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Title EXPERIMENTAL ANALYSIS OF BEAM-TO-COLUMN CONNECTION IN STEEL STORAGE RACKS USINGCANTILEVER TEST AND PORTAL TEST METHOD
Author(s) ASAWASONGKRAM, N.; CHOMCHUEN, P.; PREMTHAMKORN, P.
Citation Proceedings of the Thirteenth East Asia-Pacific Conference on Structural Engineering and Construction (EASEC-13),September 11-13, 2013, Sapporo, Japan, I-1-3., I-1-3
Issue Date 2013-09-13
Doc URL http://hdl.handle.net/2115/54471
Type proceedings
Note The Thirteenth East Asia-Pacific Conference on Structural Engineering and Construction (EASEC-13), September 11-13, 2013, Sapporo, Japan.
File Information easec13-I-1-3.pdf
Hokkaido University Collection of Scholarly and Academic Papers : HUSCAP
1
EXPERIMENTAL ANALYSIS OF BEAM-TO-COLUMN CONNECTION IN STEEL STORAGE RACKS USING CANTILEVER TEST AND PORTAL
TEST METHOD
N. ASAWASONGKRAM1*†, P. CHOMCHUEN1, and P. PREMTHAMKORN1
1Faculty of Engineering, Mahanakorn University of Technology, Thailand
ABSTRACT
This paper presents experimental results of a typical steel storage rack beam-to-column connection,
which steel tabs welded at the end of the beam are engaged into the perforated column. The beam-to
column connections are tested using the cantilever test and the portal test method according to the
international racking design specification. Four different levels of vertical service loadings are
conducted for the portal test. The results from a pushover analysis of a single story frame using a
moment-rotation relation of beam-to-column connections obtained from cantilever tests are
compared with the experimental results from portal tests. The analytical results show a good
correlation with the experimental results from the portal test for no vertical loadings and medium
vertical loadings. For high vertical loadings and very high vertical loadings, the analytical results do
not produce a good correlation with the experimental results from the portal test. The cantilever test
cannot represent the effect of the presence of the vertical service loading in actual field. These
effects increase the initial stiffness and decrease the strength of the connection comparing with the
results from the cantilever test and lead to a non-correlation of the analytical results compared to the
test results from portal tests for a high and very high vertical loading.
Keywords: Cantilever tests, Connection, Moment-rotation, Portal tests, Steel storage racks.
1. INTRODUCTION
In recent years, steel storage racks are extensively used in industry and large public warehouse for
storing products. This type of structure has become a common feature in several countries. The
main components of the structure are box beams, beam end connectors, and perforated thin wall
cold-formed open sections columns. The beam connects to the column by the steel tabs inserted into
the perforated column. According to the previous experimental study, this type of connections can
be classified as a semi-rigid connection with a low to moderate strength and stiffness (Bernuzzi and
Castiglioni 2001, Bajoria and Talikoti 2006, Prabha et al. 2010). Generally the storage racks are not
braced in the longitudinal due to the continuously accessible to the product in service. Such a
* Corresponding author: Email: [email protected] † Presenter: Email: [email protected]
configurati
lateral beh
behavior o
determinin
geometry a
rack (AS
moment-ro
behaviors a
In the cant
researchers
Castiglioni
of determin
the vertica
service loa
testing me
column sha
the usual s
Although t
of portal te
perform.
This paper
of beam-to
vertical lo
beam-to-co
moment-ro
results from
2. EXPE
The test sp
specimens
measureme
ion makes
havior of th
of the beam
ng it. For b
and connect
1993; RM
otation relat
are: the can
tilever test a
s have per
i 2001; Bajo
ning the con
al service l
ading in a be
ethod, the b
all be pinne
service load
the portal te
est have bee
r presents ex
o-column co
oading leve
olumn con
otation of c
m portal tes
ERIMENTA
pecimens a
is depicted
ents from ea
Figure
the longitu
he storage
m-to-column
beam-to-col
tion system
MI 2008; F
tion of bea
ntilever test
a short lengt
rformed th
oria and Ta
nnection str
loading can
eam-to-colu
beam is con
ed at its bas
ding. Then
est can repre
en reported
xperimenta
onnection o
els. The ef
nnection a
connections
st. The corre
AL INVES
are selected
d in Figure
ach series.
