ESR 3037 Simpson Strong Tie Company Inc. ES3037
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Most W Widely Acceepted and d Trusted 0 ESR‐3037 IICC‐ESS Evalu uation n Repo ort ICC‐ES 0) 423‐6587 | (562) 699‐0543 | www.icc‐es.orgg 000| (800 Reissu ued 08/2017 Th his report is subject to renew wal 08/2018. DIVISION: 03 00 00— —CONCRETEE SEC CTION: 03 16 6 00—CONCCRETE ANCH HORS DIVISION N: 05 00 00 —METALS SECTION: S 05 5 05 19—PO OST‐INSTALLLED CONCR RETE ANCHO ORS REEPORT HOLD DER: SIMPSSON STRO ONG‐TIE COMPAN NY INC. 5956 5 WEST LAS POSITA AS BOULEVA ARD PLEASANTTON, CALIFO ORNIA 945888 EVALUATION SU UBJECT: SIMPSON S STRONG G‐TIE® STR RONG‐BO OLT® 2 W WEDGE AN NCHOR FO OR CRACK KED AND UNCRAC CKED CON NCRETE Lookk for the trussted marks off Conformity!! “201 14 Recipient of o Prestigiouss Western Sta ates Seismic Policy P Council (WSSSPC) Award in i Excellence”” ICC-E ES Evaluation n Reports are not n to be consttrued as repressenting aestheetics or any othher attributes not specif ifically addresssed, nor are th hey to be consstrued as an endorsement e off the subject of the report or a recom mmendation fo or its use. Therre is no warran nty by ICC Eva aluation Servicce, LLC, expreess or implied, as to anyy finding or other matter in this t report, or as a to any produ uct covered by the report. Copyyright © 2018 ICC Evaluatio on Service, LLC. All rights reserved. r A Subssidiary of ICC-ES Evaluation Report ESR-3037 Reissued August 2017 This report is subject to renewal August 2018. www.icc-es.org | (800) 423-6587 | (562) 699-0543 DIVISION: 03 00 00—CONCRETE Section: 03 16 00—Concrete Anchors cracked and uncracked normal-weight or sand-lightweight concrete-filled steel deck having a minimum member thickness, h min,deck , as noted in Tables 5A and 5B of this report and a specified compressive strength, f' c , of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa), as shown in Figure 6. DIVISION: 05 00 00—METALS Section: 05 05 19—Post-installed Concrete Anchors REPORT HOLDER: ® The Strong-Bolt 2 complies with Section 1901.3 of the 2015 IBC and Section 1909 of the 2012 IBC, Section 1912 of the 2009 and 2006 IBC. The anchors are alternatives to cast-in-place anchors described in Section 1908 of the 2012 IBC, 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. SIMPSON STRONG-TIE COMPANY INC. 5956 WEST LAS POSITAS BOULEVARD PLEASANTON, CALIFORNIA 94588 (800) 999-5099 www.strongtie.com 3.0 DESCRIPTION EVALUATION SUBJECT: ® ® ® SIMPSON STRONG-TIE STRONG-BOLT 2 WEDGE ANCHOR FOR CRACKED AND UNCRACKED CONCRETE 1.0 EVALUATION SCOPE Compliance with the following codes: 2015, 2012, 2009, and 2006 International Building ® Code (IBC) 2015, 2012, 2009, and 2006 International Residential ® Code (IRC) Property evaluated: Structural 2.0 USES 1 A Subsidiary of the International Code Council ® ® ® The / 4 -inch (6.4 mm) Simpson Strong-Tie Strong-Bolt 2 wedge anchor is used to resist static, wind and seismic tension and shear loads in uncracked normal-weight concrete and lightweight concrete having a specified compressive strength, f' c , of 2,500 psi to 8,500 psi 3 (17.2 MPa to 58.6 MPa). The / 8 -inch- through 1-inchdiameter (9.5 mm through 25.4 mm) anchors are 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). 3 1 5 3 The / 8 -inch-, / 2 -inch-, / 8 -inch- and / 4 -inch-diameter (9.5 mm, 12.7 mm, 15.9 mm and 19.1 mm) anchors may be installed in the soffit of cracked and uncracked normalweight or sand-lightweight concrete-filled steel deck having a minimum specified compressive strength, f' c , of 3,000 psi (20.7 MPa), as shown in Figures 5 and 7. 3 1 The / 8 -inch- and / 2 -inch-diameter (9.5 mm and 12.7 mm) anchors may be installed in the topside of 3.1 Strong-Bolt 2: ® 3.1.1 General: Strong-Bolt 2 anchors are torquecontrolled, mechanical expansion anchors consisting of an anchor body, expansion clip, nut, and washer. A typical anchor (carbon steel version) is shown in Figure 1 of this report. The anchor body has a tapered mandrel formed on the installed end of the anchor and a threaded section at the opposite end. The taper of the mandrel increases in diameter toward the installed end of the anchor. The three-segment expansion clip wraps around the tapered mandrel. Before installation, this expansion clip is free to rotate about the mandrel. The anchor is installed in a predrilled hole. When the anchor is set by applying torque to the hex nut, the mandrel is drawn into the expansion clip, which engages the drilled hole and transfers the load to the base material. Pertinent dimensions are as set forth in Tables 1A and 1B of this report. ® 3.1.2 Strong-Bolt 2, Carbon Steel: The anchor bodies are manufactured from carbon steel material with zinc plating conforming to ASTM B633, SC1, Type III. The 1 3 1 5 expansion clip for the / 4 -inch-, / 8 -inch-, / 2 -inch-, / 8 -inch3 and / 4 -inch-diameter carbon steel Strong-Bolt 2 anchors is fabricated from carbon steel and conforms to ASTM A568. The expansion clip for the 1-inch-diameter carbon steel Strong-Bolt 2 anchor is fabricated from stainless steel and conforms to ASTM A240, Grade 316. The hex nut for the carbon steel Strong-Bolt 2 anchor conforms to ASTM A563, Grade A. The washer for the carbon steel Strong-Bolt 2 anchor conforms to ASTM F844. The 1 available anchor diameters under this report are / 4 3 /8 inch, inch, 1 5 3 / 2 inch, / 8 inch, / 4 inch and 1 inch (6.4 mm, 9.5 mm, 12.7 mm, 15.9 mm, 19.1 mm, and 25.4 mm). ® 3.1.3 Strong-Bolt 2, Stainless Steel: The anchor bodies of the stainless steel Strong-Bolt 2 anchors are 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 © 2018 ICC Evaluation Service, LLC. All rights reserved. Page 1 of 20 ESR-3037 | Most Widely Accepted and Trusted manufactured from either AISI Type 304 or AISI Type 316 stainless steel. The expansion clip for the stainless steel Strong-Bolt 2 anchor conforms to AISI Type 304 or AISI Type 316 stainless steel. The hex nut and washer for the Type 304 and Type 316 stainless steel Strong-Bolt 2 conform to AISI Type 304 and Type 316 steel, respectively. The available anchor diameters under this 1 3 1 5 3 report are / 4 inch, / 8 inch, / 2 inch, / 8 inch and / 4 inch (6.4 mm, 9.5 mm, 12.7 mm, 15.9 mm and 19.1 mm). 3.2 Concrete: Normal-weight and lightweight concrete must conform to Sections 1903 and 1905 of the IBC, as applicable. 3.3 Profile Steel Deck: The profile steel deck must comply with the configuration in Figures 5, 6 and 7 and have a minimum base-steel thickness of 0.035 inch (0.889 mm) [20 gauge]. Steel must comply with ASTM A653/A653M SS Grade 33 with a minimum yield strength of 33,000 psi (228 MPa) for figures 5 and 6, and Grade 50 with a minimum yield strength of 50,000 psi (345 MPa) for figure 7. 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 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 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 1A through 6 and references to ACI 318 are based on the 2015 IBC (ACI 318-14) and on the 2012 IBC (ACI 318-11) unless noted otherwise in Sections 4.1.1 through 4.1.12 of this report. 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. A design example in accordance with the 2009 IBC is given in Figure 8 of this report. Strength reduction factors, φ, as given in ACI 318-14 17.3.3 or ACI 318-11 D.4.3, as applicable, 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. The value of f′ c used in the calculations must be limited to 8,000 psi (55.2 MPa), maximum, 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 steel strength of a single anchor in tension, N sa , in accordance with ACI 318-14 17.4.1.2 or ACI 318-11 D.5.1.2, as applicable, is given in Tables 2A and 2B of this report. The strength reduction factor, φ, corresponding to a brittle steel element must be used for the carbon steel 1-inch-diameter anchor as described in Table 2A of this report. For all other anchors the strength reduction factor, φ, corresponding to a ductile steel Page 2 of 20 element must be used as described in Tables 2A and 2B of this report. 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, N cb and N cbg , 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, N b , 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 h ef and k cr as described in Tables 2A and 2B of this report. The nominal concrete breakout strength in tension, N cb or N cbg , in regions of a concrete member where analysis indicates no cracking at service loads in accordance with ACI 318-14 17.4.3.6 or ACI 318-11 D.5.2.6, as applicable, must be calculated with the value of k uncr as given in Tables 2A and 2B of this report and with Ψ c,N = 1.0, as described in Tables 2A and 2B of this report. For anchors installed in the soffit of sand-lightweight or normal-weight concrete over profile steel deck floor and roof assemblies, as shown in Figures 5 and 7, determination of the concrete breakout strength in accordance with ACI 318-14 17.4.2 or ACI 318-11 D.5.2, as applicable, is not required. 