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14 Anchoring and Fastening Systems for Concrete and Masonry Addendum Torq-Cut Self-Undercutting Anchor for Cracked and Uncracked Concrete Torq-Cut Anchor product Data, pre-Set Version 1 Size (in.) Model No. Drill Bit Dia. (in.) Min. Drilled hole Depth (A) (in.) Min. Effective Embedment Depth, hef (C) (in.) Max. Fixture Thickness (F) (in.) Min. Fixture hole Dia. (in.) Threaded Rod Length (D) (in.) Quantity Box Carton ⁄8 x 6 TCAP370600 ⁄ 5 4 ⁄ 7 ⁄16 6 10 4 ⁄2 x 8 ⁄4 TCAP500834 ⁄8 7 5 3 ⁄4 1 ⁄4 ⁄16 8 ⁄4 5 2 ⁄ x 9 ⁄ TCAP500912 ⁄ 7 5 ⁄4 2 9 ⁄ 9 ⁄ 5 2 5 ⁄ x 11 ⁄ TCAP621112 1 9.5 8 1 ⁄ ⁄ 11 ⁄ 4 2 ⁄ x 12 ⁄ TCAP621212 1 9.5 8 2 ⁄ ⁄ 12 ⁄ 4 2 3 ⁄4 x 14 ⁄8 TCAP751458 1 ⁄4 12 10 ⁄4 2 ⁄16 14 ⁄8 4 2 3 ⁄4 x 16 ⁄ TCAP751658 1 ⁄4 12 10 ⁄4 4 ⁄ 16 ⁄ 4 2 1. See detail below Torq-Cut Anchor product Data, Through-Set Version 1 Size (in.) Model No. Drill Bit Dia. (in.) Min. Drilled hole Depth (A) (in.) Min. Effective Embedment Depth, hef (C) (in.) Max. Fixture Thickness (F) (in.) Min. Fixture hole Dia. (in.) Threaded Rod Length (D) (in.) Quantity Box Carton ⁄8 x 6 TCAT370600 ⁄8 5 4 3 ⁄4 ⁄16 6 10 4 ⁄ x 8 ⁄4 TCAT500834 ⁄ 7 5 3 ⁄4 1 ⁄4 ⁄ 8 ⁄4 5 2 1 ⁄ x 9 1 ⁄ TCAT500912 7 ⁄ 7 5 3 ⁄ 2 15 ⁄ 9 1 ⁄ 5 2 ⁄8 x 11 ⁄2 TCAT621112 1 9.5 8 1 ⁄2 1 ⁄ 11 ⁄2 4 2 ⁄8 x 12 ⁄2 TCAT621212 1 9.5 8 ⁄2 1 ⁄16 12 ⁄2 4 2 3 ⁄4 x 14 ⁄ TCAT751458 1 ⁄4 12 10 ⁄4 2 1 ⁄ 6 14 ⁄ 4 2 3 ⁄ x 16 5 ⁄ TCAT751658 1 1 ⁄ 12 10 1 ⁄ 4 1 5 ⁄ 16 5 ⁄8 4 2 1. See detail below Torq-Cut Anchor Material Speciications Carbon Steel Component Materials Threaded Rod Nut Washer Spacer Sleeve Undercut Expansion Ring Expansion Cone ASTM A193 1 SAE J995, Grade 8 ASTM F436, Type 1 Zinc Plated ASTM B633 SC1 Commercial Zinc Commercial Zinc 1. ⁄ " TCA uses ASTM A193 Grade B7 rod. ⁄2", ⁄ " and ⁄ " TCA uses ASTM A193 Grade B7M rod. Drilled Hole Depth 2,3 (A) d c pre-Set d a (d o) 1 d a (d o) 1 d d c d Drilled hole Depth Through-Set Fixture Thickness, t fix Effective Embedment Depth 3 , h ef (C) Nominal Embedment Depth 2 , h nom (B) SAE J403 Grade 1045 Steel Zinc Plated ASTM B633 SC1 Threaded Rod Length (D) SAE J403 Grade 1045 Steel Zinc Plated ASTM B633 SC1 SAE J403 Grade 1144 Steel Zinc Plated ASTM B633 SC1 1. The notation in parentheses is for the 2006 IBC. 2. The Drilled Hole Depth must equal or exceed the Nominal Embedment Depth. 3. For the Through-Set version of the Torq-Cut anchor, if the actual Fixture Thickness (tfix) is less than the Maximum Fixture Thickness (F), the Minimum Drilled Hole Depth (A) must be increased as follows: Drilled Hole Depth = A + (F - 7 tfix) Similarly, the Minimum Effective Embedment Depth (C) is increased as follows: Effective Embedment Depth = C + (F-tfix) F-SAS-CSAS2009 ©2011 Simpson Strong-Tie Company Inc.
