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i <br /> I <br /> u n,+r�ro>sx 7ovvers' <br /> .. .P�RFORMAt+)Cl D/�TA <br /> Shear Deslgla 111formaflan"'.1 CODE IdSTIM <br /> ICC-ES ESR-2502 <br /> DesignCharacterlsNc NotaOort !lolls NorninalAnchorpfamel�(irtch) <br /> 3/8 1!2 5r8 3/4 <br />; <br /> Anchor category 1,2 or 3 1 1 1 1 <br /> STEEL STRENGTH 1N SHEAR(ACI 318-1417.5.1 orAC13118-11 0.8.1p <br /> Minimum specified yield strength(threads) fr w 76.8 68.0 68.0 56.0 <br /> (Wmmj (530) (469) (469) (386) <br /> Minimum specified ultimate tensile strength(threads} Iva ksi 100.0 88.0 88.0 80.0 <br /> (Wmm) (690) (607) (607) (551) <br /> Effective tensile stress area(€hreads) in' 0.0775 0.1419 0.2260 0.3345 <br /> (mm'} (50.0) (65.7) (104.9) (215.8) <br /> Steel strength In shear' V lb 3,115 _ 4,815 10,170 12,610 <br /> (ktV) (13.9) (21.4) (45.2) (56.1) <br /> Reduction factor for steel strength' 0,65 <br /> CONCRETE BREAKOUT STRENGTH IN SHEAR(ACI 310-1417.5.2 orAC1318-11 D.6.2y <br /> Load bearing length of anchor n. 2.00 2.00 3.25 1 3.25 4.25 3.75 5.00 <br /> ow or ft,whichever is less) FP` (mm) (51) (51) (83) (831 (108) (95) (127) <br /> Reduction factor for concrete breaW strength' 0.70(Conditlon B) <br /> PRYOUT STRENGTH IN SHEAR(ACI 318.14 17.5.3 or ACI 318-11 D.8.3y <br /> Coefficlerd for pout strength 0 <br /> 1.0 1.0 2.0 2.0 2.0 2.0 2.0 <br /> 1.0 for N<2.5 In.,2.0 for he z 2.5 in. dhe <br /> in. 2,00 2.00 125 3.25 4.25 3.75 5.00 <br /> Effective Embedment (mm) (51) (51) (83) (83) (108) (95) (127) <br /> Reduction factor for phut strength' - 0.70(Condition B) <br /> STEEL STRENGTH IN SHEAR FOR SEISMIC APPl1CAJONS(AC1318-1417.2.3.3 orAC131841 0.3.3,3) <br /> Steel Strength in shear,seismic' Vu lb 2,460 4,815 6.770 8,060 <br /> {kN) (30.1) (35.9) :`C <br /> Reduction factor for pullout strength' 0.65(Condition B) <br /> 11 � <br /> I. The data in Ws table is intended to be used vdth the design pro&'ons of ACI 318-14 Chapter 17 of ACI 318 Appendix 0,as applicable;for anchofs resisting seismic load combinations the L <br /> additional requirements of ACI 318.14 17.2.3 or AC1318 D.3.3 shall apply,as appkable. Ax <br /> W <br /> 2. Installation must comply vdth published insbuctions and details. <br /> 3. All values of 0 were determined from the load mmtNnabons of IBC Section 1605.2,ACI 318-14 Section 5.3 or ACI 318 Section 9.2.If the bad combinations of ACI 318.11 Appendix C C <br /> are used,then the appropriate value of¢roust be determined In accordance vef i Aa 318.11 DAA.For reinforcement that meals ACI 318.14 Chapter 17 or ACI 318-11 Appendix D,as <br /> applicable,requirements for Condition A,see ACI 318-1417.3.3 or ACI 318.11 D.4.3,for the appropriate¢factor when the load combinations of IBC Section 1605.2,ACI 31 B-14 Section 5.3 d or ACI 318 Section 9.2 are used. <br /> 4. The Power-Stud-r SD21s considered a ductile steel element as defined by ACI 318-14 2.3 or ACI 318.11 D.1,as applicable. C <br /> r <br /> 5. Reported values for steel strength in shear are based on test results per ACI 355.2,Section 9A and shall be used for design. r <br /> 6. Anchors are permitted to be used In sand lighb:elgbt concrete pro-lyded the nlodifxation factor A.equal to O.SA.is applied to all vahres of"Off affecting N,and V, shall be determined In <br /> accordance with the corresponding versbn of ACI 318. <br /> 7. Reported values for steel&er#h in shear for seismic applications are based on test results per ACI 355.2,Section 9.6. <br /> B. Anchors are perm tted for use in concrete-filled steel deck floor and roof assemblies;see installation detalls A,B,C and D. <br /> I <br /> i <br /> 0 <br /> m <br /> e <br /> 0 <br /> 0 <br /> 1-8Qf-4 <br />