Journal of Jilin University(Engineering and Technology Edition) ›› 2018, Vol. 48 ›› Issue (6): 1735-1746.doi: 10.13229/j.cnki.jdxbgxb20170719

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Shear distribution of multi-cell corrugated steel web composite beams based on space grid analysis

NI Ying-sheng1(),SUN Qi-xin2(),MA Ye1,XU Dong2,LIU Chao2   

  1. 1. Research Institute of Highway,Ministry of Transport,Beijing 100088, China
    2. School of Civil Engineering,Tongji University,Shanghai 200092,China
  • Received:2017-07-08 Online:2018-11-20 Published:2018-12-11

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Abstract:

The composite girder bridge with multi-cell corrugated steel web has been widely used in recent years, but there are some deficiencies in the corresponding specification and fine calculation methods. At present, the design mostly adopts the computational analytical method combining the spatial bar system model, plane beam grillage model and solid model. However, the spatial bar system model is short of the refinement analysis on the space effect, such as the shear lag effect, effective distribution width problem, and eccentric load factor problem etc. Due to the similarity of the plane beam grillage method in the equivalence principle, it can not accurately reflect the shearing stress distribution and local stress of the top and bottom plates of the box type composite beam. The solid model is very difficult to combine with the overall calculation. Moreover, the spatial grid model can achieve the refinement analysis, with the integrity of the analysis and the comprehensiveness of the stress checking calculation, and can make up the deficiency of the analytical method currently. Through the example verification of the solid model and spatial grid model, it can be seen that the calculation results for the stress and the displacement of two models are almost consistent, indicating the applicability and precision of the grid model.The real bridge analysis shows that the space grid model of multiple chamber box girder with corrugated steel webs can be calculated the web shear transverse distribution clearly, and the each web shear distribution rules of cable-stayed bridge at the key sections of side and mid span, so it can provide some suggestions for this kind of engineering design.

Key words: engineering mechanics, corrugated steel web, composite beam cable-stayed bridge, multi-cell, spatial grid model, refined analysis

CLC Number: 

  • TU318

Fig.1

Schematic diagram of simplification principle of spatial grid model"

Fig.2

Schematic diagram of cross section division of spatial grid model"

Fig.3

Common cross section of spatial grid model"

Fig.4

Schematic diagram of calculation of common cross section characteristics in spatial grid"

Fig.5

Schematic diagram of “division section” effect calculation of spatial grid model"

Fig.6

Section and size of corrugated steel webs"

Fig.7

Schematic diagram of ANSYS solid model and a wavelength signal"

Fig.8

Schematic diagram of geometrical parameters of corrugated web"

Fig.9

Section and cell-plane stiffness section of vertical rod unit"

Fig.10

Schematic diagram of space grid model"

Fig.11

Locations of comparison point"

Fig.12

Comparison of vertical displacement under self-weight"

Fig.13

Comparison of normal stress under self-weight"

Fig.14

Comparison of shear stress"

Fig.15

Schematic diagram of locations of symmetric load"

Fig.16

Comparison of vertical displacement under torsion"

Fig.17

Comparison of normal stress under torsion"

Fig.18

Comparison of shear stress under torsion"

Fig.19

Bridge span layout"

Fig.20

Compute model of spatial grid and single-beam"

Fig.21

Schematic diagram of divide signal of box girder cross-section"

Fig.22

Partial model diagram"

Table 1

Shear distribution diagram of beams at critical cable of side span kN"

Table 2

Shear distribution of side-span webs under dead load kN"

加密区段 外腹板 内腹板 中腹板 大致比例
1号索 1#横梁 88.25 -46.9 217 1:0.53:2.45
2#横梁 320.34 298 -754.5 1:0.91:2.36
3#横梁 537 403.9 -1612.5 1:0.75:3.0
4#横梁 173.7 -164.52 -653.5 1:0.95:3.76
5号索 1#横梁 -55.2 123.45 143.975 1:2.24:2.61
2#横梁 180.07 217.99 -672.44 1:1.21:3.73
3#横梁 394.57 273.4 -1271.92 1:0.69:3.22
4#横梁 -168.13 120.52 179.96 1:0.72:1.07
9号索 1#横梁 -887.74 -576.64 1043.44 1:0.64:1.18
2#横梁 -474.75 -448.52 450.36 1:0.94:0.95
3#横梁 -559.76 -284.98 -536.92 1:0.51:0.96
4#横梁 -438.47 -288.14 -305.57 1:0.66:0.70

Table 3

Shear distribution of mid-span webs under dead load kN"

