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Number: 293 Originally Issued: 10/04/2013 Revised: 10/31/2016
Valid Through: 10/31/2017
Page 1 of 33
EVALUATION SUBJECT: JORDAHL-ANCHOR CHANNELS JTA AND CHANNEL
BOLTS REPORT HOLDER: JORDAHL GMBH NOBELSTR. 51 12057 BERLIN GERMANY
+49 30 68283-02 www.deconusa.com www.jordahl.de CSI DIVISION: 03 00
00—CONCRETE CSI Section: 03 16 00 – Concrete Anchors 1.0 SCOPE OF
EVALUATION
1.1 Compliance to the following codes & regulations:
2015, 2012, 2009, and 2006 International Building Code®
(IBC)
2015, 2012, 2009, and 2006 International Residential Code®
(IRC)
2013 Abu Dhabi International Building Code (ADIBC) -- attached
Supplement
1.1 Evaluated in accordance with:
ICC-ES AC232, approved May 2016 1.2 Property Evaluated:
Structural 2.0 USES The Jordahl Anchor Channels JTA are used to
resist static, wind, earthquake (only Seismic Design Categories A
and B) tension loads; and shear loads with a direction
perpendicular to the longitudinal axis of the anchor channel; and a
simultaneous interaction of tension and shear loads as illustrated
in Figure 1 of this report; in cracked or uncracked normal-weight
concrete having a specified compressive strength, f′c of 2,500 psi
to 10,000 psi (17.2 MPa to 68.9 MPa). Shear loads in the direction
of the longitudinal channel axis that may occur shall be taken up
by other means. The anchor channels are an alternative to anchors
described in Section 1901.3 of the 2015 IBC, Sections 1908 and 1909
of the 2012 IBC and Sections 1911 and 1912 of the 2009 and 2006
IBC. The anchor channels may also be used where an engineered
design is submitted in accordance with Section R301.1.3 of the
IRC.
tension load: z-direction (in direction of anchor) shear load:
y-direction (perpendicular to longitudinal axis of channel)
FIGURE 1—LOAD DIRECTIONS 3.0 PRODUCT DESCRIPTION 3.1 General:
The anchor channels consist of a C-shaped steel channel produced
hot-rolled or cold-formed and at least two round headed or I-shaped
steel anchors. Round headed anchors are forged or welded to the
channel web (back). I-shaped anchors are welded to the channel web
(back) (as illustrated in Figure 4 of this report). The maximum
number of anchors in each channel is not limited. The appropriate
steel channel bolts and washers are placed in the anchor channel.
The anchor channels are shown in Figure 3 of this report. The
available channel bolts feature either a hammer-head or a hook-head
and are shown in Figure 5 of this report. Installation information
and parameters are shown in Table 11 and Table 12 of this report.
The combination of the Jordahl anchor channels JTA and the
corresponding channel bolts covered by this report are described in
Table 2 of this report. 3.2 Materials: Steel specifications for the
channels, anchors and channel bolts are given in Table 9 of this
report. 3.3 Concrete: Normal-weight concrete shall comply with
Sections 1903 and 1905 of the IBC. The specified
The product described in this Uniform Evaluation Service (UES)
Report has been evaluated as an alternative material, design or
method of construction in order to satisfy and comply withthe
intent of the provisions of the code, as noted in this report, and
for at least equivalence to that prescribed in the code in quality,
strength, effectiveness, fire resistance, durability andsafely, as
applicable, in accordance with IBC Section 104.11. This document
shall only be reproduced in its entirety.
Copyright © 2016 by International Association of Plumbing and
Mechanical Officials. All rights reserved. Printed in the United
States. Ph: 1-877-4IESRPT • Fax: 909.472.4171 web:
www.uniform-es.org • 4755 East Philadelphia Street, Ontario,
California 91761-2816 – USA Page 1 of 33
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Number: 293 Originally Issued: 10/04/2013 Revised: 10/31/2016
Valid Through: 10/31/2017
Page 2 of 33
compressive strength of the concrete shall be from 2,500 psi to
10,000 psi (17.2 MPa to 68.9 MPa). 4.0 DESIGN AND INSTALLATION 4.1
General: The anchor channel design shall comply with the IBC, ACI
318-14, Chapter 17 (ACI 318-11, -08, and -05 Appendix D), and this
report. Design provisions for strength or LRFD loading conditions
are presented in Section 4.2 of the report. For ASD loading
conditions, design results from Section 4.2 of this report shall be
adjusted in accordance with Section 4.3 of this report. The
following Sections 17.2.1.2 (ACI 318-14), D.3.1.1 and 4.2 shall be
added to ACI 318-14 Chapter 17, ACI 318-11, -08, and -05 Appendix D
for 2015, 2012, 2009, and 2006 IBC, respectively, for anchor
channels: Section 17.2.1.2 (ACI 318-14), D.3.1.2 (ACI 318-11),
D.3.1.1 (ACI 318-08, ACI 318-05) – Anchor channels shall be
designed for critical effects of factored loads as determined by
elastic analysis, taking into account the elastic support by
anchors and the partial restraint of the channel ends by concrete
compression stresses. As an alternative, the triangular load
distribution method in accordance with D.3.1.1.1 through D.3.1.1.3
(ACI 318-08, ACI 318-05) or D.3.1.2.1 through D.3.1.2.3 (ACI
318-11) or 17.2.1.2.1 through 17.2.1.2.3 (ACI 318-14) to calculate
the tension and shear loads on anchors shall be permitted. Section
17.2.1.2.1 (ACI 318-14), D3.1.1.1 (ACI 318-05, ACI 318-08),
D.3.1.2.1 (ACI 318-11) – The tension loads, Naua,i on an anchor due
to a tension load Nsua acting on the channel bolt shall be computed
in accordance with Eq. (D-0.a), (17.2.1.2.1a, ACI 318-14). An
example for the calculation of the tension loads acting on the
anchors is given in Figure RD 3.1.1 (Figure 17.2.1.1, ACI 318-14).
N aua,i = k A’i Nsua (D-0.a) (17.2.1.2.1a, ACI 318-14) where : A’i
= ordinate at the position of the anchor I
assuming a triangle with the unit height at the position of load
Nua and the base length 2ℓin with ℓin determined in accordance with
Equation (D-0.c), 17.2.1.2.1c, ACI 318-14). Examples are provided
in Fig. RD.3.1.1 (Figure 17.2.1.1, ACI 318-14).
k = (1/ ∑A’i ) (D-0.b) (17.2.1.2.1b, ACI 318-14) ℓin = 4.93 (Iy
) 0.05 · s ≥ s , inch (D-0.c)(17.2.1.2.1c, ACI 318-14) ℓin = 13 (Iy
) 0.05 · s ≥ s , mm (D-0.c)(17.2.1.2.1c, ACI 318-14) s = anchor
spacing, inch [mm] Nsua = factored tension load on channel bolt,
lbf (N)
Section 17.2.2.1.1 (ACI 318-14), D.3.1.1.1.1 (ACI 318-05, ACI
318-08), D.3.1.2.1.1 (ACI 318-11) – The moment of inertia Iy of the
channel shall be taken from Table 1 of this report. Section
17.2.2.1.2 (ACI 318-14), D.3.1.1.1.2 (ACI 318-05, ACI 318-08),
D.3.1.2.1.2 (ACI 318-11) – If several tension loads are
simultaneously acting on the channel, a linear superimposition of
the anchor forces for all loads shall be assumed. Section
17.2.2.1.3 (ACI 318-14), D.3.1.1.1.3 (ACI 318-05, ACI 318-08),
D.3.1.2.1.3 (ACI 318-11) – If the exact position of the load on the
channel is not known, the most unfavorable loading position shall
be assumed for each failure mode (e.g., load acting over an anchor
for the case of failure of an anchor by steel rupture or pull-out
and load acting between anchors in the case of bending failure of
the channel).
FIGURE RD.3.1.1 (FIGURE 17.2.1.1, ACI 318-14) – EXAMPLE FOR THE
CALCULATION OF ANCHOR FORCES IN ACCORDANCE WITH THE TRIANGULAR LOAD
DISTRIBUTION METHOD FOR AN ANCHOR CHANNEL WITH FIVE ANCHORS - THE
INFLUENCE LENGTH IS ASSUMED AS ℓin = 1.5s Section 17.2.1.2.2 (ACI
318-14), D.3.1.1.2 (ACI 318-05, ACI 318-08), D.3.1.2.2 (ACI
318-11)– The bending moment Mu,flex on the channel due to tension
loads acting on the channel shall be computed assuming a simply
supported single span beam with a span length equal to the anchor
spacing. An example is shown in Figure 2 of this report.
Nsua
1 5432
A2A4
li li
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Number: 293 Originally Issued: 10/04/2013 Revised: 10/31/2016
Valid Through: 10/31/2017
Page 3 of 33
FIGURE 2— EXAMPLE FOR CALCULATING BENDING MOMENT ON AN ANCHOR
CHANNEL Section 17.2.1.2.3 (ACI 318-14), D.3.1.1.3 (ACI 318-05, ACI
318-08), D.3.1.2.3 (ACI 318-11) – The shear load Va ua ,i on an
anchor due to a shear load Vua acting on the channel perpendicular
to its longitudinal axis shall be computed in accordance with
Section D.3.1.1.1 (ACI 318-05, ACI 318-08) or D.3.1.2.1.1 (ACI
318-11) Section 17.2.1.2.1 (ACI 318-14) replacing Nua in Eq.
