Inelastic behaviour of partially encased sections: numerical comparison

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F'2009

INTEGRITY,

RELIABILITY ANID

FAILURE

(CHALLENGES AND OPPORTUNIT

IE

S)

Editors

}.F. Silva Gomes and Shak

e

r A. Meguid

Edi~oes

INEGI

ORGANIZATION

·

Faculty of Engineering, University of Porto

LOCAL ORGANIZING COMMITTEE

J.F. Silva Gomc~ and Shaker A. Mcguid. (Co-Clwirs) Carlos C. Antt)nio, Jose M. Cirnc, Rui M. Gucdcs, Paulo G. Piloto

M. Tcrcsa Rcstivo, Aarash Sofla, Mario A.P. Vaz

INTERNATIONAL SCIENTIFIC COMMITTEE

Clito F. Afonso, Porllt.~trl; Anahcla C. Alvcs, Porwgal; C.C. Antunio, Ponugal; Rui C. Barros. Portugal; K.J. Bathe. USA; R. de 13orst,Nethalmul.v; Pcdro Camanho, Pomr.~trl; Carlos Cardcira, Porwgal; Catarina Castro.

PoriiiJitll; J.L. Chcnot. France; Lui.w Cos/ll, Ponu,gal: Alvaro Cunha. Por!UJICII; S. Dalla, USA; J. Rmlrigucs Dias, Portugal; Jose L. Estcvcs. Portugal; A.J.M. Fcrrcira, Portugal; Elza Fonseca, Prmugol; Hossam A.

Gabbar. Cwwdo; S.Y. Hoa, Cunada; I. Hutchings.UK; N. Joncs. UK; Rcnato N. Jorgc. l'orwgul; David Kcnncdy. lrelmrd; H.W. Klcin. Gemrmry; M. Langseth. Nom·ay; T. Laurscn.USr\; Cdina P. Lcao. Ponugal; R.

Lcwis. UK; D.G. Lee, Korea; Nuno Maia. Portugal; A. Mal, USA; A.T. Marques, Portugal; J. Couto Marques.

Porlllga/; Albcno Mcda. lrnly; S. A. Mcguid. Cwuula; R.E. Miller, Cmuula; G. Mimmi. Italy: Rosa M. Miranda.

Porltlgal: Y. Miyano. Jupan; Arniram Moshaiov,lsrae/; Marcclo F. Moura. Porlll}llli; Carlos Navarro. Spai11; C. Papalcnerc. Italy; Paulo l'iloto. Portugal; J.N. Pircs. Portugal; J.N. Rcddy, USA; M.T. Rcstivo, Portu}ial; Nuno

F. Rilo. Portrtgul; J. Dias Rodrigues. Portugal; C.Q. Ru, Canada; Arlim.lo J. Silva, Portrr.~u/; Luc;~s F. M. Silva,

Pormgal; J.F. Silva Gomcs, Purtrrgal; C.A. Sciammarclla,ltaly; Jorgc H.O. Scabra. Portugal; M. Gamciro Sil\•a

Portugal; S. Carmo Silva Portugal; C. M. Soarcs, Porlllgal; Afzal Sulcman. Portugal: Joao M.R.S. Tavarcs.

PrWI/Ifitll; !VI.J. Toorcn, Nt•tlrerlands; K.T. Tan. Singaport!; M:lrio P. Vaz, Portugal; Gcoq~c Wcng. USA; Y.C. Yoon. Sin~:apore; Z. Zhang. Citina.

SYMPOSIA COORDINATORS

Clito Afonso (U. Porto. Portugal). Carlos C. Ant6nio (U. Porto, Ponuga[), Tiago 13arbosa ({P/1, Portugal). Rui

C. Barrus (U. !'ono. Pomr,~a/), Pcdro Camanho (U. Po11o. Porlllga/). J. Rcis Cmnpos (U. Porto, Porlllga/), M. 13rJz Ccs<~r (/Pll. Portu}laiJ. 1. Rodrigucs Dias (U. E1•ora. Ponrrga/J. Jose S. Estcvcs (U. Porto. Portugal}, Paulo Fcmamles (IS7: Pumrga/J. Antonio Fcrrcira !U. Ponu. Ponugal), Elza Fonseca (11'11. l'ortU.f!li/J, Mih<~il Fontul

(!ST. Portugal. Hossarn Gabbar (UOIT. Cmwda). J.F. Silva Gomcs (U. Porto, PortugolJ. Renato N. Jorgc (U. Portu, Pomrga/J. Jackie Li (CUNI. USA). F. Jorgc Lino (U. Porto. Portuga/}, Ramiro tl'lanins (INEGI. Portugal). Albcrto Mcda ( U. Rome, lwlyi. Shaker A. Mcguid (U. Tummo, Cwwda). Rosa Miranda ( FCTIUNL. PorlllgalJ. Paulo Pilmn (IPB. Porwga/), M. Tcrcsa Rcstivo (U. Porto. Portuga/), Nuno Rilo (U. Coimlmr). J. Di<~s Rudrigucs ( U. Porw, Portugal), Car! a R()(JUC ( U. Porto, Portugal). Jorgc Se~1bra ( U. Porto. Portugal),

Arlindo Silva (!S1; Porlllga/), Lucas F. Silvu (U. Porto. Portugal), Aar;1sh Sona (U. Toronw. Canada}. Joiio M. Tavares (U. Pmw. Ponrrga/), Ccsar Yasques (INEGI. Portu.~a/), M;irio A.P. Vaz (U. Porto. Portugtr/). Zhcng

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SYMPOSIUM

STRUCTURAL SAFETY

Coordinated by

Paulo A.G.

