HAC_Technical-Guide

306 307
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
b) At the point of load application
2
,
,
,
,,
1.0
s
s
s
ua y
ua x
ua
N V lac
sl sl y sl x
V
V
N
NV V
a
a
b
ff f
+
æö
æö
æö
=+ + £
ç÷
ç÷
ç÷
ç÷
ç÷
èø
èø
èø
2
,,
,
,,
, ,,
1.0
s
s
u flex ua y
ua x
N V la m c
s flex sl y sl x
MV
V
M VV
aa
b
f ff
+ -
æ öæ ö
æö
= ++£
ç ÷ç ÷
ç÷
ç÷
ç ÷ç ÷
èø
è øè ø
,,
,
,,
,, ,
,,
,, ,
,,
1.0
.. .
1.0
.. .
1.0
.
ss s
ua ua y ua x
N V lac
sl sl y sl x
ss
u flex ua y ua x
N V la m c
flex sl y sl x
s
ua
N la c
sl
NV V
NV V
MV V
Ms V V
N
N
a
aa
a
aa
b
jj j
b
jj j
b
j
+
+ -
æö
æ öæ ö æ ö
=+ £-
ç÷
ç ÷ç ÷ ç ÷
ç÷
è øè ø è ø
èø
æö
æ öæ ö æ ö
=+£-
ç÷
ç ÷ç ÷ ç ÷
ç÷
è øè ø è ø
èø
æö
= £
ç÷
èø
,
, ,,
,
,
, ,,
,
highest utilization under tension loading per t-bolt
1.0 highest utilization under shear loading per t-bolt
.
1.0 highest utilizati
.
s
ua y
V la c y
sl y
s
ua x
V la c x
sl x
V
V
V
V
b
j
b
j
æö
= £^
ç÷
èø
æö
= £
ç÷
èø
,
,,
,
sl,y sl
on under shear loading arallel per t-bolt
1.0 highest utilization under tension loading per t-bolt
.
2.0 for rebar channels with V N
1.0 for rebar channel
u flex
V la m
flex
p
M
Ms
b
j
a
a
æö
= £
ç÷
èø
= £
=
sl,y sl
s with V N >
highest utlization under tension loading per per t-bolt
highest utilization under shear loading ⊥ per t-bolt
highest utilization under shear loading parallel per t-bolt
highest utilization under tension loading per t-bolt
It is permitted to assume reduced values for V
sl,y
corresponding to the use of an exponent α = 2. In this case the reduced values for
V
sl,y
shall also be used.
Concrete failure modes of anchor channels under combined loads
A verification for each anchor is needed:
,,
,
,,
,,
1.0
.. .
1.0 highest anchor utilization for tension loading between:
.
aa a
ua ua y ua x
N Vc
sc nc y nc x
a
ua
Nc Nc
sc
NV V
NV V
N
N
aaa
b
jj j
bb
j
+
æ öæ öæ ö
=+ + £
ç ÷ç ÷ç ÷
è øè øè ø
æö
= £
ç÷
èø
•
sb
pn
cb
blow out (N )
anchor pull-out (N )
concrete breakout (N )
anchor reinfo
•
•
•
ca,s ca
,
,, ,,
,
rcement (if available N , N )
1.0 highest utilization under shear loading (perpendicular):
.
EDGE rebar steel in tens
a
ua y
Vcy Vcy
nc y
V
V
bb
j
æö
= £
ç÷
èø
•
1)
s,R
1)
p,R
cp,y
ion (N )
pull-out of EDGE reinforcement (N )
pryout for perpendicular shear (V ),
•
•
cb,y
1)
,
,,
,
concrete edge failure (V )
the rebar with higher tension load of the whole connection governs
.
a
ua x
Vcx
nc
V
V
b
j
•
=
,,
cb,x
1.0 highest utilization under shear loading (parallel):
concrete breakout (V )
pryout for
Vcx
x
b
æö
£
ç÷
èø
•
•
cp,y
parallel shear (V ).