F-SAS-CSAS2009 ©2011 Simpson Strong-Tie Company Inc. Anchoring and Fastening Systems for Concrete and Masonry Addendum Torq-Cut Self-Undercutting Anchor for Cracked and Uncracked Concrete Torq-Cut Anchor Installation and Additional Data 1 Characteristic Symbol Units Installation Information Nominal Anchor Diameter (inch) ⁄ ⁄ ⁄8 ⁄ Drill Bit Diameter d in. ⁄ 7 ⁄8 1 1 ⁄4 Pre-Set Minimum Baseplate Clearance Hole Diameter 2 dc in. ⁄16 16 16 Through-Set Minimum Baseplate Clearance Hole Diameter 2 dc in. ⁄ ⁄ 6 3 ⁄16 ⁄ 1 ⁄ Installation Torque Tinst ft-lb 55 90 185 240 Minimum Nominal Embedment Depth hnom in. 5 7 9 ⁄ 12 Critical Edge Distance cac in. 6 8 ⁄8 12 15 ⁄8 Minimum Edge Distance cmin in. 6 7 10 7 ⁄4 Minimum Spacing smin in. 6 7 9 7 ⁄ Minimum Concrete Thickness hmin in. 6 8 ⁄8 12 15 ⁄8 Additional Data Anchor Category category — 1 1 1 1 Yield Strength fya ksi 105 80 80 80 Tensile Strength futa ksi 125 100 100 100 Effective Tensile and Shear Stress Area Ase in 2 0.078 0.142 0.226 0.334 Axial Stiffness in Service Load Range – uncracked concrete βuncr lb/in. 635,830 Axial Stiffness in Service Load Range - cracked concrete βcr lb/in. 346,694 1. The information presented in this table is to be used in conjunction with the design criteria of ACI 318 Appendix D. 2. The clearance must comply with applicable code requirements for the connected element. Torq-Cut Anchor Characteristic Tension Design Data 1,6 Characteristic Symbol Units ⁄ Nominal Anchor Diameter (inch) ⁄ ⁄ ⁄ Minimum Nominal Embedment Depth hnom in. 5 7 ⁄2 12 Steel Strength in Tension Nominal Steel Strength in Tension Nsa lb. 9,690 14,190 22,600 33,450 Strength Reduction Factor – Steel Failure ϕ — 0.75 2 0.75 2 0.75 2 0.75 2 Concrete Breakout Strength in Tension 6 Minimum Effective Embedment Depth hef in. 4 5 ⁄4 8 10 ⁄4 Critical Edge Distance 4 cac in. 6 8 5 ⁄ 12 15 3 ⁄ Effectiveness Factor – Uncracked Concrete kuncr — 30 30 30 24 Effectiveness Factor – Cracked Concrete kcr — 24 24 24 24 Ratio of kuncr /kcr ψ c,N — 1.25 1.25 1.25 1.00 Strength Reduction Factor – Concrete Breakout Failure ϕ — 0.65 5 0.65 5 0.65 5 0.65 5 Pullout Strength in Tension 7 Pullout Strength Uncracked Concrete Np,uncr lb — 3 — 3 — 3 — 3 Pullout Strength Cracked Concrete Np,cr lb — 3 — 3 — 3 — 3 Strength Reduction Factor - Pullout Failure ϕ — — 3 — 3 — 3 — 3 Tension Resistance for Seismic Applications 7 *See page 5 for an explanation of the load table icons Tension Resistance - Seismic Loads Neq lb 9,690 14,190 22,600 33,450 Strength Reduction Factor – Steel Failure ϕ — 0.75 2 0.75 2 0.75 2 0.75 2 1. The information presented in this table is to be used in conjunction with the design criteria of ACI 318 Appendix D, except as modified below. 2. The value of ϕ applies when the load combinations of ACI 318 Section 9.2 are used. If the load combinations of ACI 318 Appendix C are used, refer to Section D.4.5 to determine the appropriate value of ϕ. Anchors are considered ductile steel elements. 3. Pullout strength is not reported since steel failure controls. 4. The modification factor ψ cp,N = 1.0 for cracked concrete. Otherwise, the modification factor for uncracked concrete without supplementary reinforcement to control splitting is either: (1) ψcp,N = 1.0 if c a,min ≥ c ac or (2) ψcp,N = c a,min / c ac ≥ 1.5h ef / c ac if c a,min < c ac. The modification factor, ψ cp,N is applied to the nominal concrete breakout strength, Ncb or N cbg. 5. The value of ϕ applies when both the load combinations of ACI 318 Section 9.2 are used and the requirements of Section D.4.4(c) for Condition B are met. If the load combinations of ACI 318 Section 9.2 are used and the requirements of Section D.4.4(c) for Condition A are met, refer to Section D.4.4 to determine the appropriate value of ϕ. If the load combinations of ACI 318 Appendix C are used, refer to Section D.4.5 to determine the appropriate value of ϕ. 6. For sand-lightweight concrete, in lieu of ACI 318 Section D.3.4, modify the value of Nn by multiplying all values of √f' c affecting N n by 0.60. All-lightweight concrete is beyond the scope of this table. 7. For sand-lightweight concrete, modify the value of N eq by 0.60. All-lightweight concrete is beyond the scope of this table. * 15
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