pryout strength governs. For cases where the presence of supplementary reinforcement can be verified, the strength reduction factors associated with Condition A may be used. '°Mean values shown, actual stiffness may vary considerably depending on concrete strength, loading and geometry of application. ESR-1 917 I Most Widely Accepted and Trusted Page 9 of 14 TABLE 4-DESIGN INFORMATION, STAINLESS STEEL KB-TZ DESIGN INFORMATION Symbol Nominal anchor diameter Units 318 2 /3 3/4 AnchorO.D. d0(d0) in. 0.375 0.5 0.625 0.75 (mm) (9.5) (12.7) - (15.9) Effective mm. embedment' her in. 2 31/ 2 31/4 (mm) 1 (51) (51) (83) (79) (102) (95) (121) Mm. member thickness hmm in. 416 618 I 5 618 I I 618 8 (mm) (102) u (127) (102) I (152) (152) (203) (127) (152) (203) (152) (203) (203) in. 44 37/3 &/2 J 41/2 7/3 6 7 8/ J 6 10 7 Critical edge distance Cac (mm) (111) I i (98) (140) (114) (191) i (152) (178) (225) (152) (254) I (178) (229) in. 21/2 2/ 2/3 31/ 2/3 41/ 4 Mm. edge distance Cm ________ (mm) (64) (73) (54) (83) (60) (108) (102) for s a In. 5 53/4 51/ 51/2 51/2 10 81/2 (mm) (127) (146) (133) (140) (140) (254) (216) in. 21 4 2/ 2 2/4 2/ 5 4 Mm. anchor spacing Smh, (mm) (57) (73) (51) (70) (60) (127) (102) in. 31/ 4/2 31/ 4/B 4/4 91/2 7 for c a (mm) (89) (114) (83) (105) (108) (241) (178) in. 2/3 2/ 4 34 43/4 41/2 53/4 Mm. hole depth in concrete h0 (mm) (67) (67) (102) (98) (121) (117) (146) Min. specified yield strength f lb/in 2 92,000 92,000 92,000 76,125 (N/mm2) (634) (634) (634) (525) Mi specified ult. Strength f,,8 lb/in2 115,000 115,000 115,000 101,500 (N/mm2) (793) (793) (793) (700) Effective tensile stress area A,,N in 0.052 0.101 0.162 0.237 (mm2) (33.6) (65.0) (104.6) (152.8) Steel strength in tension Nss lb 5,968 11,554 17,880 24,055 (kN) (26.6) (51.7) (82.9) (107.0) Steel strength in shear V lb 4,720 6,880 9,870 15,711 (kN) (21.0) (30.6) (43.9) (69.9) Pullout strength in tension, seismic? N lb 2,340 2,735 I NA NA 5,840 8,110 I • NA (kN) (10.4) (12.2) i I (26.0) (36.1) I Steel strength in shear, seismic2 VS6.Qq lb 2,825 6,880 9,350 12,890 (kN) (12.6) (30.6) (41.6) (57.3) Pullout strength uncracked concrete3 NA lb 2,630 NA 5,760 NA NA 12,040 (kN) (11.7) (25.6) (53.6) Pullout strength cracked Np .c, lb 2,340 3,180 NA NA 5,840 i 8,110 concrete3 (kN) (10.4) (14.1) (26.0) NA) (36.1 Anchor category" 1 2 1 Effectiveness factor uncracked concrete 24 Effectiveness factor k, cracked concrete 17 24 17 17 17 24 17 WN=k,rnc1kc, 6 1.0 Strength reduction factor 0 for tension, steel failure 0.75 modes7 Strength reduction factor 0 for shear, steel failure modes 0.65 Strength reduction 0 factor for tension, concrete failure 0.65 I 0.55 I 0.65 B modes, Condition 3 Coefficient for pryout strength, kq, 1.0 2.0 Strength reduction ci factor for shear, concrete failure 0.70 modes, Condition Be Axial stiffness in service load fi,ncr I lb/in. 120,000 range8 . 90,000 For SI: 1 inch = 25.4 mm, I lbf = 4.45 N, 1 psi = 0.006895 MPa For pound-inch units: 1 mm = 0.03937 inches. 'See Fig. 2. 2See Section 4.1.8 of this report. NA (not applicable) denotes that this value does not control for design. 3For all design cases c",=i .0. NA (not applicable) denotes that this value does not control for design. See Section 4.1.4 of this report. 4See ACI 318-14 17.3.3 or ACI 318-11 D.4.3, as applicable. 5See ACI 318-14 17.4.2.2 or ACI 318-11 D.5.2.2, as applicable. 6For all design cases 1PN =1.0. The appropriate effectiveness factor for cracked concrete (ks,) or uncracked concrete must be used. 7The KB-TZ is a ductile steel element as defined by ACI 318 0.1. 8For use with the load combinations of ACI 318-14 Section 5.3 or ACI 318-11 Section 9.2, as applicable. Condition B applies where supplementary reinforcement in conformance with ACI 318-14 17.3.3(c) or ACI 318-11 0.4.3(c), as applicable, is not provided, or where pullout or pryout strength governs. For cases where the presence of supplementary reinforcement can be verified, the strength reduction factors associated with Condition A may be used. 9Mean values shown, actual stiffness may vary considerably depending on concrete strength, loading and geometry of application. Sdosrgn Caesign ESR-1 917 I Most Widely Accepted and Trusted Page 10 of 14 U) C 0) hmin I c. mm ats~ 0. U) Sdestgfl -'miminatc~ hhmtn I I I I I I Cdesign edge distance c FIGURE 4-INTERPOLATION OF MINIMUM EDGE DISTANCE AND ANCHOR SPACING TABLE 5-HILTI KWIK BOLT TZ (KB-TZ) CARBON STEEL ANCHORS TENSION AND SHEAR DESIGN DATA FOR INSTALLATION IN THE SOFFIT OF CONCRETE-FILLED PROFILE STEEL DECK ASSEMBLIES"""" DESIGN INFORMATION Symbol Units Anchor Diameter /8 1,2 5/8 3j Effective Embedment Depth hat in. - 1'/3 2 2/4 2 31/4 3'I8 4 31/4 33/ Minimum Hole Depth h0 in. 2 2 /8 3 /8 2/ 4 33/4 43/4 4 41/3 Loads According to Figure 5A Pullout Resistance, uncracked concrete NpAed,lb 1,365 2,060 3,070 2,060 3,695 2,825 6,555 4,230 4,255 Pullout Resistance, cracked concrete 8 Npdockw lb 1,145 1,460 2,360 1,460 2,620 2,000 4,645 3,000 3,170 Steel Strength in Shear" Vw.deck lb 1,745 2,130 2,715 3,000 4,945 4,600 6,040 4,840 6,190 Steel Strength in Shear, Seismic8 Vw.dk q lb 1 1,340 1,340 1 1,710 1 3,000 1 4,945 1 4,320 1 5,675 1 3,870 1 5,315 Loads According to_ Figure _SB Pullout Resistance, uncracked concrete lb 1,365 2,010 3,070 2,010 3,695 2,825 5,210 4,230 4,255 Pullout Resistance, cracked concrete Npdeckcr lb 1,145 1,425 2,360 1,425 2,620 2,000 3,875 3,000 3,170 Steel Strength in Shear7 Vw.ded lb 1,745 2,130 2,715 2,600 4,065 4,600 5,615 4,840 6,190 Steel Strength in Shear, Seismic8 Vso,decl,,aq lb 1,340 1,340 1,710 1 2,600 1 4,065 4,320 5,275 3,870 5,315 Loads According to Figure 5C Pullout Resistance, uncracked concrete '9 Np.dad,.u,,u lb 1,285 1,845 1,865 1 3,375 4,065 Pullout Resistance, cracked concrete Npdacka lb 1,080 1,660 1,325 3,005 2,885 Steel Strength in Shear V.dOd, lb 1,845 2,845 2,585 3,945 4,705 Steel Strength in Shear, Seismic lb 1,790 1,790 2,585 3,945 4,420 'installations must comply with Sections 4.1.10 and 4.3 and Figures 5A, SB and 5C of this report. 