ICC ESR-3520 for HAC Hilti Anchor Channel

ManualsBrandsHilti ManualsCast-in Anchor ChannelsHBC-C Standard T-bolt

Table Of Contents

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ICC-ES Evaluation Report

ESR-3520

Reissued August 2020

This report is subject to renewal August 2022.

www.icc-es.org | (800) 423-6587 | (562) 699-0543 A Subsidiary of the International Code Council

DIVISION: 03 00 00—CONCRETE

Section: 03 15 19—Cast-In Concrete Anchors

Section: 03 16 00—Concrete Anchors

REPORT HOLDER:

HILTI, INC.

EVALUATION SUBJECT:

HILTI ANCHOR CHANNEL SYSTEMS: HILTI ANCHOR

CHANNELS HAC WITH HILTI CHANNEL BOLTS HBC-B,

HBC-C AND HBC-C-N AND HILTI ANCHOR CHANNELS

HAC-T WITH HILTI CHANNEL BOLTS HBC-T IN

CRACKED AND UNCRACKED CONCRETE

EVALUATION SCOPE

Compliance with the following codes:

 2018, 2015, 2012, and 2009 International Building

Code

(IBC)

 2018, 2015, 2012, and 2009 International Residential

Code

(IRC)

 2013 Abu Dhabi International Building Code (ADIBC)

†

The ADIBC is based on the 2009 IBC. 2009 IBC code sections referenced

in this report are the same sections in the ADIBC.

For evaluation for compliance with codes adopted by the

Los Angeles Department of Building and Safety (LADBS),

see ESR-3520 LABC and LARC Supplement.

Property evaluated:

Structural

USES

The four Hilti anchor channel systems described in this

report include the following:

 Hilti serrated anchor channels (HAC-30F) with serrated

Hilti channel bolts (HBC-B M10 4.6F, HBC˗B M10 4.6G,

HBC-B M12 4.6F, HBC˗B M12 4.6G).

 Hilti anchor channels (HAC-40F, HAC-50F, HAC-60F,

HAC-70F) with Hilti channel bolts (HBC-C M12 8.8F,

HBC˗C M12 8.8G, HBC-C M16 4.6F, HBC-C M16 50R,

HBC-C M16 8.8F, HBC-C M16 8.8G, HBC-C M20 8.8F,

HBC-C M20 8.8G).

 Hilti anchor channels (HAC-40F, HAC-50F, HAC-60F,

HAC-70F) with locking Hilti channel bolts (HBC-C-N M12

8.8F, HBC-C-N M16 8.8F, HBC-C-N M20 8.8F).

 Hilti serrated anchor channels (HAC-T50F, HAC-T70F)

with serrated Hilti channel bolts (HBC-T M12 8.8F, HBC-

T M16 8.8F, HBC-T M20 8.8F).

Hilti serrated anchor channels (HAC-30F) with serrated

Hilti channel bolts (HBC-B M10 4.6F, HBC˗B M10 4.6G and

HBC˗B M12 4.6G) and Hilti anchor channels (HAC-40F,

HAC-50F, HAC-60F, HAC-70F) with Hilti channel bolts

(HBC-C M12 8.8F, HBC˗C M12 8.8G, HBC-C M16 4.6F,

HBC-C M16 50R, HBC-C M16 8.8F, HBC-C M16 8.8G,

HBC-C M20 8.8F, HBC-C M20 8.8G) are used for

anchorage in concrete to resist static, wind, and seismic

(IBC Seismic Design Categories A and B) tension loads

) and shear loads perpendicular to the longitudinal

channel axis (V

ua,y

) or any combination of these loads

applied at any location between the outermost anchors of

the anchor channel in accordance with Figure 2-1 of this

report.

