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DIVISION

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ortw.icc‐es.org

senting aesthetthe subject of tess or implied

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ALFEN GM

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ANNELS

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

REPORT HOLD

HALFEN GMBLIEBIGSTRAS40764 LANGENGERMANY www.halfenus

EVALUATION

HALFEN HZA ACHANNEL BO

1.0 EVALUATCompliance 2015, 201

Code® (IBC

2015, 201Code® (IRC

2013 Abu D†The ADIBC is b

report are the sam

Properties evStructural

2.0 USES HALFEN HZAbolts are usewind, and sethrough F) teto the longitulongitudinal toof these loadlocation betwchannel.

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 SE 14 NFELD

a.com

SUBJECT:

ANCHOR CHALTS

TION SCOPE with the follow

12, 2009 andC)

2, 2009 and C)

Dhabi Internati

based on the 2009me sections in the A

valuated:

A anchor channed as anchoraeismic (IBC S

ension loads (Nudinal channelo the channel ads (as illustrateween the oute

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

ANNELS AND

wing codes: d 2006 Intern

2006 Internati

ional Building C

9 IBC, code sectioADIBC.

nels and HALFge in concreteSeismic DesigNua), shear loal axis (Vua,y), axis (Vua,x), or ed in Figure 1ermost anchors

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

HZS

national Buildi

ional Resident

Code (ADIBC)†

ons referenced in

FEN HZS channe to resist statgn Categories ds perpendicuand shear loaany combinati) applied at as of the anch

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

ing

tial

†

this

nel tic,

A ular ads ion

any hor

ght of

um ion ors ons and may

in

sh

3.0 DE3.1 PThe Hof a Cchannanchothe chThe limitecarboshowbolts The cand treportapprochann

ot specifically addrey ICC Evaluation Ser

This repor

Subsidiary of

tension load: zhear load: y-dire

x-direction

FIGU

ESCRIPTIONProduct informHZA anchor chC-shaped steenel lips with I-sors. I- and T-shannel back (amaximum numd. The HALFE

on steel channwn in Figure A

feature a hamcombination othe correspondrt are describopriate channenel.

essed, nor are they torvice, LLC, express o

rt is subject to

the Internati

z-direction (in direection (perpendic

n (longitudinal to

RE 1—LOAD DI

mation: hannels (HZA l channel profishaped steel ashaped anchoas illustrated inmber of anchEN HZA anchonel profiles. T

A of this reportmmer-head andof the HALFENding HZS chanbed in Table el bolts shall b

be construed or implied, as

ESR-Reissued Jun

o renewal Jun

ional Code C

ection of channecular to the chan

the channel axis

IRECTIONS

38/23 and 53/3le with serratenchors or T-shrs are factory n Figure B of thors per chanor channels arhe anchor chat. The availabd are shown inN HZA anchonnel bolts cove

2 of this rebe placed in t

Page 1 of 20

-4016 ne 2018

ne 2019.

Council ®

el bolt) nel axis)

s)

34) consist d (toothed)

haped steel welded to

his report). nnel is not re made of annels are

ble channel n Figure C. r channels

ered by this eport. The the anchor

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

http://www.halfenusa.com/

E

4

ESR-4016 | M

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 = ordin

triangNua aaccoprov

k = 1/ ∑A'i

(. yin 934

)( yin 013

s = anch

Nua = facto

y = the m

take

If several techannel, a linall loads shall

If the exactknown, the massumed for anchor for theor pull-out anbending failur

Most Widely Acc

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, as app

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 pos

gle 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 iner

n from Table 1

ension loads arnear superimpol be assumed.

t position of thmost unfavoraeach failure m

e case of failurd load acting b

re of the chann

cepted and Tru

channel profilable 9 of this re

all comply wit

ATION

chor channels BC, must be4 chapter 17,

plicable, and thi

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 anc

nit 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

he load on theable loading pmode (e.g. loare of an anchorbetween anchoel).

usted

les, anchors aeport.

h Sections 19

under the 201e determined ACI 318-11, -0is report.

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 assuming

e position of loh ℓin determined

An example

(D-0.b)

(D-0.c)

(D-0.c)

channel, lbf (N)

nel shall be

usly acting on tanchor forces

e channel is nposition shall d acting over r by steel ruptuors in the case

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

not be an

ure of

2 ' A

3 ' A

4 ' A

A

k

FIGUFORDISTFIVE

4.1.3the cshall span

4.1.44.1.4.shearactingshall replac

4.1.4.shearactingchann

For for fabetweedge to theshall channancho(as ildistribunfavFigureancho

For concrperpearranload anchothe thchannFigure

1

250

inin

in s.-s-e

251

inin

in s.-e

750

inin

in s.e-s

3

21

432

' ' ' AAA

RE 2—EXAMPLRCES IN ACCORTRIBUTION MET ANCHORS. TH

ℓin = 1.5s A

Bending mochannel due to

be computedbeam with a s

Shear loads.1 Shear perpr load Va

ua,y,i og on the chann

be computedcing Nua in Eq.

.2 Shear lonr load Va

ua,x,i og on the chanel axis shall b

r the verificatioailure of the een anchor anfailure in case

e edge withoube equally d

nels with not ors for anchor lustrated in Fibuted to thovorable designe 3 the shear ors 10 to 12).

r verification of rete edge failurendicular to theged parallel toVua,x, shall beor channels whree anchors cnels with moree 4).

