0 ICC-ES Evaluation Report ESR-1008 · ua,y ((e. s / z)+ e (as illustrated distance betw acting on the f internal lever a 0.85. h' 0.85 (h – h. ch – min 2. 1 2. a ef. c h. e Figure

A Subsidiary of

0

000

ICC-ES Evaluation Report ESR-1008 Reissued 04/2018

Revised 12/2018 This report is subject to renewal 04/2020.

Most Widely Accepted and Trusted

ICC-ES | (800) 423-6587 | (562) 699-0543 | www.icc-es.org

ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any finding or other matter in this report, or as to any product covered by the report.

Copyright © 2018 ICC Evaluation Service, LLC. All rights reserved.

“2014 Recipient of Prestigious Western States Seismic Policy Council (WSSPC) Award in Excellence”

DIVISION: 03 00 00—CONCRETE SECTION: 03 15 19—CAST-IN CONCRETE ANCHORS

SECTION: 03 16 00—CONCRETE ANCHORS

REPORT HOLDER:

HALFEN GMBH

EVALUATION SUBJECT:

HALFEN HTA ANCHOR CHANNELS AND HS CHANNEL BOLTS

ICato C

I

w

DSS R H E HB 1

2

CC-ES Evaluation Ras an endorsement of o any finding or othe

Copyright © 2018 IC

CC-ES E

www.icc-es.

DIVISION: 03 0Section: 03 15Section: 03 16

REPORT HOLD

HALFEN GMB

EVALUATION

HALFEN HTA BOLTS

1.0 EVALUAT

Compliance

2015, 201Code® (IBC

2015, 201Code® (IR

2013 Abu D†The ADIBC is b

report are the sam

For evaluatioLos Angeles see ESR-100

Properties ev

Structural

2.0 USES

HALFEN HTAbolts are useSeismic Desiand shear loaaxis (Vua,y), illustrated in Foutermost anc

The use is lconcrete hav2,500 psi to 1of 24 MPa is5.1.1]. The andescribed in 1908 and 191912 of the 2also be used accordance w

eports are not to be cf the subject of the reper matter in this repor

CC Evaluation Serv

valuation

org | (800)

00 00—CONCR 19—Cast-In C 00—Concrete

DER:

H

SUBJECT:

ANCHOR CH

TION SCOPE

with the follow

12, 2009 andC)

2, 2009 and RC)

Dhabi Internati

based on the 2009me sections in the A

n for complianDepartment of8 LABC and LA

valuated:

A anchor chaned to resist sgn Categoriesads perpendicu

or any comFigure 1) applichors of the an

imited to crackving a specifie10,000 psi (17.s required undenchor channelsSection 1901

09 of the 201009 and 2006 where an eng

with Section R3

construed as represeport or a recommendrt, or as to any produ

vice, LLC. All rights

n Report

423-6587 |

RETE Concrete Anche Anchors

HANNELS AND

wing codes:

d 2006 Intern

2006 Internat

ional Building C

9 IBC code sectioADIBC.

nce with codesf Building and ARC Suppleme

nels and HALFstatic, wind, as A and B) tenular to the longbination of ted at any loca

nchor channel.

ked or uncracked compressive.2 MPa to 69.0er ADIBC Apps are an altern.3 of the 2012 IBC and SeIBC. The anch

gineered desig301.1.3 of the IR

enting aesthetics or adation for its use. Theuct covered by the rep

s reserved.

(562) 699-0

hors

D HS CHANNE

national Buildi

ional Resident

Code (ADIBC)†

ons referenced in

s adopted by tSafety (LADB

ent.

FEN HS channnd seismic (IBnsion loads (Ngitudinal channhese loads (

ation between t

ed normal-weige strength, f′c,0 MPa) [minimupendix L, Sectinative to ancho5 IBC, Sectio

ections 1911 ahor channels mn is submittedRC.

ny other attributes nere is no warranty by

eport.

543 A S

EL

ing

tial

†

this

the BS)

nel BC

Nua) nel (as the

ght of

um ion ors ons and may

in

tensioshearchann

3.0 DE

3.1 P

The chann38/1728/15T-shadeform55/42back.bars Figureper cchann

ot specifically addrey ICC Evaluation Ser

This repor

Subsidiary of

on load: z-directr load: y-directionel)

FIGU

ESCRIPTION

Product inform

HTA anchor cnel profile with7, 40/22 and 5, 38/17, 40/2aped steel ancmed reinforcin

2). Round head I- and T-shapare welded toe 16 of this repchannel is nonels are made

essed, nor are they torvice, LLC, express o

Revi

rt is subject to

the Internati

tion (in direction oon (perpendicular

RE 1—LOAD DI

mation:

channels consh round heade50/30), I-shap

22, 50/30, 52chors (HTA 50/ng bars (HTA ded anchors aped anchors ao the channeport). The max

ot limited. Thee of carbon s

be construed or implied, as

ESR-Reissued Ap

vised Decemb

o renewal Apr

ional Code C

of anchor) r to longitudinal a

IRECTIONS

sist of a C-shed anchors (Hped steel anc2/34, 55/42 an/30, 52/34 and40/22, 50/30,

are forged to thand deformed el back (as illuximum number e HALFEN HTsteel channel p

Page 1 of 25

-1008 pril 2018

ber 2018

ril 2020.

Council ®

axis of

aped steel HTA 28/15, hors (HTA nd 72/48),

d 55/42), or 52/34 and

he channel reinforcing

ustrated in of anchors

TA anchor profiles, or

www.icc-es.org

E

4

ESR-1008 | M

stainless steprofiles. The anchor chann15 of this repa hammer-he17. InstallatioTables 10 thrHALFEN HTAchannel bolts2 of this repor

3.2 Material

Steel specificchannel bolts

3.3 Concret

Normal-weighand 1905 of t

4.0 DESIGN A

4.1 General

The design s2012, 2009, accordance wand -05 Appe

4.1.1 Determchannel: Aneffects of facttaking into athe partial rcompression load distributithrough 4.1.4anchors shall

4.1.2 Tensioanchor due toshall be comexample for tthe anchors is

Naua,i = k · A’i

where

A'i = ordintriangNua aaccoprov

k = 1/ ∑A'i

(. yin 934

)( yin 013

s = anch

Nua = facto

y = the mtake

If several techannel, a linall loads shalon the channposition shalacting over aby steel rupanchors in th

Most Widely Acc

eel (HTA 28/1appropriate ch

nel. The anchoort. The availa

ead or a hook-on information ough 12 of thisA anchor chan covered by thrt.

information:

cations for the are given in T

te:

ht concrete shhe IBC.

AND INSTALLA

:

strength of ancand 2006 I

with ACI 318-1endix D, and thi

mination of nchor channelstored loads as

account the elestraint of thstresses. As

ion method in 4 to calculate t

be permitted.

on loads: Tho a tension lomputed in accthe calculation s given in Figur

· Nua

nate at the posgle with the unand the base leordance with ided in Figure 2

s) .y 050 ≥ s,

s. 050 ≥ s, m

hor spacing, in.

ored tension loa

moment of inern from Table 1

ension loads anear superimpll be assumed.

nel is not knownl be assumed fan anchor for tpture or pull-oe case of bend

cepted and Tru

15 and 38/17hannel bolts ar channels are

able channel bo-head and are and paramete

s report. The conels and the cis report are de

channel profilable 9 of this re

all comply wit

ATION

chor channels BC, must be4 chapter 17, is report.

forces actins shall be desdetermined by

astic support e channel enan alternativeaccordance whe tension and

he tension loaad, Nua, actingcordance withof the tension

re 2.

ition of the ancnit height at theength 2 ℓin withEq. (D-0.c). 2.

in.

m

. (mm)

ad on anchor c

rtia of the chan of this report.

re simultaneouosition of the a If the exact pon, the most unffor each failurehe case of failout and load ding failure of th

usted

7 only) channare placed in te shown in Figuolts feature eithshown in Figu

ers are shown ombination of torresponding Hescribed in Tab

les, anchors aeport.

h Sections 19

under the 201e determined ACI 318-11, -0

ng on anchsigned for criticy elastic analyby anchors a

nds by concree, the triangu

with Section 4.1d shear loads

ds, Naua,i, on

g on the channh Eq.(D-0.a). An loads acting

(D-0.a)

chor i assuminge position of lo

h ℓin determinedAn example

(D-0.b)

(D-0.c)

(D-0.c)

channel, lbf (N)

nel shall be

usly acting on tanchor forces osition of the lofavorable loadie mode (e.g. loure of an anchacting betwe

he channel).

nel the ure her ure

in the HS ble

and

903

15, in

08,

hor cal sis

and ete

ular 1.2 on

an nel An on

g a oad d in

is

)

the for

oad ing

oad hor een

2 ' A

3 ' A

4 ' A

A

k

FIGUFORDIST

T

4.1.3the cshall span

4.1.4due perpeaccorby Vu

4.1.5tensiofactoranchoNa

ua,i,

If athe reinfo

Nua,re

where

es =

z =

z =

=

≤

h' se

1

250

inin

in s.-s-e

251

inin

in s.-e

750

inin

in s.e-s

3

21

432

' ' ' AAA

URE 2—EXAMPLRCES IN ACCORTRIBUTION MET

THE INFLUENC

Bending mochannel due to

be computedbeam with a s

Shear loadsto a shear

endicular to itsrdance with Seua,y.

Forces relaon loads are red tension forcor shall be co, of the anchor

a shear load Vresultant fact

orcement Nua,re

= Vua,y ((es / z)+

e (as illustrated

distance betwacting on the f

internal lever a

0.85 h'

0.85 (h – hch –

min

12

2

a

ef

c

h

ee Figure 3

A´2

2

61 N

65 N

21

s N

N

LE FOR THE CARDANCE WITH THOD FOR AN A

FIVE ANCHOE LENGTH IS A

oment: The bo tension load assuming a pan length equ

s: The shear lload Vua,y a

s longitudinal aection 4.1.2 rep

ated to ancacting on th

ces of the anchomputed for th

assuming a st

Vua,y is acting tored tension , shall be comp

+1), lbf (N)

d in Figure 3):

ween reinforcefixture, in. (mm

arm of the conc

– 0.5 da)

lin = 1.5 s

A´3

3

Pa

051 aua,

aua, NN

uaaua, NN

32

61

2

uaaua, NN

32

65

3

uaaua, NN

32

21

4

ALCULATION OTHE TRIANGULANCHOR CHAN

ORS. ASSUMED AS ℓin

bending momens acting on thsimply suppo

ual to the ancho

load Vaua,y,i on

acting on theaxis shall be coplacing Nua in E

chor reinforche anchor chhor reinforcem

he factored tentrut- and-tie mo

on the anchoforce of th

puted by Eq.(D

(D-0.d)

ement and shm)

crete member,

lin = 1.5 s

1A´4

4

age 2 of 25

uaa N91

uaN95

uaa N31

OF ANCHOR LAR LOAD NNEL WITH

n = 1.5s

nt Mu,flex on he channel rted single or spacing.

an anchor e channel omputed in Eq. (D-0.a)

cement: If annel, the ent for one nsion load, odel.

or channel, he anchor

D-0.d).