Hilti serrated anchor channels (HAC-30F) with serrated

Hilti channel bolts (HBC-B M12 4.6F) and Hilti anchor

channels (HAC-40F, HAC-50F, HAC-60F, HAC-70F) with

locking Hilti channel bolts (HBC-C-N M12 8.8F, HBC-C-N

M16 8.8F, HBC-C-N M20 8.8F) and Hilti serrated anchor

channels (HAC-T50F, HAC-T70F) with serrated Hilti

channel bolts (HBC-T M12 8.8F, HBC-T M16 8.8F, HBC-T

M20 8.8F) are used for anchorage in concrete to resist

static, wind, and seismic (IBC Seismic Design Categories A

through F) tension loads (N

) and shear loads

perpendicular to the longitudinal channel axis (V

ua,y

), shear

loads acting in the direction of the longitudinal channel axis

ua,x

) or any combination of these loads applied at any

location between the outermost anchors of the anchor

channel in accordance with Figure 2-1 of this report.

As an alternative to the second system described in the

first paragraph of Section 2.0, above, Hilti anchor channels

(HAC-50F, HAC-60F, HAC-70F) with Hilti channel bolts

(HBC-C M16 8.8F, HBC-C M16 8.8G, HBC-C M20 8.8F,

HBC-C M20 8.8G), used in conjunction with Hilti HIT-HY

100 adhesive are used for anchorage in concrete to resist

static, wind, and seismic (IBC Seismic Design Categories C

through F) tension loads (N

) and shear loads

perpendicular to the longitudinal channel axis (V

ua,y

), shear

loads acting in the direction of the longitudinal channel axis

ua,x

) or any combination of these loads applied at any

location in a distance of 2

inches or greater to the

outermost anchors of the anchor channel in accordance with

Figure 2-1 of this report.

Summary of content (39 pages)

