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1911 CALLE BARCELONA; 158; CB160208; Permit
City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 03-07-2016 Commercial/Industrial Permit Permit No: CB160208 Building Inspection Request Line (760) 602-2725 Job Address: 1911 CALLE BARCELONA CBADSt: 158 Permit Type: Tl Sub Type: COMM Status: ISSUED Applied: 01/19/2016 Entered By: JMA Parcel No: 2550120400 Lot#: 0 Valuation: $606,585.00 Construction Type: 58 Occupancy Group: Reference# Plan Approved: 03/07/2016 Issued: 03/07/2016 Inspect Area Plan Check#: Project Title: ANTHROPOLOGIE: 13,250SF RETAIL TO SAME Applicant: DAVID LEVY ASSOC./ SARA O'DANIEL 345 SPRINGSIDE DR AKRON OH 44333-2434 330-666-6767 Building Permit Add'l Building Permit Fee Plan Check Add'l Building Permit Fee Plan Check Discount Strong Motion Fee Park Fee LFM Fee Bridge Fee BTD #2 Fee BTD #3 Fee Renewal Fee Add'l Renewal Fee Other Building Fee Pot. Water Con. Fee Meter Size Add'l Pot. Water Con. Fee Reel. Water Con. Fee Green Bldg Stands (SB1473) Fee Fire Expedidted Plan Review $2,358.26 $0.00 $1,650.78 $0.00 $0.00 $169.84 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $25.00 $0.00 Total Fees: $4,588.05 Total Payments To Date: Inspector: Date: Owner: T-C FORUM AT CARLSBAD L L C C/0 TIAA-CREF 4675 MACARTHUR CT #11 00 NEWPORT BEACH CA 92660 Meter Size Add'l Reel. Water Con. Fee Meter Fee SDCWA Fee CFD Payoff Fee PFF {3105540) PFF {4305540) License Tax (3104193) License Tax (4304193) Traffic Impact Fee (3105541) Traffic Impact Fee (4305541) PLUMBING TOTAL ELECTRICAL TOTAL MECHANICAL TOTAL Master Drainage Fee Sewer Fee Redev Parking Fee Additional Fees HMP Fee Green Bldg Standards Plan Chk TOTAL PERMIT FEES $4,588.05 Balance Due: Clearance: $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $91.00 $214.75 $78.42 $0.00 $0.00 $0.00 $0.00 ?? ?? $4,588.05 $0.00 NOTICE: Rease take NOTI that ct your p-qect irdl.des the "l~tion" ct fre:.,t dedications, resavations, or other exactions hereafter roledively referre:l to as "fees/exactions." You tiave 9) days from the date tlis pemit '1'1&3 issued to prctest i~tion ct these fees/exactions. If you putest them, you rrust fdlwthe putest pu:a:Jures set forth in GNerrnmt Code Section rol20(a), ard file the putest and ar1f other req..ired inforrration wth the Oty ~for pu:essing in acrordance wth Carlsbad M.inidpal Code Section 3.32.030. Failure to tirrely fdlwthat pu:a:Jure \Mil bar ar1f sutsequent legal <'dian to attock, review, set aside, vdd, or am.i their i~tion. You are hereby FI..RTl-ffi t\OllREDthat your right to putest thesp:;dfiedfeesiexactions IXE> NOr .APR. Ytowater and se<Aeramedionfre:. ard a:JPC!dty dk:rges, nor planning, zming, ga::ling or other sinilar appication r.rocessing or service fre:. in CXl1nedion wth this p-qect. f'.[R 1XE> IT .APR. Y to any feesiexactionsctmdl have 'ousl been ·venaNOTICEsinilartothis orastomdlthestatutectlinitationshas 'ousl other'Aise 'red. ,HE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: 0PLANNING 0ENGINEERING JOB ADDRESS Building Permit Application 1635 Faraday Ave., Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 email: building@carlsbadca.gov www.carlsbadca.gov SUITE#/SPACE#/UNIT# Forum at Carlsbad-1911 Calle Barcelona St. 0BUILDING Date SWPPP 4-158 #BEDROOMS #BATHROOMS TENANT BUSINESS NAME OCC. GROUP Anthropologie M 13,250 sf tenant build out EXISTING USE PROPOSED USE GARAGE (SF) Mercantile Mercantile FIREPLACE YESO AIR CONDITIONING NO[ZJ YES0No0 FIRE SPRINKLERS YESIZJNoO APPLICANT NAME Primary Contact ADDRESS CITY David A. Levy & Assoc. (Sara O'Daniel) 345 Springside Dr. STATE ZIP JLL ADDRESS 1125 Sanctuary Drive, Ste.170 CITY STATE ZIP Akron OH 44333 Alpharetta GA 92618 PHONE FAX PHONE FAX 330.666.6767 330.666.8334 949.453.1400 EMAIL EMAIL sodaniel@dalevy.com DESIGN PROFESSIONAL Michael Neilands CONTRACTOR BUS. NAME Boaart Construction ADDRESS ADDRESS 345 Sprinaside Dr. 9980 Irvine Center Dr., Ste. 200 CITY STATE ZIP CITY STATE ZIP Akron OH 44333 Irvine CA 92618 PHONE FAX PHONE FAX 330.666.6767 330.666.8334 949.453.1400 EMAIL EMAIL dlevy@dalevy.com STATE LIC. # STATE LIC.# . C-34388 '767'-{71 (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 issua ce also requir the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law !Chapter 9, commending with Sectio 7 00 of Divisi n 3 of the Business and Professions Code} or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit su jects the applicant to a civil penalty of not more than five hundred dollars [$500}). -Workers' Compensation Declaration: I hereby 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 as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. D I have and will maintain workers' compensation, a required by Section 370~ of e Labor Code, for the performance of the work for which~th2..perrnit i~~su~y~rs· compensation in ura e arrier and policy number are: Insurance Co. 2J C :Rtt!A!J r.j~(i-Policy No. /~ lUC (80 1 ::'::> ~ .gpiration Date _...._,'--I_,_,_/.,._ ""---- This section need not be completed if the permit is for one hundred dollars ($100) or less. 0 Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one thousand dollars [&100,000), in addition to the cost of compensation, damages as Labor code, interest and attorney's fees. 25 CONTRACTOR SIGNATURE I hereby affirm that I am exempt from Contractor's License Law for the following reason: D D D 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). 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 Lioense Law). I am exempt under Section Business and Professions Code for this reason: 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement. DYes 0No 2. I (have I have not) signed an application for a building permit for the proposed work. 3. I have contracted with the following person (firm) to provide the proposed construction (include name address I phone I contractors' license number): 4. 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 I address I phone I contractors' license number): 5. I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name 1 address I phone I type of work): 25 PROPERTY OWNER SIGNATURE 0AGENT DATE I certify thatl have read the application and state that the above infonnation is correct and thatthe infonnation on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby aulhorize representative of lhe City of Carlsbad to enter upon lhe above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT OSHA: An OSHA penn it is required for excavations over 5'0' deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permitissued by the Building Official provisions of lhis Code shall expire by limitation and become null and void if the building orVvOrk aulhorized by such penni! is not commenced within 180 days from lhe date of such permit or iflhe building · such permit is suspended or abandoned at any time after the VvOrk is commenced for a period of 180 days (Section 106.4.4 Uniform Building Code). ~APPLICANT'SSIGNATURE DATE (A-/~(" STOP: THIS SECTION NOT REQUIRED FOR BUILDING PERMIT ISSUANCE. Complete the following ONLY if a Certificate of Occupancy will be requested at final inspection. CERTIFiCATE Of OCCUPANCY !Commercial Projects 0 n ly 1 Fax (760) 602-8560, Email building@carlsbadca.gov or Mail the completed form to City of Carlsbad, Building Division 1635 Faraday Avenue, Carlsbad, California 92008. I CO#: (Office Use Only) CONTACT NAME OCCUPANT NAME ADDRESS BUILDING ADDRESS CITY STATE ZIP CITY STATE ZIP Carlsbad CA PHONE I FAX EMAIL OCCUPANT'S BUS. LIC. No. DELIVERY OPTIONS PICKUP: CONTACT (Listed above) OCCUPANT (Listed above) CONTRACTOR (On Pg. 1) ASSOCIATED CB# MAIL TO: CONTACT (Listed above) OCCUPANT (Listed above) CONTRACTOR (On Pg. 1) NO CHANGE IN USE I NO CONSTRUCTION MAIL I FAX TO OTHER: CHANGE OF USE I NO CONSTRUCTION A$ APPLICANT'S SIGNATURE DATE Inspection List Permit#: C8160208 Type: Tl COMM ANTHROPOLOGIE: 13,250SF RETAIL TO SAME Date ln!;pe~ticm Item Inspector Act Comments --"----___ , _________ "" -~------·-··--------- 07/20/2016 89 Final Combo py AP 07/20/2016 89 Final Combo Rl 07/06/2016 14 F ra me/Steei/Bolting!Weldin py PA 07/06/2016 17 Interior Lath/Drywall py PA 07/01/2016 14 Frame/Steel/Bolting/Weld in PY PA 06/30/2016 14 F rame/Steei/Bolting!Weldin py CA 06/29/2016 14 F rame/Steei/Bolting!Weldin PY CA 06/22/2016 17 Interior Lath/Drywall py PA 06/21/2016 17 Interior Lath/Drywall py PA 06/21/2016 44 Rough/Ducts/Dampers py PA 06/17/2016 84 Rough Combo AEK AP phase 3 06/16/2016 84 Rough Combo PB PA 05/25/2016 89 Final Combo py PA 05/18/2016 18 Exterior Lath/Drywall PY AP 05/06/2016 17 Interior Lath/Drywall py PA 05/03/2016 84 Rough Combo py PA 05/02/2016 14 Frame/Steei/Bolting!Weldin py PA 04/29/2016 14 Frame/Steei/Bolting!Weldin PB PA 04/28/2016 34 Rough Electric PB PA 04/28/2016 44 Rough/Ducts/Dampers PB PA 04/15/2016 14 F rame/Steei/Bolting!Weldi n NR PA 04/04/2016 17 Interior Lath/Drywall py PA 04/01/2016 84 Rough Combo PB PA 03/29/2016 14 F rame/Steei/Bolting!Weldin py PA 03/29/2016 21 Underground/Under Floor py AP 03/29/2016 34 Rough Electric py PA Thursday, July 21, 2016 Page 1 of 1 Field Daily Report Project# Job Name: .Av\Tt4\G¢Pe>Lo(_pt£ Job Address: .· .. fq I ,. LA:l...Lfe B:Ar?.ClU./¢1/\A '· License# :s.,g. ~[;;~ Exp Date: -L-""""'-+-~;.u_:bo,io::::...-......- Licensc Required for Inspection: tZ.. <-au.(_...f?.,~ "-<doe <e~ac s Client: ..L_.A<A~·ffi:Q!1~~~----'--~--'--'-- Contractor: -..~:R:...u::P:..JP:...._ _________ __,....._,.__ I Cantact' at Site: ....!tz.ovl=::::.:....:.-------..,..-· _,;~----- Pennit #GISllo( GO-a Jurisdiction ~~ Offsite? DYes 0No ~ Offsite Location: TYPE OF WORK: (check one) ~forced Concrete 0 Prestressed Ccmcrete 0 Masonry 0 Welding 0 Other --'-....,..,.-"'----------,----'--'----'- tASK# fns[Jector Name: D. Af}&J,t~ "'1/ Appro'<d by: :\J ~ 4a-;-.· -- (Prine Name) ~ 'f'/\-~0 '#.) REGULAR Signacure: __________ ..:___ __ H ' ' PROJECT FAN DATA Location Service Manufacturer ---,-·--~··-'c-·---~-----'" --· Model Number ~·~---·----~--·-><~--"------------·------.------ Motor Mfr. ~--.. ,---.~, •u--. Motor H.P. I RPM %Closed Fan Sheave Oiam x Bore ~----~-~---~---··---·---~----~··-· -~-. No. Belts! Size TEST DATA CFM Fan RPM ---~------·-------~---- Motor RPM ~ "~---~--------------- E.S.P. REMARKS EXHAUST FAN REPORT ACTUAL -------------~------·---------------·· ., _______ ----------~------~--·--------~-------..-- H PROJECT AREA REMARKS DATE READINGS BY IN OUT REPORT H PROJECT AREA ~.2:: ~-~ ''7 .. -·-: ___ ;5~;z·.&~.i~'r REMARKS DATE ' IN OUT REPORT -_l-. ___ ,_,_j _____ -. l ! -~~~~~~-'_l~i< ?/l-~72!)=_9~~y: ~~--~-~~~~-~-;;-~ l . I ~-~~tT /....,-_ -~---'1;'----/ 2,s=tq I ---------,1! : ---~-~.1---j+------, ..,..-! -' ----~----.-· ------------ -•-~ ~---·-----~---·•-•-~-~--r-• ~-~~r READINGS BY -----------··-·---~-----~-.. ----~ 0-~- RECORD COPY Off:;ite7 DYes DNa Offsite Location: ·--------------------- TYPE or: WORK: (check one) d Reinforced Concrete !. i Prestressed Concrete Ll Masonry 0 Welding 0 Other ___ Descripcion of Work: ___ (? __ <;::.:.9---" c..-~<:.~:\T'"c::."'--------- -----------·----------- ---·--------------- ---~-------.. ---------·--·----------- ----------'-----·---------·----------·---------------------:,.:-· -----------..:.·<'..'.:d ~·r Approved by: ---------------- (Print Name) ---------Signature: ::;. ::::_~ Field Daily Report l \ Project# Ac lk .. J .. \ I Job Name: __.!.A~./l~Ti.J.:l~:::...t!.::2.~o~~~L::::::::::6>:::...:!,E...~=---------- Job Address: -L\ 4.--l..:l~{!...__::(_:::::.A:a.J· <.-~L::..:'t~-_..!:CY\~--s.:.:1 2:::..:C:::::.:.:f\Z~L::::e'--':::'·:::..A!!::A...::__=~:..=~~ I i !Inspector: Jv; ""8' .. ll License# ·:::, (::>_ /J-&>)G. Exp Date; 11:./l 01 V 1 Client: Av. -r1~2 o PV{... 0 (::;' 1 I \ License Required fo; Inspection: .(2 · · C... vlrt LJZ...t.. T !Z. i Contractor: 6oc..o.A:rr T i j Ccmtact at Site: pL. 1 \.,V· I I I LL # <.J8t I(,.Cj _3-, .--~~~~~~~---------------------j Permit# C r'S I c..?c.:ilu t:lurisdiction LA.teL'SfSA1!> CA Offsite? DYes 0No OffsiteLocation: ------------------- / TYPE OF WORK: {check one) IZi Reinforced Concrete n Prestressed Concrete 0 Masonry 0 Welding Oomcr ______________________________ __ Descriprion of Work: {? COA G-t~~ .r~~·D S,<.;;J.G. \ pic o PK:-!Z. P~oC.. ;"C..-~-ID . ..:::~...::::;:..:t'ZAI~-~"----'=-·,_,..::::.'VV\~-""'>--L--....:S:::..!...H~c·;:...·'· a..Aatv~·t. __ t_..5"""'"-.l.....::· :;:,__-___ _ LOA..~arZ .. ------------------------- ~~~-i~i~~J{' : ------------------------------------------------------------------------------~ Approved by: --====--.::....::.:__-""'--...--1.-=-:...L.;~~------Signature: :s;;::~;?:::::=±::..J'=.,..L.~S'"=' __ _ {Prim Name) H PROJECT LOCATION NOTES: PACKAGE ROOFTOP I HEATPUMP I AC UNIT REPORT j DESIGN j ACTUAL i DESIGN ! ACTUAL j DESIGN I ACTUAL l DESIGN ' ACTUAL :enifiruttnu THIS IS TO CERTIFY THAT Jfartmanaire HAS MET .ALL REQUIREMENTS FOR NEBB CERTIFICA.TION IN THE .FOLLOWING DISCIPLINE c:Iesting Jld.justing and .$alancing o/ E:nvi~zonmenta! Systems FOR THE NEBB BOARD OF DIRECTORS fNI.arcfi 31, 2018 ,...._..,. ....... ~"'"'>J''- ---------·~~ Expiration Date NEBBP.Il'eSidmt 3060 ~k4:-eL NEBB Certification NlUDlber NEBB Presiidelllt~Eie.ct DATE: MAR. 01, 2016 JURISDICTION: CARLSBAD PLAN CHECK NO.: 16-0208 EsGil Corporation In (]!artnersfiip witfi (jovernment for !Bui{aing Safety SET: II PROJECT ADDRESS: 1911 CALLE BARCELONA STREET D APPLICANT ;zl JURIS. D PLAN REVIEWER D FILE PROJECT NAME: ANTHROPOLOGIE-T.I. [THE FORUM AT CARLSBAD] I:8J The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D 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. D 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 Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to: Sara O'Daniel I:8J EsGil Corporation staff did not advise the applicant that the plan check has been completed. D EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Sara Telephone#: 330 666 6767 Date contacted: (by:-) Email: sodaniel@dalevy.com Mail Telephone Fax In Person D REMARKS: By: ALI SADRE, S.E. Enclosures: EsGil Corporation D GA D EJ D MB D PC 2/19 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 DATE: JAN.28,2016 JURISDICTION: CARLSBAD PLAN CHECK NO.: 16-0208 EsGil Corporation In CJ!artnersliip witli government for (]Juiftfing Safety SET: I PROJECT ADDRESS: 1911 CALLE BARCELONA STREET PLICANT RIS. AN REVIEWER D FILE PROJECT NAME: ANTHROPOLOGIE-T.I. [THE FORUM AT CARLSBAD] D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. D The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. 1:8] The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. 1:8] The applicant's copy of the check list has been sent to: -MICt<IAEL NEILANDS .(l;v"'-O' J);IVI•'I' I *. f'liJt Con-io.J i'\att1& M£1~~ D EsGil Corporation staff did not advise the applicant that the plan check has been completed. C8J EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: MICIIAB:-0-~~a~ Telephone#: 330-666-6767 Date contacted: 1-0~ (by~) Email: Eilevv@daley.som Q_ Mail)< Telephone \j M Fax In Person .f 0 otf{ Vll,~ l e o( ~ \ e V.~ . Cibl'l-l D REMARKS: By: ALI SADRE, S. E. Enclosures: EsGil Corporation [gJ GA [gJ EJ D MB D PC 1/22 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 CARLSBAD 16-0208 JAN.28,2016 GENERAL PLAN CORRECTION LIST JURISDICTION: CARLSBAD PLAN CHECK NO.: 16-0208 PROJECT ADDRESS: 1911 CALLE BARCELONA STREET CONSTRUCTION =V-B; SPRINKLERS= YES; HEIGHT= 15'; STORY= ONE; OCCUPANCY= M; AREA (T.I.) = 13,250-S.F. DATE PLAN RECEIVED BY ESGIL CORPORATION: 1/22 REVIEWED BY: ALI SADRE, S.E. FOREWORD (PLEASE READ): DATE REVIEW COMPLETED: JAN.28,2016 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. 1. 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: 1. 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 Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 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 Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation 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 16-0208 JAN.28,2016 3. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? 0 Yes 0 No 4. On the cover sheet of the plans, please note the total actual building area versus the allowable area for the entire building to justify Type V-B Construction as noted. Include the allowable area increases due to sprinklers, yards, etc. as necessary. 5. Specify on the window schedule the glass type and thickness to show compliance with Section 2404. This only applies to the new glazing, as per floor plans. 6. Glazing in the following locations should be of safety glazing material in accordance with Section 2406.4 (see exceptions): a) Fixed and openable panels of door assemblies. b) Individual fixed or operable panels that meet all of the following conditions: i) Exposed area of an individual pane is greater than 9 sq ft, and: ii) Exposed bottom edge is less than 18" above the floor, and: iii) Exposed top edge is greater than 36" above the floor, and: iv) One or more walking surfaces are within 36" horizontally of the plane of the glazing. • NON-RESIDENTIAL GREEN BUILDING STANDARDS (Additions and Alterations) The CA Building Standards Commission (BSC) has adopted the Green Building Standards Code which became effective Jan 1, 2011, and must be enforced by the local building official. The Green Building Standards apply to nonresidential tenant improvements throughout California. These standards applv to tenant improvements with a value of~ $200,000. CGC Sec. 301.3. Add a sheet on plans labeled "Green Building Code Requirements" and include the following notes as required: 7. Light pollution reduction. Note on plans that exterior light pollution must comply with CGC section 5.1 06.8. 8. Moisture control. Note on plans that landscape irrigation systems shall be designed to prevent spray on structures. Exterior entries subject to foot traffic or wind-driven rain shall be designed to prevent water intrusion into the building. CGC Section 5.407.2.2.1. 9. Waste management. Note on plans that the contractor must submit to the Engineering Department or other Agency that regulates construction waste management a Waste Management Plan that outlines the items listed in CGC Section 5.408.1.1. 10. Recycling. Note on plans that a minimum of 50% of construction waste is to be recycled. CGC 5.408.1. Documentation shall be provided to the enforcing agency which demonstrates compliance. CGC Section 5.408.1.4. 11. Waste reduction. Note on plans that 100% of trees, stumps, rocks, and associated vegetation and soils primarily from the construction will be reused or recycled. CGC 5.408.3. CARLSBAD 16-0208 JAN.28,2016 12. Recycling. Note on plans that an identified, readily accessible area shall be provided that serves the entire building for collecting recycling, such as paper, cardboard, glass, plastics, metals, etc. CGC Section 5.41 0.1. 13. Documentation. Note on plans that a building "Systems Manual" as listed in CGC Section 5.41 0.2.5 shall be delivered to the building owner or representative and the facilities operator. Further, note on the plans that the "Systems Manual" shall contain the required features listed in CGC Section 5.41 0.2.5.1. 14. Pollutant control. Note on plans that during construction, ends of duct openings are to be sealed, and mechanical equipment is to be covered. CGC 5.504.3. 15. Pollutant control. Note on plans that VOC's must comply with the limitations listed in Section 5.504.4 and Tables 4.504.1, 5.504.4.1 5.504.4.2, 5.504.4.3 and 5.504.4.5 for: Adhesives, Sealants, Paints and Coatings, Carpet and Composition Wood Products. CGC 5.504.4. 16. Pollutant control. Note on plans that mechanically ventilated buildings shall provide regularly occupied areas with air filtration media for outside and return air that provides at least a Minimum Efficiency Reporting Value (MERV) of 8. MERV 8 filters shall be installed prior to occupancy. CGC Section 5.504.5.3. 17. Pollutant control. Note on plans that where outdoor areas are provided for smoking, such areas are prohibited within 25' of building entries, windows and outdoor air intakes. Signage shall be posted to inform occupants of the prohibitions. CGC Section 5.504.7. 18. Environmental comfort. Note on plans that wall and floor assemblies separating tenant spaces (and tenant spaces from public spaces) shall have an STC of at least 40. CGC Section 5.507.4.3. 19. Environmental comfort. Wall and roof assemblies exposed to noise sources shall have an STC rating of at least 50, with exterior windows having a minimum STC of 40 in the following locations, per CGC Section 5.507.4.1: a) Within the 65 CNEL noise contour of a freeway, railroad or industrial source, as determined by the jurisdiction's Noise Element of the General Plan. b) Within the 65 CNEL noise contour of an airport. c) Note on the plans whether or not this addition or tenant improvement is located within the areas listed above. 20. Outdoor air quality. Note on plans that installations of HVAC, refrigeration and fire suppression systems will not contain CFC's or Halons, per CGC 5. 508.1. 21. Water reduction. Show on plans the following maximum fixture flow rates from Table 5.303.2.3 and Section 5.303.3, as shown below. Revise general notes, plumbing plans, etc. to match. CGC 5.303. For additions or alterations, this only applies to new fixtures. MAXIMUM FIXTURE FLOW RATES FIXTURE TYPE MAXIMUM FLOW RATE Lavatory faucets-nonresidential 0.5 gpm @60 psi Kitchen faucets 1.8 gpm@ 60 psi Metering faucets 0.2 gallons/cycle Water closets 1.28 gallons/flush CARLSBAD 16-0208 JAN.28,2016 22. Provide notes and details on the plans to show compliance with the enclosed "Disabled Access" Review List. See the next item as well. 23. Outdoor water use. Note on plans that a water budget shall be developed for landscape irrigation use that conforms to the local water efficient landscape ordinance. Where no local ordinance exists, show compliance with the California Department of Water Resources Model Water Efficient Landscape Ordinance. See Sections 492.5 through 492.9, 492.10 and 492.11 of the State ordinance at http://www.water.ca.gov/wateruseefficiency/docs/Water0rdSec492.cfm . 24. Outdoor water use. Note on plans that for new water service (or additions/alterations with> 1,000 square feet of cumulative landscaped area}, separate submeters or metering devices shall be installed for outdoor potable water use. Also, irrigation controllers and sensors shall be installed. CGC Sections 5.304.2 and 5.304.3. 25. Note on plans that prior to final inspection the licensed contractor, architect or engineer in responsible charge of the overall construction must provide to the building department official written verification that all applicable provisions from the Green Building Standards Code have been implemented as part of the construction. CGC 1 02.3. • ACCESSIBILITY 26. Please note on plans that all site items including parking, ramps, path of travel, etc. are existing HC complying. See the enclosed list for details. • STRUCTURAL 27. Please specify where details 4 & 5/S302 are cross referenced on plans. 28. Please show lateral support (out of plane) for the partial height wall, as per Section 1/S350. [Dimension its height on plans, indicate the bottom track gage and show the size and embedment of the shot pins on 4/S402 to demonstrate it is adequate for 5-psf lateral loads for a 9' high wall]. 29. On detail 2/S351, specify the max weight (or load) per rod. Also note the size of cloths-rods (vertical & horizontal) on this detail. They are not indicated on plans. 30. Additional corrections may be necessary once revised plans and calculations are submitted for review and approval. • MISCELLANEOUS 31. Please see attached for P/M/E & HC items. 32. The jurisdiction has contracted with EsGil Corporation 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 ALI SADRE, S.E. at EsGil Corporation. Thank you. CARLSBAD 16-0208 JAN.28,2016 PLUMBING AND MECHANICAL CORRECTIONS + JURISDICTION: Carlsbad + PLAN REVIEW NUMBER: 16-0208 PLAN REVIEWER: Glen Adamek DATE: 1127/2016 SET: I GENERAL AND ARCHITECTURAL PME ITEMS 33. Each sheet of the plans must be signed by the person responsible for their preparation, even though there are no structural changes, before the permits are issued. Business and Professions Code. The final set of corrected drawings to be reviewed for signing and sealing just before the permits are to be issued. 34. Please correct the drawings to show the required 42 inch tall "Guards" (guard rails) as per CBC, Sections 1013.6 & 1013.7: Where appliances, equipment, fans, roof hatch openings or other components that require service are located within 10 feet of a roof edge or open side of a walking surface. PLUMBING (2013 CALIFORNIA PLUMBING CODE) 35. Please provide a plumbing fixture schedule on the drawings for all plumbing fixtures. 36. Provide a plumbing piping material schedule on the plans describing the following systems: Potable water piping; drain, waste, & vent piping; gas piping; and storm water drainage piping. 37. Provide complete water line sizing calculations for the new water piping, and new plumbing fixtures: Include the water pressure, pressure loss calculations, water demands, and the developed pipe lengths. CPC 610.0 or Appendix 'A'. 38. As of July 1, 2011, new or relocated water closets and associated flushometer valves, if any, shall use no more than 1.28 gallons per flush, UPC, Sections 402.1 & 402.2.2; and shall meet performance standards, established by the American National Standards Institute Standard A112.19.2, H & S Code, Section 17921.3(b). Please correct all the proposed water closets. 39. As of July 1, 2011, new or relocated urinals and associated flushometer valves, if any, shall use no more than 0.5 gallon per flush, UPC, Section 402.1 & 402.3.2; and shall meet performance standards established by the American National Standards Institute Standard A112.19.2. H & S Code, Section 17921.3(b). 40. All water closet seats, except those within dwelling units, shall be of the open front type or have an automatic seat cover dispenser, as per CPC, Section 411.2.1. CARLSBAD 16-0208 JAN.28,2016 41. Correct the detail 8 on sheet P300 to show that water heater is adequately braced to resist seismic forces. Provide two straps. One strap at top 1/3 of the tank and one strap at bottom 1/3 of the tank. CPC 507.2 MECHANICAL (2013 CALIFORNIA MECHANICAL CODE) 42. Specify the make, model, type, and efficiency of the space heating and cooling systems in agreement with the energy design. 43. Detail the primary and secondary mechanical condensate waste design: Pipe sizing, routing, and termination areas. CMC 309.0 & CPC 807.0 44. Buildings of more than 15' in height shall have an inside means of access that meets the design requirements of CMC 304.2 Please provide. City approval for use of an outside ladder is required. Note: If you have any questions regarding this Plumbing and Mechanical plan review list please contact Glen Adamek 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. ELECTRICAL and ENERGY COMMENTS PLAN REVIEWER: Eric Jensen ELECTRICAL (2013 CALIFORNIA ELECTRICAL CODE) ENERGY (2013 CALIFORNIA BUILDING ENERGY STANDARDS) o The energy and electrical design are fine as submitted. Note: If you have any questions regarding this Electrical and Energy plan review list please contact Eric Jensen 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. CARLSBAD 16-0208 JAN.28,2016 / DISABLED ACCESS REVIEW LIST DEPARTMENT OF STATE ARCHITECT-TITLE 24 The following disabled access items are taken from the 2013 edition of California Building Code, Title 24. Per Section 1.9.1, all publicly and privately funded public accommodations and commercial facilities shall be accessible to persons with disabilities. Please reflect the following items on plans: • SITE PLAN REQUIREMENTS 1. Clearly show that the site development and grading are designed to provide access to all entrances and exterior ground floor exits, as well as access to normal paths of travel, per Section 11 B-206. Where necessary to provide access, shall incorporate pedestrian ramps, curb ramps, stairways and handrails, etc. 2. When more than one building or facility is located on a site, accessible routes of travel shall be provided between buildings and accessible site facilities, per Section 11 B-206.2.2. 3. Show or note that at every primary public entrance, and at every major function area along, or leading to, an accessible route of travel there is to be a sign displaying the international symbol of accessibility. Signs are required to indicate the direction to accessible building entrances and facilities, per Section 11 B-216.3. 4. Show that an accessible route of travel is to be provided to all portions of the building, to accessible building entrances and between the building and the public way, per Section 11 B-206.2.1. 5. Where more than one route of travel is provided, all routes shall be accessible. Section 11 B-206.2.1. 6. Show that a 36" wide detectable warning material is provided at boundaries between walkways and vehicular ways. Sections 11 B-247.1.2.5 and 11 B-705.1.2.5. • ACCESSIBLE PARKING 7. Each lot or parking structure where parking is provided for the public, as clients, guests or employees, shall provide accessible parking as required by Section 11 B-208.2. 8. Show on the site plan the required number of accessible parking spaces for new facilities. Per Table 11 B-208.2, the minimum number of spaces is: a) 1 for each 25 spaces up to 100 total spaces. b) 1 additional space for each 50 spaces for between 101 and 200 total spaces. 9. Show that the accessible parking spaces are located, per Section 11 B-208.3.1 as follows: a) On the shortest possible route to an accessible entrance, when serving a particular building. b) On the shortest route of travel to an accessible entrance of a parking facility. c) Spaces are to be dispersed and located closest to accessible entrances where buildings have multiple accessible entrances with adjacent parking. 10. Show that accessible parking spaces comply with Section 11 B-502.2 as follows: a) Single spaces shall be 14' wide and outlined to provide a 9' parking area and a 5' loading and unloading area. This loading/unloading area may be on either side of the vehicle. b) When more than one space is provided, in lieu of providing a 14' space for each space, two spaces can be provided within a 23' area with a 5' loading zone between each 9'0" wide space. c) Each space is to be a minimum of 18' in depth. 11. At least one in every§ accessible parking spaces (but not less than one) shall be served by an access aisle 8' in width and designated as VAN ACCESSIBLE, per Section 11 B-208.2.4. This loading/unloading area must be on the passenger side of the vehicle. Alternately, the parking stall may be 12' wide with the access aisle 5' wide. Section 11 B-502.3.4. 12. The words "NO PARKING" shall be painted on the ground within each loading and unloading access aisle (in white letters no less than 12" high and located so that it is visible to traffic enforcement officials). Section 11 B-502.3.3. 13. Ramps shall not encroach into any accessible parking space or the adjacent access aisle. Section 11 B-406.5.1. CARLSBAD 16-0208 JAN.28,2016 14. Show on site plan that accessible parking space(s) are to be located such that a person with a disability is not required to travel behind parking spaces other than to pass behind the parking space in which they parked, per Section 118-502.7.1. 15. Show that a bumper or curb is to be provided, and located at each space, to prevent encroachment of cars into the required width of walkways, per Section 11 8-502.7 .2. 