)

hear force

in. (mm)

5

E ESR-1008 | M

FIGURE 3—AN

4.2 Strength

4.2.1 Generunder the 202015 IRC sh318-14 Chapt

The design IBC, as well adetermined inand this repor



Design para318 are baseIBC (ACI 318through 4.2.5

The strengtor ACI 318-1ACI 318-14 1

Design parathis report. S318-14 17.3.3shall be usaccordance wof ACI 318-14Strength reduand in parentfor load comSection ACI 3

In Eq. (D-1(ACI 318-11) are the lowappropriate fstrength in teconsideration(anchor chantension loadsreinforcementVn,y is the lowthe axis of anVsc,y, Vss, anchor reinfoto the channereinforcementchannel axisanchors of an

Most Widely Acc

NCHOR REINFOLO

h design:

ral: The desig015 IBC as wehall be determter 17 and this

strength of anas Section R30n accordance rt.



ameters in thisd on the 2015

8-11) unless noof this report.

h design shall 1 D.4.1, as ap7.2.3 or ACI 31

ameters are prStrength reduct3, 318-11 D.4.sed for load with Section 164, or Section 9.uction factors, heses in the tambinations ca318-11 Append

), and (D-2) (Aor Table 17.3.est design stfailure modes

ension of an an of Nsa, Nnels without as) or Nca (at to take up twest design strn anchor chanVss,M, Vsl,y, rcement to tak

el axis), or Vca

t to take up shs) and Vcp,y. n anchor chann

cepted and Tru

ORCEMENT TO OADS

gn strength of ell as Section

mined in accorreport.

nchor channels01.1.3 of the 20

with ACI 318

nchor channels01.1.3 of the 20

with ACI 318

nchor channels01.1.3 of the 2with ACI 318

s report and reIBC (ACI 318-oted otherwise

comply with Applicable, exce18-11 D.3.3, as

ovided in Tabletion factors, , .3 and the tab

combinations605.2.1 of the .2 of ACI 318-1, as given in A

ables of this repalculated in adix C.

ACI 318-05,-081.1 (ACI 318-1trengths dete

s. Nn is thenchor channel Nsc, Nsl, Ns

nchor reinforceanchor channtension loads),rength in shearnnel as determVcb,y (anchor cke up shear loaa,y (anchor chanhear loads per

The design nel shall be dete

usted

RESIST SHEAR

anchor channeR301.1.3 of t

rdance with A

s under the 20012 IRC, shall 8-11 Appendix

s under the 20009 IRC, shall 8-08 Appendix

s under the 20006 IRC shall

8-05 Appendix

eferences to A14) and the 20

e in Section 4.2

ACI 318-14 17.3pt as requireds applicable.

es 1 through 9as given in A

les of this reps calculated IBC, Section 5

11, as applicabACI 318-11 D.4port shall be usaccordance w

8), Table D.4.114) Nn and Vrmined from

e lowest desidetermined fro

s, Ms,flex, Nement to take els with anch, Npn and Nr perpendicular

mined from Vs

channels withoads perpendicunnels with anchpendicular to tstrength for

ermined.

R

els the

ACI

012 be D

009 be D

006 be D

ACI 012 2.1

3.1 in

of ACI ort in

5.3 ble. 4.4 sed with

1.1 Vn,y

all ign om

Ncb, up

hor Nsb. r to sa,y, out ular hor the all

4.2.2

4.2.2.

a) Sclb

b) CS

c) PS

d) Cc

4.2.2.Nsa, oreport

Theanchothis re

Thetensiotakenthe cunderleast given

n

i

1

wher

The not b

bch =

Thetaken

TheMs,flex

4.2.2.nominin tenaccor

Ncb =

Whethe mverificthat thin the11 Se

Thein tenaccor

Nb =

Nb =

wher

λ = 1

αch,N

αch,N

Tension load

.1 General: F

Steel failure: connection betlocal failure ofbending streng

Concrete breaSection 4.2.2.3

Pullout strengtSection 4.2.2.4

Concrete sidechannels in ten

.2 Steel strenof a single ancrt.

e nominal streor and channeeport.

e nominal streon loads transn from Table 3 center-to-center consideration2bch. If this req

n in Table 3 sha

n

chb,i

2 ch

s

b

1

1

12

re

center-to-centebe less than 3 t

= channel widt

e nominal stren from Table 7 o

e nominal benx, shall be taken

.3 Concrete nal concrete brnsion of an ardance with Eq

= Nb ·ψs,N· ψed,N

ere anchors cominimum spaccation for conche reinforcing e member accoection 12.14 or

e basic concretnsion in crackerdance with Eq

24 · λ · αch,N ·

10 · λ αch,N · (

re

(normal-we

= (hef / 7.1)0.15

= (hef / 180)0.15

ds:

Following verifi

Steel strengthtween anchor af channel lip, gth of channel,

kout strength o3.

th of anchor 4.

e-face blow-onsion, see Sect

ngth in tensiochor shall be ta

ength, Nsc, of el profile shall

ength of the csmitted by a ch

of this report. r distance bet

n and adjacentquirement is noall be reduced

2 bua,ibua,

N

N 1

er spacing bettimes the bolt d

th, taken from T

ngth of the chof this report.

nding strength n from Table 3

breakout strereakout strengtnchor channel

q. (D-4.a)

N ·ψco,N ·ψc,N ·ψ

onsist of deforcing requiremcrete breakout bars are lap slording to the rr ACI 318-14 Se

te breakout stred concrete, Nq. (D-7.a).

(f′c)0.5 · hef

1.5, lb

(f′c)0.5 · hef

1.5, N

eight concrete)5 ≤ 1.0, (inch-po5 ≤ 1.0, (SI-unit

Pa

ications are req

h of anchor, sand channel, sstrength of chsee Section 4.

of anchor in te

channel in te

out strength tion 4.2.2.5.

on: The nominaaken from Tab

the connectiobe taken from

channel lips thannel bolt, NThis value is vtween the chat channel boltsot met, then thby the factor:

(D

tween channel diameter, ds.

Table 1, in. (mm

hannel bolt, Ns

of the ancho of this report.

ength in tensth, Ncb, of a sinl shall be dete

ψcp,N, lbf (N)

med reinforcinment in Table

is not requireiced with reinfo

requirements oection 25.5.

rength of a sinNb, shall be det

bf

N

)

ound units) (D

ts) (

age 3 of 25

quired:

strength of strength for hannel bolt, .2.2.2.

ension, see

nsion, see

of anchor

al strength, ble 3 of this

n between Table 3 of

to take up Nsl, shall be valid only if annel bolts s, schb, is at he value Nsl

D-3.a)

bolts shall

m)

ss, shall be

or channel,

sion: The ngle anchor ermined in

(D-4.a)

g bars and 1 is met,

ed provided orcing bars

of ACI 318-

ngle anchor termined in

(D-7.a)

(D-7.a)

D-7.b)

(D-7.b)

E ESR-1008 | M

The modificlocation and computed in a

1

2

1n

i

s,Nψ

where (as illu

si = distaand

≤ scr,N

scr,N = 2 (2.8

scr,N = 2 (2.8

Naua,i = facto

lbf (

Naua,1 = facto

cons

n = numside

FIGURE 4NON-

The modificin tension, ψEq. (D-10.a) o

If ca1 ≥ ccr,N

then ψed,N = 1

If ca1 < ccr,N

then ψed,N = (c

where

ccr,N

= 0.5 s

= (2.8 –

ccr,N

= 0.5 sc

= (2.8 –

If anchor cmember withshown in Figshall be inser

Most Widely Acc

cation factor toloading of ad

accordance wit

1

2

51

1

1.

cr,N

i

ss

ustrated in Figu

ance between tadjacent ancho

– (1.3 hef / 7.1)

– (1.3 hef / 180

ored tension lN)

ored tension sideration, lbf (

mber of anchorses of the ancho

1 = anchor un2 to 4 = influ

4—EXAMPLE O-UNIFORM ANC

cation factor forψed,N, shall be or (D-10.b).

.0

ca1 / ccr,N)0.5 ≤ 1

scr,N

– (1.3 hef / 7.1))

cr,N

– (1.3 hef / 180)

channels are multiple edgeure 5b), the mted in Eq. (D-1

cepted and Tru

o account for djacent anchorth Eq. (D-9.a)

1aua,

aua,i

N

N

ure 4):

the anchor undor, in. (mm)

)) hef ≥ 3 hef, in.

)) hef ≥ 3 hef, m

oad of an inf

load of the(N)

s within a distaor under consid

der consideratuencing anchor

OF ANCHOR CHCHOR TENSION

r edge effect ocomputed in

.0

hef ≥ 1.5 hef, in

) hef ≥ 1.5 hef, m

located in a e distances ca

minimum value 0.b).

usted

the influence rs, ψs,N, shall

(D-9.a)

der considerati

(D-9.b)

mm (D-9.b)

luencing anch

e anchor und

ance scr,N to boeration

ion, rs

ANNEL WITH FORCES

of anchors loadaccordance w

(D-10.a)

(D-10.b)

n. (D-11.a)

mm (D-11.a)

narrow concrea1,1 and ca1,2 (of ca1,1 and ca

of be

ion

or,

der

oth

ded with

ete (as a1,2

Theloadeshall (D-11

If ca2

then ψ

If ca2

then ψ

where

ca2 =

If anFigurethe vψco,N,

FI

at an edge

FIGURE 5—AN

e modification ed in tension (a

be computed1.c)

≥ ccr,N

ψco,N = 1.0

˂ ccr,N

ψco,N = (ca2 / cc

e

= distance ofcorner (see

n anchor is infle 6c), the fact

values ca2,1 an shall be insert

GURE 6—ANCHC

e in a

CHOR CHANNE

factor for coas illustrated ind in accordanc

cr,N)0.5 ≤ 1.0

f the anchor ue Figure 6 a, b

luenced by twotor ψco,N shall d ca2,2 and theted in Eq. (D-4

HOR CHANNELCONCRETE MEM

Pa

a narrow memb

ELS WITH EDGE

orner effect fo Figures 6a ance with Eq. (

(D

(D

nder considera, d)

o corners (as ilbe computed fe product of t.a).

L AT A CORNERMBER

age 4 of 25

ber

E(S)

or anchors nd b), ψco,N, (D-11.b) or

D-11.b)

D-11.c)

ation to the

lustrated in for each of he factors,

R OF A

E ESR-1008 | M

For anchor member wheload levels, permitted:

ψc,N = 1.25.