A´2

2

61 N

65 N

21

s N

N

LE FOR THE CARDANCE WITH TTHOD FOR AN AHE INFLUENCE

ND ECCENTRIC

oment: The bo tension load assuming a pan length equ

s: pendicular to on an anchor dnel perpendicud in accorda(D-0.a) by Vua,

gitudinal to on an anchor dannel in direcbe computed as

n of the strenganchor or fa

nd channel, prye of anchor chut corner effecdistributed to more than thchannels with igure 3). The s

ose three than condition (in

load Vua,x sh

f the strength ore in case of ae edge and in

o the edge withe equally distri

with not more tclosest to the ee than three a

in = 1.5 s

A´3

3l

Pa

051 aua,

aua, NN

uaaua, NN

32

61

2

uaaua, NN

32

65

3

uaaua, NN

32

21

4

ALCULATION OTHE TRIANGULANCHOR CHANLENGTH IS ASS

CITY AS e = 0.25

bending momens acting on thsimply suppo

ual to the ancho

the channel due to a shearlar to its longitnce with Sec,y.

the channel due to a shearction of the ls follows:

gth of the anchailure of the yout failure anhannels arrangcts, the shear all anchors f

ree anchors omore than thre

shear load Vua

at result in n the examplehall be distribu

of the anchor canchor channel

case of ancho corner effectsibuted to all ahan three anc

edge or corner anchors (as ill

in = 1.5 s

1A´4

4l

age 2 of 20

uaa N91

uaa N95

uaa N31

F ANCHOR LAR LOAD NNEL WITH SUMED AS 5s

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

axis: The r load Vua,y

tudinal axis ction 4.1.2

axis: The r load Vua,x

ongitudinal

hor channel connection d concrete

ged parallel load Vua,x

for anchor or to three ee anchors a,x shall be the most

e given in uted to the

channel for s arranged

or channels s, the shear anchors for chors, or to

for anchor ustrated in

5

E ESR-4016 | M

FIGURE 3—EXFORCES

ANCHORS CHANNE

FIGURE 4—EXFORCES

ANCHORS CHANN

4.1.5 Forcestension loadsfactored tensone anchor sload, Na

ua,i, of

If a shear the resultanreinforcement

Nua,re = Vua,y ((

where (as illu

Most Widely Acc

XAMPLE FOR TIN CASE OF ANLOADED IN SH

L AXIS FOR ST

XAMPLE FOR TS IN CASE OF A

LOADED IN SHEL AXIS FOR C

s related tos are acting sion forces of shall be compf the anchor as

load Vua,y is at factored tet Nua,re, shall be

(es / z)+1), lbf (

strated in Figu

cepted and Tru

THE CALCULATNCHOR CHANNHEAR LONGITUEEL AND PRYO

THE CALCULATNCHOR CHANN

HEAR LONGITUCONCRETE EDG

o anchor reon the anchthe anchor r

puted for the ssuming a strut

acting on the ension force e computed by

N) (

re 5):

usted

TION OF ANCHOELS WITH 12 DINAL TO THE

OUT FAILURE

TION OF ANCHONELS WITH 6 DINAL TO THE

GE FAILURE

inforcement:or channel, t

reinforcement factored tensi-and-tie model

anchor channof the anchEq.(D-0.d).

(D-0.d)

OR

OR

If the for ion .

nel, hor

es =

z =

z =

=

≤

h' se

F

4.2 S

4.2.1under2015 318-1

TheIBC, be deand th

TheIBC, adetermand th

TheIBC, adetermand th

Des318 aIBC (throug

Theor ACACI 3

Desof thistablescalcuSectioas ap

In E(ACI are tapprostrengconsi(anchtensioreinfo

distance betwacting on the f

internal lever a

0.85 h'

0.85 (h – hch –

min

12

2

a

ef

c

h

ee Figure 5

FIGURE 5—ANC

Strength desig

General: Thr the 2015 IBC

IRC shall be14 Chapter 17 a

e design strengas well as Se

etermined in achis report.

e design strengas well as Secmined in accohis report.

e design strengas well as Secmined in accohis report.

sign parameterare based on th(ACI 318-11) ugh 4.2.10 of th

e strength desigCI 318-11 D.4.318-14 17.2.3 o

sign parameters report. Strens of this reporlated in accordon 5.3 of ACI

pplicable.

Eq. (D-1), and 318-11) or Tabthe lowest deopriate failure gth in tension deration of

hor channels won loads) or orcement to ta

ween reinforcefixture, in. (mm

arm of the conc

– 0.5 da)

CHOR REINFORSHEAR LOA

gn:

he design streC as well as

e determined and this report

gth of anchor cection R301.1.3ccordance with

gth of anchor cction R301.1.3 ordance with A

gth of anchor cction R301.1.3 ordance with A

rs in this repohe 2015 IBC (Aunless noted ois report.

gn shall compl1, as applicab

or ACI 318-11 D

rs are providedgth reduction frt shall be usedance with Sec318-14, or Se

(D-2) (ACI 31ble 17.3.1.1 (Aesign strength

modes. Nn

of an anchor cNsa, Nsc, Nwithout anchor Nca (anchor

ake up tension

Pa

ement and shm)

crete member,

RCEMENT TO RADS

ength of anchoSection R301in accordance

t.

channels unde3 of the 2012 h ACI 318-11 A

channels undeof the 2009 IRACI 318-08 A

channels undeof the 2006 IR

ACI 318-05 A

rt and referencACI 318-14) antherwise in Se

ly with ACI 318ble, except as D.3.3, as applic

d in Tables 1 tfactors, , as ged for load coction 1605.2.1 ection 9.2 of A

8-05, -08), TabACI 318-14) Nhs determinedn is the lowechannel determNsl, Nss, Mreinforcement

r channels wn loads), Npn

age 3 of 20

hear force

in. (mm)

RESIST

or channels .1.3 of the

e with ACI

er the 2012 IRC, shall

Appendix D

er the 2009 RC, shall be Appendix D

er the 2006 RC shall be Appendix D

ces to ACI nd the 2012 ection 4.2.1

8-14 17.3.1 required in cable.

through 10 given in the ombinations

of the IBC, ACI 318-11,

ble D.4.1.1 Nn and Vn,y d from all est design mined from

Ms,flex, Ncb, to take up

with anchor and Nsb.

E ESR-4016 | M

Vn,y is the lowthe axis of anVsc,y, Vss, anchor reinfoto the channereinforcementchannel axis)in shear actanchor channVss,M, Vsl,x

reinforcementchannel with and Vcp,x. Thchannel shall

4.2.2 Tensio4.2.2.1 Genea) Steel fa

connectilocal failbending

b) ConcreteSection 4

c) Pullout Section 4

d) Concretechannels

4.2.2.2 SteeNsa, of a singreport.

The nominaanchor and athis report.

