표제지
국문초록
목차
I. 서론 15
1. 연구의 배경 및 목적 15
2. 연구방법 및 범위 16
II. 기존 연구 고찰 17
1. 국내·외 각형강관 기둥 접합부 고찰 17
1) 국내 각형강관 기둥 접합부 연구사례 24
2) 국외 각형강관 기둥 접합부 연구사례 34
3) 국내·외 각형강관 기둥 접합부 연구사례 분석 43
III. 접합부 실험 44
1. 실험체 계획 44
1) 실험체 개요 44
2) 실험계획 47
3) 실험체 셋팅 및 재하 프로그램 50
4) 계측 계획 및 설치 52
2. 실험결과 54
1) 재료실험결과 54
2) 접합부 실험 결과 57
3) 각 실험체별 거동 및 파괴양상 60
3. 실험결과 분석 69
1) 내력 및 강성 69
2) 부재별 변형도 분포 73
3) 층간 부재각 비교 79
4) 모멘트-총 회전각 비교 82
5) 소성변형능력 86
6) 에너지흡수능력 89
IV. 유한요소해석 91
1. 개요 91
1) 실험체 모델 개요 91
2) 실험기반 해석모델수립 93
3) 볼트 모델링 96
2. 해석모델 검증 및 상세 분석 99
1) TD(Through diaphragm) 99
2) IP-L(Inner plate - Long type) 103
3) IP-S(Inner plate - Short type) 107
4) IA-S(Inner angle - Short type) 111
V. 결론 115
참고문헌 117
부록 120
〈부록 1〉 실험체별 설계 도면 120
〈부록 2〉 실험체별 변위계 및 변형률 측정위치 도면 125
Abstract 130
Table 3.1. Specimens of column-beam connections 46
Table 3.2. Results of material test 54
Table 3.3. Test results 59
Table 3.4. Strength and stiffness 72
Table 3.5. Seismic frame performance criteria 82
Table 3.6. Moment-rotation comparison 85
Table 3.7. Ductility evaluation 88
Table 4.1. Summary of test specimen details 91
Table 4.2. Information of finite element analysis models 93
Fig 2.1. Comparison of compression capacity for sections of equal mass (CIDECT DISIGN DUIDE 9, 2004) 18
Fig 2.2. Comparison of section masses for equal compression capacities (CIDECT DISIGN DUIDE 9, 2004) 19
Fig 2.3. Existing column-tree type steel moment frame 19
Fig 2.4. Steel tube column-tree type steel moment frame representation of standard steel connections - Continue 21
Fig 2.5. The Installation of One-side bolt 24
Fig 2.6. Details of column-to-beam connection 25
Fig 2.7. Moment-rotation angle relationships 25
Fig 2.8. One-side bolt 26
Fig 2.9. Moment-rotation angle relationships 26
Fig 2.10. The New Detail of Connection 27
Fig 2.11. Conceptual diagram 28
Fig 2.12. Moment-rotation angle relationships 29
Fig 2.13. Details of column-to-beam connection - Continue 30
Fig 2.14. Moment-rotation angle relationships 31
Fig 2.15. Details of column-to-beam connection 32
Fig 2.16. Define for rotation angle of members 33
Fig 2.17. Rotation angle of members 33
Fig 2.18. Schematic of the Flowdrill process (CIDECT DISIGN DUIDE 9, 2004) 35
Fig 2.19. The Lindapter HolloBolt insert 35
Fig 2.20. Exploded view of Huck Ultra-Twist bolt 36
Fig 2.21. Nuts welded into hollow section wall 37
Fig 2.22. Assembled ConXL™ moment connection (http://www.conxtech.com/) 38
Fig 2.23. Conxtech ConXL connection (http://www.conxtech.com/) 39
Fig 2.24. SidePlate Connection 40
Fig 2.25. SidePlate Construction 40
Fig 2.26. Structural diagram of the BBCC connection 41
Fig 2.27. Verification curves of similar tested connection 42
Fig 3.1. Oneway bolt and nut detail 44
Fig 3.2. The proposed bolt connection 45
Fig 3.3. Details of column-to-beam connections - Continue 48
Fig 3.4. Boundary condition 50
Fig 3.5. Cycle loading history 51
Fig 3.6. Location of strain gauge and LVDT 52
Fig 3.7. Location of LVDT 53
Fig 3.8. Location of strain gauge 53
Fig 3.9. Stress-strain curve - Continue 55
Fig 3.10. Load-displacement relations of through diaphragm specimens 61
Fig 3.11. TD(Through diaphragm) specimen failure mode 62
Fig 3.12. Load-displacement relations of inner plate - long type specimens 63
Fig 3.13. IP-L(inner plate - long type) specimen failure mode 64
Fig 3.14. Load-displacement relations of inner plate - short type specimens 65
Fig 3.15. IP-S(inner plate - short type) specimen failure mode 66
Fig 3.16. Load-displacement relations of inner angle - short type specimens 67
Fig 3.17. IA-S(inner angle - short type) specimen failure mode 68
Fig 3.18. Comparison of specimen's initial stiffness 69
Fig 3.19. Stiffness comparison of specimens 70
Fig 3.20. Comparison of specimens ultimate resistance 71
Fig 3.21. Column tensile strains - Continue 73
Fig 3.22. Beam web tensile strains 75
Fig 3.23. Beam flange tensile strains - Continue 76
Fig 3.24. End plate tensile strains 78
Fig 3.25. Define for rotation angle of members 79
Fig 3.26. Rotation angle of members 80
Fig 3.27. Moment-rotation angle relationships - Continue 83
Fig 3.28. Ductility definition 86
Fig 3.29. Total ductility factor 87
Fig 3.30. Energy dissipation by hysteretic behavior 89
Fig 3.31. Energy dissipation capability each cycle and Total energy dissipation 90
Fig 3.32. Total energy dissipation[내용없음] 13
Fig 4.1. Finite element model of connection 92
Fig 4.2. Mesh in the vicinity of joint 94
Fig 4.3. Tie and contact parts 95
Fig 4.4. Bolt Contact modeling - Continue 96
Fig 4.5. Bolt slip model 98
Fig 4.6. Finite Element Analysis Results for TD Specimen(drift angle = 4%) 99
Fig 4.7. Comparison of Moment-Rotation Angle for TD Specimen 100
Fig 4.8. Von Mises Stress distribution of TD Specimen 101
Fig 4.9. PEEQ Stress distribution of TD Specimen 102
Fig 4.10. Finite Element Analysis Results for IP-L Specimen(0.04rad) 103
Fig 4.11. Comparison of Moment-Rotation Angle for IP-L Specimen 104
Fig 4.12. Von Mises Stress distribution of IP-L Specimen 105
Fig 4.13. PEEQ Stress distribution of IP-L Specimen 106
Fig 4.14. Finite Element Analysis Results for IP-S Specimen(drift angle = 0.04rad) 107
Fig 4.15. Comparison of Moment-Rotation Angle for IP-S Specimen 108
Fig 4.16. Von Mises Stress distribution of IP-S Specimen 109
Fig 4.17. PEEQ Stress distribution of IP-S Specimen 110
Fig 4.18. Finite Element Analysis Results for IA-S Specimen(drift angle = 0.04rad) 111
Fig 4.19. Comparison of Moment-Rotation Angle for IA-S Specimen 112
Fig 4.20. Von Mises Stress distribution of IA-S Specimen 113
Fig 4.21. PEEQ Stress distribution of IA-S Specimen 114