Product Technical Guides : US-EN Anchor Fastening - August 2021 | Page 328

Table 45 — Hilti KB-TZ2 stainless steel factored resistance based on concrete failure modes in uncracked concrete , applicable for both hammer and core drilled installations 1 , 2 , 3 , 4
Nominal anchor diameter in .
1 / 4
3 / 8
1 / 2
5 / 8
3 / 4
1
Effective Nominal embedment embedment in . ( mm ) in . ( mm )
= 20 MPa f ́c ( 2,900 psi ) lb ( kN )
= 25 MPa f ́c ( 3,625 psi ) lb ( kN )
Tension - N r = 30 MPa f ́c ( 4,350 psi ) lb ( kN )
= 40 MPa f ́c ( 5,800 psi ) lb ( kN )
= 20 MPa f ́c ( 2,900 psi ) lb ( kN )
= 25 MPa f ́c ( 3,625 psi ) lb ( kN )
Shear - V r = 30 MPa f ́c ( 4,350 psi ) lb ( kN )
= 40 MPa f ́c ( 5,800 psi ) lb ( kN )
1 1 / 2
1 3 / 4
810
885
950
1,065
1,535
1,720
1,880
2,175
( 38 )
( 44 )
( 3.6 )
( 3.9 )
( 4.2 )
( 4.7 )
( 6.8 )
( 7.6 )
( 8.4 )
( 9.7 )
1 1 / 2
1 7 / 8
1,535
1,720
1,880
2,175
1,535
1,720
1,880
2,175
( 38 )
( 48 )
( 6.8 )
( 7.6 )
( 8.4 )
( 9.7 )
( 6.8 )
( 7.6 )
( 8.4 )
( 9.7 )
2
2 1 / 2
2,365
2,645
2,900
3,345
2,365
2,645
2,900
3,345
( 51 )
( 64 )
( 10.5 )
( 11.8 )
( 12.9 )
( 14.9 )
( 10.5 )
( 11.8 )
( 12.9 )
( 14.9 )
2 1 / 2
3
2,875
3,125
3,340
3,715
6,615
7,395
8,100
9,355
( 64 )
( 76 )
( 12.8 )
( 13.9 )
( 14.9 )
( 16.5 )
( 29.4 )
( 32.9 )
( 36.0 )
( 41.6 )
2
2 1 / 2
2,355
2,610
2,835
3,240
2,365
2,645
2,900
3,345
( 51 )
( 64 )
( 10.5 )
( 11.6 )
( 12.6 )
( 14.4 )
( 10.5 )
( 11.8 )
( 12.9 )
( 14.9 )
2-1 / 2
3
2,810
3,140
3,440
3,975
6,615
7,395
8,100
9,355
( 64 )
( 76 )
( 12.5 )
( 14.0 )
( 15.3 )
( 17.7 )
( 29.4 )
( 32.9 )
( 36.0 )
( 41.6 )
3 1 / 4
3 3 / 4
3,855
4,310
4,720
5,450
9,805
10,960
12,005
13,865
( 83 )
( 95 )
( 17.1 )
( 19.2 )
( 21.0 )
( 24.2 )
( 43.6 )
( 48.8 )
( 53.4 )
( 61.7 )
2 3 / 4
3 1 / 4
2,860
3,200
3,505
4,045
7,630
8,530
9,345
10,790
( 70 )
( 83 )
( 12.7 )
( 14.2 )
( 15.6 )
( 18.0 )
( 33.9 )
( 37.9 )
( 41.6 )
( 48.0 )
3 1 / 4
3 3 / 4
4,165
4,575
4,935
5,570
9,805
10,960
12,005
13,865
( 83 )
( 95 )
( 18.5 )
( 20.3 )
( 22.0 )
( 24.8 )
( 43.6 )
( 48.8 )
( 53.4 )
( 61.7 )
4
4 1 / 2
5,615
6,235
6,795
7,775
13,385
14,965
16,395
18,930
( 102 )
( 114 )
( 25.0 )
( 27.7 )
( 30.2 )
( 34.6 )
( 59.5 )
( 66.6 )
( 72.9 )
( 84.2 )
3 1 / 4
4
4,900
5,480
6,005
6,930
9,805
10,960
12,005
13,865
( 83 )
( 102 )
( 21.8 )
( 24.4 )
( 26.7 )
( 30.8 )
( 43.6 )
( 48.8 )
( 53.4 )
( 61.7 )
3 3 / 4 6
4 1 / 2
6,865
7,675
8,405
9,710
13,730
15,350
16,815
19,415
( 95 )
( 114 )
( 30.5 )
( 34.1 )
( 37.4 )
( 43.2 )
( 61.1 )
( 68.3 )
( 74.8 )
( 86.4 )
4 3 / 4
5 1 / 2