PAGE 1
ICC-ES Evaluation Report ESR-3520 Reissued August 2020 This report is subject to renewal August 2022. www.icc-es.org | (800) 423-6587 | (562) 699-0543 DIVISION: 03 00 00—CONCRETE Section: 03 15 19—Cast-In Concrete Anchors Section: 03 16 00—Concrete Anchors REPORT HOLDER: HILTI, INC.
PAGE 2
ESR-3520 | Most Widely Accepted and Trusted Page 2 of 39 number of anchors per channel is not limited. The appropriate channel bolts (Figure 8-3) are placed in the anchor channel (Figure 2-1). Geometric parameters are shown in Figure 8-2 and Figure 8-4, and are given in Table 8-1 of this report. Steel specifications for the channels, anchors, channel bolts, and matching nuts and washers of the channel bolts are given in Table 8-13 of this report.
PAGE 3
ESR-3520 | Most Widely Accepted and Trusted Page 3 of 39 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).
PAGE 4
ESR-3520 | Most Widely Accepted and Trusted a) anchor channel installed perpendicular to the edge Page 4 of 39 b) adjacent anchor channels arranged parallel to edge (n1 = 2) b) anchor channel installed parallel to the edge Figure 4-4: Example for the calculation of anchor channels with 6 anchors loaded in shear longitudinal to the channel axis for concrete edge failure 4.1.2.6 Adjacent anchor channels: Anchor channels may be arranged as shown in Figure Figure 4-5.
PAGE 5
ESR-3520 | Most Widely Accepted and Trusted be determined in accordance with ACI 318-08 Appendix D and this report. Design parameters provided in Table 8-1 through Table 8-12 in this report and references to ACI 318 are based on the 2015 IBC (ACI 318-14) and the 2012 IBC (ACI 318-11) unless noted otherwise in Sections 4.1 and 4.2 of this report. The strength design must comply with ACI 318-14 17.3.1 or ACI 318-11 D.4.1, as applicable, except as required in ACI 318-14 17.2.3 or ACI 318-11 D.3.
PAGE 6
ESR-3520 | Most Widely Accepted and Trusted Page 6 of 39 a) anchor channel with influence of one edge and two corners 1 = anchor under consideration 2 to 4 = influencing anchors Figure 4-8: Example of an anchor channel with nonuniform anchor tension forces The modification factor for edge effect of anchors loaded in tension, ψed,N, shall be computed in accordance with Eq. (12) or (13).
PAGE 7
ESR-3520 | Most Widely Accepted and Trusted Page 7 of 39 The modification factor for corner effect for anchors loaded in tension, ψco,N, shall be computed in accordance with Eq. (15) or (16). If ca2 ≥ ccr,N If ca2 ˂ ccr,N 1.0 then ψco,N = 1.0 (15) then ψco,N = (ca2 / ccr,N) 0.
PAGE 8
ESR-3520 | Most Widely Accepted and Trusted Page 8 of 39 The basic nominal strength of a single anchor without influence of neighboring anchors, corner or member thickness effects in cracked concrete, N0sb, shall be computed in accordance with Eq. (20). 0 Nsb  128    ca1  Abrg  fc' ,lb (20) 0 Nsb  10.5    ca1  Abrg  fc' ,N The modification factor accounting for the distance to and loading of neighboring anchors, ψs,Nb, shall be computed in accordance with Eq.
PAGE 9
ESR-3520 | Most Widely Accepted and Trusted Page 9 of 39 ≤ 0.5Nsl ∙ a ≤ 0.5Nss ∙ a  = lever arm, in. (mm) a = internal lever arm, in. (mm) as illustrated in Figure 4-13 Figure 4-12: Anchor channel at the edge of a thin concrete member The following modification factor to account for influence of uncracked concrete, ψc,Nb, shall be permitted: ψc,Nb = 1.25 For anchor channels located perpendicular to the edge and loaded uniformly, verification is only required for the anchor closest to the edge.
PAGE 10