4.1.4 Requirements for Static Pullout Strength in Tension: The nominal pullout strength of a single anchor in tension in accordance with ACI 318-14 17.4.3 or ACI 318-11 D.5.3, as applicable, in cracked and uncracked concrete, N p,cr and N p,uncr , is given in Tables 2A and 2B of this report. Where analysis indicates no cracking at service load levels 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 uncracked concrete, N p,uncr , applies. Where values for N p,cr or N p,uncr are not provided in Tables 2A and 2B, the pullout strength does not need to be considered. In lieu of ACI 318-14 17.4.3.6 or ACI 318-11 D.5.3.6, as applicable, Ψ c,p = 1.0 for all design cases. The nominal pullout strength in cracked concrete must be adjusted for concrete strengths according to Eq-1: Np,f'c =Np,cr � Np,f'c =Np,cr � f'c 2,500 � f'c 17.2 � n (lb, psi) (Eq-1) n (N, MPa) where f′ c is the specified compressive strength and n is the factor defining the influence of concrete strength on the 3 pullout strength. For the stainless steel / 8 -inch-diameter anchor in cracked concrete n is 0.3. For the stainless 5 steel / 8 -inch-diameter anchor in cracked concrete n is 0.4. For all other cases n is 0.5. In regions where analysis indicates no cracking in accordance with ACI 318-14 17.4.3.6 or ACI 318 D.5.3.6, as applicable, the nominal pullout strength in tension must be adjusted by calculation according to Eq-2: Np,f'c =Np,uncr � Np,f'c =Np,uncr � f'c 2,500 f'c 17.2 � � n (lb, psi) (Eq-2) n (N, MPa) where f′ c is the specified compressive strength and n is the factor defining the influence of concrete strength on the 3 pullout strength. For the stainless steel / 8 -inch-diameter anchor in uncracked concrete, n is 0.3. For the stainless 1 3 steel / 4 -inch-diameter anchor and stainless steel / 4 -inchdiameter anchor in uncracked concrete, n is 0.4. For all other cases, n is 0.5. The pullout strength in cracked and uncracked concrete for anchors installed in the soffit of sand-lightweight or normal-weight concrete over profile steel deck floor and ESR-3037 | Most Widely Accepted and Trusted roof assemblies, as shown in Figures 5 and 7, is given in Tables 4A, 4B and 4C of this report. The nominal pullout strength in cracked concrete must be adjusted for concrete strength according to Eq-1, using the value of N p,deck,cr in lieu of N p,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. Where analysis indicates no cracking at service load levels 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 uncracked concrete must be adjusted for concrete strength according to Eq-2, using the value of N p,deck,uncr in lieu of N p,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 value of Ψ c,p = 1.0 for all cases. 4.1.5 Requirements for Static Steel Strength in Shear: The nominal steel strength in shear, V sa , 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 Tables 3A and 3B of this report and must be used in lieu of values derived by calculation from ACI 318-14 Eq. 17.5.1.2a or ACI 318-11, Eq. D-29, as applicable. The strength reduction factor, φ, corresponding to a brittle steel element must be used for the carbon steel 1-inch-diameter anchor as described in Table 3A of this report. For all other anchors the strength reduction factor, φ, corresponding to a ductile steel element must be used for all anchors as described in Tables 3A and 3B of this report. The shear strength, V sa,deck , of anchors installed in the soffit of sand-lightweight or normal-weight concrete over profile steel deck floor and roof assemblies, as shown in Figures 5 and 7, is given in Tables 4A, 4B and 4C of this report. 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, V cb or V cbg , 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 in shear, V b , must be calculated in accordance with ACI 318-14 17.5.2.2 or ACI 318-11 D.6.2.2, as applicable, using the values of λ e and d a provided in Tables 3A and 3B of this report. For anchors installed in the topside of concrete-filled steel deck assemblies, as shown in Figure 6, the nominal concrete breakout strength of a single anchor or group of anchors in shear, V cb or V cbg , respectively, must be calculated in accordance with ACI 318-14 17.5.2 or ACI 318-11 D.6.2, as applicable, using the actual member thickness, h min,deck , in the determination of A Vc . Minimum member topping thickness for anchors in the topside of concrete-filled steel deck assemblies is given in Tables 5A and 5B of this report. For anchors installed in the soffit of sand-lightweight or normal-weight concrete over profile steel deck floor and roof assemblies, as shown in Figures 5 and 7, calculation of the concrete breakout strength in accordance with ACI 318-14 17.5.2 or ACI 318-11 D.6.2, as applicable, 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 in shear, V cp or V cpg , must be calculated in accordance with ACI 318-14 17.5.3.1 or ACI 318-11 D.6.3, as applicable, modified by using the value of k cp described in Tables 3A and 3B of this report and the value of N cb or N cbg as calculated in accordance with Section 4.1.3 of this report. For anchors installed in the soffit of sand-lightweight or Page 3 of 20 normal-weight concrete over profile steel deck floor and roof assemblies, as shown in Figures 5 and 7, calculation of the concrete pryout strength in accordance with ACI 318-14 17.5.3.1 or ACI 318-11 D.6.3, as applicable, 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 2.3 17.2.3 shall be applied under Section 1905.1.8 of the 2015 IBC. For the 2012 IBC, Section 1905.1.9 must be omitted. Modifications to ACI 318-08 and ACI 318-05 D.3.3, as applicable, must be applied under Section 1908.1.9 of the 2009 IBC, Section 1908.1.16 of the 2006 IBC, respectively. The carbon steel 1-inch-diameter anchor complies with ACI 318-14 2.3 or ACI 318-11 D.1, as applicable, as a brittle steel element. All other 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 Section 17.2.3.4, 17.2.3.5, or 17.2.3.6 or ACI 318-11 Section D.3.3.4, D.3.3.5, or D.3.3.6 or ACI 318-08 Section D.3.3.4, D.3.3.5 or D.3.3.6, or ACI 318-05 Section D.3.3.4 or D.3.3.5, as applicable, with the modifications noted above. 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 an 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 value for nominal pullout strength in tension for seismic loads, N p,eq or N p,deck,eq , provided in Tables 2A, 2B, 4A, 4B and 4C of this report, must be used in lieu of N p . If no values for N p,eq or N p,deck,eq are given in Table 2A, 2B, 4A, 4B or 4C, the pullout strength for seismic loads need not be evaluated. The values of N p,eq or N p,deck,eq can be adjusted for concrete strength according to Section 4.1.4. 4.1.8.3 Seismic Shear: The nominal concrete breakout and concrete pryout strength for anchors 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, 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 steel strength in shear for seismic loads, V sa,eq or V sa,deck,eq , provided in Tables 3A, 3B, 4A, 4B and 4C of this report, must be used in lieu of V sa. 4.1.9 Requirements for Interaction of Tensile and Shear Forces: For loadings that include combined tension and shear, 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 Critical Edge Distance: In applications where c < c ac and supplemental reinforcement to control splitting of the concrete is not present, the concrete breakout strength in tension for uncracked concrete, calculated according to ACI 318-14 17.4.2 or ACI 318-11 D.5.2, as applicable, must be further multiplied by the factor Ψ cp,N given by Eq-3: Ψcp,N = c cac (Eq-3) where the factor Ψ cp,N need not be taken as less than 1.5hef . For all other cases, Ψ cp,N = 1.0. In lieu of ACI 318cac 14 17.7.6 or ACI 318-11 D.8.6, as applicable, values of c ac provided in Tables 1A and 1B of this report must be used. ESR-3037 | Most Widely Accepted and Trusted Page 4 of 20 4.1.11 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, as applicable, values of s min and c min provided in Tables 1A and 1B 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 thickness, h min , must be in accordance with Tables 1A and 1B of this report. 3 3 1 For / 4 -inch-diameter carbon steel, and / 8 -inch-, / 2 5 ® inch- and / 8 -inch-diameter stainless steel Strong-Bolt 2 anchors, additional combinations for minimum edge distance c min and minimum spacing s min may be derived by linear interpolation between the boundary given in Tables 1A and 1B and as shown in Figure 4 of this report. For anchors installed in the topside of normal-weight or sand-lightweight concrete over profile steel deck floor and roof assemblies, the anchor must be installed in accordance with Table 5A for carbon steel anchors and Table 5B for stainless steel anchors, and Figure 6 of this report. For anchors installed in the soffit of steel deck assemblies, the anchors must be installed in accordance with Figures 5 and 7, and must have a minimum axial spacing along the flute equal to the greater of 3h ef or 1.5 times the flute width. 