超大跨波形钢腹板箱梁弯扭耦合性能试验

doi:10.13229/j.cnki.jdxbgxb.20240607

Abstract

Abstract:

Three super-span composite box girders with corrugated steel webs （CSW） under combined bending and torsion were designed and experimentally investigated in this paper， and the failure modes， torque-twist curves， bending moment-displacement curves， and strain distribution laws were obtained. Based on the verified finite element analysis （FEA） method， a parametric analysis was carried out. The bending-torsional relationship curves and the simplified calculation method for capacity were proposed according to the failure modes. The results show that the failure modes of the composite box girders are the bending and torsional failure， with crushing of the concrete top slab and spalling of the concrete bottom slab， respectively. Global buckling of bending failure occurs in the bending-shear-torsional section， whereas that of torsional failure is concentrated in the bending-torsional section. The bending moment enhances the torsional strength of the composite box girders within a certain range. The proposed bending-torsional relationship curves and the simplified calculation method both provide high accuracy， with a maximum error of less than 6%.

Key words: bridge and tunnel engineering, super-span, corrugated steel webs, failure modes, bending-torsional relationship curves, simplified load capacity calculation method

CLC Number:

U488.21

Hao ZHANG,Yi-yan CHEN,Jun-yu YE,Ju-can DONG,Qiu ZHAO. Experiment on bending-torsional performance of super- span box girders with corrugated steel webs[J].Journal of Jilin University(Engineering and Technology Edition), 2026, 56(1): 209-218.

Figures/Tables 19

Fig.1

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Table 1

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Fig.6

Fig.7

Fig.8

Fig.9

Fig.10

Fig.11

Fig.12

Table 2

Comparison of torques with FEA results"

试验梁	加载方式	弹性阶段			开裂阶段			腹板屈服阶段			极限承载力阶段			破坏模式
试验梁	加载方式	$T e, E x p$ /（kN·m）	$T e, F E A$ /（kN·m）	$T e, E x p T e, F E A$	$T c r, E x p$ /（kN·m）	$T c r, F E A$ /（kN·m）	$T c r, E x p T c r, F E A$	$T w y, E x p$ /（kN·m）	$T w y, F E A$ /（kN·m）	$T w y, E x p T w y, F E A$	$T u, E x p$ /（kN·m）	$T u, F E A$ /（kN·m）	$T u, E x p T u, F E A$	破坏模式
S-1	先弯后扭	—	—	—	164.81	169.10	0.975	458.03	461.72	0.992	570.26	543.98	1.048	扭型破坏
S-2	先扭后弯	—	—	—	158.62	161.37	0.983	453.36	451.39	1.004	481.23	457.37	1.052	扭型破坏
S-3	先扭后弯	145.07	139.94	1.037	—	—	—	—	—	—	—	—	—	弯型破坏

Table 2

Table 3

Comparison of bending moments with FEA results"

试验梁	加载方式	弹性阶段			开裂阶段			腹板屈服阶段			极限承载力阶段			破坏模式
试验梁	加载方式	$M e, E x p$ /（kN·m）	$M e, F E A$ /（kN·m）	$M e, E x p M e, F E A$	$M c r, E x p$ /（kN·m）	$M c r, F E A$ /（kN·m）	$M c r, E x p M c r, F E A$	$M w y, E x p$ /（kN·m）	$M w y, F E A$ /（kN·m）	$M w y, E x p M w y, F E A$	$M u, E x p$ /（kN·m）	$M u, F E A$ /（kN·m）	$M u, E x p M u, F E A$	破坏模式
S-1	先弯后扭	134.35	121.60	1.105	—	—	—	—	—	—	—	—	—	扭型破坏
S-2	先扭后弯	—	—	—	—	—	—	—	—	—	910.23	882.95	1.031	扭型破坏
S-3	先扭后弯	—	—	—	275.60	281.89	0.978	769.90	782.35	0.984	1 043.93	1 027.85	1.016	弯型破坏

Table 3

Fig.13

Fig.14

Fig.15

Table 4

Parametric analysis results"

有限元梁	加载方式	有限元		$α F$	$α N$	$α S$	$α N / α F$	$α S / α F$	破坏模式
有限元梁	加载方式	$T$ /（kN·m）	$M$ /（kN·m）	$α F$	$α N$	$α S$	$α N / α F$	$α S / α F$	破坏模式
S-11	先弯后扭	584.54	202.70	0.177	0.179	0.185	1.011	1.045	扭型破坏
S-12	先弯后扭	610.40	304.06	0.254	0.255	0.267	1.004	1.051	扭型破坏
S-13	先弯后扭	605.23	456.08	0.385	0.383	0.379	0.995	0.984	扭型破坏
S-14	先弯后扭	543.15	760.14	0.714	0.706	0.725	0.989	1.015	扭型破坏
S-15	先扭后弯	103.46	1 021.63	5.040	5.060	5.000	1.004	0.992	弯型破坏
S-16	先扭后弯	232.78	1 028.72	2.256	2.169	2.222	0.961	0.985	弯型破坏
S-17	先扭后弯	362.10	1 033.79	1.457	1.442	1.429	0.990	0.981	扭型破坏
平均值		—	—	—	—	—	0.993	1.007	—
标准差		—	—	—	—	—	0.015	0.028	—

Table 4

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试验梁	混凝土抗压强度/MPa	波形钢腹板屈服强度/MPa	钢筋屈服强度/MPa	预应力筋拉伸强度/MPa
S-1	51.2	260	410	1 860
S-2	50.5	260	405
S-3	50.9	260	403

Experiment on bending-torsional performance of super- span box girders with corrugated steel webs

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