Modeling issues of the FRP detachment phenomenon
|
|
- Alicia Jackson
- 5 years ago
- Views:
Transcription
1 Modeling issues of the FRP detachment phenomenon Elio Sacco in collaboration with: J. Toti, S. Marfia and E. Grande 1 Dipartimento di ngegneria Civile e Meccanica Università di Cassino e del Lazio Meridionale
2 Outline of the presentation Motivations Position of the problem Body nonlocal damage and plasticity model nterface damage model Coupled interface-body nonlocal damage model Numerical applications Conclusions 2
3 Motivations Croci, G., et al. (1987), ABSE Symp., Tokyo, Japan. Schwegler, G. (1994), 1th European Conf. Earthquake Engng, Vienna, Austria. Applications after the Marche-Umbria earthquake Advantages: weight/strength, easy installation, Careful design, new modeling problems. No ideological approach: no fan, no enemy! 3
4 Problem in the use of FRP: detachment phenomenon (sudden and brittle: undesired) FALURE MECHANSM Peeling of a thin layer of cohesive material from the external surface of the support free end detachment intermediate detachment 4
5 h Ω 1 Ω 2 F Scheme for detachment test: detachment force effective length. DOUBLE LAP TESTS b ROUND ROBN TEST 12 laboratories involved 28 tests performed Valluzzi et al. 212 Materials and Structures SNGLE LAP TESTS 5
6 RESULTS: Bond Resistance and Failure Modes F*max [kn] UNCAS / DL11 UNCH / DL11 CUT / DL55 UNPG / DL55 UNSALENTO/ SL SPAN/ SL CUT/ SL UNROME2 / DL11 UNNA / DL11 UNPD / DL55 UNPD / SL UPATRAS / SL UNROME3/ SL UNMNHO/ SL SNGLE LAP - DOUBLE LAP average: 5.3 stand. dev.: average: 4.7 stand. dev.: GLASS average: 7.1 stand. dev.: 1.2 CARBON G1 G2 G3 G4 G5 C1 C2 C3 C4 C5 S1 S2 S3 S4 S5 B1 B2 B3 B4 B5 specimens average: 8 stand. dev.: 1.8 STEEL BASALT 6
7 Available experimental results published before 211 with 12 mm Γ k k = f FC b G Fd bm btm f Specific fracture energy CNR-DT2 k G [mm] c [MPa] RRT Rilem importance of virtual testing 7
8 Position of the problem Assumptions: x N Ω 1 SUPPORT Ω 2 1) Ω 2 : linear elastic behavior FRP nteraction zone x T 2D plane strain 2) Ω 1 : nonlinear behavior: damage & plasticity 3) : nonlinear behavior: damage, unilateral contact & friction 8
9 Cohesive model for the body Ω 1 nonlocal damage and plasticity model Why a new model for cohesive material? damage: microcracks unilateral effect: opening and closure of microcracks plasticity: irreversible inelastic strains different behavior in tension and in compression nonlocal constitutive law, different material lengths in tension and in compression simple: governed by few parameters 9
10 Body nonlocal damage and plasticity model Constitutive law Stress (nominal) ( ) ( ) Ω σ = σ (1 Dt ) H sgn tr( e) ( e ) ( ) Ω + (1 D )(1 H sgn tr( ) c tension compression damage variables Heaviside function Effective stress σ = C( ε π) = Ce elasticity tensor plastic strain 1
11 Plasticity Yield function evolution law f branch of modified hyperbola ( σ) = A ( σ σ )( σ σ ) 1 y 2 + B + f t π = λ κ = dt π σ ( σ ) ( ) 1 σ y σ2 σ y y 2 2 Kuhn-Tucker conditions ( σ) λ f ( σ) λ, f, = 11
12 yield stress in compression σ Y = A + σ σ Y 2 Y σ y σ 2 σ 2 A σ 1 yield locus σ 1 B >.5 (, σ ) Y Y P σ P σ, σ ( ) Y Y 12
13 Damage in compression D Ω 1 c Ω Ω Ω 2 3 Dc = max min 1, Dc Dc = κ + κ history κ κ { { }} 3 2 with 3 2 nonlocal accumulated plastic strain κ 1 ( x) = c ( ) ( ) d ψ d ψ κ Ω Ω Ω x y y Ω c ( x y) u weight function u κ final accumulated plastic strain (compressive damage D Ω = 1 ) u c 13
14 Damage in tension { { }} Ω Ω Ω D = max min 1, D with D = nonlocal equivalent strain ε 1 eq ( x) = t ( ) eq ( ) d ψ d ψ ε Ω Ω Ω x y y Ω equivalent strain t D Ω 1 t t t history ( x y) t weight function ( k ( )) eq ε ε exp ε ε eq ε eq Condition D Ω t D Ω c 2 2 ε eq = e + e principal elastic strains damage in compression induces damage in tension Mazars, Pijaudier-Cabot, 1989 J. Engng Mech, ASCE 14
15 4 Tensile response Compressive response σ [MPa] σ [MPa] ε damage σ 2 σ [MPa] σ ε ELASTC DOMAN Ciclic response damage-plasticity ε
16 nterface model AA xn damaged part thickness = (1 D ) A D A Relative displacement s( x ) = u 2 ( x ) u 1 ( x ) xt2 xt1 undamaged part Constitutive law Alfano, Sacco 26 nt J Num Meth Eng ; ( ) d τ = τ + (1 D ) K c+ p ( D ( )) d τ = K s c+ p K N sn K = = H( sn ) = c p KT pt stiffness matrix contact vector sliding friction vector Sacco, Toti 21 nt J Comp Meth Engng Scie Mech 16
17 Evolution law of the inelastic slip if D > Yield function evolution law Kuhn-Tucker conditions ( τ ) φ = µ τ + τ = µτ + τ d d d d d N T N T p = ξ φ d τ T ξ, φ, ξφ = ( d) ( d τ τ ) 17
18 D Damage evolution law (Mode, Mode, Mode ) { { D }} = max, min 1, history D Y = Y 1 ( 1 η ) s s Y = Y + Y + Y Y = Y = Y = T1 T2 N N T1 T2 with T1 T2 N st1 st2 sn s N + T1 T2 2 N 2 T1 2 T2 η = s η + s η + s η s s s s s τ s s τ s s τ η η η N N N T1 T1 T1 T2 T2 T2 N = = T1 = = T2 = = f f f sn 2GcN st1 2GcT 1 st2 2GcT 2 first cracking relative displacements peak stresses full damage relative displacements fracture energies 18