2The values for 4 in tension and 4 in shear can be found in Table 3 of this report. characteristic pullout resistance for concrete compressive strengths greater than 3,000 psi may be increased by multiplying the value in the table by (f'./ 3000)10 for psi or (f',/ 207)10 for MPa [minimum of 24 MPa Is required under ADIBC Appendix L, Section 5.1.1]. 4Evaluation of concrete breakout capacity in accordance with ACI 318-14 17.4.2, 17.5.2 and 17.5.3 or ACI 318-11 0.5.2, 0.6.2, and 0.6.3, as applicable, is not required for anchors installed in the deck soffit. -'The values listed must be used in accordance with Section 4.1.4 of this report. 6The values listed must be used in accordance with Sections 4.1.4 and 4.1.8.2 of this report. 71me values listed must be used in accordance with Section 4.1.5 of this report. 8The values listed must be used in accordance with Section 4.1.8.3 of this report. Values are applicable to both static and seismic load combinations. Min. 2-1/2" for 3/8,11/2, £ 5/8x3-1/8 and 3/4x3-1/4 Mm. 3-1/4" for 5/8x4 and 3/43-3/4 "'nimum Gauge set W-Deck Max. 3" ESR-1 917 I Most Widely Accepted and Trusted Page 11 of 14 TABLE 6—HILTI KWIK BOLT TZ (KB-TZ) CARBON STEEL ANCHORS SETTING INFORMATION FOR INSTALLATION ON THE TOP OF CONCRETE-FILLED PROFILE STEEL DECK ASSEMBLIES ACCORDING TO FIGURE 5D 3'4 DESIGN INFORMATION Symbol Units Nominal anchor diameter 31 '2 Effective Embedment h9, in. Depth 1/2 2 2 Nominal Embedment Depth hnom in. l'l 2 /8 Minimum Hole Depth h0 in. 2 2/s 2/8 Minimum concrete thickness hmjn.dcj, in. 2/4 3114 31/ Critical edge distance Coc.dec,,top in. 8 4/3 6 Minimum edge distance Cm1n,doJ,top in. 16 3 4l3 Minimum spacing SmIn,de.top in. 8 4 61/2 Required Installation Torque ft-lb 25 25 40 'Installation must comply with Sections 4.1.10 and 4.3 and Figure 50 of this report. 2For all other anchor diameters and embedment depths refer to Table 3 and 4 for applicable values of h,,, c,,,,,, and 5m,,• 30esign capacity shall be based on calculations according to values in Table 3 and 4 of this report. 4Applicable for 31/4-in S < 4-in. For hm!fl.d,,, k 4-inch use setting information in Table 3 of this report. 5Minimum concrete thickness refers to concrete thickness above upper flute. See Figure 5D. Minimum 5/8" Typical nimum Gauge eel W-Deck FIGURE 5A—INSTALLATION IN THE SOFFIT OF CONCRETE OVER METAL DECK FLOOR AND ROOF ASSEMBLIES - W DECK1 'Anchors may be placed in the upper or lower flute of the steel deck profile provided the minimum hole clearance is satisfied. Minimum 5/B" Typical FIGURE 513—INSTALLATION IN THE SOFFIT OF CONCRETE OVER METAL DECK FLOOR AND ROOF ASSEMBLIES - W DECK' 'Anchors may be placed in the upper or lower flute of the steel deck profile provided the minimum hole clearance is satisfied. ESR-1 917 I Most Widely Accepted and Trusted Page 12 of 14 lf1fI.1ii1f1 FIGURE 5C—INSTALLATION IN THE SOFFIT OF CONCRETE OVER METAL DECK FLOOR AND ROOF ASSEMBLIES - B DECK1'2 '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 1/8-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. 2Anchors may be placed in the upper flute of the steel deck profiles in accordance with Figure 5B provided the concrete thickness above the upper flute is minimum 31/4-inch and the minimum hole clearance of 5/8-inch is satisfied. Mm. 2-1/4' for 3/8"xl-1/211, Mm. 3-1/4" for 3/8'x2° and 1/2" \ Minimum - 20 Gauge Steel B-Deck Lower Flute (Ridge) FIGURE 5D—INSTALLATION ON THE TOP OF CONCRETE OVER METAL DECK FLOOR AND ROOF ASSEMBLIES - B DECK' 2 'Refer to Table 6 for setting information for anchors in to the top of concrete over metal deck. 2Applicable for 31/4-in:5 hmi <4-in. For hmi ~ 4-inch use setting information in Table 3 of this report. ' ESR-1 917 I Most Widely Accepted and Trusted Page 13 of 14 TABLE 7—EXAMPLE ALLOWABLE STRESS DESIGN VALUES FOR ILLUSTRATIVE PURPOSES Allowable tension (Ibf) Nominal Anchor diameter (in.) Embedment depth (in.) Carbon Steel Stainless Steel = 2,500 psi 3/8 1112 800 NA 2 1,105 1,155 2/4 1,805 NA 1/2 2 1,490 1,260 31/4 2,420 2,530 18 31/ 2,910 2,910 4 4,015 4,215 3/4 31/4 3,085 NA 33/4 3,635 3,825 43/4 4,690 5,290 For SI: I lbf = 4.45 N. 1 psi = 0.00689 MPa 1 psi = 0.00689 MPa. 1 inch = 25.4 mm. 'Single anchors with static tension load only. 2Concrete determined to remain uncracked for the life of the anchorage. 3Load combinations from ACI 318-14 Section 5.3 or ACI 318-11 Section 9.2, as applicable (no seismic loading). 30% dead load and 70% live load, controlling load combination 1.21) + 1.6 L. 5Calculation of the weighted average for a = 0.39.2 + 0.79.6 = 1.48. 6f = 2,500 psi (normal weight concrete). Cal = Ca2 k C 8h I hmin 9Values are for Condition B where supplementary reinforcement in accordance with ACI 318-14 17.3.3(c) or ACI 318-11 0.4.3(c) is not provided, as applicable. FIGURE 6—INSTALLATION INSTRUCTIONS ESR-1 917 I Most Widely Accepted and Trusted Page 14 of 14 A' TA Given: Two '/2-inch carbon steel KB-TZ anchors under static tension - AN load as shown. -[I l.5hi h0,= 3.25 in. Normal weight concrete, f = 3,000 psi No supplementary reinforcement (Condition B per ACI 318-14 17.3.3(c) or ACI 318-11 0.4.3(c), as applicable) Assume cracked concrete since no other information is available. 