Masonry Anchor Strength Design Guide 2024
Table 6 — Hilti KH-EZ and KH-EZ CRC design strength with masonry failure modes in the top of uncracked fully grouted CMU walls and installed at minimum edge distance parallel with masonry course 1 , 2 , 3 , 4 , 5
Nominal anchor diameter in .
1 / 2
5 / 8
Effective embedment in . ( mm ) f ́m = 1500 psi ( 10.3 MPa ) lb ( kN )
Tension (( lesser of breakout or pullout ) - ФN 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 )
Shear ( lesser of breakout , pryout , or crushing ) - ФV 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 )
3.22 |
1,360 |
1,575 |
1,760 |
1,925 |
1,260 |
1,460 |
1,630 |
1,785 |
( 82 ) |
( 6.0 ) |
( 7.0 ) |
( 7.8 ) |
( 8.6 ) |
( 5.6 ) |
( 6.5 ) |
( 7.3 ) |
( 7.9 ) |
3.88 |
1,680 |
1,940 |
2,170 |
2,375 |
1,400 |
1,620 |
1,810 |
1,980 |
( 99 ) |
( 7.5 ) |
( 8.6 ) |
( 9.7 ) |
( 10.6 ) |
( 6.2 ) |
( 7.2 ) |
( 8.1 ) |
( 8.8 ) |
1 Linear interpolation between embedment depths and masonry compressive strengths is not permitted .
2 Tabular values are for a single anchor located at minimum edge of 1-3 / 4-in from edge parallel with masonry course with no additional influence from nearby edges or additional anchors . For designs with the additional influence of nearby edges , a different edge distance , 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 . 5 Tabular shear values are for shear force parallel to the edge parallel with the masonry course . For shear force perpendicular to the edge parallel with the masonry course , multiply design strength values in shear by the following reduction factor : 0.50 .
Table 7 — Hilti KH-EZ and KH-EZ CRC design strength with masonry failure modes in the top of cracked fully grouted CMU walls and installed at minimum edge distance parallel with masonry course 1 , 2 , 3 , 4 , 5
Nominal anchor diameter in .
1 / 2
5 / 8
Effective embedment in . ( mm ) f ́m = 1500 psi ( 10.3 MPa ) lb ( kN )
Tension (( lesser of breakout or pullout ) - ФN 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 )
Shear ( lesser of breakout , pryout , or crushing ) - ФV 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 )
3.22 |
960 |
1,110 |
1,240 |
1,360 |
900 |
1,040 |
1,165 |
1,275 |
( 82 ) |
( 4.3 ) |
( 4.9 ) |
( 5.5 ) |
( 6.0 ) |
( 4.0 ) |
( 4.6 ) |
( 5.2 ) |
( 5.7 ) |
3.88 |
1,185 |
1,370 |
1,530 |
1,680 |
1,000 |
1,155 |
1,290 |
1,415 |
( 99 ) |
( 5.3 ) |
( 6.1 ) |
( 6.8 ) |
( 7.5 ) |
( 4.4 ) |
( 5.1 ) |
( 5.7 ) |
( 6.3 ) |
1 Linear interpolation between embedment depths and masonry compressive strengths is not permitted .
2 Tabular values are for a single anchor located at minimum edge of 1-3 / 4-in from edge parallel with masonry course with no additional influence from nearby edges or additional anchors . For designs with the additional influence of nearby edges , a different edge distance , 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 / 2-in . diameter = 0.75 5 / 8-in . diameter = 0.71
5 Tabular shear values are for shear force parallel to the edge parallel with the masonry course . For shear force perpendicular to the edge parallel with the masonry course , multiply design strength values in shear by the following reduction factor : 0.50 .
Table 8 — Hilti KH-EZ , KH-EZ P , KH-EZ PM , KH-EZ PL , KH-EZ C and KH-EZ CRC design strength based on steel failure per ACI 318 Ch . 17
Nominal anchor diameter in .
1 / 4
3 / 8
1 / 2
5 / 8
3 / 4
Effective embedment in . ( mm )
Tensile 2
ϕN sa lb ( kN )
Carbon Steel 1
Shear 3
ϕV sa lb ( kN )
Seismic Shear 4
ϕV sa , eq lb ( kN )
1.18 |
3,680 |
865 |
865 |
( 30 ) |
( 16.4 ) |
( 3.8 ) |
( 3.8 ) |
1.92 |
3,680 |
1,050 |
865 |
( 49 ) |
( 16.4 ) |
( 4.7 ) |
( 3.8 ) |
1.11 |
5,980 |
1,085 |
980 |
( 28 ) |
( 26.6 ) |
( 4.8 ) |
( 4.4 ) |
2.50 |
6,720 |
3,050 |
980 |
( 64 ) |
( 29.9 ) |
( 13.6 ) |
( 4.4 ) |
1.52 |
11,780 |
1,885 |
1,700 |
( 39 ) |
( 52.4 ) |
( 8.4 ) |
( 7.6 ) |
3.22 |
11,780 |
3,925 |
1,700 |
( 82 ) |
( 52.4 ) |
( 17.5 ) |
( 7.6 ) |
2.39 |
15,735 |
5,070 |
4,055 |
( 61 ) |
( 70.0 ) |
( 22.6 ) |
( 18.0 ) |
3.88 |
15,735 |
5,070 |
4,055 |
( 99 ) |
( 70.0 ) |
( 22.6 ) |
( 18.0 ) |
2.92 |
20,810 |
6,180 |
5,855 |
( 74 ) |
( 92.6 ) |
( 27.5 ) |
( 26.0 ) |
4.84 |
20,810 |
6,180 |
5,855 |
( 123 ) |
( 92.6 ) |
( 27.5 ) |
( 26.0 ) |
1 Hilti KH-EZ carbon steel anchors are to be considered brittle steel elements . 2 Tensile = ϕ A se , N ƒ uta as noted in ACI 318-19 17.6.1.2 . 3 Shear values determined by static shear tests with ϕV sa
≤ ϕ 0.60 A se , V ƒ uta as noted in ACI 318-19 17.7.1.2b .
4 Seismic shear values determined by seismic shear tests with ϕV sa , eq ≤ ϕV sa
≤ ϕ 0.60 A se , V ƒ uta as noted in ACI 318-19 17.7.1.2b .
Masonry Fastening Technical Guide Edition 24 | 7.5 KWIK HUS-EZ SCREW 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
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