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 IAPMO UES ER-678 and the equations within ACI 318 Chapter 17 . For a detailed explanation of the Hilti Simplified Design Tables refer to section 3.1.8 of the North American Product Technical Guide : Volume 2 : Anchor Fastening Technical Guide , Edition 19 ( PTG 19 ). Data tables from ER-678 are not contained in this section but can be found at www . uniform-es . org or at www . hilti . com .
Table 2 — Hilti KB1 design strength based on concrete failure modes in uncracked concrete 1 , 2 , 3 , 4
Nominal anchor diameter in .
3 / 8
1 / 2
5 / 8
3 / 4
Effective embedment in . ( mm )
Nominal embedment in . ( mm )
Tension ( lesser of concrete breakout / pullout ) - ФN n
f ́c = 2,500 psi ( 17.2 MPa ) lb ( kN ) f ́c = 3,000 psi ( 20.7 MPa ) lb ( kN ) f ́c = 4,000 psi ( 27.6 MPa ) lb ( kN ) f ́c = 6,000 psi ( 41.1 MPa ) lb ( kN )
Shear ( lesser of concrete breakout or pryout ) - ФV n
f ́c = 2,500 psi ( 17.2 MPa ) lb ( kN ) f ́c = 3,000 psi ( 20.7 MPa ) lb ( kN ) f ́c = 4,000 psi ( 27.6 MPa ) lb ( kN ) f ́c = 6,000 psi ( 41.1 MPa ) lb ( kN )
1-1 / 2 1-7 / 8 1,435 1,570 1,815 2,220 1,545 1,690 1,950 2,390 ( 38 ) ( 48 ) ( 6.4 ) ( 7.0 ) ( 8.1 ) ( 9.9 ) ( 6.9 ) ( 7.5 ) ( 8.7 ) ( 10.6 ) 2 2-3 / 8 2,070 2,130 2,230 2,380 2,375 2,605 3,005 3,680 ( 51 ) ( 60 ) ( 9.2 ) ( 9.5 ) ( 9.9 ) ( 10.6 ) ( 10.6 ) ( 11.6 ) ( 13.4 ) ( 16.4 ) 2 2-3 / 8 2,205 2,415 2,790 3,420 2,375 2,605 3,005 3,680 ( 51 ) ( 60 ) ( 9.8 ) ( 10.7 ) ( 12.4 ) ( 15.2 ) ( 10.6 ) ( 11.6 ) ( 13.4 ) ( 16.4 ) 3-1 / 4 3-5 / 8 4,570 5,005 5,780 7,080 9,845 10,785 12,450 15,250 ( 83 ) ( 92 ) ( 20.3 ) ( 22.3 ) ( 25.7 ) ( 31.5 ) ( 43.8 ) ( 48.0 ) ( 55.4 ) ( 67.8 ) 2-3 / 4 3-1 / 4 3,145 3,445 3,980 4,875 7,660 8,395 9,690 11,870 ( 70 ) ( 83 ) ( 14.0 ) ( 15.3 ) ( 17.7 ) ( 21.7 ) ( 34.1 ) ( 37.3 ) ( 43.1 ) ( 52.8 ) 4 4-1 / 2 5,875 6,435 7,435 9,105 13,440 14,725 17,000 20,820 ( 102 ) ( 114 ) ( 26.1 ) ( 28.6 ) ( 33.1 ) ( 40.5 ) ( 59.8 ) ( 65.5 ) ( 75.6 ) ( 92.6 ) 3-1 / 4 4 4,570 5,005 5,780 7,080 9,845 10,785 12,450 15,250 ( 83 ) ( 102 ) ( 20.3 ) ( 22.3 ) ( 25.7 ) ( 31.5 ) ( 43.8 ) ( 48.0 ) ( 55.4 ) ( 67.8 ) 4-3 / 4 5-1 / 2 8,075 8,845 10,215 12,510 17,390 19,050 22,000 26,945 ( 121 ) ( 140 ) ( 35.9 ) ( 39.3 ) ( 45.4 ) ( 55.6 ) ( 77.4 ) ( 84.7 ) ( 97.9 ) ( 119.9 )
Table 3 — Hilti KB1 design strength based on concrete failure modes in cracked concrete 1 , 2 , 3 , 4 , 5
Nominal anchor diameter in .