Where analψc,N, shall beshall be contaccordance wwith ACI 318crack control

The modificuncracked coto control spliwith Eq. (D-1cac, shall be ta

If ca,min ≥ cac

then ψcp,N = 1

If ca,min ˂ cac

then ψcp,N = c

whereby ψcp

(D-13.a) shaltaken from Eqtaken as 1.0.

Where anchwith ACI 318-both sides ofanchor chanreinforcementof the concretThe anchor designed for tstrut-and-tie taken into acreinforcementstirrups madmaximum diastrength redudesign of the

For anchor concrete memplane of theperpendicularshown in Figu

a)

Most Widely Acc

channels locaere analysis in

the following

lysis indicates e taken as 1.0rolled by flexuwith ACI 318-1-14 Section 24shall be provid

cation factor fooncrete withouitting, ψcp,N, sh12.a) or (D-13.aken from Tab

.0

ca,min / cac

p,N as determll not be takenq. (D-11.a). Fo

hor reinforceme-11 Chapter 12f the breakout

nnel, the dest, Nca, shall bte breakout stre

reinforcementhe tension formodel. The p

ccount when st. Anchor ree from deforameter of 5/8 uction factor anchor reinforc

channels locamber or in a e anchor reinr to the longituure 7 a, b).

Anchor chan

cepted and Tru

ated in a regiodicates no cra

modification

cracking at se. The crackingral reinforceme

11, -08, -05 S4.3.2 and 24.3

ded by confining

r anchor channt supplementa

hall be compute.a). The criticale 4 of this repo

ined in accorn less than cc

or all other case

ent is develope2 or ACI 318-1t surface for asign strength be permitted to ength, Ncb, in

nt for one ace, Na

ua, on thirovisions in F

sizing and detainforcement s

rmed reinforcinin. (No. 5 b

of 0.75 shallcement.

ated parallel tnarrow concre

nforcement shudinal axis of

nnel parallel to

usted

on of a concreacking at servi

factor shall

rvice load leveg in the concreent distributedection 10.6.4,

3.3, or equivaleg reinforcemen

nels designed ary reinforcemeed in accordanal edge distancort.

(D-12.a)

(D-13.a)

rdance with Ecr,N / cac with ces, ψcp,N shall

ed in accordan4 Chapter 25

an anchor of of the anchbe used instedetermining N

anchor shall is anchor usingigure 7 shall ailing the anchshall consist ng bars with ar) (16 mm). be used in t

o the edge ofete member, tall be arrangthe channel (

an edge

ete ice be

els, ete in or

ent nt.

for ent nce ce,

Eq. cr,N be

nce on an

hor ead Nn. be

g a be

hor of a A

the

f a the ged (as

FIGUFO

4.2.2.anchocompof AC17.4.3

4.2.2.tensiclose blowoin acc

Nsb =

Theinfluethickncomp

0sbN

0sbN

Theloadinaccorreplacwith E

Scr,N

The

bearincomp

If s

then

If s

then

whe

n

Theeffect(D-17

b) Anch

URE 7—ARRANGOR ANCHOR CH

.4 Pullout stor channels,

puted in accordCI 318-11, -083.6 of ACI 318-

.5 Concrete on: For anc to an edge

out strength, Ns

cordance with E

N0sb·ψs,Nb·ψg,N

e basic nominaence of neighness effects puted in accord

128 1ac

5.10 1ac

e modification fang of neighborirdance with Eced by scr,Nb, wEq. (D-17.c).

Nb = 4 · ca1, in.

e modification ng area of n

puted in accord

≥ 4 · ca1

n ψg,Nb = 1.0

< 4 · ca1

n , Nbg nψ

ere:

= number ofthe edge

e modification fts, ψco,Nb, shal7.f).

hor channel in a

GEMENT OF ANHANNELS LOAD

trength in tethe pullout

dance with D.58, -05, or Sec-14.

side-face chor channels

(hef > 2.0 ca1)Nsb, of a single a

Eq. (D-17.a).

Nb·ψco,Nb·ψh,Nb·ψ

al strength of hboring anchoin cracked c

dance with Eq.

'cbrg fA , lbf

'cbrg fA , N

factor accountining anchors, ψEq. (D-9.a), which shall be

(mm)

factor to acconeighboring a

dance with Eq.

4

11

ac

sn

f tensioned anc

factor to accoul be computed

Pa

a narrow mem

NCHOR REINFODED BY TENSIO

ension: For astrength Npn

5.3.1, D.5.3.4 actions 17.4.3.1

blowout str with deep e) the nominalanchor shall be

ψc,Nb, lbf (N)

a single anchors, corner oconcrete, N0

sb,(D-17.b).

ng for the distaψs,Nb, shall be co

however scr,N,computed in a

ount for influeanchors, ψg,Nb,(D-17.d) or Eq

0.11

chors in a row

unt for influenced in accordanc

age 5 of 25

ber

ORCEMENT ON LOAD

anchors of shall be

and D.5.3.6 , 17.4.3.4,

rength in embedment l side-face e computed

(D-17.a)

hor without or member , shall be

(D-17.b)

(D-17.b)

ance to and omputed in , shall be accordance

(D-17.c)

nce of the , shall be . (D-17.e).

(D-17.d)

(D-17.e)

w parallel to

e of corner ce with Eq.

E ESR-1008 | M

,,

cr

aNbco c

cψ

where:

ca2 = cornresis

ccr,Nb = 2 · c

If an anchor then the factoand the prod(D-17.a).

The modificmember thickwith Eq. (D-17

If f > 2

then ψh,Nb

If f ≤ 2

then ,Nhψ

where:

f = distasurfaanch(mm

FIGED

The modifuncracked coSection 4.2.2

For anchor and loaded uanchor closes

4.2.3 Shear

4.2.3.1 Gene

a) Steel falocal faibetweenanchor, s

b) Concreteshear, se

c) Concretesee Sect

Most Widely Acc

0.1

5.0

2

Nb

er distance ostance is comp

ca1, in. (mm)

is influenced or ψco,Nb shall duct of the fa

ation factor to kness, ψh,Nb, sh7.h) or Eq. (D-1

2 · ca1

b = 1.0

2 · ca1

1

2

4 a

efNb c

fh

ance betweenace of the conhor channel (a

m)

GURE 8—ANCHDGE OF A THIN

ication factor toncrete, ψc,Nb,.3 of this report

channels locauniformly, verifst to the edge.

loads:

eral: Following

ilure: Strengthlure of chann

n anchor and csee Section 4.2

e edge breakouee Section 4.2

e pryout strengtion 4.2.3.4

cepted and Tru

of the anchoruted, in. (mm)

by two cornebe computed fctors shall be

account for thehall be compute17.i).

1

1

4

2

a

a

c

fc

the anchor ncrete memberas illustrated

OR CHANNEL ACONCRETE ME

to account for shall be in t.

ated perpendicfication is only

g verifications a

h of channel bnel lip, strengtchannel profile2.3.2

ut strength of a.3.3

gth of anchor c

usted

(D-17.f)

r, for which t

(D-17.g)

ers (ca2 < 2 · ca

for ca2,1 and ca

e inserted in E

e influence of ted in accordan

(D-17.h)

(D-17.i)

head and tr opposite to tin Figure 8)

AT THE EMBER

the influence accordance w

cular to the edrequired for t

are required:

bolt, strength th of connectie and strength

anchor channel

channel in she

the

a1), a2,2 Eq.

the nce

the the in.

of with

dge the

for ion of

l in

ear,

4.2.3.perpechanndeterm

Themust

If thsecursurfacchannaccor

Vss,M

where

αM

ssM

M0ss

l

a

Theloadschannreport

Thesheartaken

TheancholoadsTable

4.2.3.chanThe perpeanchofollow

a) F(

b) FFv(p

.2 Steel streendicular to nels, the nommined as follow

e nominal strebe taken from

he fixture is nred to the chance (e.g. by donel bolt in srdance with Eq

= (αM · Mss) / l,

e

= factor to tak

= 1.0 if the fix

= 2.0 if the fix

ss

uass N

NM

10

= nominal flextaken from T

≤ 0.5·Nsl·a

≤ 0.5·Nss·a

= lever arm, in

= internal leve

e nominal strens perpendicularnel bolt, Vsl,y, rt.

e nominal strer loads perpenn from Table 5 o

e nominal streor and the an

s perpendiculare 5 of this repor

.3 Concrete nel in shear pnominal concr

endicular to theor channel in c

ws:

For a shear fo(D-21.a)

Vcb,y = Vb · ψs,V

For a shear foFigure 9), Vcb,y

value of the (D-21.a) with perpendicular t

ength of anchits longitud

minal steel sws:

ength of a chaTable 8 of this

not clamped annel bolt at a diouble nuts), thshear, Vss,M,

q. (D-20.b).

, lbf (N)

ke account of re

xture can rotate

xture cannot rot

, lbf-in. (Nm)

xural strength oTable 8 of this

n. (mm)

r arm, in. (mm)

ngth of the char to the chann

shall be take

ength of one andicular to theof this report.

ength of the cnchor channel,r to the channert.

breakout stperpendicular rete breakout e channel axiscracked concre

orce perpendic

V · ψco,V · ψc,V ·

orce parallel toy, shall be perm

shear forcethe shear

to the edge.

Pa

hor channelsdinal axis: Fhear strength

annel bolt in ss report.

against the coistance from th

he nominal strshall be com

(D

estraint of the f

e freely (no rest

tate (full restrai

(D

of channel boltreport

)

nnel lips to taknel axis transmen from Table

anchor, Vsa,y, e channel axi

connection bet, Vsc,y, to takeel axis shall be

trength of ato its longitudstrength, Vcb,y

of a single anete shall be co

cular to the ed

ψh,V, lbf (N) (D

o an edge (asmitted to be 2.5e determined

force assume

age 6 of 25

s in shear For anchor h shall be

shear, Vss,

oncrete but he concrete ength of a mputed in

D-20.b)

fixture

traint)

int)

D-20.c)

. It shall be

ke up shear mitted by a e 5 of this

to take up s shall be

tween one e up shear taken from

an anchor dinal axis: y, in shear nchor of an omputed as

dge, by Eq.