ESR-3520 | Most Widely Accepted and Trusted Page 10 of 39 Figure 4-14: Anchor channel arranged perpendicular to the edge and loaded parallel to the edge The basic concrete breakout strength in shear perpendicular to the channel of a single anchor of an anchor channel in cracked concrete, Vb, shall be computed in accordance with Eq. (31).
PAGE 11
ESR-3520 | Most Widely Accepted and Trusted Page 11 of 39 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 between the anchor channel and the edge in accordance with Figure 4-17.
PAGE 12
ESR-3520 | Most Widely Accepted and Trusted Page 12 of 39 anchor reinforcement assumed in design shall not exceed the value in accordance with Eq. (40). Only anchor reinforcement that complies with Figure 4-20 shall be assumed as effective. The maximum strength of the anchor reinforcement, Vca,y,max, of a single anchor of an anchor channel shall be computed in accordance with Eq. (40). Vca,y ,max 2.85  0.12 Vcb,y , lb ca1 Vca,y ,max 4.2  0.
PAGE 13
ESR-3520 | Most Widely Accepted and Trusted Page 13 of 39 acting in longitudinal channel axis must be taken from Table 8-5. 4.1.3.4.3 Concrete breakout strength of anchor channels in shear in the direction of the longitudinal channel axis: The nominal concrete breakout strength, Vcb,x, in shear acting in longitudinal direction of an anchor channel in cracked concrete shall be computed as follows: a) For a shear force perpendicular to the edge, by Eq. (D-30), D.6.2.1 (ACI 318-05,-08,-11), Eq. (17.5.2.
PAGE 14
ESR-3520 | Most Widely Accepted and Trusted a c) If  Vua ,y    Vnc ,y   Vuaa , x       Vnc , x Page 14 of 39 ACI 318 (-08, -11) Appendix D or ACI 318-14 Chapter 17 as applicable with amendments in Section 4.1 of this report, lb (N) a  and N ua  0.2 N nc   0.2  then Eq. (49) applies  N    N nc a ua   Vuaa ,y   Vuaa , x    1.
PAGE 15
ESR-3520 | Most Widely Accepted and Trusted Page 15 of 39 (5) Verify that the distance of channel bolt to outermost anchor is 23/4 inches or greater, and that the maximum spacing between bolts is 7 inches. (6) Verify that the dimension of the attached component along the length of the channel does not exceed 91/4 inches. (7) Apply the installation torque Tinst to the channel bolt with a calibrated torque wrench.
PAGE 16
ESR-3520 | Most Widely Accepted and Trusted The special inspector shall be present for the filling of the anchor channel with Hilti HIT-HY 100 adhesive, where applicable. 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. 4.4.
PAGE 17
ESR-3520 | Most Widely Accepted and Trusted Page 17 of 39 zinc-coated carbon steel. The minimum coating weights for zinc-coated steel shall comply with ASTM A153. installation of the anchor channel. The evaluation report number (ESR-3520) is given in the installation instructions (MPII) (see Figure 8-6). Special inspection must be provided in accordance with Section 4.4 of this report.
PAGE 18
ESR-3520 | Most Widely Accepted and Trusted Page 18 of 39 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.
PAGE 19
ESR-3520 | Most Widely Accepted and Trusted ℓdh Page 19 of 39 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) ℓin influence length of an external load Nua along an anchor channel, in. (mm) nch number of adjacent anchor channels n1 number of anchors in direction 1 perpendicular to the edge s spacing of anchors in direction of longitudinal axis of channel, in.
PAGE 20
ESR-3520 | Most Widely Accepted and Trusted Nss nominal tensile strength of a channel bolt, lb (N) a Nua factored tension load on a single anchor of the anchor channel, lb (N) N a ua ,i Page 20 of 39 factored tension load on anchor i of the anchor channel, lb (N) b Nua factored tension load on a channel bolt, lb (N) Nua,re factored tension load acting on the anchor reinforcement, lb (N) Tallowable,ASD allowable tension load for use in allowable stress design environments, lb (N) Tinst instal
