ESR 1917 Hilti, Inc. ER 7250B
User Manual: ER 7250B
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Most Widely Accepted and Trusted 0 ICC-ES Evaluation Report ICC-ES 000| (800) 423-6587 | (562) 699-0543 | www.icc-es.org ESR-1917 Reissued 05/2017 This report is subject to renewal 05/2019. DIVISION: 03 00 00—CONCRETE SECTION: 03 16 00—CONCRETE ANCHORS DIVISION: 05 00 00—METALS SECTION: 05 05 19—POST-INSTALLED CONCRETE ANCHORS REPORT HOLDER: HILTI, INC. 7250 DALLAS PARKWAY, SUITE 1000 PLANO, TEXAS 75024 EVALUATION SUBJECT: HILTI KWIK BOLT TZ CARBON AND STAINLESS STEEL ANCHORS IN CRACKED AND UNCRACKED CONCRETE 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. Copyright © 2017 ICC Evaluation Service, LLC. All rights reserved. A Subsidiary of ESR-1917 ICC-ES Evaluation Report Reissued May 2017 Revised December 2017 This report is subject to renewal May 2019. www.icc-es.org | (800) 423-6587 | (562) 699-0543 A Subsidiary of the International Code Council ® DIVISION: 03 00 00—CONCRETE Section: 03 16 00—Concrete Anchors of 3,000 psi to 8,500 psi (20.7 MPa to 58.6 MPa) [minimum of 24 MPa is required under ADIBC Appendix L, Section 5.1.1]. DIVISION: 05 00 00—METALS Section: 05 05 19—Post-Installed Concrete Anchors The /8-inch-, /2-inch-, /8-inch- and /4-inch diameter (9.5 mm, 12.7 mm and 15.9 mm) carbon steel KB-TZ anchors may be installed in the soffit of cracked and uncracked normal-weight or sand-lightweight concrete over metal deck having a minimum specified compressive strength, f'c, of 3,000 psi (20.7 MPa) [minimum of 24 MPa is required under ADIBC Appendix L, Section 5.1.1]. 3 REPORT HOLDER: HILTI, INC. 7250 DALLAS PARKWAY, SUITE 1000 PLANO, TEXAS 75024 (800) 879-8000 www.us.hilti.com HiltiTechEng@us.hilti.com EVALUATION SUBJECT: HILTI KWIK BOLT TZ CARBON AND STAINLESS STEEL ANCHORS IN CRACKED AND UNCRACKED CONCRETE 1 5 3 The anchoring system complies with anchors as described in Section 1901.3 of the 2015 IBC, Section 1909 of the 2012 IBC, and Section 1912 of the 2009 and 2006 IBC. The anchoring system is an alternative to cast-inplace anchors described in Section 1908 of the 2012 IBC, and Section 1911 of the 2009 and 2006 IBC. The anchors may also be used where an engineered design is submitted in accordance with Section R301.1.3 of the IRC. 3.0 DESCRIPTION 1.0 EVALUATION SCOPE 3.1 KB-TZ: Compliance with the following codes: 2015, 2012, 2009 and 2006 International Building ® Code (IBC) 2015, 2012, 2009 and 2006 International Residential ® Code (IRC) 2013 Abu Dhabi International Building Code (ADIBC) † † The ADIBC is based on the 2009 IBC. 2009 IBC code sections referenced in this report are the same sections in the ADIBC. For evaluation for compliance with the National Building ® Code of Canada (NBCC), see listing report ELC-1917 at http://www.icc-es.org/reports/pdf_files/ELC-1917.pdf Property evaluated: Structural 2.0 USES The Hilti Kwik Bolt TZ anchor (KB-TZ) is used to resist static, wind, and seismic tension and shear loads in cracked and uncracked normal-weight concrete and lightweight concrete having a specified compressive strength, f′c, of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa) [minimum of 24 MPa is required under ADIBC Appendix L, Section 5.1.1]. 3 1 The /8-inch- and /2-inch-diameter (9.5 mm and 12.7 mm) carbon steel KB-TZ anchors may be installed in the topside of cracked and uncracked normal-weight or sand-lightweight concrete-filled steel deck having a minimum member thickness, hmin,deck, as noted in Table 6 of this report and a specified compressive strength, f′c, KB-TZ anchors are torque-controlled, mechanical expansion anchors. KB-TZ anchors consist of a stud (anchor body), wedge (expansion elements), nut, and washer. The anchor (carbon steel version) is illustrated in Figure 1. The stud is manufactured from carbon steel or AISI Type 304 or Type 316 stainless steel materials. Carbon steel KB-TZ anchors have a minimum 5 μm (0.0002 inch) zinc plating. The expansion elements for the carbon and stainless steel KB-TZ anchors are fabricated from Type 316 stainless steel. The hex nut for carbon steel conforms to ASTM A563-04, Grade A, and the hex nut for stainless steel conforms to ASTM F594. The anchor body is comprised of a high-strength rod threaded at one end and a tapered mandrel at the other end. The tapered mandrel is enclosed by a three-section expansion element which freely moves around the mandrel. The expansion element movement is restrained by the mandrel taper and by a collar. The anchor is installed in a predrilled hole with a hammer. When torque is applied to the nut of the installed anchor, the mandrel is drawn into the expansion element, which is in turn expanded against the wall of the drilled hole. 3.2 Concrete: Normal-weight and lightweight concrete must conform to Sections 1903 and 1905 of the IBC. 3.3 Steel Deck Panels: Steel deck panels must be in accordance with the configuration in Figures 5A, 5B, 5C and 5D and have a 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 © 2017 ICC Evaluation Service, LLC. All rights reserved. Page 1 of 16 ESR-1917 | Most Widely Accepted and Trusted minimum base steel thickness of 0.035 inch (0.899 mm). Steel must comply with ASTM A653/A653M SS Grade 33 and have a minimum yield strength of 33,000 psi (228 MPa). 4.0 DESIGN AND INSTALLATION 4.1 Strength Design: 4.1.1 General: Design strength of anchors complying with the 2015 IBC, as well as Section R301.1.3 of the 2015 IRC must be determined in accordance with ACI 318-14 Chapter 17 and this report. Design strength of anchors complying with the 2012 IBC as well as Section R301.1.3 of the 2012 IRC, must be determined in accordance with ACI 318-11 Appendix D and this report. Design strength of anchors complying with the 2009 IBC and Section R301.1.3 of the 2009 IRC must be determined in accordance with ACI 318-08 Appendix D and this report. Design strength of anchors complying with the 2006 IBC and Section R301.1.3 of the 2006 IRC must be in accordance with ACI 318-05 Appendix D and this report. Design parameters provided in Tables 3, 4, 5 and 6 of this report are based on the 2015 IBC (ACI 318-14) and the 2012 IBC (ACI 318-11) unless noted otherwise in Sections 4.1.1 through 4.1.12. The strength design of anchors must comply with ACI 318-14 17.3.1 or ACI 318-11 D.4.1, as applicable, except as required in ACI 318-14 17.2.3 or ACI 318-11 D.3.3, as applicable. Strength reduction factors, φ, as given in ACI 318-14 17.3.3 or ACI 318-11 D.4.3, as applicable, and noted in Tables 3 and 4 of this report, must be used for load combinations calculated in accordance with Section 1605.2 of the IBC and Section 5.3 of ACI 318-14 or Section 9.2 of ACI 318-11, as applicable. Strength reduction factors, φ, as given in ACI 318-11 D.4.4 must be used for load combinations calculated in accordance with ACI 318-11 Appendix C. An example calculation in accordance with the 2015 and 2012 IBC is provided in Figure 8. The value of f′c used in the calculations must be limited to a maximum of 8,000 psi (55.2 MPa), in accordance with ACI 318-14 17.2.7 or ACI 318-11 D.3.7, as applicable. 