8,660
9,685
10,605
12,250
17,320
19,365
21,215
24,495
( 121 )
( 140 )
( 38.5 )
( 43.1 )
( 47.2 )
( 54.5 )
( 77.0 )
( 86.1 )
( 94.4 )
( 109.0 )
4
4 5 / 8
7,560
8,455
9,260
10,695
15,125
16,910
18,525
21,390
( 102 )
( 117 )
( 33.6 )
( 37.6 )
( 41.2 )
( 47.6 )
( 67.3 )
( 75.2 )
( 82.4 )
( 95.1 )
5 3 / 4
6 3 / 8
13,035
14,570
15,965
18,435
26,070
29,145
31,925
36,865
( 146 )
( 162 )
( 58.0 )
( 64.8 )
( 71.0 )
( 82.0 )
( 116.0 )
( 129.6 )
( 142.0 )
( 164.0 )
Table 46 — Hilti KB-TZ2 stainless steel factored resistance based on concrete failure modes in cracked concrete , applicable for both hammer and core drilled installations 1 , 2 , 3 , 4
Nominal anchor diameter in .
1 / 4
3 / 8
1 / 2
5 / 8
3 / 4
1
Effective Nominal embedment embedment in . ( mm ) in . ( mm )
= 20 MPa f ́c ( 2,900 psi ) lb ( kN )
= 25 MPa f ́c ( 3,625 psi ) lb ( kN )
Tension - N r = 30 MPa f ́c ( 4,350 psi ) lb ( kN )
= 40 MPa f ́c ( 5,800 psi ) lb ( kN )
= 20 MPa f ́c ( 2,900 psi ) lb ( kN )
= 25 MPa f ́c ( 3,625 psi ) lb ( kN )
Shear - V r = 30 MPa f ́c ( 4,350 psi ) lb ( kN )
= 40 MPa f ́c ( 5,800 psi ) lb ( kN )
1 1 / 2
1 3 / 4
470
525
575
665
820
915
1,000
1,155
( 38 )
( 44 )
( 2.1 )
( 2.3 )
( 2.6 )
( 3.0 )
( 3.6 )
( 4.1 )
( 4.5 )
( 5.1 )
1 1 / 2
1 7 / 8
1,350
1,510
1,655
1,915
1,350
1,510
1,655
1,915
( 38 )
( 48 )
( 6.0 )
( 6.7 )
( 7.4 )
( 8.5 )
( 6.0 )
( 6.7 )
( 7.4 )
( 8.5 )
2
2 1 / 2
2,080
2,330
2,550
2,945
2,080
2,330
2,550
2,945
( 51 )
( 64 )
( 9.3 )
( 10.4 )
( 11.3 )
( 13.1 )
( 9.3 )
( 10.4 )
( 11.3 )
( 13.1 )
2 1 / 2
3
2,350
2,625
2,875
3,320
4,695
5,250
5,750
6,640
( 64 )
( 76 )
( 10.4 )
( 11.7 )
( 12.8 )
( 14.8 )
( 20.9 )
( 23.4 )
( 25.6 )
( 29.5 )
2
2 1 / 2
1,680
1,880
2,060
2,375
1,680
1,880
2,060
2,375
( 51 )
( 64 )
( 7.5 )
( 8.4 )
( 9.2 )
( 10.6 )
( 7.5 )
( 8.4 )
( 9.2 )
( 10.6 )
2-1 / 2
3
2,910
3,255
3,565
4,115
5,820
6,505
7,130
8,230
( 64 )
( 76 )
( 12.9 )
( 14.5 )
( 15.9 )
( 18.3 )
( 25.9 )
( 28.9 )
( 31.7 )
( 36.6 )
3 1 / 4 8
3 3 / 4
3,480
3,890
4,260
4,920
6,960
7,780
8,525
9,845
( 83 )
( 95 )
( 15.5 )
( 17.3 )
( 19.0 )
( 21.9 )
( 31.0 )
( 34.6 )
( 37.9 )
( 43.8 )
2 3 / 4
3 1 / 4
3,355
3,755
4,110
4,750
6,715
7,505
8,225
9,495
( 70 )
( 83 )
( 14.9 )
( 16.7 )
( 18.3 )
( 21.1 )
( 29.9 )
( 33.4 )
( 36.6 )
( 42.2 )
3 1 / 4
3 3 / 4
4,315
4,820
5,285
6,100
8,625
9,645
10,565
12,200
( 83 )
( 95 )
( 19.2 )
( 21.5 )
( 23.5 )
( 27.1 )
( 38.4 )
( 42.9 )
( 47.0 )
( 54.3 )
4
4 1 / 2
4,750
5,310
5,820
6,720
9,505
10,625
11,640
13,440
( 102 )
( 114 )
( 21.1 )
( 23.6 )
( 25.9 )
