표제지
초록
목차
Notation 16
제1장 서론 21
1.1. 연구 배경 21
1.2. 연구 현황 25
1.3. 연구의 범위 및 내용 32
제2장 유연도법에 근거한 보-기둥 섬유요소 모델 정식화 36
2.1. 개요 36
2.2. 보-기둥 요소 정식화 37
2.3. 전단변형 효과를 고려한 유연도법 보-기둥 요소 정식화 47
2.4. Co-rotational 기하 비선형 해석법의 정식화 57
2.4.1. 개요 57
2.4.2. 순수 변위 및 변형 후 부재 좌표계의 결정 59
제3장 철근콘크리트의 구성방정식 69
3.1. 콘크리트 및 철근 재료모델 69
3.1.1. 개요 69
3.1.2. 균열발생 이전의 콘크리트 해석모델 69
3.1.3. 균열발생 이후의 콘크리트 해석모델 73
3.1.4. 콘크리트에 매입된 철근의 해석모델 76
3.2. 횡방향 구속된 콘크리트 모델 80
3.3. 기둥-기초 접합부의 정착 슬립(Anchorage-Slip) 84
3.4. 저주기 피로(Low Cycle Fatigue) 87
3.5. 비선형 단면 전단력-전단변형률 구성관계식 89
3.5.1. 개요 89
3.5.2. 신뢰도기반 한계상태설계법(EC 2)에 따른 전단설계기준 95
3.5.3. 비선형 단면 전단력-전단변형률 이력 구성관계식 113
제4장 비선형 유한요소 해석프로그램 115
4.1. 해석 프로그램의 개발 115
4.2. 비선형 해석 알고리즘 116
4.2.1. 구조물 상태 결정 116
4.2.2. 보-기둥 섬유요소의 상태 결정 118
4.2.3. 파이버 단면 저항력 122
제5장 비선형 유한요소해석 프로그램의 검증 127
5.1. 개요 127
5.2. 재료적 선형 및 기하학적 비선형 해석 127
5.3. 철근콘크리트 장주의 비선형 해석 134
5.3.1. 단조하중을 받는 철근콘크리트 장주 134
5.3.2. 반복하중을 받는 철근콘크리트 장주 139
제6장 철근콘크리트 부재의 비탄성 전단거동 해석 147
6.1. 개요 147
6.2. 전단지간비에 따른 해석 모델의 검증 148
6.3. 철근콘크리트 보의 비탄성 전단거동 해석 153
6.3.1. 전단 지간비에 따른 비탄성 전단거동 해석 153
6.3.2. 철근콘크리트 깊은 보의 내하력 평가 165
6.4. 철근콘크리트 교각의 비탄성 전단거동 해석 176
제7장 요약 및 결론 197
참고문헌 202
APPENDIX 217
ABSTRACT 222
Table 2.3.1. Comparison of components in Bernoulli and Timoshenko element formulation 50
Table 2.4.1. Computer implementation of the spatial co-rotational formulation 68
Table 5.3.1. Material properties and ultimate load 138
Table 5.3.2. Material properties of specimen N1 140
Table 5.3.3. Material properties of specimen Con1 144
Table 6.2.1. Deflection and relative error according to a/d 150
Table 6.2.2. Deflection and relative error according to a/d 153
Table 6.3.1. Material properties of specimen 156
Table 6.3.2. Experimental and analytical maximum shear strength 159
Table 6.3.3. Experimental and analytical deflection under load increment 164
Table 6.3.4. Materials properties of test specimens 171
Table 6.3.5. Experimental and analytical maximum strength 174
Table 6.4.1. Materials properties of Specimens 179
Table 6.4.2. Experimental and analytical maximum shear strength 188
Table 6.4.3. Experimental and analytical maximum displacement 189
Table 6.4.4. Material properties for test specimens 194
Fig. 2.2.1. A general beam-column element with rigid-body modes in space 38
Fig. 2.2.2. Beam-column element without rigid body modes in space 38
Fig. 2.2.3. Generalized forces and deformations at the element and section 40
Fig. 2.2.4. Fiber beam-column element in the local reference system : subdivision of cross section into fibers 44
Fig. 2.3.1. Section degrees of freedom Bernoulli and Timoshenko beams 48
Fig. 2.3.2. Flow chart of section V-γ deformation determination 56
Fig. 2.4.1. Nodal triads at the deformed configuration 60
Fig. 2.4.2. Element basic (displaced) frame in space 61
Fig. 3.1.1. Equivalent stress-strain relationship of un-cracked concrete 71
Fig. 3.1.2. Equivalent stress-strain curves for cyclic behavior of concrete 72
Fig. 3.1.3. Stress distribution in reinforced concrete 74
Fig. 3.1.4. Average tensile stress-strain curves for concrete 75
Fig. 3.1.5. Average tensile stress-strain relation of reinforcement 79
Fig. 3.2.1. Confined and unconfined concrete model 81
Fig. 3.2.2. Confined and unconfined concrete model-Sakino and Sun (2000) 83
Fig. 3.3.1. Strain-slip relation of rebar 86
Fig. 3.3.2. The 3D effect at boundary 87
Fig. 3.5.1. Section nonlinear shear hysteretic law-Ozcebe et al.(1989) 91
Fig. 3.5.2. Section nonlinear shear hysteretic law-D'Ambrisi et al.(1999) 91
Fig. 3.5.3. Section nonlinear shear hysteretic law-Spacone et al.(2000) 93
Fig. 3.5.4. Section nonlinear shear hysteretic law-Mari et al.(2006) 95
Fig. 3.5.5. Shear resistance system without stirrup 96
Fig. 3.5.6. Truss model for diagonal cracked RC member-Kim et al.(2007) 98
Fig. 3.5.7. Effect of x/d ratio on shear strength of RC beam 102
Fig. 3.5.8. Degradation in fracture parameter-Okamura et al.(1991) 104
Fig. 3.5.9. Smeared truss model 105
Fig. 3.5.10. Tension stiffening model 106