D-21.a)

s shown in 5 times the

from Eq. ed to act

E

ESR-1008 | M

FIGUPERPE

The basicperpendicularanchor channin accordance

Vb = λ αch,V ·

where

λ = 1 (nor

αch,V = shall b

f'c = the lestreng

The modificlocation and computed in a

1

2

1n

i

s,Vψ

where (as illu

si = distaand

≤ scr,V

scr,V = 4ca1

Vaua,y,i = fa

lb

Vaua,y,1 = fa

c

n = numsides

FIGURE 10—DI

Most Widely Acc

RE 9—ANCHORENDICULAR TO

PARALLEL

c concrete br to the channenel in cracked ce with Eq. (D-2

(f’c)0.5 · ca1

4/3,

rmal-weight con

e taken from T

esser of the sgth and 8,500 p

cation factor toloading of ad

accordance wit

51

1

1

au

au

.

cr,V

i

V

V

s

s

strated in Figu

ance between tthe adjacent a

+ 2bch, in. (mm

actored shear bf (N),

actored shearconsideration, l

ber of anchorss of the anchor

—EXAMPLE OFFFERENT ANCH

cepted and Tru

R CHANNEL AR THE EDGE AN

L TO THE EDGE

breakout streel axis of a sinconcrete, Vb, sh4.a).

lbf (N)

ncrete)

Table 6 of this r

pecified concrpsi (58.6 MPa)

o account for djacent anchorth Eq. (D-24.b)

1,

,a

y,ua

ay,iua

re 10):

the anchor undnchor, in. (mm

m) (

load of an inf

r load of thebf (N),

s within a distar under conside

F AN ANCHOR CHOR SHEAR FO

usted

RRANGED D LOADED

E

ength in shengle anchor of hall be comput

(D-24.a)

report

rete compressi

the influence rs, ψs,V, shall .

(D-24.b)

der considerati)

(D-24.c)

fluencing anch

e anchor und

ance scr,V to boeration

CHANNEL WITHORCES

ear an

ted

ive

of be

ion

or,

der

oth

H

Theloadeshowaccor

If ca2

then ψ

If ca2

then ψ

where

ccr,V =

If aFigureeach and tEq. (D

FIGUIN SH

a) inf

b) inf

For membload permi

ψc,V =

For memblevels

ψc,V =

ψc,V =

ψc,V =

Theconcrin FigEq. (D

e modification ed in shear pwn in Figure rdance with Eq

≥ ccr,V

ψco,V = 1.0

< ccr,V

ψco,V = (ca2 / cc

e

= 2ca1 + bch, in.

an anchor is ine 11b), then tcorner in acc

the product of D-21.a).

RE 11—EXAMPHEAR WITH ANC

fluenced by one

fluenced by two

r anchor channber where analevels, the fo

itted

= 1.4.

r anchor channber where anas, the following

= 1.0 fow

= 1.2 fow(1an

= 1.4 focodi(Nanthst(1grm

e modification frete member wgure 12), shaD-29.a).

factor for corperpendicular t

11a), ψco,V, q. (D-24.d) or (D

cr,V)0.5

(mm)

nfluenced by twthe factor ψco,

cordance with the values of

PLE OF AN ANCCHORS

e corner

o corners

nels located inalysis indicatesfollowing modi

nels located inalysis indicates modifications

or anchor chanwith no supplem

or anchor chanwith edge reinfo12.7 mm) ornchor channel

or anchor chanontaining edgiameter of 1/2 inNo. 4 bar ornchor channelhe edge reinfotirrups with a12.7 mm) or reater) spaced

maximum.

factor for anchwith h < hcr,V, ψall be compu

Pa

ner effect for to the channeshall be com

D-24.e).

(D

(D

(D

wo corners (asV shall be comEq. (D-24.d) oψco,V shall be

CHOR CHANNEL

n a region of s no cracking ification factor

n a region of s cracking at seshall be permit

nnels in crackementary reinforc

nnels in crackeorcement of a r greater betand the edge

nnels in crackee reinforcemench (12.7 mm)r greater) be and the edge

orcement encloa diameter o

greater (No. d at 4 inches

hor channels loψh,V (an exampted in accord

age 7 of 25

an anchor el axis (as mputed in

D-24.d)

D-24.e)

D-24.f)

s shown in mputed for or (D-24.e) inserted in

L LOADED

a concrete at service

r shall be

a concrete ervice load tted:

ed concrete cement

ed concrete No. 4 bar

tween the

ed concrete ent with a ) or greater tween the

e, and with osed within of 1/2 inch

4 bar or (100 mm)

ocated in a ple is given dance with

E

ESR-1008 | M

ψh,V = (h / hcr,

where

hcr,V = 2ca1 + 2

FIGURE 12M

Where an a(ca2,max < ccr,V

the edge disand (D-29.b) in accordance

max1,redac

where ca2,max cular to the lo

For this exmoving the fcorner as sho

FIGURE INFLUE

THICKNESS

For anchor and hch greatthe edge andedge and ancwith ACI 318-both sides of the anchor reused instead determining

Most Widely Acc

V)1/2 ≤ 1.0

2hch, in. (mm)

2—EXAMPLE OFEMBER WITH A

anchor channel) with a thicktance ca1 in Eshall not exce

e with Eq. (D-2

2cha,max h

;bc

is the largest oongitudinal axis

xample, the vfailure surface own.

13—EXAMPLE ENCED BY TWOS (IN THIS EXAM

DETERMINA

channels with ter than 0.6 in

d loaded by a schor reinforcem-11 Chapter 12f the concrete einforcement,

of the concreVn,y.

cepted and Tru

F AN ANCHOR A THICKNESS h

is located in aness h < hcr,V

Eq. (D-24.a), (eed the value c9.c).

2

2 chhh, in. (m

of the edge diss of the channe

value of ca1,red

forward until

OF AN ANCHOO CORNERS ANMPLE ca2,2 IS DECATION OF ca1,red

bch greater tha. (15 mm) arrashear load perment develope2 or ACI 318-1surface, the deVca,y, shall be

ete breakout st

usted

(D-29.a)

(D-29.b)

CHANNEL IN A < hcr,V

a narrow memb(see Figure 1

(D-24.c), (D-24ca1,red determin

mm) (D-29.

stances perpenel.

d is obtained it intersects t

OR CHANNEL D MEMBER CISIVE FOR TH

d)

n 1.1 in. (28 manged parallel rpendicular to ted in accordan4 Chapter 25 esign strength

e permitted to trength, Vcb,y,

A

ber 3),

4.f) ned

c)

ndi-

by the

E

m) to

the nce on of

be in

A stdesiganchothe vreinfoassum

TheVca,y,m

comp

Vca,y,m

Vca,y,m

where

Ancdeformof 5/8ment stirrupsides distanand thless tstirrup6 in. (

FIGUR

Thedesigbut aactingarran

4.2.3.in shpryouanchocomp

Vcp =

wher

kcp =

Ncb =

Theanchoshall

Vcp =

where

trength reductign of the anchor reinforcemevalue in accordorcement that med as effectiv

e maximum smax of a single puted in accord

max = 2.85 / (ca1

max = 4.20 / (ca1

e Vcb,y is determ

chor reinforcemmed reinforcinin. (16 mm) (with a diamet

ps (as shown of each anchnce of this bar he anchorage than 4 times thps shall not ex(152 mm).

RE 14—REQUIRREINFORCE

e anchor reinfogned for the higat least for theg on the channged at all anch

.4 Concrete ear perpendic

ut strength, Vc

or channel wputed in accord

= Vcp,y = kcp Ncb

re

= factor taken f

= nominal concunder consaccordance determinatiovalues Na

ua

replaced by

e nominal pryoor of an anchnot exceed.

Vcp,y = 0.75 ·

e kcp and Ncb as

ion factor of hor reinforcement assumed indance with Eq

complies wive.

strength of thanchor of an

dance with Eq.

1)0.12 · Vcb,y, lbf

1)0.12 · Vcb,y, N

mined in accord

ment shall consng steel bars wNo. 5 bar) andter not smaller

in Figure 14hor shall be asfrom the ancholength in the bhe bar diametexceed the sma

REMENTS FOR MENT OF ANCH

orcement of anghest anchor loe highest indivnel. This anchohors of an anch

pryout strengcular to the chcp, in shear of

without anchor dance with Eq.

cb, lbf (N)

from Table 6 o

crete breakout sideration, lb

with 4.2.2on of the moda,1 and Na

ua,i Va

ua,y,1 and Vau

out strength, Vhor channel wi

kcp · Ncb, lbf (N

s defined abov

Pa

0.75 shall be uent. The stren

n design shall nq. (D-29.d). Oith Figure 14

e anchor reinanchor chann(D-29.d).

(D

(D

dance with Eq.

sist of stirrups with a maximumd straight edgethan the diam

). Only one bssumed as effeor shall not excreakout body ser. The distancaller of anchor

DETAILING OF HOR CHANNEL

n anchor channoad, Va

ua,y, of avidual shear loor reinforcemehor channel.

gth of anchorhannel axis: Tf a single anc

reinforcemen(D-30.a).

(D-30.a

f this report

strength of thebf (N), deter2.3; howeverdification factoin Eq. (D-9.aua,y,i, respective

Vcp, in shear oith anchor rein

N) (D

ve.

age 8 of 25

used in the ngth of the not exceed nly anchor

4 shall be

nforcement nel shall be

D-29.d)

D-29.d)

. (D-21.a).

made from m diameter e reinforce-

meter of the bar at both ective. The ceed 0.5ca1 shall be not ce between spacing or

ANCHOR LS

nel shall be all anchors oad, Vb

ua,y, ent shall be

r channels he nominal chor of an t shall be

a)

e anchor rmined in r in the r ψs,N, the

a) shall be ely.

of a single nforcement

D-31.a)

ESR-1008 | Most Widely Accepted and Trusted Page 9 of 25

4.2.4 Interaction of tensile and shear forces: For designs that include combined tensile and shear forces, the interaction of these loads has to be verified.

Anchor channels subjected to combined axial and shear loads shall be designed to satisfy the following require-ments by distinguishing between steel failure of the channel bolt, steel failure modes of the anchor channel and concrete failure modes.

4.2.4.1 Steel failure of channel bolts under combined loads: For channel bolts, Eq. (D-32.a) shall be satisfied

0.1

22

ss

bua

ss

bua

V

V

N

N

(D-32.a)

where Nb

ua and Vbua = Vb

ua,y are the factored tension load and factored shear load on the channel bolt under consideration.

This verification is not required in case of shear load with lever arm as Eq. (D-20.b) accounts for the interaction.

4.2.4.2 Steel failure modes of anchor channels under combined loads: For steel failure modes of anchor channels Eq. (D-32.b), (D-32.c) and (D-32.d) shall be satisfied.

a) For anchor and connection between anchor and channel profile:

01maxmax .V

V;

V

V

N

N;

N

Nα

sc,y

aua,y

sa,y

aua,y

α

sc

aua

sa

aua

(D-32.b)

where α = 2 for anchor channels with max (Vsa,y; Vsc,y) ≤ min (Nsa; Nsc)

α = 1 for anchor channels with max (Vsa,y; Vsc,y) > min (Nsa; Nsc)

b) At the point of load application:

0.1,

,

ysl

byua

sl

bua

V

V

N

N

(D-32.c)

0.1,

,

,

,

ysl

byua

flexs

flexs

V

V

M

M (D-32.d)

where α = 2 for anchor channels with Vsl,y ≤ Ns,l

α = 1 for anchor channels with Vsl,y > Ns,l

4.2.4.3 Concrete failure modes of anchor channels under combined loads: For concrete failure modes, anchor channels shall be designed to satisfy the requirements in a) through d).

a) If

,

,

0.2

a

ua y

nc y

V

V

then the full strength in tension shall be permitted: a

nc uaN N

b) If

0.2

a

ua

nc

N

N

then the full strength in shear shall be permitted: , ,

anc y ua yV V

c) If

,

,

0.2

aua y

nc y

V

V and

0.2

a

ua

nc

N

N

then Eq. (D-32.e) applies.

