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Home My WebLink About1896 RUTHERFORD RD; ; CB154217; Permit,, City of Carlsbad 12-08-2015 1635 Faraday Av Carlsbad, CA 92008 Commercial/Industrial Permit Permit No: CB154217 Building Inspection Request Line (760) 602-2725 Job Address: 1896 RUTHERFORD RD CBAD Permit Type: Tl Sub iype: INDUST Status: ISSUED Applied: 12/02/2015 Entered By: RMA Parcel No: 2121203000 Lot#: 0 Valuation: $12,000.00 Construction Type: NEW Occupancy Group: Reference# Plan Approved: 12/08/2015 Issued: 12/08/2015 Inspect Area Plan Check #: Project Title: SPY OPTICS-REPLACE STORE FRONT WINDOWS WITH 3 VERTICLE LIFT DOORS-TO ACCESS OUTDOOR EMPLOYEE LUNCH AREA Applicant: KENARD CONSTRUCTION STE 105 1830 GILLESPIE WAY 92020 619 596-7500 Building Permit Add'I Building Permit Fee Plan Check Add'I Building Permit Fee Plan Check Discount Strong Motion Fee Park Fee LFM Fee Bridge Fee BTD#2 Fee BTD #3 Fee Renewal Fee Add'I Renewal Fee Other Building Fee Pot. Water Con. Fee Meter Size Add'I Pot. Water Con. Fee Reel. Water Con. Fee Green Bldg Stands (SB1473) Fee Fire Expedidted Plan Review $132.33 $0.00 $92.63 $0.00 $0.00 $3.36 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00' $1.00 $0.00 Total Fees: $229.32 Total Paymi;!nts To Date: Owner: P D G CARLSBAD 46 LTD 1825 GILLESPIE WAY #102 EL CAJON CA 92020 Meter Size Add'I Reel. Water Con. Fee Meter Fee SDCWAFee CFO Payoff Fee PFP (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 $229.32 Balance Due: $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 ?? ?? $229.32 $0.00 Inspector: Clearance: _____ _ l'OTICE: Aease ta<e CE <WOO ri ~ ptject irdtrlls the "lnin,itioo" ri fees, oo:icaia,s, reselVciiais; cr cther exa:licns rereafter rolooively retare::l to as 'fees'exa:iicns." Yoo ha\e 00 day.; franthe datetlis p:mitv.m issued to pctest in,:x:,sitioo ritresefees'exa:ijcns. If~ pctest them~ rrust fdlo.vthe pctest ~ set fath in ~ Ccxle Sectia, amo(a), a'd file the pctest a'd ITT-/ cther req.ired irfamiia, Wth the Qty ~fa p-calSSi~ in a:x:ada'm Wth Gaista::l M.ridpa Ccxle Sectiai 3.32.030. Falue to tirrelyfdlo.vtha µ-cx;ei.re WI! ta" cflf suooeq.m lega cdioo to attcd<, re..iew, set aside, vcid1 er anJ treir in,:x:,sitioo. Yoo ae t-erel:1/.R.RTI-ER i'OllFIED that~ rigt to rmest the SJ)'.'Xlfied fees'exa:iicns IXE3 t\KJf PPR.. Y to waer a'd ~ oainooiai fees ard a:µoty cl"agls, ra pan~. m~. ga:i~ er cther sinilcr c¢idiioo J)'CreSsi~ er servioo fees in cxinectioo wth tlis ptject. I'm IXE3 IT PPR.. Y to ITT/ t exocti v.H ·ous1 · sinilcr to tlis er as to v.Hdl the staute cf lini!Eticns has ·rus1 ctherwse 'red. • THE FOi.LOWiNG APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: 0PLANNING 0ENGINEERING {"Cityof Carlsbad JOB ADDRESS CT/PROJECT# 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# DESCRIPTION OF WORK: Include Square Feet of Affected Area(s). / , , /' J~M~7 19r 7.-t/d,w-r1~~ 0BUILDING 0FIRE Est. Value Plan Ck. Deposit EXISTING U~E GARAGE (SF) PATIOS (SF) DECKS (~F) APPLICANT NAME PROPERTY OWNER EMAIL STATELIC. # OHEALTH 0 HAZMAT/APCD SWPPP (Sec. 7031.5 Business and Professions Code: Any City or County whlch·requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicantfor such permit to file a signed statement ttiat he Is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions CodeJ-or that he Is exemP.ttherefrom, and the basis for the alleged exemption, Any violation of Section 7031.5 by any applicantfor a permit subjects the applicant to ·a civil penalty of not more than five hundred dollars ($500)), · . • Workers' Compensation Declaration: / hereby affirm under-penalty of perjury one of the following declaraffons: · 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. ~ave and will maintain workers'_;pm1P:_nsation, as require~ction 3700 of the Labor Code, for the performance of the work for which this permit Is issued. My workers' compensation Insur e carrier and policy numberare:lnsuranceCo. ~ F-'? . : PolicyNo.