Strong Bolt 2 Wedge Anchor for Cracked and Uncracked Concrete

Strong Bolt 2 Wedge Anchor for Cracked and Uncracked Concrete The Strong Bolt 2 wedge anchor is the next-generation solution for cracked and uncracked concrete. Following rigorous testing according to ICC-S acceptance criteria, the Strong Bolt 2 anchor received classification as a Category anchor, the highest attainable anchor category for performance in cracked concrete under static and seismic loading. Available in stainless steel, it is code-listed by ICC-S under the 09 IBC requirements for post-installed anchors in cracked and uncracked concrete. FATURS: Category anchor classification: The Strong Bolt 2 anchor received classification as a Category anchor, which is established by performance in reliability tests in accordance with AC9 and ACI.2 test criteria. Category is the highest attainable anchor category for reliability. Tri-segmented clip: ach segment adjusts independently, increasing follow-up expansion should the hole increase in size as a result of a crack Dual embossments on each clip segment: nables clip to undercut into the concrete thereby increasing follow-up expansion should a crack occur The " anchor solution approved for " concrete thickness: The Strong Bolt 2 anchor can be installed in cracked concrete with a minimum thickness of ¼", including concrete-over-metal decking High-strength alloy clip on carbon-steel anchors: This special alloy clip offers improved performance Standard (ANSI) fractional anchor: Fits most fixtures and installs with common drill bit sizes and tools Type stainless-steel clip on stainless steel anchors: In addition to superior corrosion resistance, a stainless-steel clip offers memory that contributes to the anchor s performance if the hole increases in size because of a crack Strong Bolt 2 Wedge Anchor Material: Carbon-steel stud with special alloy clip; stainless-steel stud with stainlesssteel clip Finish: Zinc-plated (carbon steel) CODS: ICC-S SR-07 (carbon and stainless steel in concrete); IAPMO S R- (carbon steel in CMU); City of Los Angeles RR29; Underwriters Laboratories File x0; Factory Mutual 02; Florida Pending TST CRITRIA: The Strong Bolt 2 wedge anchor has been tested in accordance with the ICC-S Acceptance Criteria for in Concrete lements (AC 9) and ACI.2 for the following: Static tension and shear loading in cracked and uncracked concrete Seismic and wind loading in cracked and uncracked concrete Performance in cracked concrete Performance in lightweight concrete over metal deck INSTALLATION: Do not use an impact wrench to set or tighten the Strong-Bolt 2 anchor. Caution: Oversized holes in the base material will make it difficult to set the anchor and will reduce the anchor's load capacity. Drill a hole in the base material using a carbide drill bit the same diameter as the nominal diameter of the anchor to be installed. Drill the hole to the specified embedment depth and blow it clean using compressed air. Overhead installations need not be blown clean. Alternatively, drill the hole deep enough to accommodate minimum hole depth and dust from drilling. Assemble the anchor with nut and washer so that the top of the nut is flush with the top of the anchor. Place the anchor in the fixture and drive into the hole until washer and nut are tight against the fixture. Tighten to the required installation torque. DSIGN XMPL: See pages 2 2 Installation Sequence C-SAS-2 2 Simpson Strong-Tie Company Inc. Length Identification Head Marks on Strong-Bolt 2 Wedge Anchors (corresponds to length of anchor inches) Mark Units A B C D F G H I J K L M N O P Q R S T U V W X Y Z From 2 2 7 7 9 9 0 2 7 Up To But Not Including 2 2 7 7 9 9 0 2 7 9 9

