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�� ES R-1917 <br />S REPORTTM Reissued September 1, 2007 <br />This reporl is �ubjec! to re-�xa.arrnation in two years. <br />ICC Evaluation Service,lnc. <br />www.icc-es.ora <br />DNISION: 03�ONCRETE <br />Sedion:03151--Concrete Anchoring <br />REPORT 110LDER: <br />HILTI, INC. <br />546�1 SOUTH 722MOEASTAVENUE <br />TULSA, OKLAHOMA 74146 <br />(800) 879-8000 <br />www.us.hilti.com <br />HiltiTechEnqfa�us.hilti.com <br />EVALUATION SU'3JECT: <br />�An4m�gvd offirn . s360 worlmen nv 13nd wr,iar, caYrnia 90W7 •(�.,ri2) msossa <br />fEcgipr�lOfRrn�900/h.Ydaif7¢d.5�e/�Ikrtv;fx+M1AYda�o � 13 �(105):fl`}9gC0 <br />ra.�a ar� . aosi w� r�,o� ra�a c«.mr am rs�. � w��e . �ool'nnz�os <br />HILTI KWIK BOLI' TZ CARBON AND STAINLESS STEEL <br />ANCHORS IN CONCRETE <br />1.0 EVALUATION SCOPE <br />Compliance with the following codes: <br />• 2006 Intemational Building Code" (IBC) <br />• 2006 Intemational Residen6al Code10 (IRC) <br />• 1997 Unrlorm Building CadeTM (UBC) <br />Property evaluated: <br />S W ctural <br />2.0 USES <br />The Hilli Kwik Bott 1Z anchor (K&lZ) is used lo resist static, <br />wind, and seismic tension and shear loads in cracked and <br />uncracked nortnal-weight concrete and sUudur,.l sand <br />lighhveighl wnaele having a sped(ed compressive strengih, <br />Pr of 2,500 psi to B,500 psi (172 MPa �0 58.6 MPa); and <br />cracked and uncradced normal-weight or strudurai sand <br />IighRveighl conaete over metal deck having a mi�imum <br />speafied wmpressive strength, P�, o( 3,000 psi (20.7 MPa). <br />The anchonng system is an altemative to cast-in�lace <br />anchors descnbed in Sedions 1911 and 1912 of the IBC and <br />Sections 1923.1 and 1923.2 of lhe UBC. The arxhors may <br />also be used where an engineered desgn is submitled in <br />accordance with Section R307.1.3 ot ihe IRC. <br />3.0 DESCRIPTION <br />fCB-TZ anchors are Iorque�conVolled, mechanical expansion <br />anchors. KB-lZ anchors consisl of a stud (anchor body), <br />wedge (expansion elements), nu�, and vnsher. The anchor <br />(carbon steel version) is illostrated in Figure 1. The stud is <br />manufactured (rom carbon or stainless steel materials with <br />cormsion resistance equivalent to Type 304 staiNess stcel. <br />Cariwn sleel KB-TZ anGwrs have a minimum 5 um (0.0 WD2 <br />inch) anc plating. The eupansion elemenls for ihe qrbon and <br />stainless s1eel KB-lZ anchors are fabripted (rom stainless <br />steel with covosion resistance equivalent to Type 316 <br />stainless steel. The hez nut for carbon steel wnforms to <br />ASTPA A 563-64, Grade A, and the hex nut for stainless steel <br />conforms to ASTM F 594. <br />The anchor 6afy is comprised of a high-strength rod <br />ihreaded at o�e end and a tapered mandrel at ihe olher end. <br />The tapered mandrel is endosed by a lhree-sedion <br />e�ansion element which freely moves amund the mandrel. <br />The expansion element movement is restrained by the <br />mandrel laper and by a collar. lhe ancnor is installed in a <br />prednllecl hole with a hammer. When torque is applied to the <br />nut of lhe in,talled anchor, lhe mandrel is dra�m into the <br />expansion elemenl, which is in tum expanded against ihe wall <br />of the dnlled hole. <br />Installalion infortnation and �timensions are set (orih in <br />Seclion 4.3 and Table 1. <br />Nortnal-weight and siructural lighhveight wncrele must <br />conform to Sections 1903 and 1905 of the IBC and UBC. <br />4.0 DESIGN AND INSTALLAT70N <br />4.1 Strength Design: <br />4.1.1 General: Design sirengths must bc determined in <br />accortlance with ACI 318-OS Appendix D and this report. <br />Design parameters are provided in Ta61es 3 and 4. SVength <br />reduction factors mas given in ACI 318 D.4.4 must be used <br />for load combinations calculated in accordance with Section <br />16052.1 of lhe IBC or Section 7612.2 of the UBC. Strength <br />reduclion factors �as given in ACI 378 D.4.5 musi be used <br />for load combinations wlculated in accordance with ACI 378 <br />Appendix C or Section 7 9092 of ihe UBC. Strengih reduction <br />factors � cortesponding to ductile steel elements may be <br />used. An example calculation is provided in Figure 6. <br />4.1.2 Requirementsfor5taticSteelStrengthinTension: <br />The steel strength in lension must be calculated in <br />accordance wilh AC1318 D.5.1. The resulting N, r�lues are <br />proviaed in Tables 3 and 4 of this reporL <br />4J.3 RequimmenLs for Statie Concrete Bmakout <br />Slrrnglh in Tension: The basic conaele breakout sUength <br />in tension must be calculated according to qC� 318 Section <br />D.5.22, usin� �he values of h„ and ks as given in Tables 3 <br />and 4 in lieu of h„ and k, resp�ctively. The nominal concrete <br />breakout strength in tension in regions where analysi; <br />indiwtes no craclting in accortlance wifh ACI 318 Section <br />D.526mustbecalwlatedvrith WW,asyiveninTables3and <br />4. For qrbon steel KB-7Z inslalled in the soffit of sWdural <br />sand IghhveigM or nortnal-weight amaete on steel deck floor <br />and roof assemblies, as sham in Figure 5, calculalion o( ihe <br />conaete breakout strength may be omitted. (See Section <br />4.1.5.) <br />4.1.4 Requirements for Critical Edge Distance: In <br />appiications where c< cK and supplemental reinforcement to <br />wntrol splitting of ihe concrele is not present, the conc2le <br />�fi[1'ORI`u'� me�wtmhmuvvn/mm�.rieu'urgao+hrowmydlriatmlv+anoraf�I�h'�+�1•mnCroroe�MvraM1rmmvx�imm �� <br />���n�v /rknn/.n��.,.,.ro.o.�.r,n�k.:nn�7Mr'vno.vnmvyMlCCEwilimim5mtrclnc.� ..-�.,�kaea� / / <br />I'^'G^S m nl� manm in thu �rr4 wm m mvpufuf cmon/M rhe r�vx � <br />�r�a.�.�� <br />Copynghl FJ 2007 Paga 1 of 1{ <br />