The nominatension loadstaken from Tathe center-tounder consideleast 2bch. If tgiven in Table

n

i 2

1

1 1

where the bolts shall no

bch = channe

The nominataken from Ta

The nominaMs,flex, shall be

4.2.2.3 Concnominal concin tension of accordance w

Ncb = Nb ·ψs,N

The basic cin tension in accordance w

Nb = 24 · λ · α

Nb = 10 · λ α

Most Widely Acc

west design strn anchor chanVss,M, Vsl,y, rcement to tak

el axis), or Vca

t to take up shand Vcp,y. V

ing longitudinanel as determ, Vcb,x, (anct to take up sanchor reinforc

he design strenbe determined

on loads: eral: Following

ilure: Steel ston between anlure of channestrength of cha

e breakout stre4.2.2.3.

strength of an4.2.2.4.

e side-face bs in tension, se

el strength in tgle anchor shal

al strength, Nanchor channel

al strength ofs transmitted bable 3 of this re-center distanceration and adthis requiremene 3 shall be red

2 bchb,i ua,i

bch ua,

s N

b N 1

1

2

center-to-centot be less than

l width, taken f

al strength of able 7 of this re

al bending stre taken from T

crete breakourete breakout s

f an anchor chwith Eq. (D-4.a)

N· ψed,N ·ψco,N ·ψ

concrete breakcracked concr

with Eq. (D-7.a)

αch,N · (f′c)0.5 · h

αch,N · (f′c)0.5 · h

cepted and Tru

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

Vn,x is the lowesal to the cha

mined from Vchor channel shear loads), ocement to take

ngth for all anchd.

g verifications a

trength of ancnchor and chanel lip, strength annel, see Sec

ength of ancho

nchor channel

blow-out strenee Section 4.2.2

tension: The nll be taken from

Nsc, of the con shall be taken

f the channel by a channel beport. This valce between th

djacent channent is not met, tduced by the fa

(

ter spacing b3-times the bo

from Table 1, in

the channel beport.

rength of the able 3 of this re

ut strength instrength, Ncb, ohannel shall b)

ψc,N ·ψcp,N, lbf (

kout strength ofrete, Nb, shall b).

hef1.5, lbf

hef1.5, N

usted

r perpendicularmined from Vs

channels withoads perpendicunnels with anchpendicular to t

st design strengnnel axis of

Vsa,x, Vsc,x, Vwithout anch

or Vca,x (anche up shear loadhors of an anch

are required: chor, strength nnel, strength of channel bo

ction 4.2.2.2.

or in tension, s

in tension, s

ngth of anch2.5.

nominal strengm Table 3 of th

nection betwen from Table 3

lips to take bolt, Nsl, shall ue is valid onlyhe channel boel bolts, schb, ishen the value

actor:

(D-3.a)

between channlt diameter, ds.

n. (mm)

olt, Nss, shall

anchor channeport.

n tension: Tof a single anchbe determined

N) (D-4.a)

f a single anchbe determined

(D-7.a)

(D-7.a)

r to sa,y, out ular hor the gth an

Vss, hor hor ds) hor

of for olt,

see

see

hor

gth, his

een of

up be y if olts at Nsl

nel

be

nel,

The hor

in

hor in

wher

λ = 1

αch,N

αch,N

Thelocaticomp

s,Nψ

wher

si

scr,N =

scr,N =

Naua,i

Naua,1

n

FIG

Thein tenEq. (D

If ca1 ≥

then ψ

If ca1 <

then ψ

where

ccr,N

ccr,N

If amembshowshall

re

(normal-we

= (hef / 7.1)0.15

= (hef / 180)0.15

e modification on and loadin

puted in accord

1

2

11n

is

re (as illustrate

= distance beand adjace

≤ scr,N

= 2 (2.8 – (1.3

= 2 (2.8 – (1.3

i = factored telbf (N)

1 = factored considerat

= number ofsides of th

1 = an2 to

GURE 6—EXAMPUNIFORM

e modification fnsion, ψed,N, sD-10.a) or (D-1

≥ ccr,N

ψed,N = 1.0

< ccr,N

ψed,N = (ca1 / ccr

e

= 0.5 scr,N

= (2.8 – (1.3 h

= 0.5 scr,N

= (2.8 – (1.3 h

anchor channeber with multi

wn in Figure 7bbe inserted in

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

factor to accong of adjacentdance with Eq.

1

51

1

aua,

aua,i

.

cr,N

i

N

N

ss

d in Figure 6):

etween the anent anchor, in.

hef / 7.1)) hef ≥

hef / 180)) hef ≥

ension load o

tension load tion, lbf (N)

f anchors withihe anchor unde

nchor under coo 4 = influencing

PLE OF ANCHOM ANCHOR TEN

factor for edgeshall be comp10.b).

r,N)0.5 ≤ 1.0

hef / 7.1)) hef ≥ 1

hef / 180)) hef ≥

els are locateple edge dista

b), the minimumEq. (D-10.b).

Pa

)

ound units)

ts)

ount for the int anchors, ψs,N

(D-9.a)

(D

chor under co(mm)

3 hef, in. (D

≥ 3 hef, mm (D

of an influencin

of the anc

in a distance ser consideration

onsideration, g anchors

OR CHANNEL WNSION FORCES

e effect of anchuted in accord

(D

(D

1.5 hef, in. (D

1.5 hef, mm (D

d in a narrowances ca1,1 anm value of ca1

age 4 of 20

(D-7.b)

(D-7.b)

nfluence of N, shall be

D-9.a)

nsideration

D-9.b)

D-9.b)

ng anchor,

hor under

scr,N to both n

WITH NON-S

hors loaded dance with

D-10.a)

D-10.b)

D-11.a)

D-11.a)

w concrete nd ca1,2 (as

,1 and ca1,2

E

ESR-4016 | M

at a

FIGURE

The modificloaded in tenbe compute(D-11.c)

If ca2 ≥ ccr,N

then ψco,N = 1

If ca2 ˂ ccr,N

then ψco,N = (c

where

ca2 = distacorn

If an anchorFigure 8c), ththe values ca

ψco,N, shall be

FIGURE 8—

Most Widely Acc

an edge

7—ANCHOR C

cation factor sion (as illustrad in accord

.0

ca2 / ccr,N)0.5 ≤ 1

ance of the ancer (see Figure

r is influenced he factor ψco,N a2,1 and ca2,2 ae inserted in Eq

—ANCHOR CHACONCRET

cepted and Tru

in a narrow

HANNELS WITH

for corner effated in Figuresance with E

1.0

chor under con8 a, b, d)

by two cornersshall be comp

and the producq. (D-4.a).