~~6 5o-'5:Z/~ Expiration Date t:P!!;F Qo 'j]ll§;section need not be completed if the permit is for one hundred dollars ($100) or less. LJ Certificate Qf Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer-to criminal penalties and civil fines up to one hundred thousand dollars (&100,000), in addition to the cost oi compensation, damages ed for In Section 3706 of the Labor code, interest and attorney's fees. Ji5 CONTRACTOR SIGNATURE -.~...--/1,c:;s-0AGENT DATE I hereby affi_rm that I am exempt from Contractor's Ucense 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:ow~er-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 {he project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s} licensed pursuant to the Contractor's License Law}. I am exempt under Section . usiness and Professions Code for this reason: 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement. DY es 0No 2. I (have/ 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/ phone I contractors' license number}: 4. I plan to provide portions of the work,.but I have hired the iollowing person to coordinate, supervise and provide the major work (include name/ address/ phone/ 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/ address/ phone I type of work}: Ji5 PROPERTY OWNER SIGNATURE 0AGENT DATE Is the applicant or future building occupant required to submi! a business pJan, acutely,hazardous matertals registration form or rtsk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Acri Yes ,No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or ai, quality management distrtcrl Yes No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? 'Yes , No IF ANY OF THE ANSWERS ARE YES, A FINA!-CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET.OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLl.:UTION CONTROL DISTRICT • ...... ~----...,.,;,-,.-,...,..,..,...,.,--_,,..-,-...,.,,.,,,..,.-------'---..,.,..---..,_,..---,,._------,\ ,~-,~~:_,:"<:. I h\)reby affirm.that there is a construction lending agency for the performance of the work this permit is issued (Sec, 3097 (i) Civil Code), Lender's Name Lender's Address , \· ': .. -~ -• J ; ·.-: ' '·" . -: ' ' ~-~ I certify that! have read the appllcation and state that the above lnfonnatjon is conectand t!lat the infonnation on the plans is accurate. I agree to comptyl'.ith all City ordinances and State laws relating to building construction. I hereby authorize representative of the City of Cal1sbad to enter upon the 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 ANYWAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT, OSHA: An OSHA pemilt is required for excavations over 5'0' deep and demolition or construction of structures over 3 stories in height ,EXPIRATION: Every pemiit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void if the building or v.llrk authorized by such pemiit is not commenced 'hi thin 180 days from the date of such pemiit or if the building or v.ork authorized by such pemilt is suspended or abandoned at any time after the 'Mlrk is commenced for a period of 180 days (Section 106.4.4 Unifomi Building Code), _,N$ APPLICANT'S SIGNATURE a w ' -.. , 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 only I Fax (760) 602-8~60, Email building@carlsbadca.gov or Mail the completed form to City of Carlsbad, Building Division 1635 Faraday Avenue, Carlsbad, California 92008. CO#: (Office Use Only) CONTACT NAME OCCUPANT NAME ADDRESS BUILDING ADDRESS CITY STATE ZIP CITY STATE ZIP Carlsbad CA PHONE I FAX EMAIL OCCUPANT'S BUS, LIC, No. DELIVERY OPTIONS PICKUP: CONTACT (Listed above) OCCUPANT (Listed above) CONTRACTOR (On Pg. 1) MAIL TO: CONTACT (Listed above) ASSOCIATED CB# OCCUPANT (Listed above) CONTRACTOR (On Pg. 1) NO CHANGE IN USE/ NO CONSTRUCTION MAIL/ FAX TO OTHER: CHANGE OF USE/ NO CONSTRUCTION .. ,AS APPLICANT'S SIGNATURE DATE Inspection List Permit#: CB154217 Type: Tl Date Inspection Item ____ _ 02/04/2016 19 Final Structural 02/04/2016 19 Final Structural Monday, February 08, 2016 INDUST Inspector Act RI PY AP SPY OPTICS-REPLACE STORE FRONT WINDOWS WITH 3 VERTICLE LIFT DOOR Comments AM PLEASE Page 1 of 1 ... , 1 sq~ RumEf2.pcl2-.J) ~1> t S"". Y -z.. t 7 S.O CAL INSPECTIONS, INC. 3783 Sierra Ave • Norco, CA 92860 Phone(626)482-9231 Fax (951)479-5476 REGISTERED