1: Compon
dinal direct
rack in th
n connection
lumn conne
ms (Markazi
FEM 1998)
am-to-colum
and the por
th of beam
e cantileve
likoti 2006)
rength and s
nnot represe
umn connec
nnected to t
se. The vert
a lateral lo
esent the be
(Krawinkle
l results of
of steel stor
ffects of v
re describ
obtained b
elations betw
TIGATION
from a co
e 1. These
nent of the
2
tion particu
he longitudi
ns. Therefor
ections, the
et al. 1997
) require s
mn connecti
rtal test.
is connecte
er test met
). Although
stiffness, th
ent. In orde
ction, the po
two column
tical load sh
oad is appli
ehavior of ra
er et al. 197
the cantilev
rage rack. T
vertical loa
bed. An a
by a cantile
ween such t
NS
ommercial T
values are
tested spec
ularly critica
inal directi
re, it is imp
ere are a g
), all intern
specific tes
ion. Two te
ed to a colum
thod (Mark
h the cantilev
e disadvant
er to better
ortal test me
ns to form
hall be appl
ied on the c
acks in actu
79; Harris 2
ver tests an
The portal
ading on t
analysis of
ever test is
the two test
Thailand m
e given as
cimens (dim
al under a
on depends
portant to h
great differe
ational stan
st to deter
ests to dete
mn and then
kazi et al.
ver test prov
tage of this m
r represent
ethod has be
a portal fra
ied to the p
column at t
ual condition
006) due to
nd the portal
tests are pe
the momen
f a single
compared
s are discus
anufacture.
an average
mensions in
lateral exci
s significan
have proper
ence exist
ndards for st
rmine the
ermine the
n load to fai
1997; Be
ovides a sim
method is t
the effect
een conside
ame. Both e
pallet beam
the level of
n, quite a fe
o it is rather
al tests on th
erformed w
nt-rotation
e story fr
with the ex
ssed.
The geom
e value of
n (mm)).
itation. The
ntly on the
r method of
in member
teel storage
reliable of
connection
ilure. Many
rnuzzi and
mple method
the effect of
of vertical
ered. In this
ends of the
to simulate
f the beam.
ew numbers
r difficult to
he behavior
with various
relation of
frame with
xperimental
metry of the
the several
e
e
f
r
e
f
n
y
d
d
f
l
s
e
e
.
s
o
r
s
f
h
l
e
l
2.1. Cant
The cantile
The cantile
short lengt
monotonic
a vertical g
are record
Displacem
connection
of the expe
results are
The cantile
moment te
moment-ro
exhibited l
looseness i
of the conn
2001; Bajo
are differe
geometry.
The results
rad. The c
study, the
the initial
approxima
tilever test
ever test pr
ever test se
th of a col
cally by a hy
guide to pr
ded at each
ment transdu
n is calculat
erimental se
available in
(a) Tra
ever tests a
esting and
otation curv
looseness a
is overcome
nection is a
oria and Tal
ent under h
The failure
s also show
connection s
connection
l looseness
ately balance
ovides a sim
etup consists
lumn. Both
ydraulic jac
event an un
h incremen
cers are mo
ted from the
etups and th
n an earlier
ansducer a
are conduct
three for s
ve are show
at the initial
e when the
also found
likoti 2006;
hogging an
took place
w that the av
stiffness an
stiffness is
s is termin
es the areas
mple metho
s of a short
h ends of th
ck placed on
ndesirable o
nt of loadi
ounted to me
e deflection
he arrangem
paper by th
rrangemen
Figure 2: C
ted of six c
sagging mo
wn in Figure
l stage bec
rotation rea
in the prev
; Prabha et
nd sagging
when the ta
verage of p
nd the ultim
s determine
nated. The
s below the
3
od of determ
t cantilever
he column
n a load cell
out-of-plane
ing until t
easure beam
ns for each
ment of the
he authors (A
nt.
