Ilki / Karadogan / Pala Seismic Risk Assessment and Retrofitting

With Special Emphasis on Existing Low Rise Structures
1. Auflage 2009
ISBN: 978-90-481-2681-1
Verlag: Springer Netherlands
Format: PDF
Kopierschutz: 1 - PDF Watermark

E-Book, Englisch, Band 10, 495 Seiten

Reihe: Geotechnical, Geological and Earthquake Engineering

Many more people are coming to live in earthquake-prone areas, especially urban ones. Many such areas contain low-rise, low-cost housing, while little money is available to retrofit the buildings to avoid total collapse and thus potentially save lives. The lack of money, especially in developing countries, is exacerbated by difficulties with administration, implementation and public awareness. The future of modern earthquake engineering will come to be dominated by new kinds of measuring technologies, new materials developed especially for low-rise, low-cost buildings, simpler and thus lower cost options for retrofitting, cost cutting and raising public awareness. The book covers all the areas involved in this complex issue, from the prevention of total building collapse, through improvement techniques, to legal, financial, taxation and social issues. The contributors have all made valuable contributions in their own particular fields; all of them are or have been closely involved with the issues that can arise in seismic zones in any country. The recent research results published here offer invaluable pointers to practicing engineers and administrators, as well as other scientists whose work involves saving the lives and property of the many millions of people who live and work in hazardous buildings.

Autoren/Hrsg.