(D-0.a) (17.2.1.2.1a, ACI 318-14) by Vua. Section 17.2.1.2.4 (ACI
318-14), D.3.1.1.4 (ACI 318-05, ACI 318-08), D.3.1.2.4 (ACI 318-11)
– Tension forces of anchor reinforcement shall be computed in
accordance with D.3.1.1.4.1 and D.3.1.1.4.2 (ACI 318-05, ACI
318-08) or D.3.1.2.4.1 and D.3.1.2.4.2 (ACI 318-11), Section
17.2.1.2.4.1 and 17.2.1.2.4.2 (ACI 318-14). Section 17.2.1.2.4.1
(ACI 318-14), D.3.1.1.4.1 (ACI 318-05, ACI 318-08), D.3.1.2.4.1
(ACI 318-11) – If tension loads are acting on the anchor channel,
the factored tension forces of the anchor reinforcement for one
anchor shall be computed for the factored tension load N0ua, i of
the anchor assuming a strut-and-tie model. Section 17.2.1.2.4.2
(ACI 318-14), D.3.1.1.4.2 (ACI 318-05, ACI 318-08), D.3.1.2.4.2
(ACI 318-11) – If a shear load Vua is acting on the anchor channel,
the resultant factored tension force of the anchor reinforcement
Nua,re shall be computed by Eq. (D-0.d) (ACI 318-11),
(17.2.1.2.4.2, ACI 318-14). Nua,re = Vua ((es/z)+1)),lb(N) (D-0.d)
(ACI 318-11), (17.2.1.2.4.2, ACI 318-14) where (as illustrated in
Figure RD.3.1.1.4, 17.2.1.1.4, ACI 318-14): es = distance between
reinforcement and shear
force acting on the anchor channel, in. (mm)
z = internal lever arm of the concrete member, in. (mm) z = 0.85
·(h- hch - 0.5da)
≤ min
a1
ef2c2h
h’ as illustrated in Figure RD.3.1.1.4 (17.2.1.1.4, ACI
318-14)
FIGURE RD.3.1.1.4 (17.2.1.1.4, ACI 318-14) – ANCHOR
REINFORCEMENT TO RESIST SHEAR LOADS 4.2 Strength Design: 4.2.1
General: The design strength of anchor channels under the 2015 IBC
as well as Section R301.1.3 of the 2015 IRC shall be determined in
accordance with ACI 318-14 Chapter 17 and this report. The design
strength of anchor channels under the 2012 IBC as well as Section
R301.1.3 of the 2012 IRC shall be determined in accordance with ACI
318-11 Appendix D and this report. The design strength of anchor
channels under the 2009 IBC, as well as Section 301.1.3 of the 2009
IRC, shall be determined in accordance with ACI 318-08 Appendix D
and this report. The design strength of anchor channels under the
2006 IBC and 2006 IRC shall be determined in accordance with ACI
318-05 Appendix D and this report. Design parameters in this report
are based on the 2015 IBC (ACI 318-14) and 2012 IBC (ACI 318-11)
unless noted otherwise in Sections 4.2.1 through 4.2.10 of this
report. The strength design of anchors shall comply with ACI 318-14
17.3.1 or ACI 318-11 D.4.1, except as required in ACI 318-14 17.2.3
or ACI 318-11 D.3.3, as applicable. Design parameters are provided
in Tables 1 through 9 of this report. Strength reduction factors, ,
as given in the tables of this report shall be used for load
combinations calculated in accordance with Section 1605.2.1 of the
IBC or Section 5.3 of ACI 318-14 (Section 9.2 of ACI 318-11). The
following amendments to ACI 318-14 Chapter 17 (ACI 318-11 Appendix
D) shall be used as required for the strength design of anchor
channels. All equations are expressed in inch-pound units and in SI
units. Section 17.3.1.4 (ACI 318-14), D.4.1.4 (ACI 318-11) –
Strength design of anchor channels shall be based either on
Nsua = Mua 4/s Nsflex = Msflex·4/s
Nsua ≤ ·Nsflex
0.5s
s
VuaMua
Nsua
Vua
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Number: 293 Originally Issued: 10/04/2013 Revised: 10/31/2016
Valid Through: 10/31/2017
Page 4 of 33
computation using design models that comply with the
requirements of D.4.2, Section 17.3.2 (ACI 318-14) or on testing
using the 5 percent fractile of test results for the following:
Tension Load: a) Steel Failure: Steel strength of anchor, strength
of connection between anchor and channel, strength for local
failure of channel lip, strength of channel bolt, bending strength
of channel (D.5.1 and 4.2.2) (ACI 318-11), Section 17.4.1 (ACI
318-14) b) Concrete breakout strength of anchor in tension (D.5.2
and 4.2.3) (ACI 318-11), Section 17.4.2 (ACI 318-14) c) Pullout
strength of anchor channel in tension (D.5.3 and 4.2.4) (ACI
318-11), Section 17.4.3 (ACI 318-14) d) Concrete side-face blowout
strength of anchor channel in tension (D.5.4 and 4.2.5) (ACI
318-11), Section 17.4.4 (ACI 318-14) Shear Load Acting
Perpendicular to Channel: e) Steel Failure: Strength of channel
bolt, strength for local failure of channel lip, strength of
connection between anchor and channel and strength of anchor (D.6.1
and 4.2.6) (ACI 318-11), Section 17.5.1 (ACI 318-14) f) Concrete
edge breakout strength of anchor channel in shear (D.6.2 and 4.2.7)
(ACI 318-11), Section 17.5.2 (ACI 318-14) g) Concrete pryout
strength of anchor channel in shear (D.6.3 and 4.2.8) (ACI 318-11),
Section 17.5.3 (ACI 318-14) In addition, anchor channels shall
satisfy the requirements for edge distances, spacings, and member
thickness to prevent splitting failure, as required in Table 1 of
this report. Section 17.3.1.5 (ACI 318-14), D.4.1.5 – In Eq. (D-1),
and Eq. (D-2) (ACI 318-05, 08), Table D.4.1.1 (ACI 318-11) or Table
17.3.1.1 (ACI 318-14) Nn and Vn are the lowest design strengths
determined from all appropriate failure modes. Eq. (D-1), and Eq.
(D-2) (ACI 318-05, 08), Table D.4.1.1 (ACI 318-11) or Table
17.3.1.1 (ACI 318-14) shall be fulfilled for all anchors of an
anchor channel, for the channel lips and for channel bending at all
locations where loads are introduced by channel bolts to the
channel. Furthermore if the anchor channel is loaded by combined
tension and shear loads, the interaction of tension and shear loads
shall be calculated according to Section 4.2.9 of this report. Nn ≥
Naua,i Eq. (D-1a) (ACI 318-05,-08), Table D.4.1.1 (ACI 318-11) or
Table 17.3.1.1 (ACI 318-14) Nsl ≥ Nsua Eq. (D-1b) (ACI 318-05,-08),
Table D.4.1.1 (ACI 318-11) or Table 17.3.1.1 (ACI 318-14)
Ms,flex ≥ Nsua Eq. (D-1c) (ACI 318-05,-08), Table D.4.1.1 (ACI
318-11) or Table 17.3.1.1 (ACI 318-14) Where: Nn is the lowest
design strength in tension of an anchor channel determined from
consideration of Nsa, Nsc, Ncb (anchor channels without anchor
reinforcement to take up tension loads) or Nca (anchor channels
with anchor reinforcement to take up tension loads), Nsl, Nss,
Msflex, Nsb and Npn. Naua,i is the factored tension load on an
anchor according to Eq (D-0a) (ACI 318-11), (17.2.1.2.1a, ACI
318-14). Nsl is the design tension strength for local bending of
the channel lips. Msflex is the design strength in respect to
bending of the channel. Nsua is the factored tension load on the
channel bolt. Vn ≥ Vaua,i Eq.(D-2a) ACI 318-05,-08), Table D.4.1.1
(ACI 318-11) or Table 17.3.1.1 (ACI 318-14) Vsl ≥ Vsua Eq.(D-2b)
ACI 318-05,-08), Table D.4.1.1 (ACI 318-11) or Table 17.3.1.1 (ACI
318-14) Where: Vn is the lowest design strength in shear of an
anchor of an anchor channel as determined from Vsa, Vsc, Vss, Vsl,
Vcb, (anchor channel without anchor reinforcement to take up shear
loads), or Vca (anchor channel with anchor reinforcement to take up
shear loads), and Vcp. V aua,i is the factored shear load on an
anchor according to D.3.1.1.3 (ACI 318-05, ACI 318-08), D.3.1.2.3
(ACI 318-11), or Section 17.2.1.2.3 (ACI 318-14). Vsl is the design
shear strength for local bending of the channel lips. Vsua is the
factored shear load on the channel bolt. D.4.1.5.1 – For each
channel bolt Eq. (D-3) and Eq. (D-4) shall be fulfilled. If the
channel bolt is loaded by a combined tension and shear load, the
interaction of tension and shear loads shall be calculated
according to Section 4.2.9. Nss ≥ Nsua Eq. (D-3) ACI 318-05,-08),
Table D.4.1.1 (ACI 318-11) or Table 17.3.1.1 (ACI 318-14) Nsua is
the factored tension load acting on the channel bolt. Vss ≥ Vsua
Eq. (D-4) ACI 318-05,-08), Table D.4.1.1 (ACI 318-11) or Table
17.3.1.1 (ACI 318-14) Vsua is the factored shear load acting on the
channel bolt.
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Number: 293 Originally Issued: 10/04/2013 Revised: 10/31/2016
Valid Through: 10/31/2017
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4.2.2 Steel Strength in Tension: The nominal static steel
strength of the different steel parts and connections shall be
determined in accordance with Sections D.5.1.3.1(ACI 318-11)
through D.5.1.3.5 (ACI 318-11), or Section 17.4.1.3.1 through
Section 17.4.1.3.5 (ACI 318-14). The strength reduction factors,,
in accordance with ACI 318 D.4.4, Section 17.3.3 (ACI 318-14) are
given in the Tables 3 and 7 of this report. Section 17.4.1.3 (ACI
318-14), D.5.1.3 (ACI 318-11) – For anchor channels the nominal
steel strength shall be determined as follows: Section 17.4.1.3.1
(ACI 318-14), D.5.1.3.1 (ACI 318-11) – The nominal strength, Nsa,
of a single anchor shall be taken from Table 3 of this report.
Section 17.4.1.3.2 (ACI 318-14), D.5.1.3.2 (ACI 318-11) – The
nominal strength, Nsc, of the connection between anchor and anchor
channel shall be taken from Table 3 of this report. Section
17.4.1.3.3 (ACI 318-14), D.5.1.3.3 (ACI 318-11) – The nominal
strength for local bending of the channel lips to take up tension
loads transmitted by a channel bolt, Nsl, shall be taken from Table
3 of this report. This value is valid only if the axial spacing
between two channel bolts, schb, is at least 2bch. If this
requirement is not met, then the value Nsl given in Table 3 shall
be reduced by the factor 0.5 (1+schb /(2bch)) ≤ 1.0 (D-3.a, ACI
318-05, -08), (D-2.a, ACI 318-11), (17.4.1.3.3, ACI 318-14) with
schb = axial spacing between two channel bolts, in. (mm)
bch = channel width, taken from Table 1 of this report, in.
(mm)
Section 17.4.1.3.4 (ACI 318-14), D.5.1.3.4 (ACI 318-11) – The
nominal strength of the channel bolt, Nss, shall be taken from
Table 7 of this report. The values given in Table 7 do not exceed
the values of Nsa, in conformance with ACI 318-11 D.5.1.2 (ACI
318-14 Section 17.4.1.2). Section 17.4.1.3.4 (ACI 318-14),
D.5.1.3.5 (ACI 318-11) – The nominal bending strength of the anchor
channel, Ms,flex, shall be taken from Table 3 of this report. 4.2.3
Concrete Breakout Strength in Tension: The nominal static concrete
breakout strength of a single anchor of an anchor channel, Ncb,
shall be calculated in accordance with Section D.5.2.10 (ACI
318-11), or Section 17.4.2.10 (ACI 318-14): Section 17.4.2.10 (ACI
318-14), D.5.2.10 (ACI 318-11) – Concrete breakout strength of
anchor channel in tension. Section 17.4.2.10.1 (ACI 318-14),
D.5.2.10.1 (ACI 318-11) – The nominal concrete breakout strength,
Ncb, of a single anchor in tension of an anchor channel shall be
determined in accordance with Eq. (D-4.a, ACI 318-05,-08), (D-3.a,
ACI 318-11), (17.4.2.10.1, ACI 318-14).
Ncb =Nb ● ψs,N ● ψed,N ● ψco,N ● ψc,N ● ψcp,N (D-4.a, ACI
318-05,-08), (D-3.a, ACI 318-11), (17.4.2.10.1, ACI 318-14).
Factors ψs,N, ψed,N, ψco,N, ψc,N, and ψcp,N are defined in
D.5.2.10.4, D.5.2.10.5, D.5.2.10.6, D.5.2.10.7, and D.5.2.10.8 or
Sections 17.4.2.10.4, 17.4.2.10.5, 17.4.2.10.6, 17.4.2.10.7 and
17.4.2.10.8 of ACI 318-14, respectively. Nb is defined in
D.5.2.10.2 or Section 17.4.2.10.2 of ACI 318-14. 17.4.2.2 (ACI
318-14), D.5.2.10.2 (ACI 318-11) – The basic concrete breakout
strength of a single anchor in tension in cracked concrete, Nb,
shall be determined in accordance with (D-8a, ACI 318-05,-08),
(D-7.a, ACI 318-11), (17.4.2.10.2a, ACI 318-14). Nb = 24 ● λ ●
αch,N ● (f′c)0.5 ● hef 1.5, lb (D-8a, ACI 318-05,-08), (D-7.a, ACI
318-11), (17.4.2.10.2a, ACI 318-14). Nb = 10 ● λ ● αch,N ● (f′c)0.5
● hef 1.5, N (D-8a, ACI 318-05,-08), (D-7.a, ACI 318-11),
(17.4.2.10.2a, ACI 318-14). where λ= 1 (normal-weight concrete)
αch,N = (hef / 7.1)0.15 ≤ 1, (inch-pound units) (D-8b, ACI
318-05,-08), (D-7.b, ACI 318-11), (17.4.2.10.2b, ACI 318-14). αch,N
= (hef / 180)0.15 ≤ 1, (SI-units) (D-8b, ACI 318-05,-08), (D-7.b,
ACI 318-11), (17.4.2.10.2b, ACI 318-14). Section 17.4.2.10.3 (ACI
318-14), D.5.2.10.3 (ACI 318-11) – Where anchor channels with hef
> 7.1 in. (180 mm) are located in an application with three or
more edges (as illustrated in Fig.RD.5.2.10.3, Figure 17.4.2.10.3,
ACI 318-14) with edge distances less than Ccr,N (Ccr,N in
accordance with Eq. [D-11a, ACI 318-05,-08), (D-10a, ACI 318-11),
(17.4.2.10.5b, ACI 318-14)] from the anchor under consideration,
the values of hef used in (Do-8a, ACI 318-05,-08), (D-7a, ACI
318-11), (17.4.2.10.2a, ACI 318-14); (D-8b, ACI 318-05,-08), (D-7b,
ACI 318-11), (17.4.2.10.2b, ACI 318-14); (D-9b, ACI 318-05,-08),
(D-8b ACI 318-11), (17.4.2.10.1b, ACI 318-14) and (D-11a, ACI
318-05,-08), (D-10a, ACI 318-11), (17.4.2.10.5b, ACI 318-14) may be
reduced to hef,red in accordance with (D-8c, ACI 318-05,-08),
(D-7.c, ACI 318-11), (17.4.2.10.2c, ACI 318-14) hef,red =
max((ca,max/ Ccr,N) * hef ; (s/Scr,N)* hef ), in. (mm) (D-8c, ACI
318-05,-08), (D-7c, ACI 318-11), (17.4.2.10.2c, ACI 318-14) Where
Ca,max is the maximum value of edge or corner distance, in. (mm).