5
for rebar channels without anchor reinforcement and in combination with the EDGE front Plate
3
1.0 with anchor reinforcement to take up tension and parallel shear loads
a
a
=
=
• blow out (N
sb
)
• anchor pull-out (N
pn
)
• concrete breakout (N
cb
)
• anchor reinforcement (if available N
ca,s
, N
ca
)
highest anchor utilization for tension loading between:
highest utilization under shear loading (perpendicular):
• EDGE rebar steel in tension (N
s,R
)
1)
• pull-out of EDGE reinforcement (N
p,R
)
1)
• pryout for perpendicular shear (V
cp,y
)
• concrete edge failure (V
cb,y
)
1)
the rebar with higher tension load of the whole connection governs
highest utilization under shear loading (parallel):
• concrete breakout (V
cb,x
)
• pryout for parallel shear (V
cp,y
)
for rebar channels without anchor reinforcement and in combination with the EDGE front Plate
with anchor reinforcement to take up tension and parallel shear loads
9.6.3 — HAC (T) EDGE, HAC (T) EDGE LITE AND HAC S (T) EDGE
DESIGN: IN METAL DECK APPLICATIONS
The capacity of anchor channel should be reduced because
of the presence of a metal deck. The following failure modes
should be modified:
• EDGE pull-out strength of rebar: In general an verification
according to ACI 318-11 is performed by comparing a
development length with a provided length. Due to the
fact that the provided length as well as the diameter of the
rebar is fixed a possible (virtual) “anchorage” force (stress)
in the rebar is “back”-calculated. For the verification this
“anchorage” force N
p.R
will be compared with the acting force
N
r
ua
on the rebar.
Please refer to the section: 9.6.2 of this chapter for the method
of calculating the forces at the rebar N
r
ua
.
ϕN
p.R
≥ N
r
ua
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
==
f
y
= yield strength of reinforcement [psi]
λ=1.0 for normal-weight concrete
λ=0.75 for all-lightweight concrete
λ=0.75 for sand-lightweight concrete
f
c
concrete cylinder compressive strength [psi]
K
tr
= 0 no transverse reinforcement is taken into account
c
b
/ d
b
≤ 2.5 influence of concrete cover
The c
b
cover on the rebar where the rebar goes on top of metal
deck should be measured from center of rebar to the metal
deck. The c
b
value is taken as minimum value of x
1
and x
2
in the
development length equation. The pullout strength gets reduced
due to the reduced cover if the ratio c
b
/d
b
is less than 2.5. Please
refer to rebar theory and design of anchor channel design code
chapters 7 and 8 for more information on this failure mode.
The concrete cover gets affected when the anchor channel is
in a metal deck. This affect cannot be modelled in PROFIS.
PROFIS anchor channel software takes the c
b
as the c
b1
which
is h
ch
+0.5d
b
. For the available product this x
1
/d
b
(c
b
/d
b
) value is
greater than 2.5, hence the capacity is not reduced because of
the cover effect. Therefore check needs to be reevaluated by
measuring the c
b2
as seen in Figure 9.6.3.1 and Figure 9.6.3.2.
The ratio x
2
/d
b
(c
b
/d
b
) is determined and if it is less than 2.5 then
the capacity needs to be reduced. If value of the ratio is y=x
2
/d
b
(c
b
/d
b
), then the capacity is reduced by the ratio of y/2.5. Refer
Figure 9.6.3.1
Concrete breakout strength in shear
This dimension of height of substrate effects concrete breakout
strength in perpendicular shear check. This will change the
factor Ψ
h,V
. It is recommended to model the concrete thickness
h as seen in the Figure 9.6.3.1.
The dimension h in the formula below for Ψ
h,V
factor should be
taken as h as shown in Figure 9.6.3.1.
Please refer to anchor channel design code for more information
on concrete breakout in shear.
Figure 9.6.3.1 — HAC EDGE, HAC EDGE Lite and HAC S EDGE — Composite slab — Shear out.