ANNEL AT A COTE MEMBER

usted

w member

H EDGE(S)

fect for anchos 8a), ψco,N, sh

Eq. (D-11.b)

(D-11.b)

(D-11.c)

nsideration to t

s (as illustratedputed for each ct of the facto

ORNER OF A

ors hall

or

the

d in of

ors,

For membload permi

ψc,N =

Wheψc,N sshall accorwith Acrack

Theuncrato conwith Ecac, sh

If ca,m

then ψ

If ca,m

then ψ

where(D-13takentaken

Whewith Aboth anchoreinfoof theThe desigstrut-atakenreinfostirrupmaximstrengdesig

For concrplaneperpeshow

r anchor channber where analevels, the fo

itted:

= 1.25.

ere analysis inshall be takenbe controlled

rdance with ACACI 318-14 Se

k control shall b

e modification facked concretentrol splitting, ψEq. (D-12.a) ohall be taken fr

min ≥ cac

ψcp,N = 1.0

min ˂ cac

ψcp,N = ca,min / c

eby ψcp,N as 3.a) shall not n from Eq. (D-1n as 1.0.

ere anchor reinACI 318-11 Chsides of the

or channel, torcement, Nca

e concrete breaanchor reinfo

gned for the tenand-tie model

n into account orcement. Ancps made frommum diametergth reduction

gn of the ancho

r anchor channrete member oe of the anchendicular to th

wn in Figure 9 a

a) Anc

nels located inalysis indicatesfollowing modi

ndicates crackin as 1.0. The

by flexural reiCI 318-11, -08ection 24.3.2 abe provided by

factor for anche without suppψcp,N, shall be or (D-13.a). Throm Table 4 of

cac

determined ibe taken less

11.a). For all ot

nforcement is hapter 12 or ACbreakout surfathe design s

a, shall be permakout strength, orcement for nsion force, Na

. The provisiowhen sizing a

chor reinforcem deformed r of 5/8 in. (Nfactor of 0.

or reinforcemen

nels located por in a narrowhor reinforcem

he longitudinal a, b).

chor channel pa

Pa

n a region of s no cracking ification factor

ng at service lcracking in thnforcement dis8, -05 Section and 24.3.3, or confining reinf

hor channels deplementary reincomputed in a

he critical edgethis report.

(D

(D

n accordancethan ccr,N / ca

ther cases, ψcp

developed in aCI 318-14 Chaace for an ancstrength of thmitted to be usNcb, in determone anchor

aua on this anch

ons in Figure and detailing tement shall reinforcing ba

No. 5 bar) (175 shall be u

nt.

parallel to the w concrete mement shall be

axis of the c

arallel to an ed

age 5 of 20

a concrete at service

r shall be

oad levels, e concrete stributed in

10.6.4, or equivalent

forcement.

esigned for nforcement accordance e distance,

D-12.a)

D-13.a)

e with Eq. ac with ccr,N p,N shall be

accordance apter 25 on chor of an he anchor sed instead mining Nn.

shall be hor using a 9 shall be the anchor consist of

ars with a 6 mm). A sed in the

edge of a ember, the e arranged hannel (as

ge

E ESR-4016 | M

b)

FIGURE 9—ARFOR ANCHO

4.2.2.4 Pulloanchor chancomputed in of ACI 318-117.4.3.6 of AC

4.2.2.5 Conctension: Foclose to an blowout strecomputed. Thchannels of th

4.2.3 Shear axis:

4.2.3.1 Gene

a) Steel falocal faibetweenanchor, s

b) Concreteshear, se

c) Concretesee Sect

4.2.3.2 Steeanchor channdetermined as

The nominamust be taken

If the fixtursecured to thesurface (e.g. channel boltaccordance w

Vss,M = (αM · M

where

αM = factor

= 1.0 if

= 2.0 if

Most Widely Acc

Anchor chan

RRANGEMENT OOR CHANNELS

out strength nnels, the puaccordance wi

11, -08, -05, oCI 318-14.

crete side-faor anchor cha

edge (hef > 2ength, Nsb, ofhis verificationhis report.

loads acting

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

el strength of anels, the nomins follows:

al strength of n from Table 8

re is not clame channel bolt by double nu

t in shear, Vwith Eq. (D-20.b

Mss) / l, lbf (N)

r to take accou

the fixture can

the fixture can

cepted and Tru

nel in a narrow

OF ANCHOR RELOADED BY TE

in tension: ullout strengthth D.5.3.1, D.5or Sections 17

ace blowoutannels with d2.0 ca1) the nof a single a is not require

perpendicula

g verifications a

h of channel bnel lip, strengtchannel profile2.3.2

ut strength of a.3.3

gth of anchor c

anchor channenal steel shear

a channel boof this report.

mped against tat a distance f

uts), the nominVss,M, shall bb).

nt of restraint o

rotate freely (n

not rotate (full

usted

w member

EINFORCEMENENSION LOAD

For anchors h Npn shall 5.3.4 and D.5.37.4.3.1, 17.4.3

t strength eep embedmeominal side-faanchor shall ed for all anch

r to the chann

are required:

bolt, strength th of connectie and strength

anchor channel

channel in she

els in shear: Fstrength shall

olt in shear, V

the concrete bfrom the concrenal strength ofbe computed

(D-20.b)

of the fixture

no restraint)

restraint)

T

of be

3.6 3.4,

in ent ace be

hor

nel

for ion of

l in

ear,

For be

Vss,

but ete f a in

ssM

M0ss

l

a

Theloadschannreport

Thesheartaken

TheancholoadsTable

4.2.3.chanThe perpeanchofollow

a) F(

b) FFv(p

Theperpeanchoin acc

Vb = λ

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 shearnominal concr

endicular to theor channel in c

ws:

For a shear fo(D-21.a)

Vcb,y = Vb · ψs,V

For a shear foFigure 10), Vcb

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

FIGURE 10 —PERPENDICUL

PAR

e basic conendicular to theor channel in ccordance with E

λ αch,V · (f’c)0.5

, 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 stperpendicula

rete breakout e channel axiscracked concre

orce perpendic

V · ψco,V · ψc,V ·

orce parallel tob,y, shall be per

shear forcethe shear

to the edge.

