1. Anchor
Channel Systems
2. HAC
Portfolio
3. HAC
Applications
4. Design
Introduction
5. Base material
6. Loading
11. Best
Practices
12. Instructions
for Use
Table 2.3.6.1 — S
hear steel strength design information for HAC EDGE Lite, HAC EDGE, and HAC EDGE C Hilti Channel
Bolts (HBC-C and HBC-C-N)
Units HAC-40 EDGE
Lite HAC-50 EDGE Lite
HAC-50 EDGE
HAC-50 EDGE C N sl lb
(kN) 5,620
(25.0) 7,865
(35.0) Nominal shear steel strength for local failure of channel lips
N sl,seis lb
(kN) 5,620
(25.0) 7,865
(35.0) Nominal shear steel strength for local failure of the channel lips
for seismic design
Units HAC-40 EDGE Lite HAC-50 EDGE Lite
HAC-50 EDGE
HAC-50 EDGE C
V sl,y lb
(kN) 7,835
(34.8) 10,675
(47.4)
V sl,y,seis lb
(kN) 7,835
(34.8) 10,675
(47.4)
ϕ - V sa,y lb
(kN) 8,903
(39.6) 12,050
(53.6)
V sa,y,seis lb
(kN) 8,903
(39.6) 10,675
(47.4)
ϕ - 0.65 0.75
Nominal shear steel strength of connection between anchor and
channel V sc,y lb
(kN) 8,903
(39.6) 12,050
(53.6)
V sc,y,seis lb
(kN) 8,903
(39.6) 10,675
(47.4)
ϕ - Nominal shear steel strength of connection between anchor and
channel V sc,x lb
(kN) 3,552
(15.8) 5,240
(23.3)
Nominal shear steel strength of connection between anchor and
channel for seismic design V sc,x,seis lb
(kN) 3,552
(15.8) 5,240
(23.3)
ϕ - V sa,x lb
(kN) 4,249
(18.9) 6,740
(30.0)
V sa,x,seis lb
(kN) 4,249
(18.9) 6,740
(30.0)
ϕ -
Strength reduction factor for local failure of channel lips 1
0.75
lb
(kN) 7,080
(31.50) 11,240
(50.0)
Nominal tensile steel strength of a single anchor for seismic
design
Nominal shear steel strength of a single anchor for seismic design
N sa,seis lb
(kN) 7,080
(31.50) 11,240
(50.0) Strength reduction factor anchor failure 1
Strength reduction factor for anchor failure
ϕ
-
0.65
0.75
lb
(kN) 5,620
(25.0) 7,865
(35.0) Nominal shear steel strength of connection between anchor and
channel for seismic design
Nominal tensile steel strength of connection between anchor and
channel for seismic design N sc,seis lb
(kN) 5,620
(25.0) 7,865
(35.0) Strength reduction factor for failure of connection between
anchor and channel 1
ϕ -
Strength reduction factor for bending failure
ϕ
lb-in
(N*m) 8,673
(980) 11,903
(1,345) lb-in
(N*m) 10,050
(1,136) 14,125
(1,596) Nominal shear steel strength of a single anchor
lb-in
(N*m) 8,673
(980) 11,903
(1,345) Nominal shear steel strength of a single anchor for seismic design
-
0.85
Strength reduction factor for failure of connection between
anchor and channel 1
0.75
Nominal bending strength of the anchor channel for seismic
design with HBC-C-N
M s,flex,seis
14,125
(1,596)
Strength reduction factor anchor failure 1
1 T
he tabulated value of ϕ applies when both the load combinations of Section 1605.2 of the IBC, ACI 318-14 Section 5.3 or ACI 318-11 Section 9.2 are used and the requirements of
ACI 318-14 17.3.3(c) or ACI 318-11 D.4.3(c), as applicable, for Condition B are met. Condition B applies where supplementary reinforcement is not provided. For installations where complying
supplementary reinforcement can be verified, the ϕ factors described in ACI 318-14 17.3.3(c) or ACI 318-11 D.4.3(c), as applicable, for Condition A are allowed.
