Table 4. 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 uncracked fully grouted CMU walls and installed at 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)
455( 2.0)
885( 3.9)
480( 2.1)
1,210( 5.4)
800( 3.6)
1,540( 6.9)
1,160( 5.2)
1,870( 8.3)
1,185( 5.3)
2,020( 9.0)
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)
455( 2.0)
885( 3.9)
480( 2.1)
1,395( 6.2)
925( 4.1)
1,780( 7.9)
1,340( 6.0)
2,160( 9.6)
1,370( 6.1)
2,335( 10.4)
455( 2.0)
885( 3.9)
480( 2.1)
1,560( 6.9)
1,015( 4.5)
1,990( 8.9)
1,465( 6.5)
2,415( 10.7)
1,530( 6.8)
2,610( 11.6) f ́m = 3000 psi( 20.7 MPa) lb( kN)
455( 2.0)
885( 3.9)
480( 2.1)
1,710( 7.6)
1,015( 4.5)
2,180( 9.7)
1,465( 6.5)
2,485( 11.1)
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)
590( 2.6)
1,040( 4.6)
540( 2.4)
1,670( 7.4)
865( 3.8)
1,920( 8.5)
1,250( 5.6)
2,130( 9.5)
680( 3.0)
1,200( 5.3)
620( 2.8)
1,930( 8.6)
995( 4.4)
2,215( 9.9)
1,445( 6.4)
2,460( 10.9)
765( 3.4)
1,345( 6.0)
695( 3.1)
2,160( 9.6)
1,115( 5.0)
2,475( 11.0)
1,615( 7.2)
2,750( 12.2) 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 additional anchors. For designs with the influence of nearby edges, different distances to a hollow head joint, 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.
1,675( 7.5)
2,860( 12.7)
2,125( 9.5)
2,350( 10.5)
2,450( 10.9)
2,715( 12.1)
2,740( 12.2)
3,035( 13.5)
835( 3.7)
1,470( 6.5)
760( 3.4)
2,365( 10.5)
1,220( 5.4)
2,710( 12.1)
1,770( 7.9)
3,010( 13.4)
3,005( 13.4)
3,325( 14.8)
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