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 f c′ affecting N n and V n . and Vallowable,ASD = ϕ Nn (Eq-3) ϕVn (Eq-4) α α where: T allowable,ASD = Allowable tension load (lbf or kN) V allowable,ASD = Allowable shear load (lbf or kN) φN n φV n = 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 31811 Appendix D, ACI 318-08 Appendix D, and 2009 IBC Section 1908.1.9, ACI 31805 Appendix D an IBC Section 1908.1.16, and Section 4.1 of this report, as applicable. (lbf or kN). = For all other cases: Tapplied Tallowable,ASD +V Vapplied allowable,ASD ≤1.2 4.3 Installation: 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 N p,cr , N p,uncr , and N eq shall be multiplied by the modification factor, λ a , 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: Where 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 using the following equations: Tallowable,ASD = 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 or 2006 IBC Section 1908.1.16, and Section 4.1 of this report, as applicable. (lbf or kN). α = A conversion factor calculated as a weighted average of the load factors for the controlling load combination. In addition, α shall include all applicable factors to account for non-ductile failure modes and required over-strength. The requirements for member thickness, edge distance and spacing, as described in this report, must apply. An example calculation for the derivation of allowable stress design tension values is presented in Table 6. 4.2.2 Interaction of Tensile and Shear Forces: The interaction of tension and shear loads must be consistent with ACI 318-14 17.6 or ACI 318-11, -08, -05 D.7, as applicable, as follows: If T applied ≤ 0.2T allowable,ASD , then the full allowable strength in shear, V allowable,ASD , must be permitted. If V applied ≤ 0.2V allowable,ASD , then the full allowable strength in tension, T allowable,ASD , must be permitted. Lowest design strength of an anchor or anchor group in shear as determined in Installation parameters are provided in Tables 1A and 1B and 4A, 4B and 4C, and in Figures 2, 3, 5 and 7. Anchor locations must comply with this report and the plans and specifications approved by the code official. The ® Strong-Bolt 2 must be installed in accordance with the manufacturer’s published instructions and this report. Anchors must be installed in holes drilled into the concrete using carbide-tipped drill bits conforming to ANSI B212.151994. The nominal drill bit diameter must be equal to the nominal diameter of the anchor. The minimum drilled hole depth, h hole, is given in Tables 1A and 1B. The drilled hole must be cleaned, with all dust and debris removed using compressed air. The anchor, nut, and washer must be assembled so that the top of the nut is flush with the top of the anchor. The anchor must be driven into the hole using a hammer until the proper embedment depth is achieved. The nut and washer must be tightened against the base material or material to be fastened until the appropriate installation torque value specified in Tables 1A and 1B is achieved. For anchors installed in the topside of normal-weight or sand-lightweight concrete over profile steel deck floor and roof assemblies, installation parameters are provided in Tables 5A and 5B and in Figure 6 of this report. For installation in the soffit of normal-weight or sandlightweight concrete over profile steel deck floor and roof assemblies, the hole diameter in the steel deck must not exceed the diameter of the hole in the concrete by more 1 than / 8 inch (3.2 mm). The minimum drilled hole depth, h hole, is given in Tables 4A, 4B and 4C. For edge distance and member thickness requirements for installations into the soffit of concrete over steel deck assemblies, see Figures 5 and 7. For installation in the soffit of sandlightweight or normal-weight concrete over profile steel deck floor and roof assemblies, torque must be applied until the appropriate installation torque value specified in Tables 4A, 4B and 4C is achieved. 4.4 Special Inspection: Periodic special inspection is required in accordance with ESR-3037 | Most Widely Accepted and Trusted Section 1705.1.1 and Table 1705.3 of the 2015 IBC and of the 2012 IBC or Section 1704.15 of the 2009 IBC, or Section 1704.13 of the 2006 IBC. The special inspector must make periodic inspections during anchor installation to verify anchor type, anchor dimensions, concrete type, concrete compressive strength, drill-bit type, hole dimensions, hole cleaning procedures, anchor spacing, edge distances, concrete member thickness, anchor embedment, tightening torque and adherence to the manufacturer’s published installation instructions. The special inspector must be present as often as required by 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 ® ® The Simpson Strong-Tie Strong Bolt 2 wedge anchor described in this report complies with, or is a suitable alternative to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 The anchors must be installed in accordance with the manufacturer’s published installation instructions and this report. In case of a conflict, this report governs. 5.2 Anchor sizes, dimensions and minimum embedment depths are as set forth in this report. 1 5.3 The / 4 -inch-diameter (6.4 mm) anchors must be limited to use in 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). The anchor may also be installed in the top of uncracked normal-weight and sand-lightweight concrete over profile steel deck where concrete thickness above upper flute meets the minimum thicknesses specified in Tables 1A & 1B. 3 5.4 The / 8- inch- through 1-inch-diameter (9.5 mm through 25.4 mm) anchors must be installed in cracked and uncracked normal-weight 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). The anchors may also be installed in the top of cracked and uncracked normal-weight and sandlightweight concrete over profile steel deck where concrete thickness above upper flute meets the minimum thicknesses specified in Tables 1A & 1B. 3 3 5.5 The / 8 -inch through / 4 -inch-diameter (9.5 mm through 19.1 mm) carbon steel anchors must be installed in the soffit of cracked and uncracked sandlightweight or normal-weight concrete over profile steel deck having a minimum specified compressive strength, f′ c , of 3,000 psi (20.7 MPa). 3 1 5.6 The / 8 -inch- and / 2 -inch-diameter (9.5 mm and 12.7 mm) anchors may be installed in the topside of cracked and uncracked normal-weight or sandlightweight concrete-filled steel deck having a minimum specified compressive strength, f' c , of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa). 5.7 The value of f′ c used for calculation purposes must not exceed 8,000 psi (55.2 MPa). 5.8 Strength design values must be established in accordance with Section 4.1 of this report. 5.9 Allowable stress design values are established in accordance with Section 4.2 of this report. 5.10 Anchor spacing and edge distance, as well as minimum member thickness, must comply with Tables 1A, 1B, 4A, 4B, 4C, 5A, 5B; and Figures 4, 5, 6, and 7 Page 5 of 20 of this report. 5.11 Prior to anchor 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. 5.12 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. 3 5.13 The / 8 -inch through 1-inch (9.5 mm through 25.4 mm) 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 report. 1 5.14 The / 4 -inch-diameter (6.4 mm) anchors may be used to resist short-term loading due to wind or seismic forces, in locations designated as Seismic Design Categories A and B under the IBC, subject to the conditions of this report. 3 5.15 The / 8 -inch through 1-inch (9.5 mm through 25.4 mm) 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 under the IBC, subject to the conditions of this report. 5.16 Where not otherwise prohibited in the code, ® Strong-Bolt 2 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. 5.17 Use of zinc-plated carbon steel anchors is limited to dry, interior locations. 5.18 Periodic special inspection must be provided in accordance with Section 4.4 of this report. 5.19 The anchors are manufactured by Simpson StrongTie Company Inc., under an approved quality-control program with inspections by ICC-ES. 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC-ES Acceptance Criteria for Mechanical Anchors in Concrete Elements (AC193), dated October 2015, including optional suitability tests for seismic tension and shear; profile steel deck soffit tests; and quality control documentation. 