3 / 8
1 / 2
5 / 8
3 / 4
Effective embedment in . ( mm )
Nominal embedment in . ( mm )
Tension ( lesser of concrete breakout / pullout ) - ФN n
f ́c = 2,500 psi ( 17.2 MPa ) lb ( kN ) f ́c = 3,000 psi ( 20.7 MPa ) lb ( kN ) f ́c = 4,000 psi ( 27.6 MPa ) lb ( kN ) f ́c = 6,000 psi ( 41.1 MPa ) lb ( kN )
Shear ( lesser of concrete breakout or pryout ) - ФV n
f ́c = 2,500 psi ( 17.2 MPa ) lb ( kN ) f ́c = 3,000 psi ( 20.7 MPa ) lb ( kN ) f ́c = 4,000 psi ( 27.6 MPa ) lb ( kN ) f ́c = 6,000 psi ( 41.1 MPa ) lb ( kN )
1-1 / 2 1-7 / 8 1,015 1,110 1,285 1,570 1,095 1,195 1,385 1,695 ( 38 ) ( 48 ) ( 4.5 ) ( 4.9 ) ( 5.7 ) ( 7.0 ) ( 4.9 ) ( 5.3 ) ( 6.2 ) ( 7.5 ) 2 2-3 / 8 1,565 1,710 1,975 2,420 1,685 1,845 2,130 2,605 ( 51 ) ( 60 ) ( 7.0 ) ( 7.6 ) ( 8.8 ) ( 10.8 ) ( 7.5 ) ( 8.2 ) ( 9.5 ) ( 11.6 ) 2 2-3 / 8 1,565 1,710 1,975 2,420 1,685 1,845 2,130 2,605 ( 51 ) ( 60 ) ( 7.0 ) ( 7.6 ) ( 8.8 ) ( 10.8 ) ( 7.5 ) ( 8.2 ) ( 9.5 ) ( 11.6 ) 3-1 / 4 3-5 / 8 3,235 3,545 4,095 5,015 6,970 7,640 8,820 10,800 ( 83 ) ( 92 ) ( 14.4 ) ( 15.8 ) ( 18.2 ) ( 22.3 ) ( 31.0 ) ( 34.0 ) ( 39.2 ) ( 48.0 ) 2-3 / 4 3-1 / 4 2,520 2,760 3,185 3,905 5,425 5,945 6,865 8,405 ( 70 ) ( 83 ) ( 11.2 ) ( 12.3 ) ( 14.2 ) ( 17.4 ) ( 24.1 ) ( 26.4 ) ( 30.5 ) ( 37.4 ) 4 4-1 / 2 4,420 4,840 5,590 6,845 9,520 10,430 12,040 14,750 ( 102 ) ( 114 ) ( 19.7 ) ( 21.5 ) ( 24.9 ) ( 30.4 ) ( 42.3 ) ( 46.4 ) ( 53.6 ) ( 65.6 ) 3-1 / 4 4 3,245 3,555 4,105 5,025 8,615 9,435 10,895 13,345 ( 83 ) ( 102 ) ( 14.4 ) ( 15.8 ) ( 18.3 ) ( 22.4 ) ( 38.3 ) ( 42.0 ) ( 48.5 ) ( 59.4 ) 4-3 / 4 5-1 / 2 5,780 6,335 7,315 8,955 15,220 16,670 19,250 23,575 ( 121 ) ( 140 ) ( 25.7 ) ( 28.2 ) ( 32.5 ) ( 39.8 ) ( 67.7 ) ( 74.2 ) ( 85.6 ) ( 104.9 )
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 13 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 . 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 , except for 3 / 4 x 4-3 / 4 h ef where α N , seis
= 0.67 . No reduction needed for seismic shear . See Section 3.1.8 for additional information on seismic applications .
378 Anchor Fastening Technical Guide Edition 22 | 3.0 ANCHORING SYSTEMS | 3.3.9 KB1 EXPANSION 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