臺灣博碩士論文加值系統

A total of six full-scale high strength reinforced concrete (HSRC) columns were tested under axial and cyclic lateral loading. The specified concrete compressive strength was 70 MPa and the specified yield strength was 685 MPa and 785 MPa for the longitudinal and transverse reinforcements, respectively. The main variables considered in the study are the transverse reinforcements ratio and axial load ratio. Although such HSRC columns have gradually transformed in use and scope, the damage quantification method is less understood. The main purpose of this study is to propose a damage quantification model for HSRC columns.
An analytical backbone curve model for predicting force-deformation behavior of HSRC columns is described. Column stiffness is also measured from the experiment to obtain stiffness reduction factors that are necessary to calculate member deformation. Based on experiment results, a new limiting value of residual crack width is defined to determine damage level. Then, a new drift ratio limit of each damage level is also proposed. Experiment results are presented and used to investigate the application of the proposed damage quantification model.
To increase the accuracy of the proposed model, this study also performs Finite Element Analysis (FEA) of previous tested specimens with addition of specimens from other studies. Using FEA results, the damage quantification model is modified based on the stiffness reduction factor, the unloading stiffness, and the ratio of shear deformation to total deformation. The proposed model is then used to quantify the damage of the observed specimens.

A total of six full-scale high strength reinforced concrete (HSRC) columns were tested under axial and cyclic lateral loading. The specified concrete compressive strength was 70 MPa and the specified yield strength was 685 MPa and 785 MPa for the longitudinal and transverse reinforcements, respectively. The main variables considered in the study are the transverse reinforcements ratio and axial load ratio. Although such HSRC columns have gradually transformed in use and scope, the damage quantification method is less understood. The main purpose of this study is to propose a damage quantification model for HSRC columns.
An analytical backbone curve model for predicting force-deformation behavior of HSRC columns is described. Column stiffness is also measured from the experiment to obtain stiffness reduction factors that are necessary to calculate member deformation. Based on experiment results, a new limiting value of residual crack width is defined to determine damage level. Then, a new drift ratio limit of each damage level is also proposed. Experiment results are presented and used to investigate the application of the proposed damage quantification model.
To increase the accuracy of the proposed model, this study also performs Finite Element Analysis (FEA) of previous tested specimens with addition of specimens from other studies. Using FEA results, the damage quantification model is modified based on the stiffness reduction factor, the unloading stiffness, and the ratio of shear deformation to total deformation. The proposed model is then used to quantify the damage of the observed specimens.

ABSTRACT i
ACKNOWLEDGEMENT ii
TABLE OF CONTENTS iii
LIST OF TABLES viii
LIST OF FIGURES xii
CHAPTER 1: INTRODUCTION
1.1 Background and Research Motivation 1
1.2 Objectives and Scopes of Study 2
1.3 Outlines 4
CHAPTER 2: LITERATURE REVIEW
2.1 High-Strength Reinforced Concrete (HSRC) 7
2.2 High-Strength Concrete (HSC) 7
2.2.1 Modulus of Elasticity 7
2.2.2 Tensile Strength 8
2.3 High-Strength Steel (HSS) 9
2.3.1 SD685 10
2.3.2 SD785 12
2.4 Definition of Damage Level 13
2.5 Previous Research 16
2.5.1 Model for Force-Deformation Relationship 16
2.5.2 Xiao and Martirossyan (1998) 30
2.5.3 Aoyama (2001) 32
2.5.4 Chen (2011) 34
2.5.5 Wang (2014) 37
2.5.6 Bhayusukma (2016) 38
2.6 Finite Element Modeling 40
2.6.1 Concrete Constitutive Model 41
2.6.1.1 Concrete in Compression 42
2.6.1.2 Concrete in Tension 43
2.6.1.3 Concrete in Shear 45
2.6.2 Steel Constitutive Model 46
2.6.2.1 Embedded reinforcement 47
2.6.2.2 Bond-slip reinforcement 47
2.6.3 Elements 50
2.6.3.1 Plane Stress Elements 50
2.6.3.2 Truss Elements 52
2.6.3.3 Meshing 53
2.6.4 Numerical Solution Methods 53
