0 Most Widely Accepted and Trusted ICC ES Listing Report ICC ES 000 (800) 423 6587 (562) 699 0543 www.icc es.org ESL 1067 Reissued 09/2017 This listing is subject to renewal 09/2018. 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 (KB 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 A Subsidiary of 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.
ICC-ES Listing Report www.icc-es.org (800) 423-6587 (562) 699-0543 ESL-1067 Reissued September 2017 This listing is subject to renewal September 2018. A Subsidiary of the International Code Council CSI: DIVISION: 03 00 00 CONCRETE Section: 03 16 00 Concrete Anchors Product Certification System: DIVISION: 05 00 00 METALS Section: 05 05 19 Post-Installed Concrete Anchors The ICC-ES product-certification system includes evaluating reports of tests of standard manufactured product, prepared by accredited testing laboratories and provided by the listee, to verify compliance with applicable codes and standards. The system also involves factory inspections, and assessment and surveillance of the listee s quality system. Product: Listee: Hilti Kwik Bolt TZ (KB-TZ) Carbon and Stainless Steel Anchors in Cracked and Uncracked Concrete HILTI, INC. 7250 DALLAS PARKWAY, SUITE 1000 PLANO, TEXAS 75024 (800) 879-8000 www.us.hilti.com HiltiTechEng@us.hilti.com Compliance with the following standards: Annex D, Anchorage of CSA A23.3 (-14, -04), Design of Concrete Structures, CSA Group. Compliance with the following codes: Hilti Kwik Bolt TZ (KB-TZ) Carbon and Stainless Steel Anchors in Cracked and Uncracked Concrete, as described in Sections 1 through 5, Tables 1 through 4, and Figures 1 through 6 of this listing report, are in conformance with CSA A23.3 (-14, 04), Annex D, as referenced in the applicable section of the following code editions: National Building Code of Canada 2015 and 2010 Applicable Section: Division B, Part 4, Section 4.3.3. Identification: Installation: The anchors are identified by packaging labeled with the manufacturer s name (Hilti, Inc.) and contact information, anchor name, anchor size, and listing number (ESL-1067), and the ICC-ES PMG certification mark. 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. The product must be installed in accordance with Hilti Inc s published installation instructions and applicable codes. Conditions of listing: 1. The listing report addresses only conformance with the standards and code sections noted above. 2. Approval of the product s use is the sole responsibility of the local code official. 3. The listing report applies only to the materials tested and as submitted for review by ICC-ES. Listings 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 listing 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 listing, or as to any product covered by the listing. Copyright 2017 ICC Evaluation Service, LLC. All rights reserved. Page 1 of 10
ESL-1067 Most Widely Accepted and Trusted Page 2 of 10 Details of Listing: 1.0 Basis The listing report is based on the requirements of ACI 355.2-07 standard for use in cracked and uncracked concrete as referenced in CSA A23.3 D.1.3(c), and quality-control documentation. 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 20 MPa to 55 MPa. 3.0 Description 3.1 KB-TZ: KB-TZ anchors are torque-controlled, mechanical expansion anchors. KB-TZ anchors consist of a stud (anchor body), wedge (expansion elements), nut, and washer. The anchor (carbon steel version) is illustrated in Figure 1. The stud is manufactured from carbon steel or AISI Type 304 or Type 316 stainless steel materials. Carbon steel KB-TZ anchors have a minimum 5 μm 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 F594-09. 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 comply with CSA A23.1-14/A23.2-14; or CSA A23.1-09/A23.2-09, as applicable. 