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 9.3.3 — Failure modes for HAC CRFOS U.
Tension (ΦN
n
) Shear (ΦV
n,y
) Shear (ΦV
n,x
)
Steel Concrete Steel Concrete Steel Concrete
Tension
Steel Failure Modes Concrete Failure Modes
Channel bolt:
ΦN
ss
Channel lip:
ΦN
sl
Bending of
channel: ΦM
s,flex
Connection:
ΦN
sc
Anchor:
ΦN
sa
Concrete
breakout: ΦN
cb
Pullout:
ΦN
pn
Side-face
Blow-out: ΦN
sb
ESR-3520
Sec. 4.1.3.2.2
Refer anchor
channel theory
Hilti Method
based on AC232
testing guidelines
ESR-3520
Sec. 4.1.3.2.2
Refer anchor
channel theory
Hilti Method
based on AC232
testing guidelines
Hilti Method
based on AC232
testing guidelines
N/A ACI 318-11
Ch. 12.2
N/A
Channel lip: ΦN
sl
ΦN
sl
> N
bua
The tests follow AC232 testing guidelines.
Refer to anchor channel theory for further
clarification. Please refer table 2.3.3.1 for
strength values.
Channel lip: ΦN
sl
Connection Anchor and Channel: ΦN
sc
ΦN
sc
> N
aua
The tests follow AC232 testing guidelines.
Refer to anchor channel theory for further
clarification. Please refer table 2.3.3.1 for
strength values.
Anchor and channel
connection: ΦN
sc
Anchor: ΦN
sa
ΦN
sa
> N
aua
The tests follow AC232 testing guidelines.
Refer to anchor channel theory for further
clarification. Please refer table 2.3.3.1 for
strength values.
Anchor: ΦN
sa
Pullout: ΦN
pn
ΦN
pn
> N
aua
l
d
is in accordance ACI318-11; chapter 12.2
is used. The stress in rebar is found by
isolating (f
y
=) σ
d
in the equation as shown
below.
The ACI concept of development length
is based on the attainable average bond
stress over the length of embedment of
the reinforcement.
If a rebar provides the required
development length, the rebar will yield
before it is pulled-out of the concrete. In
situations where the force at the rebar is
less than its yield strength, ACI 318 allows
reduction the excess reinforcement.
In cases where ℓ
d
is provided (ℓ
d,prov
), the
nominal pull-out strength of the rebar (N
p,R
)
is as follows:
Pullout: ΦN
pn
setb
d
cbprovdd
Rs
RP
setb
d
cb
d
c
fdl
d
N
d
c
fd
yyy
lps
p
yyy
lps
..
1
.5.2,min.'..
3
10
....
4
.
..
1
.5.2,min.'..
3
10
.. . l )(f
,
,
2
,
provd,dy
÷
ø
ö
ç
è
æ
==
÷
ø
ö
ç
è
æ
==
5.2
0
12.
..
.
'.
.
40
3
l
provd,
£
=
³
÷
÷
÷
÷
ø
ö
ç
ç
ç
ç
è
æ
+
=³
db
cd
Ktr
ind
d
Kc
f
f
l
b
b
trd
set
c
y
d
yyy
l
IMPORTANT! Failure analysis modes evaluated follow ACI 318-14, chapter 17. This DOES NOT include evaluating the base material (e.g. edge-of-slab)
capacity to resist compressive forces generated by the fixture. The engineer must ALWAYS verify the base material (e.g. edge-of-slab) design is capable
of resisting the applied loading.
For additional information, please contact Hilti at [e-mail]
Superposition of tension and shear loads
(up to 5 interaction equations)