Dynamic response properties of two-way subgrade in bridge-subgrade transition section under moving load
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摘要: 采用有限元方法, 建立了重载铁路路桥过渡段双线路基整体三维模型, 分析了动荷载作用下双线路基动力响应规律。研究发现: 相向移动荷载作用下路基横向上各点的位移曲线呈“W”形状, 路基左右两侧荷载作用面积中心下的位移最大; 路基左侧最大位移要大于右侧最大位移, 点离荷载中心越近, 该点位移波动变化越剧烈。结果表明: 荷载除对其作用一侧的路基位移有影响外, 又加剧了路基另一侧位移; 沿深度方向, 荷载对路基位移的影响逐渐减弱。Abstract: A 3D finite-element model was established by using finite element method to systematically study the dynamic response characteristics of subgrade in bridge-subgrade transition section of heavy haul railway under dynamic load.The response rules were summarized after analysis.It is pointed that the displacement curves of the points in horizontal direction of subgrade are assumed W shape under moving towards load.The displacement of the point at the center of loading area is largest, and the maximum displacement on the left of subgrade is larger than that on the right.More close to the loading center, the displacement change of the point is more dramatic.The result indicates that the load not only has impact on the displacements of the points on its action side, but also exacerbates the ones on the other side.Along the depth direction, the impact of load on subgrade displacement wears off.
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Key words:
- heavy haul railway /
- bridge-subgrade transition section /
- subgrade /
- dynamic response /
- 3D FEM
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图 5 离桥台背5.0 m路基表面横向各点位移曲线1
Figure 5. The first cluster of displacement curves of subgrade surface transverse points with 5.0 m distance from abutment
图 6 离桥台背5.0 m路基表面横向各点位移曲线2
Figure 6. The second cluster of displacement curves of subgrade surface transverse points with 5.0 m distance from abutment
图 7 离桥台背5.0 m路基表面横向各点位移曲线3
Figure 7. The third cluster of displacement curves of subgrade surface transverse points with 5.0 m distance from abutment
图 8 离桥台背10.0 m路基表面横向各点位移曲线1
Figure 8. The first cluster of displacement curves of subgrade surface transverse points with 10.0 m distance from abutment
图 9 离桥台背10.0 m路基表面横向各点位移曲线2
Figure 9. The second cluster of displacement curves of subgrade surface transverse points with 10.0 m distance from abutment
图 10 离桥台背10.0 m路基表面横向各点位移曲线3
Figure 10. The third cluster of displacement curves of subgrade surface transverse points with 10.0 m distance from abutment
图 11 离桥台背15.0 m路基表面横向各点位移曲线1
Figure 11. The first cluster of displacement curves of subgrade surface transverse points with 15.0 m distance from abutment
图 12 离桥台背15.0 m路基表面横向各点位移曲线2
Figure 12. The second cluster of displacement curves of subgrade surface transverse points with 15.0 m distance from abutment
图 13 离桥台背15.0 m路基表面横向各点位移曲线3
Figure 13. The third cluster of displacement curves of subgrade surface transverse points with 15.0 m distance from abutment
图 14 离桥台背20.0 m路基表面横向各点位移曲线1
Figure 14. The first cluster of displacement curves of subgrade surface transverse points with 20.0 m distance from abutment
图 15 离桥台背20.0 m路基表面横向各点位移曲线2
Figure 15. The second cluster of displacement curves of subgrade surface transverse points with 20.0 m distance from abutment
图 16 离桥台背20.0 m路基表面横向各点位移曲线3
Figure 16. The third cluster of displacement curves of subgrade surface transverse points with 20.0 m distance from abutment
表 1 主要计算参数
Table 1. Main computational parameters
名称 密度/ (kg·m-3) 弹性模量/MPa 泊松比 过渡段 2 000 120 0.256 基床表层 1 850 100 0.360 基床底层 1 800 80 0.360 路堤底层 1 800 60 0.356 地基 1 800 60 0.356 桥台 2 500 20 000 0.200 桥 2 500 30 000 0.200 桥墩 2 500 20 000 0.200 
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表 2 路基表面距路基中心2.5 m处的动应力均值
Table 2. Dynamic stress averages of subgrade surface with 2.5 m distance from subgrade center
距桥台背距离/m 5.5 8.0 10.0 12.0 15.0 16.0 18.0 20.0 21.0 22.0 23.0 24.0 25.0 动应力均值/kPa 36 36 36 36 36 37 36 37 36 34 32 31 29
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表 3 路基表面距路基中心3.0 m处的动应力均值
Table 3. Dynamic stress averages of subgrade surface with 2.5 m distance from subgrade center
距桥台背距离/m 5.25 8.25 10.25 15.25 18.25 20.25 22.25 23.25 24.25 25.25 动应力均值/kPa 36 36 36 36 36 36 33 31 29 27
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