16. Show or note that the maximum slope of the parking surface at the accessible space and adjacent access aisle, in any direction, is ::; 1 :48, per Section 11 8-502.4. 17. Show or note on the plans that the accessible parking spaces are to be identified by a reflectorized sign, permanently posted immediately adjacent to and visible from each space, consisting of: a) A profile view of a wheelchair with occupant in white on dark blue background. b) The sign shall :::::70 in.2 in area. c) When in the path of travel, they shall be posted :::::80" from the bottom of the sign to parking space finished grade. d) Signs may also be centered on the wall of the interior end of the parking space. e) Van-accessible spaces shall have an additional sign "Van-Accessible" mounted below the symbol of accessibility. f) In addition, the surface of each accessible space is required to be marked with the international symbol of accessibility. 18. Show, or note, that an additional sign shall also be posted in a conspicuous place at each entrance to off street parking facilities, or immediately adjacent to and visible from each stall or space. Section 11 8-502.8.2. The sign shall be :::::17" x 22" with lettering not :51" in height. Per Section 11298.4 required wording is as follows. "Unauthorized vehicles parked in designated accessible spaces not displaying distinguishing placards or license plates issued for persons with disabilities may be towed away at owner's expense. Towed vehicles may be reclaimed at or by telephoning " • CURB RAMPS 19. Curb ramps shall be constructed where a pedestrian way crosses a curb, per Section 202. 20. Plans shall show that curb ramps are :::::48" wide with a slope of :51:12 (8.33%), per Section 118-406.5.2. 21. The slope of the fanned or flared sides of curb ramps shall not exceed 1:10, per Section 11 8-406.2.2. 22. Show that detectable warnings, 36" deep and extending the full width of the curb ramp, inside the grooved border, are to be installed for all curb ramps (regardless of slope), per Section 11 8-705. Only approved DSAIAC detectable warning products and directional surfaces shall be installed. Section 11 8-705.3. 23. Locate curb ramps to prevent obstruction by parked cars, per Section 11 8-406.5.1. 24. Show that the landing at the top of the curb shall be level and :::::48" depth for the entire width of the curb ramp. Section 11 8-406.5.3. • WALKS AND SIDEWALKS 25. If any proposed walks slope >1 :20 (5%) they must comply with ramp requirements, per Section 118-402.2. 26. Walks along an accessible route of travel are required to be :::::48" minimum in width and have slip resistant surfaces, per Section 11 8-403.5.1, Exception 3. 27. The maximum permitted cross slope for walkways shall be 1:48, per Section 118-403.3. 28. Show or note that any abrupt level changes will be ::;~" along any accessible route of travel. When changes do occur, they shall be beveled with a slope of :51 :2. Level changes of::;~" may be vertical. Section 11 8-303. NOTE: If level changes >W, they must comply with the requirements of ramps. 29. Show that a 60" x 60" level area is provided at areas where a door (or gate) swings toward the walk in the accessible route of travel, per Section 11 8-404.2.4. Show that the walk extends :::::24" beyond the strike edge of the strike edge of any door (or gate) that swings toward the walk. CARLSBAD 16-0208 JAN.28,2016 30. Provide details or interior elevations to show that objects projecting from walls with their leading edges comply with Section 11 B-307 .1 : a) >27" but ::;80" above finished floor protrude ::;4" into walks, halls, corridors, passageways or aisles. b) ::;27" or >80" above finished floor may protrude any amount. c) Freestanding objects mounted on posts or pylons may overhang ::;12" into the walk, hall, etc. if;::27" but ::;80" above ground surface or finished floor. • PEDESTRIAN RAMPS • Revise the ramp details on 1/A325 as follows: 31. Show that handrails are ;::1 W' but ::;2" in any cross sectional dimension. Additionally, show that the handrails are placed a ;::1%" from any wall, per Section 11 B-505.7. Grip portion of%", as shown on plans, is not acceptable. 32. Where the ramp surface is not bounded by a wall, the ramp shall comply with one of the following requirements, per Section 11 B-405.9.2: a) A guide curb a minimum of 2" in height shall be provided at each side of the ramp; or b) A wheel guide rail shall be provided that prevents the passage of a 4" sphere where the sphere is within 4" of the finish floor. • ENTRANCES AND CIRCULATION 33. Note that all entrances, and exterior ground level exits, are accessible, per Section 11 B-206.4.1. 34. Note that all floors of a given story shall be a common level throughout, or shall be connected by pedestrian ramps, elevators or lifts. Sections 11 B-206.2.4 and 11 B-402.2. • SANITARY FACILITIES 35. Where toilet rooms are provided, each toilet room shall comply with Section 11 B-213. Where bathing facilities are provided, each bathing room shall comply with Section 11 B-603. Section 11 B-213.2. 36. Where facilities are to be used solely by children, the specific heights may be adjusted to meet their accessibility needs, per Section 11 B-604.9. 37. Show that passageways leading to sanitary facilities have required clear access widths. Show that all doorways have: a) ;::32" clear opening. b) A clear area: i) ;::60" in the direction of the door swing. ii) ;::44" away from the direction of door swing. c) All strike edge clearance dimensions are required to be met (i.e. 18" strike edge distance). • SINGLE ACCOMMODATION FACILITIES 38. Show a sufficient space in the toilet room for a wheelchair to enter the room and close the door, per Section 11 B-603.2. The space is required to be: a) ;::60" diameter. b) AT-shaped space as shown in Figure 11 B-304.3.2. c) Doors are not permitted to encroach into this space by more than 12 inches. 39. Show that the water closet is located in a space which provides: a) A clear space at the water closet in compliance with Section 11 B-604.3.2 (this prohibits any fixtures from encroaching into the clear space at the rear wall). b) A clear space in front of the water closet measuring 60" wide by 48" in front. Section 11 B-604.3.1. See the following figures. • G CARLSBAD 16-0208 JAN.28,2016 [DO NOT PAY-THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK NO.: 16-0208 PREPARED BY: ALI SADRE, S.E. DATE: JAN.28,2016 BUILDING ADDRESS: 1911 CALLE BARCELONA STREET BUILDING OCCUPANCY: M; V-B/SPR. BUILDING AREA Valuation PORTION (Sq. Ft.) Multiplier T.l. 13250 Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code CB By Ordinance Bldg. Permit Fee by Ordinance Plan Check Fee by Ordinance Type of Review: D Repetitive Fee .,.. Repeats Complete Review o Other 0 Hourly EsGil Fee Reg. VALUE ($) Mod. 606,585 $2,358.261 $1,532.871 D Structural Only 1-------IIH'. @ • $1,320.631 c?111ments: ln'ad(jiti9{1 tq tbe,abo\fet:fee,Lall addition~! fee.Of$86 is due ( 1 ~hour.@ $·86/hr.) for thtfC~.I~.reen revievv. Sheet 1 of 1 macvalue.doc + ~·····CITY OF RLSB PLAN CHECK REVIEW TRANSMITTAL Community & Economic Development Department 1635 Faraday Avenue Carlsbad CA 92008 www.carlsbadca.gov DATE: 02/02/2016 PROJECT NAME: ANTHROPLOGIE Tl PROJECT ID:CB160208 PLAN CHECK NO: 1 SET#: 1 ADDRESS: 1911 CALLE BARCELONA STE4-158 APN: VALUATION: $606,585 This plan check review is complete and has been APPROVED by: LAND DEVELOPMENT ENGINEERING DIVISION Final Inspection by the Construction Management Division is required Yes X No D This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: SODANIEL@DALEVY.COM 760-602-2784 Christopher.Giassen@carlsbadca.gov D Linda Ontiveros 760-602-2773 Linda.Ontiveros@carlsbadca.gov VaiRay Nelson 760-602-27 41 VaiRay.Nelson@carlsbadca.gov For questions or clarifications on the attached checklist please contact the reviewer as marked above. Remarks: ANTHROPLOGIE Tl Tl Outstanding issues are marked with . X.·· . Please make the necessary corrections for compliance with applicable codes and standards and re-submit corrected plans and/or specifications to the Building division. Items that conform to permit requirements are marked with .f -or-have intentionallu been left blank. 1. SITE PLAN Provide a fully dimensioned site plan drawn to scale. Show: North arrow Existing & proposed structures Property line dimensions Easements Show on site plan: Drainage patterns Existing & proposed slopes Existing topography Retaining Walls (location and height) Indicate what will happen with soil excavated from pool area. 13,250 SF Tl RETAIL Include on title sheet: FEE'S PAID ON CB013779 Site address Assessor's parcel number Legal description/lot number . 1 , For all commercial/industrial building and tenant improvements, include: total building square footage with the square footage fore each different use, showing square footage of different uses (manufacturing, storage, warehouse, office, etc.) Example: Lot I Map No.: LOT 4 MAP 13997 Subdivision/Tract: CT 92-08 Reference No(s): CARLSBAD FORUM E-37 10,900 sf of SHELL to 10,900 sf OFFICE 7,000 sf of SHELL to 7,000 sf STORAGE 3,900 sf of SHELL to 3900 sf MANUFACTURING Page 2 of4 REV 6/2012 ANTHROPLOGIE Tl 1 N/A Attachments: E-37 2. GRADING PERMIT REQUIREMENTS The conditions that require a grading permit are found in Section 11.06.030 of the Municipal Code. Inadequate information available on site plan to make a determination on grading requirements. Include accurate grading quantities in cubic yards (cut, fill, import, export and remedial). This information must be included on the plans. If no grading is proposed write: "NO GRADING" Minor Grading Permit required. NOTE: The grading permit must be issued and grading approval obtained prior to issuance of a building permit. A separate grading plan prepared a registered civil engineer must be submitted together with the completed application form attached. Graded Pad Certification required. All required documentation must be provided to your Construction Management & Inspection division inspector, . The inspector will then provide the Land Development Engineering counter with a release for the building permit. See attached checklist for minimum submittal requirements. 3. MISCELLANEOUS PERMITS RIGHT-OF-WAY PERMIT is required to do work in city right-of-way and/or private work adjacent to the public right-of-way. A separate right-of-way issued by the engineering division is required for the following: N/A . Engineering Application Storm Water Form Right-of-Way Application/Info I · Reference Documents Page 3 of 4 REV6/2012 ***THIS CALCULATION WORKSHEET IS NOT ALL-INCLUSIVE OF FEES THAT MAY BE DUE FOR THIS PROJECT*** Prepared by: Address: Fee Calculation Worksheet ENGINEERING DIVISION Date: GEO DATA:LFMZ : Bldg. Permit#: /B&T: Fees Update by: Date: Fees Update by: Date: EDU CALCULATIONS: List types and square footages for all uses. Types of Use: I Sq.Ft./Units Types of Use: Sq.Ft./Units Types of Use: Types of Use: Sq.Ft./Units Sq.Ft./Units ADT CALCULATIONS: List types and square footages for all uses. EDU's: EDU's: EDU's: EDU's: Types of Use: I Sq.Ft./Units I ADT's: Types of Use: Types of Use: Types of Use: FEES REQUIRED: Sq.Ft./Units Sq.Ft./Units Sq.Ft./Units ADT's: ADT's: ADT's: Within CFD: !{]YES (no bridge & thoroughfare fee in District #1, reduces Traffic Impact Fee) ··· NO 1. PARK-IN-LIEU FEE:! jNW QUADRANT NE QUADRANT I ........ :SE QUADARANT ]SW QUADRANT ADT'S/UNITS: I X FEE/ADT: I =$ 2.TRAFFIC IMPACT FEE: ADT'S/UNITS: IX FEE/ADT: I =s 3. BRIDGE & THOROUGHFARE FEE: DIST. #1 DIST.#2 DIST.#3 ADT'S/UNITS: IX FEE/ADT: I =s 4. FACILITIES MANAGEMENT FEE ZONE: ADT'S/UNITS: IX FEE/SQ. FT./UNIT: I =s 5. SEWER FEE EDU's IX FEE/EDU: I =s BENEFIT AREA: EDU's IX FEE/EDU: I =s 6. DRAINAGE FEES: PLDA: [::.~.j HIGH MEDIUM ... " .. ]LOW ACRES: IX FEE/AC: I =s 7. POTABLE WATER FEES: UNITS I CODE I CONN. FEE I METER FEE I SDCWA FEE I TOTAL PLANNING DIVISION BUILDING PLAN CHECK APPROVAL P-29 DATE: 1-21-16 PROJECT NAME: PROJECT ID: Development Services Planning Division 1635 Faraday Avenue {760) 602-4610 www.carlsbadca.!Iov PLAN CHECK NO: CB 16-0208 SET#: 1 ADDRESS: 1911 Calle Barcelona APN: ~ This plan check review is complete and has been APPROVED by the Planning Division. By: Chris Sexton A Final Inspection by the Planning Division is required DYes ~No You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. D This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check APPROVAL has been sent to: sodaniel@dalevy.com For questions or clarifications on the attached checklist please contact the following reviewer as marked: D 760-602-4624 Ch ris.Sexton@carlsbadca.gov Gina Ruiz 760-602-4675 Gina.Ruiz@carlsbadca.gov D Veronica Morones 760-602-4619 Veronica.Morones@carlsbadca.gov Remarks: • ENGINEE~ING. ··-•····-7so-so2~27so ' ' ",' '" ':' ~ Chris Glassen 760-602-2784 VaiRay Marshall 760-602-27 41 VaiRay.Marshall@carlsbadca.gov linda Ontiveros 760-602-2773 Linda.Ontiveros@carlsbadca.gov 760-602-4663 Gregory.Ryan@carlsbadca.gov Cindy Wong 760-602-4662 Cynthia.Wong@carlsbadca.ggy Dominic Fieri 760-602-4664 Dominic.Fieri@carlsbadca.gov p (208) 342-7168 201 N. Maple Grove Rd, Suite 100 Idaho 83704 5 February 20 16 ATTN: Mr. David Fredrickson Subject: Anthro -Carlsbad, CA Plan Check Number: 16-0208 Lochsa Number: 154265.00 FEB 1 9 2016 Dear Mr. Fredrickson, City reviews are an important part of the building process and we look forward to resolving the issues brought forth by the peer reviewer. Please see summary of our responses below: Structural Review Comments: 27: 28: 29: Please specify where details 4 & 5/S302 are cross referenced on plans. Response: The details are referenced on S300. Please see accompanying drawings for more information. Please show lateral support (out of plane) for the partial height wall, as per Section 1 /S350. (Dimension its height on plans, indicate the bottom track gage and show the size and embedment of the shot pins on 4/S402 to demonstrate it is adequate for 5 psf lateral loads for a 9 '-0 " high wall) Response: The size and embedment of the shot pins on 4/S402 has been noted. The framing for this wall is intended to span from the concrete deck to the header above. The header above spans from a HSS column back to a full height walls. Please see accompanying calculations for more information. On Detail2/S351, specify the max weight (or load) per rod. Also note the size of clothes-rod (vertical and horizontal) on this detail. They are not indicated on plans. Response: The clothes hangers are a proprietary product, but the overall shapes and maximum drop heights are indicated on the accompanying drawings. Please see accompanying drawings for more information. Engineering wwvv. !ochs<:tcom 1-866-6~6-9784 n r~ 1 t ~() tJ f1R!: Page 2 of 2 Please let us know if there are any further questions and concerns. Respectfully, 7l!i:2ey, PE Nick Hrico, P .E. Engineer, Structural Group Principal, LEED Green Associate Lochsa Engineering 1-866-606-9784 Colorado: (720) 644-9246 Idaho: (208) 342-7168 Nevada: (702) 365-9312 Rev.l Structural Calculations for Anthropologie Carlsbad, CA (to be used in conjunction with previous submittals) NO. C51006 EXP. 09/30/2017 2-5-16 CLIENT: David Levy & Associates LOCHSA JOB#: 154265.00 Scope: Interior partial height wall framing. Disclaimer: All sketches, key plans, legends, and nomenclature contained within this calculation package are for reference only and are intended as a communication and/or organization tool for using the calculations. As a result, they are not intended to be used as part of or supersede the construction drawings nor is the nomenclature intended to directly correspond with the nomenclature used on the construction drawings. Lochsa Engineering www.lochsa.com 1-866-606-9784 Cotcrado: i720} 644 .. 9246 idaho: {201;'\)342-715$ Nevada: (702) 365-9312 1/S350 Partial Height Wall 201 N. Maple Grove Rd, Suite 100, Boise, !D 83704 P: {208) 342-7168 F: {208) 342-3079 Loading Live Load: Interior Pressure; Dead Load: Miscellaneous; Applied Loads: Stud Spacing; Dead Load; Live Load; Lochsa Engineering Client David Levy & Associates Project Antrho -Carlsbad Sheet 1 of 1 Job No. 154265.00 Date 1/7/2016 ------------------------------ ----------------Engineer_,S:...:.:.H:....:..:..... __ _ Pressure = 5 psf Finish = 1 0 psf Sstud = 16 in Dead_Load =Finish* Sstud Dead_Load = 13.3 plf Live_ Load= Pressure* Sstud Live_Load = 6.7 plf www.lochsa.com 1-866-606-9784 rrent Date: 1/7/2016 2:00PM Jnits system: English 'ile name: Z:\2015-Structural\ 154265 Anthro Carlsbad\Calcs\RAM Elements\154265 Partial Height Wall 1.A401 SH.etz\ J 54265.00 Anthro Carlsbad 1/8350 Partial Height Wall _,Restraints -Node Numbering Member Lengths .:: Member Materials -Member Sections Members not selected are the same as this one. They were not selected for clarity, but are included in design. Jrrent Date: 1/7/2016 1:13PM Jnits system: English 'ile name: Z:\2015-Structural\ 154265 Anthro Carlsbad\Calcs\RAM Elements\154265 Partial Height Wall 1.A401 SH.etz\ 'ad condition: DL=Dead Load --- 154265.00 Anthro Carlsbad 1/8350 Partial Height Wall • Global distributed • Members ·.Dead Load -See Load sheet ' ! l ;-0.0133[Kip/ft] . ~0.0133[Kip/ft] . f-0.0133[Kip/ft] i ""0.01~3[Kip/ft] , f-0.0133[Kip/ft] J j I ~0.0133[Kip/ft] • Local distributed -f"lembers -0.01~3[Kipfft] I ~o.o1~3[Kip/ftJ i i -0.01~3[Kip/ft] ' . ' ~0.0133[Kip/:ft] i-0.0133[Kip/ft] :-o.o)117[Kip/ft] i-O.OOS[Kip/ft] ' ' ' ' ' r~ ,ment Date: 1/7/20161:12 PM Jnits system: English 'ile name: Z:\2015-Structural\ 154265 Anthro Carlsbad\Calcs\RAM Elements\ 154265 _Partial Height Waii_1.A401_ SH.etz\ 1ad condition: LL=LL c154265.00 Anthro Carlsbad 1 /S350 Partial Height Wall -Live Load (Interior Pressure) -See Load sheet • Global distributed • Members • Local distributed • Members Current Date: 1/7/20161:14 PM Units system: English File name: Z:\2015-Structural\ 154265 Anthro Carlsbad\Calcs\RAM Elements\ 154265 _Partial Height Wa11_1.A401_ SH.etz\ Report: Summary • For all selected load conditions Load conditions to be included in design : 01=0L 02=0L+LL Description Section aisiBox 6x6x057 aisiSSMA_S 6005162-43 HSS_SQR 6X6X1_4 Steel Code Check Member Ctrl Eq. 2 3 5 6 7 8 9 10 11 12 13 14 15 4 01 at 100.00% 02 at 51.56% 01 at 0.00% 02 at 100.00% 01 at 0.00% 02 at 0.00% 01 at 0.00% 02 at43.75% 01 at 0.00% 02 at43.75% 01 at 0.00% 02 at 50.00% 01 at 0.00% 02 at 50.00% 01 at 0.00% 02 at50.00% 01 at 0.00% 02 at 50.00% 01 at 0.00% 02 at43.75% 01 at 0.00% 02 at43.75% 01 at 0.00% 02 at 0.00% 01 at 0.00% 02 at 100.00% 01 at 100.00% 02 at 0.00% Ratio Status 0.01 OK -":ii;"~ 0.01 OK ~:."?~ 0.02 OK WiOS.·, •. tztlJIU• 0.03 OK {1!:.'9~~ 0.03 OK t~ 0.03 OK 0.03 OK 0.03 OK 0.03 OK (1.).(16~; 0.03 OK 0.03 OK t.D~Q6Jl. ii ICW 0.02 OK c B'DJ<·; 0.02 OK 0.00 OK --~ Reference C3.3.1-1 C5.2.1-3 C4.1 C-3.4 C4.1 C-3.4 C4.1 C5.2.1-3 C4.1 C5.2.1-3 C4.1 C5.2.1-3 C4.1 C5.2.1-3 C4.1 C5.2.1-3 C4.1 C5.2.1-3 C4.1 C5.2.1-3 C4.1 C5.2.1-3 C4.1 C-3.4 C4.1 C3.3.1-1 Eq. H1-1b Eq. H1-1 b Current Date: 1/7/2016 1:15 PM Units system: English File name: Z:\2015-Structural\ 154265 Anthro Carlsbad\Calcs\RAM Elements\ 154265 _Partial Height Wa11_1.A401_ SH.etz\ Envelope for nodal reactions Note.-lc is the controlling load condition Direction of positive forces and moments Envelope of nodal reactions for 01=0L Node 3 5 7 9 11 13 15 17 19 21 23 02=0L+LL Max Min Max Min Max Min Max Min Max Min Max Min Max Min Max Min Max Min Max Min Max Min Max Fx lc [Kip] 0.000 01 0.000 01 0.002 01 0.002 01 0.000 01 0.000 01 0.000 01 0.000 01 0.000 01 0.000 01 0.000 01 0.000 01 0.000 01 0.000 01 0.000 01 0.000 01 0.000 01 0.000 01 0.000 01 0.000 01 0.000 01 0.000 01 0.000 01 Forces Fy lc [Kip] 0.062 01 0.062 01 ~J~J'!!IJ; 0.075 01 0.104 01 0.104 01 0.123 01 0.123 01 0.126 01 0.126 01 0.125 01 0.125 01 0.123 01 0.123 01 0.123 01 0.123 01 0.124 01 0.124 01 0.125 01 0.125 01 0.124 01 0.124 01 0.114 01 Fz lc [Kip] 0.022 02 0.000 01 ~} 0.000 01 0.027 02 0.000 01 0.030 02 0.000 01 0.032 02 0.000 01 0.033 02 0.000 01 0.034 02 0.000 01 0.034 02 0.000 01 e:mrll '¥"ED 0.000 01 0.032 02 0.000 01 0.030 02 0.000 01 0.027 02 Analvsis result Mx lc [Kip*ft] 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 Moments My lc [Kip*ft] 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 Mz lc [Kip*ft] 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 25 Min Max Min 0.000 01 0.000 01 0.000 01 0.114 01 0.080 01 0.080 01 0.000 01 0.019 02 0.000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 Current Date: 1/7/2016 1:16PM Units system: English File name: Z:\2015-Structural\ 154265 Anthro Carlsbad\Calcs\RAM Elements\ 154265 _Partial Height Wa11_1.A401_ SH.etz\ Envelope for nodal reactions Note.-lc is the controlling load condition Direction of positive forces and moments Envelope of nodal reactions for 01=DL Node 02=DL+LL D3=1.20L +1.6LL '·di!Dllc (~ Forces QEy:;t lc &iD ~-lc 0~-- 2 Max -0.002 01 @b~':.JID. :·~ Min EJ:.~;~ 0.079 01 0.000 01 Analvsis result ·lbb·lc ::t~· ~0~ 0.00000 01 Moments My lc [Kip*ft] 0.00000 01 0.00000 01 Mz lc [Kip*ft] 0.00000 01 0.00000 01 Current Date: 1/7/2016 1:16PM Units system: English File name: Z:\2015-Structural\ 154265 Anthro Carlsbad\Calcs\RAM Elements\ 154265 _Partial Height Waii_1.A401_ SH.etz\ Analvsis result Nodal displacements envelope Note.-lc is the controlling load condition Nodal disp~~~e~ents envelope for: -1JIIl!li111lJE)I~~- Node 4 6 8 10 12 14 16 18 20 22 24 26 02=0L+LL 03=1.20L +1.6LL Max Min Max Min Max Min Max Min Max Min Max Min Max Min Max Min Max Min Max Min Max Min Max Min X lc [in] 0.000 01 0.000 03 0.000 01 0.000 03 0.000 01 0.000 03 0.000 01 0.000 03 0.000 01 0.000 03 0.000 01 0.000 03 0.000 01 0.000 03 0.000 01 0.000 03 0.000 01 0.000 03 0.000 01 0.000 03 0.000 01 0.000 03 0.000 01 0.000 03 Translation Y lc [in] 0.000 01 0.000 03 0.000 01 0.000 03 -0.001 01 -0.001 03 -0.001 01 -0.001 03 -0.001 01 -0.001 03 -0.001 01 -0.001 03 -0.001 01 -0.001 03 -0.001 01 -0.001 03 -0.001 01 -0.001 03 -0.001 01 -0.001 03 0.000 01 -0.001 03 0.000 01 0.000 03 Z lc [in] Rx lc [Rad] 0.000 D1 0.00000 D1 \f:ltJ:~~ -0.00189 D3 0.000 D1 0.00000 01 4f:4I.Z69'!!G~ -0.00027 D3 0.000 D1 0.00000 01 &:1~t:la -0.00054 D3 0.000 D1 0.00000 D1 <f:!-ff\'W3c"' -0.00083 D3 0.000 D1 0.00000 D1 -~;BJ!,. -0.00110 D3 0.000 D1 0.00000 D1 0.000 D1 0.00000 D1 8<"3l&~"'m& -0.00147 03 0.000 D1 0.00000 D1 -~~--0.00155 D3 0.000 D1 0.00000 D1 ~--0.00158 03 0.000 D1 0.00000 D1 ;;:~;~t -0.00159 03 0.000 D1 0.00000 01 '~~;,;:jJjjlD:,¥ -0.00161 D3 0.000 D1 0.00000 D1 ®;,'1U"l[i~ -0.00172 D3 Rotation Ry lc [Rad] 0.00000 01 -0.00276 03 0.00418 03 0.00000 01 0.00377 03 0.00000 01 0.00315 03 0.00000 01 0.00239 03 0.00000 01 0.00154 03 0.00000 01 0.00063 03 0.00000 01 0.00000 01 -0.00025 03 0.00000 01 -0.00109 03 0 00000 01 -0.00181 03 0.00000 01 -0.00237 03 0.00000 01 -0.00270 03 Rz lc [Rad] 0.00001 03 0.00001 D1 -0.00002 01 -0.00002 03 -0.00001 01 -0.00001 03 0.00000 01 0.00000 03 0.00000 03 0.00000 01 0.00000 03 0.00000 01 0.00000 01 0.00000 03 0.00000 01 0.00000 03 0.00000 D1 0.00000 03 0.00000 03 0.00000 01 0.00001 03 0.00001 01 0.00002 03 0.00002 01 r 11 Colorado: (720) 644--9246 Idaho: (208) 342-7168 Nevada: (702) 365-9312 1/)GTnl L L/fttiv2 ; tvoDG' ·17 , F~ "24 Jb Lochsa Enaineerina Client Dll-v!D t-fl! £ A:;::J''';:;,:r£s Project A-tJTNEe.~ -c~c-lz.L:rBAD vvvvw.iochsa.com Sheet of --- Job No. Js-t~::zG::co Date J/7 /zo 10 Engineer s.if. ----- 1-866-606-9784 1 /S203 Node 2 www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: Specifier's comments: 1 Input data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Anchor plate: Profile: Base material: Installation: Reinforcement: Geometry [in.] & Loading [lb, in.lb] Profis Anchor 2.6.2 Page: Project: Sub-Project I Pos. No.: Date: 1/7/2016 flliiJ~IQ''II@fti hef,opti = 2.750 in.-~;~~~ 5.8 ESR-3187 7/1/201513/1/2016 Design method ACI 318-11 I Chern eb = 0.000 in. (no stand-off); t = 0.375 in. lx x ly x t = 14.000 in. x 6.000 in. x 0.375 in.; (Recommended plate thickness: not calculated Square HSS {AISC); (L x W x T) = 6.000 in. x 6.000 in. x 0.250 in. uncracked concrete, 4000, fc' = 4000 psi; h = 4.000 in., Temp. short/long: 32/32 oF hammer drilled hole, Installation condition: Dry tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar ~~ ~----------LRFD Loading ~0 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 a registered Trademark of Hilti AG, Schaan www.hilti.us Profis Anchor 2.6.2 Company: Page: 2 Specifier: Project: Address: Sub-Project I Pos. No.: Phone I Fax: Date: E-Mail: 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 0 250 -118 2 0 133 -118 3 3546 251 120 4 3060 134 120 max. concrete compressive strain: 0.36 [%o) max. concrete compressive stress: 1558 [psi) resulting tension force in (x/y)=(3.316/2.125): 6605 [lb) resulting compression force in (x/y)=(3.212/-2.574): 6700 [lb) 3 Tension load Steel Strength* Bond Strength** Sustained Tension Load Bond Strength* Concrete Breakout Strength** Load Nua [lb] 3546 6605 N/A 6605 *anchor having the highest loading **anchor group (anchors in tension) 3.1 Steel Strength N5a = ESR value <jl Nsteel 2: Nua Variables n 1 Calculations N5a [lb} 10290 Results N5a [lb} 10290 refer to ICC-ES ESR-3187 ACI318-11 Table Dk1.1 futa [psi] 0.14 72500 psteel p N58 [lb} 0.650 6688 Nua [lb} 3546 Input data and results must be checked for agreement with the existing conditions and for plausibility! 221 -60 221 -60 Capacity cpNn [lb] 6688 6676 N/A 6918 PROFIS Anchor (c) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan ,, '·'E; 1/7/2016 y 03 i"'''cc c01 0 Tension X 0<· compression Utilization [JN = NualcpNn Status 54 OK 99 OK N/A N/A 96 OK 04 02 www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: 3.2 Bond Strength Nag = {::•a) \j/ec1,Na \j/ec2,Na \j/ed,Na \j/cp,Na Nba 4> Nag <': Nua ANa =see ACI318-11, Part 0.5.5.1, Fig. RD.5.5.1(b) ANaO = (2 CNa)2 -10d ·_ c CNa -a 'V~ \j/ec,Na = (1 +\~) !> 1.0 CNa \j/ed,Na = 0. 7 + 0.3 {Ca,min) S 1.0 CNa = MAX{Ca,min CNa) < 1 O \j/cp,Na Cac ' Cac -. Nba = Aa · Tk,c · Kbond · 1t · da · hef Variables Tk,c,uncr [psi] da [in.] 1750 0.500 ec1,N [in.) ec2,N [in.) 0.184 0.000 Calculations CNa [in.] ANa [in.2] 6.279 220.48 \j/ec1,Na \j/ec2,Na 0.972 1.000 Results Nag [lb] ~bond 10271 0.650 her [in.] 2.750 Cac [in.] 6.515 ANao [in.2] 157.69 \j/cp,Na 1.000 ~Nag [lb] 6676 Page: Project: Sub-Project I Pos. No.: Date: ACI318-11 Eq. (D-19) ACI318-11 Table 0.4.1.1 ACI318-11 Eq. (D-20) ACI318-11 Eq. (D-21) ACI318-11 Eq. (D-23) ACI318-11 Eq. (D-25) ACI 318-11 Eq. (0-27) ACI318-11 Eq. (D-22) Ca,min [in.] Kbond 1.00 \j/ed,Na 1.000 Nba [lb] 7561 Nua [lb] 6605 Tk,c [psi] 1750 A a 1.000 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 a registered Trademark of Hilti AG, Schaan Profis Anchor 2.6.2 3 1/7/2016 www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: 3.3 Concrete Breakout Strength (ANc) Ncbg = ANca ljfec,N ljfed,N ljfc,N ljfcp,N Nb <P Ncbg <:: Nua ANc see ACI 318-11, Part 0.5.2.1, Fig. RD.5.2.1 (b) ANcO = 9 h~t ljfec,N =(1+~e~)s1.0 3 het ljfed,N = 0.7 + 0.3 (~5'h:J S1.0 ljfcp,N = MAX{Ca,min, 1 .5het) $ 1_0 Cac Cac = kc A.a ft: h!i5 Variables het [in.] ec1,N [in.] ec2,N [in.] 2.750 0.184 0.000 Cac [in.] kc A. a 6.515 24 1.000 Calculations ~c[in.2] ANcO [in.2] ljfec1,N 109.31 68.06 0.957 Results Ncbg [lb] ~concrete p Ncbg [lb] 10643 0.650 6918 ACI 318-11 Eq. (D-4) ACI318-11 Table 0.4.1.1 ACI318-11 Eq. (D-5) ACI318-11 Eq. (D-8) ACI318-11 Eq. (D-10) ACI318-11 Eq. (D-12) ACI318-11 Eq. (D-6) Ca,min [in.] ( [ps~ 4000 ljfec2,N 1.000 Nua [lb] 6605 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 a registered Trademark of Hilti AG, Schaan Profis Anchor 2.6.2 Page: 4 Project: Sub-Project I Pos. No.: Date: 1/7/2016 ljfc,N 1.000 ljfed,N ljfcp,N Nb [lb] 1.000 1.000 6922 www.hilti.us Profis Anchor 2.6.2 Company: Page: 5 Specifier: Project: Address: Sub-Project I Pos. No.: Phone I Fax: Date: 1/7/2016 E-Mail: 4 Shear load Load Vua [lb] Capacity +Vn [lb] Utilization ~v = Vual+Vn Status Steel Strength* 251 Steel failure (with lever arm)* N/A Pryout Strength (Concrete Breakout 251 Strength controls)* Concrete edge failure in direction ** N/A * anchor having the highest loading **anchor group (relevant anchors) 4.1 Steel Strength Vsa = (n 0.6 Ase,V futa) ~ Vsteel ~ Vua Variables n 1 Calculations v •• [lb] 6175 Results v •• [lb] 6175 refer to ICC-ES ESR-3187 ACI 318-11 Table 0.4.1.1 futa [psi] 0.14 72500 ~steel ~ v •• [lb] 0.600 3705 (n 0.6 Ase,V futa) [lb] 6175 Vua [lb] 251 4.2 Pryout Strength (Concrete Breakout Strength controls) Vcp = kcp [ {::c:) '!'ed,N '!'c,N '!'cp,N Nb] ~ Vcp~Vua ANc see AC1318-11, Part 0.5.2.1, Fig. RD.5.2.1(b) ANcO = 9 h~f '!fec,N = ( 1+ ~ e~) $ 1.0 3 hef 'lfed,N = 0.7 + o.3 { ~.·s~:J s 1.0 = MAX{Ca,min 1.5hef) $ 1_0 \f/cp,N Cac ' Cac Nb = kc A.a ~ h~i5 Variables kcp 2 '!fc,N 1.000 Calculations ANc [in.2] 41.41 Results Vcp [lb] 7075 her [in.] 2.750 Cac [in.] 6.515 ANco [in.2] 68.06 pconcrete 0.700 ec1,N [in.] 0.000 24 '!fec1,N 1.000 p Vcp [lb] 4952 ACI318-11 Eq. (0-40) ACI318-11 Table 0.4.1.1 ACI 318-11 Eq. (D-5) AC1318-11 Eq. (D-8) ACI 318-11 Eq. (0-10) ACI 318-11 Eq. (D-12) ACI318-11 Eq. (D-6) ecz,N [in.] 0.000 1.000 ljlec2,N 1.000 Vua [lb] 251 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 a registered Trademark of Hilti AG, Schaan 3705 7 OK N/A N/A N/A 4952 6 OK N/A N/A N/A Ca,min [in.] fc [psi] 4000 ljled,N ljlcp,N Nb [lb] 1.000 1.000 6922 www.hilti.us Profis Anchor 2.6.2 Company: Page: 6 Specifier: Project: Address: Sub-Project I Pos. No.: Phone I Fax: Date: 1/7/2016 E-Mail: 5 Combined tension and shear loads Utilization 13N.v [%] Status 0.989 0.068 1.000 89 OK 13Nv = (13N + 13v) I 1.2 <= 1 6 Warnings • Load re-distributions on the anchors due to elastic deformations of the anchor plate are not considered. The anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the loading! Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies when supplementary reinforcement is used. The <I> factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. Design Strengths of adhesive anchor systems are influenced by the cleaning method. Refer to the INSTRUCTIONS FOR USE given in the Evaluation Service Report for cleaning and installation instructions Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! • Installation of Hilti adhesive anchor systems shall be performed by personnel trained to install Hilti adhesive anchors. Reference ACI 318-11, Part D.9.1 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 a registered Trademark of Hilti AG, Schaan www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: 7 Installation data Anchor plate, steel:- Profile: Square HSS (AISC); 6.000 x 6.000 x 0.250 in. Hole diameter in the fixture: d1 = 0.563 in. Plate thickness (input): 0.375 in. Recommended plate thickness: not calculated Cleaning: Premium cleaning of the drilled hole is required :<;. •cc;.:·:. . ··'·., .. ;; ::; . ...• •·.· : .. : .. '·] tzl . '):-d. :.:;c•.· Coordinates Anchor in. Anchor 1 2 3 4 X 1.000 6.000 1.000 6.000 y -2.125 -2.125 2.125 2.125 -4.000 7.000 ::; •. <· . : •.. } 8.000 l'li(;, I'\·· I> [:'· .. l·'i h·:··· •F Input data and results must be checked for agreement with the existing conditions and for plausibility! y Profis Anchor 2.6.2 Page: 7 Project: Sub-Project I Pos. No.: Date: 1/7/2016 Anchor type and diameter: HIT -HY 200 + HAS 1/2 Installation torque: 360.001 in.lb Hole diameter in the base material: 0.563 in. Hole depth in the base material: 2.750 in. Minimum thickness of the base material: 4.000 in. 7.000 03 1 5.000 4 2 1.000 PROFIS Anchor (c) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan l{) r---co ci c c c <"': 0 l{) ·'! """ c c c <"': l{) r---co ci www.hilti.us Profis Anchor 2.6.2 Company: Page: 8 Specifier: Project: Address: Sub-Project I Pas. No.: Phone I Fax: Date: 1/7/2016 E-Mail: 8 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the Auto Update 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! PROFIS Anchor (c) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Coiotado (720) 644-9246 Idaho: (20E:) 342-7163 Nevada~ (702) 365-0312 Reference Material 1 OIVISlON: OS.OO.OO~METALS . · ........ ·.···_ .. . SECTION: OS OS 23~METALFASTENINGS . . . . .. -: .. · ..... OIVISIQN: 06 00 00-WOOOI PlASTICS AND CQMf'()SITES ···.SECTION: 06 OS 23-WOOD, PLASTIC, AND COMPOSIT~:F.A..SJENINGS . . . . . . . .. . .. .. . :-::· ... · .... ·.·. -::·<:. ···•·DIVISION: 090000-FINISHES ::.;: :.··. . SEcTION: 0~·~·~·16.;~-FASTENERS REPORT HOlDER: ... . .. . ·.. . ......... .···: . f.uiTI, INC~·: .. ''······: ... · 72SO DAlLAS;PARKWAY;.SI,JJTE 1000 . PLANO, TEXAS 7~()~4 :: ·.:·.·.:·-·: .. EVALUAJI.()N SUBJECT: ·::· .. · ... .. ··. ····:··:.:·:: . ::_·:::.'·.:·-· .. ···. ····.:.·:.·.· .. :: .. · .. ··::·:·:_-::_. . ···-:-.::.:·· ... . HILTI SELF-DRILLING AND SELF-PIERCING SCREWS :.< ········· ······ ... ·:·:.::.-.:::_: ... · ... -.-: ·.·:.·::::·::' ....... ·· ICC~ ICC "-_FS . c Look for the trusted marks of Conformity! "2014 Recipient of Prestigious Western States Seismic Policy Council (WSSPC} Award in Excellence" .::-_:.·:.-->·· ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any finding or other matter in this report, or as to any product covered by the report. rnnvri!:rht © 2015 ICC Evaluation Service, LLC. All rights reserved. A Subsidiary of ICC~ES Evaluation Report www.icc-es.org I (800) 423-6587 I (562) 699-0543 DIVISION: 05 00 00-METALS Section: 05 05 23-Metal Fastenings DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 06 05 23-Wood, Plastic, and Composite Fastenings DIVISION: 09 00 DO-FINISHES Section: 09 22 16.23-Fasteners REPORT HOLDER: HILTI, INC. 7250 DALLAS PARKWAY, SUITE 1000 PLANO, TEXAS 75024 (800) 879-8000 www.us.hilti.com HNATechnicaiServices@hilti.com EVALUATION SUBJECT: HIL Tl SELF-DRILLING AND SELF-PIERCING SCREWS 1.0 EVALUATION SCOPE Compliance with the following codes: • 2015, 2012, 2009 and 2006 International Building Code® (IBC) • 2015, 2012 and 2009 International Residential Code® (IRC) • 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. Property evaluated: Structural 2.0 USES The Hilti Self-drilling and Self-piercing Screws are used to connect cold-formed steel members together and to connect gypsum wall board, wood or other building materials to cold-formed steel. The screws are used in engineered connections of cold-formed steel and connections prescribed by the code for cold-formed steel framing and for sheathing to steel connections. ESR-2196 Issued October 2015 Revised December 2015 This report is subject to renewal October 2017. A Subsidiary of the International Code Council® 3.0 DESCRIPTION 3.1 General: The Hilti Self-drilling and Self-piercing Screws are tapping screws, case-hardened from carbon steel conforming to ASTM A510, Grades 1018 to 1022. Table 1 provides screw designations, sizes and descriptions of head styles, point styles, drilling/piercing ranges, length of load bearing area and coatings. Screws are supplied in boxes of individual screws, or in collated plastic strips. See Figures 1 through 11 for depictions of the screws described in Sections 3.2 through 3.12, respectively. 3.2 HWH and HHWH Self-drilling Screws: The #8, #10, #12 and 1/4-inch HWH and HHWH self-drilling screws comply with ASTM C1513 and SAE J78 and have Hex Washer or High Hex Washer head styles. The 1/4-inch HWH screws have a larger diameter than #14 screws complying with ASME B18.6.4, and may be used where #14 self-drilling tapping screws are specified. The screws have an electroplated zinc coating or a proprietary coating, as indicated in Table 1A. 3.3 HWH Self-piercing Screws: The #8 and #1 0 HWH self-piercing screws comply with ASTM C1513 and have a Hex Washer head style. The screws have an electroplated zinc coating or a proprietary coating, as indicated in Table 1A. 3.4 PPH Self-drilling Screws: The #8 and #1 0 PPH self-drilling screws comply with ASTM C1513 and SAE J78 and have a Phillips Pan head style. The screws have an electroplated zinc coating as indicated in Table 1A. 3.5 PPFH SD Framer Self-drilling Screws: The #7 PPFH SD Framer self-drilling screws comply with the material and performance requirements of ASTM C1513. The dimensions of the screws comply with the manufacturer's quality documentation. The screws have a Phillips Pan Framing head style and have an electroplated zinc coating or a proprietary phosphated coating, as indicated in Table 1A. 3.6 PBH SD Self-drilling Drywall Screws: The #6 PBH SD and #8 PBH SD self-drilling screws comply with ASTM C954. The screws have a Phillips Bugle head style and have an electroplated zinc coating, a proprietary duplex coating or a proprietary phosphated coating, as indicated in Table 1 B. ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any finding or other matter in this report, or as to any product covered by the report. Copyright® 2015 ICC Evaluation Service, LLC. All rights reserved. Page 1 of 10 ESR-2196 I Most Widely Accepted and Trusted 3.7 PBH S Self-piercing Drywall Screws: The #6 PBH S self-piercing screws comply with ASTM C1 002, Type S. The screws have a Phillips Bugle head style and have an electroplated zinc coating or a proprietary phosphated coating, as indicated in Table 1 B. 3.8 PWH SD CMT BD Self-drilling Drywall Screws: The #8 PWH SO CMT BD self-drilling screws comply with ASTM C954. The screws have a Phillips Wafer head style and have a proprietary coating as indicated in Table 1 B. 3.9 PTH SD Framer Self-drilling Screws: The #10 PTH self-drilling screws have a Phillips Truss head style and, except for the number of threads per inch, comply with ASTM C1513. The screws have an electroplated zinc coating as indicated in Table 1A. 3.10 PPCH SD Framer Self-drilling Screws: The #10 PPCH SO Framer self-drilling screws comply with ASTM C1513. The screws have a Phillips Pancake head style and an electroplated zinc coating as indicated in Table 1A. 3.11 TPCH SD Framer Self-drilling Screws: The #12 TPCH SO Framer self-drilling screws comply with ASTM C1513. The screws have a Torx Pancake head style and an electroplated zinc coating as indicated in Table 1A. 3.12 PFTH SD Framer Self-drilling Screws: The #10 PFTH SO Framer self-drilling screws comply with ASTM C1513. The screws have a Phillips Flat Truss head style and an electroplated zinc coating as indicated in Table 1A. 3.13 Cold-formed Steel: Cold-formed steel material must comply with Section A2 of AISI S100. 4.0 DESIGN AND INSTALLATION 4.1 Design: 4.1.1 General: Screw thread length and point style must be selected on the basis of thickness of the fastened material and thickness of the supporting steel, respectively, based on the length of load bearing area (see Figure 12) and drilling/piercing capacity given in Table 1. When tested for corrosion resistance in accordance with ASTM B117, screws with coatings described in Table 1 met the minimum requirement listed in ASTM F1941, as required by ASTM C1513, with no white corrosion after three hours and no red rust after 12 hours. 4.1.2 Prescriptive Design: 4.1.2.1 Hilti HWH & HHWH, PPH, PTH SD Framer, PPCH SD Framer, TPCH SD Framer and PFTH SD Framer Screws (Sections 3.2, 3.3, 3.4, 3.9, 3.10, 3.11 and 3.12 respectively): These screws are recognized for use where ASTM C 1513 screws of the same size and type (self-drilling and/or self-piercing) are prescribed in the IRC and in the AISI Standards referenced in 2015 and 2012 IBC Section 2211 (2009 and 2006 IBC Section 2210). 4.1.2.2 Hilti PBH SD and PWH SD CMT BD Screws (Sections 3.6 and 3.8, respectively): These screws are recognized for use in fastening gypsum board to cold- formed steel framing 0.033 inch to 0.112 inch (0.8 to 2.8 mm) thick, in accordance with IBC Section 2506 and 2015 IRC Section R702.3.5.1 (2012 and 2009 IRC Section R702.3.6). They are also recognized for use in attaching gypsum board sheathing to cold-formed steel framing as Page 2 of 10 prescribed in Section C2.2.3 of AISI S213, which is referenced in 2015 and 2012 IBC Section 2211.6 (2009 IBC Section 221 0.6; Section C2.2.3 of AISI-Lateral, referenced in 2006 IBC Section 221 0.5). 4.1.2.3 Hilti PBH S Screws (Section 3.7): These screws are recognized for use in fastening gypsum board to cold- formed steel framing less than 0.033 inch (0.8 mm) thick, in accordance with IBC Section 2506 and 2015 IRC Section R702.3.5.1 (2012 and 2009 IRC Section R702.3.6). 4.1.3 Engineered Design: The Hilti HWH, HHWH, PPH, PPFH SO Framer, PTH SO Framer, PPCH SO Framer, TPCH SO Framer and PFTH SO Framer self-drilling screws described in Sections 3.2, 3.4, 3.5, 3.9, 3.1 0, 3.11 and 3.12, respectively, and the HWH self-piercing screws described in Section 3.3, are recognized for use in engineered connections of cold-formed steel light-framed construction. For the self-drilling screws, design of the connections must comply with Section E4 of AISI S100 (AISI -NAS under the 2006 IBC), using the nominal and allowable fastener tension and shear strengths for the screws, shown in Table 5. Allowable connection strengths for use in Allowable Strength Design (ASD) for pull-out, pull-over, and shear (bearing) capacity for common sheet steel thicknesses are provided in Tables 2, 3 and 4, respectively, based upon calculations in accordance with AISI S100 (AISI-NAS under the 20061BC). For the self-piercing screws, design of connections must comply with Section E4 of AISI S100 (AISI -NAS under the 2006 IBC), using the nominal and allowable fastener tension and shear strengths for the screws, shown in Table 5. Allowable connection strengths for use in Allowable Strength Design (ASD) for pull-over capacity for common sheet steel thicknesses are provided in Table 3, based upon calculations in accordance with AISI S100 (AISI -NAS under the 2006 IBC). Allowable connection strengths for use in Allowable Strength Design (ASD) for pull-out and shear (bearing) capacity for common sheet steel thicknesses are provided in T abies 2 and 4, respectively, based upon results of testing in accordance with AISI S905. Instructions on how to calculate connection design strengths for use in Load and Resistance Factor Design (LRFD) are found in the footnotes of Tables 2, 3 and 4. For connections subject to tension, the least of the allowable pull-out, pullover, and tension fastener strength of screws found in Tables 2, 3, and 5, respectively, must be used for design. For connections subject to shear, the lesser of the allowable shear (bearing) and fastener strength found in Tables 4 and 5, respectively, must be used for design. Connections subject to combined tension and shear loading must be designed in accordance with Section E4.5 of AISI S 1 00-12. The nominal strengths used in the combined loading equations must be the lesser of those shown in this report and those calculated in accordance with Section E4.5.1 or E4.5.2 of AISI S100-12, as applicable. For screws used in framing connections, in order for the screws to be considered fully effective, the minimum spacing between the fasteners and the minimum edge distance must be three times the nominal diameter of the screws, except when the edge is parallel to the direction of the applied force, the minimum edge distance must be 1.5 times the nominal screw diameter. When the spacing between screws is 2 times the fastener diameter, the connection shear strength values in Tables 4A and 4B must be reduced by 20 percent (Refer to Section 01.5 of AISI S200). ESR-2196 I Most Widely Accepted and Trusted For screws used in applications other than framing connections, the minimum spacing between the fasteners must be three times the nominal screw diameter and the minimum edge and end distance must be 1.5 times the nominal screw diameter. Under the 2009 and 2006 IBC, when the distance to the end of the connected part is parallel to the line of the applied force, the allowable connection shear strength determined in accordance with Section E4.3.2 of Appendix A of AISI S100-07 or AISI - NAS, as applicable must be considered. Under the 2015 IBC, connected members must be checked for rupture in accordance with Section E6 of AISI S100-12 (Section E5 of AISI S100-07/S2-10 for the 2012 IBC; Section E5 of AISI S100-07 for the 2009 IBC). 4.2 Installation: Installation of the Hilti Self-drilling and Self-piercing Screws must be in accordance with the manufacturer's published installation instructions and this report. The manufacturer's published installation instructions must be available at the jobsite at all times during installation. The screws must be installed perpendicular to the work surface using a variable speed screw driving tool set to not exceed 2,500 rpm. The screw must penetrate through the supporting steel with a minimum of three threads protruding past the back side of the supporting steel. 5.0 CONDITIONS OF USE The Hilti Self-drilling and Self-piercing Screws described in this report comply with, or 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 Fasteners must be installed in accordance with the manufacturer's published installation instructions and this report. If there is a conflict between the manufacturer's published installation instructions and this report, this report governs. Page 3 of 10 5.2 The allowable loads specified in Section 4.1 are not to be increased when the fasteners are used to resist wind or seismic forces. 5.3 The utilization of the nominal strength values contained in this evaluation report, for the design of cold-formed steel diaphragms, is outside the scope of this report. Diaphragms constructed using the Hilti self-drilling or self-piercing screws must be recognized in a current ICC-ES evaluation report based upon the ICC-ES Acceptance Criteria for Steel Deck Roof and Floor Systems (AC43). 5.4 Drawings and calculations verifying compliance with this report and the applicable code must be submitted to the code official for approval. The drawings and calculations are to be prepared by a registered design professional when required by the statutes of the jurisdiction in which the project is to be constructed. 5.5 The rust-inhibitive (corrosion-resistant) coating on the screws must be suitable for the intended use, as determined by the registered design professional. 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC-ES Acceptance Criteria for Tapping Screw Fasteners (AC118), dated April 2015 (editorially revised October 2015). 7.0 IDENTIFICATION Hilti Self-drilling and Self-piercing Screws are marked with an "H" on the top of the heads, as shown in Figures 1 through 11. Packages of Hilti Self-drilling and Self-piercing Screws are labeled with the report holder's name (Hilti, Inc.), the fastener type and size, and the evaluation report number (ESR-2196). TABLE 1A-HILTI SELF-DRILLING AND SELF-PIERCING STEEL-TO-STEEL SCREWS (ASTM C1513) DRILLING/ LENGTH NOMINAL NOMINAL NOMINAL DRILL PIERCING OF LOAD DESIGNATION DESCRIPTION DIAMETER SCREW HEAD HEAD POINT CAPACITY BEARING COATING2 (Size-TPI) (inch) LENGTH4 STYLE' DIAMETER (Number) (inch) AREA4 (inch) Min. Max. (inch) S-MD 10-16 X 5/8 HWH #3 #10-16 0.190 s,, HWH 0.399 3 0.110 0.175 0.187 Zinc-2 S-MD 10-16 X 3/4 HWH #3 #10-16 0.190 3/4 HWH 0.399 3 0.110 0.175 0.375 Zinc-2 S-MD 10-16 X 3/4 HHWH #3 #10-16 0.190 3'· HHWH 0.399 3 0.110 0.175 0.375 Zinc-2 S-MD 10-16 X 1 HWH #3 #10-16 0.190 1 HWH 0.399 3 0.110 0.175 0.625 Zinc-2 S-MD 10-16 X 1 'f. HWH #3 #10-16 0.190 11/4 HWH 0.399 3 0.110 0.175 0.875 Zinc-2 S-MD 10-16 X 11/2 HWH #3 #10-16 0.190 1'/2 HWH 0.399 3 0.110 0.175 1.125 Zinc-2 S-MD 12-14 X 3/4 HWH #3 #12-14 0.216 3/4 HWH 0.415 3 0.110 0.210 0.313 Zinc-2 S-MD 12-14 X 1 HWH #3 #12-14 0.216 1 HWH 0.415 3 0.110 0.210 0.562 Zinc-2 S-MD 12-14 X 11/2 HWH #3 #12-14 0.216 11/2 HWH 0.415 3 0.110 0.210 1.062 Zinc-2 S-MD 12-14 X2 HWH #3 #12-14 0.216 2 HWH 0.415 3 0.110 0.210 1.562 Zinc-2 S-MD 1/4-14 X 3/4 HHWH #3 1/4-14 0.250 3'· HHWH 0.500 3 0.110 0.220 0.313 Zinc-2 S-MD1/4-14 X 1 HHWH #3 1/4-14 0.250 1 HHWH 0.500 3 0.110 0.220 0.562 Zinc-2 S-MD 1/4-14 X 11/2 HHWH #3 1/4-14 0.250 11/2 HHWH 0.500 3 0.110 0.220 1.062 Zinc-2 S-MD 1/4-14 X 2 HHWH #3 1/4-14 0.250 2 HHWH 0.500 3 0.110 0.220 1.562 Zinc-2 S-MD 10-16 X 5fs PPH #3 #10-16 0.190 s,, PPH 0.364 3 0.110 0.175 0.313 Zinc-2 S-MD 10-16 X 3/4 PPH #3 #10-16 0.190 3/4 PPH 0.364 3 0.110 0.175 0.375 Zinc-2 S-MD 10-16 X 1 PPH #3 #10-16 0.190 1 PPH 0.364 3 0.110 0.175 0.500 Zinc-2 S-MD 12-24 X 7/8 HWH #4 #12-24 0.216 'Is HWH 0.415 4 0.175 0.250 0.375 Zinc-2 S-MD 12-24 X 11/4 HWH #4 #12-24 0.216 11/4 HWH 0.415 4 0.175 0.250 0.625 Zinc-2 ESR-2196 I Most Widely Accepted and Trusted Page 4 of 10 DRILLING/ LENGTH NOMINAL NOMINAL NOMINAL DRILL PIERCING OF LOAD DESIGNATION DESCRIPTION DIAMETER SCREW HEAD HEAD POINT CAPACITY BEARING COATING2 (Size-TPI) (inch) LENGTH4 STYLE1 DIAMETER (Number) (inch) AREA4 (inch) Min. Max. (inch) S-MD 12-24 X 11/4 HWH #5 #12-24 0.216 11/4 HWH 0.415 5 0.250 0.500 0.437 Zinc-2 S-MD 10-16 X "is HWH #3 Kwik-Cote #10-16 0.190 5'· HWH 0.399 3 0.110 0.175 0.187 Kwik-Cote S-MD 10-16 X 3/4 HWH #3 Kwik-Cote #10-16 0.190 ''· HWH 0.399 3 0.110 0.175 0.375 Kwik-Cote S-MD 10-16 X 3/4 HHWH #3 Kwik-Cote #10-16 0.190 '14 HHWH 0.399 3 0.110 0.175 0.375 Kwik-Cote S-MD 10-16 X 1 HWH #3 Kwik-Cote #10-16 0.190 1 HWH 0.399 3 0.110 0.175 0.625 Kwik-Cote S-MD 12-14 X 3/4 HWH #3 Kwik-Cote #12-14 0.216 ,,4 HWH 0.415 3 0.110 0.210 0.313 Kwik-Cote S-MD 12-14 X 1 HWH #3 Kwik-Cote #12-14 0.216 1 HWH 0.415 3 0.110 0.210 0.562 Kwik-Cote S-MD 12-14 X 11/4 HWH #3 Kwik-Cote #12-14 0.216 11/4 HWH 0.415 3 0.110 0.210 0.813 Kwik-Cote S-MD 12-14 X 11/2 HWH #3 Kwik-Cote #12-14 0.216 11/2 HWH 0.415 3 0.110 0.210 1.062 Kwik-Cote S-MD 12-14 X 2 HWH #3 Kwik-Cote #12-14 0.216 2 HWH 0.415 3 0.110 0.210 1.562 Kwik-Cote S-MD 12-24 X 11/4 HWH #5 Kwik Cote #12-24 0.216 11/4 HWH 0.415 5 0.250 0.500 0.437 Kwik-Cote S-MD 12-24 X 11/4 HWH #5 Kwik Cote with #12-24 0.216 11/4 HWH 0.415 5 0.250 0.500 0.313 Kwik-Cote Bonded Washer S-MD 12-24 X 2 HWH #5 Kwik Cote #12-24 0.216 2 HWH 0.415 5 0.250 0.500 1.187 Kwik-Cote S-MD 12-24 X 3 HWH #5 Kwik Cote #12-24 0.216 3 HWH 0.415 5 0.250 0.500 2.187 Kwik-Cote S-MD 10-16 X 31. M HHWH3 Collated #10-16 0.190 ,,4 HHWH 0.399 3 0.110 0.175 0.375 Zinc-2 S-MD 10-16 X 3/4 HHWH3 KC M Collated #10-16 0.190 ,,4 HHWH 0.399 3 0.110 0.175 0.375 Kwik-Cote S-MD 12-24 X 7/8 M HWH4 Collated #12-24 0.216 7'· HWH 0.399 4 0.175 0.250 0.375 Zinc-2 S-MD 10-16 X 7/8 HHWH Pilot Point #10-16 0.190 7/a HHWH 0.399 1 0.028 0.120 0.188 Zinc-2 S-MD 12-14 X 1 HHWH Pilot Point #12-14 0.216 1 HHWH 0.415 1 0.028 0.120 0.375 Zinc-2 S-SLC 02 M HWH #12-14 0.216 1 HWH 0.415 1 0.028 0.120 0.375 Zinc-2 S-MD 1/4-14 X 7/8 HWH Pilot Point Kwik Seal 1/4-14 0.250 7'· HWH 0.415 1 0.028 0.140 0.313 Kwik-Cote S-MD 8-18 X 1/2 HWH #2 #8-18 0.164 1/2 HWH 0.335 2 0.035 0.100 0.125 Zinc-2 S-MD 8-18 X 3/4 HWH #2 #8-18 0.164 3/4 HWH 0.335 2 0.035 0.100 0.375 Zinc-2 S-MD 8-18 X 1/2 PPH #2 #8-18 0.164 1/2 PPH 0.311 2 0.035 0.100 0.125 Zinc-2 S-MD 8-18 X 3/4 PPH #2 #8-18 0.164 3/4 PPH 0.311 2 0.035 0.100 0.375 Zinc-2 S-MD 10-16 X 1/2 HWH #2 #10-16 0.190 1/2 HWH 0.399 2 0.035 0.110 0.188 Zinc-2 S-MD 10-16 X 3/4 HWH #2 #10-16 0.190 3/4 HWH 0.399 2 0.035 0.110 0.313 Zinc-2 S-MD 10-16 X 1 HWH #2 #10-16 0.190 1 HWH 0.399 2 0.035 0.110 0.500 Zinc-2 S-MD 12-14 x 3/4 HWH #3 Kwik Seal #12-14 0.216 3/4 HWH 0.415 3 0.110 0.210 0.125 Kwik-Cote S-MD 12-14 x 1 HWH #3 Kwik Seal #12-14 0.216 1 HWH 0.415 3 0.110 0.210 0.375 Kwik-Cote S-MD 12-14 X 11/4 HWH #3 Kwik Seal #12-14 0.216 11/4 HWH 0.415 3 0.110 0.210 0.625 Kwik-Cote S-MD 12-14 X 11/2 HWH #3 Kwik Seal #12-14 0.216 11/2 HWH 0.415 3 0.110 0.210 0.875 Kwik-Cote S-MD 12-14 X 2 HWH #3 Kwik Seal #12-14 0.216 2 HWH 0.415 3 0.110 0.210 1.375 Kwik-Cote S-MD 1/4-14 X 3/4 HWH #3 Kwik Seal 1/4-14 0.250 3/4 HWH 0.500 3 0.110 0.220 0.125 Kwik-Cote S-MD 1/4-14 x 1 HWH #3 Kwik Seal 1/4-14 0.250 1 HWH 0.500 3 0.110 0.220 0.375 Kwik-Cote S-MD 1/4-14 X 11/2 HWH #3 Kwik Seal 1/4-14 0.250 11/2 HWH 0.500 3 0.110 0.220 0.875 Kwik-Cote 7 X 7/16 PPFH SO Framer #7-18 0.151 7/16 PPFH 0.303 2 0.035 0.100 0.063 BP 7 X 7/16 PPFH SO Framer Zinc #7-18 0.151 7/16 PPFH 0.303 2 0.035 0.100 0.063 Zinc-2 S-OD 10-18 X 3/4 PTH #3 #10-18 0.190 31. PTH 0.433 3 0.110 0.175 0.375 Zinc-2 S-OD 10-16 X 5/8 PPCH #3 #10-16 0.190 5/a PPCH 0.409 3 0.110 0.175 0.313 Zinc-2 S-OD 10-12 X 3/4 PFTH #3 #10-12 0.190 3/4 PFTH 0.364 3 0.110 0.175 0.375 Zinc-2 S-OD 12-14 X 1 TPCH #3 #12-14 0.216 1 TPCH 0.409 3 0.110 0.210 0.500 Zinc-2 S-MS 8-18 X 1/2 HWH #8-18S 0.164 1/2 HWH 0.315 Self-0.015 0.072 0.072 Zinc-2 piercing S-MS 10-12 X 3/4 HWH #10-12S 0.190 3/4 HWH 0.399 Self-0.018 0.096 0.100 Zinc-2 piercing ESR-2196 I Most Widely Accepted and Trusted Page 5 of 10 TABLE 18-HILTI SELF-DRILLING (ASTM C954) AND SELF-PIERCING (ASTM C1002) DRYWALL SCREWS DRILLING I LENGTH NOMINAL NOMINAL NOMINAL DRILL PIERCING OF LOAD DESIGNATION DESCRIPTION DIAMETER SCREW HEAD HEAD POINT CAPACITY BEARING COATING2 (Size -TP1)3 (inch) LENGTH4 STYLE' DIAMETER (Number) (inch) AREA4 (inch) Min. Max. (inch) 6 X 1 PBH SO #6-19 0.138 1 PBH 0.322 1 0.033 0.112 0.625 OGP 6 X 1 PBH SO #6-20 0.138 1 PBH 0.322 1 0.033 0.112 0.625 OGP 6 X 1 PBH SO Zinc #6-19 0.138 1 PBH 0.322 1 0.033 0.112 0.625 Zinc-2 6 X 1 PBH SO Zinc #6-20 0.138 1 PBH 0.322 1 0.033 0.112 0.625 Zinc-2 6 X 11/8 PBH S #6-9S 0.138 11/s PBH 0.322 Self-0.023 0.033 0.750 OGP piercing 6 X 11/8 PBH S Collated #6-9S 0.138 11/s PBH 0.322 Self-0.023 0.033 0.750 OGP piercing 6 X 11/8 PBH SO #6-19 0.138 11/8 PBH 0.322 1 0.033 0.112 0.750 OGP 6 X 11/8 PBH SO #6-20 0.138 11/8 PBH 0.322 1 0.033 0.112 0.750 OGP 6 X 11fa PBH SO Zinc #6-19 0.138 11/8 PBH 0.322 1 0.033 0.112 0.750 Zinc-2 6 X 11/8 PBH SO Zinc #6-20 0.138 11/s PBH 0.322 1 0.033 0.112 0.750 Zinc-2 6 X 11/8 PBH SO Zinc Collated #6-20 0.138 11/8 PBH 0.322 1 0.033 0.088 0.750 Zinc-3 6 X 11/4 PBH S #6-9S 0.138 1'1. PBH 0.322 Self-0.023 0.033 0.875 OGP piercing 6 X 11/4 PBH S Collated #6-9S 0.138 11/4 PBH 0.322 Self-0.023 0.033 0.875 OGP piercing 6 X 11/4 PBH SO #6-19 0.138 11/4 PBH 0.322 1 0.033 0.112 0.875 OGP 6 X 11/4 PBH SO #6-20 0.138 11/4 PBH 0.322 1 0.033 0.112 0.875 OGP 6 X 11/4 PBH SO Collated #6-20 0.138 11/4 PBH 0.322 1 0.033 0.088 0.875 OGP 6 X 11/4 PBH SO Zinc #6-19 0.138 11/4 PBH 0.322 1 0.033 0.112 0.875 Zinc-2 6 X 11/4 PBH SO Zinc #6-20 0.138 11/4 PBH 0.322 1 0.033 0.112 0.875 Zinc-2 6 X 11/4 PBH SO Zinc Collated #6-20 0.138 11/4 PBH 0.322 1 0.033 0.088 0.875 Zinc-3 6 X 11/4 PBH SO CRC #6-20 0.138 11/4 PBH 0.322 1 0.033 0.112 0.875 CRC 6 X 11/4 PBH SO CRC Collated #6-20 0.138 11/4 PBH 0.322 1 0.033 0.112 0.875 CRC 6 X 1\ PBH S #6-9S 0.138 15/8 PBH 0.322 Self-0.023 0.033 1.250 OGP piercing 6 X 1 'fa PBH S Collated #6-9S 0.138 1% PBH 0.322 Self-0.023 0.033 1.250 OGP piercing 6 X 15/8 PBH SO #6-19 0.138 15fa PBH 0.322 1 0.033 0.112 1.250 OGP 6 X 15/8 PBH SO #6-20 0.138 1% PBH 0.322 1 0.033 0.112 1.250 OGP 6 X 15/8 PBH SO Collated #6-20 0.138 15/s PBH 0.322 1 0.033 0.088 1.250 OGP 6 X 15/8 PBH SO Zinc #6-19 0.138 1% PBH 0.322 1 0.033 0.112 1.250 Zinc-2 6 X 15/8 PBH SO Zinc #6-20 0.138 15/8 PBH 0.322 1 0.033 0.112 1.250 Zinc-2 6 X 15/8 PBH SO Zinc Collated #6-20 0.138 1% PBH 0.322 1 0.033 0.088 1.250 Zinc-3 6 X 17/8 PBH SO #6-19 0.138 17/8 PBH 0.322 1 0.033 0.112 1.500 OGP 6 X 17/8 PBH SO #6-20 0.138 17/8 PBH 0.322 1 0.033 0.112 1.500 OGP 6 X 17/8 PBH SO Zinc #6-19 0.138 17/s PBH 0.322 1 0.033 0.112 1.500 Zinc-2 6 X 17fa PBH SO Zinc #6-20 0.138 17/8 PBH 0.322 1 0.033 0.112 1.500 Zinc-2 6 X 17/8 PBH SO CRC #6-20 0.138 17/s PBH 0.322 1 0.033 0.112 1.500 CRC 6 X2 PBH S #6-9S 0.138 2 PBH 0.322 Self-0.023 0.033 1.625 OGP piercing 6 X 2 PBH S Collated #6-9S 0.138 2 PBH 0.322 Self-0.023 0.033 1.625 OGP piercing 6 X 2 PBH SO Collated #6-20 0.138 2 PBH 0.322 1 0.033 0.088 1.625 OGP 6 X 2 PBH SO Zinc #6-20 0.138 2 PBH 0.322 1 0.033 0.088 1.625 Zinc-3 6 X 2 PBH SO Zinc Collated #6-20 0.138 2 PBH 0.322 1 0.033 0.088 1.625 Zinc-3 ESR-2196 I Most Widely Accepted and Trusted Page 6 of 10 DRILLING I LENGTH NOMINAL NOMINAL NOMINAL DRILL PIERCING OF LOAD DESIGNATION DESCRIPTION DIAMETER SCREW HEAD HEAD POINT CAPACITY BEARING COATING2 (Size -TPI)3 (inch) LENGTH4 STYLE1 DIAMETER (Number) (inch) AREA4 (inch) Min. Max. (inch) 8 X 23/8 PBH SD #8-18 0.164 23/a PBH 0.330 1 0.033 0.112 2.000 BP 8 X 23/8 PBH SD Zinc #8-18 0.164 23/a PBH 0.330 1 0.033 0.112 2.000 Zinc-2 8 X 25/8 PBH SD #8-18 0.164 2'1. PBH 0.330 1 0.033 0.112 2.250 BP 8 X 25/8 PBH SD Zinc #8-18 0.164 25/a PBH 0.330 1 0.033 0.112 2.250 Zinc-2 8 X 3 PBH SD #8-18 0.164 3 PBH 0.330 1 0.033 0.112 2.625 BP 8 X 3 PBH SD Zinc #8-18 0.164 3 PBH 0.330 1 0.033 0.112 2.625 Zinc-2 8 X 11/4 PWH SD CMT BD #8-18 0.164 11/4 PWH 0.421 1 0.033 0.112 0.875 Tufcoat 8 X 15/8 PWH SD CMT BD #8-18 0.164 15/a PWH 0.421 1 0.330 0.112 1.250 Tufcoat For 51: 1 inch = 25.4 mm. 'Refer to Section 3.0 and Figures 1 through 11 for head configuration abbreviations. 2For coating abbreviations, BP = Black phosphated per EN ISO 3892; DGP = Dark Grey phosphate per EN ISO 3892; Zinc-2 = EN/ISO 4042 A3F; Zinc-3 = electroplated zinc coating, Cr3+ passivated; Kwik-Cote = Proprietary organic zinc coating; CRC = Proprietary Duplex Coating; Tufcoat = Tufcoat forest green similar to ISO 10683. 3An 'S' in the thread designation indicates a double thread. Listed thread pitch is for one thread only. 4Refer to Figure 12 for nominal screw length (L) and load bearing area (LBA) description. TABLE 2-ALLOWABLE TENSILE PULL-OUT LOADS (PNOT/0), pounds-force1'2'3'4 Steel F u = 45 ksi Applied Factor of Safety, 0 = 3.0 Nominal Design thickness of member not in contact with the screw head (in.) Screw Diameter Description (in.) 0.015 0.018 0.024 0.030 0.036 0.048 0.060 0.075 0.090 Self-drilling Screws for Steel-to-Steel Connections5 #7-18 0.151 ----69 92 116 144 173 #8-18 0.164 ----75 100 125 157 188 #10-12 #10-16 0.190 ----87 116 145 182 218 #10-18 #12-14 0.216 99 132 165 207 248 #12-24 ---- 1/.-14 0.250 - ---115 153 191 239 287 Self-piercing Screws for Steel-to-Steel Connections6 #8-18S 0.164 37 49 68 86 109 - --- #10-12S 0.190 44 53 77 102 117 150 --- For 51: 1 inch = 25.4 mm, 1 lbf = 4.4 N, 1 ksi = 6.89 MPa. 0.105 202 220 254 289 333 - - 1For tension connections, the lower of the allowable pull-out, pullover, and tension fastener strength of screw found in Tables 2, 3, and 5, respectively must be used for design. 0.135 260 282 327 373 430 - - 2Unless otherwise noted, load values are based upon calculations in accordance with Section E4 of AISI S100. ANSI/ASME standard screw diameters were used in the calculations and are listed in the tables. 3The allowable pull-out capacity for intermediate member thicknesses can be determined by interpolating within the table. 4To calculate LRFD values, multiply values in table by the ASD safety factor of 3.0 and multiply again with the LRFD <!>factor of 0.5. 5For Fu;:: 65 ksi steel, multiply values by 1.44. 6Load values are based on testing in accordance with AISI S905. ESR-2196 I Most Widely Accepted and Trusted Page 7 of 10 TABLE 3-ALLOWABLE TENSILE PULL-OVER LOADS (PNov/0), FOR HILTI ASTM C1513 SCREWS, pounds-force1•2•3•4•5 Steel Fu = 45 ksi Applied Factor of Safety, 0 = 3.0 Washer or Design thickness of member in contact with the screw head (in.) Screw Head Description Diameter 0.015 0.018 0.024 0.030 0.036 0.048 0.060 0.075 0.090 0.105 (in.) Hex Washer Head (HWH) or High Hex Washer Head (HHWH) #8-188 0.315 106 128 170 #8-18 0.335 113 136 181 225 271 363 453 567 680 790 #10-16 0.399 135 162 215 268 323 430 540 673 807 943 #10-128 #12-14 0.415 140 168 224 279 337 447 560 700 840 980 #12-24 11.-14 0.500 169 203 270 336 407 540 677 843 1010 1180 Phillips Pan Head (PPH) #8-18 0.311 105 126 168 210 252 336 420 525 630 735 #10-16 0.364 123 147 197 246 295 393 491 614 737 860 Phillips Truss Head (PTH) #10-18 0.433 146 175 234 292 351 468 585 731 877 1023 Phillips Pan Framing Head (PPFH) #7-18 0.303 102 123 164 205 245 327 409 511 614 716 Phillips Pancake Head (PPCH) #10-16 0.409 138 166 221 276 331 442 552 690 828 966 Torx Pancake Head (TPCH) #12-14 .0409 138 166 221 276 331 442 552 690 828 966 Phillips Flat Truss Head (PFTH) #10-12 0.364 123 147 197 246 295 393 491 614 737 860 For Sl: 1 inch = 25.4 mm, 1 lbf = 4.4 N, 1 ksi = 6.89 MPa. 1For tension connections, the lower of the allowable pull-out, pullover, and tension fastener strength of screw found in Tables 2, 3, and 5, respectively must be used for design. 0.135 1020 1210 1260 1520 945 1106 1315 920 1242 1242 1106 2Load values are based upon calculations in accordance with Section E4 of AISI 8100. ANSI/ASME standard screw head diameters were used in the calculations and are listed in the tables. 3The allowable pull-over capacity for intermediate member thicknesses can be determined by interpolating within the table. 4To calculate LRFD values, multiply values in table by the ASD safety factor of 3.0 and multiply again with the LRFD <t> factor of 0.5. 5For Fu <: 65 ksi steel, multiply values by 1.44. ESR-2196 i Most Widely Accepted and Tmsted Screw Description #7-18 #8-18 #10-12 #10-16 #10-18 #12-14 #12-24 1/.-14 TABLE 4A-ALLOWABLE SHEAR (BEARING) CAPACITY OF STEEL-TO-STEEL CONNECTIONS USING HIL Tl ASTM C1513 SELF-DRILLING SCREWS, pounds-force 1'2'3'4'5 Steel F" = 45 ksi Applied Factor of Safety, n = 3.0 Design Nominal thickness of Design thickness of member not in contact with the screw head (in.) member in Diameter contact with (in.) screw head, 0.036 0.048 0.060 0.075 0.090 0.105 (in.) 0.036 167 220 220 220 220 220 0.048 167 257 294 294 294 294 0.060 167 257 360 367 367 367 0.151 0.075 167 257 360 459 459 459 0.090 167 257 360 459 550 550 0.105 167 257 360 459 550 642 0.135 167 257 360 459 550 642 0.036 174 239 239 239 239 239 0.048 174 268 319 319 319 319 0.060 174 268 373 400 400 400 0.164 0.075 174 268 373 497 497 497 0.090 174 268 373 497 597 597 0.105 174 268 373 497 597 697 0.135 174 268 373 497 597 697 0.036 188 277 277 277 277 277 0.048 188 289 370 370 370 370 0.060 188 289 403 463 463 463 0.190 0.075 188 289 403 563 577 577 0.090 188 289 403 563 693 693 0.105 188 289 403 563 693 807 0.135 188 289 403 563 693 807 0.036 200 309 315 315 315 315 0.048 200 308 420 420 420 420 0.060 200 308 430 523 523 523 0.216 0.075 200 308 430 600 657 657 0.090 200 308 430 600 787 787 0.105 200 308 430 600 787 920 0.135 200 308 430 600 787 920 0.036 215 340 363 363 363 363 0.048 215 331 467 487 487 487 0.060 215 331 463 607 607 607 0.250 0.075 215 331 463 647 760 760 0.090 215 331 463 647 850 910 0.105 215 331 463 647 850 1060 0.135 215 331 463 647 850 1060 Page 8 of 10 0.135 220 294 367 459 550 642 826 239 319 400 497 597 697 897 277 370 463 577 693 807 1040 315 420 523 657 787 920 1180 363 487 607 760 910 1060 1370 ESR-2196 I Most Widely Accepted and Trusted Page 9 of 10 Screw Description TABLE 4B-ALLOWABLE SHEAR (BEARING) CAPACITY OF STEEL-TO-STEEL CONNECTIONS USING HILTI ASTM C1513 SELF-PIERCING SCREWS, pounds-force1'3'4'6 Steel Fu = 45 ksi Applied Factor of Safety, 0 = 3.0 Design Design thickness of member not in contact with the screw head (in.) Nominal thickness of Diameter member in contact with (in.) screw head, 0.015 0.018 0.024 0.030 0.036 0.048 (in.) 0.015 73 87 105 107 107 - 0.018 79 90 113 113 113 - #8-18S 0.164 0.024 81 90 149 158 158 - 0.030 82 117 149 186 186 - 0.036 106 114 184 236 287 - 0.018 -77 125 152 173 173 0.024 -77 137 191 220 253 #10-12S 0.190 0.030 -109 167 228 255 309 0.036 -121 167 228 298 373 0.048 -121 191 241 298 444 For Sl: 1 inch = 25.4 mm, 1 lbf = 4.4 N, 1 ksi = 6.89 MPa. 1The lower of the allowable shear (bearing) and the allowable fastener shear strength found in Tables 4 and 5, respectively must be used for design. 