Papadrakakis / Lagaros / Fragiadakis Computational Methods in Earthquake Engineering

1. Auflage 2010
ISBN: 978-94-007-0053-6
Verlag: Springer Netherlands
Format: PDF
Kopierschutz: 1 - PDF Watermark

E-Book, Englisch, Band 21, 586 Seiten

Reihe: Computational Methods in Applied Sciences

This book provides an insight in advanced methods and concepts for structural analysis and design against seismic loading. The book consists of 25 chapters dealing with a wide range of timely issues in contemporary Earthquake Engineering. In brief, the topics covered are: collapse assessment, record selection, effect of soil conditions, problems in seismic design, protection of monuments, earth dam structures and liquid containers, numerical methods, lifetime assessment, post-earthquake measures.A common ground of understanding is provided between the communities of Earth Sciences and Computational Mechanics towards mitigating seismic risk. The topic is of great social and scientific interest, due to the large number of scientists and practicing engineers currently working in the field and due to the great social and economic consequences of earthquakes.

Autoren/Hrsg.

Lagaros, Nikos

Fragiadakis, Michalis

Papadrakakis, Manolis

Lagaros, Nikos D.

Inhaltsverzeichnis

1;Preface;6
2;Contents;12
3;Collapse Assessment of Steel Moment Resisting Frames Under Earthquake Shaking;15
3.1;1 Introduction;16
3.2;2 Component Deterioration Modeling;16
3.3;3 Prototype and Model Steel Frame for Experimental and Analytical Collapse Studies;18
3.3.1;3.1 Scale Model Frames for Earthquake SimulatorCollapse Tests;19
3.3.2;3.2 Hysteretic Response and Component Deterioration;20
3.4;4 Earthquake Simulator Testing Phases and Analytical Collapse Predictions;22
3.4.1;4.1 Pre-Buffalo Collapse Predictions;23
3.4.2;4.2 Post-Buffalo Collapse Predictions;24
3.4.3;4.3 Post-Buffalo Response Predictions to Collapse;27
3.4.4;4.4 Predicted Base Shear Histories to Collapse;29
3.5;5 Summary and Conclusions;31
3.6;References;32
4;Seismic Induced Global Collapse of Non-deteriorating Frame Structures;34
4.1;1 Introduction;34
4.2;2 Structural Vulnerability to Global P-Delta Effects;36
4.2.1;2.1 Assessment of the Vulnerability to Global P-Delta Effects;36
4.2.2;2.2 Example;38
4.3;3 Assessment of the Global Collapse Capacity;40
4.3.1;3.1 Incremental Dynamic Analysis;40
4.3.2;3.2 Example;41
4.4;4 Simplified Assessment of the Global Collapse Capacity;44
4.4.1;4.1 Equivalent Single-Degree-of-Freedom System;45
4.4.2;4.2 Collapse Capacity Spectra;47
4.4.3;4.3 Application of Design Collapse Capacity Spectra to Multi-Story Frame Structures;49
4.4.4;4.4 Example;50
4.5;5 Conclusions;52
4.6;References;52
5;On the Evaluation of EC8-Based Record Selection Procedures for the Dynamic Analysis of Buildings and Bridges;54
5.1;1 Introduction;55
5.2;2 Selection of Seismic Input for Dynamic Analysis According to Eurocode 8;56
5.2.1;2.1 Record Selection on the Basis of EC8, Part 1;56
5.2.2;2.2 Record Selection on the Basis of EC8, Part 2;57
5.3;3 Case Studies for Evaluation of EC8-Based Earthquake Record Selection for Buildings and Bridges;58
5.3.1;3.1 Case Study 1: Nonlinear Dynamic Analysis of an Irregular R/C Building in Lefkada, Greece;58
5.3.1.1;3.1.1 Overview of the Lefkada Earthquake;58
5.3.1.2;3.1.2 Structural Configuration and Regional Soil Profile;59
