Anchor Fastening Technical Guide , Edition 22
DESIGN INFORMATION IN CONCRETE PER ACI 318
ACI 318 Chapter 17
The technical data contained in this section are Hilti Simplified Tables . The load values were developed using the Strength Design parameters and variables of ESR-4145 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-4145 are not contained in this section , but can be found at www . icc-es . org or at www . hilti . com .
Table 2 — Design strength for steel failure of KCC-WF inserts 1 , 2 , 3 , 4
DESIGN INFORMATION Symbol Units
Insert type
KCC-WF
Nominal rod diameter - in . 3 / 8 1 / 2
Design steel strength of insert in tension ϕ Nsa , insert lb 2,625 3,515
Design seismic steel strength of insert in tension
( kN ) ( 11.7 ) ( 15.6 )
ϕ Nsa , insert , eq
|
( kN ) |
( 11.7 ) |
( 15.6 ) |
|
lb |
2,625 |
3,515 |
Design steel strength of insert in shear ϕ Vsa , insert lb 3,220 3,340
Design seismic steel strength of insert in shear
( kN ) ( 14.3 ) ( 14.9 )
ϕ Vsa , insert
|
( kN ) |
( 14.3 ) |
( 14.9 ) |
|
lb |
3,220 |
3,340 |
1 See Section 3.1.8.6 to convert design strength value to ASD value . 2 Hilti KCC-WF Inserts are considered brittle steel elements 3 Values are for the insert only . The capacity of the threaded rod must be also be determined from Table 16 . The design strength of concrete must be in accordance with ACI 318
Chapter 17 and Tables 3 to 4 as necessary . Compare the values ( threaded rod , inserts , and concrete ). The lesser of the values is to be used for the design . 4 Only threaded rods ASTM A193 Grade B7 , ASTM A325 , or ASTM F1554 Grade 105 are allowed to be used for applocations resisting shear , seismic shear or seismic tension loads .
Table 3 — 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 4 — 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 )
3.3.17 3.3.17
1 See 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 16 and 2 . 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 2 and threaded rod steel strength values in Table 16 The lesser of the values is to be used for the design .
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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