7.0 IDENTIFICATION ® The Strong-Bolt 2 anchors are identified in the field by dimensional characteristics, head stamp, material ® specifications and packaging. The Strong-Bolt 2 anchor has the Simpson Strong-Tie Company Inc., No Equal logo ≠ stamped on the expansion clip, and a length identification code embossed on the exposed threaded end. Table 7 shows the length identification codes. The packaging label bears the manufacturer’s nameand contact information, anchor name, anchor size and length, quantity, and the evaluation report number ESR-3037 | Most Widely Accepted and Trusted Page 6 of 20 (ESR-3037). TABLE 1A—CARBON STEEL STRONG-BOLT® 2 ANCHOR INSTALLATION INFORMATION1 NOMINAL ANCHOR SIZE CHARACTERISTIC SYMBOL Carbon Steel UNITS 1 / 4 inch5 3 / 8 inch6 1 / 2 inch6 5 / 8 inch6 3 / 4 inch6 1 inch6 Installation Information Nominal Diameter Drill Bit Diameter Baseplate Clearance Hole Diameter2 Installation Torque Nominal Embedment Depth da 3 d dc T inst h nom Effective Embedment Depth h ef Minimum Hole Depth h hole Minimum Overall Anchor Length λ anch Critical Edge Distance c ac c min Minimum Edge Distance for s ≥ s min Minimum Spacing for c ≥ Minimum Concrete Thickness h min in. 1 3 1 5 3 /4 1 in. 1 /4 3 /8 1 /2 5 3 /4 1 in. 5 / 16 7 / 16 9 / 16 11 7 /4 /8 /2 /8 /8 / 16 /8 11/ 8 (mm) (7.9) (11.1) (14.3) (17.5) (22.2) (28.6) ft-lbf 4 30 60 90 150 230 (N-m) (5.4) in. 13/ 4 17/ 8 27/ 8 23/ 4 37/ 8 33/ 8 51/ 8 41/ 8 53/ 4 51/ 4 93/ 4 (mm) (45) (48) (73) (70) (98) (86) (130) (105) (146) (133) (248) in. 11/ 2 11/ 2 21/ 2 21/ 4 33/ 8 23/ 4 41/ 2 33/ 8 5 41/ 2 9 (mm) (38) (38) (64) (57) (86) (70) (114) (86) (127) (114) (229) in. 17/ 8 2 3 3 41/ 8 35/ 8 53/ 8 43/ 8 6 51/ 2 10 (mm) (48) (51) (76) (76) (105) (92) (137) (111) (152) (140) (254) in. 21/ 4 23/ 4 31/ 2 33/ 4 51/ 2 41/ 2 6 51/ 2 7 7 13 (mm) (57) (70) (89) (140) (114) (152) (140) (178) (178) (330) in. 21/ 2 61/ 2 6 61/ 2 61/ 2 71/ 2 71/ 2 9 9 8 18 131/ 2 (mm) (64) (165) (152) (165) (165) (191) (191) (229) (229) (203) (457) (343) in. 3 1 /4 6 7 4 (mm) (45) (152) (178) (102) (40.7) (81.3) (95) (122.0) (203.4) (311.9) 4 1 6 /2 1 6 /2 8 (102) (165) (165) (203) - in. - - - - - - 8 (mm) - - - - - - (203) - in. 21/ 4 3 7 4 4 5 7 8 (mm) (57) (76) (178) (102) (102) (127) (178) (203) in. - - - - - - 8 - (mm) - - - - - - (203) in. 31/ 4 31/ 4 41/ 2 41/ 2 51/ 2 6 51/ 2 77/ 8 63/ 4 83/ 4 9 131/ 2 (mm) (83) (83) (114) (114) (140) (152) (140) (200) (172) (222) (229) (343) - Additional Data Specified Yield Strength Specified Tensile Strength Minimum Tensile and Shear Stress Area Axial Stiffness in Service Load Range - Cracked and Uncracked Concrete4 f ya f uta A se 3 β 56,000 92,000 (MPa) (386) (634) psi 70,000 psi (MPa) (483) in2 0.0318 85,000 70,000 (586) 115,000 (793) 0.0514 0.105 0.166 60,000 (483) (414) 110,000 78,000 (758) (538) 0.270 0.472 (mm2) (21) (33) (68) (107) (174) (305) lb./in 73,7004 34,820 63,570 91,370 118,840 299,600 (N/mm) (12,898) 4 (6,098) (11,133) (16,001) (20,812) (52,468) For SI: 1 inch = 25.4 mm, 1 ft-lbf = 1.356 N-m, 1 psi = 6.89 Pa, 1 in2 = 645 mm2, 1 lbf/in = 0.175 N/mm. 1 The information presented in this table is to be used in conjunction with the design criteria of ACI 318-14 Chapter 17 or ACI 318-11 Appendix D, as applicable. The clearance must comply with applicable code requirements for the connected element. For the 2006 IBC d o replaces d a , A se,N replaces A se . 4 The tabulated value of β for 1/ 4 -inch-diameter carbon steel Strong-Bolt® 2 anchor is for installations in uncracked concrete only. 5 The 1/ 4 -inch-diameter (6.4 mm) anchor may be installed in top of uncracked normal-weight and sand-lightweight concrete over profile steel deck where concrete thickness above upper flute meets the minimum thicknesses specified in this table. 6 The 3/ 8 -inch- through 1-inch-diameter (9.5 mm through 25.4 mm) anchors may be installed in topside of cracked and uncracked normal-weight and sand-lightweight concrete over profile steel deck where concrete thickness above upper flute meets the minimum thicknesses specified in this table, and Tables 5A and 5B for the 3 / 8 -inch and 1/ 2 -inch-diameter (9.5 mm and 12.7 mm) anchors. 2 3 ESR-3037 | Most Widely Accepted and Trusted Page 7 of 20 ® TABLE 1B—STAINLESS STEEL STRONG-BOLT 2 ANCHOR INSTALLATION INFORMATION1 NOMINAL ANCHOR SIZE CHARACTERISTIC SYMBOL UNITS Stainless Steel 1 /4 inch5 3 / 8 inch6 1 / 2 inch6 5 / 8 inch6 3 / 4 inch6 Installation Information Nominal Diameter Drill Bit Diameter da 3 d Baseplate Clearance Hole Diameter2 dc Installation Torque T inst Nominal Embedment Depth h nom Effective Embedment Depth Minimum Hole Depth h ef h hole Minimum Overall Anchor Length λ anch Critical Edge Distance c ac c min Minimum Edge Distance for s ≥ s min Minimum Spacing for c ≥ Minimum Concrete Thickness h min in. 1 3 1 5 3 in. 1 /4 3 /8 1 /2 5 3 in. 5 / 16 7 / 16 9 / 16 11 7 (mm) /4 /8 (7.9) /2 (11.1) /8 /4 /8 /4 / 16 (14.3) /8 (17.5) (22.2) ft-lbf 4 30 65 80 150 (N-m) (5.4) (40.7) (88.1) (108.5) (203.4) in. 13/ 4 17/ 8 27/ 8 23/ 4 37/ 8 33/ 8 51/ 8 41/ 8 53/ 4 (mm) (45) (48) (73) (70) (98) (86) (130) (105) (146) in. 11/ 2 11/ 2 21/ 2 21/ 4 33/ 8 23/ 4 41/ 2 33/ 8 5 (mm) (38) (38) (64) (57) (86) (70) (114) (86) (127) in. 17/ 8 2 3 3 41/ 8 35/ 8 53/ 8 43/ 8 6 (mm) (48) (51) (76) (76) (105) (92) (137) (111) (152) in. 21/ 4 23/ 4 31/ 2 33/ 4 51/ 2 41/ 2 6 51/ 2 7 (mm) (57) (70) (89) (95) (140) (114) (152) (140) (178) in. 21/ 2 61/ 2 81/ 2 41/ 2 7 71/ 2 9 8 8 (mm) (64) (165) (178) (191) (229) (203) (203) in. 13/ 4 6 (mm) (45) (152) (216) (114) 61/ 2 5 4 (165) (127) (102) 4 6 (102) (152) - in. - 10 - - 8 8 (mm) - (254) - - (203) (203) - in. 21/ 4 3 8 51/ 2 4 61/ 4 61/ 2 (mm) (57) (76) (159) (165) in. - 10 51/ 2 - (mm) - in. 31/ 4 31/ 4 (mm) (83) (83) (203) (140) (102) (254) 41/ 2 - - - - 8 (203) 41/ 2 (114) (114) (140) - 6 51/ 2 77/ 8 63/ 4 83/ 4 (152) (140) (200) (172) (222) Additional Data Specified Yield Strength Specified Tensile Strength Minimum Tensile and Shear Stress Area Axial Stiffness in Service Load Range - Cracked and Uncracked Concrete4 f ya f uta A se 3 β psi 80,000 (MPa) 96,000 (662) 92,000 82,000 68,000 (552) (634) (565) (469) psi 120,000 100,000 115,000 108,000 95,000 (MPa) (827) (689) (793) (745) (655) in2 0.0255 0.0514 0.105 0.166 0.270 (mm2) (16) (33) (68) (107) (174) lb./in 54,4304 29,150 54,900 61,270 154,290 (N/mm) (9,525)4 (5,105) (9,614) (10,730) (27,020) 2 2 For SI: 1 inch = 25.4 mm, 1 ft-lbf = 1.356 N-m, 1 psi = 6.89 Pa, 1 in = 645 mm , 1 lbf/in = 0.175 N/mm. 1 The information presented in this table is to be used in conjunction with the design criteria of ACI 318-14 Chapter 17 or ACI 318-11 Appendix D, as applicable. 2 The clearance must comply with applicable code requirements for the connected element. 3 For the 2006 IBC d o replaces d a , A se,N replaces A se . ® 4 The tabulated value of β for 1/ 4 -inch-diameter stainless steel Strong-Bolt 2 anchor is for installations in uncracked concrete only. 5 The 1/ 4 -inch-diameter (6.4 mm) anchor may be installed in top of uncracked normal-weight and sand-lightweight concrete over profile steel deck where concrete thickness above upper flute meets the minimum thicknesses specified in this table. 6 The 3/ 8 -inch- through 3/ 4 -inch-diameter (9.5 mm through 19.1 mm) anchors may be installed in top of cracked and uncracked normal-weight and sand-lightweight concrete over profile steel deck where concrete thickness above upper flute meets the minimum thicknesses specified in this table, and Tables 5A and 5B for the 3/ 8 -inch and 1/ 2 -inch-diameter (9.5 mm and 12.7 mm) anchors. ESR-3037 | Most Widely Accepted and Trusted Page 8 of 20 ® TABLE 2A—CARBON STEEL STRONG-BOLT 2 ANCHOR TENSION STRENGTH DESIGN DATA1 NOMINAL ANCHOR DIAMETER CHARACTERISTIC SYMBOL Carbon Steel UNITS 1/ 4 Anchor Category 1,2 or 3 Nominal Embedment Depth h nom inch 8 3 / 8 inch 9 1 / 2 inch - 9 5 / 8 inch9 3 / 4 inch9 1 inch9 1 2 in. 3 1 /4 7 1 /8 7 2 /8 3 2 /4 7 3 /8 3 3 /8 1 5 /8 1 4 /8 3 5 /4 1 5 /4 93/ 4 (mm) (45) (48) (73) (70) (98) (86) (130) (105) (146) (133) (248) Steel Strength in Tension (ACI 318-14 Section 17.4.1 or ACI 318-11 Section D.5.1) Steel Strength in Tension N sa Strength Reduction Factor Steel Failure2 φ sa lb 2,225 5,600 12,100 19,070 29,700 36,815 (kN) (9.9) (24.9) (53.8) (84.8) (132.1) (163.8) - 0.75 0.65 Concrete Breakout Strength in Tension (ACI 318-14 Section 17.4.2 or ACI 318-11 Section D.5.2) Effective Embedment Depth h ef in. 11/ 2 11/ 2 21/ 2 21/ 4 33/ 8 23/ 4 41/ 2 33/ 8 5 41/ 2 9 (mm) (38) (38) (64) (57) (86) (70) (114) (86) (127) (114) (229) in. 21/ 2 61/ 2 6 61/ 2 71/ 2 71/ 2 9 9 8 18 131/ 2 (mm) (64) (165) (152) (165) (191) (191) (229) (229) (203) (457) (343) Critical Edge Distance c ac Effectiveness Factor Uncracked Concrete