Strong Bolt 2 Wedge Anchor Product Information Strong Bolt 2 Anchor Product Data Size Model No. Stainless Steel Model No. Drill Bit Thread Length Box Quantity Carton x 2 STB2-72 STB2-72SS 0 x STB2-700 STB2-700SS 9 0 x STB2-72 STB2-72SS 2 0 x STB2-7 STB2-7SS 2 0 x STB2-700 STB2-700SS 9 0 0 x 7 STB2-7700 STB2-7700SS 9 0 0 x STB2-0 STB2-0SS 2 2 2 x STB2-0 STB2-0SS 2 9 2 00 x STB2-0 STB2-0SS 2 00 x STB2-02 STB2-02SS 2 00 x 7 STB2-0700 STB2-0700SS 2 00 x STB2-02 STB2-02SS 2 0 x 0 STB2-000 STB2-000SS 2 0 x STB2-22 STB2-22SS 2 7 0 x STB2-0 STB2-0SS 2 0 x STB2-200 STB2-200SS 0 x 7 STB2-2700 STB2-2700SS 0 x STB2-22 STB2-22SS 0 x 0 STB2-0 STB2-0SS 0 x STB2-72 STB2-72SS 0 0 x STB2-7 STB2-7SS 0 0 x 7 STB2-7700 STB2-7700SS 0 0 x STB2-72 STB2-72SS 0 x 0 STB2-700 STB2-700SS 0 Material Specifications Anchor Body - Zinc Plated Component Materials Nut Washer Clip Carbon Steel ASTM A, Grade A Carbon Steel ASTM F. Zinc meets ASTM B, Class SC (Fe / Zn ), Type III. Anchor Body Type Component Materials ASTM A Nut Washer Clip Type Type Type C-SAS-2 2 Simpson Strong-Tie Company Inc. Strong-Bolt 2 Wedge Anchor Installation Information. The information presented in this table is to be used in conjunction with the design criteria of ACI Appendix D. 2. The clearance must comply with applicable code requirements for the connected element.. For the 0 IBC, d o replaces d a.. For the 0 IBC, f ut replaces f uta. inch inch inch inch Installation Information Nominal Diameter d a Drill Bit Diameter d Baseplate Clearance Hole Diameter 2 d c 7 9 7 Installation Torque T inst ft-lbf 0 0 90 0 Nominal mbedment Depth h nom 7 2 7 2 7 ffective mbedment Depth h ef 2 2 2 Minimum Hole Depth h hole 2 Minimum Overall Anchor Length l anch 2 7 Critical dge Distance c ac 7 7 9 9 c min 7 Minimum dge Distance for s Minimum Spacing s min 7 7 for c Minimum Concrete Thickness h min 7 7 Additional Data Yield Strength f ya psi 92,000,000 70,000 Tensile Strength f uta psi,000 0,000 Minimum Tensile and Shear Stress Area A se in 2 0.0 0.0 0. 0.270 Axial Stiffness in Service Load Range - Cracked and Uncracked Concrete β lb./in,,70 9,70,0 97

Strong Bolt 2 Wedge Anchor Product Information Stainless-Steel Strong-Bolt 2 Wedge Anchor Installation Information Nominal Diameter d a inch inch inch inch Installation Information Drill Bit Diameter d Baseplate Clearance Hole Diameter 2 d c 7 9 7 Installation Torque T inst ft-lbf 0 0 0 0 Nominal mbedment Depth h nom 7 2 7 2 7 ffective mbedment Depth h ef 2 2 2 Minimum Hole Depth h hole 2 Minimum Overall Anchor Length l anch 2 7 Critical dge Distance c ac 7 7 9 Minimum dge Distance c min for s 0 Minimum Spacing s min for c 0 Minimum Concrete Thickness h min 7 7 Additional Data Yield Strength f ya psi 0,000 92,000 2,000,000 Tensile Strength f uta psi 00,000,000 0,000 9,000 Minimum Tensile and Shear Stress Area Axial Stiffness in Service Load Range - Cracked and Uncracked Concrete A se in 2 0.0 0.0 0. 0.270 β lb./in 29,0,900,270,290. The information presented in this table is to be used in conjunction with the design criteria of ACI Appendix D. 2. The clearance must comply with applicable code requirements for the connected element.. For the 0 IBC, d o replaces d a.. For the 0 IBC, f ut replaces f uta. C-SAS-2 2 Simpson Strong-Tie Company Inc. 9

