DESIGN DATA IN CONCRETE PER CSA A23.3
CSA A23.3 Annex D Design
Limit State Design of anchors is described in the provisions of CSA A23.3 Annex D for post-installed anchors tested and assessed in accordance with ACI 355.2 for mechanical anchors and ACI 355.4 for adhesive anchors . Table 19 in this section contains the Limit State Design tables that are based on the published loads in IAPMO Evaluation Report ER 678 and converted for use with CSA A23.3 Annex D . Tables 16 to 18 and Tables 21 and 22 below are Hilti Simplified Design Tables which are pre-factored resistance tables based on the design parameters and variables in Table 19 . All the figures in the previous ACI 318 Chapter 17 design section are applicable to Limit State Design and the tables will reference these figures .
For a detailed explanation of the tables developed in accordance with CSA A23.3 Annex D , refer to Section 3.1.8 . Technical assistance is available by contacting Hilti Canada at ( 800 ) 363 4458 or at www . hilti . ca .
Table 16 — Hilti KB1 factored resistance 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 Nominal embedment embedment in . ( mm ) in . ( mm ) f ́c = 20 MPa ( 2,900 psi ) lb ( kN ) f ́c = 25 MPa ( 3,625 psi ) lb ( kN )
Tension - N r
f ́c = 30 MPa ( 4,350 psi ) lb ( kN ) f ́c = 40 MPa ( 5,800 psi ) lb ( kN ) f ́c = 20 MPa ( 2,900 psi ) lb ( kN ) f ́c = 25 MPa ( 3,625 psi ) lb ( kN )
Shear - V r
f ́c = 30 MPa ( 4,350 psi ) lb ( kN ) f ́c = 40 MPa ( 5,800 psi ) lb ( kN )
1-1 / 2 1-7 / 8 1,535 1,720 1,880 2,175 1,535 1,720 1,880 2,175 ( 38 ) ( 48 ) ( 6.8 ) ( 7.6 ) ( 8.4 ) ( 9.7 ) ( 6.8 ) ( 7.6 ) ( 8.4 ) ( 9.7 ) 2 2-1 / 2 2,125 2,200 2,265 2,375 2,365 2,645 2,900 3,345 ( 51 ) ( 64 ) ( 9.5 ) ( 9.8 ) ( 10.1 ) ( 10.6 ) ( 10.5 ) ( 11.8 ) ( 12.9 ) ( 14.9 ) 2 2-1 / 2 2,380 2,660 2,915 3,365 2,380 2,660 2,915 3,365 ( 51 ) ( 64 ) ( 10.6 ) ( 11.8 ) ( 13.0 ) ( 15.0 ) ( 10.6 ) ( 11.8 ) ( 13.0 ) ( 15.0 ) 3-1 / 4 3-5 / 8 4,940 5,525 6,050 6,990 9,885 11,050 12,105 13,975 ( 83 ) ( 92 ) ( 22.0 ) ( 24.6 ) ( 26.9 ) ( 31.1 ) ( 44.0 ) ( 49.2 ) ( 53.8 ) ( 62.2 ) 2-3 / 4 3-1 / 4 3,385 3,785 4,145 4,785 7,655 8,560 9,375 10,825 ( 70 ) ( 83 ) ( 15.1 ) ( 16.8 ) ( 18.4 ) ( 21.3 ) ( 34.0 ) ( 38.1 ) ( 41.7 ) ( 48.2 ) 4 4-1 / 2 6,330 7,075 7,750 8,950 13,465 15,055 16,490 19,040 ( 102 ) ( 114 ) ( 28.2 ) ( 31.5 ) ( 34.5 ) ( 39.8 ) ( 59.9 ) ( 67.0 ) ( 73.4 ) ( 84.7 ) 3-1 / 4 4 4,940 5,525 6,050 6,990 9,885 11,050 12,105 13,975 ( 83 ) ( 102 ) ( 22.0 ) ( 24.6 ) ( 26.9 ) ( 31.1 ) ( 44.0 ) ( 49.2 ) ( 53.8 ) ( 62.2 ) 4-3 / 4 5-1 / 2 8,700 9,725 10,655 12,300 17,395 19,450 21,305 24,600 ( 121 ) ( 140 ) ( 38.7 ) ( 43.3 ) ( 47.4 ) ( 54.7 ) ( 77.4 ) ( 86.5 ) ( 94.8 ) ( 109.4 )
Table 17 — Hilti KB1 factored resistance 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 Nominal embedment embedment in . ( mm ) in . ( mm ) f ́c = 20 MPa ( 2,900 psi ) lb ( kN ) f ́c = 25 MPa ( 3,625 psi ) lb ( kN )
Tension - N r
f ́c = 30 MPa ( 4,350 psi ) lb ( kN ) f ́c = 40 MPa ( 5,800 psi ) lb ( kN ) f ́c = 20 MPa ( 2,900 psi ) lb ( kN ) f ́c = 25 MPa ( 3,625 psi ) lb ( kN )
Shear - V r
f ́c = 30 MPa ( 4,350 psi ) lb ( kN ) f ́c = 40 MPa ( 5,800 psi ) lb ( kN )
1-1 / 2 1-7 / 8 1,090 1,220 1,335 1,545 1,090 1,220 1,335 1,545 ( 38 ) ( 48 ) ( 4.9 ) ( 5.4 ) ( 5.9 ) ( 6.9 ) ( 4.9 ) ( 5.4 ) ( 5.9 ) ( 6.9 ) 2 2-1 / 2 1,680 1,880 2,060 2,375 1,680 1,880 2,060 2,375 ( 51 ) ( 64 ) ( 7.5 ) ( 8.4 ) ( 9.2 ) ( 10.6 ) ( 7.5 ) ( 8.4 ) ( 9.2 ) ( 10.6 ) 2 2-1 / 2 1,690 1,890 2,070 2,390 1,690 1,890 2,070 2,390 ( 51 ) ( 64 ) ( 7.5 ) ( 8.4 ) ( 9.2 ) ( 10.6 ) ( 7.5 ) ( 8.4 ) ( 9.2 ) ( 10.6 ) 3-1 / 4 3-5 / 8 3,510 3,925 4,295 4,960 7,015 7,845 8,595 9,925 ( 83 ) ( 92 ) ( 15.6 ) ( 17.4 ) ( 19.1 ) ( 22.1 ) ( 31.2 ) ( 34.9 ) ( 38.2 ) ( 44.1 ) 2-3 / 4 3-1 / 4 2,715 3,040 3,330 3,845 5,435 6,075 6,655 7,685 ( 70 ) ( 83 ) ( 12.1 ) ( 13.5 ) ( 14.8 ) ( 17.1 ) ( 24.2 ) ( 27.0 ) ( 29.6 ) ( 34.2 ) 4 4-1 / 2 4,780 5,345 5,855 6,760 9,560 10,690 11,710 13,520 ( 102 ) ( 114 ) ( 21.3 ) ( 23.8 ) ( 26.0 ) ( 30.1 ) ( 42.5 ) ( 47.5 ) ( 52.1 ) ( 60.1 ) 3-1 / 4 4 3,495 3,905 4,280 4,945 8,695 9,725 10,650 12,300 ( 83 ) ( 102 ) ( 15.5 ) ( 17.4 ) ( 19.0 ) ( 22.0 ) ( 38.7 ) ( 43.3 ) ( 47.4 ) ( 54.7 ) 4-3 / 4 5-1 / 2 6,235 6,970 7,635 8,815 15,310 17,115 18,750 21,650 ( 121 ) ( 140 ) ( 27.7 ) ( 31.0 ) ( 34.0 ) ( 39.2 ) ( 68.1 ) ( 76.1 ) ( 83.4 ) ( 96.3 )
1 See PTG 19 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 18 . 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 PTG 19 Section 3.1.8 for additional information on seismic applications
386 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