The values Ccr,N and Scr,N in Eq. (D-8c, ACI 318-05,-08), (D-7C,
ACI 318-11), (17.4.2.10.2c, ACI 318-14) shall be computed with
hef.
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Number: 293 Originally Issued: 10/04/2013 Revised: 10/31/2016
Valid Through: 10/31/2017
Page 6 of 33
ₒ Influencing anchor • Anchor under consideration FIGURE
RD.5.2.10.3 (FIGURE 17.4.2.10.3, ACI 318-14) – EXAMPLES OF ANCHOR
CHANNEL LOCATIONS WHERE A REDUCED VALUE OF THE EMBEDMENT DEPTH
SHALL BE USED;
a) ANCHOR CHANNEL WITH INFLUENCE OF ONE EDGE AND TWO CORNERS
b) ANCHOR CHANNEL WITH INFLUENCE OF TWO EDGES AND ONE CORNER
Section 17.4.2.10.4, (ACI 318-14) D.5.2.10.4 (ACI 318-11) – The
modification factor to account for the influence of location and
loading of adjacent anchors, ψs,N, shall be computed in accordance
with Eq. (D-9a, ACI 318-05,-08), (D-8a, ACI 318-11), (17.4.2.10.1a,
ACI 318-14)
1n
2iaua,1
aiua,
1.5
Ncr,
i
Ns,
NN
ss11
1ψ
(D9-a, ACI 318-05,-08), (D-8a, ACI 318-11), (17.4.2.10.1a, ACI
318-14) where (as illustrated in Fig. RD.5.2.10.4, Fig.
RD.5.2.10.3, ACI 318-14): si = distance between the anchor under
consideration and influencing adjacent anchor, in. (mm) si ≤ scr,N
scr,N = 2(2.8 – (1.3 hef / 7.1))hef ≥ 3 hef , in. (D-9b, ACI
318-05,-08), (D-8b ACI 318-11), (17.4.2.10.1b, ACI 318-14) scr,N =
2(2.8 – (1.3 hef / 180))hef ≥ 3 hef , mm. (D-9b, ACI 318-05,-08),
(D-8b ACI 318-11), (17.4.2.10.1b, ACI 318-14) Naua,i = Factored
tension load of an influencing adjacent anchor, calculated
according to Section 17.2.1.2 (ACI 318-14), D.3.1.2 (ACI 318-11)
D.3.1.1 (ACI 318-08, ACI 318-05).,lbf (N) Naua,1 = Factored tension
load of the anchor under consideration, calculated according to
Section 17.2.1.2 (ACI 318-14), D.3.1.2 (ACI 318-11) D.3.1.1 (ACI
318-08, ACI 318-05), lbf (N)
n = number of anchors within a distance scr,N to both sides of
the anchor under consideration.
1= anchor under consideration 2 to 4 = influencing anchors
FIGURE RD.5.2.10.4 (FIGURE 17.4.2.10.4, ACI 318-14) – EXAMPLE OF AN
ANCHOR CHANNEL WITH NON-UNIFORM ANCHOR TENSION FORCES Section
17.4.2.10.5 (ACI 318-14), D.5.2.10.5 (ACI 318-11) – The
modification factor for edge effect of anchors loaded in tension,
Ψed,N, shall be computed in accordance with Eq. (D-10a, ACI
318-05,-08)(D-9a ACI 318-11), (17.4.2.10.5, ACI 318-14) or Eq.
(D-10b, ACI 318-05,-08)(D-9b ACI 318-11), (17.4.2.10.5b, ACI
318-14) . If ca1 ≥ ccr,N then Ψed,N = 1.0 Eq. (D-10a, ACI
318-05,-08)(D-9a ACI 318-11), (17.4.2.10.5, ACI 318-14) If ca1 ≤
ccr,N then Ψed,N =(ca1/ccr,N)0.5 ≤1.0 Eq. (D-10b, ACI
318-05,-08)(D-9b ACI 318-11), (17.4.2.10.5b, ACI 318-14) where
ccr,N = 0.5scr,N =(2.8 – (1.3 hef / 7.1))hef ≥ 1.5hef , in. (D-11a,
ACI 318-05,-08), (D-10a, ACI 318-11), (17.4.2.10.5b, ACI 318-14)
ccr,N = 0.5scr,N =(2.8 – (1.3 hef / 7.1))hef ≥ 1.5hef, mm (D-11a,
ACI 318-05,-08), (D-10a, ACI 318-11), (17.4.2.10.5b, ACI 318-14)
with scr,N calculated according to (D-9b, ACI 318-05,-08), (D-8b
ACI 318-11), (17.4.2.10.1b, ACI 318-14) If anchor channels are
located in a narrow concrete member with multiple edge distances
ca1,1 and ca1,2 (as shown in Figure RD.5.2.10.5b, (Figure
17.4.2.10.5b, ACI 318-14), the minimum value of ca1,1 and ca1,2
shall be inserted in Eq. D-10b, ACI 318-05,-08), (D-9b ACI 318-11),
(17.4.2.10.5b, ACI 318-14).
a) b)
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a) b)
FIGURE RD.5.2.10.5 (FIGURE 17.4.2.10.5, ACI 318-14) – ANCHOR
CHANNELS a) AT AN EDGE b) IN A NARROW MEMBER Section 17.4.2.10.6,
(ACI 318-14), D.5.2.10.6 (ACI 318-11) – The modification factor for
corner effect for anchors loaded in tension, Ψco,N, shall be
computed in accordance with Eq. D-11b, ACI 318-05,-08), (D-10b ACI
318-11), (17.4.2.10.6a, ACI 318-14) or (D-11c, ACI 318-05,-08),
(D-10c ACI 318-11), (17.4.2.10.6b, ACI 318-14) If ca2≥ ccr,N then
Ψco,N =1.0 (D-11b, ACI 318-05,-08), (D-10b ACI 318-11),
(17.4.2.10.6a, ACI 318-14) If ca2 < ccr,N
then Ψco,N = (ca2 / ccr,N) 0.5 ≤1.0 (D-11c, ACI 318-05,-08),
(D-10c ACI 318-11), (17.4.2.10.6b, ACI 318-14) where ca2 = distance
of the anchor under consideration to the corner (see Figure
RD.5.2.10.6 a, and b, Figure 17.4.2.10.6 a,b, ACI 318-14), inches
(mm) If an anchor is influenced by two corners (as illustrated in
Figure RD.5.2.10.6c, Figure 17.4.2.10.6c, ACI 318-14, the factor
Ψco,N shall be computed for each of the values ca2,1 and ca2,2 and
the product of the factors, Ψco,N, shall be inserted in Eq. (D-4.a,
ACI 318-05,-08), (D-3.a, ACI 318-11), (17.4.2.10.1, ACI
318-14).
ₒ Influencing anchor • Anchor under consideration
FIGURE RD.5.2.10.6 (FIGURE 17.4.2.10.6, ACI 318-14) – ANCHOR
CHANNEL AT A CORNER OF A CONCRETE MEMBER Section 17.4.2.10.7 (ACI
318-14), D.5.2.10.7 (ACI 318-11) – For anchor channels located in a
region of a concrete member where analysis indicates no cracking at
service load levels, the following modification factor shall be
permitted Ψc,N =1.25 Where analysis indicates cracking at service
load levels, Ψc,N shall be taken as 1.0. The cracking in the
concrete shall be controlled by flexural reinforcement distributed
in accordance with ACI 318-05, -08, -11 Section 10.6.4, or with ACI
318-14 Section 24.3.2 and 24.3.3, or equivalent crack control shall
be provided by confining reinforcement. Section 17.4.2.10.8 (ACI
318-14), D.5.2.10.8 (ACI 318-11) – The modification factor for
anchor channels designed for uncracked concrete without
supplementary reinforcement to control splitting, Ψcp,N , shall be
computed in accordance with Eq.(D-12a, ACI 318-05, -08), (D-11a ACI
318-11), (17.4.2.10.8a, ACI 318-14) or Eq. (D-13a, ACI 318-05,-08),
(D-12a ACI 318-11), (17.4.2.10.8b, ACI 318-14) using the critical
distance cac, taken from Table 4 of this report. If ca,min≥ cac
then Ψcp,N =1.0 (D-12a, ACI 318-05,08), (D-11a, ACI 318-11),
(17.4.2.10.8a, ACI 318-14) If ca,min < cac
then Ψcp,N = (ca,min,/ cac) (D-13a, ACI 318-05,-08), (D-12a ACI
318-11), (17.4.2.10.8b, ACI 318-14) whereby Ψcp,N as determined in
accordance with (D-13a, ACI 318-05,-08), (D-12a ACI 318-11),
(17.4.2.10.8b, ACI 318-14) shall not be taken less than ccr,N/cac,
with ccr,N taken from (D-11a, ACI 318-05,-08), (D-10a ACI
318-11),
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(17.4.2.10.5b, ACI 318-14). For all other cases Ψcp,N shall be
taken as 1.0. Section 17.4.2.10.9 (ACI 318-14), D.5.2.10.9 (ACI
318-11) – Where anchor reinforcement is developed in accordance
with ACI 318-11 Chapter 12 or ACI 318-14 Chapter 25 on both sides
of the breakout surface for an anchor of an anchor channel, the
design strength of the anchor reinforcement, Nca, shall be
permitted to be used instead of the concrete breakout strength,
Ncb, in determining Nn. The anchor reinforcement for one anchor
shall be designed for the tension force, Naua, on this anchor using
a strut-and-tie model. The provisions in Figure RD.5.2.10.9 or
Figure 17.4.2.10.9, ACI 318-14 shall be taken into account when
sizing and detailing the anchor reinforcement. Anchor reinforcement
shall consist of stirrups made from deformed reinforcing bars with
a maximum diameter of 5/8 in. (No. 5 bar) (16 mm). A strength
reduction factor,, of 0.75 shall be used in the design of the
anchor reinforcement. For anchor channels located parallel to the
edge of a concrete member or in a narrow concrete member, the plane
of the anchor reinforcement shall be arranged perpendicular to the
longitudinal axis of the channel (as shown in Figure RD.5.2.10.9,
Figure 17.4.2.10.9, ACI 318-14).