Strong-Bolt 2 Wedge Anchor Tension Strength Design Data inch inch inch inch Anchor Category,2 or See page for an explanation of the Nominal mbedment Depth h nom 7 2 7 2 7 Steel Strength in Tension (ACI Section D..) Steel Strength in Tension N sa lb,00 2,00 9,070 29,700 Strength Reduction Factor - Steel Failure 2 ϕ sa 0.7 Concrete Breakout Strength in Tension (ACI Section D..2) ffective mbedment Depth h ef 2 2 2 Critical dge Distance c ac 7 7 9 9 ffectiveness Factor - Uncracked Concrete k uncr 2 2 2 2 ffectiveness Factor - Cracked Concrete k cr 7 7 7 7 C-SAS-2 2 Simpson Strong-Tie Company Inc. Modification Factor Ψ c,n 7 Strength Reduction Factor - Concrete Breakout Failure ϕ cb 0. Pull-Out Strength Cracked Concrete (f' c = 0 psi) Pull-Out Strength Uncracked Concrete (f' c = 0 psi) Pull-Out Strength in Tension (ACI Section D..) N p,cr lb,00 2,77 N/A,7 N/A,9 N/A,00 N p,uncr lb N/A,0,,2 N/A 9,02 7,,70 Strength Reduction Factor - Pullout Failure ϕ p 0. Tension Strength of Single Anchor for Seismic Loads (f' c = 0 psi) Tensile Strength for Seismic Applications (ACI Section D...) N p,eq lb,00 2,77 N/A,7 N/A,9 N/A,00 Strength Reduction Factor - Pullout Failure ϕ eq 0.. The information presented in this table must be used in conjunction with the design criteria of ACI Appendix D, except as modified below. 2. The tabulated value of ϕ sa applies when the load combinations of Section 0.2. of the IBC, or ACI Section 9.2 are used. If the load combinations of ACI Appendix C are used, the appropriate value of ϕ sa must be determined in accordance with ACI D... Strong Bolt 2 anchors are ductile steel elements as defined in ACI D... The tabulated value of ϕ cb applies when both the load combinations of Section 0.2. of the IBC, or ACI Section 9.2 are used and the requirements of ACI Section D..(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 D.. for Condition A are allowed. If the load combinations of ACI Section 9.2 are used and the requirements of ACI Section D.. for Condition A are met, the appropriate value of ϕ cb must be determined in accordance with ACI D..(c). If the load combinations of ACI Appendix C are used, the appropriate value of ϕ cb must be determined in accordance with ACI D..(c).. N/A (Not Applicable) denotes that pullout resistance does not need to be considered.. The characteristic pull-out strength for greater concrete compressive strengths shall be increased by multiplying the tabular value by (f' c / 2,00 psi) 0... The tabulated value of ϕ p or ϕ eq applies when the load combinations of Section 0.2. of the IBC, or ACI Section 9.2 are used and the requirements of ACI D..(c) for Condition B are met. If the load combinations of ACI Appendix C are used, appropriate value of ϕ must be determined in accordance with ACI Section D..(c). 7. For the 0 IBC, Ψ replaces Ψ c,n.. For sand-lightweight concrete, in lieu of ACI Section D.., modify the value of concrete breakout strength, N p,cr, N p,uncr and N eq by 0.. All-lightweight concrete is beyond the scope of this table. 99

Strong-Bolt 2 Wedge Anchor Tension Strength Design Data inch inch inch inch Anchor Category,2 or See page for an explanation of the Nominal mbedment Depth h nom 7 2 7 2 7 Steel Strength in Tension (ACI Section D..) Steel Strength in Tension N sa lb,0 2,07 7,90 2,0 Strength Reduction Factor - Steel Failure 2 ϕ sa 0.7 Concrete Breakout Strength in Tension (ACI Section D..2) 0 ffective mbedment Depth h ef 2 2 2 Critical dge Distance c ac 7 7 9 ffectiveness Factor - Uncracked Concrete k uncr 2 2 2 2 ffectiveness Factor - Cracked Concrete k cr 7 7 7 7 Modification Factor ψ c,n 9 Strength Reduction Factor - Concrete Breakout Failure ϕ cb 0. Pull-Out Strength Cracked Concrete (f' c = 0 psi) Pull-Out Strength Uncracked Concrete (f' c = 0 psi) Pull-Out Strength in Tension (ACI Section D..) 0 N p,cr lb,7, 2,0,0 N/A, 7 N/A, N p,uncr lb N/A,770,,9 N/A 7, 7,72 7 9,2 7 Strength Reduction Factor - Pullout Failure ϕ p 0. Tension Strength of Single Anchor for Seismic Loads (f' c = 0 psi) Tensile Strength for Seismic Applications (ACI Section D...) 0 N p,eq lb,7 2,0 2,0,0 N/A, 7 N/A, Strength Reduction Factor - Pullout Failure ϕ eq 0.. The information presented in this table must be used in conjunction with the design criteria of ACI Appendix D, except as modified below. 