4.1.2 Requirements for Static Steel Strength in Tension: The nominal static steel strength, Nsa, of a single anchor in tension must be calculated in accordance with ACI 318-14 17.4.1.2 or ACI 318-11 D.5.1.2, as applicable. The resulting Nsa values are provided in Tables 3 and 4 of this report. Strength reduction factors φ corresponding to ductile steel elements may be used. 4.1.3 Requirements for Static Concrete Breakout Strength in Tension: The nominal concrete breakout strength of a single anchor or group of anchors in tension, Ncb or Ncbg, respectively, must be calculated in accordance with ACI 318-14 17.4.2 or ACI 318-11 D.5.2, as applicable, with modifications as described in this section. The basic concrete breakout strength in tension, Nb, must be calculated in accordance with ACI 318-14 17.4.2.2 or ACI 318-11 D.5.2.2, as applicable, using the values of hef and kcr as given in Tables 3, 4 and 6. The nominal concrete breakout strength in tension in regions where analysis indicates no cracking in accordance with ACI 318-14 17.4.2.6 or ACI 318-11 D.5.2.6, as applicable, must be calculated with kuncr as given in Tables 3 and 4 and with Ψc,N = 1.0. For carbon steel KB-TZ anchors installed in the soffit of sand-lightweight or normal-weight concrete on steel deck floor and roof assemblies, as shown in Figures 5A, 5B and 5C, calculation of the concrete breakout strength is not required. Page 2 of 16 4.1.4 Requirements for Static Pullout Strength in Tension: The nominal pullout strength of a single anchor in accordance with ACI 318-14 17.4.3.1 and 17.4.3.2 or ACI 318-11 D.5.3.1 and D.5.3.2, respectively, as applicable, in cracked and uncracked concrete, Np,cr and Np,uncr, respectively, is given in Tables 3 and 4. For all design cases Ψc,P = 1.0. In accordance with ACI 318-14 17.4.3 or ACI 318-11 D.5.3, as applicable, the nominal pullout strength in cracked concrete may be calculated in accordance with the following equation: 𝑁𝑁𝑝𝑝,𝑓𝑓𝑐𝑐′ = 𝑁𝑁𝑝𝑝,𝑐𝑐𝑐𝑐 � 𝑓𝑓𝑐𝑐′ (lb, psi) 𝑓𝑓𝑐𝑐′ (N, MPa) 2,500 𝑁𝑁𝑝𝑝,𝑓𝑓𝑐𝑐′ = 𝑁𝑁𝑝𝑝,𝑐𝑐𝑐𝑐 � 17.2 (Eq-1) In regions where analysis indicates no cracking in accordance with ACI 318-14 17.4.3.6 or ACI 318-11 D.5.3.6, as applicable, the nominal pullout strength in tension may be calculated in accordance with the following equation: 𝑁𝑁𝑝𝑝,𝑓𝑓𝑐𝑐′ = 𝑁𝑁𝑝𝑝,𝑢𝑢𝑢𝑢𝑢𝑢𝑢𝑢 � 𝑁𝑁𝑝𝑝,𝑓𝑓𝑐𝑐′ = 𝑁𝑁𝑝𝑝,𝑢𝑢𝑢𝑢𝑢𝑢𝑢𝑢 � 𝑓𝑓𝑐𝑐′ (lb, psi) 𝑓𝑓𝑐𝑐′ (N, MPa) 2,500 17.2 (Eq-2) Where values for Np,cr or Np,uncr are not provided in Table 3 or Table 4, the pullout strength in tension need not be evaluated. The nominal pullout strength in cracked concrete of the carbon steel KB-TZ installed in the soffit of sand-lightweight or normal-weight concrete on steel deck floor and roof assemblies, as shown in Figures 5A, 5B and 5C, is given in Table 5. In accordance with ACI 318-14 17.4.3.2 or ACI 318-11 D.5.3.2, as applicable, the nominal pullout strength in cracked concrete must be calculated in accordance with Eq-1, whereby the value of Np,deck,cr must be substituted for Np,cr and the value of 3,000 psi (20.7 MPa) must be substituted for the value of 2,500 psi (17.2 MPa) in the denominator. In regions where analysis indicates no cracking in accordance with ACI 318-14 17.4.3.6 or ACI 318-11 D.5.3.6, as applicable, the nominal strength in uncracked concrete must be calculated according to Eq-2, whereby the value of Np,deck,uncr must be substituted for Np,uncr and the value of 3,000 psi (20.7 MPa) must be substituted for the value of 2,500 psi (17.2 MPa) in the denominator. The use of stainless steel KB-TZ anchors installed in the soffit of concrete on steel deck assemblies is beyond the scope of this report. 4.1.5 Requirements for Static Steel Strength in Shear: The nominal steel strength in shear, Vsa, of a single anchor in accordance with ACI 318-14 17.5.1.2 or ACI 318-11 D.6.1.2, as applicable, is given in Table 3 and Table 4 of this report and must be used in lieu of the values derived by calculation from ACI 318-14 Eq. 17.5.1.2b or ACI 318-11 Eq. D-29, as applicable. The shear strength Vsa,deck of the carbon-steel KB-TZ as governed by steel failure of the KB-TZ installed in the soffit of sand-lightweight or normal-weight concrete on steel deck floor and roof assemblies, as shown in Figures 5A, 5B and 5C, is given in Table 5. 4.1.6 Requirements for Static Concrete Breakout Strength in Shear: The nominal concrete breakout strength of a single anchor or group of anchors in shear, Vcb or Vcbg, respectively, must be calculated in accordance with ACI 318-14 17.5.2 or ACI 318-11 D.6.2, as applicable, with modifications as described in this section. The basic concrete breakout strength, Vb, must be calculated in ESR-1917 | Most Widely Accepted and Trusted accordance with ACI 318-14 17.5.2.2 or ACI 318-11 D.6.2.2, as applicable, based on the values provided in Tables 3 and 4. The value of ℓe used in ACI 318-14 Eq. 17.5.2.2a or ACI 318-11 Eq. D-33 must be taken as no greater than the lesser of hef or 8da. For carbon steel KB-TZ anchors installed in the soffit of sand-lightweight or normal-weight concrete on steel deck floor and roof assemblies, as shown in Figures 5A, 5B and 5C, calculation of the concrete breakout strength in shear is not required. 