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?owers <br /> FASTENING INNOVATIONS PERFORMANCE DATA <br /> TLA <br /> Shear Design Information''' COD13LR50D <br /> g ICC-ES ES -2502 18 <br /> • <br /> Nominal Anchor Diameter(inch) <br /> Design Characteristic Notation Units <br /> 318 1l2 5l8 314 <br /> Anchor category 1,2 or 3 - 1 1 1 1 <br /> STEEL STRENGTH IN SHEAR(ACI 318-14 17.5.1 or ACI 318-11 D.6.1)" <br /> ksi 76.8 68.0 68.0 56.0 <br /> Minimum specified yield strength(threads) fy (N/mm') (530) (469) (469) (386) <br /> Minimum specified ultimate tensile strength(threads) flI ksi 100.0 88.0 88.0 80.0a (N/mm') (690) (607) (607) (551) <br /> Effective tensile stress area(threads) Ase,v in'Z 0.0775 0.1419 0.2260 0.3345 <br /> (mm) (50.0) (65.7) (104.9) (215.8) <br /> Ib 3,115 4,815 10,170 12,610 <br /> Steel strength in shears Vsa <br /> (kN) (13.9) (21.4) (45.2) (56.1) <br /> Reduction factor for steel strength' 0 - 0.65 <br /> CONCRETE BREAKOUT STRENGTH IN SHEAR(ACI 318-14 17.5.2 or ACI 318-11 D.6.2)' <br /> Load bearing length of anchor �e in. 2.00 2.00 3.25 3.25 4.25 3.75 5.00 <br /> (her or 8do,whichever is less) (mm) (51) (51) (83) 1 (83) (108) (95) (127) o <br /> Reduction factor for concrete breakout strength' 0.70(Condition B) 0 <br /> PRYOUT STRENGTH IN SHEAR(ACI 318-14 17.5.3 or ACI 318-11 D.6.3)1 t w <br /> Coefficient for pryout strength kcp 1.0 1.0 2.0 2.0 2.0 2.0 2.0 ♦-o <br /> 1.0 for her<2.5 In.,2.0 for her>_2.5 in. <br /> Characteristic pullout strength, in. 2.00 2.00 3.25 3.25 4.25 3.75 5.00 <br /> cracked concrete(2,500 psi)' he' (mm) (51) (51) (83) (83) (108) (95) (127) 0 <br /> Reduction factor for pullout strength' 0.70(Condition B) a� <br /> STEEL STRENGTH IN SHEAR FOR SEISMIC APPLICATIONS(ACI 318-1417.2.3.3 or ACI 318-11 D.3.3.3) <br /> Steel Strength in shear,seismic' V.,eq lb 2,460 4,815 6,770 8,060 <br /> (kN) (11.0) (21.4) (30.1) (35.9) <br /> Reduction factor for pullout strength' 0.65(Condition B) <br /> 1. The data in this table is intended to be used with the design provisions of ACI 318-14 Chapter 17 or ACI 318 Appendix D,as applicable;for anchors resisting seismic load combinations O <br /> the additional requirements of ACI 318-14 17.2.3 or ACI 318 D.3.3 shall apply,as applicable. <br /> 2. Installation must comply with published instructions and details. a <br /> 3. All values of 0 were determined from the load combinations of IBC Section 1605.2,ACI 318-14 Section 5.3 or ACI 318 Section 9.2.If the load combinations of ACI 318-11 Appendix C <br /> are used,then the appropriate value of 0 must be determined in accordance with ACI 318-11 D.4.4.For reinforcement that meets ACI 318-14 Chapter 17 or ACI 318-11 Appendix D, <br /> as applicable,requirements for Condition A,see ACI 318-14 17.3.3 or ACI 318-11 D.4.3,for the appropriate 0 factor when the load combinations of IBC Section 1605.2,ACI 318-14 <br /> Section 5.3 or ACI 318 Section 9.2 are used. <br /> 4. The Power-Stud+SD2 is considered a ductile steel element as defined by ACI 318-14 2.3 or ACI 318-11 D.1,as applicable. <br /> 5. Reported values for steel strength in shear are based on test results per ACI 355.2,Section 9.4 and shall be used for design. <br /> 6. Anchors are permitted to used in sand-lightweight concrete provided that Vb and Vc,are multiplied by a factor of 0.60(not required for steel deck). <br /> 7. Reported values for steel strength in shear for seismic applications are based on test results per ACI 355.2,Section 9.6. <br /> 8. Anchors are permitted for use in concrete-filled steel deck floor and roof assemblies;see installation details A,B,C and D. <br /> 0 <br /> i <br /> 0 <br /> 3 <br /> 0 <br /> O <br /> 0 <br /> V <br /> Z <br /> Q <br /> Q <br /> V <br /> Z <br /> Q <br /> 2 <br /> V <br /> Z <br /> Q <br /> 2 <br /> W <br /> H <br /> www.powers.com 6 <br />