Journal of Jilin University(Engineering and Technology Edition) ›› 2025, Vol. 55 ›› Issue (11): 3498-3506.doi: 10.13229/j.cnki.jdxbgxb.20240095

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Transverse bending moment analysis considering the influence of the distortion warping stress distribution range of the corrugated steel webs

Fu-cheng ZHOU(),Yuan-hai ZHANG(),Yan-hong WEI   

  1. School of Civil Engineering，Lanzhou Jiaotong University，Lanzhou 730070，China
  • Received:2024-01-25 Online:2025-11-01 Published:2026-02-03
  • Contact: Yuan-hai ZHANG E-mail:zhoufc@163.com;zyh17012@163.com

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Abstract:

In order to study the reasonable calculation method of the transverse bending moment of the composite box girder with corrugated steel webs and the influence of the distortion warping stress distribution range of the corrugated steel webs on the transverse bending moment， Based on the traditional TYL frame method， considering the deformation coordination relationship between distortion displacement and sheet frame displacement， this paper proposes a transverse bending moment frame analysis method for composite box girder with corrugated steel webs by using a new calculation model that meets the equilibrium conditions， and a general formula for calculating the transverse bending moment is established. In view of the three different distortion warping stress distribution range of corrugated steel webs， the transverse bending moments at each key point of the straight webs and inclined webs composite box girder with corrugated steel webs were calculated by two frame analytical methods and finite element methods. The results show that for the straight webs box girder， the method proposed in this paper has the same calculation accuracy as the existing calculation method. For the inclined webs box girder， the transverse bending moment calculated by the proposed method is consistent with the distribution law of the calculation results of the finite element method， and the proposed method has higher calculation accuracy than the existing calculation methods. The different webs distortion warping stress distribution ranges of the composite box girder with corrugated steel webs have little influence on the results of the transverse bending moment， and when the transverse bending moment is actually calculated， it can be considered that the corrugated steel webs does not bear the distortion warping stress.

Key words: bridge and tunnel engineering, corrugated steel web, composite box girder, frame analysis, transverse bending moment, distortion warp stress

CLC Number: 

  • U448.36

Fig.1

Box girder load"

Fig. 2

Schematic diagram of the support form and its decomposition"

Fig. 3

Cross-sectional dimensions of the frame and the shear differential load"

Fig. 4

Distortion warping stress distribution 1"

Fig. 5

Distortion warping stress distribution2"

Fig. 6

Distortion warping stress distribution 3"

Fig. 7

Frame shear force diagram"

Fig. 8

Schematic diagram of the calculation model of the traditional "TYL" framework method"

Fig. 9

New framework method computational model"

Fig. 10

Schematic diagram of the distortion of the frame"

Fig. 11

Schematic diagram of corrugated steel web structure"

Fig. 12

Schematic diagram of the calculation cross-section （cm）"

Table 1

Geometric properties of a unit length frame in a mid-span section"

物理量计算值
Io19.055 6×10-4 m4/m
Iu9.243 1×10-4 m4/m
Ic1.131 4×10-4 m4/m
Js14.329 6 m4
Jx2.027 5 m4
Jh9.631 1×10-2m4
β17.067 5
β26.045 0
β34.013 6

Table 2

Critical parameters in the release support process"

项目Qs/（kN·m-1）

Qx/

（kN·m-1）

MA'（MB'）/（kN·m·m-1）MC'/（MD'）/（kN·m·m-1）
1new0.384 00.306 10.921 60.734 7
2new0.406 80.324 30.976 30.778 4
3new0.384 30.306 40.922 40.735 4
1y0.384 00.306 10.921 60.734 7
2y0.406 80.324 30.976 30.778 4
3y0.384 30.306 40.922 40.735 4

Table 3

The transverse moment of the mid-span section"

横向弯矩（kN·m·m-1）ABCDF
M刚性支承-3.877 0-3.037 20.546 90.334 27.934 6
M1new-2.955 4-3.958 8-0.187 81.068 98.126 6
M1y-2.955 4-3.958 8-0.187 81.068 98.126 6
M2new-2.957 8-3.956 3-0.185 91.067 08.126 1
M2y-2.957 8-3.956 3-0.185 91.067 08.126 1
M3new-2.954 6-3.959 6-0.188 51.069 68.126 8
M3y-2.954 6-3.959 6-0.188 51.069 68.126 8

Table 4

Relative error of the transverse moment of the mid-span section"

相对误差ABCDF
δ120.080.061.050.180.01
δ130.030.020.350.060.00

Fig.13

Schematic diagram of cross-section calculation of oblique web box girder （cm）"

Fig. 14

Single-band corrugated steel web size （mm）"

Table 5

Geometric properties of a unit length frame in a mid-span section"

物理量计算值
Io19.055 6×10-4 m4/m
Iu19.055 6×10-4 m4/m
Ic8.232 0×10-5 m4/m
Js7.017 8 m4
Jx0.235 1 m4
Jh320.140 8×10-2 m4
β116.116 0
β211.473 1
β35.239 2

Fig. 15

Distribution diagram of bending moment of virtual support in mid-span section （kN·m/m）"

Table 6

Critical parameters in the release support process"

项目η1ηm

Qs/

（kN·m-1）

Qx/

（kN·m-1）

MA'（MB'）/（kN·m·m-1）MC'（MD'）/（kN·m·m-1）
1new1.712 31.347 40.191 70.478 40.383 40.516 6
2new1.712 31.347 40.191 40.477 50.382 70.515 7
3new1.712 31.347 40.191 40.477 70.382 90.515 9
1y1.713 10.887 40.253 40.416 50.506 90.449 8
2y1.713 10.887 40.253 00.415 70.505 90.449 0
3y1.713 10.887 40.253 00.415 90.506 10.449 1

Fig. 16

Schematic diagram of the distribution of the bending moment of the rigid support released in the mid-span section"

Table 7

Transverse moment of the mid-span section"

横向弯矩/（kN·m·m-1）ABCDF
M1new-1.950 2-2.206 20.367 11.171 77.328 8
M1y-1.826 8-2.329 60.433 91.104 97.359 7
M2new-1.950 9-2.205 50.368 11.170 87.328 6
M2y-1.827 7-2.328 60.434 81.104 07.359 4
M3new-1.950 8-2.205 60.367 91.170 97.328 7
M3y-1.827 6-2.328 80.434 61.104 27.359 5
M有限元-2.112 8-2.400 40.323 41.154 07.198 6

Table 8

Comparison of the relative error of the transverse moment of the mid-span cross-section"

相对误差ABCDF
δ1new7.698.0913.521.531.81
δ2new7.668.1213.811.451.81
δ3new7.678.1213.761.471.81
δ1y13.542.9534.174.252.24
δ2y13.492.9934.444.332.23
δ3y13.502.9834.394.322.23
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