5.3.1.3;3.1.3 Numerical Analysis Framework of R/C Building;60
5.3.1.4;3.1.4 Soil-Structure Interaction Aspects and Validation of the Reference Finite Element Model;61
5.3.1.5;3.1.5 Quantification of Damage;63
5.3.2;3.2 Case Study 2: Linear Dynamic Analysis of Twin R/C Bridges in Kavala, Northern Greece;63
5.3.2.1;3.2.1 Overview of the Twin Bridges;63
5.3.2.2;3.2.2 Numerical Analysis Framework of Twin R/C Bridges;64
5.4;4 Selection of Earthquake Record Sets for Nonlinear and Linear Analysis of the Structures Under Investigation;65
5.4.1;4.1 General Aspects;65
5.4.2;4.2 Sets of Selected Records and Mean Spectra for Nonlinear Analysis of the Lefkada Irregular Building (Case Study 1);65
5.4.3;4.3 Sets of Selected Records and Mean Spectra for Linear Analysis of the Kavala Twin Bridges (Case Study 2);70
5.5;5 Dynamic Analysis Results;72
5.5.1;5.1 Response of the Lefkada Irregular Building (Case Study 1);72
5.5.2;5.2 Response of the Kavala Twin Bridges (Case Study 2);74
5.6;6 Concluding Remarks;75
5.7;References;76
6;Site Effects in Ground Motion Synthetics for Structural Performance Predictions;79
6.1;1 Introduction;79
6.2;2 Site Conditions and Synthetic Ground Motions;82
6.3;3 Strong Motion Site Response Analyses;83
6.3.1;3.1 Equivalent Linear Models;84
6.3.2;3.2 Nonlinear Models: Monotonic and Hysteretic Behavior;85
6.3.3;3.3 Calibration of Nonlinear Soil Parameters;90
6.4;4 Site Response Modeling Variability;91
6.5;5 Uncertainty and Bias in Structural Response Predictions;94
6.5.1;5.1 Inelastic Deformation Ratio;94
6.5.2;5.2 Bias and Uncertainty in Inelastic Deformation Prediction;96
6.6;6 Conclusions;105
6.7;References;106
7;Problems in Pushover Analysis of Bridges Sensitive to Torsion;110
7.1;1 Introduction;111
7.2;2 Overview of the Bridge Studied;112
7.3;3 Finite Element Modelling and Analysis of the Structure;113
7.3.1;3.1 Modelling Aspects;113
7.3.2;3.2 Modal and Response Spectrum Analysis of the Bridge;115
7.4;4 Assessment of the Bridge Performance;117
7.4.1;4.1 Inelastic Modelling and Analysis Aspects;117
7.4.2;4.2 Foundation Compliance;118
7.4.3;4.3 Modelling of Bearings;120
7.4.4;4.4 Pushover Analysis for Torsional Loading Pattern;121
7.4.5;4.5 Influence of Pier Configuration;122
7.4.6;4.6 Torsional Sensitivity;124
7.5;5 Assessment of the Bridge Performance Using Time-History Analysis;125
7.5.1;5.1 Verification of Displacements;126
7.5.2;5.2 Verification of Nonlinear Deformations and Failure Mechanism;128
7.5.3;5.3 Base-Shear-Displacement Relationship;130
7.5.4;5.4 Torsional Sensitivity;132
7.6;6 Conclusions;132
7.7;References;133
8;Spatial Displacement Patterns of R.C. Buildings Under Seismic Loads;134
8.1;1 Introduction;134
8.2;2 Comparison Between the Fundamental Mode Shape and the Peak Response Displacement Profile of R.C. Structures;136
8.3;3 Approximation to the Fundamental Translational Mode Shapes of Rotationally-Sensitive Structures;140
8.3.1;3.1 Methodology;145
8.3.2;3.2 Proposed Method for Calculating the Maximum Translational Seismic Response of R.C. Buildings;149
8.3.3;3.3 Example Analysis;152
8.4;4 Conclusions;154
8.5;References;155
9;Constitutive Modelling of Concrete Behaviour: Need for Reappraisal;157
9.1;1 Introduction;157
9.2;2 Concepts Underlying the Modelling of StructuralConcrete;158
