Title Page
Contents
ABSTRACT 13
Ⅰ. Introduction 16
1.1. Overview 16
1.2. Background 17
1.2.1. Reactor containment building (RCB) 17
1.2.2. Auxiliary building (AB) 20
1.2.3. Bi-directional ground motions 22
1.2.4. Earthquake intensity measures 22
1.2.5. Seismic interaction of adjacent structures 24
1.3. Methodology 26
1.4. Objective of the study 27
1.5. Organization of dissertation 28
Ⅱ. Seismic Damage State Evaluation of Reactor Containment Building Considering Effect of Concrete Material Models and Prestressing Forces 29
2.1. Introduction 29
2.2. Modeling of RCB 29
2.2.1. Structural configuration 29
2.2.2. Material properties 30
2.2.3. Application of prestressing forces on tendons 33
2.2.4. Numerical model of RCB 33
2.2.5. Eigenvalue analyses 35
2.3. Seismic capacity evaluation of RCB 37
2.3.1. Pushover analyses 37
2.3.2. Effect of various concrete material models 38
2.3.3. Effect of prestressing forces 40
2.3.4. Proposed damage states 41
2.4. Conclusions 51
Ⅲ. Floor Response Characteristics of Auxiliary Building Subjected to Bi-directional Ground Motions 52
3.1. Introduction 52
3.2. Numerical modeling 53
3.2.1. Structural configuration of AB 53
3.2.2. Finite element modeling 55
3.2.3. Mesh sensitivity analysis 56
3.2.4. Eigenvalue analysis 57
3.3. Seismic performance evaluation 59
3.3.1. Overview 59
3.3.2. Input ground motions 60
3.3.3. Uni-directional seismic response 60
3.3.4. Bi-directional seismic response 77
3.4. Conclusions 96
Ⅳ. Optimal Earthquake Intensity Measures for Seismic Responses of Auxiliary Building Subjected to Bi-directional Ground Motion 98
4.1. Introduction 98
4.2. PSDM and efficient intensity measures 98
4.2.1. Probabilistic seismic demand model (PSDM) 98
4.2.2. Indicators for evaluating an efficient IM 99
4.3. Earthquake intensity measures and input ground motions 100
4.3.1. Intensity measures 100
4.3.2. Input ground motions 102
4.4. PSDM results of AB subjected to bi-directional ground motions 105
4.5. Conclusion 121
Ⅴ. Seismic Interaction of Adjacent RCB and AB subjected to Strong Bi-directional Ground Motions 122
5.1. Introduction 122
5.2. Numerical modeling 123
5.2.1. Structural configuration 123
5.2.2. Finite element modeling 124
5.2.3. Eigenvalue analysis 124
5.3. Seismic Performance Evaluation 126
5.3.1. Overview 126
5.3.2. Design-Based Earthquake (DBE) 127
5.3.3. Strong bi-directional ground motions 134
5.4. Conclusions 167
Ⅵ. Summary, Conclusion, and Recommendations 169
6.1. Summary and Conclusions 169
6.2. Recommendations 171
References 173
Appendices 187
Appendix 1. List of Abbreviations 187
Appendix A. Bi- directional trajectory of Input motion and output response 189
Appendix B. Displacement response series at L1 and L2 due to DBE 204
Appendix C. Displacement response series at L1 and L2 due to strong ground motions 213
Appendix D. Displacement response series at L1 and L2 due to strong ground motions (1.5g PGA) 227
Appendix E. Displacement response series at L1 and L2 due to strong ground motions (2.0g PGA) 242
Appendix F. Displacement response series at L1 and L2 due to strong ground motions (2.5g PGA) 257
Abstract (in Korean) 272
Table 2-1. Mechanical properties of various concrete material models 32
Table 2-2. Mechanical properties of reinforcing bars and prestressing tendons 32
Table 2-3. Natural frequencies (Hz) of different numerical models of RCB 37
Table 2-4. Defined limit states of RCB based on pushover analyses 44
Table 2-5. Evolution of the principal stresses of RCB at different base shears 48
Table 3-1. Floor details of the investigated AB 54
Table 3-2. Shear wall section details 54
Table 3-3. Eigenvalue analysis results of AB with various mesh sizes 57
Table 3-4. The direction of the major response axis 96
Table 4-1. Earthquake intensity measures. 101
Table 4-2. Statistical properties of selected ground motions. 104
Table 5-1. List of the selected strong bi-directional ground motion 135
Table 5-2. Summarized results from seismic response due to scaled ground motions 165
Figure 2-1. Dimensions and reinforcement details of RCB 30
Figure 2-2. Stress-strain relationship of different concrete material models 31
Figure 2-3. A finite element modeling of RCB without prestressing tendons. 34
Figure 2-4. A finite element modeling of RCB with prestressing tendons. 35