1,5 h Needed: Using Allowable Stress Design (ASD) calculate the - allowable tension load for this configuration. A-A Calculation per ACI 318-14 Chapter 17, ACI 318-11 Appendix 0 and this report. ACI 318-14 ACI 318-11 Ref. Report Ref. Ref. Step 1. Calculate steel capacity: 0N3 = 0nA10ç = 0.75x 2 x 0.101x 106,000 = 16,0591b 17.4.1.2 D5.1.2 §4.1.2 Check whether fula is not greater than 1.9fya and 125,000 psi. 17.3.3(a) 0.4.3(a) Table 3 Step 2. Calculate concrete breakout strength of anchor in tension: ANc N =-- Y' CC,NY'ed,N1P'C,NWCp,Nb cbg 17.4.2.1 0.5.2.1 § 4.1.3 A 'Nco Step 2a. Verify minimum member thickness, spacing and edge distance: hmjn =6 in. :9 6in.. . ok Smin 2 375, 5.75 17.7 0.8 Table 3 2.375-5.75 slope= =-30 Fig. 4 3.5-2.375 For cmjn = 4 i 2.375 controls 3.5, 2.375 Smin =5.75-[(2.375-4.0)(-3.0)]=0.875<2.375in<6in... ok 0.875 _ 4 Step 2b. For AN check 11.5% = 1.5(3.25) = 4.88 in> C 3.0h01 = 3(3.25)= 9.75 in> s 17.4.2.1 0.5.2.1 Table 3 Step 2c. Calculate AN, and ANc for the anchorage: AN,. = 9h, = 9 x (3.25) = 95.1in.2 17.4.2.1 0.5.2.1 Table 3 AN, = (1.5h, + c)(3he1 + s) = [1.5 x (3.25) + 4][3 x (3.25) + 6] = 139.8in.2 < 2ANCQ :. ok Step 2d. Determine Wec,N: eN = 0.. WecN = 1.0 17.4.2.4 0.5.2.4 - Step 2e. Calculate Nb:Nb = k1*/jJh = 17 X 1.0 X f3-,000 x 3.2511 = 5,456 lb 17.4.2.2 0.5.2.2 Table 3 Step 2f. Calculate modification factor for edge distance: WedN = 0.7 + 0.3 = 0.95 17.4.2.5 0.5.2.5 Table 3 1.5(3.25) Step 2g. Calculate modification factor for cracked concrete: VCN =1.00 (cracked concrete) 17.4.2.6 0.5.2.6 Table 3 Step 2h. Calculate modification factor for splitting: , =1.00 (cracked concrete) cp,N - - § 4.1.10 Table 3 Step 2i. Calculate 0N: 0 Nthg 0.65 x 139.8 - x 1.00 x 0.95 x 1.00 X 5,456 = 4,952 lb 17.4.2.1 0.5.2.1 § 4.1.3 95.1 17.3.3(c) 0.4.3(c) Table 3 Step 3. Check pullout strength: Table 3, = 0.65 x 2 x 5,515 lb x = 7,852 lb >4,952 .*. OK,500 17.4.3.2 0.5.3.2 0.4.3(c) § 4.1.4 Table 3 17.3.3(c) Step 4. Controlling strength: 0 Nag = 4,952 lb < .% oNd, controls 17.3.1.2 D.4.1.2 Table 3 Step 5. To convert to ASO, assume U = 1.20 + 1.6L: T01, = 4,952 - - 3,346 lb. rr - - § 4.2 FIGURE 7-EXAMPLE CALCULATION DIVISION: 030000—CONCRETE SECTION: 03 1600—CONCRETE ANCHORS DIVISION: 050000—METALS SECTION: 0505 19—POST-INSTALED CONCRETE ANCHORS REPORT HOLDER: HILTI, INC. 7250 DALLAS PARKWAY, SUITE 1000 PLANO, TEXAS 75024 EVALUATION SUBJECT: HILTI KWIK HUS-EZ (KH-EZ) AND KWIK HUS-EZ I (KH-EZ I) CARBON STEEL SCREW ANCHORS FOR USE IN CRACKED AND UNCRACKED CONCRETE 1CC 1CC 1CC QE: G ED Look for the trusted marks of Conformity! "2014 Recipient of Prestigious Western States Seismic Policy Council (WSSPC) Award in Excellence" A Subsidiary of f 8CCAcc,adItd " ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not I CBPIS specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as IM G9,9 AlA llduwl Qp$ to any finding or other matter in this report, or as to any product covered by the report. ffiojcTam,uTll, Copyright © 2016 ICC Evaluation Service, LLC All rights reserved. ICC-ES Evaluation Report ESR-3027 Reissued December 2015 Revised February 2016 This report is subject to renewal December 2017. www.icc-es.org I (800) 423-6587 I (562) 699-0543 DIVISION: 030000—CONCRETE Section: 03 16 00—Concrete Anchors DIVISION: 0500 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 HiItiTechEngtus.hiIti.com EVALUATION SUBJECT: HILTI KWIK HUS-EZ (KH-EZ) 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 Code® (IBC) 2015, 2012, 2009, and 2006 International Residential Code® (I RC) 2013 Abu Dhabi International Building Code (ADIBC)t 'The ADIBC is based on the 2009 IBC. 2009 IBC code sections referenced in this report are the same sections in the ADIBC. Property evaluated: Structural 2.0 USES The Hilti KWIK HUS-EZ (KH-EZ) screw anchors are used to resist static, wind and seismic tension and shear loads in cracked and uncracked normal-weight and lightweight concrete having a specified strength, P, 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's, of 3,000 psi (20.7 MPa) [minimum of 24 MPa is required under ADIBC Appendix L, Section 5.1.1]. The KWIK HUS-EZ I (KH-EZ I) screw anchors are used to resist static, wind and seismic tension and shear loads only in cracked and uncracked normal-weight and lightweight concrete having a specified strength, f's, of A Subsidiary of the International Code Council ® 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's, of 3,000 psi (20.7 MPa) [minimum of 24 MPa is required under ADIBC Appendix L, Section 5.1.1]. The Hilti KWIK HUS-EZ (KH-EZ) 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 (1/4 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 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. ]CC-FS Evaluation Reports are not 10 be construed as representing aesthetics or any other attributes not specifically addressed, nor are they 10 be construed as all endorsement of the subject of the report or a recon,n,endation for its use. There is no warranty by ICC Evalualios, Service, LLC, express or implied, as to any finding or other flatter in this report, or as to any product covered by the report. Copyright © 2016 icc Evaluation Service, LLC. All tights reserved. Page 1 of 14 ESR-3027 I Most Widely Accepted and Trusted Page 2 of 14 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 Fu of insert and 125 ksi. 3.3 Concrete: Normal-weight and lightweight concrete must conform to Sections 1903 and 1905 of the lBC. 3.4 Steel Deck Panels: Steel deck panels must comply with the configurations in Figure 5 and have a minimum base steel thickness of 0.035 inch (0.889 mm). Steel must comply with ASTM A653/A653M 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 IBC and Section R301.1.3 of the 2009 IRC must be determined in accordance with ACI 318-08 Appendix 0 and this report. Design strength of anchors complying with the 2006 IBC and 2006 IRC must be in accordance with ACI 318-05 Appendix 0 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 0.3.3, as applicable. Strength reduction factors, 9$, as given in ACI 318-14 17.3.3 or ACI 318-11 D.4.3, as applicable, and noted in Tables 3 and 4 of this report, must be used for load combinations calculated in accordance with Section 1605.2 of the IBC and Section 5.3 of ACI 318-14 or Section 9.2 of ACI 318-11, as applicable. Strength reduction factors, 9$, as given in ACI 318-11 0.4.4 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 0.3.7, as applicable. An example calculation in accordance with the 2015 and 2012 IBC is provided in Figure 6. 