LIST OF CONTENTS
CHAPTER 1: INTRODUCTION………...1
1.1 ABSTRACT ………...1
1.2 OBJECTIVE AND SCOPE...1
1.3 OUTLINE...2 1.4 LIST OF ILLUSTRATIONS………..3 1.4.1 Chapter 2...3 1.4.2 Chapter 3...4 1.4.3 Chapter 4...5 1.4.4 Chapter 5...6 1.4.5 Chapter 6...7 1.4.6 Chapter 7...8
CHAPTER 2: DETERIORATING HYSTERETIC MODELS...10
2.1 ABSTRACT………...10
2.2 DELLA CORTE ET AL. HYSTERETIC MODEL...10
2.2.1 Introduction……...10
2.2.2 Della Corte et al. Model……….11
2.2.3 Study case………13
2.2.4 Seismic Input..……….13
2.2.5 Analysis ………14
2.2.6 Analysis – Continuous frame with strength degrading beam-to-column connections….14 2.2.7 Analysis – Semi-continuous frame with connection characterized by pinching………15
2.2.8 Conclusion………..16
2.3 MELE-CALADO-DE LUCA HYSTERETIC MODEL...17
2.3.1 Introduction……...17
2.3.2 The experimental program……….17
2.3.3 Experimental results – global behavior and failure modes………..18
2.3.4 Specimen BCC5………19
2.3.5 Specimen BCC6………19
2.3.6 Specimen BCC8………20
2.3.7 Comparison and observations……….20
2.3.8 Conclusive remarks………..21
2.4 DENG-BURSI-ZANDONINI...22
2.4.1 Abstract...22
2.4.2 Formulation of a hysteretic connection element………..………23
2.4.3 The multi-linear cyclic skeleton……….23
2.4.4 The curvilinear cyclic relationship – the loading path………..26
2.4.5 The curvilinear cyclic relationship – the unloading path………..………..26
2.4.6 Reference skeleton……….27
2.4.7 Damage indicator, residual functions and pinching functions………27
2.5 MODIFIED IBARRA-MEDINA-KRAWINKLER DETERIORATION MODEL WITH BILINEAR HYSTERETIC RESPONSE...29
2.5.1 Abstract...29
2.5.2 Deterioration model……….29
2.5.3 A new database for deteriorating modeling of steel component……….31
2.5.4 Trends for deterioration modeling parameters……….32
2.5.5 Statistic information on deteriorating parameters……….32
2.5.6 Dependence of modeling parameters on beam depth d……….33
2.5.7 Dependence of modeling parameters on shear span do depth ratio……….34
2.5.8 Dependence of modeling parameters on depth to thickness ratio of the beam web……34
2.5.9 Dependence of modeling parameters on torsional buckling………35
2.5.10 Dependence of modeling parameters on width/thickness ratio of beam flange………….35
2.5.11 Regression equation for deteriorating parameters………35
2.5.13 Post-capping plastic rotation………..36
2.5.14 Reference cumulative plastic rotation………..37
2.5.15 Effective yield strength……….37
2.5.16 Post-yield strength ratio………..38
2.5.17 Residual strength ratio……….38
2.5.18 Ultimate rotation capacity………38
2.5.19 Conclusion………39
2.6 MODIFIED IBARRA-MEDINA-KRAWINKLER DETERIORATION MODEL WITH PEAK-ORIENTED HYSTERETIC RESPONSE...40
2.6.1 Abstract...40
2.6.2 Model……….40
2.7 MODIFIED IBARRA-MEDINA-KRAWINKLER DETERIORATION MODEL WITH PINCHED HYSTERETIC RESPONSE...41
2.7.1 Abstract...41
2.7.2 Model……….41
CHAPTER 3: DISCOVERING OPENSEES...42
3.1 DOMAIN………...43
3.2 MODELBUILDER...43
3.3 ANALYSIS...44
3.4 RECORDERS……….………..46
3.5 UNIAXIAL OPENSEES MATERIALS USED……….………46
3.5.1 Elastic Material...46
3.5.2 Elastic Perfectly-Plastic Material……….47
3.5.3 Hardening Material………..48
3.5.4 Steel 01 Material……….47
3.5.5 Steel 02 Material……….49
3.6 OPENSEES SECTIONS USED...50
3.6.1 Uniaxial Section...50
3.6.2 Fiber Section………50
3.6.3 Section Aggregator……….50
3.7 OPENSEES ELEMENTS USED...51
3.7.1 Elastic Beam-Column Element...51
3.7.2 Elastic Beam-Column Element with Zero-Length spring Elements………51
3.7.3 Non linear Beam-column Element.……….51