4.0 Design and Installation 4.1 Ultimate Limit States Design: 4.1.1 General: Design resistance of anchors for compliance with the 2015 NBCC must be determined in accordance with CSA A23.3-14 Annex D and this listing report. Design resistance of anchors for compliance with the 2010 NBCC must be determined in accordance with CSA A23.3-04 Annex D and this listing report. Design parameters provided in Tables 3 and 4 of this listing report are based on the 2015 NBCC and 2010 NBCC (CSA A23.3-14 and CSA A23.3-04) unless noted otherwise in Sections 4.1.1 through 4.1.12. The limit states design of anchors must comply with CSA A23.3-14 D.5.1 or CSA A23.3-04 D.5.1, as applicable, except as required in CSA A23.3-14 D.4.3.1 or CSA A23.3-04 D.4.3.1, as applicable. Material resistance factors, c and s, and resistance modification factor, R, as given in CSA A23.3-14 sections 8.4.2, 8.4.3, and D.5.3 or CSA A23.3-04 sections 8.4.2, 8.4.3, and D.5.4, as applicable, and noted in Tables 3 and 4 of this listing report, must be used for load combinations calculated in accordance with Division B, Part 4, Section 4.1.3 of the 2015 NBCC, Division B, Part 4, Section 4.1.3 of the 2010 NBCC, or Annex C of CSA A23.3-14 or Annex C of CSA A23.3-04, as applicable. An example calculation in accordance with the CSA A23.3-14 and CSA A23.3-04 is provided in Figure 6. The value of f c used in the calculations must be limited to a maximum of 55 MPa, in accordance with CSA A23.3-14 D.4.7 or CSA A23.3-04 D.4.5, as applicable. 4.1.2 Requirements for Factored Steel Resistance in Tension: The factored steel resistance, N sar, of a single anchor in tension must be calculated in accordance with CSA A23.3-14 D.6.1.2 or CSA A23.3-04 D.6.1.2, as applicable. The resulting N sar values are provided in Tables 3 and 4 of this listing report. Resistance modification factor, R, corresponding to ductile steel elements may be used. 4.1.3 Requirements for Factored Concrete Breakout Resistance in Tension: The factored concrete breakout resistance of a single anchor or group of anchors in tension, N cbr or N cbgr, respectively, must be calculated in accordance with CSA A23.3-14 D.6.2 or CSA A23.3-04 D.6.2, as applicable, with modifications as described in this section. The basic concrete breakout resistance in tension, N br, must be calculated in accordance with CSA A23.3-14 D.6.2.2 or CSA A23.3-04 D.6.2.2, as applicable, using the values of h ef and k cr as given in Tables 3 and 4. The factored concrete breakout resistance in tension in regions where analysis indicates no cracking in accordance with CSA A23.3-14 D.6.2.6 or CSA A23.3-04 D.6.2.6, as applicable, must be calculated with k uncr as given in Tables 3 and 4 and with Ψ c,n = 1.0. 4.1.4 Requirements for Factored Pullout Resistance in Tension: The factored pullout resistance of a single anchor in accordance with CSA A23.3-14 D.6.3.1 and D.6.3.2, or CSA A23.3-04 D.6.3.1 and D.6.3.2, as applicable, in cracked and uncracked concrete, N cpr,cr and N cpr,uncr, respectively, is given in Tables 3 and 4. For all design cases, Ψ c,p = 1.0. In accordance with CSA A23.3-14 D.6.3, or CSA A23.3-04 D.6.3, as applicable, the factored pullout resistance in cracked concrete may be calculated in accordance with the following equation:,,,. (N, MPa) (Eq-1)
ESL-1067 Most Widely Accepted and Trusted Page 3 of 10 In regions where analysis indicates no cracking in accordance with CSA A23.3-14 D.6.3.6, or CSA A23.3-04 D.6.3.6, as applicable, the factored pullout resistance in tension may be calculated in accordance with the following equation:,,,. (N,MPa) (Eq-2) Where values for N cpr,cr or N cpr,uncr are not provided in or Table 4, the pullout resistance in tension need not be evaluated. 4.1.5 Requirements for Factored Steel Resistance in Shear: The factored steel resistance in shear, V sar, of a single anchor in accordance with CSA A23.3-14 D.7.1.2, or CSA A23.3-04 D.7.1.2, as applicable, is given in and Table 4 of this listing report and must be used in lieu of the values derived by calculation from CSA A23.3-14 Eq. D-31 or CSA A23.3-04 Eq. D-21, as applicable. 