2. The tabulated value of ϕ sa applies when the load combinations of Section 0.2. of the IBC, or ACI Section 9.2 are used. If the load combinations of ACI Appendix C are used, the appropriate value of ϕ sa must be determined in accordance with ACI D... Strong Bolt 2 anchors are ductile steel elements as defined in ACI D... The tabulated value of ϕ cb applies when both the load combinations of Section 0.2. of the IBC, or ACI Section 9.2 are used and the requirements of ACI Section D..(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 D.. for Condition A are allowed. If the load combinations of ACI Section 9.2 are used and the requirements of ACI Section D.. for Condition A are met, the appropriate value of ϕ cb must be determined in accordance with ACI D..(c). If the load combinations of ACI Appendix C are used, the appropriate value of ϕ cb must be determined in accordance with ACI D..(c).. N/A (Not Applicable) denotes that pullout resistance does not need to be considered.. The characteristic pull-out strength for greater concrete compressive strengths shall be increased by multiplying the tabular value by (f' c / 2,00 psi) 0... The characteristic pull-out strength for greater concrete compressive strengths shall be increased by multiplying the tabular value by (f' c / 2,00 psi) 0.. 7. The characteristic pull-out strength for greater concrete compressive strengths shall be increased by multiplying the tabular value by (f' c / 2,00 psi) 0... The tabulated value of ϕ p or ϕ eq applies when the load combinations of Section 0.2. of the IBC, or ACI Section 9.2 are used and the requirements of ACI D..(c) for Condition B are met. If the load combinations of ACI Appendix C are used, appropriate value of ϕ must be determined in accordance with ACI Section D..(c). 9. For the 0 IBC, ψ replaces ψ c,n. 0. For sand-lightweight concrete, in lieu of ACI Section D.., modify the value of concrete breakout strength, N p,cr, N p,uncr and N eq by 0.. All-lightweight concrete is beyond the scope of this table. C-SAS-2 2 Simpson Strong-Tie Company Inc. 00

Strong-Bolt 2 Wedge Anchor Shear Strength Design Data inch inch inch inch Anchor Category,2 or See page for an explanation of the Nominal mbedment Depth h nom 7 2 7 2 7 Steel Strength in Shear (ACI Section D..) Steel Strength in Shear V sa lb,00 7,2,0,0 Strength Reduction Factor - Steel Failure 2 ϕ sa 0. Concrete Breakout Strength in Shear (ACI Section D..2) Outside Diameter d a 0.7 0.00 0.2 0.70 Load Bearing Length of Anchor in Shear l e.00 2.00 2..7 2.70.00.7.000 Strength Reduction Factor Concrete Breakout Failure ϕ cb 0.70 Concrete Pryout Strength in Shear (ACI Section D..) Coefficient for Pryout Strength k cp.0 2.0.0 2.0 2.0 2.0 ffective mbedment Depth h ef 2 2 2 C-SAS-2 2 Simpson Strong-Tie Company Inc. Strength Reduction Factor Concrete Pryout Failure ϕ cp 0.70 Shear Strength of Single Anchor for Seismic Loads (f' c = 0 psi) Steel Strength in Shear for Seismic Applications (ACI Section D...) V sa,eq lb,00,0 9,90,77 Strength Reduction Factor - Steel Failure 2 ϕ sa 0.. The information presented in this table must be used in conjunction with the design criteria of ACI Appendix D, except as modified below. 2. The tabulated value of ϕ sa applies when the load combinations of Section 0.2. of the IBC, or ACI Section 9.2 are used and the requirements of ACI D..