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F'2009

INTEGRITY, RELIABILITY ANID FAILURE

(CHALLENGES AND OPPORTUNITIES)

Editors

}.F. Silva Gomes and Shaker A. Meguid

Edi~oes INEGI (2009)

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 Hong Zhu (J'urk U .. Cmuu/a).

IRF'201JY- IJIIegriry, Reliabilily mu! Fuilurt•

SI706_AO-l32 PLASTICITY-INDUCED FATIGUE CRACK GROWTH IN HIGH-STRENGTH 499 STEELS: NUMERICAL MODELLING AND EXPERII'viENT AL VALIDATION. Jesus Toribio. V. Klmrin. FJ. Ayaso. B. Gonzalcz. J.C. Mal!ls. D. V c rgara. and tvl. Lorcnzo .

S 1707 _t\0531 PRACTICAL FRAMEWORK FOR PROCESS SAFETY MANAGEMENT 501 BASED ON PLANT LIFE CYCLE ENGINEERING. Yukiyasu Shimada, Tciji Kitajima. and Kazuhin> Takeda

S 170H_A0537 SAFETY CONTROL DESIGN FRAMEWORK. Hossam A.Gabbar 503

S 1709_A0545 RELIABILITY BASED DESIGN OF NOVEL OFFSHORE STRUQURES. 505 Athanasins Kolius. <~nd Fcargal Brennan

CHAI'. XVI SELF-SENSING, SELF-HEALING, SELF-POWErHNG AND 5ll7 MULTIFUNCTIONAL MATERIALS

S 1801 _A0239 SHM OF CFRP-STRUCTURES WITH IMPEDANCE SPECTROSCOPY AND 509 LAMB WAVES. Jiirgcn Pohl. and Gerhard Mook

SI S02_A027::! DOMAIN WALL DYNAMICS IN FERROELECTRIC MATERIALS. Yu Su 511

SIS03_AO:ZlJ::! NEURAL NETWORK SYSTEM USED TO DETECT FAULTS AND 513 AUTOMATICALLY DIAGNOSE IN CONDITION-BASED MONITORING USING VIBRATION. Adylcs Aratu Junior. :md Fabricio Ccsar Lob:llo de Almcida

S lll04_A0313 ON THE KINETICS OF SELF-HEALING POL YIVIERS. T.C. Mauldin, and M.R. 515 Kcsslcr

SI R05_A03ll3 ELECTRICAL RESISTANCE METHOD FOR SELF-SENSING DAMAGE IN 517 CARBON FIB ER-REINFORCED COMPOSITES UNDER FATIGU E LOAD. Y. Ngalmnziw. C. Boldrini, J. Li. B.M. Li:nv, f. Dclalc. and J.H. Chung

CH AI'. XVII COI'vlPUTER SIMULATION IN BIOMEDICAL AI'I'LICATIONS 519

S I<J(JI _A0225 fiNITE ELEMENT DETERMINATION Of FACTORS LEADING TO 521 PERIPROSTHETIC INTRAOPERATIVE FEMUR FRACTURE. Taylor G. Martin, Shaker A. l'vicguid, Cari M. Whync. :md Omri Luhnvski

S l 902_A0301 CONSTITUTIVE MODEL OF DEFORMATION-INDUCED DEGRADATION 523 Of POLYMERS FOR APPLICATION IN BIODEGRADABLE STENT DESIGN. Joau S. So:u-cs. Jamcs E. Monrc Jr .. ;md Kumbakonam R. Rajagopal

S 1903_:\0303 FINITE ELEMENT ANALYSIS Of MICROCRACK LOCALISATION AND 525 PROPAGATION INSIDE CORTICAL BONE TISSUE. Dieter 1\;!rdas. and Udo Nackcnhorst

Sl90-l_A0345 HUiviAN FEMUR ASSESSMENT USING JSOTROPJC AND ORTHOTROPIC 527 MATERIALS DEPENDENT OF BONE DENSITY. E.M.M. Fonsccn. M..l. Lima. and L.lvl.S. Barrcira

51905_:\0377 NUl\'IERICAL SIM ULl\TJON OF BLOOD FLOW IN A STENOTIC ARTERY. 529 Luisa C. Suusa, Ci!larina F. Castro. and Carlns C. Ant6nio

CHAP. XVIII STRUCTURAL SAFETY 531

S2001 _A0302 ASSESSMENT OF THE THERMAL RESPONSE OF HIGH RISE BUI LDINGS 533 UNDER NATURAL FIRES USING CFD AND fEI\·1 ANALYSIS. Jorgc Capotc. Daniel Alve;1r. Mariano L:izaro, and Jorge Cn:spo

Ccmtr:ll/s xxi

Porw/Port11KCII, 20-2./ July 100!J

S:!OO:!_A03!!5 FIRE DAMAGED R.C. COLUMNS REPAIRED WITH HIGH PERFORMANCE 535 FillER REINFORCED CONCRETE JACKET. Angclo Lcnnardi. Albato Mcdu. und Zila Rinaldi