4.1.6 Requirements for Factored Concrete Breakout Resistance in Shear: The factored concrete breakout resistance of a single anchor or group of anchors in shear, V cbr or V cbgr, respectively, must be calculated in accordance with CSA A23.3-14 D.7.2, or CSA A23.3-04 D.7.2, as applicable, with modifications as described in this section. The basic concrete breakout resistance, V br, must be calculated in accordance with CSA A23.3-14 D.7.2.2, or CSA A23.3-04 D.7.2.2, as applicable, based on the values provided in Tables 3 and 4. The value of l e used in CSA A23.3-14 Eq. D-35 or CSA A23.3-04 Eq. D-25, as applicable, must be taken as no greater than the lesser of h ef or 8d a. 4.1.7 Requirements for Factored Concrete Pryout Resistance in Shear: The factored concrete pryout resistance of a single anchor or group of anchors, V cpr or V cpgr, respectively, must be calculated in accordance with CSA A23.3-14 D.7.3, or CSA A23.3-04 D.7.3, as applicable, modified by using the value of k cp provided in Tables 3 and 4 of this listing report and the value of N cbr or N cbgr as calculated in Section 4.1.3 of this listing report. 4.1.8 Requirements for Seismic Design: 4.1.8.1 General: For load combinations including seismic effects, the design must be performed in accordance with CSA A23.3-14 D.4.3 or CSA A23.3-04 D.4.3, as applicable. The anchors comply with CSA A23.3-14 D.2, or CSA A23.3-04 D.2, as applicable, as ductile steel elements and must be designed in accordance with CSA A23.3-14 D.4.3.5, D.4.3.6, D.4.3.7, or D.4.3.8 or CSA A23.3-04 D.4.3.5, and D.4.3.6, as applicable. Material resistance factors, c and s, and resistance modification factors, R, are given in Tables 3 and 4 of this listing report. The anchors may be installed in all seismic regions described in NBCC 2015 and NBCC 2010. 4.1.8.2 Seismic Tension: The factored steel resistance and factored concrete breakout resistance for anchors in tension must be calculated in accordance with CSA A23.3-14 D.6.1 and D.6.2, or CSA A23.3-04 D.6.1 and D.6.2, as applicable, as described in Sections 4.1.2 and 4.1.3 of this listing report. In accordance with CSA A23.3-14 D.6.3.2, or CSA A23.3-04 D.6.3.2, as applicable, the appropriate pullout resistance in tension for seismic loads, N cpr,eq, described in Table 4 must be used in lieu of N cpr. The value of N cpr,eq may be adjusted by calculation for concrete strength in accordance with Eq-1 and Section 4.1.4. If no values for N cpr,eq are given in or Table 4, the static design strength values govern. 4.1.8.3 Seismic Shear: The factored concrete breakout resistance and factored pryout resistance in shear must be calculated in accordance with CSA A23.3-14 D.7.2 and D.7.3, or CSA A23.3-04 D.7.2 and D.7.3, as applicable, as described in Sections 4.1.6 and 4.1.7 of this listing report. In accordance with CSA A23.3-14 D.7.1.2 or CSA A23.3-04 D.7.1.2, as applicable, the appropriate value for factored steel resistance for seismic loads, V sar,eq, described in and Table 4 must be used in lieu of V sar, 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 CSA A23.3-14 D.8 or CSA A23.3-04 D.8, as applicable. 4.1.10 Requirements for Minimum Member Thickness, Minimum Anchor Spacing and Minimum Edge Distance: In lieu of CSA A23.3-14 D.9.2 and D.9.4 or CSA A23.3-04 D.9.2 and D.9.4, as applicable, values of s min and c min as given in Tables 3 and 4 of this listing report must be used. In lieu of CSA A23.3-14 D.9.6 or CSA A23.3-04 D.9.6, as applicable, minimum member thicknesses h min as given in Tables 3 and 4 of this listing report must be used. Additional combinations for minimum edge distance, c min, and spacing, s min, may be derived by linear interpolation between the given boundary values as described in Figure 4. 4.1.11 Requirements for Critical Edge Distance: In applications where c < c ac and supplemental reinforcement to control splitting of the concrete is not present, the concrete breakout resistance in tension for uncracked concrete, calculated in accordance with CSA A23.3-14 D.6.2 or CSA A23.3-04 D.6.2, as applicable, must be further multiplied by the factor Ψ cp,n as given by Eq-3:, (Eq-3) 1.5hef whereby the factor Ψ cp,n need not be taken as less than. For all other cases, Ψ cp,n = 1.0. In lieu of using CSA cac A23.3-14 D.9.7, or CSA A23.3-04 D.9.7, as applicable, values of c ac must comply with or Table 4. 4.1.12 Lightweight Concrete: For the use of anchors in lightweight concrete, the modification factor λ a equal to 0.8λ is applied to all values of affecting N pr and V pr. λ shall be determined in accordance with CSA A23.3-14 8.6.5 or CSA A23.3-04 8.6.5, as applicable.
