Journal of Jilin University(Engineering and Technology Edition) ›› 2026, Vol. 56 ›› Issue (7): 1845-1859.doi: 10.13229/j.cnki.jdxbgxb.20241341

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Theoretical and experiment on stiffness design of steel box beam transverse diaphragm

Hong-lin WU1(),Hang ZHANG1,Zhen-ming JI1,Mou SONG1,Feng JIANG1,Zhong-hua SUN2   

  1. 1.School of Transportation Science and Engineering，Harbin Institute of Technology，Harbin 150090，China
    2.China Construction Eighth Engineering Division First Construction Co. ，Ltd. ，Jinan 250100，China
  • Received:2024-12-18 Online:2026-07-01 Published:2026-08-12

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Abstract:

This paper， based on fundamental distortion theory， derives theoretical formulas for calculating the minimum diaphragm stiffness of steel box girders under different diaphragm spacing conditions. On this basis， using the principle of energy conservation， the applicable range of the minimum diaphragm stiffness formula is clarified. Finite element analysis is used to study the impact of varying diaphragm spacing on the distortion behavior of conventional steel box girder sections. This analysis addresses and resolves the issue present in design codes， where excessively thick diaphragms are required for small spacings， providing clear theoretical guidance for the rational placement of diaphragms in conventional steel box girders. Using the "world's longest-span steel-concrete composite girder bridge under construction" as a case study， a large-scale reduced model test was designed to investigate the impact of diaphragm stiffness variations on the deformation of steel box girders under torsional conditions. 3D scanning technology and finite element methods were employed to analyze the test results， and the research shows that once the diaphragm stiffness provides basic constraints， further changes in stiffness have a very limited effect on the distortion behavior of the box girder.

Key words: bridge and tunnel engineering, steel box girder, distortion angle, elastic foundation beams, diaphragm thickness, diaphragm spacing

CLC Number: 

  • U442.5

Fig.1

Steel intermediate diaphragm subjected to shear forces"

Table 1

Beams on elastic foundations and box girder distortion"

弹性地基梁参数箱梁畸变类比的参数
EIby(4)+ky=q-EI11γ(4)+EIRγ=VdB-
EIb抗弯刚度EI11抗畸变翘曲惯矩
k地基模量EIR抗畸变框架刚度
q分布荷载VdB畸变垂直分力偶
y挠度γ畸变角

Table 2

Main parameters of steel box girder"

构造尺寸/mm

截面1

（b/h=1.0）

截面2

（b/h=1.2）

截面3

（b/h=2.0）

顶板宽度2 50030005000
顶板厚度202020
底板宽度2 3002 8004 800
底板厚度323232
腹板高度2 5002 5002 500
腹板厚度101010
上翼缘宽度100100100

Fig.2

Relationship between h/LD and deformation"

Fig.3

Relationship between h/LD and tD"

Fig.4

Shear-deflection curve diagrams"

Table 3

Orthogonal test FEA results"

横隔板厚度tD/mmh/LD=0.4h/LD=0.6h/LD=0.8h/LD=0.9h/LD=1.0
28.45E-056.03E-054.66E-054.44E-054.35E-05
46.16E-053.74E-052.97E-052.75E-052.60E-05
65.59E-053.17E-052.40E-052.18E-052.03E-05
85.31E-052.89E-052.12E-051.90E-051.75E-05
105.13E-052.72E-051.95E-051.73E-051.58E-05
125.02E-052.61E-051.84E-051.62E-051.47E-05
144.93E-052.53E-051.75E-051.54E-051.39E-05
164.87E-052.46E-051.69E-051.48E-051.33E-05
184.82E-052.42E-051.65E-051.43E-051.28E-05
204.78E-052.38E-051.61E-051.39E-051.24E-05
224.74E-052.35E-051.58E-051.36E-051.21E-05
244.71E-052.32E-051.55E-051.33E-051.18E-05

Fig.5

Results of distortion angle variation"

Table 4

Summary of steel box beam sections"

桥 名最大跨度梁宽（不计翼缘）

主截面

梁高

b/h
Sneyer桥1647.56.41.17
城凯岛桥957.05.01.40
琵琶湖桥1407.05.51.27
米山桥937.54.51.67
京滨大桥1305.55.01.10
河口湖大桥1307.56.11.23
饰磨临海大桥1658.56.51.31
海田大桥2508.59.00.94
第二留萌川桥1637.86.01.30

Fig.6

Influence of cross-sectional properties on distortion angle"

Table 5

Recommended minimum thickness of diaphragm"

h/LD修正厚度/mm规范计算厚度/mm修正系数λ
0.44≤tD≤61.752.86
0.64≤tD≤65.910.84
0.84≤tD≤613.940.35
0.94≤tD≤620.030.25
1.04≤tD≤627.240.18

Fig.7

Intermediate diaphragm cross-section parameters"

Fig.8

Anti-symmetric loading condition test on steel box girder"

Fig.9

Comparison of box girder states before andafter alignment to global coordinate system"

Fig.10

Alignment of target point to global coordinate system"

Fig.11

Align reference points using N?pointalignment method"

Fig.12

Spatial displacement of marker points"

Fig.13

Finite element models"

Fig.14

Comparison of deformation result between state 1 and state 2"

Fig.15

Comparison of deformation result between state 1 and state 3"

Fig.16

Comparison of deformation result between state 1 and state 4"

Fig.17

Deformation results under full stiffness condition"

Fig.18

Deformation results under cross-bracing cut condition"

Fig.19

Deformation results under secondary cutting condition"

Table 6

Comparison of diaphragm stiffness"

横隔板

位置

全刚度切割斜撑刚度二次切割后刚度《钢桥规范》计算刚度

修正

刚度

上2.40E132.40E132.40E135.33E143.35E12
中4.40E121.64E121.60E125.70E143.42E12
下4.47E121.66E121.62E126.22E143.73E12

Fig.20

Comparison of key section deformation results of steel box girder before and after cutting diaphragm"

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