(c) for Condition B are met. If the load combinations of ACI Appendix C are used, the appropriate value of ϕ sa must be determined in accordance with ACI D... Strong-Bolt 2 anchors are ductile steel elements as defined in ACI D... The tabulated value of ϕ cb applies when both the load combinations of Section 0.2. of the IBC, or ACI Section 9.2 are used and the requirements of ACI Section D..(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 Section D.. for Condition A are allowed. If the load combinations of ACI Section 9.2 are used and the requirements of ACI Section D.. for Condition A are met, the appropriate value of ϕ cb must be determined in accordance with ACI Section D..(c). If the load combinations of ACI Appendix C are used, the appropriate value of ϕ cb must be determined in accordance with ACI Section D..(c).. The tabulated value of ϕ cp applies when both the load combinations of ACI Section 9.2 are used and the requirements of ACI D..(c) for Condition B are met. If the load combinations of ACI Appendix C are used, the appropriate value of ϕ cp must be determined in accordance with ACI D..(c).. For the 0 IBC, d o replaces d a.. For sand-lightweight concrete, in lieu of ACI Section D.., modify the value of concrete breakout strength by 0.. All-lightweight concrete is beyond the scope of this table. 0

Stainless-Steel Strong-Bolt 2 Wedge Anchor Shear Strength Design Data inch inch inch inch Anchor Category,2 or See page for an Nominal mbedment Depth h nom 7 2 7 2 7 Steel Strength in Shear (ACI Section D..) Steel Strength in Shear V sa lb,0 7,2,7 0,70,0 Strength Reduction Factor - Steel Failure 2 ϕ sa 0. Concrete Breakout Strength in Shear (ACI Section D..2) Outside Diameter d a 0.7 0.00 0.2 0.70 Load Bearing Length of Anchor in Shear l e.00 2.00 2..7 2.70.00.7.000 Strength Reduction Factor ϕ Concrete Breakout Failure cb 0.70 Concrete Pryout Strength in Shear (ACI Section D..) Coefficient for Pryout Strength k cp.0 2.0.0 2.0 2.0 2.0 ffective mbedment Depth h ef 2 2 2 Strength Reduction Factor Concrete Pryout Failure ϕ cp 0.70 Steel Strength in Shear for Seismic Applications (ACI Section D...) Shear Strength of Single Anchor for Seismic Loads (f' c = 0 psi) V sa,eq lb,0,00,7 0,70, Strength Reduction Factor Steel Failure 2 ϕ sa 0.. The information presented in this table must be used in conjunction with the design criteria of ACI Appendix D, except as modified below. 2. The tabulated value of ϕ sa applies when the load combinations of Section 0.2. of the IBC, or ACI Section 9.2 are used and the requirements of ACI D..(c) for Condition B are met. If the load combinations of ACI Appendix C are used, the appropriate value of ϕ sa must be determined in accordance with ACI D... Strong-Bolt 2 anchors are ductile steel elements as defined in ACI D... The tabulated value of ϕ cb applies when both the load combinations of Section 0.2. of the IBC, or ACI Section 9.2 are used and the requirements of ACI Section D..(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 Section D.. for Condition A are allowed. If the load combinations of ACI Section 9.2 are used and the requirements of ACI Section D.. for Condition A are met, the appropriate value of ϕ cb must be determined in accordance with ACI Section D..(c). If the load combinations of ACI Appendix C are used, the appropriate value of ϕ cb must be determined in accordance with ACI Section D..(c).. The tabulated value of ϕ cp applies when both the load combinations of ACI Section 9.2 are used and the requirements of ACI D..(c) for Condition B are met. If the load combinations of ACI Appendix C are used, the appropriate value of ϕ cp must be determined in accordance with ACI D..(c).. For the 0 IBC, d o replaces d a.. For sand-lightweight concrete, in lieu of ACI Section D.., modify the value of concrete breakout strength by 0.. All-lightweight concrete is beyond the scope of this table. C-SAS-2 2 Simpson Strong-Tie Company Inc. 02