2Load values in Table 4A are based upon calculations in accordance with Section E4 of AISI S1 00. ANSI/ASME standard screw diameters were used in the calculations and are listed in the tables 3The allowable bearing capacity for other member thicknesses can be determined by interpolating within the table. 4To calculate LRFD values, multiply values in table by the ASD safety factor of 3.0 and multiply again with the LRFD <I> factor of 0.5. 5For Fu;:: 65 ksi steel, multiply values by 1.44. 6Load values in Table 48 are based on testing in accordance with AISI S905. TABLE 5--FASTENER STRENGTH OF SCREW NOMINAL FASTENER STRENGTH ALLOWABLE FASTENER STRENGTH4 DETERMINED BY TESTING SCREW DIAMETER DESCRIPTION (in.) Tension, P,. Shear, Pss Tension (P1./!l)1 Shear (P •• I!l)2'3 (lbf) (lbf) (lbf) (lbf) #7-18 PPFH 0.151 1000 890 335 295 #8-18 HWH, PPH 0.164 1000 1170 335 390 #8-18S HWH 0.164 1915 1570 640 525 #10-12 PFTH 0.190 2170 1645 720 550 #10-12S HWH 0.190 1915 1905 640 635 #10-16 HWH, HHWH, PPH, PPCH 0.190 1370 1215 455 405 #10-18 PTH 0.190 1390 1845 465 615 #12-14 HWH, TPCH 0.216 2325 1880 775 625 #12-24 HWH 0.216 3900 2285 1300 760 1/4-14 HWH 0.250 4580 2440 1525 815 For Sl: 1 inch = 25.4 mm, 1 lbf = 4.4 N, 1 ksi = 6.89 MPa. 1For tension connections, the lower of the allowable pull-out, pullover, and tension fastener strength of screw found in Tables 2, 3, and 5, respectively must be used for design. 2For shear connections, the lower of the allowable shear (bearing) and the allowable fastener shear strength found in Tables 4 and 5, respectively must be used for design. 3See Section 4.1.3 for fastener spacing and end distance requirements. 4To calculate LRFD values, multiply the nominal fastener strengths by the LRFD <I> factor of 0.5. ESR-2196 I Most Widely Accepted and Trusted FIGURE 1-HEX WASHER HEAD (HWH) AND HIGH HEX WASHER HEAD (HHWH) SELF-DRILLING SCREW FIGURE 3-PHILLIPS PAN HEAD (PPH) SELF-DRILLING SCREW FIGURE 5-PHILLIPS BUGLE HEAD (PBH) SO SELF-DRILLING DRYWALL SCREW FIGURE 7-PHILLIPS WAFER HEAD (PWH) SO CMT BD SELF-DRILLING DRYWALL SCREW FIGURE 9-PHILLIPS PANCAKE HEAD (PPCH) SO FRAMER SELF-DRILLING SCREW FIGURE 11-PHILLIPS FLAT TRUSS HEAD {PFTH) SO FRAMER SELF-DRILLING SCREW Page 10 of 10 FIGURE 2-HEX WASHER HEAD (HWH) SELF-PIERCING SCREW ~ fl\\M~ ~ u~\!~ FIGURE 4-PHILLIPS PAN FRAMING HEAD (PPFH) SO FRAMER SELF-DRILLING SCREW FIGURE 6-PHILLIPS BUGLE HEAD (PBH) S SELF-PIERCING DRYWALL SCREW FIGURE 8-PHILLIPS TRUSS HEAD (PTH) SO FRAMER SELF-DRILLING SCREW FIGURE 10-TORX PANCAKE HEAD (TPCH) SO FRAMER SELF-DRILLING SCREW FIGURE 12-DESCRIPTION OF NOMINAL SCREW LENGTH (L) AND LOAD BEARING AREA (LBA) ICC-ES Evaluation Report www.icc-es.org 1 (800) 423-6587 I (562) 699-0543 DIVISION: 05 00 00-METALS Section: 05 05 23-Metal Fastenings DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 06 05 23-Wood, Plastic and Composite Fastenings DIVISION: 09 00 00-FINISHES Section: 09 22 16.23-Fasteners REPORT HOLDER: HILTI, INC. 7250 DALLAS PARKWAY, SUITE 1000 PLANO, TEXAS 75024 (800) 879-8000 www.us.hilti.com HNATechnicaiServices@hiiti.com EVALUATION SUBJECT: HIL Tl SELF-DRILLING AND SELF-PIERCING SCREWS 1.0 REPORT PURPOSE AND SCOPE Purpose: ESR-2196 Issued October 2015 Revised December 2015 This report is subject to renewal October 2017. A Subsidiary of the International Code Council® The purpose of this evaluation report supplement is to indicate that the Hilti Self-drilling and Self-piercing Screws recognized in evaluation report ESR-2196 have also been evaluated for compliance with the codes noted below. Applicable code editions: • 2014 and 2010 Florida Building Code-Building • 2014 and 2010 Florida Building Code-Residential 2.0 CONCLUSIONS The Hilti Self-drilling and Self-piercing Screws described in Sections 2.0 through 7.0 of the master evaluation report, ESR-2196, comply with the 2014 and 2010 Florida Building Code-Building and the 2014 and 2010 Florida Building Code- Residential when designed and installed in accordance with the International Building Code (IBC) provisions noted in the master evaluation report, and the following conditions apply: • Design wind loads must be based on Section 1609 of the 2014 or 2010 Florida Building Code-Building or Section 301.2.1.1 of the 2014 or 2010 Florida Building Code-Residential, as applicable. • Load combinations must be in accordance with Section 1605.2 or Section 1605.3 of the 2014 or 2010 Florida Building Code-Building, as applicable. Use of the Hilti Self-drilling and Self-piercing Screws has also been found to be in compliance with the High-velocity Hurricane Zone provisions on the 2014 and 2010 Florida Building Code-Building and the 2014 and 2010 Florida Building Code-Residential under the condition that the design wind loads must be based on Section 1620 of the 2014 or 2010 Florida Building Code-Building, as applicable. 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 October 2015 and revised December 2015. JCC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, ILC, express or implied, as to any finding or other matter in this report, or as to any product covered by the report. l' .... nurinht fR'I ?011:\ 1r:r: l=v~h l!=ltinn ~Arvir.A. LLC_ All riahts reserved. Page 1 of 1 J DIVISION: 03 00 00-CONCRETE SECTION: 0315 00-CONCRETE ACCESSORIES SECTION: 03 16 00-CONCRETE ANCHORS DIVISION: 04 00 00-MASONRY SECTION: 04 05 19.16-MASONRY ANCHORS DIVISION: 05 00 00-METAL.S SECTION: 05 05 23-METAL FASTENINGS DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES SECTION: 06 OS 23-WOOD, PLASTIC, AND COMPOSITE FASTENINGS REPORT HOLDER: HllTI, INC. 5400 SOUTH 122ND EAST AVENUE TULSA, OKLAHOMA 74146 EVALUATION SUBJECT: HILTI LOW-VElOCITY X-U AND X-U 15 UNIVERSAl POWDER DRIVEN FASTENERS liSTED Look for the trusted marks of Conformity! Po!icv ICC-ES Evaluation Report www.icc-es.org I (800) 423-6587 I (562) 699-0543 DIVISION: 03 00 00-CONCRETE Section: 03 15 00-Concrete Accessories Section: 0316 00-Concrete Anchors DIVISION: 04 00 00-MASONRY Section: 04 0519.16-Masonry Anchors DIVISION: 05 00 00-METALS Section: 05 05 23-Metal Fastenings DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 06 05 23-Wood, Plastic, and Composite Fastenings REPORT HOLDER: HILTI, INC. 5400 SOUTH 122"d EAST AVENUE TULSA, OKLAHOMA 74146 (800) 879-8000 www.us.hilti.com HNATechnicaiServices@hilti.com EVALUATION SUBJECT: HILTI LOW-VELOCITY X-U AND X-U 15 UNIVERSAL POWDER DRIVEN FASTENERS 1.0 EVALUATION SCOPE Compliance with the following codes: • 2012, 2009 and 2006 International Building Code® (18C) • 2012, 2009 and 2006 International Residential Code® (IRC) • 2013 Abu Dhabi International Building Code (AD18C)t tThe 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 2.1 General: The Hilti X-U fasteners are used to attach wood, light gage steel, and other building elements to normal-weight and sand-lightweight concrete, steel deck panels with sand- lightweight concrete fill, concrete masonry and steel base materials. The Hilti X-U 15 fasteners are used to attach light gage steel and other building elements to steel. The ESR-2269* Reissued February 2015 This report is subject to renewal February 2017. A Subsidiary of the International Code Council® fasteners are alternatives to the cast-in-place anchors described in 2012 18C Section 1908 (2009 and 2006 18C Section 1911) for placement in concrete; the embedded anchors described in Section 2.1.4 of TMS 402/ACI 530/ASCE 5 under the 2012 18C (Section 2.1 of ACI 530 for the 2009 and 2006 18C), which is referenced in 18C Section 2107, for placement in grouted masonry; and the welds and bolts used to attach materials to steel, described in 18C Sections 2204.1 and 2204.2, respectively. The fasteners may be used where an engineered design is submitted in accordance with IRC Section R301.1.3. 2.2 Horizontal Diaphragms: The Hilti X-U fasteners may be used as alternates to 1 Od common nails for fastening wood structural panel horizontal diaphragms to structural steel members. 3.0 DESCRIPTION 3.1 Fasteners: 3.1.1 X-U: The X-U fasteners are powder-driven fasteners made from hardened steel complying with the manufacturer's quality documentation, austempered to a Rockwell C nominal hardness of 58 and zinc-plated in accordance with ASTM 8633 SC 1, Type Ill. The fasteners have a shank diameter of 0.157 inch (4.0 mm), a head diameter of 0.32 inch (8.2 mm) and a knurled tip, and come in lengths ranging from 0.63 inch to 2.83 inches (16 to 72 mm). See Figure 1 for the fastener configuration. 3.1.2 X-U 15: The X-U 15 fasteners are powder-driven fasteners made from hardened steel complying with the manufacturer's quality documentation, austempered to a Rockwell C nominal hardness of 59 and zinc plated in accordance with ASTM 8633 SC 1, Type Ill. The fasteners have a shank diameter of 0.145 inch (3.7 mm), a head diameter of 0.32 inch (8.2 mm) and a shank length of 0.63 inch (16 mm). See Figure 2 for the fastener configuration. 3.2 Concrete: Normal-weight and sand-lightweight concrete must conform to 18C Chapter 19 or IRC Section R402.2, as applicable. The minimum concrete compressive strength at the time of fastener installation is noted in the tables of this report. Hollow core precast concrete slabs must conform to the cross-sectional dimensions shown in Figure 6. 3.3 Masonry: Masonry must be comprised of normal-weight or lightweight concrete masonry units (CMUs) complying with ASTM C90. Mortar must comply with ASTM C270 Type S 'Revised June 2015 ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation .for its use. There is no warran(Y by ICC Evaluation Se1vice, LLC, express or implied, as to any finding or other matter in this report, or as to any product covered by the report. Cnnvrinht © 2015 Page 1 of 10 ESR-2269 I Most Widely Accepted and Trusted in accordance with 2012 IBC Section 2103.9 (2009 and 2006 IBC Section 2103.8) or IRC Section R607, as applicable. The CMUs must have a minimum width of 8 inches (203 mm). Where specified in Table 6 of this report, masonry construction must be fully grouted and must have minimum prism strength, f m. of 1 ,500 psi (10.3 MPa) at the time of fastener installation. Grout must comply with Article 2.2 of TMS 602/ACI 530.1/ASCE 6 (referenced in 2012 IBC Section 2103.13) [2009 and 2006 IBC Section 2103.12] or IRC Section R609.1.1, as applicable. 3.4 Steel Substrates: Structural steel must comply with the minimum strength requirements of ASTM A36, ASTM A572 Grade 50 or ASTM A992, and have a thickness as shown in Table 2. Steel deck panels must comply with a code-referenced material standard and must have the minimum thickness and minimum yield strength noted in Table 5. See Figures 3 through 5 for panel configuration requirements. 3.5 Cold-formed Steel Clips: Cold-formed steel clips must be the FCSC™ Fast Clip, FCECTM Extended Fast Clip or UCEC™ Uni-Ciip End Clip manufactured by Clark-Dietrich, as described in Table 7 and Figures 8 and 9 of this report and as described in ESR-2570. 3.6 Wood Structural Panel Horizontal Diaphragms 3.6.1 Wood Structural Panel: Wood structural panels must have a minimum thickness of 151J2 inch (11.9 mm) and must comply with the requirements of Section 4.2.6 of AWC SDPWS (which is referenced in IBC Section 2305). 3.6.2 Structural Steel Supports: Structural steel framing members supporting the wood structural panel diaphragm must comply with the minimum strength requirements of ASTM A36, ASTM A572 Grade 50 or ASTM A992, and have a thickness greater than or equal to 3/16 inch (4.8 mm) as shown in Table 2. 4.0 DESIGN AND INSTALLATION 4.1 Design: 4.1.1 Allowable Loads for Individual Fasteners: The allowable shear and tension loads for the X-U and X-U 15 fasteners installed in steel, and the X-U fasteners installed in normal-weight concrete, sand-lightweight concrete, sand-lightweight concrete-filled steel deck and masonry, can be found in Tables 2 through 6 as summarized in Table 1. The most critical applied loads, excluding seismic load effects, resulting from the load combinations in IBC Section 1605.3.1 or 1605.3.2 must not exceed these allowable loads. For fasteners which are subjected to seismic loads, see Section 4.1.5 for additional information. The stress increases and load reductions described in IBC Section 1605.3 are not allowed. Allowable loads apply to the connection of the fastener to the base material only, and limit states such as pull-over and lateral bearing, which are governed by the properties of attached materials, are outside the scope of this report. Design of the connection to the attached material must comply with the applicable requirements of the IBC. Allowable loads for fasteners subjected to combined shear and tension forces are determined by the following formula: where: p Pa = = (p/Pa) + (viVa) ::>1 Actual tension load, lbf (N). Allowable tension load, lbf (N). Page 2 of 10 v = Actual shear load, lbf (N). Va = Allowable shear load, lbf (N). 4.1.2 Attachment of Wood to Steel, Concrete, or Masonry: Reference lateral design values for nails determined in accordance with Part 11 of ANSI/AF&PA NDS are applicable to Hilti fasteners of equal or greater shank diameter. The wood element must be considered to be the side member. The fastener bending yield strength used in determination of connection capacity is allowed to be taken as the value noted in the NDS based on the Hilti fastener shank diameter. Hilti carbon steel fasteners may be used in contact with fire-retardant-treated wood in dry, interior locations only, in accordance with 2012 and 2009 IBC Section 2304.9.5.4 and Hilti's recommendations. Use of fasteners in contact with preservative-treated wood or fire-retardant-treated wood in exterior applications is outside the scope of this report. 4.1.3 Allowable Loads for Connections of Cold· formed Steel Clips to Steel Base Material: Allowable loads for the connection of the steel clip angles described in Section 3.5 to steel base material are given in Table 7. The most critical applied loads, excluding seismic load effects, resulting from the load combinations in IBC Section 1605.3.1 or 1605.3.2 must not exceed these allowable loads. The tension, shear and 45-degree loads are assumed to act independently. The stress increases and load reductions described in IBC Section 1605.3 are not allowed. Allowable loads recognized in this report apply to the connection of the clip to the base material only. Design of the clip and the connection between the clip and the supported cold-formed steel member must comply with the applicable requirements of the IBC. Allowable loads for the FCSC and FCEC clips and for the connection of the clips to the supported cold-formed steel members are addressed in ESR-2570. 4.1.4 Wood Structural Panel Horizontal Diaphragms: When the X-U fastener is used to fasten wood structural panels to steel members, the fastener is recognized as equivalent to a 1 Od common nail. Diaphragm design, including fastener spacing, diaphragm capacity and diaphragm deflection, must comply with Section 4.2 of AWC SDPWS (which is referenced in IBC Section 2305.1 and IBC Section 2306.2 (2006 IBC Section 2306.3). 4.1.5 Seismic Considerations: The Hilti fasteners are recognized for use when subjected to seismic loads as follows: 1. The Hilti fasteners may be used with nonstructural components listed in Section 13.1.4 of ASCE 7, which are exempt from the requirements of ASCE 7. 2. The Hilti fasteners installed in concrete may be used to support acoustical tile or lay-in panel suspended ceiling systems, distributed systems and distribution systems where the service load on any individual fastener does not exceed 90 lbf (400 N). 3. For interior, nonstructural walls that are not subject to sustained tension loads and are not a bracing application, the power-driven fasteners may be used to attach steel track to concrete or steel in all Seismic Design Categories. In Seismic Design Categories D, E, and F, the allowable shear load due to transverse pressure shall be no more than 90 pounds (400 N) when attaching to concrete; and no more than the applicable allowable load shown in Table 2 when attaching to steel. Substantiating calculations shall be submitted to the code official addressing the fastener- ESR-2269 I Most Widely Accepted and Trusted to-base-material connection capacity and the fastener-to-attached-material connection capacity. Interior nonstructural walls are limited to locations where bearing walls, shear walls or braced walls are not required by the approved plans. The design load on the fastener must not exceed the allowable load established in the report for the concrete or steel base material, as applicable. 4. The Hilti fasteners may be used in conjunction with wood structural panel diaphragms in accordance with Sections 3.6, 4.1.4 and 4.2.9. 5. For Hilti fasteners installed in steel base materials, the most critical load applied to each individual fastener must be determined from the applicable equations in IBC Section 1605.3.1 or Section 1605.3.2 which include seismic load effects, and must not exceed the allowable load shown in Table 2. Except as noted in Item 4, above, recognition of the Hilti fasteners installed in steel base material for use in the design of lateral force resisting systems, such as shear walls and diaphragms, is outside the scope of this report. 4.2 Installation: 4.2.1 General: The X-U and X-U 15 fasteners must be installed in accordance with this report and the Hilti, Inc., published installation instructions. A copy of these instructions must be available on the jobsite at all times during installation. Installation must be limited to dry, interior locations. Fastener placement requires the use of a low-velocity powder-actuated tool in accordance with Hilti, Inc. recommendations. Installers must be certified by Hilti and have a current, Hilti-issued, operator's license. 4.2.2 Fastening to Steel: When installed in steel, minimum spacing between fasteners must be 1 inch (25.4 mm) and minimum edge distance must be 1/2 inch (12.7 mm). 4.2.3 Fastening to Concrete: Fasteners must be driven into the concrete after the concrete attains the concrete strength specified in the tables of this report. Minimum spacing between fasteners must be 4 inches (102 mm) and minimum edge distance must be 3 inches (76 mm). Unless noted otherwise in this report, concrete thickness must be a minimum of three times the penetration depth of the fastener. 4.2.4 Fastening to Hollow Core Precast Concrete Slabs: Fasteners must be installed into the top or bottom of the hollow core precast concrete slab at the center of a core as shown in Figure 6, and must not make contact with the prestressing steel. The concrete thickness at these locations must be a minimum of 13/8 inches thick. Spacing along the length of the slab must be a minimum of 4 inches (102 mm). 4.2.5 DX-KWIK System: Installation of the X-U fastener into normal-weight concrete, using the Hilti DX-KWIK system as an alternate procedure, requires the drilling of a pilot hole using a Special DX-KWIK drill bit (TX-C) supplied by Hilti, Inc., prior to the installation of the fastener with the powder-actuated tool. 4.2.6 Fastening to Sand-lightweight Concrete-filled Steel Deck Panels: Installation in sand-lightweight concrete-filled steel deck panels must comply with Figures 3 through 5. Minimum distances from fastener centerline to rolled deck panel flute edges must be as depicted in Figures 3 through 5. Page 3 of 10 4.2.7 Fastening to Masonry: Fasteners must be driven into the masonry after the mortar and grout materials have attained the specified strength. Fasteners must be located in accordance with Table 6. 4.2.8 Fastening Cold-formed Steel Clips to Steel: The X-U fasteners must be driven through the cold-formed steel clips in the locations shown in the figures in Table 7. The edge distance in the base steel must be a minimum of 1/2 inch (12.7 mm). 4.2.9 Wood Structural Panel Diaphragms: The wood structural panels must be fastened with X-U fasteners to the steel members at the spacing specified in the approved plans. When used, the optional steel strap is placed on top of the panels and the fasteners are driven through the strap and panel into the supporting steel member. The minimum distance from the centerline of the fasteners to the edge of the panel is 3/8 inch (9.5 mm). Fastener penetration and distance to the edge of the supporting steel member must be as described in Section 4.2.2. See Figure 10 for a typical installation detail showing one row of fasteners. Multiple rows of fasteners may be installed if required by the approved plans. The remainder of the diaphragm must be constructed in accordance with the code. 5.0 CONDITIONS OF USE The Hilti X-U and X-U 15 fasteners described in this report comply with, or 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 fasteners are manufactured and identified in accordance with this report. 5.2 Fastener installation complies with this report and the Hilti, Inc., instructions. In the event of conflict between this report and the Hilti, Inc., published instructions, this report governs. 5.3 Calculations demonstrating that the actual loads are less than the allowable loads described in Section 4.1 must be submitted to the code official for approval. The calculations must be prepared by a registered design professional where required by the statutes of the jurisdiction in which the project is to be constructed. 5.4 Refer to Section 4.1.5 for seismic considerations. 5.5 The use of fasteners is limited to installation in uncracked concrete or masonry. Cracking occurs when ft > fr due to service loads or deformations. 5.6 Use of fasteners is limited to dry, interior locations, which include exterior walls which are protected by an exterior wall envelope. 5.7 Installation must comply with Section 4.1.2 regarding fasteners in contact with preservative-treated and fire- retardant-treated wood. 5.8 Installers must be certified by Hilti, Inc., and have a current, Hilti-issued, operator's license. 6.0 EVIDENCE SUBMITTED 6.1 Data in accordance with the ICC-ES Acceptance Criteria for Fasteners Power-driven into Concrete, Steel and Masonry Elements (AC70), dated January 2015, including seismic load test data in accordance with Annex A of AC70. 6.2 Test reports and engineering analysis regarding capacity of X-U fastener groups used to connect cold- formed steel clips to steel base material. ESR-2269 I Most Widely Accepted and Trusted Page 4 of 10 7.0 IDENTIFICATION 7.1 Each package of fasteners is labeled with the fastener type and size, the manufacturer's name (Hilti) and the evaluation report number (ESR-2269). An "H", for Hilti, is imprinted on the head of the fastener as shown in Figures 1 and 2. 7.2 The cold-formed steel clip angles must be identified as described in ESR-2570. TABLE 1-APPLICATION DESCRIPTIONS BASE MATERIAL POWDER-ACTUATED FASTENER INSTALLATION METHOD LOAD DATA Steel X-U and X-U 15 Fasteners Standard Table 2 Steel X-U Fastener Through cold-formed steel clip angle Table 7 Standard Table 3 Normal-Weight Concrete X-U Fastener DX-KWIK Table4 Hollow Core Precast Concrete X-U Fastener Standard Table 3 Sand-lightweight Concrete X-U Fastener Standard 3-inch Deep Composite Floor Deck Panel X-U Fastener Standard Table 5 11/2-inch Deep Composite Floor Deck Panel X-U Fastener Standard Hollow Concrete Masonry Units X-U Fastener Standard Table 6 Grout-Filled Concrete Masonry Units X-U Fastener Standard TABLE 2-ALLOWABLE LOADS FOR FASTENERS DRIVEN INTO STEEL1'2'6 (lbf) FASTENER FASTENER SHANK STEEL THICKNESS (in.) DESCRIPTION DIAMETER 3/16 1'· 3/s 1/2 ?. 3/4 (in.) Tension Shear Tension Shear Tension Shear Tension Shear Tension Shear Universal 3504 3754 Knurled Shank X-U 0.157 500 720 775 720 935 720 900 720 2753 3503 Universal X-U 15 0.145 155 400 230 395 420 450 3655 5005 3655 4005 Knurled Shank For 51: 1 inch = 25.4 mm, 1 lbf = 4.4 N; 1 ksi = 6.9 MPa. 1AIIowable load capacities are based on base steel with minimum yield strength (Fy) of 36 ksi and minimum tensile strength (Fu) of 58 ksi. 2The fasteners must be driven to where the point of the fastener penetrates through the steel base material, unless otherwise noted. 3Based upon minimum point penetration of 3/8 inch. 4Based upon minimum point penetration of 'h inch. 5Based upon minimum point penetration of 15/32 inch. 6AIIowable loads are applicable to static and seismic loads in accordance with Section 4.1. TABLE 3-ALLOWABLE LOADS FOR FASTENERS DRIVEN INTO NORMAL-WEIGHT CONCRETE1'2 (1bf) FASTENER FASTENER SHANK MINIMUM CONCRETE COMPRESSIVE STRENGTH DESCRIPTION DIAMETER EMBEDMENT 2000 psi 4000 psi 6000 psi (in.) (in.) Tension Shear Tension Shear Tension Shear 3/4 100 125 100 125 105 205 Universal 1 165 190 170 225 1103 2803 Knurled Shank X-U 0.157 1'/• 240 310 280 310 180 425 11/2 275 420 325 420 -- For 51: 1 inch = 25.4 mm, 1 lbf = 4.4 N, 1 psi = 6895 Pa. 1Unless otherwise noted, values apply to normal weight cast-in-place concrete. Fasteners must not be driven until the concrete has reached the designated minimum compressive strength. 2Unless otherwise noted, concrete thickness must be a minimum of 3 times the embedment depth of the fastener. 3Th is allowable load value also applies to normal weight hollow core concrete slabs with fc of 6600 psi and minimum dimensions shown in Figure 6, when installed in accordance with Section 4.2.4. ESR-2269 I Most Widely Accepted and Trusted Page 5 of 10 TABLE 4-ALLOWABLE LOADS FOR FASTENERS DRIVEN INTO NORMAL-WEIGHT CONCRETE USING DX-KWIK1'2'3 (lbf) FASTENER FASTENER SHANK MINIMUM CONCRETE COMPRESSIVE STRENGTH DESCRIPTION DIAMETER EMBEDMENT 4,000 psi 6,000 psi (in.) (in.) Tension Shear Tension Shear Universal X-U 47 P8 w/ 0.157 11/2 395 405 Knurled Shank DX-KWIK For Sl: 1 inch = 25.4 mm, 1 lbf = 4.4 N, 1 psi = 6895 Pa. 1X-U Fastener is installed using the DX-KWIK drilled pilot hole installation procedure described in Section 4.2.4. 2Pilot holes must not be drilled until the concrete has reached the designated minimum compressive strength. 3Concrete thickness must be a minimum of 3 times the embedment depth of the fastener. TABLE 5-ALLOWABLE LOADS FOR FASTENERS DRIVEN INTO 360 570 MINIMUM f'c = 3000 psi STRUCTURAL SAND-LIGHTWEIGHT CONCRETE WITH OR WITHOUT METAL DECK1 (lbf) FASTENER FASTENER SHANK MINIMUM FASTENER LOCATION DESCRIPTION DIAMETER EMBEDMENT Installed Through Metal Deck Panel into Concretes (in.) (in.) Installed into Concrete4 3-inch deep composite floor deck panel2 11/2-inch deep composite floor deck panel3 Tension Tension Tension Shear Upper Lower Shear Upper Lower Shear Flute Flute Flute Flute 3'· 125 115 130 95 245 95 95 370 Universal 1 205 260 215 155 330 125 125 415 Knurled Shank X-U 0.157 11/4 315 435 295 200 375 - - - 11/2 425 475 400 260 430 - - - For Sl: 1 inch = 25.4 mm, 1 lbf = 4.4 N, 1 psi = 6895 Pa. 'Fasteners must not be driven until the concrete has reached the designated minimum compressive strength. 2The steel deck profile for the 3-inch deep composite floor deck panel has a minimum thickness of 0.0359 inch (0.91 mm) and a minimum Fy of 33 ksi. Lower and upper flute width must be a minimum of 37/8 inches. Figure 3 shows the nominal flute dimensions, fastener locations, and load orientations for the deck panel profile. Sand-lightweight concrete fill above top of steel deck panel must be minimum 31/• inches thick. 3The steel deck profile for the 11/rinch deep composite floor deck panel has a minimum thickness of 0.0359 inch (0.91 mm) and a minimum Fy of 33 ksi. Lower flute and upper flute widths must be a minimum of 13/4 inch and 31/2 inch, respectively. This deck panel may also be inverted as shown in Figure 5. Figures 4 and 5 show the nominal flute dimensions, fastener locations, and load orientations for the deck panel profile. Sand-lightweight concrete fill above top of steel deck panel must be minimum 2'12 inches thick. 4Concrete thickness must be a minimum of 3 times the embedment depth of the fastener. 5Minimum allowable spacing parallel to the deck flutes is 5.1 inches. TABLE 6--ALLOWABLE LOADS FOR FASTENERS DRIVEN INTO CONCRETE MASONRY UNITS1'2'3 (1bf) FASTENER FASTENER SHANK MINIMUM HOLLOWCMU GROUT-FILLED CMU DESCRIPTION DIAMETER EMBEDMENT Top of (in.) (in.) Face Shell Mortar Joint4 Face Shell Mortar Joint4 Grouted Cell6 Tension Shear7 Tension Shears Tension Shear7 Tension Shears Tension Universal X-U 0.157 1 70 85 25 70 225 220 150 190 165 Knurled Shank 1The tabulated allowable load values are for fasteners installed in masonry conforming to the requirements of Section 3.3 of this report. 2No more than one low-velocity fastener may be installed in an individual concrete masonry unit cell. The fastener must be installed a minimum of 4 inches from the edge of the wall. 3Fastener can be located in the face shell or mortar joint as shown in Figure 7 of this report. Shear7 240 4Fasteners must be installed a minimum of 8 inches from the end of the wall. Multiple fasteners in a bed joint must be spaced a minimum of 8 inches. 5Shear load direction can be horizontal or vertical (bed joint or T-Joint) along the CMU wall plane. 6Fastener located in center of grouted cell installed vertically. 7Shear load can be in any direction. ESR-2269 I Most Widely Accepted and Trusted Page 6 of 10 TABLE 7-ALLOWABLE LOADS FOR FASTENERS DRIVEN THROUGH THE SHORT LEG OF COLD-FORMED STEEL CLIPS INTO MINIMUM 3/16" BASE STEEL 1'2'3'4'5 COLD-FORMED STEEL CLIP TYPE Clark Dietrich FCEC™ Clark Dietrich FCSC™ and UCEC™ Clark Dietrich UCEC™ Clark Dietrich FCSC™ and UCEC™ Clark Dietrich UCEC™ Clark Dietrich FCSC™ and UCEC™ Clark Dietrich UCEC™ HILTI FASTENER X-U X-U LOAD DIRECTION5 Tension Tension Tension Tension Shear 45-degree Tension Shear 45-degree Tension Shear 45-degree FarSI: 1 inch = 25.4 mm; 1 lbf = 4.4 N; 1 ksi = 6,9 MPa. ALLOWABLE LOAD FOR FASTENER GROUP {lbf} 765 1120 1595 745 1215 980 910 1300 1185 1225 1715 1185 NUMBER OF FASTENERS USED TO ATTACH CLIP TO SUPPORT AND LOCATIONS OF FASTENERS INSTALLED THROUGH THE SHORT LEG OF THE CLIP4 2 Fasteners 3 Fasteners 4 Fasteners 2 Fasteners (FCSC) (UCEC) 3 Fasteners (FCSC) (UCEC) 4 Fasteners (FCSC) (UCEC) 'Allowable load capacities are based on base steel with minimum yield strength (Fy) of 36 ksi and minimum tensile strength (Fu) of 58 ksL 2The fasteners must be driven to where the point of the fastener penetrates through the steel base materiaL 3AIIowable load values are for the connection of the cold-formed steel clip to base steeL Evaluation of the cold-formed steel clip itself and the connection of the cold-formed steel clip to the supported cold-formed steel members must be in accordance with ESR-2570. 4See Figure 8 for steel clip dimensions. 5See Figure 9 for a depiction of the load orientations. ESR-2269 I Most Widely Accepted and Trusted FIGURE 1-HIL Tl X-U FASTENER FIGURE 2-X-U 15 FASTENER HHti Power-Driven Fastener 3,000 psi Liglltweigllt Concrete -\ \ Direction of ; tension load ! on iastener t 12" FIGURE 3-HILTI FASTENER LOCATION IN 3-INCH-DEEP COMPOSITE FLOOR DECK PANEL, NORMAL DECK PANEL PROFILE ORIENTATION Hllti PowereD riven fasteners 3,000 psi Siructurnl lland- Ughmelght Concrete--.....,.., ~ l J. l l' . t l Form Deck Panel .J ' I / I Upper flute location --" / Lower Flute loca!ioo _/ """!-7l8" Ed1;~e mctance ~" 1,-3/4u FIGURE 4-HIL Tl FASTENER LOCATION IN 11/2-INCH-DEEP COMPOSITE FLOOR DECK PANEL, NORMAL DECK PANEL PROFILE ORIENTATION Page 7 of 10 min. 3·1/4" 3" ESR-2269 I Most Widely Accepted and Trusted fHitl Power-D rtven fa51enern 3,DOD psi Siru~rural Sand-Ugntweig!Jt Concrete ---...,_ i I / I tower flute Location _j Dire:licrl of tension load ; on fllstener t .3-112. FIGURE 5-HILTI FASTENER LOCATION IN 11/2-INCH-DEEP COMPOSITE FLOOR DECK PANEL, INVERTED DECK PANEL PROFILE ORIENTATION FIGURE 6-HILTI FASTENER LOCATION IN HOLLOW-CORE CONCRETE SLABS Page 8 of 10 2-1/l"mln. _j ESR-2269 I Most Widely Accepted and Trusted Page 9 of 10 { v ( .