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
2.3.21 HAC-T S EDGE AND HAC-T S EDGE C STRUCTURAL STEEL
PERFORMANCE — TENSION
Table 2.3.21.1 — Tension steel strength design information for HAC-T S EDGE and HAC-T S EDGE C with Hilti Serrated
Channel Bolts (HBC-T)
Criteria Symbol Units HAC-T50 S EDGE
HAC-T50 S EDGE C
Nominal tensile steel strength for local failure of channel lips
N
sl
lb
(kN)
7,8 65
(35.0)
Nominal tensile steel strength for local failure of channel lips for
seismic design
N
sl,seis
lb
(kN)
7,8 65
(35.0)
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)
11, 240
(50.0)
Nominal tensile steel strength of a single anchor for seismic
design
N
sa,seis
lb
(kN)
11, 240
(50.0)
Strength reduction factor for anchor failure
1
ϕ - 0.75
Nominal tensile steel strength of connection between anchor and
channel
N
sc
lb
(kN)
7,8 65
(35.0)
Nominal tensile steel strength of connection between anchor and
channel for seismic design
N
sc,seis
lb
(kN)
7,8 65
(35.0)
Strength reduction factor for failure of connection between
anchor and channel
1
ϕ 0 0.75
Nominal bending strength of the anchor channel with HBC-C
M
s,flex
lb-in
(N*m)
14,125
(1,596)
Nominal bending strength of the anchor channel with HBC-C-N lb-in
(N*m)
11,9 03
(1,345)
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)
Nominal bending strength of the anchor channel for seismic
design with HBC-C-N
lb-in
(N*m)
11,9 03
(1,345)
Strength reduction factor for bending failure ϕ - 0.85
Table 2.3.21.2 — Tension concrete strength design information for HAC-T S EDGE and HAC-T S EDGE C
Criteria Symbol Units HAC-50 S
h
ef
= 94 mm
HAC-50 S
h
ef
= 106 mm
Edge distance required to develop full concrete capacity in
absence of anchor reinforcement
c
ac
in
(mm)
TBD
(TBD)
12.52
(318)
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.
2.3.22 HAC-T S EDGE AND HAC-T S EDGE C STRUCTURAL STEEL
STEEL PERFORMANCE — SHEAR
Table 2.3.22.1 — Shear steel strength design information for HAC-T S EDGE and HAC-T S EDGE C with Hilti Serrated
Channel Bolts (HBC-T)
Criteria Symbol Units HAC-T50 S EDGE
HAC-T50 S EDGE C
*Nominal shear steel strength for local failure of channel lips in
opposite direction of the S bracket
V
sl,y
lb
(kN)
10,675
(47.4)
Nominal shear steel strength for local failure of the channel lips in
direction of the S bracket
V
sl,y,clip
lb
(kN)
17,707
(78.7)
Nominal shear steel strength for local failure of the channel lips
for seismic design in both directions
V
sl,y,seis
lb
(kN)
10,675
(47.4)
Strength reduction factor for local failure of channel lips
1
ϕ - 0.75
*Nominal shear steel strength of a single anchor in opposite
direction of the S bracket
V
sa,y
lb
(kN)
12,050
(53.6)
Nominal shear steel strength of a single anchor in direction of
the S bracket
V
sl,y,clip
lb
(kN)
13,865
(61.7)
Nominal shear steel strength of a single anchor for seismic design
in both directions
V
sa,y,seis
lb
(kN)
10,675
(47.4)
Strength reduction factor anchor failure
1
ϕ - 0.75
*Nominal shear steel strength of connection between anchor
and channel in opposite direction of the S bracket
V
sc,y
lb
(kN)
12,050
(53.6)
Nominal shear steel strength of connection between anchor and
channel in direction of the S bracket
V
sl,y,clip
lb
(kN)
13,865
(61.7)
Nominal shear steel strength of connection between anchor and
channel for seismic design in both directions
V
sc,y,seis
lb
(kN)
10,675
(47.4)
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)
5,240
(23.3)
Nominal shear steel strength of connection between anchor and
channel for seismic design
V
sc,x,seis
lb
(kN)
5,240
(23.3)
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)
6,740
(30.0)
Nominal shear steel strength of a single anchor for seismic design
V
sa,x,seis
lb
(kN)
6,740
(30.0)
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 B are allowed.
Table 2.3.22.2 — Shear concrete strength design information for HAC-T S EDGE and HAC-T S EDGE C with Hilti Serrated
Channel Bolts (HBC-T) when shear load acts away from the EDGE Plate.
Criteria Symbol Units HAC-T50 S EDGE
HAC-T50 S EDGE C
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 .5 0
(7.50 )
Coefficient for pryout strength k
cp
- 2
Strength reduction factor for shear, concrete failure modes
1
ϕ -
Condition A: N/A
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 This 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 2.3.26.1 for design
information.
*
*
*