1. Anchor
Channel Systems
2. HAC
Portfolio
3. HAC
Applications
4. Design
Introduction
5. Base material
6. Loading
The two channels may be installed at top and bottom of slab as seen in the Figure 9.2.14.13. The simulations were performed at
the University of Rijeka with configuration as seen in Figure 9.2.14.14, Figure 9.2.14.15, and Figure 9.2.14.16. With these simulations
following design procedure has been concluded.
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
9.2.15 — HAC AND HAC-T DESIGN: COMPOSITE SLABS
BOS and TOS Channel intersecting
7. Anchor Channel
Design Code
Top channel and bottom channel should be analyzed separately considering the total height of the substrate. The interaction of the
breakout planes of the two top and bottom channels are taken into account by using the interaction equation below. This interaction
equation combines the concrete breakout utilizations of top and bottom channels, hence including the effect of the two overlapping
concrete breakout planes into the design.
1.67
b N + V , c
æ V ua a , y
æ N ua a ö
= ç
÷ + ç ç
è f N nc ø ch a è f V nc , y
1.67
ö
æ V ua a , x
+ ç
ç
÷ ÷
ø ch a è f V nc , x
1.67
1.67
æ V ua a , y
ö
æ N ua a ö
÷ ÷ + ç
÷ + ç ç
ø ch a è f N nc ø ch b è f V nc , y
1.67
ö
æ V ua a , x
+ ç
ç
÷ ÷
ø ch b è f V nc , x
1.67
ö
÷ ÷ £ 1.0
ø ch b
The concrete breakout in shear failure modes needs to be
modified in order to take into account of metal deck when HAC
or HAC-T anchor channels are used:
Concrete breakout strength in shear
The dimension h in the formula below for Ψ h,V factor should be
taken as h as shown in Figure 9.2.15.1-b and Figure 9.2.15.2-b.
Please refer to anchor channel theory for more information on
concrete breakout in shear.
h
cr, V
= 2c a1 + 2h
æ
ö
h ÷
y h, V = ç ç
÷
h
è cr, V ø
The concrete breakout capacity in tension will get reduced
with having the c a1,2 is less than c a1,1 as seen in Figure 9.2.15.1-a
Figure 9.2.15.2-a. The imaginary line is drawn to simulate the
effect of metal deck It is recommended to limit the available
concrete for tension to be c a1,2 . The following modification
should be incorporated in the design by modelling the edge
c a1,2. or manually changing the reduction factor in report if profis
does not allow modelling at edge c a1,2 because of minimum edge
requirement. Reduction factor for edge is as seen below. In this
equation minimum of c a1,1 or c a1,2 is used.
æ C a 1 ö
C a 1 £ C Cr , N then Y ed , N = ç
÷
è C cr , N ø
0.5
Figure 9.2.14.13 — Intersecting Top and Bottom Channel; tension loading
Concrete Breakout in tension
This dimension h effects concrete breakout strength in
perpendicular shear. This will change the factor Ψ h,V .
Figure 9.2.15.1-b — FOS: Composite Slab — Perpendicular Shear — Section
View.
Figure 9.2.15.1 — FOS: Composite Slab — Tension — Section View.
ch
b 1
£ 1.0
Figure 9.2.14.14 — Intersecting Top and Bottom Channel; shear loading
264
Figure 9.2.15.2 — TOS: Composite Slab — Tension — Section View.
Figure 9.2.15.2-b — TOS: Composite Slab — Perpendicular Shear —
Section View.
Cast-In Anchor Channel Product Guide, Edition 1 • 02/2019
265