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DEWALT
<br /> PERFORMANCE DATA ENGINEERED BY"Towers
<br /> PERFORMANCE DATA
<br /> Tension Design Information'22 (ICC'E8 ESR-50�2)
<br /> Design Characteristic Notation Units Nominal Anchor Diameter(inch)
<br /> 318 1/2 5/8
<br /> Anchor category 1,2 or 3 - 1 1 1 1 1
<br /> STEEL STRENGTH IN TENSION(ACI 318-14 17.4.1 or ACI 318-11 D.5.1)1
<br /> Minimum specified yield strength(neck) fY ksi 96.0 85.0 85.0 70.0
<br /> (Wmm) (662) (586) (586) (483)
<br /> Minimum specified ultimate tensile strength(neck) fpa ksi 120.0 106.0 106.0 90.0
<br /> (Wmml (827) (731) (731) (620)
<br /> Effective tensile stress area(neck) Aaa N in' 0.0552 0.1007 0.1619 0.2359
<br /> (MMI (35.6) (65.0) (104.5) (153.2)
<br /> Steel strength in tensions Naa lb 6,625 10,445 13,080 21,230
<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 0.5.2)1
<br /> Effective embedment h� in. 2.00 2.00 3.25 3.25 4.25 3.75 5.00
<br /> _ (mm) (51) (51) (83) (83) (108) (95) (127)
<br /> dT O Effectiveness factor for uncracked concrete k°°° 24 24 24 24
<br /> cDC Effectiveness factor for cracked concrete k°r 17 17 17 17
<br /> o ` 1.0
<br /> 3 Modification factor for cracked and uncracked concretes Vfc,N See See lnote 6 See lnote 6 See note6
<br /> note 5
<br /> (DCritical edge distance Ca° (mm) See Installation Table
<br /> CDC Reduction factor for concrete breakout strength' 0.65(Condition B)
<br /> cc
<br /> CD v PULLOUT STRENGTH IN TENSION(ACI 318-14 17.4.3 or ACI 318-11 D.5.3y
<br /> X Characteristic pullout strength, N Ib 2,775 See 6,615 See See See See
<br /> 7 A uncracked concrete(2,500 psi)' p (kN) (12.3) note 8 (29.4) note 8 note 8 note 8 note 8
<br /> + Characteristic pullout strength, lb 2,165 See 4,375 See See See 7,795
<br /> o y cracked concrete(2,500 psi)' Np` (kN) (9.6) note 8 (19.5) note 8 note 8 note 8 (35.1)
<br /> D 0 Reduction factor for pullout strength' I 0.65(Condition B)
<br /> n N PULLOUT STRENGTH IN TENSION FOR SEISMIC APPLICATIONS(AC1318-14 17.2.3.3 or ACI 318-11 0.5.3.3.3)'
<br /> 7,795
<br /> Characteristic pullout strength,seismic(2,500 psi)710 Np,aq lb 2,165 1 Se
<br /> (kN) (9.6) no ee8 (19.) not e8 no ee8 no eo8 (351)
<br /> Reduction factor for pullout strength' 0.65(Condition B)
<br /> Ibf/in 865,000 717,00 569,000 420,000
<br /> Uncracked concrete
<br /> Mean axial stiffness values a (kN/mm) (151) (126) (100) (74)
<br /> service load range" Ibf/in 49,500 57,000 64,500 72,000
<br /> Cracked concrete 8
<br /> (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 the
<br /> 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 318-11
<br /> 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 318 Appendix
<br /> D,as applicable,requirements for Condition A,see ACI 318-1417.3.3 or ACI 318-11 D.4.3,as applicable,for the appropriate 0 factor when the load combinations of IBC Section 1605.2,ACI
<br /> 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.
<br /> s
<br /> 5. Tabulated values for steel strength in tension are based on test results per ACI 355.2 and must be used for design in lieu of calculation.
<br /> z
<br /> 6. For all design cases use VA,N=1.0.Select appropriate effectiveness factor for cracked concrete(k.)or uncracked concrete(k�na).
<br /> 7. For all design cases use VA,P=1.0.For concrete compressive strength greater than 2,500 psi,Np�=(pullout strength value from table)"(specified concrete compressive strength/2500)^.For
<br /> concrete over steel deck the value of 2500 must be replaced with the value of 3000.
<br /> 7 For all anchors n=1/2 with the exception of the 3/8"anchor size for cracked concrete where n=1/3.
<br /> s 8. Pullout strength does not control design of indicated anchors. Do not calculate pullout strength for indicated anchor size and embedment.
<br /> g9. Anchors are permitted to be used in sand-lightweight concrete provided the modification factor A.equal to 0.8a,is applied to all values of f'c affecting Nn and%. shall be determined in
<br /> g accordance with the corresponding version of ACI 318.
<br /> s 10.Tabulated values for characteristic pullout strength in tension for seismic applications are based on test results per ACI 355.2,Section 9.5.
<br /> 0
<br /> 0� 11.Mean values shown;actual stiffness varies considerable depending on concrete strength,loading and geometry of application.
<br /> 12.Anchors are permitted for use in concrete-filled steel deck floor and roof assemblies;see installation details A,B,C and D.
<br /> ib
<br /> 0
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<br /> mti
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