표제지
목차
국문초록 18
ABSTRACT 20
제1장 서론 22
1.1. 연구의 배경 및 목적 22
1.2. 연구의 방법 25
1.3. 연구 동향 26
제2장 이론의 고찰 29
2.1. 비선형 정적해석의 원리 29
2.2. 조적채움벽체의 유효강성 및 모델링 방법 32
2.3. 사인파형 웨브주름 보강재의 유효강성 36
2.3.1. 설계전단내력의 평가방법-1 36
2.3.2. 설계전단내력의 평가방법-2 39
2.3.3. 사인파형 웨브주름 보강재의 F.E.M 해석 41
2.3.4. 인장가새의 강성(Bracing stiffness) 48
2.4. 구조요소의 모델링 방법 49
2.5. 성능점 산정 51
제3장 사인파형 웨브주름 보강재의 성능 실험 54
3.1. 개요 54
3.2. 실험체 제작 54
3.3. 실험체 설치 58
3.4. 실험결과 확인 61
3.5. 실험결과 분석 66
제4장 비정형 건축물의 보강안별 성능 비교 68
4.1. 개요 68
4.2. 대상건물의 선정 69
4.3. 비선형 정적해석을 위한 모델링 도입 82
4.3.1. 조적채움벽 82
4.3.2. 사인파형 웨브주름 보강재 85
4.3.3. 내진성능평가 89
4.4. 기존 구조물의 내진성능 평가 결과 (Case 1) 89
4.4.1. 장변방향 성능 89
4.4.2. 단변방향 성능 94
4.5. 콘크리트 전단벽 보강안을 적용한 경우의 내진성능 평가 결과 (Case 2) 98
4.5.1. 장변방향 성능 101
4.5.2. 단변방향 성능 106
4.6. 사인파형 웨브주름 보강재를 적용한 경우의 내진성능평가 결과 (Case 3) 111
4.6.1. 장변방향 성능 113
4.6.2. 단변방향 성능 119
4.7. 보강안 별 보강 전, 후 기초에 미치는 영향 분석 124
제5장 표준화된 형상을 가진 구조물에 대한 보강안별 성능 비교 131
5.1. 대상 구조물의 선정 131
5.2. 비선형 정적해석을 위한 모델링 도입 134
5.2.1. 조적채움벽 134
5.2.2. 사인파형 웨브주름 보강재 137
5.3. 기존 구조물의 내진성능 평가 결과 (Case 4) 140
5.3.1. 장변방향 성능 140
5.3.2. 단변방향 성능 143
5.4. 콘크리트 전단벽 보강안을 적용한 경우의 내진성능 평가 결과 (Case 5) 147
5.4.1. 장변방향 성능 148
5.4.2. 단변방향 성능 152
5.5. 사인파형 웨브주름 보강재를 적용한 경우의 내진성능평가 결과 (Case 6) 156
5.5.1. 장변방향 성능 156
5.5.2. 단변방향 성능 162
5.6. 보강안 별 보강 전·후 기초에 미치는 영향 분석 167
제6장 결론 172
6.1. 연구 결론 172
6.2. 향후 연구 과제 174
참고문헌 175
Table 1.1. Number of Earthquakes (Korea Meteorological Agency) 24
Table 2.1. Material Property of Masonry Infill Wall 35
Table 2.2. Classification of Masonry Infill Wall 35
Table 2.3. Modulus of Elasticity of Masonry Infill Walls 35
Table 2.4. Shear Resistance Strength Presented by EN1993-1-5 : Eurocode3 41
Table 2.5. Characteristics and Contents of Hysteric Behaviors by Steps 50
Table 3.1. Specimen Type 55
Table 3.2. Specimen Type of Carbon Fiber 55
Table 4.1. Column Configurations of Analytical Model 70
Table 4.2. 1'st Girder Configurations of Analytical Model 71
Table 4.3. 2'nd Girder Configurations of Analytical Model 72
Table 4.4. 3'rd Girder Configurations of Analytical Model 73
Table 4.5. Roof Girder Configurations of Analytical Model 74
Table 4.6. Column Configurations of Analytical Model 77
Table 4.7. Girder Configurations of Analytical Model 77
Table 4.8. Applied Design Load on Analytical Model 82
Table 4.9. Seismic Load on Analytical Model 82
Table 4.10. Effective Stiffness of Masonry Infill Wall Presented by 국토안전관리원(2021) 83
Table 4.11. Effective Stiffness of Masonry Infill Wall Presented by 국토안전관리원(2021) 84
Table 4.12. Effective Area and Modeling Method for Corrugated Plate 87
Table 4.13. Effective Area and Modeling Method for Corrugated Plate 87
Table 4.14. Pushover Story Member Performance for Case 1 Longitudinal Dir. 91
Table 4.15. Pushover Story Member Performance for Case 1 Transverse Dir. 95
Table 4.16. Shear Wall Reinforcement Material 98
Table 4.17. Pushover Story Member Performance for Case 2 Longitudinal Dir. 103
Table 4.18. Pushover Story Member Performance for Case 2 Transverse Dir. 108
Table 4.19. Pushover Story Member Performance for Case 3 Longitudinal Dir 116
Table 4.20. Pushover Story Member Performance for Case 3 Transverse Dir. 121
Table 4.21. Pushover Reaction Case 1 126