Ilki, Alper

Karadogan, Faruk

Pala, Sumru

Yuksel, Ercan

Inhaltsverzeichnis

1;Foreword;5
2;Preface;7
3;Contents;9
4;Contributors;11
5;1 Seismic Monitoring to Assess Performance of Structures in Near-Real Time: Recent Progress;14
5.1;1.1 Introduction;15
5.1.1;1.1.1 Background and Rationale;15
5.1.2;1.1.2 Requisites;16
5.2;1.2 Two Approaches for Measuring Displacements;16
5.2.1;1.2.1 Use of GPS for Direct Measurements of Displacements;17
5.2.1.1;1.2.1.1 Early Pioneering Application of GPS;17
5.2.1.2;1.2.1.2 Recent Developments with Higher Sampling Rate GPS;19
5.2.2;1.2.2 Displacement via Real-Time Double Integration;20
5.3;1.3 Monitoring Single Structure vs. Campus Structures;24
5.4;1.4 Conclusions;24
5.5;Appendix: Review of Seismic Monitoring Issues;26
5.5.1;Introduction;26
5.5.2;Historical Perspective;27
5.6;General Instrumentation Issues;28
5.6.1;Data Utilization;28
5.6.2;Code Versus Extensive Instrumentation;28
5.6.3;Associated Free-Field Instrumentation;30
5.6.4;Record Synchronization Requirement;31
5.6.5;Recording Systems, Constraints and New Developments;31
5.7;References;33
5.8;Soil-Structure Interaction Array(s);32
6;2 Dance for Modern Times: Insurance, Economic Stability and Building Strength;38
6.1;2.1 Preparing the Stage;38
6.2;2.2 Government Schemes Insurance;39
6.3;2.3 Building Strength;41
6.4;2.4 CAT Models Do You Want To Dance?;42
6.5;2.5 Lets Dance The TCIP;45
6.6;2.6 Conclusion;48
6.7;References;49
7;3 A Critical Review of Current Assessment Procedures;51
7.1;3.1 Introduction;51
7.2;3.2 The SPEAR Project: Framework, Motivation, Methods;55
7.3;3.3 The SPEAR Structure;56
7.4;3.4 Assessment Exercise: Introductory Remarks;58
7.4.1;3.4.1 Prescriptions and Methods;59
7.4.1.1;3.4.1.1 FEMA 356;59
7.4.1.2;3.4.1.2 New Zealand Assessment Guidelines (2000 and 2002);59
7.4.1.3;3.4.1.3 Japanese Guidelines;60
7.4.1.4;3.4.1.4 EC8 Part 3 (Draft 2001);60
7.4.2;3.4.2 Implementation and Outcomes;62
7.4.2.1;3.4.2.1 FEMA and New Zealand Outcomes;62
7.4.2.2;3.4.2.2 Japanese Guidelines and EC8 Procedures Outcomes;66
7.4.3;3.4.3 Comparison between the Experimental Results and the Assessment Outcomes;69
7.4.3.1;3.4.3.1 Maximum Displacements;69
7.4.3.2;3.4.3.2 Column Drifts;71
7.4.3.3;3.4.3.3 Concluding Remarks;76
7.4.4;3.4.4 Further Developments and Recent Advancements;77
7.4.4.1;3.4.4.1 FEMA 440 and ATC58;78
7.4.4.2;3.4.4.2 EC8 Part 3 (2006);79
7.5;References;80
8;4 Risk Management and a Rapid Scoring Technique for Collapse Vulnerability of RC Buildings;82
8.1;4.1 Introduction;82
8.2;4.2 Need for Mitigation Strategies at National Level;83
8.2.1;4.2.1 Education and Research;83
8.2.2;4.2.2 Seismic Network;85
8.2.3;4.2.3 Inventory of Buildings and Data Collection;85
8.2.4;4.2.4 Supervision of New Constructions;86
8.2.5;4.2.5 Earthquake Damage Indemnity -- The Old System;87
8.2.6;4.2.6 Earthquake Damage Indemnity -- The DASK System;89
8.3;4.3 The Zero Loss of Life Project;90
8.4;4.4 P25 Rapid Scoring Technique;91
8.4.1;4.4.1 Calculation of the Basic Score, P 1 ;92
8.4.2;4.4.2 Short Column Score, P2 ;94
8.4.3;4.4.3 Soft-Weak Storey Score, P3 ;95
8.4.4;4.4.4 Frame Discontinuity Score, P4 ;95
8.4.5;4.4.5 Pounding Failure Score, P5 ;96
8.4.6;4.4.6 Soil Failure Scores, P6 and P7 ;96
8.5;4.5 Final Score in the P25 Method;96
8.6;4.6 Conclusions;98
8.7;References;99
9;5 The Importance of Plan-Wise Irregularity;101
9.1;5.1 Introduction;101
9.2;5.2 The SPEAR Project: Framework, Motivation, Methods;102
9.3;5.3 The SPEAR Structure;104
9.4;5.4 Critical Review of the Experimental Results;106
9.4.1;5.4.1 As-Built Configuration;106
9.4.2;5.4.2 Torsional Issues vs Other Critical Issues;107
9.5;5.5 Retrofitting Strategies: Conceptual Design;108
9.5.1;5.5.1 FRP-Retrofitted Configuration;109
9.5.2;5.5.2 RC-Jacketed Configuration;110
9.6;5.6 Retrofitting Strategies: Comparative Critical Review of the Experimental Results;111
9.6.1;5.6.1 FRP-Retrofitted Configuration;111
9.6.2;5.6.2 RC-Jacketed Structure;113
