HAC_Technical-Guide

300 301
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
If two corners are available, a Ψ
co,V
for second corner is
calculated and multiplied by the first. For narrow members
(c
a2,max
< c
cr,V
) with a thickness h <h
cr,V
the same prescriptions
as in AC232 are adopted and the edge distance c
a1
in the
calculation of V
b
shall not exceed the following value of c
a1,red
:
÷
ø
ö
ç
è
æ
=
2
2hh
,
2
bc
max
ch-ch-maxa2,
reda1,
c
Ψ
c,V
= 1.0 modification factor for cracked concrete, always 1.0
Determination of anchor and rebar forces acting on the
channel
In combination with the EDGE front plate all the actions on the
anchors (tension, perpendicular and longitudinal shear) are
calculated with the method of AC232.
The tension load on the rebars is also calculated with the model
of AC232, with a modification of ℓ
in
, as specified below.
Figure 9.6.2.8 — Load Path.
• Rebar tensile forces (Hilti Method): The rebar tensile
forces N
rua,i
are calculated with the bolt factored shear
load V
b
ua,y
with the same method, based on a triangular
distribution, described in the previous paragraph.
In this case the base of the triangle ℓ in is reduced as
specified in eq. (2) and loads are also increased by the ratio
(es / z + 1) to take the load eccentricity into account (see in
Figure 9.6. 2.10).
);1)/((..
'
iua,
+= zeVAkN
s
ua
b
i
r
Where:
A’
r,i
ordinate at the position of the rebar i assuming a triangle
with the unit height at the position of load V
ua
and the base
length 2·ℓ
in,r
with ℓ
in,r
determined in accordance with (Equation
9.6.2.1). Examples are provided in Figure 9.6.2.9.
Figure 9.6.2.9 — Example for the calculation of rebar forces in accordance
with the triangular load distribution method for an anchor channel with four
rebars. The influence length is assumed as ℓ
in
= 1.5s
Figure 9.6.2.10 — Anchor reinforcement to resist shear loads.
Equation 9.6. 2.1
inEDGEfor
d
h
t
ee
inEDGEfor
d
h
t
ee
anchortheofcedisedgec
anchortheofdepthembedmenth
channelanchorofheighth
h
ch
d
hhh
hz
surfacebottomplateanchorandsurface
topconcretebetweendiste
thicknessplateanchort
lbboltchannelonloadtensionfactoredV
inspacinganchors
inllcl
sIyli
A
k
b
chcs
b
chcs
a
ef
ch
aef
b
ch
c
ua
b
ininarin
n
ir
,0787.0
22
,0394.0
22
ion consideratunder
tan
ion consideratunder
depthmember actual
).2,.2min(
2
'
'.85.0
,
,
)004.02.0(
..93.4
1
1
1
1,
5.005.0
,
'
++++=
++++=
=
=
=
=
£--=
=
=
=
=
=
£+=
=
=
å
0.05 0.5
4.93. . in
y
l Is s=<
3
0.0787 ,
22
b
ch
d
t
s c h for EDGE C in
ee ++ + + =
1
2
3
123
,1
,2
0.25 s 1
A' =
l6
1.25 s 5
A' =
l6
0.75 s 1
A' =
l2
12
A' A' A' 3
12 1
. .. 1 .. 1
63 9
52 5
. .. 1 .. 1
63 9
in
in
in
rb b
ss
ua ua ua
rb b
ss
ua ua ua
k
ee
NV V
zz
ee
NV V
zz
×
=
×
=
×
=
==
++
æö æö
æ öæ ö æ ö
= += +
ç ÷ç ÷ ç ÷
ç÷ ç÷
è øè ø è ø
èø èø
æö æ
æ öæ ö æ ö
= += +
ç ÷ç ÷ ç ÷
ç÷
è øè ø è ø
èø
,3
12 1
. .. 1 .. 1
23 3
rb b
ss
ua ua ua
ee
NV V
zz
ö
ç÷
èø
æö æö
æöæö æö
= += +
ç÷ç÷ ç÷
ç÷ ç÷
èøèø èø
èø èø
If several tension or shear loads are acting on the channel a linear
superimposition of the rebar forces for all shear loads is assumed.
In case of forces acting toward the inside of the slab, rebars
forces are added in a similar way as for the anchors. Negative
resulting forces on the rebars are neglected.
EDGE Steel strength of rebar : Ф N
s,R
Ф N
s,R
> N
b
ua
The capacity of steel rebar Hilti
Method is in accordance to ESR-
3520 Sec. 4.1.3.3.3. Please refer to
table 2.3.23.1 of chapter 02.
Rebar: ΦN
s,R
75.0
inf
inf
inf
min
.
4
.
2
Rs,
=
=
=
=
=
f
p
orcementre
EDGEtheofdiameterN
orcementre
EDGEtheofdiameterd
orcementreEDGEthe
ofstrengthyieldalnof
f
d
N
ua
r
y
y
EDGE pull-out strength of rebar : Ф N
p,R
Ф N
p,R
> N
rua
In general an verification acc. 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) “anchorable”
force (stress) in the rebar is “back”-
calculated. For the verification
this “anchorable” force N
p.R
will be
compared with the acting force N
rua
on the rebar.
Pullout: ФN
p,R
Figure 9.6.2.11 —
Developement
[ ]
[ ]
accountotaken
isorcementretransversenoK
psistrengthecompressivcylinderconcretef
concretetlightweighallfor
concreteweightnormalfor
psiorcementreofstrengthyield
ind
d
Kc
f
tr
c
b
b
tr
d
set
c
int
inf0
75.0
0.1
inff
12.
..
.
'.
f
.
40
3
ll
y
y
dprovd,
=
=
-=
-=
=
³
÷
÷
÷
÷
ø
ö
ç
ç
ç
ç
è
æ
÷
ø
ö
ç
è
æ
+
=³
l
l
yyy
l
setb
d
cbprovdd
Rs
RP
setb
d
cb
seismic
b
b
d
c
fdl
d
N
d
c
fd
d
c
yyy
lps
p
yyy
lps
f
f
..
1
.5.2,min.'..
3
10
....
4
.
..
1
.5.2,min.'..
3
10
.. . l )(f
in 12 l
:force Anchorable
seismicfor factor reduction additional 0.75
factorreduction 0.75
length provided c -l l
[in.]diameter ent reinforcemdb
0.875in.) (db barslarger and 7 No.for 1.0
0.75in.) (db barssmaller and 6 No.for 0.8
entreinforcem uncoatedfor 1.0
situationsother for 1.0
geometrymember theand
position rebar eaccount th into taking
determined be to-length t developmen thebelow
cast is concretefresh of in. 12 than moresuch that
placed isent reinforcem horizontal where1.3t
geometry member theandposition
rebar eaccount th into takingdetermined be to c
cover concrete of influence5.2
,
,
2
,
provd,dy
d.prov
a1Rprovd,
s
s
e
t
b
÷
ø
ö
ç
è
æ
==
÷
ø
ö
ç
è
æ
==
=
=
=
=
=
³=Y
£=Y
=Y
=Y
>
=Y
=
£
Anchor reinforcement anchorage: ФV
ca
ФV
ca
> V
aua
In combination with the EDGE front In
combination with the EDGE front plate,
it is not allowed to consider also the
supplementary reinforcement.
Without the EDGE front plate, with and
without lip strengthening element (clip),
ESR-3520 applies
Not Permitted
Anchor
reinforcement
anchorage: ФV
ca