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Table 23- Hilti KH-EZ, KH-EZ P,KH-EZ PM, KH-EZ PL, KH-EZ C and KH-EZ CRC design information 1411
<br /> in accordance with CSA A23.3-14 Annex D1'
<br /> Nominal anchor diameter Ref
<br /> Design parameter Symbol Units
<br /> 1/4 3/8 1/2 5/8 3/4 A23.3-14
<br /> Hex,P,PM, Hex,C head Hex head Hex head Hex head
<br /> Head Style and coating PL,C head Hex,C head (Including (Including (Including (Including
<br /> CRC) CRC) CRC) CRC)
<br /> Nominal anchor diameter d in. 0.25 0.375 0.5 0.625 0.75
<br /> a (mm) (6.4) (9.5) (12.7) (15.9) (19.1)
<br /> Effective embedment2 hef in. 1.18 1.92 1.11 1.54 1 1.86 2.50 1.52 2.16 3.22 2.39 3.03 3.88 2.92 4.84
<br /> (mm) (30) (49) (28) (39) (47) (64) (39) (55) (82) (61) (77) (99) (74) (123)
<br /> in. 1-5/8 2-1/2 1-5/8 2-1/8 2-1/2 3-1/4 2-1/4 3 4-1/4 3-1/4 4 5 4 6-1/4
<br /> Min.nominal embedment2 h"om (mm) (41) (64) (41) (54) (64) (83) (57) (76) (108) (83) (102) (127) (102) (159)
<br /> Minimum concrete thickness' h in. 3-1/4 4-1/8 3-1/4 3-2/3 4 4-3/4 4-1/2 4-3/4 6-3/4 5 6 7 6 8-1/8
<br /> min (mm) (83) (105) (83) (93) (102) (121) (114) (121) (171) (127) (152) (178) (152) (206)
<br /> Critical edge distance ca
<br /> in. 2 2.78 2.63 2.75 2.92 3.75 2.75 3.75 5.25 3.63 4.57 5.82 4.41 7.28
<br /> (mm) (51) (71) (67) (70) (74) (95) (70) (95) (133) (92) (116) (148) (112) (185)
<br /> Minimum spacing at critical edge in. 1.5 2.25 3
<br /> distance sm"•"a" (mm) (38) (57) (76)
<br /> in. 1. 1.75
<br /> (mm) (38) (44)
<br /> Minimum edge distance cmi"
<br /> Minimum anchor spacing fors> in. 3.0 4
<br /> at minimum edge distance (mm) (76) (102)
<br /> in. 2 2-7/8 1-7/8 2-3/8 2-3/4 3-1/2 2-5/8 3-3/8 4-5/8 3-5/8 4-3/8 5-3/8 4-3/8 6-5/8
<br /> Mininimum hole depth in concrete hi, (mm) (51) (73) (48) (60) (70) (89) (67) (86) 1 (117) (92) (111) (137) (111) (168)
<br /> Minimum specified
<br /> psi 125,000 106,975 120,300 112,540 90,180 81,600
<br /> ultimate strength f°� (N/ (860) (738) (830) (776) (622) (563)
<br /> mm2)
<br /> Effective tensile stress area A in 0.045 0.086 0.161 0.268 0.392
<br /> s%N (mm 2) (29.0) (55.5) (103.9) (172.9) (252.9)
<br /> Steel embed.material resistance
<br /> factor for reinforcement t 0.85 8.4.3
<br /> Resistance modification factor for R 0.70 D.5.3
<br /> tension,steel failure modes°
<br /> Resistance modification factor for R 0.65 D.5.3
<br /> shear,steel failure modes
<br /> lb 3,370 5,475 6,150 10,780 14,405 19,050
<br /> Factored steel resistance intension Nsar D.6.1.2
<br /> (kN) (15.0) (24.4) (27.4) (48.0) (64.1) (84.7)
<br /> Factored steel resistance in shear V lb 855 2,030 2,865 5,110 6,200 9,205 D.7.1.2
<br /> 581 (kN) (3.8) (9.0) (12.7) (22.7) (27.6) (40.9)
<br /> Factored steel resistance in shear, V lb 770 2,030 1,720 3,065 3,720 6,385
<br /> seismic -,•q (kN) (3.4) (9.0) (7.7) (13.6) (16.5) (28.4)
<br /> Coeff.for factored conc.breakout k lb 10 11.25 D.6.2.2
<br /> resistance,uncracked concrete "r
<br /> Coeff.for factored conc.breakout k 7 D.6.2.2
<br /> resistance,cracked concrete
<br /> Modification factor for anchor
<br /> resistance,tension,uncracked WcN 1.0 D.6.2.6
<br /> concretes
<br /> Anchor category 3 1 D.5.3(c)
<br /> Concrete material resistance factor 0C 0.65 8.4.2
<br /> Resistance modification factor for
<br /> tension and shear,concrete failure R 0.75 1.00 D.5.3(c)
<br /> modes,Condition B6
<br /> Factored pullout resistance in N lb 665 1,645 NA D.6.3.2
<br /> 20 MPa uncracked concrete' Pr•°""r (kN) (3.0) (7.3)
<br /> Factored pullout resistance in N lb 340 815 510
<br /> 20 MPa cracked concrete' pr°' (kN) (1.5) (3.6) (2.3) NA D.6.3.2
<br /> Factored seismic pullout resistance N lb 275 815 510 NA D.6.3.2
<br /> in 20 MPa cracked concrete' Pr•� kN 1.2 3.6 (2.3)
<br /> 1 Design information in this table is taken from ICC-ES ESR-3027,dated February,2016,tables 2,3,and 4,and converted for use with CSA A23.3-14 Annex D.
<br /> 2 See Figure 1 on Page 2 of this document.
<br /> 3 For concrete over metal deck applications where the concrete thickness over the top flute is less than hmi"in this table,see figure 4 and tables 20 and 21
<br /> of this document.
<br /> 4 The KWIK HUS-EZ is considered a brittle steel element as defined by CSA A23.3-14 Annex D section D.2.
<br /> 5 For all design cases,4jcN=1.0. The appropriate coefficient for breakout resistance for cracked concrete(k"")or uncracked concrete(k"a""r)must be used.
<br /> 6 For use with the load combinations of CSA A23.3-14 chapter 8. Condition B applies where supplementary reinforcement in conformance with CSA A23.3-14
<br /> section D.5.3 is not provided,or where pullout or pryout strength governs. For cases where the presence of supplementary reinforcement can be verified,the
<br /> resistance modification factors associated with Condition A may be used.
<br /> 7 For all design cases,W P=1.0. NA(not applicable)denotes that this value does not control for design. See section 4.1.4 of ESR-3027 for additional information.
<br /> 14 KWIK HUS-EZ SCREW ANCHOR-July 2020
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