ANCHOR CHANLAR TO THE EDRALLEL TO THE

ncrete breakoe channel axiscracked concreEq. (D-24.a).

5 · ca14/3, lbf (N)

Pa

(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 aar to the cha

strength, 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.

e determined force assume

NNEL ARRANGDGE AND LOADE EDGE

out strength of a single an

ete, Vb, shall be

) (D

age 6 of 20

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 nnel 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

GED DED

in shear nchor of an e computed

D-24.a)

E ESR-4016 | M

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 11—DIF

The modificloaded in shshown in Faccordance w

If ca2 ≥ ccr,V

then ψco,V = 1

If ca2 < ccr,V

then ψco,V = (c

where

ccr,V = 2ca1 + b

If an anchoFigure 12b), each corner and the prodEq. (D-21.a).

Most Widely Acc

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

ss

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 OF AFERENT ANCH

cation factor fohear perpendicFigure 12a), ψwith Eq. (D-24.d

.0

ca2 / ccr,V)0.5

bch, in. (mm)

or is influencedthen the factoin accordanceuct of the valu

cepted and Tru

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 11):

the anchor undnchor, in. (mm

m) (

load of an inf

r load of thebf (N),

s within a distar under conside

AN ANCHOR CHOR SHEAR FOR

or corner effeccular to the cψco,V, shall bd) or (D-24.e).

d by two corneor ψco,V shall be with Eq. (D-2ues of ψco,V sha

usted

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

HANNEL WITH RCES

ct for an anchchannel axis (be computed

(D-24.d)

(D-24.e)

(D-24.f)

ers (as shown be computed 24.d) or (D-24all be inserted

ive

of be

ion

or,

der

oth

hor (as

in

in for .e) in

FIGURE

For membload permi

ψc,V =

For memblevels

ψc,V =

ψc,V =

ψc,V =

Theconcrin FigEq. (D

ψh,V =

where

hcr,V =

E 12—EXAMPLESH

LEFT: INF

RIGHT: INF

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 13), shaD-29.a).

= (h / hcr,V)1/2 ≤

e

= 2ca1 + 2hch, in

E OF AN ANCHEAR WITH ANC

FLUENCED BY O

LUENCED BY T

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

1.0

n. (mm)

Pa

OR CHANNEL LCHORS,

ONE CORNER

TWO CORNERS

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

(D

(D

age 7 of 20

LOADED IN

S

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

D-29.a)

D-29.b)

E

ESR-4016 | M

FIGURE 13—MEM

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

A strength rdesign of theanchor reinfothe value in reinforcementassumed as e

Most Widely Acc

—EXAMPLE OF MBER WITH A T

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.

14—EXAMPLE ENCED BY TWO (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.

reduction factoe anchor reinforcement assumaccordance w

t that complieffective.

cepted and Tru

AN ANCHOR CTHICKNESS 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 DEATION OF ca1,red

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

ete breakout st

or of 0.75 shaorcement. Themed in design with Eq. (D-29es with Figu

usted

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,

all be used in te strength of tshall not exce.d). Only anchre 15 shall

ber 4),

4.f) ned

c)

ndi-

by the

HE

m) to

the nce on of

be in

the the

eed hor be

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 = (D

where

4.2.4axis:4.2.4.

a) Slba

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 15—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,x = Vcp,y =

re

= factor taken f

= nominal conc

under consaccordance mination of Na

ua,1 and NVa

ua,y,1 and V

e nominal pryoor of an anchnot exceed.

Vcp,x = Vcp,y =D-31.a)

e kcp and Ncb as

Shear loads

.1 General: FSteel failure: Slocal failure obetween anchoanchor, see Se

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 15hor shall be asfrom the ancholength in the bhe bar diametexceed the sma

REMENTS FOR MENT OF ANCH

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

pryout strengcular to the chcp, in shear of

without anchor dance with Eq.

= kcp Ncb, lbf (N

from Table 6 o

crete breakout

sideration, lbwith 4.2.2.3;

the modificatioNa

ua,i in Eq. (D-Va

ua,y,i, respecti

out strength, Vhor channel wi

0.75 · kcp · Ncb

s defined abov

s acting long

ollowing verific

Strength of chof channel lip,or and channeection 4.2.4.2.

Pa

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 lor reinforcemehor channel.

gth of anchorhannel axis: Tf a single anc

reinforcemen(D-30.a).

) (D

f this report

strength of the

bf (N), deterhowever in

on factor ψs,N, 9.a) shall be reively.

Vcp, in shear oith anchor rein

b, lbf (N)

ve.

itudinal to th

cations are requ

hannel bolt, s strength of

el profile and s

age 8 of 20

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 load, Vb

ua,y ent shall be

r channels he nominal chor of an t shall be

D-30.a)

e anchor

rmined in the deter-the values eplaced by

of a single nforcement

e channel

uired:

trength for connection strength of

ESR-4016 | Most Widely Accepted and Trusted Page 9 of 20

b) Concrete edge breakout strength of anchor channel in shear, see Section 4.2.4.3.

c) Concrete pryout strength of anchor channel in shear, see Section 4.2.4.4.

4.2.4.2 Steel strength of anchor channels in shear: For anchor channels, the nominal steel shear strength shall be determined as follows:

The nominal strength of a channel bolt in shear, Vss, shall be taken from Table 8 of this report.

If the fixture is not clamped against the concrete but secured to the channel bolt at a distance from the concrete surface (e.g. by double nuts), the nominal strength of a channel bolt in shear, Vss,M, shall be computed in accordance with Eq. (D-20.b).

The nominal strength of the channel lips to take up shear loads in direction of the longitudinal channel axis transmitted by a channel bolt, Vsl,x, shall be taken from Table 5 of this report.