S2003_A0471 EFFICIENCY EVALUATION OF INTUMESCENT COATINGS USED FOR 537 FIRE PROTECTION: COMPARISON BETWEEN NUMERICAL METHOD AND EXPERIMENTAL RESULTS. Lufs M.R. tvlcsquita. Paulo A.G. Piloto. and M;irio A.P. Vaz

S:!OW_A0472 INELASTIC BEI·IAVIOUR OF PARTIALLY ENCASED SECTIONS - 539 NUMERICAL COMPARISON. P.A.G. PiloiU, Ana Rumos Gavil:ln. L.M.R. Mcsquita. and Alh~no Mcda

S2005_A05n:! ROBUSTNESS STUDY OF TOP-HAT SECTIONS OF HIGH STRENGTH 54 I STEEL SUBJECTED TO AXIAL CRUSHING. 0. Fyllingcn, O.S. Hoppcrstnd. and !VI. L1ngscth

S2006_ACHI6 CONTRIBUTION OF EXOGENOUS SUBSTANCES TO ALTERATION OF 543 STONE SURFACES IN METROPOLITAN STATIONS. Carlos Alvcs. Carlos Figucir~do, Ant6nin Maurfcio, Paula Figucircdo, ;md Luis Aircs-Barros

52007 _A0317 AESTHETIC FAILURE OF LIMESTONES UNDER SALT 545 CRYSTALLISATION TESTS. Carlos Alves. C:1rlos Figucircdo, Maria Amalia Scqucira Braga. Antonio 1\'laurfcio. and Luis r\ircs-Barros

S200H_A0326 EROSION OF CARBONATE ROCKS UNDER WATER-FLOWING 547 (f"'UNTAIN) CONDITIONS. Carlos Alvcs

S200Y_A0327 WIDESPREAD OCCURENCE OF WHITE COATINGS IN RECENT 549 BUILDINGS. Carlos Alvcs

S2010_A032H THE EFFECT OF ACCELERATED CORROSION EXPOSURE ON THE 551 FRACTURE TOUGHNESS OF THE AIRCRAFT ALUMINUM ALLOY 2024. Nikolaos D. A!cxopoulos

S20li_A0363 NUMERICAL MODELLING OF FATIGUE CRACK SI·IAPE EVOLUTION IN 553 SHAFTS UNDER TENSION AND BENDING. R. Branco. F. V. Antuncs, anti J. Barbosa

S:!OI2_A0364 INFLUENCE OF ELASTlC CONSTANTS ON CRACK SHAPE EVOLUTION 555 IN AXLES. R. Branco. F. V. Antuncs. and J. D. Costa

S2013_A0435 INFLUENCE OF CASTING DEFECTS ON THE FATIGUE LIMIT OF A 557 STEEL CAST RAILWAY COMPONENT. Tcr~sa Morgadu, A. Sousa ~ Dritn. and C. Moura Branco

S20l4_1\0-136 COMPARISON OF FATIGUE LIFE EXTENSION RESULTS IN RAIL \V AY 55!1 COUPLINGS OF CAST STEEL ASTM 14890-fiO USED IN FREIGHT TRAINS. Tcrcsa Murgado, Carlns MourJ Branco, and Virginia lnrantc

S20!5_A0550 MEASUREMENT OF THE DYNAMIC FRACTURE TOUGHNESS WITH 561 NOTCHED BRITTLE SPECIMEN UNDER IMPACT LOADING. S. SahrJnui. A. El Mahi. and B. CastagnCdc

CHAt'. XIX NOVEL ENERGETIC SYSTEMS: CHALLENGES AND 563 Ol'l'ORTUNITIES

S2101 _A0208 ALTERNATIVE SOURCES OF ENERGY. David M. Kcnncdy 565

S2102_A0365 TRANSIENT THERMAL BEHAVIOUR OF INSULATED AND NON 567 INSULATED J'vBI65 INTERNAL COMBUSTION ENGINE IN SHELL ECG­MARATHON PROTOTYPE VEHICLE. Pcdro Carvalh~ira

S2103_A0366 DESIGN OF ENGINE PISTON OF l\1300 ENGINE. Pcdro Carvalhcir.J 569

xxii Editors: J.F. Sill'll Gomt•s 1111d Slrakl!r A. M!!gllicl

SYMPOSIUM

STRUCTURAL SAFETY Coordinated by

Paulo A.G. PilotolC*l and Alberto Meda11*l 1/11stilllto Politt!cnico lie Bragllll{'ll. Pcmuga/

2Unit·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

(* ) Assm:ialt: Edilnrs !'or !he papers in !his Chaplcr

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

Introduction to Symposium on Structural Safety

Safe design is a design process that eliminates hazards, or minimizes potential risks, by involving decision makers and considering the life cycle of structures and materials. Safe design approach will generate a well-infonned design option that should eliminate these potential problems to Lhose who makes the prmluct and to those who use it.

