Post-Installed Anchors in Masonry US English | Page 66

Table 2 — Hilti Carbon Steel and Stainless Steel KB-TZ2 design strength with masonry failure modes in the face of uncracked fully grouted CMU walls 1 , 2 , 3 , 4
Nominal anchor diameter in .
1 / 4
3 / 8
1 / 2
5 / 8
3 / 4
Effective embedment in . ( mm )
Tension ( lesser of concrete breakout / pullout ) - ФN n
f ́m = 1500 psi ( 10.3 MPa ) lb ( kN ) f ́m = 2000 psi ( 13.8 MPa ) lb ( kN ) f ́m = 2500 psi ( 17.2 MPa ) lb ( kN ) f ́m = 3000 psi ( 20.7 MPa ) lb ( kN ) f ́m = 1500 psi ( 10.3 MPa ) lb ( kN )
Shear ( lesser of pryout or crushing ) - ФV n
f ́m = 2000 psi ( 13.8 MPa ) lb ( kN ) f ́m = 2500 psi ( 17.2 MPa ) lb ( kN ) f ́m = 3000 psi ( 20.7 MPa ) lb ( kN )
1-1 / 2
250
250
250
250
845
980
1,095
1,195
( 38 )
( 1.1 )
( 1.1 )
( 1.1 )
( 1.1 )
( 3.8 )
( 4.4 )
( 4.9 )
( 5.3 )
1-1 / 2
610
610
610
610
845
980
1,095
1,195
( 38 )
( 2.7 )
( 2.7 )
( 2.7 )
( 2.7 )
( 3.8 )
( 4.4 )
( 4.9 )
( 5.3 )
2-1 / 2
1,120
1,120
1,120
1,120
2,590
2,780
2,940
3,075
( 64 )
( 5.0 )
( 5.0 )
( 5.0 )
( 5.0 )
( 11.5 )
( 12.4 )
( 13.1 )
( 13.7 )
2
780
780
780
780
1,305
1,505
1,685
1,845
( 51 )
( 3.5 )
( 3.5 )
( 3.5 )
( 3.5 )
( 5.8 )
( 6.7 )
( 7.5 )
( 8.2 )
3-1 / 4
1,040
1,040
1,040
1,040
3,055
3,280
3,470
3,630
( 83 )
( 4.6 )
( 4.6 )
( 4.6 )
( 4.6 )
( 13.6 )
( 14.6 )
( 15.4 )
( 16.1 )
2-3 / 4
1,430
1,430
1,430
1,430
3,465
3,725
3,935
4,120
( 70 )
( 6.4 )
( 6.4 )
( 6.4 )
( 6.4 )
( 15.4 )
( 16.6 )
( 17.5 )
( 18.3 )
4
1,585
1,585
1,585
1,585
3,465
3,725
3,935
4,120
( 102 )
( 7.1 )
( 7.1 )
( 7.1 )
( 7.1 )
( 15.4 )
( 16.6 )
( 17.5 )
( 18.3 )
3-1 / 4
1,925
1,925
1,925
1,925
3,805
4,090
4,325
4,530
( 83 )
( 8.6 )
( 8.6 )
( 8.6 )
( 8.6 )
( 16.9 )
( 18.2 )
( 19.2 )
( 20.2 )
4-3 / 4
3,165
3,165
3,165
3,165
3,805
4,090
4,325
4,530
( 121 )
( 14.1 )
( 14.1 )
( 14.1 )
( 14.1 )
( 16.9 )
( 18.2 )
( 19.2 )
( 20.2 )
1 Linear interpolation between embedment depths and masonry compressive strengths is not permitted . 2 Tabular values are for a single anchor with no influence from nearby edges , hollow head joints , or additional anchors . For designs with the influence of nearby edges , hollow head joints , or additional anchors , use Hilti PROFIS Engineering Design software or perform anchor calculation using design equations from AC01 . 3 Compare masonry tabular values to the steel values in Table 8 . The lesser of the values is to be used for the design . 4 Tabular values are for static loads only . Seismic design is not permitted for uncracked masonry .