9.7;5.7 Critical Evaluation of the Performance of the Interventions;115
9.8;5.8 Criteria for the Design of Retrofitting in Plan-Wise Irregular Structures;118
9.9;References;120
10;6 Advanced Composite Materials and Steel Retrofitting Techniques for Seismic Strengthening of Low-Rise Structures: Review;121
10.1;6.1 Introduction;121
10.2;6.2 Causes of Collapse;123
10.3;6.3 FRP Retrofitting Techniques for Collapse Prevention;125
10.3.1;6.3.1 Strengthening Columns;125
10.3.2;6.3.2 Column-Beam Joints;125
10.3.3;6.3.3 Concrete Columns Confined with Hybrid Composite Materials;128
10.3.4;6.3.4 Masonry Walls;129
10.3.5;6.3.5 Near Surface Mounted Reinforcement Technique;131
10.4;6.4 Steel Retrofitting Techniques Used to Prevent Collapse;132
10.4.1;6.4.1 Columns Retrofitted with Steel;132
10.4.2;6.4.2 Existing Frame Retrofitted with Steel Strips;132
10.4.3;6.4.3 URM Retrofitting with Steel;132
10.4.4;6.4.4 Energy Dissipation Devices and Damage Control Structure;133
10.5;6.5 Conclusions;134
10.6;References;135
11;7 A Novel Structural Assessment Technique to Prevent Damaged FRP-Wrapped Concrete Bridge Piers from Collapse;137
11.1;7.1 Introduction;137
11.2;7.2 Failure Mechanisms of FRP-Wrapped Concrete Systems;139
11.3;7.3 Structural Assessment Technique Far-Field Airborne Radar NDT;140
11.3.1;7.3.1 Review of Current NDT Techniques;140
11.3.1.1;7.3.1.1 Acoustic and Ultrasound NDT;140
11.3.1.2;7.3.1.2 Thermal NDT;140
11.3.1.3;7.3.1.3 Radiography NDT;140
11.3.1.4;7.3.1.4 Radar/Microwave NDT;141
11.3.2;7.3.2 Overview of the FAR NDT Technique;142
11.3.3;7.3.3 Specimen Description and Experimental Measurement;143
11.3.4;7.3.4 Progressive Image Focusing;144
11.3.5;7.3.5 Image Reconstruction for Structural Assessment;145
11.3.5.1;7.3.5.1 Damage Detection;145
11.3.5.2;7.3.5.2 Effectiveness of Incident Angle;147
11.3.5.3;7.3.5.3 Effects of Bandwidth and Center Frequency;147
11.4;7.4 Conclusions;149
11.5;References;150
12;8 Strengthening of Low-Rise Concrete Buildings:Applications After Dinar (1995) and Adana-Ceyhan (1998) Earthquakes;152
12.1;8.1 Introduction;152
12.2;8.2 Turkish Seismic Code Provisions for Masonry Buildings;153
12.3;8.3 Low-Rise Buildings: Masonry vs. Reinforced Concrete Frame Buildings?;155
12.4;8.4 The Dinar (1995) and the Adana-Ceyhan (1998) Earthquakes;156
12.5;8.5 Damage in Low-Rise Buildings;157
12.6;8.6 Post-Earthquake Evaluation of Damaged Low-Rise Buildings;160
12.7;8.7 Strength Evaluation of Low-Rise Buildings;166
12.8;8.8 Techniques for the Repair and Upgrading of Damaged Low-Rise Buildings;167
12.9;8.9 Application Details;175
12.10;8.10 Conclusions;177
12.11;References;177
13;9 Rehabilitation of Precast Industrial Buildings using Cables to Develop Diaphragm Action;178
13.1;9.1 Introduction;178
13.2;9.2 Prototype Building;181
13.3;9.3 Ground Motions;182
13.4;9.4 Overview of Rehabilitation Scheme;183
13.5;9.5 Analytical Models;187
13.6;9.6 Seismic Response of Rehabilitated Building;188
13.7;9.7 Strengthening of Connections;189
13.7.1;9.7.1 Interior Connections;191
13.7.2;9.7.2 Exterior Connections;193
13.8;9.8 Summary and Conclusions;194
13.9;References;196
14;10 Vulnerability Evaluation and Retrofitting of Existing Building Heritage: an Italian Research Programme;197
14.1;10.1 Introduction;197
14.2;10.2 Seismic Danger;198
14.3;10.3 New Design Code;200
14.4;10.4 Seismic Vulnerability;201
14.5;10.5 Previous Researches;202
14.5.1;10.5.1 Assobeton 1;203
14.5.2;10.5.2 Assobeton 2;206
14.5.3;10.5.3 Ecoleader;207
14.5.4;10.5.4 Growth;209
14.5.5;10.5.5 Precast Structures;210
14.5.6;10.5.6 Connections;213
14.6;References;217
15;11 Soft-Landing Base-Isolation System;219
15.1;11.1 Introduction;219
15.2;11.2 Outline of the Soft-Landing Base-Isolation System;220
15.3;11.3 Shaking Table Test;222
15.4;11.4 Failure Mode Control of Existing Column;223
15.4.1;11.4.1 Necessity of Controlling the Failure Mode of Existing Columns;223
15.4.2;11.4.2 Test Specimens;225
15.4.3;11.4.3 Loading;228
15.4.4;11.4.4 Test Results;228