19 D Damage evolution law (Mode, Mode, Mode ) { { D }} = max, min 1, history D Y = Y 1 ( 1 η ) Y = Y + Y + Y N T1 T N + T1 T2 2 N 2 T1 2 T2 η = s η + s η + s η s s s Mode τ G N τ T cn T1 Mode G ct 1 τ T τ 2T Mode G ct 2 s N f s N s N f s T 1 s T s T f 1 s T 1 s T 1 f s T 2 s T s T 2 f s T 2 s T 2 19
20 nterface-body damage coupling Ω 2 REA third layer glue glue inside the pores of Ω 1 REA thin layer Ω 1 Ω 1 combined damage from the body and interface microcracks due to the body damage microcracks due to the interface damage 2
21 Conjecture Damage in the third layer made of cohesive material due to: - detachment action D - degradation of the cohesive support material D Ω t x N Ω 2 x T the interface damage does not influence the body damage Ω 1 the body damage influences the interface damage Freddi, Frémond 26,. J. Mech. of Mater. and Struct. 21
22 Model 1 Body damage at the interface nterface damage D Ω t D coupled interface-body damage ( x) = max ( x), ( x) { } t D D D Ω c Marfia, Sacco, Toti, 212 Comp. Mech. 22
23 Model 2 Body damage at the interface nterface damage coupled interface-body damage D Ω t D W ( ) REA third layer c = D + 1 D τ τ τ Ω Ω A ( ) W KN sn c N τ = W A = Ω D A Ω ( 1 ) A = D A τ = K s D ( c+ p) W τ τ no analytic expression for D c 23
24 Numerical applications Application 1 : Tensile response: comparison of the two coupling approaches Application 2 : Evaluation of the detachment force F max as function of the adhesion length L b and of the initial damage state of the body Ω 1 Application 3 : Comparison between experimental and numerical data Application 4 : Analysis of a FRP-strengthened panel Geometry, boundary and loading conditions of the first application 1) Body Ω 1 Material properties E = 153 MPa ν = ε =.29 R= 15. mm G =.95 N/mm c 2 Ω 2 2) nterface K 3 N = KT = 27 N/mm µ =.5 N σt GcN GcT σ = = 4.7 MPa = =.34 N/mm 3) Body Ω 2 E = 16 MPa ν =
25 N Case 3 Case 2 Case 3 Case 2 Case 1 Application 1: tensile response Case 1 a) b) Response of whole structure nterface response σ [MPa] σ N [MPa] Case 1 Case 2 Case v [mm] Case 2 Case 3 Case 1 Case 3 Case 2 Case 1 Case 1 Case 2 Case 3 nterface constitutive law a) b) Case 3 Case 1 Case 2 c) Body response σ [MPa] s N [mm] Case 1 Case 2 Case 3 Case 3 Case 2 c) Case 1 ε =.16 Case 2 ε =.26 Case 3 ε =.36 1 Case ε x 1-4 Model 1 Model 2
26 Application 2 Maximum adhesion force (uncoupled and coupled theory) U=uncoupled theory F Ω 2 4 mm L b Ω 1 55 mm C=coupled theory 1 mm 25 mm 25 mm C1 U2 U3 C2 1 D Ω = % F MAX [N] U1 U4 C3 C D Ω = 5% D Ω = 7% D Ω = 9% L b [mm] L e (C4) 26
27 Application 3 Experimental campaign Geometry 4 15 F bonded zone X= 36 unbonded zone 244 F.22 u A 4 15 u B Adopted models: elastic support; uncoupled damage model; coupled Model 1; coupled Model 2. 27
28 Application 3 F u A u B Comparison experimental-numerical results 28 Carrara et al. 212, Composites B
29 Application 3 F u A u B Comparison experimental-numerical results ε[µε] S1(a) S1(b) S1(c) S1(d) S1(e) M1(a) M1(b) M1(c) M1(d) M1(e) ε[µε] S1(a) S1(b) S1(c) S1(d) S1(e) M2(a) M2(b) M2(c) M2(d) M2(e) x[mm] x[mm] Model a) 1 Model b) 2 Strain in the FRP along the bonded surface 29
30 Experimental failure mode 3
31 Application 4 Qualitative analysis of a FRP-strengthened panel F q base shear [kn] unreinforced panel reinforced panel (Model 1) reinforced panel (Model 2) reinforced panel (uncoupled model) reinforced panel (perfect masonry-frp adhesion) displacement [mm] 31
32 Conclusions Coupled model more reliable with respect to the uncoupled damage one Degradation process faster and smoother for the second approach of coupling than for the first one Coupled model able to reproduce experimental data regarding the detachment of FRP from the masonry support Future developments Comparisons with other experimental tests (panels, structures) Thermodynamic consistency 32 Thanks for your attention
Mechanics of Masonry Structures: Micro, Multiscale and Macro Models
First French-Italian meeting on masonry Laboratoire de Mécanique et d Acoustique Marseille, October 24-25, 2013 Mechanics of Masonry Structures: Micro, Multiscale and Macro Models Elio Sacco Department
More informationFRACTURE MECHANICS APPROACHES STRENGTHENING USING FRP MATERIALS
Fracture Mechanics of Concrete Structures Proceedings FRAMCOS-3 AEDIFICATIO Publishers, D-79104 Freiburg, Germany FRACTURE MECHANICS APPROACHES STRENGTHENING USING FRP MATERIALS Triantafillou Department
More informationModeling of Interfacial Debonding Induced by IC Crack for Concrete Beam-bonded with CFRP
Proceedings of the World Congress on Engineering 21 Vol II WCE 21, June 2 - July 1, 21, London, U.K. Modeling of Interfacial Debonding Induced by IC Crack for Concrete Beam-bonded with CFRP Lihua Huang,
More information3D Finite Element analysis of stud anchors with large head and embedment depth
3D Finite Element analysis of stud anchors with large head and embedment depth G. Periškić, J. Ožbolt & R. Eligehausen Institute for Construction Materials, University of Stuttgart, Stuttgart, Germany
More informationHeterogeneous structures studied by interphase elasto-damaging model.
