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-1546 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-1546 are not contained in this section , but can be found at www . icc-es . org or at www . hilti . com .
Table 2 — Hilti HDA-P and HDA-T carbon and stainless steel design strength with concrete / pullout failure in uncracked concrete 1 , 2 , 3 , 4 , 5
Nominal anchor diameter
M10
M12
M16
M20
Effective embed . mm ( in .) ƒ ' c
= 2,500 psi lb ( kN ) ƒ ' c
= 3,000 psi lb ( kN )
Tension - фN n ƒ ' c
= 4,000 psi lb ( kN )" ƒ ' c
= 6,000 psi lb ( kN ) ƒ ' c
= 2,500 psi lb ( kN ) ƒ ' c
= 3,000 psi lb ( kN )
Shear - фV n ƒ ' c
= 4,000 psi lb ( kN ) ƒ ' c
= 6,000 psi lb ( kN )
100 7,615 8,345 9,635 11,800 16,405 17,970 20,750 25,415 ( 3.9 ) ( 33.9 ) ( 37.1 ) ( 42.9 ) ( 52.5 ) ( 73.0 ) ( 79.9 ) ( 92.3 ) ( 113.1 ) 125 10,645 11,660 13,465 16,490 22,925 25,115 29,000 35,515 ( 4.9 ) ( 47.4 ) ( 51.9 ) ( 59.9 ) ( 73.4 ) ( 102.0 ) ( 111.7 ) ( 129.0 ) ( 158.0 ) 190 19,945 21,850 25,230 30,900 42,965 47,065 54,345 66,560 ( 7.5 ) ( 88.7 ) ( 97.2 ) ( 112.2 ) ( 137.4 ) ( 191.1 ) ( 209.4 ) ( 241.7 ) ( 296.1 ) 250 30,105 32,980 38,080 46,640 64,845 71,035 82,025 100,460 ( 9.8 ) ( 133.9 ) ( 146.7 ) ( 169.4 ) ( 207.5 ) ( 288.4 ) ( 316.0 ) ( 364.9 ) ( 446.9 )
Table 3 — Hilti HDA-P and HDA-T carbon and stainless steel design strength with concrete / pullout failure in cracked concrete 1 , 2 , 3 , 4 , 5
Nominal anchor diameter
M10
M12
M16
M20
Effective embed . mm ( in .) ƒ ' c
= 2,500 psi lb ( kN ) ƒ ' c
= 3,000 psi lb ( kN )
Tension - фN n ƒ ' c
= 4,000 psi lb ( kN )" ƒ ' c
= 6,000 psi lb ( kN ) ƒ ' c
= 2,500 psi lb ( kN ) ƒ ' c
= 3,000 psi lb ( kN )
Shear - фV n ƒ ' c
= 4,000 psi lb ( kN ) ƒ ' c
= 6,000 psi lb ( kN )
100 5,845 6,405 7,395 9,055 13,125 14,375 16,600 20,330 ( 3.9 ) ( 26.0 ) ( 28.5 ) ( 32.9 ) ( 40.3 ) ( 58.4 ) ( 63.9 ) ( 73.8 ) ( 90.4 ) 125 7,305 8,005 9,240 11,320 18,340 20,090 23,200 28,415 ( 4.9 ) ( 32.5 ) ( 35.6 ) ( 41.1 ) ( 50.4 ) ( 81.6 ) ( 89.4 ) ( 103.2 ) ( 126.4 ) 190 14,615 16,005 18,485 22,640 34,370 37,650 43,475 53,245 ( 7.5 ) ( 65.0 ) ( 71.2 ) ( 82.2 ) ( 100.7 ) ( 152.9 ) ( 167.5 ) ( 193.4 ) ( 236.8 ) 250 21,920 24,010 27,725 33,955 51,875 56,830 65,620 80,365 ( 9.8 ) ( 97.5 ) ( 106.8 ) ( 123.3 ) ( 151.0 ) ( 230.8 ) ( 252.8 ) ( 291.9 ) ( 357.5 )
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 6 to 9 as necessary . Compare to the steel values in tables 4 and 5 . The lesser of the values is to be used for the design .
4 Tabular values are for normal-weight concrete only . For sand-lightweight multiply the design loads by λ a
= 0.68 . 5 Tabular values are for static loads only . Seismic design is not permitted for uncracked concrete . For seismic tension loads , multiply cracked concrete tabular values in tension only by
α N , seis
= 0.75 . No reduction needed for seismic shear . See section 3.1.8 for additional information on seismic applications .
264 Anchor Fastening Technical Guide Edition 22 | 3.0 ANCHORING SYSTEMS | 3.3.1 HDA UNDERCUT ANCHORS 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