15.4.5;11.4.5 Strength;229
15.4.6;11.4.6 Axial Load Carrying Capacity;230
15.5;11.5 Existing and New Column Connection;232
15.5.1;11.5.1 Specimens;232
15.5.2;11.5.2 Capacity of the Connections;234
15.5.3;11.5.3 Loading and Measuring System;237
15.5.4;11.5.4 Experimental Test Results;237
15.5.4.1;11.5.4.1 Vertical Load Carrying Capacity;237
15.5.4.2;11.5.4.2 Lateral Load-Relative Rotational Angle Relationship;239
15.5.4.3;11.5.4.3 Relationship between Vertical and Lateral Load Carrying Capacity;239
15.6;11.6 Concluding Remarks;242
15.7;11.7 Future Studies;242
15.8;Reference;243
16;12 Development of a New Precast Concrete Panel Wall System Incorporated with Energy Dissipative Dowel Connectors;244
16.1;12.1 Introduction;244
16.2;12.2 Cyclic Panel Tests;245
16.2.1;12.2.1 Test Parameters;246
16.2.2;12.2.2 Loading History;247
16.2.3;12.2.3 Loading Frame Setup;248
16.2.4;12.2.4 Measurement System;249
16.3;12.3 Test Results: Measured Force-Displacement Plots;249
16.3.1;12.3.1 Comparison About the Cyclic Envelope and Remarks;251
16.3.2;12.3.2 Calculated Response Energy by the Connectors;253
16.4;12.4 Failure Criteria for Connectors;255
16.5;12.5 Simplified Tri-Linear Curves for Connectors;260
16.6;12.6 Quantifying the Effects of Connectors on Building Response;263
16.6.1;12.6.1 Supplementary Equivalent Viscous Damping by the Connectors;263
16.6.2;12.6.2 Resistance Contribution by the Connectors;270
16.7;12.7 Concluding Remarks;272
17;13 Alternative Performance-Based Retrofit Strategies and Solutions for Existing RC Buildings;274
17.1;13.1 Introduction;274
17.2;13.2 Moving Towards a Performance-Based Retrofit Approach;276
17.3;13.3 Seismic Vulnerability Assessment Phase: The Fundamental and Delicate Role of an Appropriate Diagnosis;278
17.3.1;13.3.1 Understanding the Weaknesses of Beam-Column Joints: The Devil is in the Details;279
17.3.2;13.3.2 Hierarchy of Strength and Sequence of Events: A Dangerous Equivalence;281
17.3.2.1;13.3.2.1 Importance of Accounting for the Variation of Axial Load;282
17.3.3;13.3.3 Effects of Bi-Directional Cyclic Loading;283
17.3.4;13.3.4 The Controversial Effects of Masonry Infills on the Seismic Response: An Open Debate;286
17.4;13.4 Multi-Level Retrofit Strategy: A Rational Compromise with the Reality;286
17.4.1;13.4.1 Implementation of a Multi-Level Retrofit Strategy using Alternative Solutions;288
17.5;13.5 Suggestions for Advanced Retrofit Solutions;291
17.5.1;13.5.1 Emerging Trends in Low-Damage Seismic Resisting Systems;291
17.5.2;13.5.2 Use of Precast Post-Tensioned Rocking/Dissipative Shear Walls;292
17.5.2.1;13.5.2.1 Selective Weakening as a Basis for Seismic Retrofit;293
17.6;13.6 Remembering the Bigger Picture: Seismic Risk Analysis and Management as a Decision-Making Tool for the Retrofit Intervention at Territorial Scale;296
17.7;13.7 Conclusive Remarks: Time for Some Action;299
17.8;References;300
18;14 FRP Wrapping of RC Structures Submitted to Seismic Loads;303
18.1;14.1 Introduction;303
18.2;14.2 Experimental Program;304
18.3;14.3 Performance Based vs. Conventional Confinement;305
18.4;14.4 Test Results;307
18.5;14.5 Conclusion;310
18.6;References;311
19;15 Upgrading of Resistance and Cyclic Deformation Capacity of Deficient Concrete Columns;312
19.1;15.1 Introduction;312
19.2;15.2 RC-Jacketing of Columns;313
19.2.1;15.2.1 Strength, Stiffness and Deformation Capacity of Monolithic Concrete Members with Continuous Reinforcement;313
19.2.2;15.2.2 Simple Rules for the Strength, the Stiffness and the Deformation Capacity of Jacketed Members;317
19.3;15.3 FRP-Jacketing of Columns;322
19.3.1;15.3.1 Seismic Retrofitting with FRPs;322
19.3.2;15.3.2 FRP-Wrapped Columns with Continuous Vertical Bars;322
19.3.2.1;15.3.2.1 Yield Moment and Effective Stiffness to Yield Point;322
19.3.2.2;15.3.2.2 Flexure-Controlled Deformation Capacity;326
19.3.3;15.3.3 FRP-Wrapped Columns with Ribbed (Deformed) Vertical Bars Lap-Spliced in the Plastic Hinge Region;329