INSPECTOR'S DAILY REPORT TYPE OF 0 Reinforced Concrete INSPECTION 0 Post Tensioned Concrete REQUIRED 0 Structural Masonry Job Address 1896 Rutherford Rd Job Name SPY Type of Structure Warehouse Material Descri(!tion Im!!, grg, 1:2ume) Hilti Kwik Bolt Inspectors Name Charles F. Ramsey Ill AWS/CWI-ICBO/ICC ALL CITIES & JURISDICTIONS INSPECTION & MATERIAL TESTING I JobNumber I Date 02-02-16 0 Structural Steel Assembly 0 Quality Control 0 Fireproofing [8] Epoxy Anchors 0 Asphalt 0 Other City Carlsbad, CA Permit Number I Issued By CB154217 City Of Carlsbad Architect Engineer Contractor Kenard Construction Subcontractor California Door INSPECTION SUMMARY -LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS, REMARKS, ETC. l~CLUDES INFORMATION ABOUT AMOUNTS OF MATERIAL PLACED OR WORK PERFORMED, , NUMBER, TYPE AND IDENTIFICATION NUMBERS OF SAMPLES TAKEN. STRUCTURAL CONNECTIONS (WELD MADE H.T. BOLTS TORQUED) CHECKED, ETC. Epoxy Anchors: Observed placement of 1/4"x1-7/8" Hilti KH-EZ concrete anchor for (3) new roll up doors. Holes were drilled with ¼" bits. Bolts tightened down with cordless impact All bolts were tightened by subcontractor. (ICC ERS# 3027) SAMPLES ._. ... . I -··-· .. I r.:gnuT I I PAGE 1 OF 1 CERTIFICATION OF COMPLIANCE: To the best of my knowledge, all of the reported work, unless otherwise noted, is in conformaiice with the approved plans, specifications, and appli le sections of the veming bui~ing Jaws. ICC Concrete: 5296764 Certification Number I I TIMEIN 1:00 APPROVED BY: RI n~K I I TIMEOUT REG.HOURS ·-T OT1.5X OT2X Ccicyor Carlsbad SPECIAL INSPECTION, AGREEMENT 8-45 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov In accordance with Chapter 17 of the California Building Code the following .must be completed when work being performed requires special inspection, structural observation and construction material testing. Project/Permit: _c_B-_1_54_2_1_7 _______ Project Address· 1896 RUTI-lERFORD RD .• CARLSBAD CA. A. THIS SECTION MUST BE COMPLETED BY THE PROPERTY OWNER/AUTHORIZED AGENT. Please check if you are owner-Builder CJ. (If you checked as owner-builder you must also complete Section B of this agreement.) B. Name: (Pleaseprint),__'K_.0~6~,:;,~ef"--' ______ c _ __,.~-----r:. __ S~e,h~_· _a.~r1~.f_"2._~~- (Rrst) (M.I.). (Last) Mailing Address· 5:-0S-Lorr,,::...s. S-.ah;;. .:IF ZOl!J Email· l'"Be-k,a t @ a/itlPrt:)I:::. , /?e .... _../· r l Phone: fJJ'9· zs~ -2<9ot:J I am: DProperty Owner ,PProperty Owner's Agent of:Record . DArchitect of Record DEngineer of Record State of California Registration Numbe · Expiration Date: _______ _ AGREEMENT: I, the undersigned, declare under penalty of perjury under the laws-of the State of California, that I have read, understand, acknowle nd promise to comply with the City pf Carlsbad requirements for special inspections, structural obse1Vations, co uction terials testing and off-site fabrication of building components, as prescribed in the statement of special inspec · ns noted, the-approved plans :::ind ired by the California E\Uilding Code. ~ Date: _ /,Z. · 'if"·/ S CBC, Ch 17, Section 1706), This section must be completed by the contractor I builder J owner-builder. KENAR Contractor's Company Name: ________ ~---------Please check if you are 0v.ner-Builder a KENNETH ALAN RAY Name: (Pleaseprint) ____________________ ~------------- (Rrst) (MJ.) (Last) M .1• Add 1830GILLESPIEWAY#105, ELCAJONCA.92020 armg· ress: _________________________________ _ Email: kar@kenard.net Phone· 6'19 339-1548 State of California Contractor's License Number:._B-_6_1_56_89 _______ Expiration Date?_3_11_2_01_7 ____ _ • I acknowledge and, am aware, of special requirements contained in the statement of special inspections noted on the approved plans; • I acknowledge that control will be exercised to obtain,.coliformance with the construction documents approved by the building official; • I will have ih-place procedures for exercising control within our (the contractor's) organization, for the method and frequency of reporting and the distribution of the reports; and • I certify that I will have a qualified person within our (the contractor's) organization to exercise such control. • J will provide a final report I Jetter in compliance with CBC Section 1104.1.2 prior to requesting final inspection. · Signature: ~ ,t? Date: _1217_12_0_15 _______ _ ~// /C7 B-45 Page 1 of 1 Rev. 08/11 ~ «?