Heterogeneous structures studied by interphase elasto-damaging model. Giuseppe Fileccia Scimemi 1, Giuseppe Giambanco 1, Antonino Spada 1 1 Department of Civil, Environmental and Aerospace Engineering,
More informationElio Sacco. Dipartimento di Ingegneria Civile e Meccanica Università di Cassino e LM
Elio Sacco Dipartimento di Ingegneria Civile e Meccanica Università di Cassino e LM F Total area Area of the cracks damage parameter nominal stress effective stress A A d A d D = A F = A F F 1 = = = A
More informationCracking in Quasi-Brittle Materials Using Isotropic Damage Mechanics
Cracking in Quasi-Brittle Materials Using Isotropic Damage Mechanics Tobias Gasch *1 and Anders Ansell 1 1 KTH Royal Institute of Technology, Department of Civil and Architectural Engineering *Corresponding
More informationNUMERICAL MODELLING AND DETERMINATION OF FRACTURE MECHANICS PARAMETERS FOR CONCRETE AND ROCK: PROBABILISTIC ASPECTS
NUMERICAL MODELLING AND DETERMINATION OF FRACTURE MECHANICS PARAMETERS FOR CONCRETE AND ROCK: PROBABILISTIC ASPECTS J. Carmeliet Catholic University of Leuven, Department of Civil Engineering, Belgium
More informationFinite Element Analysis of FRP Debonding Failure at the Tip of Flexural/Shear Crack in Concrete Beam
Marquette University e-publications@marquette Civil and Environmental Engineering Faculty Research and Publications Civil and Environmental Engineering, Department of 12-1-2013 Finite Element Analysis
More informationConstitutive and Damage Accumulation Modeling
Workshop on Modeling and Data needs for Lead-Free Solders Sponsored by NEMI, NIST, NSF, and TMS February 15, 001 New Orleans, LA Constitutive and Damage Accumulation Modeling Leon M. Keer Northwestern
More informationEVALUATION OF NONLOCAL APPROACHES FOR MODELLING FRACTURE IN NOTCHED CONCRETE SPECIMENS
VIII International Conference on Fracture Mechanics of Concrete and Concrete Structures FraMCoS-8 J.G.M. Van Mier, G. Ruiz, C. Andrade, R.C. Yu and X.X. Zhang (Eds) EVALUATION OF NONLOCAL APPROACHES FOR
More informationMesh-sensitivity analysis of seismic damage index for reinforced concrete columns
Mesh-sensitivity analysis of seismic damage index for reinforced concrete columns Jun Won Kang 1a and Jeeho Lee 2 1 Department of Civil Engineering, Hongik University, 94 Wausan-ro, Mapo-gu, Seoul 04066,
More informationComputational Modeling of FRP Reinforced Cementitious Beams
Mechanics of Advanced Materials and Structures, 13:339 353, 2006 Copyright c Taylor & Francis Group, LLC ISSN: 1537-6494 print / 1537-6532 online DOI: 10.1080/15376490600675281 Computational Modeling of
More informationModelling the nonlinear shear stress-strain response of glass fibrereinforced composites. Part II: Model development and finite element simulations
Modelling the nonlinear shear stress-strain response of glass fibrereinforced composites. Part II: Model development and finite element simulations W. Van Paepegem *, I. De Baere and J. Degrieck Ghent
More informationSIMULATION OF BOND FAILURE IN RC BEAMS STRENGTHENED WITH FRP SHEETS SUBJECTED TO DYNAMIC/IMPACT LOADINGS
Proceedings of International Symposium on Bond Behaviour of FRP in Structures (BBFS 005) Chen and Teng (eds) 005 International Institute for FRP in Construction SIMULATION OF BOND FAILURE IN RC BEAMS STRENGTHENED
More informationDEFORMATION CAPACITY OF OLDER RC SHEAR WALLS: EXPERIMENTAL ASSESSMENT AND COMPARISON WITH EUROCODE 8 - PART 3 PROVISIONS
DEFORMATION CAPACITY OF OLDER RC SHEAR WALLS: EXPERIMENTAL ASSESSMENT AND COMPARISON WITH EUROCODE 8 - PART 3 PROVISIONS Konstantinos CHRISTIDIS 1, Emmanouil VOUGIOUKAS 2 and Konstantinos TREZOS 3 ABSTRACT
More informationDynamic Analysis of a Reinforced Concrete Structure Using Plasticity and Interface Damage Models
Dynamic Analysis of a Reinforced Concrete Structure Using Plasticity and Interface Damage Models I. Rhee, K.J. Willam, B.P. Shing, University of Colorado at Boulder ABSTRACT: This paper examines the global
More informationSpecial edition paper
Development of New Aseismatic Structure Using Escalators Kazunori Sasaki* Atsushi Hayashi* Hajime Yoshida** Toru Masuda* Aseismatic reinforcement work is often carried out in parallel with improvement
More informationAnálisis Computacional del Comportamiento de Falla de Hormigón Reforzado con Fibras Metálicas
San Miguel de Tucuman, Argentina September 14 th, 2011 Seminary on Análisis Computacional del Comportamiento de Falla de Hormigón Reforzado con Fibras Metálicas Antonio Caggiano 1, Guillermo Etse 2, Enzo
More information6. NON-LINEAR PSEUDO-STATIC ANALYSIS OF ADOBE WALLS
6. NON-LINEAR PSEUDO-STATIC ANALYSIS OF ADOBE WALLS Blondet et al. [25] carried out a cyclic test on an adobe wall to reproduce its seismic response and damage pattern under in-plane loads. The displacement