PAGE 21
ESR-3520 | Most Widely Accepted and Trusted Vsl,y,seis Page 21 of 39 nominal seismic shear steel strength perpendicular to the channel axis of the local bending of the channel lips, lb (N) Vsl,x,seis nominal seismic shear steel strength in longitudinal channel axis of connection between channel bolt and channel lips, lb (N) Vss nominal strength of channel bolt in shear, lb (N) Vss,M nominal strength of channel bolt in case of shear with lever arm, lb (N) Vua factored shear load on anchor channel,
PAGE 22
Steel failure ESR-3520 | Most Widely Accepted and Trusted Tension (Section 4.1.3.2) Shear perpendicular to the longitudinal channel axis (Section 4.1.3.3) Shear in direction of longitudinal channel axis (Section 4.1.3.4) Section 4.1.3.2.2 Section 4.1.3.3.2 Section 4.1.3.4.
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ESR-3520 | Most Widely Accepted and Trusted Page 23 of 39 FIGURE 8-2: DIMENSIONS OF ANCHOR CHANNEL SYSTEM FIGURE 8-3: ANCHOR CHANNELS HAC AND HAC-T AND CHANNEL BOLTS HBC-B, HBC-C, HBC-T AND HBC-C-N FIGURE 8-4: POSITION OF ANCHOR CHANNEL AND CHANNEL BOLTS FIGURE 8-5: CHANNEL BOLT SPACING schb
PAGE 24
ESR-3520 | Most Widely Accepted and Trusted Page 24 of 39 TABLE 8-1—GEOMETRIC PARAMETERS FOR HILTI ANCHOR CHANNELS (HAC AND HAC-T) Criteria Channel height hch Channel width bch Moment of inertia Minimum anchor spacing Maximum anchor spacing Minimum effective embedment depth Nominal embedment depth Thickness of the anchor head Minimum edge distance for normalweight and sandlightweight concrete Minimum edge distance for alllightweight concrete Minimum end spacing Anchor shaft diameter Head diameter1 Ne
PAGE 25
ESR-3520 | Most Widely Accepted and Trusted Page 25 of 39 TABLE 8-2—INSTALLATION TORQUE FOR HILTI CHANNEL BOLTS (HBC-B, HBC-C, HBC-T AND HBC-C-N) Installation torque Tinst (Installation type A)1 Bolt type Units HAC-30 HAC-40 HAC-50 HAC-T50 HBC-B M10 4.6 HBC-B M12 4.6 HBC-C M12 8.8 HBC-T M12 8.8 HBC-C-N M12 8.8 HBC-C M16 4.6 HBC-C M16 50 R HBC-C M16 8.8 HBC-T M16 8.8 HBC-C-N M16 8.8 HBC-C M20 8.8 HBC-T M20 8.8 HBC-C-N M20 8.
PAGE 26
ESR-3520 | Most Widely Accepted and Trusted Page 26 of 39 TABLE 8-3—TENSION STEEL STRENGTH DESIGN INFORMATION FOR HILTI ANCHOR CHANNELS (HAC AND HAC-T) WITH HILTI CHANNEL BOLTS (HBC-B, HBC-C, HBC-T AND HBC-C-N) Criteria Nominal tensile steel strength for local failure of channel lips Nominal tensile steel strength for local failure of channel lips for seismic design Strength reduction factor for local failure of channel lips1 Nominal tensile steel strength of a single anchor Nominal tensile steel strengt
PAGE 27
ESR-3520 | Most Widely Accepted and Trusted Page 27 of 39 TABLE 8-4—TENSION CONCRETE STRENGTH DESIGN INFORMATION FOR HILTI ANCHOR CHANNELS (HAC AND HAC-T) Criteria Edge distance required to develop full concrete capacity in absence of anchor reinforcement Strength reduction factor for tension, concrete failure modes1 Symbol Units cac in (mm)  - Anchor channel sizes HAC-50 HAC-30 HAC-40 HAC-60 HAC-T50 8.03 10.75 12.52 17.48 (204) (273) (318) (444) HAC-70 HAC-T70 20.67 (525) 0.
PAGE 28
ESR-3520 | Most Widely Accepted and Trusted Page 28 of 39 TABLE 8-6—STEEL STRENGTH DESIGN INFORMATION FOR SHEAR ACTING IN LONGITUDINAL DIRECTION OF THE CHANNEL AXIS FOR HILTI ANCHOR CHANNELS (HAC-T) WITH HILTI CHANNEL BOLTS (HBC-T) Criteria Symbol Bolt type HBC-T M12 Nominal shear steel strength of connection between channel lips and channel bolts Vsl,x M16 M20 Nominal shear steel strength of connection between channel lips and channel bolts for seismic design Strength reduction factor for failure
