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ANCHORS A FASTENERS <br />STRE SIGN INFORMATION <br />Shear Design Information for Power -Stud+ SD2 in Concrete' II <br />CAIIR L13T011 <br />IcePSPSR LIST oz <br />Nominal Anchor Diameter (inch) <br />Design Characteristic <br />Notation <br />Units <br />3/8 <br />/2 <br />5/8 <br />3/4 <br />Anchor category <br />1,2 or 3 <br />- <br />1 <br />1 <br />1 <br />1 <br />Minimum nominal <br />hom <br />in. <br />2-3/8 <br />2-1/2 <br />3-3/4 <br />3-7/8 <br />4-7/8 <br />4-1/2 <br />5-3/4 <br />embedment depth' <br />(mm) <br />(60) <br />(64) <br />(95) <br />1 <br />(98) <br />(124) <br />(114) <br />(146) <br />1 <br />Effectve Embedment <br />oar <br />in. <br />200 <br />200 <br />325 <br />325 <br />4.25 <br />375 <br />5.00 <br />(mm) <br />(51) <br />(51) <br />(83) <br />(83) <br />(108) <br />(95) <br />(127) <br />STEEL STRENGTH IN SHEAR (ACI 318-19 173.1, ACI 318-1417.5.1 or ACI 318-11 0.6.1), <br />Minimum specified yield strength(threads) <br />to <br />psi <br />(N/mm <br />76,800 <br />(530) <br />68,000 <br />(469) <br />68,000 <br />(469) <br />56,000 <br />(386) <br />Minimum specified ultimate tensile strength (threads) <br />few <br />psi <br />(N/mm <br />100,000 <br />(690) <br />88,000 <br />(607) <br />88,000 <br />(607) <br />80,000 <br />(551) <br />Effective tensile stress area (threads) <br />A. s <br />in' <br />(mm <br />00775 <br />(50.0) <br />01419 <br />(91 6) <br />0.2260 <br />(145.8) <br />03345 <br />(215.8) <br />Steel strength in shear` <br />V. <br />IF <br />3,115 <br />4,815 <br />10,170 <br />12,610 <br />(kN) <br />(13.9) <br />(21 4) <br />(45.2) <br />(56.1) <br />Reduction factor for steel strength' <br />- <br />0.65 <br />STEEL STRENGTH IN SHEAR FOR SEISMIC APPLICATIONS (ACI 318-19 17.10.1, ACI 318-14 17.2.3.3 or ACI 318-11 0.3.3.3) <br />Steel strength in shear, seismic' <br />VQ as <br />2,460 <br />4,815 <br />6,770 <br />8,060 <br />(lb) <br />kid(11.0) <br />(21 4) <br />(30.1) <br />(35.9) <br />Reduction factor for steel strength, seismic' <br />- <br />0.65 (Condition B) <br />CONCRETE BREAKOUT STRENGTH IN SHEAR (ACI 318-19 17.7.2, ACI 318-14 17.5.2 or ACI 318-11 0.6.2)` <br />Load bearing length of anchor <br />Ea <br />in. <br />(mm) <br />200 <br />(51) <br />200 <br />(51) <br />325 <br />(83) <br />325 <br />(83) <br />4.25 <br />(108) <br />375 <br />(95) <br />5.00 <br />(127) <br />Reduction factor for concrete breakout strength' <br />- <br />0.70 (Condition B) <br />PRYOUT STRENGTH IN SHEAR (ACI 318-19 17.7.3, ACI 318-14 17.5.3 or ACI 318-11 0.6.3)6 <br />Coefficient for tryout strength <br />km <br />- <br />1.0 <br />1.0 <br />1 2.0 <br />1 2.0 <br />1 2.0 <br />2.0 <br />2.0 <br />Reduction factor for tryout strength' <br />0 <br />- <br />0.70 (Condition B) <br />1. The data in this table is intended to be used with the design provisions of Ad 318 (-19 or-14) Chapter 17 or Ad 318 Appendix D, as applicable, for anchors resisting seismic load <br />combinations the additional requirements of Ad 318-19 17.10, ACI 318-1417.23 or Ad 318 D 3.3 shall apply, as applicable. <br />2. Installaton must comply with published instructors and details. <br />3. Al values of 0 were determined 6om the Toad combinatons of IBC Secton 1605.2, Ad 318 (-19 or -14) Section 5 3 or Ad 318 Section 9.2. If the Toad combinatons of Ad 318-11 Appendix <br />C 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 (-19 or -14) Chapter 17 or Ad 318-11 Appendix <br />D, as applicable, requirements for Condition A see Ad 318-19 17.5.3, Ad 318-1417.3.3 or Ad 318-11 D.4.3, for the appropriate 0 factor when the Toad combinatons of IBC Secton <br />1605.2, ACI 318 (-19 or-14) Section 5 3 or Ad 318 Section 9.2 are used. <br />4. The Power -Stud+ SD2 is considered a duct le steel elementas defined by Ad 318 (-19 or-14) 23 or Ad 318-11 D.1, as applicable. <br />5. Reported values for steel strength in shearare based on test results per Ad 355.2, Section 9.4and shall be used for design. <br />6. Anchors are permitted to be used In sand llghtweight concrete provided the modification factor equal to 0.8A is applied to all values of Pc affecting Nn and V. A shall be determined In <br />accordance with the corresponding version of Ad 318. <br />7. Reported values for steel strength in shear for seismic applications are based on test results per Ad 355.2, Secton 9.6. <br />8. Anchors are permitted for use in concrete filled steel deck door and roof assemblies, see Installaton Details A, B, C and D. <br />