Masonry Anchor Strength Design Guide 2024
Table 6 — Hilti KH-EZ SS316 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
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 |
1,130 |
1,130 |
1,130 |
1,130 |
1,260 |
1,460 |
1,630 |
1,785 |
( 82 ) |
( 5.0 ) |
( 5.0 ) |
( 5.0 ) |
( 5.0 ) |
( 5.6 ) |
( 6.5 ) |
( 7.3 ) |
( 7.9 ) |
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 SS316 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
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 |
815 |
890 |
890 |
890 |
900 |
1,040 |
1,165 |
1,275 |
( 82 ) |
( 3.6 ) |
( 4.0 ) |
( 4.0 ) |
( 4.0 ) |
( 4.0 ) |
( 4.6 ) |
( 5.2 ) |
( 5.7 ) |
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 factor : 0.75 . 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 SS316 and KH-EZ C SS316 design strength based on steel failure per ACI 318 Ch . 17
Nominal anchor diameter in .
1 / 4
3 / 8
1 / 2
Effective embedment in . ( mm )
Tensile 2
ϕN sa lb ( kN )
Stainless Steel 1
Shear 3
ϕV sa lb ( kN )
Seismic Shear 4
ϕV sa , eq lb ( kN )
1.19 |
3,750 |
915 |
915 |
( 30 ) |
( 16.7 ) |
( 4.1 ) |
( 4.1 ) |
1.93 |
3,750 |
1,325 |
915 |
( 49 ) |
( 16.7 ) |
( 5.9 ) |
( 4.1 ) |
1.49 |
8,815 |
2,485 |
2,365 |
( 38 ) |
( 39.2 ) |
( 11.1 ) |
( 10.5 ) |
2.55 |
8,815 |
3,055 |
2,365 |
( 65 ) |
( 39.2 ) |
( 13.6 ) |
( 10.5 ) |
1.56 |
15,490 |
2,450 |
2,450 |
( 40 ) |
( 68.9 ) |
( 10.9 ) |
( 10.9 ) |
3.26 |
15,490 |
5,320 |
2,450 |
( 83 ) |
( 68.9 ) |
( 23.7 ) |
( 10.9 ) |
1 Hilti KH-EZ SS316 carbon steel anchors are to be considered ductile 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 | 7.6 KWIK HUS-EZ SS316 SCREW ANCHOR FOR MASONRY 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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