Strong Bolt 2 Wedge Anchor Tension and Shear Strength Design Data for the Soffit of Concrete Over Profile Steel Deck Floor and Roof Assemblies,2,,,9 Lower Flute Upper Flute inch inch inch inch inch inch Nominal mbedment Depth h nom 2 2 2 2 ffective mbedment Depth h ef 2 2 2 Installation Torque T inst ft-lbf 0 0 90 0 0 0 Pullout Strength, concrete on metal deck (cracked), N p,deck,cr lb,00 7 2, 7 2,00 7 2,70 7 2, 7,990 7 2, 7,0 7,7 7 Pullout Strength, concrete on metal deck (uncracked), N p,deck,uncr lb,7 7,0 7 2,0 7,0 7, 7, 7,00 7 2,27 7,79 7 Pullout Strength, concrete on metal deck (seismic), N p,deck,eq lb,00 7 2, 7 2,00 7 2,70 7 2, 7,990 7 2, 7,0 7,7 7 See page for an explanation of the C-SAS-2 2 Simpson Strong-Tie Company Inc. Steel Strength in Shear, concrete on metal deck V sa,deck lb,9,90 2,,0 2,0 7,000,,,9 Steel Strength in Shear, concrete on metal deck (seismic) V sa,deck,eq lb,9,90,9, 2,7,00,90,,0. The information presented in this table must be used in conjunction with the design criteria of ACI Appendix D, except as modified below. 2. Profile steel deck must comply with the configuration in the figure below, and have a minimum base-steel thickness of 0.0 inch [ gauge]. Steel must comply with ASTM A /A M SS Grade with minimum yield strength of,000 psi. Concrete compressive strength shall be,000 psi minimum.. For anchors installed in the soffit of sand-lightweight or normal-weight concrete over metal deck floor and roof assemblies, calculation of the concrete breakout strength may be omitted.. In accordance with ACI Section D...2, the nominal pullout strength in cracked concrete for anchors installed in the soffit of sand-lightweight or normal-weight concrete over metal deck floor and rood assemblies N p,deck,cr shall be substituted for N p,cr. Where analysis indicates no cracking at service loads, the normal pullout Strong Bolt 2 Wedge Anchor Tension and Shear Strength Design Data for the Soffit of Concrete Over Profile Steel Deck Floor and Roof Assemblies,2,,0, M " M " typ. M,000 psi normal or sand-lightweight concrete strength in uncracked concrete N p,deck,uncr shall be substituted for N p,uncr. For seismic loads, N p,deck,eq shall be substituted for N p.. In accordance with ACI Section D...2(c), the shear strength for anchors installed in the soffit of sand-lightweight or normal-weight concrete over metal deck floor and rood assemblies V sa,deck shall be substituted for V sa. For seismic loads, V sa,deck,eq shall be substituted for V sa.. The minimum anchor spacing along the flute must be the greater of.0h ef or. times the flute width. 7. The characteristic pull-out strength for greater concrete compressive strengths shall be increased by multiplying the tabular value by (f' c /,000 psi) 0... Concrete shall be normal-weight or structural sand-lightweight concrete having a minimum specified compressive strength, f' c, of,000 psi. 9. Minimum distance to edge of panel is 2h ef. Lower Flute Upper Flute inch inch inch inch inch inch Nominal mbedment Depth h nom 2 2 2 2 ffective mbedment Depth h ef 2 2 2 Installation Torque T inst ft-lbf 0 0 0 0 0 0 Pullout Strength, concrete on metal deck (cracked) N p,deck,cr lb, 2,0,990 7 2,0 7,70 9,0 9,00 7,0 2,0 7 Pullout Strength, concrete on metal deck (uncracked) N p,deck,uncr lb,0,90 2,7 7 2,0 7 2,70 7,000 7,27 9,990 2,0 7 Pullout Strength, concrete on metal deck (seismic) N p,deck,eq lb, 2,,990 7 2,0 7,70 9,0 9,00 7,0 2,0 7 Steel Strength in Shear, concrete on metal deck V sa,deck lb 2,2,0,0,0,2,0,,0,9 Steel Strength in Shear, concrete on metal