2.6.4.1 Iteration Procedures 53
2.6.4.2 Line Search 59
2.6.4.3 Convergence Criteria 59
CHAPTER 3: EXPERIMENTAL PROGRAM
3.1 Experiment Setup 60
3.2 Test Procedure 64
3.3 Material Test 67
3.3.1 Concrete Compression Test 67
3.3.2 Steel Tensile Test 70
3.4 Experiment Results 72
3.4.1 Force-Deformation Relationship 72
3.4.2 Crack Propagation 73
3.4.3 Identification of Damage of Specimens 77
3.4.3.1 Specimen 10S0.15 77
3.4.3.2 Specimen 10S0.30 79
3.4.3.3 Specimen 15S0.15 81
3.4.3.4 Specimen 15S0.30 83
3.4.3.5 Specimen 20S0.15 85
3.4.3.6 Specimen 20S0.30 86
3.4.4 Crack Width and Damage Level Relationship 88
CHAPTER 4: DAMAGE EVALUATION OF HSRC COLUMNS
4.1 Analytical Model for Force-Deformation Relationship 90
4.1.1 Cracking Point 91
4.1.2 Maximum Point 92
4.1.3 Flexure-Shear Failure Point 95
4.1.4 Axial Failure Point 95
4.1.5 Proposed Monotonic Model of a Force-Deformation Relationship 96
4.2 Stiffness Reduction Factor 99
4.3 Hysteresis Behavior 100
4.4 Determination of Damage Level for HSRC Columns 104
4.5 Determination of Performance Point for HSRC Columns 106
4.6 Proposed Dividing Point for Each Damage Level 110
4.7 Damage Quantification Model 112
CHAPTER 5: FINITE ELEMENT ANALYSIS OF HSRC COLUMNS
5.1 Finite Element Analysis 117
5.1.1 Element and Geometry 119
5.1.2 Boundary Conditions 120
5.1.3 Loading Applications 120
5.2 Material Properties 121
5.2.1 Concrete Compressive Behavior 121
5.2.2 Concrete Tensile Behavior 123
5.2.3 Steel Properties 124
5.3 Analysis Procedures 126
5.4 Verification of FEA Results 127
5.4.1 Force-Displacement Relationship 127
5.4.2 Maximum Residual Crack Width 132
5.4.3 Crack Pattern 135
5.4.4 Evaluation of FEA Results 137
5.5 Finite Element Results of Observed Specimens 139
5.5.1 Xiao and Martirossyan (1998) 140
5.5.2 Aoyama (2001) 147
5.5.3 Chen (2011) 151
5.5.4 Wang (2014) 158
5.5.5 Bhayusukma (2016) 164
5.6 Evaluation of The Proposed Model Using FEA 169
5.6.1 Stiffness Reduction Factor Modification 169
5.6.2 Unloading Stiffness Modification 171
5.6.3 Ratio of Shear Deformation Modification 173
5.7 Damage Quantification Model of HSRC Columns 180
5.7.1 Chiu and Tandri (2020) 181
5.7.2 Xiao and Martirossyan (1998) 185
5.7.3 Aoyama (2001) 188
5.7.4 Chen (2011) 189
5.7.5 Wang (2014) 192
5.7.6 Bhayusukma (2016) 194
5.8 Design Method For Controlling Shear Crack Width 195
5.9 Design Method For Controlling Damage Level 199
CHAPTER 6: CONCLUSIONS
6.1 Conclusions 202
6.2 Step-by-step Damage Quantification Method 203
6.3 Suggestions and Future Work 206
REFERENCES 207
APPENDIX A – NEW RC SPECIMEN RESULTS 211
APPENDIX B – DAMAGE QUANTIFICATION MODEL 227

1.ACI 318-19, American Concrete Institute, Building Code Requirements for Structural Concrete and Commentary. 2019: Farmington Hills, MI, USA.
2.ACI 363R-10, American Concrete Institute, Report on High-Strength Concrete. 2010: Farmington Hills, MI, USA.
3.ACI 363R-92, American Concrete Institute, State-of-the-Art Report on High-Strength Concrete. 1992: Farmington Hills, MI, USA.
4.AIJ, Architectural Institute of Japan, Standard for Structural Calculation of Reinforced Concrete Structures. 2010: Tokyo, Japan
5.Aoyama, H., Design Modern of High-Rise Reinforced Concrete Structures. 2001, Imperial College: London, UK.
6.Bentz, E.C., Vecchio, F.J., and Collins, M.P., Simplified Modified Compression Field Theory for Calculating Shear Strength of Reinforced Concrete Elements. ACI Structural Journal, 2006. 103(4): 614-624.
7.Bhayusukma, M.Y., Behavior of High-Strength RC Columns Subjected to High-Axial and Cyclic Lateral Loads. 2016, National Taiwan University (Doctoral Dissertation): Taipei, Taiwan.
8.Carrasquillo, R. L., Nilson, A.H., and Slate, F.O., Properties of High Strength Concrete Subject to Short-Term Loads. ACI Journal, 1981. 78(3): 171-178.
9.Chang, F.C., Study on the Confining Effect of Reinforced Concrete Columns Using High Strength Material. 2010, National Taiwan University (Master Thesis): Taipei, Taiwan.
10.Chen, Y.C., Design of Seismic Confinement of RC Columns Using High Strength Materials. 2011, National Taiwan University (Master Thesis): Taipei, Taiwan.
11.Chiu, C.K. and Tandri, A.I., Experimental Investigation on the Force-Crack Quantification Model for HSRC Columns with Flexure-shear and Shear Failure Modes. International Journal of Concrete Structures and Materials, 2020.