k uncr - 24 24 24 24 24 24 Effectiveness Factor Cracked Concrete k cr - See Note 7 17 17 17 17 17 Modification Factor ψ c,N - See Note 7 1.00 1.00 1.00 1.00 1.00 Strength Reduction Factor Concrete Breakout Failure3 φ cb - 0.65 0.55 Pull-Out Strength in Tension (ACI 318-14 17.4.3.1 or ACI 318-11 Section D.5.3) Pull-Out Strength Cracked Concrete (f' c = 2500 psi) N p,cr Pull-Out Strength Uncracked Concrete (f' c = 2500 psi) N p,uncr Strength Reduction Factor Pullout Failure6 φp lb See Note 7 1,3005 2,7755 N/A4 3,7355 N/A4 6,8955 N/A4 8,5005 7,7005 11,1855 (kN) - (5.8)5 (12.3)5 - (16.6)5 - (30.7)5 - (37.8)5 (34.3)5 (49.8)5 lb N/A4 N/A4 3,3405 3,6155 5,2555 N/A4 9,0255 7,1155 8,8705 8,3605 9,6905 5 5 5 5 (43.1)5 (kN) - - 5 (14.9) 5 (16.1) - 5 (23.4) - (40.1) (31.6) (39.5) 0.65 (37.2) 0.55 Tensile Strength for Seismic Applications (ACI 318-14 17.2.3.3 or ACI 318-11 Section D.3.3.3) Tension Resistance of Single Anchor for Seismic Loads (f' c = 2500 psi) N p,eq Strength Reduction Factor Pullout Failure6 φ eq lb See Note 7 1,3005 2,7755 N/A4 3,7355 N/A4 6,8955 N/A4 8,5005 7,7005 11,1855 (kN) - (5.8)5 (12.3)5 - (16.6)5 - (30.7)5 - (37.8)5 (34.3)5 (49.8)5 - 0.65 0.55 For SI: 1 inch = 25.4 mm, 1 lbf = 4.45 N. 1 The information presented in this table must be used in conjunction with the design criteria of ACI 318-14 Chapter 17 or ACI 318-11 Appendix D, as applicable. The tabulated value of φ sa applies when the load combinations of Section 1605.2 of the IBC, ACI 318-14 Section 5.3 or ACI 318-11 Section 9.2 are used. If the load combinations of ACI 318-11 Appendix C are used, the appropriate value of φ sa must be determined in accordance with ACI 318-11 D.4.4. The 3/ 8 -inch-, 1 / 2 -inch-, 5/ 8 -inch- and 3/ 4 -inch-diameter carbon steel Strong-Bolt® 2 anchors are ductile steel elements as defined in ACI 318-14 2.3 or ACI 318-11 D.1, as applicable. The 1-inch-diameter carbon steel Strong-Bolt® 2 anchor is a brittle steel element as defined in ACI 318-14 2.3 or ACI 318-11 D.1, as applicable. 3 The tabulated value of φ cb applies when both the load combinations of Section 1605.2 of the IBC, ACI 318-14 Section 5.3 or ACI 318-11 Section 9.2 are used and the requirements of ACI 318-14 17.3.3(c) or ACI 318-11 D.4.3(c), as applicable, for Condition B are met. Condition B applies where supplementary reinforcement is not provided. For installations where complying supplementary reinforcement can be verified, the φ cb factors described in ACI 318-14 17.3.3(c) or ACI 318-11 D.4.3(c), as applicable, for Condition A are allowed. If the load combinations of ACI 318-11 Appendix C are used, the appropriate value of φ cb must be determined in accordance with ACI 318-11 D.4.4(c). 4 As described in Section 4.1.4 of this report, N/A (Not Applicable) denotes that pullout resistance does not need to be considered. 5 The characteristic pull-out strength for greater concrete compressive strengths must be increased by multiplying the tabular value by (f′ c / 2,500 psi)0.5 or (f′ c / 17.2 MPa)0.5. 6 The tabulated value of φ p or φ eq applies when the load combinations of IBC Section 1605.2, ACI 318-14 Section 5.3 or ACI 318-11 Section 9.2, as applicable, are used and the requirements of ACI 318-14 17.3.3(c) or ACI 318-11 D.4.3(c) for Condition B are met. For installations where complying supplementary reinforcement can be verified, the φ p or φ eq factors described in ACI 318-14 17.3.3(c) or ACI 318-11 D.4.3(c), as applicable, for Condition A are allowed. If the load combinations of ACI 318-11 Appendix C are used, appropriate value of φ must be determined in accordance with ACI 318-11 D.4.4(c). 7 The 1/ 4 -inch-diameter carbon steel Strong-Bolt® 2 anchor installation in cracked concrete is beyond the scope of this report. 8 The 1/ 4 -inch-diameter (6.4 mm) anchor may be installed in top of uncracked normal-weight and sand-lightweight concrete over profile steel deck where concrete thickness above upper flute meets the minimum thicknesses specified in Table 1A. 9 The 3/ 8 -inch- through 1-inch-diameter (9.5 mm through 25.4 mm) anchors may be installed in top of cracked and uncracked normal-weight and sand-lightweight concrete over profile steel deck where concrete thickness above upper flute meets the minimum thicknesses specified in Table 1A, and Tables 5A and 5B for the 3 / 8 -inch and 1/ 2 -inch-diameter (9.5 mm and 12.7 mm) anchors. 2 ESR-3037 | Most Widely Accepted and Trusted Page 9 of 20 ® TABLE 2B—STAINLESS STEEL STRONG-BOLT 2 ANCHOR TENSION STRENGTH DESIGN DATA1 NOMINAL ANCHOR DIAMETER CHARACTERISTIC SYMBOL UNITS Stainless Steel 1 / 4 inch10 Anchor Category 1,2 or 3 Nominal Embedment Depth h nom 3 / 8 inch11 1 / 2 inch11 - 5 / 8 inch11 3 / 4 inch11 1 in. 3 1 /4 7 1 /8 7 2 /8 3 2 /4 37/ 8 33/ 8 51/ 8 41/ 8 53/ 4 (mm) (45) (48) (73) (70) (98) (86) (130) (105) (146) Steel Strength in Tension (ACI 318-14 17.4.1 or ACI 318-11 Section D.5.1) Steel Strength in Tension N sa Strength Reduction Factor Steel Failure2 φ sa Lb 3,060 5,140 12,075 17,930 25,650 (kN) (13.6) (22.9) (53.7) (79.8) (114.1) - 0.75 Concrete Breakout Strength in Tension (ACI 318-14 17.4.2 or ACI 318-11 Section D.5.2) Effective Embedment Depth h ef in. 11/ 2 11/ 2 21/ 2 21/ 4 33/ 8 23/ 4 41/ 2 33/ 8 5 (mm) (38) (38) (64) (57) (86) (70) (114) (86) (127) in. 21/ 2 61/ 2 81/ 2 41/ 2 7 71/ 2 9 8 8 (mm) (64) (165) (216) (114) (178) (191) (229) (203) (203) Critical Edge Distance c ac Effectiveness Factor - Uncracked Concrete k uncr - 24 24 24 24 24 Effectiveness Factor - Cracked Concrete k cr - See Note 9 17 17 17 17 Modification Factor ψ c,N - See Note 9 1.00 1.00 1.00 1.00 Strength Reduction Factor Concrete Breakout Failure3 φ cb - 0.65 Pull-Out Strength in Tension (ACI 318-14 17.4.3 or ACI 318-11 Section D.5.3) Pull-Out Strength Cracked Concrete (f' c = 2500 psi) N p,cr Lb (kN) Pullout Strength Uncracked Concrete (f' c = 2500 psi) N p,uncr Strength Reduction Factor Pullout Failure8 φp See Note 1,7206 3,1456 9 7 2,5605 4,3055 N/A4 6,5457 N/A4 - (29.1)7 - (7.7)6 (14.0)6 (11.4)5 (19.1)5 4 6 5 5 Lb 1,925 N/A (kN) (8.6)7 - 4,770 3,230 4,495 N/A (21.2)6 (14.4)5 (20.0)5 - - 4 5 8,2305 (36.6)5 7,615 7 7,725 9,6257 (33.9)5 (34.4)7 (42.8)7 0.65 Tensile Strength for Seismic Applications (ACI 318 17.2.3.3 or ACI 318-11 Section D.3.3.3) Tension Resistance of Single Anchor for Seismic Loads (f' c = 2500 psi) N p,eq Strength Reduction Factor Pullout Failure8 φ eq Lb (kN) - See Note 1,7206 2,8306 9 - (7.7)6 (12.6)6 2,5605 4,3055 N/A4 6,5457 N/A4 8,2305 (11.4)5 (19.1)5 - (29.1)7 - (36.6)5 0.65 For SI: 1 inch = 25.4 mm, 1 lbf = 4.45 N. 1 The information presented in this table must be used in conjunction with the design criteria of ACI 318-14 Chapter 17 or ACI 318-11 Appendix D, as applicable. The tabulated value of φ sa applies when the load combinations of Section 1605.2 of the IBC, ACI 318-14 Section 5.3 or ACI 318-11 Section 9.2 are used. If the load combinations of ACI 318-11 Appendix C are used, the appropriate value of φ sa must be determined in accordance with ACI 318-11 D.4.4. The stainless steel Strong-Bolt® 2 anchors are ductile steel elements as defined in ACI 318-14 2.3 or ACI 318-11 D.1, as applicable. 3 The tabulated value of φ cb applies when both the load combinations of Section 1605.2 of the IBC, ACI 318-14 Section 5.3 or ACI 318-11 Section 9.2 are used and the requirements of ACI 318-14 17.3.3(c) or ACI 318-11 D.4.3(c), as applicable, for Condition B are met. Condition B applies where supplementary reinforcement is not provided. For installations where complying supplementary reinforcement can be verified, the φ cb factors described in ACI 318-14 17.3.3(c) or ACI 318-11 D.4.3(c), as applicable, for Condition A are allowed. If the load combinations of ACI 318-11 Appendix C are used, the appropriate value of φ cb must be determined in accordance with ACI 318-11 D.4.4(c). 4 As described in Section 4.1.4 of this report, N/A (Not Applicable) denotes that pullout resistance does not need to be considered. 𝑓𝑓′ 𝑓𝑓′𝑐𝑐 5 The characteristic pull-out strength for greater concrete compressive strengths must be increased by multiplying by ( 𝑐𝑐 )0.5 or ( )0.5. 2 2,500𝑝𝑝𝑝𝑝𝑝𝑝 𝑓𝑓′𝑐𝑐 )0.3 2,500𝑝𝑝𝑝𝑝𝑝𝑝 𝑓𝑓′𝑐𝑐 ( )0.4 2,500𝑝𝑝𝑝𝑝𝑝𝑝 The characteristic pull-out strength for greater concrete compressive strengths must be increased by multiplying by ( 6 7 The characteristic pull-out strength for greater concrete compressive strengths must be increased by multiplying by 17.2 𝑀𝑀𝑀𝑀𝑀𝑀 𝑓𝑓′𝑐𝑐 )0.3. 17.2 𝑀𝑀𝑀𝑀𝑀𝑀 𝑓𝑓′𝑐𝑐 ( )0.4. 17.2 𝑀𝑀𝑀𝑀𝑀𝑀 or ( or The tabulated value of φ p or φ eq applies when the load combinations of IBC Section 1605.2.1, ACI 318-14 Section 5.3 or ACI 318-11 Section 9.2 are used and the requirements of ACI 318-14 17.3.3(c) or ACI 318-11 D.4.3(c), as applicable, for Condition B are met. For installations where complying supplementary reinforcement can be verified, the φ p or φ eq factors described in ACI 318-14 17.3.3(c) or ACI 318-11 D.4.3(c), as applicable, for Condition A are allowed. If the load combinations of ACI 318-11 Appendix C are used, appropriate value of φ must be determined in accordance with ACI 318-11 D.4.4(c). 