More informationVARIATIONAL MODELING OF MICRO-CRACKING AND FAILURE IN FIBER-REINFORCED CONCRETES
6th European Conference on Computational Mechanics (ECCM 6) 7th European Conference on Computational Fluid Dynamics (ECFD 7) 5 June 8, Glasgow, UK VARIATIONAL MODELING OF MICRO-CRACKING AND FAILURE IN
More informationPOST-PEAK BEHAVIOR OF FRP-JACKETED REINFORCED CONCRETE COLUMNS
POST-PEAK BEHAVIOR OF FRP-JACKETED REINFORCED CONCRETE COLUMNS - Technical Paper - Tidarut JIRAWATTANASOMKUL *1, Dawei ZHANG *2 and Tamon UEDA *3 ABSTRACT The objective of this study is to propose a new
More informationINVESTIGATION OF MESH DEPENDENCE OF STOCHASTIC SIMULATIONS OF QUASIBRITTLE FRACTURE
9th International Conference on Fracture Mechanics of Concrete and Concrete Structures FraMCoS-9 V. Saouma, J. Bolander, and E. Landis (Eds) DOI 10.21012/FC9.019 INVESTIGATION OF MESH DEPENDENCE OF STOCHASTIC
More informationMechanics of Earthquakes and Faulting
Mechanics of Earthquakes and Faulting www.geosc.psu.edu/courses/geosc508 Surface and body forces Tensors, Mohr circles. Theoretical strength of materials Defects Stress concentrations Griffith failure
More informationTHE SIMPLIFIED ELASTO-PLASTIC ANALYSIS MODEL OF REINFORCED CONCRETE FRAMED SHEAR WALLS
13 th World Conference on Earthquake Engineering Vancouver, B.C., Canada August 1-6, 24 Paper No. 64 THE SIMPLIFIED ELASTO-PLASTIC ANALYSIS MODEL OF REINFORCED CONCRETE FRAMED SHEAR WALLS Norikazu ONOZATO
More informationStatic and Time Dependent Failure of Fibre Reinforced Elastomeric Components. Salim Mirza Element Materials Technology Hitchin, UK
Static and Time Dependent Failure of Fibre Reinforced Elastomeric Components Salim Mirza Element Materials Technology Hitchin, UK Introduction Fibre reinforced elastomers are used in many applications,
More informationSHEAR DESIGN EQUATIONS FOR FRP RC BEAMS
SHEAR DESIGN EQUATIONS FOR FRP RC BEAMS Dr. Maurizio Guadagnini Dr. Kypros Pilakoutas Professor Peter Waldron Centre for Dept. of Civil and Structural Engineering The University of Sheffield, UK Outline
More informationStrain-Based Design Model for FRP-Confined Concrete Columns
SP-230 57 Strain-Based Design Model for FRP-Confined Concrete Columns by N. Saenz and C.P. Pantelides Synopsis: A constitutive strain-based confinement model is developed herein for circular concrete columns
More informationEARTHQUAKE SIMULATION TESTS OF BRIDGE COLUMN MODELS DAMAGED DURING 1995 KOBE EARTHQUAKE
EARTHQUAKE SIMULATION TESTS OF BRIDGE COLUMN MODELS DAMAGED DURING 1995 KOBE EARTHQUAKE J. Sakai 1, S. Unjoh 2 and H. Ukon 3 1 Senior Researcher, Center for Advanced Engineering Structural Assessment and
More informationModeling the bond of GFRP and concrete based on a damage evolution approach
Modeling the ond of GFRP and concrete ased on a damage evolution approach Mohammadali Rezazadeh 1, Valter Carvelli 2, and Ana Veljkovic 3 1 Dep. Architecture, Built environment and Construction engineering,
More informationConstitutive Modeling of Reinforced Concrete Panel Behavior under Cyclic Loading
Constitutive Modeling of Reinforced Concrete Panel Behavior under Cyclic Loading K. Orakcal & D. Ulugtekin Bogazici University, Istanbul, Turkey L. M. Massone University of Chile, Santiago, Chile SUMMARY:
More informationLOCAL BOND STRESS SLIP RELATIONS FOR FRP SHEETS-CONCRETE INTERFACES
See discussions, stats, and author profiles for this publication at: https://www.researchgate.net/publication/69493 LOCAL BOND STRESS SLIP RELATIONS FOR FRP SHEETS-CONCRETE INTERFACES Conference Paper
More informationEFFECT OF SHEAR REINFORCEMENT ON FAILURE MODE OF RC BRIDGE PIERS SUBJECTED TO STRONG EARTHQUAKE MOTIONS
EFFECT OF SHEAR REINFORCEMENT ON FAILURE MODE OF RC BRIDGE PIERS SUBJECTED TO STRONG EARTHQUAKE MOTIONS Atsuhiko MACHIDA And Khairy H ABDELKAREEM SUMMARY Nonlinear D FEM was utilized to carry out inelastic
More informationINFLUENCE OF LOADING RATIO ON QUANTIFIED VISIBLE DAMAGES OF R/C STRUCTURAL MEMBERS
Paper N 1458 Registration Code: S-H1463506048 INFLUENCE OF LOADING RATIO ON QUANTIFIED VISIBLE DAMAGES OF R/C STRUCTURAL MEMBERS N. Takahashi (1) (1) Associate Professor, Tohoku University, ntaka@archi.tohoku.ac.jp
More informationTIME-DEPENDENT MESOSCOPIC MODELLING OF MASONRY USING EMBEDDED WEAK DISCONTINUITIES
XI International Conference on Computational Plasticity. Fundamentals and Applications COMPLAS 2011 E. Oñate and D.R.J. Owen (Eds) TIME-DEPENDENT MESOSCOPIC MODELLING OF MASONRY USING EMBEDDED WEAK DISCONTINUITIES
More informationChapter 7. Highlights:
Chapter 7 Highlights: 1. Understand the basic concepts of engineering stress and strain, yield strength, tensile strength, Young's(elastic) modulus, ductility, toughness, resilience, true stress and true
More informationInterface properties between a steel pre-stressing strand and an epoxy matrix.
