most widely acceepted and trusted - ancon
TRANSCRIPT
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ICC-EaddreThererepor
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“201(WS
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000
ICC‐ESCC‐ES | (800
ES Evaluationessed, nor are e is no warranrt, or as to any
yright © 2018
14 Recipient oSSPC) Award i
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ALFEN HZ
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on Service, LL
s Western Sta”
SECTION
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trued as represndorsement of ce, LLC, expre
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ates Seismic P
DIVISION
N: 03 15 19—
CTION: 03 16
RE
HA
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EVAL
HOR CHA
ortw.icc‐es.org
senting aesthetthe subject of tess or implied
reserved.
Policy Council
: 03 00 00—
—CAST‐IN C
6 00—CONC
EPORT HOLD
ALFEN GM
EBIGSTRASS764 LANGENGERMANY
UATION SU
ANNELS
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—CONCRETE
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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
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
α = 1 for anchor channels to resist tension and shear loads in SDC C, D, E or F
ESR-4016 | Most Widely Accepted and Trusted Page 10 of 20
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
α = 1 for anchor channels to resist tension and shear loads in SDC C, D, E or F
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
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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.
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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)
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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)
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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
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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)
Strength reduction factor -
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
Anchor channel sizes
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)
Strength reduction factor -
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
Criteria Symbol Units38/23
Anchor channel sizes
c ac = 3·h ef
0.70
Concrete breakout strength
53/34
Embedment depth, welded T-anchor
h ef
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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)
Strength reduction factor -
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)
Strength reduction factor -
lbf 7,284 11,363
(kN) (32.4) (50.5)
lbf 7,284 11,363
(kN) (32.4) (50.5)
Strength reduction factor -
lbf 8,840 17,682
(kN) (39.3) (78.7)
lbf 8,840 17,682
(kN) (39.3) (78.7)
Strength reduction factor -
lbf 5,304 10,609
(kN) (23.6) (47.2)
lbf 5,304 10,609
(kN) (23.6) (47.2)
Strength reduction factor -
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
Criteria Symbol Units38/23
Anchor channel sizes
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 -
Strength reduction factor -
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
Anchor channel sizes
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
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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