a)
b)
FIGURE RD.5.2.10.9 (FIGURE 17.4.2.10.9, ACI 318-14) –
ARRANGEMENT OF ANCHOR REINFORCEMENT FOR ANCHOR CHANNELS LOADED BY
TENSION LOAD a) ANCHOR CHANNEL PARALLEL TO EDGE b) ANCHOR CHANNEL
IN NARROW MEMBER 4.2.4 Pullout Strength in Tension: The nominal
pullout strength of anchor channels calculated in accordance with
ACI 318-14 Sections 17.4.3.1 and 17.4.3.4 and ACI 318-05, -08, -11
D.5.3.1 and D.5.3.4 in cracked concrete, Np, is given in Table 4 of
this report. It is valid for fʹc = 2,500 psi (17.2 MPa). The
nominal pullout strength given in Table 4 may be adjusted by
calculations according to Eq.5: Np,fc’ = Np (f’c / 2500 ) (lb, psi)
Eq.5 Np,fc’ = Np (f’c / 17.2 ) (N, Mpa) Eq.5 where f’c is the
specified concrete compressive strength. ACI 318 D.5.3.6 (ACI
318-11), and Section 17.4.3.6 (ACI 318-14) shall be modified as
follows: Section 17.4.3.6 (ACI 318-14), D.5.3.6 (ACI 318-11) – For
an anchor located in a region of a concrete member where analysis
indicates no cracking at service load levels, it shall be permitted
to multiply the nominal pullout strength according to Eq.5 with the
following modification factor Ψc,P= 1.4 Where analysis indicates
cracking at service load levels, Ψc,P shall be taken as 1.0. 4.2.5
Concrete Side-Face Blowout Strength of Anchor Channels in Tension
Section 17.4.4.3.1 (ACI 318-14), D.5.4.3.1 (ACI 318-11) – For
anchor channels with deep embedment close to an edge (hef>2·
ca1) the nominal side-face blowout strength, Nsb, of a single
anchor shall be computed in accordance with Eq. (D-17a, ACI
318-05,-08), (D-16a, ACI 318-11), (17.4.4.3.1, ACI 318-14). Nsb=
N0sb ● Ψs,Nb ● Ψg,Nb ● Ψco,Nb ● Ψh,Nb, lb ● Ψc,Nb, lb (N) (D-17a,
ACI 318-05,-08), (D-16a, ACI 318-11), (17.4.4.3.1, ACI 318-14)
Where N0sb is defined in Section D.5.4.3.2, Section 17.4.4.3.2 of
ACI 318-14 and the factors Ψs,Nb , Ψg,Nb , Ψco,Nb , Ψh,Nb, and
Ψc,Nb, are defined in D.5.4.3.3 to D.5.4.3.7, Section 17.4.4.3.3 to
17.4.4.3.7 of ACI 318-14, respectively. Section 17.4.4.3.2 (ACI
318-14), D.5.4.3.2 (ACI 318-11) – The basic nominal strength of a
single anchor without influence of neighboring anchors, corner or
member thickness effects in cracked concrete, N0sb , shall be
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computed in accordance with Eq. (D-17.b,ACI 318-05,-08), (D-16b
ACI 318-11), (17.4.4.3.2, ACI 318-14). N0sb = 128● λ ● ca1 ●
(Abrg)^(1/2) ● (f’c)I^(1/2) , lbf N0sb = 10.5 ● λ ● ca1 ●
(Abrg)^(1/2) ● (f’c) ^(1/2), N (D-17b, ACI 318-05,-08), (D-16b ACI
318-11), (17.4.4.3.2, ACI 318-14) Where λ=1 (normal-weight
concrete) Section 17.4.4.3.3 (ACI 318-14), D.5.4.3.3 (ACI 318-11) –
The modification factor accounting for the distance to and loading
of neighboring anchors, Ψs,Nb, shall be computed in accordance with
Eq. (D-9a, ACI 318-05,-08), (D-8a, ACI 318-11), (17.4.2.10.1a, ACI
318-14), however Scr,N shall be replaced by Scr,Nb, which shall be
computed in accordance with Eq. (D-17c, ACI 318-05,-08), (D-16c ACI
318-11), (17.4.4.3.3, ACI 318-14). Scr,Nb = 4 ●ca1 , in. (mm)
(D-17c, ACI 318-05,-08), (D-16c ACI 318-11), (17.4.4.3.3, ACI
318-14) Section 17.4.4.3.4 (ACI 318-14), D.5.4.3.4,) (ACI 318-11) –
The modification factor to account for influence of the bearing
area of neighboring anchors, Ψg,Nb, shall be computed in accordance
with Eq. (D-17d, ACI 318-05,-08), (D-16d ACI 318-11), (17.4.4.3.4,
ACI 318-14 ). If s ≥ 4● ca1 then Ψg,Nb =1.0 (D-17d, ACI
318-05,-08), (D-16d ACI 318-11), (17.4.4.3.4a, ACI 318-14) If s
< 4● ca1 then Ψg,Nb =(n)1/2 + ((1-(n)1/2 ) ● (s/(4 ● ca1))
(D-17e, ACI 318-05,-08), (D-16e ACI 318-11), (17.4.4.3.4b, ACI
318-14) where n = number of tensioned anchors in a row parallel to
the edge. Section 17.4.4.3.5 (ACI 318-14), D.5.4.3.5 (ACI 318-11)–
The modification factor to account for influence of corner effects,
Ψco,Nb, shall be computed in accordance with Eq. (D-17f, ACI
318-05,-08), (D-16f ACI 318-11), (17.4.4.3.5, ACI 318-14). Ψco,Nb =
(ca2/ ccr,Nb )0.5 ≤ 1.0 (D-17f, ACI 318-05,-08), (D-16f ACI
318-11), (17.4.4.3.5a, ACI 318-14) where ca2 = corner distance of
the anchor, for which the resistance is computed, in. (mm) Ccr,Nb =
2 ● ca1, in. (mm) (D-17g, ACI 318-05,-08), (D-16g ACI 318-11),
(17.4.4.3.5b, ACI 318-14) If an anchor is influenced by two corners
(ca2
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connection between one anchor and the anchor channel, Vsc, shall
be evaluated according to Section D.6.1.4, Section 17.5.1.4 (ACI
318-14) of this report. Section 17.5.1.4 (ACI 318-14), D.6.1.4 (ACI
318-11),– Steel Strength of Anchor Channels in Shear Section
17.5.1.4.1 (ACI 318-14), D.6.1.4.1 (ACI 318-11) – For anchor
channels, the nominal steel shear strength shall be determined as
follows: a) The nominal strength of a channel bolt in shear, Vss,
shall be taken from Table 8 of this report. The maximum value shall
be computed in accordance with Eq. (D-20a, ACI 318-05,-08), (D-29a,
ACI 318-11), (17.5.1.4.1a, ACI 318-14). Vss = 0.6 ● Ase,V ● futs,
lbf (N) (D-20a, ACI 318-05,-08), (D-29a, ACI 318-11), (17.5.1.4.1a,
ACI 318-14) where futs shall be taken as the smaller of 1.9 fys and
125,000 psi (860 MPa). If the fixture is not clamped against the
concrete but secured to the channel bolt at a distance from the
concrete surface (e.g. by double nuts), the nominal strength of a
channel bolt in shear, Vss, shall be computed in accordance with
Eq. (D-20b, ACI 318-05,-08), Eq.(D-29b, ACI 318-11), (17.5.1.4.1b,
ACI 318-14). Vss = ( αM ● Mss ) / l , lbf, (N) (D-20b, ACI
318-05,-08), (D-29b, ACI 318-11), (17.5.1.4.1b, ACI 318-14) where
αM = factor to take account of restraint of the fixture
= 1.0 if the fixture can rotate freely (no restraint) = 2.0 if
the fixture cannot rotate (full restraint)
ss
ua0ssss N
N1MM
, lbf-in (N-mm) (D-20c, ACI
318-05, -08), (D-29c, ACI 318-11), (17.5.1.4.1c, ACI 318-14)
M0ss = nominal flexural strength of channel bolt. It shall be
taken from Table 8 of this report
= 1.2 ● schb ● futs, lbf-in (N-mm) (D-20d, ACI 318-
05,-08), (D-29d, ACI 318-11), (17.5.1.4.1d, ACI 318-14)
futs= minimum [(1.9 fys or 125,000 (860 MPa)], psi (MPa))
(D-20e, ACI 318-05,-08), (D-29e, ACI 318-11), (17.5.1.4.1e, ACI
318-14)
l = lever arm, in. (mm) b) The nominal strength for local
failure of the channel lips to take up shear loads transmitted by a
channel bolt, Vsl, shall be taken from Table 5 of this report. This
value is valid only, if the axial spacing between two channel
bolts, schb, is at
least 2 bch. If this requirement is not met, then the value Vsl
given in Table 5 shall be reduced by the factor according to Eq.
(D-3a). The minimum spacing of the bolt, schb,min, shall be taken
as 5 times the diameter of the bolt. c) The nominal strength of one
anchor, Vsa, to take up shear loads shall be taken from Table 5 of
this report. d) The nominal strength of the connection between one
anchor and the anchor channel, Vsc, shall be taken from Table 5 of
this report. 4.2.7 Concrete Breakout Strength of an Anchor Channel
in Shear: In lieu of determining the nominal concrete breakout
strength in accordance with ACI 318-14 Section 17.5.2 (ACI 318-11
D.6.2), the nominal concrete breakout strength of an anchor of an
anchor channel in shear shall be calculated in accordance with
D.6.2.10, Section 17.5.2.10 (ACI 318-14) of this report: D.6.2.10
(ACI 318-11), Section 17.5.2.10 (ACI 318-14) – Concrete Breakout
Strength of a Single Anchor of an Anchor Channel in Shear
D.6.2.10.1 (ACI 318-11), Section 17.5.2.10.1 (ACI 318-14) – The
nominal concrete breakout strength, Vcb, in shear of a single
anchor of an anchor channel in cracked concrete shall be computed
as follows: a) For a shear force perpendicular to the edge by Eq.
(D-21a, ACI 318-05,-08), (D-30a, ACI 318-11), (17.5.2.10.1, ACI
318-14) Vcb= Vb ● Ψs,V ● Ψco,V ● Ψc,V ● Ψh,V, lb (N) (D-21a, ACI
318-05,-08), (D-30a, ACI 318-11), (17.5.2.10.1, ACI 318-14) b) For
a shear force parallel to an edge (as shown in Figure RD6.2.10.1,
Figure 17.5.2.10.1, ACI 318-14), Vcb shall be permitted to be 2.5
times the value of the shear force determined from Eq. (D-21a, ACI
318-05,-08), (D-30a, ACI 318-11), (17.5.2.10.1, ACI 318-14) with
the shear force assumed to act perpendicular to the edge. The
modification factors Ψs,V, Ψco,V, Ψc,V and Ψh,V are defined in
D.6.2.10.3, D.6.2.10.4, D.6.2.10.5 and D.6.2.10.6, Sections
17.5.2.10.3, 17.5.2.10.4, 17.5.2.10.5 and 17.5.2.10.6 of ACI
318-14, respectively. Vb is the basic concrete breakout strength of
a single anchor of an anchor channel determined in accordance with
D.6.2.10.2, 17.5.2.10.2 of ACI 318-14.
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FIGURE RD.6.2.10.1 (FIGURE 17.5.2.10.1, ACI 318-14): ANCHOR
CHANNEL ARRANGED PERPENDICULAR TO THE EDGE AND LOADED PARALLEL TO
THE EDGE Section 17.5.2.10.2 (ACI 318-14), D.6.2.10.2 (ACI 318-11)
– The basic concrete breakout strength in shear of a single anchor
of an anchor channel in cracked concrete, Vb, shall be computed in
accordance with Eq. (D-24a, ACI 318-05-08), (D-33a, ACI 318-11),
(17.5.2.10.2, ACI 318-14). Vb = αch,V ● (fc’)0.5 ● ca14/3, lbf (N)
(D-24a, ACI 318-05-08), (D-33a, ACI 318-11), (17.5.2.10.2, ACI
318-14) where αch,V is a factor to account for the influence of
channel size and anchor diameter. It shall be taken from Table 6 of
this report. The value of f’c to be inserted in (D-24a, ACI
318-05-08), (D-33a, ACI 318-11), (17.5.2.10.2, ACI 318-14) shall be
the lesser of the specified compressive strength and 8,500 psi (59
MPa). Section 17.5.2.10.3 (ACI 318-14), D.6.2.10.3 (ACI 318-11),–
The modification factor to account for the influence of location
and loading of adjacent anchors, Ψs,V, shall be computed as
1n
2ia
ua,1
aiua,
1.5
Vcr,
i
Vs,
VV
ss11
1ψ
(D24b, ACI 318-05, -08), (D-33b, ACI 318-11), (17.5.2.10.3a, ACI
318-14) where (as illustrated in Figure RD.6.2.10.3, ACI 318-11,
Figure 17.5.2.10.3, ACI 318-14): si = distance between the
anchor
under consideration and the adjacent anchor, in. (mm)
≤ scr,v
scr,V = 4ca1 + 2bch, in. (mm) (D-24c, ACI 318-05,-08), (D-33c,
ACI 318-11), (17.5.2.10.3b, ACI 318-14)
Va ua,i = factored shear load of an influencing anchor,
calculated according to D.3.1.1.3, lbf (N)
Vaua,1 = factored shear load of the anchor under consideration,
calculated according to D.3.1.1.3 lbf (N)
n = number of anchors within a
distance scr,V to both sides of the anchor under
consideration
anchor under consideration
FIGURE RD.6.2.10.3 (FIGURE 17.5.2.10.3, ACI 318-14) – EXAMPLE OF
AN ANCHOR CHANNEL WITH DIFFERENT ANCHOR SHEAR FORCES D.6.2.10.4
(ACI 318-11), Section 17.5.2.10.4 (ACI 318-14) – The modification
factor for corner effect for an anchor loaded in shear, Ψco,V,
shall be computed in accordance with Eq. (D-24d, ACI 318-05,-08),
(D-33d, ACI 318-11), (17.5.2.10.3c, ACI 318-14) or (D-24e, ACI
318-05,-08), (D-33e, ACI 318-11), (17.5.2.10.3c, ACI 318-14).