Cantilever
connection
oment testin
e 3. The exp
ause the st
ached an ap
vious of exp
al. 2010). T
moments
ab in the ten
plastic rotati
mate momen
ed by the co
e FEM us
actual and i
mining the c
of pallet b
are rigidly
l. The free e
e movemen
the failure
m and colum
load step. F
transducers
Asawasongk
(b) Ac
test setup.
samples wh
ng. The sam
perimental
teel tabs are
pproximatel
perimental s
The strength
due to the
nsion side w
ion capacity
nt capacity
oncept sugg
ses an iter
ideal curves
connection
eam connec
y supported
end of the b
nt of the bea
is occurre
mn deflectio
Figure 2 sho
s. Full detai
kram 2012)
tual test se
hich consist
mples of ex
results show
e not fit in
y 0.006 rad
studies (Ber
h and stiffn
e asymmetr
was cut by th
y of the con
are tabulat
gested by FE
rative grap
s up to the f
strength an
cted to the
d. The load
beam is con
am. The ap
ed at the c
ons. The rot
ows the gen
ils of the ex
).
etup.
t of three f
xperimental
w that, the
n the colum
d. The initia
rnuzzi and
ness of the c
ric of the
he column p
nnection is
ted in Table
EM (FEM
phical proc
failure point
nd stiffness.
center of a
d is applied
nstrained by
pplied loads
connection.
tation of the
neral layout
xperimental
for hogging
l results of
connection
mn slot. The
al looseness
Castiglioni
connections
connection
perforation.
about 0.08
e 1. In this
1998) after
cedure that
t.
.
a
d
y
s
.
e
t
l
g
f
n
e
s
i
s
n
.
8
s
r
t
2.2. Port
Under the
thus repres
frames we
element ar
in the trans
the beam i
The distan
two colum
applied by
to the stron
(
Test n
1 2 3 4 5 6
(a) Ho
Figure
Table 1:
tal test
portal test,
senting the
ere mounted
re connected
sverse direc
s equal to 7
nce between
mns is used
a hydraulic
ng floor. Ve
(a) Transdu
no. Type
HogginHogginHogginSagginSagginSaggin
gging mom
e 3: Examp
: Beam-to-c
the connec
actual field
d on hinges
d between t
ction. The v
700 mm. Th
n two portal
to distribu
c jack place
ertical loads
ucer arrang
of loading
ng moment ng moment ng moment ng moment ng moment ng moment
ment.
ple of mome
column con
ction is sub
d conditions
s supports
two portal f
vertical dist
he horizonta
frames is 1
ute the later
d on a load
s are simulat
gement.
Figure 4
Stiffness (kN-m/rad)
51.42 51.54 45.52 45.33 48.54 40.75
4
ent-rotation
nnections te
bjected to sh
s. A portal
which are
frames by c
tance betwe
al distance b
1000 mm. A
ral loads eq
cell attache
ated by sand
4: Portal te
Averagstiffnes
(kN-m/r
49.50
44.87
(b) Sag
n curve fro
est results f
hear force,
test setup i
clamped to
channel sect
een the cent
between the
A horizontal
qually to th
ed to a very
d bags restin
(b) Ac
est setup.
ge ss rad)
Ultimc(
0
7
gging mom
om cantilev
from cantil
bending m
is shown in
o the strong
tions to prev
er of the hi
e column ce
l rigid trans
he two fram
y rigid steel
ng on standa
tual test se
mate moment apacity
(kN-m) 1.44 1.34 1.32 1.36 1.59 1.63
ment.
ver test.
lever test
moment and
n Figure 4.
g floor. Thr
vent any di
inges and th
enterlines is
sfer beam b
mes. Latera
support and
ard wood pa
etup.
Average ulmoment ca
(kN-m
1.37
1.53
axial force
Two portal
ree bracing
isplacement
he center of
s 2500 mm.
olted to the
al loads are
d connected
allet.
timate apacity m)
e
l
g
t
f
.