4.1.2 Requirements for Static Steel Strength in Tension, Nsa: The nominal static steel strength, Ns5, of a single anchor in tension calculated in accordance with ACI 318-14 17.4.1.2 or ACI 318-11 0.5.1.2, as applicable, is given in Table 3 of this report. Strength reduction factors,9$, corresponding to brittle steel elements must be used. 4.1.3 Requirements for Static Concrete Breakout Strength in Tension, Ne,, or NCb9 The nominal concrete breakout strength of a single anchor or a group of anchors in tension, Nb and Ncbg, respectively, must be calculated in accordance with ACI 318-14 17.4.2 or ACI 318-11 0.5.2, 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 0.5.2.2, as applicable, usihg ' 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 0.5.2.6, as applicable, must be calculated with the value of kuncr as given in Table 3 and with qicN= 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 5, calculation of the concrete breakout strength in accordance with ACI 318-14 17.4.2 or ACI 318-11 0.5.2, 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, Nper, and Np,uncr, respectively, is given in Table 3. In lieu of ACI 318-14 17.4.3.6 or ACI 318-11 0.5.3.6, 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: h1 N,,/ =Np,r ( fc ) (lb, psi) (Eq-1) NPlc 1s = (2) (N, MPa) where fc 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 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 0.5.3.6, as applicable, the nominal pullout strength in tension may be adjusted according to Eq-2: ' = () (lb, psi) (Eq-2) Np,f; = (f2)fl (N, MPa) where Fc 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/ginchdiameter anchor at a nominal embedment of 1 /8 inches in uncracked concrete, n is 0.3. For all other cases, n is 0.5. Where values for Np,cr or 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 5, is provided in Table 5 for KWIK HUS-EZ and Table 6 for KWIK HUS-EZ I. In accordance with ACI 318-14 17.4.3.2 or ACI 318-11 0.5.3.2, as applicable, the nominal pullout strength in cracked concrete must be calculated according to Eq-I, whereby the value of Np,declçcr must be substituted for Nper 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,unct must be substituted for Np,uncr 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. ESR-3027 I Most Widely Accepted and Trusted Page 3 of 14 41.5 Requirements for Static Steel Shear Capacity, Vsa: The nominal steel strength in shear, V, 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. 0-29, as applicable. The strength reduction factor,q$, corresponding to brittle steel elements must be used. The nominal shear strength Vso,deck, of anchors installed in the soffit of sand-lightweight or normal-weight concrete filled steel deck floor and roof assemblies, as shown in Figure 5, is given in Table 5 for KWIK HUS-EZ and Table 6 for KWIK HUS-EZ I. Shear values for KWIK HUS-EZ I (KH-EZ I) are for threaded inserts with F ;_~, 125 ksi. For use with inserts with Fu less than 125 ksi, the shear values are multiplied by the ratio of Fu of insert and 125 ksi. 4.1.6 Requirements for Static Concrete Breakout Strength in Shear, Vcb or Vcbg: The nominal concrete breakout strength of a single anchor or group of anchors in shear, VCb or Vcog, respectively, must be calculated in accordance with ACI 318-14 17.5.2 or ACI 318-11 0.6.2, as applicable, with modifications as described in this section. The basic concrete breakout strength in shear, Vô, 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 e and d0 (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 5, calculation of the concrete breakout strength in accordance with ACI 318-14 17.5.2 or ACI 318-11 0.6.2 is not required. 4.1.7 Requirements for Static Concrete Pryout Strength in Shear, VGP or Vcpg The nominal concrete pryout strength of a single anchor or group of anchors, Vs,, or V,,9, respectively, must be calculated in accordance with ACI 318-14 17.5.3orACI 318-11 0.6.3, as applicable, using the coefficient for pryout strength, kcp provided in Table 4 and the value of Nb or Nb9 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 5, calculation of the concrete pryout strength in accordance with ACI 318-14 17.5.3 or ACI 318-11 0.6.3 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) 0.3.3 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 0.1, 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 D.3.3.4 or D.3.3.5; ACI 318-08 0.3.3.5 or D.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 0.5.1 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,eq or Np,deck,cr described in Tables 3 and 5 for KWIK HUS-EZ, respectively; and in Tables 3 and 6 for KWIK HUS-EZ I, respectively, must be used in lieu of N. Np,eq or N,dek,r 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 Np,eq 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 D.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 0.6.1.2, as applicable, the appropriate value for nominal steel strength for seismic loads, Vsa,eq or Vsa,deck,eq described in Tables 4 and 5 for KWIK HUS-EZ, respectively; and in Tables 4 and 6 for KWIK HUS-EZ I, respectively, must be used in lieu of V. 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 D.