1. Anchor
Channel Systems
2. HAC
Portfolio
3. HAC
Applications
4. Design
Introduction
5. Base material
6. Loading
Criteria
Coefficient for pryout strength
HAC-40 F
HAC-50 F
HAC-60 F
α ch,V lb 1/2 /in 1/3
(N 1/2 /mm 1/3 ) 10.50
(7.50)
k cp - 2
ϕ - Condition A: 0.75
Condition B: 0.70
HAC-70 F
10. Design
Software
11. Best
Practices
12. Instructions
for Use
14. Design
Example
13. Field Fixes
2.3.3 H
AC CRFoS U STRUCTURAL STEEL PERFORMANCE —
TENSION
Table 2.3.3.1 — T
ension steel strength design information for HAC CRFoS U with Hilti Channel Bolts
(HBC-C and HBC-C-N)
Criteria
Symbol Units HAC-50 F
CRFoS U HAC-60 F
CRFoS U HAC-70 F
CRFoS U
N sl lb
(kN) 7,531
(33.5) 10,723
(47.7) 14,365
(63.9)
N sl,seis lb
(kN) 7,531
(33.5) 10,723
(47.7) 14,365
(63.9)
ϕ - N sa lb
(kN) 7,531
(33.5) 11,510
(51.2) 14,275
(63.5)
N sa,seis lb
(kN) 7,531
(33.5) 11,510
(51.2) 14,275
(63.5)
ϕ - Nominal tensile steel strength of connection between anchor and
channel N sc lb
(kN) 7,531
(33.5) 10,723
(47.7) 14,275
(63.5)
Nominal tensile steel strength of connection between anchor and
channel for seismic design N sc,seis lb
(kN) 7,531
(33.5) 10,723
(47.7) 14,275
(63.5)
ϕ -
Nominal tensile steel strength for local failure of channel lips
Strength reduction factor for local failure of channel lips
Symbol
HAC-60 F
M12 2 lb
(kN) 1,920
(8.5)
M16 lb
(kN) 4,420
(19.7)
M20 lb
(kN)
Strength reduction factor for anchor failure
1,920
(8.5)
M16 lb
(kN) 4,420
(19.7)
M20 lb
(kN)
Strength reduction factor for failure of connection between
anchor and channel 1
5,425
(24.1)
N/A
Nominal bending strength of the anchor channel with HBC-C
M12
Nominal bending strength of the anchor channel for seismic
design with HBC-C
ϕ
M16
-
0.55
M12
M16
lb-in
(N*m) 11,903
(1,345) 19,081
(2,156) 26,594
(3,005)
lb-in
(N*m) 14,125
(1,596) 19,355
(2,187) 28,000
(3,164)
lb-in
(N*m) 11,903
(1,345) 19,081
(2,156) 26,594
(3,005)
-
0.85
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 3.2.1.2 — Tension concrete strength design information for Hilti Anchor Channels HAC CRFoS U
-
0.65
Criteria
Units HAC-50 F
CRFoS U HAC-60 F
CRFoS U HAC-70 F
CRFoS U
c ac in
(mm) 12.52
(318) 17.48
(444) 20.67
(525)
ϕ -
M20
1 T
he tabulated value of ϕ applies when 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.
2 In case of continuous inspection the value for V sl,x for the size M12 can be taken for all channel sizes HAC-40 F through HAC-70 F as V sl,x = 2,021 lb (9.0 kN).
Edge distance required to develop full concrete capacity in
absence of anchor reinforcement
Strength reduction factor for tension, concrete failure modes 1
Symbol
ϕ
0.55
ϕ
28,000
(3,164)
Condition A: 0.75
Condition B: 0.70
Cast-In Anchor Channel Product Guide, Edition 1 • 02/2019
91
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.
90
Strength reduction factor for
failure of connection between
channel lips and channel bolts 1
(continuous inspection)
Strength reduction factor for bending failure
M s,flex,seis
19,355
(2,187)
M20
Nominal bending strength of the anchor channel for seismic
design with HBC-C-N
14,125
(1,596)
Strength reduction factor for
failure of connection between
channel lips and channel bolts 1
(periodic inspection)
M s,flex
lb-in
(N*m)
Nominal bending strength of the anchor channel with HBC-C-N
0.75
lb
(kN)
0.75
M12 2
Nominal tensile steel strength of a single anchor
Nominal tensile steel strength of a single anchor for seismic
design
5,425
(24.1)
N/A
HAC-70 F
V sl,x,seis
HAC-50 F
Nominal shear steel strength of
connection between channel
lips and channel bolts for
seismic design
HAC-40 F
V sl,x
Units
Nominal shear steel strength of
connection between channel
lips and channel bolts
Channel
bolt type
HBC-C-N
Criteria
0.75
Table 2.3.2.3 — S
teel strength design information for shear acting in longitudinal direction of the channel axis for Hilti
Anchor Channels (HAC) with Hilti Locking Channel Bolts (HBC-C-N)
Nominal tensile steel strength for local failure of channel lips for
seismic design
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.
Strength reduction factor for shear, concrete failure modes 1
Units
9. Special Anchor
Channel Design
Factor to account for the influence of channel size and
anchor diameter on concrete edge breakout strength in
shear
Symbol
8. Reinforcing
Bar Anchorage
Table 2.3.2.2 — S
hear concrete strength design information for Hilti Anchor Channels (HAC) with Hilti Channel
Bolts (HBC-C and HBC-C-N)
7. Anchor Channel
Design Code