Table 3 — Hilti Carbon Steel and Stainless Steel KB-TZ2 design strength with masonry failure modes in the face of cracked fully grouted CMU walls 1 , 2 , 3 , 4
Nominal anchor diameter in .
1 / 4
3 / 8
1 / 2
5 / 8
3 / 4
Effective embedment in . ( mm )
Tension ( lesser of concrete breakout / pullout ) - ФN n
f ́m = 1500 psi ( 10.3 MPa ) lb ( kN ) f ́m = 2000 psi ( 13.8 MPa ) lb ( kN ) f ́m = 2500 psi ( 17.2 MPa ) lb ( kN ) f ́m = 3000 psi ( 20.7 MPa ) lb ( kN ) f ́m = 1500 psi ( 10.3 MPa ) lb ( kN )
Shear ( lesser of pryout or crushing ) - ФV n
f ́m = 2000 psi ( 13.8 MPa ) lb ( kN ) f ́m = 2500 psi ( 17.2 MPa ) lb ( kN ) f ́m = 3000 psi ( 20.7 MPa ) lb ( kN )
1-1 / 2
170
170
170
170
600
690
770
845
( 38 )
( 0.8 )
( 0.8 )
( 0.8 )
( 0.8 )
( 2.7 )
( 3.1 )
( 3.4 )
( 3.8 )
1-1 / 2
440
440
440
440
600
690
770
845
( 38 )
( 2.0 )
( 2.0 )
( 2.0 )
( 2.0 )
( 2.7 )
( 3.1 )
( 3.4 )
( 3.8 )
2-1 / 2
810
810
810
810
2,570
2,780
2,940
3,075
( 64 )
( 3.6 )
( 3.6 )
( 3.6 )
( 3.6 )
( 11.4 )
( 12.4 )
( 13.1 )
( 13.7 )
2
725
740
740
740
920
1,065
1,190
1,300
( 51 )
( 3.2 )
( 3.3 )
( 3.3 )
( 3.3 )
( 4.1 )
( 4.7 )
( 5.3 )
( 5.8 )
3-1 / 4
985
985
985
985
3,055
3,280
3,470
3,630
( 83 )
( 4.4 )
( 4.4 )
( 4.4 )
( 4.4 )
( 13.6 )
( 14.6 )
( 15.4 )
( 16.1 )
2-3 / 4
860
860
860
860
2,965
3,425
3,830
4,120
( 70 )
( 3.8 )
( 3.8 )
( 3.8 )
( 3.8 )
( 13.2 )
( 15.2 )
( 17.0 )
( 18.3 )
4
950
950
950
950
3,465
3,725
3,935
4,120
( 102 )
( 4.2 )
( 4.2 )
( 4.2 )
( 4.2 )
( 15.4 )
( 16.6 )
( 17.5 )
( 18.3 )
3-1 / 4
1,565
1,565
1,565
1,565
3,805
4,090
4,325
4,530
( 83 )
( 7.0 )
( 7.0 )
( 7.0 )
( 7.0 )
( 16.9 )
( 18.2 )
( 19.2 )
( 20.2 )
4-3 / 4
2,565
2,565
2,565
2,565
3,805
4,090
4,325
4,530
( 121 )
( 11.4 )
( 11.4 )
( 11.4 )
( 11.4 )
( 16.9 )
( 18.2 )
( 19.2 )
( 20.2 )
1 Linear interpolation between embedment depths and masonry compressive strengths is not permitted . 2 Tabular values are for a single anchor with no influence from nearby edges , hollow head joints , or additional anchors . For designs with the influence of nearby edges , hollow head joints , or additional anchors , use Hilti PROFIS Engineering Design software or perform anchor calculation using design equations from AC01 . 3 Compare masonry tabular values to the steel values in Table 8 . The lesser of the values is to be used for the design . 4 Tabular values are for static loads only . For seismic loads , multiply design strength values in tension and shear by the following reduction factors : 1 / 4-in , 3 / 8-in , and 3 / 4-in diameters = 0.75 1 / 2-in diameter = 0.68 5 / 8-in diameter = 0.66
66 Masonry Fastening Technical Guide Edition 24 | 7.4 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