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<br /> Factored Design Strength(ON,and OW) Calculated In Accordance with ACI 318-14 Chapter 17:
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<br /> 1- Tabular values are provided for illustration and are applicable for single anchors Installed in normal-vrelght
<br /> concrete with minimum slab thickness,ha and With the follwAng conditions:
<br />( ca,is greater than or equal to the critical edge distance,c.;(table values based on car=ca.).
<br />[ c 2 Is greater than or equal to 1.5 times car.
<br /> 2- Calculations vrere performed according to ACI 318-18 Chapter 17. The load level corresponding to the
<br /> controlling failure mode Is listed.(e.g.For tension:steel,concrete breakout and pullout;For shear:steel,
<br /> concrete breakout and pryout).Furthermore,Uto capacities for contrite breakout strength In tension and
<br />[. pryout strength In shear are calculated using the effective embedment values,her,for the selected anchors
<br /> as noted in the design Information tables.Please also reference the installation specifications for more r:�: •':
<br /> Information. r;a
<br /> 3- Strength reduction factors(o)vrere based on ACI 318-14 Section 5.3 for load combinations.
<br /> Condition 8Is assumed.
<br /> 4 Tabular values are permitted for static loads only,seismic loading is not considered vrith these tables.
<br /> 5- For designs that include combined tension and shear,the interaction of tension and shear loads must be ;
<br /> E calculated in acooidance Milli ACI 318-14 Chapter 17.
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<br /> 6- Interpolation is not permitted to be used With the tabular values. For intermediate base material
<br /> compressive strengths please see ACI 318-14 Chapter 17. For other design conditions including seismic
<br /> considerations please see ACI 318-14 Chapter 17.
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<br /> Tension and Shear Design Strengths for Power-Stud+ S02 In Cracked Concrete
<br /> MlnTmum Concrete Compressive Strength
<br /> Nominal Nominal Pc=21500 psi Pc 3,000 psi Pe>=40000 psi PC=6,000 psi Pc=8,000 PSI
<br /> Anchor; Embed.
<br /> Diameter ln Nn r�Yr1 Nrs Yn Nn lln Nn Vn Nn �iYn
<br /> (in.) Qua Te slon Shear Te�rhston Sear Teton Sear Tsfon Shear Tension Shear
<br /> _(ibs,) Qhs.) abs.) _(Ibs) abs) (lhs,} pbs,) (lbs,) Qbs;) (ilia,} 1.L
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<br /> 3/8 2.3/8 1405 1,685_ 1,495 1,845 1,645 M 1,885 r 2,075 r
<br /> i 2-1/2 1565 . 1,685 1,710 1,845 1,975 2,130 2,420 2,605 2,795 3,010 y cc
<br /> 1/2 3-3/4 2845 : t 3,115 r 3,595 r 4,405 ! 5,085 r ;
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<br /> 3-7/8 3;235 4,22a? w ^ 3,545 4,620 4.095 5,335 5,015 6,535 5,790 r W
<br /> 5/8
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<br /> 4-7/8 4,840 r 5,305 r 6,125 t 7.500 r 8,660 ELM
<br /> t � c
<br /> 4-1/2 4.010 71590 4,395 5,075 6,215 7,175 O a
<br /> 3/4 a
<br /> 5.3/4 5,065 5,550 6,410.': 7,850 9,065 k Or,
<br /> ©-Anchor PutlouYP)rout Strength Controls f]-Concrete Breakout Strength Controls■-Steel Strength Controls
<br /> Tension and Shear Design Strengths for Power-Stud+ SD2 In Uncracked Concrete
<br /> M.Inlm.m Concrete'Comprosatve Strength
<br /> Nominal` Nominal Pc o 2,500 psi Pa=3,000 psi Pc=4,000 psi Pc=6,000 psi Pc=8,000 pal
<br /> Anchor Embed.
<br /> Diameter hmNn �lfn Nti �Yn n �iVn n Yn Hn �Y�t
<br /> T slon Shoar Tension Shear Tension Shed, T�sfon S r T ston Shear
<br /> obs.) pbs,) 04) (loan} pbs.) Qbs,) »(ibs•)
<br /> 3/8 2-3/8 1,805 1.975 t 2,280 r 2.795 t 3,225
<br /> 2-1/2 2,205 2,375 •2;415 2,605 r 3,005 3,420 r 3,995
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<br /> 3-3/4 4,300 4.710 t 5,440 1 6,660 7,690
<br /> 5l8 3-7/8 4,570 5 805 5,005 f,;97Q. 5,780 7;080
<br /> 4-7/8 6,,835 7,+185::':. s 8,645 t 1
<br /> 3/4 4 1/2 5;665 %.,6��Q5;' 7.165 6 7T5 10,130
<br /> 5-3/4 8,720 555.'. 11 030 13,510 15,600 s
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<br /> © Anchor Pullout/Pryout Strength Controls p-Concrete Breakout Strength Controls■-Steel Strength Controls
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<br /> Factored design strengths may be converted to alllueeaMe loads using an appropriate comwslon factor,of for the controlling load combination.
<br /> See IMES ESB-2502 or contact 0EWALT for more infomnation regarding the procedure to convert fond design straigt hs to allovraNe loads.
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