HAC_Technical-Guide

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Cast-In Anchor Channel Product Guide, Edition 1 • 02/2019

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

9.1 Overview of Hilti Anchor Channel Systems Design

9.2 HAC and HAC-T Design 9.3 HAC CRFoS U Design 9.4 & 9.5 Post Tensioned Slabs 9.6 HAC EDGE Design

Figure 9.2.14.13 — Intersecting Top and Bottom Channel; tension loading

Figure 9.2.14.14 — Intersecting Top and Bottom Channel; shear loading

BOS and TOS Channel intersecting

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.

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 1.67

,, ,,

1.0

ua y ua y

ua x ua x

ua ua

N Vc

nc nc y nc x nc nc y nc x

ch a ch b

NV V NV V

ff f ff f

æö æö

=+ + ++ + £

ç÷ ç÷

èø èø

9.2.15 — HAC AND HAC-T DESIGN: COMPOSITE SLABS

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

This dimension h effects concrete breakout strength in

perpendicular shear. This will change the factor Ψ

h,V

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.

cha1Vcr,

2h2ch +=

1.0

Vcr,

Vh,

Concrete Breakout in tension

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

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.

0.5

1, ,

a Cr N ed N

cr N

C C then

æö

£Y=

ç÷

èø

Figure 9.2.15.1 — FOS: Composite Slab — Tension — Section View. Figure 9.2.15.1-b — FOS: Composite Slab — Perpendicular Shear — Section

View.

Figure 9.2.15.2 — TOS: Composite Slab — Tension — Section View. Figure 9.2.15.2-b — TOS: Composite Slab — Perpendicular Shear —

Section View.