If ca2 ≥ ccr,V then Ψco V =1.0 (D-24d, ACI 318-05,-
08), (D-33d, ACI 318-11), (17.5.2.10.3c, ACI 318-14) If ca2 <
ccr,V then Ψco V = (ca2/ ccr,V)0.5 (D-24e, ACI 318-05,-
08), (D-33e, ACI 318-11), (17.5.2.10.3d, ACI 318-14) where
ccr,V = 2ca1 + bch , in. (mm) (D-24f, ACI 318-05,-08), (D-33f,
ACI 318-11), (17.5.2.10.3e, ACI 318-14) If an anchor is influenced
by two corners (as shown in Figure RD.6.2.10.4b, ACI 318-05,
-08,-11, 17.5.2.10.4b, ACI 318-14 then the factor Ψco,V shall be
computed for each corner in accordance with Eq. (D-24d, ACI
318-05,-08), (D-33d, ACI 318-11), (17.5.2.10.3c, ACI 318-14) or
(D-24e, ACI 318-05,-08), (D-33e, ACI 318-11), (17.5.2.10.3d, ACI
318-14) shall be computed for each corner and the product of the
values of Ψco,V shall be inserted in Eq. (D-21a, ACI 318-05,-08),
(D-30a, ACI 318-11), (17.5.2.10.1, ACI 318-14).
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Influencing anchor Anchor under consideration FIGURE RD.6.2.10.4
(FIGURE 17.5.2.10.4, ACI 318-14) – EXAMPLE OF AN ANCHOR CHANNEL
LOADED IN SHEAR WITH ANCHORS a) INFLUENCED BY ONE CORNER OR b)
INFLUENCED BY TWO CORNERS Section 17.5.2.10.5 (ACI 318-14),
D.6.2.10.5 (ACI 318-11) – For anchor channels located in a region
of a concrete member where analysis indicates no cracking at
service load levels, the following modification factor shall be
permitted:
Ψc,V = 1.4
For anchor channels located in a region of a concrete member
where analysis indicates cracking at service load levels, the
following modifications shall be permitted: Ψc,V = 1.0 for anchor
channels in cracked concrete
with no supplementary reinforcement Ψc,V = 1.2 for anchor
channels in cracked concrete
with edge reinforcement of a No. 4 bar (12.7 mm) or greater size
between the anchor channel and the edge.
Ψc,V = 1.4 for anchor channels in cracked concrete
containing edge reinforcement with a diameter of ½ inch (12.7
mm) or greater size (No. 4 bar or greater) between the anchor
channel and the edge, and with the edge reinforcement enclosed
within stirrups or hooks with a diameter of ½ inch (12.7 mm) or
greater (No. 4 bar or greater) size spaced at 4 inches (100 mm)
apart maximum.
Section 17.5.2.10.6 (ACI 318-14), D.6.2.10.6 (ACI 318-11) – The
modification factor for anchor channels located in a concrete
member with h < hcr,V, Ψh,V (an example is given in Figure RD
6.2.10.6 ACI 318-05,-08, Figure 17.5.2.10.6, ACI 318-14), shall be
computed in accordance with Eq. (D-29a, ACI 318-05,-08), (D39a, ACI
318-11), (17.5.2.10.6a, ACI 318-14). Ψh,V = (h/ hcr,V)β1 ≤ 1.0
(D-29a, ACI 318-05,-08), (D-39a, ACI 318-11), (17.5.2.10.6a, ACI
318-14) where hcr,V = 2ca1 + 2hch, in. (mm) (D-29b, ACI
318-05,-08), (D-39b, ACI 318-11), (17.5.2.10.6b, ACI 318-14)
β1 = 2/3
FIGURE RD.6.2.10.6 (FIGURE 17.5.2.10.6, ACI 318-14) -- EXAMPLE
OF AN ANCHOR CHANNEL IN A MEMBER WITH A THICKNESS h < hCR,V
Section 17.5.2.10.7 (ACI 318-14), D.6.2.10.7 (ACI 318-11)– Where an
anchor channel is located in a narrow member (ca2,max < ccr,V)
with a thickness h < hcr,V (for an example see Figure
RD.6.2.10.7, Figure 17.5.2.10.7, ACI 318-14), the edge distance ca1
in Eq. (D-24a, ACI 318-05,-08) (D-33a, ACI 318-11), (17.5.2.10.2,
ACI 318-14), (D-24c, ACI 318-05,-08), (D-33c, ACI 318-11),
(17.5.2.10.3b, ACI 318-14), (D-24f, ACI 318-05,-08, (D-33f, ACI
318-11), (17.5.2.10.3e, ACI 318-14) and (D-29b, ACI 318-05,-08),
(D39b, ACI 318-11), (17.5.2.10.6b, ACI 318-14) may be replaced by
the value ca1,red determined in accordance with Eq. (D-29c, ACI
318-05,-08),(D-39.c, ACI 318-11), (17.5.2.10.7, ACI 318-14).
2,max1,
2max ;2 2
a ch cha red
c b h hc
in., (mm)(D-29c,
ACI318-05,-08), (D-39.c, ACI 318-11), (17.5.2.10.7, ACI
318-14)
where
ca2,max = the largest of the edge distances perpendicular to the
longitudinal axis of the channel, inches (mm).
Influencing anchor Anchor under consideration
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FIGURE RD.6.2.10.7 (FIGURE 17.5.2.10.7, ACI 318-14) – EXAMPLE OF
AN ANCHOR CHANNEL INFLUENCED BY TWO CORNERS AND MEMBER THICKNESS
(IN EXAMPLE ca2,2 IS DECISIVE FOR THE DETERMINATION OF ca1,red) For
this example, the value of ca1,red is obtained by moving the
failure surface forward until it intersects the corner as shown.
Section 17.5.2.10.8 (ACI 318-14), D.6.2.10.8 (ACI 318-11) – For
anchor channels with bch greater than 1.1 inches (28 mm) and hch
greater than 0.6 inches (15 mm) arranged parallel to the edge and
loaded by a shear load perpendicular to the edge and anchor
reinforcement developed in accordance with ACI 318-11 Chapter 12 or
ACI 318-14 Chapter 25 on both sides of the concrete surface, the
design strength of the anchor reinforcement, Vca, shall be
permitted to be used instead of the concrete breakout strength,
Vcb, in determining Vn. A strength reduction factor of 0.75 shall
be used in the design of the anchor reinforcement. The strength of
the anchor reinforcement assumed in design shall not exceed the
value in accordance with D.6.2.10.8.1, Section 17.5.2.10.8.1 (ACI
318-14). Only anchor reinforcement that complies with D.6.2.10.8.2,
Section 17.5.2.10.8.2 (ACI 318-14) shall be assumed as effective.
The provisions in D.6.2.10.8.3, Section 17.5.2.10.8.3 (ACI 318-14)
shall be satisfied. Section 17.5.2.10.8.1 (ACI 318-14),
D.6.2.10.8.1 (ACI 318-11) – The maximum strength of the anchor
reinforcement Vca,max of a single anchor of an anchor channel shall
be computed in accordance with Eq. (D-29d, ACI 318-05,-08),(D-39.d,
ACI 318-11), (17.5.2.10.8.1, ACI 318-14) .
(D-29d, ACI 318-05,-08),(D-39.d, ACI 318-11), (17.5.2.10.8.1,
ACI 318-14)
(D-29d, ACI 318-05,-08), (D-39d, ACI 318-11), (17.5.2.10.8.1,
ACI 318-14) where Vcb is determined in accordance with (D-21a, ACI
318-05,-08),(D-30a, ACI 318-11), (17.5.2.10.1, ACI 318-14). Section
17.5.2.10.8.2 (ACI 318-14), D.6.2.10.8.2 (ACI 318-11) – Anchor
reinforcement shall consist of stirrups made from deformed
reinforcing steel bars with a maximum diameter of 5/8 in. (16 mm)
(No. 5 bar) and straight edge reinforcement with a diameter not
smaller than the diameter of the stirrups (as shown in Figure
RD.6.2.10.8.2, Figure 17.5.2.10.8.2 of ACI 318-14). Only one bar at
both sides of each anchor shall be assumed as effective. The
distance of this bar from the anchor shall not exceed 0.5 ca1 and
the anchorage length in the breakout body shall be not less than 4
times the bar diameter. The distance between stirrups shall not
exceed the smaller of anchor spacing or 6 in. (152 mm).
PLAN VIEW
FIGURE RD.6.2.10.8.2 (FIGURE 17.5.2.10.8.2, ACI 318-14) –
REQUIREMENTS FOR DETAILING OF ANCHOR REINFORCEMENT OF ANCHOR
CHANNELS TO TAKE UP SHEAR LOADS Section 17.5.2.10.8.4 (ACI 318-14),
D.6.2.10.8.3 (ACI 318-11) – The anchor reinforcement of an anchor
channel shall be designed for the highest anchor load, Vaua of all
anchors but at least for the highest individual shear load, Vsua
acting on the channel. This anchor reinforcement shall be arranged
at all anchors of an anchor channel. 4.2.8 Concrete Pryout Strength
in Shear: The nominal pryout strength in shear shall be calculated
in accordance with the ACI 318-05, -08, -11 Sections D.6.3.2, and
D.6.3.3, (ACI 318-14 Sections 17.5.3.2 and 17.5.3.3): Section
17.5.3.2 (ACI 318-14), D.6.3.2 (ACI 318-11) – The nominal pryout
strength, Vcp, in shear of a single anchor of an anchor channel
without anchor reinforcement shall be computed in accordance with
Eq. (D-30a, ACI 318-05,-08), (D-40a, ACI 318-11), (17.5.3.2, ACI
318-14). Vcp = kcp Ncb , lbf (N) (D-30a, ACI 318-05,-08), (D-40a,
ACI 318-11), (17.5.3.2, ACI 318-14) where kcp = factor taken from
Table 6 of this report kcp = 1.0 for hef < 2.5 in. (63.5 mm) and
kcp = 2.0 for hef ≥ 2.5 in. (63.5 mm) Ncb = nominal concrete
breakout strength of the anchor under consideration, lbf (N),
determined in accordance with D.5.2.10, Section 17.4.2.10 of ACI
318-14; however in the determination of the modification factor
Ψs,N, the values Naua,1 and N aua, i in Eq. (D-9a, ACI 318-05,-08),
(D-8a, ACI 318-11), (17.4.2.10.1a, ACI 318-14) shall be replaced by
Vaua,1 and V aua, i, respectively. For anchor channels in
sand-lightweight concrete, Ncb shall include the modification
factor λ.
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Section 17.5.3.3(ACI 318-14), D.6.3.3 (ACI 318-11) – The nominal
pryout strength of a single anchor of an anchor channel with anchor
reinforcement shall not exceed Vcp =0.75kcp Ncb , lbf (N) (D-31a,
ACI 318-05,-08),(D41a, ACI 318-11), (17.5.3.3, ACI 318-14) where
kcp and Ncb are as defined in D.6.3.2, Section 17.5.3.2, ACI
318-14). 4.2.9 Interaction of Tensile and Shear Forces: For designs
that include combined tension and shear, the interaction of tension
and shear loads shall be calculated in accordance with ACI 318-05,
-08, -11 Section D.7.4, (ACI 318-14 Section 17.6.4). Section 17.6.4
(ACI 318-14), D.7.4 (ACI 318-11) – Unless determined in accordance
with D.4.3 (ACI 318-05, -08), D.4.1.3 (ACI 318-11), Section 17.3.3
of ACI 318-14, anchor channels subjected to combined axial and
shear loads shall be designed to satisfy the requirements of ACI
318-05, -08, -11 D.7.4.1 and D.7.4.2; Section 17.6.4.1 and 17.6.4.2
(ACI 318-14) for the channel bolts, all anchors of the anchor
channel, the channel lips and the channel bending strength at all
locations where loads are introduced by channel bolts to the
channel. For the anchor under consideration the values of Nn and Vn
shall be determined as required in ACI 318-05, -08, -11 D.4.1.5,
Section 17.3.1.5 of ACI 318-14. For anchor channels with anchor
reinforcement, failure of the anchor reinforcement shall be treated
as concrete failure. Alternatively, it shall be allowed to satisfy
ACI 318-05, -08, -11 D.7.4.3, Section 17.6.4.3 of ACI 318-14 for
the channel bolts, all anchors of the anchor channel, the channel
lips and the channel bending strength. Section 17.6.4.1 (ACI
318-14), D.7.4.1 (ACI 318-11) – For anchor channels with Vns ≤ Nns
and where no anchor reinforcement is provided, or for anchor
channels with Vns ≤ Nns and where anchor reinforcement is provided
for both tension and shear loads, the requirements of D.7.4.1.1
through D.7.4.1.3 or alternatively D.7.4.1.4, Section 17.6.4.1.1
through 17.6.4.1.3 or alternatively 17.6.4.1.4 (ACI 318-14) shall
be satisfied for the anchors, D.7.4.1.5 for the channel lips and
the channel bending strength and D.7.4.1.6 for the channel bolts.