e
e
d
Four types
level on st
The 2nd is
is “high” l
high” load
loading lev
respectivel
centerline
displaceme
of the colu
loading un
The main
connection
hH
M 2
The averag
h 3
where H
hinge supp
is the l
displaceme
Fig
Typ
No ve1 to2 to
2.5 t
s of content
trength and
“medium” l
loading leve
ding level w
vels corresp
ly. Four dis
of the port
ent transduc
umn. The l
ntil the failur
characterist
n are expres
P
ge rotation o
c EI
ML
EI
Mh
63
is the later
port to the c
ateral displ
ent obtain fr
gure 5: Mom
Table
e of vertical loading
ertical loadingon (2 kN/m) on (4 kN/m) ton (5 kN/m)
weight are
stiffness o
loading lev
el which ha
which has
pond to 0%,
splacement t
tal beam to
cers, LVDT
lateral load
re is occurr
tics of the m
sed as (Kra
of the beam
bI
L
ral load app
enter of por
acement at
from LVDT
ment-rotati
2: Beam-to
Moment
g
used for th
f beam-to-c
el which ha
as a total w
a total wei
, 40%, 80%
transducers
measure th
T5-LVDT8,
ds and later
ed. The exp
moment-rot
awinkler et a
m-to-column
plied to one
rtal beam,
the center o
1-LVDT4 a
ion curve f
o-column c
at the initial s(kN-m) 0.081 0.184 0.286 0.538
5
he test series
column con
as a total we
weight of 2
ight of 2.5
% and 100%
s, LVDT1-L
he lateral d
are placed a
ral displace
perimental m
tation curve
al. 1979)
n connection
e portal fram
P is the ax
of the porta
as shown in
for portal t
connections
stage, Mi
s to investig
nnection. Th
eight of 1 to
ton (4 kN/m
ton (5 kN
of the allow
LVDT4, are
displacemen
at the base o
ements are
moment-rot
es are show
n is given by
me, h is the
xial force in
al beam. Figure 4(a)
est with fou
s test result
Ultimate mom(k1111
gate the effe
he 1st case
on (2 kN/m
m/portal fra
N/m/portal f
wable mom
e placed on
nt of the po
of the colum
recorded a
ation curve
wn in Table
y
e vertical d
n the column
is taken as
).
ur vertical
ts from por
ment capacity,kN-m) 1.612 1.473 1.439 1.152
ects of verti
is no vertic
m/portal fram
ame). The 4
frame). The
ment of the p
column at t
ortal frame.
mn to check
at each incr
es are given
2. The mom
distance from
n due to ver
s the averag
loading lev
rtal test
, Mu M(5
114
ical loading
cal loading.
me). The 3rd
4th is “very
ese vertical
portal beam
the level of
Additional
k the sliding
remental of
in Figure 5
ment at the
(1
(2
m center of
rtical loads,
ge recorded
vels.
Mi/Mu %) 5.0 2.5 9.9
46.7
g
. d
y
l
m
f
l
g
f
5.
e
1)
2)
f
,
d
From the p
loading lev
For examp
ultimate m
of the beam
acting on a
would be s
connection
right side c
a high ini
combinatio
ultimate m
The portal
initial, the
due to the
an angle o
continue to
above the n
Another ob
the tighten
is represen
(Mi/Mu). T
no vertical
Mi/Mu equ
which Mi/M
tightening
decrease. T
vertical lo
moment-ro
However t
the steel ta
(a) Ap
portal testin
vel has a lo
ple, the ulti
moment capa
m-to-colum
a positive di
sagging mo
n would be
connection,
itial hoggin
ons of bend
moment capa
frame defl
angle betw
application
on the left s
o decrease.
neutral axis
bservation i
ning of the v
nted by the
The effect of
l loading an
ual to 19.9%
Mu equal to
of the conn
The momen
ading and
otation curv
there is no s
aps and colu
pplication o
ng, the follo
ower connec
mate mome
acity of the
mn connectio
irection. Wh
oment and a
a hogging
the hoggin
ng moment
ding momen
acity prior to
lected shape
ween the bea
n of vertical
side connec
The failure
s.
is that the p
vertical load
e ratio of th
f the vertica
nd the medi
%, for the h
o 46.7%, for
nection is r
nt-rotation
the medium
ve. This slip
slip for the
umn slot fro
of vertical
Figu
owing obser
ction capac
ent capacity
no vertical
ons have a h
hen the late
a shear forc
moment an
g moment a
t and a hi
nt and shea
o the other l
e under the
am and the
l loads. Wh
ction starts
occurred on
portal test e
d. In this stu
he moment
al load effe
ium vertica
igh vertical
r the very h
released by
curve show
m vertical l
come from
high and ve
m a high va
load.