Interface properties between a steel pre-stressing strand and an epoxy matrix. J. Van Vooren 1, B. Van Vooren 2, D. Van Hemelrijck 1, 1 Free University of Brussel, Dept. of Mechanics of Materials and Constructions,
More informationBoundary element analysis of FRP-concrete delamination
Boundary element analysis of FRP-concrete delamination F. Freddi 1, A. Salvadori 2 &M.Savoia 3 1 Department of Civil Engineering., University of Parma, Italy 2 Department of Civil Engineering., University
More informationBruno Silva 1, Athanasios Pappas 2, Maria R. Valluzzi 3, Francesca da Porto 4,Claudio Modena 5 ABSTRACT
Structural Analysis of Historical Constructions Jerzy Jasieńko (ed) 2012 DWE, Wrocław, Poland, ISSN 08602395, ISBN 9788371252167 CALIBRATION OF A NUMERICAL MATERIAL BEHAVIOUR MODEL FOR THE SIMULATION OF
More informationAn Energy Dissipative Constitutive Model for Multi-Surface Interfaces at Weld Defect Sites in Ultrasonic Consolidation
An Energy Dissipative Constitutive Model for Multi-Surface Interfaces at Weld Defect Sites in Ultrasonic Consolidation Nachiket Patil, Deepankar Pal and Brent E. Stucker Industrial Engineering, University
More informationElio Sacco. Dipartimento di Ingegneria Civile e Meccanica Università di Cassino e LM
Elio Sacco Diartimento di Ingegneria Civile e Meccanica Università di Cassino e LM Uni-axial resonse E ε if ε < 0 = 0 if ε 0 stress-strain t ε = 0 = c 0 if ε < 0 = E ( ε δ) with δ = ε if ε 0 ε e δ elastic
More informationMESOSCOPIC MODELLING OF MASONRY USING GFEM: A COMPARISON OF STRONG AND WEAK DISCONTINUITY MODELS B. Vandoren 1,2, K. De Proft 2
Blucher Mechanical Engineering Proceedings May 2014, vol. 1, num. 1 www.proceedings.blucher.com.br/evento/10wccm MESOSCOPIC MODELLING OF MASONRY USING GFEM: A COMPARISON OF STRONG AND WEAK DISCONTINUITY
More informationAn orthotropic damage model for crash simulation of composites
High Performance Structures and Materials III 511 An orthotropic damage model for crash simulation of composites W. Wang 1, F. H. M. Swartjes 1 & M. D. Gan 1 BU Automotive Centre of Lightweight Structures
More informationLimit analysis of brick masonry shear walls with openings under later loads by rigid block modeling
Limit analysis of brick masonry shear walls with openings under later loads by rigid block modeling F. Portioli, L. Cascini, R. Landolfo University of Naples Federico II, Italy P. Foraboschi IUAV University,
More informationAim of the study Experimental determination of mechanical parameters Local buckling (wrinkling) Failure maps Optimization of sandwich panels
METNET Workshop October 11-12, 2009, Poznań, Poland Experimental and numerical analysis of sandwich metal panels Zbigniew Pozorski, Monika Chuda-Kowalska, Robert Studziński, Andrzej Garstecki Poznan University
More informationModelling of ductile failure in metal forming
Modelling of ductile failure in metal forming H.H. Wisselink, J. Huetink Materials Innovation Institute (M2i) / University of Twente, Enschede, The Netherlands Summary: Damage and fracture are important
More informationA Performance Modeling Strategy based on Multifiber Beams to Estimate Crack Openings ESTIMATE in Concrete Structures CRACK
A Performance Modeling Strategy based on Multifiber Beams to Estimate Crack Openings ESTIMATE in Concrete Structures CRACK A. Medjahed, M. Matallah, S. Ghezali, M. Djafour RiSAM, RisK Assessment and Management,
More informationMODELING GEOMATERIALS ACROSS SCALES JOSÉ E. ANDRADE DEPARTMENT OF CIVIL AND ENVIRONMENTAL ENGINEERING EPS SEMINAR SERIES MARCH 2008
MODELING GEOMATERIALS ACROSS SCALES JOSÉ E. ANDRADE DEPARTMENT OF CIVIL AND ENVIRONMENTAL ENGINEERING EPS SEMINAR SERIES MARCH 2008 COLLABORATORS: DR XUXIN TU AND MR KIRK ELLISON THE ROADMAP MOTIVATION
More informationMechanics of Earthquakes and Faulting
Mechanics of Earthquakes and Faulting Lectures & 3, 9/31 Aug 017 www.geosc.psu.edu/courses/geosc508 Discussion of Handin, JGR, 1969 and Chapter 1 Scholz, 00. Stress analysis and Mohr Circles Coulomb Failure
More informationULTIMATE SHEAR OF BEAMS STRENGTHENED WITH CFRP SHEETS
ULTIMATE SHEAR OF BEAMS STRENGTHENED WITH CFRP SHEETS U. Ianniruberto and M. Imbimbo Department of Civil Engineering, University of Rome Tor Vergata Via di Tor Vergata 0, 0033, Rome, Italy SUMMARY: The
More informationV Predicted Weldment Fatigue Behavior AM 11/03 1
V Predicted Weldment Fatigue Behavior AM 11/03 1 Outline Heavy and Light Industry weldments The IP model Some predictions of the IP model AM 11/03 2 Heavy industry AM 11/03 3 Heavy industry AM 11/03 4
More informationFig. 1. Different locus of failure and crack trajectories observed in mode I testing of adhesively bonded double cantilever beam (DCB) specimens.