PilotolC*l

and Alberto Meda

11

*

l

1

/11stilllto Politt!cnico lie Bragllll{'ll. Pcmuga/ 2

Unit·er.riry cif Rome. 1111/y

In

Association with

IRF'2009

3rd

International

Conference

on Integrity, Reliability and Failure

Porta, Portugal 20-24 July 2009

Ediwrs

J.F. Silva Gomes

Famlty uf Enxineering U.Porro, Portugal Shalwr A.

Mcguid

MADL

U. Torm110, Canada

Porw/Porlltga/, 20-2-1 July 200Y

Introduction

to Symposium

on

Structural

Safety

Safe desig

n

is a design proce

ss

that

eliminates

hazards,

or minimizes potential risks

,

by

invol

v

ing decision makers

and cons

i

deri

ng

the

l

ife cycle of structures

and

materials

.

Saf

e

design approach

will generate a

we

ll-inf

onned desig

n

option

tha

t

should elimina

te

t

hese

potential

problems

to Lhose who make

s

th

e

prm

lu

ct and

to

those

who

use

it.

Structu

ral

safety

in de

sign

will

cover

the

design

aspects of safe

s

truct

ures

and

co

mp

onents,

u

s

ing different mat

e

rial

s.

Advances in

s

t

andards

a

nd

regulations

s

hou

ld

permane

ntly

ens

u

re

sa

f

e

ty with the

best

practices and meth

ods

.

Advanced

an

alys

i

s

me

th

ods

s

h

ould

b

e

perma

n

ent

l

y

improv

e

d and u

se

d t

o

pr

e

v

e

nt

s

uch p

o

t

e

ntial

r

i

s

k

in

str

u

c

tu

res

ami m

ateria

l

s.

Designers

s

h

ou

ld

g

ua

ran

t

e

e

struct

u

ral integrity

a

nd r

e

liabilit

y

.

The fo

ll

owing

comm

u

ni

cations will

prese

nt di

ffere

m

aspec

t

s

in

Damage

Ana

l

ysis and

Assessme

nt

,

Fire

Safety Engineering, Life

Cycle

Analysis,

Natur

a

l

and

Man

-M

a

de

H

az

ar

ds,

P

erfor

mance-Ba

sed

D

es

ign M

ethods

,

Prescr

ib

e

d

D

esign Me

th

ods,

Computa

ti

ona

l

Methods

a

nd

Simplified

M

et

hods

for Structura

l

Sa

fety

.

Paulo Piloto

lnstitiiW Pnlitecnico de Bmgwrr.a

Alberta Meda

Uuiversity of Rome "Tnr l'ergata"

IRF'2009-fnlc~rily. Rcliabilily a/Ill Failure

INELASTIC BEHAVIOUR OF PARTIALLY ENCASED SECTIONS~

NUMERICAL COMPARISON

P.A.G. l'iloto1_{''',AnaRumos Gavilti.n\ L.MR.I\1csquita}1

, uml Albcrlo Mcda~ 1

Poly1cchnic lnslitulc of Brugan~a. Ponugal

~Uni\'crsily of Salamanca. Zamor.J. Spain 3_{Uni\'crsily of}

Rome "Tor Vcrga1a". Rome. llaly '''Enwil: [email protected]

SYNOPSIS

Partially

encased sections are made of composite

stee

l

and concrete

casted betwee

n

flanges.

They

present an

attractive

solution

in

comparison with bare steel or reinforced concrete

coun

te

rparts.

This paper intend

s

to

validate experimental results

for bendi

ng

ami axial loading

members at room

temperature,

(E

ighazouli

et al, 2008). The experiments were

conducted at

the Imp

er

ial

College in London and aimed

to provid

e esse

ntial data

for validating future

analytical and design studies.

This

n

umerical

comparison

is ba

s

ed

on

three dimensi

o

nal

finite

element modelling, simulating

bond

contact

and

failure of concrete.

Th

e

numer

ica

l

results

agree well with

experimental

results.

INTRODUCTION

The

additi

o

nal

weight introduced

by

concrete

i

s co

unter

ba

la

nced

by the

increasing stiff

n

ess.

This advantage

has

e

nab

led

thi

s sect

ion to b

e

used into

dif

ferent

typ

es of cons

tru

c

tion

,

such

us

buildin

gs

or

car

parkin

g. teste

d

for

natural

and accidental conditions. In Europe,

th

e

u

s

e

of

partial

rather

than

full encasement of steel profiles

ha

s

proved more

p

op

ula

r

in

recen

t

years.

Partially encased

member

s

have

also been initially introduced

as

a

means of improving

fire

behaviour.