The nominal strength of one anchor, Vsa,x, to take up shear loads perpendicular to the channel axis shall be taken from Table 5 of this report.

The nominal strength of the connection between one anchor and the anchor channel, Vsc,x, to take up shear loads longitudinal to the channel axis shall be taken from Table 5 of this report.

4.2.4.3 Concrete breakout strength of an anchor channel in shear: The nominal concrete breakout strength, Vcb,x, in shear in direction of the longitudinal channel axis of a single anchor of an anchor channel in cracked concrete shall be computed as follows:

a) For a shear force perpendicular to the edge, by Eq. (D-21.a). The basic concrete breakout strength in shear in direction of the longitudinal channel axis of a single anchor of an anchor channel in cracked concrete, Vb, shall be computed in accordance with Eq. (D-24.a).

b) For a shear force parallel to an edge, Vcb,x, shall be permitted to be 2 times the value of the shear force determined from Eq. (D-21.a) with the shear force assumed to act perpendicular to the edge.

4.2.4.4 Concrete pryout strength in shear: The nominal pryout strength, Vcp,x, in shear of a single anchor of an anchor channel without anchor reinforcement shall be computed in accordance with Eq. (D-30.a).

The nominal pryout strength, Vcp,x, in shear of a single anchor of an anchor channel with anchor reinforcement shall not exceed Eq. (D-31.a).

4.2.5 Requirements for seismic design: Anchor channels shall be designed according to D.3.3.5 (ACI 318-05) or 17.2.3.5.3 (ACI 318-14).

The design of channels to resist tension loads in SDC C, D, E or F where D.3.3.4.2 (ACI 318-11) or 17.2.3.4.2 (ACI 318-14) applies shall satisfy the requirements of D.3.3.4.3. (b), (c) or (d) (ACI 318-11) or 17.2.3.4.3 (b), (c) or (d) (ACI 318-14), as applicable. The design of anchor channels to resist shear loads in SDC C, D, E or F where D.3.3.5.2 (ACI 318-11) or 17.2.3.5.2 (ACI 318-14) applies shall satisfy the requirements of D.3.3.5.3. (ACI 318-11) or 17.2.3.5.3 (ACI 318-14).

For anchor channels in SDC C, D, E or F the design strengths given in Section 4.2.1 through Section 4.2.4 shall

be taken as the corresponding seismic strengths Nn,seis, Vn,y,seis and Vn,x,seis.

4.2.6 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.

4.2.6.1 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)

with 2,

2

,b

yuab

xuab

ua VVV

where Nbua is the factored tension load, Vb

ua,y is the factor shear load in perpendicular direction, and Vb

ua,x is the factored shear load in longitudinal direction to the channel axis 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.

4.2.6.2 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:

α

sc,x

aua,x

sa,x

aua,x

α

sc,y

aua,y

sa,y

aua,y

α

sc

aua

sa

aua

V

V;

V

V

V

V;

V

V

N

N;

N

N

max1

maxmax

(D-32.b)

where

α = 1 for anchor channels to resist tension and shear loads in SDC C, D, E or F

In all other cases:

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)

It shall be permitted to assume reduced values for Vsa,y and Vsc,y corresponding to the use of an exponent α = 2. In this case the reduced values for Vsa,y and Vsc,y shall also be used in Section 4.2.3.1a).

b) At the point of load application:

xsl

bxua

ysl

byua

sl

bua

V

V

V

V

N

N

,

,

,

, 0.1

(D-32.c)

xsl

bxua

ysl

byua

flexs

flexs

V

V

V

V

M

M

,

,

,

,

,

, 0.1 (D-32.d)

where



In all other cases:

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

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

4.2.6.3 Concrete failure modes of anchor channels under combined loads: For concrete failure modes of anchor channels Eq. (D-32.e) shall be satisfied.

0.1,

,

,

,

xnc

axua

ync

ayua

nc

aua

V

V

V

V

N

N (D-32.e)

where


In all other cases:

α = 1.5 for anchor channels without anchor reinforcement or with anchor reinforcement take up tension and shear loads

α = 1 for anchor channels with anchor reinforcement to take up tension or shear loads

4.2.7 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)

Vx,allowable,ASD = Vn,x / αASD Eq.(3.2)

Vy,allowable,ASD = Vn,y / αASD Eq.(3.3)

Ms,flex,allowable,ASD = Ms,flex / αASD Eq.(3.4)

where:

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

Vx,allowable,ASD = allowable shear load longitudinal to the channel axis, 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,x = lowest design strength of an anchor, channel bolt, or anchor channel in shear longitudinal 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).

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

x, Va

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

Vax = unfactored shear load applied to an anchor channel

longitudinal to the channel axis, lbf (N) Va

y = 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 Table 10 and Figures D and E of this report.

4.5 Special inspection: Periodic special inspection shall be performed except as noted in Table 5 of this report, continuous special inspection shall be performed in accordance with the strength reduction factor requirement as determined by the registered design professional. The registered design professional shall specify periodic or continuous special inspection in the contract documents.

Inspections 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 instruction (MPII).

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 HZA anchor channel and HZS 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 through F), subject to the conditions of this report.

5.2 The anchor channels and channel bolts shall be installed in accordance with the manufacturer’s printed installation instructions (MPII), as included in the shipment and as shown in Table 10 and Figures D and E of this report.

5.3 The anchor channels shall be installed in cracked or uncracked normal-weight concrete having a specified compressive strength f′c = 2,500 psi to 10,000 psi (17.2 MPa to 69.0 MPa) [minimum of 24 MPa is required under ADIBC Appendix L, Section 5.1.1].

5.4 The use of anchor channels in lightweight concrete is beyond the scope of this evaluation 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 HZA 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 only (IBC seismic design categories A through F).

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 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. 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 2017.

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. HZA 53/34) embossed into the channel profile or printed on the channel profile. The marking is visible after installation of the anchor channel. The evaluation report number (ESR-4016) 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. HZS 53/34 M16 x 60), evaluation report number (ESR-4016), and ICC-ES mark.