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 0.8.1 and 0.8.3, as applicable, values of Smin 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, hmjn as given in Table 2 must be used. Additional combinations for minimum edge distance, Cmifl, and minimum spacing distance, Smin, 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 5 and shall have an axial spacing along the flute equal to the greater of 3h. or 1.5 times the flute width. For 1h-inch and 3/8-inch KWIK HUS-EZ (KH-EZ) anchors installed on the top of steel deck assemblies, values of Cac,deck,top, Smin,deck,top, and Cmjfl,deck,top, as given in Table 7 of this report must be used. 4.1.11 Requirements for Critical Edge Distance, Cac 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 0.5.2, as applicable, must be further multiplied by the factor Y"cp,N as given by Eq-3: 1cp,N (Eq-3) Cac where the factor tPcpN need not be taken as less than For all other cases, Pcp,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 C8c 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 N and V. VJC 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. ESR-3027 I Most Widely Accepted and Trusted Page 4 of 14 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: _ 'allowable,ASD ØN- _øvn Va!!owabIeASD - where: Ta#owabte,ASD = Allowable tension load (lb, N) = 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 0, 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. OVn 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 0, ACI 318-08 Appendix 0 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. a = 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 6. 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)0.7, as follows: For shear loads Vappijed 0.2V11W8b1AsD, the full allowable load in tension Ta!!oWable,ASD shall be permitted. For tension loads Tappijed 0.2Telloweble,ASD, the full allowable load in shear Va!jowabIeASD shall be permitted. For all other cases: Toppijed + Vapplied < 1.2 (Eq-6) Tellowob!e4sD V0110 ble,ASD 4.3 Installation: Installation parameters are provided in Tables 1, 2 and 7 and Figures 1, 4A, 4B and 5. Anchor locations must comply with this report and plans and specifications approved by the code official. The Hilti KWIK HUS-EZ (KH-EZ) and KWIK HUS-EZ I (KH-EZ I) must be installed in accordaice" 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. The nominal drill bit diameter must be equal to that of the anchor. The minimum drilled hole depth is given in Table 2. Prior to installation, dust and debris must be removed from the drilled hole using a hand pump, compressed air or a vacuum. 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,max and maximum installation torque, Tinst,mex for the manual torque wrench must be in accordance with Table 2. The KWIK HUS-EZ (KH-EZ) and KWIK HUS-EZ I (KH-EZ I) may be loosened by a maximum of one turn and retightened 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 5. For installation of 1h-inch and 3/8-inch KWIK HUS-EZ (KH-EZ) anchors on the 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 The Hilti KWIK HUS-EZ (KH-EZ) 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's, 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 ESR-3027 I Most Widely Accepted and Trusted Page 5 of 14 11 , sand-lightweight concrete over metal deck having a 5.14 Anchors have been evaluated for reliability against minimum specified compressive strength, P, of brittle failure and found to be not significantly sensitive 3,000 psi (20.7 MPa) [minimum of 24 MPa is required to stress-induced hydrogen embnttlement. under ADIBC Appendix L, Section 5.1.1]. 5.15 Use of carbon steel anchors is limited to dry, interior 5.4 The value of Fc used for calculation purposes must not locations. exceed 8,000 psi (55.2 MPa). 5.16 Special inspection must be provided in accordance 5.5 Strength design values must be established in with Sections 4.4. accordance with Section 4.1 of this report. 5.17 KWIK HUS-EZ (KH-EZ) and KWIK HUS-EZ I (KH-EZ I) 5.6 Allowable stress design values must be established in anchors are manufactured by Hilti AG, under a quality accordance with Section 4.2 of this report. control program with inspections by ICC-ES. 5.7 Anchor spacing(s) and edge distance(s), and minimum member thickness, must comply with Table 2 and Figure 5 of this report. 5.8 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 Fu of insert and 125 ksi. 5.9 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. 5.10 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. 5.11 Anchors may be installed in regions of concrete where cracking has occurred or where analysis indicates cracking may occur (ft>fr), subject to the conditions of this report. 5.12 Anchors may be used to resist short-term loading due to wind or seismic forces, subject to the conditions of this report. 5.13 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. 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 / ACI 355.2-04, for use in cracked and uncracked concrete; and quality control documentation. 7.0 IDENTIFICATION The HILTI KWIK HUS-EZ (KH-EZ) and KWIK HUS-EZ I (KH-EZ I) anchors are identified by packaging with the manufacturer's 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 14 TABLE 1—KWIK HUS-EZ (KH-EZ) AND KWIK HUS-EZ I (KH-EZ I) PRODUCT INFORMATION ' I' Name and Size Diameter Total Length - under the anchor head (Ianch) Minimum Nominal Embedment (hnem) KH-EZ /4 xl /8 I l / (1/4" UNC-20 —Internal Thread Length -.375') 1/8 1/8 KH-EZ /4 xl /4 (/8 UNC-16 —Internal Thread Length -.453') 1/8 1/8 KH-EZ 1/4' /4 x21/2-1 114- /4 ('li UNC-20 —Internal Thread Length -.375") 21/2 21/2 KH-EZ /4 x2 1 3/," /4 (/ UNC-16 —Internal Thread Length - .453w) 21/2 21/2 KH-EZ '/4 x1 /8 /4 17/8"1 /8 KH-EZ'/4 x25/8 1,. 2I8 1,8 KH-EZ 1/4 x3 /4 3 1 /8 KH-EZ 1/4 x31/2 1/4k 31/2 I KH-EZ 1/4 x4 1,. 4 I KH-EZ 3/8 x17/8 1 /8' 1/8 KH-EZ 3/8 x2'/8 /8 21/8 1 /8 KH-EZ 3/8 x3 /8 3 2 /2 KH-EZ 3/8 x3'/2 /8 31/2 21/2 KH-EZ 3/8 x4 3/ 4 31/4 KH-EZ 3/8 x5 /8 KH-EZ 1/5Q1/ 1/2k 21/2 21/4 KH-EZ '/2 x3 1/2. / 3 21/4' KH-EZ '/2'x3'/2' 1,. 31/a 3 KH-EZ '/2 x4 1/2 4 3 KH-EZ '/2 x4'/2 / 1/2. 41/.. KH-EZ '/2 x5 /2 KH-EZ 1/2 x6 /2 6' 3 KH-EZ 5/8"x3'/2" /8 31/2 31/.. KH-EZ 5/8 x4 5,.. 31/4 KH-EZ 5/8 x5'/2 /8 51,.. 31/.. KH-EZ 5/8 x6'/2 /8 61/2' 31/.. KH-EZ 5/8 x8 /8 8 31/.. KH-EZ 3/4 x4'/2 3/4w 41/2 4 KH-EZ 3/4 x5'/2 3/4w 51/. 