For anchor channels with Vns ≤ Nns where anchor reinforcement is
provided for only one direction (tension or shear), Section
D.7.4.2, Section 17.6.4.2 of ACI 318-14 applies. Furthermore if the
design shear load, Vsua, is larger than Vaua, then the value Vsua
shall be inserted in Section D.7.4.1.1 through D.7.4.1.3 or
D.7.4.1.4 and D.7.4.2, Section 17.6.4.1.1 through 17.6.4.1.3 or
17.6.4.1.4 and 17.6.4.2 (ACI 318-14) instead of V aua. Section
17.6.4.1.1 (ACI 318-14), D.7.4.1.1 (ACI 318-11) – If V aua ≤ 0.2
Vn, then full strength in tension shall be permitted: Nn≥N aua
Section 17.6.4.1.2 (ACI 318-14), D.7.4.1.2 (ACI 318-11) – If N
aua ≤ 0.2 Nn, then full strength in shear shall be permitted: Vn ≥
V aua Section 17.6.4.1.3 (ACI 318-14), D.7.4.1.3 (ACI 318-11) – In
all other cases (D-32a, ACI 318-05,-08),(D-42a, ACI 318-11),
(17.6.4.1.3, ACI 318-14) applies. (N aua/ Nn) + (V aua/Vn) ≤ 1.2
(D-32a, ACI 318-05,-08),(D-42a, ACI 318-11), (17.6.4.1.3, ACI
318-14) Section 17.6.4.1.4 (ACI 318-14), D.7.4.1.4 (ACI 318-11) –
Alternatively, instead of satisfying D.7.4.1.1 through D.7.4.1.3,
Section 17.6.4.1.1 through 17.6.4.1.3 the interaction equation
(D-32b, ACI 318-05,-08), (D-42b, ACI 318-11), (17.6.4.1.4, ACI
318-14) may be satisfied (N aua/ Nn)5/3 + (V aua/Vn)5/3 ≤ 1.0
(D-32b, ACI 318-05,-08), (D-42b, ACI 318-11), (17.6.4.1.4, ACI
318-14) Section 17.6.4.2 (ACI 318-14), D.7.4.2 (ACI 318-11) – For
anchor channels with Vns > Nns and where no anchor reinforcement
is provided, or for anchor channels with Vns > Nns and where
anchor reinforcement is provided for both tension and shear loads
and for anchor channels where anchor reinforcement is provided for
only one direction (tension or shear), independent of the
relationship between Vns and Nns, Eq. (D-32c, ACI
318-05,-08),(D-42c, ACI 318-11), (17.6.4.2, ACI 318-14) shall be
satisfied. N aua /( Nn) + V aua /(Vn) ≤ 1.0 Eq. (D-32c, ACI
318-05,-08),(D-42c, ACI 318-11), (17.6.4.2, ACI 318-14) Section
17.6.4.3 (ACI 318-14), D.7.4.3 (ACI 318-11) – Alternatively, it
shall be allowed to satisfy the requirements according to D.7.4.3.1
through D.7.4.3.3, Sections 17.6.4.3.1 and 17.6.4.3.3 (ACI 318-14)
by distinguishing between steel failure of the channel bolt, steel
failure modes of the channel and concrete failure modes. Section
17.6.4.3.1 (ACI 318-14), D.7.4.3.1 (ACI 318-11) – For channel
bolts, Eq. (D-32d, ACI 318-05,-08), (D-42d, ACI 318-11),
(17.6.4.3.1 ACI 318-14) shall be satisfied (N sua/ (Nss) )²+ (V
sua/(Vss))² ≤ 1.0 (D-32d, ACI 318-05,-08), (D-42d, ACI 318-11),
(17.6.4.3.1 ACI 318-14) where N sua and V sua = [(V sua)2]0.5 are
the design tension load and design shear load on the channel bolt
under consideration. Section 17.6.4.3.2 (ACI 318-14), D.7.4.3.2
(ACI 318-11) – For steel failure modes of anchor channels, Eq.
(D-32e, ACI 318-05,08), (D42e, ACI 318-11), (17.6.4.3.2.1 ACI
318-14) and (D-32f, ACI 318-05,-08), (D42f, ACI 318-11),
(17.6.4.3.2.2 ACI 318-14) shall be satisfied. Section 17.6.4.3.2.1
(ACI 318-14), D.7.4.3.2.1 (ACI 318-11) – For anchors and connection
between anchors and channels.
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max((N aua/ Nns,a); (N aua/ Nns,c) )α + max ((V aua/Vns,a);( V
aua/Vns,c))α = 1.0 (D-32e, ACI 318-05,-08), (D-42e, ACI 318-11),
(17.5.4.3.2.1 ACI 318-14) where α = 2 for anchor channels with
max(Vns,a; Vns,c) ≤ min(Nns,a; Nns,c) α =1 for anchor channels with
max(Vns,a; Vns,c) > min(Nns,a; Nns,c) The exponent α shall be
taken from Table 5 of this report. Conservatively, α=1 may be
assumed. Section 17.6.4.3.2.2 (ACI 318-14), D.7.4.3.2.2 (ACI
318-11) – At the point of load application (N sua/ ,(Nsl))α + (V
sua/(Vsl))α ≤ 1.0 (D-32f, ACI 318-05,-08), (D-42f, ACI 318-11),
(17.6.4.3.2.2a ACI 318-14) (Mu,flex/flexMs,flex)α + (V sua/(Vsl))α
≤ 1.0 (D-32g, ACI 318-05,-08), (D-42g, ACI 318-11), (17.6.4.3.2.2b
ACI 318-14) where α = 2 for anchor channels with Vsl ≤ Ns,l α = 1
for anchor channels with Vsl > Ns,l Section 17.6.4.3.3 (ACI
318-14), D.7.4.3.3 (ACI 318-11) – For concrete failure modes of
anchor channels Eq. (D-32H, ACI 318-05,-08), (D42h, ACI 318-11),
(17.6.4.3.3 ACI 318-14) shall be satisfied (N aua/ (Nnc))α +
(Vaua/(Vnc))α ≤ 1.0 (D-32h, ACI 318-05-08), (D-42h, ACI 318-11),
(17.6.4.3.3, ACI 318-14) where α = 1.5 for anchor channels without
anchor reinforcement or with anchor reinforcement to take up
tension and shear loads α = 1.0 for anchor channels with anchor
reinforcement to take up tension or shear loads 4.2.10 Minimum
Member Thickness, hmin, Anchor spacing, smin and smax and Edge
Distance, cmin: Section 17.7.8 (AC 318-14,) D.8.8 (ACI 318-11) –
For anchor channels the following additional provisions apply:
Section 17.7.8.1 (ACI 318-14), D.8.8.1 (ACI 318-11) – The minimum
edge distance shall be taken from Table 1 of this report. Section
17.7.8.2 (ACI 318-14), D.8.8.2 (ACI 318-11)– The minimum and
maximum anchor spacing shall be taken from Table 1 of this
report.
Section 17.7.8.3 (ACI 318-14), D.8.8.3 (ACI 318-11) –The
critical edge distance, cac, shall be taken from Table 4 of this
report. , 4.3 Allowable Stress Design 4.3.1 General: Strength
design values determined in accordance with ACI 318 (-05,-08,-11)
Appendix D or ACI 318-14 Chapter 17, as applicable, with amendment
in Section 4.1 of this report may be converted to values suitable
for use with allowable stress design load combinations. Such
guidance of conversions shall be in accordance with the following:
For anchor channels designed using load combinations in accordance
with IBC Section 1605.3 (Allowable Stress Design), allowable loads
shall be established using Eq. (3.1) or Eq. (3.2): Tallowable,ASD =
min (Nn/αASD; min (Nsl;Nsflex) /αASD;
Nss/αASD ) Eq. (3.1) Vallowable,ASD = min (Vn/αASD; Vsl/αASD;
Vss/αASD ) Eq. (3.2) where: Tallowable,ASD = Allowable tension load
(lbf or kN) Vallowable,ASD = Allowable shear load (lbf or kN) Nn =
Lowest design strength of an anchor or anchor group in tension as
determined in accordance with ACI 318 (-05, -08, -11) Appendix D or
ACI 318-14 Chapter 17, as applicable with amendments in Section 4.2
of this report, lbf (N). Nsl, Nsflex and Nss are the design tension
strengths of the channel lips, the channel in respect to bending
and channel bolts respectively. Vn = Lowest design strength of an
anchor or anchor group in shear as determined in accordance with
ACI 318 (-05,-08,-11) Appendix D or ACI 318-14 Chapter 17, as
applicable with amendments in Section 4.2 of this report, lbf (N).
Vsl and Vss are the design shear strengths of the channel lips and
channel bolts respectively. ASD = Conversion factor calculated as a
weighted average of the load factors for the controlling load
combination. In addition, ASD shall include all applicable factors
to account for non-ductile failure modes and required
over-strength. 4.3.2 Interaction of Tensile and Shear Forces: The
interaction shall be calculated in accordance with ACI 318 (-05,
-08, -11) D.7 or ACI 318-14, Section 17.6 and amendments in Section
4.2 of this report for all anchors of the anchor channel as
follows:
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a. For anchor channels with Vns ≤ Nns and where no anchor
reinforcement is provided, or for anchor channels with Vns ≤ Nns
and where anchor reinforcement is provided for both tension and
shear loads, Eq. (3.3) shall be satisfied for all anchors and all
locations where loads are applied to the channel. For anchor
channels where anchor reinforcement is provided for only one
direction (tension or shear), independent of the relationship
between Vns and Nns, Section 4.3.2.b applies: For shear loads V,a ≤
0.2 Vallowable,ASD the full allowable load in tension shall be
permitted. For tension loads T,a ≤ 0.2 Tallowable,ASD the full
allowable load in shear shall be permitted. For all other cases:
(T,a / Tallowable,ASD ) + (V,a / Vallowable,ASD ) ≤ 1.2 Eq. (3.3)
where: T,a = unfactored tension load applied to an anchor channel,
lbf, N V,a = unfactored shear load applied to an anchor channel,
lbf, N b. For anchor channels with Vns > Nns and where no anchor
reinforcement is provided, or for anchor channels with Vns > Nns
and where anchor reinforcement is provided for both tension and
shear loads, Eq. 3.4 shall be satisfied for all anchors and all
locations where loads are applied to the channel. For anchor
channels where anchor reinforcement is provided for only one
direction (tension or shear), independent of the relationship
between Vns and Nns, Eq. 3.4 shall be satisfied for all anchors and
all locations where loads are applied to the channel. (T,a /
Tallowable,ASD ) + (V,a / Vallowable,ASD ) ≤ 1.0 Eq. 3.4 4.4
Installation: Installation parameters are illustrated in Figure 2
of this report and given in Table 1 of this report. Anchor
locations shall comply with this report and the plans and
specifications approved by the building official. Installation of
the anchor channels shall conform to the manufacturer’s printed
installation instructions (MPII) included in each shipment, which
are replicated in Table 11 and Table 12 of this report. 4.5 Special
Inspection: Periodic special inspection shall be provided and
performed as required in accordance with Section 1705.1.1 of the
2015 and 2012 IBC, Sections 1704.4 and 1704.15 of the 2009 IBC and
Sections 1704.4 and 1704.13 of the 2006 IBC, with continuous or
periodic special inspections as defined in Section 1702.1 of the
IBC and this report. Under the IBC, additional requirements in
Sections 1705, 1706, 1707 and 1709 shall be observed, as
applicable.
