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Page 8 of 14 All ESR-1917 qW TABLE 4-DESIGN INFORMATION STAINLESS STEEL KB-TZ Nominal anchor diameter DESIGN INFORMATION Symbol Units are 1/2 5/8 314 Anchor O.D. do in. 0.375 0.5 0.625 0.75 mm 9.5 12.7 15.9 19.1 in. 2 2 3-1/4 3-1/8 4 3-3/4 4-3/4 Effective min.embedment he mm 51 51 83 79 102 95 121 Min.member thickness h,,., in. 4 5 4 6 8 8 5 6 8 6 8 8 mm 102 127 102 152 152 203 127 152 203 152 203 203 in. 4-3/8 3.7/8 5.1/2 4-1/2 7-1/2 6 7 8-7/8 6 10 7 9 Critical edge distance C. mm 111 98 140 114 191 152 178 225 152 254 178 229 in. 2-1/2 2-7/8 2-1/8 3-1/4 2-3/8 4-1/4 4 C. mm 64 73 54 83 60 108 102 Min.edge distance in. 5 5-3/4 5-1/4 5-1/2 5-1/2 10 8-1/2 for s z mm 127 146 133 140 140 254 216 in. 2-1/4 2-7/8 2 2-3/4 2-3/8 5 4 S. mm 57 73 51 70 60 127 11.1% Min.anchor spacing in 3-1/2 4-1/2 3-1/4 4-118 4-1/4 9-1/2 7 for c z mm 89 114 83 105 106 241 178 Min. hole depth in concrete he In. 2-5/8 2-5/8 4 3-7/8 4-3/4 4-5/8 5-3/4 mm 67 67 102 98 121 117 146 IbAn 92,000 92,000 92,000 76,125 Min.specified yield strength fr N/mm2 634 634 634 525 Min.specified ch.Strengthfe Win a 115,000 115,000 115,000 101,500 N/mm 793 793 793 700 Effective tensile stress area q_„ in i 0.052 0.101 0,162 0.237 mm 33.6 65.0 104.6 152.8 Steel strength in tension N. Ib 5,968 11,554 17,880 24,055 kN 26.6 51.7 82.9 107.0 Steel strength in shear V. Ib 4,870 6,880 11,835 20,050 kN 21.7 30.6 52.6 89.2 Pullout strength in tension, N„e Ib NA 2,735 NA NA NA seismic' (kN) (12.2) Steel strength in shear, V Ib 2,825 6,880 11,835 14,615 seismic' (kN) (12.6) (30.6) (52.8) (65.0) Pullout strength uncracked lb 2,630 5,760 12,040 concrete' .- NA NA NA (kN) (11.7) (25.6) (53.6) Pullout strength crackedIb 2,340 3,180 NA NA 5,840 8,110 NA concrete' Nno (kN) (10.4) (14.1) (26.0) (36.1) Anchor category" 1 Effectiveness factor k.,o uncracked concrete 24 Effectiveness factor/-cracked concretes 17 24 17 17 17 24 17 We a=k„-Iks 1.41 1.00 1.41 1.41 1.41 1.00 1.41 Strength reduction factor 0 for tension,steel 0.75 failure modes' Strength reduction factor 0 for shear,steel failure 0.65 modes' Strength reduction 0 factor for tension,concrete 0.65 failure modes,Condition Be Coefficient for pryout strength,kp 1.0 2.0 Strength reduction 0 factor for shear,concrete 0.70 failure modes,Condition Be For SI: 1 inch=25.4 mm,1 IN=4.45 N.1 psi=0.006895 MPa For pound-inch units: 1 mm=0.03937 inches IS"Fig.2. 'See Section 4.1.10 of this report.NA(not applicable)denotes that this value does not control for design. 'See Section 4.1.5 of this report.NA(not applicable)denotes that this value does not control for design. °See ACI 318-05 Section 0.4.4. `See ACI 318-05 Section 0.5.2.2. `See ACI 318-05 Section 0.5.2.6. 'The KB-TZ is a ductile steel element as defined by ACI 318 Section D.I. "For use with the load combinations of ACI 318-05 Section 9.2.Condition B applies where supplementary reinforcement in conformance with ACI 31&05 Section 0.4.4 is notprovided pr-wharepulloutnr pgoutstrapgyl governs,Fee cases-where the preSelMA pf supp101rWrlla(y reinfpruanlwtraoheverifie4lhestreagW reA-+^=faciprr� --- - issociated with Condition A may be used.