4 KH-EZ /45c7 3/4 7 4• KH-EZ 3/4 x8 3/4 8 4 KH-EZ 3/4 x9 3/4 For SI: 1 inch = 25.4 mm. ESR-3027 I Most Widely Accepted and Trusted Page 7 of 14 FIGURE 1—KWIK HUS EZ ANCHOR FIGURE 2—HILTI KWIK HUS EZ CONCRETE SCREW ANCHOR FIGURE 3—HILTI KWIK HUS-EZ I ANCHOR tothr1 ETk 3' Drill bill in bare rll3tllllU5ln9. properdLillllterllrlll bit. [ciaaiiiinuieo bole to remove dahirill 1111 ITIT r:xT Inilterianchor using proper Impact tow or torque Tenn (tanacnortlrItJEalnEt1ahtener part FIGURE 4A—INSTALLATION INSTRUCTIONS - HILTI KWIK HUS EZ (KH-EZ) WOO hale In base mate rkal uslng propercliamete CInfl thIIImd hold to tinOè ] I. nhlntthdedrOdffltoinstaflgdbnchor I FIGURE 413—INSTALLATION INSTRUCTIONS - HILTI KWIK HUS EZ I (KH-EZ I) ESR-3027 I Most Widely Accepted and Trusted Page 8 of 14 TABLE 2-KWIK HUS-EZ (KH-EZ) AND KWIK HUS-EZ I (KH-EZ I) INSTALLATION INFORMATION AND ANCHOR SPECIFICATION' 01 Nominal Anchor Diameter (inches) Characteristic Symbol Units 1/4 (KH-EZ I) 1, 4 /8 1/ 2 l /4 Head Style - - Internally Standard Hex Standard Hex Standard Hex Standard Hex Standard Hex Threaded Head Head Head Head Head Nominal Diameter d (d0)5 . fl• 1/ 4 3 /8 1 /2 /8 3/4 Drill Bit Diameter d811 in. / 3/8 1, 2 5 /8 3 /4 Baseplate dh IMinimum in. N/A6 /8 1/2 /5 3/,/8 Clearance Hole Diameter Maximum Installation Ti,,i, max 4 ft1bf 18 19 40 45 85 115 Torque Maximum Impact Wrench Timpact.max ftIbf 114 137 114 137 114 450 137 450 450 450 Torque Rating3 Minimum Nominal h. in. 1/ 2'/3 1 /8 2'/2 1/ 21/2 31/4 2'/4 3 4/4 31/4 5 4 04 Embedment depth Effective Embedment Depth h0, 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 hh&e in. 2 2 /8 2 2/ 1 /8 2/4 31/2 2/ 3/8 45/s 3/ 53/s 43/s 6/ Critical Edge Distance coc 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 Smin.c7 in. 1.50 2.25 3.0 Minimum Edge Distance Cmtn7 in. 1.50 1.75 Minimum Spacing Distance Smj ,? in. 3.0 4.0 at Minimum Edge Distance Minimum Concrete in. 3.25 Thickness 4.125 3.25 14.125 3.25 4 14.75 4.5 14.751 6.75 5 I I I 6 I 18.125 I / Internal 1/4' 3, Wrench socket size - Thread KH-EZ I Model in. Not Applicable /8" Internal Thread Wrench socket size - - in. N/A I /,6 I 9 I " 16 I 3 15 lth I I 1/8 KH-EZ Model 4 '/4' / Internal 5 /8 Max. Head height - Thread in. Not Applicable /8 Internal /16 KH-EZ I Model Thread Max. Head height - in. N/A 0.24 0.35 0.49 0.57 0.70 Effective tensile stress area A,,,, (A)5 i 2 n. 0.045 0.086 0.392 0.161 0.268 Minimum specified ultimate strength &0 psi 125,000 106,975 120,300 112,540 90,180 81,600 For SI: 1 inch =25.4mm, 1 ft-Ibf= 1.356 N-m, I psi = 6.89 kPa, 1 1n2 =645 mm2, I lb/in = 0.175 N/mm. 'The data presented in this table is to be used in conjunction with the design criteria of ACI 318-14 Chapter 17 or ACI 318-11 Appendix D, as applicable. 2For installations through the soffit of steel deck into concrete (see Figure 5) 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 tool may not correlate properly with the above setting torques. Over-torquing can damage the anchor and/or reduce its holding capacity. 4T;n,,t.max applies to installations using a calibrated torque wrench. 57he notation in parenthesis is for the 2006 IBC. 6The KWIK HUS-EZ I (KH-EZ I) version is driven directly to the supporting member surface. 7AdditionaI combinations for minimum edge distance, Cmi,,, and minimum spacing distance, Sm;,, or Smjn,,,a,,, may be derived by linear interpolation between the given boundary values. ESR-3027 I Most Widely Accepted and Trusted Page 9 of 14 1 TABLE 3-HILTI KWIK HUS-EZ (KH-EZ) and KWIK HUS-EZ I (KH-EZ I) TENSION STRENGTH DESIGN DATA1'2'4'7 Nominal Anchor Diameter(inches) Characteristic Symbol Units 15 (KH-EZ 114 /8 /2 I /8 -/4 Anchor Category 3 3 T i1 1,2 3 Head Style - Internally Standard Hex Standard Hex Standard Hex I Standard Hex I Standard - Threaded Head Head Head I Head I Hex Head Nominal h0 , in. ii I 2112 1 /8 I 2'/ 1/ I 2112 I 3/4 2114 I I 'i 31/4 5 Embedment Depth I I u I I I I I I Steel Strength in Tension (ACI 318-1417.4.1 or ACI 318-11 D.5.1) Tension Resistance of Steel N lb. 5,660 I 9,200 I 10,335 I 18,120 I 24,210 I I 32,015 I Reduction Factor for 3,8 0. - 0.65 Steel Strength Concrete Breakout Strength in Tension (ACI 318-1417.4.2 or ACI 318-11 D.5.2) Effective Embedment Depth h0, in. 1.18 I 1.92 1.18 I 1.92 1.11 1.86 I 2.50 1.52 12.16 13.22 I I 2.39 I 13.88 I 12.92 14.84 I Critical Edge Distance Coe in. 2.00 2.78 2.00 I 2.78 2.63 2.92 I 3.75 2.75 I3.75I 5.25 I 3.63 I 5.82 14.41 7.28 Effectiveness Factor - Uncracked k.. - 24 27 Concrete Effectiveness Factor ker - 17 - Cracked Concrete Modification factor for cracked and PC.N - 1.0 uncracked concrete6 Reduction Factor for I I Concrete Breakout cöcb - 0.45 I 0.65 I 0.45 I 0.65 Strength 2,3 I I I Pullout Strength in Tension (Non Seismic Applications) (ACI 318-1417.4.3 or AC1318-IID.5.3) - - - - Characteristic pullout strength, Np.una 7 lb. 1,3056 2,350 1,3056 2,350 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A uncracked concrete (2,500psi) Characteristic pullout strength, N9,? lb. 6656 13165 6658 1,165 725 N/A N/A N/A N/A N/A N/A N/A N/A N/A cracked concrete (2500 psi) Reduction factor for 2,3 op - 0.45 0.65 0.45 0.65 pullout strength Pullout Strength in Tension (Seismic Applications) (ACI 3I8-1417.4.3or ACI 318-11 D.5.3) - - - - Characteristic Pullout Strength, Npeq 7 lb. 5356 1,165 5356 1,165 725 N/A N/A N/A N/A N/A N/A N/A N/A N/A Seismic (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 13uncr 760,000 Win. Cracked Concrete l3 293,000 For SI: 1 inch = 25.4 mm, 1 ft-lbf = 1.356 N-m, I psi = 6.89 kPa, I in2 = 645 mm, I 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 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 are used and the requirements of ACI 318-14 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 0 factor, 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 D.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 (f12,500)05 for psi or(f'117.2)°5 for MPa. 6The characteristic pullout resistance for concrete compressive strengths greater than 2,500 psi may be increased by multiplying the value in the table by (tV2,500)°3 for psi or(f117.2)53 for MPa. 7For lightweight concrete, calculate values according to Section 4.1.12 of this report. 