ESL-1067 Most Widely Accepted and Trusted Page 4 of 10 4.2 Installation: Installation parameters are provided in Tables 1A and 1B, and Figures 2 and 5. Anchor locations must comply with this listing report and plans and specifications approved by the authority having jurisdiction. The Hilti KB-TZ must be installed in accordance with manufacturer s published instructions and this listing report. In case of conflict, this listing report governs. Anchors must be installed in holes drilled into the concrete using carbide-tipped masonry drill bits complying with ANSI B212.15-1994. The minimum drilled hole depth is given in Tables 1A and 1B. Prior to installation, dust and debris must be removed from the drilled hole to enable installation to the stated embedment depth. The anchor must be hammered into the predrilled hole until h nom is achieved. The nut must be tightened against the washer until the torque values specified in Tables 1A and 1B are achieved. 4.3 Special Inspection: Periodic special inspection may be required by the contract documents in accordance with CSA A23.3-14 Annex D Section D.10. 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 contract documents. 5.0 Conditions of Use The Hilti KB-TZ anchors described in this listing report comply with the codes as referenced in the standard listed on page 1 of this listing report, subject to the following conditions: 5.1 Anchor sizes, dimensions, minimum embedment depths and other installation parameters are as set forth in this listing report. 5.2 The anchors must be installed in accordance with the manufacturer s published instructions and this listing report. In case of conflict, this listing 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 20 MPa to 55 MPa. 5.4 The values of f' c used for calculation purposes must not exceed 55 MPa. 5.5 Limit states design values must be established in accordance with Section 4.1 of this listing report. 5.6 Anchor spacing and edge distance as well as minimum member thickness must comply with Tables 3 and 4, and Figure 4. 5.7 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. 5.8 The use of fatigue or shock loading for these anchors under such conditions is beyond the scope of this listing report. 5.9 Anchors may be installed in regions of concrete where cracking has occurred or where analysis indicates cracking may occur (f t > f r ), subject to the conditions of this listing report. 5.10 Anchors may be used to resist short-term loading due to wind or seismic forces in locations designed according to NBCC 2010 and NBCC 2015. 5.11 Where not otherwise prohibited in the code as referenced in CSA A23.3-14 or CSA A23.3-04, as applicable, KB-TZ anchors are permitted for use with fire-resistance-rated construction provided that at least one of the following conditions is fulfilled: Anchors are used to resist wind or seismic forces only. Anchors that support a fire-resistance-rated envelope or a fire- resistance-rated membrane are protected by approved fire-resistance- rated materials, or have been evaluated for resistance to fire exposure in accordance with recognized standards. Anchors are used to support nonstructural elements. 5.12 Use of zinc-coated carbon steel anchors is limited to dry, interior locations. 5.13 Use of anchors made of stainless steel as specified in this report are permitted for exterior exposure and damp environments. 5.14 Use of anchors made of stainless steel as specified in this listing report are permitted for contact with preservativetreated and fire-retardant-treated wood. 5.15 Anchors are manufactured by Hilti AG under an approved quality-control program with inspections by ICC-ES. 5.16 Special inspection must be provided in accordance with Section 4.3.