9.3;3 Fundamental Concrete Properties;161
9.4;4 Use of Concrete Properties in Finite-Element Analysis;166
9.4.1;4.1 Constitutive Law of Concrete Behaviour;166
9.4.2;4.2 Constitutive Law for Steel Bars;169
9.4.3;4.3 Concrete-Steel Interaction;170
9.5;5 Implementation in FE Analysis;170
9.5.1;5.1 Numerical Solution of the Equation of Motion;172
9.5.2;5.2 Nonlinear Procedure;173
9.5.3;5.3 FE Modelling;174
9.6;6 FE Predictions of Structural-Concrete Behaviour;175
9.6.1;6.1 Hinged Beam Under Static Monotonic Loading;175
9.6.2;6.2 Hinged Beam Under Impact Loading;176
9.6.3;6.3 Beam-Column Joint Under Cyclic Loading;177
9.6.4;6.4 Three-Storey Structural Wall Under Seismic Excitation;179
9.7;7 Concluding Remarks;181
9.8;References;183
10;Numerical Simulation of Gusset Plate Connection with Rhs Shape Brace Under Cyclic Loading;186
10.1;1 Introduction;187
10.2;2 Validation of the Equivalent Plastic Strain Range for the Crack Initiation at the Mid Region of the Brace;188
10.3;3 Design of Gusset Plate Connections;193
10.4;4 Description of Parametric Study;194
10.5;5 Finite Element Model;198
10.6;6 Results and Discussion;199
10.6.1;6.1 Free Space in Gusset Plate;199
10.6.2;6.2 Weld Size;203
10.6.3;6.3 Beam-to-Column Connection;204
10.6.4;6.4 Loading History;205
10.7;7 Conclusion;207
10.8;References;208
11;Seismic Response of RC Framed Buildings Designed According to Eurocodes;209
11.1;1 Introduction;209
11.2;2 Seismic Response Parameters;210
11.3;3 Local and Objective Damage Index;211
11.4;4 Non-linear Response;212
11.5;5 Design of Buildings;214
11.5.1;5.1 Non-linear Static Analysis;214
11.5.2;5.2 Non-linear Dynamic Analysis;217
11.6;6 Seismic Safety of the Buildings;221
11.6.1;6.1 Determination of the Performance Point;221
11.6.2;6.2 Fragility Curves and Damage Probability Matrices;223
11.7;7 Concluding Remarks;225
11.8;References;227
12;Assessment of the Seismic Capacity of Stone Masonry Walls with Block Models;229
12.1;1 Introduction;229
12.2;2 Rigid Block Modelling of Masonry Walls;230
12.3;3 Analysis of Influence of Block Patterns;231
12.3.1;3.1 Regular Block Patterns;232
12.3.2;3.2 Voronoi Block Patterns;234
12.3.3;3.3 A Procedure for Generation of Irregular Block Patterns Based on a Bed Joint and Cross Joint Structure;236
12.4;4 Natural Frequencies of Rigid Block Systems;238
12.5;5 Local Modeling of Wall Failure;240
12.6;6 Conclusions;242
12.7;References;242
13;Seismic Behaviour of Ancient Multidrum Structures;244
13.1;1 Introduction;244
13.1.1;1.1 Motivation;244
13.1.2;1.2 Ancient Greek Architecture;247
13.2;2 Literature Review;248
13.2.1;2.1 Rigid Body Motion;249
13.2.2;2.2 Dynamic Response of Multi-drum Columns;252
13.3;3 Formulation of the Physical Problem;255
13.3.1;3.1 Discrete Element Methods;255
13.3.2;3.2 Contact Modelling;255
13.3.3;3.3 Block Deformability;256
13.3.4;3.4 Contact Interactions;257
13.3.5;3.5 Simulating Discontinuous Systems;258
13.3.6;3.6 Contact Forces;259
13.3.7;3.7 Equations of Motion;260
13.3.8;3.8 Analysis Procedure;263
13.4;4 Software Development;263
13.4.1;4.1 Limitations of the Two Dimensional Analysis;265
13.5;5 Numerical Simulation of Colonnades with an Epistyle;265
13.6;6 Concluding Remarks;267
13.7;References;268
14;Seismic Behaviour of the Walls of the Parthenon A Numerical Study;272
14.1;1 Introduction;273