,

,

1.2

aaua yua

nc nc y

VN

N V (D-32.e)

d) Alternatively, instead of satisfying the requirements in a) through c), the interaction Eq. (D-32.f) shall be satisfied:

5533

,

,

1.0

aaua yua

nc nc y

VN

N V (D-32.f)

4.2.5 Minimum member thickness, anchor spacing, and edge distance: Anchor channels shall satisfy the requirements for edge distance, anchor spacing, and member thickness.

The minimum edge distance, minimum and maximum anchor spacing, and minimum member thickness shall be taken from Table 1 of this report.

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 amendments in Section 4.2 of this report may be converted to values suitable for use with allowable stress design (ASD) 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), Eq.(3.2): or Eq.(3.3):

Tallowable,ASD = Nn / αASD Eq.(3.1)

Vy,allowable,ASD = Vn,y / αASD Eq.(3.2)

Ms,flex,allowable,ASD = Ms,flex / αASD Eq.(3.3)

where:

Tallowable,ASD = allowable tension load, lbf (N)

Vy,allowable,ASD = allowable shear load perpendicular to the channel axis, lbf (N)

Ms,flex,allowable,ASD = allowable bending moment due to tension loads lbf-in. (Nm)

Nn = lowest design strength of an anchor, channel bolt, or anchor channel in tension for controlling failure mode 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).

Vn,y = lowest design strength of an anchor, channel bolt, or anchor channel in shear perpendicular to the channel axis for controlling failure mode 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).

αASD = conversion factor calculated as a weighted average of the load factors for the controlling load combination. In addition, αASD shall include all applicable factors to account for non-ductile failure modes and required overstrength.

4.3.2 Interaction of tensile and shear forces: Interaction shall be calculated in accordance with Section 4.2.4 and amendments in Section 4.2 of this report.


Nua, Vua,y and Mu,flex shall be replaced by the unfactored loads Ta, Va

y, Ma. The design strengths Nn, Vn,y and Ms,flex shall be replaced by the allowable loads Tallowable,ASD, Vy,allowable,ASD and Ms,flex,allowable,ASD.

where

Ta = unfactored tension load applied to an anchor channel, lbf (N)

Ma = unfactored bending moment on anchor channel due to tension loads, lbf-in. (Nm)

Vay = unfactored shear load applied to an anchor channel

perpendicular to the channel axis, lbf (N)

4.4 Installation:

Installation parameters are provided in Table 1 of this report. Anchor channel locations shall comply with this report and the plans and specifications approved by the building official. Installation of the anchor channels and channel bolts shall conform to the manufacturer’s printed installation instructions (MPII) included in each shipment, as provided in Tables 10 through 12 of this report.

Channel installation in formwork includes the following steps according to Table 10 of this report:

1. Selection of anchor channel, in accordance to the construction document;

2. Placing channel into formwork. Anchor channel must be flush with the concrete surface;

a. Steel formwork: Fixing with HALFEN channel bolts through formwork penetration;

b. Steel formwork: Fixing with rivets;

c. Steel formwork: Fixing with HALFEN fixing cone;

d. Timber formwork: Fixing with nails;

e. Timber formwork: Fixing with staples;

f. Fixing in the top surface of concrete: Fixing by using auxiliary construction;

g. Fixing in the top surface of concrete: Fixing from above directly to the reinforcement; and

h. Fixing in the top surface of concrete: Fixing to the reinforcement, using the HALFEN ChanClip.

3. Cast in and compact the concrete;

4. Hardening of the concrete;

5. Striking the formwork; and

6. Removing the combi strip filler.

Channel bolt installation in the anchor channel shall include the following steps according to Table 11 of this report:

1. Selection of the HALFEN channel bolts in accordance with the planning document.

2. Insert the channel bolt into the channel. After a 90° turn clockwise, the channel bolt locks into the channel. (Check of the position of the bolt by notch).

3. Positioning of the channel bolt: At the channel ends a minimum clearance must be maintained, which corresponds with the overhang beyond the last anchor.

4. Tighten the hexagonal nut to the setting torque (Tinst) acc. Table 12. Tinst must not be exceeded.

4.1: general.

4.2 and 4.3: steel-to-steel contact.

5. After fixing the nuts, check the correct position of the bolt: If the notch is not perpendicular to the channel length axis, the channel bolt must be released completely, inserted and tightened again.

4.5 Special inspection:

Periodic special inspection shall be performed as required in accordance with Section 1705.1.1 and Table 1705.3 of the 2015 and 2012 IBC, Section 1704.15 of the 2009 IBC and Section 1704.13 of the 2006 IBC and in accordance with this report. For each type of anchor channel, the manufacturer shall provide inspection procedures to verify proper usage.

4.5.1 Inspection requirements: Prior to concrete placement, the special inspector shall inspect the placement of anchor channels in the formwork to verify anchor channel type, channel size, anchor type, number of anchors, anchor size, and length of anchors, as well as anchor channel location, position, orientation, and edge distance in accordance with the construction documents. The special inspector shall also verify that anchor channels are secured within the formwork in accordance with the manufacturer’s printed installation instructions (MPII).

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. When anchor channels are not flush with the concrete surface, the special inspector shall verify that appropriate sized shims are provided in accordance with the MPII. Following the installation of attachments to the anchor channel, the special inspector shall verify that the specified system hardware, such as T-headed channel bolts and washers, have been used and positioned correctly, and the installation torque has been applied to the channel bolts in accordance with the installation instructions (MPII). The special inspector shall confirm with the engineer of record that the attachments do not produce gravity, wind, and/or seismic loading parallel to the longitudinal axis of the channel.

The special inspector shall be present for the installations of attachments to each type and size of anchor channel.

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: Where required by the registered design professional in responsible charge, a program for on-site proof loading (proof loading program) to be conducted as part of the special inspection shall include at a minimum the following information:

1. Frequency and location of proof loading based on channel size and length;

2. Proof loads specified by channel size and channel bolt;

3. Acceptable displacements at proof load;

4. Remedial action in the event of failure to achieve proof load or excessive displacement.

5.0 CONDITIONS OF USE

The HALFEN HTA anchor channel and HS channel bolts described in this report are 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 and channel bolts are recognized for use to resist static short- and long-term loads, including wind and seismic loads (IBC seismic design categories A and B) tension loads (Nua) and shear loads perpendicular to the longitudinal channel axis (Vua,y), or any combination of these loads applied at any location between the outermost anchors of the anchor channel in accordance with Figure 1 of this report.

5.2 The anchor channels and channel bolts shall be installed in accordance with Table 1 and the manufacturer’s printed installation instructions (MPII), as included in the shipment and as shown in Table 10 through 12 of this report. In case of a conflict, this report governs.

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 69.0 MPa) [minimum of 24 MPa is required under ADIBC Appendix L, Section 5.1.1].

5.4 The use of these anchor channels in lightweight concrete is beyond the scope of this report.

5.5 Strength design values shall be established in accordance with Section 4.2 of this report.

5.6 Allowable stress design values are established with Section 4.3 of this report.

5.7 Minimum and maximum anchor spacing and minimum edge distance as well as minimum member thickness shall comply with the values given in this report.

5.8 Prior to anchor channel 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.

5.9 Where not otherwise prohibited by the code, HALFEN HTA anchor channels are permitted for use with fire-resistance-rated construction provided that at least one of the following conditions is fulfilled:

Anchor channels are used to resist wind or seismic forces (IBC seismic design categories A and B).

Anchor channels that support a fire-resistance-rated envelope or a fire-resistance-rated membrane are protected by approved fire-resistance-rated materials, or have been evaluated for resistance to fire exposure in accordance with recognized standards.

Anchor channels are used to support nonstructural elements.

5.10 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.

5.11 Use of hot-dip galvanized carbon steel and stainless steel anchor channels is permitted for exterior exposure or damp environments.

5.12 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.

5.13 Special inspection shall be provided in accordance with Section 4.5 of this report.

5.14 HALFEN anchor channels and channel bolts are produced under an approved quality-control program with regular inspections performed by ICC-ES.

6.0 EVIDENCE SUBMITTED

6.1 Data in accordance with ICC-ES Acceptance Criteria for Anchor Channels in Concrete Elements (AC232), dated June 2018.

6.2 Quality-control documentation.

7.0 IDENTIFICATION

7.1 The anchor channels are identified by the manufacturer’s name, anchor channel type and size (e.g. HTA 52/34) embossed into the channel profile or printed on the channel profile. For anchor channels made of stainless steel the anchor channel description will be followed by “A4” indicating the stainless steel grade. The marking is visible after installation of the anchor channel. The evaluation report number (ESR-1008), and ICC-ES mark will be stated on the accompanying documents.

7.2 The channel bolts are identified by packaging labeled with the manufacturer’s name, bolt type, bolt diameter and length, bolt grade, corrosion protection type (e.g. HS 38/17 M12 x 50 A4-70), evaluation report number (ESR-1008), and ICC-ES mark.