~ ~ CITY OF CARLSBAD PLANNING DIVISION BUILDING PLAN CHECK APPROVAL P-29 Development Services Planning Division 1635 Faraday Avenue (760) 602-4610 www.carlsbadca.e:ov DATE: 12/3/2015 PROJECT NAME: INSTALLATION OF VERTICAL ROLLING DOORS PROJECT ID: PLAN CHECK NO: CB154217 SET#: 1 ADDRESS: 1896 RUTHERFORD RD APN: ~ This plan check review is complete and has been APPROVED by the PLANNING Division. By: VERONICA MORONES A Final Inspection by the PLANNING Division is required D Yes 12] 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: KAR@KENARD.NET For questions or clarifications on the attached checklist please contact the following reviewer as marked: PL.ANNING 76(),.602-4610 D Chris Sexton 760-602-4624 Chris.Sexton@carlsbadca.gov D Gina Ruiz 760-602-4675 Gina.Ruiz@carlsbadca.gov 1:8:J. Veronica Morones 760-602-4619 Veronica.Morones@carlsbadca.gov 760-602-2750 D Chris Glassen 760-602-2784 Christopher.Glassen@carlsbadca.gov D ValRay Marshall 760-602-27 41 ValRay.Marshall@carlsbadca.gov D Linda Ontiveros 760-602-2773 Linda.Ontiveros@carlsbadca.gov D ·.• .. · ' . . . ' ' -~ ' -. Greg Ryan 760-602-4663 Gregory.Ryan@carlsbadca.gov D CindyWong 760-602-4662 Cynthia.Wong@carlsbadca.gov D Dominic Fieri 760-602-4664 Dominic.Fieri@carlsbadca.gov Remarks: INSTALLATION OF 3 VERTICAL ROLLING LIFT DOORS IN LIEU OF FIXED STORE FRONT WINDOWS. STRUCTURAL DESIGN CALCULATIONS FOR HANGING DOORS IN CONCRETE TIU WALLS LOCATED AT 1896 RUTHERFORD RD CARLSBAD, CA 92008 RECEIVED DECO 2 2015 CITY OF CARLSBAD BUILDING DIVISION TABLE OF CONTENTS Section 1 .... Calculation Objective/Purpose Section 2--Design Bas1s Section 3 --Analysis and"Desi9n Project No: Revision No: Issued For:. Dated: 15-154· A Review 11/2'6/201-5 KENARD CONS l RUCTION, INC. Job Kt':,t,-s~Submittal #IC>?oA <> Reviewed <> Reviewed With Comments · · <> Reviewed-Resubmit Reylewed by general contractor. Contractor's review doe~ not relieve subcontractor and/or vendor of his responsibility for dimensions quant!ties accuracy or completeness of this submittal or from any responsibility required by the te~s and conditions of his contracVpurchase -~"CONSTBUCTH R . ~ • J/.. 'I,-, ev1ewed by ate ' 1. CALCULATION OBJECTIVE /PURPOSE This calculation booklet is for structural evaluation of hanging NEW DOORS in EXISTING WALLS. --NO CHANGE IN SIZE OF EXISTING OPENINGS. 2. DESIGN BASIS A. Codes and Standards: CBt 2013 (IBC 2012) AISC 13th Edition ASCE7-10 ACI 318-11 ·s. Materials Steel Fy = 50 ksi ASTM A-~92 WF, WT Steel Fy = 46 ksi ASTM A-500 Gr B HSS Steel Fy = 36 ksf ASTM A-36 All other shapes and plates High Strength Bolts = ASTM A-325N Anchor Bolts= ASTM A307 Gr 36 Galvanised Electrodes = E70XX Concrete f'c = 2500 psi minimum; 3000 psi foundations C. Foundations Site Class -D ( Values below to he used if there is no Soils Report} Spread Footings/Mats Bearing Capacity--1500 psf with 1/3 incr~ase for wind/seismic ·Passive pressure -225 pcf Coefficient of Friction --0.35 Subgrade modulus --200 psi/in D. Soils Report .$Qils Report By: Not Available Code Minimum of 1500 psfused for allowable Soil Pressure E. Wind Speed NOT AppJicable F. Lateral Analysis, P'ER me 2012 ( CBC 2013) I I I I --' I --- I l I -· ' --I I -·-l . I I . I ----~. ~ ii I • i• !' -· '"~ ,,, ~h I __ , ~ ' ' ' ,zt"--t, -:- 1 ' I~ I I I l ' ,;/' / ., / J ·:1 ~ ... ::l - I ' , I ' , I ' i l. ' I I ' ' I I I ' ' I ' ' I i I I I I I I I I I :i! -i--la !=oRl! wW~O o!::~&~ l, wt5 r(O b m~!o~ I m~e~1. l'l t a:<(=~· cno1z8 i wig -~ ::az o, 0 ~5m S! POOR . QUALITY ORIGINAL S '·' ' l i. -:, , ,, _ -. ~ 1"'<.....,.'<"',(""Y...,,-<""""c~V--.,,,,.-...,.-v-.,.;,,-'°".-,v....._.,-~~..,~~ ................ "..,-~~~-~~~.;. ,., •. :.,-~~Nrr.-rf-1"',-~,~,,., ,,,, .. .. - ( ~i\ ' rt.~~ ,. ,f ' !I ·t''",ti~"'; ~-,•;' '·:-·'''.', < ,_, ,,, ,'~ '·t. ,. < ,.~~~~~~""' " ,W'il/'i?>J1""'"''"·'_.· ... ~)WiW) JfliSl!J\'lt!.'A( !,,4'p ,ltrl!:!!ff~--'t~h~~!'