19.3.4;15.3.4 Cyclic Shear Resistance of FRP-Wrapped Columns;332
19.4;References;333
20;16 Supplemental Vertical Support as a Means for Seismic Retrofit of Buildings;334
20.1;16.1 Introduction and Background;334
20.2;16.2 Conceptual Procedure and Background;337
20.2.1;16.2.1 Horizontal and Vertical Load Characteristics of Weak Story Components;337
20.2.2;16.2.2 System Capacity Boundary (Pushover);339
20.2.3;16.2.3 Simplified Dynamic Analysis;339
20.2.4;16.2.4 Collapse Mode Risks;341
20.3;16.3 Example Application;342
20.4;16.4 Summary and Conclusions;346
20.5;References;347
21;17 How to Predict the Probability of Collapse of Non-Ductile Building Structures;348
21.1;17.1 Introduction;348
21.2;17.2 Strength and Stiffness Deterioration;349
21.2.1;17.2.1 Modes of Deterioration Observed from Experiments;349
21.2.2;17.2.2 Analytical Modeling of Deterioration;351
21.3;17.3 Assessment of Collapse;353
21.3.1;17.3.1 Effect of Deterioration on Assessment of Collapse;354
21.3.2;17.3.2 Methods for Assessing the Probability of Collapse;355
21.4;17.4 Experimental Observations Frames with Infill Walls;357
21.5;17.5 Parameter Study Employing Deteriorating SDOF Systems;360
21.5.1;17.5.1 Ground Motions;360
21.5.2;17.5.2 Parameters of Structural Models;360
21.5.3;17.5.3 Response -- Examples;362
21.5.4;17.5.4 Collapse Fragility Curves;364
21.5.5;17.5.5 Evaluation of Median (and 10-percentile) Collapse Capacity;365
21.6;17.6 Concluding Remarks;368
21.7;References;369
22;18 Strengthening of Brick Infilled Reinforced Concrete (RC) Frames with Carbon Fiber Reinforced Polymers (CFRP) Sheets;371
22.1;18.1 Introduction;371
22.2;18.2 Test Program;372
22.2.1;18.2.1 Test Specimens and Materials;372
22.2.2;18.2.2 Test Setup and Instrumentation;375
22.2.3;18.2.3 Behavior of the Test Specimens;376
22.2.3.1;18.2.3.1 Series-L Tests;376
22.2.3.2;18.2.3.2 Series-N Tests;380
22.3;18.3 Discussion of Test Results;382
22.4;18.4 Conclusions;388
22.5;References;389
23;19 Improved Infill Walls and Rehabilitation of Existing Low-Rise Buildings;391
23.1;19.1 Introduction;391
23.2;19.2 Common Deficiencies and Material Characteristics;393
23.3;19.3 Experimental Works;395
23.3.1;19.3.1 First Stage Experiments;395
23.3.2;19.3.2 Second Stage Experiments;399
23.3.3;19.3.3 Third Stage Experiments;408
23.3.4;19.3.4 Experimentally Obtained Damping Ratios and Earthquake Load Reduction Factors;408
23.3.4.1;19.3.4.1 Damping Ratios;408
23.3.4.2;19.3.4.2 Earthquake Load Reduction Factors;411
23.4;19.4 Hypothetical Building;414
23.5;19.5 The Proposed Rehabilitation Technique;421
23.6;19.6 Hypothetical Example;423
23.7;19.7 Conclusions;424
23.8;19.8 Appendix: Mathematical Model of the Retrofitted Infill Wall;426
23.9;References;428
24;20 How to Simulate Column Collapse and Removal in As-built and Retrofitted Building Structures?;431
24.1;20.1 Introduction;431
24.2;20.2 Direct Element Removal;433
24.3;20.3 Element Removal Criteria;436
24.3.1;20.3.1 RC Columns in Flexure-Axial Collapse;436
24.3.2;20.3.2 RC Columns in Shear-Axial Collapse;437
24.3.3;20.3.3 Truss Elements;437
24.4;20.4 Deficient and Retrofitted Component Models;438
24.4.1;20.4.1 Confined RC Cross-Section Model;438
24.4.2;20.4.2 Confined Concrete Material Model;441
24.4.2.1;20.4.2.1 Behavior in Compression;441
24.4.2.2;20.4.2.2 Stress Reduction, Damage Index, and Experimental Calibration;443
24.4.2.3;20.4.2.3 Behavior in Tension;444
24.4.3;20.4.3 Buckling-Enabled Longitudinal Steel Material Model;445
24.4.3.1;20.4.3.1 Detecting the Onset of Buckling;445
24.4.3.2;20.4.3.2 Monotonic Post-Buckling Behavior;446
24.4.3.3;20.4.3.3 Hysteretic Post-Buckling Behavior;448
24.4.3.4;20.4.3.4 Stress Reduction, Damage Index, and Experimental Calibration;449
24.4.4;20.4.4 Deficient Lap Splice Material Model;450
24.4.4.1;20.4.4.1 Stress Reduction, Damage Index, and Experimental Calibration;452
24.5;20.5 Applications of Damage and Collapse Identification;452
24.6;20.6 Concluding Remarks;454
24.7;References;455
25;Color Plates;457
26;Index;485