7.3 The report holders’s contact information is as follows:

HALFEN GMBHLIEBIGSTRASSE 14 40764 LANGENFELD-RICHRATH GERMANY www.halfenusa.com www.halfen.de

www.halfenusa.com

www.halfen.de

ESR-1008 | Most Widely Accepted and Trusted Page 12 of 25 8.0 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 15, in. (mm)

ca edge distance of anchor channel, measured from edge of concrete member to axis of the nearest anchor as shown in Figure 15, in. (mm)

ca1 edge distance of anchor channel in direction 1 as shown in Figure 15, in. (mm)

c'a1 net distance between edge of the concrete member and the anchor channel: c’a1 = ca1 - bch/2, in. (mm)

ca1,red reduced edge distance of the anchor channel, as referenced in Eq. (D-29.c)

ca2 edge distance of anchor channel in direction 2 as shown in Figure 15, 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, in. (mm)

d1 width of head of I-anchors or diameter of head of round anchor, as shown in Figure 15 of this annex, in. (mm)

d2 shaft diameter of round anchor, as shown in Figure 16 of this annex, in. (mm)

da diameter of anchor reinforcement, in. (mm)

ds diameter of channel bolt, 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)

futa specified ultimate tensile strength of anchor, psi (MPa)

futc specified ultimate tensile strength of channel, psi (MPa)

futb specified ultimate tensile strength of channel bolt, 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)

fyb specified yield strength of channel bolt, psi (MPa)

h thickness of concrete member, as shown in Figure 15, in. (mm)

hch height of channel, as shown in Figure 15, in. (mm)

hcr,V critical member thickness, in. (mm)

hef effective embedment depth, as shown in Figure 15, in. (mm)

k load distribution factor, as referenced in Eq. (D-0.a)

kcp pryout factor

l lever arm of the shear force acting on the channel bolt, in. (mm)

lin influence length of an external load Nua along an anchor channel, 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)

ℓR length of deformed bar, in. (mm)

p web thickness of I-anchor, as shown in Figure 16, in. (mm)

s spacing of anchors in direction of longitudinal axis of channel, in. (mm)

schb center-to-center 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 of anchors of anchor channel, in. (mm)


smin minimum spacing of anchors of anchor channel, 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)

wA width of I-shaped anchor, as shown in Figure 15, 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 2, 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, in.2 (mm²)

y moment of inertia of the channel about principal y-axis, in.4 (mm4)

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)

Ms,flex nominal flexural strength of the anchor channel, lbf-in. (Nm)

Ms,flex,allowable,ASD allowable bending moment due to tension loads for use in allowable stress design environments,

lbf-in. (Nm)

Mss flexural strength of the channel bolt, lbf-in. (Nm)

M0ss 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)

Nn lowest nominal tension strength of an anchor from all appropriate failure modes under tension, 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), lbf (N)

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), lbf (N)

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 between anchor and channel profile, 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)

Nua factored tension load on anchor channel, lbf (N)

Naua factored tension load on a single anchor of the anchor channel, lbf (N)

Naua,i factored tension load on anchor i of the anchor channel, lbf (N)

Nbua factored tension load on a channel bolt, lbf (N)

Nua,re factored tension load acting on the anchor reinforcement, lbf (N)

Tallowable,ASD allowable tension load for use in allowable stress design environments, lbf (N)

Tinst Installation torque moment given in the manufacturer´s installation instruction, lbf-ft. (Nm)

Vallowable,ASD allowable shear load for use in allowable stress design environments, lbf (N)

Vb basic concrete breakout strength in shear of a single anchor, lbf (N)

Vca,y nominal strength of the anchor reinforcement of one anchor to take up shear loads perpendicular to the channel axis, lbf (N)

Vca,y,max maximum value of Vca,y of one anchor to be used in design, lbf (N)

Vcb,y nominal concrete breakout strength in shear perpendicular to the channel axis of an anchor channel, lbf (N)

Vcp nominal pryout strength of a single anchor, lbf (N)

Vcp,y nominal pryout strength perpendicular to the channel axis of a single anchor, lbf (N)


Vn,y lowest nominal steel strength from all appropriate failure modes under shear perpendicular to the channel axis, 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), lbf (N)

Vns nominal steel strength of anchor channel loaded in shear (lowest value of Vsa, Vsc, and Vsl), lbf (N)

Vns,a nominal shear strength for steel failure of anchor or connection between anchor and channel (lowest value of Vsa and Vsc), lbf (N)

Vsa,y nominal shear steel strength perpendicular to the channel axis of a single anchor, lbf (N)

Vsc,y nominal shear strength of connection between one anchor bolt and the anchor channel, lbf (N)

Vsl,y nominal shear steel strength perpendicular to the channel axis of the local bending of the channel lips, lbf (N)

Vss nominal strength of channel bolt in shear, lbf (N)

Vss,M nominal strength of channel bolt in case of shear with lever arm, lbf (N)

Vua factored shear load on anchor channel, lbf (N)

Vua,y factored shear load on anchor channel perpendicular to the channel axis, lbf (N)

Vaua factored shear load on a single anchor of the anchor channel, lbf (N)

Vaua,y factored shear load on a single anchor of the anchor channel perpendicular to the channel axis, lbf (N)

Vaua,i factored shear load on anchor i of the anchor channel, lbf (N)

Vaua,y,i factored shear load on anchor i of the anchor channel perpendicular to the channel axis, lbf (N)

Vua factored shear load on a channel bolt, lbf (N)

Vbua,y factored shear load on a channel bolt perpendicular to the channel axis, lbf (N)

Vy,allowable,ASD allowable shear load perpendicular to the channel axis for use in allowable stress design environments,

lbf (N)

α exponent of interaction equation [-]

αASD conversion factor for allowable stress design [-]

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 [-]

αch,V factor to account for the influence of channel size and anchor diameter on concrete edge breakout strength in shear, (lbf1/2/in.1/3) (N1/2/mm1/3)

ψc,N modification factor to account for influence of cracked or uncracked concrete on concrete breakout strength [-]

ψc,Nb modification factor to account for influence of cracked or uncracked concrete on concrete blowout 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,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 [-]

E

ESR-1008 | M

FI

Most Widely Acc

GURE 16—TYP

cepted and Tru

FIGURE 15—I

PES OF ANCHOR

usted

INSTALLATION

RS

PARAMETERS

≥ c ca,mina1

S FOR ANCHOR

n

ca2

x

≥ ca,min

FI

R CHANNELS

≤ s s s

max

≥ smin

GURE 17—CHA

Pag

ANNEL BOLTS

ge 15 of 25


TABLE 1—INSTALLATION PARAMETERS FOR HALFEN HTA ANCHOR CHANNELS

CRITERIA SYMBOL UNITS ANCHOR CHANNEL SIZES

28/15 1) 38/17 1) 40/22 50/30 52/34 55/42 72/48

Channel height hch in. 0.60 0.69 0.91 1.18 1.32 1.65 1.91

(mm) (15.25) (17.5) (23.0) (30.0) (33.5) (42.0) (48.5)

Channel width bch in. 1.10 1.50 1.56 1.93 2.07 2.15 2.83

(mm) (28.0) (38.0) (39.5) (49.0) (52.5) (54.5) (72.0)

Moment of inertia, carbon and stainless steel y

in.4 0.0098 0.0205 0.0477 0.1263 0.2241 0.4504 0.8402

(mm4) (4,060) (8,547) (19,859) (52,575) (93,262) (187,464) (349,721)

Minimum anchor spacing smin in. 1.97 1.97 1.97 1.97 3.15 3.15 3.15

(mm) (50) (50) (50) (50) (80) (80) (80)

Minimum anchor spacing, welded reinforcing bars

smin in. - - 4.00 4.00 4.00 4.00 -

(mm) - - (100) (100) (100) (100) -

Maximum anchor spacing smax in. 7.87 7.87 9.84 9.84 9.84 11.81 15.75

(mm) (200) (200) (250) (250) (250) (300) (400)

Installation height, round anchor hnom in. 1.86 3.07 3.67 4.28 - - -

(mm) (47.25) (77.9) (93.2) (108.7) - - -

Installation height, welded I-shaped anchors

hnom in. 3.04 3.13 3.62 3.90 6.36 7.17 7.42

(mm) (77.25) (79.5) (92.0) (99.0) (161.5) (182.0) (188.5)

Installation height, welded T-shaped anchors

hnom in. - - - 3.25 3.74 4.72 -

(mm) - - - (82.5) (95.0) (120.0) -

Reinforcing bar size db - - - #4 #4 #5 #5 -

Length of deformed reinforcing bar ℓR in. - - acc. ACI 318-11 Sec. 12.14

or ACI 318-14 Sec. 25.5 -

(mm) - - -

Minimum edge distance ca,min in. 1.57 1.97 1.97 2.95 2.95 3.94 5.91

(mm) (40) (50) (50) (75) (75) (100) (150)

End spacing x in. 0.98 0.98 0.98 0.98 1.38 1.38 1.38

(mm) (25) (25) (25) (25) (35) (35) (35)

Minimum shaft diameter d2 in. 0.24 0.31 0.39 0.47 - - -

(mm) (6.0) (8.0) (10.0) (12.0) - - -

Minimum web thickness p in. 0.20 0.20 0.20 0.20 0.24 0.28 0.28

(mm) (5.0) (5.0) (5.0) (5.0) (6.0) (7.1) (7.1)

Minimum width of I- or T-shaped anchors wA in. 0.59 0.59 1.00 1.18 1.54 1.57 1.97

(mm) (15.0) (15.0) (25.4) (30.0) (39.0) (40.0) (50.0)

Min member thickness, round anchors hmin in. 2.49 3.70 4.30 4.91 - - -

(mm) (63.2) (93.9) (109.2) (124.7) - - - Min member thickness, welded I-shaped

anchors hmin

in. 3.67 3.76 4.25 4.53 6.99 7.80 8.05 (mm) (93.2) (95.5) (108.0) (115.0) (177.5) (198.0) (204.5)

Min member thickness, welded T-shaped anchors

hmin in. - - - 4.00 4.375 5.19 -

(mm) - - - (101.6) (111.1) (131.8) -

For SI: 1 in. = 25.4 mm

For inch-pound units: 1 mm = 0.03937 in. 1) Carbon and stainless steel


TABLE 2—COMBINATION ANCHOR CHANNEL – CHANNEL BOLTS

CRITERIA SYMBOL UNITS

ANCHOR CHANNEL SIZES

28/15 38/17 40/22 50/30 52/34 55/42 72/48

Bolt type HS 28/15 1) HS 38/17 1) HS 40/22 2) HS 50/30 2) HS 50/30 2) HS 50/30 2) HS 72/48 2)

Diameter ds

(mm) (8) - - - - - -

(mm) (10) (10) (10) (10) (10) (10) -

(mm) (12) (12) (12) (12) (12) (12) -

(mm) - (16) (16) (16) (16) (16) -

(mm) - - - (20) (20) (20) (20)

(mm) - - - - - (24) (24)

(mm) - - - - - - (27)

(mm) - - - - - - (30)

For SI: 1 in. = 25.4 mm

For inch-pound units: 1 mm = 0.03937 in. 1) Hammer-head channel bolts 2) Hook-head channel bolts

TABLE 3—HTA ANCHOR CHANNELS: STATIC STEEL STRENGTH IN TENSION



28/15 38/17 40/22 50/30 52/34 55/42 72/48

Nominal strength for local bending of channel lips,

tension Nsl

lbf 2,025 4,045 6,745 8,770 14,615 21,355 26,975

(kN) (9.0) (18.0) (30.0) (39.0) (65.0) (95.0) (120.0)

Nominal steel strength of a single anchor in tension,

round anchors Nsa

lbf 2,045 4,520 7,060 12,700 - - -

(kN) (9.1) (20.1) (31.4) (56.5) - - -

Nominal steel strength of a single anchor in tension, welded I- or T-shaped

anchors

Nsa

lbf 6,070 6,070 10,275 12,140 18,930 22,975 28,730

(kN) (27.0) (27.0) (45.7) (54.0) (84.2) (102.2) (127.8)

Nominal steel strength of a single reinforcing bar in

tension Nsa

lbf - - 16,000 16,000 24,800 24,800 -

(kN) - - (71.2) (71.2) (110.3) (110.3) -

Nominal tension strength connection channel / anchor

Nsc lbf 2,025 4,045 6,520 8,770 14,615 17,985 24,280

(kN) (9.0) (18.0) (29.0) (39.0) (65.0) (80.0) (108.0)

Nominal tension strength connection channel /

reinforcing bar Nsc

lbf - - 6,670 8,145 17,095 19,695 -

(kN) - - (29.7) (36.2) (76.0) (87.6) -

Strength reduction factor1 - 0.75 (0.80)

Nominal bending strength, carbon steel

Ms,flex lbf-in. 2,745 5,135 11,825 19,835 32,550 54,260 77,725

(Nm) (310) (580) (1,336) (2,241) (3,678) (6,131) (8,782)

Nominal bending strength, stainless steel

Ms,flex lbf-in. 2,830 5,250 - - - - -

(Nm) (320) (593) - - - - -


For SI: 1 in. = 25.4 mm, 1 lbf = 4.448 N, 1 lbf-in. = 8.85 Nm

For inch-pound units: 1 mm = 0.03937 in., 1 N = 0.2248 lbf, 1 Nm = 0.113 lbf-in.

