Anchor Fastening Technical Guide , Edition 22
DESIGN INFORMATION IN CONCRETE PER ACI 318
ACI 318 Chapter 17 design
The load values contained in this section are Hilti Simplified Design Tables . The load tables in this section were developed using the Strength Design parameters and variables of ESR-3027 and the equations within ACI 318 Chapter 17 . For a detailed explanation of the Hilti Simplified Design Tables , refer to section 3.1.8 . Data tables from ESR-3027 are not contained in this section , but can be found at www . icc-es . org or at www . hilti . com .
Table 2 — Hilti KWIK HUS-EZ I and KWIK HUS-EZ E design strength with concrete / pullout failure in uncracked concrete 1 , 2 , 3 , 4
Tension - фN n Shear - фV n
Nominal anchor diameter in .
1 / 4
3 / 8
Nominal embed . depth in . ( mm ) ƒ ' c
= 2,500 psi ( 17.2 MPa ) lb ( kN ) ƒ ' c
= 3,000 psi ( 20.7 MPa ) lb ( kN ) ƒ ' c
= 4,000 psi ( 27.6 MPa ) lb ( kN ) ƒ ' c
= 5,000 psi ( 34.5 MPa ) lb ( kN ) ƒ ' c
= 6,000 psi ( 41.4 MPa ) lb ( kN ) ƒ ' c
= 7,000 psi ( 48.3 MPa ) lb ( kN ) ƒ ' c
= 8,000 psi ( 55.2 MPa ) lb ( kN ) ƒ ' c
= 2,500 psi ( 17.2 MPa ) lb ( kN ) ƒ ' c
= 3,000 psi ( 20.7 MPa ) lb ( kN ) ƒ ' c
= 4,000 psi ( 27.6 MPa ) lb ( kN ) ƒ ' c
= 6,000 psi ( 41.4 MPa ) lb ( kN )
1-5 / 8 585 620 675 725 765 800 830 1,075 1,180 1,360 1,670 ( 41 ) ( 2.6 ) ( 2.8 ) ( 3.0 ) ( 3.2 ) ( 3.4 ) ( 3.6 ) ( 3.7 ) ( 4.8 ) ( 5.2 ) ( 6.0 ) ( 7.4 ) 2-1 / 2 1,525 1,670 1,930 2,160 2,365 2,555 2,730 2,235 2,450 2,825 3,460 ( 64 ) ( 6.8 ) ( 7.4 ) ( 8.6 ) ( 9.6 ) ( 10.5 ) ( 11.4 ) ( 12.1 ) ( 9.9 ) ( 10.9 ) ( 12.6 ) ( 15.4 ) 2-1 / 8 1,490 1,635 1,885 2,110 2,310 2,495 2,665 1,605 1,760 2,030 2,485 ( 54 ) ( 6.6 ) ( 7.3 ) ( 8.4 ) ( 9.4 ) ( 10.3 ) ( 11.1 ) ( 11.9 ) ( 7.1 ) ( 7.8 ) ( 9.0 ) ( 11.1 )
Table 3 — Hilti KWIK HUS-EZ I and KWIK HUS-EZ E design strength with concrete / pullout failure in cracked concrete 1 , 2 , 3 , 4 , 5
Tension - фN n Shear - фV n
Nominal anchor diameter in .