14.2;2 Discrete Element Modeling of Stone Masonry;274
14.3;3 Description of the Monument;274
14.4;4 Numerical Models;275
14.4.1;4.1 General Assumptions;275
14.4.2;4.2 Sub-Assembly Models of a Section of the N Wall;277
14.4.3;4.3 Full Model of the Partially Restored Structure;278
14.5;5 Seismic Input;278
14.6;6 Presentation of the Results;280
14.6.1;6.1 In-Plane Versus Out-of-Plane Response;280
14.6.2;6.2 Effect of Friction Coefficient;280
14.6.3;6.3 Comparison of the Sub-Assembly Models with the Full-Structure Model;283
14.6.4;6.4 Effect of Connections;284
14.6.5;6.5 Effect of Imperfections;285
14.6.6;6.6 Collapse Mechanism;287
14.6.7;6.7 Effect of the Seismic Motion Characteristics;288
14.7;7 Conclusions;289
14.8;References;290
15;Estimation of Seismic Response Parameters Through Extended Incremental Dynamic Analysis;291
15.1;1 Introduction;291
15.2;2 Summary of Extended IDA;292
15.3;3 Example: An Eight-Storey RC Frame;294
15.3.1;3.1 Description of Structure and Structural Model;294
15.3.2;3.2 Sets of Ground Motion Records;296
15.3.3;3.3 Incremental Dynamic Analysis;298
15.3.4;3.4 Extended Incremental Dynamic Analysis;299
15.3.5;3.5 Dispersion Measures and the Sensitivity of Sa,LS to Random Variables;305
15.4;4 Conclusions;309
15.5;References;310
16;Robust Stochastic Design of Viscous Dampers for Base Isolation Applications;311
16.1;1 Introduction;311
16.2;2 Structural Model;313
16.3;3 Near Fault Stochastic Excitation Model;314
16.3.1;3.1 High-Frequency Component;314
16.3.2;3.2 Long Period Pulse;315
16.3.3;3.3 Near-Fault Ground Motion;317
16.3.4;3.4 Characteristics for Amplitude Spectrum and Envelope Function for Ground Motion Modeling;318
16.4;4 Robust Reliability Based Design;319
16.5;5 Stochastic Analysis and Optimization;320
16.5.1;5.1 Stochastic Subset Optimization;321
16.5.2;5.2 Stochastic Optimization Framework;325
16.5.3;5.3 Markov Chain Monte Carlo Sampling Within SSO;326
16.6;6 Illustrative Example;327
16.6.1;6.1 System and Excitation Models;328
16.6.2;6.2 Stochastic Optimization Results;329
16.6.3;6.3 Sensitivity for the Model Parameters;330
16.6.4;6.4 Seismic Protection Design Characteristics;332
16.7;7 Conclusions;333
16.8;References;334
17;Uncertainty Modeling and Robust Control for Smart Structures;336
17.1;1 Introduction;336
17.2;2 Mathematical Modelling;337
17.2.1;2.1 Piezoelectric Equations;338
17.2.2;2.2 Equations of Motion;339
17.2.3;2.3 Finite Element Formulation;340
17.3;3 Design Objectives and System Specifications;342
17.3.1;3.1 Controller Synthesis;345
17.3.2;3.2 System Uncertainty;346
17.4;4 Robustness Issues;350
17.4.1;4.1 Robust Analysis: Results;351
17.4.2;4.2 Robust Synthesis: -Controller;356
17.5;5 Reduced Order Control;358
17.6;6 Conclusions;359
17.7;References;360
18;Critical Assessment of Penalty-Type Methods for Imposition of Time-Dependent Boundary Conditions in FEM Formulations for Elastodynamics;362
18.1;1 Introduction;362
18.2;2 Governing Equations;364
18.3;3 Variational Formulation;365
18.4;4 Imposition of Boundary Conditions;365
18.4.1;4.1 Consistent Penalty Formulation;366
18.4.2;4.2 Large Mass Method;367
18.4.3;4.3 Large Spring Method;368
18.5;5 Selection of Penalty Parameters and Assessment of the Penalty Type Methods;368
18.5.1;5.1 Single Degree of Freedom System;369
18.5.2;5.2 Numerical Implementation in the Case of Single Degree of Freedom Systems;370
