Research on bending capacity of new steel-concrete composite girders in negative moment region
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摘要: 为解决传统简支转连续组合梁桥负弯矩区处混凝土桥面板易开裂的问题，提出了一种在主梁翼缘增设开孔钢板的新型构造形式；通过静力试验与有限元模拟相结合的方法，系统研究了该类新型结构形式负弯矩区的受力行为与其裂缝发展规律，并基于试验结果与参数分析数据，建立了相应的抗弯承载力计算方法，提出了针对该新型结构简支转连续组合梁中支座截面的抗弯承载力计算公式。试验结果表明：相较于普通构件，开孔钢板构件的极限承载力提高了71%；在相同荷载作用下，开孔钢板构件的跨中滑移小于普通构件，且外荷载卸载时跨中滑移出现了一定量的回缩，表明开孔钢板在一定程度上提高了结构的延性；在负弯矩加载过程中，开孔钢板构件的裂缝发展速率相较于普通构件较缓，且裂缝数量较少；通过对比理论与试验结果可知，该计算公式可用于预测开孔钢板简支转连续组合梁的极限承载能力；开孔钢板能在很大程度上改善组合梁负弯矩区的极限承载力和抗裂能力，并在一定程度上能提升结构的延性。此项研究能为未来相关构造的设计提供参考。Abstract: An innovative structure with perforated steel plates integrated into the main girder flanges of traditional simply-supported-to-continuous composite girder bridges was proposed to address the issue of their concrete decks in the negative moment regions being prone to cracking. Through static tests and finite element simulation, the mechanical behavior and crack development law in the negative moment regions of the novel structural form were studied systematically. Based on test results and parametric analysis data, the corresponding calculation method of bending capacity was established. A calculation formula of the bending capacity was proposed for the middle bearing section in this novel structure simply-supported-to-continuous composite girder. Test results show that the ultimate bearing capacity of perforated steel plate components is increased by 71% compared with that of ordinary components. The mid-span slip of perforated steel plate components is smaller than that of ordinary components under the same load. A certain amount of retraction of mid-span slip occurs during unloading, suggesting that perforated steel plates contribute to enhancing ductility of the structure. During the negative moment loading process, the perforated steel plate components show a slower crack development rate and fewer cracks than ordinary components. By comparing the theoretical and test results, the calculation formula can be used to predict the ultimate bearing capacity of simply-supported-to-continuous composite girders with perforated steel plate components. The perforated steel plate significantly enhances the ultimate bearing capacity and crack resistance in the negative moment region, while also improving ductility of the structure to a certain extent. Reference can be provided by this study for the design of similar structures in the future.
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图 1 组合梁负弯矩区连接构造
Figure 1. Connection structure of composite girder in negative moment region
图 2 试验梁总体构造尺寸(单位：mm)
Figure 2. Overall structural dimensions of test girder (unit: mm)
图 7 位移测点总体布置(单位：mm)
Figure 7. Overall arrangement of displacement measuring points (unit: mm)
图 9 试验梁应变测点布置(单位：mm)
Figure 9. Arrangement of strain measuring points on test girder (unit: mm)
图 18 塑性中和轴在钢梁内的组合梁简支转连续中支座截面受力示意
Figure 18. Schematic diagram of stress on middle bearing section of simply-supported-to-continuous composite
图 19 塑性中和轴在钢梁外的组合梁简支转连续中支座截面受力示意
Figure 19. Schematic diagram of stress on middle bearing section of simply-supported-to-continuous composite girder when the plastic neutral axis lies outside the steel girder
表 1 钢材材性指标
Table 1. Steel material property indicators
部件 屈服强度/MPa 弹性模量/105 MPa 泊松比 8 mm钢筋 448 2.00 0.30 12 mm钢筋 451 2.00 0.30 Q345钢板 446 2.06 0.30 Q420钢板 465 2.06 0.30 焊钉 320 2.00 0.29 
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表 2 C50材性指标
Table 2. C50 material property indicators
材料 立方体抗压强度/MPa 轴心抗压强度/MPa 弹性模量/MPa 泊松比 C50 69.5 53.9 35.4×103 0.20
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表 3 不同荷载下试验梁中性轴位置
Table 3. Neutral axis positions of test girders under different loads
梁号 极限荷载的倍数 实测位置/mm 模拟位置/mm 相对误差/% SKCB-1 0.18 500 500 0.00 0.75 621 627 0.97 0.88 634 644 1.58 SKCB-2 0.18 500 500 0.00 0.75 593 598 0.84 0.88 601 610 1.50
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表 4 试验与有限元法极限承载力对比
Table 4. Comparison of ultimate bearing capacity between test and finite element method
加载方式 梁号 试验值/kN 模拟值/kN 相对误差/% 双点加载 SKCB-1 634 636 0.3 SKCB-2 1 084 1 094 0.9
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表 5 组合梁塑性抗弯承载力规范值与试验值对比
Table 5. Comparison of normative values and test values of plastic bending capacity of composite girder
构件编号 试验值/(kN·m) 规范值/(kN·m) Mc/Ms SKCB-1 760.8 1 008.3 1.325 SKCB-2 1 300.8 1 531.7 1.178
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表 6 组合梁塑性抗弯承载力计算值与试验值对比
Table 6. Comparison of calculated values and experimental values of plastic bending bearing capacity
构件编号 试验值/(kN·m) 本文计算值/(kN·m) Mu/Ms SKCB-1 760.8 663.3 0.872 SKCB-2 1 300.8 1 195.8 0.919
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