Experimental Study and Theoretical Analysis of Steel–Concrete Composite Box Girder Bending Moment–Curvature Restoring Force
Abstract
:1. Introduction
2. Summary of Test
2.1. Specimen Design and Production
2.2. Test Device
2.3. Loading System
2.4. Test Content
3. Test Results and Analysis
3.1. Failure Mode
3.2. Load–Deflection Hysteresis Curve
3.3. Bending Moment–Curvature Skeleton Curve
4. Bending Moment–Curvature Restoring Force Model
4.1. The Basic Assumptions
- The concrete slab of the tensile zone is not involved in the work;
- The curvature of the steel girder and the concrete slab in the elastic stage is the same as that of the flat section;
- The elastic stiffness of the steel–concrete composite box girder with a partial shear connection is between the elastic stiffness in the case of a complete shear connection and the elastic stiffness in the case of complete non-connection, and assumes that the elastic stiffness can be interpolated by the power function of the shear force in the case of partial shear connections [25].
4.2. Combination Coefficient
- 1.
- Positive bending moment
- 2.
- Negative bending moment
4.3. Yield Moment
- Positive bending moment
- 2.
- Negative bending moment
4.4. Composite Box Girder Bending Moment–Curvature Restoring Force Model
4.4.1. Bending Moment–Curvature Skeleton Curve Model
- 3.
- Positive elastic stiffness
- 4.
- Positive yield bending moment
- 5.
- Positive plastic limit bending moment Mu [30]
- 6.
- Positive reinforcement stiffness
- 7.
- Positive descending slope stiffness k3
- 8.
- Negative elastic stiffness c
- 9.
- Negative yield bending moment
- 10.
- Negative plastic limit bending moment
- 11.
- Negative reinforcement stiffness
4.4.2. Model Verification of Bending Moment–Curvature Skeleton Curve
4.4.3. Bending Moment–Curvature Hysteresis Model and Its Verification
5. Conclusions
- (1)
- Composite box girder moment–curvature hysteresis curves can be divided into three stages: elasticity stage, elastoplastic stage, and failure stage. The load–deflection hysteresis rings of composite box girders with different shear connection degrees and height–thickness ratios are plump, and there is no obvious pinching phenomenon, and have good seismic performance.
- (2)
- The skeleton curves of the composite box girder underwent three stages: approximate elasticity stage, elastoplastic stage, and failure stage. Under the same conditions, the frame curve of the composite box girder with a large shear connection is fuller and the seismic performance is better. The skeleton curves have long approximate platform segments in the positive direction and short approximate platform segments in the negative direction, indicating that the positive deformation capacity of the composite box girder is much stronger than the negative deformation capacity, and the positive ductility ratio of the composite box girder is much greater than the negative ductility ratio. The positive and negative ductility ratios of composite box girders increase obviously with the increase of height–thickness ratio.
- (3)
- The influence of the shear connection degree on the bending stiffness of composite box girders is considered by using the power function interpolation method, and the calculation method of forward and negative cross section bending moment–curvature elastic stiffness of the composite box girder considering interface slips is put forward. Moreover, the expression of the bending moment of the section yield is obtained, and the accuracy of the method is verified by comparison with the test results. A three-fold model of the bending moment–curvature skeleton curve of steel–concrete composite box girder sections is established and compared with the experimental results in this paper. The calculation model is in good agreement with the experimental structure, and the calculation method of the model is simple and convenient for engineering applications.
- (4)
- On the basis of experimental data and theoretical analysis, the expressions of the positive and negative stiffness degradation of composite box girders were put forward, and the pointing hysteretic model of the bending moment–curvature degradation vertex of steel–concrete composite box girders was established. The calculated curve of the model was in good agreement with the experimental curve, and the calculation method of the model was simple and clear, convenient for hand calculation, and suitable for engineering applications.
Author Contributions
Funding
Institutional Review Board Statement
Informed Consent Statement
Data Availability Statement
Conflicts of Interest
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Serial Number | SCB-1 | SCB-2 | SCB-3 | SCB-4 |
---|---|---|---|---|
Span | 3000 | 3000 | 3000 | 3000 |
650 | 650 | 650 | 650 | |
60 | 60 | 60 | 60 | |
60 × 9.42 | 60 × 9.42 | 60 × 9.42 | 60 × 9.42 | |
280 × 9.42 | 280 × 9.42 | 280 × 9.42 | 280 × 9.42 | |
115 × 7.22 | 117 × 7.22 | 116 × 3.36 | 162 × 7.22 | |
12.8 | 12.8 | 12.8 | 12.8 | |
130 | 90 | 90 | 90 | |
15.9 | 16.2 | 34.5 | 22.4 | |
0.44 | 0.71 | 0.66 | 0.64 | |
Stirrup | 22Φ6 | 22Φ6 | 22Φ6 | 22Φ6 |
Longitudinal bar | 13Φ13.4 | 13Φ13.4 | 13Φ13.4 | 13Φ13.4 |
Steel Category | |||
---|---|---|---|
4 mm Steel plate | 369 | 465 | 206,000 |
8 mm Steel plate | 273 | 400 | 200,000 |
10 mm Steel plate | 301 | 420 | 209,000 |
Φ14 reinforced | 459 | 560 | 206,000 |
Φ6 reinforced | 550 | 680 | 200,000 |
Φ13 stud | 350 | 435 | 206,000 |
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Qi, J.; Ye, Y.; Huang, Z.; Lv, W.; Zhou, W.; Liu, F.; Wu, J. Experimental Study and Theoretical Analysis of Steel–Concrete Composite Box Girder Bending Moment–Curvature Restoring Force. Sustainability 2023, 15, 6585. https://doi.org/10.3390/su15086585
Qi J, Ye Y, Huang Z, Lv W, Zhou W, Liu F, Wu J. Experimental Study and Theoretical Analysis of Steel–Concrete Composite Box Girder Bending Moment–Curvature Restoring Force. Sustainability. 2023; 15(8):6585. https://doi.org/10.3390/su15086585
Chicago/Turabian StyleQi, Jingjing, Yining Ye, Zhi Huang, Weirong Lv, Wangbao Zhou, Fucai Liu, and Jidong Wu. 2023. "Experimental Study and Theoretical Analysis of Steel–Concrete Composite Box Girder Bending Moment–Curvature Restoring Force" Sustainability 15, no. 8: 6585. https://doi.org/10.3390/su15086585