( 29.9 )
( 42.3 )
( 47.3 )
( 51.8 )
( 59.8 )
3 1 / 4
4
4,315
4,820
5,285
6,100
8,625
9,645
10,565
12,200
( 83 )
( 102 )
( 19.2 )
( 21.5 )
( 23.5 )
( 27.1 )
( 38.4 )
( 42.9 )
( 47.0 )
( 54.3 )
3 3 / 4 7
4 1 / 2
5,345
5,975
6,545
7,560
10,690
11,955
13,095
15,120
( 95 )
( 114 )
( 23.8 )
( 26.6 )
( 29.1 )
( 33.6 )
( 47.6 )
( 53.2 )
( 58.2 )
( 67.3 )
4 3 / 4
5 1 / 2
6,160
6,890
7,545
8,715
15,240
17,040
18,670
21,555
( 121 )
( 140 )
( 27.4 )
( 30.6 )
( 33.6 )
( 38.8 )
( 67.8 )
( 75.8 )
( 83.0 )
( 95.9 )
4
4 5 / 8
6,690
7,480
8,195
9,465
13,385
14,965
16,395
18,930
( 102 )
( 117 )
( 29.8 )
( 33.3 )
( 36.5 )
( 42.1 )
( 59.5 )
( 66.6 )
( 72.9 )
( 84.2 )
5 3 / 4
6 3 / 8
10,150
11,350
12,430
14,355
20,300
22,695
24,865
28,710
( 146 )
( 162 )
( 45.2 )
( 50.5 )
( 55.3 )
( 63.9 )
( 90.3 )
( 101.0 )
( 110.6 )
( 127.7 )
1 See Section 3.1.8 to convert factored resistance value to ASD value . 2 Linear interpolation between embedment depths and concrete compressive strengths is not permitted . 3 Apply spacing , edge distance , and concrete thickness factors in tables 22 to 33 as necessary . Compare to the steel values in Table 43 . The lesser of the values is to be used for the design . 4 Tabular values are for normal weight concrete only . For lightweight concrete multiply design strength by λ a as follows : For sand-lightweight , λ a = 0.68 ; for all-lightweight , λ a
= 0.60 . 5 Tabular values are for static loads only . Seismic design is not permitted for uncracked concrete . For seismic tension loads , multiply cracked concrete tabular values in tension only by α N , seis
=
0.75 . No reduction needed for seismic shear , except for the 3 / 4 bolts where α V , seis
= 0.81 . See Section 3.1.8 for additional information on seismic applications . 6 For core drilled installations of 3 / 4 “ anchors installed at 3-3 / 4 “ effective embedment , apply a reduction factor of 0.89 to the design tension strength . 7 For core drilled installations of 3 / 4 “ anchors installed at 3-3 / 4 “ effective embedment , apply a reduction factor of 0.81 to the design tension strength . 8 Fore core drilled installations of 1 / 2 " anchors installed at 3-1 / 4 " effective embedment , apply a reduction factor of 0.85 to the design tension strength .
324 Anchor Fastening Technical Guide Edition 22 | 3.0 ANCHORING SYSTEMS | 3.3.5 KWIK BOLT TZ2 EXPANSION ANCHOR Hilti , Inc . 1-800-879-8000 | en español 1-800-879-5000 | www . hilti . com | Hilti ( Canada ) Corporation | www . hilti . ca | 1-800-363-4458