Table 5. Hilti KH-EZ, KH-EZ P, KH-EZ PM, KH-EZ PL, KH-EZ C and KH-EZ CRC design strength with masonry failure modes in the face of cracked fully grouted CMU walls and installed minimum distance from centerline of hollow head joint 1, 2, 3, 4
Nominal anchor diameter in.
1 / 4
3 / 8
1 / 2
5 / 8
3 / 4
Effective embedment in.( mm)
1.18( 30)
1.92( 49)
1.11( 28)
2.50( 64)
1.52( 39)
3.22( 82)
2.39( 61)
3.88( 99)
2.92( 74)
4.84( 123) f ́m = 1500 psi( 10.3 MPa) lb( kN)
155( 0.7)
300( 1.3)
355( 1.6)
855( 3.8)
565( 2.5)
1,090( 4.8)
820( 3.6)
1,320( 5.9)
835( 3.7)
1,430( 6.4)
Tension(( lesser of breakout or pullout)- ϕN n f ́m = 2000 psi f ́m = 2500 psi( 13.8 MPa) lb( 17.2 MPa) lb
( kN)
( kN)
155( 0.7)
300( 1.3)
355( 1.6)
985( 4.4)
655( 2.9)
1,255( 5.6)
945( 4.2)
1,525( 6.8)
965( 4.3)
1,650( 7.3)
155( 0.7)
300( 1.3)
355( 1.6)
1,105( 4.9)
730( 3.2)
1,405( 6.2)
1,060( 4.7)
1,705( 7.6)
1,080( 4.8)
1,845( 8.2) f ́m = 3000 psi( 20.7 MPa) lb( kN)
155( 0.7)
300( 1.3)
355( 1.6)
1,210( 5.4)
800( 3.6)
1,540( 6.9)
1,160( 5.2)
1,870( 8.3)
1,185( 5.3)
Shear( lesser of breakout, pryout, or crushing)- ϕV n f ́m = 2000 psi f ́m = 2500 psi( 13.8 MPa) lb( 17.2 MPa) lb
( kN)( kN) f ́m = 1500 psi( 10.3 MPa) lb( kN)
415( 1.8)
735( 3.3)
380( 1.7)
1,195( 5.3)
610( 2.7)
1,370( 6.1)
885( 3.9)
1,520( 6.8)
1,515( 6.7)
480( 2.1)
850( 3.8)
440( 2.0)
1,380( 6.1)
705( 3.1)
1,580( 7.0)
1,020( 4.5)
1,755( 7.8)
1,750( 7.8)
540( 2.4)
950( 4.2)
490( 2.2)
1,540( 6.9)
785( 3.5)
1,770( 7.9)
1,140( 5.1)
1,965( 8.7)
1,960( 8.7) f ́m = 3000 psi( 20.7 MPa) lb( kN)
1 Linear interpolation between embedment depths and masonry compressive strengths is not permitted. 2 Tabular values are for a single anchor located 2.5-in from centerline of a hollow head joint with no additional influence from nearby edges or additio anchors. For designs with the influence of nearby edges, different distances to a hollow head joint, or
additional anchors, use Hilt PROFIS Engineering Design software or perform anchor calculation using design equations from ACO1. 3 Compare masonry tabular values to the steel values in Table 1. 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 diameter = 0.75 3 / 8-in diameter = 0.73 1 / 2-in, 5 / 8-in and 3 / 4-in diameters = 0.71
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)
3.22( 82)
3.88( 99) f ́m = 1500 psi( 10.3 MPa) lb( kN)
1,360( 6.0)
1,680( 7.5)
Tension(( lesser of breakout or pullout)- ϕN n f ́m = 2000 psi f ́m = 2500 psi( 13.8 MPa) lb( 17.2 MPa) lb
( kN)
( kN)
1,575( 7.0)
1,940( 8.6)
1,760( 7.8)
2,170( 9.7)
2,020( 9.0)
f ́m = 3000 psi( 20.7 MPa) lb( kN)
1,925( 8.6)
2,375( 10.6)
1,680( 7.5)
f ́m = 1500 psi( 10.3 MPa) lb( kN)
1,940( 8.6)
2,165( 9.6)
590( 2.6)
1,040( 4.6)
540( 2.4)
1,690( 7.5)
860( 3.8)
1,935( 8.6)
1,250( 5.6)
2,150( 9.6)
2,145( 9.5)
2,375( 10.6)
Shear( lesser of breakout, pryout, or crushing)- ϕV n f ́m = 2000 psi f ́m = 2500 psi( 13.8 MPa) lb( 17.2 MPa) lb
( kN)
( kN)
1,260( 5.6)
1,400( 6.2)
1,460( 6.5)
1,620( 7.2)
1,630( 7.3)
1,810( 8.1) f ́m = 3000 psi( 20.7 MPa) lb( kN)
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 1. 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.
1,785( 7.9)
1,980( 8.8)
78