4.5.1 Inspection Requirements: Periodic inspection during
installation shall be performed in accordance with Section 1705.1.1
of the 2015 and 2012 IBC, Section 1704.15 of the 2009 IBC, or
Section 1704.13 of the 2006 IBC. In addition, the following
requirements shall apply: 1. The special inspector shall be present
intermittently during anchor channel placement in the formwork to
verify anchor channel type, type of steel, length of channel and
number and diameter of anchors as well as anchor channel placement
and edge distance in accordance with the approved plans and
specifications and contract documents, and proper fastening of the
anchor channels to the formwork in accordance with the MPII. 2.
Following placement of concrete and form removal, the special
inspector shall verify that the concrete around the anchor channel
is without significant visual defects, that the anchor channel is
flush with the concrete surface, and that the channel interior is
free of concrete, laitance, or other obstructions. Following the
installation of attachments to the anchor channel, the special
inspector shall verify that the correct system hardware, such as
threaded bolts and saddle washers, has been used, positioned
correctly, and torqued, all in accordance with the MPII. The
special inspector shall also verify that the anchor channel will
not be loaded in shear parallel to the longitudinal axis of the
channel (see Figure 1 of this report). 3. The special inspector
shall be present for the initial installations of attachments to
each type and size of anchor channel. For ongoing installations
over an extended period, the special inspector shall perform
regular inspections to confirm correct handling and installation.
4. Where they exceed the requirements stated here, the special
inspector shall adhere to the special inspection requirements
provided in the statement of special inspections as prepared by the
registered design professional in responsible charge. 4.5.2 Proof
loading program: On-Site proof loading program is required for all
installations designated by the registered design professional or
building official. The proof loading program shall be established
by the registered design professional and approved by the building
official. As a minimum, the following requirements shall be
addressed: 1. Frequency and location of proof loading based on
channel size and length; 2. Proof loads specified by channel size;
3. Acceptable displacements at proof load; 4. Remedial action in
the event of failure to achieve proof load or excessive
displacement.
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5.0 LIMITATIONS The Jordahl anchor channel described in this
report complies with, or is a suitable alternative to what is
specified in those codes listed in Section 1.0 of this report,
subject to the following conditions: 5.1 The anchor channels are
recognized for use to resist short- and long-term loads, including
wind and seismic loads (Seismic Design Categories A and B only) in
tension; shear loads perpendicular to the longitudinal axis of the
anchor channel; and combined loads in the “y” and “z” direction as
shown in Figure 1 of this report, subject to the conditions of this
report. Shear loading in the direction of the longitudinal axis of
the anchor channel shall be taken up by other means and is beyond
the scope of this report. 5.2 The anchor channels shall be
installed in accordance with the manufacturer’s printed
installation instructions (MPII), as included in the packaging and
as shown in Table 11 and 12 of this report. 5.3 The anchor channels
shall be installed in cracked or uncracked normal-weight concrete
having a specified compressive strength f ′c = 2,500 psi to 10,000
psi (17.2 MPa to 68.9 MPa). Use of anchor channels in
sand-lightweight concrete is beyond the scope of this report. 5.4
The values of f ′c used for calculation purposes shall be the
lesser of either the specified concrete compressive strength; or
10,000 psi (68.9 MPa) for tension and 8,500 psi (59 MPa) for shear.
5.5 Strength Design values shall be established in accordance with
Section 4.2 this report. Loads applied to the anchors shall be
adjusted in accordance with Section 1605.2 of the IBC for strength
design. 5.6 The anchor channels are permitted to be installed in
concrete that is cracked or that may be expected to crack during
the service life of the anchor channel, subject to the conditions
of this report. 5.7 Allowable Stress Design shall be established in
accordance with Section 4.3 of this report. Loads applied to the
anchors shall be adjusted in accordance with Section 1605.3 of the
IBC. 5.8 Minimum anchor spacing and edge distance as well as
minimum member thickness shall comply with the values given in this
report. 5.9 Prior to anchor installation, calculations and details
demonstrating compliance with this report shall be submitted to the
code official. The calculations and details shall be prepared by a
registered design professional where
required by the statutes of the jurisdiction in which the
project is to be constructed. 5.10 Anchor channels are not
permitted to support fire resistive construction. Where not
otherwise prohibited by the code, the anchor channels are permitted
for installation in fire-resistive construction provided that at
least one of the following conditions is fulfilled: Anchor channels
are used to resist wind or seismic
forces (Seismic Design Categories A and B) only. Anchor channels
that support gravity load–bearing
structural elements are within a fire-resistive envelope or a
fire-resistive membrane, are protected by approved fire-resistive
materials, or have been evaluated for resistance to fire exposure
in accordance with recognized standards.
Anchor channels are used to support nonstructural
elements. 5.11 Since an acceptance criteria for evaluating data
to determine the performance of anchor channels subjected to
fatigue or shock loading is unavailable at this time, the use of
these anchor channels under such conditions is beyond the scope of
this report. 5.12 Use of zinc-plated carbon steel anchor channels
is limited to dry, interior locations. 5.13 Use of hot-dipped
galvanized carbon steel and stainless anchor channels is permitted
for exterior exposure or damp environments. 5.14 Steel anchoring
materials in contact with preservative-treated and
fire-retardant-treated wood shall be of zinc-coated carbon steel or
stainless steel. The minimum coating weights for zinc-coated steel
shall comply with ASTM A153. 5.15 Special inspection shall be
provided in accordance with Section 4.5 of this report. 5.16
Jordahl anchor channels are produced under an approved quality
control program with inspections performed by IEA (AA-707). 6.0
SUBSTANTIATING DATA The following data has been submitted as
follows and is in accordance with:
ICC-ES Acceptance Criteria for Anchor Channels in Concrete
Elements (AC232), dated May 2016
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Number: 293 Originally Issued: 10/04/2013 Revised: 10/31/2016
Valid Through: 10/31/2017
Page 18 of 33
7.0 IDENTIFICATION The anchor channels JTA and channel bolts
shall be identified as follows: 7.1 A label shall be affixed on at
least one of the following: product, packaging, installation
instructions or descriptive literature. 7.2 The label shall include
the company name (Jordahl GMBH) or trademark, model number,
inspection agency name (IEA) and the IAPMO Uniform ES Mark of
Conformity and the Evaluation Report Number (ER-293) to identify
the products recognized in this report. A die-stamp label may also
substitute for the label. Either Mark of Conformity may be used as
shown below:
or IAPMO ER #293
Brian Gerber, P.E., S.E. Vice President, Technical
Operations
Uniform Evaluation Service
Richard Beck, PE, CBO, MCP Vice President, Uniform Evaluation
Service
GP Russ Chaney CEO, The IAPMO Group
For additional information about this evaluation report please
visit
www.uniform-es.org or email at [email protected]
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Number: 293 Originally Issued: 10/04/2013 Revised: 10/31/2016
Valid Through: 10/31/2017
Page 19 of 33
Notations:
Equations are provided in units of inches and pounds. For
convenience, SI (metric) units are provided in parentheses where
appropriate. Unless otherwise noted, values in SI units shall be
not used in equations without conversion to units of inches and
pounds. bch width of channel, as shown in Figure 1 of this annex,
inch (mm)
bfix width of fixture, as shown in Figure 3 of this annex, in.
(mm)
ca edge distance of anchor channel, measured from edge of
concrete member to axis of the nearest anchor as shown
in Figure 2b of this annex, in. (mm)
ca1 edge distance of anchor channel in direction 1 as shown in
Figure 2b of this annex, in. (mm)
ca1,red reduced edge distance of the anchor channel, as
referenced in Eq. (D-29c, ACI 318-05,-08), (D-39c, ACI 318-11),
(17.5.2.10.7, ACI 318-14)
ca2 edge distance of anchor channel in direction 2 as shown in
Figure 2b of this annex, in. (mm)
ca,max maximum edge distance of anchor channel, in. (mm)
ca,min minimum edge distance of anchor channel, in. (mm)
cac edge distance required to develop full concrete capacity in
absence of reinforcement to control splitting, in. (mm)
ccr edge distance required to develop full concrete capacity in
absence of anchor reinforcement, in. (mm)
ccr,N critical edge distance for anchor channel for tension
loading for concrete breakout, in. (mm)
ccr,Nb critical edge distance for anchor channel for tension
loading, concrete blow out, in. (mm)
ccr,V critical edge distance for anchor channel for shear
loading, concrete edge breakout, in. (mm)
cnom nominal concrete cover according to code
d1 width of head of I-anchors or diameter of head of round
anchor, as shown in Figure 1 of this annex, in. (mm)
d2 shaft diameter of round anchor, as shown in Figure 1 of this
annex, in. (mm)
da diameter of anchor reinforcement, in. (mm)
ds diameter of channel bolt , as shown in Figure 1 of this
annex, in. (mm)
e1 distance between shear load and concrete surface, in.
(mm)
es distance between the axis of the shear load and the axis of
the anchor reinforcement resisting the shear load, in.
(mm)
f distance between anchor head and surface of the concrete, in.
(mm)
f′c specified concrete compressive strength, psi (MPa)
fc,test,x concrete compressive strength corresponding to
concrete used for test series x, psi (MPa)
futa specified ultimate tensile strength of anchor, psi
(MPa)
futc specified ultimate tensile strength of channel, psi
(MPa)
futs specified ultimate tensile strength of channel bolt, psi
(MPa)
fut,test,x tensile strength of steel used for test series x, psi
(MPa)
fy specified yield tensile strength of steel, psi (MPa)
fya specified yield strength of anchor, psi (MPa)
fyc specified yield strength of channel, psi (MPa)
fys specified yield strength of channel bolt, psi (MPa)
h thickness of concrete member or test member, as shown in
Figure 3 of this annex, inch [mm]
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hch height of channel, as shown in Figure 1 of this annex, in.
(mm)
hcr,V critical member thickness, in. (mm)
hef effective embedment depth, as shown in Figure 1 of this
annex, in. (mm)
hef,red reduced effective embedment depth, as referenced in Eq.
(D-8c, ACI 318-05,-08), (D-7.c, ACI 318-11),
(17.4.2.10.2c, ACI 318-14), in. (mm)
k load distribution factor, as referenced in Eq. (D-0.a)
(17.2.1.2.1a, ACI 318-14)
kcp pryout factor
ℓA length of I-anchor or headed anchor, plus channel height, as
shown in Figure 1 of this annex, in. (mm)
ℓ lever arm of the shear force acting on the channel bolt, in.
(mm)
ℓdh development length in tension of deformed bar or deformed
wire with a standard hook, measured from critical
section to outside end of hook, in. (mm)
lfix length of fixture as shown in Figure 3 of this annex, in.
(mm)
ℓin influence length of an external load Nua along an anchor
channel, in. [mm]
p web thickness of I-anchor, as shown in Figure 1 of this annex,
in. (mm)
s spacing of anchors in direction of longitudinal axis of
channel, in. (mm)
schb clear distance between channel bolts in direction of
longitudinal axis of channel, in. (mm)
scr anchor spacing required to develop full concrete capacity in
absence of anchor reinforcement, in. (mm)
scr,N critical anchor spacing for tension loading, concrete
breakout, in. (mm)
smax maximum spacing between anchor elements in anchor channels,
in. (mm)
smin minimum spacing between anchor elements in anchor channels,
in. (mm)
scr,Nb critical anchor spacing for tension loading, concrete
blow-out, in. (mm)
scr,V critical anchor spacing for shear loading, concrete edge
breakout, in. (mm)
t thickness of channel lips, in. (mm)
tfix thickness of fixture as shown in Figure 3 of this annex,
in. (mm)
th thickness of head portion of headed anchor, as shown in
Figure 1 of this annex, in. (mm)
v coefficient of variation
wA width of I-shaped anchor, as shown in Figure 1 of this annex,
in. (mm)
x distance between end of channel and nearest anchor, in.