Table 4.22. Pushover Reaction Case 2 127
Table 4.23. Pushover Reaction Case 3 129
Table 5.1. Applied Design Load on Analytical Model 131
Table 5.2. Seismic Load on Analytical Model 131
Table 5.3. Column Configurations of Analytical Model 133
Table 5.4. Girder Configurations of Analytical Model 134
Table 5.5. Effective Stiffness of Masonry Infill Wall Presented by 국토안전관리원, 2021 135
Table 5.6. Effective Stiffness of Masonry Infill Wall Presented by 국토안전관리원, 2021 136
Table 5.7. Effective Area for Corrugated Plate 139
Table 5.8. Pushover Story Member Performance for Case 4-Longi. Dir. 141
Table 5.9. Pushover Story Member Performance for Case 4 Transverse Dir. 145
Table 5.10. Shear Wall Reinforcement Material 147
Table 5.11. Pushover Story Member Performance for Case 5 Longitudinal Dir. 150
Table 5.12. Pushover Story Member Performance for Case 5 Transverse Dir. 154
Table 5.13. Pushover Story Member Performance for Case 6 Longitudinal Dir. 159
Table 5.14. Pushover Story Member Performance for Case 6 Transverse Dir 164
Table 5.15. Pushover Reaction Case 4 169
Table 5.16. Pushover Reaction Case 5 170
Table 5.17. Pushover Reaction Case 6 171
Fig. 1.1. Earthquake Trend in Korea (Korea Meteorological Agency) 24
Fig. 2.1. Plastic Hinge Characteristic Model (ATC-40) 30
Fig. 2.2. Capacity Spectrum Method(Korea Authority of Land & Infrastructure Safety) 31
Fig. 2.3. Compression Strut Analogy-Concentric Struts(Korea Authority of Land & Infrastructure Safety) 32
Fig. 2.4. Load-Deformation Relationship of Masonry Infill Wall(Korea Authority of Land & Infrastructure Safety) 34
Fig. 2.5. Geometric Notations of Corrugated Plate 40
Fig. 2.6. Shape of Corrugated Plate 42
Fig. 2.7. Shape of Corrugated Plate for F.E.M Model 43
Fig. 2.8. Boundary & Loading Pattern for F.E.M Model 44
Fig. 2.9. Create Element for F.E.M Model 45
Fig. 2.10. Shear Buckling Shape of Corrugated Plate According to F.E.M Model 46
Fig. 2.11. F-D Curve by F.E.M Model (ABAQUS) 47
Fig. 2.12. Brace Stiffness System 48
Fig. 2.13. Plastic Hinge Model in Pushover Analysis 50
Fig. 2.14. Capacity Spectrum Method (FEMA 440) 52
Fig. 2.15. Idealized Force-Displacement Curve for Nonlinear Static Analysis(FEMA 440) 53
Fig. 3.1. Corrugate Plate Type 'A' 56
Fig. 3.2. Corrugate Plate Type 'B' 57
Fig. 3.3. Conceptual and Experimental Specimens Installation Status 58
Fig. 3.4. Experimental Specimens Installation Status 59
Fig. 3.5. Strain Gauge Attached 60
Fig. 3.6. Capacity Curve-[Case A] 61
Fig. 3.7. Final Destruction Shape-[Case A] 62
Fig. 3.8. Capacity Curve-[Case B] 63
Fig. 3.9. Final Destruction Shape-[Case B] 64
Fig. 3.10. Comparison of [Case A] and [Case B] 65
Fig. 3.11. Installation & Collapse Pictures of Specimens 67
Fig. 4.1. Modeling of the Frame to Review Using MIDAS-GEN 69
Fig. 4.2. Basement Floor B1 Plan 70
Fig. 4.3. 1'st Plan 71
Fig. 4.4. 2'nd Plan 72
Fig. 4.5. 3'rd Plan 73
Fig. 4.6. Roof Plan 74
Fig. 4.7. Masonry Infill Wall 3D Modeling (ex : 2F) 75
Fig. 4.8. 1F Masonry Infill Wall Location Plan 75
Fig. 4.9. 2F Masonry Infill wall Location Plan 76
Fig. 4.10. 3F Masonry Infill wall Location Plan 76
Fig. 4.11. Hinge Property of Masonry Wall Replaced With an Equivalent Diagonal Compressive Brace 84