9 The 1/ 4 -inch-diameter stainless steel Strong-Bolt® 2 anchor installation in cracked concrete is beyond the scope of this report. 10 The 1/ 4 -inch-diameter (6.4 mm) anchor may be installed in top of uncracked normal-weight and sand-lightweight concrete over profile steel deck where concrete thickness above upper flute meets the minimum thicknesses specified in Table 1B. 8 ESR-3037 | Most Widely Accepted and Trusted Page 10 of 20 11 The 3/ 8 -inch- through 3/ 4 -inch-diameter (9.5 mm through 19.1 mm) anchors may be installed in top of cracked and uncracked normal-weight and sandlightweight concrete over profile steel deck where concrete thickness above upper flute meets the minimum thicknesses specified in Table 1B, and Tables 5A and 5B for the 3/ 8 -inch and 1/ 2 -inch-diameter (9.5 mm and 12.7 mm) anchors. ® TABLE 3A—CARBON STEEL STRONG-BOLT 2 ANCHOR SHEAR STRENGTH DESIGN DATA1 NOMINAL ANCHOR DIAMETER CHARACTERISTIC SYMBOL UNITS Carbon Steel 1 / 4 inch Anchor Category Nominal Embedment Depth 1,2 or 3 h nom 7 3 / 8 inch 8 1 / 2 inch - 8 5 / 8 inch8 3 / 4 inch8 1 inch8 1 2 in. 3 1 /4 7 1 /8 7 2 /8 3 2 /4 7 3 /8 3 3 /8 1 5 /8 1 4 /8 3 5 /4 1 5 /4 93/ 4 (mm) (45) (48) (73) (70) (98) (86) (130) (105) (146) (133) (248) Steel Strength in Shear (ACI 318-14 17.5.1.1 or ACI 318-11 Section D.6.1) Shear Resistance of Steel V sa Strength Reduction Factor Steel Failure2 φ sa Lb 965 1,800 7,235 11,035 14,480 15,020 (kN) (4.3) (8.0) (32.2) (49.1) (64.4) (66.8) - 0.65 0.60 Concrete Breakout Strength in Shear (ACI 318-14 17.5.2 or ACI 318-11 Section D.6.2) Outside Diameter da5 Load Bearing Length of Anchor in Shear λe Strength Reduction Factor Concrete Breakout Failure3 φ cb in. 0.250 0.375 0.500 0.625 0.750 1.000 (mm) (6.4) (9.5) (12.7) (15.9) (19.1) (25.4) in. 1.500 1.500 2.500 2.250 3.375 2.750 4.500 3.375 5.000 4.500 8.000 (mm) (38) (38) (64) (57) (86) (70) (114) (86) (127) (114) (203) - 0.70 Concrete Pryout Strength in Shear (ACI 318-14 17.5.3 or ACI 318-11 Section D.6.3) Coefficient for Pryout Strength k cp Effective Embedment Depth h ef Strength Reduction Factor Concrete Pryout Failure4 φ cp - 1.0 1.0 2.0 1.0 2.0 in. 11/ 2 11/ 2 21/ 2 21/ 4 33/ 8 23/ 4 41/ 2 33/ 8 5 41/ 2 9 (mm) (38) (38) (64) (57) (86) (70) (114) (86) (127) (114) (229) - 2.0 2.0 2.0 0.70 Steel Strength in Shear for Seismic Applications (ACI 318-14 17.2.3.3 or ACI 318-11 Section D.3.3.3) Shear Strength of Single Anchor for Seismic Loads (f' c = 2500 psi) V sa,eq Strength Reduction Factor Steel Failure2 φ sa Lb See Note 6 1,800 6,510 9,930 11,775 15,020 (kN) - (8.0) (29.0) (44.2) (52.4) (66.8) - 0.65 0.60 For SI: 1 inch = 25.4 mm, 1 lbf = 4.45 N. 1 The information presented in this table must be used in conjunction with the design criteria of ACI 318-14 Chapter 17 or ACI 318-11 Appendix D, as applicable. 2 The tabulated value of φ sa applies when the load combinations of Section 1605.2 of the IBC, ACI 318-14 Section 5.3 or ACI 318-11 Section 9.2 are used. If the load combinations of or ACI 318-11 Appendix C are used, the appropriate value of φ sa must be determined in accordance with ACI 318-11 ® D.4.4. The 3/ 8 -inch-, 1/ 2 -inch-, 5/ 8 -inch- and 3/ 4 -inch-diameter carbon steel Strong-Bolt 2 anchors are ductile steel elements as defined in ACI 318-14 ® 2.3 or ACI 318-11 D.1, as applicable. The 1-inch-diameter carbon steel Strong-Bolt 2 anchor is a brittle steel element as defined in ACI 318-14 2.3 or ACI 318-11 D.1, as applicable. 3 The tabulated value of φ cb applies when both the load combinations of Section 1605.2 of the IBC, ACI 318-14 Section 5.3 or ACI 318-11 Section 9.2, as applicable, are used and the requirements of ACI 318-14 17.3.3(c) or ACI 318-11 D.4.3(c) for Condition B are met. Condition B applies where supplementary reinforcement is not provided. For installations where complying supplementary reinforcement can be verified, the φ cb factors described in ACI 318-14 17.3.3(c) or ACI 318-11 D.4.3(c), as applicable, for Condition A are allowed. If the load combinations of ACI 318-11 Appendix C are used, the appropriate value of φ cb must be determined in accordance with ACI 318-11 D.4.4(c). 4 The tabulated value of φ cp applies when the load combinations of IBC Section 1605.2, ACI 318-14 5.3 or ACI 318-11 9.2 are used and the requirements of ACI 318-14 17.3.3(c) or ACI 318-11 D.4.3(c) for Condition B are met. For installations where complying supplementary reinforcement can be verified, the φ cp factors described in ACI 318-14 17.3.3(c) or ACI 318-11 D.4.3(c), as applicable, for Condition A are allowed. If the load combinations of ACI 318-11 Appendix C are used, the appropriate value of φ cp must be determined in accordance with ACI 318-11 D.4.4(c). 5 For the 2006 IBC d o replaces d a . 6 The 1/ 4 -inch-diameter carbon steel Strong-Bolt® 2 anchor installation in cracked concrete is beyond the scope of this report. 7 The 1/ 4 -inch-diameter (6.4 mm) anchor may be installed in the top of uncracked normal-weight and sand-lightweight concrete over profile steel deck where concrete thickness above upper flute meets the minimum thicknesses specified in Table 1A. 8 The 3/ 8 -inch- through 1-inch-diameter (9.5 mm through 25.4 mm) anchors may be installed in the top of cracked and uncracked normal-weight and sand-lightweight concrete over profile steel deck where concrete thickness above upper flute meets the minimum thicknesses specified in Table 1A, and Tables 5A and 5B for the 3/ 8 -inch and 1/ 2 -inch-diameter (9.5 mm and 12.7 mm) anchors. ESR-3037 | Most Widely Accepted and Trusted Page 11 of 20 ® TABLE 3B—STAINLESS STEEL STRONG-BOLT 2 ANCHOR SHEAR STRENGTH DESIGN DATA1 NOMINAL ANCHOR DIAMETER CHARACTERISTIC SYMBOL UNITS Stainless Steel 1 / 4 inch Anchor Category 1,2 or 3 Nominal Embedment Depth h nom 7 3 / 8 inch 8 1 / 2 inch8 - 5 / 8 inch8 3 / 4 inch8 1 in. 3 1 /4 7 1 /8 7 2 /8 3 2 /4 37/ 8 33/ 8 51/ 8 41/ 8 53/ 4 (mm) (45) (48) (73) (70) (98) (86) (130) (105) (146) Steel Strength in Shear (ACI 318-14 17.5.1 or ACI 318-11 Section D.6.1) Shear Resistance of Steel V sa Strength Reduction Factor - Steel Failure2 φ sa Lb 1,605 3,085 7,245 6,745 10,760 15,045 (kN) (7.1) (13.7) (32.2) (30.0) (47.9) (66.9) - 0.65 Concrete Breakout Strength in Shear (ACI 318-14 17.5.2 or ACI 318-11 Section D.6.2) Outside Diameter da5 Load Bearing Length of Anchor in Shear λe Strength Reduction Factor - Concrete Breakout Failure3 φ cb in. 0.250 0.375 0.500 0.625 0.750 (mm) (6.4) (9.5) (12.7) (15.9) (19.1) in. 1.500 1.500 2.500 2.250 3.375 2.750 4.500 3.375 5.000 (mm) (38) (38) (64) (57) (86) (70) (114) (86) (127) - 0.70 Concrete Pryout Strength in Shear (ACI 318-14 17.5.2 or ACI 318-11 Section D.6.3) Coefficient for Pryout Strength k cp Effective Embedment Depth h ef Strength Reduction Factor - Concrete Pryout Failure4 φ cp - 1.0 1.0 2.0 1.0 2.0 in. 11/ 2 11/ 2 21/ 2 21/ 4 33/ 8 23/ 4 41/ 2 33/ 8 5 (mm) (38) (38) (64) (57) (86) (70) (114) (86) (127) - 2.0 2.0 0.70 Steel Strength in Shear for Seismic Applications (ACI 318-14 17.2.3.3 or ACI 318-11 Section D.3.3.3) Shear Strength of Single Anchor for Seismic Loads (f' c = 2500 psi) V sa,eq Strength Reduction Factor - Steel Failure2 φ sa Lb See Note 6 3,085 6,100 6,745 10,760 13,620 (kN) - (13.7) (27.1) (30.0) (47.9) (60.6) - 0.65 For SI: 1 inch = 25.4 mm, 1 lbf = 4.45 N. 1 The information presented in this table must be used in conjunction with the design criteria of ACI 318-14 Chapter 17 or ACI 318-11 Appendix D. 2 The tabulated value of φ sa applies when the load combinations of Section 1605.2 of the IBC, ACI 318-14 Section 5.3 or ACI 318-11 Section 9.2, as applicable, are used. If the load combinations of or ACI 318-11 Appendix C are used, the appropriate value of φ sa must be determined ® in accordance with ACI 318-11 D.4.4. The stainless steel Strong-Bolt 2 anchors are ductile steel elements as defined in ACI 318-14 2.3 or ACI 318-11 D.1, as applicable. 3 The tabulated value of φ cb applies when both the load combinations of Section 1605.2 of the IBC, ACI 318-14 Section 5.3 or ACI 318-11 Section 9.2, as applicable, are used and the requirements of ACI 318-14 17.3.3(c) or ACI 318-11 D.4.3(c) for Condition B are met. Condition B applies where supplementary reinforcement is not provided. For installations where complying supplementary reinforcement can be verified, the φ cb factors described in ACI 318-14 17.3.3 or ACI 318-11 D.4.3, as applicable, for Condition A are allowed. If the load combinations of ACI 318-11 Appendix C are used, the appropriate value of φ cb must be determined in accordance with ACI 318-11 D.4.4(c). 