[mm]
z internal lever arm of the concrete member, in. (mm)
Abrg bearing area of anchor head, in.2 (mm2)
Ai ordinate at the position of the anchor I, as illustrated in
Figure RD.3.1.1 (Figure 17.2.1.1, ACI 318-14) of this annex,
in. (mm)
Ase,N effective cross-sectional area of anchor or channel bolt
in tension, in.2, (mm²)
Ase,V effective cross-sectional area of channel bolt in shear
(mm²)
Fk characteristic failure load of a test series calculated
according to Eq. (8.5), lbf (N)
Ftest test result from a test series, lbf (N)
Ftest,x test result from test series x, lb (N)
Iy moment of inertia of the channel about principal y-axis, in.4
(mm4), as illustrated in Figure 1 of this annex
M1 bending moment on fixture around axis in direction 1, lbf-in
(Nm)
M2 bending moment on fixture around axis in direction 2, lbf-in
(Nm)
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Msflex nominal flexural strength of the anchor channel, lbf-in
(Nm)
Ms,s flexural strength of the channel bolt, lbf-in (Nm) 0,s sM
nominal flexural strength of the channel bolt, lbf-in (Nm)
Mu,flex bending moment on the channel due to tension loads,
lbf-in (Nm)
Nb basic concrete breakout strength of a single anchor in
tension, lbf (N)
Nca nominal strength of anchor reinforcement to take up tension
loads, lbf (N)
Ncb concrete breakout strength of a single anchor of anchor
channel in tension, lbf (N)
Neq maximum tension load to be applied in simulated seismic
tension test, lbf (N)
Ni intermediate tension load to be applied in the simulated
seismic tension test, lbf (N)
Nk characteristic tension failure load calculated according to
Eq. (8.5), lbf (N)
Nm minimum tension load to be applied in the simulated seismic
tension test, lbf (N)
Nn lowest nominal tension strength of an anchor from all
appropriate failure modes under tension
(lowest value of Nns,a Ncb Nsb and Npn), lbf (N)
Np pullout strength of a single anchor of an anchor channel in
tension, lbf (N)
Npn nominal pullout strength of a single anchor of an anchor
channel in tension, lbf (N)
Nnc nominal tension strength of one anchor from all concrete
failure modes (lowest value of Ncb (anchor channels
without anchor reinforcement to take up tension loads) or Nca
(anchor channels with anchor reinforcement to take up
tension loads), Npn, and Nsb)
Nns nominal steel strength of anchor channel loaded in tension
(lowest value of Nsa, Nsc and Nsl), lbf (N)
Nns,a nominal tension strength for steel failure of anchor or
connection between anchor and channel (lowest value of Nsa
and Nsc)
Nns,c nominal tension strength of channel from all steel failure
modes at the load application (lowest value of Nsl and Nsflex)
Nsa nominal tensile steel strength of a single anchor, lbf
(N)
Nsb nominal concrete side-face blowout strength, lbf (N)
N0sb basic nominal concrete side-face blowout strength, lbf
(N)
Nsc nominal tensile steel strength of the connection
channel/anchor, lbf (N)
Nsflex nominal strength of anchor channel in case of flexural
failure of channel, lbf (N)
Nsl nominal tensile steel strength of the local bending of the
channel lips, lbf (N)
Nss nominal tensile strength of a channel bolt, lbf (N) auaN
factored tension load on a single anchor of the anchor channel, lbf
(N)
aiuaN , factored tension load on anchor i of the anchor channel,
lbf (N)
suaN factored tension load on a channel bolt, lbf (N)
Nua,re factored tension load acting on the anchor reinforcement,
lbf (N)
Schb elastic section modulus of channel bolt, in3 (mm³)
Spl,nom plastic section modulus of channel around y-y axis
computed with the specified channel dimensions, in3 (mm³)
Tallowable,ASD allowable tension load for use in allowable
stress design environments, lb (N)
Tinst Installation torque moment given in the manufacturer´s
installation instruction, lbf-in. (N-m)
T,a unfactored tension load applied to an anchor channel, lbf,
N
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Vallowable,ASD allowable shear load for use in allowable stress
design environments, lb (N)
Vb basic concrete breakout strength in shear a single anchor,
lbf (N)
Vca nominal strength of the anchor reinforcement of one anchor
to take up shear loads, lbf (N)
Vca,max maximum value of Vca of one anchor to be used in design,
lbf (N)
Vcb nominal concrete breakout strength in shear of an anchor
channel, lbf (N)
Vcp nominal pry-out strength of a single anchor, lbf (N)
Veq maximum shear load to be applied in the simulated seismic
shear test, lbf (N)
Vi intermediate shear load to be applied in the simulated
seismic shear test, lbf (N)
Vk characteristic shear failure load calculated according to Eq.
(8.5), lbf (N)
Vm minimum shear load to be applied in the simulated seismic
shear test, lbf (N)
Vn lowest nominal steel strength of an anchor channel from all
appropriate failure modes under shear, lbf (N)
Vnc nominal shear strength of one anchor from all concrete
failure modes (lowest value of Vcb (anchor channels with
anchor reinforcement to take up shear loads) or Vca (anchor
channels with anchor reinforcement to take up shear
loads) and Vcp)
Vns Nominal steel strength of anchor channel loaded in shear
(lowest value of Vsa, Vsc, and Vsl)
Vns,a nominal shear strength for steel failure of anchor or
connection between anchor and channel (lowest value of Vsa
and Vsc)
Vsa nominal shear steel strength of a single anchor, lbf (N)
V,a unfactored shear load applied to an anchor channel, lbf,
N
Vsc nominal shear strength of connection between one anchor bolt
and the anchor channel, lbf (N)
Vsl nominal shear steel strength of the local bending of the
channel lips, lbf (N)
Vss nominal strength of channel bolt in shear, lbf (N)
Vua factored shear load on anchor channel, lbf (N) a
iuaV , factored shear load on anchor i of the anchor channel,
lbf (N)
suaV factored shear load on a channel bolt
α exponent of interaction equation (see Section D.7.4.3, Section
17.6.4.3 of ACI 318-14)
αASD conversion factor for allowable stress design (see Section
3.2.1)
αch,N factor to account for the influence of channel size on
concrete breakout strength in tension [-]
αM factor to account for the influence of restraint of fixture
on the flexural strength of the channel bolt [-]
λ Modification factor for sand-lightweight concrete in
accordance with Section 8.6.1 of ACI 318-08 and 318-11 or
Section 19.2.4 of ACI 318-14 (λ = 1 for normal-weight
concrete)
αch,V factor to account for the influence of channel size and
anchor diameter on concrete edge breakout strength in shear
(lbf0.5 /in)0.33 (N0.5/mm0.33)
αr factor to account for the influence of restraint of the
embedded channel on the channel bending strength [-]
β mean anchor stiffness lbf/in (N/mm)
β0 factor evaluated in accordance with Eq. (8.14) [-]
β1 exponent in Eq. (D-29a, ACI 318-05,-08), (D-39a, ACI 318-11),
(17.5.2.10.6a, ACI 318-04) to account for the
influence of the member depth on the concrete edge breakout
strength in accordance with Table 8.2 [-]
ψc,N modification factor to account for influence of cracked or
uncracked concrete on concrete breakout strength [-]
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ψc,Nb modification factor to account for influence of cracked or
uncracked concrete on concrete blowout strength [-]
ψc,P modification factor to account for influence of cracked or
uncracked concrete on concrete pull-out strength [-]
ψc,V modification factor to account for influence of cracked or
uncracked concrete for concrete edge breakout strength [-]
ψco,N modification factor for corner effects on concrete
breakout strength for anchors loaded in tension [-]
ψco,Nb modification factor for corner effects on concrete
blowout strength for anchors loaded in tension [-]
ψco,V modification factor for corner effects on concrete edge
breakout strength for anchor channels loaded in shear [-]
ψcp,N modification factor for anchor channels to control
splitting
ψed,N modification factor for edge effect on concrete breakout
strength for anchors loaded in tension [-]
ψg,Nb modification factor to account for influence of bearing
area of neighboring anchors on concrete blowout strength for
anchors loaded in tension [-]
ψh,Nb modification factor to account for influence of member
thickness on concrete blowout strength for anchors loaded in
tension [-]
ψh,V modification factor to account for influence of member
thickness on concrete edge breakout strength for anchors
channels loaded in shear [-]
ψs,N modification factor to account for influence of location
and loading of neighboring anchors on concrete breakout
strength for anchor channels loaded in tension [-]
ψs,Nb modification factor to account for influence of location
and loading of neighboring anchors on concrete blowout
strength for anchor channels loaded in tension [-]
ψs,V modification factor to account for influence of location
and loading of neighboring anchors on concrete edge
breakout strength for anchor channels loaded in shear [-]
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FIGURE 3- INSTALLATION PARAMETERS FOR ANCHOR CHANNELS
FIGURE 4- DIFFERENT TYPES OF ANCHORS FIGURE 5 – CHANNEL
BOLTS
Anchor channel hot-rolled profile
Anchor channel cold-formed profile
Installation parameters
x
d2
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in 0.60 0.69 0.98 0.91 1.18 1.18 1.30 1.32 1.65 1.93 1.91(mm)
(15.25) (17.5) (25) (23) (30) (30) (33) (33.5) (42) (49) (48.5)
in 1.10 1.50 1.57 1.56 1.97 1.93 2.11 2.07 2.15 2.83 2.83(mm)
(28) (38) (40) (39.5) (50) (49) (53.5) (52.5) (54.5) (72) (72)
in4 0.010 0.021 0.049 0.047 0.100 0.125 0.173 0.224 0.450 0.705
0.840(mm4) (4060) (8547) (20570) (19703) (41827) (51904) (72079)
(93262) (187464) (293579) (349721)
in 1.97 1.97 1.97 1.97 1.97 1.97 3.15 3.15 3.15 3.15 3.15(mm)
(50) (50) (50) (50) (50) (50) (80) (80) (80) (80) (80)
in 7.87 7.87 9.84 9.84 9.84 9.84 9.84 9.84 11.81 15.75 15.75(mm)
(200) (200) (250) (250) (250) (250) (250) (250) (300) (400)
(400)
in 1.97 3.15 3.54 3.54 3.94 3.94 6.50 6.50 7.48 7.68 7.68(mm)
(50) (80) (90) (90) (100) (100) (165) (165) (190) (195) (195)
in 1.60 2.00 2.00 2.00 3.00 3.00 4.00 4.00 4.00 6.00 6.00(mm)
(41) (51) (51) (51) (76) (76) (102) (102) (102) (152) (152)
in 0.98 0.98 0.98 0.98 0.98 0.98 1.38 1.38 1.38 1.38 1.38(mm)
(25) (25) (25) (25) (25) (25) (35) (35) (35) (35) (35)
in 0.28 0.35 0.33 0.33 0.35 0.35 0.45 0.45 0.61 0.61 0.61(mm)
(7) (9) (8.5) (8.5) (9) (9) (11.5) (11.5) (15.5) (15.5) (15.5)
in 0.20 0.20 0.20 0.20 0.20 0.20 0.24 0.24 0.28 0.28 0.28(mm)
(5) (5) (5) (5) (5) (5) (6) (6) (7.1) (7.1) (7.1)
in 0.39 0.47 0.51 0.51 0.75 0.75 1.02 1.02 1.50 1.89 1.89(mm)
(10) (12) (13) (13) (19) (19) (26) (26) (38) (48) (48)
Min member thickness hmin in (mm)For SI: 1 in = 25.4 mm
For pound-inch units: 1 mm = 0.03937 in
1) Iy in stainless steel = 19097 mm4 (0.05 in4 )
2) Iy in stainless steel = 19759 mm4 (0.05 in4 )
3) Available only in structural steel
Minimum shaft diameter
Minimum web thickness
d2
p
Minimum length of shaped anchor
wa
Channel width
Moment of inertia, structural steel and stainless steel
Minimum anchor spacing
Maximum anchor spacing
hmin = hinst + cnom
K28/15 K38/17 W 55/42 3)
hch
bch
Iy
K 72/48 3)
smin
smax
hnom
ca,min
W 72/48 3)K 40/25 W 40/22 K 50/30Criteria Symbol Units
Anchor channel sizes
W 50/30 K 53/34 W 53/34
End spacing x
Installation height
Minimum edge distance
Channel height
TABLE 1 – INSTALLATION PARAMETERS FOR ANCHOR CHANNELS
Bolt type - JD 1) JH 1) JC 2) JC 2) JB 2) JB 2) JB 2) JB 2)
JB/JE 2) 3) JA 2) JA 2)
68 10 10 10 10 10 10 10 1010 12 12 12 12 12 12 12 1212 16 16 16
16 16 16