4.1.7 Requirements for Static Concrete Pryout Strength in Shear: The nominal concrete pryout strength of a single anchor or group of anchors, Vcp or Vcpg, respectively, must be calculated in accordance with ACI 318-14 17.5.3 or ACI 318-11 D.6.3, as applicable, modified by using the value of kcp provided in Tables 3 and 4 of this report and the value of Ncb or Ncbg as calculated in Section 4.1.3 of this report. For carbon steel KB-TZ anchors installed in the soffit of sand-lightweight or normal-weight concrete over profile steel deck floor and roof assemblies, as shown in Figures 5A, 5B, and 5C, calculation of the concrete pry-out strength in accordance with ACI 318-14 17.5.3 or ACI 318-11 D.6.3 is not required. 4.1.8 Requirements for Seismic Design: 4.1.8.1 General: For load combinations including seismic, the design must be performed in accordance with ACI 318-14 17.2.3 or ACI 318-11 D.3.3, as applicable. Modifications to ACI 318-14 17.2.3 shall be applied under Section 1905.1.8 of the 2015 IBC. For the 2012 IBC, Section 1905.1.9 shall be omitted. Modifications to ACI 318 (-08, -05) D.3.3 shall be applied under Section 1908.1.9 of the 2009 IBC, or Section 1908.1.16 of the 2006 IBC, as applicable. The anchors comply with ACI 318-14 2.3 or ACI 318-11 D.1, as applicable, as ductile steel elements and must be designed in accordance with ACI 318-14 17.2.3.4, 17.2.3.5, 17.2.3.6 or 17.2.3.7; or ACI 318-11 D.3.3.4, D.3.3.5, D.3.3.6 or D.3.3.7; ACI 318-08 D.3.3.4, D.3.3.5 or D.3.3.6; or ACI 318-05 D.3.3.4 or D.3.3.5, as applicable. Strength reduction factors, φ, are given in Tables 3 and 4 of this report. The anchors may be installed in Seismic Design Categories A through F of the IBC. 4.1.8.2 Seismic Tension: The nominal steel strength and nominal concrete breakout strength for anchors in tension must be calculated in accordance with ACI 318-14 17.4.1 and 17.4.2 or ACI 318-11 D.5.1 and D.5.2, as applicable, as described in Sections 4.1.2 and 4.1.3 of this report. In accordance with ACI 318-14 17.4.3.2 or ACI 318-11 D.5.3.2, as applicable, the appropriate pullout strength in tension for seismic loads, Np,eq, described in Table 4 or Np,deck,cr described in Table 5 must be used in lieu of Np, as applicable. The value of Np,eq or Np,deck,cr may be adjusted by calculation for concrete strength in accordance with Eq-1 and Section 4.1.4 whereby the value of Np,deck,cr must be substituted for Np,cr and the value of 3,000 psi (20.7 MPa) must be substituted for the value of 2,500 psi (17.2 MPa) in the denominator. If no values for Np,eq are given in Table 3 or Table 4, the static design strength values govern. 4.1.8.3 Seismic Shear: The nominal concrete breakout strength and pryout strength in shear must be calculated in accordance with ACI 318-14 17.5.2 and 17.5.3 or ACI 318-11 D.6.2 and D.6.3, respectively, as applicable, as described in Sections 4.1.6 and 4.1.7 of this report. In accordance with ACI 318-14 17.5.1.2 or ACI 318-11 D.6.1.2, as applicable, the appropriate value for nominal Page 3 of 16 steel strength for seismic loads, Vsa,eq described in Table 3 and Table 4 or Vsa,deck described in Table 5 must be used in lieu of Vsa, as applicable. 4.1.9 Requirements for Interaction of Tensile and Shear Forces: For anchors or groups of anchors that are subject to the effects of combined tension and shear forces, the design must be performed in accordance with ACI 318-14 17.6 or ACI 318-11 D.7, as applicable. 4.1.10 Requirements for Minimum Member Thickness, Minimum Anchor Spacing and Minimum Edge Distance: In lieu of ACI 318-14 17.7.1 and 17.7.3 or ACI 318-11 D.8.1 and D.8.3, respectively, as applicable, values of smin and cmin as given in Tables 3 and 4 of this report must be used. In lieu of ACI 318-14 17.7.5 or ACI 318-11 D.8.5, as applicable, minimum member thicknesses hmin as given in Tables 3 and 4 of this report must be used. Additional combinations for minimum edge distance, cmin, and spacing, smin, may be derived by linear interpolation between the given boundary values as described in Figure 4. For carbon steel KB-TZ anchors installed on the top of normal-weight or sand-lightweight concrete over profile steel deck floor and roof assemblies, the anchor must be installed in accordance with Table 6 and Figure 5D. For carbon steel KB-TZ anchors installed in the soffit of sand-lightweight or normal-weight concrete over profile steel deck floor and roof assemblies, the anchors must be installed in accordance with Figure 5A, 5B and 5C and shall have an axial spacing along the flute equal to the greater of 3hef or 1.5 times the flute width. 4.1.11 Requirements for Critical Edge Distance: In applications where c < cac and supplemental reinforcement to control splitting of the concrete is not present, the concrete breakout strength in tension for uncracked concrete, calculated in accordance with ACI 318-14 17.4.2 or ACI 318-11 D.5.2, as applicable, must be further multiplied by the factor Ψcp,N as given by Eq-1: 𝛹𝛹𝑐𝑐𝑐𝑐,𝑁𝑁 = 𝑐𝑐 (Eq-3) 𝑐𝑐𝑎𝑎𝑎𝑎 whereby the factor Ψ cp,N need not be taken as less than 1.5hef . For all other cases, Ψcp,N = 1.0. In lieu of c ac using ACI 318-14 17.7.6 or ACI 318-11 D.8.6, as applicable, values of cac must comply with Table 3 or Table 4 and values of cac,deck must comply with Table 6. 4.1.12 Lightweight Concrete: For the use of anchors in lightweight concrete, the modification factor λa equal to 0.8λ is applied to all values of f c′ affecting Nn and Vn. For ACI 318-14 (2015 IBC), ACI 318-11 (2012 IBC) and ACI 318-08 (2009 IBC), λ shall be determined in accordance with the corresponding version of ACI 318. For ACI 318-05 (2006 IBC), λ shall be taken as 0.75 for all lightweight concrete and 0.85 for sand-lightweight concrete. Linear interpolation shall be permitted if partial sand replacement is used. In addition, the pullout strengths Np,uncr, Np,cr and Np,eq shall be multiplied by the modification factor, λa, as applicable. For anchors installed in the soffit of sand-lightweight concrete-filled steel deck and floor and roof assemblies, further reduction of the pullout values provided in this report is not required. 