Figure 2-5. Vibration mode shapes of the FEM without prestressing tendons 36
Figure 2-6. Vibration mode shapes of the FEM with prestressing tendons 36
Figure 2-7. Pushover analysis of RCB; (a) load distribution and (b) capacity curve. 38
Figure 2-8. Influence of various concrete material models 39
Figure 2-9. Pushover curves of RCB with and without prestressing forces for the M40 concrete model 40
Figure 2-10. Effects of prestressing forces for various concrete models 41
Figure 2-11. Specified damage states for RCB 43
Figure 2-12. Base shears at various DSs with respect to various concrete materials 45
Figure 3-1. General view of NPP and AB 53
Figure 3-2. FE model of AB using MLSM elements 55
Figure 3-3. Nonlinear material models for MLSM: (a) concrete and (b) reinforcing bars 56
Figure 3-4. Mesh convergence test 57
Figure 3-5. Eigenvalue analysis results 58
Figure 3-6. Twelve seismic response recorder locations 59
Figure 3-7. Input ground motions 60
Figure 3-8. Mean FRS for each floor at locations p1, p2, p3, and p4 63
Figure 3-9. Mean FRS for each floor at locations p5, p6, p7, and p8 66
Figure 3-10. Mean FRS for each floor at locations p9, p10, p11, and p12 69
Figure 3-11. Mean FRS due to X direction motion for each floor at all the locations p1-p12. 72
Figure 3-12. Response alignment lines of AB along the X-direction earthquake 73
Figure 3-13. Mean FRS due to Y-direction motion for each floor at all the locations p1-p12. 76
Figure 3-14. Response alignment lines of AB along the Y-direction earthquake 77
Figure 3-15. Input bi-directional ground motions 78
Figure 3-16. Mean FRS along the X-axis due to bi-directional motion for each floor at all the locations p1-p12. 80
Figure 3-17. Mean FRS along the Y-axis due to bi-directional motion for each floor at all the locations p1-p12. 82
Figure 3-18. Resultant FRS due to bi-directional motion for each floor at all the locations p1-p12. 85
Figure 3-19. Response alignment lines for resultant response due to bi-directional motion. 86
Figure 3-20. Resultant FRS due to bi-directional motion for each floor at all the locations p5. 89
Figure 3-21. Resultant FRS due to bi-directional motion for each floor at all the locations p10. 91
Figure 3-22. Bi-directional trajectory of input motion and output response 95
Figure 4-1. Response spectra of selected ground motions. 103
Figure 4-2. PSDMs with respect to MFD of AB for various IMs of X component of input motions 108
Figure 4-3. PSDMs with respect to MFD of AB for various IMs of Y component of Input motions 111
Figure 4-4. Statistical indicators of PSDMs with respect to MFD for various IMs. 112
Figure 4-5. PSDMs with respect to MFA of AB for various IMs of X component of Input motions 116
Figure 4-6. PSDMs with respect to MFA of AB for various IMs of the Y component of Input motions 119
Figure 4-7. Statistical indicators of PSDMs with respect to MFA for various IMs. 120
Figure 5-1. General view of RCB and AB in combination 123
Figure 5-2. Illustration of MLSM 124
Figure 5-3. Eigen value analysis results 126
Figure 5-4. Location of the two seismic response recorders 127
Figure 5-5. Input bi-directional motions 128
Figure 5-6. Displacement response series at L1 due to bi-directional DBE ground motions 131
Figure 5-7. Displacement response series at L2 due to bi-directional DBE ground motions 133
Figure 5-8. Input strong bi-directional ground motions 136
Figure 5-9. Displacement response series at L1 due to strong bi-directional ground motions 140
Figure 5-10. Displacement response series at L2 due to strong bi-directional ground motions 143
Figure 5-11. Displacement response at L1 due to strong ground bi-directional motions scaled to 1.5g PGA 148
Figure 5-12. Displacement response at L2 due to strong bi-directional ground motions scaled to 1.5g PGA 150
Figure 5-13. Displacement response at L1 due to strong bi-directional ground motions scaled to 2.0g PGA 154
Figure 5-14. Displacement response at L2 due to strong bi-directional ground motions scaled to 2.0g PGA 157
Figure 5-15. Displacement response at L1 due to strong bi-directional ground motions scaled to 2.5g PGA 161
Figure 5-16. Displacement response at L2 due to strong bi-directional ground motions scaled to 2.5g PGA 164
Figure 5-17. Response spectrum of unscaled strong ground motion 166