Fig. 3.5.11. Average tensile stress-strain relation of reinforcement 108
Fig. 3.5.12. Mohr's circle for average strains 111
Fig. 3.5.13. Envelope curve for proposed nonlinear section V-γ 112
Fig. 3.5.14. Hysteric curve proposed nonlinear section V-γ 114
Fig. 4.2.1. Flow chart of structure state determination 125
Fig. 4.2.2. Flow chart of element state determination 126
Fig. 5.2.1. Cantilever beam with end load 129
Fig. 5.2.2. Finite element mesh and layered section 129
Fig. 5.2.3. Load-displacement results 129
Fig. 5.2.4. Cantilever beam with end moment 132
Fig. 5.2.5. Finite element mesh and layered section 132
Fig. 5.2.6. Load-displacement results 132
Fig. 5.2.7. Two-member frame under a point load 133
Fig. 5.2.8. Finite element mesh and layered section 133
Fig. 5.2.9. Load-displacement results 134
Fig. 5.3.1. Test specimens of slender RC column 136
Fig. 5.3.2. Finite element mesh and layered section 137
Fig. 5.3.3. Axial load-displacement results 137
Fig. 5.3.4. Axial load-displacement results 138
Fig. 5.3.5. Test specimens of N1 140
Fig. 5.3.6. Lateral loading program for specimen N1 140
Fig. 5.3.7. Finite element mesh and layered section 142
Fig. 5.3.8. Lateral load-displacement results for N1 142
Fig. 5.3.9. Test specimens of Con1 143
Fig. 5.3.10. Lateral loading program for specimen Con1 144
Fig. 5.3.11. Finite element mesh and layered section 146
Fig. 5.3.12. Lateral load-displacement results of Con1 146
Fig. 6.2.1. Relative deflection according to a/d of simple beam 150
Fig. 6.2.2. Relative deflection according to a/d of cantilever beam 152
Fig. 6.3.1. Test specimen S1-series(S1-3.0) 155
Fig. 6.3.2. Test specimen S2-series(S2-3.0) 155
Fig. 6.3.3. Structure discretization and section fiber 156
Fig. 6.3.4. Load vs deflection of specimen S1-3.0 160
Fig. 6.3.5. Load vs deflection of specimen S1-3.5 160
Fig. 6.3.6. Load vs deflection of specimen S1-4.0 161
Fig. 6.3.7. Load vs deflection of specimen S2-2.5 161
Fig. 6.3.8. Load vs deflection of specimen S2-3.0 162
Fig. 6.3.9. Load vs deflection of specimen S2-3.5 162
Fig. 6.3.10. Experimental and analytical maximum strength 163
Fig. 6.3.11. Experimental and analytical maximum deflection 165
Fig. 6.3.12. Dimensions of A series 166
Fig. 6.3.13. Dimensions of B series 167
Fig. 6.3.14. Dimensions of C series 167
Fig. 6.3.15. Dimensions of D series 167
Fig. 6.3.16. Dimensions of D' series 168
Fig. 6.3.17. Dimensions of D" series 168
Fig. 6.3.18. Dimensions of E series 168
Fig. 6.3.19. Structural discretization and section fiber 169
Fig. 6.3.20. Load vs deflection of specimen A1-3 172
Fig. 6.3.21. Load vs deflection of specimen B1-5 172
Fig. 6.3.22. Load vs deflection of specimen C1-3 173
Fig. 6.3.23. Load vs deflection of specimen D1-3 173
Fig. 6.3.24. Experimental and analytical maximum strength 175
Fig. 6.3.25. Experimental and analytical maximum strength 175
Fig. 6.3.26. Maximum strength with RC plane element 176
Fig. 6.4.1. Details of specimen (C3-Series) 178
Fig. 6.4.2. Test set up for Specimens 179
Fig. 6.4.3. Structural discretization and section fiber 180
Fig. 6.4.4. Load vs displacement of specimen C2-0 183
Fig. 6.4.5. Load vs displacement of specimen C2-1 183
Fig. 6.4.6. Load vs displacement of specimen C2-2 184
Fig. 6.4.7. Load vs displacement of specimen C3-0 184
Fig. 6.4.8. Load vs displacement of specimen C3-1 185
Fig. 6.4.9. Load vs displacement of specimen C3-2 185
Fig. 6.4.10. Load vs displacement of specimen C4-0 186
Fig. 6.4.11. Load vs displacement of specimen C4-1 186
Fig. 6.4.12. Load vs displacement of specimen C4-2 187
Fig. 6.4.13. Experimental and analytical maximum shear strength 188
Fig. 6.4.14. Experimental and analytical maximum displacement 190
Fig. 6.4.15. Test specimen of 2CLH18 and 2CMH18 192
Fig. 6.4.16. Test set up for specimen 193
Fig. 6.4.17. Lateral loading program 193
Fig. 6.4.18. Finite element mesh and layered section 194
Fig. 6.4.19. Lateral load-displacement results of 2CLH18 195
Fig. 6.4.20. Lateral load-displacement results of 2CMH18 196