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ESR-4266 t Most Widely Accepted and Trusted Page 8 of 15
<br /> TABLE 4-HILTI CARBON STEEL KB-TZ2 DESIGN INFORMATION,TENSION
<br /> `Deli n Nominal anchor diameter(in) I
<br /> g Symbol! Units
<br /> 'parameter i 1/4 3/s I 1t2 5/a 314
<br /> Effective min in. 1-112 1-1/2 ! 2 2 2 2 12-1/2 -1i4 2-3/4 I 3.114 4 3-1ta ! 3 3/4 I 4-3/4
<br /> embedment. 1-! i
<br /> _
<br /> ( tmm) (38) (38) $ 3a (64; 83) (70) I (83) (102) ! (83j i95, I (121)
<br /> 'Tension,steel failure modes
<br /> ,Strength
<br /> ;reduction factor I
<br /> cr steel in
<br /> G>u, , - 0.75 ,._ 0.75 0.75 0.75
<br /> itension= I
<br /> `Min.specified i' 100,900 -:3.900 96.300 67.002 84 700 I
<br /> yield strength a 7.s-_. . (696) I 565) =5=) (600) ( (584; II
<br /> ;Vic..specified ult. • Ibi n' 122,400I 126,200 114.000 106.700 105,900 I
<br /> [strength f<,
<br /> s
<br /> ` (N.mm)I (844) (870) '£:! 735) (730) I
<br /> !Effective tensile I In: 0.024 0.051' ..'34 0.239 I
<br /> stress area A„' I _
<br /> (ram`) ! (15.4) _ (33.2) i ,c.:c. _ :3.0 (154.4)
<br /> Steel strength in lb 2,920 3.49C 11 240 535 25.335
<br /> N„
<br /> !1 (13.0) I .28,9) ' t50.0j 73.0 (112.7)
<br /> ''tension (kN)
<br /> Tension,concrete failure mndes-
<br /> !Anchor category - ; - 3 I 1 1 1
<br /> !Strength ,
<br /> reduction factor
<br /> concrete andm� I
<br /> 'pullout failure in m,,.; 0.450.65 0.65 0.65 0.65
<br /> I.p~ -
<br /> !tension.
<br /> iCondition B3
<br /> 'factor
<br /> l I I I
<br /> I actor for k_-_, - 24 24 27 24 24 24 27I 24
<br /> cracked
<br /> concrete I
<br /> !Effectiveness I I I
<br /> 'factor for cracked k, - 17 ( 21 17 24 I 21 17 21 17 21
<br /> !concrete' I
<br /> (Modification
<br /> Ifactor foranchor
<br /> resistance,
<br /> tension, u'<, - 1.0 1.0 1.01.0 1.0
<br /> uncracked
<br /> concrete'
<br /> Critical edge j in. 4 5 4-3/8 15-1i2 8 5-1i2 I 6-3/4 10 10 11-1/2 8-3/4 12 ' 1D 1 9
<br /> i
<br /> c,r
<br /> distance
<br /> (mm) (102) (127) (111) (140) (203) (140) I (171) (254) (254; (292) (222) (305) (254) 1 (229)
<br /> Pullout reryth lb 2,100 I 4,160 1 I 5,38C i 8,995
<br /> uncracked ores N'_- NiA N/A N/A I NIA I N/A I N/A N/A N/A N/A N/A
<br /> I (kN) i (9.3) (18.6)
<br /> { 1 ; (23.9) C (40.0)
<br /> ;Pullout strength lb 625 ! I 8,835
<br /> 'cracked cones Ni,, j ( ) (2.8) PLEA N/A N/A N/A NIA N/A NIA N/A N/A N/A N/A N/A
<br /> I 1 (39.3)
<br /> 1 I ,
<br /> !Pullout Strength Non lb 625 N/A NIA NIA N/A N/A ' N/A N/A N/A N/A N/A N/A N/A 8.700
<br /> seismic' (kN) (2.8)
<br /> (38.7)
<br /> (Normalization ! r
<br /> Tractor.uncracked n.,<, - I 0.20 I 0.22 1 0.24 0.35 l 0.50 C.2 0.29 0.35 0.50 I 0.43 0.50 0.35 0.31 0.39
<br /> 1 i
<br /> !Normalization, a l
<br /> `actor,cracked n;- - 0.39 ( 0.50 0.46 0.28 I 0.47 C.50 0.48 0.40 0.50 0.47 1 C.50 I 0.33 ) 0.42 0.29
<br /> 'concrete,seismic I I I 1
<br /> Tension,axial stiffness
<br /> Axial stiffness in h„e 1 io:n, •322,36C 131.570 I -.58585 293 360 I335
<br /> service load I[
<br /> 412
<br /> !range fire- lbiin. 31,035 91.335 113.515 187.365 62.180 I
<br /> For SI:1 inch=25.4 mm,1!bf=4.45 N.1 psi=C.006895 MPa. For pound-inch units:1 mm=0.03937 incites.
<br /> Figure 2 of this report illustrates the installation parameters.
<br /> The KS-722 is considered a ductile steel element in accordance with ACI 318-14 2.3 or AC!318-11 D.1.
<br /> 3 For use with the load combinations of ACI 318-14 Section 5.3.ACI 318-11 Sedion 9.2 or IBC Section 1605.2.Condition 9 applies where supplementary
<br /> reinforcement in conformance with ACI 318-14 section 17.3.3;c)or ACE 318-1•Section 4.3(c)is not provided,or where pryout strength governs. For cases
<br /> where the presence of supplementary reinforcement can be venfiec the resstancs modification factors assoclated with Condition A for concrete breakout failure
<br /> may be used.
<br /> 'For all design cases,W_•.=1.0. The appropriate effectiveness factor fo,alai ced concrete(k,)or uncracked concrete(k�,,)must be used.
<br /> For all design cases.w.,:=1.0. Tabular value for pullout strength is for a concrete compressive strength of 2,500 psi t17.2 MPa).Pullou strength for concrete
<br /> compressive strengtn greater than 2.500 psi(17.2 MPa)may be increased by multiplying the tabular pullout strength by(fc/2.500)-for psi.or tic.'17.2)-for
<br /> MPa.where n is given as nit,,for uncracked concrete and n.,for cracker;concrete and seismic.NA(not applicable,denotes that pullout strength does not need
<br /> to be considered for design.
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