ure 6: Porta
6
rvation can
city than the
y of the ve
loading. In
higher initi
eral load is s
ce acting on
nd a shear
and shear fo
gh initial
ar force pro
lower vertic
vertical an
column dec
hen the stru
to increase
n the right s
exhibits a hi
udy, the eff
t at the ini
ect is low, w
al loading. T
l loading. T
high vertica
y the mome
w the “slip”
loading. Th
m the steel ta
ery high ver
alue of verti
(
al frame de
be made. T
e structure w
ry high loa
n the higher
al hogging
subsequentl
n a negative
force acting
orce due to
shear force
oduce the ri
cal loading
nd lateral lo
crease both
cture subjec
e and the an
side connec
igh initial s
fect of the v
itial stage t
which Mi/M
The vertica
The effect o
al loading. A
nt due to th
” at the en
he slip repr
abs are not
rtical loadin
ical loading
(b) Applica
eflected sha
The structur
with lower
ading is 70%
vertical loa
moment an
y applied, th
e direction
g on a posi
the lateral l
e due to th
ght side co
levels.
oad are show
on the left
cted to an i
ngle on the
ction at the s
stiffness at t
ertical load
to the ultim
Mu equal to 5
l load has a
of the vertic
At the end o
he lateral lo
nd of the in
resent by a
perfectly fit
ng due to a
gs.
ation of late
apes.
re with high
vertical loa
% comparin
ading levels
nd a higher
the left side
whereas th
itive directi
load will co
he vertical
onnection re
wn in Figur
t and right c
increasing l
e right side
steel tab pla
the initial s
d on the init
mate mome
5% and 12.
a certain ef
cal load is r
of the initia
oad, then th
nitial stage
a short flat
t with the c
large fricti
eral load.
her vertical
ading level.
ng with the
, both sides
shear force
connection
e right side
on. For the
ombine with
load. The
eaches their
re 6. At the
connections
lateral load,
connection
aced farther
stage due to
ial stiffness
nt capacity
5%, for the
ffect, which
rather high,
al stage, the
he stiffness
for the no
line in the
column slot.
on between
l
.
e
s
e
n
e
e
h
e
r
e
s
,
n
r
o
s
y
e
h
,
e
s
o
e
.
n
3. STRU
The correla
of the mai
sagging m
moment-ro
pushover a
(CSI 2009
connection
beam-to-co
connected
link eleme
material n
moment-ro
of the initi
stiffness inby the con
y , Mi, Mu
compare w
The analyt
correlation
vertical loa
good corre
portal tests
the high an
analytical
method for
not represe
moment du
results com
Figure 7:
frame and
UCTURAL
ation of the
in objective
moment-rota
otation of th
analysis of a
). The resu
n obtained
olumn conn
to the end
ents are obt
nonlinearitie
otation relat
al looseness
n the initial ncept sugges
u) obtained
with the expe
tical results
n with the e
adings. For
elation with
s produce a
nd very hig
results for
r high and v
ent the effe
ue to the ve
mpared to th
Configurat
d beam-to-c
ANALYSI
e experimen
es of this s
ation of the
he connecti
a single sto
ults between
from the
nection is m
of beam an
tained from
es are als
tion of a con
s. The tri-lin
looseness ssted in FEM
from exper
erimental re
s using bea
experimenta
high and v
h the experim
higher stiff
gh vertical
very high
very high ve
ect of a tigh
ertical servic
he test result
tion of the
column join
IS
ntal test resu
study. The
e connection
ions. To co
ory frame is
n the portal
cantilever
modeled by
nd the end o
m the cantil
o taken in
nnection is
near model
stage. The vM (FEM 19
rimental resu
esults from
am-to-colum
al results fro
very high v
mental resu
fness approx
loadings. T
vertical loa
ertical loadi
htening at th
ce loading.
ts from port
case study
nt modelin
7
ults obtained
cantilever
ns whereas
ompare the
s performed
test and th
r test are
a non-linea
of column
lever test. T
nto accoun
modeled by
is illustrate
value of k2
998). The pa
ults of the c
the portal te
mn connect
om the port
ertical load
ults from th
ximately tw
The portal t
adings. The
ings. As exp
he connecti
These effec
tal tests for
ng.
