1. Anchor
Channel Systems
2. HAC
Portfolio
3. HAC
Applications
4. Design
Introduction
5. Base material
6. Loading
æ c a2, max - b ch h - 2h ch ö
,
c a1, red = max ç
÷
2
2 ø
è
8. Reinforcing
Bar Anchorage
A' 1 = 0.25 × s
1
=
l in
6
A' 2 = 1.25 × s
5
=
l in
6
A' 3 = 0.75 × s
1
=
l in
2
k =
9. Special Anchor
Channel Design
10. Design
Software
Determination of anchor and rebar forces acting on the
channel
f y = yield strength of
1
2
=
A' 1 + A' 2 + A' 3 3
re inf orcement [ psi ]
f c = concrete cylinder compressiv e strength [ psi ]
K tr = 0 no transverse re inf orcement is
Figure 9.6.2.11 —
Developement
taken int o account
The tension load on the rebars is also calculated with the model
of AC232, with a modification of ℓ in , as specified below. 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
c b
£ 2 . 5 influence of concrete cover
d b
c b = to be determined taking into account th e rebar
position and the member geometry
If several tension or shear loads are acting on the channel a linear
superimposition of the rebar forces for all shear loads is assumed.
Ф N s,R > N
ö
÷
÷ . d b ³ 12 in
ö ÷
÷ ÷
ø ø
l = 0 . 75 for all - lightweigh t concrete
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.
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
14. Design
Example
13. Field Fixes
l = 1 . 0 for normal - weight concrete
æ e
ö æ 1 ö
æ e
ö
æ 1 ö æ 2 ö
N ua r ,3 = ç ÷ . ç ÷ . V ua b . ç s + 1 ÷ = ç ÷ . V ua b . ç s + 1 ÷
è 2 ø è 3 ø
è z
ø è 3 ø
è z
ø
b
12. Instructions
for Use
æ
ç
y t . y e . y s
3
f y
l d, prov ³ l d = ç .
.
ç 40 l . f ' c æ c d + K tr
ç
ç
è d b
è
æ e
ö æ 1 ö
æ e
ö
æ 1 ö æ 2 ö
N ua r ,1 = ç ÷ . ç ÷ . V ua b . ç s + 1 ÷ = ç ÷ . V ua b . ç s + 1 ÷
è 6 ø è 3 ø
è z
ø è 9 ø
è z
ø
e
e
5
2
5
æ
ö
æ
ö
æ
ö
æ
ö
æ
ö
N ua r ,2 = ç ÷ . ç ÷ . V ua b . ç s + 1 ÷ = ç ÷ . V ua b . ç s + 1 ÷
è 6 ø è 3 ø
è z
ø è 9 ø
è z
ø
Ψ c,V = 1.0 modification factor for cracked concrete, always 1.0
11. Best
Practices
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 to be determined
taking into account th e rebar position
and the member geometry
ua
Y t = 1.0 for other situations
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.
Y e = 1.0 for uncoated reinforcem ent
Y s = 0.8 for No. 6 and smaller bars (db £ 0.75in.)
Y s = 1.0 for No. 7 and larger bars (db ³ 0.875in.)
db = reinforcem ent diameter [in.]
l d, prov = l R - c a1 provided length
Figure 9.6.2.8 — Load Path.
N r ua, i = k . A ' i . V b ua (( e s / z ) + 1 );
Where:
Figure 9.6.2.10 — Anchor reinforcement to resist shear loads.
k = 1
å A
'
Equation 9.6.2.1
l in , r = ( 0 . 2 + 0 . 004 c a 1 ) l in £ l in in
in
V b ua = factored tension load on channel bolt , lb
t = anchor plate thickness
(f y = ) s d = l d, prov . p . d b .
the EDGE re inf orcement
N P , R =
e c = dist between concrete top
surface and anchor plate bottom surface
z = 0 . 85 . h '
d b
£ min( 2 . h ef , 2 . c a 1 )
2
h = actual member depth
h ' = h - h ch -
h ch = height of anchor channel
under considerat ion
c a 1 = edge dis tan ce of the anchor
under considerat ion
d
t
+ h ch + b + 0 . 0394
2
2
0787
e e s s = = e e c c + + 2 t 2 t + + h h ch ch + + d 2 3 b 2 d b + + 0 . 0.0787
for EDGE , in
for
for EDGE
EDGE , in
C , in
4
. 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
ФV ca > V aua
re inf orcement
f = 0 . 75
In combination with the EDGE front In
combination with the EDGE front plate,
it is not allowed to consider also the
supplementary reinforcement.
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.
p . d 2 s , R
10
æ c d
ö 1
. l . f ' c . min ç , 2 . 5 ÷ .
3
è d b
ø y t . y e . y s
Anchor reinforcement anchorage: ФV ca
N r ua = diameter of the EDGE
EDGE pull-out strength of rebar : Ф N p,R
h ef = embedment depth of the anchor
300
l d.prov = 12 in
re inf orcement
0 . 05 0.5
l in n = 4.93.
. s . s 0 . 5 < s
li
4 . 93 . I Iy y 0.05
e s = e c +
Anchorable force :
. f y
4
= no min al yield strength of
d = diameter of the EDGE
r , i
s = anchor spacing ,
f y
p . d 2
Without the EDGE front plate, with and
without lip strengthening element (clip),
ESR-3520 applies
Not Permitted
Anchor
reinforcement
anchorage: ФV ca
Pullout: ФN p,R
Cast-In Anchor Channel Product Guide, Edition 1 • 02/2019
301
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.
N s, R =
f = 0.75 reduction factor
f seismic = 0.75 additional reduction factor for seismic
• Rebar tensile forces (Hilti Method): The rebar tensile
forces N rua,i are calculated with the bolt factored shear
load V bua,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).
Rebar: ΦN s,R