*t"tl\il.~ ·,~·1···"":h··.~-.:~~,, .''~ .. ~~,..~~1,,1.,,.,,.,..;~-.,-,_..,._...-. .,,..._ v;,.. ,•, ,, ':~ _·,;,,"'ii,.,.-¥:», '" '·t : ''!., « .. "'. -~ ii_~·- .~., ·~ I $ ,,., ' I I ' -'\, .,,' I ,, .t ,J ', i\c'. .. 4 .,. I· 1 . l l· (,' ' •, 1 l I L .. r-- 1 .·: ,, ,' ~ i · l ;:,: J, '. ,......,. l ,, i ·, 4,¼_,,_.::::;:,~,,__., ' ... . .:I' f I I i t ), ,, ".,· ft; ' ,.t;J, -l ~!( >,,":> 1ft (it r~1,( !'\is '~ ~ J~ ,t M fJ i,.. GRA v,rv ANALYSIS: EXISTING STRUCTURAL SYSTEM REMAINS UNCHANGED --REPLACEMENT OF EXISTING GLAZING WJTH NEW DOORS HAVING MANUAL CHAIN llFTS SCOPE OF WORK JS TO CHECK THE SUPPORT SYST.EM FORTH£ TRACK DOORS Estimated Weight of"frack Door= D.OOR IN OPEN POSJTION SHEAR Conditions impact Factor far Openinq/c_Josinq = load on either side of Door= Number of Supports Ea Side = Shear ~oad per Support= Number of bolts at each support= Load per Bolt= From Hilti Cat~1og, ASD Shear load = MOMENT DUE TO QPENPOSITION Average Eccentricity= Moment on each side of door= Max Tension per Support= Max Tension/Bolt = CHECK INTERACTION Actual Tension= Allowable Tension= Actual Shear = Allowable Shear= 1SOO lbs 2 1500 lbs 5 (S~f;! door Section provided by Vendor) 300 lbs {in Shear) --For Check Use minimum of 50011 2 250 lbs 3795 lbs »>» 250fbs OK Gin 750 ft-ibs 250 lbs Based on an avg LA of 2ft 125 lbs 125 lbs ~525 lbs 250 lbs 3795 lbs Interaction = (125/3525) + {250/3785) <«<1.0 OK LATtRAL .DESIGN Mechan,cal Anchoring Systems KWIK HUS"!EZ (KH-EZ) Carbon Steel Screw Anchor 3.3.6 3.3.6.1 Product description Hilti KWIKHUS-EZ (KH·EZ) anchors are c~,n,prised of a body with hex washer head. The anchor ls manufactured from carbon steel arid rs heat treated. Jt has a minimum 0.0003 inch {8 pm) zinc coating in ~ccordance: with DIN EN ISO 4042. The KWlK HUS-EZ {KH- EZ) system is avail?ble in a variety of lengths wfth diametersof1/4·, 3/8-, 1/2·, 5/fJ'-· and 3/4-in. The hex heiad is larger than the diameter of the anchor arid is formed with serrations on the underside. The anchor body is-formed -with threads running most of the length of the anchor body. The anchor is installed in a predrilled hole with a powere<;f impact wrench or.torque wrench. The anchor threads cut into the concrete on the sides of the hole-and interlockwith the base material-during installation. Applicable base materials include normal-weight concrete, structural lightweight concrete, lightweight concrete,,over metal deck, and grout-filled concrete masonry. Guide specifications Screw anchors shall be KWIK HU$-EZ as supplied i?Y Hilti, Inc. Anchors shall be manufactured from heiat treated carbon steel material, zinc plated to a minimum thickness of 8 µm. Anchor head shall display name,of manufactutef, product name, diameter and length.Anchors shall be installed using a drill bit of same nominal diameter as anchor. Product feat,ures • Suitable for seismic and nonseisrriic loads. ~ Quick and {:lasy io install. • Lengthand diameterldentification clearly stamped on bead facilitates quality control and inspection after installation. • Through fixture installation improves productivity and accurate installation. • Threa9 design ,enables quality setting,and exceptional load values in wide variety of base material strengths. • Anchor is fully removable • ,Anchor $ize is same as drill bit size and uses standard diameter drill bits. • Suitable for reduce(:! edge distances and spacing. 3.3.6.2 Material specifications Hilti KWIK HU$-EZ anchors are manufactured from carbon steel. 'The anchors are bright zinc plated to f,l minimum thickness of 8 µm. '3.3.6.3' Technical data The technical data contained in this section are-Hilti Simplified Design Tables. The load values were -developed using the Strength Design -parameters and variables of ESR-3027 and the equ,;1tioris within ACI 318 Appendix D. For a det~led explanation of the Hilti Simplified Desi~n Method, refer to section 3.1. 