ESL-1067 Most Widely Accepted and Trusted Page 5 of 10 TABLE 1A SETTING INFORMATION (CARBON STEEL ANCHORS) SETTING INFORMATION Symbol Units Nominal anchor diameter (in.) Anchor O.D. d a in. 0.375 0.5 0.625 0.75 (mm) (9.5) (12.7) (15.9) (19.1) Nominal bit diameter d bit in. Effective min. embedment Nominal embedment h ef mm 38 51 70 51 83 79 102 83 95 121 h nom mm 46 59 78 60 91 91 113 97 110 136 Min. hole depth h o mm 51 67 86 67 102 95 121 102 114 146 Min. thickness of fastened part 1 t min mm 0 0 0 19 6 9 19 0 0 23 Required Installation torque Min. dia. of hole in fastened part T inst Nm 34 54 81 149 d h mm 11.1 14.3 17.5 20.6 Standard anchor lengths l anch mm 76 95 127 95 114 140 178 121 152 216 254 140 178 203 254 Threaded length (incl. dog point) l thread mm 38 57 93 41 60 86 124 38 70 133 171 63 103 128 179 Unthreaded length l unthr 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. TABLE 1B SETTING INFORMATION (STAINLESS STEEL ANCHORS) SETTING INFORMATION Symbol Units Nominal anchor diameter (in.) Anchor O.D. d a in. 0.375 0.5 0.625 0.75 (mm) (9.5) (12.7) (15.9) (19.1) Nominal bit diameter d bit in. Effective min. embedment Nominal embedment h ef mm 51 51 83 79 102 95 121 h nom mm 59 60 91 91 113 110 136 Min. hole depth h o mm 67 67 102 95 121 114 146 Min. thickness of fastened part 1 t min mm 6 19 6 9 19 3 41 Required Installation torque Min. dia. of hole in fastened part Standard anchor lengths Threaded length (incl. dog point) Unthreaded length T inst Nm 34 54 81 149 d h mm 11.1 14.3 17.5 20.6 l anch mm 76 95 127 95 114 140 178 121 152 216 254 140 203 254 l thread mm 22 41 73 41 60 86 124 38 70 133 171 38 102 152 l unthr mm 54 54 83 102 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.