4 The tabulated value of φ cp applies when the load combinations of IBC Section 1605.2, ACI 318-14 5.3 or ACI 318-11 9.2, as applicable, are used and the requirements of ACI 318-14 17.3.3(c) or ACI 318-11 D.4.3(c) for Condition B are met. For installations where complying supplementary reinforcement can be verified, the φ cp factors described in ACI 318-14 17.3.3 or ACI 318-11 D.4.3, as applicable, for Condition A are allowed. If the load combinations of ACI 318-11 Appendix C are used, the appropriate value of φ cp must be determined in accordance with ACI 318-11 D.4.4(c). 5 For the 2006 IBC d o replaces d a . ® 6 The 1/ 4 -inch-diameter stainless steel Strong-Bolt 2 anchor installation in cracked concrete is beyond the scope of this report. 7 The 1/ 4 -inch-diameter (6.4 mm) anchor may be installed in the top of uncracked normal-weight and sand-lightweight concrete over profile steel deck where concrete thickness above upper flute meets the minimum thicknesses specified in Table 1B. 8 The 3/ 8 -inch- through 3/ 4 -inch-diameter (9.5 mm through 19.1 mm) anchors may be installed in the top of cracked and uncracked normalweight and sand-lightweight concrete over profile steel deck where concrete thickness above upper flute meets the minimum thicknesses specified in Table 1B, and Tables 5A and 5B for the 3/ 8 -inch and 1/ 2 -inch-diameter (9.5 mm and 12.7 mm) anchors. ESR-3037 | Most Widely Accepted and Trusted Page 12 of 20 ® TABLE 4A—CARBON STEEL STRONG-BOLT 2 ANCHOR TENSION AND SHEAR STRENGTH DESIGN DATA FOR THE SOFFIT OF NORMAL-WEIGHT CONCRETE OVER PROFILE STEEL DECK, FLOOR AND ROOF ASSEMBLIES1,2,6,8 NOMINAL ANCHOR DIAMETER CHARACTERISTIC SYMBOL Lower Flute UNITS 3 / 8 inch Nominal Embedment Depth Effective Embedment Depth Minimum Hole Depth Installation Torque Pullout Strength, concrete on metal deck (cracked)3 h nom h ef h hole T inst N p,deck,cr Pullout Strength, concrete N p,deck,uncr on metal deck (uncracked)3 Pullout Strength, concrete on metal deck (Seismic)5 N p,deck,eq Steel Strength in Shear, concrete on metal deck4 V sa.deck Steel Strength in Shear, concrete on metal deck (Seismic)5 V sa,deck,eq Upper Flute 1 5 / 2 inch 3 / 8 inch / 4 inch 3 3 1 3 5 1 3 / 8 inch 1 / 2 inch in. 2 3 /8 2 /4 4 /2 3 /8 5 /8 4 /8 2 23/ 4 (mm) (51) (86) (70) (114) (86) (143) (105) (51) (70) in. 5 1 /8 3 1 2 /4 4 3 2 /4 5 3 3 /8 5 1 /8 21/ 4 (mm) (41) (76) (57) (102) (70) (127) (86) (41) (57) in. 21/ 8 31/ 2 3 43/ 4 35/ 8 57/ 8 43/ 8 21/ 8 3 (mm) (54) (89) (76) (121) (92) (149) (111) (54) (76) ft-lbf 30 60 90 150 30 60 (N-m) (40.7) (81.3) (122.0) (203.4) (40.7) (81.3) Lb 1,0407 2,6157 2,0407 2,7307 2,6157 4,9907 2,8157 1,3407 3,7857 (kN) (4.6)7 (11.6)7 (9.1)7 (12.1)7 (11.6)7 (22.2)7 (12.5)7 (6.0)7 (16.8)7 Lb 1,7657 3,1507 2,5807 3,8407 3,6857 6,5657 3,8007 2,2757 4,7957 (kN) (7.9)7 (14.0)7 (11.5)7 (17.1)7 (16.4)7 (29.2)7 (16.9)7 (10.1)7 (21.3)7 Lb 1,0407 2,6157 2,0407 2,7307 2,6157 4,9907 2,8157 1,3407 3,7857 7 7 7 7 (kN) 7 (4.6) Lb 7 (11.6) 7 7 (9.1) (12.1) (11.6) (22.2) (12.5) (6.0) (16.8)7 1,595 3,490 2,135 4,580 2,640 7,000 4,535 3,545 5,920 (kN) (7.1) (15.5) (9.5) (20.4) (11.7) (31.1) (20.2) (15.8) (26.3) Lb 1,595 3,490 1.920 4,120 2,375 6,300 3,690 3,545 5,330 (kN) (7.1) (15.5) (8.5) (18.3) (10.6) (28.0) (16.4) (15.8) (23.7) For SI: 1 inch = 25.4 mm, 1 lbf = 4.45 N. 1 Installation must comply with Section 4.3 and Figure 5. Profile steel deck must comply with Figure 5 and Section 3.3 of this report. 3 The values must be used in accordance with Section 4.1.4 of this report. 4 The values must be used in accordance with Section 4.1.5 of this report. 5 The values must be used in accordance with Section 4.1.8 of this report. 6 The minimum anchor spacing along the flute must be the greater of 3h ef or 1.5 times the flute width. 7 The characteristic pull-out strength for greater concrete compressive strengths must be increased by multiplying the tabular value by (f′ c / 3,000psi)0.5 or (f′ c / 20.7MPa)0.5. 8 Concrete shall be normal-weight or sand-lightweight concrete having a minimum specified compressive strength, f′ c , of 3,000 psi (20.7 MPa). 2 ESR-3037 | Most Widely Accepted and Trusted Page 13 of 20 ® TABLE 4B—STAINLESS STEEL STRONG-BOLT 2 ANCHOR TENSION AND SHEAR STRENGTH DESIGN DATA FOR THE SOFFIT OF NORMAL-WEIGHT CONCRETE OVER PROFILE STEEL DECK, FLOOR AND ROOF ASSEMBLIES1,2,6,10 NOMINAL ANCHOR DIAMETER CHARACTERISTIC SYMBOL UNITS Lower Flute 3 1 / 8 inch Nominal Embedment Depth Effective Embedment Depth Minimum Hole Depth h nom h ef h hole Installation Torque T inst Pullout Strength, concrete on metal deck (cracked)3 N p,deck,cr Pullout Strength, concrete N p,deck,uncr on metal deck (uncracked)3 Pullout Strength, concrete on metal deck (seismic)5 N p,deck,eq Steel Strength in Shear, concrete on metal deck4 V sa.deck Steel Strength in Shear, concrete on metal deck (seismic)5 V sa.deck,eq Upper Flute 5 / 2 inch 3 / 8 inch / 4 inch 3 / 8 inch 2 33/ 8 23/ 4 41/ 2 33/ 8 55/ 8 41/ 8 2 23/ 4 (mm) (51) (86) (70) (114) (86) (143) (105) (51) (70) in. 15/ 8 3 21/ 4 4 23/ 4 5 33/ 8 15/ 8 21/ 4 (mm) (41) (76) (57) (102) (70) (127) (86) (41) (57) in. 21/ 8 31/ 2 3 43/ 4 35/ 8 57/ 8 43/ 8 21/ 8 3 (mm) (54) (89) (76) (121) (92) (149) (76) (111) (54) ft-lbf 30 65 80 150 30 65 (N-m) (40.7) (88.1) (108.5) (203.4) (40.7) (88.1) Lb 1,2308 2,6058 1,9907 2,5507 1,7509 4,0209 3,0307 1,5508 2,0557 (kN) (5.5)8 (11.6)8 (8.9)7 (11.3)7 (7.8)9 (17.9)9 (13.5)7 (6.9)8 (9.1) 7 7 9 8 Lb 1,580 3,950 2,475 2,660 2,470 5,000 4,275 1,990 2,5607 (kN) (7.0)8 (17.6)8 (11.0)7 (11.8) 7 (11.0)7 (22.2)7 (19.0)9 (8.9)8 (11.4)7 8 7 7 9 9 7 8 8 7 7 7 8 8 Lb 1,230 2,345 1,990 2,550 1,750 4,020 3,030 1,550 2,0557 (kN) (5.5)8 (10.4)8 (8.9)7 (11.3)7 (7.8)9 (17.9)9 (13.5)7 (6.9)8 (9.1) 7 lb (kN) 2,285 3,085 3,430 4,680 3,235 5,430 6,135 3,085 5,955 (10.2) (13.7) (15.3) (20.8) (14.4) (24.2) (27.3) (13.7) (26.5) Lb 2,285 3,085 2,400 3,275 3,235 5,430 5,520 3,085 4,170 (kN) (10.2) (13.7) (10.7) (14.6) (14.4) (24.2) (24.6) (13.7) (18.5) Installation must comply with Section 4.3 and Figure 5. Profile steel deck must comply with Figure 5 and Section 3.3 of this report. The values must be used in accordance with Section 4.1.4 of this report. 4 The values must be used in accordance with Section 4.1.5 of this report. 5 The values must be used in accordance with Section 4.1.8 of this report. 6 The minimum anchor spacing along the flute must be the greater of 3h ef or 1.5 times the flute width. 7 The characteristic pull-out strength for greater concrete compressive strengths must be increased by multiplying the tabular value by (f′ c / 3,000 psi)0.5 or (f′ c / 20.7MPa)0.5. 8 The characteristic pull-out strength for greater concrete compressive strengths must be increased by multiplying the tabular value by (f′ c / 3,000psi)0.3 or (f′ c / 20.7MPa)0.3. 9 The characteristic pull-out strength for greater concrete compressive strengths must be increased by multiplying the tabular value by (f′ c / 3,000 psi)0.4 or (f′ c / 20.7MPa)0.4. 10 Concrete shall be normal-weight or sand-lightweight concrete having a minimum specified compressive strength, f′ c , of 3,000 psi (20.7 MPa). 2 3 / 2 inch in. For SI: 1 inch = 25.4 mm, 1 lbf = 4.45 N. 1 1 ESR-3037 | Most Widely Accepted and Trusted Page 14 of 20 ® TABLE 4C—CARBON STEEL STRONG-BOLT 2 ANCHOR TENSION AND SHEAR STRENGTH DESIGN DATA FOR THE SOFFIT OF NORMAL-WEIGHT CONCRETE OVER PROFILE STEEL DECK, FLOOR AND ROOF ASSEMBLIES1,2,6,8 CHARACTERISTIC NOMINAL ANCHOR DIAMETER INSTALLED IN LOWER-FLUTE SYMBOL UNITS 3 1 / 8 inch Nominal Embedment Depth Effective Embedment Depth Minimum Hole Depth h nom h ef h hole Minimum Concrete Thickness h min,deck Installation Torque T inst Pullout Strength, concrete on metal deck (cracked)3 N p,deck,cr Pullout Strength, concrete on metal deck (uncracked)3 N p,deck,uncr Pullout Strength, concrete on metal deck (seismic)5 N p,deck,eq Steel Strength in Shear, concrete on metal deck4 V sa.deck Steel Strength in Shear, concrete on metal deck (seismic)5 V sa.deck,eq 5 / 2 inch / 8 inch 3 3 1 3 in. 2 3 /8 2 /4 4 /2 3 /8 55/ 8 (mm) (51) (86) (70) (114) (86) (143) in. 15/ 8 3 21/ 4 4 23/ 4 5 (mm) (41) (76) (57) (102) (70) (127) in. 21/ 8 31/ 2 3 43/ 4 35/ 8 55/ 8 (mm) (54) (89) (76) (121) (92) (143) 1 in. 2 2 2 3 /4 2 31/ 4 (mm) (51) (51) (51) (83) (51) (83) ft-lbf 30 60 90 (N-m) (40.7) (81.3) (122) Lb 1,295 2,705 2,585 4,385 3,015 5,120 (kN) (5.8) (12.0) (11.5) (19.5) (13.4) (22.8) Lb 2,195 3,260 3,270 6,165 4,250 6,735 (kN) (9.8) (14.5) (14.5) (27.4) (18.9) (30.0) Lb 1,295 2,705 2,585 4,385 3,015 5,120 (kN) (5.8) (12.0) (11.5) (19.5) (13.4) (22.8) lb (kN) 1,535 3,420 2,785 5,950 3,395 6,745 (6.8) (15.2) (12.4) (26.5) (15.1) (30.0) Lb 1,535 3,420 2,505 5,350 3,055 6,070 (kN) (6.8) (15.2) (11.1) (23.8) (13.6) (27.0) For SI: 1 inch = 25.4 mm, 1 lbf = 4.45 N. 1 Installation must comply with Section 4.3 and Figure 7. Profile steel deck must comply with Figure 7 and Section 3.3 of this report. 