臺灣博碩士論文加值系統

Concrete filled steel tubular (CFT) columns have advantages in strength and ductility. Even under fire attacks, the core concrete could maintain its axial load capacity and thus the strict requirement for fire proof may be liberated. CFT columns have advantages over conventional type and RC columns because the steel tube serves as formwork and offers great confinement to the filled-concrete. As a result, strength and ductility under high axial load will be improved. However, the complex design and detailing for moment connections have to be further improved, simplified, and verified with experiments.
This research proposed a continuous beam flange type of the steel beam to circular CFT column connection. Four beam-column joint specimens are tested to examine the effect of filled-concrete, beam flange stiffeners, and width of beam flange on the joint shear strength. Construction of the specimen shows that the proposed connection details are practical and easy to be implemented. Cyclic loading test results show that the filled-concrete significantly increases the joint shear strength. The use of stiffener plates and increase of the flange width also have significant contribution to joint shear strength. In this research, the proposed shear strength calculation of the CFT beam column joint is based on the strength superposition principle of steel tube strength and concrete strength. The method for calculate the steel shear strength is based on the Von Mises yield criterion. While, the method for calculate the concrete shear strength is based on softened strut model with confinement effect consideration. The critical face of nodal zone is at the face which is in contact with the beam flange. Moreover, a method to evaluate the area of this face is affected by beam flange width, stiffener dimension, and column thickness. Furthermore, the prediction shear strength values are close to the test results, it means that this proposed method can be used to accurately evaluate the joint shear strength.

Concrete filled steel tubular (CFT) columns have advantages in strength and ductility. Even under fire attacks, the core concrete could maintain its axial load capacity and thus the strict requirement for fire proof may be liberated. CFT columns have advantages over conventional type and RC columns because the steel tube serves as formwork and offers great confinement to the filled-concrete. As a result, strength and ductility under high axial load will be improved. However, the complex design and detailing for moment connections have to be further improved, simplified, and verified with experiments.
This research proposed a continuous beam flange type of the steel beam to circular CFT column connection. Four beam-column joint specimens are tested to examine the effect of filled-concrete, beam flange stiffeners, and width of beam flange on the joint shear strength. Construction of the specimen shows that the proposed connection details are practical and easy to be implemented. Cyclic loading test results show that the filled-concrete significantly increases the joint shear strength. The use of stiffener plates and increase of the flange width also have significant contribution to joint shear strength. In this research, the proposed shear strength calculation of the CFT beam column joint is based on the strength superposition principle of steel tube strength and concrete strength. The method for calculate the steel shear strength is based on the Von Mises yield criterion. While, the method for calculate the concrete shear strength is based on softened strut model with confinement effect consideration. The critical face of nodal zone is at the face which is in contact with the beam flange. Moreover, a method to evaluate the area of this face is affected by beam flange width, stiffener dimension, and column thickness. Furthermore, the prediction shear strength values are close to the test results, it means that this proposed method can be used to accurately evaluate the joint shear strength.

ABSTRACT i
ACKNOWLEDGEMENT iii
TABLE OF CONTENTS v
LIST OF TABLES viii
TABLE OF FIGURES ix
1. INTRODUCTION 1
1.1. BACKGROUND 1
1.2. OBJECTIVE AND SCOPE 3
1.3. METHOD AND PROCESS 5
1.4. ORGANIZATION 7
2. PREVIOUS RESEARCH AND LITERATURE REVIEW 8
2.1. EXISTING CONNECTION TYPES 8
2.1.1. Simple Connection 8
2.1.2. External Diaphragm Connection 9
2.1.3. Interior Diaphragm Connection 10
2.1.4. Welded Deformed Bars Connection 11
2.1.5. Interior Headed Studs Connection 12
2.1.6. Continuous Flange Connection 13
2.1.7. Continuous Web Connection 14
2.1.8. Continuous Girder Connection 15
2.1.9. Hybrid Connection 15
2.1.10. T-Stiffener Connection 16
2.2. RELATED DOMESTIC RESEARCH 17
3. SPECIMENS DESIGN AND SHEAR STRENGTH PREDICTION 21
3.1. SPECIMEN DESIGN 21
3.2. MATERIALS 25
3.3. PROPOSED SHEAR STRENGTH MODEL 26
3.4. SHEAR STRENGTH PREDICTION 36
4. TEST PROGRAM 37
4.1. CONSTRUCTION OF SPECIMENS 37
4.2. TEST SETUP 42
4.3. MEASUREMENT SYSTEM AND EXPERIMENT PROCEDURES 45
4.4. APPLIED LOADING 51
4.5. DISPLACEMENT ANALYSIS METHOD 51
5. TEST RESULTS AND DISCUSSION 57
5.1. MATERIAL STRENGTH 57
5.2. THE EXPERIMENTAL BEHAVIOR OF THE SPECIMEN 60
5.2.1. Specimen 1 60
5.2.2. Specimen 2 66
5.2.3. Specimen 3 75
5.2.4. Specimen 4 84
5.3. ANALYSIS OF EXPERIMENTAL DATA 94
5.4. CONCRETE COMPRESSION ZONE OBSERVATION 108
5.4.1. Specimen 2 108
5.4.2. Specimen 3 109
5.4.3. Specimen 4 110
6. COMPARISON OF SHEAR PREDICTION AND TEST RESULTS 112
6.1. DESIGN RECOMMENDATION 112
6.2. COMPARISON OF SHEAR PREDICTION AND TEST RESULTS 115
7. CONCLUSION AND FUTURE WORK 116
7.1. CONCLUSION 116
7.2. FUTURE WORK 118
REFERENCE 120
APPENDIX A Specimen Design Drawing 122
APPENDIX B Concrete-Grouting Photo 129
APPENDIX C Welded Steel Beam Installation Photo 133
APPENDIX D Ultrasonic Weld Inspection (UT Detection) Photo and Report 139
APPENDIX E Shear Strength Calculation Based on the Proposed Model 144
Specimen 1 145
Specimen 2 148
Specimen 3 154
Specimen 4 160

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