ESL-1067 Most Widely Accepted and Trusted Page 6 of 10 UNC thread mandrel dog point expansion element collar bolt washer hex nut FIGURE 1 HILTI CARBON STEEL KWIK BOLT TZ (KB-TZ) l thread d h t l anch l unthr d a h ef h nom h o FIGURE 2 KB-TZ INSTALLED TABLE 2 LENGTH IDENTIFICATION SYSTEM (CARBON STEEL AND STAINLESS STEEL ANCHORS) Length ID marking on bolt head A B C D E F G H I J K L M N O P Q R S T U V W Length of From anchor, Up to but l anch (mm) not including 38 51 51 64 64 76 89 76 89 102 102 114 127 114 127 140 140 152 165 152 165 178 178 191 203 216 229 241 254 279 305 330 356 381 191 203 216 229 241 254 279 305 330 356 381 406 FIGURE 3 BOLT HEAD WITH LENGTH IDENTIFICATION CODEE AND KB-TZ HEAD NOTCH EMBOSSMENT
ESL-1067 Most Widely Accepted and Trusted Page 7 of 10 TABLE 3 DESIGN INFORMATION, CARBON STEEL KB-TZ DESIGN INFORMATION Symbol Units Nominal anchor diameter Anchor O.D. d a in. 0.375 0.5 0.625 0.75 (mm) (9.5) (12.7) (15.9) (19.1) Effective min. embedment 1 h ef mm 38 51 70 51 83 79 102 83 95 121 Min. member thickness h min mm 83 102 127 127 102 152 152 203 127 152 203 140 152 203 203 Critical edge distance c ac mm 152 111 102 105 140 114 191 152 165 222 171 305 254 203 229 Min. edge distance Min. anchor spacing c min mm 203 64 64 70 60 92 83 241 121 105 for s mm 203 127 127 146 146 156 149 127 267 225 s min mm 203 64 64 70 60 89 76 127 127 102 for c mm 203 92 92 105 89 121 108 241 241 197 Min. hole depth in concrete h o mm 51 67 86 67 102 98 121 102 117 146 Min. specified yield strength f y N/mm 2 690 585 585 585 Min. specified ult. strength f uta N/mm 2 862 731 731 731 Effective tensile stress area A se,n mm 2 33.6 65.0 104.6 152.8 Steel embed, material resistance factor for s - 0.85 reinforcement Resistance modification factor for tension, steel R - 0.80 failure modes 2 Resistance modification factor for shear, steel failure modes 2 R - 0.75 Factored steel resistance in tension N sar (N sr ) 10 kn 19.7 32.3 52.0 76.0 Factored steel resistance in shear V sar (V sr ) 10 kn 6.2 10.2 15.6 23.0 38.8 Factored steel resistance in shear, seismic 3 V sar,eq kn 6.2 6.4 15.6 21.5 33.3 Anchor category 4 2 1 Effectiveness factor k uncr uncracked concrete 10 Effectiveness factor k cr cracked concrete 5 7 Ψ c,n = k uncr /k cr 6 1.0 Coefficient for pryout strength, k cp 1.0 2.0 1.0 2.0 Concrete material resistance factor c - 0.65 Resistance modification factor for tension and shear, concrete failure modes, Condition B 7 R - 0.85 1.0 Factored pullout resistance uncracked concrete 8 N cpr,uncr kn 5.3 7.3 11.9 NA 15.9 NA 26.5 NA 23.9 30.9 Factored pullout resistance cracked concrete 8 N cpr,cr kn NA 6.6 9.2 NA 14.2 NA NA Axial stiffness in service load uncr kn/mm 105.07 range 9 cr kn/mm 23.64 For SI: 1 inch = 25.4 mm. For pound-inch units: 1 mm = 0.03937 inches, 1 N = 0.224 lbf, 1 MPa = 145 psi 1 See Fig. 2. 2 The KB-TZ is a ductile steel element as defined by CSA A23.3-14 D.2 or CSA A23.3-04 D.2, as applicable. 3 See Section 4.1.8 of this report. 4 See CSA A23.3-14 D.5.3 or CSA A23.3-04 D.5.4, as applicable. 5 See CSA A23.3-14 D.6.2.2 or CSA A23.3-04 D.6.2.2, as applicable. 6 For all design cases Ψ c,n =1.0. The appropriate effectiveness factor for cracked concrete (k cr ) or uncracked concrete (k uncr ) must be used. 7 For use with the load combinations of Division B, Part 4, Section 4.1.3 of the 2015 NBCC or 2010 NBCC, CSA A23.3-14 Annex C or CSA A23.3-04 Annex C, as applicable. Condition B applies where supplementary reinforcement in conformance with CSA A23.3-14 D.5.3(c) or CSA A23.3-04 D.5.4(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. 8 For all design cases Ψ c,p =1.0. NA (not applicable) denotes that this value does not control for design. See Section 4.1.4 of this report. 9 Mean values shown, actual stiffness may vary considerably depending on concrete strength, loading and geometry of application. 10 The notation in parenthesis is for the CSA A23.3-04.