Fig. 4.12. Equivalent Diagonal Strut Modeling Method 86
Fig. 4.13. Hinge Property of Corrugated Plate Replaced With a Diagonal Tension Brace 88
Fig. 4.14. Pushover curve of the frame-Case 1 Longitudinal Dir. 90
Fig. 4.15. Hinge Distribution at Performance Point for Case 1-Longi. Dir. 92
Fig. 4.16. Hinge Distribution at Performance Point for Case 1-Longi. Dir. 92
Fig. 4.17. Hinge Distribution at Performance Point for Case 1-Longi. Dir. 93
Fig. 4.18. Hinge distribution at performance point for Case 1-Longi. Dir. 93
Fig. 4.19. Pushover Curve of the Frame-Case 1 Transverse Dir. 94
Fig. 4.20. Hinge Distribution at Performance Point for Case 1-Tran. Dir. 96
Fig. 4.21. Hinge Distribution at Performance Point for Case 1-Tran. Dir. 96
Fig. 4.22. Hinge Distribution at Performance Point for Case 1-Tran. Dir. 97
Fig. 4.23. Hinge Distribution at Performance Point for Case 1-Tran. Dir. 97
Fig. 4.24. Reinforcement Plan of Story B1-Case 2 98
Fig. 4.25. Reinforcement Plan of Story 1-Case 2 99
Fig. 4.26. Reinforcement Plan of Story 2-Case 2 99
Fig. 4.27. Reinforcement Plan of Story 3-Case 2 100
Fig. 4.28. Pushover Curve of the Frame-Case 2 Longitudinal Dir. 101
Fig. 4.29. Comparison of the Two Reinforcement Methods of Case 1 and Case 2 Longitudinal Dir. 102
Fig. 4.30. Hinge Distribution at Performance Point for-Case 2-Longi. Dir. 104
Fig. 4.31. Hinge Distribution at Performance Point for-Case 2-Longi. Dir. 104
Fig. 4.32. Hinge Distribution at Performance Point for-Case 2-Longi. Dir. 105
Fig. 4.33. Hinge Distribution at Performance Point for-Case 2-Longi. Dir. 105
Fig. 4.34. Pushover Curve of the Frame-Case 2-Transverse Dir. 106
Fig. 4.35. Comparison of the Two Reinforcement Methods of Case 1 and Case 2 Transverse Dir. 107
Fig. 4.36. Hinge Distribution at Performance Point for-Case 2-Trans. Dir. 109
Fig. 4.37. Hinge Distribution at Performance Point for-Case 2-Trans. Dir. 109
Fig. 4.38. Hinge Distribution at Performance Point for-Case 2-Trans. Dir. 110
Fig. 4.39. Hinge Distribution at Performance Point for-Case 2-Trans. Dir. 110
Fig. 4.40. Reinforcement Plan of Story B1-Case 3 111
Fig. 4.41. Reinforcement Plan of Story 1-Case 3 112
Fig. 4.42. Reinforcement Plan of Story 2-Case 3 112
Fig. 4.43. Reinforcement Plan of Story 3-Case 3 113
Fig. 4.44. Pushover Curve of the Frame-Case 3-Longitudinal Dir. 114
Fig. 4.45. Comparison of the Three Reinforcement Methods of Case 1 and Case 2 and Case 3 Longitudinal Dir. 115
Fig. 4.46. Hinge Distribution at Performance Point for-Case 3-Longi. Dir. 116
Fig. 4.47. Hinge Distribution at Performance Point for-Case 3-Longi. Dir. 117
Fig. 4.48. Hinge Distribution at Performance Point for-Case 3-Longi. Dir. 117
Fig. 4.49. Hinge Distribution at Performance Point for-Case 3-Longi. Dir. 118
Fig. 4.50. Hinge Distribution at Performance Point for-Case 3-Longi. Dir. 118
Fig. 4.51. Pushover Curve of the Frame-Case 3-Transverse Dir. 119
Fig. 4.52. Comparison of the Three Reinforcement Methods of Case 1 and Case 2 and Case 3-Transverse Dir. 120
Fig. 4.53. Hinge Distribution at Performance Point for-Case 3-Trans. Dir. 121
Fig. 4.54. Hinge Distribution at Performance Point for-Case 3-Trans. Dir. 122
Fig. 4.55. Hinge Distribution at Performance Point for-Case 3-Trans. Dir. 122
