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HAC_Technical-Guide

ManualsBrandsHilti ManualsCast-in Anchor ChannelsHAC Front-of-slab rebar channel
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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
2.3.1 HAC STRUCTURAL STEEL PERFORMANCE — TENSION
Table 2.3.1.1 — Tension steel 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
Nominal tensile steel strength
for local failure of channel lips
N
sl
lb
(kN)
5,620
(25.0)
7,8 65
(35.0)
11, 240
(50.0)
15,960
(71.0)
Nominal tensile steel strength
for local failure of channel lips
for seismic design
N
sl,seis
lb
(kN)
5,620
(25.0)
7,8 65
(35.0)
7,8 65
(35.0)
15,960
(71.0)
Strength reduction factor for
local failure of channel lips
1
ϕ - 0.75
Nominal tensile steel strength
of a single anchor
N
sa
lb
(kN)
7,0 80
(31.5)
11, 240
(50.0)
11, 240
(50.0)
16,320
(72.60)
Nominal tensile steel strength
of a single anchor for seismic
design
N
sa,seis
lb
(kN)
7,0 80
(31.5)
11, 240
(50.0)
11, 240
(50.0)
16,320
(72.60)
Strength reduction factor for
anchor failure
1
ϕ - 0.65 0.75
Nominal tensile steel strength
of connection between anchor
and channel
N
sc
lb
(kN)
5,620
(25.0)
7,8 65
(35.0)
11, 240
(50.0)
15,960
(71.0)
Nominal tensile steel strength
of connection between anchor
and channel for seismic
design
N
sc,seis
lb
(kN)
5,620
(25.0)
7,8 65
(35.0)
7,8 65
(35.0)
15,960
(71.0)
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)
10,050
(1,136)
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)
8,673
(980)
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)
10,050
(1,136)
14,125
(1,596)
14,125
(1,596)
28,000
(3,16 4)
Nominal bending strength of
the anchor channel for seismic
design with HBC-C-N
lb-in
(N*m)
8,673
(980)
11,9 03
(1,345)
11,9 03
(1,345)
26,594
(3,005)
Strength reduction factor for
bending failure
1
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 2.3.1.2 — Tension concrete strength design information for Hilti Anchor Channels (HAC)
Criteria Symbol Units HAC-40 F HAC-50 F HAC-60 F HAC-70 F
Edge distance required to develop full concrete capacity in
absence of anchor reinforcement
c
ac
in
(mm)
10.75
(273)
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.
2.3.2 HAC STRUCTURAL STEEL PERFORMANCE — SHEAR
Table 2.3.2.1 — Shear steel 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
Nominal shear steel strength for
local failure of channel lips
V
sl,y
lb
(kN)
7,8 35
(34.8)
10,675
(47.4)
16,205
(72.0)
21,550
(95.8)
Nominal shear steel strength for
local failure of the channel lips for
seismic design
V
sl,y,seis
lb
(kN)
7,8 35
(34.8)
10,675
(47.4)
10,675
(47.4)
21,550
(95.8)
Strength reduction factor for local
failure of channel lips
1
ϕ - 0.75
Nominal shear steel strength of a
single anchor
V
sa,y
lb
(kN)
8,903
(39.6)
12,050
(53.6)
17, 378
(77.3)
25,790
(114.7)
Nominal shear steel strength of a
single anchor for seismic design
V
sa,y,seis
lb
(kN)
8,903
(39.6)
10,675
(47.4)
10,675
(47.4)
21,550
(95.8)
Strength reduction factor anchor
failure
1
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)
17, 378
(77.3)
25,790
(114.7)
Nominal shear steel strength of
connection between anchor and
channel for seismic design
V
sc,y,seis
lb
(kN)
8,903
(39.6)
10,675
(47.4)
10,675
(47.4)
21,550
(95.8)
Strength reduction factor for failure
of connection between anchor and
channel
1
ϕ - 0.75
Nominal shear steel strength of
connection between anchor and
channel
V
sc,x
lb
(kN)
3,552
(15.8)
5,240
(23.3)
6,722
(29.9)
9,590
(42.6)
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)
5,240
(23.3)
9,590
(42.6)
Strength reduction factor for failure
of connection between anchor and
channel
1
ϕ - 0.75
Nominal shear steel strength of a
single anchor
V
sa,x
lb
(kN)
4,249
(18.9)
6,740
(30.0)
6,740
(30.0)
9,800
(43.6)
Nominal shear steel strength of a
single anchor for seismic design
V
sa,x,seis
lb
(kN)
4,249
(18.9)
6,740
(30.0)
6,740
(30.0)
9,800
(43.6)
Strength reduction factor anchor
failure
1
ϕ - 0.75
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.