3 The values must be used in accordance with Section 4.1.4 of this report. 4 The values must be used in accordance with Section 4.1.5 of this report. 5 The values must be used in accordance with Section 4.1.8 of this report. 6 The minimum anchor spacing along the flute must be the greater of 3h ef or 1.5 times the flute width. 7 The characteristic pull-out strength for greater concrete compressive strengths must be increased by multiplying the tabular value by (f′ c / 3,000 psi)0.5 or (f′ c / 20.7MPa)0.5. 8 Concrete shall be normal-weight or sand-lightweight concrete having a minimum specified compressive strength, f′ c of 3,000 psi (20.7 MPa). 2 TABLE 5A—CARBON STEEL STRONG-BOLT® 2 ANCHOR INSTALLATION INFORMATION IN THE TOPSIDE OF CONCRETE-FILLED PROFILE STEEL DECK FLOOR AND ROOF ASSEMBLIES1,2,3,4 Nominal Anchor Diameter (inch) Design Information Symbol Units 3 1 /8 /2 7 7 Nominal Embedment Depth h nom in. 1 /8 1 /8 2 3/ 4 Effective Embedment Depth h ef in. 11/ 2 11/ 2 21/ 4 Minimum Concrete Thickness5 h min,deck in. 21/ 2 31/ 4 31/ 4 Critical Edge Distance c ac,deck,top in. 43/ 4 4 4 Minimum Edge Distance c min,deck,top in. 43/ 4 41/ 2 43/ 4 Minimum Spacing s min,deck,top in. 7 61/ 2 8 For Sl: 1 inch = 25.4mm, 1 lbf = 4.45N. 1 Installation must comply with Sections 4.1.6, 4.1.11 and 4.3 and Figure 6 of this report. 2 Design capacity shall be based on calculations according to values in Tables 2A and 3A of this report. 3 Minimum flute depth (distance from top of flute to bottom of flute) is 1½ inch, see Figure 6. 4 Steel deck thickness shall be minimum 20 gauge. 5 Minimum concrete thickness (h min,deck ) refers to concrete thickness above upper flute, see Figure 6. ESR-3037 | Most Widely Accepted and Trusted Page 15 of 20 TABLE 5B—STAINLESS STEEL STRONG-BOLT® 2 ANCHOR INSTALLATION INFORMATION IN THE TOPSIDE OF CONCRETE-FILLED PROFILE STEEL DECK FLOOR AND ROOF ASSEMBLIES1,2,3,4 Nominal Anchor Diameter (inch) Design Information Symbol Units 3 1 /8 /2 Nominal Embedment Depth h nom in. 1 /8 1 /8 2 3/ 4 Effective Embedment Depth h ef in. 11/ 2 11/ 2 21/ 4 Minimum Concrete Thickness5 h min,deck in. 21/ 2 31/ 4 31/ 4 Critical Edge Distance c ac,deck,top in. 43/ 4 4 4 in. 3 4 /4 3 4 /4 6 in. 1 1 8 Minimum Edge Distance c min,deck,top Minimum Spacing s min,deck,top 7 7 6 /2 6 /2 For Sl: 1 inch = 25.4mm, 1 lbf = 4.45N. 1 Installation must comply with Sections 4.1.6, 4.1.11 and 4.3 and Figure 6 of this report. 2 Design capacity shall be based on calculations according to values in Tables 2B and 3B of this report. 3 Minimum flute depth (distance from top of flute to bottom of flute) is 1½ inch, see Figure 6. 4 Steel deck thickness shall be minimum 20 gauge. 5 Minimum concrete thickness (h min,deck ) refers to concrete thickness above upper flute, see Figure 6. FIGURE 1—STRONG-BOLT® 2 WEDGE ANCHOR (CARBON STEEL VERSION) ® FIGURE 2—STRONG-BOLT 2 WEDGE ANCHOR INSTALLATION ® FIGURE 3—STRONG-BOLT 2 WEDGE ANCHOR INSTALLATION SEQUENCE ESR-3037 | Most Widely Accepted and Trusted Page 16 of 20 ® TABLE 6—EXAMPLE STRONG-BOLT 2 ANCHOR ALLOWABLE STRESS DESIGN TENSION VALUES FOR ILLUSTRATIVE PURPOSES1,2,3,4,5,6,7,8,9 Nominal Anchor Diameter (in.) Nominal Embedment Depth, h nom Effective Embedment Depth, h ef (in.) (in.) Allowable Tension Load, T allowable (lbs.) Carbon Steel 1 /4 3 /8 1 /2 5 /8 3 /4 1 3 1 /4 11/ 2 7 1 /8 1 1 /2 970 27/ 8 21/ 2 1,465 23/ 4 21/ 4 1,585 7 3 /8 3 3 /8 2,305* 33/ 8 23/ 4 2,400 1 5 /8 1 4 /2 3,965 1 3 3 /8 3,125 3 5 /4 5 3,895 51/ 4 41/ 2 3,110 3 9 3,600 4 /8 9 /4 970 Stainless Steel 1 /4 3 /8 1 /2 5 /8 3 /4 3 1 /4 11/ 2 845 7 1 /8 11/ 2 970 27/ 8 21/ 2 2,080 3 2 /4 1 2 /4 1,420 7 3 /8 3 3 /8 1,975 33/ 8 23/ 4 2,405 1 5 /8 1 4 /2 3,345 41/ 8 33/ 8 3,270 53/ 4 5 4,225 Design Assumptions: 1. Single Anchor. 2. Tension load only. 3. Concrete determined to remain uncracked for the life of the anchorage. 4. Load combinations taken from ACI 318-14 Section 5.3 or ACI 318-11 Section 9.2, as applicable (no seismic loading). 5. 30 percent Dead Load (D) and 70 percent Live Load (L); Controlling load combination is 1.2D + 1.6L. Calculation of a based on weighted average: α = 1.2D + 1.6L = 1.2(0.3) + 1.6(0.7) = 1.48. 6. Normal weight concrete with f′ c = 2,500 psi. 7. c a1 = c a2 ≥ c ac 8. Concrete thickness, h ≥ h min 9. Values are for Condition B (supplementary reinforcement in accordance with ACI 318-14 17.3.3 or ACI 318-11 D.4.3 is not provided.) *Illustrative Procedure (reference Table 2A of this report for design data): ® Strong-Bolt 2 carbon steel: 1/ 2 -inch diameter anchor with an effective embedment depth, h ef = 3 3/8". Step 1: Calculate steel strength in tension in accordance with ACI 318-14 17.4.1 or ACI 318-11 D.5.1, as applicable; φ sa N sa = 0.75 x 12,100 = 9,075 lbs. Step 2: Calculate concrete breakout strength in tension in accordance with ACI 318-14 17.4.1.1 or ACI 318-11 D.5.2, as applicable; φ cb N cb = 0.65 x 7,440 = 4,836 lbs. Step 3: Calculate pullout strength in tension in accordance with ACI 318-14 17.4.1.1 or ACI 318-11 D.5.3, as applicable; φ p N p,uncr = 0.65 x 5,255 = 3,416 lbs. Step 4: The controlling value from Steps 1, 2, and 3 above in accordance with ACI 318-14 17.3.1.2 or ACI 318-11 D.4.1.2, as applicable; φN n = 3,416 lbs. Step 5: Divide the controlling value by the conversion factor α as determined in footnote 5 and in accordance with Section 4.2.1 of this report; T allowable,ASD = φN n /α = 3,416 / 1.48 = 2,305 lbs. For single anchor and anchor groups, the edge distance, spacing and member thickness requirements in Tables 1A and 1B of this report apply. ESR-3037 | Most Widely Accepted and Trusted Page 17 of 20 ® TABLE 7—LENGTH IDENTIFICATION HEAD MARKS ON STRONG-BOLT 2 ANCHORS (CORRESPONDS TO LENGTH OF ANCHOR – INCHES) Mark Units A B C D E F G H I J K L M From in 11/ 2 2 21/ 2 3 31/ 2 4 41/ 2 5 51/ 2 6 61/ 2 7 71/ 2 Up To But Not Including in 2 21/ 2 3 31/ 2 4 41/ 2 5 51/ 2 6 61/ 2 7 71/ 2 8 Mark Units N O P Q R S T U V W X Y Z 1 1 From in 8 8 /2 9 9 /2 10 11 12 13 14 15 16 17 18 Up To But Not Including in 81/ 2 9 91/ 2 10 11 12 13 14 15 16 17 18 19 Spacing, s for c ≥ sdesign smin cmin cdesign for c ≥ Edge distance, c FIGURE 4—INTERPOLATION OF MINIMUM EDGE DISTANCE AND ANCHOR SPACING1 1 Interpolation only valid for 3/ 4 - inch diameter carbon steel and 3/ 8 -, 1/ 2 - and 5/ 8 -inch-diameter stainless-steel anchors. Spacing and edge distance combinations must fall on or above and to the right of the diagonal line. ESR-3037 | Most Widely Accepted and Trusted Page 18 of 20 FIGURE 5—INSTALLATION IN THE SOFFIT OF CONCRETE OVER PROFILE STEEL DECK FLOOR AND ROOF ASSEMBLIES1 1 Anchors may be placed in the upper flute or lower flute of the steel deck assembly provided a minimum 1/ 2 -inch concrete cover beyond the end of the anchor is provided. Anchors in the lower flute of Figure 5 may be installed with a maximum1-inch offset in either direction from the centerline of the flute. FIGURE 6—INSTALLATION ON THE TOP OF CONCRETE-FILLED PROFILE STEEL DECK FLOOR AND ROOF ASSEMBLIES FIGURE 7—INSTALLATION IN THE SOFFIT OF CONCRETE OVER PROFILE STEEL DECK FLOOR AND ROOF ASSEMBLIES1 1 Anchors may be placed in the lower flute of the steel deck assembly provided a minimum 5/ 8 -inch concrete cover beyond the end of the anchor is provided. Anchors in the lower flute of Figure 7 may be installed with a maximum 1-inch offset in either direction from the centerline of the flute (1 in = 25.4 mm). ESR-3037 | Most Widely Accepted and Trusted Page 19 of 20 ® FIGURE 8—STRONG-BOLT 2 ANCHOR EXAMPLE CALCULATION ESR-3037 | Most Widely Accepted and Trusted Page 20 of 20 ® FIGURE 8—STRONG-BOLT 2 ANCHOR EXAMPLE CALCULATION (Continued)
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File Type : PDF File Type Extension : pdf MIME Type : application/pdf PDF Version : 1.6 Linearized : No Encryption : Standard V4.4 (128-bit) User Access : Print, Extract, Print high-res Create Date : 2017:05:17 16:03:32-07:00 Keywords : AC193, -, Mechanical, Anchors, in, Concrete, Elements Modify Date : 2018:01:23 13:47:24-08:00 Tagged PDF : Yes XMP Toolkit : Adobe XMP Core 5.4-c005 78.147326, 2012/08/23-13:03:03 Metadata Date : 2018:01:23 13:47:24-08:00 Creator Tool : Acrobat PDFMaker 11 for Word Format : application/pdf Creator : Title : ESR-3037 - Simpson Strong-Tie Company Inc. Description : Simpson Strong-Tie® Strong-Bolt® 2 Wedge Anchor For Cracked And Uncracked Concrete Subject : AC193 - Mechanical Anchors in Concrete Elements Document ID : uuid:d9d6ed67-2fa1-4405-99ae-280928f422dc Instance ID : uuid:c4d8c1a0-045c-4ce0-abd0-28b7980e297c Producer : Adobe PDF Library 11.0 Page Count : 21EXIF Metadata provided by EXIF.tools