HAC_Technical-Guide

102 103
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
2.3.13 HBC-C AND HBC-C-N STEEL PERFORMANCE — TENSION
Table 2.3.13.1 — Tension steel strengths design information for Hilti Channel Bolts (HBC-C and HBC-C-N).
Criteria Symbol Bolt type Units M12 M16 M20
Nominal tensile strength of a
channel bolt
N
ss
HBC-C 50R
lb
(kN)
-
-
14,080
(62.6)
-
-
HBC-C 8.8
lb
(kN)
15,160
(67.4)
28,235
(125.6)
39,190
(174.3)
HBC-C-N 8.8
lb
(kN)
15,160
(67.4)
28,235
(125.6)
45,524
(202.5)
Nominal tensile strength of a
channel bolt for a seismic design
N
ss,seis
HBC-C 8.8
lb
(kN)
15,160
(67.4)
28,235
(125.6)
39,190
(174.3)
HBC-C-N 8.8
lb
(kN)
15,160
(67.4)
28,235
(125.6)
45,524
(202.5)
Strength reduction factor for
tension, steel failure modes
1
ϕ - - 0.65
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.
2.3.14 HBC-C AND HBC-C-N STEEL PERFORMANCE — SHEAR
Table 2.3.14.1 — Shear steel strengths design information for Hilti Channel Bolts (HBC-C and HBC-C-N).
Criteria Symbol Bolt type Units M12 M16 M20
Nominal shear strength of a
channel bolt
V
ss
HBC-C 50R
lb
(kN)
-
-
8,450
(37.5)
-
-
HBC-C 8.8
lb
(kN)
9,095
(40.4)
16,940
(75.3)
27,427
(122.0)
HBC-C-N 8.8
lb
(kN)
9,095
(40.4)
16,940
(75.3)
27,427
(122.0)
Nominal shear strength of a
channel bolt for seismic design
V
ss,seis
HBC-C-N 8.8
lb
(kN)
9,095
(40.4)
16,940
(75.3)
27,427
(122.0)
Nominal flexural strength of
the channel bolt
M
o
ss
HBC-C 50R
lb-in
(N*m)
-
-
1,180
(132.80)
-
-
HBC-C 8.8
lb-in
(N*m)
930
(104.8)
2,355
(266.3)
4,768
(538.7)
HBC-C-N 8.8
lb-in
(N*m)
930
(104.8)
2,355
(266.3)
4,768
(538.7)
Nominal flexural strength of the
channel bolt for seismic design
M
o
ss,seis
HBC-C-N 8.8
lb-in
(N*m)
930
(104.8)
2,355
(266.3)
4,768
(538.7)
Strength reduction factor for
shear, steel failure modes
1
ϕ - - 0.60
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.
2.3.15 HAC-30 AND HAC-T STRUCTURAL STEEL PERFORMANCE —
TENSION
Table 2.3.15.1 — Tension steel strength design information for HAC-T with Hilti Serrated Channel Bolts (HBC-T)
Criteria Symbol Units HAC-30
(compatible
with HBC-B)
HAC-T50
(compatible
with HBC-T)
HAC-T70
(compatible
with HBC-T)
Nominal tensile steel strength for local failure of channel lips
N
sl
lb
(kN)
3,935
(17. 5)
7,8 65
(35.0)
15,960
(71.0)
Nominal tensile steel strength for local failure of channel lips for
seismic design
N
sl,seis
lb
(kN)
3,935
(17. 5)
7,8 65
(35.0)
15,960
(71.0)
Strength reduction factor for local failure of channel lips
ϕ - 0.75
Nominal tensile steel strength of a single anchor
N
sa
lb
(kN)
3,890
(17. 3)
11, 240
(50.0)
16,320
(72.6)
Nominal tensile steel strength of a single anchor for seismic
design
N
sa,seis
lb
(kN)
3,890
(17. 3)
11, 240
(50.0)
16,320
(72.6)
Strength reduction factor for anchor failure
ϕ - 0.75
Nominal tensile steel strength of connection between anchor and
channel
N
sc
lb
(kN)
3,935
(17. 5)
7,8 65
(35.0)
15,960
(71.0)
Nominal tensile steel strength of connection between anchor and
channel for seismic design
N
sc,seis
lb
(kN)
3,935
(17. 5)
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-T
M
s,flex
lb-in
(N*m)
5,955
(673)
14,125
(1,596)
26,331
(2,975)
Nominal bending strength of the anchor channel for seismic
design with HBC-T
M
s,flex,seis
lb-in
(N*m)
5,955
(673)
14,125
(1,596)
26,331
(2,975)
Strength reduction factor for bending failure
ϕ - 0.85
Table 2.3.15.2 — Tension concrete strength design information for HAC-T and HAC-30.
Criteria Symbol Units HAC-30 HAC-T50
h
ef
= 94 mm
HAC-T50
h
ef
= 106 mm
HAC-T70
Edge distance required to develop full concrete capacity in
absence of anchor reinforcement
c
ac
in
(mm)
8.03
(204)
12.52
(318)
20.67
(525)
Strength reduction factor for tension, concrete failure
modes
1
ϕ -
Condition A: 0.75
Condition B: 0.70
Condition A: 0.75
Condition B: 0.70
Condition A: 0.75
Condition B: 0.70
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.