1 The tabulated value of applies when the load combinations of Section 1605.2 of the IBC, ACI 318-14 Section 5.3 or ACI 318-11 Section

9.2 are used. If the load combinations of ACI 318-11 Appendix C are used, the appropriate value of in parentheses must be used.


TABLE 4—HTA ANCHOR CHANNELS: STATIC CONCRETE STRENGTH IN TENSION



28/15 38/17 40/22 50/30 52/34 55/42 72/48

Concrete breakout strength

Effective embedment depth for round and I-shaped anchors2 hef

in. 1.77 2.99 3.50 3.78 6.10 6.89 7.05

(mm) (45) (76) (89) (96) (155) (175) (179)

Effective embedment depth for welded T-shaped anchors

hef in. - - - 3.11 3.54 4.49 -

(mm) - - - (79) (90) (114) -

Area of anchor head, round anchor Abrg in.2 0.13 0.23 0.37 0.59 - - -

(mm2) (84.8) (150.8) (235.6) (377.8) - - -

Area of anchor head, welded I- or T-shaped anchors

Abrg in.2 0.30 0.30 0.51 0.60 0.66 0.80 1.00

(mm2) (195.0) (195.0) (330.2) (390.0) (429.0) (516.0) (645.0)

Critical edge distance cac in. (mm) cac = 3·hef

Strength reduction factor1 - 0.70

For SI: 1 in. = 25.4 mm, 1 lbf = 4.448 N

For inch-pound units: 1 mm = 0.03937 in., 1 N = 0.2248 lbf 1 The tabulated value of applies when both the load combinations of Section 1605.2 of the IBC, ACI 318-14 Section 5.3 or ACI 318-11 Section 9.2 are used and the requirements of ACI 318-14 17.3.3(c) or ACI 318-11 D.4.3(c), as applicable, for Condition B are met. Condition B applies where supplementary reinforcement is not provided. For installations where complying supplementary reinforcement

can be verified, the factors described in ACI 318-14 17.3.3(c) or ACI 318-11 D.4.3(c), as applicable, for Condition A are allowed. If the

load combinations of ACI 318-11 Appendix C are used, the appropriate value of must be determined in accordance with ACI 318-11 D.4.4(c). 2Embedment depth value is for design calculation used for round anchor and welded anchor, refer to table 1 for required, hnom, installation embedment.

TABLE 5—HTA ANCHOR CHANNELS: STATIC STEEL STRENGTH IN SHEAR AND INTERACTION EXPONENTS



28/15 38/17 40/22 50/30 52/34 55/42 72/48

Nominal strength for local bending of channel lips,

shear Vsl=Vsl,y

lbf 2,025 4,045 6,745 10,115 15,735 22,480 26,975

(kN) (9.0) (18.0) (30.0) (45.0) (70.0) (100.0) (120.0)

Nominal steel strength of a single anchor in shear,

round anchors Vsa=Vsa,y

lbf 2,025 4,045 6,745 10,115 - - -

(kN) (9.0) (18.0) (30.0) (45.0) - - -

Nominal steel strength of a single anchor in shear, welded I- or T-Shaped

anchors

Vsa=Vsa,y lbf 2,025 4,045 6,745 10,115 15,735 22,480 26,975

(kN) (9.0) (18.0) (30.0) (45.0) (70.0) (100.0) (120.0)

Nominal steel strength of a single welded reinforcing

bar Vsa=Vsa,y

lbf - - 6,670 8,145 15,735 19,695 -

(kN) - - (29.7) (36.2) (70.0) (87.6) -

Nominal shear strength for connection channel / anchor

Vsc=Vsc,y lbf 2,025 4,045 6,745 10,115 15,735 22,480 26,975

(kN) (9.0) (18.0) (30.0) (45.0) (70.0) (100.0) (120.0)

Nominal shear strength for connection channel /

reinforcing bar Vsc=Vsc,y

lbf - - 6,670 8,145 15,735 19,695 -

(kN) - - (29.7) (36.2) (70.0) (87.6) -


For SI: 1 lbf = 4.448 N For inch-pound units: 1 N = 0.2248 lbf 1 The tabulated value of applies when the load combinations of Section 1605.2 of the IBC, ACI 318-14 Section 5.3 or ACI 318-11 Section



TABLE 6—HTA ANCHOR CHANNELS: STATIC CONCRETE STRENGTH IN SHEAR



28/15 38/17 40/22 50/30 52/34 55/42 72/48

Cracked concrete without reinforcement αch,V lbf1/2/in.1/3 5.6 10.5 10.5 10.5 10.5 10.5 10.5

(N1/2/mm1/3) (4.0) (7.5) (7.5) (7.5) (7.5) (7.5) (7.5)

Pryout failure, factor kcp - 1.0 2.0

Strength reduction factor1 - 0.70

1 The tabulated value of applies when both the load combinations of Section 1605.2 of the IBC, ACI 318-14 Section 5.3 or ACI 318-11 Section 9.2 are used and the requirements of ACI 318-14 17.3.3(c) or ACI 318-11 D.4.3(c), as applicable, for Condition B are met. Condition B applies where supplementary reinforcement is not provided. For installations where complying supplementary reinforcement can be verified, the

factors described in ACI 318-14 17.3.3(c) or ACI 318-11 D.4.3(c), as applicable, for Condition A are allowed. If the load combinations of ACI

318-11 Appendix C are used, the appropriate value of must be determined in accordance with ACI 318-11 D.4.4(c).

TABLE 7—HS CHANNEL BOLTS: STATIC STEEL STRENGTH IN TENSION

CRITERIA SYMBOL UNITS GRADE /

MATERIAL BOLT

HS

CHANNEL BOLT SIZES

M8 M10 M12 M16 M20 M24 M27 M30

Nominal tensile

strength Nss lbf (kN)

4.6

28/15 2,967 4,181 4,946 - - - -

(13.2) (18.6) (22.0) - - - -

38/17 - 5,216 6,160 12,342 - - - -

- (23.2) (27.4) (54.9) - - - -

40/22 - 5,216 7,576 13,466 - - - -

- (23.2) (33.7) (59.9) - - - -

50/30 - 5,216 7,576 14,118 22,031 31,743 - -

- (23.2) (33.7) (62.8) (98.0) (141.2) - -

72/48 - - - - 22,031 31,743 41,275 50,447

- - - - (98.0) (141.2) (183.6) (224.4)

8.8

28/15 - - - - - - - -

38/17 - - 13,129 20,817 - - - -

- - (58.4) (92.6) - - - -

40/22 - 10,431 15,152 28,236 - - - -

- (46.4) (67.4) (125.6) - - - -

50/30 - 10,431 15,152 28,236 44,063 63,486 - -

- (46.4) (67.4) (125.6) (196.0) (282.4) - -

72/48 - - - - 44,063 63,486 82,550 -

- - - - (196.0) (282.4) (367.2) -

Stainless steel grade

50

28/15 - - - - - - - -

38/17 - - - 11,196 - - - -

- - - (49.8) - - - -


70

28/15 5,755 9,127 - - - - - -

(25.6) (40.6) - - - - - -

38/17 - 9,127 9,914 - - - - -

- (40.6) (44.1) - - - - -

Strength reduction

factor1 -

4.6 0.75 (0.80) 8.8 0.65 (0.75)

Grade 50 0.75 (0.80) Grade 70 0.65 (0.75)

1 The tabulated value of applies when the load combinations of Section 1605.2 of the IBC, ACI 318-14 Section 5.3 or ACI 318-11 Section



TABLE 8—HS CHANNEL BOLTS: STATIC STEEL STRENGTH IN SHEAR

CRITERIA SYMBOL UNITS GRADE /

MATERIAL

CHANNEL BOLT SIZES

M8 M10 M12 M16 M20 M24 M27 M30

Nominal shear

strength Vss

lbf

(kN)

4.6 1,980 3,125 4,540 8,475 13,220 19,040 24,775 30,260

(8.8) (13.9) (20.2) (37.7) (58.8) (84.7) (110.2) (134.6)

8.8 - 6,250 9,105 16,950 26,440 38,085 49,525 -

- (27.8) (40.5) (75.4) (117.6) (169.4) (220.3) -


50

- - - 8,455 - - - -

- - - (37.6) - - - -


70

3,460 5,485 7,960 - - - - -

(15.4) (24.4) (35.4) - - - - -

Strength reduction factor for

steel failure under shear1

-

4.6 0.65 (0.75)

8.8 0.60 (0.65)

Grade 50 0.65 (0.75)

Grade 70 0.60 (0.65)

Nominal bending strength

M0ss

lbf-in. (Nm)

4.6 133.0 265.0 464.0 1,180 2,300 3,975 5,890 7,960

(15.0) (29.9) (52.4) (133.2) (259.6) (449.0) (665.8) (899.6)

8.8 - 529.0 927.0 2,360 4,600 7,945 11,785 -

- (59.8) (104.8) (266.4) (519.3) (898.0) (1,331.5) -


50

- - - 1,175 - - - -

- - - (132.9) - - - -


70

232.0 463.0 812.0 - - - - -

(26.2) (52.3) (91.7) - - - - -

Strength reduction factor for bending failure1

-

4.6

For bolts in shear where bending of the bolt occurs the strength reduction factor for bolts in

tension in accordnace with Table 7 shall be used.