{ ' ' r ~ ~ } td ~ ~ ~ ~ ~ ~ ~ ¥ ~ ~ 1 & ~ f ~ ~ ~ ~ . t ' / ~ !;I "' : ~ ~ ~ 1 I ' T-Joint ~!Bed -i-1'' L, Concrete Mas Joint 1~~-r---Unit (CMU) omy FIGURE 7-LOCATIONS (NONSHADED AREAS) FOR HILTI FASTENERS IN CMU WALLS ClarkDietrich FastCiip FCSC™ 31/2" ClarkDietrich FastCiip FCSC™ 51/2" ClarkDietrich Extended FastCiip FCEC™ 6", 8", 10" & 12" PRE-PUNCHED HOLES FOR #10 SCREWs ClarkDietrich Uni-Ciip EndCiip UCEC™ 31/2" FIGURE 8-CLARK-DIETRICH COLD-FORMED STEEL CLIP DIMENSIONS (Reference ESR-2570) _i ESR-2269 I Most Widely Accepted and Trusted Page 10 of 10 1/;\;::,orl C-<rrHH1.,!?ll f'ar--ei qr,,~''"''''" 45-degree 1For FCEC and FCSC clips, tension loads applied perpendicular to the clips at any position alons tho ~lt.t_ FIGURE 9-COLD-FORMED STEEL CLIP LOAD ORIENTATIONS P:.;111' >l-,tJ Llni' ... a:;:~w:q,J: P~J.-.di!J<" Driver. )( Ur-•versd ~vc :~-QR'"J'Tl9n. NW{$ ·~' t\p;oP~v-~d +:;;;s~.~rs fn'StarhY$ ~Pt ~;tg~~ rr>J·rflll•'f 'Sq'flpt>r-! )J&;-n~l;,) _,-;p,o.,,a.,l' Dhve<n F~r::t-er,;er FIGURE 10-WOOD STRUCTURAL PANEL DECK ATTACHMENT TO STEEL LEDGER WITH HILTI X-U UNIVERSAL POWDER DRIVEN FASTENER ICC-ES Evaluation Report ESR-2269 FBC Supplement* Reissued February 2015 This report is subject to renewal February 2017. www.icc-es.org I (800) 423-6587 I (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 03 00 00-CONCRETE Section: 0315 00-Concrete Accessories Section: 03 16 00-Concrete Anchors DIVISION: 04 00 00-MASONRY Section: 04 05 19.16-Masonry Anchors DIVISION: 05 00 00-METALS Section: 05 05 23-Metal Fastenings DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 06 05 23-Wood, Plastic, and Composite Fastenings REPORT HOLDER: HILTI, INC. 5400 SOUTH 122ND EAST AVENUE TULSA, OKLAHOMA 74146 (800) 879-8000 www.us.hilti.com HNATechnicaiServices@hilti.com EVALUATION SUBJECT: HIL Tl LOW-VELOCITY X-U AND X-U 15 UNIVERSAL POWDER DRIVEN FASTENERS 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that the Hilti Low-Velocity X-U and X-U 15 Universal Powder Driven Fasteners, recognized in ICC-ES master report ESR-2269, have also been evaluated for compliance with the codes noted below. Applicable code editions: D 2014 and 2010 Florida Building Code-Building D 2014 and 2010 Florida Building Code-Residential 2.0 CONCLUSIONS The Hilti Low-Velocity X-U and X-U 15 Universal Powder Driven Fasteners, described in Sections 2.0 through 7.0 of the master report ESR-2269, comply with the 2014 and 2010 Florida Building Code-Building and the 2014 and 2010 Florida Building Code-Residential, provided the design and installation are in accordance with the International Building Code® provisions noted in the master report, and the following additional conditions apply: D Design wind loads must be based on Section 1609 of the 2014 or 2010 Florida Building Code-Building or Section 301.2.1 of the 2014 and 2010 Florida Building Code-Residential, as applicable. D Load combinations must be in accordance with Section 1605.2 or Section 1605.3 of the 2014 or 2010 Florida Building Code-Building, as applicable. Use of the Hilti Low-Velocity X-U and X-U 15 Universal Powder Driven Fasteners has also been found to be in compliance with the High-Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code-Building and the 2014 and 2010 Florida Building Code-Residential under the following conditions. *Revised June 2015 JCC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any finding or other matter in this report, or as to any product covered by the report. Copyright© 2015 Page 1 of2 ESR-2269 FBC Supplement I Most Widely Accepted and Trusted Page 2 of 2 D Design wind loads must be based on Section 1620 of the 2014 or 2010 Florida Building Cod~Building, as applicable. D The use of the Hilti Low-Velocity X-U and X-U 15 Universal Powder Driven Fasteners as a means of attachment for wood blocking, as defined in Section 2330.1.1 of the 2014 and 2010 Florida Building Cod~Building, in a roof assembly in the High-Velocity Hurricane Zone, is prohibited. Attachment of wood structural panel diaphragms to supporting steel framing members, as recognized in the master report, is acceptable. D The fasteners have not been evaluated for use as cast-in-place anchors for compliance with the High-Velocity Hurricane Zone provisions, and this use is outside the scope of this evaluation report. 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 February 2015 and revised June 2015. Colorado (720) 644-9246 Idaho: (208) 342-7168 Nevada: (702) 365-9312 Structural Calculations for Anthropologie CLIENT: David Levy & Associates LOCHSA JOB #: 154265.00 Scope: Exterior and interior wall framing submittal. 1911 CALLE BARCELONA 158 Disclaimer: All sketches, key plans, legends, and nomenclature c< reference only and are intended as a communication and/or organi result, they are not intended to be used as part of or supersede the 1 intended to directly correspond with the nomenclature used on the Loch sa www.loch: 2550120400 T I 01-19-2016 CB160208 Cof.orado: (720} 644-924A3 !daho' (208) 342-7168 Nevada: (702) 365-931 Loading .com Page 2 201 N. Maple Grove Rd, Suite 100, Boise, !D 83704 P: (208) 342-7168 F: (208} 342-3079 Wind Loading Base Base Pressure Wind Design Speed Velocity Pressure Coefficient Wind Directionality Factor Topographic Factor Wind Load Components and Cladding Height of Stud Framing Stud Spacing Effective Area of Stud Framing Internal Pressure Coefficient Wall Wind Loads: Wall External Pressure Coefficients: Wall (Zone 4), Positive Wall (Zone 4), Negative Wall Corner (Zone 5), Positive Wall Corner (Zone 5), Negative Wall Wind Load Wall Corner Wind Load Lochsa Engineering Client David Levy & Associates Project Anthro Carlsbad, CA Sheet Job No. Date 1 of 2 154265.00 12/8/2015 _____________ Engineer-'-'N'-'-'.H'-'-'-. __ _ Base= 1 mph Base_Pressure = 1 psf V = 110 mph Kz = 0.98 Kcl = 0.85 Kzt = 1.0 *A TC Winds peed Location *ASCE 7-10 Table 30.3-1 (Exposure C) *ASCE 7-10 Table 26.6-1 *ASCE 7-10 26.8.2 q = 0.00256 * Kz * Kzt * Kd *(VI Base)2 * Base_Pressure q = 25.80 psf Hstud = 16ft Sstud = 16 in Astud_eff = Hstud * max(Sstud, Hstud * (1 I 3)) Astud_eff = 85.3 ft2 GCp; = 0.18 GCp_ 4_pos = 0.95 GCp_ 4_neg = -1.05 GCp_5_pos = 0.95 GCp_5_neg = -1.3 *ASCE 7-10 Table 26.11-1 *ASCE 7-10 Figure 30.4-1 Wind4_pos = q * (GCp_4_pos + GCp;) = 29.16 psf Wind4_neg = q * (GCp_4_neg-GCp;) = -31.74 psf Winds_pos = q * (GCp_5_pos + GCp;) = 29.16 psf Winds_neg = q * (GCp_5_neg-GCp;) = -38.19 psf www.lochsa.com 1-866-606-Q784 'Page 3 201 N. Maple Grove Rd, Suite 100, Boise, !D 83704 P: (208) 342-7168 F: (208} 342-3079 Seismic Loading: Exterior Nonstructural Wall Element Spectral Acceleration, Short Period Component Importance Factor Component Operating Weight Component Amplification Factor Component Response Modification Factor Height of Attachment Point in Structure Average Roof Height of Structure Seismic Design Force (Wall) Minimum Seismic Design Force (Wall) Maximum Seismic Design Force (Wall) Seismic Design Force (Connection) Minimum Seismic Design Force (Connection) Maximum Seismic Design Force (Connection) Resultant Seismic Design Force (Wall) Resultant Seismic Design Force (Connection) Governing Loading: ASD Factors Wind Load Seismic Load Client David Levy & Associates Project Anthro Carlsbad, CA Sheet Job No. Date 2 of 2 154265.00 12/8/2015 ______________ Engineer.:...N=-=-·::...:H:.:_. __ _ Sos=0.105 lp = 1.0 Wp = 10 psf ap_wall = 1.0 ap_connection = 1.25 Rp_wall = 2.5 Rp_connection = 1.0 z = 14ft h = 14ft *USGS Design Map Summary *ASCE 7-10 Section 13.1.3 *ASCE 7-10 Table 13.5-1 *ASCE 7-10 Table 13.5-1 *ASCE 7-10 Table 13.5-1 *ASCE 7-10 Table 13.5-1 Fp_wall = ((0.4 * ap_wau * Sos * Wp) I (Rp_wall I lp)) * (1 + 2 * (z I h)) *ASCE 7-10 Eq. 13.3-1 Fp_min_wall = 0.3 * Sos * lp * Wp Fp_max_wall = 1.6 * Sos * lp * Wp *ASCE 7-10 Eq. 13.3-3 *ASCE 7-10 Eq. 13.3-2 Fp_conn = ((0.4 * ap_connection * Sos * Wp) I (Rp_connection I lp)) * (1 + 2 * (z I h)) *ASCE 7-10 Eq. 13.3-1 Fp_min_ conn = 0.3 * Sos * lp * W p Fp_max_ conn = 1.6 * Sos * lp * W p *ASCE 7-10 Eq. 13.3-3 *ASCE 7-10 Eq. 13.3-2 Fp_rslt_wall = min(max(Fp_wall, Fp_min_wall), Fp_max_wau) Fp_rslt_wall = 0.50 psf Fp_rslt_conn = min(max(Fp_ conn, Fp_min_ conn), Fp_max_ conn) Fp_rslt_ conn = 1.57 psf Wind= 0.6 Seismic= 0.7 WindAso = Wind4_neg *Wind= -19.04 psf SeismicAso = Fp_rslt_wall * Seismic = 0.35 psf SeismiCASD_conn = Fp_rslt_conn * Seismic = 1.10 psf Stress and Deflection Connections lf(abs(WindAso) > SeismicAso,"Wind Governs","Seismic Governs")= "Wind Governs" lf(abs(WindAso) > SeismicAso_conn,"Wind Governs","Seismic Governs") = "Wind Governs" Lochsa Engineering www.lochsa.com 1-866-606-Q781 "Page Colorado: 1720) 644-9246 idsho: 342-7168 f'1evads: 1702) 365-9312. 3/S301 Storefront Window Page 5 201 N. Maple Grove Rd, Suite HHl, Boise, !D 83704 P: (208) 342-7168 F: (208) 342-3079 Loading Wind Load: Wind Load; Dead Load: Window; Applied Loads: Window Height; Window Width; Dead Load; Wind Load; Lochsa Engineering Client David Levy & Associates Project Antrho -Carlsbad Sheet Job No. 1 of 1 154265.00 Date 1/7/2016 ----------------------------- -------------Engineer-=S-=-:..H_:...:·'----- Wind= 30 psf Window = 7.25 psf Hwindow = 10.83 ft Wwindow = 5 ft Dead _Load = Window * Hwindow Dead_Load = 78.5 plf Wind_Load =Wind* Wwindow Wind_ Load = 150.0 plf www.lochsa.com 1-866-606-Q78L!. 'Page 6 ment Date: 1/7/20161:51 PM Jnits system: English 'ile name: Z:\2015-Structural\ 154265 Anthro Carlsbad\Calcs\RAM Elements\154265.00 Anthro Carlsbad Storefront Window.etz\ 154265.00 Anthro Carlsbad 3/S301 Storefront Window -Restraints -Node Numbering -Member Numbering '-Member Lengths -Member Materials -Member Sections B L = 4.2[ft] Asoo GrB rectangular HSS_RECT 4X2X1_ 4 4 L = 42 Asoo G · fftJ rB rect Hss REc,... . angular -I 4X2Xl 4 9 L == 4.2[ft] ASOO rectangular HSS_RECT 4X2X1_ 4 5 AS L = 4.2[ft] Do GrB r Hss REcreetangular -· · 4X2X1_4 2 N 10 Page 7 Jrrent Date: 1/7/20161:46 PM Jnits system: English 'ile name: Z:\2015-Structural\ 154265 Anthro Carlsbad\Calcs\RAM Elements\ 154265.00 _ Anthro Carlsbad_ Storefront Window.etz\ >ad condition: DL=Dead Load 154265.00 Anthro Carlsbad 3/S301 Storefront Window -Dead Load -See Load Sheet • Global distributed • Members • Local distributed • Members Page 8 ment Date: 1/7/20161:47 PM Jnits system: English 'ile name: Z:\2015-Structural\ 154265 Anthro Carlsbad\Calcs\RAM Elements\ 154265.00 _ Anthro Carlsbad_ Storefront Window.etz\ · ··ad condition: WL=Wind Load _ J 54265.00 Anthro Carlsbad 3/S301 Storefront Window -Wind Load -See Load Sheet 15[Kip/ft] • Global distributed -Members • Local distributed -Members .075[Kip/ft] Page 9 Current Date: 1/7/2016 1:47PM Units system: English File name: Z:\2015-Structural\ 154265 Anthro Carlsbad\Calcs\RAM Elements\ 154265.00 __Anthro Carlsbad_ Storefront Window.etz\ Report: Summary -For all selected load conditions Load conditions to be included in design : 01=0L 02=0L +0.6WL 03=0.60L +0.6WL Description Horizontal Mullions Vertical Mullions Section HSS_RECT 4X2X1_ 4 HSS_SQR 2X2X1_ 4 Steel Code Check Member Ctrl Eq. 4 5 8 9 2 3 01 at 100.00% 02 at 100.00% 03 at 100.00% 01 at 0.00% 02 at 0.00% 03 at 0.00% 01 at 0.00% 02 at 0.00% 03 at 0.00% 01 at 100.00% 02 at 0.00% 03 at 0.00% 01at4.17% 02 at 50.00% 03 at 50.00% 01 at 0.00% 02 at 50.00% 03 at 50.00% 01 at4.17% 02 at 50.00% 03 at 50.00% Pagel Ratio Status 0.03 OK -~-OK# 0.05 OK 0.03 OK ·~Z~ 0.05 OK 0.00 OK GOa?'~llllamc'f• 0.03 OK 0.00 OK (~£~ 0.03 OK 0.04 OK 11r.358W~DJ<§ 0.35 OK 0.06 OK -~t.O'Kt 0.45 OK 0.04 OK ~~R~ 0.35 OK Reference Eq. H1-1b Eq.H1-1b Eq. H1-1 b Eq.H1-1b Eq. H1-1b Eq.H1-1b Eq. H1-1b Eq.H1-1b Eq.H1-1b Eq.H1-1b Eq. H1-1b Sec.E1 Eq. H1-1b Eq. H1-1b Eq.H1-1b Eq. H1-1b Eq.H1-1b Page 10 Current Date: 1/7/2016 1:47PM Units system: English File name: Z:\2015-Structural\ 154265 Anthro Carlsbad\Calcs\RAM Elements\ 154265.00 _Anthro Carlsbad_ Storefront Window.etz\ Note.-lc is the controlling load condition My . .J Y x''t~·:l Mx / I Fx \1.:-\ z ·~) Fz/ · "'' IcC"·, 1/ Mz) ._) Direction of positive forces and moments Envelope of nodal reactions for 01=0L Node 4 5 8 9 12 02=0L +0.6WL 03=0.60L +0.6WL 04=0L +0.42WL Max Min Fx lc [Kip] 0.125 01 0.075 03 Max -0.001 03 Min -0.001 01 Max Min Max Min 0.000 02 0.000 03 0.000 03 0.000 01 Max -0.075 03 Min -0.125 01 Max Min 0.001 01 0.001 03 Forces Fy lc [Kip] 0.152 01 0.091 03 0.000 01 0.000 01 0.350 01 0.210 03 0.000 01 0.000 01 0.152 01 0.091 03 0.000 01 0.000 01 Remark.-Magnitude of deflections in absolute value. Condit.: 01=0L 02=0L +0.6WL 03=0.60L +0.6WL f!EiB•J!IIt 0fitt' lc ~l* 0.283 02 0.000 01 0.245 02 0.000 01 ~ 0.000 01 0.482 02 0.000 01 0.283 02 0.000 01 0.245 02 0.000 01 Analvsis result Mx lc [Kip*ft] 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 Pagel Moments My lc [Kip*ft] 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 Mz lc [Kip*ft] 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 Page 11 MEMBER 1 Condition 01 02 03 04 MEMBER2 Condition 01 02 03 04 MEMBER3 Condition 01 02 03 04 MEMBER4 Condition 01 02 03 04 MEMBERS Condition 01 02 03 04 MEMBERS Condition 01 02 03 04 MEMBER9 Condition 01 02 03 04 Defl. (2) [in] 0.00243 (< L/10000) 0.00243 (< L/10000) 0.00146 (< L/10000) 0.00243 (< L/10000) Defl. (2) [in] 0.00000 (< L/10000) 0.00000 (< L/10000) 0.00000 (< L/10000) 0.00000 (< L/10000) Defl. (2) [in) 0.00243 (< L/10000) 0.00243 (< L/10000) 0.00146 (< L/10000) 0.00243 (< L/10000) Defl. (2) [in] 0.00000 (< L/10000) 0.00257 (< L/10000) 0.00257 (< L/10000) 0.00180 (< L/10000) Defl. (2) [in) 0.00000 (< L/10000) 0.00257 (< L/10000) 0.00257 (< L/10000) 0.00180 (< L/10000) Defl. (2) [in] 0.00000 (< L/10000) 0.00003 (< L/10000) 0.00003 (< L/10000) 0.00002 (< L/10000) Deft. (2) [in] 0.00000 (< L/10000) 0.00003 (< L/10000) 0.00003 (< L/10000) 0.00002 (< L/10000) @(%) 37.50000 37.50000 37.50000 37.50000 @(%) 50.00000 50.00000 50.00000 50.00000 @(%) 37.50000 37.50000 37.50000 37.50000 @(%) 75.00000 62.50000 62.50000 62.50000 @(%) 62.50000 37.50000 37.50000 37.50000 @(%) 37.50000 37.50000 37.50000 37.50000 @(%) 62.50000 62.50000 62.50000 62.50000 Defl. (3) [in) 0.00000 (< L/10000) 0.84963 (L/153) 0.84963 (L/153) :fl!llt~'fi,.)~) Defl. (3) [in) 0.00000 (< L/10000) 1.02015 (L/127) 1.02015 (L/127) @~ti"!tt•; Defl. (3) [in] 0.00000 (< L/10000) 0.84963 (L/153) 0.84963 (L/153) "~·;~, .. Defl. (3) [in] 0.00353 (< L/10000) 0.00353 (< L/10000) 0.00212 (< L/10000) ~-Bil~ Defl. (3) [in) 0.00353 (< L/10000) 0.00353 (< L/10000) 0.00212 (< L/10000) ·~~-~, Defl. (3) [in) 0.00007 (< L/10000) 0.00007 (< L/10000) 0.00004 (< L/10000) ~P!ttlli?:';r<:!llillt)~ Defl. (3) [in) 0.00007 (< L/10000) 0.00007 (< L/10000) 0.00004 (< L/10000) ~~~~-~il-~IIJ!+ Page2 @(%) 50.00000 50.00000 50.00000 50.00000 @(%) 37.50000 50.00000 50.00000 50.00000 @(%) 37.50000 50.00000 50.00000 50.00000 @(%) 50.00000 50.00000 50.00000 50.00000 @(%) 50.00000 50.00000 50.00000 50.00000 @(%) 37.50000 37.50000 37.50000 37.50000 @(%) 62.50000 62.50000 62.50000 62.50000 Members 1 ,2,3 will be HSS4x2x1 /4 instead of HSS2x2x1/4. 12x2x1/4 = . 7 4 7 in4 14x2x1/4 = 5.32 in4 Therefore, 182 * (5.32 I 0.747) = 1296 Deflection is acceptable. Page 12 1/S203 Node 5 www.hilti.us Profis Anchor 2.6.2 Company: Specifier: Address: Phone I Fax: E-Mail: Specifier's comments: 1 Input data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Anchor plate: Profile: Base material: Installation: Reinforcement: Geometry [in.] & Loading [lb, in.lb) Page: Project: Sub-Project I Pos. No.: Date: 1/7/2016 --lm&J hef,act = 1.180 in., hnom = 1.625 in. Carbon Steel ESR-3027 10/1/2015112/1/2015 Design method ACI 318-11 I Mech. eb = 0.000 in. (no stand-off); t = 0.250 in. lx x ly x t = 5.000 in. x 5.000 in. x 0.250 in.; (Recommended plate thickness: not calculated Square HSS (AISC); (L x W x T) = 2.000 in. x 2.000 in. x 0.125 in. cracked concrete, 3000, fc' = 3000 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 Z: LRFD Loading Input data and results must be checked lor agreement with the existing conditions and lor plausibility! PROFIS Anchor (c) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Page 13 www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x 1 2 0 0 339 339 max. concrete compressive strain: -[%o] max. concrete compressive stress: -[psi] resulting tension force in (x/y)=(0.000/0.000): 0 [lb] resulting compression force in (x/y)=(0.000/0.000): 0 [lb] 3 Tension load 339 339 Shear force y 0 0 Page: Project: Sub-Project I Pos. No.: Date: Load Nua [lb] Capacity cpNn [lb] Steel Strength* N/A Pullout Strength* N/A Concrete Breakout Strength** N/A *anchor having the highest loading **anchor group (anchors in tension) 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 a registered Trademark of Hilti AG, Schaan N/A N/A N/A N/A N/A N/A Profis Anchor 2.6.2 2 1/7/2016 Status N/A N/A N/A Page 14 www.hilti.us Profis Anchor 2.6.2 Company: Page: 3 Specifier: Project: Address: Sub-Project I Pas. No.: Phone I Fax: Date: 1/7/2016 E-Mail: 4 Shear load Load Vua [lb] Capacity cjlVn [lb] Utilization flv = VualcjlVn Status Steel Strength* 339 Steel failure (with lever arm)* N/A Pryout Strength** 678 Concrete edge failure in direction ** N/A *anchor having the highest loading **anchor group (relevant anchors) 4.1 Steel Strength Vsa = ESR value <j> Vsteel ~ Vua refer to ICC-ES ESR-3027 ACI318-11 Table 0.4.1.1 Variables n Calculations Vsa [lb] 1548 Results Vsa [lb] 1548 4.2 Pryout Strength 0.05 <!>steel 0.600 Vcpg = kcp [ (::c:) \!fec,N \!fed,N \!fc,N \!fcp,N Nb] <j> Vcpg ~ Vua futa [psi] 134000 <j> Vsa [lb] 929 ANc see ACI318-11, Part 0.5.2.1, Fig. RD.5.2.1(b) ANcO = 9 h~f \!fec,N = (-k) ~ 1.0 1 + 3 het 'l'•d.N = o.7 + o.3 ( ~-s~:J ~ 1.0 = MAX(Ca,min, 1 .5hef) ~ 1 .O 'I' cp,N Cac Cac Nb = kc A.a --Jt: h~i5 Variables kcp \!fc,N 1.000 Calculations ~c[in.2] 23.15 Results Vcpg [lb] 2205 her [in.] 1.180 C80 [in.] 2.000 12.53 $concrete 0.700 ec1,N [in.) 0.000 17 o/ec1,N 1.000 <j> Vcpg [lb] 1543 Vua [lb] 339 ACI318-11 Eq. (D-41) ACI318-11 Table 0.4.1.1 ACI318-11 Eq. (D-5) ACI318-11 Eq. (D-8) ACI318-11 Eq. (D-10) ACI318-11 Eq. (D-12) ACI 318-11 Eq. (D-6) ec2,N [in.] 0.000 1.000 o/ec2,N 1.000 Vua [lb] 678 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 a registered Trademark of Hilti AG, Schaan 929 37 OK N/A N/A N/A 1543 44 OK N/A N/A N/A Ca,min [in.] fc [psi] 3000 ljled,N ljlcp,N 1.000 1.000 1194 Page 15 www.hilti.us Profis Anchor 2.6.2 Company: Page: 4 Specifier: Project: Address: Sub-Project I Pos. No.: Phone I Fax: Date: 1/7/2016 E-Mail: 5 Warnings • Load re-distributions on the anchors due to elastic deformations of the anchor plate are not considered. The anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the loading! Input data and results must be checked for agreement with the existing conditions and for plausibility! Condition A applies when supplementary reinforcement is used. The C() factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition 8 applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. • Refer to the manufacturer's product literature for cleaning and installation instructions. Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! Hilti post-installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions (MPII). Reference ACI 318-11, Part 0.9.1 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 a registered Trademark of Hilti AG, Schaan Page 16 www.hilti.us Profis Anchor 2.6.2 Company: Page: 5 Specifier: Project: Address: Sub-Project I Pos. No.: Phone I Fax: Date: 1/7/2016 E-Mail: 6 Installation data Anchor plate, steel:-Anchor type and diameter: KWIK HUS-EZ (KH-EZ) 1/4 (1 5/8) Profile: Square HSS (AISC); 2.000 x 2.000 x 0.125 in. Installation torque: 216.002 in.lb Hole diameter in the fixture: d1 = 0.375 in. Hole diameter in the base material: 0.250 in. Plate thickness (input): 0.250 in. Hole depth in the base material: 1.836 in. Recommended plate thickness: not calculated Minimum thickness of the base material: 3.250 in. Cleaning: Manual cleaning of the drilled hole according to instructions for use is required. l' (; :; Coordinates Anchor in. Anchor 1 2 X 1.000 1.000 y -1.500 1.500 -1.500 2.500 ·············· ····'····· lj ':. .<:, .,: . 3.500 c .• Input data and results must be checked for agreement with the existing conditions and for plausibility! y PROFIS Anchor (c) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 2.500 2 1 1.500 0 0 ~ ~ 0 0 L() c-i 0 0 ---: (') 0 0 ~ N 0 0 0 ~ Page 17 X www.hilti.us Profis Anchor 2.6.2 Company: Page: 6 Specifier: Project: Address: Sub-Project I Pos. No.: Phone I Fax: Date: 1/7/2016 E-Mail: 7 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! PROFIS Anchor (c) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Page 18 Colorado: (720) 644-9246 Idaho: {208) 342-7168 Nevada: (702) 365-9312 PFTAJ (If J &J /JJ DtJ -ll c'wd ·· lu;» i5 Lo/!!5-= ::so (' ~p::, f· (lfsP) )fcSz;, P= H ~t;JL <!(s[;; ;c:_s ::: jJ !>_~,'->< 30c-,c;{ < t), ;':: ;· ? ·-~?,),.. ' 1-/,__...~ ' ~· ~ .. " . .5. d.r~:z, c~ ::-lc; A- !11 +-r=t!-(i_f~- L/1-G Sc Sheet of ---- Job No. ;s'-1.2-GS:oe Date ;,b 1 zo 1& Engineer ____ _ Page 19 1_.s:;gpu::;nt=;_Q7RLi Colcrsdo: 544-9246 idaho: 342-7158 3/S325 Handrail Page 20 Colorado: (720) 644-9246 Idaho: (208) 342-7168 Nevada: {702) 365-9312 I lA II .-, ']J II 'l J tl ·vvUJ(.t~{ L. ?Ll(S"fFC SEc:riaJi flab(){ ;... . 'f). 1\ l j KI+{L. la..il;;: A I ., Ty_ ('Ct.i\ { 6;2 t ::: I~~ /-_;: / --l ·J < 1--.. Cd'--1 '.· +-+J ;Z LfCJO !/:., -,·,, o. ,:::Z,//1,1'\:s .:: // .37'8 ps• _ , l<A-/1__ ;s =--~ 0 I Vv\itvv. loch sa. com Sheet of ---- Job No. ,_r~ Z6s-~oo Date 1/7 I ze l&, Engineer s #f ------ PaRe 21 i -866-606-97o4 Colorado: (720) 644-9246 Idaho; {208) 342-7168 Nevada: (702) 365-9312 1 lA A I •·J2ft ') rt ' /V f/ n ! L JD; Jjj l I ~ Cpp$"~~~ . .5-::~ tAd: s+-r?J ve._'S ([ Lochsa Enoineerino Client L:A V; o t 6V y £ ttssoo 4T6:5 Project (/)JT!fJZO-cA2t-S8!1D -~ .. 7.:26JO /b ::!_":__. :: 6, '122 ;·~:'? Sheet of ---- Job No. 1St-J26s--CJO Date ; /7 /:zc::;& Engineer sf) ------ vvvvw.lochsa.com Pas:~.e 22 1-866-606-97b4 CotcraCo: t720) 644-9246 Idaho: (208) 342-7168 1/S350 Partial Height Wall Page 23 201 N. Maple Grove Rd, Suite i 00, Boise, !D 83704 P: (208) 342-7168 F: {208) 342-3079 Loading Live Load: Interior Pressure; Dead Load: Miscellaneous; Applied Loads: Stud Spacing; Dead Load; Live Load; Lochsa Engineering Client David Levy & Associates Project Antrho -Carlsbad Sheet Job No. 1 of 1 154265.00 Date 1/7/2016 ------------------------------ ----------------Engineer-==S:..o·.:_:H:..:.... __ _ Pressure = 5 psf Finish = 1 0 psf Sstud = 16 in Dead_Load =Finish* Sstud Dead_Load = 13.3 plf Live_Load =Pressure* Sstud Live_ Load = 6. 7 plf www.lochsa.com 1-866-606-Cl78Li Flage 24 ment Date: 1/7/2016 2:00PM J•1its system: English 'ile name: Z:\2015-Structural\154265 Anthro Carlsbad\Calcs\RAM Elements\ 154265 Partial Height Wall 1.A401 SH.etz\ :154265.00 Anthro Carlsbad 1/8350 Partial Height Wall -Restraints -Node Numbering -Member Lengths _:-Member Materials -Member Sections OJ w: )> V'JV'i U'}~ :3:0 !)> V'J r II t.D Members not selected are the same as this one. They were not selected for clarity, but are included in design. N18, .. form Page 25 '!rrent Date: 1/7/2016 1:13 PM Jnits system: English 'ile name: Z:\2015-Structural\154265 Anthro Carlsbad\Calcs\RAM Elements\154265_Partial Height Wa11_1.A401_SH.etz\ -~ad condition: DL=Dead Load .154265.00 Anthro Carlsbad 1/8350 Partial Height Wall .-Dead Load -See Load sheet ' -0.01 1 33[Kip/ft] ! . ~0.0133[Kip/ft] f-0.0133[Kip/ft] .. --0.0133[Kip/ft] . I ~0.0133[Kip/ft] i I i . ~~ o.o133[Kip/ftJ. , -0.0133[Kip/ft] 1 Global distributed-Members Local distributed -Members ' . :..o.0133[KiplftJ 1-0.0143[Kip/ft] · r ~0.0133[Kip/ft] I '"0.0133[Kip/ft] ' '-0.0117[Kip/ft] ' -O.OOS[Kip/ft] 9 i : ' ' ' i ' ' ' Page 26 ment Date: 1/7/20161:12 PM Jnits system: English 'ile name: Z:\2015-Structural\ 154265 Anthro Carlsbad\Calcs\RAM Elements\ 154265_Partial Height Wa11_1.A401_ SH.etz\ ~ad condition: LL=LL ;154265.00 Anthro Carlsbad 1/S350 Partial Height Wall -Live Load (Interior Pressure) -See Load sheet Global distributed -Members Local distributed -Members Page 27 ] Current Date: 1/7/20161:14 PM Units system: English File name: Z:\2015-Structural\ 154265 Anthro Carlsbad\Calcs\RAM Elements\ 154265_Partial Height Waii_1.A401_SH.etz\ Report: Summary -For all selected load conditions Load conditions to be included in design : 01=0L 02=0L+LL Description Section aisiBox 6x6x057 aisiSSMA_S 6005162-43 HSS_SQR 6X6X1_ 4 Steel Code Check Member Ctrl Eq. 2 3 5 6 7 8 9 10 11 12 13 14 15 4 01 at 100.00% 02 at 51.56% 01 at 0.00% 02 at 100.00% 01 at 0.00% 02 at 0.00% 01 at 0.00% 02 at 43.75% 01 at 0.00% 02 at 43.75% 01 at 0.00% 02 at 50.00% 01 at 0.00% 02 at 50.00% 01 at 0.00% 02 at 50.00% 01 at 0.00% 02 at 50.00% 01 at 0.00% 02 at 43.75% 01 at 0.00% 02 at 43.75% 01 at 0.00% 02 at 0.00% 01 at 0.00% 02 at 100.00% 01 at 100.00% 02 atO.OO% Pagel Ratio Status 0.01 OK 0.01 OK 0.02 OK 0.03 OK 0.03 OK 0.03 OK ~JM:®lrDK:~ 0.03 OK 0.03 OK !llJ:Illlf:!lilf\DK?- 0.03 OK 0.03 OK ·lQ;u&i~ 0.03 OK ·OQlf£ aK: 0.02 OK 0.02 OK \:xf4tJ~\,~Klf:2JJKZ 0.00 OK \O;u&£W\'WfDKZ Reference C3.3.1-1 C5.2.1-3 C4.1 C-3.4 C4.1 C-3.4 C4.1 C5.2.1-3 C4.1 C5.2.1-3 C4.1 C5.2.1-3 C4.1 C5.2.1-3 C4.1 C5.2.1-3 C4.1 C5.2.1-3 C4.1 C5.2.1-3 C4.1 C5.2.1-3 C4.1 C-3.4 C4.1 C3.3.1-1 Eq.H1-1b Eq. H1-1b Page 28 Current Date: 1/7/20161:15 PM Units system: English File name: Z:\2015-Structural\154265 Anthro Carlsbad\Calcs\RAM Elements\154265_Partial Height Waii_1.A401_SH.etz\ Envelope for nodal reactions Note.-lc is the controlling load condition Direction of positive forces and moments Envelope of nodal reactions for 01=0L Node 3 5 7 9 11 13 15 17 19 21 23 02=0L+LL Max Min Max Min Max Min Max Min Max Min Max Min Max Min Max Min Max Min Max Min Max Min Max Fx lc [Kip] 0.000 01 0.000 01 0.002 01 0.002 01 0.000 01 0.000 01 0.000 01 0.000 01 0.000 01 0.000 01 0.000 01 0.000 01 0.000 01 0.000 01 0.000 01 0.000 01 0.000 01 0.000 01 0.000 01 0.000 01 0.000 01 0.000 01 0.000 01 Forces Fy lc [Kip] 0.062 01 0.062 01 :~fl1? 0.075 01 0.104 01 0.104 01 0.123 01 0.123 01 0.126 01 0.126 01 0.125 01 0.125 01 0.123 01 0.123 01 0.123 01 0.123 01 0.124 01 0.124 01 0.125 01 0.125 01 0.124 01 0.124 01 0.114 01 Fz lc [Kip] 0.022 02 0.000 01 c0~;;;:JE)~ 0.000 01 0.027 02 0.000 01 0.030 02 0.000 01 0.032 02 0.000 01 0.033 02 0.000 01 0.034 02 0.000 01 0.034 02 0.000 01 tO~'MX""D:z? 0.000 01 0.032 02 0.000 01 0.030 02 0.000 01 0.027 02 Analvsis result Mx lc [Kip*ft] 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 Pagel Moments My lc [Kip*ft] 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0 00000 01 0.00000 01 0.00000 01 0.00000 01 Mz lc [Kip*ft] 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 Page 29 25 Min Max Min 0.000 01 0.000 01 0.000 01 0.114 01 0.080 01 0.080 01 0.000 01 0.019 02 0.000 01 0.00000 01 0.00000 01 0.00000 01 Page2 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 0.00000 01 Page 30 Current Date: 1/7/2016 1:16PM Units system: English File name: Z:\2015-Structural\ 154265 Anthro Carlsbad\Calcs\RAM Elements\ 154265 _Partial Height Wa11_1 .A401_ SH .etz\ Envelope for nodal reactions Note.-lc is the controlling load condition Direction of positive forces and moments Envelope of nodal reactions for 01=0L Node 2 02=0L+LL 03=1.20L +1.6LL Max Min ifli:1{0· lc 'lii~ -0.002 01 ~.03~.a&: Forces %•1c ,11~~ .··;~_··•]J~ifi> 0.079 D1 Analvsis result ~lc ~j,., ~2~11 0.000 D1 ~lc $>JJ1t1mt 1\zt~"f.)"D 0.00000 D1 Pagel Moments My lc [Kip*ft] 0.00000 01 0.00000 D1 Mz lc [Kip*ft] 0.00000 01 0.00000 D1 Page 31 t Current Date: 1/7/2016 1:16PM Units system: English File name: Z:\2015-Structural\ 154265 Anthro Carlsbad\Calcs\RAM Elements\ 154265 _Partial Height Wa11_1.A401_ SH.etz\ Nodal displacements envelope Note.-lc is the controlling load condition Nodal displacements envelope for : 01=0L Node 4 6 8 10 12 14 16 18 20 22 24 26 02=0L+LL 03=1.20L +1.6LL Max Min Max Min Max Min Max Min Max Min Max Min Max Min Max Min Max Min Max Min Max Min Max Min X lc [in] 0.000 01 0.000 03 0.000 01 0.000 03 0.000 D1 0.000 D3 0.000 D1 0.000 D3 0.000 D1 0.000 D3 0.000 D1 0.000 D3 0.000 D1 0.000 03 0.000 D1 0.000 D3 0.000 D1 0.000 D3 0.000 D1 0.000 D3 0.000 D1 0.000 D3 0.000 D1 0.000 D3 Translation Y lc [in) 0.000 D1 0.000 D3 0.000 D1 0.000 D3 -0.001 D1 -0.001 D3 -0.001 01 -0.001 D3 -0.001 01 -0.001 D3 -0.001 D1 -0.001 D3 -0.001 01 -0.001 03 -0.001 D1 -0.001 D3 -0.001 D1 -0.001 D3 -0.001 01 -0.001 D3 0.000 D1 -0.001 D3 0.000 D1 0.000 D3 Analvsis result Z lc [in] 0.000 01 qr;Q"~m,;:r~a. 0.000 D1 :;,.{}~3;:} 0.000 D1 ~'!W~ 0.000 01 t"J:~'B!87&itlro:"' 0.000 D1 81233d"'&J!m\t; 0.000 01 t~J.ll!m:JE!:II~7 0.000 01 81284~~ 0.000 D1 S:tlJ~~a;;) Rx lc [Rad) 0.00000 D1 -0.00189 03 0.00000 D1 -0.00027 D3 0.00000 D1 -0.00054 D3 0.00000 01 -0.00083 D3 0.00000 D1 -0.00110 03 0.00000 D1 -0.00132 03 0.00000 D1 -0.00147 D3 0.00000 D1 -0.00155 03 0.000 01 0.00000 01 l:~274it..B -0.00158 D3 0.000 D1 v£ff;'2~~ 0.00000 D1 -0.00159 D3 0.000 D1 0.00000 D1 ~:217.3¥Ja't+ -0.00161 D3 0.000 01 ~n::ma 0.00000 01 -0.00172 03 Pagel Rotation Ry lc [Rad) 0.00000 D1 -0.00276 03 0.00418 D3 0.00000 D1 0.00377 D3 0.00000 D1 0.00315 D3 0.00000 D1 0.00239 D3 0.00000 D1 0.00154 D3 0.00000 D1 0.00063 03 0.00000 D1 0.00000 D1 -0.00025 D3 0.00000 D1 -0.00109 D3 0.00000 D1 -0.00181 D3 0.00000 D1 -0.00237 D3 0.00000 D1 -0.00270 D3 Rz lc [Rad) 0.00001 D3 0.00001 D1 -0.00002 D1 -0.00002 03 -0.00001 D1 -0.00001 D3 0.00000 D1 0.00000 D3 0.00000 D3 0.00000 D1 0.00000 D3 0.00000 D1 0.00000 D1 0.00000 D3 0.00000 D1 0.00000 D3 0.00000 D1 0.00000 D3 0.00000 D3 0.00000 D1 0.00001 D3 0.00001 D1 0.00002 D3 0.00002 D1 Page 32 r rt Colorado: (720) 644-9246 Idaho: (208) 342-7168 Nevada: (702) 365-9312 2-_ r; \r ::: ~·GThiL L!/sc.;c;:< ~ --tvoDif 17 ;-·----~-- F-e c:-24 Jl <"""/ / ---~ 1./IQ_C ( 7 /7 /.6 (!r"--I / Sheet of ---- Job No. ;_s-c:; .::z G.;;r: co Date J/7 /zo 10 Engineer _s_-if-_. ___ _ Page 33 1_.RRf.U=\nh_07AA _j __ j 1 /S203 Node 2 www.hilti.us Profis Anchor 2.6.2 Company: Specifier: Address: Phone I Fax: E-Mail: Specifier's comments: 1 Input data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Anchor plate: Profile: Base material: Installation: Reinforcement: Geometry [in.] & Loading [lb, in.lb] ~~ hef,opti = 2.750 in. k¥!1111f1Ji' 5.8 ESR-3187 7/1/201513/1/2016 Design method ACI 318-11 I Chem eb = 0.000 in. (no stand-off); t = 0.375 in. Page: Project: Sub-Project I Pos. No.: Date: 1/7/2016 lx x ly x t = 14.000 in. x 6.000 in. x 0.375 in.; (Recommended plate thickness: not calculated Square HSS (AISC); (L x W x T) = 6.000 in. x 6.000 in. x 0.250 in. uncracked concrete, 4000, f0' = 4000 psi; h = 4.000 in., Temp. short/long: 32/32 oF hammer drilled hole, Installation condition: Dry tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar ~0 -.....-----------LRFD Loading 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 a registered Trademark of Hilti AG, Schaan Page 34 www.hilti.us Profis Anchor 2.6.2 Company: Page: 2 Specifier: Project: Address: Sub-Project I Pos. No.: Phone I Fax: Date: E-Mail: 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 2 3 0 0 3546 250 133 251 -118 -118 120 4 3060 134 120 max. concrete compressive strain: 0.36 [o/oo] max. concrete compressive stress: 1558 [psi] resulting tension force in (x/y)=(3.316/2.125): 6605 [lb] resulting compression force in (x/y)=(3.212/-2.574): 6700 [lb] 3 Tension load Steel Strength* Bond Strength** Sustained Tension Load Bond Strength* Concrete Breakout Strength** Load Nua [lb] 3546 6605 N/A 6605 *anchor having the highest loading **anchor group (anchors in tension) 3.1 Steel Strength Nsa = ESR value ~ Nsteel ~ N ua Variables n Calculations Nsa [lb] 10290 Results Nsa [lb] 10290 refer to ICC-ES ESR-3187 ACI318-11 Table D.4.1.1 futa [psi] 0.14 72500 psteel p N58 [lb] 0.650 6688 Nua [lb] 3546 Input data and results must be checked for agreement with the existing conditions and for plausibility! 