1. Anchor
Channel Systems
2. HAC
Portfolio
3. HAC
Applications
4. Design
Introduction
5. Base material
6. Loading
When there is a column conflict in an intermediate condition. It
is recommended to have the bracket extended and determine
the bolt forces. The anchor channel is analyzed using a
side distance of x. This side edge is used since the concrete
breakout plane gets interrupted by the presence of column.
The concrete breakout in tension, concrete breakout in shear,
and concrete pryout strength are analyzed using the side edge
distance of x. Please refer Figure 9.2.16.1.
8. Reinforcing
Bar Anchorage
9. Special Anchor
Channel Design
10. Design
Software
12. Instructions
for Use
13. Field Fixes
14. Design
Example
9.3 — H
AC CRFOS U DESIGN
International Council Code Acceptance Criteria 232 (AC232)
only covers anchor channel with rounded headed anchors,
I-anchors and straight deformed reinforcing bars. Historically,
the verification of the pull-out strength of the reinforcing bar
has been based on the development length. Therefore, the
pullout strength is calculated in accordance with ACI 318. ACI
318 requires a minimum reinforcing bar length of 12 in. AC232
requires anchor channels with reinforcing bars that meet splice
length requirements.
The published steel strength of HAC CRFoS U were derived
based on testing protocols of AC232. The overall anchor
channel design (i.e. failure modes, load distribution, and
concrete and steel assessment) is in accordance with AC232.
The main differences between HAC and HAC CRFoS U design
models are in the concrete breakout in tension, pull-out, and
pry-out.
As is the case with HAC, the design of corners with a pair of
channels loaded simultaneously is excluded from AC232. This
section provides information about the overall HAC CRFoS
U design. Moreover, design guidelines for failure modes
not covered by AC232 but applicable to HAC CRFoS U and
design guidelines for corners with a pair of channels loaded
simultaneously are given in this chapter.
In contrast to anchor channels with rounded head anchors,
anchor channels with reinforcing bars with configurations such
as HAC CRFoS U do not require the verification of the concrete
breakout strength in tension.
Additional testing conducted by Hilti validates the similarities
in the behavior of an anchor channel with rounded headed
anchors and reinforcing bar anchors. Naturally, there are
differences in some specific failure modes. Hence, the design of
HAC CRFoS U follows the principles of AC232 and ACI 318. For
further code compliance, the steel strengths of HAC CRFoS U
are based on testing protocols of AC232.
Typical concrete tensile failure mode of HAC
9.2.17 — CASE II: PERPENDICULAR SHEAR
perpendicular shear. We will see this case to be the controlling
one, when HAC Edge anchor channel is used at a small side
edge. Refer section 9.6 for more information on HAC Edge.
The method described in sections 9.2.2 to 9.2.16 for shear force
perpendicular is the case I of the perpendicular shear. The case
II of the perpendicular shear should also be checked, where the
concrete breakout planes are in longitudinal direction due to
perpendicular shear. The worst results of the two cases should
be taken into consideration. This will be the controlling load
case, where the side edge distance is small and perpendicular
shear capacity is more than longitudinal capacity due
HAC CRFoS U come with predetermined reinforcing bar
lengths that comply with the development length requirements
of ACI 318. Moreover, its design model ensures that the
pullout strength of the reinforcing bar is not exceeded and the
combined shear and tension concrete utilization meets the
required concrete interaction equation. However, there may
be applications such as lightweight concrete where the splice
lengths may not be met.
Figure 9.2.16.1 — FOS With Column Conflict — Section View.
11. Best
Practices
9.2.16 — H
AC AND HAC-T DESIGN: INTERMEDIATE FACE OF SLAB
ANCHOR CHANNEL WITH COLUMN CONFLICT
7. Anchor Channel
Design Code
For a shear force parallel to an edge, V cb,y shall be permitted to
be 2.5 times the value of the shear capacity determined from
ESR-3520 equation 30 with the shear force assumed to act
perpendicular to the edge.
Figure 9.3.1 — Concrete breakout in tension of a cast-in anchor channel with rounded stud head anchors (HAC) — Section View.
HAC CRFoS U loaded in tension
Figure 9.2.17— Anchor channel arranged perpendicular to the edge and
loaded parallel to the edge.
Figure 9.3.2 — Concrete failure mode of Cast-in anchor channel with rebar anchors (HAC CRFoS U) — Section View.
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