This paper deals with

the

inelastic performance of partially-encased members at

room

t

emper

ature

conditions,

which

are detailed according

t

o

conventiona

l

Europ

e

an practice

(CEN-EN 1994-1-1,

2004).

The

mod

e

l

presented in figure

I

co

n

s

i

sts of

an HEA200,

high

grade

steel

S460

,

with

an

equivalent C40/50 concrete. Concrete reinforcement used 8

[mm]

rebar

8

500.

The

experim

ent

referenced with C20YO wus performed without axial

load.

The experimental setup was designed with

a hydraulic actuat

o

r

for

in

cre

a

s

ing

vertical

displacement

under

quasi-static

loading conditions

.

The

s

upport

and

lo

adi

n

g

points were also

used

to

provide out-of plane

re

s

traint

for

the

experiments

.

Wide llexural cracks characteristic

of

p

u

re bending

behaviour were

observed

in

th

e concrete

portion,

extending

throughout

most

of

th

e

member depth.

An evaluatio

n

or

the

y

i

e

ld p

oi

nt

of

th

e

member

i

s

r

equ

ir

ed

fo

r

asse

ssing the effective

stif

f

ne

ss.

capacit

y

and ductility of

a

member.

Fo

r

reinforced concrete

memb

ers t

he

fir

st

yie

ld

ing of

the

reinforc

eme

nt bar

s

is

assumed to

r

e

pres

e

nt this

s

tate

. For stee

l

member

s

the first

yield

is not

normally

followed by significant

increase in

curvature.

but the

plastic hinge normally

represents

its

ultimate

limit

sta

te.

For

partiall

y

encased

sec

tion,

a plastic

hin

ge

m

a

y

be

attained with fully plastic

steel sec

tion

and with concrete

completely

damaged.

The numerical analysis is based

o

n

ANSYS three

dimen

sio

nal

finite

element

model

,

(Ansys

IN

C. 2008).

One part of the mesh was generated with

fini

t

e shell elements

to

represent

the

Porto/Porwgul, 20-2-1 July 2009

steel profile and the other mesh part

modelled

with

solid

and link

ele

ment

s

to

repr

esen

t

reinforced

concrete. These elements share common nodes, so

that no

movement between

concrete and

reinforcement

was considered. These

m

eshes

were joined by

non-linear finite

spring elements

used to

s

imulate bond

interface

behaviour. The mechanical analysis required

material

and geometrical non-linear solutions to simulate large

displacement with

a maximum

and

minimum incremental

displacements of

I ,4

and

0.014!

mm], respectively.

·

: -I

b.--,

,...,.__..,

.. -

_J

-. .. -

_...=:.:.

-

,

..

....

..

)) ! } a) b) c)

Fig. I Tested model C:!OYO (HEA 200). a) Prediction of concrete failure; h) Result comparison; c) Section.

An elastic

-

plastic

mod

el

with strain hardening behaviour was considered for steel,

u

s

in

g

the

suitable

experimental

values.

Concret

e

being

quasi

brittle

material

was

simulat

ed

with

different behaviour for compression and tension,

usin

g s

tress

re

laxin

g

model

to

improve

numerical

converge

nce.

The presence

o

f

a

crack at an

int

eg

ration

point is represented through

modification of

the

s

tre

ss-s

train

relations by introducing a plane of weakness in

a

direction

nor

mal

to

the

cmc

k

face.

If

the material

,

at

an

int

egrat

ion point

,

fails in

uniaxial

,

biaxial,

or

triaxial compression,

the material

is assumed to

cr

ush

at

that

point.

In

addi

tion

to

cmcking and

crushing,

the concrete

may also

und

ergo

plasticity. In

this case,

the plasticity is

verified

before

the

cracking and

c

ru

s

hing

checks,

(A

nsy

s

INC

,

2008).

Triaxial confinement of

co

ncrete

may produce direct

influ

e

nce in th

e

b

e

h

aviou

r

of partially

encased

sec

tion

s

, by

considerable

improvement

of

me

c

hani

ca

l propertie

s

,

(Eighazouli

et

al,

20

08)

.

This phenomenon

was

co

n

s

idered

during

num

e

rical

si

mulations.

CONCLUSIONS

Numerical comparison is presented

f

o

r

experiments conducted at the

Imp

eri

al

College in

London.

Results agree well for the first

yield

point

u

nd

ultimate

limit

s

tate.

The

num

erica

l

model

captures all the major and

relevant

state modification for

partially

encased sections.

REFERENCES

[I] A.Y. Elghazouli,

J.

Treadway.

In

elas

tic behav

iour of com

p

os

it

e

members under

combined bending and axial

loadin

g.

Journal

of Constructional Steel Research, 64,

2008,

p.

1008-1019.

[2]

CEN-

EN

1994-1-1.

Eurocode

4:

Design of composite

steel

uml

co

n

cre

te

structures

-

Part

1-1:

General

ru

le

s

and

rules ror

bu

ildin

gs.

Brussels, December

2004.

!3]

Ansys INC.

ANSYS

Academic

ve

r

sio

n.

Relcuse

11.0,

Help System,

::wos.