8.8

Grade 50

Grade 70

For SI: 1 in. = 25.4 mm, 1 lbf = 4.448 N, 1 lbf-in. = 8.85 Nm

For inch-pound units: 1 mm = 0.03937 in., 1 N = 0.2248 lbf, 1 Nm = 0.113 lbf-in. 1 The tabulated value of applies when the load combinations of Section 1605.2 of the IBC, ACI 318-14 Section 5.3 or ACI 318-11 Section


TABLE 9—HTA ANCHOR CHANNELS AND HS CHANNEL BOLTS: MATERIAL SPECIFICATION AND PROPERTIES

COMPONENT CARBON STEEL STAINLESS STEEL

Material / Strength class Coating Material / Strength class

Channel profile Carbon steel Hot-dip galvanized ≥ 55 μm Stainless steel A4

Anchor Carbon steel Hot-dip galvanized ≥ 55 μm Stainless steel A4

Deformed reinforcing bar Low-aloy steel according to ASTM A705 or carbon steel according to

DIN 488-BSt 500 - -

Channel bolts Carbon steel grade 4.6 and 8.8

according to EN ISO 898-1 Hot-dip galvanized ≥ 50 μm

or electroplated ≥ 12 μm Stainless steel grade 50 and 70

according to EN ISO 3506-1

Plain washer 1 ISO 7089 and ISO 7093-1

Production class A, 200 HV Hot-dip galvanized

or electroplated Production class A, 200 HV according to EN ISO 3506-1

Hexagonal nuts ISO 4032

Property class 5 and 8 according to EN ISO 898-2

Hot-dip galvanized ≥ 50 μm or electroplated ≥ 12 μm

Stainless steel grade 70 and 80 according to EN ISO 3506-2

1 Not in scope of delivery

E

ESR-1008 | MMost Widely Acccepted and Tru

TABLE 10

usted

—HTA ANCHORR CHANNELS:

Pla

cing

cha

nnel

in

to fo

rmw

ork

Sel

ectio

n of

an

chor

cha

nnel

, C

ast i

n an

d co

mpa

ct th

e H

arde

ning

of

the

conc

rete

S

trik

ing

the

form

wor

k R

emov

ing

the

com

bi s

trip

fill

er

INSTALLATION

Afte

r co

ncre

ting

the

anch

or

chan

nel m

ust b

e flu

sh w

ith th

e co

ncre

te s

urfa

ce

in a

ccor

danc

e to

th

e pl

anni

ng

docu

men

t

conc

rete

t

eco

cet

ep

N INSTRUCTION

Pag

N

2.1

Ste

el fo

rmw

ork

: Fix

ing

with

HA

LFE

N c

hann

el b

olts

thro

ugh

form

wor

k pe

netr

atio

n 2.

2 S

teel

form

wo

rk: F

ixin

g w

ith r

ivet

s 2.

3 S

teel

form

wo

rk: F

ixin

g w

ith H

ALF

EN

fixi

ng c

one

2.4

Tim

ber

form

wor

k: F

ixin

g w

ith n

ails

2.

5T

imbe

rfo

rmw

ork:

Fix

ing

with

stap

les

ge 21 of 25

2.5

Tim

ber

form

wor

k: F

ixin

g w

ith s

tapl

es

2.6

Fix

ing

in th

e to

p su

rfac

e of

con

cret

e: F

ixin

g by

usi

ng a

uxili

ary

cons

truc

tion

2.7

Fix

ing

in th

e to

p su

rfac

e of

con

cret

e: F

ixin

g fr

om

abo

ve d

irect

ly to

the

rein

forc

emen

t 2.

8 F

ixin

g in

the

top

surf

ace

of c

oncr

ete:

Fix

ing

to th

e re

info

rcem

ent,

usin

g th

e H

ALF

EN

Cha

nClip

E

ESR-1008 | M

SelectHALFEchannin accowith thconstrdocum

Most Widely Acc

tion of the EN el bolts ordance

he ruction ment.

Inboch90clochint(Cpobo

cepted and Tru

TABLE 11—H

sert the channel olt into the hannel. After a 0° turn ockwise, the hannel bolt locks to the channel.

Check of the osition of the olt by notch).

usted

HS CHANNEL B

Positioning othe channel bolt: At the channel enda minimum clearance must be maintained, which correspondswith the overhang beyond the last anchor.

BOLTS: INSTAL

of

ds

s

Tightenhexagothe sett(Tinst) astated bTinst muexceed4.1: ge4.2 andto steel

LATION INSTRU

n the onal nut to ting torque cc. table below.

ust not be ded. eneral d 4.3: steel l contact.

UCTION

After fixing tnuts, check correct positof the bolt: If the notch inot perpendiculathe channel length axis, channel boltmust be released completely, inserted andtightened ag

Pag

he the tion

is

ar to

the t

d gain.

ge 22 of 25


TABLE 12—HS CHANNEL BOLTS: INSTALLATION TORQUES

CRITERIA SYMBOL UNITS POSITION

OF FIXTURE

GRADE / MATERIAL

ANCHOR CHANNEL

CHANNEL BOLT SIZES

M8 M10 M12 M16 M20 M24 M27 M30

Installation torque

Tinst 1)

lbf-ft. (Nm)

General (Fig. 4.1)

Steel 4.6 / 8.8

Stainless

steel 50 / 70

28/15 5 9 12

- - - - - (7) (12) (16)

38/17 - 10 14 30

- - - - (14) (19) (40)

40/22 - 11 18 48

- - - - (15) (25) (65)

50/30 - 11 18 48 85

- - - (15) (25) (65) (115)

52/34 - 11 18 48 100

- - - (15) (25) (65) (135)

55/42 - 11 18 48 100 170

- - (15) (25) (65) (135) (230)

72/48 - - - - 100 170 251 339

(135) (230) (340) (460)

Steel to steel

contact (Figs. 4.2,

4.3)

Steel 4.6

28/15 5 10 13

- - - - - (7) (13) (18)

38/17 - 12 17 44

- - - - (16) (23) (60)

40/22 - 12 21 48

- - - - (16) (28) (65)

50/30 - 12 21 52 100 170

- - (16) (28) (70) (135) (230)

72/48 - - - - 100 170 251 339

(135) (230) (340) (460)

Steel 8.8

28/15 - - - - - - - -

38/17 - - 48 100

- - - - (65) (135)

40/22 - 30 55 136

- - - - (40) (75) (185)

50/30 - 30 55 136 266 461

- - (40) (75) (185) (360) (625)

72/48 - - - - 266 461 664

- (360) (625) (900)

Stainless steel 50

28/15 - - - - - - - -

38/17 - - - 33

- - - - (45)

Stainless steel 70

28/15 11 22

- - - - - - (15) (30)

38/17 - 22 30

- - - - - (30) (40)

1) Tinst must not be exceeded


Copyright © 2018 ICC Evaluation Service, LLC. All rights reserved. Page 24 of 25

ICC-ES Evaluation Report ESR-1008 LABC and LARC Supplement Issued December 2018 This report is subject to renewal April 2020.

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:

HALFEN GMBH EVALUATION SUBJECT:

HALFEN HTA ANCHOR CHANNELS AND HS CHANNEL BOLTS 1.0 REPORT PURPOSE AND SCOPE

Purpose:

The purpose of this evaluation report supplement is to indicate that the HALFEN HTA anchor channels and HALFEN HS channel bolts, described in ICC-ES master evaluation report ESR-1008, have also been evaluated for compliance with the codes noted below, as adopted by the Los Angeles Department of Building and Safety (LADBS).

Applicable code editions: 2017 City of Los Angeles Building Code (LABC) 2017 City of Los Angeles Residential Code (LARC)

2.0 CONCLUSIONS

HALFEN HTA anchor channels and HALFEN HS channel bolts, described in Sections 2.0 through 7.0 of the master evaluation report ESR-1008, comply with LABC Chapter 19 and LARC, and are subject to the conditions of use described in this supplement.

3.0 CONDITIONS OF USE The HALFEN HTA anchor channels and HALFEN HS channel bolts described in this evaluation report must comply with all of the following conditions:

• All applicable sections in the master evaluation report ESR-1008.

• The design, installation, conditions of use and identification of the anchoring systems are in accordance with the 2015 International Building Code® (2015 IBC) provisions noted in the master evaluation report ESR-1008.

• The design, installation and inspection are in accordance with additional requirements of LABC Chapters 16 and 17, as applicable.

• Under the LARC, an engineered design in accordance with LARC Section R301.1.3 must be submitted.

• The allowable and strength design values listed in the master evaluation report and tables are for the connection of the anchoring systems to the concrete. The connection between the anchoring systems and the connected members shall be checked for capacity (which may govern).

This supplement expires concurrently with the master report, reissued April 2018 and revised December 2018.

http://www.icc-es.org/


Copyright © 2018 ICC Evaluation Service, LLC. All rights reserved. Page 25 of 25

ICC-ES Evaluation Report ESR-1008 CBC and CRC Supplement Issued December 2018 This report is subject to renewal April 2020

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:

HALFEN GMBH

EVALUATION SUBJECT:

HALFEN HTA ANCHOR CHANNELS AND HS CHANNEL BOLTS 1.0 REPORT PURPOSE AND SCOPE

Purpose:

The purpose of this evaluation report supplement is to indicate that the HALFEN HTA anchor channels and HALFEN HS channel bolts, recognized in ICC-ES master evaluation report ESR-1008, have also been evaluated for compliance with the codes noted below. Applicable code editions:

2016 California Building Code (CBC) For evaluation of applicable chapters adopted by the California Office of Statewide Health Planning and Development (OSHPD) and Division of the State Architect (DSA), see Sections 2.1.1 and 2.1.2 below. 2016 California Residential Code (CRC)

2.0 CONCLUSIONS

2.1 CBC:

The HALFEN HTA anchor channels and HALFEN HS channel bolts for use in cracked and uncracked concrete, described in Sections 2.0 through 7.0 of the master evaluation report ESR-1008, comply with CBC Chapter 19, provided the design and installation are in accordance with the 2015 International Building Code® (IBC) provisions noted in the master report.

2.1.1 OSHPD:

OSHPD applications are beyond the scope of this supplement.

2.1.2 DSA:

DSA applications are beyond the scope of this supplement.

2.2 CRC:

The HALFEN HTA anchor channels and HALFEN HS channel bolts for use in cracked and uncracked concrete, described in Sections 2.0 through 7.0 of the master evaluation report ESR-1008, comply with CRC Sections R301.1.3, provided the design and installation are in accordance with the 2015 International Building Code® (IBC) provisions noted in the master report.

This supplement expires concurrently with the master report, reissued April 2018 and revised December 2018.

http://www.icc-es.org/

Documents

0 ICC-ES Evaluation Report ESR-1008 · ua,y ((e. s / z)+ e (as illustrated distance betw acting on the f internal lever a 0.85. h' 0.85 (h – h. ch – min 2. 1 2. a ef. c h. e Figure