1 / 4
3 / 8
Nominal embed . depth in . ( mm ) ƒ ' c
= 2,500 psi ( 17.2 MPa ) lb ( kN ) ƒ ' c
= 3,000 psi ( 20.7 MPa ) lb ( kN ) ƒ ' c
= 4,000 psi ( 27.6 MPa ) lb ( kN ) ƒ ' c
= 5,000 psi ( 34.5 MPa ) lb ( kN ) ƒ ' c
= 6,000 psi ( 41.4 MPa ) lb ( kN ) ƒ ' c
= 7,000 psi ( 48.3 MPa ) lb ( kN ) ƒ ' c
= 8,000 psi ( 55.2 MPa ) lb ( kN ) ƒ ' c
= 2,500 psi ( 17.2 MPa ) lb ( kN ) ƒ ' c
= 3,000 psi ( 20.7 MPa ) lb ( kN ) ƒ ' c
= 4,000 psi ( 27.6 MPa ) lb ( kN ) ƒ ' c
= 6,000 psi ( 41.4 MPa ) lb ( kN )
1-5 / 8 300 315 345 370 390 410 425 765 835 965 1,180 ( 41 ) ( 1.3 ) ( 1.4 ) ( 1.5 ) ( 1.6 ) ( 1.7 ) ( 1.8 ) ( 1.9 ) ( 3.4 ) ( 3.7 ) ( 4.3 ) ( 5.2 ) 2-1 / 2 760 830 960 1,070 1,175 1,270 1,355 1,585 1,735 2,000 2,450 ( 64 ) ( 3.4 ) ( 3.7 ) ( 4.3 ) ( 4.8 ) ( 5.2 ) ( 5.6 ) ( 6.0 ) ( 7.1 ) ( 7.7 ) ( 8.9 ) ( 10.9 ) 2-1 / 8 1,055 1,155 1,335 1,495 1,635 1,765 1,890 1,135 1,245 1,440 1,760 ( 54 ) ( 4.7 ) ( 5.1 ) ( 5.9 ) ( 6.7 ) ( 7.3 ) ( 7.9 ) ( 8.4 ) ( 5.0 ) ( 5.5 ) ( 6.4 ) ( 7.8 )
3.3.8
1 See section 3.1.8 to convert design strength value to ASD value . 2 Linear interpolation between embedment depths and concrete compressive strengths is not permitted .
3 Apply spacing , edge distance , and concrete thickness factors in tables 5 and 6 as necessary . Compare to the steel values in table 4 . The lesser of the values is to be used for the design .
4 Tabular values are for normal weight concrete only . For lightweight concrete multiply design strength by λ a as follows : for sand-lightweight , λ a = 0.68 ; for all-lightweight , λ a
= 0.60 5 Tabular values are for static loads only . For seismic tension loads , multiply cracked concrete tabular values in tension by the following reduction factors :
1 / 4-in diameter by 1-5 / 8-in nominal embedment depth - α N , seis = 0.60
1 / 4-in diameter by 2-1 / 2-in nominal embedment depth - α N , seis = 0.75
3 / 8-in diameter by 2-1 / 8-in nominal embedment depth - α N , seis
= 0.75 No reduction needed for seismic shear . See Section 3.1.8 for additional information on seismic applications .
Table 4 — Steel design strength for Hilti KWIK HUS-EZ I and KWIK HUS-EZ E anchors 1 , 2
Nominal anchor diameter in .
1 / 4
3 / 8
Nominal internal thread diameter in .
1 See section 3.1.8 to convert design strength value to ASD value . 2 Hilti KWIK HUS-EZ I anchors are to be considered brittle steel elements . 3 Tension ϕN sa
= ϕA se , N f uta as noted in ACI 318 Chapter 17 .
Tensile 3
фN sa lb ( kN )
Shear 4
фV sa lb ( kN )
Seismic shear 5
фV sa lb ( kN )
1 / 4-20 3,680 815 365 UNC ( 16.4 ) ( 3.6 ) ( 1.6 ) 3 / 8-16 3,680 790 670 UNC ( 16.4 ) ( 3.5 ) ( 3.0 ) 1 / 2-13 5,990 1,130 1,130 UNC ( 26.6 ) ( 5.0 ) ( 5.0 )
4 Shear determined by static tests with ϕ V sa < ϕ 0.60 A se , V f uta as noted in ACI 318 Chapter 17 . 5 Seismic shear values determined by seismic shear tests with ф V sa
≤ ф 0.60 A se , V f uta as noted in ACI 318 Chapter 17 .
See Section 3.1.8 for additional information on seismic applications .
Anchor Fastening Technical Guide Edition 22 | 3.0 ANCHORING SYSTEMS | 3.3.8 KWIK HUS-EZ I AND KWIK HUS-EZ E CARBON STEEL 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
367