臺灣博碩士論文加值系統

This thesis is to experimentally investigate seismic behavior of steel reinforced concrete (SRC) columns subjected to constant axial load combined cyclically lateral loading. Ten large-scale specimens which included 5 traditional SRC columns (TSRC) and 5 new SRC columns (NSRC) were tested. The parameters studied in this test comprised: the required transverse steel bars for NSRC and TSRC when bending about x-axis and y-axis for seismic design; effectiveness of composite actuation plate (CAP) inserted in plastic hinge region; effectiveness of longitudinal flanges and effectiveness of bf/tf ratio; and the different seismic behavior between NSRC and TSRC columns.
Test resulted showed that: (1) the required transverse steel bars from ACI and TW-SRC is too conservative for SRC columns; (2) the specimens with the amount of transverse steel bars, which is based on the design concept used in this study, exhibited satisfactory behavior; (3) the CAP had effect in enhancing strength ratio and displacement ductility for the specimen; and (4) using wider flange width, using XH section instead of H section for steel shape, and using NSRC instead of TSRC can achieve better seismic performance

This thesis is to experimentally investigate seismic behavior of steel reinforced concrete (SRC) columns subjected to constant axial load combined cyclically lateral loading. Ten large-scale specimens which included 5 traditional SRC columns (TSRC) and 5 new SRC columns (NSRC) were tested. The parameters studied in this test comprised: the required transverse steel bars for NSRC and TSRC when bending about x-axis and y-axis for seismic design; effectiveness of composite actuation plate (CAP) inserted in plastic hinge region; effectiveness of longitudinal flanges and effectiveness of bf/tf ratio; and the different seismic behavior between NSRC and TSRC columns.
Test resulted showed that: (1) the required transverse steel bars from ACI and TW-SRC is too conservative for SRC columns; (2) the specimens with the amount of transverse steel bars, which is based on the design concept used in this study, exhibited satisfactory behavior; (3) the CAP had effect in enhancing strength ratio and displacement ductility for the specimen; and (4) using wider flange width, using XH section instead of H section for steel shape, and using NSRC instead of TSRC can achieve better seismic performance

Acknowledgment………………………………………………………………………..i
Abstract…………………………………………………………………………………ii
Table of content……………………………………………………………………......iii
List of tables…………………………………………………………………………….v
List of figures………………………………………………………………………….vii
Notation…………………………………………………………………….……….......x
Chapter 1 Introduction
1.1. Overview of composite columns………………………………………………..1
1.2. Objectives and scopes…………………………………………………………..3
1.3. Outline………………………………………………………………………..…4
Chapter 2 Literature review
2.1. Moment curvature analysis……………………………………………………..5
2.2. The required transverse steel bars………………………………………………5
2.3. Plastic hinge length……………………………………………………………..7
2.4. Composite actuation plate………………………………………………………9
2.5. Review previous researches…………………………………………………...10
Chapter 3 Experimental program
3.1. Design concept.………..….………………………………….………………..13
3.2. Specimens matrix……………………………………………………………...15
3.3. Fabrication details of specimens………………………………………………20
3.3.1. Material properties…………………………………….………………..20
3.3.2. Fabrication of columns…………………………………………………21
3.3.3. Fabrication of footings………………………………………………….25
3.3.4. Fabrication of complete specimens……………………………………..25
3.4. Experimental instrumentation…………………………………………………30
3.5. Testing procedure…………...…………………………………………………38
Chapter 4 Test results and interpretation
4.1. General behavior……..…………………………………….………………….41
4.2. Failure mode and strength deterioration……………………………………….46
4.3. Cracks pattern………………………………………………………………….49
4.4. Energy dissipation……...……………………………………………………...50
4.5. Evaluation of test results………………………………………………………51
4.5.1. Displacement ductility ratio…………………………………………….52
4.5.2. Plastic hinge rotation capacity………………………………………….53
4.6. Initial stiffness…………………………………………………………………54
4.7. Compare with code’s provisions……………………………………………... 54
Chapter 5 Conclusions and suggestions
5.1. Conclusions……..………………………………………….………………….57
5.2. Suggestions……..………………………………………….………………….58
References…………………….………………………………………….………........59
Appendix A. Design loading beam and set of hinges for test setup………………….115
Appendix B. Strain reading for steel bars and flanges at critical section…………… 119

[1]ACI Committee 318. “Building code requirements for structural concrete (ACI 318-05) and commentary (ACI 318R-05)”. Farmington Hills (MI): American Concrete Institute; 2005
[2]American Institute of Steel Construction. "Specification for Structural Steel Buildings”. Chicago (IL): AISC Inc.; 2005.
[3]American Institute of Steel Construction, 2005a, “Seismic Provision for Structural Steel Buildings”.
[4]Construction Magazine. Steel reinforced concrete structure design code requirements and notes. Taiwan (Taipei); 2004 [in Chinese].
[5]James M. Ricles, and Shannon D. Paboojian, S. D. “Seismic performance of steel-encased composite columns”. Journal of Structural Engineering.
[6]H.-L. Hsu, F.-J. Jan, J.-L. Juang. “Performance of composite members subjected to axial load and bi-axial load”. Journal of Constructional Steel Research.
[7]Cheng-Chih Chen, Nan-Jiao Lin. “Experimental behavior and strength of concrete-encased composite beam-columns with T-shaped steel section under cyclic loading”. Journal of Constructional Steel Research.
[8]Cheng-Chih Chen, Nan-Jiao Lin. “Analytical for predicting axial capacity and behavior of concrete encased steel composite stub columns. Journal of Constructional Steel Research.
[9]Park, R., and Paulay, T. (1975). “Reinforced concrete structures”, John Wiley & Sons, New York, N.Y.
[10]Mander, JB, Priestley, MJN, and Park, R. (1988), “Observed stress-strain behavior of confined concrete”, Journal of Structural Engineering 1988 Vol. 114, No. 8, August, 1988.
[11]Mander, JB, Priestley, MJN, and Park, R. (1988), “Theoretical stress-strain model for confined concrete”, Journal of Structural Engineering 1988; 114(8):1804-26, August, 1988.
[12]S. Watson, F. A. Zahn and R. Park, “Confining Reinforcement for Concrete Columns”
[13]Imbsen, Charles C. XTRACT Software, Cross section analysis program for structural engineers. Single user v-2.6.2, Imbsen and associates, Inc.; 2002.
[14]C. S. Shim PhD, Y. S. Chung PhD and J. H. Han MSc. “Cyclic response of concrete encased composite columns with low steel ratio”. Structures & Buildings 161 Issue SB2.