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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: nattawutcivil@gmail.com † Presenter: Email: nattawutcivil@gmail.com

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

n Figure 7.

of geomet

numerical

ar model to

e 8. The val

age connecof the tri-lin

est. The pus

rated in Figu

the cantilev

no vertical

nalytical res

ts. The exp

gher than th

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