221 -60 221 -60 Capacity cj.Nn [lb] 6688 6676 N/A 6918 PROFIS Anchor (c) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan '· ... · 1/7/2016 y 03 01 G Tension X G 1,.,0mpress1on Utilization (3N = Nualcj.Nn Status 54 OK 99 OK N/A N/A 96 OK Page 35 04 02 www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: 3.2 Bond Strength _ (ANa) Nag --A ljlect,Na ljlec2,Na lj/ed,Na ljlcp,Na Nba NaO <jl Nag <: Nua ANa =see ACI318-11, Part 0.5.5.1, Fig. RD.5.5.1(b) ANaO = (2 CNa)2 -10d ·_ c CNa -a-~~ ljlec,Na = (1 +\~)::; 1.0 CNa ljled,Na = 0.7 + 0.3 {Ca,min)::; 1.0 CNa = MAX(Ca,min CNa) < 1 O \II cp,Na Cac ' Cac - . Nba = A.a · Tk,c · Kbond · 1t · da · her Variables Tk,c,uncr [psi] da [in.] 1750 0.500 8ct,N [in.] ec2,N [in.] 0.184 0.000 Calculations CNa [in.] ANa [in.2] 6.279 220.48 \j/ec1,Na ljlec2.Na 0.972 1.000 Results Nag [lb] 1bond 10271 0.650 her [in.] 2.750 Cac [in.] 6.515 ANaD [in.2] 157.69 ljlcp,Na 1.000 1 Nag [lb] 6676 Page: Project: Sub-Project I Pos. No.: Date: ACI318-11 Eq. (D-19) ACI318-11 Table 0.4.1.1 ACI 318-11 Eq. (D-20) ACI318-11 Eq. (D-21) ACI318-11 Eq. (D-23) ACI318-11 Eq. (D-25) ACI 318-11 Eq. (D-27) ACI318-11 Eq. (D-22) Ca,min [in.] Kbond 1.00 ljled,Na 1.000 Nba [lb] 7561 Nua [lb] 6605 Tk,c [psi] 1750 A. a 1.000 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 a registered Trademark of Hilti AG, Schaan Profis Anchor 2.6.2 3 1/7/2016 Page 36 www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: 3.3 Concrete Breakout Strength (ANc) Ncbg = -A 'lfec,N \j/ed,N \j/c,N \j/cp,N Nb NcO ~ Ncbg 2: Nua ANc see ACI 318-11, Part 0.5.2.1, Fig. RD.5.2.1 (b) ANcO = 9 h~t \j/ec,N = (1 +~e~)~1.0 3 her = 0 7 + 0 3 ( Ca,min ) < 1 0 'lfed,N . . 1.5her -. \j/cp,N Variables het [in.] ec1,N [in.] ec2,N [in.] 2.750 0.184 0.000 C80 [in.] kc 6.515 24 1.000 Calculations ANc [in.2] ANco [in.2] \j/ec1,N 109.31 68.06 0.957 Results Ncbg [lb] <Pconcrete p Ncbg [lb] 10643 0.650 6918 ACI 318-11 Eq. (D-4) ACI318-11 Table 0.4.1.1 ACI 318-11 Eq. (D-5) ACI 318-11 Eq. (D-8) ACI318-11 Eq. (D-10) ACI318-11 Eq. (D-12) ACI318-11 Eq. (D-6) Ca,min [in.] ([psi] 4000 \j/ec2,N 1.000 Nua [lb] 6605 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 a registered Trademark of Hilti AG, Schaan Profis Anchor 2.6.2 Page: 4 Project: Sub-Project I Pos. No.: Date: 1/7/2016 'l'c.N 1.000 \j/ed,N \j/cp,N Nb [lb] 1.000 1.000 6922 Page 37 www.hilti.us Profis Anchor 2.6.2 Company: Page: 5 Specifier: Project: Address: Sub-Project I Pos. No.: Phone I Fax: Date: 1/7/2016 E-Mail: 4 Shear load Load Vua [lb] Capacity ~Vn [lb] Utilization f}v = Vuai~Vn Status Steel Strength* 251 Steel failure (with lever arm)* N/A Pryout Strength (Concrete Breakout 251 Strength controls)* Concrete edge failure in direction ** N/A *anchor having the highest loading **anchor group (relevant anchors) 4.1 Steel Strength Vsa = (n 0.6 Ase,V futa) ~ Vsteet <:: Vua Variables n Calculations V83 [lb] 6175 Results Vsa (lb] 6175 refer to ICC-ES ESR-3187 ACI318-11 Table 0.4.1.1 futa [psi] 0.14 72500 ~steel ~ Vsa [lb] 0.600 3705 (n 0.6 Ase,V futa) [lb] 6175 Vua [lb] 251 4.2 Pryout Strength (Concrete Breakout Strength controls) Vcp = kcp [ <:::J \lfed,N \lfc,N \lfcp,N Nb] ~ Vcp<::Vua ANc see ACI 318-11, Part 0.5.2.1, Fig. RD.5.2.1 (b) ANcO = 9 h~f \lfec,N = (1+ ~ e~) S 1.0 3 hef \lfed,N = o.7 + o.3 ( ~.5~:) s 1.o = MAX{Ca,min 1.5hef) < 1 O \lfcp,N Cac ' Cac - . Nb = kc A.a ff: h~i5 Variables kcp 2 \lfc,N 1.000 Calculations ANc [in.2] 41.41 Results Vcp [lb] 7075 hef [in.] 2.750 Cac [in.] 6.515 ANco [in2 ] 68.06 $concrete 0.700 e01,N [in.] 0.000 24 \lfec1,N 1.000 p Vcp [lb] 4952 ACI318-11 Eq. (D-40) ACI318-11 Table 0.4.1.1 ACI318-11 Eq. (D-5) ACI318-11 Eq. (D-8) ACI 318-11 Eq. (D-10) ACI 318-11 Eq. (D-12) ACI 318-11 Eq. (0-6) ec2,N [in.] 0.000 A. a 1.000 \lfec2,N 1.000 Vua [lb] 251 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 a registered Trademark of Hilti AG, Schaan 3705 7 OK N/A N/A N/A 4952 6 OK N/A N/A N/A ([psi] 4000 lj!ed,N lj!cp,N Nb [lb] 1.000 1.000 6922 Page 38 www.hilti.us Profis Anchor 2.6.2 Company: Page: 6 Specifier: Project: Address: Sub-Project I Pos. No.: Phone I Fax: Date: 1/7/2016 E-Mail: 5 Combined tension and shear loads @v Utilization @N,v [%] Status 0.989 0.068 1.000 89 OK ~NV= (~N + ~v) I 1.2 <= 1 6 Warnings • Load re-distributions on the anchors due to elastic deformations of the anchor plate are not considered. The anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the loading! Input data and results must be checked for agreement with the existing conditions and for plausibility! Condition A applies when supplementary reinforcement is used. The <1:> factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. Design Strengths of adhesive anchor systems are influenced by the cleaning method. Refer to the INSTRUCTIONS FOR USE given in the Evaluation Service Report for cleaning and installation instructions • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! • Installation of Hilti adhesive anchor systems shall be performed by personnel trained to install Hilti adhesive anchors. Reference ACI 318-11, Part D.9.1 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 a registered Trademark of Hilti AG, Schaan Page 39 www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: 7 Installation data Anchor plate, steel: - Profile: Square HSS (AISC); 6.000 x 6.000 x 0.250 in. Hole diameter in the fixture: d1 = 0.563 in. Plate thickness (input): 0.375 in. Recommended plate thickness: not calculated Cleaning: Premium cleaning of the drilled hole is required . /:. ' .. I Coordinates Anchor in. Anchor 1 2 3 4 X 1.000 6.000 1.000 6.000 y -2.125 -2.125 2.125 2.125 -4.000 7.000 j.• . 8.000 Input data and results must be checked for agreement with the existing conditions and for plausibility! y Profis Anchor 2.6.2 Page: 7 Project: Sub-Project I Pos. No.: Date: 1/7/2016 Anchor type and diameter: HIT-HY 200 +HAS 1/2 Installation torque: 360.001 in.lb Hole diameter in the base material: 0.563 in. Hole depth in the base material: 2.750 in. Minimum thickness of the base material: 4.000 in. 7.000 03 1 5.000 4 L 1.000 PROFIS Anchor (c) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Page 40 L() r-- ex:> 0 c c c C'": 0 L() "<i c c c C'": L() r--co c:i www.hilti.us Profis Anchor 2.6.2 Company: Page: 8 Specifier: Project: Address: Sub-Project I Pas. No.: Phone I Fax: Date: 1/7/2016 E-Mail: 8 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the Auto Update 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! PROFIS Anchor (c) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Page 41 Coforedo: 644-9246 r~evada: 1702) 365-9312 Reference Material Page 42 J OIVISJON: OS OQ.QQ~METALS SECTION: os os z3····.··.·.METAl FASTENINGS OIVISIQN: 06 00 00-WOOOI PlASTICS ANO COMPOSITES ····SECTION: 06 OS 23-WOOD, PLASTIC, AND COMPOSITEJ.I\.~J.ENINGS . . •• ••.•••.•• •• >•••· ····~E~~:~~:.::::R~~:=~RS ·.· .... •.·.· .. · .. ·.·· ····.·· ··.·. · .HilTI, INc.)/ . ·. ·.·.· .•• \ /><••<••· ····~~~~~~:.=~~i:!~lOOO ... ·. ·. EVALUATl()N SUBJECT: . HJLTI SELF~DRILLING AND SELF~PIERCING SCREWS : Look for the trusted marks of Conformity! "2014 Recipient of Prestigious Western States Seismic Policy Council (WSSPC} Award in Excellence" A Subsidiary of JCC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any finding or other matter in this report, or as to any product covered by the report. r-~ .. ~:~h+ IPl ')(\11;: lrr I=\/:::> I. l:::>tirm 'Pr\/irP II c. All rie.hts reserved. Page 43 _j ICC-ES Evaluation Report www.icc-es.org I (800) 423-6587 I (562) 699-0543 DIVISION: 05 00 00-MET ALS Section: 05 05 23-Metal Fastenings DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 06 05 23-Wood, Plastic, and Composite Fastenings DIVISION: 09 00 00-FINISHES Section: 09 22 16.23-Fasteners REPORT HOLDER: HILTI, INC. 7250 DALLAS PARKWAY, SUITE 1000 PLANO, TEXAS 75024 (800) 879-8000 www.us.hilti.com HNATechnica!Services@hiiti.com EVALUATION SUBJECT: HIL Tl SELF-DRILLING AND SELF-PIERCING SCREWS 1.0 EVALUATION SCOPE Compliance with the following codes: • 2015, 2012, 2009 and 2006 International Bwlding Code® (IBC) • 2015, 2012 and 2009 International Residential Code® (IRC) • 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. Property evaluated: Structural 2.0 USES The Hilti Self-drilling and Self-piercing Screws are used to connect cold-formed steel members together and to connect gypsum wall board, wood or other building materials to cold-formed steel. The screws are used in engineered connections of cold-formed steel and connections prescribed by the code for cold-formed steel framing and for sheathing to steel connections. ESR-2196 Issued October 2015 Revised December 2015 This report is subject to renewal October 2017. A Subsidiary of the International Code Council® 3.0 DESCRIPTION 3.1 General: The Hilti Self-drilling and Self-piercing Screws are tapping screws, case-hardened from carbon steel conforming to ASTM A510, Grades 1018 to 1022. Table 1 provides screw designations, sizes and descriptions of head styles, point styles, drilling/piercing ranges, length of load bearing area and coatings. Screws are supplied in boxes of individual screws, or in collated plastic strips. See Figures 1 through 11 for depictions of the screws described in Sections 3.2 through 3.12, respectively. 3.2 HWH and HHWH Self-drilling Screws: The #8, #10, #12 and 1/4-inch HWH and HHWH self-drilling screws comply with ASTM C1513 and SAE J78 and have Hex Washer or High Hex Washer head styles. The 1/4-inch HWH screws have a larger diameter than #14 screws complying with ASME B18.6.4, and may be used where #14 self-drilling tapping screws are specified. The screws have an electroplated zinc coating or a proprietary coating, as indicated in Table 1A. 3.3 HWH Self-piercing Screws: The #8 and #1 0 HWH self-piercing screws comply with ASTM C1513 and have a Hex Washer head style. The screws have an electroplated zinc coating or a proprietary coating, as indicated in Table 1A. 3.4 PPH Self-drilling Screws: The #8 and #1 0 PPH self-drilling screws comply with ASTM C1513 and SAE J78 and have a Phillips Pan head style. The screws have an electroplated zinc coating as indicated in Table 1 A. 3.5 PPFH SD Framer Self-drilling Screws: The #7 PPFH SO Framer self-drilling screws comply with the material and performance requirements of ASTM C1513. The dimensions of the screws comply with the manufacturer's quality documentation. The screws have a Phillips Pan Framing head style and have an electroplated zinc coating or a proprietary phosphated coating, as indicated in Table 1A. 3.6 PBH SD Self-drilling Drywall Screws: The #6 PBH SO and #8 PBH SO self-drilling screws comply with ASTM C954. The screws have a Phillips Bugle head style and have an electroplated zinc coating, a proprietary duplex coating or a proprietary phosphated coating, as indicated in Table 1 B. ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the reporl or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any finding or other matter in this reporl, or as to any product covered by the report. r.nnvrinht CRl 2015 ICC Evaluation Service, LLC. All rights reserved. Page 1 of 10 ESR-2196 I Most Widely Accepted and Trusted 3.7 PBH S Self-piercing Drywall Screws: The #6 PBH S self-piercing screws comply with ASTM C1002, Type S. The screws have a Phillips Bugle head style and have an electroplated zinc coating or a proprietary phosphated coating, as indicated in Table 1 B. 3.8 PWH SD CMT BD Self-drilling Drywall Screws: The #8 PWH SD CMT BD self-drilling screws comply with ASTM C954. The screws have a Phillips Wafer head style and have a proprietary coating as indicated in Table 1 B. 3.9 PTH SD Framer Self-drilling Screws: The #1 0 PTH self-drilling screws have a Phillips Truss head style and, except for the number of threads per inch, comply with ASTM C1513. The screws have an electroplated zinc coating as indicated in Table 1A. 3.10 PPCH SD Framer Self-drilling Screws: The #10 PPCH SD Framer self-drilling screws comply with ASTM C1513. The screws have a Phillips Pancake head style and an electroplated zinc coating as indicated in Table 1A. 3.11 TPCH SD Framer Self-drilling Screws: The #12 TPCH SD Framer self-drilling screws comply with ASTM C1513. The screws have a Torx Pancake head style and an electroplated zinc coating as indicated in Table 1A. 3.12 PFTH SD Framer Self-drilling Screws: The #1 0 PFTH SD Framer self-drilling screws comply with ASTM C1513. The screws have a Phillips Flat Truss head style and an electroplated zinc coating as indicated in Table 1A. 3.13 Cold-formed Steel: Cold-formed steel material must comply with Section A2 of AISI S100. 4.0 DESIGN AND INSTALLATION 4.1 Design: 4.1.1 General: Screw thread length and point style must be selected on the basis of thickness of the fastened material and thickness of the supporting steel, respectively, based on the length of load bearing area (see Figure 12) and drilling/piercing capacity given in Table 1. When tested for corrosion resistance in accordance with ASTM B117, screws with coatings described in Table 1 met the minimum requirement listed in ASTM F 1941, as required by ASTM C1513, with no white corrosion after three hours and no red rust after 12 hours. 4.1.2 Prescriptive Design: 4.1.2.1 Hilti HWH & HHWH, PPH, PTH SD Framer, PPCH SD Framer, TPCH SD Framer and PFTH SD Framer Screws (Sections 3.2, 3.3, 3.4, 3.9, 3.1 0, 3.11 and 3.12 respectively): These screws are recognized for use where ASTM C 1513 screws of the same size and type (self-drilling and/or self-piercing) are prescribed in the IRC and in the AISI Standards referenced in 2015 and 2012 IBC Section 2211 (2009 and 2006 IBC Section 221 0). 4.1.2.2 Hilti PBH SD and PWH SD CMT BD Screws (Sections 3.6 and 3.8, respectively): These screws are recognized for use in fastening gypsum board to cold- formed steel framing 0.033 inch to 0.112 inch (0.8 to 2.8 mm) thick, in accordance with IBC Section 2506 and 2015 IRC Section R702.3.5.1 (2012 and 2009 IRC Section R702.3.6). They are also recognized for use in attaching gypsum board sheathing to cold-formed steel framing as Page 2 of 10 prescribed in Section C2.2.3 of AISI S213, which is referenced in 2015 and 2012 IBC Section 2211.6 (2009 IBC Section 221 0.6; Section C2.2.3 of AISI-Lateral, referenced in 2006 IBC Section 2210.5). 4.1.2.3 Hilti PBH S Screws (Section 3.7): These screws are recognized for use in fastening gypsum board to cold- formed steel framing less than 0.033 inch (0.8 mm) thick, in accordance with IBC Section 2506 and 2015 IRC Section R702.3.5.1 (2012 and 2009 IRC Section R702.3.6). 4.1.3 Engineered Design: The Hilti HWH, HHWH, PPH, PPFH SD Framer, PTH SD Framer, PPCH SD Framer, TPCH SD Framer and PFTH SD Framer self-drilling screws described in Sections 3.2, 3.4, 3.5, 3.9, 3.1 0, 3.11 and 3.12, respectively, and the HWH self-piercing screws described in Section 3.3, are recognized for use in engineered connections of cold-formed steel light-framed construction. For the self-drilling screws, design of the connections must comply with Section E4 of AISI S100 (AISI -NAS under the 2006 IBC), using the nominal and allowable fastener tension and shear strengths for the screws, shown in Table 5. Allowable connection strengths for use in Allowable Strength Design (ASD) for pull-out, pull-over, and shear (bearing) capacity for common sheet steel thicknesses are provided in Tables 2, 3 and 4, respectively, based upon calculations in accordance with AISI S100 (AISI-NAS under the 20061BC). For the self-piercing screws, design of connections must comply with Section E4 of AISI S100 (AISI -NAS under the 2006 IBC), using the nominal and allowable fastener tension and shear strengths for the screws, shown in Table 5. Allowable connection strengths for use in Allowable Strength Design (ASD) for pull-over capacity for common sheet steel thicknesses are provided in Table 3, based upon calculations in accordance with AISI S 1 00 (AISI -NAS under the 2006 IBC). Allowable connection strengths for use in Allowable Strength Design (ASD) for pull-out and shear (bearing) capacity for common sheet steel thicknesses are provided in T abies 2 and 4, respectively, based upon results of testing in accordance with AISI S905. Instructions on how to calculate connection design strengths for use in Load and Resistance Factor Design (LRFD) are found in the footnotes of Tables 2, 3 and 4. For connections subject to tension, the least of the allowable pull-out, pullover, and tension fastener strength of screws found in Tables 2, 3, and 5, respectively, must be used for design. For connections subject to shear, the lesser of the allowable shear (bearing) and fastener strength found in Tables 4 and 5, respectively, must be used for design. Connections subject to combined tension and shear loading must be designed in accordance with Section E4.5 of AISI S1 00-12. The nominal strengths used in the combined loading equations must be the lesser of those shown in this report and those calculated in accordance with Section E4.5.1 or E4.5.2 of AISI S100-12, as applicable. For screws used in framing connections, in order for the screws to be considered fully effective, the minimum spacing between the fasteners and the minimum edge distance must be three times the nominal diameter of the screws, except when the edge is parallel to the direction of the applied force, the minimum edge distance must be 1.5 times the nominal screw diameter. When the spacing between screws is 2 times the fastener diameter, the connection shear strength values in Tables 4A and 4B must be reduced by 20 percent (Refer to Sec~on ~k5 of AISI S200). age ESR-2196 I Most Widely Accepted and Trusted For screws used in applications other than framing connections, the minimum spacing between the fasteners must be three times the nominal screw diameter and the minimum edge and end distance must be 1.5 times the nominal screw diameter. Under the 2009 and 2006 IBC, when the distance to the end of the connected part is parallel to the line of the applied force, the allowable connection shear strength determined in accordance with Section E4.3.2 of Appendix A of AISI S100-07 or AISI - NAS, as applicable must be considered. Under the 2015 IBC, connected members must be checked for rupture in accordance with Section E6 of AISI S100-12 (Section E5 of AISI S100-07/S2-10 for the 2012 IBC; Section E5 of AISI S100-07 for the 2009 IBC). 4.2 Installation: Installation of the Hilti Self-drilling and Self-piercing Screws must be in accordance with the manufacturer's published installation instructions and this report. The manufacturer's published installation instructions must be available at the jobsite at all times during installation. The screws must be installed perpendicular to the work surface using a variable speed screw driving tool set to not exceed 2,500 rpm. The screw must penetrate through the supporting steel with a minimum of three threads protruding past the back side of the supporting steel. 5.0 CONDITIONS OF USE The Hilti Self-drilling and Self-piercing Screws described in this report comply with, or 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 Fasteners must be installed in accordance with the manufacturer's published installation instructions and this report. If there is a conflict between the manufacturer's published installation instructions and this report, this report governs. Page 3 of 10 5.2 The allowable loads specified in Section 4.1 are not to be increased when the fasteners are used to resist wind or seismic forces. 5.3 The utilization of the nominal strength values contained in this evaluation report, for the design of cold-formed steel diaphragms, is outside the scope of this report. Diaphragms constructed using the Hilti self-drilling or self-piercing screws must be recognized in a current ICC-ES evaluation report based upon the ICC-ES Acceptance Criteria for Steel Deck Roof and Floor Systems (AC43). 5.4 Drawings and calculations verifying compliance with this report and the applicable code must be submitted to the code official for approval. The drawings and calculations are to be prepared by a registered design professional when required by the statutes of the jurisdiction in which the project is to be constructed. 5.5 The rust-inhibitive (corrosion-resistant) coating on the screws must be suitable for the intended use, as determined by the registered design professional. 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC-ES Acceptance Criteria for Tapping Screw Fasteners (AC118), dated April 2015 (editorially revised October 2015). 7.0 IDENTIFICATION Hilti Self-drilling and Self-piercing Screws are marked with an "H" on the top of the heads, as shown in Figures 1 through 11. Packages of Hilti Self-drilling and Self-piercing Screws are labeled with the report holder's name (Hilti, Inc.), the fastener type and size, and the evaluation report number (ESR-2196). TABLE 1A-HILTI SELF-DRILLING AND SELF-PIERCING STEEL-TO-STEEL SCREWS (ASTM C1513) DRILLING/ LENGTH NOMINAL NOMINAL NOMINAL DRILL PIERCING OF LOAD DESIGNATION DESCRIPTION DIAMETER SCREW HEAD HEAD POINT CAPACITY BEARING COATING2 (Size-TPI) (inch) LENGTH4 STYLE' DIAMETER (Number) (inch) AREA4 (inch) Min. Max. (inch) S-MD 10-16 X 5/8 HWH #3 #10-16 0.190 5/s HWH 0.399 3 0.110 0.175 0.187 Zinc-2 S-MD 10-16 X 3/4 HWH #3 #10-16 0.190 3'· HWH 0.399 3 0.110 0.175 0.375 Zinc-2 S-MD 10-16 X 3/4 HHWH #3 #10-16 0.190 3'· HHWH 0.399 3 0.110 0.175 0.375 Zinc-2 S-MD 10-16 X 1 HWH #3 #10-16 0.190 1 HWH 0.399 3 0.110 0.175 0.625 Zinc-2 S-MD 10-16 X 11/4 HWH #3 #10-16 0.190 11/4 HWH 0.399 3 0.110 0.175 0.875 Zinc-2 S-MD 10-16 X 11/2 HWH #3 #10-16 0.190 11/2 HWH 0.399 3 0.110 0.175 1.125 Zinc-2 S-MD 12-14 X 3/4 HWH #3 #12-14 0.216 3'· HWH 0.415 3 0.110 0.210 0.313 Zinc-2 S-MD 12-14 X 1 HWH #3 #12-14 0.216 1 HWH 0.415 3 0.110 0.210 0.562 Zinc-2 S-MD 12-14 X 11/2 HWH #3 #12-14 0.216 11/z HWH 0.415 3 0.110 0.210 1.062 Zinc-2 S-MD 12-14 X 2 HWH #3 #12-14 0.216 2 HWH 0.415 3 0.110 0.210 1.562 Zinc-2 S-MD 'f.-14 X 3/4 HHWH #3 '1.-14 0.250 3'· HHWH 0.500 3 0.110 0.220 0.313 Zinc-2 S-MD1/4-14 X 1 HHWH #3 '1.-14 0.250 1 HHWH 0.500 3 0.110 0.220 0.562 Zinc-2 S-MD 1/4-14 X 11/2 HHWH #3 1/.-14 0.250 11/z HHWH 0.500 3 0.110 0.220 1.062 Zinc-2 S-MD 1/4-14 X 2 HHWH #3 11.-14 0.250 2 HHWH 0.500 3 0.110 0.220 1.562 Zinc-2 S-MD 10-16 X 5/8 PPH #3 #10-16 0.190 5/s PPH 0.364 3 0.110 0.175 0.313 Zinc-2 S-MD 10-16 X 3/4 PPH #3 #10-16 0.190 3'· PPH 0.364 3 0.110 0.175 0.375 Zinc-2 S-MD 10-16 X 1 PPH #3 #10-16 0.190 1 PPH 0.364 3 0.110 0.175 0.500 Zinc-2 S-MD 12-24 X\ HWH #4 #12-24 0.216 'Is HWH 0.415 4 0.175 0.250 0.375 Zinc-2 S-MD 12-24 X 11/4 HWH #4 #12-24 0.216 11/4 HWH 0.415 4 0.175 0.250 0.625 a~nW ESR-2196 i Most Widely Accepted and Trusted Page 4 of 10 DRILLING/ LENGTH NOMINAL NOMINAL NOMINAL DRILL PIERCING OF LOAD DESIGNATION DESCRIPTION DIAMETER SCREW HEAD HEAD POINT CAPACITY BEARING COATING2 (Size-TPI) (inch) LENGTH' STYLE1 DIAMETER (Number) (inch) AREA4 (inch) Min. Max. (inch) S-MD 12-24 X 11/4 HWH #5 #12-24 0.216 11/, HWH 0.415 5 0.250 0.500 0.437 Zinc-2 S-MD 10-16 X 5/s HWH #3 Kwik-Cote #10-16 0.190 5/a HWH 0.399 3 0.110 0.175 0.187 Kwik-Cote S-MD 10-16 X 3/4 HWH #3 Kwik-Cote #10-16 0.190 3,, HWH 0.399 3 0.110 0.175 0.375 Kwik-Cote S-MD 10-16 X 3/4 HHWH #3 Kwik-Cote #10-16 0.190 3/, HHWH 0.399 3 0.110 0.175 0.375 Kwik-Cote S-MD 10-16 X 1 HWH #3 Kwik-Cote #10-16 0.190 1 HWH 0.399 3 0.110 0.175 0.625 Kwik-Cote S-MD 12-14 X 3/4 HWH #3 Kwik-Cote #12-14 0.216 3,, HWH 0.415 3 0.110 0.210 0.313 Kwik-Cote S-MD 12-14 X 1 HWH #3 Kwik-Cote #12-14 0.216 1 HWH 0.415 3 0.110 0.210 0.562 Kwik-Cote S-MD 12-14 X 11/4 HWH #3 Kwik-Cote #12-14 0.216 11/, HWH 0.415 3 0.110 0.210 0.813 Kwik-Cote S-MD 12-14 X 11/2 HWH #3 Kwik-Cote #12-14 0.216 11/2 HWH 0.415 3 0.110 0.210 1.062 Kwik-Cote S-MD 12-14 X 2 HWH #3 Kwik-Cote #12-14 0.216 2 HWH 0.415 3 0.110 0.210 1.562 Kwik-Cote S-MD 12-24 X 11/4 HWH #5 Kwik Cote #12-24 0.216 11/, HWH 0.415 5 0.250 0.500 0.437 Kwik-Cote S-MD 12-24 X 11/4 HWH #5 Kwik Cote with #12-24 0.216 1'/, HWH 0.415 5 0.250 0.500 0.313 Kwik-Cote Bonded Washer S-MD 12-24 X 2 HWH #5 Kwik Cote #12-24 0.216 2 HWH 0.415 5 0.250 0.500 1.187 Kwik-Cote S-MD 12-24 X 3 HWH #5 Kwik Cote #12-24 0.216 3 HWH 0.415 5 0.250 0.500 2.187 Kwik-Cote S-MD 10-16 X 3/4 M HHWH3 Collated #10-16 0.190 3,, HHWH 0.399 3 0.110 0.175 0.375 Zinc-2 S-MD 10-16 X 3/4 HHWH3 KC M Collated #10-16 0.190 3'· HHWH 0.399 3 0.110 0.175 0.375 Kwik-Cote S-MD 12-24 X 7/a M HWH4 Collated #12-24 0.216 'Ia HWH 0.399 4 0.175 0.250 0.375 Zinc-2 S-MD 10-16 X 7/a HHWH Pilot Point #10-16 0.190 'Ia HHWH 0.399 1 0.028 0.120 0.188 Zinc-2 S-MD 12-14 X 1 HHWH Pilot Point #12-14 0.216 1 HHWH 0.415 1 O.D28 0.120 0.375 Zinc-2 S-SLC 02 M HWH #12-14 0.216 1 HWH 0.415 1 0.028 0.120 0.375 Zinc-2 S-MD 1/4-14 X 7/8 HWH Pilot Point Kwik Seal 1/,-14 0.250 71a HWH 0.415 1 0.028 0.140 0.313 Kwik-Cote S-MD 8-18 X 1/2 HWH #2 #8-18 0.164 1/2 HWH 0.335 2 O.D35 0.100 0.125 Zinc-2 S-MD 8-18 X 3/4 HWH #2 #8-18 0.164 3'· HWH 0.335 2 0.035 0.100 0.375 Zinc-2 S-MD 8-18 X 1/2 PPH #2 #8-18 0.164 1/2 PPH 0.311 2 0.035 0.100 0.125 Zinc-2 S-MD 8-18 X 3/, PPH #2 #8-18 0.164 3'· PPH 0.311 2 0.035 0.100 0.375 Zinc-2 S-MD 10-16 X 1/2 HWH #2 #10-16 0.190 '12 HWH 0.399 2 0.035 0.110 0.188 Zinc-2 S-MD 10-16 X 3/4 HWH #2 #10-16 0.190 3'· HWH 0.399 2 0.035 0.110 0.313 Zinc-2 S-MD 10-16 X 1 HWH #2 #10-16 0.190 1 HWH 0.399 2 0.035 0.110 0.500 Zinc-2 S-MD 12-14 x 3/4 HWH #3 Kwik Seal #12-14 0.216 3'· HWH 0.415 3 0.110 0.210 0.125 Kwik-Cote S-MD 12-14 x 1 HWH #3 Kwik Seal #12-14 0.216 1 HWH 0.415 3 0.110 0.210 0.375 Kwik-Cote S-MD 12-14 X 11/4 HWH #3 Kwik Seal #12-14 0.216 1'1. HWH 0.415 3 0.110 0.210 0.625 Kwik-Cote S-MD 12-14 X 11/2 HWH #3 Kwik Seal #12-14 0.216 11/2 HWH 0.415 3 0.110 0.210 0.875 Kwik-Cote S-MD 12-14 X 2 HWH #3 Kwik Seal #12-14 0.216 2 HWH 0.415 3 0.110 0.210 1.375 Kwik-Cote S-MD 1/4-14 X 3/4 HWH #3 Kwik Seal 1/,-14 0.250 3'· HWH 0.500 3 0.110 0.220 0.125 Kwik-Cote S-MD \-14 x 1 HWH #3 Kwik Seal 1/,-14 0.250 1 HWH 0.500 3 0.110 0.220 0.375 Kwik-Cote S-MD 1/4-14 X 11/2 HWH #3 Kwik Seal 1/,-14 0.250 11/2 HWH 0.500 3 0.110 0.220 0.875 Kwik-Cote 7 X 7/16 PPFH SO Framer #7-18 0.151 7/16 PPFH 0.303 2 0.035 0.100 0.063 BP 7 X 7/16 PPFH SO Framer Zinc #7-18 0.151 ,,16 PPFH 0.303 2 0.035 0.100 0.063 Zinc-2 S-OD 10-18 X 3/4 PTH #3 #10-18 0.190 3'· PTH 0.433 3 0.110 0.175 0.375 Zinc-2 S-OD 10-16 X 5/8 PPCH #3 #10-16 0.190 s/8 PPCH 0.409 3 0.110 0.175 0.313 Zinc-2 S-OD 10-12 X 3/4 PFTH #3 #10-12 0.190 3'· PFTH 0.364 3 0.110 0.175 0.375 Zinc-2 S-OD 12-14 X 1 TPCH #3 #12-14 0.216 1 TPCH 0.409 3 0.110 0.210 0.500 Zinc-2 S-MS 8-18 X 1/2 HWH #8-18S 0.164 1/2 HWH 0.315 Self-0.015 0.072 0.072 Zinc-2 piercing S-MS 10-12 X 3/4 HWH #10-12S 0.190 3/, HWH 0.399 Self-0.018 0.096 0.100 Zinc-2 piercing Page 47 ESR-2196 I Most Widely Accepted and Trusted Page 5 of 10 TABLE 18-HILTI SELF-DRILLING (ASTM C954) AND SELF-PIERCING (ASTM C1002) DRYWALL SCREWS DRILLING I LENGTH NOMINAL NOMINAL NOMINAL DRILL PIERCING OF LOAD DESIGNATION DESCRIPTION DIAMETER SCREW HEAD HEAD POINT CAPACITY BEARING COATING2 (Size -TPI)3 (inch) LENGTH4 STYLE1 DIAMETER (Number) (inch) AREA4 (inch) Min. Max. (inch) 6 X 1 PBH SO #6-19 0.138 1 PBH 0.322 1 0.033 0.112 0.625 OGP 6 X 1 PBH SO #6-20 0.138 1 PBH 0.322 1 0.033 0.112 0.625 OGP 6 X 1 PBH SO Zinc #6-19 0.138 1 PBH 0.322 1 0.033 0.112 0.625 Zinc-2 6 X 1 PBH SO Zinc #6-20 0.138 1 PBH 0.322 1 0.033 0.112 0.625 Zinc-2 6X11/8 PBHS #6-9S 0.138 11/a PBH 0.322 Self-0.023 0.033 0.750 OGP piercing 6 X 11/8 PBH S Collated #6-9S 0.138 11/a PBH 0.322 Self-0.023 0.033 0.750 OGP piercing 6 X 11/8 PBH SO #6-19 0.138 11/a PBH 0.322 1 0.033 0.112 0.750 OGP 6 X 1\ PBH SO #6-20 0.138 11/a PBH 0.322 1 0.033 0.112 0.750 OGP 6 X 11/8 PBH SO Zinc #6-19 0.138 11/s PBH 0.322 1 0.033 0.112 0.750 Zinc-2 6 X 11/8 PBH SO Zinc #6-20 0.138 11/a PBH 0.322 1 0.033 0.112 0.750 Zinc-2 6 X 11/8 PBH SO Zinc Collated #6-20 0.138 11/a PBH 0.322 1 0.033 0.088 0.750 Zinc-3 6X11/4 PBHS #6-9S 0.138 11/4 PBH 0.322 Self-0.023 0.033 0.875 OGP piercing 6 X 11/4 PBH S Collated #6-9S 0.138 11/4 PBH 0.322 Self-0.023 0.033 0.875 OGP piercing 6 X 11/4 PBH SO #6-19 0.138 11/4 PBH 0.322 1 0.033 0.112 0.875 OGP 6 X 11/4 PBH SO #6-20 0.138 11/4 PBH 0.322 1 0.033 0.112 0.875 OGP 6 X 11/4 PBH SO Collated #6-20 0.138 11/4 PBH 0.322 1 0.033 0.088 0.875 OGP 6 X 11/4 PBH SO Zinc #6-19 0.138 11/4 PBH 0.322 1 0.033 0.112 0.875 Zinc-2 6 X 11/4 PBH SO Zinc #6-20 0.138 11/4 PBH 0.322 1 0.033 0.112 0.875 Zinc-2 6 X 11/4 PBH SO Zinc Collated #6-20 0.138 11/4 PBH 0.322 1 0.033 0.088 0.875 Zinc-3 6 X 11/4 PBH SO CRC #6-20 0.138 11/4 PBH 0.322 1 0.033 0.112 0.875 CRC 6 X 11/4 PBH SO CRC Collated #6-20 0.138 11/4 PBH 0.322 1 0.033 0.112 0.875 CRC 6 X 15/8 PBH S #6-9S 0.138 15/a PBH 0.322 Self-0.023 0.033 1.250 OGP piercing 6 X 1 'fa PBH S Collated #6-9S 0.138 15/a PBH 0.322 Self-0.023 0.033 1.250 OGP piercing 6 X 15/8 PBH SO #6-19 0.138 15/a PBH 0.322 1 0.033 0.112 1.250 OGP 6 X 15/8 PBH SO #6-20 0.138 15fs PBH 0.322 1 0.033 0.112 1.250 OGP 6 X 15/8 PBH SO Collated #6-20 0.138 15/a PBH 0.322 1 0.033 0.088 1.250 OGP 6 X 15/8 PBH SO Zinc #6-19 0.138 15/a PBH 0.322 1 0.033 0.112 1.250 Zinc-2 6 X 15/8 PBH SO Zinc #6-20 0.138 15/a PBH 0.322 1 0.033 0.112 1.250 Zinc-2 6 X 15/8 PBH SO Zinc Collated #6-20 0.138 15/a PBH 0.322 1 0.033 0.088 1.250 Zinc-3 6 X 17/8 PBH SO #6-19 0.138 17/a PBH 0.322 1 0.033 0.112 1.500 OGP 6 X 17/8 PBH SO #6-20 0.138 17/a PBH 0.322 1 0.033 0.112 1.500 OGP 6 X 17/8 PBH SO Zinc #6-19 0.138 17/a PBH 0.322 1 0.033 0.112 1.500 Zinc-2 6 X 17/8 PBH SO Zinc #6-20 0.138 17/a PBH 0.322 1 0.033 0.112 1.500 Zinc-2 6 X 17/8 PBH SO CRC #6-20 0.138 17/a PBH 0.322 1 0.033 0.112 1.500 CRC 6 X2 PBH S #6-9S 0.138 2 PBH 0.322 Self-0.023 0.033 1.625 OGP piercing 6 X 2 PBH S Collated #6-9S 0.138 2 PBH 0.322 Self-0.023 0.033 1.625 OGP piercing 6 X 2 PBH SO Collated #6-20 0.138 2 PBH 0.322 1 0.033 0.088 1.625 OGP 6 X 2 PBH SO Zinc #6-20 0.138 2 PBH 0.322 1 0.033 0.088 1.625 Zinc-3 6 X 2 PBH SO Zinc Collated #6-20 0.138 2 PBH 0.322 1 0.033 0.088 1.625 t-' 9.Q~t~-3 _j ESR-2196 I Most Widely Accepted and Trusted Page 6 of 10 DRILLING I LENGTH NOMINAL NOMINAL NOMINAL DRILL PIERCING OF LOAD DESIGNATION DESCRIPTION DIAMETER SCREW HEAD HEAD POINT CAPACITY BEARING COATING2 (Size -TPI)3 (inch) LENGTH4 STYLE1 DIAMETER (Number) (inch) AREA4 (inch) Min. Max. (inch) 8 X 2'fa PBH SO #8-18 0.164 23/a PBH 0.330 1 0.033 0.112 2.000 BP 8 X 23/8 PBH SO Zinc #8-18 0.164 23/a PBH 0.330 1 0.033 0.112 2.000 Zinc-2 8 X 25/8 PBH SO #8-18 0.164 25/a PBH 0.330 1 0.033 0.112 2.250 BP 8 X 25/8 PBH SO Zinc #8-18 0.164 25/a PBH 0.330 1 0.033 0.112 2.250 Zinc-2 8 X 3 PBH SO #8-18 0.164 3 PBH 0.330 1 0.033 0.112 2.625 BP 8 X 3 PBH SO Zinc #8-18 0.164 3 PBH 0.330 1 0.033 0.112 2.625 Zinc-2 8 X 11/4 PWH SO CMT BD #8-18 0.164 11/4 PWH 0.421 1 0.033 0.112 0.875 Tufcoat 8 X 15/8 PWH SO CMT BD #8-18 0.164 1% PWH 0.421 1 0.330 0.112 1.250 Tufcoat For 51: 1 inch = 25.4 mm. 1Refer to Section 3.0 and Figures 1 through 11 for head configuration abbreviations. 2For coating abbreviations, BP = Black phosphated per EN ISO 3892; DGP = Dark Grey phosphate per EN ISO 3892; Zinc-2 = EN/ISO 4042 A3F; Zinc-3 = electroplated zinc coating, Cr3+ passivated; Kwik-Cote = Proprietary organic zinc coating; CRC = Proprietary Duplex Coating; Tufcoat = Tufcoat forest green similar to ISO 10683. 