E1240 R0293 JORDAHL FINAL...ACI 318-08), D.3.1.2.3 (ACI 318-11) – The shear load Va ua ,i on an...

Number: 293 Originally Issued: 10/04/2013 Revised: 10/31/2016 Valid Through: 10/31/2017

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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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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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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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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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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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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)


Page 7 of 33

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),


Page 8 of 33

(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


Page 9 of 33

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


Page 10 of 33

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.


Page 11 of 33

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).


Page 12 of 33

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


Page 13 of 33

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.


Page 15 of 33

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:


Page 16 of 33

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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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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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]


Page 20 of 33

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)


Page 21 of 33

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


Page 22 of 33

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 [-]


Page 23 of 33

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 [-]


Page 24 of 33

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


Page 25 of 33

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

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E1240 R0293 JORDAHL FINAL...ACI 318-08), D.3.1.2.3 (ACI 318-11) – The shear load Va ua ,i on an...

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