1. Anchor
Channel Systems
2. HAC
Portfolio
3. HAC
Applications
All anchor channels systems in a test series shall complete
the simulated seismic-shear loads. Test No. 14 is performed
to extract seismic strength values for the various failures listed
below.
ϕ V sl,x,seis and ϕ are tabulated in ESR-3520 Table 8-6
ϕ V sl,x,seis ≥ V bua
• The ϕ value is 0.65 for which periodical inspection is provided
for M12 to M20 t-bolts
• The ϕ value is 0.75 for which continuous inspection is
provided for M12 to M20 t-bolts
ϕ V sl,x,seis and ϕ are tabulated in ESR-3520 Table 8-7
ϕ V sl,x,seis ≥ V bua
Please note the following:
11. Best
Practices
12. Instructions
for Use
13. Field Fixes
14. Design
Example
8. REINFORCING
BAR
ANCHORAGE
Nominal longitudinal shear steel strength of a single anchor for
seismic design
V sa,x,seis , and ϕ are tabulated in ESR-3520 Table 8-5
ϕ V sa,x,seis ≥ N aua
Nominal shear strength of a channel bolt for seismic design and
Nominal flexural strength of the channel bolt for seismic design
V ss,seis , M oss,seis and ϕ are tabulated in ESR-3520 Table 8-11
ϕ V ss,y,seis ≥ V bua
Interaction equation seismic loading
(SDC C, D, E and F) :
According to AC 232 June 2018 there is no distinction made in
interaction equation, if project is in SDC A or B versus project
located in SDC C, D E or F. Please refer to section 7.4.5.
SDC A or B SDC C, D, E or F
The anchor channel
is subjected to
tests to determine
the performance of
anchor channel under
service conditions in
accordance with AC232 Simulated seismic tests are
performed where an anchor
channel is subjected to the
sinusoidal loads. (refer to
AC232 section 7.12 to 7.13)
Concrete breakout
in tension The reduction factor of
0.75 is not required. Apply a seismic reduction
factor of 0.75 to non-steel
tension design strengths per
ACI 318-14 Section 17.2.3.4.4.
Concrete breakout
in shear An overstrength factor
(Ω 0 ) must not be
applied. Load combination is based on
ASCE 7-10 chapter 12 and ACI
318-14. When the anchorage
design is controlled by a brittle
anchor failure mode, an over
strength factor (Ω 0 ) must be
applied to the earthquake
component (E) of the factored
load.
Testing
Anchor channels equipped with headed and T-shaped anchors are generally adequate for
applications with thick concrete members, large edge and corner distances, normal weight
concrete, high concrete compressive strengths, and medium load range, etc. However, the need for
anchor channel solutions suitable for more stringent applications such as thin concrete members,
lightweight concrete, high loads, corners, amongst others, led manufacturers, designers, and
contractors to look beyond typical anchor channel geometries. For example concrete edge breakout
typically governs the design of anchor channels used for near-edge applications such as curtain wall
anchorage.
Anchor channels equipped with reinforcing bars that can engage the reinforcing in the slab
directly are one way to extend anchor channel application range and efficiency. The use of anchor
reinforcement and anchor channels with reinforcing bars requires a thorough understanding
of development length theory as expressed in the ACI 318 model code. This chapter provides
background on reinforcing bar development as it relates to the specific problem of anchor channel
anchorage (see HAC CRFoS U and HAC EDGE).
Rebar theory presented in this chapter is based on ACI 318-14 and Reinforced Concrete
Mechanics & Design, by James K. Wight and James G. MacGregor.
200
V sc,x,seis and ϕ are tabulated in ESR-3520 Table 8-5
ϕ V sc,y,seis ≥ V aua
10. Design
Software
• The ϕ value is 0.55 for which periodical inspection is provided
for all t-bolts
• The ϕ value is 0.65 for which continuous inspection is
provided for M16 and M20 t-bolts
• The steel strength for M12 t-bolts used with continuous
inspection gives an increased value of 2,021lbs which should
be used with ϕ value of 0.55
Nominal longitudinal shear steel strength of connection between
anchor and channel for seismic design
9. Special Anchor
Channel Design
Nominal shear steel strength in longitudinal direction for local
failure of the channel lips for seismic design anchor channel
HAC with t-bolt HBC-C-N
V sa,x,seis and ϕ are tabulated in ESR-3520 Table 8-5
ϕ V sa,x,seis ≥ V aua
8. Reinforcing
Bar Anchorage
Please note the following:
Nominal longitudinal shear steel strength of a single anchor for
seismic design
7. Anchor Channel
Design Code
Nominal shear steel strength in the longitudinal direction for
local failure of the channel lips for seismic design anchor
channel HAC-T with t-bolt HBC-T
6. Loading
Perform the tests on anchor channels to evaluate the nominal
shear strength of the connection between the channel lips
and channel bolt for shear acting in longitudinal axis without
influence of concrete edges. Test No. 14 shall be permitted to
be performed with anchor channels with two anchors outside
of the concrete with the maximum anchor spacing and the
minimum distance between the end of the channel and the
anchor axis. The frequency of loading shall be between 0.1 and
2 Hz. To reduce the potential for uncontrolled slip during load
reversal, the alternating shear loading shall be permitted to be
approximated by the application of two half-sinusoidal load
cycles at the desired frequency connected by a reduced-speed,
ramped load as shown in Figure 7.8 of this annex.
5. Base material
Seismic shear longitudinal to the channel profile
Seismic Loading (SDC C, D, E and F)
4. Design
Introduction
Cast-In Anchor Channel Product Guide, Edition 1 • 02/2019
201