3An 'S' in the thread designation indicates a double thread. Listed thread pitch is for one thread only. 4Refer to Figure 12 for nominal screw length (L) and load bearing area (LBA) description. TABLE 2-ALLOWABLE TENSILE PULL-OUT LOADS (PNoT/0), pounds-force1'2'3'4 Steel F, = 45 ksi Applied Factor of Safety, 0 = 3.0 Nominal Design thickness of member not in contact with the screw head (in.) Screw Diameter Description (in.) 0.015 0.018 0.024 0.030 0.036 0.048 0.060 0.075 0.090 Self-drilling Screws for Steel-to-Steel Connections5 #7-18 0.151 ----69 92 116 144 173 #8-18 0.164 --- -75 100 125 157 188 #10-12 #10-16 0.190 ----87 116 145 182 218 #10-18 #12-14 0.216 99 132 165 207 248 #12-24 --- - 11.-14 0.250 ----115 153 191 239 287 Self-piercing Screws for Steel-to-Steel Connections6 #8-18S 0.164 37 49 68 86 109 --- - #10-12S 0.190 44 53 77 102 117 150 - -- For 51: 1 inch= 25.4 mm, 1 lbf = 4.4 N, 1 ksi = 6.89 MPa. 0.105 202 220 254 289 333 - - 1For tension connections, the lower of the allowable pull-out, pullover, and tension fastener strength of screw found in Tables 2, 3, and 5, respectively must be used for design. 0.135 260 282 327 373 430 - - 2Unless otherwise noted, load values are based upon calculations in accordance with Section E4 of AISI S100. ANSI/ASME standard screw diameters were used in the calculations and are listed in the tables. 3The allowable pull-out capacity for intermediate member thicknesses can be determined by interpolating within the table. 4To calculate LRFD values, multiply values in table by the ASD safety factor of 3.0 and multiply again with the LRFD ¢factor of 0.5. 5For Fu;, 65 ksi steel, multiply values by 1.44. 6Load values are based on testing in accordance with AISI S905. Page 49 ESR-2196 I Most Widely Accepted and Trusted Page 7 of 10 TABLE 3-ALLOWABLE TENSILE PULL-OVER LOADS (PNov/0), FOR HILTI ASTM C1513 SCREWS, pounds-force1'2'3'4'5 Steel F" = 45 ksi Applied Factor of Safety, n = 3.0 Washer or Design thickness of member in contact with the screw head (in.) Screw Head Description Diameter 0.015 0.018 0.024 0.030 0.036 0.048 0.060 0.075 0.090 0.105 (in.) Hex Washer Head (HWH) or High Hex Washer Head (HHWH) #8-18S 0.315 106 128 170 #8-18 0.335 113 136 181 225 271 363 453 567 680 790 #10-16 0.399 135 162 215 268 323 430 540 673 807 943 #10-12S #12-14 0.415 140 168 224 279 337 447 560 700 840 980 #12-24 11.-14 0.500 169 203 270 336 407 540 677 843 1010 1180 Phillips Pan Head (PPH) #8-18 0.311 105 126 168 210 252 336 420 525 630 735 #10-16 0.364 123 147 197 246 295 393 491 614 737 860 Phillips Truss Head (PTH) #10-18 0.433 146 175 234 292 351 468 585 731 877 1023 Phillips Pan Framing Head (PPFH) #7-18 0.303 102 123 164 205 245 327 409 511 614 716 Phillips Pancake Head (PPCH) #10-16 0.409 138 166 221 276 331 442 552 690 828 966 Torx Pancake Head (TPCH) #12-14 .0409 138 166 221 276 331 442 552 690 828 966 Phillips Flat Truss Head (PFTH) #10-12 0.364 123 147 197 246 295 393 491 614 737 860 For Sl: 1 inch = 25.4 mm, 1 lbf = 4.4 N, 1 ksi = 6.89 MPa. 1For tension connections, the lower of the allowable pull-out, pullover, and tension fastener strength of screw found in Tables 2, 3, and 5, respectively must be used for design. 0.135 1020 1210 1260 1520 945 1106 1315 920 1242 1242 1106 2Load values are based upon calculations in accordance with Section E4 of AISI S100. ANSI/ASME standard screw head diameters were used in the calculations and are listed in the tables. 3The allowable pull-over capacity for intermediate member thicknesses can be determined by interpolating within the table. 4To calculate LRFD values, multiply values in table by the ASD safety factor of 3.0 and multiply again with the LRFD ¢factor of 0.5. 5For F, <:: 65 ksi steel, multiply values by 1.44. Page 50 ESR-2196 I Most Widely Accepted and Trusted TABLE 4A-ALLOWABLE SHEAR {BEARING) CAPACITY OF STEEL-TO-STEEL CONNECTIONS USING HILTI ASTM C1513 SELF-DRILLING SCREWS, pounds-force,2•3•4•5 Steel Fu = 45 ksi Applied Factor of Safety, !1 = 3.0 Design Page 8 of 10 Nominal thickness of Design thickness of member not in contact with the screw head (in.) Screw member in Description Diameter contact with (in.) screw head, 0.036 0.048 0.060 0.075 0.090 0.105 0.135 (in.) 0.036 167 220 220 220 220 220 220 0.048 167 257 294 294 294 294 294 0.060 167 257 360 367 367 367 367 #7-18 0.151 0.075 167 257 360 459 459 459 459 0.090 167 257 360 459 550 550 550 0.105 167 257 360 459 550 642 642 0.135 167 257 360 459 550 642 826 0.036 174 239 239 239 239 239 239 0.048 174 268 319 319 319 319 319 0.060 174 268 373 400 400 400 400 #8-18 0.164 0.075 174 268 373 497 497 497 497 0.090 174 268 373 497 597 597 597 0.105 174 268 373 497 597 697 697 0.135 174 268 373 497 597 697 897 0.036 188 277 277 277 277 277 277 0.048 188 289 370 370 370 370 370 #10-12 0.060 188 289 403 463 463 463 463 #10-16 0.190 0.075 188 289 403 563 577 577 577 #10-18 0.090 188 289 403 563 693 693 693 0.105 188 289 403 563 693 807 807 0.135 188 289 403 563 693 807 1040 0.036 200 309 315 315 315 315 315 0.048 200 308 420 420 420 420 420 #12-14 0.060 200 308 430 523 523 523 523 0.216 0.075 200 308 430 600 657 657 657 #12-24 0.090 200 308 430 600 787 787 787 0.105 200 308 430 600 787 920 920 0.135 200 308 430 600 787 920 1180 0.036 215 340 363 363 363 363 363 0.048 215 331 467 487 487 487 487 0.060 215 331 463 607 607 607 607 1/.-14 0.250 0.075 215 331 463 647 760 760 760 0.090 215 331 463 647 850 910 910 0.105 215 331 463 647 850 1060 1060 0.135 215 331 463 647 850 1060 1370 Page 51 ESR-2196 I Most Widely Accepted and Trusted Page 9 of 10 Screw Description TABLE 48-ALLOWABLE SHEAR (BEARING) CAPACITY OF STEEL-TO-STEEL CONNECTIONS USING HIL Tl ASTM C1513 SELF-PIERCING SCREWS, pounds-force 1'3'4'6 Steel Fu = 45 ksi Applied Factor of Safety, 0 = 3.0 Design Nominal thickness of Design thickness of member not in contact with the screw head (in.) member in Diameter contact with (in.) screw head, 0.015 0.018 0.024 0.030 0.036 0.048 (in.) 0.015 73 87 105 107 107 - 0.018 79 90 113 113 113 - #8-188 0.164 0.024 81 90 149 158 158 - 0.030 82 117 149 186 186 - 0.036 106 114 184 236 287 - 0.018 -77 125 152 173 173 0.024 -77 137 191 220 253 #10-128 0.190 0.030 -109 167 228 255 309 0.036 -121 167 228 298 373 0.048 -121 191 241 298 444 For Sl: 1 inch = 25.4 mm, 1 lbf = 4.4 N, 1 ksi = 6.89 MPa. 1The lower of the allowable shear (bearing) and the allowable fastener shear strength found in Tables 4 and 5, respectively must be used for design. 2Load values in Table 4A are based upon calculations in accordance with Section E4 of AISI S100. ANSI/ASME standard screw diameters were used in the calculations and are listed in the tables 3The allowable bearing capacity for other member thicknesses can be determined by interpolating within the table. 4To calculate LRFD values, multiply values in table by the ASD safety factor of 3.0 and multiply again with the LRFD <ll factor of 0.5. 5For F";:: 65 ksi steel, multiply values by 1.44. 6Load values in Table 48 are based on testing in accordance with AISI S905. TABLE 5-FASTENER STRENGTH OF SCREW NOMINAL FASTENER STRENGTH ALLOWABLE FASTENER STRENGTH4 SCREW DIAMETER DETERMINED BY TESTING DESCRIPTION (in.) Tension, P,. Shear, Pss Tension (P,./0)1 Shear (P •• /0)2'3 (lbf) (lbf) (lbf) (lbf) #7-18 PPFH 0.151 1000 890 335 295 #8-18 HWH, PPH 0.164 1000 1170 335 390 #8-18S HWH 0.164 1915 1570 640 525 #10-12 PFTH 0.190 2170 1645 720 550 #10-12S HWH 0.190 1915 1905 640 635 #10-16 HWH, HHWH, PPH, PPCH 0.190 1370 1215 455 405 #10-18 PTH 0.190 1390 1845 465 615 #12-14 HWH, TPCH 0.216 2325 1880 775 625 #12-24 HWH 0.216 3900 2285 1300 760 1/4-14 HWH 0.250 4580 2440 1525 815 For Sl: 1 inch = 25.4 mm, 1 lbf = 4.4 N, 1 ksi = 6.89 MPa. 1For tension connections, the lower of the allowable pull-out, pullover, and tension fastener strength of screw found in Tables 2, 3, and 5, respectively must be used for design. 2For shear connections, the lower of the allowable shear (bearing) and the allowable fastener shear strength found in Tables 4 and 5, respectively must be used for design. 3See Section 4.1.3 for fastener spacing and end distance requirements. 4To calculate LRFD values, multiply the nominal fastener strengths by the LRFD <ll factor of 0.5. Page 52 ESR-2196 ! Most Widely Accepted and Trusted FIGURE 1-HEX WASHER HEAD (HWH) AND HIGH HEX WASHER HEAD (HHWH) SELF-DRILLING SCREW FIGURE 3-PHILLIPS PAN HEAD (PPH) SELF-DRILLING SCREW FIGURE 5-PHILLIPS BUGLE HEAD (PBH) SD SELF-DRILLING DRYWALL SCREW FIGURE 7-PHILLIPS WAFER HEAD (PWH) SD CMT BD SELF-DRILLING DRYWALL SCREW FIGURE 9-PHILLIPS PANCAKE HEAD (PPCH) SD FRAMER SELF-DRILLING SCREW FIGURE 11-PHILLIPS FLAT TRUSS HEAD (PFTH) SD FRAMER SELF-DRILLING SCREW Page 10 of 10 FIGURE 2-HEX WASHER HEAD (HWH) SELF-PIERCING SCREW FIGURE 4-PHILLIPS PAN FRAMING HEAD (PPFH) SD FRAMER SELF-DRILLING SCREW FIGURE 6-PHILLIPS BUGLE HEAD (PBH) S SELF-PIERCING DRYWALL SCREW FIGURE 8-PHILLIPS TRUSS HEAD (PTH) SD FRAMER SELF-DRILLING SCREW FIGURE 10-TORX PANCAKE HEAD (TPCH) SD FRAMER SELF-DRILLING SCREW L~1:~~n-~~~r®(l ~ ,,, """"'" -~-"","~ . L ~l : : FIGURE 12-DESCRIPTION OF NOMINAL SCREW LENGTH (L) AND LOAD BEARING AREA (LBA) Page 53 _j ICC-ES Evaluation Report www.icc-es.org I (800) 423-6587 I (562) 699-0543 DIVISION: 05 00 00-METALS Section: 05 05 23-Metal Fastenings DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 06 05 23-Wood, Plastic and Composite Fastenings DIVISION: 09 00 00-FINISHES Section: 09 22 16.23-Fasteners REPORT HOLDER: HILTI, INC. 7250 DALLAS PARKWAY, SUITE 1000 PLANO, TEXAS 75024 (800) 879-8000 www.us.hilti.com HNATechnica!Services@hiiti.com EVALUATION SUBJECT: HIL Tl SELF-DRILLING AND SELF-PIERCING SCREWS 1.0 REPORT PURPOSE AND SCOPE Purpose: ESR-2196 Issued October 2015 Revised December 2015 This report is subject to renewal October 2017. A Subsidiary of the International Code Council® The purpose of this evaluation report supplement is to indicate that the Hilti Self-drilling and Self-piercing Screws recognized in evaluation report ESR-2196 have also been evaluated for compliance with the codes noted below. Applicable code editions: • 2014 and 2010 Florida Building Code-Building • 2014 and 2010 Florida Building Code-Residential 2.0 CONCLUSIONS The Hilti Self-drilling and Self-piercing Screws described in Sections 2.0 through 7.0 of the master evaluation report, ESR-2196, comply with the 2014 and 2010 Florida Building Code-Building and the 2014 and 2010 Florida Building Code- Residential when designed and installed in accordance with the International Building Code (IBC) provisions noted in the master evaluation report, and the following conditions apply: • Design wind loads must be based on Section 1609 of the 2014 or 2010 Florida Building Code-Building or Section 301.2.1.1 of the 2014 or 2010 Florida Building Code-Residential, as applicable. • Load combinations must be in accordance with Section 1605.2 or Section 1605.3 of the 2014 or 2010 Florida Building Code-Building, as applicable. Use of the Hilti Self-drilling and Self-piercing Screws has also been found to be in compliance with the High-velocity Hurricane Zone provisions on the 2014 and 2010 Florida Building Code-Building and the 2014 and 2010 Florida Building Code-Residential under the condition that the design wind loads must be based on Section 1620 of the 2014 or 2010 Florida Building Code-Building, as applicable. 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 October 2015 and revised December 2015. JCC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they w be construed as an endorsement of the subject of the report or a recommendation for its use. 17wre is no warranty by ICC Evaluation Sen>ice, LLC, express or implied, as to any finding or other matter in this report, or as to any product covered by the report. Page 1 of 1 DIVISION: 03 00 00-CONCRETE SECTION: 03 1S 00-CONCRETE ACCESSORIES SECTION: 03 16 00-CONCRETE ANCHORS DIVISION: 04 00 00-MASONRY SECTION: 04 OS 19.16-MASONRY ANCHORS DIVISION: OS 00 00-METALS SECTION: OS OS 23-METAL FASTENINGS DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES SECTION: 06 OS 23-WOOD, PLASTIC, AND COMPOSITE FASTENINGS REPORT HOLDER: Hll Tl, INC. 5400 SOUTH 122ND EAST AVENUE TULSA, OKLAHOMA 74146 EVALUATION SUBJECT: HILTI LOW-VELOCITY X-U AND X-U 15 UNIVERSAl POWDER DRIVEN FASTENERS ICC~ ~Jc look for the trusted marks of Conformity! Page 55 ICC~ES Evaluation Report www.icc-es.org I (800) 423-6587 I (562) 699-0543 DIVISION: 03 00 00-CONCRETE Section: 03 15 00-Concrete Accessories Section: 0316 00-Concrete Anchors DIVISION: 04 00 00-MASONRY Section: 04 0519.16-Masonry Anchors DIVISION: 05 00 00-METALS Section: 05 05 23-Metal Fastenings DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 06 05 23-Wood, Plastic, and Composite Fastenings REPORT HOLDER: HILTI, INC. 5400 SOUTH 122"ct EAST AVENUE TULSA, OKLAHOMA 74146 (800) 879-8000 www.us.hilti.com HNATechnicaiServices@hilti.com EVALUATION SUBJECT: HILTI LOW-VELOCITY X-U AND X-U 15 UNIVERSAL POWDER DRIVEN FASTENERS 1.0 EVALUATION SCOPE Compliance with the following codes: • 2012, 2009 and 2006 International Building Code® (18C) • 2012, 2009 and 2006 International Residential Code® (IRC) • 2013 Abu Dhabi International Building Code (AD18C)t tThe 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 2.1 General: The Hilti X-U fasteners are used to attach wood, light gage steel, and other building elements to normal-weight and sand-lightweight concrete, steel deck panels with sand- lightweight concrete fill, concrete masonry and steel base materials. The Hilti X-U 15 fasteners are used to attach light gage steel and other building elements to steel. The ESR-2269* Reissued February 2015 This report is subject to renewal February 2017. A Subsidiary of the International Code Council® fasteners are alternatives to the cast-in-place anchors described in 2012 18C Section 1908 (2009 and 2006 18C Section 1911) for placement in concrete; the embedded anchors described in Section 2.1.4 of TMS 402/ACI 530/ASCE 5 under the 2012 18C (Section 2.1 of ACI 530 for the 2009 and 2006 18C), which is referenced in 18C Section 2107, for placement in grouted masonry; and the welds and bolts used to attach materials to steel, described in 18C Sections 2204.1 and 2204.2, respectively. The fasteners may be used where an engineered design is submitted in accordance with I RC Section R301.1.3. 2.2 Horizontal Diaphragms: The Hilti X-U fasteners may be used as alternates to 1 Od common nails for fastening wood structural panel horizontal diaphragms to structural steel members. 3.0 DESCRIPTION 3.1 Fasteners: 3.1.1 X-U: The X-U fasteners are powder-driven fasteners made from hardened steel complying with the manufacturer's quality documentation, austempered to a Rockwell C nominal hardness of 58 and zinc-plated in accordance with ASTM 8633 SC 1, Type Ill. The fasteners have a shank diameter of 0.157 inch (4.0 mm), a head diameter of 0.32 inch (8.2 mm) and a knurled tip, and come in lengths ranging from 0.63 inch to 2.83 inches (16 to 72 mm). See Figure 1 for the fastener configuration. 3.1.2 X-U 15: The X-U 15 fasteners are powder-driven fasteners made from hardened steel complying with the manufacturer's quality documentation, austempered to a Rockwell C nominal hardness of 59 and zinc plated in accordance with ASTM 8633 SC 1, Type Ill. The fasteners have a shank diameter of 0.145 inch (3. 7 mm ), a head diameter of 0.32 inch (8.2 mm) and a shank length of 0.63 inch (16 mm). See Figure 2 for the fastener configuration. 3.2 Concrete: Normal-weight and sand-lightweight concrete must conform to 18C Chapter 19 or IRC Section R402.2, as applicable. The minimum concrete compressive strength at the time of fastener installation is noted in the tables of this report. Hollow core precast concrete slabs must conform to the cross-sectional dimensions shown in Figure 6. 3.3 Masonry: Masonry must be comprised of normal-weight or lightweight concrete masonry units (CMUs) complying with ASTM C90. Mortar must comply with ASTM C270 Type S ·Revised June 2015 JCC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any finding or other matter in this report, or as to any product covered by the report. Copyright© 2015 ESR-2269 ! Most Widely Accepted and Trusted in accordance with 2012 IBC Section 2103.9 (2009 and 2006 IBC Section 21 03.8) or IRC Section R607, as applicable. The CMUs must have a minimum width of 8 inches (203 mm). Where specified in Table 6 of this report, masonry construction must be fully grouted and must have minimum prism strength, f' m, of 1 ,500 psi (1 0.3 MPa) at the time of fastener installation. Grout must comply with Article 2.2 of TMS 602/ACI 530.1/ASCE 6 (referenced in 2012 IBC Section 2103.13) [2009 and 2006 IBC Section 21 03.12] or IRC Section R609.1.1, as applicable. 3.4 Steel Substrates: Structural steel must comply with the mm1mum strength requirements of ASTM A36, ASTM A572 Grade 50 or ASTM A992, and have a thickness as shown in Table 2. Steel deck panels must comply with a code-referenced material standard and must have the minimum thickness and minimum yield strength noted in Table 5. See Figures 3 through 5 for panel configuration requirements. 3.5 Cold-formed Steel Clips: Cold-formed steel clips must be the FCSC™ Fast Clip, FCEC™ Extended Fast Clip or UCEC™ Uni-Ciip End Clip manufactured by Clark-Dietrich, as described in Table 7 and Figures 8 and 9 of this report and as described in ESR-2570. 3.6 Wood Structural Panel Horizontal Diaphragms 3.6.1 Wood Structural Panel: Wood structural panels must have a minimum thickness of 15h2 inch (11.9 mm) and must comply with the requirements of Section 4.2.6 of AWC SDPWS (which is referenced in IBC Section 2305). 3.6.2 Structural Steel Supports: Structural steel framing members supporting the wood structural panel diaphragm must comply with the minimum strength requirements of ASTM A36, ASTM A572 Grade 50 or ASTM A992, and have a thickness greater than or equal to 3/16 inch (4.8 mm) as shown in Table 2. 4.0 DESIGN AND INSTALLATION 4.1 Design: 4.1.1 Allowable Loads for Individual Fasteners: The allowable shear and tension loads for the X-U and X-U 15 fasteners installed in steel, and the X-U fasteners installed in normal-weight concrete, sand-lightweight concrete, sand-lightweight concrete-filled steel deck and masonry, can be found in Tables 2 through 6 as summarized in Table 1. The most critical applied loads, excluding seismic load effects, resulting from the load combinations in IBC Section 1605.3.1 or 1605.3.2 must not exceed these allowable loads. For fasteners which are subjected to seismic loads, see Section 4.1.5 for additional information. The stress increases and load reductions described in IBC Section 1605.3 are not allowed. Allowable loads apply to the connection of the fastener to the base material only, and limit states such as pull-over and lateral bearing, which are governed by the properties of attached materials, are outside the scope of this report. Design of the connection to the attached material must comply with the applicable requirements of the IBC. Allowable loads for fasteners subjected to combined shear and tension forces are determined by the following formula: (p/Pa) + (viVa) :51 where: p Actual tension load, lbf (N). Pa = Allowable tension load, lbf (N). Page 2 of 10 v = Actual shear load, lbf (N). Va = Allowable shear load, lbf (N). 4.1.2 Attachment of Wood to Steel, Concrete, or Masonry: Reference lateral design values for nails determined in accordance with Part 11 of ANSI/AF&PA NOS are applicable to Hilti fasteners of equal or greater shank diameter. The wood element must be considered to be the side member. The fastener bending yield strength used in determination of connection capacity is allowed to be taken as the value noted in the NOS based on the Hilti fastener shank diameter. Hilti carbon steel fasteners may be used in contact with fire-retardant-treated wood in dry, interior locations only, in accordance with 2012 and 2009 IBC Section 2304.9.5.4 and Hilti's recommendations. Use of fasteners in contact with preservative-treated wood or fire-retardant-treated wood in exterior applications is outside the scope of this report. 4.1.3 Allowable Loads for Connections of Cold- formed Steel Clips to Steel Base Material: Allowable loads for the connection of the steel clip angles described in Section 3.5 to steel base material are given in Table 7. The most critical applied loads, excluding seismic load effects, resulting from the load combinations in IBC Section 1605.3.1 or 1605.3.2 must not exceed these allowable loads. The tension, shear and 45-degree loads are assumed to act independently. The stress increases and load reductions described in IBC Section 1605.3 are not allowed. Allowable loads recognized in this report apply to the connection of the clip to the base material only. Design of the clip and the connection between the clip and the supported cold-formed steel member must comply with the applicable requirements of the IBC. Allowable loads for the FCSC and FCEC clips and for the connection of the clips to the supported cold-formed steel members are addressed in ESR-2570. 4.1.4 Wood Structural Panel Horizontal Diaphragms: When the X-U fastener is used to fasten wood structural panels to steel members, the fastener is recognized as equivalent to a 1 Od common nail. Diaphragm design, including fastener spacing, diaphragm capacity and diaphragm deflection, must comply with Section 4.2 of AWC SDPWS (which is referenced in IBC Section 2305.1 and IBC Section 2306.2 (2006 IBC Section 2306.3). 4.1.5 Seismic Considerations: The Hilti fasteners are recognized for use when subjected to seismic loads as follows: 1. The Hilti fasteners may be used with nonstructural components listed in Section 13.1.4 of ASCE 7, which are exempt from the requirements of ASCE 7. 2. The Hilti fasteners installed in concrete may be used to support acoustical tile or lay-in panel suspended ceiling systems, distributed systems and distribution systems where the service load on any individual fastener does not exceed 90 lbf (400 N). 3. For interior, nonstructural walls that are not subject to sustained tension loads and are not a bracing application, the power-driven fasteners may be used to attach steel track to concrete or steel in all Seismic Design Categories. In Seismic Design Categories D, E, and F, the allowable shear load due to transverse pressure shall be no more than 90 pounds (400 N) when attaching to concrete; and no more than the applicable allowable load shown in Table 2 when attaching to steel. Substantiating calculations shall be submitted to the code official addressing tRe!ffi:§"lener- ESR-2269 I Most Widely Accepted and Trusted to-base-material connection capacity and the fastener-to-attached-material connection capacity. Interior nonstructural walls are limited to locations where bearing walls, shear walls or braced walls are not required by the approved plans. The design load on the fastener must not exceed the allowable load established in the report for the concrete or steel base material, as applicable. 4. The Hilti fasteners may be used in conjunction with wood structural panel diaphragms in accordance with Sections 3.6, 4.1.4 and 4.2.9. 5. For Hilti fasteners installed in steel base materials, the most critical load applied to each individual fastener must be determined from the applicable equations in IBC Section 1605.3.1 or Section 1605.3.2 which include seismic load effects, and must not exceed the allowable load shown in Table 2. Except as noted in Item 4, above, recognition of the Hilti fasteners installed in steel base material for use in the design of lateral force resisting systems, such as shear walls and diaphragms, is outside the scope of this report. 4.2 Installation: 4.2.1 General: The X-U and X-U 15 fasteners must be installed in accordance with this report and the Hilti, Inc., published installation instructions. A copy of these instructions must be available on the jobsite at all times during installation. Installation must be limited to dry, interior locations. Fastener placement requires the use of a low-velocity powder-actuated tool in accordance with Hilti, Inc. recommendations. Installers must be certified by Hilti and have a current, Hilti-issued, operator's license. 4.2.2 Fastening to Steel: When installed in steel, minimum spacing between fasteners must be 1 inch (25.4 mm) and minimum edge distance must be 1/2 inch (12.7 mm). 4.2.3 Fastening to Concrete: Fasteners must be driven into the concrete after the concrete attains the concrete strength specified in the tables of this report. Minimum spacing between fasteners must be 4 inches (102 mm) and minimum edge distance must be 3 inches (76 mm). Unless noted otherwise in this report, concrete thickness must be a minimum of three times the penetration depth of the fastener. 4.2.4 Fastening to Hollow Core Precast Concrete Slabs: Fasteners must be installed into the top or bottom of the hollow core precast concrete slab at the center of a core as shown in Figure 6, and must not make contact with the prestressing steel. The concrete thickness at these locations must be a minimum of 13/8 inches thick. Spacing along the length of the slab must be a minimum of 4 inches (102 mm). 4.2.5 DX-KWIK System: Installation of the X-U fastener into normal-weight concrete, using the Hilti DX-KWIK system as an alternate procedure, requires the drilling of a pilot hole using a Special DX-KWIK drill bit (TX-C) supplied by Hilti, Inc., prior to the installation of the fastener with the powder-actuated tool. 4.2.6 Fastening to Sand-lightweight Concrete-filled Steel Deck Panels: Installation in sand-lightweight concrete-filled steel deck panels must comply with Figures 3 through 5. Minimum distances from fastener centerline to rolled deck panel flute edges must be as depicted in Figures 3 through 5. Page 3 of 10 4.2.7 Fastening to Masonry: Fasteners must be driven into the masonry after the mortar and grout materials have attained the specified strength. Fasteners must be located in accordance with Table 6. 4.2.8 Fastening Cold-formed Steel Clips to Steel: The X-U fasteners must be driven through the cold-formed steel clips in the locations shown in the figures in Table 7. The edge distance in the base steel must be a minimum of 1/2 inch (12.7 mm). 4.2.9 Wood Structural Panel Diaphragms: The wood structural panels must be fastened with X-U fasteners to the steel members at the spacing specified in the approved plans. When used, the optional steel strap is placed on top of the panels and the fasteners are driven through the strap and panel into the supporting steel member. The minimum distance from the centerline of the fasteners to the edge of the panel is 3/8 inch (9.5 mm). Fastener penetration and distance to the edge of the supporting steel member must be as described in Section 4.2.2. See Figure 10 for a typical installation detail showing one row of fasteners. Multiple rows of fasteners may be installed if required by the approved plans. The remainder of the diaphragm must be constructed in accordance with the code. 5.0 CONDITIONS OF USE The Hilti X-U and X-U 15 fasteners described in this report comply with, or 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 fasteners are manufactured and identified in accordance with this report. 5.2 Fastener installation complies with this report and the Hilti, Inc., instructions. In the event of conflict between this report and the Hilti, Inc., published instructions, this report governs. 5.3 Calculations demonstrating that the actual loads are less than the allowable loads described in Section 4.1 must be submitted to the code official for approval. The calculations must be prepared by a registered design professional where required by the statutes of the jurisdiction in which the project is to be constructed. 5.4 Refer to Section 4.1.5 for seismic considerations. 5.5 The use of fasteners is limited to installation in uncracked concrete or masonry. Cracking occurs when ft > f, due to service loads or deformations. 5.6 Use of fasteners is limited to dry, interior locations, which include exterior walls which are protected by an exterior wall envelope. 5.7 Installation must comply with Section 4.1.2 regarding fasteners in contact with preservative-treated and fire- retardant-treated wood. 5.8 Installers must be certified by Hilti, Inc., and have a current, Hilti-issued, operator's license. 6.0 EVIDENCE SUBMITTED 6.1 Data in accordance with the ICC-ES Acceptance Criteria for Fasteners Power-driven into Concrete, Steel and Masonry Elements (AC70), dated January 2015, including seismic load test data in accordance with Annex A of AC70. 6.2 Test reports and engineering analysis regarding capacity of X-U fastener groups used to connect cold- formed steel clips to steel base material. Page 58 ESR-2269 I Most Widely Accepted and Trusted Page 4 of 10 7.0 IDENTIFICATION 7.1 Each package of fasteners is labeled with the fastener type and size, the manufacturer's name (Hilti) and the evaluation report number (ESR-2269). An "H", for Hilti, is imprinted on the head of the fastener as shown in Figures 1 and 2. 7.2 The cold-formed steel clip angles must be identified as described in ESR-2570. TABLE 1-APPLICATION DESCRIPTIONS BASE MATERIAL POWDER-ACTUATED FASTENER INSTALLATION METHOD LOAD DATA Steel X-U and X-U 15 Fasteners Standard Table 2 Steel X-U Fastener Through cold-formed steel clip angle Table 7 Standard Table 3 Normal-Weight Concrete X-U Fastener DX-KWIK Table 4 Hollow Core Precast Concrete X-U Fastener Standard Table 3 Sand-lightweight Concrete X-U Fastener Standard 3-inch Deep Composite F!oor Deck Panel X-U Fastener Standard Table 5 11h-inch Deep Composite Floor Deck Panel X-U Fastener Standard Hollow Concrete Masonry Units X-U Fastener Standard Table 6 Grout-Filled Concrete Masonry Units X-U Fastener Standard TABLE 2-ALLOWABLE LOADS FOR FASTENERS DRIVEN INTO STEEL1'2'6 (lbf) FASTENER FASTENER SHANK STEEL THICKNESS (in.) DESCRIPTION DIAMETER 3/16 1 /4 3/s 1/2 > 3h (in.) Tension Shear Tension Shear Tension Shear Tension Shear Tension Shear Universal 3504 3754 Knurled Shank X-U 0.157 500 720 775 720 935 720 900 720 2753 3503 Universal X-U 15 0.145 155 400 230 395 420 450 3655 5005 3655 4005 Knurled Shank For Sl: 1 inch = 25.4 mm, 1 lbf = 4.4 N; 1 ksi = 6.9 MPa. 'Allowable load capacities are based on base steel with minimum yield strength (Fy) of 36 ksi and minimum tensile strength (Fu) of 58 ksi. 2The fasteners must be driven to where the point of the fastener penetrates through the steel base material, unless otherwise noted. 3Based upon minimum point penetration of 3/8 inch. 4Based upon minimum point penetration of Y, inch. 5Based upon minimum point penetration of 15/32 inch. 6 Allowable loads are applicable to static and seismic loads in accordance with Section 4.1. TABLE 3-ALLOWABLE LOADS FOR FASTENERS DRIVEN INTO NORMAL-WEIGHT CONCRETE1'2(1bf) FASTENER FASTENER SHANK MINIMUM CONCRETE COMPRESSIVE STRENGTH DESCRIPTION DIAMETER EMBEDMENT 2000 psi 4000 psi 6000 psi (in.) (in.) Tension Shear Tension Shear Tension Shear 3h 100 125 100 125 105 205 Universal 1 165 190 170 225 1103 2803 Knurled Shank X-U 0.157 11/4 240 310 280 310 180 425 11/2 275 420 325 420 -- For Sl: 1 inch = 25.4 mm, 1 lbf = 4.4 N, 1 psi = 6895 Pa. 1Unless otherwise noted, values apply to normal weight cast-in-place concrete. Fasteners must not be driven until the concrete has reached the designated minimum compressive strength. 2Unless otherwise noted, concrete thickness must be a minimum of 3 times the embedment depth of the fastener. 