18.5.3;5.3 Multiple Degree of Freedom Systems;371
18.5.4;5.4 Numerical Implementation in the Case of Multiple Degree of Freedom Systems;375
18.6;6 A Non-linear Elasticity Example;377
18.7;7 Concluding Remarks;379
18.8;References;379
19;Nonlinear Dynamic Analysis of Timoshenko Beams;381
19.1;1 Introduction;381
19.2;2 Statement of the Problem;384
19.3;3 Integral Representations – Numerical Solution;390
19.3.1;3.1 For the Transverse Displacements v, w;390
19.3.2;3.2 For the Axial Displacement u;393
19.3.3;3.3 For the Stress Functions (y,z) and (y,z);394
19.4;4 Numerical Examples;395
19.4.1;4.1 Example 1;395
19.4.2;4.2 Example 2;397
19.4.3;4.3 Example 3;400
19.5;5 Concluding Remarks;402
19.6;References;403
20;Inelastic Analysis of Frames Under Combined Bending,Shear and Torsion;405
20.1;1 Introduction;405
20.2;2 Beam Element Formulation;406
20.2.1;2.1 The Natural Mode Method;406
20.2.2;2.2 Force-Based Fibre Element Formulation;408
20.2.3;2.3 Section and Element Stiffness Matrices;410
20.2.4;2.4 Numerical Examples: Clamped Beam;412
20.3;3 Shear-Deformable Fiber Element;414
20.3.1;3.1 Element Kinematics;415
20.3.2;3.2 Section and Element Stiffness Matrices;416
20.3.3;3.3 Modifications to Account for Torsion;417
20.3.4;3.4 Implementation of a 3D Constitutive Relationship on a Beam Element;418
20.3.5;3.5 Numerical Example: Shear Link;421
20.4;4 A Simplified, Decoupled, Shear-Deformable Fiber Element;425
20.4.1;4.1 Numerical Example: Squat Column;426
20.5;5 Conclusions;428
20.6;References;428
21;Seismic Simulation and Base Sliding of Concrete Gravity Dams;430
21.1;1 Introduction;431
21.2;2 Mechanical Model;431
21.3;3 Actions Considered;437
21.3.1;3.1 Static Actions;437
21.3.2;3.2 Dynamic Actions: Earthquake Time History;439
21.4;4 Illustration of Parametric Analysis: Influence of Dam-Water-Foundation Mechanic Parameters;440
21.4.1;4.1 Influence of Resistance Foundation Parameters;442
21.4.2;4.2 Influence of Deformability of the Foundation;443
21.4.3;4.3 Influence of Water Level in the Reservoir;444
21.4.4;4.4 Influence of Dam Height;448
21.5;5 Discussion of Results;450
21.5.1;5.1 Influence of Foundation Resistance Parameters;451
21.5.2;5.2 Influence of Deformability Foundation Parameters;452
21.5.3;5.3 Influence of Water Level in the Reservoir;453
21.5.4;5.4 Influence of Dam Height;454
21.6;6 Conclusions;456
21.7;References;457
22;Dynamic Interaction of Concrete Dam-Reservoir-Foundation: Analytical and Numerical Solutions;458
22.1;1 Introduction;459
22.2;2 Dam–Reservoir Interaction;460
22.2.1;2.1 Added Mass Approach;461
22.2.1.1;2.1.1 Fundamental Solution;461
22.2.1.2;2.1.2 Inclined Upstream Face;462
22.2.1.3;2.1.3 Inclined Upstream Face and Reservoir Bottom;463
22.2.1.4;2.1.4 Flexible Cantilever Dam;465
22.2.1.5;2.1.5 Effect of Reservoir Sediments;467
22.2.1.6;2.1.6 Comments on the Added Mass Concept;469
22.2.2;2.2 Eulerian Finite Element Procedures;470
22.2.2.1;2.2.1 Dam-Reservoir Interaction;470
22.2.2.2;2.2.2 Impact of Compliant Reservoir Bottom;471
22.2.2.3;2.2.3 Truncation Boundary Conditions;472
22.2.2.4;2.2.4 Free Surface (Sloshing) Waves;473
22.2.3;2.3 Lagrangian Finite Element Procedures;473
22.2.3.1;2.3.1 Dam-Reservoir Interaction;473
22.2.3.2;2.3.2 Truncation Boundary Condition;475
22.3;3 Dam-Foundation Interaction;476
