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ESR-3699 Page 12 of 18 <br /> <br /> <br />TABLE 2—TENSION STRENGTH DESIGN INFORMATION FOR TAPCON+ SCREW ANCHORS <br />AND SAMMYS THREADED ROD ANCHORS1 <br />CHARACTERISTIC SYMBOL UNITS NOMINAL ANCHOR DIAMETER (inch) <br /> 1/4 1/4 3/8 1/2 <br />Head Style — — <br />SAMMYS for <br />Vertical Rod <br />(CCST 516) <br />SAMMYS for <br />Horizontal Rod <br />(SW-CCST 516) <br />Hex Head Hex Head Hex Head <br />Drill bit specification in. <br />1/4 <br />Tapcon+ <br />Bit <br />1/4 <br />Tapcon+ <br />Bit <br />1/4 <br />ANSI <br /> Bit <br />3/8 <br />ANSI <br />Bit <br />1/2 <br />ANSI <br />Bit <br />Anchor category 1, 2 or 3 — 1 1 2 1 1 <br />Effective embedment depth hef in. 1.454 1.45 1.78 1.32 2.17 3.02 <br />Minimum concrete member <br />thickness hmin in. 4 4 4 4 6 <br />Critical edge distance cac in. 21/2 21/2 41/2 3 4 5 <br />Data for Steel Strength in Tension <br />Minimum specified yield <br />strength fy psi Not applicable 100,000 100,000 100,000 <br />Minimum specified ultimate <br />strength futa psi Not applicable 125,000 125,000 125,000 <br />Effective tensile stress area Ase in2 Not applicable 0.0470 0.098 0.1850 <br />Steel strength in tension Nsa lbf 1,8225 5,900 12,250 23,125 <br />Strength reduction factor  for <br />tension, steel failure modes2 sa — 0.65 0.65 0.65 0.65 <br />Data for Concrete Breakout Strength in Tension <br />Effectiveness factor - <br />uncracked concrete kuncr — 24 24 27 30 <br />Effectiveness factor - cracked <br />concrete kcr — 17 17 17 17 <br />Modification factor for cracked <br />and uncracked concrete Ψc,N — 1.0 1.0 1.0 1.0 <br />Strength reduction factor  for <br />tension, concrete failure <br />modes2 <br />cb — 0.65 0.65 0.55 0.65 0.65 <br />Data for Pullout Strength in Tension <br />Pullout strength, uncracked <br />concrete Np,uncr lbf 2,107 2,107 See <br />Footnote 3 See Footnote 3 <br />Pullout strength, cracked <br />concrete Np,cr lbf 857 857 1,837 See Footnote 3 <br />Pullout strength for seismic <br />loads Np,eq lbf 857 857 1,677 See Footnote 3 <br />Strength reduction factor  for <br />tension, pullout failure modes2 p — 0.65 0.65 0.55 0.65 See Footnote 3 <br />Additional Anchor Data <br />Axial stiffness in service load <br />range in uncracked concrete uncr lbf /in 385,000 385,000 800,000 800,000 <br />Axial stiffness in service load <br />range in cracked concrete cr lbf /in 225,000 225,000 365,000 365,000 <br />For SI: 1 inch = 25.4 mm, 1 ft-lbf = 1.356 N-m. <br />1The data presented in this table is to be used in conjunction with the design criteria of ACI 318 (-19 and -14) Chapter 17 or ACI 318-11 <br />Appendix D, as applicable. <br />2The strength reduction factor applies when the load combinations from the IBC or ACI 318 are used and the requirements of ACI 318-19 17.5.3, <br />ACI 318-14 17.3.3 or ACI 318-11 D.4.3, as applicable, are met. If the load combinations of ACI 318-11 Appendix C are used, the appropriate <br />strength reduction factor must be determined in accordance with ACI 318-11 D.4.4. <br />3Pullout resistance does not govern design and does not need to be considered. <br />4For calculation only. For actual hef see Table 1. <br />5For the strength between the threaded cap and anchor head. <br />