3Th is allowable load value also applies to normal weight hollow core concrete slabs with fc of 6600 psi and minimum dimensions shown in Figure 6, when installed in accordance with Section 4.2.4. Page 59 ESR-2269 I Most Widely Accepted and Trusted Page 5 of 10 TABLE 4-ALLOWABLE LOADS FOR FASTENERS DRIVEN INTO NORMAL-WEIGHT CONCRETE USING DX-KWIK1'2'3 (lbf) FASTENER FASTENER SHANK MINIMUM CONCRETE COMPRESSIVE STRENGTH DESCRIPTION DIAMETER EMBEDMENT 4,000 psi 6,000 psi (in.) (in.) Tension Shear Tension Shear Universal X-U 47 P8w/ 0.157 11 /2 395 405 Knurled Shank DX-KWIK For 51: 1 inch = 25.4 mm, 1 lbf = 4.4 N, 1 psi = 6895 Pa. 'X-U Fastener is installed using the DX-KWIK drilled pilot hole installation procedure described in Section 4.2.4. 2Pilot holes must not be drilled until the concrete has reached the designated minimum compressive strength. 3Concrete thickness must be a minimum of 3 times the embedment depth of the fastener. TABLE 5-ALLOWABLE LOADS FOR FASTENERS DRIVEN INTO 360 570 MINIMUM f'c = 3000 psi STRUCTURAL SAND-LIGHTWEIGHT CONCRETE WITH OR WITHOUT METAL DECK' (lbf) FASTENER FASTENER SHANK MINIMUM FASTENER LOCATION DESCRIPTION DIAMETER EMBEDMENT Installed Through Metal Deck Panel into Concretes (in.) (in.) Installed into Concrete4 3-inch deep composite floor deck panel' 11/2-inch deep composite floor deck panel3 Tension Tension Tension Shear Upper Lower Shear Upper Lower Shear Flute Flute Flute Flute 3/4 125 115 130 95 245 95 95 370 Universal 1 205 260 215 155 330 125 125 415 Knurled Shank X-U 0.157 11/4 315 435 295 200 375 --- 11/2 425 475 400 260 430 --- For 51: 1 inch = 25.4 mm, 1 lbf = 4.4 N, 1 psi = 6895 Pa. 'Fasteners must not be driven until the concrete has reached the designated minimum compressive strength. 2The steel deck profile for the 3-inch deep composite floor deck panel has a minimum thickness of 0.0359 inch (0.91 mm) and a minimum Fy of 33 ksi. Lower and upper flute width must be a minimum of 37/a inches. Figure 3 shows the nominal flute dimensions, fastener locations, and load orientations for the deck panel profile. Sand-lightweight concrete fill above top of steel deck panel must be minimum 31/4 inches thick. 3The steel deck profile for the 11/2-inch deep composite floor deck panel has a minimum thickness of 0.0359 inch (0.91 mm) and a minimum Fy of 33 ksi. Lower flute and upper flute widths must be a minimum of 13/4 inch and 31/2 inch, respectively. This deck panel may also be inverted as shown in Figure 5. Figures 4 and 5 show the nominal flute dimensions, fastener locations, and load orientations for the deck panel profile. Sand-lightweight concrete fill above top of steel deck panel must be minimum 21/2 inches thick. 4Concrete thickness must be a minimum of 3 times the embedment depth of the fastener. 5Minimum allowable spacing parallel to the deck flutes is 5.1 inches. TABLE 6-ALLOWABLE LOADS FOR FASTENERS DRIVEN INTO CONCRETE MASONRY UNITS1'2'3 (1bf) FASTENER FASTENER SHANK MINIMUM HOLLOWCMU GROUT-FILLED CMU DESCRIPTION DIAMETER EMBEDMENT Top of (in.) (in.) Face Shell Mortar Joint4 Face Shell Mortar Joint4 Grouted Cell6 Tension Shear7 Tension Shears Tension Shear7 Tension Shears Tension Universal X-U 0.157 1 70 85 25 70 225 220 150 190 165 Knurled Shank 1The tabulated allowable load values are for fasteners installed in masonry conforming to the requirements of Section 3.3 of this report. 2No more than one low-velocity fastener may be installed in an individual concrete masonry unit cell. The fastener must be installed a minimum of 4 inches from the edge of the wall. 3Fastener can be located in the face shell or mortar joint as shown in Figure 7 of this report. Shear7 240 4Fasteners must be installed a minimum of 8 inches from the end of the wall. Multiple fasteners in a bed joint must be spaced a minimum of 8 inches. 5Shear load direction can be horizontal or vertical (bed joint or T -Joint) along the CMU wall plane. 6Fastener located in center of grouted cell installed vertically. 7Shear load can be in any direction. Page 60 ESR-2269 I Most Widely Accepted and Trusted Page 6 of 10 TABLE 7-ALLOWABLE LOADS FOR FASTENERS DRIVEN THROUGH THE SHORT LEG OF COLD-FORMED STEEL CLIPS INTO MINIMUM 3/16" BASE STEEL 1'2'3'4'5 COLD-FORMED STEEL CLIP TYPE Clark Dietrich FCEC™ Clark Dietrich FCSC™ and UCEC™ Clark Dietrich UCECTM Clark Dietrich FCSCTM and UCECrM Clark Dietrich UCEC™ Clark Dietrich FCSCTM and UCECTM Clark Dietrich UCECTM HILTI FASTENER X-U X-U LOAD DIRECTION5 Tension Tension Tension Tension Shear 45-degree Tension Shear 45-degree Tension Shear 45-degree ForSI: 1 inch = 25.4 mm; 1 lbf = 4.4 N; 1 ksi = 6.9 MPa. ALLOWABLE LOAD FOR FASTENER GROUP (lbf) 765 1120 1595 745 1215 980 910 1300 1185 1225 1715 1185 NUMBER OF FASTENERS USED TO ATTACH CLIP TO SUPPORT AND LOCATIONS OF FASTENERS INSTALLED THROUGH THE SHORT LEG OF THE CLIP4 2 Fasteners 3 Fasteners 4 Fasteners 2 Fasteners (FCSC) (UCEC) 3 Fasteners (FCSC) (UCEC) 4 Fasteners 1AIIowable load capacities are based on base steel with minimum yield strength (Fy) of 36 ksi and minimum tensile strength (Fu) of 58 ksi. 2The fasteners must be driven to where the point of the fastener penetrates through the steel base material. 3 Allowable load values are for the connection of the cold-formed steel clip to base steel. Evaluation of the cold-formed steel clip itself and the connection of the cold-formed steel clip to the supported cold-formed steel members must be in accordance with ESR-2570. 4See Figure 8 for steel clip dimensions. 5See Figure 9 for a depiction of the load orientations. Page 61 ESR-2269 I Most Widely Accepted and Trusted Hiiti Power-Driven Fastener 3,000 psi Lightweight Concrete-\ ! \ FIGURE 1-HIL Tl X-U FASTENER FIGURE 2-X-U 15 FASTENER 12" FIGURE 3-HILTI FASTENER LOCATION IN 3-INCH-DEEP COMPOSITE FLOOR DECK PANEL, NORMAL DECK PANEL PROFILE ORIENTATION Hiltl Ftl'ltel"Drivetrf-aiJtenero 3 ,1}0Cf psi Sirucll.Jral Sand- Ugh!:tl'eight Concrete--......_, 4 I l Fmm Deck Panel 1 / Upper Flute Lf.!cai:fon _ _... ~ / / i I LQ'Iter flute Locu.lion _; 6' "">''~--~M/~' Edqe Diitance 1-3/4" ~;-,.....,_ 2-1/2" FIGURE 4-HILTI FASTENER LOCATION IN 11/2-INCH-DEEP COMPOSITE FLOOR DECK PANEL, NORMAL DECK PANEL PROFILE ORIENTATION Page 7 of 10 min, 3-1!4" 3" Page 62 ESR-2269 I Most Widely Accepted and Trusted Hnti PowaHJ riven fasteners 3 ,000 psi S1ru.;:lura1 Sand-Ughtweight Goor:.rete ------.,_ form Dec:k Pare! Upper flute Lc,c:ation Lower flute locatloo -1 ~ ,I f / l I Diroclim of ' tension load " on fastener 1 3-112' FIGURE 5-HILTI FASTENER LOCATION IN 11/2-INCH-DEEP COMPOSITE FLOOR DECK PANEL, INVERTED DECK PANEL PROFILE ORIENTATION FIGURE 6-HILTI FASTENER LOCATION IN HOLLOW-CORE CONCRETE SLABS Page 8 of 10 2-1f2" min. Page 63 ESR-2269 I Most Widely Accepted and Trusted Page 9 of 10 t~ f ~ 1 ~ ~~ ;.;;. ~ t "' / ""',·~., T-Joint £( ____. ~1lr /~, Concrete Mas 1''----.,..___ Unit (CMU) onry FIGURE 7-LOCATIONS (NONSHADED AREAS) FOR HIL Tl FASTENERS IN CMU WALLS ClarkDietrich FastCiip FCSC™ 31/2" ClarkDietrich FastCiip FCSC™ 51/2" ClarkDietrich Extended FastCiip FCEC™ 6", 8", 10" & 12" PRE-PUNCHED HOLES FOR #10 SCREW$ ClarkDietrich Uni-Ciip EndCiip UCEC™ 31/2" FIGURE 8-CLARK-DIETRICH COLD-FORMED STEEL CLIP DIMENSIONS (Reference ESR-2570) Page 64 ESR-2269 I Most Widely Accepted and Trusted Page 10 of 10 Tension1 Shear 45-<tegree W:>O'd Po~·.el 1For FCEC and FCSC clips, tension loads applied perpendicular to the clips at any position alon£J th.;. J:Jc.t. tJjJ~j X-t; Po,.,d;;~ Driven FIGURE 9-COLD-FORMED STEEL CLIP LOAD ORIENTATIONS 1 OC ;;,tJr-;TJl-on _ :\'qk~ ·o.r 1\porm.-wd "";;;;;-t;mtF! r ·a~-tenett= for ·Sh::m·l ¢,pmh1g S;.,pt;I>rl Mc.,.,tw::m) S~'E'!?."I S!JLip.,:.rl or $t':::~t Leager FIGURE 10-WOOD STRUCTURAL PANEL DECK ATTACHMENT TO STEEL LEDGER WITH HIL Tl X-U UNIVERSAL POWDER DRIVEN FASTENER Ur.>versd Dr.~"r' fcsi~t'iiif Page 65 ICC-ES Evaluation Report ESRm2269 FBC Supplement* Reissued February 2015 This report is subject to renewal February 2017. www.icc-es.org 1 (800) 423-6587 I (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 03 00 00-CONCRETE Section: 03 15 00-Concrete Accessories Section: 0316 00-Concrete Anchors DIVISION: 04 00 00-MASONRY Section: 04 0519.16-Masonry Anchors DIVISION: 05 00 00-METALS Section: 05 05 23-Metal Fastenings DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 06 05 23-Wood, Plastic, and Composite Fastenings REPORT HOLDER: HILTI, INC. 5400 SOUTH 122N° EAST AVENUE TULSA, OKLAHOMA 74146 (800) 879-8000 www.us.hilti.com HNATechnicaiServices@hilti.com EVALUATION SUBJECT: HIL Tl LOW-VELOCITY X-U AND X-U 15 UNIVERSAL POWDER DRIVEN FASTENERS 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that the Hilti Low-Velocity X-U and X-U 15 Universal Powder Driven Fasteners, recognized in ICC-ES master report ESR-2269, have also been evaluated for compliance with the codes noted below. Applicable code editions: D 2014 and 2010 Florida Building Code--Building D 2014 and 2010 Florida Building Code--Residential 2.0 CONCLUSIONS The Hilti Low-Velocity X-U and X-U 15 Universal Powder Driven Fasteners, described in Sections 2.0 through 7.0 of the master report ESR-2269, comply with the 2014 and 2010 Florida Building Code--Building and the 2014 and 2010 Florida Building Code--Residential, provided the design and installation are in accordance with the International Building Code® provisions noted in the master report, and the following additional conditions apply: D Design wind loads must be based on Section 1609 of the 2014 or 2010 Florida Building Code--Building or Section 301.2.1 of the 2014 and 2010 Florida Building Code--Residential, as applicable. D Load combinations must be in accordance with Section 1605.2 or Section 1605.3 of the 2014 or 2010 Florida Building Code--Building, as applicable. Use of the Hilti Low-Velocity X-U and X-U 15 Universal Powder Driven Fasteners has also been found to be in compliance with the High-Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code--Building and the 2014 and 2010 Florida Building Code--Residential under the following conditions. *Revised June 2015 ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service. ILC, express or implied, as to any finding or other matler in this report, or as to any product covered by the report. Copyright© 2015 Page 1 of 2 _j ESR-2269 FBC Supplement I Most Widely Accepted and Trusted Page 2 of 2 D Design wind loads must be based on Section 1620 of the 2014 or 2010 Florida Building Code-Building, as applicable. D The use of the Hilti Low-Velocity X-U and X-U 15 Universal Powder Driven Fasteners as a means of attachment for wood blocking, as defined in Section 2330.1.1 of the 2014 and 2010 Florida Building Code-Building, in a roof assembly in the High-Velocity Hurricane Zone, is prohibited. Attachment of wood structural panel diaphragms to supporting steel framing members, as recognized in the master report, is acceptable. D The fasteners have not been evaluated for use as cast-in-place anchors for compliance with the High-Velocity Hurricane Zone provisions, and this use is outside the scope of this evaluation report. 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 February 2015 and revised June 2015. Page 67 CERTIFIED ADJUST, PROJECT ADDRESS ARCHITECT ADDRESS PHONE/FAX ENGINEER ADDRESS PHONE/FAX HVAC CONTRACTOR ADDRESS PHONE/FAX NEBBTAB FIRM ADDRESS PHONE/ FAX BALANCE REPORT DATE May 25, 2016 Anthropologie 1911 Calle Barcelona Carlsbad, CA 92009 NIA - NIA Slayton Mechanical 9824 Vine Street Lakeside, CA 92040 619-390-4900 I 619-390-490 1 Hartmanaire P.O. Box 2495 Corona, CA 92878 951-479-6855 I 949-215-1001 ~J::t:l Nltj;~J H TABLE OF SECTION I ·PROJECT INFORMATION CERTIFICATION NEBS'S CERTIFICATE WARRANTY INSTRUMENTS ABBREVIATIONS SECTION II • UNIT REPORTS CEILING UNIT DATA EXHAUSTFAN(EF)DATA SECTION Ill ·AIR DISTRIBUTION REPORT AIR DISTRIBUTION (IN/OUT) REPORT FOR UNITS SECTION IV· OTHER DATA MECHANICAL PLAN N~]@D 1 2 3 4 5 6 7 8 10 H PROJECT Anthropologie ADDRESS 1911 Calle Barcelona Carlsbad, CA 92009 CERTIFICATION THE DATA PRESENTED IN THIS REPORT IS AN EXACT RECORD OF SYSTEM PERFORMANCE AND WAS OBTAINED IN ACCORDANCE WITH NEBB STANDARD PROCEDURES. ANY VARIANCES FROM DESIGN QUANTITIES WHICH EXCEED NEBB TOLERANCES ARE NOTED THROUGHOUT THIS REPORT. THE AIR DISTRIBUTION SYSTEMS HAVE BEEN TESTED & BALANCED AND FINAL ADJUSTMENTS HAVE BEEN MADE IN ACCORDANCE WITH NEBB "PROCEDURAL STANDARDS FOR TESTING, ADJUSTING BALANCING OF ENVIRONMENTAL SYSTEMS" AND THE PROJECT SPECIFICATIONS. NEBB TAB FIRM REG. NO. 3060 CERTIFIED BY Arthur J. Hartman DATE 5/25/2016 (Air Tab Supervisor) THE HYDRONIC DISTRIBUTION SYSTEMS HAVE BEEN TESTED & BALANCED AND FINAL ADJUSTMENT HAVE BEEN MADE IN ACCORDANCE WITH NEBB "PROCEDURAL STANDARDS FOR TESTING, ADJUST! BALANCING OF ENVIRONMENTAL SYSTEMS" AND THE PROJECT SPECIFICATIONS. NEBB TAB FIRM REG. NO. ----CERTIFIED BY---------- (Hydronic Tab Supervisor) SUBMITTED & CERTIFIED BY: NEBS TAB FIRM TAB SUPERVISOR REG. NO. 3060 ~~- DATE DATE 5/25/2016 -::::-,. <tTrrtiftratinn THIS IS TO CERTIFY THAT J-fartmanaire HAS MET ALL REQUIREMENTS FOR NEBB CERTIFICATION IN THE FOLLOWING DISCIPLINE c;Jesting Jldjusting and 93alancing of Cnvi'lonmentalSystems FOR THENEBB BOARD OFDIRECfORS :Mardi 31, 2018 <d4: - Expiration Date NEBB President 3060 ~?k£ NEBB Certification Number NEBB President-Elect H PO Box 2495 Corona, CA 92878 951-479-6855 Wtlrranty PROJECT: Anthropologie -Carlsbad, CA Warranty of Services Hartmanaire warranties the TAB work for one year from the date of this report. Hartmanaire reserves the right to correct errors or omissions in the collection of data. The Warranty covers Balancing Issues. Off Season Testing: Typical balance report covers testing and balancing of all scheduled equipment, regardless of the outside air temperature. An OffSeason test will generally cover temperature measurements Balancing Issues: Any balancing issues or concerns that arise, Hartmanaire will return to the site any time during the warranty period. Systems will be rechecked and verified that tested items adhere with the reported test date, AT NO CHARGE. Warranty Procedures For all warranty items Balancing Issues, Hartmanaire requires a written request. The written request should be specific on the areas of concern, such rooms, or equipment, and the type of issue the occupants are having. Once written notification is received Hartmanaire will schedule a Technician. It is recommended that an Owner, or Architect, or Engineer be on site at that time. Voided Warranty and Additional Charges If a complaint issue is due to a mechanical equipment failure, control or maintenance related, the return trip maybe subject to a service charge, not covered under warranty. Hartmanaire reserves the right to resolve any TAB issues. If a third party or competing Test & Balance/Commissioning firm test or adjust any equipment, all project warranty is voided. (This is typical standard for the Mechanical industry, as Manufacture, Mechanical and Control Contractor voids all warranty when a competing firm test or manipulates their systems.) Any return trip to the job site is subject to a service charge and a purchase order will be required before returning to the job site. Document Archiving An electric file of all test documents will be kept on file until the end of the Warranty period. During that time an electronic copy of the test date will be provided a no charge. Any additional hard bound copies requested will be subject to a fee. Building owner should retain all documentation for future reference. All documentation pertaining to this project will be destroyed in accordance with our record retention schedule. 3 Ha,e':lifi!! INSTRUMENT CAUHRA'I'lON FUNCTION MINIMUM RANGE ACCURACY RESOLUTION INSTRUMENT INFORMATION Calibration Interval date Rotation measurement 0 to 5000 rpm ± 2% of reading ±5 rpm Name/Type Digital Tachometer (12 Months) Manufacture & Model Extec lnstuments Serial No. L735549 10/31/2016 L . .·.· .. Temperature Measurement Air -40 to 240'F ± 1% of reading 0.2'F Name/Type Digital Tachometer (12 Months) Manufacture & Model Extec /421307 Serial No. 631249 10/31/2016 Immersion -40 to 240'F ± 1% of reading 0.2'F Name/Type Digital Tachometer (12 Months) Manufacture & Model Extec I 39240 Serial No. 3034 10/31/2016 Contact -40 to 240'F ± 1% of reading 0.2'F Name/Type Digital Tachometer (12 Months) Manufacture & Model Extec /421307 Serial No. 631249 10/31/2016 . . · . .· Electrical Measurement VoitsAC 0 to 600 VAC ± 2% of reading 1.0Volt Nama/Type Fluke I Volt-Amp Meter (12 Months) Amperes 0 to 100 Amps ± 2% of reading 0.1 Ampere Manufacture & Model 333 Serial No. 8.9E+07 10/31/2016 . · .. .. . .. · .. ··, . .. · ... Air Pressure Measurement 0 to 10.00 in w.g. ± 2% of reading 0.01 in. w.g. s1 in. w.g. Name/Type Air Flow Meter (12 Months) Manufacture & Model Shortridge I 850 Serial No. M00187 10/31/2016 . ' . . Air Velocity Measurement 50 to 2500 fpm ± 5% of reading 20 fpm Name/Type Vain Anemometer (12 Months) (Not For Pilot tube traverses) Manufacture & Model Airflow I LCA6000 Serial No. A13562 10/31/2016 Humidity Measurement 10to 90% RH 2%RH 1% Name/Type Check-it Superheai-Humidity Set (12 Months) Manufacture & Model CHECK-IT 0628 Serial No. 40950 10/31/2016 .. .... · . .. ·, \ . . ··. . .. ..... · . .·· ·.· · .. .• Direct Reading Hood 100 to 2000 cfm ± 5% of reading Digital-1 cfm Name/Type Air Flow Meter (12 Months) Analog-Not applicable Manufacture & Model Shortridge 1850 Serial No. M00187 10/31/2016 . · . .··· .· .· ·' .. Pilot Tubes (2 required) 18" minimum not applicable Not applicable Name/Type Dwyer Not Required adequate length for intended use Manufacture & Model 18" /36" /50" Serial No. NA .. . ·, .. · . . ' ... .· . Hydronic Pressure Measurement -30" hg to 60 psi ± 2% of reading 0.5 psi Name/Type Compound & Pressure Gage (12 Months) (Pressure Gauges) Manufacture & Model USG 190/1500031X587 Serial No. 1771 10/31/2016 0 to 100 psi ± 2% of reading 1.0 psi Name/Type Pressure Gage 0 to 100 (12 Months) Manufacture & Model USG 190/ 1X599 Serial No. 3452 10/31/2016 0 to 200 psi ± 2% of reading 2.5 psi Name I Type Pressure Gage 0 to 200 (12 Months) Manufacture & Model USG 190/150003 1X630 Serial No. 1774 10/31/2016 . ... . .. . ; ' > . • . . . Hydronic Differential Pressure 0 to 100 in. w.g. ± 2% of reading 1.0in. w.g. Name/Type Water Meter I Differential Manometer (12 Months) Measurement 0 to 100ft. w.g. ,! 2% ()freading 1.QJI.\N . .9-_ --Manufacture & Model Turb-O-Flow I DP2 -~riaiN(). 2973 10/31/2016 H P 0 Box 2495 Corona, CA 92878 951-479-6855 ACT AK AHU CD CER CFM CR D.B. DD DDC DL DNL EF EMS ERU ENT FH FPM GPM H.P. LVG MBH NA NVL O.S.A. P.D. R.A. REQ RPM RTU S.A. S.F. S.P. sws SWR TAB TSP Traverse VAV W.B. W.G. ABIJRBVIA Actual Free Area Factor Air Handling Unit Ceiling Diffuser Ceiling Exhaust Register Cubic Feet per Minute Ceiling Return Register Dry Bulb Direct Drive Direct Digital Controls: EMS Control System for the HVAC Drum Louver Data Not Listed Exhaust Fan Energy Management System Energy Recovery Unit Entering Flowhood (Measures CFM Directly SO FPM and AK factors are not required). Feet per Minute Gallons per Minute Horsepower Leaving l,OOOBTUH Not Available I No Access No Valid Location Outside Air Pressure Drop Return Air Required Revolutions per Minute RoofTop Unit Supply Air Service Factor Static Pressure Side Wall Supply Side Wall Return Test, Adjust, and Balance Total Static Pressure CFM readings take in at a point in the ductwork Variable Air Volume; box that contains a motorized damper that modulates airflow Wet Bulb Water Gauge 5 H PROJECT LOCATION FAN NAME SERVICE LOCATION MANUFACTURER MODEL# SERIAL# CFM TOTAL FAN RETURN AIR OUTSIDE AIR STAT PRES DISCHARGE SUCTION ESP MOTOR FAN MANUFACTURER HORSEPOWER VOLTAGE PHASE AMPERAGE RPM/SPEED SERVICE FACTOR DRIVE MTR SHEAVE SIZE %CLOSED FAN SHEAVE SIZE FAN RPM CENTER TO CENTER BELT SIZE I# OF NOTES: ANTHROPOLOGIE PACKAGE ROOFTOP I HEATPUMP I AC UNIT REPORT 1911 CALLE BARCELONA. CARLSBAD. CA <HP-1) (HP-2) RETAIL/ FITTING BACK OF HOUSE ROOF ROOF TRANE TRANE WSC120 WSC060 161311935L 161411854L DESIGN ACTUAL DESIGN ACTUAL DESIGN ACTUAL DESIGN ACTUAL 4000 4033 2000 1978 3000 3050 1500 1451 1000 983 500 527 .48 .42 .39 .30 .80 0.87 .80 0.72 MARATHON MARATHON 2.4 2.4 1 1 208 212/212/211 208 21112101211 3 3 3 3 6.6 5.8/5.7/5.8 5.0 4.1/4.2/4.2 DO VARISPD 1725 1728 TP 1.15 DIRECT DRIVE 1VL40X5/8 DIRECT DRIVE 60% DIRECT DRIVE AK49X3/4 DIRECT DRIVE DNL-1322 DIRECT DRIVE 15 1/4" DIRECT Df\IVE_ ___ AX29-1 ____ H N~:C. PROJECT ANTHROPOLOGIE-1911 CALLE BARCELONA. CARLSBAD. CA FAN DATA FAN NUMBER ( ~) FAN NUMBER <:~·~) Location ROOF ROOF Service VISUAL MERCHANDISE RESTROOMS (2ND FLOOR) Manufacturer GREENHECK GREEN HECK Model Number G-099-V6 G-080-V6 Motor Mfr. VARIGREEN VARI GREEN Motor H.P. I RPM 1/4-300-1750 1/6 -300-1750 Volts I Phase 115-1 115-1 F.L. Amps I S.F. 3.5-TP 2.45-TP Motor Sheave Diam x Bore DIRECT DRIVE DIRECT DRIVE %Closed DIRECT DRIVE DIRECT DRIVE Fan Sheave Diam x Bore DIRECT DRIVE DIRECT DRIVE No. Belts/ Size DIRECT DRIVE DIRECT DRIVE TEST DATA DESIGN ACTUAL DESIGN ACTUAL CFM 900 964 240 259 Fan RPM DD VARI SPD DD VARISPD Motor RPM 300-1750 1725 300-1750 1715 Total S.P. 0.5 0.41 0.375 0.35 Voltage 115 118 115 115 Amperage 3.5 3.0 2.45 1.8 EXHAUST FAN REPORT FAN NUMBER DESIGN ACTUAL REMARKS~-------------------------------------------------------------- 7 H $. PROJECT ANTHROPOLOGIE-1911 CALLE BARCELONA. CARLSBAD. CA AREA NO. KIND SIZE AK DESIGN PRELIM <HP-) RETAIL (1) CD 24X24 1.00 450 RETAIL (2) CD 24X24 1.00 450 RETAIL (a) CD 24X24 1.00 500 RETAIL (•) CD 24X24 1.00 500 RETAIL (s) CD 24X24 1.00 450 RETAIL (a) CD 24X24 1.00 450 DRESSING ROOM (r) CD 14X14 1.00 75 DRESSING ROOM (a) CD 14X14 1.00 75 DRESSING ROOM (e) CD 14X14 1.00 75 WAITING DRESSING RM (1o) CD 24X24 1.00 400 WAITING DRESSING RM (11) CD 24X24 1.00 400 FITTING ROOM G) CD 14X14 1.00 75 FRS ( 13) CD 14X14 1.00 100 4000 <HP·0 RETAIL (Ri) CRR 24X24 1.00 750 RETAIL (R2) CRR 24X24 1.00 750 RETAIL ® CRR 24X24 1.00 750 DRESSING ROOM @ CRR 24X24 1.00 750 3000 OSA 1000 REMARKS 8 FINAL FPM 483 477 518 487 445 437 78 78 76 384 392 80 98 4033 730 793 717 810 3050 983 IN OUT REPORT % REMARKS 107% I 106% 104% 97% 99% 97% 104% 104% 101% I 96% 98% 107% 98% 101% 97% 106% 96% 108% 102% 98% H tii~ PROJECT ANTHROPOLOGIE-1911 CALLE BARCELONA. CARLSBAD. CA AREA NO. KIND SIZE AK DESIGN PRELIM <HP-2) CORRIDOR C<2_ sws 16XB 1.00 400 STOCK CD sws 10X20 1.00 400 STOCK (3) sws 10X20 1.00 400 CORRIDOR (4:2_ sws 6X12 1.00 100 VISUAL MERCHANDISE (s) sws 18X10 1.00 600 DISPLAY 0 CD 6" 1.00 100 2000 <HP-) STOCK (RQ_ DUCT 24X24 1.00 1500 OSA 500 <2f'·i> VISUAL MERCHANDISE (1) SWE 12X24 1.00 900 (cr-i) MENS RESTROOM ( <) CER 8X8 1.00 120 WOMENS RESTROOM <:>) CER 8X8 1.00 120 240 REMARKS 9 FINAL FPM 422 377 395 110 566 108 1978 1451 527 964 131 128 259 INOUT REPORT % REMARKS 106% 94% 99% 110% 94% 108% 99% 97% 105% 107% 109% 107% 108% ----------~----------E5~~~~ ~511l.~rie~C:.~Th"<J;;t~ I ~ .. ~~~:=~ 'ml'!S-~~'!W~·:n-m:tl'lllGlltillll:md! 't:tl!llnloW.I'M'Gi!IH~'i'~ti¢1:11llml.o;w-::!•3 ~~ii'Orelito.:IOil~<J~I<I"a'i"l'f'fi5i ·~~~~·~t!lti.lJ!GfN.£.1~ 1 ,. I I I Project Address: PLUMBING, ELECTRICAL, MECHANICAL WORKSHEET B-18 Permit No.: Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov Building@carlsbadca.gov Information provided below refers to worR being done on the above mentioned permit only. This form must be completed and returned to the Building Division before the permit can be issued. B-18 Building Dept. Fax: (760) 602-8558 Number of new or relocated fixtures, traps, or floor drains ....................................................... _6_ New building sewer line? ......................................................................................... Yes __ No _X __ Number of new roof drains? ............................................................................................................... ...biLA_ Install/alter water line? ......................................................................................................................... ~ Number of new water heaters? ......................................................................................................... __1_ Number of new, relocated or replaced gas outlets? .................................................................... ___biLA._ Number of new hose bibs? .................................................................................................................. __Q_ Residential Permits: New/expanded service: Number of new amps: -------- Minor Remodel only: Yes__ No Commercial/Industrial: Tenant Improvement: Number of existing amps involved in this projed: ___..:6~2==5,__ __ Number of new amps involved in this projed: -~0"------- New Construdion: Amps per Panel: Single Phase ............................................................... Number of new amperes __ ..=o ____ _ Three Phase ................................................................. Number of new amperes_--...:0=------- Three Phase 480 ........................................................ Number of new amperes __ ....:O:...._ ___ _ Number of new furnaces, A/C, or heat pumps? ............................................................................ _2 __ New or relocated duct worh? .......................................................................... Yes X No __ _ Number of new fireplaces? ................................................................................................................. _Q___ Number of new exhaust fans? ............................................................................................................ _2_ Relocate/install vent? ............................................................................................................................ _2_ Number of new exhaust hoods? ........................................................................................................ _o__ Number of new boilers or compressors? ........................................................... Number of HP --'0"'--- Page 1 of 1 Rev. 03/09 OFFICE USE ONLY RECORDID# __________________ ~ SAN DIEGO REGIONAL HHMBP# ____________________ ~ HAZARDOUS MATERIALS QUESTIONNAIRE BP DATE, ___ _,_ ____ ~---I Business Name Anthro olo ie Project Address Business Contact City State Telephone# 215.454.5500 Zip Code APN# Forum at Carlsbad S ace 4-158 Carlsbad CA 92009 Mailing Address City State Zip Code Plan File# Project Contact Telephone# David A. Le Sara O'Daniel 330.666.6767 The following questions represent the facility's activities, NOT the specific project description. PART 1: FIRE DEPARTMENT-HAZARDOUS MATERIALS DIVISION: OCCUPANCY CLASSIFICATION: (not required for projects within the City of San Diego): Indicate by circling the item, whether your business will use, process, or store any of the following hazardous materials. If any of the items are circled, applicant must contact the Fire Protection Agency with jurisdiction prior to plan submittal. Occupancy Rating: Facility's Square Footage (including proposed project): 1. Explosive or Blasting Agents 5. Organic Peroxides 9. 13. Corrosives 2. Compressed Gases 6. Oxidizers 10. Water Reactives Cryogenics 14. Other Health Hazards 3. Flammable/Combustible Liquids 7. Pyrophorics 11. Highly Toxic or Toxic Materials Radioactives 15. None of These. 4. Flammable Solids 8. Unstable Reactives 12. PART II: SAN DIEGO COUNTY DEPARTMENT OF ENVIRONMENTAL HEALTH -HAZARDOUS MATERIALS DIVISION (HMO): If the answer to any of the questions is yes, applicant must contact the County of San Diego Hazardous Materials Division, 5500 Overland Avenue, Suite 170, San Diego, CA 92123. Call (858) 505-6700 prior to the issuance of a building permit. FEES ARE REQUIRED. Project Completion Date: Expected Date of Occupancy: 1. 2. 3. 4. 5. 6. 7. 8. YES NO D IKI D Kl D Kl D D D D D 0 Kl Kl ~ (for new construction or remodeling projects) Is your business listed on the reverse side of this form? (check all that apply). Will your business dispose of Hazardous Substances or Medical Waste in any amount? Will your business store or handle Hazardous Substances in quantities greater than or equal to 55 gallons, 500 pounds and/or 200 cubic feet? Will your business store or handle carcinogens/reproductive toxins in any quantity? Will your business use an existing or install an underground storage tank? Will your business store or handle Regulated Substances (CaiARP)? Will your business use or install a Hazardous Waste Tank System (Title 22, Article 10)? Will your business store petroleum in tanks or containers at your facility with a total facility storage capacity equal to or greater than 1,320 gallons? (California's Aboveground Petroleum Storage Act). D CaiARP Exempt I Date Initials D CaiARP Required I Date Initials D CaiARP Complete I Date Initials PART Ill: SAN DIEGO COUNTY AIR POLLUTION CONTROL DISTRICT IAPCD): If the answer to Question #1 below is no or the answer to any of the Questions #2-5 is yes, applicant must contact the APCD at 10124 Old Grove Road, San Diego, CA 92131-1649 or telephone (858) 586-2600 prior to the issuance of a building or demolition permit. If the answer to questions #4 or #5 is yes, applicant must also submit an asbestos notification form to the APCD at least 10 working days prior to commencing demolition or renovation. (Some residential projects may be exempt from the notification requirements. Contact the APCD for more information.) YES NO 1. D IX] Has a survey been performed to determine the presence of Asbestos Containing Materials? 2. D 0 Will the subject facility or construction activities include operations or equipment that emit or are capable of emitting an air contaminant? (See the APCD factsheet at http://www.sdapcd.org/info/facts/permits.pdf, and the list of typical equipment requiring an APCD permit on the reverse side of this from. Contact APCD if you have any questions). 3. D D (ANSWER ONLY IF QUESTION 1 IS YES) Will the subject facility be located within 1 ,000 feet of the outer boundary of a school (K through 12)? (Search the California School Directory at http://www.cde.ca.gov/re/sd/ for public and private schools or contact the appropriate school district). 4. D IX] Will there be renovation that involves handling of any friable asbestos materials, or disturbing any material that contains non-friable asbestos? 5. D 0 Will there be demolition involvin the removal of a load su ortin structural member? Briefly describe business activities: Briefly describe proposed project: a rei vi 14-1 q,lb Signature of Owner or Authorized Agent Date FOR OFFICAL USE ONLY: FIREDEPARTMENTOCCUPANCYCL~~AC~ION: ________________________________________________________________ _ BY· DATE· I I EXEMPT OR NO FURTHER INFORMATION REQUIRED RELEASED FOR BUILDING PERMIT BUT NOT FOR OCCUPANCY RELEASED FOR OCCUPANCY COUNTY-HMO* APCO COUNTY-HMO APCO COUNTY-HMO APCD * .. A stamp 1n th1s box only exempts bus1nesses from completing or updatmg a Hazardous Matenals Bus1ness Plan. Other perm1ttmg reqwrements may st1ll apply. HM-9171 (03/14) County of San Diego-DEH-Hazardous Materials Division q I -z;z,.-i(J) 2-\q-llo p;;q-,u) P!CVL-io I-to t~~\ We Ft!CE I Jts~s ~ \=-Lf'Q_; , ~ "JL @, 1=-G w/ sfruc+, Final Inspection required by: D Plan D CM&I D Fire D sw DISSUED Approved Date BUILDING '3-1-K~ PLANNING i'~ Z'-1-(((J ENGINEERING z,-c:,~ llo FIRE Expedite? y N Nf{(l.. I /#..7/tr-, DIGITAL FILES Required? y N ,, tv crt+-fV~/r!.Js ~Ht HazMat ""II APCD Health FormsjFees Sent Rec'd Encina Fire ' HazHealthAPCD lf!tt!Jt. PE&M J!tCJI/_.{, School ( Sewer Stormwater Special Inspection CFD: y N Land Use: Density: lmpArea: FY: Annex: PFF: y N Comments Date Date Date Building i~n-l(o Planning Engineering Fire Ne~d? (~t:t..M-A-7 ---- I Dcv. By AS ~ VrJ J.HA I 'M...I Due? By y N y N y N y N y N y N y N y N ! Factor: I I Date ~Done DOone D Done DOone