PAGE 29
ESR-3520 | Most Widely Accepted and Trusted Page 29 of 39 TABLE 8-8—STEEL STRENGTH DESIGN INFORMATION FOR SHEAR ACTING IN LONGITUDINAL DIRECTION OF THE CHANNEL AXIS FOR HILTI ANCHOR CHANNELS (HAC) WITH HILTI CHANNEL BOLTS (HBC-C-N) Criteria Symbol Bolt type HBC-C-N M122 Nominal shear steel strength of connection between channel lips and channel bolts Vsl,x M16 M20 Nominal shear steel strength of connection between channel lips and channel bolts for seismic design Strength reduction factor for failu
PAGE 30
ESR-3520 | Most Widely Accepted and Trusted Page 30 of 39 TABLE 8-10—SHEAR CONCRETE STRENGTH DESIGN INFORMATION FOR HILTI ANCHOR CHANNELS (HAC AND HAC-T) WITH HILTI CHANNEL BOLTS (HBC-B, HBC-C, HBC-C-N, AND HBC-T) Criteria Symbol Factor to account for the influence of channel size and anchor diameter on concrete edge breakout strength in shear Coefficient for pryout strength Strength reduction factor for shear, concrete failure modes1 Anchor channel sizes HAC-50 HAC-30 HAC-40 HAC-60 HAC-T50 Units lb1
PAGE 31
ESR-3520 | Most Widely Accepted and Trusted Page 31 of 39 TABLE 8-12—SHEAR STEEL STRENGTH DESIGN INFORMATION FOR HILTI CHANNEL BOLTS (HBC-B, HBC-C, HBC-C-N, AND HBC-T) Criteria Symbol Bolt type HBC-B 4.6 HBC-C 4.6 Nominal shear strength of a channel bolt Vss HBC-C 50R HBC-C(-N) and HBC-T 8.8 HBC-B 4.6 Nominal shear strength of a channel bolt for seismic design Vss,seis HBC-C(-N) and HBC-T 8.8 HBC-B 4.6 HBC-C 4.
PAGE 32
ESR-3520 | Most Widely Accepted and Trusted Page 32 of 39 TABLE 8-13—MATERIAL SPECIFICATIONS AND PROPERTIES FOR HILTI ANCHOR CHANNELS (HAC AND HAC-T) AND HILTI CHANNEL BOLTS (HBC-B, HBC-C, HBC-C-N, AND HBC-T) Component Carbon steel Channel Profile Rivet Carbon steel Anchor Surface Stainless steel Hot dip galvanized (F) ≥ 55 µm1 Hot dip galvanized (F) ≥ 70 µm2 - Hot dip galvanized (F) ≥ 45 µm - Hot dip galvanized (F) ≥ 45 µm - Channel bolt Grade 4.6 and 8.
PAGE 33
ESR-3520 | Most Widely Accepted and Trusted Page 33 of 39 FIGURE 8-7: MANUFACTURER’S PRINTED INSTALLATION INSTRUCTIONS (MPII) FOR HILTI CHANNELS BOLTS (HBC-B)
PAGE 34
ESR-3520 | Most Widely Accepted and Trusted Page 34 of 39 FIGURE 8-8: MANUFACTURER’S PRINTED INSTALLATION INSTRUCTIONS (MPII) FOR HILTI CHANNELS BOLTS (HBC-C)
PAGE 35
ESR-3520 | Most Widely Accepted and Trusted Page 35 of 39 FIGURE 8-9: MANUFACTURER’S PRINTED INSTALLATION INSTRUCTIONS (MPII) FOR HILTI CHANNELS BOLTS (HBC-T)
PAGE 36
ESR-3520 | Most Widely Accepted and Trusted Page 36 of 39 FIGURE 8-10: MANUFACTURER’S PRINTED INSTALLATION INSTRUCTIONS (MPII) FOR HILTI CHANNELS BOLTS (HBC-C-N)
PAGE 37
ESR-3520 | Most Widely Accepted and Trusted Page 37 of 39 FIGURE 8-11: MANUFACTURER’S PRINTED INSTALLATION INSTRUCTIONS (MPII) FOR HILTI ANCHOR CHANNELS (HAC) WITH HILTI CHANNEL BOLTS (HBC-C) USED IN CONJUNCTION WITH HILTI HIT HY-100 ADHESIVE
PAGE 38
ICC-ES Evaluation Report ESR-3520 LABC and LARC Supplement Reissued August 2020 This report is subject to renewal August 2022. www.icc-es.org | (800) 423-6587 | (562) 699-0543 A Subsidiary of the International Code Council ® DIVISION: 03 00 00—CONCRETE Section: 03 15 19—Cast-In Concrete Anchors Section: 03 16 00—Concrete Anchors REPORT HOLDER: HILTI, INC.
PAGE 39
ICC-ES Evaluation Report ESR-3520 FBC Supplement Reissued August 2020 This report is subject to renewal August 2022. www.icc-es.org | (800) 423-6587 | (562) 699-0543 A Subsidiary of the International Code Council ® DIVISION: 03 00 00—CONCRETE Section: 03 15 19—Cast-In Concrete Anchors Section: 03 16 00—Concrete Anchors REPORT HOLDER: HILTI, INC.