4.2 Allowable Stress Design (ASD): 4.2.1 General: Design values for use with allowable stress design (working stress design) load combinations calculated in accordance with Section 1605.3 of the IBC, must be established as follows: ESR-1917 | Most Widely Accepted and Trusted Page 4 of 16 Tallowable,ASD = φN n α Vallowable,ASD = φVn α Tallowable,ASD = Allowable tension load (lbf or kN). Vallowable,ASD = Allowable shear load (lbf or kN). φNn = Lowest design strength of an anchor or anchor group in tension as determined in accordance with ACI 318-14 Chapter 17 and 2015 IBC Section 1905.1.8, ACI 318-11 Appendix D, ACI 318-08 Appendix D and 2009 IBC Section 1908.1.9, ACI 318-05 Appendix D and 2006 IBC Section 1908.1.16, and Section 4.1 of this report, as applicable (lbf or N). φVn = Lowest design strength of an anchor or anchor group in shear as determined in accordance with ACI 318-14 Chapter 17 and 2015 IBC Section 1905.1.8, ACI 318-11 Appendix D, ACI 318-08 Appendix D and 2009 IBC Section 1908.1.9, ACI 318-05 Appendix D and 2006 IBC Section 1908.1.16, and Section 4.1 of this report, as applicable (lbf or N). 3 where: α = Conversion factor calculated as a weighted average of the load factors for the controlling load combination. In addition, α must include all applicable factors to account for nonductile failure modes and required overstrength. The requirements for member thickness, edge distance and spacing, described in this report, must apply. An example of allowable stress design values for illustrative purposes in shown in Table 7. 3 permitted for use with the /8” and /4” diameter KB-TZ anchors. The minimum drilled hole depth, h0, is given in Tables 1A and 1B. When drilling dust is not removed after hole drilling, make sure to drill deep enough to achieve hnom taking into account the depth of debris remaining in the hole. If dust and debris is removed from the drilled hole with the Hilti TE-YD or TE-CD Hollow Drill Bits or compressed air or a manual pump, hnom is achieved at the specified value of h0 noted in Tables 1A and 1B. The anchor must be hammered into the predrilled hole until hnom is achieved. The nut must be hand-tightened against the washer until the torque values specified in Tables 1A and 1B are achieved. For installation in the soffit of concrete on steel deck assemblies, the hole diameter in the steel deck not exceed the diameter of the hole in the 1 concrete by more than /8 inch (3.2 mm). For member thickness and edge distance restrictions for installations into the soffit of concrete on steel deck assemblies, see Figures 5A, 5B and 5C. The 3/8”, 1/2”, and 5/8” anchors may be installed using the Hilti Safe-Set™ System consisting of the Hilti SIW-6AT-A22 Impact Wrench used together with the Hilti SI-AT-A22 Adaptive Torque Module in accordance with the manufacturer’s published installation instructions as shown in Figure 7A. 4.4 Special Inspection: Periodic special inspection is required in accordance with Section 1705.1.1 and Table 1705.3 of the 2015 IBC and 2012 IBC; Section 1704.15 and Table 1704.4 of the 2009 IBC; or Section 1704.13 of the 2006 IBC, as applicable. The special inspector must make periodic inspections during anchor installation to verify anchor type, anchor dimensions, concrete type, concrete compressive strength, anchor spacing, edge distances, concrete member thickness, tightening torque, hole dimensions, anchor embedment and adherence to the manufacturer’s printed installation instructions. The special inspector must be present as often as required in accordance with the “statement of special inspection.” Under the IBC, additional requirements as set forth in Sections 1705, 1706 and 1707 must be observed, where applicable. 5.0 CONDITIONS OF USE 4.2.2 Interaction of Tensile and Shear Forces: The interaction must be calculated and consistent with ACI 318-14 17.6 or ACI 318-11 D.7, as applicable, as follows: The Hilti KB-TZ anchors described in this report comply with the codes listed in Section 1.0 of this report, subject to the following conditions: For shear loads Vapplied ≤ 0.2Vallowable,ASD, the full allowable load in tension must be permitted. 5.1 Anchor sizes, dimensions, minimum embedment depths and other installation parameters are as set forth in this report. For tension loads Tapplied ≤ 0.2Tallowable,ASD, the full allowable load in shear must be permitted. For all other cases: 𝑇𝑇𝑎𝑎𝑎𝑎𝑎𝑎𝑎𝑎𝑎𝑎𝑎𝑎𝑎𝑎 𝑇𝑇𝑎𝑎𝑎𝑎𝑎𝑎𝑎𝑎𝑎𝑎𝑎𝑎𝑎𝑎𝑎𝑎𝑎𝑎,𝐴𝐴𝐴𝐴𝐴𝐴 + 𝑉𝑉𝑎𝑎𝑎𝑎𝑎𝑎𝑎𝑎𝑎𝑎𝑎𝑎𝑎𝑎 𝑉𝑉𝑎𝑎𝑎𝑎𝑎𝑎𝑎𝑎𝑎𝑎𝑎𝑎𝑎𝑎𝑎𝑎𝑎𝑎,𝐴𝐴𝐴𝐴𝐴𝐴 ≤ 1.2 (Eq-4) 4.3 Installation: Installation parameters are provided in Tables 1A, 1B and 6 and Figures 2, 5A, 5B, 5C, and 5D. Anchor locations must comply with this report and plans and specifications approved by the code official. The Hilti KB-TZ must be installed in accordance with manufacturer’s published instructions and this report. In case of conflict, this report governs. Anchors must be installed in holes drilled into the concrete using carbide-tipped masonry drill bits complying with ANSI B212.15-1994 or using the Hilti SafeSet TM with Hilti TE-YD or TE-CD Hollow Drill Bits System complying with ANSI B212.15-1994 with a Hilti vacuum with a minimum value for the maximum volumetric flow rate of 129 CFM (61 l/s). The Hollow Drill Bits are not 5.2 The anchors must be installed in accordance with the manufacturer’s published instructions and this report. In case of conflict, this report governs. 5.3 Anchors must be limited to use in cracked and uncracked normal-weight concrete and lightweight concrete having a specified compressive strength, f'c, of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa) [minimum of 24 MPa is required under ADIBC Appendix L, Section 5.1.1], and cracked and uncracked normal-weight or sand-lightweight concrete over metal deck having a minimum specified compressive strength, f 'c, of 3,000 psi (20.7 MPa) [minimum of 24 MPa is required under ADIBC Appendix L, Section 5.1.1]. 5.4 The values of f'c used for calculation purposes must not exceed 8,000 psi (55.1 MPa). 5.5 Strength design values must be established in accordance with Section 4.1 of this report. ESR-1917 | Most Widely Accepted and Trusted 5.6 Allowable design values accordance with Section 4.2. are established Page 5 of 16 in 5.13 Use of zinc-coated carbon steel anchors is limited to dry, interior locations. 5.7 Anchor spacing and edge distance as well as minimum member thickness must comply with Tables 3, 4, and 6, and Figures 4, 5A, 5B, 5C and 5D. 5.14 Use of anchors made of stainless steel as specified in this report are permitted for exterior exposure and damp environments. 5.8 Prior to installation, calculations and details demonstrating compliance with this report must be submitted to the code official. The calculations and details must be prepared by a registered design professional where required by the statutes of the jurisdiction in which the project is to be constructed. 