Table 13 — Hilti HDA-P and HDA-T carbon and stainless steel factored resistance 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
= 20 MPa ( 2,900 psi ) lb ( kN ) ƒ ' c
= 25 MPa ( 3,625 psi ) lb ( kN )
Tension - N r ƒ ' c
= 30 MPa ( 4,350 psi ) lb ( kN ) ƒ ' c
= 40 MPa ( 5,800 psi ) lb ( kN ) ƒ ' c
= 20 MPa ( 2,900 psi ) lb ( kN ) ƒ ' c
= 25 MPa ( 3,625 psi ) lb ( kN )
Shear - V r ƒ ' c
= 30 MPa ( 4,350 psi ) lb ( kN ) ƒ ' c
= 40 MPa ( 5,800 psi ) lb ( kN )
100 8,170 9,135 10,005 11,550 16,335 18,265 20,010 23,105 ( 3.94 ) ( 36.3 ) ( 40.6 ) ( 44.5 ) ( 51.4 ) ( 72.7 ) ( 81.3 ) ( 89.0 ) ( 102.8 ) 125 11,415 12,765 13,980 16,145 22,830 25,525 27,965 32,290 ( 4.92 ) ( 50.8 ) ( 56.8 ) ( 62.2 ) ( 71.8 ) ( 101.6 ) ( 113.6 ) ( 124.4 ) ( 143.6 ) 190 21,395 23,920 26,200 30,255 42,785 47,840 52,405 60,510 ( 7.48 ) ( 95.2 ) ( 106.4 ) ( 116.6 ) ( 134.6 ) ( 190.3 ) ( 212.8 ) ( 233.1 ) ( 269.2 ) 250 32,290 36,100 39,545 45,665 64,580 72,200 79,095 91,330 ( 9.84 ) ( 143.6 ) ( 160.6 ) ( 175.9 ) ( 203.1 ) ( 287.3 ) ( 321.2 ) ( 351.8 ) ( 406.3 )
Table 14 — Hilti HDA-P and HDA-T carbon and stainless steel factored resistance 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
= 20 MPa ( 2,900 psi ) lb ( kN ) ƒ ' c
= 25 MPa ( 3,625 psi ) lb ( kN )
Tension - N r ƒ ' c
= 30 MPa ( 4,350 psi ) lb ( kN ) ƒ ' c
= 40 MPa ( 5,800 psi ) lb ( kN ) ƒ ' c
= 20 MPa ( 2,900 psi ) lb ( kN ) ƒ ' c
= 25 MPa ( 3,625 psi ) lb ( kN )
Shear - V r ƒ ' c
= 30 MPa ( 4,350 psi ) lb ( kN ) ƒ ' c
= 40 MPa ( 5,800 psi ) lb ( kN )
100 6,295 7,040 7,710 8,905 13,070 14,615 16,005 18,485 ( 3.94 ) ( 28.0 ) ( 31.3 ) ( 34.3 ) ( 39.6 ) ( 58.1 ) ( 65.0 ) ( 71.2 ) ( 82.2 ) 125 7,870 8,800 9,640 11,130 18,265 20,420 22,370 25,830 ( 4.92 ) ( 35.0 ) ( 39.1 ) ( 42.9 ) ( 49.5 ) ( 81.3 ) ( 90.8 ) ( 99.5 ) ( 114.9 ) 190 15,745 17,600 19,280 22,265 34,230 38,270 41,925 48,410 ( 7.48 ) ( 70.0 ) ( 78.3 ) ( 85.8 ) ( 99.0 ) ( 152.3 ) ( 170.2 ) ( 186.5 ) ( 215.3 ) 250 23,615 26,400 28,920 33,395 51,665 57,760 63,275 73,065 ( 9.84 ) ( 105.0 ) ( 117.4 ) ( 128.6 ) ( 148.5 ) ( 229.8 ) ( 256.9 ) ( 281.5 ) ( 325.0 )
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 10 and 11 . 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 . 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 .
270 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