12.Chiu, C.K., Sihotang, F.M.F, and Darwin, Crack-Based Damage Assessment Method for HSRC Shear-Critical Beams and Columns. Advances in Structural Engineering, 2015. 18(1): 119-135
13.Chiu, C.K., Chi, K.N., and Lin, F.C., Experimental Investigation on the Shear Crack Development of Shear-Critical High-Strength Reinforced Concrete Beams. Journal of Advanced Concrete Technology, 2014. 12(7): 223–238.
14.DIANA Documentation 10.4. 2020: Delft, Netherlands.
15.Elwood, K.J. and Moehle, J.P., Axial Capacity Model for Shear-Damaged Columns. ACI Structural Journal, 2005. 102(4): 578-587.
16.FIP/CEB, Coomitte Euro-International du Beton, High Strength Concrete, State of the Art Report. 1990: Lausanne, Switzerland.
17.Gerin, M. and Adebar, P., Accounting for Shear in Seismic Analysis of Concrete Structures. 2004, 13th World Conference on Earthquake Engineering: Vancouver, B.C., Canada.
18.Huang, Z., Engström, B., and Magnusson, J., Experimental and Analytical Studies of the Bond Behavior of Deformed Bars in High Strength Concrete. 1996, In Proceedings of the 4th International Symposium on the Utilization of High Strength/High Performance Concrete: Paris, France.
19.JBDPA, Guideline for post-earthquake damage evaluation and rehabilitation. 2001: Tokyo, Japan.
20.JBDPA, Standard for seismic evaluation of existing reinforced concrete buildings, guidelines for seismic retrofit of existing reinforced concrete buildings, and technical manual for seismic evaluation and seismic retrofit of existing reinforced concrete buildings. 2015: Tokyo, Japan.
21.JSCE Guidelines for Concrete No.15, Japan Society of Civil Engineers, Standard Specifications for Concrete Structures – 2007 “Design”. 2007: Tokyo, Japan.
22.Liao, W.C. and Hu, W.X., Study of Prediction Equation for Modulus of Elasticity of High Strength Concrete in Taiwan. Structural Engineering, 2017. 32(2): 5-26.
23.Lu, Z.H. and Zhao, Y.G., Empirical Stress-Strain Model for Unconfined High-Strength Concrete under Uniaxial Compression. Journal of Materials in Civil Engineering, 2010. 22(11): 1181-1186.
24.Maeda, M. and Kang, D.E., Post-Earthquake Damage Evaluation for Reinforced Concrete Buildings. Journal of Advanced Concrete Technology, 2009. 7(3): 327-335.
25.MC2010, Federation Internationale du Beton, FIB Model Code for Concrete Structures. 2010: Lausanne, Switzerland.
26.NCREE-19-001, National Center for Research on Earthquake Engineering of Taiwan, Design Guideline for High–Strength Reinforced Concrete Structures. 2019: Taipei, Taiwan.
27.Park, R. and Paulay, T., Reinforced Concrete Structures. 1975, John Wiley & Sons: New Jersey, USA.
28.Patwardhan, C. Shear Strength and Deformation Modelling of Reinforced Concrete Column. 2005, Ohio State University (Master Thesis): Ohio, USA.
29.RTD 1016-1, Rijkswaterstaat Centre for Infrastructure, Guidelines for Nonlinear Finite Element Analysis of Concrete Structures. 2017: Utrecht, Netherlands.
30.Setzler, E.J., Modeling the Behavior of Lightly Reinforced Concrete Columns Subjected to Lateral Loads. 2005, Ohio State University (Master Thesis): Ohio, USA.
31.Sezen, H., Seismic Behavior and Modelling of Reinforced Concrete Building Columns. 2002, University of California (Doctoral Dissertation): Berkeley, USA.
32.Sugano, S., Application of High Strength and High Performance Concrete in Seismic Region. 2008, Invited Lecture in the 8th International Symposium on Utilization of High-Strength and High-Performance Concrete: Tokyo, Japan.
33.Thorenfeldt, E., Jensen, J.J., and Tomaszewics, A., Mechanical Properties of High-Strength Concrete and Applications in Design. 1987, Proc. Symp. Utilization of High-Strength Concrete: Stavanger, Norway.
34.Vecchio, F.J. and Collins, M.P., The Modified Compression Field Theory for Reinforced Concrete Elements Subjected to Shear. ACI Journal, 1986. 83(2): 219-231.
35.Wang, M., Study of the Cyclic Behavior of New RC Columns with Different Types of Hoops. 2014, National Taiwan University (Master Thesis): Taipei, Taiwan.
36.Watanabe, F. and Ichinose, T., Strength and Ductility Design of RC Members Subjected to Combined Bending and Shear. 1991, Proceedings of Workshop on Concrete Shear in Earthquake: Houston, USA.
37.Xiao, Y. and Martirossyan, A., Seismic Performance of High-Strength Concrete Columns. Journal of Structural Engineering, 1998. 124(3): 241-251.
38.Yoshimura, M. and Takaine, Y., Formulation of post-peak behavior of reinforced concrete columns including collapse drift. Japan Structural Construction Engineering, 2005. 587: 163-171.