7, Data tables from ESR-3027are. not contained in this section, but can be found on www.icc- ,es.org or at www.us.hilt1.com. 3.3.6.1 Product description s.s.0.2 Material specifications 3.3.6.3 Technical data 3.3.8.4 Installation Instructions 3.3.6.5 Ordering information 0 "'I ) Listings/Approvals ICC-ES (International Code Council} ESR-3027 Cracked and Uncracked Concrete ESR-3056 Grout-filled concrete masonry City of Los Angeles Research Report No. 25897 Independent code evaluation IBC® / IRC®2012 IBC® / IRC®2009 IBC® / IRC® 2006 IBC® / IRC® 2003 Ill t. j~ li~ >. z:. ,:~<f j-f • .£ I -. .t ~ 1· ,.t jl } ---'---- ht . . ¾H i:. ! ~ ! :.. ] q I n• !J-1J Ht ~H Jn pl5~~ -!i? _t}d.; ]!; ,f' _,,... :-. ... - iH fti •ti j•! ;h, 1P1 H!i •'•I ! w1 i a·ti j l ! r t I~ 's ;; 5 l::: i; I ~ ,-! i i I . . l qi l. f~i I. r··-··------I i~ ;1i ff ~ l~ ii l J! ·11 1 q ' :. l ~~-... ?-IH ' .. l q• ' 11: P' 1 ' 1l l '' p1 1 : ; ,:h "----l '" ~ -H p11 ? ,ji l ju , ~n 3.3.6 KWIK HUS-EZ (KH·E~l Car,bon $teel Screw Anchor Table 1 -KWIK HUS-EZ specifications1 Nominal anJ,ULJr l.lffllTleter Setting . information Symbol llnl~s 1/4 3/8 y 1/2 5/8 3/4 Nominal !;)it diameter d1,,1 1/4 . 3/8 '--5/8 3/4 -.::.!J.f._ Minimum nominal 2-i/41 ' )4-1/4 -embedment h,..., in. 1•5/8 2-1/2 1-5/8 2-1/2 3-1/4 3 -3·1/4 5 4 6-1/4 Minlmum effective ~ embedment hfl in. 1.18 1.92 '1.11 1.86 2.50 1.50 2.16 3.22 2.39 3.88 2.92 4.84 Minimum hole depth h,, in. 2 _2-7/8 1-7/13 2-3/4 3-1/2 2-5/8 3-3/8 4-5/8 3-5/8 5-3/8 _ 4-4/8 6-5/8 Fixture hole diameter d. ln. -3/8 .. 1/2 5/8 3/4 7/8 A_richor L~ngth ~ h.,.,,,, + t l See ordering information ft-lb 1-8 1~ 40 45 85 115 · Installation torque Tin.1 (Nm) (24) (26) (54} (61) (115) (155) ' Maximum impact-wrench ft-lb 114 137 114 450 137 450 450 450 ·torque.rating2 T""~"'"' (Nm) -054} {185) {154) (608) (185) (608) (608) (608) Wrench size in. 7/16 9/16 3/4 15/16 1-1/8 1-T,.,. is the-maximum lnstallatlon torque-that may be applied with a torque wrench. 2 Because of variability in meas4rement procedures, 1he published torque of.an impact-tqof-may not correlate properly with the above setting torques. Over torquing-can damage-the anchor and/on-educe its holding capacity, Figure 1 -f(WIK HUS-EZ specifications ,db1t __ __, ~=--------'-- Mechanical Anchoring System,; KWIK HUS-EZ {Ktt-EZ) Carbon Steel Screw Anche>r 3.3.6 Table 2 -Hiltl KWIK HUS-EZ design strength with c.oncrete / pullout faflure in uncracked concrete1o2M Nominal anehor diameter 1/4 3/8 Nominal · tension.-.;,N. Shear -qiV. llltlbed. f· .. 2500 psi f' = 3000.psi r ="4000 psi f' ,, 600!) psi f' • 2500 psi f' • 3000 psi f' • 4000 psi !' • 6000 psi .Jn. (ll'lmJ • lb..{!IN) . • lb (kN) ' lb (kN) c lb{kN) • lb (kN) c lb {kN) ' lb (kN) • lb (.kN) 1-5/8 585 .620 '675 765 1,075 1,180 1,360 1,670 (41) {2.6) (2;8) (3.0I (3.41 (4.8) (5.2) (6.0) (7 .4) 2-1/2 1.525 'l ,670 1,930, 2,365 2,235 2,450 2,825 3,460 (64} (6,8) (7.41 {8.6) (10.5) (9.9) (10.9) (12.lll (15.4) 1-W8 910 1,0(10 i,155 1,415 980 1,075 1,245 1,520 (41} (4.0) (4.4} (5.1) (6.3) (4.4) (4.8) (5.5) 16.8) 2-1)2 1,980 2,165 ·2,505 3;065 2,130 2,335 2,695 3,300 (64) {8.8) {9.6) (11,1) (13.6) (9,5) (10.4) (12.0) (14.7) 3-1/4 3,085 3,375 3,900 4,775 6,640 7,275 8,400 10,290 (83) (13.71 (15.0) (17.3) (21.2) (29.5) (32.4) (37.4) (45.8) 2-1/4 1,645 1;800 2,080 2,550 1,770 1,940 2,240 2,745 :j 3 . (57) (7:3) (8.0) -,-:"' rl, (11.3) (7.9) {8.p) (3111.=79. 5 l (12.2) . .... r/2. 3 2,785 3;05_0 y 3,525 )i 4,315 3,000 3,285 4,645 1--"17~6~) ---l--':'(12=.4~}--+~-::(1:.::::3::::.6l._-l't--:_(.,:.;t5;:.:.7)t-. -:f-11---::=-(19~.2~)--+--:"(1~3':'.3)'::--+-~(=-14:':.6'7) -+...--:'::f16':-.9::)r--t--::(2~0.:;:'7);:---; 4-1/4 5;!}70 5,555 ~ 1,855 10,920 11,965 ~ 16,920 (108) (22.6) (24.11 . (28.5) (34.9) (4ll.6) (53.2) (61.5) (75.3) 3·1/4 3,240 3,550 4,100 5,025· 3,490 3,825 4,415 5,410 183) 114.4) (15.8) {18.2) (22.41 {15.5) {17.0J (19,6) (24.1} 5 6;705 -7.,345 8.48S 10,-390 14.445 15.825 18,270 22.380 l------'-+-_...(1_27)_,_· ____ 12_9 ___ .8.,_) _-+-__ (3_2."'7)'---+--"'(3.;.:7.7).c.:...,._+----'{"-'46;;.:c.2;;,.) _-+-_..,_(6""4"".3,_) --+---'-{7-'-0.'-"4).