Figur
of be
d from cant
tests distin
s the portal
experiment
d by means
he numerica
investigate
ar rotationa
as shown in
The effects
nt in the
y a tri-linea
ed in Figure
is the averarameters o
cantilever te
est as illustr
tions from
tal test for
dings, the an
e portal tes
wo times hig
tests also p
ese results
plained in s
ion and a c
cts lead to a
high and ve
iM
uM
re 8: Tri-lin
am-to-colu
i
tilever tests
nguish betw
tests give
tal results in
of a compu
al analysis u
ed. Non-lin
al link elem
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REFEREN
AS4084 (199
AsawasongkProceed
Bajoria KM cold-for
Bernuzzi C astorage
CSI Computhree-di
FEM Section
Harris E (200
Krawinkler Hstorage Standfo
Markazi FD,Structur
Prabha P, Masteel rac
RMI (2008). Manufa
rtical loadin
9: Relation
resul
CLUSIONS
r presents ex
cantilever te
me using a
tests are co
ood correlat
shows a po
al analysis s
igh vertical
ve of the mo
NCES
93). Steel stor
kram A and Prding of the 17t
and Talikoti rmed steel pal
and Castiglionpallet racks. T
uter & Strucimensional str
n X (1998). Re
06). Sway beh
H, Cofie NG, racks. Reportrd University
, Beale RG anres. 28(1), pp.
arimuthu V, Scks. Journal of
Specificationacturers Institu
ng (b) 1 to
n between e
lts using be
S
xperimental
est and the p
moment-r
ompared wit
tion with th
oor correlat
such as a se
l service lo
oment-rotat
rage racking. S
remthamkorn th National Co
RS (2006). llet racking sy
ni CA (2001). Thin-Walled S
ctures Inc. (ructures. Berk
ecommendatio
havior of high
Astiz MA ant no. 41, The J, Standford.
nd Godley M 57-87.
Saravanan M af Construction
n for the desigute.
on (2 kN/m
experiment
eam-to-colu
l results of
portal test m
rotation rela
th the exper
he experime
tion for hig
eismic analy
oading, the
tion of the c
Standards Aus
P (2012). Beonvention on
Dermination ystems. Thin- W
ExperimentalStructures. 39(
(2009). SAPeley (CA), Co
ons for the de
rise steel stor
nd Kircher CAJohn A. Blume
HR (1997). E
and Jayachandnal Steel Rese
gn, testing and
8
m) (c) 2 t
tal results f
umn connec
a typical st
method. The
ation of b
rimental res
ental results
gh to very h
ysis of this
portal test
connection f
stralia. Sydney
ehavior of steeCivil Enginee
of flexibilityWalled Struct
l analysis on t(10), pp. 841-
P2000 Linearomputer & Str
esign of steel s
rage racks. Ph
A (1979). Expe Earthquake
Experimental
dran SA (2010earch. 66(7), p
d utilization of
ton (4 kN/m
from portal
ction from
teel storage
e results fro
eam-to-colu
sults from p
s for low to
high vertical
type of the
ts is recom
for the analy
y (Australia).
el storage rackering, Udontha
of beam-to-ctures. 44(3), p
the cyclic beh-859.
r and nonlinructures, Inc.
static pallet rac
h. D. thesis, Un
perimental stuEngineering C
analysis of se
0). Evaluationpp. 863-872.
f industrial ste
m) (d)
l tests and n
cantilever
rack beam-
om a pushov
umn conne
portal tests.
o medium v
l loading le
structure e
mmended to
ysis.
k connectionsani, Thailand,
column connep. 372-380.
haviour of beam
near static a
cking and she
niversity of Sy
dy on the seisCenter, Depar
emi-rigid boltl
n of connection
eel storage rac
) 2.5 ton (5
numerical
tests.
-to-column
ver analysis
ections obta
. The analyt
vertical loa
evels. It is s
especially un
o get the r
s under monot, Paper No.ST
ectors used in
am-to-column
and dynamic
elving. Brusse
ydney.
smic behaviorrtment of Civi
less connecto
n flexibility in
cks. Charlotte
kN/m)
analysis
connection
s of a single
ained from
tical results
ading levels
suggest that
nder a high
eliable and
tonic loading.TR042.
n thin walled
joints in steel
analysis of
ls (Belgium).
r of industrialil Engineering
rs. Thin-Wall
n cold formed
(USA). Rack
n
e
m
s
s
t
h
d
.
d
l
f
l g,
l
d
k