5.15 Use of anchors made of stainless steel as specified in this report are permitted for contact with preservativetreated and fire-retardant-treated wood. 5.9 Since an ICC-ES acceptance criteria for evaluating data to determine the performance of expansion anchors subjected to fatigue or shock loading is unavailable at this time, the use of these anchors under such conditions is beyond the scope of this report. 5.10 Anchors may be installed in regions of concrete where cracking has occurred or where analysis indicates cracking may occur (ft > fr), subject to the conditions of this report. 5.11 Anchors may be used to resist short-term loading due to wind or seismic forces in locations designated as Seismic Design Categories A through F of the IBC, subject to the conditions of this report. 5.12 Where not otherwise prohibited in the code, KB-TZ anchors are permitted for use with fire-resistancerated construction provided that at least one of the following conditions is fulfilled: • Anchors are used to resist wind or seismic forces only. • Anchors that support a fire-resistance-rated envelope or a fire-resistance-rated membrane are protected by approved fire-resistance-rated materials, or have been evaluated for resistance to fire exposure in accordance with recognized standards. • Anchors are elements. used to support nonstructural 5.16 Anchors are manufactured by Hilti AG under an approved quality-control program with inspections by ICC-ES. 5.17 Special inspection must be provided in accordance with Section 4.4. 6.0 EVIDENCE SUBMITTED 6.1 Data in accordance with the ICC-ES Acceptance Criteria for Mechanical Anchors in Concrete Elements (AC193), dated October 2015, which incorporates requirements in ACI 355.2-07 / ACI 255.2-04 for use in cracked and uncracked concrete. 6.2 Quality-control documentation. 7.0 IDENTIFICATION The anchors are identified by packaging labeled with the manufacturer’s name (Hilti, Inc.) and contact information, anchor name, anchor size, and evaluation report number (ESR-1917). The anchors have the letters KB-TZ embossed on the anchor stud and four notches embossed into the anchor head, and these are visible after installation for verification. ESR-1917 | Most Widely Accepted and Trusted Page 6 of 16 TABLE 1A—SETTING INFORMATION (CARBON STEEL ANCHORS) SETTING INFORMATION Anchor O.D. Units da 2 (do) In. 0.375 0.5 0.625 0.75 (mm) (9.5) (12.7) (15.9) (19.1) Nominal bit diameter dbit Effective min. embedment hef Nominal embedment Min. hole depth Nominal anchor diameter (in.) Symbol 3 1 1 /2 ho Min. thickness of fastened part1 tmin Required Installation torque Tinst (mm) (38) in. 1 /16 2 /16 3 /16 (mm) (46) (59) In. 2 2 /8 5 (mm) (51) In. 0 (mm) (0) 13 dh Standard anchor lengths ℓanch ℓthread Unthreaded length ℓunthr 1 2 1 3 /4 3 /8 3 /4 1 3 /4 3 4 /4 (83) (95) (121) 4 (83) (79) 2 /8 3 3 /8 5 3 /16 4 /16 3 /16 4 /16 5 /16 (78) (60) (91) (91) (113) (97) (110) (136) 3 /8 3 2 /8 5 4 3 /4 3 4 /4 3 4 4 /2 1 5 /4 (67) (86) (67) (102) (95) (121) (146) 0 0 (0) (0) 1 3 /4 9 1 3 (6) (9) /4 (19) (102) 7 13 5 (102) (114) /4 0 0 (19) (0) (0) 3 /8 /8 110 (Nm) (34) (54) (81) (149) 9 /16 /16 (11.1) 33/4 3 11 5 33/4 13 /16 (14.3) 41/2 /16 (17.5) 51/2 43/4 7 (20.6) 81/2 6 3 (23) 60 7 5 7 40 In. 3 (51) 5 (70) /4 25 (mm) Threaded length (incl. dog point) (51) 3 /8 ft-lb In. Min. dia. of hole in fastened part 3 2 /4 /4 5 /2 2 3 /8 1 /8 In. 5 /2 3 In. hnom 1 /8 10 51/2 7 8 10 (178) (203) (254) (mm) (76) (95) (127) (95) (114) (140) (178) (121) (152) (216) (254) (140) In. 11/2 21/4 31/2 15/8 23/8 33/8 47/8 11/2 23/4 51/4 63/4 21/2 4 5 7 (mm) (38) (57) (93) (41) (60) (86) (124) (38) (70) (133) (171) (63) (103) (128) (179) In. 11/2 21/8 31/4 3 (mm) (39) (54) (83) (77) 1 The minimum thickness of the fastened part is based on use of the anchor at minimum embedment and is controlled by the length of thread. If a thinner fastening thickness is required, increase the anchor embedment to suit. The notation in parenthesis is for the 2006 IBC. 3 See section 4.3 for alternate installation with Hilti Safe-Set™ System consisting of the Hilti SIW-6AT-A22 Impact Wrench used together with the Hilti SI-AT-A22 Adaptive Torque Module. 2 TABLE 1B—SETTING INFORMATION (STAINLESS STEEL ANCHORS) SETTING INFORMATION Anchor O.D. Nominal bit diameter Effective min. embedment Nominal embedment 1 Units da (do)2 In. 0.375 0.5 0.625 0.75 (mm) (9.5) (12.7) (15.9) (19.1) dbit hef hnom Min. hole depth ho Min. thickness of fastened part1 tmin Required Installation torque Nominal anchor diameter (in.) Symbol Tinst Min. dia. of hole in fastened part dh Standard anchor lengths ℓanch Threaded length (incl. dog point) ℓthread Unthreaded length ℓunthr 3 1 /8 3 In. 3 /8 1 /8 In. 5 /2 /4 5 /2 3 /8 1 /4 1 3 /8 4 3 3 /4 43/4 2 2 3 /4 (mm) (51) (51) (83) (79) (102) (95) (121) in. 5 2 /16 23/8 35/8 39/16 47/16 45/16 55/16 (mm) (59) (60) (91) (91) (113) (110) (136) In. 5 2 /8 25/8 4 33/4 43/4 41/2 53/4 (mm) (67) (67) (102) (95) (121) (114) (146) 1 3 /4 In. /4 1 3 (6) (9) /4 (19) 3 /8 1 /4 15/8 /8 (6) ft-lb 25 40 60 110 (Nm) (34) (54) (81) (149) 7 In. 9 /16 (mm) (19) (41) (mm) 11 /16 (11.1) (3) 13 /16 (14.3) /16 (17.5) (20.6) In. 3 33/4 5 33/4 41/2 51/2 7 43/4 6 81/2 10 51/2 8 10 (mm) (76) (254) In. (mm) (95) (127) (95) (114) (140) (178) (121) (152) (216) (254) (140) (203) /8 15/8 27/8 15/8 23/8 33/8 47/8 11/2 23/4 51/4 63/4 11/2 4 6 (22) (41) (73) (41) (60) (86) (124) (38) (70) (133) (171) (38) (102) (152) 7 In. 21/8 21/8 31/4 4 (mm) (54) (54) (83) (102) The minimum thickness of the fastened part is based on use of the anchor at minimum embedment and is controlled by the length of thread. If a thinner fastening thickness is required, increase the anchor embedment to suit. 2 The notation in parenthesis is for the 2006 IBC. 3 See section 4.3 for alternate installation with Hilti Safe-Set™ System consisting of the Hilti SIW-6AT-A22 Impact Wrench used together with the Hilti SI-AT-A22 Adaptive Torque Module. ESR-1917 | Most Widely Accepted and Trusted Page 7 of 16 UNC thread dog point mandrel expansion element collar hex nut washer bolt FIGURE 1—HILTI CARBON STEEL KWIK BOLT TZ (KB-TZ) ℓthread dh t ℓanch ℓunthr da hnom hef ho FIGURE 2—KB-TZ INSTALLED TABLE 2—LENGTH IDENTIFICATION SYSTEM (CARBON STEEL