加密区段 外腹板 内腹板 中腹板 大致比例
1号索 1#横梁 -175.46 -236.12 928.24 1:1.35:5.29
2#横梁 -570.05 -359.64 1331.66 1:0.63:2.34
3#横梁 -358.46 -306.19 493.08 1:0.85:1.38
4#横梁 -125.77 -115.63 -986.34 1:0.92:7.84
5号索 1#横梁 356.99 -219.57 -350.47 1:0.62:0.98
2#横梁 -193.33 -112.67 1083.06 1:0.58:5.6
3#横梁 -79.07 -68.71 549.58 1:0.87:6.95
4#横梁 155.24 80.77 -319.74 1:0.52:2.06
9号索 1#横梁 374.3 175.9 -333.92 1:0.47:0.89
2#横梁 121.53 115.28 266.09 1:0.95:2.19
3#横梁 215.57 214.22 -603.4 1:0.99:2.8
4#横梁 -214.74 -180.212 349.78 1:0.84:1.63

Table 4

Max shear distribution of side span webs under live load kN"

Table 5

"

加密区段 外腹板 内腹板 中腹板 大致比例
1号索 1#横梁 320.66 422.6 433.9 1:1.32:1.35
2#横梁 379.7 443.2 333.5 1:1.17:0.88
3#横梁 447.7 473.2 342.2 1:1.06:0.76
4#横梁 313.78 472.1 500.2 1:1.5:1.6
5号索 1#横梁 202.55 230.8 216.6 1:1.14:1.07
2#横梁 243.23 262.4 168.7 1:1.08:0.69
3#横梁 304.36 316.1 179.91 1:1.04:0.59
4#横梁 193.02 281.90 243.90 1:1.46:1.26
9号索 1#横梁 113.49 115.11 152.74 1:1.01:1.35
2#横梁 140.79 160.1 123.83 1:1.14:0.88
3#横梁 183.54 204.29 152.67 1:1.11:0.83
4#横梁 145.68 152.08 117.47 1:1.04:0.81

Table 6

Min shear distribution of side-span webs under live load kN"

加密区段 外腹板 内腹板 中腹板 大致比例
1号索 1#横梁 -189.92 -157.25 -82.53 1:0.83:0.43
2#横梁 -148.99 -128.29 -122.59 1:0.86:0.82
3#横梁 -134.48 -116.85 -114.69 1:0.87:0.85
4#横梁 -261.23 -213.27 -196.85 1:0.82:0.75
5号索 1#横梁 -281.39 -229.54 -161.22 1:0.82:0.57
2#横梁 -230.08 -195.72 -174.78 1:0.85:0.76
3#横梁 -210.25 -176.54 -174.74 1:0.84:0.83
4#横梁 -358.33 -306.84 -206.68 1:0.86:0.58
9号索 1#横梁 -421.5 -433.1 -346.3 1:1.02:0.82
2#横梁 -417.7 -451.3 -316.9 1:1.08:0.76
3#横梁 -395.8 -448.6 -315.8 1:1.13:0.8
4#横梁 -530.5 -518.2 -374.4 1:0.98:0.71

Table 7

Max shear distribution of mid-span webs under live load kN"

加密区段 外腹板 内腹板 中腹板 大致比例
1号索 1#横梁 267.41 225.01 199.99 1:0.84:0.75
2#横梁 171.44 129.32 129.06 1:0.75:0.75
3#横梁 178.9 138.14 132.89 1:0.77:0.74
4#横梁 200.45 162.31 97.63 1:0.81:0.49
5号索 1#横梁 301.04 284.26 201.06 1:0.94:0.67
2#横梁 173.31 170.86 162.09 1:0.99:0.94
3#横梁 184.12 183.35 157.12 1:1.0:0.85
4#横梁 222.09 214.31 144.15 1:0.96:0.65
9号索 1#横梁 360.75 369.4 278.1 1:1.02:0.77
2#横梁 257.56 277 192.79 1:1.08:0.75
3#横梁 299.69 293.5 191.92 1:0.98:0.64
4#横梁 276.31 275 294.2 1:1.0:1.06

Table 8

Min shear distribution of mid-span webs under live load kN"

加密区段 外腹板 内腹板 中腹板 大致比例
1号索 1#横梁 -433.3 -571.6 -611.4 1:1.32:1.41
2#横梁 -578.4 -562.4 -436.4 1:0.97:0.75
3#横梁 -510 -534.5 -415.4 1:1.05:0.81
4#横梁 -449.9 -515.9 -537.8 1:1.15:1.2
5号索 1#横梁 -319.56 -418.2 -376.8 1:1.31:1.18
2#横梁 -437.4 -413.5 -268.9 1:0.95:0.6
3#横梁 -375.7 -378.8 -277.4 1:1.0:0.74
4#横梁 -322.57 -359.70 -356.70 1:1.12:1.11
9号索 1#横梁 -231.53 -322.7 -297.5 1:1.4:1.28
2#横梁 -293.33 -315.7 -249.2 1:1.08:0.85
3#横梁 -249.16 -302.5 -284.4 1:1.2:1.14
4#横梁 -365.82 -320 -291 1:0.87:0.8
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