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 14, in. (mm)

ca edge distance of anchor channel, measured from edge of concrete member to axis of the nearest anchor as shown in Figure 14, in. (mm)

ca1 edge distance of anchor channel in direction 1 as shown in Figure 14, 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 14, 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 14 of this annex, in. (mm)

d2 shaft diameter of round anchor, as shown in Figure 15 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 14, in. (mm)

hch height of channel, as shown in Figure 14, in. (mm)

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

hef effective embedment depth, as shown in Figure 14, 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 channlalael, in. (mm)

p web thickness of I-anchor, as shown in Figure 15, in. (mm)

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

schb center-to-center distance between two 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 14, 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)

Iy 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)

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,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-4016 | M

Most Widely Acc

FIGURE B—

cepted and Tru

FIGURE A—INS

— I- AND T-ANCH

usted

STALLATION PA

HORS

ARAMETERS F

≥ c ca,mina1

Hamcha

OR ANCHOR C

FIGUR

ca2

x

≥ ca,min s s

k

b

mmer-headannel bolts

ds

ch

chl

CHANNELS

RE C—CHANNE

≤ sss

max

≥ smin

Pag

b

hb

EL BOLTS

ge 15 of 20


TABLE 1—INSTALLATION PARAMETERS FOR HALFEN HZA ANCHOR CHANNELS

TABLE 2—COMBINATION ANCHOR CHANNEL – CHANNEL BOLTS

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

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

in. 0.91 1.34

(mm) (23.0) (34.0)

in. 1.51 2.07

(mm) (38.0) (52.5)

in.4 0.0507 0.2225

(mm4) (21,100) (92,600)

in. 3.94 3.15

(mm) (100) (80)

in. 9.84 9.84

(mm) (250) (250)

in. 5.94 6.38

(mm) (151) (162)

in. 3.23 3.78

(mm) (82) (96)

in. 2.95 3.94

(mm) (75) (100)

in. 0.98 1.38

(mm) (25) (35)

in. 0.24 0.24

(mm) (6.0) (6.0)

in. 0.98 1.54

(mm) (25.0) (39.0)

in. 7.48 7.48

(mm) (190) (190)

in. 4.00 4.37

(mm) (102) (111)

For SI: 1 in. = 25.4 mm For inch-pound units: 1 mm = 0.03937 in.

Min member thickness,welded T-anchor

h min

b ch

End spacing

Minimum edge distance

Installation height, welded I-anchor

c a,min

h nom

Minimum web thickness p

Minimum width of I- or T-anchor

wA

Installation height, welded T-anchor

Criteria Symbol Units53/34

Anchor channel sizes

38/23

Channel width

h ch

h nom

Min member thickness,welded I-anchor

h min

Channel height

x

Moment of inertia, carbon steel

Minimum anchor spacing

Maximum anchor spacing

I y

s min

s max

Bolt type HZS 38/23 1) HZS 53/34 1)

(mm) (12) -

(mm) (16) (16)

(mm) (20)

1) Hammer-head channel bolts

For SI: 1 in. = 25.4 mm For inch-pound units: 1 mm = 0.03937 in.

Anchor channel sizesCriteria Symbol Units

38/23 53/34

Diameter d s

-

lbf 8,840 17,682

(kN) (39.3) (78.7)

lbf 8,840 17682

(kN) (39.3) (78.7)

lbf 12,140 18,938

(kN) (54.0) (84.2)

lbf 12,140 18,938

(kN) (54.0) (84.2)

lbf 8,840 17,682

(kN) (39.3) (78.7)

lbf 8,840 17,682

(kN) (39.3) (78.7)

Strength reduction factor -

lbf-in. 14,721 36,241

(Nm) (1,663) (4,095)

lbf-in. 14,721 36,241

(Nm) (1,663) (4,095)


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

Criteria Symbol Units38/23 53/34

N sc

Nominal strength for local bending of channel lips, tension

N sl

Nominal steel strength of a single anchor in tension

N sa

Nominal tension strength connection channel / anchor

0.85


0.75

Nominal strength for local bending of channel lips, tension for seismic design

N sl,seis

Nominal steel strength of a single anchor in tension for seismc design

N sa,seis

Nominal tension strength connection channel / anchor for seismic design

N sc,seis

Nominal bending strength for seismic design

Ms,flex,seis

Nominal bending strength Ms,flex

in. 5.75 6.18

(mm) (146) (157)

in. 3.03 3.58

(mm) (77) (91)

in.2 0.43 0.66

(mm2) (275.0) (429.0)

Critical edge distance c ac in. (mm)


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

Embedment depth, welded I-anchor

h ef

A brgArea of anchor head



c ac = 3·h ef

0.70

Concrete breakout strength

53/34

Embedment depth, welded T-anchor

h ef


TABLE 5—HZA ANCHOR CHANNELS: STATIC STEEL

STRENGTH IN SHEAR AND INTERACTION EXPONENTS

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

TABLE 7—HZS CHANNEL BOLTS: STATIC STEEL STRENGTH

IN TENSION

TABLE 8—HZS CHANNEL BOLTS: STATIC STEEL STRENGTH

IN SHEAR

lbf 8,840 17,682

(kN) (39.3) (78.7)

lbf 8,840 17,682

(kN) (39.3) (78.7)


lbf 4,406 13,256

(kN) (19.6) (59.0)

lbf 4,406 13,256

(kN) (19.6) (59.0)

Strength reduction factor (periodic inspection)

-

Strength reduction factor (continuous inspection)

-

lbf 8,840 17,682

(kN) (39.3) (78.7)

lbf 8,840 17,682

(kN) (39.3) (78.7)


lbf 7,284 11,363

(kN) (32.4) (50.5)

lbf 7,284 11,363

(kN) (32.4) (50.5)


lbf 8,840 17,682

(kN) (39.3) (78.7)

lbf 8,840 17,682

(kN) (39.3) (78.7)


lbf 5,304 10,609

(kN) (23.6) (47.2)

lbf 5,304 10,609

(kN) (23.6) (47.2)