3.7.4 Non linear BeamColumn Elements (Distributed plasticity concept)……….51
3.7.5 Beam with Hinges Element………51
3.8 OPENSEES IMPLEMENTATION OF MODIFIED IMK DETERIORATION MODELS (COMMON FEATURES)...53
3.8.1 Stiffness of rotational springs at members end...53
3.8.2 Parameters for deteriorating springs……….………54
3.9 OPENSEES IMPLEMENTATION OF MODIFIED IMK DETERIORATION MODELS (BILINEAR)……….…...55
3.10 OPENSEES IMPLEMENTATION OF MODIFIED IMK DETERIORATION MODELS (PEAK-ORIENTED)………...57
3.11 OPENSEES IMPLEMENTATION OF MODIFIED IMK DETERIORATION MODELS (PINCHED)………...61
CHAPTER 4: ANALYSIS OF A CANTILEVER COLUMN...66
4.1 ABSTRACT...66
4.2 OPENSEES MATERIALS USED...66
4.3 OPENSEES SECTIONS USED...66
4.4 OPENSEES ELEMENTS USED………..66
4.5 OPENSEES MODELS……….67 4.5.1 Model 1...67 4.5.2 Model 2...67 4.5.3 Model 3...67 4.5.4 Model 3 modified...69 4.5.5 Model 4……….70 4.6 ANALYSIS PERFORMED………...71 4.6.1 Eigen analysis...71
4.6.2 Monotonic lateral-force-controlled test...71
4.6.3 Reverse lateral-force-controlled test...72
4.6.4 Monotonic lateral displacement-controlled pushover analysis………72
4.6.5 Cyclic displacement-controlled pushover analysis……….73
4.7 ANALYSIS PERFORMED………...74
4.7.1 Eigen analysis...74
4.7.2 Monotonic lateral-force-controlled test...74
4.7.3 Reverse lateral-force-controlled test...76
4.7.4 Monotonic lateral displacement-controlled pushover analysis………78
4.7.5 Cyclic displacement-controlled pushover analysis……….80
CHAPTER 5: ANALYSIS OF A BEAM TO COLUMN CONNECTION...83
5.1 ABSTRACT………...83
5.2 MATERIAL AND GEOMETRY OF THE TESTS……….83
5.3 OPENSEES MATERIALS USED...84
5.4 OPENSEES SECTIONS USED...84
5.5 OPENSEES ELEMENTS USED………..84
5.6 OPENSEES MODELS……….85 5.6.1 Model 1...85 5.6.2 Model 2...86 5.6.3 Model 2 modified...89 5.7 OPENSEES RESULTS.………...91 5.7.1 Model 1 ………...91 5.7.2 Model 2...93 5.7.3 Model 3 modified...98
CHAPTER 6: CALIBRATING OF DETERIORATING MODEL WITH REAL TESTS...106
6.1 ABSTRACT………...106
6.2 MATERIAL ………106
6.3 GEOMETRY OF THE TEST………106
6.4 TESTING PROCEDURES FOR CYCLIC TESTS……….107
6.4.1 Procedure for HEA300 specimens……...108
6.4.2 Procedure for IPE500 specimens……...108
6.4.3 Summary of the tests………..108
6.5 OPENSEES MODEL USED...109
6.5.1 OpenSees material used……...109
6.5.2 OpenSees sections used.……...109
6.5.3 OpenSees elements used……...109
6.5.4 OpenSees model…………..……...109
6.6 RESULTS FOR MONOTONIC TESTS………116
6.6.1 HEA300 specimens……...116
6.6.2 IPE500 specimens……...117
6.7 RESULTS FOR MONOTONIC TESTS………118
6.7.1 HEA300 specimens……...118
6.7.2 IPE500 specimens……...122
6.8 INFLUENCE OF HARDENING STIFFNESS……….140
6.9 CONCLUSIONS……….141
CHAPTER 7: ANALYSIS OF A PLANE STEEL FRAME...142
7.1 ABSTRACT………...142
7.2 PROBLEM DATA………...142
7.3 SUMMARY OF THE FINAL DESIGN………143
7.4 GEOMETRICAL OVERVIEW………144
7.5 PLANE ANALYSIS OF X-Z FRAME………146
7.5.1 OpenSees materials used…...146
7.5.3 OpenSees elements used………146 7.6 OPENSEES MODELS………..146 7.6.1 Model 1...146 7.6.2 Model 2……….147 7.7 ANALYSIS PERFORMED………...153 7.7.1 Eigen analysis...153
7.7.2 Monotonic lateral displacement-controlled pushover analysis……….153
7.7.3 Ground Motion simulation analysis………..154
7.7.4 Incremental Dynamic Analysis………..156
7.8 ANALYSIS RESULTS………...157
7.8.1 Eigen analysis...157
7.8.2 Monotonic lateral displacement-controlled pushover analysis……….159
7.8.3 Ground Motion simulation analysis………..161
7.8.4 Incremental Dynamic Analysis………..166
7.9 CONCLUSIONS………...177
CHAPTER 8: FINAL CONCLUSIONS...178