__-+--=(8 __ 1.3)~-----'(~99-".6)~-.., 4 4,380 4,795 5,540 6,785 9,430 10,330 11,930 14,610 liiiil 3/4 (102) {19.5) (21.3) .124.6) {30,2) (41.9) {45.9) (53.1) (65.0) 6-1/4 -9,345 10,235 11,8:!0 14,47-5 20,125 22,045 25,455 31,175 1159) {41.6) (45.5} . {52.61 (64.4) (89.5\ (98.1) (113.2) (138.7) Table 3 .. ·Hilti KWIK HUS·EZ design strength with concrete/ pulloutiailure in cracked concrete1.2.3,4,5 .. Noininat Nominal · _· Ten~iqn -qiN~ Shear-¢V0 anchor embed, f' =·2500psi f' = 3000 psi f' = 4000·psi J< =.6000 ps, r. =2500pst f' =3000-psf f'. = 4000 psi ·diameter ln.{mm) ".lb{kN) • lb(kN} • lb (kN) 'lb{kN} lb (kN) • lb {kN) • lb(kN) i-5/8 300 :315 345 390 765 835 965 (41) (1.3) (1.4) (1,5) (1.7) (3.4) (3.7) (4.3) 1/4 2-1j2 760· 830 960 1,175 1,585 1.735 2,000 (64) {3.4) (3.7) (4:3) (5.2) (7.1) (7.7) (8.9) 1-5/8 475 520 600 730 !595 760 880 (41} (2.1) (2,3) (2.7L {3.2) (3.1) (3.4) (3.9) 3/8 2-1/2 l,400 i,535 1,775 2,170 1,510 1,655 1,910 (64) (6.21 (6.8) (7;9) (9.7) (6.7) (7.4) (8.5) 3-1/4 2,185 2,390 2,765 3;sss 4,705 5,l55 5,950 (83) (9,7l--(10.6) (12.3) (15.1) (20.9) (22.9) (26.5) 2-1/4 1,035 1,135 1,310 i.605 1,115 1,220 1,410 {571 (4.6) {5.0J. (5.8) . {7.1) {5.0) (5.41 (6.3) i/2 3 1,755 1,920 2,220 2,715 1,890 2,070 2,390 (76) (7.8), (8.5) (9:9) -(12.1) (8.4) (9.2) (10.6) 4-1/4 3.190 3,495 4,040 4,945 6,875 7,530 8,695 j108l (14.2) (15.5) (18.0) (22.0) (30.6) {33.5) (38.7) 3-1/4 2;040 2,235 2,580 3,165 2,200 2,410 2,780 5/8 (83) (9.1) {9.9) . (11,5) (14.1) (9.8) (10.7) (12.4) 5 4,225 4,625 5,340 6,$40 9,095 9,965 11,505 11271 .{18;8\. (20:6) -(23.8) (29.1) (40.5) (44.3) (51.2) 4 2,7-55 3,020 3,485 4,270 5,940 6,505 7,510 3/4 '(102) {12.$) (13.4} (15.5) . (19.0I 126.4) (28.9) (33.4} 6-1/4 5,885 6,445 7,440 9,115 12,670 13,880 16,030 1159) 126.2) (28.7) J33.1l (40.5). 156.4) 161.7) (71.31 . . •· 1 Sea section 3 •. i .'7,3 to convert design strength value to ASP value. 2 i.Jnear interpolation between embedment deptl)s and concrete compressive strength$ is not permitted. 3' Apply spacing, edge·distanee, and concrele thickness factors in tabJe 6 to 15 as necessary. Compare to the steel values in table 4. Toe lesser of the values is to be used for ~he desfgn 4 Tabular-values are for normal weightconcrete-0nty. For lightweight concrete multiply design strength by J.. as·follows: for sand-lightweight, J..,. = 0.68; for all-fightweigh\, A. = 0.60 • 5 Tabular values are f9r static toads only. For seismic loads, multiply.cracked concrete 1a.bu1ar values by U1e following reduction factors: 1j4-io diameter by 1-5/8-in nominal embedment depffl -a.,,.,. 0.60 AIJ·other sii:es -a'...,= 0,75 see seclion 3. 1.7.4 for additional mforrr.a::or..o.'1 sesrr:c aopt:;at:ons. f'. = 6000psi lb (kN) 1,180 (5.2) 2,450 (10.9) 1,080 (4.8) 2,340 (10.4) 7,285 {32.4) 1,725 {7.7) 2,925 (13.0) 10,650 (47.4) 3,405 (15.1) 14,090 (62.7) 9,200 (40.9) 19,630 (87.31 3..3.6 KWIK HUS•EZ (KH-EZ) Carbon Steel Screw Anchor Table 4-Steel design,strength for Hilti KWIK HUS-EZ anch6rs1,, ., Nominal ., .. ., ~nchor Nominal embedment diameter in.(mm) 1-5/8 2-1/2 1/4 (41) {64) 1-5/8 , 3J8 . (41) 2-1/2 3-1/4 ., (64) (83} 1/2 2-1/4 I 3 I 4·1/4 (57) (7p) {108). 5/8 3-1/4 5 (83) (121) 3/4 4 6-1/4 (102) (159) ., 1 .See section 3.1.7 .3 to convert design strength value-to ASD value. 2 KWIK HUS-EZ anchors are to be conside~ed brittle steel elements. 3 Tenslle qiN .. -= q>l\.,N f"'" as noted in ACJ 318 Appendix D. Ten~ile~ qiN.,, lb(kN) 3;945 (17.5) 5,980 (26.6) 6,720 (29.9} 11.780 {52.4) 15,735 (70.0) 20;810 (92;6) Shear' ¢V"' lb(kN) 930 {4,1) 2,200 (9.8) 3,110 {13.8) 5,545 (24.7) 6,735 (30.0) 9,995 (44.5) 4 Sh~r values .determined by·static shear tests with <W .. < <!)0.60 A,.,v f1Jla <!S;noted in AC! 318 Appendix D. 5 Seismic shear, value~ c;letermined by-seismic shear tests With q,V.., s <p 0.60 A v t ... as noted in AC! 318 Appendix D. See section 8.1.7A for additional information on seismic applications. ""· Figure2 .. • ,• .• / / -·• ..,..,.,.