钢管混凝土桁式弦杆组合连续梁抗弯性能

doi:10.13229/j.cnki.jdxbgxb.20221039

摘要/Abstract

摘要：

为研究钢管混凝土桁式弦杆组合连续梁的抗弯性能和计算方法，开展了模型试验和理论分析，研究钢管混凝土桁式弦杆组合连续梁正、负弯矩区的应变分布、变形特性、破坏形态和抗弯承载能力，并对正、负弯矩区的抗弯承载能力计算方法进行讨论。结果表明：钢管混凝土桁式弦杆组合连续梁正、负弯矩区的腹杆和节点均具有较高的强度和刚度，能够保证节点破坏不会先于截面整体破坏。截面应变沿高度方向基本呈线性变化，满足平截面假定。正、负弯矩区的抗弯承载能力破坏形态分别是弦杆钢管全截面屈服和混凝土桥面板内部钢筋发生屈服。腹杆对钢管混凝土桁式弦杆组合连续梁正、负弯矩区抗弯承载能力的贡献度分别为12.5%和8.6%。本文提出了考虑腹杆贡献的钢管混凝土桁式弦杆组合连续梁抗弯承载能力的计算方法，其计算结果与试验和有限元分析结果进行对比分析，误差不超过8.1%。

关键词: 桥梁工程, 组合连续梁, 钢管混凝土桁式弦杆, 抗弯性能, 模型试验, 理论分析, 计算方法

Abstract:

To study the flexural behavior and the calculation method of composite continuous girders with concrete-filled steel tubular （CFST） truss chords， model tests and theoretical analysis were carried out. The strain distribution， deformation property， failure mode， flexural bearing capacity of both the positive and negative bending moment area of composite continuous girders with CFST truss chords were studied. The calculation method for the flexural bearing capacity for both the positive and negative bending moment area was also discussed. The brace and the joint in the positive and negative bending moment area of composite continuous girders with CFST truss chords has higher strength and stiffness， and it can make sure that the failure of the joint is not prior to that of the whole section. The strain changes linearly along the depth direction of the cross section， and it meets the plane-section assumption. The flexural bearing capacity failure mode of the positive and negative bending moment area are that the full cross section of the chord and the rebar used in the concrete bridge deck slab yield， respectively. The contributions of the web members to the flexural bearing capacity in the positive and negative bending moment area of composite continuous girders with CFST truss chords are 12.5% and 8.6%， respectively. The calculation method considering the contributions of the web members to the flexural bearing capacity for composite continuous girders with CFST truss chords is put forward. The deviation between the result acquired by the calculation method for the flexural bearing capacity above and that acquired by the test and finite element analysis is less than 8.1%.

Key words: bridge engineering, composite continuous girders, concrete-filled steel tubular truss chords, flexural behavior, model test, theoretical analysis, calculation method

中图分类号:

U441

黄汉辉,陈康明,吴庆雄. 钢管混凝土桁式弦杆组合连续梁抗弯性能[J]. 吉林大学学报(工学版), 2024, 54(6): 1665-1676.

Han-hui HUANG,Kang-ming CHEN,Qing-xiong WU. Flexural behavior of composite continuous girders with concrete-filled steel tubular truss chords[J]. Journal of Jilin University(Engineering and Technology Edition), 2024, 54(6): 1665-1676.

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材料	部件	弹性模量/MPa	抗压强度/MPa	屈服强度/MPa	极限抗拉强度/MPa	泊松比
混凝土	桥面板	39 600	52.7	—	—	0.2
混凝土	管内混凝土	27 100	37.1	—	—	0.2
钢结构	弦杆钢管	200 000	—	351	501	0.3
	腹杆	200 000	—	314	483	0.3
	纵向钢筋	204 000	—	356	464	0.3

来源	正弯矩区/（kN·m）	正弯矩区/（kN·m）
试验	580.2	513.6
计算值	549.9	498.4
计算值/试验	0.948	0.970

部件	参数取值
腹杆径厚比	10	12	14	16
弦杆径厚比	22.5	25.0	27.5	30.0
高跨比	1/10	1/11	1/12	1/13
腹杆轴线间夹角/（°）	35	40	45	50