ESL-1067 Most Widely Accepted and Trusted Page 8 of 10 TABLE 4 DESIGN INFORMATION, STAINLESS STEEL KB-TZ DESIGN INFORMATION Symbol Units Nominal anchor diameter Anchor O.D. d a in. 0.375 0.5 0.625 0.75 (mm) (9.5) (12.7) (15.9) (19.1) Effective min. embedment 1 h ef mm 51 51 83 79 102 95 121 Min. member thickness h min mm 102 127 102 152 152 203 127 152 203 152 203 203 Critical edge distance c ac mm 111 98 140 114 191 152 178 225 152 254 178 229 Min. edge distance Min. anchor spacing c min mm 64 73 54 83 60 108 102 for s mm 127 146 133 140 140 254 216 s min mm 57 73 51 70 60 127 102 for c mm 89 114 83 105 108 241 178 Min. hole depth in concrete h o mm 67 67 102 98 121 117 146 Min. specified yield strength f y N/mm 2 634 634 634 525 Min. specified ult. Strength f uta N/mm 2 793 793 793 700 Effective tensile stress area A se,n mm 2 33.6 65.0 104.6 152.8 Steel embed, material resistance factor for reinforcement s - 0.85 Resistance modification factor for tension, steel failure modes 2 R - 0.80 Resistance modification factor for shear, steel failure modes 2 R - 0.75 Steel strength in tension N sar (N sr ) 10 kn 18.1 35.1 56.4 72.7 Steel strength in shear V sar (V sr ) 10 kn 13.4 19.5 28.0 44.6 Steel strength in shear, seismic 3 V sar,eq kn 8.0 19.5 26.5 36.5 Anchor category 4 1 2 1 Effectiveness factor k uncr uncracked concrete 10 Effectiveness factor k cr cracked concrete 5 7 10 7 7 7 10 7 Ψ C,N = k uncr /k cr 6 1.0 Coefficient for pryout strength, k cp 1.0 2.0 Concrete material resistance factor c - 0.65 Resistance modification factor for tension and shear, concrete failure R - 1.0 0.85 1 modes, Condition B 7 Pullout resistance uncracked concrete 8 N cpr,uncr kn 7.6 NA 16.6 NA NA 34.8 Pullout resistance cracked concrete 8 N cpr,cr kn 6.8 7.8 NA NA 16.9 23.5 NA Pullout resistance in tension, seismic 3 N cpr,eq kn 6.8 6.7 NA NA 16.9 23.5 NA 9 uncr kn/mm 21 Axial stiffness in service load range cr kn/mm 15.8 For SI: 1 inch = 25.4 mm. For pound-inch units: 1 mm = 0.03937 inches, 1 N = 0.224 lbf, 1 MPa = 145 psi 1 See Fig. 2. 2 The KB-TZ is a ductile steel element as defined by CSA A23.3-14 D.2 or CSA A23.3-04 D.2, as applicable. 3 See Section 4.1.8 of this report. 4 See CSA A23.3-14 D.5.3 or CSA A23.3-04 D.5.4, as applicable. 5 See CSA A23.3-14 D.6.2.2 or CSA A23.3-04 D.6.2.2, as applicable. 6 For all design cases Ψ c,n =1.0. The appropriate effectiveness factor for cracked concrete (k cr ) or uncracked concrete (k uncr ) must be used. 7 For use with the load combinations of Division B, Part 4, Section 4.1.3 of the 2015 NBCC or 2010 NBCC, CSA A23.3-14 Annex C or CSA A23.3-04 Annex C, as applicable. Condition B applies where supplementary reinforcement in conformance with CSA A23.3-14 D.5.3(c) or CSA A23.3-04 D.5.4(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. 8 For all design cases Ψ c,p =1.0. NA (not applicable) denotes that this value does not control for design. See Section 4.1.4 of this report. 9 Mean values shown, actual stiffness may vary considerably depending on concrete strength, loading and geometry of application. 10 The notation in parenthesis is for the CSA A23.3-04.
