HAC_Technical-Guide
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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
7.1 & 7.2 Introduction to
Anchor Channel Design
7.3 Anchor Channel Tension Design 7.4 Anchor Channel Shear Design (y) 7.4 Anchor Channel Shear Design (X)
7.5 Interaction Equations
(Combined Loading)
7.6 Seismic Design
Steel Concrete Steel Concrete Steel Concrete
7.6.5 ANALYSIS IN SCD A OR AND SDC C, D, E
OR F
Seismic tension Seismic Loading (SDC C, D, E and F)
All anchor channels systems in a test series shall complete
the simulated seismic-tension load history. Subject the anchor
channel to the sinusoidal tension loads with a cycling frequency
between 0.1 and 2 Hz. All anchor channels systems in a test
series shall complete the simulated seismic-tension load history
specified. Failure of an anchor channel system to develop the
required tension resistance in any cycle before completing
the loading history shall be recorded as a failure of an anchor
channel system to develop the required tension resistance in
any cycle before completing the loading history. Test No. 12 is
performed to extract seismic strength values for various failure
listed above.
Figure 7.6.4.1 — Required load history for simulated seismic tension test
Table 7.1-a — Required load history for simulated seismic
tension test
Load level N
eq
N
l
N
m
Number of cycles 10 30 100
Nominal bending strength of the anchor channel for seismic
design HBC-C-N and HBC-T
ϕ M
s,flex,seis
≥ M
u,flex
M
s,flex,seis
and ϕ are tabulated in Table ESR-3520 Table 8-3
Nominal tensile strength of a channel bolt for seismic design
ϕ N
ss,seis
≥ N
b
ua
N
ss,seis
and ϕ are tabulated in Table ESR-3520 Table 8-10
Nominal tensile steel strength for local failure of channel lips for
seismic design
ϕ N
sl,seis
≥ N
b
ua
N
sl,seis
and ϕ are tabulated in Table ESR-3520 Table 8-3
Nominal tensile steel strength of a single anchor for seismic
design
ϕ N
sa,seis
≥ N
aua
N
sa,seis
, and ϕ are tabulated in Table ESR-3520 Table 8-3
Nominal tensile steel strength of connection between anchor
and channel for seismic design
ϕ N
sc,seis
≥ N
aua
N
sc,seis
and ϕ are tabulated in Table ESR-3520 Table 8-3
Anchors in structures assigned to Seismic Design Category
(SDC) C, D, E, or F shall satisfy the additional requirements
According to section ACI 318-14 section17.2.3.4.4 0.75ϕN
pn
for a
single anchor, or for the most highly stressed individual anchor
in a group of anchors. ϕ
seis
is 0.75.
AC232 Table 4.2 — Optional test program for anchor channels for use in uncracked and cracked concete for shear
loading in longitudinal channel axis and for siesmic loading (SDS C, D, E and F)
Test no. Test Ref Test description f
c
∆w
Minimum
No. of
tests
Channel Anchor Material
Channel bolt
d
s
strength
[-]
Secion
in Annex
A
[-]
psi
[N/mm
2
]
inch
(mm)
[-] [-] [-] [-]
inch
(mm)
[-]
Seismic Tests
12 7.12 Seismic tension Low 0.020
(0.5)
5 see Section 7.12.2 1
13 7.13 Seismic shear perpendicular
to the channel profile
Low 0 5 see Section 7.13.2 1
14 7.14 Seismic shear in longtitudinal
channel axis
Low 0.020
(0.5)
5 see Section 7.15.2 1
Apply a seismic reduction factor (ø
seismic
) of 0.75 to non-steel
tension design strengths per ACI 318-14 Section 17.2.3.4.4.
The reduced anchor nominal tensile strengths associated with
concrete failure modes is to account for increased cracking and
spalling in the concrete resulting from seismic actions. Because
seismic design generally assumes that all or portions of the
structure are loaded beyond yield, it is likely that the concrete is
cracked throughout for the purpose of determining the anchor
strength. In locations where it can be demonstrated that the
concrete does not crack, uncracked concrete may be assumed
for determining the anchor strength as governed by concrete
failure modes.
a
uapnseismic
NN. ³
ff
a
uasbseismic
NN. ³
ff
a
uacbseismic
NN. ³
ff
Seismic shear perpendicular to the channel profile
Seismic Loading (SDC C, D, E and F)
All anchor channels systems in a test series shall complete
the simulated seismic-shear loads. Test No. 13 is performed
to extract seismic strength values for the various failures listed
below.
Perform the tests on anchor channels with two anchors
embedded in concrete. The frequency of loading shall be
between 0.1 and 2 Hz. To reduce the potential for uncontrolled
slip during 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. The edge
distance shall be large enough to avoid an edge influenced
failure.
Table 7.1-b — Required load history for simulated seismic
shear test
Load level ∓V
eq
∓V
l
∓V
m
Number of cycles 10 30 100
Figure 7.5.4.2 — Required load history for simulated seismic shear test
(Figure taken from AC232, Figure 7.7).
Figure 7.5.4.3— Permitted approximation of seismic shear cycle (Figure
taken from AC232, Figure 7.8).
Nominal shear steel strength for local failure of the channel lips
for seismic design
ϕ V
sl,y,seis
and ϕ are tabulated in ESR-3520 Table 8-5
ϕ V
sl,y,seis
≥ V
b
ua
Nominal shear steel strength of a single anchor for seismic
design
V
sa,y,seis
and ϕ are tabulated in ESR-3520 Table 8-5
ϕ V
sa,y,seis
≥ V
a
ua
Nominal shear steel strength of connection between anchor and
channel for seismic design
V
sc,y,seis
and ϕ are tabulated in ESR-3520 Table 8-5
ϕ V
sc,y,seis
≥ V
a
ua
Nominal shear steel strength of a single anchor for seismic
design
V
sa,y,seis
, and ϕ are tabulated in ESR-3520 Table 8-5
ϕ V
sa,y,seis
≥ N
a
ua
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
ss,seis
and ϕ are tabulated in ESR-3520 Table 8-11
ϕ V
ss,y,seis
≥ V
b
ua