deck (seismic) V sa,deck.eq lb 2,2,0 2,00,27,2,0,,0,70. The information presented in this table must be used in conjunction with the design. In accordance with ACI Section D...2(c), the shear strength for anchors installed criteria of ACI Appendix D, except as modified below. in the soffit of sand-lightweight or normal-weight concrete over metal deck floor and 2. Profile steel deck must comply with the configuration in the figure below, and have rood assemblies V sa,deck shall be substituted for V sa. For seismic loads, V sa, deck,eq a minimum base-steel thickness of 0.0 inch [ gauge]. Steel must comply with shall be substituted for V sa. ASTM A /A M SS Grade with minimum yield strength of,000 psi.. The minimum anchor spacing along the flute must be the greater of.0h ef or. times Concrete compressive strength shall be,000 psi minimum. the flute width.. For anchors installed in the soffit of sand-lightweight or normal-weight concrete over 7. The characteristic pull-out strength for greater concrete compressive strengths shall metal deck floor and roof assemblies, calculation of the concrete breakout strength be increased by multiplying the tabular value by (f' c /,000 psi) 0.. may be omitted.. The characteristic pull-out strength for greater concrete compressive strengths shall. In accordance with ACI Section D...2, the nominal pullout strength in cracked be increased by multiplying the tabular value by (f' c /,000 psi) 0.. concrete for anchors installed in the soffit of sand-lightweight or normal-weight 9. The characteristic pull-out strength for greater concrete compressive strengths shall concrete over metal deck floor and rood assemblies N p,deck,cr shall be substituted be increased by multiplying the tabular value by (f' c /,000 psi) 0.. for N p,cr. Where analysis indicates no cracking at service loads, the normal pullout 0. Concrete shall be normal-weight or structural sand-lightweight concrete having a strength in uncracked concrete N p,deck,uncr shall be substituted for N p,uncr. minimum specified compressive strength, f' c, of,000 psi. For seismic loads, N p,deck,eq shall be substituted for N p.. Minimum distance to edge of panel is 2h ef. See page for an explanation of the Max. " M " Upper flute M " M 2" typ. Max. " offset, typ. M gauge steel deck Lower flute 0

Carbon-Steel Strong Bolt 2 Wedge Anchor Tension and Shear Loads in -inch Lightweight, Medium-weight and Normal-Weight Grout-Filled CMU Size (9.) (2.7) (.9) (9.) Drill Bit M mbed. Depth. 2 (7) (9) () () Install. Torque ft-lbs (N-m) (27.) (7.) (7.) 00 (.) Critical dge Dist. Critical nd Dist. Critical Spacing. The tabulated allowable loads are based on a safety factor of.0 for installation under the IBC and IRC. 2. Listed loads may be applied to installations on the face of the CMU wall at least inch away from headjoints.. Values for -inch wide concrete masonry units (CMU) with a minimum specified compressive strength of masonry, f' m, at 2 days is 00 psi.. mbedment depth is measured from the outside face of the concrete masonry unit.. Tension and shear loads may be combined using the parabolic interaction equation (n = /).. Refer to allowable load adjustment factors for edge distance and spacing on page 0. Ultimate Tension Load Anchor Installed in the Face of the CMU Wall (See Figure ) 2 (0) 2 (0) (0) (0) 2 (0) 2 (0) (0) (0) () () () () 2, (9.7) 2, (.),0 (9.), (2.) Allowable (.9) 0 (2.) 