a). Cohesive Failure b). Interfacial Failure c). Oscillatory Failure d). Alternating Failure Fig. 1. Different locus of failure and crack trajectories observed in mode I testing of adhesively bonded double
More informationNUMERICAL SIMULATION OF THE INELASTIC SEISMIC RESPONSE OF RC STRUCTURES WITH ENERGY DISSIPATORS
NUMERICAL SIMULATION OF THE INELASTIC SEISMIC RESPONSE OF RC STRUCTURES WITH ENERGY DISSIPATORS ABSTRACT : P Mata1, AH Barbat1, S Oller1, R Boroschek2 1 Technical University of Catalonia, Civil Engineering
More informationMulti-level seismic damage analysis of RC framed structures. *Jianguang Yue 1)
Multi-level seismic damage analysis of RC framed structures *Jianguang Yue 1) 1) College of Civil Engineering, Nanjing Tech University, Nanjing 2118, China 1) jgyue@njtech.edu.cn ABSTRACT A comprehensive
More informationMicroplane Model formulation ANSYS, Inc. All rights reserved. 1 ANSYS, Inc. Proprietary
Microplane Model formulation 2010 ANSYS, Inc. All rights reserved. 1 ANSYS, Inc. Proprietary Table of Content Engineering relevance Theory Material model input in ANSYS Difference with current concrete
More informationAbstract. 1 Introduction
Contact analysis for the modelling of anchors in concrete structures H. Walter*, L. Baillet** & M. Brunet* *Laboratoire de Mecanique des Solides **Laboratoire de Mecanique des Contacts-CNRS UMR 5514 Institut
More informationA Method for Gradient Enhancement of Continuum Damage Models
TECHNISCHE MECHANIK, Band 28, Heft 1, (28), 43 52 Manuskripteingang: 31. August 27 A Method for Gradient Enhancement of Continuum Damage Models B. J. Dimitrijevic, K. Hackl A method for the regularization
More informationstrain appears only after the stress has reached a certain critical level, usually specied by a Rankine-type criterion in terms of the maximum princip
Nonlocal damage models: Practical aspects and open issues Milan Jirasek LSC-DGC, Swiss Federal Institute of Technology at Lausanne (EPFL), Switzerland Milan.Jirasek@ep.ch Abstract: The purpose of this
More informationMODELING OF NONLINEAR BEHAVIOR OF RC SHEAR WALLS UNDER COMBINED AXIAL, SHEAR AND FLEXURAL LOADING
CD02-003 MODELING OF NONLINEAR BEHAVIOR OF RC SHEAR WALLS UNDER COMBINED AXIAL, SHEAR AND FLEXURAL LOADING B. Ghiassi 1, M. Soltani 2, A. A. Tasnimi 3 1 M.Sc. Student, School of Engineering, Tarbiat Modares
More informationFATIGUE DURABILITY OF CONCRETE EXTERNALLY STRENGTHENED WITH FRP SHEETS
FATIGUE DURABILITY OF CONCRETE EXTERNALLY STRENGTHENED WITH FRP SHEETS H. Diab () and Zhishen Wu () () Department o Urban and Civil Engineering, Ibaraki University, Japan Abstract A primary concern o the
More informationMODELLING MIXED-MODE RATE-DEPENDENT DELAMINATION IN LAYERED STRUCTURES USING GEOMETRICALLY NONLINEAR BEAM FINITE ELEMENTS
PROCEEDINGS Proceedings of the 25 th UKACM Conference on Computational Mechanics 12-13 April 217, University of Birmingham Birmingham, United Kingdom MODELLING MIXED-MODE RATE-DEPENDENT DELAMINATION IN
More information*MAT_PAPER and *MAT_COHESIVE_PAPER: Two New Models for Paperboard Materials
14 th International LS-DYNA Users Conference Session: Constitutive Modeling *MAT_PAPER and *MAT_COHESIVE_PAPER: Two New Models for Paperboard Materials Jesper Karlsson 1, Mikael Schill 1, Johan Tryding
More informationDesign of AAC wall panel according to EN 12602
Design of wall panel according to EN 160 Example 3: Wall panel with wind load 1.1 Issue Design of a wall panel at an industrial building Materials with a compressive strength 3,5, density class 500, welded
More informationVORONOI APPLIED ELEMENT METHOD FOR STRUCTURAL ANALYSIS: THEORY AND APPLICATION FOR LINEAR AND NON-LINEAR MATERIALS
The 4 th World Conference on Earthquake Engineering October -7, 008, Beijing, China VORONOI APPLIED ELEMENT METHOD FOR STRUCTURAL ANALYSIS: THEORY AND APPLICATION FOR LINEAR AND NON-LINEAR MATERIALS K.