Fig. 4.56. Hinge Distribution at Performance Point for-Case 3-Trans. Dir. 123
Fig. 4.57. Hinge Distribution at Performance Point for-Case 3-Trans. Dir. 123
Fig. 4.58. 3D Model (Case 1 & Case 2 & Case 3) 124
Fig. 4.59. Node Number 125
Fig. 5.1. Modeling of The Frame to Review Using MIDAS-GEN 132
Fig. 5.2. 1'st Plan 132
Fig. 5.3. 2'nd Plan 133
Fig. 5.4. Roof Plan 133
Fig. 5.5. Hinge Property of Masonry Wall Replaced with an Equivalent Diagonal Compressive Brace 136
Fig. 5.6. Equivalent Diagonal Tension Strut Modeling Method 138
Fig. 5.7. Hinge Property of Corrugated Plate Replaced with a Diagonal Tension Brace 139
Fig. 5.8. Pushover Curve of the Frame-Case 4-Longitudinal Dir. 140
Fig. 5.9. Hinge Distribution at Performance Point for Case 4-Longi. Dir. 142
Fig. 5.10. Hinge Distribution at Performance Point for Case 4-Longi. Dir. 142
Fig. 5.11. Hinge Distribution at Performance Point for Case 4-Longi. Dir. 143
Fig. 5.12. Pushover Curve of the Frame-Case 4-Transverse Dir. 144
Fig. 5.13. Hinge Distribution at Performance Point for Case 4-Tran. Dir. 145
Fig. 5.14. Hinge Distribution at Performance Point for Case 4-Tran. Dir. 146
Fig. 5.15. Hinge Distribution at Performance Point for Case 4-Tran. Dir. 146
Fig. 5.16. Reinforcement Plan-Case 5 147
Fig. 5.17. Pushover Curve of the Frame-Case 5-Longitudinal Dir. 148
Fig. 5.18. Comparison of the Two Reinforcement Methods of Case 4 and Case 5 Longitudinal Dir. 149
Fig. 5.19. Hinge Distribution at Performance Point for-Case 5– Longi. Dir. 150
Fig. 5.20. Hinge Distribution at Performance Point for-Case 5– Longi. Dir. 151
Fig. 5.21. Hinge Distribution at Performance Point for-Case 5– Longi. Dir. 151
Fig. 5.22. Pushover Curve of the Frame-Case 5-Transverse Dir. 152
Fig. 5.23. Comparison of the Three Reinforcement Methods of Case 4 and Case 5 Transverse Dir. 153
Fig. 5.24. Hinge Distribution at Performance Point for-Case 5-Trans. Dir. 154
Fig. 5.25. Hinge Distribution at Performance Point for-Case 5-Trans. dir. 155
Fig. 5.26. Hinge Distribution at Performance Point for-Case 5-Trans. dir. 155
Fig. 5.27. Reinforcement Plan-Case 6 156
Fig. 5.28. Pushover Curve of the Frame-Case 6-Longitudinal Dir. 157
Fig. 5.29. Comparison of the Three Reinforcement Methods of Case 4 and Case 5 and Case 6-Longitudinal Dir. 158
Fig. 5.30. Hinge Distribution at Performance Point for-Case 6-Longi. Dir. 160
Fig. 5.31. Hinge Distribution at Performance Point for-Case 6-Longi. Dir. 160
Fig. 5.32. Hinge Distribution at Performance Point for-Case 6-Longi. Dir. 161
Fig. 5.33. Hinge Distribution at Performance Point for-Case 6-Longi. Dir. 161
Fig. 5.34. Pushover Curve of the Frame-Case 6-Transverse Dir. 162
Fig. 5.35. Comparison of the Three Reinforcement Methods of Case 4 and Case 5 and Case 6-Transverse Dir. 163
Fig. 5.36. Hinge Distribution at Performance Point for-Case 6-Trans. Dir. 165
Fig. 5.37. Hinge Distribution at Performance Point for-Case 6-Trans. Dir. 165
Fig. 5.38. Hinge Distribution at Performance Point for-Case 6-Trans. Dir. 166
Fig. 5.39. Hinge Distribution at Performance Point for-Case 6-Trans. Dir. 166
Fig. 5.40. 3D Modeling (Case 4 & Case 5 & Case 6) 167
Fig. 5.41. Node Number 168