AND STAINLESS STEEL ANCHORS) Length ID marking on bolt head Length of From anchor, Up to but ℓanch not (inches) including A B C D E F G H I J K L M N O P 1½ 2 2½ 3 3½ 4 4½ 5 5½ 6 6½ 7 7½ 8 8½ 9 2 2½ 3 3½ 4 4½ 5 5½ 6 6½ 7 7½ 8 8½ 9 Q R S T U V W 9 ½ 10 11 12 13 14 15 12 13 14 15 16 9 ½ 10 11 FIGURE 3—BOLT HEAD WITH LENGTH IDENTIFICATION CODE AND KB-TZ HEAD NOTCH EMBOSSMENT ESR-1917 | Most Widely Accepted and Trusted Page 8 of 16 TABLE 3—DESIGN INFORMATION, CARBON STEEL KB-TZ DESIGN INFORMATION Symbol Anchor O.D. da(do) 1 Effective min. embedment 2 hef Min. member thickness hmin Critical edge distance cac cmin smin Min. anchor spacing for c ≥ Min. hole depth in concrete ho Min. specified yield strength fy Min. specified ult. strength Effective tensile stress area futa Ase,N Steel strength in tension Nsa Steel strength in shear Vsa Steel strength in shear, seismic3 Pullout strength uncracked concrete4 Pullout strength cracked concrete4 Vsa,eq Np,uncr Np,cr 3 1 /8 in. 5 /2 0.375 (mm) (9.5) (12.7) 0.75 (15.9) (19.1) 1 2 2 /4 3 2 3 /4 1 3 /8 1 4 3 /4 1 3 /4 3 4 /4 (mm) (38) (51) (70) (51) (83) (79) (102) (83) (95) (121) in. 3 /4 1 4 5 5 4 6 6 8 5 6 8 5 /2 1 6 8 8 (mm) (83) (102) (127) (127) (102) (152) (152) (203) (127) (152) (203) (140) (152) (203) (203) in. 6 43/8 4 41/8 51/2 41/2 71/2 6 61/2 83/4 63/4 12 10 8 9 (mm) (152) (111) (102) (105) (140) (114) (191) (152) (165) (222) (171) (305) (254) (203) (229) In. 8 2 /2 1 2 /2 1 2 /4 3 2 /8 3 3 /8 5 3 /4 (mm) (203) (64) (64) (70) (60) (92) (83) 1 1 2 9 (241) 3 4 /4 3 4 /8 (121) (105) 1 in. 8 5 5 53/4 53/4 61/8 57/8 5 101/2 87/8 (mm) (203) (127) (127) (146) (146) (156) (149) (127) (267) (225) in. 8 2 /2 1 2 /2 1 2 /4 3 2 /8 3 3 /2 1 3 5 5 4 (mm) (203) (64) (64) (70) (60) (89) (76) (127) (127) (102) In. 8 3 /8 5 3 /8 5 4 /8 1 3 /2 1 4 /4 3 4 /4 9 /2 1 7 /4 (mm) (203) (92) (92) (105) (89) (121) (108) (241) (241) (197) in. 2 2 /8 5 3 /8 3 2 /8 5 4 3 /4 3 4 /4 3 4 4 /2 1 5 /4 (mm) (51) (67) (86) (67) (102) (98) (121) (102) (117) (146) 1 1 2 9 lb/in2 100,000 84,800 84,800 (N/mm2) (690) (585) (585) (585) lb/in2 125,000 106,000 106,000 106,000 (N/mm2) In2 (862) 0.052 (731) 0.101 (731) 0.162 (731) 0.237 (mm2) (33.6) (65.0) (104.6) (152.8) lb 6,500 10,705 17,170 25,120 (kN) (28.9) (47.6) (76.4) (111.8) 13,675 lb 2,180 3,595 5,495 8,090 (9.7) (16.0) (24.4) (36.0) (60.8) lb 2,180 2,255 5,495 7,600 11,745 (33.8) (52.2) (kN) (9.7) lb 2,160 2,515 4,110 (kN) (9.6) (11.2) (18.3) 2,270 3,160 (10.1) (14.1) lb (kN) NA (10.0) (24.4) NA NA 5,515 NA (24.5) 4,915 9,145 NA (40.7) NA (21.9) 2 3 3 84,800 (kN) 8,280 10,680 (36.8) (47.5) NA 1 Effectiveness factor kuncr uncracked concrete 24 Effectiveness factor kcr cracked concrete6 17 7 1.0 Coefficient for pryout strength, kcp 1.0 2.0 1.0 2.0 Strength reduction factor φ for tension, steel failure modes8 0.75 Strength reduction factor φ for shear, steel failure modes8 0.65 Strength reduction φ factor for tension, concrete failure modes or pullout, Condition B9 0.55 Strength reduction φ factor for shear, concrete failure modes, Condition B9 Axial stiffness in service load range10 /4 0.625 1 /2 Anchor category5 Ψc,N= kuncr/kcr 3 /8 0.5 in. Min. edge distance for s ≥ Nominal anchor diameter Units 0.65 0.70 βuncr lb/in. 600,000 βcr lb/in. 135,000 For SI: 1 inch = 25.4 mm, 1 lbf = 4.45 N, 1 psi = 0.006895 MPa. For pound-inch units: 1 mm = 0.03937 inches. 1 See Fig. 2. For sand-lightweight or normal-weight concrete over metal deck, see Figures 5A, 5B, 5C and 5D and Tables 5 and 6. See Section 4.1.8 of this report. 4 For all design cases Ψc,P =1.0. NA (not applicable) denotes that this value does not control for design. See Section 4.1.4 of this report. 5 See ACI 318-14 17.3.3 or ACI 318-11 D.4.3, as applicable. 6 See ACI 318-14 17.4.2.2 or ACI 318-11 D.5.2.2, as applicable. 7 For all design cases Ψc,N =1.0. The appropriate effectiveness factor for cracked concrete (kcr) or uncracked concrete (kuncr) must be used. 8 The KB-TZ is a ductile steel element as defined by ACI 318-14 2.3 or ACI 318-11 D.1, as applicable. 9 For use with the load combinations of ACI 318-14 Section 5.3 or ACI 318-11 Section 9.2, as applicable. Condition B applies where supplementary reinforcement in conformance with ACI 318-14 17.3.3(c) or ACI 318-11 D.4.3(c), as applicable, is not provided, or where pullout or pryout strength governs. For cases where the presence of supplementary reinforcement can be verified, the strength reduction factors associated with Condition A may be used. 10 Mean values shown, actual stiffness may vary considerably depending on concrete strength, loading and geometry of application. 2 3 ESR-1917 | Most Widely Accepted and Trusted Page 9 of 16 TABLE 4—DESIGN INFORMATION, STAINLESS STEEL KB-TZ DESIGN INFORMATION Symbol Anchor O.D. da(do) 1 Effective min. embedment hef Min. member thickness hmin Critical edge distance cac Min. edge distance for s ≥ smin Min. anchor spacing for c ≥ ho Min. specified yield strength fy Min. specified ult. Strength Effective tensile stress area futa Ase,N Steel strength in tension Nsa Steel strength in shear Vsa Pullout strength in tension, seismic2 Np,eq Steel strength in shear, seismic2 Vsa,eq Pullout strength uncracked concrete3 Pullout strength cracked concrete3 3 1 /8 5 /2 in. 0.375 (mm) (9.5) in. 2 (mm) cmin Min. hole depth in concrete Nominal anchor diameter Units (12.7) (15.9) 1 (51) (19.1) 1 3 /4 3 /8 (83) 3 4 (79) 3 3 /4 (102) 4 /4 (95) (121) 4 5 4 6 6 8 5 6 8 6 8 8 (mm) (102) (127) (102) (152) (152) (203) (127) (152) (203) (152) (203) (203) in. 4 /8 3 3 /8 7 5 /2 1 4 /2 1 7 /2 1 6 7 8 /8 7 6 10 7 9 (mm) (111) (98) (140) (114) (191) (152) (178) (225) (152) (254) (178) (229) in. 2 /2 1 2 /8 7 2 /8 1 3 /4 1 2 /8 3 4 /4 1 4 (mm) (64) (73) (54) (83) (60) (108) (102) in. 5 53/4 51/4 51/2 51/2 10 81/2 (mm) (127) (146) (133) (140) (140) (254) (216) in. 2 /4 1 2 /8 7 2 2 /4 3 2 /8 3 5 4 (mm) (57) (73) (51) (70) (60) (127) (102) in. 3 /2 1 4 /2 1 3 /4 1 4 /8 1 4 /4 1 9 /2 1 7 (mm) (89) (114) (83) (105) (108) (241) (178) in. 2 /8 5 2 /8 5 4 3 /4 3 4 /4 3 4 /2 1 5 /4 (mm) (67) (67) (102) (98) (121) (117) (146) lb/in2 92,000 92,000 92,000 (N/mm2) (634) (634) (634) (525) lb/in2 115,000 115,000 115,000 101,500 3 76,125 (N/mm2) (793) (793) (793) (700) in2 0.052 0.101 0.162 0.237 (mm2) (33.6) (65.0) (104.6) (152.8) lb 5,968 11,554 