More informationAn Atomistic-based Cohesive Zone Model for Quasi-continua
An Atomistic-based Cohesive Zone Model for Quasi-continua By Xiaowei Zeng and Shaofan Li Department of Civil and Environmental Engineering, University of California, Berkeley, CA94720, USA Extended Abstract
More informationPowerful Modelling Techniques in Abaqus to Simulate
Powerful Modelling Techniques in Abaqus to Simulate Necking and Delamination of Laminated Composites D. F. Zhang, K.M. Mao, Md. S. Islam, E. Andreasson, Nasir Mehmood, S. Kao-Walter Email: sharon.kao-walter@bth.se
More informationASSESSMENT OF NONLINEAR BOND LAWS FOR NEAR- SURFACE-MOUNTED SYSTEMS IN CONCRETE ELEMENTS
ASSESSMENT OF NONLINEAR BOND LAWS FOR NEAR- SURFACE-MOUNTED SYSTEMS IN CONCRETE ELEMENTS Francesca CERONI* Assistant Professor Engineering Department, University of Sannio Piazza Roma, 21, 82100 - Benevento,
More informationDynamic nonlinear crack growth at interfaces in multi-layered materials
- B14 Dynamic fracture - Dynamic nonlinear crack rowth at interfaces in multi-layered materials Mauro Corrado POLITECNICO DI TORINO Department of Structural, Geotechnical and Buildin Enineerin mauro.corrado@polito.it
More informationModule 5: Failure Criteria of Rock and Rock masses. Contents Hydrostatic compression Deviatoric compression
FAILURE CRITERIA OF ROCK AND ROCK MASSES Contents 5.1 Failure in rocks 5.1.1 Hydrostatic compression 5.1.2 Deviatoric compression 5.1.3 Effect of confining pressure 5.2 Failure modes in rocks 5.3 Complete
More informationCONCRETE FATIGUE MODEL BASED ON CUMULATIVE INELASTIC SHEAR STRAINS
6th European Conference on Computational Mechanics (ECCM 6) 7th European Conference on Computational Fluid Dynamics (ECFD 7) 11-1 June 218, Glasgow, UK COCRETE FATIGUE MODEL BASED O CUMULATIVE IELASTIC
More informationOutline. Tensile-Test Specimen and Machine. Stress-Strain Curve. Review of Mechanical Properties. Mechanical Behaviour
Tensile-Test Specimen and Machine Review of Mechanical Properties Outline Tensile test True stress - true strain (flow curve) mechanical properties: - Resilience - Ductility - Toughness - Hardness A standard
More informationStress intensity factor analysis for an interface crack between dissimilar isotropic materials
Stress intensity factor analysis for an interface crack between dissimilar isotropic materials under thermal stress T. Ikeda* & C. T. Sun* I Chemical Engineering Group, Department of Materials Process
More informationStructural behaviour of traditional mortise-and-tenon timber joints
Structural behaviour of traditional mortise-and-tenon timber joints Artur O. Feio 1, Paulo B. Lourenço 2 and José S. Machado 3 1 CCR Construtora S.A., Portugal University Lusíada, Portugal 2 University
More informationAnalytical Predictive Models for Lead-Core and Elastomeric Bearing
Journal of Civil Engineering and Architecture (07) 748-756 doi: 0.765/934-7359/07.08.003 D DAVID PUBLISHING Analytical Predictive Models for Lead-Core and Elastomeric Bearing Todor Zhelyazov Technical
More informationDiscrete Element Modelling of a Reinforced Concrete Structure
Discrete Element Modelling of a Reinforced Concrete Structure S. Hentz, L. Daudeville, F.-V. Donzé Laboratoire Sols, Solides, Structures, Domaine Universitaire, BP 38041 Grenoble Cedex 9 France sebastian.hentz@inpg.fr
More informationCentrifuge Shaking Table Tests and FEM Analyses of RC Pile Foundation and Underground Structure
Centrifuge Shaking Table s and FEM Analyses of RC Pile Foundation and Underground Structure Kenji Yonezawa Obayashi Corporation, Tokyo, Japan. Takuya Anabuki Obayashi Corporation, Tokyo, Japan. Shunichi
More informationPrediction of Elastic Constants on 3D Four-directional Braided
Prediction of Elastic Constants on 3D Four-directional Braided Composites Prediction of Elastic Constants on 3D Four-directional Braided Composites Liang Dao Zhou 1,2,* and Zhuo Zhuang 1 1 School of Aerospace,
More informationCoupling of plasticity and damage in glass fibre reinforced polymer composites
EPJ Web of Conferences 6, 48 1) DOI: 1.151/epjconf/1648 c Owned by the authors, published by EDP Sciences, 1 Coupling of plasticity and damage in glass fibre reinforced polymer composites R. Kvale Joki
More informationExperimental Study on the Damage Evolution of Rebar-Concrete Interface. Lu Xinzheng
Experimental Study on the Damage Evolution of Rebar-Concrete Interface Lu Xinzheng SCHOOL OF CIVIL AND STRUCTURAL ENGINEERING NANYANG TECHNOLOGICAL UNIVERSITY 1999/ ABSTRACT In reinforced concrete structures,
More informationNumerical Characterization of Concrete Heterogeneity
Vol. Materials 5, No. Research, 3, 2002Vol. 5, No. 3, Statistical 309-314, 2002. Characterization of the Concrete Numerical Modeling of Size Effect In Heterogeneity 2002 309 Numerical Characterization
More information5 ADVANCED FRACTURE MODELS
Essentially, all models are wrong, but some are useful George E.P. Box, (Box and Draper, 1987) 5 ADVANCED FRACTURE MODELS In the previous chapter it was shown that the MOR parameter cannot be relied upon
More informationMechanical Properties of Materials
Mechanical Properties of Materials Strains Material Model Stresses Learning objectives Understand the qualitative and quantitative description of mechanical properties of materials. Learn the logic of
More informationFire Analysis of Reinforced Concrete Beams with 2-D Plane Stress Concrete Model
Research Journal of Applied Sciences, Engineering and Technology 5(2): 398-44, 213 ISSN: 24-7459; E-ISSN: 24-7467 Maxwell Scientific Organization, 213 Submitted: April 29, 212 Accepted: May 23, 212 Published:
More informationHIGHLY ADAPTABLE RUBBER ISOLATION SYSTEMS
th World Conference on Earthquake Engineering Vancouver, B.C., Canada August -6, 24 Paper No. 746 HIGHLY ADAPTABLE RUBBER ISOLATION SYSTEMS Luis DORFMANN, Maria Gabriella CASTELLANO 2, Stefan L. BURTSCHER,
More informationDynamic analysis of a reinforced concrete shear wall with strain rate effect. Synopsis. Introduction
Dynamic analysis of a reinforced concrete shear wall with strain rate effect Synopsis A simplified analysis method for a reinforced concrete shear wall structure considering strain rate effects is presented.