90 (.0) 00 (.7) " minimum edge distance Ultimate,7 (7.2),0 (22.), (9.2) 2,0 (.) Shear Load Figure Allowable 77 (.),00 (.),7 (7.9) 2,90 (.) Critical edge distance (see load table) See page for an Installation in this area for reduced allowable load capacity Carbon-Steel Strong Bolt 2 Wedge Anchor Tension and Shear Loads in -inch Lightweight, Medium-weight and Normal-Weight Grout-Filled CMU M M Drill Install. Critical Critical Tension Load Size mbed. dge. Bit Torque nd Dist. Spacing Depth. Dist. Ultimate Allowable ft-lbs (N-m) (2.7) (.9) (9) () (7.) (7.). The tabulated allowable loads are based on a safety factor of.0 for installation under the IBC and IRC. 2. Values for -inch wide concrete masonry units (CMU) with a minimum specified compressive strength of masonry, f' m, at 2 days is 00 psi.. Tension and shear loads may be combined using the parabolic interaction equation (n = /).. Refer to allowable load adjustment factors for edge distance and spacing on page 0. Shear Load Perp. To dge Shear Load Parallel To dge Ultimate Anchor Installed in Cell Opening or Web (Top of Wall) (See Figure 2) () () 2 (0) 2 (0) () () 2,00 (9.),0 (.2) (.) 0 (2.), (.2),70 (.) Installations in this area for full allowable load capacity Allowable 2 (.0) 27 (.2) Ultimate,0 (.9), (7.) Figure 2 " dge " Minimum end distance Critical end distance (see load table) No installation within ½" of head joint See page for an Allowable 70 (.0) 770 (.) C-SAS-2 2 Simpson Strong-Tie Company Inc. 0

Simpson Strong-Tie Anchoring and Fastening Systems for Concrete and Masonry Strong Bolt 2 Wedge Anchor Performance Data Load Adjustment Factors for Carbon-Steel Strong Bolt 2 Anchors in Face-of-Wall Installation in " Grout-Filled CMU: dge Distance and Spacing, Tension and Shear Loads How to use these charts:. The following tables are for reduced edge distance and spacing.. The load adjustment factor (fc or fs) is the intersection of the row and column. 2. Locate the anchor size to be used for either a tension and/or shear load application.. Multiply the allowable load by the applicable load adjustment factor.. Locate the embedment () at which the anchor is to be installed. 7. Reduction factors for multiple edges or spacings are multiplied together.. Located the edge distance (Cact) or spacing (Sact) at which the anchor is to be installed. page for an See dge or nd Distance Tension (fc) Cact 0 2 Ccr Cmin fcmin 2 2 2 0.97 0.97 0.97 0.9 0.9 0.99 0.99 0.99 Sact C-SAS-2 2 Simpson Strong-Tie Company Inc. Cact 0 2 page for an See 2 0.9 0.9 0.97 0. 0. 0.9 2 2 0.7 0.7 0.7 0. 0.9 2 0.0 0.0 0.70 0.0 0.90 0. 0. 0. 0.2 0.0 0. 0.7 0. 0.92 0.2 0.2 0.7 0. 0. 0. 0.7 0.2 0.9 page for an See Spacing Shear (fs) 0.0 0.0 0.90 Scr Smin fsmin Sact 2 Scr Smin fsmin Ccr Cmin fcmin Spacing Tension (fs) page for an See dge or nd Distance Shear (fc) Load Adjustment Factors for Carbon-Steel Strong Bolt 2 Anchors in Top-of-Wall Installation in " Grout-Filled CMU: dge Distance and Spacing, Tension and Shear Loads How to use these charts:. The load adjustment factor (fc or fs) is the intersection of the row and column.. The following tables are for reduced edge distance and spacing. 2. Locate the anchor size to be used for either a tension and/or shear load application.. Multiply the allowable load by the applicable load adjustment factor. 7. Reduction factors for multiple edges or spacings are multiplied together.. Locate the embedment () at which the anchor is to be installed.. Located the edge distance (Cact) or spacing (Sact) at which the anchor is to be installed. nd Distance Shear nd Distance Tension (fc) Sact 0 2 Ccr Cmin fcmin 2 2 Sact Cact 0 2 Ccr Cmin fcmin 2 0.90 0.90 0.9 0.9 0.9 2 0. 0. 0.7 0.92 0.9 0.9 0.9 0.97 0. 0. 0.9 Sact Scr Smin fsmin Cact 0 2 Ccr Cmin fcmin 2 0. 0. 0. 0.77 0. 2 0.0 0.0 0. 0.7 0. page for an See or Parallel to dge (fs) Shear Parallel to dge (fc) Spacing Shear Perpendicular Spacing Tension (fs) Scr Smin fsmin nd Distance Perpendicular to dge (fc) 0