17,880 24,055 (kN) lb (26.6) 4,720 (51.7) 6,880 (82.9) 9,870 (107.0) 15,711 (kN) (21.0) (30.6) (43.9) lb 2,340 (10.4) Np,uncr Np,cr (kN) 2,735 NA (12.2) NA (69.9) 5,840 (26.0) 8,110 (36.1) NA lb 2,825 6,880 9,350 12,890 (kN) (12.6) (30.6) (41.6) (57.3) lb 2,630 (kN) (11.7) lb 2,340 3,180 (kN) (10.4) (14.1) 1 2 Anchor category NA 5,760 NA (25.6) NA NA NA 5,840 8,110 (26.0) (36.1) 12,040 (53.6) NA 1 Effectiveness factor kuncr uncracked concrete 24 Effectiveness factor kcr cracked concrete5 17 24 17 6 17 17 24 17 1.0 Strength reduction factor φ for tension, steel failure modes7 0.75 Strength reduction factor φ for shear, steel failure modes 7 Strength reduction φ factor for tension, concrete failure modes, Condition B8 Coefficient for pryout strength, kcp 0.65 0.65 0.55 0.65 1.0 Strength reduction φ factor for shear, concrete failure modes, Condition B8 Axial stiffness in service load range9 0.75 in. 4 ΨC,N = kuncr/kcr /4 0.625 2 (51) 3 /8 0.5 2.0 0.70 βuncr lb/in. 120,000 βcr lb/in. 90,000 For SI: 1 inch = 25.4 mm, 1 lbf = 4.45 N, 1 psi = 0.006895 MPa For pound-inch units: 1 mm = 0.03937 inches. 1 See Fig. 2. See Section 4.1.8 of this report. NA (not applicable) denotes that this value does not control for design. For all design cases Ψc,P =1.0. NA (not applicable) denotes that this value does not control for design. See Section 4.1.4 of this report. 4 See ACI 318-14 17.3.3 or ACI 318-11 D.4.3, as applicable. 5 See ACI 318-14 17.4.2.2 or ACI 318-11 D.5.2.2, as applicable. 6 For all design cases Ψc,N =1.0. The appropriate effectiveness factor for cracked concrete (kcr) or uncracked concrete (kuncr) must be used. 7 The KB-TZ is a ductile steel element as defined by ACI 318 D.1. 8 For use with the load combinations of ACI 318-14 Section 5.3 or ACI 318-11 Section 9.2, as applicable. Condition B applies where supplementary reinforcement in conformance with ACI 318-14 17.3.3(c) or ACI 318-11 D.4.3(c), as applicable, is not provided, or where pullout or pryout strength governs. For cases where the presence of supplementary reinforcement can be verified, the strength reduction factors associated with Condition A may be used. 9 Mean values shown, actual stiffness may vary considerably depending on concrete strength, loading and geometry of application. 2 3 ESR-1917 | Most Widely Accepted and Trusted spacing s sdesign Page 10 of 16 cdesign hmin cmin at s ≥ smin at c ≥ sdesign h ≥ hmin cdesign edge distance c FIGURE 4—INTERPOLATION OF MINIMUM EDGE DISTANCE AND ANCHOR SPACING TABLE 5—HILTI KWIK BOLT TZ (KB-TZ) CARBON STEEL ANCHORS TENSION AND SHEAR DESIGN DATA FOR INSTALLATION IN THE SOFFIT OF CONCRETE-FILLED PROFILE STEEL DECK ASSEMBLIES1,6,7,8 DESIGN INFORMATION Effective Embedment Depth Symbol hef Minimum Hole Depth Anchor Diameter Units in. 3 1 /8 1 1 /2 5 /2 2 3 2 /4 2 5 3 5 2 /8 3 /8 1 3 /4 1 3 /8 4 3 3 /4 /4 4 1 3 /4 33/4 3 4 /4 4 41/2 ho in. 2 2 /8 3 /8 Np,deck,uncr lb 1,365 2,060 3,070 2,060 3,695 2,825 6,555 4,230 4,255 Np,deck,cr lb 1,145 1,460 2,360 1,460 2,620 2,000 4,645 3,000 3,170 Vsa,deck lb 1,745 2,130 2,715 3,000 4,945 4,600 6,040 4,840 6,190 Vsa,deck,eq lb 1,340 1,340 1,710 3,000 4,945 4,320 5,675 3,870 5,315 5,210 4,230 4,255 Loads According to Figure 5A Pullout Resistance, uncracked concrete 5 Pullout Resistance, cracked concrete 6 Steel Strength in Shear 7 Steel Strength in Shear, Seismic 8 Loads According to Figure 5B Pullout Resistance, uncracked concrete 5 Pullout Resistance, cracked concrete 6 Steel Strength in Shear 7 Steel Strength in Shear, Seismic 8 1,365 2,010 3,070 2,010 3,695 2,825 Np,deck,uncr lb Np,deck,cr lb 1,145 1,425 2,360 1,425 2,620 2,000 3,875 3,000 3,170 2,130 2,715 2,600 4,065 4,600 5,615 4,840 6,190 1,710 2,600 4,065 4,320 5,275 3,870 5,315 Vsa,deck lb 1,745 Vsa,deck,eq lb 1,340 1,340 Np,deck,uncr lb 1,285 1,845 1,865 3,375 4,065 Loads According to Figure 5C Pullout Resistance, uncracked concrete 5 Pullout Resistance, cracked concrete 6 1 Np,deck,cr lb 1,080 1,660 1,325 3,005 2,885 Steel Strength in Shear 7 Vsa,deck lb 1,845 2,845 2,585 3,945 4,705 Steel Strength in Shear, Seismic 8 Vsa,deck,eq lb 1,790 1,790 2,585 3,945 4,420 Installations must comply with Sections 4.1.10 and 4.3 and Figures 5A, 5B and 5C of this report. The values for ɸp in tension and ɸsa in shear can be found in Table 3 of this report. 3 Charactertistic pullout resistance for concrete compressive strengths greater than 3,000 psi may be increased by multiplying the value in the table by (f ' c / 3000)1/2 for psi or (f 'c / 20.7)1/2 for MPa [minimum of 24 MPa is required under ADIBC Appendix L, Section 5.1.1]. 4 Evaluation of concrete breakout capacity in accordance with ACI 318-14 17.4.2, 17.5.2 and 17.5.3 or ACI 318-11 D.5.2, D.6.2, and D.6.3, as applicable, is not required for anchors installed in the deck soffit. 5 The values listed must be used in accordance with Section 4.1.4 of this report. 6 The values listed must be used in accordance with Sections 4.1.4 and 4.1.8.2 of this report. 7 The values listed must be used in accordance with Section 4.1.5 of this report. 8 The values listed must be used in accordance with Section 4.1.8.3 of this report. Values are applicable to both static and seismic load combinations. 2 ESR-1917 | Most Widely Accepted and Trusted Page 11 of 16 TABLE 6—HILTI KWIK BOLT TZ (KB-TZ) CARBON STEEL ANCHORS SETTING INFORMATION FOR INSTALLATION ON THE TOP OF CONCRETE-FILLED PROFILE STEEL DECK ASSEMBLIES ACCORDING TO FIGURE 5D1,2,3,4 DESIGN INFORMATION Symbol Units Effective Embedment Depth hef in. Nominal anchor diameter 3 1 /8 11/2 13 /2 2 5 2 Nominal Embedment Depth hnom in. 1 /16 2 /16 23/8 Minimum Hole Depth h0 in. 2 25/8 25/8 Minimum concrete thickness5 hmin,deck in. 21/4 31/4 31/4 Critical edge distance cac,deck,top in. 8 41/2 6 Minimum edge distance cmin,deck,top in. 16 3 41/2 Minimum spacing smin,deck,top in. 8 4 61/2 Required Installation Torque Tinst ft-lb 25 25 40 1 Installation must comply with Sections 4.1.10 and 4.3 and Figure 5D of this report. For all other anchor diameters and embedment depths refer to Table 3 and 4 for applicable values of hmin, cmin, and smin. 3 Design capacity shall be based on calculations according to values in Table 3 of this report. 4 Applicable for 31/4-in ≤ hmin,deck < 4-in. For hmin,deck ≥ 4-inch use setting information in Table 3 of this report. 