ESL-1067 Most Widely Accepted and Trusted Page 9 of 10 s design c design spacing s c min at s h min s design s min at c h h min c design edge dista ance c FIGURE 4 INTERPOLATION OF MINIMUM EDGE DISTANCE AND ANCHOR SPACING FIGURE 5 INSTALLATION INSTRUCTIONS
ESL-1067 Most Widely Accepted and Trusted Page 10 of 10 Given: Two -inch carbon steel KB-TZ anchors under static tension h ef = 83 mm. Normal weight concrete, f' c = 21 MPa No supplementary reinforcement (Condition B per CSA A23.3-14 D.5.3(c) or CSA A23.3-04 D.5.3( (c), as applicable) Assume cracked concretee since no other information is available. Needed: Calculate the controlling tension resistance for this configuration. Calculation per CSA A23.3-14 Annex D and this report. Step 1. Calculate steel capacity: N sar =n A s e,n s f uta R = 2x65.0x0.85x731x0. 80/1000 = 64.722 kn Check whether f uta is not greater than 1.9f ya and 860 MPa Step 2. Calculate concretee breakout resistance of anchor in tension: Ncbgr A A Nc Nco ec, N ed, N c, N cp, N N br CSA A23.3-14 Ref. CSA A23.3-04 Ref. Report Ref. D.6.1..2 D.6. 1.2 4.1.2 D.5.3( a) D.5.4(a) 8.4.3 8.4.3 D.6.2..1 D.6. 2.1 4.1.3 Step 2a. Verify minimum member thickness, spacing and edge distance: h min = 152 mm. 152 mm. ok 60 146 slope 3.0 89 60 For c min = 102 mm => s min = 146-[(60-102)(-3.0)} = 20 mm < 60 mm < 152 mm ok smin 60 controls 20 60, 1466 89, 60 1022 c min n D.9 D. 9 Fig. 4 Step 2b. For A N check 1.5h ef = 1.5(83) = 124.5 mm > c 3.0h ef = 3(83) = 249 mm > s D.6.2..1 D.6. 2.1 Step 2c. Calculate A Nco and A Nc for the anchorage: 9 9 83 62,001 1.5 3 1.5 83 102 3 83 152 90,826 2 D.6.2..1 D.6. 2.1 ' Step 2d. Determine ec, N : en 0 ec, N 1.0 D.6.2.4 D.6.2.4 - Step 2e. Calculate N br :. 7 0.65 1.0 21 83. 1.0/1000 15.767 Step 2f. Calculate modification factor for edge distance: 102 0.7 0.3 0.95 ed, N 1.5(83) Step 2g. Calculate modification factor for cracked concrete: c, N =1.00 (cracked concrete) ) Step 2h. Calculate modification factor for splitting: =1.00 (cracked concrete) Step 2i. Calculate N cbgr : N cbgr = 90,826, 1.0 00 0.95 1.00 x 15.767 = 21.94 kn Step 3. Check pullout resistance:, nn cpr,cr,f c = 2 14.2 kn x Step 4. Controlling strength: N cbgr = 21.94 kn < nn pr < N sar N cbgr controls cp,n. = 31.56 kn > 21.94 kn OK D.6.2..2 D.6.2..5 D.6.2..6 - D.6.2.1 D.5.3( (c) D.6.3..2 D.5.3( c) D.5.1..2 D.6. 2.2 D.6. 2.5 D.6. 2.6 - D.6.2.1 D.5..4(c) D.6. 3.2 D.5.4(c) D.5. 1.2 4.1.10 4.1.3 4.1.4 FIGURE 6 EXAMPLE CALCULATION