HAC_Technical-Guide

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Cast-In Anchor Channel Product Guide, Edition 1 • 02/2019
2.1 HAC
Nomenclature
2.2 Geometric Parameters 2.3 Structural Performance
2.4 Ordering
Information
2.5 Standard
Portfolio
2.6 HAC Custom
Solutions
HAC
HAC
CRFoS U
HAC EDGE HBC-C
HAC-T
HAC-30
HAC-T
EDGE
HBC-T
HBC-B
HAC
HAC
CRFoS U
HAC EDGE HBC-C
HAC-T
HAC-30
HAC-T
EDGE
HBC-T
HBC-B
1. Anchor
Channel Systems
2. HAC
Portfolio
3. HAC
Applications
4. Design
Introduction
5. Base material 6. Loading
7. Anchor Channel
Design Code
8. Reinforcing
Bar Anchorage
9. Special Anchor
Channel Design
10. Design
Software
11. Best
Practices
12. Instructions
for Use
13. Field Fixes
14. Design
Example
Table 2.3.2.2 — Shear concrete strength design information for Hilti Anchor Channels (HAC) with Hilti Channel
Bolts (HBC-C and HBC-C-N)
Criteria Symbol Units HAC-40 F HAC-50 F HAC-60 F HAC-70 F
Factor to account for the influence of channel size and
anchor diameter on concrete edge breakout strength in
shear
α
ch,V
lb
1/2
/in
1/3
(N
1/2
/mm
1/3
)
10.50
(7.50 )
Coefficient for pryout strength k
cp
- 2
Strength reduction factor for shear, concrete failure modes
1
ϕ -
Condition A: 0.75
Condition B: 0.70
1 The 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 2.3.2.3 — Steel 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)
Criteria Symbol
Channel
bolt type
HBC-C-N
Units HAC-40 F HAC-50 F HAC-60 F HAC-70 F
Nominal shear steel strength of
connection between channel
lips and channel bolts
V
sl,x
M12
2
lb
(kN)
1,920
(8.5)
M16
lb
(kN)
4,420
(19.7)
M20
lb
(kN)
N/A
5,425
(24.1)
Nominal shear steel strength of
connection between channel
lips and channel bolts for
seismic design
V
sl,x,seis
M12
2
lb
(kN)
1,920
(8.5)
M16
lb
(kN)
4,420
(19.7)
M20
lb
(kN)
N/A
5,425
(24.1)
Strength reduction factor for
failure of connection between
channel lips and channel bolts
1
(periodic inspection)
ϕ
M12
- 0.55M16
M20
Strength reduction factor for
failure of connection between
channel lips and channel bolts
1
(continuous inspection)
ϕ
M12
-
0.55
M16
0.65
M20
1 The 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).
2.3.3 HAC CRFoS U STRUCTURAL STEEL PERFORMANCE —
TENSION
Table 2.3.3.1 — Tension 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
Nominal tensile steel strength for local failure of channel lips
N
sl
lb
(kN)
7,5 31
(33.5)
10,723
(47.7 )
14,365
(63.9)
Nominal tensile steel strength for local failure of channel lips for
seismic design
N
sl,seis
lb
(kN)
7,5 31
(33.5)
10,723
(47.7 )
14,365
(63.9)
Strength reduction factor for local failure of channel lips
ϕ - 0.75
Nominal tensile steel strength of a single anchor
N
sa
lb
(kN)
7,5 31
(33.5)
11,510
(51.2)
14,275
(63.5)
Nominal tensile steel strength of a single anchor for seismic
design
N
sa,seis
lb
(kN)
7,5 31
(33.5)
11,510
(51.2)
14,275
(63.5)
Strength reduction factor for anchor failure
ϕ - 0.75
Nominal tensile steel strength of connection between anchor and
channel
N
sc
lb
(kN)
7,5 31
(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)
7,5 31
(33.5)
10,723
(47.7 )
14,275
(63.5)
Strength reduction factor for failure of connection between
anchor and channel
1
ϕ - 0.75
Nominal bending strength of the anchor channel with HBC-C
M
s,flex
lb-in
(N*m)
14,125
(1,596)
19,355
(2,187 )
28,000
(3,16 4)
Nominal bending strength of the anchor channel with HBC-C-N lb-in
(N*m)
11,9 03
(1,345)
19,081
(2,156)
26,594
(3,005)
Nominal bending strength of the anchor channel for seismic
design with HBC-C
M
s,flex,seis
lb-in
(N*m)
14,125
(1,596)
19,355
(2,187 )
28,000
(3,16 4)
Nominal bending strength of the anchor channel for seismic
design with HBC-C-N
lb-in
(N*m)
11,9 03
(1,345)
19,081
(2,156)
26,594
(3,005)
Strength reduction factor for bending failure ϕ - 0.85
1 The 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
Criteria Symbol Units HAC-50 F
CRFoS U
HAC-60 F
CRFoS U
HAC-70 F
CRFoS U
Edge distance required to develop full concrete capacity in
absence of anchor reinforcement
c
ac
in
(mm)
12.52
(318)
17.4 8
(444)
20.67
(525)
Strength reduction factor for tension, concrete failure modes
1
ϕ -
Condition A: 0.75
Condition B: 0.70
1 The 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.