8The KWIK HUS-EZ (KH-EZ) and KWIK HUS-EZ I (KH-EZ I) is considered a brittle steel element as defined by ACI 318-14 2.3 or ACI 318-11 Dl, as applicable. ESR-3027 I Most Widely Accepted and Trusted Page 10 of 14 TABLE 4-HILTI KWIK HUS-EZ (KH-EZ) and KWII( HUS-EZ I (KH-EZ I) SHEAR STRENGTH DESIGN DATA' .7 Cs a Nominal Anchor Diameter (inches) Characteristic Symbol Units 1/4 I 4 (KH-EZ 1) 3 /8 1j 2 I /8 3/4 Anchor Category 1,2 or 3 1 3 I i 3 I i I Embedment Depth h.. in. i/8 2'/3 1 /8 1 2'/2 1/8 I 2 /2 1/ 21/2 I 31/4 F I I 1 Internal Thread in. 3, N/A Diameter I N/A N/A N/A I N/A I N/A N/A I N/A 1 N/A I N/A N/A I N/A Steel Strength in Shear (ACI 318-14 17.5.1 or ACI 318-11 D.6.1)415' Shear Resistance of V= Steel - Static lb. 1,360 1,315 I 1,550 3,670 5,185 9,245 11,220 16,660 Shear Resistance of Steel - Seismic lb. 6057 1,120 1,395 3,670 3,110 5,545 6,735 11,555 Reduction Factor for Steel Strength øsa 0.60 Concrete Breakout Strength in Shear (ACI 318-14 17.5.2 or ACI 318-11 D.6.2) Nominal Diameter d8 [dc 16 in. 0.250 0.375 0.500 0.625 0.750 Load Bearing Length of Anchor 4 in. 1.181 1.92 1.18 11.92 1.18I1.92 I I 1.11 11.8612.50 I 1.521 2.16 I I I 3.22 2.39 I I 3.88 2.92 14.84 I Reduction Factor for Concrete Breakout Øcb - 0.70 Strength 23 Concrete Pryout Strength in Shear (ACI 318-14 17.5.3 or ACI 318-11 D.6.3) Coefficient for Pryout Strength - I 1.0 1 I I 1.0 I I I 1.0 I I 1.0 I I I 1.0 11.0 I I I I I I 1.0 11.0 I I I I I 2.0 I I I 1.0 I I I 1.0 I I I 2.0 I I I 1.0 I I I 2.0 I I 2.0 12.0 Reduction Factor for " 0.70 2,3 Pryout Strength For SI: 1 inch = 25.4 mm, 1 ft-lbf= 1.356 N-m, I psi = 6.89 kPa, 1 in = 645 mm2, 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. 2Values of $ 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 gl factor, 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 D.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. 5The KWII< HUS-EZ (KH-EZ) is considered a brittle steel element as defined by ACI 318-14 2.3 or ACI 318-11 0.1, as applicable. 6The notation in brackets is for the 2006 IBC. 7VaIues are for threaded rod or insert with FZ125 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 11 of 14 TABLE 5-HILTI KWIK HUS-EZ (KH-EZ) TENSION AND SHEAR DESIGN DATA FOR INSTALLATION IN THE UNDERSIDE OF CONCRETE-FILLED PROFILE STEEL DECK ASSEMBLIES 1.-1,6,7 Lower Flute Upper Flute Anchor Diameter Characteristic Symbol Units 4 3, 18 1 /2 _1,______________________________________________ I /8 3, 1/4 3 '8 I I /2 Head Style - - Standard Hex Head Standard Hex Head Embedment hnom in. 1% 2'/2 1 /8 2'/2 3'/4 2'/4 3 4l/ 31/4 5 4 1/o 2'/3 1/8 21/2 21/4 Minimum Hole Depth hhok in. 2 2 /8 17/8 2/4 31/2 2/8 33/s 4 /8 3/ 53/s 4 /8 2 2 /8 1/9 2/ 2/ Effective Embedment h0, 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 Depth Pullout Resistance, (uncracked concrete)2 NpdkU,, 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 Np,d,c, lb. 620 930 810 1,590 2,780 820 1,930 3,375 2,630 5,980 2,630 760 975 1,185 2,070 985 seismic loads)3 - - - Steel Strenth in Shear Vdk lb. 1,2052,210 1,510 1,51 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 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, I ft-lbf= 1.356 N-m, I psi = 6.89 kPa, 1 in = 645 mm2, 1 lb/in = 0.175 N/mm. 'Installation must comply with Sections 4.1.10 and 4.3 and Figure 5 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 gl,, 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 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 (f'd3,000)" for psi or *120.7) "2 for MPa. For the 1/4-inch-diameter anchors (KH-EZ) at 15/8-inch nominal embedment characteristicpullout resistance for concrete compressive strengths greater than 3,000 psi may be increased by multiplying the value in the table by (foI3, 000)0.3 for psi or (1'J20.7)0' for MPa. TABLE 6-KWlK HUS-EZ I (KH-EZ I) TENSION AND SHEAR DESIGN DATA FOR INSTALLATION IN THE UNDERSIDE OF CONCRETE- FILLED PROFILE STEEL DECK ASSEMBLIES' .6.7 Characteristic Symbol Units Lower Flute I Upper Flute Head Style - - Internally Threaded Embedment in. 1 /8 21/2 I/8 21/2 15/8 21/2 1/8 21/2 Minimum Hole hM,o in. 2 2 /8 2 27/9 2 27/a 2 2 /8 Depth Internal Thread . in. 4 3' 18 1, 4 3 /8 Diameter - Effective h9, in. 1.18 1.92 Embedment Depth 1.18 1.92 1.18 1.92 1.18 1.92 Pullout Resistance, (uncracked Ngdk,. lb. 1,210 1,875 1,210 1,875 1,490 1,960 1,490 1,960 concrete)2 Pullout Resistance (cracked concrete Np.deck,c, lb. 620 930 620 930 730 975 730 975 and seismic loads? Steel Strenpth in V.,dka lb. 860 1,025 1,015 1,525 Shear Steel Strength in V.J.dQck,oq lb. 385 875 445 1,295 Shear, Seismic For SI: 1 inch = 25.4 mm, 1 ft-lbf= 1.356 N-m, I psi = 6.89 kPa, 1 in = 645mm2, 1 lb/in = 0.175 N/mm. 'Installation must comply with Sections 4.1.10 and 4.3 and Figure 3 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 ç,, in tension can be found in Table 3 of this report and the values for 9$sa in shear can be found in Table 4 of this report. 6For the 1/4-inch-diameter (KH-EZ I) at 2-1/2 inch nominal embedment and the 3/8-inch- through 3/4-inch-diameter anchors the characteristic resistance for concrete compressive strengths greater than 3,000 psi maybe increased by multiplying the value in the table by (f'13,000)' for psi or y./20. 7)1/2 for MPa. For the 1/4-inch-diameter anchors (KH-EZ I) 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 (f13,000)°3 for psi or (P120.7)03 for MPa. 8Values for the KWIK HUS-EZ I (KH-EZ I) are for threaded rod or insert with FI25 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 14 TABLE 7—HILTI KWIK HUS-EZ (KH-EZ) SETTING INFORMATION FOR INSTALLATION ON THE TOP OF CONCRETE-FILLED PROFILE STEEL DECK ASSEMBLlES.3457 DESIGN Nominal Anchor Diameter _________________ INFORMATION Symbol Units /4 Effective Embedment Depth he in. 1.18 1.11 Minimum concrete hmin,dock in. 21/2 21/2 thickness Critical edge distance Coc.d&(,top in. 4 3 Minimum edge in. 1/4 1/4 distance Cmjn.deck,jop Minimum spacing Smln.dgctctop in. 3 3 For 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 hmin,Cmjn and Smin. 3Design capacity must be based on calculations according to values in Tables 3 and 4 of this report. 