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研究生： HAO DINH PHAN
HAO DINH PHAN
論文名稱： Seismic Behavior of Full-Scale Concrete Filled Steel Tubular (CFST) Columns with High Axial Load Effect
Seismic Behavior of Full-Scale Concrete Filled Steel Tubular (CFST) Columns with High Axial Load Effect
指導教授： 林克強
Ker-Chun Lin
蕭博謙
Po-Chien Hsiao
口試委員: Ker-Chyuan Tsai
Ker-Chyuan Tsai
Hsieh-Lung Hsu
Hsieh-Lung Hsu
Chui-Hsin Chen
Chui-Hsin Chen
Hsin-Yang Chung
Hsin-Yang Chung
Po-Chien Hsiao
Po-Chien Hsiao
Ching-Yi Tsai
Ching-Yi Tsai
Ker-Chun Lin
Ker-Chun Lin
學位類別： 博士
Doctor
系所名稱： 工程學院 - 營建工程系
Department of Civil and Construction Engineering
論文出版年： 2020
畢業學年度： 108
語文別： 英文
論文頁數： 166
中文關鍵詞： concrete filled steel tubular (CFST) columns 、axial compression ratio 、width-to-thickness ratio (B/t) 、ultimate interstory drift ratio (IDRu) 、finite element analysis (FEA) 、concrete stress-strain confined model 、deformation demand
外文關鍵詞： concrete filled steel tubular (CFST) columns, axial compression ratio, width-to-thickness ratio (B/t), ultimate interstory drift ratio (IDRu), finite element analysis (FEA), concrete stress-strain confined model, deformation demand
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    • The seismic behaviors of concrete filled steel tubular (CFST) columns were investigated experimentally and analytically in this research. An experimental program with a total of four full-scale square CFST column specimens using steel tubes with a width-to-thickness ratio (B/t) of 41.7 was carried out. The design compressive strength of concrete and yield stress of steel for the specimens are identical, respectively, being 35 and 345 MPa. These specimens were subjected to horizontal cyclic-reversal loads combined with three different constant axial compressive loads, 0.15, 0.35, and 0.55P0, and with cyclic varying axial compressive load, from 0.15 to 0.55P0, respectively, where P0 is pure compression strength of the column specimen.
    Test results revealed that higher axial compression applied to the CFST column degrades its strength response and deformation capacity. For the axial compressive loading greater than 0.35P0, the ultimate interstory drift ratio (IDRu) of the column was less than 3% radian. It implies that the B/t limitations specified in ACI 318-14, AISC 360-16, AIJ-2008, EC4-2004, and Taiwan SRC codes, those are greater than 41.7, are not able to ensure the square CFST column providing 3% radian of IDRu under a high axial compression exceeding 0.35P0. Additionally, the comparisons of the CFST column flexural strength between experimental results and various codes’ predictions indicate that the ACI 318-14 prediction is significantly underestimated, the AISC 360-16 one predicts reasonable underestimation and the EC4 2004 prediction is slightly overestimated for higher axial compression and underestimated for lower axial compression, and the AIJ 2008 prediction has a good agreement.
    Numerical investigations of the CFST columns using finite element analysis (FEA) with ABAQUS were conducted and validated based on the experimental results. A new stress-strain confined concrete model to take an axial compressive loading account was proposed. According to this proposed model, the effective confined strength and ductility of concrete are degraded and reduced, respectively, when the axial compressive loading increases. The validated FEA models were further extended to conduct a parametric study for square CFST columns with parameters: axial compression ratio (n=P/P0), B/t of steel tube, steel grade (fy), and concrete strength (f_c^'). Analytical results of the parametric study revealed that n and B/t significantly affected the seismic performance of the CFST column. The higher the n value or B/t value, the lower the shear strength, and the smaller the deformation capacity was. It was shown that the square CFST columns with B/t of 21 using steel yield stress of 345 MPa and concrete compressive strength of 35 MPa, respectively, satisfy the deformation demand of more than 3% radian under high axial loading (n=0.55). Besides, increasing fy results in the enhancement of strength. It results in a reduction in deformation capacity for column specimens with higher B/t, but an increase in deformation capacity for specimens with lower B/t. Increasing f_c^' results in a dramatic enhancement of shear strength for all specimens and an increase of deformation capacity for almost specimens having thinner steel walls. Moreover, a reasonable material strength combination between steel and concrete was observed to obtain better seismic responses.

    ABSTRACT i ACKNOWLEDGMENTS iv TABLE OF CONTENTS vii LIST OF FIGURES xi LIST OF TABLES xv CHAPTER 1 INTRODUCTION 1 1.1 General 1 1.2 Research Problems 3 1.3 Research Objectives 5 1.4 Research Scope 6 1.5 Dissertation Outline 7 CHAPTER 2 LITERATURE REVIEW 9 2.1 Experimental Studies on CFST Columns 9 2.1.1 CFST columns subjected to axial compression 9 2.1.2 CFST columns subjected to combined axial and flexural loading 14 2.2 Analytical Studies on CFST Columns 17 2.2.1 CFST columns under axial compression 18 2.2.2 CFST columns under combined axial and flexural loading 21 2.3 Design Requirements for CFST Columns in Related Codes 27 CHAPTER 3 EXPERIMENTAL PROGRAM 31 3.1 General 31 3.2 Specimen Design and Fabrication 31 3.2.1 Design of specimens 31 3.2.2 Fabrication of specimens 35 3.3 Actual Material Properties 36 3.3.1 Plate steel for external tubes 36 3.3.2 Infilled concrete 37 3.4 Testing Procedure 38 3.4.1 Test setup and load applying 38 3.4.2 Loading protocols 40 3.4.3 Instrumentation plan 42 CHAPTER 4 EXPERIMENTAL RESULTS AND DISCUSSIONS 47 4.1 Experimental Process and Observations 47 4.2 Performance Evaluations 57 4.2.1 Shear force versus lateral displacement responses 57 4.2.2 Cyclic envelope, strength and deformation capacity 59 4.2.3 Strength degradation 61 4.2.4 Axial and lateral stiffness degradation 63 4.2.5 Energy dissipation 65 4.3 Comparisons of Experimental Results with Predictions Based on Current Codes 68 4.3.1 Square CFST column strength calculations 68 4.3.2 Strength comparisons between experimental results and design codes’ predictions 71 CHAPTER 5 NUMERICAL VALIDATION ANALYSIS 77 5.1 Finite Element Analysis 78 5.1.1 Modeling approach 78 5.1.2 Finite element types and meshing 80 5.1.3 Material modeling of steel tube 81 5.1.4 Material modeling of concrete infill 82 5.1.5 Steel-concrete interaction modeling 87 5.1.6 Boundary conditions and load applying 88 5.2 Validation of the FEA Model 89 5.2.1 Developing new confined concrete models 89 5.2.2 FEA model validation 92 CHAPTER 6 PARAMETRIC STUDIES OF NUMERICAL ANALYSIS 97 6.1 Plan and Parameters of Parametric Studies 97 6.1.1 Basis for selecting parameters 98 6.1.2 Matrices of study parameters 99 6.2 Numerical Analysis Results and Discussions 103 6.2.1 Numerical analysis results 103 6.2.2 Effect of axial compressive level 120 6.2.3 Effect of B/t value 123 6.2.4 Influence of steel grade 130 6.2.5 Influence of concrete strength 138 6.2.6 Reasonable strength combination of constituent materials 145 CHAPTER 7 CONCLUSIONS AND RECOMMENDATIONS 149 7.1 Conclusions 149 7.2 Recommendations 154 7.3 Future Work 155 REFERENCES 159

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