Structural safety in design will cover the design aspects of safe structures and components, using different materials. Advances in standards and regulations should permanently ensure safety with the best practices and methods. Advanced analysis methods should be permanently improved and used to prevent such potential risk in structures ami materials. Designers should guarantee structural integrity and reliability.

The following communications will present differem aspects in Damage Analysis and Assessment, Fire Safety Engineering, Life Cycle Analysis, Natural and Man-Made Hazards, Performance-Based Design Methods, Prescribed Design Methods, Computational Methods and Simplified Methods for Structural Safety.

Paulo Piloto lnstitiiW Pnlitecnico de Bmgwrr.a Alberta Meda Uuiversity of Rome "Tnr l'ergata"

532 Edirurs: J.F. Sil l'(! Comes am/ Shaker A. Ml!gllid

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\1csquita1, uml Albcrlo Mcda~

1 Poly1cchnic lnslitulc of Brugan~a. Ponugal ~Uni\'crsi ly of Salamanca. Zamor.J. Spain 3Uni\'crsily of Rome "Tor Vcrga1a". Rome. llaly '''Enwil: ppilmo@ipb.pl

SYNOPSIS

Partially encased sections are made of composite steel and concrete casted between flanges. They present an attractive solution in comparison with bare steel or reinforced concrete counterparts. This paper intends to validate experimental results for bending ami axial loading members at room temperature, (Eighazouli et al, 2008). The experiments were conducted at the Imperial College in London and aimed to provide essential data for validating future analytical and design studies. This numerical comparison is based on three dimensional finite element modelling, simulating bond contact and failure of concrete. The numerical results agree well with experimental results.

INTRODUCTION

The additional weight introduced by concrete is counterbalanced by the increasing stiffness. This advantage has enabled this section to be used into different types of construction, such us buildings or car parking. tested for natural and accidental conditions. In Europe, the use of partial rather than full encasement of steel profiles has proved more popular in recent years. Partially encased members 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 temperature conditions, which are detailed according to conventional European practice (CEN-EN 1994-1-1, 2004). The model presented in figure I consists of an HEA200, high grade steel S460, with an equivalent C40/50 concrete. Concrete reinforcement used 8 [mm] rebar 8500. The experiment referenced with C20YO wus performed without axial load.

The experimental setup was designed with a hydraulic actuator for increasing vertical displacement under quasi-static loading conditions. The support and loading points were also used to provide out-of plane restraint for the experiments. Wide llexural cracks characteristic of pure bending behaviour were observed in the concrete portion, extending throughout most of the member depth.

An evaluation or the yield point of the member is required for assessing the effective stiffness. capacity and ductility of a member. For reinforced concrete members the first yie lding of the reinforcement bars is assumed to represent this state. For steel members the first yield is not normally followed by significant increase in curvature. but the plastic hinge normally represents its ultimate limit state. For partiall y encased section, a plastic hinge may be attained with fully plastic steel section and with concrete completely damaged.

The numerical analysis is based on ANSYS three dimensional finite element model, (Ansys INC. 2008). One part of the mesh was generated with fini te shell elements to represent the

Cl!tJfliL'I" XVIII: Structural Safety 539

Porto/Porwgul, 20-2-1 July 2009

steel profile and the other mesh part modelled with solid and link elements to represent reinforced concrete. These elements share common nodes, so that no movement between concrete and reinforcement was considered. These meshes were joined by non-linear finite spring elements used to simulate 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 model with strain hardening behaviour was considered for steel, using the suitable experimental values. Concrete being quasi brittle material was simulated with different behaviour for compression and tension, using stress relaxing model to improve numerical convergence. The presence of a crack at an integration point is represented through modification of the stress-strain relations by introducing a plane of weakness in a direction normal to the cmck face. If the material, at an integration point, fails in uniaxial , biaxial, or triaxial compression, the material is assumed to crush at that point. In addi tion to cmcking and crushing, the concrete may also undergo plasticity. In this case, the plasticity is verified before the cracking and crushing checks, (Ansys INC, 2008).

Triaxial confinement of concrete may produce direct influence in the behaviour of partially encased sections, by considerable improvement of mechanical properties, (Eighazouli et al, 2008). This phenomenon was considered during numerical simulations.

CONCLUSIONS

Numerical comparison is presented for experiments conducted at the Imperial College in London. Results agree well for the first yield point und ultimate limit state. The numerical model captures all the major and relevant state modification for partially encased sections.

REFERENCES

[I] A.Y. Elghazouli, J. Treadway. Inelastic behaviour of composite members under combined bending and axial loading. Journal of Constructional Steel Research, 64, 2008, p. 1008- 101 9.

[2] CEN- EN 1994- 1-1. Eurocode 4: Design of composite steel uml concrete structures - Part 1-1 : General rules and rules ror buildings. Brussels, December 2004.

!3] Ansys INC. ANSYS Academic version. Relcuse 11.0, Help System, ::wos.

540 Ediwrs: ./.F. Si/1'11 Gomes and Shaker A. Meguid