0.75
HAC-40 F
h ef = 91 mm HAC-50 F
h ef = 94 mm HAC-50 F
h ef = 106 mm
Edge distance required to develop full concrete capacity in
absence of anchor reinforcement c ac in
(mm) 10.75
(273) TBD
(TBD) 12.52
(318)
Strength reduction factor for tension, concrete failure
modes 1 ϕ -
Condition A: 0.75
Condition B: 0.70
1 T
he tabulated value of ϕ applies when both the load combinations of Section 1605.2 of the IBC, ACI 318-14 Section 5.3 or ACI 318-11 Section 9.2 are used and the requirements of ACI
318-14 17.3.3(c) or ACI 318-11 D.4.3(c), as applicable, for Condition B are met. Condition B applies where supplementary reinforcement is not provided. For installations where complying
supplementary reinforcement can be verified, the ϕ factors described in ACI 318-14 17.3.3(c) or ACI 318-11 D.4.3(c), as applicable, for Condition A are allowed.
Table 2.3.6.2 — Shear concrete strength design information for for HAC EDGE Lite and HAC EDGE with Hilti Channel Bolts
(HBC-C and HBC-C-N) when shear load acts away from the EDGE Plate.
Criteria
Factor to account for the influence of channel size and anchor
diameter on concrete edge breakout strength in shear 2
Coefficient for pryout strength
Strength reduction factor for shear, concrete failure modes 1
Symbol Units α ch,V lb 1/2 /in 1/3
(N 1/2 /mm 1/3 ) k cp - 2
- Condition A: N/A
Condition B: 0.70
ϕ
HAC-40 F
HAC-50 F
10.50
(7.50)
Units Symbol
95
1 T
he tabulated value of ϕ applies when both the load combinations of Section 1605.2 of the IBC, ACI 318-14 Section 5.3 or ACI 318-11 Section 9.2 are used and the requirements of ACI
318-14 17.3.3(c) or ACI 318-11 D.4.3(c), as applicable, for Condition B are met. Condition B applies where supplementary reinforcement is not provided. For installations where complying
supplementary reinforcement can be verified, the ϕ factors described in ACI 318-14 17.3.3(c) or ACI 318-11 D.4.3(c), as applicable, for Condition A are allowed.
2 T his factor will be applicable for shear acting in opposite direction edge plate (i.e away from edge plate). In case of shear acting in direction towards edge plate refer to Table 2.3.7.2 for design
information.
Cast-In Anchor Channel Product Guide, Edition 1 • 02/2019
1 T
he tabulated value of ϕ applies when both the load combinations of Section 1605.2 of the IBC, ACI 318-14 Section 5.3 or ACI 318-11 Section 9.2 are used and the requirements of
ACI 318-14 17.3.3(c) or ACI 318-11 D.4.3(c), as applicable, for Condition B are met. Condition B applies where supplementary reinforcement is not provided. For installations where complying
supplementary reinforcement can be verified, the ϕ factors described in ACI 318-14 17.3.3(c) or ACI 318-11 D.4.3(c), as applicable, for Condition B are allowed.
Table 2.3.5.2 — Tension concrete strength design information for HAC EDGE Lite and HAC EDGE
Nominal bending strength of the anchor channel for seismic
design with HBC-C
M s,flex
10,050
(1,136)
Nominal bending strength of the anchor channel with HBC-C-N
lb-in
(N*m)
Nominal bending strength of the anchor channel with HBC-C
0.75
0.75
Strength reduction factor for failure of connection between
anchor and channel 1
N sc Nominal tensile steel strength of connection between anchor and
channel N sa
0.75
- ϕ
Nominal shear steel strength of a single anchor
Nominal tensile steel strength of a single anchor
94
Symbol
Criteria
Symbol
Strength reduction factor for local failure of channel lips
Criteria
14. Design
Example
13. Field Fixes
Nominal tensile steel strength for local failure of channel lips for
seismic design
10. Design
Software
Nominal tensile steel strength for local failure of channel lips
9. Special Anchor
Channel Design
2.3.6 H
AC EDGE LITE, HAC EDGE, AND HAC EDGE C
STRUCTURAL STEEL PERFORMANCE — SHEAR
Table 2.3.5.1 — T
ension steel strength design information for HAC EDGE Lite, HAC EDGE, and HAC EDGE C with Hilti
Channel Bolts (HBC-C and HBC-C-N)
Criteria
8. Reinforcing
Bar Anchorage
2.3.5 H
AC EDGE LITE, HAC EDGE, AND HAC EDGE C
STRUCTURAL STEEL PERFORMANCE — TENSION
7. Anchor Channel
Design Code