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ESR-4266 I Most Widely Accepted and Trusted Page 9 of 15 TABLE 5-HILTI STAINLESS STEEL KB-TZ2 DESIGN INFORMATION.TENSION Nominal anchor diameter(in) Design parameter Symbol Units 14 3t8 1l2 I $t8 34 in. j 1-112 1-112 2 2-112 2 2-1i2 3-1/4 t 2-14 3_',e 4 13-1i4 3-14 4-3/4 Effective min.embeament' h.r I (mm) (38) (38) (51) (64) (51) (64) I 183: (72 33 '02) I (83) I (95; :1121) Tension,steel failure modes Strength reduction factor fo: I ) I It•�a:, I Q,Hr: - 0.75 075 2.75 I --- I_.__j , ._ Ilan: 1100.9001 95.300 I 96,30E 91.600 84.100 !Min.specified yield strength f, ) (664) (632; { i580) 1b/1n2 122,400'. 120.100 120.400 ( 114,600 ( 100.500 iMin.specified ult.strength f,. (Nlmm�1 (844) (828) (830) (790) (653i 'Effective tensile stress area qM ro mIn2 0.024 1 0.051 0.099 C.164 C.23_9 (m ') (15.4) (33.2) (63.8) 106.3 =4 }I Steel stre th L. • lb 2.920 I 6.18C 11.870 15.835 24.045 ng n tension N.. (kN) "3-0 (27,5) 52.8; /3_ (107.0 Tension,concrete failure modes category • 3 1 pion factor for _ _'lout failure in •o_ ;i.ac 35 55 6.: 0.65 'cf;e.::i„_..._ -:for luncrac,«_..:r,v'ute ^'" i 24 ?c 24 24 24 I 27 24 ;Effectiveness factor for I cracked concrete k.,' - 1 I 17 21 17 17 { 21 17 : 21 I 17 21 I Modification factor for anchor I 1 1 i resistance,tension. 4;,. I - 1.0 I 1.0 1.0 I! 1,0 1.0 luncracked concrete' ., in. 4 5 5.112 1 4 6 I 6 8 1 10 7 9 12 '0 1 10 Critical edge distance c.., #(mm) (102) (127) (140) 1 t102) (,52) (152, 203) i (254) .)178) 1 (229) (305) 1 (254; , t264) Pullout strength uncrackea lb 1,570 4,185 13,380 4;010 5 500 4.085 6.0151 8.050 concrete' Nc--, } N/A N/A N/A I NtA N/A (kN) (7.0) j (18.6) (15.0) i (17.8) (24.5) (18.2) (25.8) (35.8) ! Pullout strength cracker lb 670 { J 3.795 concrete' Ns:• N/A N/A N/A I NIA I N/A VIA N/A N/A N/A N/A NIA (kN) . (10) (39.1) !Pullout strength lb 670 18.795 Now N/A N/A N/A N/A N/A N/A 1 N/A \/A NIA NIA NA !seismic' (kN) (3.0) (39-1) iiNormali!ation facior. -y--i {uncracked concrete n„°> 0.39 N/A N!A 1 0.37 0.46 I 0.50 0.50 0.50 0.42 I 0.47 NIA 1 N1A I NIA I !N` I 1 t ormalization factor. !cracked concrete.seismic n=' 0.50 , NIA N/A N/A 1 N/A N/A N/A N.A N/r. N.A N/A I N/A 10.50 Tension,axial stiffness }Axial stiffness in service load /L^d Ib/in. i166 452 175.800 137.145 153,925 342.680 !range jk, I Ib/in. I33.8051 79.360 97,985 69,625 ?g 7^5 For SI:1:non=25.4 mm 1 lbf=4.45 N 1 psi=0.005895 MPa For pound-inch units:1:1 rn=C.C3937 ino-es. 'Figure 2 of this report illustrates the installation parameters. 2 The KE-TZ2 is considered a ductile steel element in accordance with ACI 318-14 2.3 or ACI 318-11 0.1. 'For use with the load combinations of ACI 318-14 Section 5.3.ACI 318-11 Section 9.2 or IBC Section 1605.2.Condition 6 applies where supplementary reinforcement in conformance with ACI 318-14 section 17.3.3(c)or ACI 318-11 Section 4.3(c)is not provided,or where pryout strength governs. For cases where the presence of supplementary reinforcement can be verified,the resistance mod:fic ation factors associated with Condit:0n A for concrete breakout failure may be used. 'For all design cases W:,•=1.0. The appropriate effectiveness fatter for cracked concrete;k:)or urcrackec concrete(K _)must be used. For all design.cases,4P::=1.0. Tabular value for pullout strength is for a concrete compressive strength of 2,500 psi(17.2 MPa).Pullout strength for concrete compressive strength greater than 2,500 psi(17.2 MPa)may be increased by multiply^ng the tabular pullout strength by(`c!2.5CDT for psi.or(fr.;17,2)-for MPa,where r is given as n„for uncradtee concrete and n>for craciceo concrete.NA(not applicable)denotes that oullout strength does rot need to be conside.,es.or design