HAC_Technical-Guide

298 299
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
s
chb,cr,V
decreases linearly with the edge distance c
a1
: the
influence of the EDGE front plate on the lip strength becomes
smaller with the edge distance and from a c
a1
=200 mm it is
assumed that there is no influence anymore on the lip strength.
With s
chb,cr,0
= 240mm the critical spacing at c
a1
=200 mm
becomes 3 times the bolt diameter d
s
as specified in ESR3520.
Figure 9.6.2.2 — Series Zero — Bolt pair.
Figure 9.6.2.3— Bolts at one side.
Figure 9.6.2.4 — Bolts in the midpoint.
With lip strengthening element (Clip)
If the clip is selected, V
sl,y
is increased to V
sl,y,clip
in direction of the
clip according Hilti technical data. The reduction factor Ψ
s,si
is
applied as above. In the opposite direction, the standard value
of V
sl,y
and when specified the reduction factor Ψ
s,si
are applied:
Verifications:
yua,
ysl,
yua,
y,clipsl,
s
s
VV
VV
³
³
f
f
(in clip direction)
Connection Anchor and Channel : фV
sc,y
фV
sc,y
> V
aua,y
Without Clip: The capacity of
connection is in accordance to ESR-
3520 Sec. 4.1.3.2.2 and according to
Hilti technical data. Please refer to
table 2.3.22 and 2.3.6 of chapter 02.
With lip strengthening element (Clip)
If the clip is selected, in direction of
the clip V
sc,y
is increased to V
sc,y,clip
,
according Hilti technical data. In the
opposite direction, the standard value
of V
sc,y
are applied:
Connection Anchor and
Channel: фV
sc,y
Verifications:
yua,
ysc,
yua,
y,clipsc,
a
y
a
VV
VV
³
³
f
f
Anchor : фV
sa,y
фV
sa,y
> V
aua
The capacity of anchor is in
accordance to ESR-3520 Sec.
4.1.3.2.2. Please refer to table 2.3.22
and 2.3.6 of chapter 02.
With lip strengthening element (Clip)
If the clip is selected, in direction of
the clip V
sa,y
is increased to V
sa,y,clip
,
according Hilti technical data. In the
opposite direction, the standard value
of V
sc,y
are applied:
Anchor: фV
sa,y
Verifications:
yua,
ysc,
yua,
y,clipsc,
a
y
a
VV
VV
³
³
f
f
(in clip direction)
Concrete pryout strength : фV
cp,y
Verifications:
фV
cp,y
> V
aua
The capacity of anchor is in
accordance to ESR-3520 Sec.
4.1.3.3.4. Please refer to table 2.2.7.1,
2.2.7.2 and 2.2.7.3 of chapter 02
for parameters and section 7.4.2 of
chapter 07 of anchor channel theory
for analysis.
Concrete pryout strength:
фV
cp,y
Concrete breakout strength (shear perpendicular, Hilti
method) : ΦV
cb,y
Without the EDGE front plate, with
and without Clip, the concrete edge
verification is performed according to
ESR3520. With edge plate following
methodolgy is applied.
Verification: ΦV
cb,y
> V
aua,y
With
Concrete breakout
strength: ΦV
cb,y
Vc,Vco,Vh,Vs,bycb,
.ψψψψVV ×××=
V
b
: is the basic concrete breakout strength for perpendicular
shear of a single anchor in cracked concrete, in combination
with the EDGE plate, lbf. (kN):
2
1
'
ca1
,
b
fcV
x
x
RToSRToScb
k ×××= l
λ
cb,RToS
modification factor for lightweight concrete for EDGE
concrete edge breakout
k
RToS
factor to account for the influence of plate size and rebar
diameter on concrete edge breakout strength in shear, in
case of the EDGE C the verification is the same this the only
parameter which is varying (-) Refer Table 2.3.12.1and Table
2.3.8.1 of chapter 02.
c
a1
edge distance of anchor channel in direction 1
x
1
Exponent for the edge distance in the basic value of the
concrete edge breakout strength, (-) Refer Table 2.3.12.1 and
Table 2.3.8.1 of chapter 02
f
c
′ specified concrete compressive strength, psi (MPa)
x
2
Exponent for the concrete strength in the basic value of
the concrete edge breakout, (-) Refer Table 2.3.12.1 and Table
2.3.8.1 of chapter 02
Ψ
s,V
modification factor to account for influence of location and
loading of neighboring anchors on concrete edge breakout
strength for anchor channels loaded in shear (-). Ψ
s,v
takes
the position of the load on the neighboring anchors within a
distance of S
cr,V
into account. The ratio V
uai
/ V
ua,1
the relative load
and utilization is considered in reduction factor of capacity.
Figure 9.6.2.5 — Modification of
anchor spacing: Ψ
s,V
.
å
+
=
ú
ú
û
ù
ê
ê
ë
é
×
÷
÷
ø
ö
ç
ç
è
æ
-+
=
1n
2i
1
a
ua,
i
a
ua,
1.5
Vcr,
i
Vs,
V
V
s
s
11
1
y
s
i
distance between the anchor under consideration and the
adjacent anchors, in. (mm) ≤ s
cr,V
).()b24c(s
cha1
,1
Vcr,
mminV += a
α
1,v
Modification factor for the critical anchor spacing in
combination with the EDGE plate refer Table 2.3.8.1 and Table
2.3.12.1
The α
1,v
leads to smaller value of s
cr,V
, which means that the
relative influence on two anchors for shear load is smaller than
on a standard channel. This is because the rebars take a large
part of the shear load and the concrete failure is “limited” in a
smaller influence area. Please note that the consideration of
having rebars attached to the edge plate is reflected in the s
cr,v
expression by the reduction of the critical spacing by 0.6.
V
aua,i
factored shear load of an influencing anchor, lbf (kN)
V
aua,1
factored shear load of the anchor under consideration, lbf (kN)
n number of anchors within a distance s
cr,V
to both sides of the
anchor under consideration.
Ψ
h,V
modification factor to account for influence of member
thickness on concrete edge breakout strength for anchors
channels loaded in shear [-]:
Figure 9.6.2.6 — Modification
of height Ψ
h,V
.
)(.2ch
a1Vcr,
mmin=
1.0
h
h
3
Vcr,
Vh,
£
÷
÷
ø
ö
ç
ç
è
æ
=
x
y
x
3
Exponent for the modification factor to account for influence
of member thickness on concrete edge breakout strength for
anchors channels loaded in shear Refer Table 2.3.12.1 and Table
2.3.8.1 of chapter 02.
Ψ
ca,V
modification factor for corner effects on concrete edge
breakout strength for anchor channels loaded in shear [-]:
)(.,b2cc
1.0
c
c
cha1Vcr,
Vcr,
a2
Vco,
4
mmin
x
+=
£
÷
ø
ö
ç
è
æ
=
y
x
4
Exponent for the
modification factor for corner
effects on concrete edge
breakout strength for anchor
channels loaded in shear
Refer Table 2.3.12.1 and Table
2.3.8.1 of chapter 02.
Figure 9.6.2.7 — Modification of corner effect: Ψ
co,V
.