考虑钢腹板畸变翘曲应力分布范围影响的横向弯矩分析

doi:10.13229/j.cnki.jdxbgxb.20240095

摘要/Abstract

摘要：

为研究波形钢腹板组合箱梁横向弯矩的合理计算方法及波形钢腹板畸变翘曲应力分布范围对横向弯矩的影响，本文在传统的TYL框架法基础上，考虑畸变位移与薄片框架位移间的变形协调关系，采用满足平衡条件的新计算模型，提出一种波形钢腹板组合箱梁横向弯矩框架分析法，并建立了计算横向弯矩的一般公式。基于现有文献中3种不同波形钢腹板畸变翘曲应力的分布范围，分别用两种框架解析法与有限元法，计算了直腹板和斜腹板波形钢腹板组合箱梁各关键点处的横向弯矩。研究结果表明：对于直腹板箱梁，本文方法和已有计算方法具有相同的计算精度；对于斜腹板箱梁，本文方法计算所得的横向弯矩与有限元法的计算结果分布规律一致，且本文方法相比已有计算方法具有更高的计算精度。波形钢腹板组合箱梁不同的腹板畸变翘曲应力分布范围对横向弯矩的结果影响很小，实际计算横向弯矩时，可以认为波形钢腹板不承担畸变翘曲应力。

关键词: 桥梁与隧道工程, 波形钢腹板, 组合箱梁, 框架分析, 横向弯矩, 畸变翘曲应力

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

中图分类号:

U448.36

周福成,张元海,魏彦红. 考虑钢腹板畸变翘曲应力分布范围影响的横向弯矩分析[J]. 吉林大学学报(工学版), 2025, 55(11): 3498-3506.

Fu-cheng ZHOU,Yuan-hai ZHANG,Yan-hong WEI. Transverse bending moment analysis considering the influence of the distortion warping stress distribution range of the corrugated steel webs[J]. Journal of Jilin University(Engineering and Technology Edition), 2025, 55(11): 3498-3506.

图/表 24

图1

图2

图3

图4

图5

图6

图7

图8

图9

图10

图11

图12

表1

表2

释放支承过程中的关键参数"

项目	Q_s/（kN·m^-1）	Q_x/ （kN·m^-1）	$M A'$ （ $M B'$ ）/（kN·m·m^-1）	$M C'$ /（ $M D'$ ）/（kN·m·m^-1）
1new	0.384 0	0.306 1	0.921 6	0.734 7
2new	0.406 8	0.324 3	0.976 3	0.778 4
3new	0.384 3	0.306 4	0.922 4	0.735 4
1y	0.384 0	0.306 1	0.921 6	0.734 7
2y	0.406 8	0.324 3	0.976 3	0.778 4
3y	0.384 3	0.306 4	0.922 4	0.735 4

表2

表3

表4

图13

图14

表5

图15

表6

释放支承过程中的关键参数"

项目	η₁	η_m	Q_s/ （kN·m^-1）	Q_x/ （kN·m^-1）	$M A'$ （ $M B'$ ）/（kN·m·m^-1）	$M C'$ （ $M D'$ ）/（kN·m·m^-1）
1new	1.712 3	1.347 4	0.191 7	0.478 4	0.383 4	0.516 6
2new	1.712 3	1.347 4	0.191 4	0.477 5	0.382 7	0.515 7
3new	1.712 3	1.347 4	0.191 4	0.477 7	0.382 9	0.515 9
1y	1.713 1	0.887 4	0.253 4	0.416 5	0.506 9	0.449 8
2y	1.713 1	0.887 4	0.253 0	0.415 7	0.505 9	0.449 0
3y	1.713 1	0.887 4	0.253 0	0.415 9	0.506 1	0.449 1

表6

图16

表7

表8

参考文献 21

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物理量	计算值
I_o	19.055 6×10^-4m⁴/m
I_u	9.243 1×10^-4m⁴/m
I_c	1.131 4×10^-4m⁴/m
J_s	14.329 6 m⁴
J_x	2.027 5 m⁴
J_h	9.631 1×10^-2m⁴
β₁	7.067 5
β₂	6.045 0
β₃	4.013 6

横向弯矩（kN·m·m^-1）	A	B	C	D	F
M_刚性支承	-3.877 0	-3.037 2	0.546 9	0.334 2	7.934 6
M_1new	-2.955 4	-3.958 8	-0.187 8	1.068 9	8.126 6
M_1y	-2.955 4	-3.958 8	-0.187 8	1.068 9	8.126 6
M_2new	-2.957 8	-3.956 3	-0.185 9	1.067 0	8.126 1
M_2y	-2.957 8	-3.956 3	-0.185 9	1.067 0	8.126 1
M_3new	-2.954 6	-3.959 6	-0.188 5	1.069 6	8.126 8
M_3y	-2.954 6	-3.959 6	-0.188 5	1.069 6	8.126 8

相对误差	A	B	C	D	F
δ₁₂	0.08	0.06	1.05	0.18	0.01
δ₁₃	0.03	0.02	0.35	0.06	0.00

物理量	计算值
I_o	19.055 6×10^-4m⁴/m
I_u	19.055 6×10^-4m⁴/m
I_c	8.232 0×10^-5m⁴/m
J_s	7.017 8 m⁴
J_x	0.235 1 m⁴
J_h3	20.140 8×10^-2m⁴
β₁	16.116 0
β₂	11.473 1
β₃	5.239 2

横向弯矩/（kN·m·m^-1）	A	B	C	D	F
M_1new	-1.950 2	-2.206 2	0.367 1	1.171 7	7.328 8
M_1y	-1.826 8	-2.329 6	0.433 9	1.104 9	7.359 7
M_2new	-1.950 9	-2.205 5	0.368 1	1.170 8	7.328 6
M_2y	-1.827 7	-2.328 6	0.434 8	1.104 0	7.359 4
M_3new	-1.950 8	-2.205 6	0.367 9	1.170 9	7.328 7
M_3y	-1.827 6	-2.328 8	0.434 6	1.104 2	7.359 5
M_有限元	-2.112 8	-2.400 4	0.323 4	1.154 0	7.198 6