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

0.75

0.75

0.75

0.65

0.75

0.75

0.75

Nominal strength for local bending of channel lips in shear

V sl,y

Nominal steel strength of a single anchor in shear for seismic design

V sa,y,seis

Nominal steel strength of a single anchor in shear

V sa,y

Nominal strength for local bending of channel lips in shear for seismic design

V sl,y,seis

Nominal shear strength for connection channel / anchor for seismic design

V sc,x,seis

Nominal shear strength for connection channel / anchor for seismic design

V sc,y,seis

Nominal shear strength for connection channel / anchor

V sc,x



53/34

Nominal steel strength of a single anchor in shear for seismic design

V sa,x,seis

Nominal shear strength for connection channel / anchor

V sc,y

Nominal strength for local bending of channel lips in shear

V sl,x

Nominal strength for local bending of channel lips in shear for seismic design

V sl,x,seis

Nominal steel strength of a single anchor in shear

V sa,x

lbf0.5/in.0.33 10.5 10.5

(N0.5/mm0.33) (7.5) (7.5)

Pryout failure, factor k cp -


Cracked concrete without reinforcement α ch,V

Symbol Units38/23

CriteriaAnchor channel sizes

53/34

0.70

2.0

15,161 28,236 -

(67.4) (125.6) -

- 28,236 44,063

- (125.6) (196.0)

15,161 28,236 -

(67.4) (125.6) -

- 28,236 44,063

- (125.6) (196.0)

Strength reduction

factor - 8.8

For inch-pound units: 1 N = 0.2248 lbf

Anchor channel

sizes

8.8

38/23

Channel bolt sizes

38/23

53/34

Criteria Symbol UnitsGrade / Material M12 M16 M20

0.65

Nominal tensile

strength,

Norminal tensile

strength for seismic design

N ss lbf (kN)

N ss,seis lbf (kN)

53/34

lbf 9,097 16,942 -

(kN) (40.5) (75.4) -

lbf - 16,942 26,438

(kN) - (75.4) (117.6)

lbf 9,097 16,942 -

(kN) (40.5) (75.4) -

lbf - 16,942 26,438

(kN) - (75.4) (117.6)

Strength reduction factor for steel failure under shear

- 8.8

lbf-in. 938 2,363 -

(Nm) (106.0) (267.0) -

lbf - 2,363 4,587

(kN) - (267.0) (518.2)

lbf-in. 938 2,363 -

(Nm) (106.0) (267.0) -

lbf-in. - 2,363 4,587

(Nm) - (267.0) (518.2)

Strength reduction factor for bending failure

8.8

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

Nominal shear strength

Nominal shear strength for seismic design

Nominal bending strength

Nominal bending strength for seismic design

V ss

V ss,seis

M 0ss

38/23

38/23

53/34

53/34


38/23

38/23

53/34

0.65

M 0ss,seis

8.8

8.8

53/34

0.60

8.8

8.8

M16 M20Criteria Symbol Units Grade /

Material

Channel bolt sizes

M12


TABLE 9—HZA ANCHOR CHANNELS AND HZS CHANNEL BOLTS: MATERIAL SPECIFICATION AND PROPERTIES

TABLE 10—HZS CHANNEL BOLTS: INSTALLATION TORQUES

Coating

Channel profile Hot-dip galvanized ≥ 55 μm

Anchor Hot-dip galvanized ≥ 55 μm

Channel boltsHot-dip galvanized ≥ 50 μm

or electroplated ≥ 12 μm

Plain washer 1)

ISO 7089 and ISO 7093-1

Hot-dip galvanizedor electroplated

Hexagonal nutsISO 4032

Hot-dip galvanized ≥ 50 μmor electroplated ≥ 12 μm

1) Not supplied by Halfen

Carbon steelComponent

Material / Strength class

Product grade A, 200 HV

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

Carbon steel

Carbon steel grade 4.6 and 8.8 according to EN ISO 898-1

Carbon steel

52 69(70) (94)

136 173(185) (235)

52 136(70) (185)

136 266(185) (360)

1) T inst must not be exceeded

For SI: 1 lbf-ft. = 1.3558 Nm

Criteria Symbol Units Position of fixture

GeneralFig. E (4.1)

Steel 8.838/23 -

53/34

Grade / Material Anchor channel

Channel bolt sizes

M12 M16 M20

53/34 -

Installation torque

T inst 1) lbf-ft.

(Nm)Steel to steel

contactFig. E (4.2 or 4.3)

Steel 8.838/23 -

-

E ESR-4016 | MMost Widely Acc

F

cepted and Tru

FIGURE D—HZA

usted

A ANCHOR CHA

ANNELS: INSTA

Pla

cing

ch

anne

l int

o f

k

Sel

ectio

n of

an

chor

cha

nnel

, i

dt

Cas

t in

and

com

pact

the

t

Har

deni

ng o

f th

e co

ncre

te

Str

ikin

g th

e fo

rmw

ork

Rem

ovin

g th

e co

mbi

str

ip f

iller

ALLATION INST

form

wor

k A

ncho

r ch

anne

l mus

t be

flus

h w

ith

the

conc

rete

su

rfac

e

in a

ccor

danc

e to

th

e pl

anni

ng

docu

men

t

conc

rete

TRUCTIONS

Pag

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.

5 T

imbe

r fo

rmw

ork:

Fix

ing

with

sta

ples

ge 19 of 20

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-4016 | M

SeleHALchanin acwith plandocu

Most Widely Acc

ection of the LFEN nnel bolts ccordance the ning

ument.

c9cc

cepted and Tru

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

FIGURE E—H

usted

el

ks .

Positioningthe channebolt: At thechannel ena minimumclearancemust be maintainedwhich correspondwith the overhang beyond thelast ancho

ZS CHANNEL B

g of el e nds

m

d,

ds

e or.

Tighhexthe (Tins

statTinst

exc4.14.2 to s

BOLTS: INSTAL

hten the xagonal nut to

setting torque st) acc. table ted below. t must not be

ceeded. : general and 4.3: steel

steel contact.

LLATION INSTR

After fixingnuts, checcorrect posof the bolt:If the notchnot perpendicuthe channelength axischannel bomust be released completelyinserted antightened a

UCTIONS

Pag

g the ck the sition : h is

ular to el s, the olt

y, nd again.

ge 20 of 20

most widely acceepted and trusted - ancon

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