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?owers
<br /> PERFORMANCE DATA FASTENING INNOVATIONS
<br /> PERFORMANCE DATA
<br /> Tension Design Information' ICC LISTED
<br /> g ICC-ES ESR-2502
<br /> Nominal Anchor Diameter(inch)
<br /> Design Characteristic Notation Units
<br /> 318 112 5/8 314
<br /> Anchor category 1,2 or 3 - 1 1 1 1
<br /> STEEL STRENGTH IN TENSION(ACI 318-1417.4.1 or ACI 318-11 D.5.1)'
<br /> Minimum specified yield strength(neck) (N/m ksi m') 96.0 85.0 85.0 70.0
<br /> (662) (586) (586) (483)
<br /> ksi 120.0 106.0 106.0 90.0
<br /> Minimum specified ultimate tensile strength(neck) fm (N/mmz) (827) (731) (731) (620)
<br /> in' 0.0552 0.1007 0.1619 0.2359
<br /> Effective tensile stress area(neck) Ax.N (mm') (35.6) (65.0) (104.5) (153.2)
<br /> • S lb 6,625 10,445 13,080 21,230
<br /> Steel strength in tension N.
<br /> (kN) (29.4) (46.5) (58.2) (94.4)
<br /> Reduction factor for steel strength' 0.75
<br /> CONCRETE BREAKOUT STRENGTH IN TENSION(ACI 318-14 17.4.2 or ACI 318-11 D.5.2y
<br /> Effective embedment her in. 2.00 2.00 1 3.25 3.25 1 4.25 3.75 1 5.00
<br /> (mm) (51) (51) (83) (83) (108) (95) (127)
<br /> rD Effectiveness factor for uncracked concrete k- 24 24 24 24
<br /> mom`.
<br /> T Effectiveness factor for cracked concrete kQ 17 17 17 17
<br /> Qj
<br /> L 1.0
<br /> Modification factor for cracked and uncracked concretes I�/4N See See note 5 See note 5 See note 5
<br /> note 5
<br /> n C Critical edge distance cap in. 6-1/2 8 10 8 10 12 12
<br /> P,v (mm) (165) (203) 1 (254) (203) 1 (254) (305) 1 (305)
<br /> Reduction factor for concrete breakout strength' 0.65(Condition B)
<br /> O
<br /> PULLOUT STRENGTH IN TENSION(ACI 318-14 17.4.3 or ACI 318-11 D.5.3)'
<br /> Characteristic pullout strength, lb 2,775 See 6,615 See See See See
<br /> v uncracked concrete(2,500 psir NP.unc` (kN) (12.3) note 7 (29.4) note 7 note 7 note 7 note 7
<br /> NJ cracked
<br /> pullout strength, lb 2,165 See 4,375 See See See 7,795
<br /> cracked concrete(2,500 psi)' Npo (kN) (9.6) note 7 (19.5) note 7 note 7 note 7 (35.1)
<br /> Reduction factor for pullout strength' 0 - 0.65(Condition B)
<br /> PULLOUT STRENGTH IN TENSION FOR SEISMIC APPLICATIONS(ACI 318-1417.2.3.3 or ACI 318-11 D.5.3.3.3)1
<br /> Characteristic pullout strength,seismic(2,500 psif, Np,eq lb 2,165 See 4,375 See See See 7,795
<br /> (kN) (9.6) note 7 1 (19.5) 1 note 7 1 note 7 note 7 (35.1)
<br /> Reduction factor for pullout strength' 0.65(Condition B)
<br /> Uncracked concrete Ibf/in 865,000 717,00 569,000 420,000
<br /> Mean axial stiffness values (kN/mm) (151) (126) (100) (74)
<br /> service load range a Ibf/in 49,500 57,000 64,500 72,000
<br /> Cracked concrete (kN/mm) (9) (10) (11) (13)
<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
<br /> the additional requirements of ACI 318-14 17.2.3 or ACI 318 D.3.3,as applicable,shall apply.
<br /> 2. Installation must comply with published instructions and details.
<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 318-11 Section 9.2,as applicable.If the load combinations of ACI
<br /> z318-11 Appendix 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 318-14 Chapter 17 or ACI
<br /> n 318 Appendix D,as applicable,requirements for Condition A,see ACI 318-14 17.3.3 or ACI 318-11 D.4.3,as applicable,for the appropriate 0 factor when the load combinations of IBC
<br /> Section 1605.2,ACI 318-14 Section 5.3 or ACI 318-11 Section 9.2,as applicable,are used.
<br /> 4. The Power-Stud+SD2 is considered a ductile steel element in tension as defined by ACI 318-14 2.3 or ACI 318 D.1,as applicable.Tabulated values for steel strength in tension are based
<br /> n on test results per ACI 355.2 and must be used for design.
<br /> z
<br /> D 5. For all design cases use 4/4N=1.0.Select appropriate effectiveness factor for cracked concrete(k«)or uncracked concrete(kun«).
<br /> n 6. For all design cases use YAP=1.0.For concrete compressive strength greater than 2,500 psi,NPR=(pullout strength value from table)*(specified concrete compressive strength/2500)n.
<br /> z
<br /> = For concrete over steel deck the value of 2500 must be replaced with the value of 3000.
<br /> A For all anchors n=112 with the exception of the 3/8"anchor size for cracked concrete where n=1/3.
<br /> 0 7. Pullout strength does not control design of indicated anchors. Do not calculate pullout strength for indicated anchor size and embedment.
<br /> 8. Anchors are permitted to be used in sand-lightweight concrete provided that Nb,Nam,and NPR are multiplied by a factor of 0.60(not required for steel deck).
<br /> 9. Reported values for characteristic pullout strength in tension for seismic applications are based on test results per ACI 355.2,Section 9.5.
<br /> A 10.Mean values shown;actual stiffness varies considerable depending on concrete strength,loading and geometry of application.
<br /> 11.Anchors are permitted for use in concrete-filled steel deck floor and roof assemblies;see installation details A,B,C and D.
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<br /> G
<br /> 5 www.powers.com
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