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PERFORMANCE DATA Elonxikolrr dower:
<br /> PERFORMANCE DATA
<br /> Tension Design Information'.'-" CCC-ESE R-2502
<br /> [CC-ES ESR-2502
<br /> Nominal Anchor Dlemeto3r prldfl)
<br /> DesignCheracterfst(c Notation Units
<br /> 3/8 t/2 518` 3/4
<br /> Anchor category 1,2 or 3 - 1 1 1 1
<br /> STEEL STRENGTH IN TENSION(ACI 318-14 17.4.1 or ACI 318-11 II.5.1)'
<br /> Minimum spectiled yield strength(neck) it ks! 96.0 85.0 85.0 70.0
<br /> Ninny) (662) (586) (586) (483)
<br /> Minimum specified ultimate tensile strength(neck) fluksi 120.0 106.0 106.0 90.0
<br /> (N/mM (827) (731) (731) (620)
<br /> Effective tensile stress area(neck) qse It in' 0,0552 0.1007 0.1619 0.2359
<br /> (mm) (35.6) (65,0) (104.5) (153.2)
<br /> Steel strength In tension' No Ib 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 INTENSION(ACI318.1417A.2 orACI 318-11 0.5.2)'
<br /> Effective embedment her in. 2,00 2.00 3.25 3.25 4.25 3.75 6.00
<br /> (mn1) (51) (51) 83 83) (108) (95) (127)
<br /> Effectiveness factor for uncracked concrete k- 24 24 24 24
<br /> Effectiveness factor for cracked concrete �ka 17 17 17 17
<br /> m 1.0
<br /> Modification factor for Cracked and uncracked concrete yie,n See See lnote 6 See nose 6 See dole 6
<br /> note 5
<br /> Criticat edge distance Cz In. See Installation Table
<br /> (mRl)
<br /> Reduction factor for concrete breakout strength' - 0.65(Condition B)
<br /> PULLOUT STRENGTH IN TENSION(ACI 318-1417.4.3 or ACI 318-11 0.5.3)'
<br /> Characteristic puitout strength, lb 2,775 See 6,615 See See See See
<br /> u ® uncracked concrete(2,500 psi)' NP"" (kN) (12.3) note 8 (29.4) note 8 mote 8 note 8 note 8
<br /> Characteristic pullout strength, lb 2,165 See 4,375 See See See 7,795
<br /> 5 cracked concrete(2,500 ps)' Nra (kN) (9.6) note 8 (19.5) note 8 note 8 note 8 (35.1)
<br /> <.Q Reduction factor for pullout strength' - 0.65(Condition B)
<br /> N PULLOUT STRENGTH INTENSION FOR SEISMIC APPLICATIONS(ACI 318-1417.2.2.3 or ACI 318-11,D.5.3,3.3)'
<br /> ,,, lb 2,165 See 4,375 See See See 7,795
<br /> Characteristic pullout strength,seismic(2,500 ps) Np., (kN) (9,6) note 8 (19.5) note 8 note 8 note 8 (35.1)
<br /> .!:=:
<br /> Reduction factor for pullout strength' 0.65(Condition B)
<br /> Wracked concrete Ibffin 865,000 717,00 569,000 420,000
<br /> Mean Well stiffness values Writ ) 1 (151) (126) (100) (74)
<br /> service load range" Ibffin 1 49.500 57,000 64,500 72,000
<br /> Cracked concrete Wmm) (9) (10) (11y (13)
<br /> 1. The data in this table is Intended to be used Wth the design provisions of ACI 318.14 Chapter 17 or ACI 318 Appendix 0,as applicabe;for anchors resisting seismic toad combinations he
<br /> additional requirements of AC1318.14 17.2.3 or ACI 318 0.3.3,as applicable,shall apply.
<br /> 2. Installation must comply%tth published instructions and details.
<br /> 3. All values of 0%.sere determined from me load combinations of IBC Section 1605.2,ACI 318.14 Section 5.3 or ACI 31 B-11 Section 9.2,as applicable.n the load combinations of ACI 31 B.11
<br /> Apperi fa C are used,then the appropriate value of 0 must be determined In accordance vrilh ACI 31 B-1 I CIAA. For reinforcement that meets ACI 318.14 Chapter 17 or ACI 318 Appendix
<br /> 0,as applicable,requirements for Condition A.see ACI 318-1417.3.3 or ACI 318-110.4.3,as applicable,for Vie appropriate 0 factor vrhen the bad combinations of IBC Section 1605.2,ACI
<br /> 318-14 Section 5.3 or ACI 31 B-41 Section 9.2,as applicable,are used.
<br /> 4. The Passer-Studi•S02 is considered a ductile steel element in tension as defined by ACI 318.14 2-3 or ACI 318 0.1.as applicable.
<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 /> ig
<br /> 6. For all desfgrr cases use VAw=1.0.Select appropriate effeeihumss factor for cracked concrete(kv)or uncracked concrete(k-).
<br /> 7. For all design cases use 1per=1.0.For concrete conpressbre strength greater than 2,500 psi,R.=(pullout strength value from 110%)'(specited corxrete compressive strength/250011.For
<br /> concrete over steel deck the value of 2500 must be replaced Wth the value of 3000.
<br /> ' Fox all anchors n=112 with the exception of the W arichor size for cracked concrete Mere n=1/3.
<br /> 8. Pullout strength does not control design of Indicated anchors. Do not calculate pullout strength tor indicated anchor size and embedment.
<br /> 9. Anchors are permitted to be used in sand•righbvolght concrete provided the modification factor A.equal to 0.8A is applied to all values o1%1Fc affecting N,and W A shall be determined In
<br /> accordance vith the corresponding version of ACI 318.
<br /> 10.Tabulated values for characteristic put out strength in tenslon for seismic applications are based on test results per ACI 355.2.Section 9.5.
<br /> 11.Mean values shawl;actual stiffness varies considerable depending of concrete strength,loading and geometry of apptication.
<br /> 12.Anchors are pemhitted for use In concrete-filled steel deck floor and roof assemblies;see installation details A,B,C and 0.
<br /> wvn-j.DEWALTcorrl
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