Post-Installed Anchors in Masonry US English

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)

3.22( 82)

3.88( 99) f ́m = 1500 psi( 10.3 MPa) lb( kN)

960( 4.3)

1,185( 5.3)

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)

1,110( 4.9)

1,370( 6.1)

1,240( 5.5)

1,530( 6.8) f ́m = 3000 psi( 20.7 MPa) lb( kN)

1,360( 6.0)

1,680( 7.5)

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)

900( 4.0)

1,000( 4.4)

1,040( 4.6)

1,155( 5.1)

1,165( 5.2)

1,290( 5.7) 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 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. 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

1,275( 5.7)

1,415( 6.3)

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)

1 Hilti KH-EZ carbon steel anchors are to be considered brittle steel elements. 2 Tensile = ϕ A se, N f 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 f 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 f uta as noted in ACI 318-19 17.7.1.2b.

Tensile 2 ϕN sa lb( kN)

3,680( 16.4)

5,980( 26.6)

6,720( 29.9)

11,780( 52.4)

15,735( 70.0)

20,810( 92.6)

Carbon Steel 1

Shear 3 ϕV sa lb( kN)

865( 3.8)

1,050( 4.7)

1,085( 4.8)

3,050( 13.6)

1,885( 8.4)

3,925( 17.5)

5,070( 22.6)

6,180( 27.5)

Seismic Shear 4 ϕV sa, eq lb( kN)

865( 3.8)

980( 4.4)

1,700( 7.6)

4,055( 18.0)

5,855( 26.0)

Post-Installed Anchors in Masonry US English | Page 79