More informationINFLUENCE OF FLANGE STIFFNESS ON DUCTILITY BEHAVIOUR OF PLATE GIRDER
International Journal of Civil Structural 6 Environmental And Infrastructure Engineering Research Vol.1, Issue.1 (2011) 1-15 TJPRC Pvt. Ltd.,. INFLUENCE OF FLANGE STIFFNESS ON DUCTILITY BEHAVIOUR OF PLATE
More informationExperimentally Calibrating Cohesive Zone Models for Structural Automotive Adhesives
Experimentally Calibrating Cohesive Zone Models for Structural Automotive Adhesives Mark Oliver October 19, 2016 Adhesives and Sealants Council Fall Convention contact@veryst.com www.veryst.com Outline
More informationNumerical simulation of delamination onset and growth in laminated composites
Numerical simulation of delamination onset and growth in laminated composites G. Wimmer, C. Schuecker, H.E. Pettermann Austrian Aeronautics Research (AAR) / Network for Materials and Engineering at the
More informationAnisotropic Damage Mechanics Modeling of Concrete under Biaxial Fatigue Loading
Open Journal of Civil Engineering, 2015, 5, 8-16 Published Online March 2015 in SciRes. http://www.scirp.org/journal/ojce http://dx.doi.org/10.4236/ojce.2015.51002 Anisotropic Damage Mechanics Modeling
More information3.032 Problem Set 2 Solutions Fall 2007 Due: Start of Lecture,
3.032 Problem Set 2 Solutions Fall 2007 Due: Start of Lecture, 09.21.07 1. In the beam considered in PS1, steel beams carried the distributed weight of the rooms above. To reduce stress on the beam, it
More informationEXPERIMENTS ON SHEAR-FLEXURAL BEHAVIORS OF MODEL CAST IN PLACE CONCRETE PILES
13 th World Conference on Earthquake Engineering Vancouver, B.C., Canada August 1-6, 2004 Paper No. 1403 EXPERIMENTS ON SHEAR-FLEXURAL BEHAVIORS OF MODEL CAST IN PLACE CONCRETE PILES Toshihiko YAMAMOTO
More informationA simple elastoplastic model for soils and soft rocks
A simple elastoplastic model for soils and soft rocks A SIMPLE ELASTO-PLASTIC MODEL FOR SOILS AND SOFT ROCKS by Roberto Nova Milan University of Technology 1. MODEL HISTORY The model is the result of the
More informationMASONRY MICRO-MODELLING ADOPTING A DISCONTINUOUS FRAMEWORK
MASONRY MICRO-MODELLING ADOPTING A DISCONTINUOUS FRAMEWORK J. Pina-Henriques and Paulo B. Lourenço School of Engineering, University of Minho, Guimarães, Portugal Abstract Several continuous and discontinuous
More informationA PROPOSAL OF DESIGN PROCEDURE FOR FLEXURAL STRENGTHENING RC BEAMS WITH FRP SHEET
N. Kishi, E-89, 1/8 A PROPOSAL OF DESIGN PROCEDURE FOR FLEXURAL STRENGTHENING RC BEAMS WITH FRP SHEET Yusuke Kurihashi Norimitsu Kishi Hiroshi Mikami Sumiyuki Sawada Civil Engrg. Research Muroran Inst.
More informationMODELING GEOMATERIALS ACROSS SCALES
MODELING GEOMATERIALS ACROSS SCALES JOSÉ E. ANDRADE DEPARTMENT OF CIVIL AND ENVIRONMENTAL ENGINEERING AFOSR WORKSHOP ON PARTICULATE MECHANICS JANUARY 2008 COLLABORATORS: DR XUXIN TU AND MR KIRK ELLISON
More informationALGORITHM FOR NON-PROPORTIONAL LOADING IN SEQUENTIALLY LINEAR ANALYSIS
9th International Conference on Fracture Mechanics of Concrete and Concrete Structures FraMCoS-9 Chenjie Yu, P.C.J. Hoogenboom and J.G. Rots DOI 10.21012/FC9.288 ALGORITHM FOR NON-PROPORTIONAL LOADING
More informationProceedings of the 28th Risø international symposium on materials science, 3-6 Sept 2007.
Proceedings of the 28th Risø international symposium on materials science, 3-6 Sept 27. INFLUENCE OF TEMPERATURE ON COHESIVE PARAMETERS FOR ADHESIVES Anders Biel 1 and Thomas Carlberger 2 1 University
More informationSHEAR RESISTANCE BETWEEN CONCRETE-CONCRETE SURFACES
, DOI: 10.2478/sjce-2013-0018 M. KOVAČOVIC SHEAR RESISTANCE BETWEEN CONCRETE-CONCRETE SURFACES Marek KOVAČOVIC Email: marek.kovacovic@gmail.com Research field: composite structures Address: Department
More informationImpact and Crash Modeling of Composite Structures: A Challenge for Damage Mechanics
Impact and Crash Modeling of Composite Structures: A Challenge for Damage Mechanics Dr. A. Johnson DLR Dr. A. K. Pickett ESI GmbH EURO-PAM 99 Impact and Crash Modelling of Composite Structures: A Challenge
More informationCracking in Quasi-Brittle Materials Using Isotropic Damage Mechanics
Cracking in Quasi-Brittle Materials Using Isotropic Damage Mechanics Tobias Gasch, PhD Student Co-author: Prof. Anders Ansell Comsol Conference 2016 Munich 2016-10-12 Contents Introduction Isotropic damage
More information