22.3.1;3.1 Sliding Response;476
22.3.1.1;3.1.1 Analytical Solutions;476
22.3.1.2;3.1.2 Experimental Results;477
22.3.1.3;3.1.3 Finite Element Approaches;477
22.3.2;3.2 Rocking Response;478
22.4;4 Numerical Results;478
22.4.1;4.1 Examined Model;478
22.4.2;4.2 Hydrodynamic Pressure Distributions;479
22.4.3;4.3 Hydrodynamic Thrust;482
22.4.4;4.4 Dynamic Amplification Factors;484
22.4.5;4.5 Quasi-Static Equivalent Soil Spring Concept;486
22.5;5 Conclusions;488
22.6;References;489
23;Numerical Analysis of Externally-Induced Sloshing in Spherical Liquid Containers;492
23.1;1 Introduction;492
23.2;2 General Formulation;494
23.3;3 Finite Element Analysis of Sloshing in Spherical Vessels;499
23.3.1;3.1 Finite Element Discretization and Solution;500
23.3.2;3.2 Numerical Implementation;502
23.3.3;3.3 Numerical Results;503
23.4;4 Semi-analytical Solutions of Sloshing in Spherical Vessels;505
23.4.1;4.1 Variational Solution for Half-Full Spherical Vessels;506
23.4.2;4.2 Variational Solution for Spherical Vessels with Arbitrary Liquid Height;511
23.5;5 Conclusions;515
23.6;References;515
24;A Bilevel Optimization Model for Large Scale Highway Infrastructure Maintenance Inspection and Scheduling Following a Seismic Event;517
24.1;1 Introduction;518
24.2;2 Methodology;519
24.2.1;2.1 Routine Maintenance (Deterministic Approach);519
24.2.2;2.2 Reactive Maintenance (Probabilistic Approach);520
24.2.3;2.3 The Bilevel Optimization Approach;521
24.2.4;2.4 Bilevel Formulation for Maintenance Inspection and Scheduling;522
24.2.5;2.5 Overview of the Lower Level;522
24.2.6;2.6 Overview of the Upper Level;524
24.3;3 Solution Algorithms;524
24.4;4 A Numerical Example;524
24.4.1;4.1 Lower Level Optimization;524
24.4.2;4.2 Upper Level Optimization;526
24.5;5 Conclusions and Future Work;527
24.6;References;528
25;Lifetime Seismic Reliability Analysis of Corroded Reinforced Concrete Bridge Piers;529
25.1;1 Introduction;529
25.2;2 Basic Equation to Obtain the Seismic Risk;530
25.3;3 Lifetime Seismic Analysis Method for Corroded Reinforced Concrete Bridge Piers;531
25.4;4 Seismic Reliability Analysis of Corroded Reinforced Concrete Bridge Piers;534
25.5;5 Conclusions;538
25.6;References;539
26;Advances in Life Cycle Cost Analysis of Structures;540
26.1;1 Introduction;540
26.2;2 Literature Survey-LCC;542
26.3;3 Life Cycle Cost Analysis;542
26.4;4 Multicomponent Incremental Dynamic Analysis;546
26.5;5 Numerical Results;548
26.5.1;5.1 Three and Six Storey Symmetrical Test Example;548
26.5.2;5.2 Five Storey Non-symmetrical Test Example;551
26.6;6 Conclusions;555
26.7;References;556
27;Use of Analytical Tools for Calibration of Parameters in P25 Preliminary Assessment Method;559
27.1;1 Introduction;560
27.2;2 Description of the Case Study Buildings;562
27.2.1;2.1 Case Study Building B1;562
27.2.2;2.2 Case Study Building B2;562
27.2.3;2.3 Case Study Building B3;563
27.3;3 Effects of Concrete Quality and Rebar Corrosion on the Seismic Response of RC Buildings;565
27.3.1;3.1 Concrete Quality;565
27.3.2;3.2 Rebar Corrosion;566
27.3.3;3.3 Quantitative Results;567
27.4;4 Quantification of the Effects of the Short Columns on the Seismic Response of RC Buildings;569
27.5;5 Quantification of the Effect of Vertical Irregularities on the Seismic Response;575
27.6;6 Conclusions;580
27.7;References;581
28;Index;583