Anchor Fastening Technical Guide , Edition 22
Table 18 — Hilti KCC-WF cast-in insert design strength with concrete / pullout failure in uncracked concrete 1 , 2 , 3 , 4 , 5 , 6
Nominal anchor internal diameter
3 / 8 "
1 / 2 "
Effective embedment depth in . ( mm ) f ́c = 2,500 psi ( 17.2 MPa ) lb ( kN ) f ́c = 3,000 psi ( 20.7 MPa ) lb ( kN )
Tension - ФN n
f ́c = 4,000 psi ( 27.6 MPa ) lb ( kN ) f ́c = 6,000 psi ( 41.1 MPa ) lb ( kN ) f ́c = 2,500 psi ( 17.2 MPa ) lb ( kN ) f ́c = 3,000 psi ( 20.7 MPa ) lb ( kN )
Shear - ФV n
f ́c = 4,000 psi ( 27.6 MPa ) lb ( kN ) f ́c = 6,000 psi ( 41.1 MPa ) lb ( kN )
1.63 2,185 2,390 2,760 3,385 2,185 2,390 2,760 3,385 ( 41 ) ( 9.7 ) ( 10.6 ) ( 12.3 ) ( 15.1 ) ( 9.7 ) ( 10.6 ) ( 12.3 ) ( 15.1 ) 2.04 3,055 3,350 3,865 4,735 3,055 3,350 3,865 4,735 ( 52 ) ( 13.6 ) ( 14.9 ) ( 17.2 ) ( 21.1 ) ( 13.6 ) ( 14.9 ) ( 17.2 ) ( 21.1 )
Table 19 — Hilti KCC-WF cast-in insert design strength with concrete / pullout failure in cracked concrete 1 , 2 , 3 , 4 , 5 , 6
Nominal anchor internal diameter
3 / 8 "
1 / 2 "
Effective embedment depth in . ( mm ) f ́c = 2,500 psi ( 17.2 MPa ) lb ( kN ) f ́c = 3,000 psi ( 20.7 MPa ) lb ( kN )
Tension - ФN n
f ́c = 4,000 psi ( 27.6 MPa ) lb ( kN ) f ́c = 6,000 psi ( 41.1 MPa ) lb ( kN ) f ́c = 2,500 psi ( 17.2 MPa ) lb ( kN ) f ́c = 3,000 psi ( 20.7 MPa ) lb ( kN )
Shear - ФV n
f ́c = 4,000 psi ( 27.6 MPa ) lb ( kN ) f ́c = 6,000 psi ( 41.1 MPa ) lb ( kN )
1.63 1,745 1,910 2,210 2,705 1,745 1,910 2,210 2,705 ( 41 ) ( 7.8 ) ( 8.5 ) ( 9.8 ) ( 12.0 ) ( 7.8 ) ( 8.5 ) ( 9.8 ) ( 12.0 ) 2.04 2,445 2,680 3,095 3,790 2,445 2,680 3,095 3,790 ( 52 ) ( 10.9 ) ( 11.9 ) ( 13.8 ) ( 16.9 ) ( 10.9 ) ( 11.9 ) ( 13.8 ) ( 16.9 )
1 See PTG Ed . 19 , Section 3.1.8.6 to convert design strength value to ASD value . 2 Linear interpolation between concrete compressive strengths is not permitted . 3 Tabular values are for single anchors located at edge distance ( c ) and spacing ( s ) greater than 3h ef
. For anchors with edge distance or spacing less than 3h ef use ACI 318 to calculate load reduction factor . Compare the calculated value to the steel values ( threaded rod and inserts ) in Tables 17 and 27 . 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 = 0.85 . For all-lightweight , λ a
= 0.75 . 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 by
α N , seis
= 0.75 . No reduction needed for seismic shear . 6 Compare tabular value to the insert steel strength values in Table 17 and threaded rod steel strength values in Table 27 The lesser of the values is to be used for the design .
3.3.17 3.3.17
Anchor Fastening Technical Guide Edition 22 | 3.0 ANCHORING SYSTEMS | 3.3.17 KCC-WF AND KCC-MD CAST-IN 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
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