5 Minimum concrete thickness refers to concrete thickness above upper flute. See Figure 5D. 2 FIGURE 5A—INSTALLATION IN THE SOFFIT OF CONCRETE OVER METAL DECK FLOOR AND ROOF ASSEMBLIES – W DECK1 1 Anchors may be placed in the upper or lower flute of the steel deck profile provided the minimum hole clearance is satisfied. FIGURE 5B—INSTALLATION IN THE SOFFIT OF CONCRETE OVER METAL DECK FLOOR AND ROOF ASSEMBLIES – W DECK1 1 Anchors may be placed in the upper or lower flute of the steel deck profile provided the minimum hole clearance is satisfied. ESR-1917 | Most Widely Accepted and Trusted Page 12 of 16 FIGURE 5C—INSTALLATION IN THE SOFFIT OF CONCRETE OVER METAL DECK FLOOR AND ROOF ASSEMBLIES – B DECK1,2 1 Anchors may be placed in the upper or lower flute of the steel deck profile provided the minimum hole clearance is satisfied. Anchors in the lower flute may be installed with a maximum 1/8-inch offset in either direction from the center of the flute. The offset distance may be increased proportionally for profiles with lower flute widths greater than those shown provided the minimum lower flute edge distance is also satisfied. 2 Anchors may be placed in the upper flute of the steel deck profiles in accordance with Figure 5B provided the concrete thickness above the upper flute is minimum 21/4-inch and the minimum hole clearance of 5/8-inch is satisfied. FIGURE 5D—INSTALLATION ON THE TOP OF CONCRETE OVER METAL DECK FLOOR AND ROOF ASSEMBLIES – B DECK1,2 1 Refer to Table 6 for setting information for anchors in to the top of concrete over metal deck. Applicable for 21/4-in ≤ hmin < 4-in for 3/8” x 11/2” anchors and 31/4-in ≤ hmin < 4-in for 3/8” x 2” and 1/2" anchors. For hmin ≥ 4-inch use setting information in Table 3 of this report. 2 ESR-1917 | Most Widely Accepted and Trusted Page 13 of 16 TABLE 7—EXAMPLE ALLOWABLE LOAD VALUES FOR ILLUSTRATIVE PURPOSES Allowable tension (lbf) Nominal Anchor diameter (in.) Carbon Steel Embedment depth (in.) f'c = 2,500 psi 11/2 3 /8 1 /2 5 /8 3 /4 Stainless Steel 800 NA 2 1,105 1,155 23/4 1,805 NA 2 1,490 1,260 31/4 2,420 2,530 1 3 /8 2,910 2,910 4 4,015 4,215 31/4 3,085 NA 3 3 /4 3,635 3,825 43/4 4,690 5,290 For SI: 1 lbf = 4.45 N, 1 psi = 0.00689 MPa 1 psi = 0.00689 MPa. 1 inch = 25.4 mm. 1 Single anchors with static tension load only. Concrete determined to remain uncracked for the life of the anchorage. Load combinations from ACI 318-14 Section 5.3 or ACI 318-11 Section 9.2, as applicable (no seismic loading). 4 30% dead load and 70% live load, controlling load combination 1.2D + 1.6 L. 5 Calculation of the weighted average for α = 0.3*1.2 + 0.7*1.6 = 1.48. 6 f 'c = 2,500 psi (normal weight concrete). 7 ca1 = ca2 ≥ cac 8 h ≥ hmin 9 Values are for Condition B where supplementary reinforcement in accordance with ACI 318-14 17.3.3(c) or ACI 318-11 D.4.3(c) is not provided, as applicable. 2 3 Hilti SafeSet™ System with Hollow Drill Bit Hilti TE-CD or TE-YD Hollow Carbide Drill Bit with a Hilti Vacuum (per section 4.3) Hilti SafeSet™ System with the Adaptive Torque Tool Hilti SIW-6AT-A22 Impact Wrench with the Hilti SI-AT-A22 Adaptive Torque Module Hilti Dust Removal Systems Hilti Rotary Hammer Drill with DRS (Dust Removal System) Module FIGURE 6—HILTI SYSTEM COMPONENTS Hilti TE DRS-D Dust Removal System with Hilti Vacuum ESR-1917 | Most Widely Accepted and Trusted Page 14 of 16 3/8” Diameter 1/2” Diameter 5/8” Diameter 3/4” Diameter FIGURE 7—INSTALLATION INSTRUCTIONS ESR-1917 | Most Widely Accepted and Trusted FIGURE 7A—INSTALLATION INSTRUCTIONS USING SI-AT-A22 ADAPTIVE TORQUE SYSTEM Page 15 of 16 ESR-1917 | Most Widely Accepted and Trusted Page 16 of 16 Given: Two 1/2-inch carbon steel KB-TZ anchors under static tension load as shown. hef = 3.25 in. Normal weight concrete, f'c = 3,000 psi No supplementary reinforcement (Condition B per ACI 318-14 17.3.3(c) or ACI 318-11 D.4.3(c), as applicable) Assume cracked concrete since no other information is available. Needed: Using Allowable Stress Design (ASD) calculate the allowable tension load for this configuration. Calculation per ACI 318-14 Chapter 17, ACI 318-11 Appendix D and this report. Step 1. Calculate steel capacity: ff Ns = nAse fut = 0.75 × 2 × 0.101× 106,000 = 16,059lb Check whether futa is not greater than 1.9fya and 125,000 psi. ACI 318-14 Ref. ACI 318-11 Ref. Report Ref. 17.4.1.2 17.3.3(a) D.5.1.2 D.4.3(a) §4.1.2 Table 3 17.4.2.1 D.5.2.1 § 4.1.3 17.7 D.8 Table 3 Fig. 4 17.4.2.1 D.5.2.1 Table 3 17.4.2.1 D.5.2.1 Table 3 Step 2. Calculate concrete breakout strength of anchor in tension: N cbg = A Nc ψ ec , Nψ ed , Nψ c , Nψ cp , N N b A Nco Step 2a. Verify minimum member thickness, spacing and edge distance: smin hmin = 6 in. ≤ 6 in. ∴ ok slope = 2.375 - 5.75 2.375, 5.75 = -3.0 3.5 - 2.375 For cmin = 4in ⇒ 2.375 controls 0.875 smin = 5.75 - [(2.375 - 4.0)(-3.0)] = 0.875 < 2.375in < 6in ∴ ok Step 2b. For AN check 1.5hef = 1.5(3.25) = 4.88 in > c 3.5, 2.375 4 3.0hef = 3(3.25) = 9.75 in > s Step 2c. Calculate ANco and ANc for the anchorage: 2 𝐴𝐴𝑁𝑁𝑁𝑁𝑁𝑁 = 9ℎ𝑒𝑒𝑒𝑒 = 9 × (3.25)2 = 95.1𝑖𝑖𝑖𝑖.2 𝐴𝐴𝑁𝑁𝑁𝑁 = �1.5ℎ𝑒𝑒𝑒𝑒 + 𝑐𝑐��3ℎ𝑒𝑒𝑒𝑒 + 𝑠𝑠� = [1.5 × (3.25) + 4][3 × (3.25) + 6] = 139.8𝑖𝑖𝑖𝑖.2 < 2𝐴𝐴𝑁𝑁𝑁𝑁𝑁𝑁 ∴ 𝑜𝑜𝑜𝑜 ' Step 2d. Determine ψ ec, N : eN = 0 ∴ψ ec, N = 1.0 Step 2e. Calculate Nb:𝑁𝑁𝑏𝑏 = 𝑘𝑘𝑐𝑐𝑐𝑐 𝜆𝜆𝑎𝑎 �𝑓𝑓𝑐𝑐′ ℎ1.5 𝑒𝑒𝑒𝑒 1.5 = 17 × 1.0 × √3,000 × 3.25 = 5,456 𝑙𝑙𝑙𝑙 Step 2f. Calculate modification factor for edge distance: ψ ed , N = 0.7 + 0.3 4 = 0.95 1.5(3.25) Step 2g. Calculate modification factor for cracked concrete: ψ c, N =1.00 (cracked concrete) Step 2h. Calculate modification factor for splitting: ψ cp, N =1.00 (cracked concrete) Step 2i. Calculate φ Ncbg : φ Ncbg =0.65 × 139.8 95.1 × 1.00 × 0.95 × 1.00 x 5,456 = 4,952 lb 3,000 Step 3. Check pullout strength: Table 3, φ nNpn,f′c = 0.65 × 2 × 5,515 lb x � 2,500 = 7,852 lb >4,952 ∴ OK Step 4. Controlling strength: φ Ncbg = 4,952 lb < φnNpn < φNs ∴ φNcbg controls Step 5. To convert to ASD, assume U = 1.2D + 1.6L: Tallow = 4,952 = 3,346 lb. 1.48 FIGURE 8—EXAMPLE CALCULATION cmin 17.4.2.4 D.5.2.4 - 17.4.2.2 D.5.2.2 Table 3 17.4.2.5 D.5.2.5 Table 3 17.4.2.6 D.5.2.6 Table 3 - - 17.4.2.1 17.3.3(c) 17.4.3.2 17.3.3(c) D.5.2.1 D.4.3(c) D.5.3.2 D.4.3(c) § 4.1.3 Table 3 § 4.1.4 Table 3 17.3.1.2 D.4.1.2 Table 3 - - § 4.2 § 4.1.10 Table 3
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