--Anchors not permitted / In shaded area ' case2 ------------ ' "·\~,,. "t.!t,\ For a specific edge distance, the permitted spacing is calculated asfo!Jows: (s -s ) S<'! S + mlo,1 m10,2 (C-C. ) mtn.2 re _ C ) -.2 \' nun.1 mln.2 Table 5 -KWIK HUS-EZ installation parameters . Nominal ancflordiameter SeismiG shear4 q,V .. lb(kN) 835 (3.7) 2,200 (9.8) 1,865 (8.3) 3,330 (14.8) 4,040 (18.0) 6,935 /30.8} c • ...,. edge distance c Setting information Symbol Units 1/4 3/8 1/2 5/8 3/4 .. . Effective minimum embedment h., , in, 1.i8 1.92 1.11 1.86 2.50 1.50 2.16 3.22 2.39 3.88 2.92 4.84 Minimum memberthickness h...., in. ,3-1/4 4,125 3-1/4 4 4~7/8 4-1/2 43/4 6-3/4 5 7 6 8-i/8 Case1 c-~, in. 2 pa· 2,63 2,92 3.75 2.75 3.75 5.25 :,3.63 5.81 4.41 7.28 fors,..,_1 i?. , in. 1.50 2.25 3 Case2 cmln2 lo. 1.50 1.75 tors"'.,,~ in. 3 4 1 Linear interpolation is permitted to establish an edge distance and spacing cqmbination between Case 1 and Case 2. Linear interpolatlon fora specific edge .distance c, Wflere c,,,.., < c < c,_z will determlne'tbe.permissible spacings. Mcch,m,cal Anchonng Systems KWIK HUS·EZ (KH•EZ) Carbon Steel Screw Anchor 3.3.6 Table 6 -Load adjustment factors tor 1/4-in. diameter KWIK Hus.:ez in uncracked concrete1.2 ---_ Edge gistance in shear Spacing factor .Edge distance -Spacing factor Cone. thickness i/4-ln. KH•EZ intension factor in tension in shear! J. toward edge llt<;> edge factor in shear' uncracked concrete fm fliN f;..v f-.w fFrJ f.w Enibedment h in. 1-5/8 2-1/2 1-5/8 2-112 1-5/8 2-1/2 1-5/8 2-1/2 1-5/8 2-1/2 1-5/8 2-1/2 .... (n]m) (41) (64) (41) (64} {41} (64) (41} (64) (41) (64) (41) (64) 1-1/2 38 0.71 0.63 0.78 0.65 _ 0,59 0.56 0.40 0.21 0.78 0.42 na na 2 , 51 0.78 0.67 1.00 0.77 0.62 0.58 0.61 0;~3 1.00 0.65 na na 2-1/2 64 _ -0.85 0.72 0.90 o:65 0.60 0;86 0.46 0.90 n'a na jJ 3 76 0.92· 0.76 1.00 0.68 0.62, 1.00 0.60 1.00 n,a n1a ~ .3-1/4 83 0.96, 0.78 0.70 0.63_ 0.68 0.88 n/a 0 s:::. 3-1/2 89 . 0.99 0.80 0.71 '0.64 0.92 n/a 0 0.76 ~---,.,E 4 {102 1.00 0.85 0.14. 0.66 0.92 0.98 n/a SE .,-;:-4-1/8 {105) 0.86 0.75 0.66 0.97 1.00 0.81 g,.s 4-1/2 (114) 0,89 0.77 0,68 1.00 0.84 "' . 1'i ;s 5 (127} -0.93 ,0.80 0.70_ 0.89 'O r/) 5-1/2 (140 0.98 -0.83 0;72 0.93 <!)"' "' Cl -0 C 6 (152) 1.00 0.86 0.74 0.97 ~~ ~5 7 -(178) 0.92 0.78 1.00 "' 8 (203 _ 0;98 0.82 c= g 9 (229 1.00 0.86 . a. 10 (254 ~ 0.89 11 _ {279 0.93 12 1305} 0.97 II 14 (356) -1.00. Table 7 -Load adjustment factors for 1/4-in. diameter KWIK HUS-EZ in cracked concrete1.2 . - Spacing factor Edge distance Spacing ·factor -Edge distance in shear Cone. thickness 1/4-in. KH·EZ intension factor in tension inshear'l .L toward edge II to edge factor in shear cracked concrete fAN fm f;..v fw f-.w fw . Embedment-hnom in . i~S/8 2-1/2. 1-5/8 2~112 1-5/8 2-1/2 1-5/8 2-1/2 1-5/8 2-1/2 1-5/8 2-1/2 {mm} (41) (64) (41) (64} {41) (64) (41) (64) (41) (64) (41) {64) 1-1/2 38) 0.71 0.63 0,88 ·0,65 0.59. 0.56 0.40 ,0.21 0.80 0.43 na n/a 2 51) 0.78 0.67 1.00 0.77 0.62 0.58 0.62 0.33 1.00 0.66 na n/a 2-1/2 64) 0.85 0.72 0,90 . 0.65 0;60 0.87 0.46 0.90 na n/a I 3 (76}· 0;92 0.76 1.00 0.68 0.62 1.00 0.60 1.00 na n/a 0 3-1/4 83) 0.96 0.78 0.70 0:63 0.68 0.89 n/a C 3-'112 89) 0.99 0.80 0:71 0;64 0.76 0.92 n/a 0- ~'E 4 (102) 1.00 0.135 0.74 0.66 0.93 0.98 n/a SE 4-1/8 -(105) 0.86 0.75 0.66 0.97 1.00 0.81 Cl-: g .. s 4-1/2 {f14l 0.89 0.77 0.68 1.00 0.85 '(G, -t ~~ 5 127) 0.9'3' 0.80 0.70 0.89 'O ,,, 5-1/2 (140) 0.98 .0:83 0.72 0.93 Ql ,,, "' (1) " 152) 0.86 0.98 "OC 6 1.00 0,74 Ql ~ ;::::, 0 7 (178) 0:92 0.78 1.00 :S,;s C) 8 -/203}. 0.98 0;82 C -~ 9 t229l 1.00 0.86 0. 10 {25,4)_ 0.90 Cl) 11 (279} 0.94 :12 . (305) 0'.98 14 (356) -:1.00 . . !-io!l<lr interpolation not permitted. 2 When corpbining multiple load.adjvstmentfacfors{e.l,. t9r.13 4 anchgr pattern .in a comer with thin concrete member) the design can become ~ery conservative. To optimize the design, us~ Hitti PROFIS-Anchor Design software ot perform anchor calculation using design equations from AC! 318 AppendIX D. 3 Spacing factorreductton in shear, f Av' assumes :an lrilluenqe of a nearb)I !!dgt;. If no edge exists. then J Av = / AA' 4 Concrete thickness reduction factor fn shear; f ""' assumes an influence of a nearby-edge. II no edge exists. then f,,, = 1.0. c;::::=i lfa reduction 1actotva1ue ls.in a slladed cell, this Indicates that tnis-specific edge distance may not be permitted with a certain spacing (or vice versa). Check With table 5 and figure 2: of thisseciion to ·calcL!late permissable edge distance. spacing and concrete thickness combinations. -------------------------