1. Anchor
Channel Systems
2. HAC
Portfolio
3. HAC
Applications
4. Design
Introduction
5. Base material
6. Loading
2
a
s s
ö æ æ V ua s æ , x V ö s ua , x ö ö a
æ æ N N ö ö æ æ V V
ua
ua , , y y ö
b N N + + V V , , lac lac = = ç ç
ç - ç ÷ £ 1.0
÷ ÷ + + ç ç ç
÷ ÷ £ + ç 1.0
÷ ÷
N sl sl ø ø è j
. V V sl sl , y , y ø ø ÷ ç è è ç f V sl è , x j ø ÷ . V sl , x ø ÷ ø
è è j f . N
è f
a
a
a
a
2
a
s
æ V s æ V
ö s ua , x ö ö
æ æ M
M u , flex ö æ V V s ua
, y ö
b N N + + V V , la , la , m , m - - c c = = ç ç u , flex ÷ + ç ua , y ÷ £
+ ç ç 1.0 ua - , x ç ÷ £ 1.0
÷
÷ . V sl , x ÷ ø ÷ ø
ç j . V sl , y ÷ ç
flex ÷
j
M s s , , flex
è ç è j f . M
ø ø è è f V sl , y ø ø è è f V sl , x è ø
æ N s ua ö
highest utlization
utilization under
under tension
tension loading
loading per
per per
t-bolt
b N , la , c = ç
t-bolt
÷ £ 1.0 highest
è j . N sl ø
æ V s ua , y ö
utilization
under
shear
loading
t-bolt
^ per
highest
utilization
under
shear
loading ⊥ per
t-bolt
÷ £ 1.0 highest
è j . V sl , y ø
b V , la , c , y = ç
b V , la , c , x
æ V s ua , x ö
highest utilization under shear loading parallel per t-bolt
= ç
÷ £ 1.0 highest utilizati on under shear loading p arallel per t-bolt
è j . V sl , x ø
highest
highest utilization
utilization under
under tension
tension loading
loading per
per t-bolt
t-bolt
a = 2.0 for rebar channels with V sl,y £ N sl
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
• 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 rua 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 rua .
(f y = ) s d = l d, prov . p . d b .
N P , R =
p . d 2 s , R
4
10
æ c d
ö 1
. l . f ' c . min ç , 2 . 5 ÷ .
3
è d b
ø y t . y e . y s
. s d = l d , prov . p . d b .
10
æ c d
ö 1
. l . f ' c . min ç , 2 . 5 ÷ .
3
è d b
ø y t . y e . y s
11. Best
Practices
12. Instructions
for Use
13. Field Fixes
14. Design
Example
a
æ N a ua ö æ V a ua , y ö æ V a ua , x ö
b N + V , c = ç
÷ + ç
÷ + ç
÷ £ 1.0
è j . N sc ø è j . V nc , y ø è j . V nc , x ø
æ N a ua ö
b N , c = ç
b N , c highest
highest anchor
anchor utilization
utilization for tension loading between:
between:
÷ £ 1.0
è j . N sc ø
• • blow
)
blow out
out (N (N
sb sb )
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 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.
• • anchor
anchor pull-out
pull-out (N
(N pn pn ) )
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.
• • concrete
concrete breakout
breakout (N
(N cb ) )
cb
• • anchor
, N ca ) )
anchor reinforcement
reinfo rcement (if
(if available
available N N ca,s
ca,s , N
ca
æ V a ua , y ö
÷ £ 1.0
è j . V nc , y ø
b V , c , y = ç
shear loading
loading (perpendicular):
(perpendicular):
b V , c , y highest utilization under shear
• EDGE rebar steel in tension (N s,R ) 1)
• EDGE rebar steel in tens ion (N s,R ) 1)
• pull-out of EDGE reinforcement (N p,R ) 1)
• pull-out of EDGE reinforcement (N
• pryout for perpendicular shear (V cp,y ) p,R
f y = yield strength of reinforcement [psi]
A verification for each anchor is needed:
a
The capacity of anchor channel should be reduced because
of the presence of a metal deck. The following failure modes
should be modified:
ϕN p.R ≥ N rua
a = 1.0 for rebar channel s with V sl,y > N sl
a
10. Design
Software
æ M u , flex ö
÷ £ 1.0
è j . M s , flex ø
b V , la , m = ç
9. Special Anchor
Channel Design
a
8. Reinforcing
Bar Anchorage
9.6.3 — H
AC (T) EDGE, HAC (T) EDGE LITE AND HAC S (T) EDGE
DESIGN: IN METAL DECK APPLICATIONS
b) At the point of load application
a
s s a
ua
ua
7. Anchor Channel
Design Code
) 1)
• pryout for perpendicular shear (V cp,y ),
• concrete edge failure (V cb,y )
• concrete edge failure (V cb,y )
1)
the
load of
of the
the whole
whole connection
connection governs
governs
the rebar
rebar with higher tension load
æ V a ua , x ö
÷ £ 1.0
è j . V nc , x ø
b V , c , x = ç
utilization under
loading (parallel):
(parallel):
b V , c , x highest
highest utilization
under shear
shear loading
concrete breakout
breakout (V
(V cb,x
• • concrete
) )
cb,x
• • pryout
)
pryout for
for parallel
parallel shear
shear (V (V
cp,y
cp,y ).
5
for
without anchor
anchor reinforcement
reinforcement and
and in in combination
combination with
with the
the EDGE
EDGE front
front Plate
Plate
for rebar
rebar channels
channels without
3
to take
take up
up tension
tension and
and parallel
parallel shear
shear loads
loads
with anchor
anchor reinforcement
reinforcement to
a = 1.0 with
a =
306
Figure 9.6.3.1 — HAC EDGE, HAC EDGE Lite and HAC S EDGE — Composite slab — Shear out.
Cast-In Anchor Channel Product Guide, Edition 1 • 02/2019
307