4Applicable for 2Y2-inch :5 <31/4-inch. For a 31/4-inch, use setting information in Tables 3 and 4 of this report. 5Minimum concrete thickness (hm1fl,d) 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 footnàte 3 Max. 3" Minimum 20 gauge steel deck See footnóté 4 FIGURE 5—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 V.-inch diameter is 3/8 inches. Minimum flute width for KH-EZ /8-, 1/2, /8 and 3/4-inch diameter is 41/ inches. 3Minimum concrete thickness above upper flute for KH-EZ and KH-EZ I 'A-inch diameter is 21/2 inches. Minimum concrete thickness above upper flute for KH-EZ 3/8., /8- and 3/4-inch diameter is 3-1/ inches. 4Minimum distance from edge of flute to centerline of anchor for KH-EZ and KH-EZ I 'h-inch diameter is 1-inch. Minimum distance from edge of flute to centerline of anchor for KH-EZ Y,.-, /s and 3/,inch diameter is 11/4 inches. ESR-3027 I Most Widely Accepted and Trusted Page 13 of 14 i r , TABLE 8—HILTI KWIK HUSEZ (KHEZ) AND KWIK HUS.EZ I (KHEZ I) ALLOWABLE STRESS DESIGN VALUES FOR ILLUSTRATIVE PURPOSES' 2'3'4'5'6'7'8'9 Nominal Anchor Diameter Nominal Embedment Depth, hnom Effective Embedment Depth, h0 Allowable Tension Load [in.] [in.] [in.] [Ibs] 1/4 /8 1 1.18 407 21 2 1.92 1,031 /8 1.11 620 2112 1.86 1,334 31/4 2.5 2,077 /2 21/4 1.52 1,111 3 2.16 1,882 4/4 3.22 3,426 18 5. 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, I 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 1.20 + 1.6L. 5CaIculation of weighted average for conversion factor a = 1.2(0.4) + 1.6(0.6) = 1.44. = 2,500 psi (normal weight concrete). Ce,, = 682 a Coc- a h a h i,,. °Values are for Condition B where supplementary reinforcement in accordance with Ad 318- 14 17.3.3 or ACI 318-11 D.4.3, as applicable, is not provided. ESR.3027 I Most Widely Accepted and Trusted Page 14 of 14 Given: Two 'I2 diameter KH-EZ with static tension load A A h. = 4.25 inches he = 3.22 inches Normal Weight Concrete: f = 3,000 psi No supplementary reinforcement (Cond. B) _____________ Am 1.5 h E~lj [ ..d No eccentricity, 60% live load, 40% dead load. Assume cracked concrete since no other information is available. TT'741 hm1n 6.375 in. 1.5 h,, Cmin=I.75 in. 1.5hr C Smm=3in. AA 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 4N=n4N=2(0.65)(18,120)=23,556 lbs. Step 2: Verify minimum member thickness, spacing and edge distance: hmin 6.375 fl. 12 in. -90k 17.7 D.8 Table 2 cmtn=1.75 in. -<4 in. -40k mln=3 in. :56 in. -90k Step 3: Calculate concrete breakout strength of anchor group in tension: Ncbg=ANC 17.4.2.1 0.5.2.1 4.1.3 Nco Step 3a: Calculate AN8 and A: ANc=(1.5hef+4)(3he1+6)=(8.83)(15.66)=138.3 in.2 17.4.2.1 D.5.2.1 Table 3 AN=9(11ef)2=9(3.22)2=93.32 in .2 Step 3b: Determine PecN—e0--i.4PN1.0 17.4.2.4 0.5.2.4 Step 3c: Calculate Ped.N-94'.N=0.7+0.3()=0.948 83 17.4.2.5 0.5.2.5 Table 3 Step 3d: Determine 14cp.N' cp,N10 because concrete is cracked. 17.4.3.6 0.5.3.6 Step 3e: Calculate Nb: TfC lbs 17.4.2.2 0.5.2.2 Table 3 (A9 =1.0 for normal weight concrete) Step 3f: Calculate 46N b,: NthØ=(0.65)(138.3 )(1.0)(O.948)(1.0)(1.0)(5.380)=4.914 lbs 17.4.2.1 0.5.2.1 4.1.3 17.3.3 (c) 0.4.3 (c) Table 3 Step 4: Check Pullout Strength .-. per Table 3 does not control --- ---- Table 3 Step 5: Controlling Strength: 17.3.1.2 0.4.1.2 Table 3 Lesser of nN and 4N 13 - 4,914 lbs Step 6: Convert to ASD based on 1.6 (0.60)+1.2(0.40)1.44 60% Live Load and 40% Dead Load: 4914...3 4.2.1 412 lbs Tatlov,eAsD 1.44 FIGURE 6—EXAMPLE CALCULATION I ICC-ES Evaluation Report ESR-3027 FBC Supplement Reissued December 2015 This report is subject to renewal December 2017. www.icc-es.orq I (800) 423-6587 I (562) 699-0543 A Subsidiary of the International Code Council ® DIVISION: 030000—CONCRETE Section: 03 16 00—Concrete Anchors DIVISION: 050000—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 HiltiTechEnatöus.hilti.com EVALUATION SUBJECT: HILTI KWIK HUS-EZ (KH-EZ) 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) 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: 2010 Florida Building Code—Building 2010 Florida Building Code—Residential 2.0 CONCLUSIONS The Hilti KWIK HUS-EZ (KH-EZ) 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 2010 Florida Building Code—Building and the 2010 Florida Building Code—Residential, provided the design and installation are in accordance with the 2009 International Building Code® (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 2010 Florida Building Code—Building or Section R301.2.1.1 of the 2010 Florida Building Code—Residential, as applicable. Load combinations must be in accordance with Section 1605.2 or Section 1605.3 of the 2010 Florida Building Code—Building, as applicable. The modifications to ACI 318 as shown in the 2009 IBC Sections 1908.1.9 and 1908.1.10, as noted in 2009 IBC Section 1912.1, do not apply to the 2010 Florida Building Code—Building. Use of the Hilti KWIK HUS-EZ (KH-EZ) 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 2010 Florida Building Code—Building 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 2015, revised February 2016. ]CC-FS 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 recommendation for its use. There is no warranty by ]CC Evaluation Service, LLC. express or implied, as to anyfInding or other matter in this report, or as to any product covered by the report. Copyright 0 2016 ICC Evaluation Service, LLC. All lights reserved. Page 1 of I 1i - - - --.-v-- ------ -__,----___---- -------- 1 CE)C- 2-O lci.-- A eecln!!~ l ajd &10 eA4s n A S4enc I 1 cLm.eA 4- VeJv€Je OnI,,' ear- 'el or 41aoA Côn4(o t AD OF