Expansion-Constriction Force Characteristics of Continuously Rails on Bridge under Fracture Condition of CRTS Ⅱ Track Slab Welded
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摘要: 为了研究桥上CRTSⅡ型轨道板断裂条件下轨道、桥梁结构纵向受力变形规律及其影响，基于有限元法和梁-板-轨相互作用机理，建立桥上CRTSⅡ型板式无砟轨道无缝线路空间耦合模型，分析不同轨道板断缝位置、断缝宽度、裂缝深度及轨道板、底座板伸缩刚度对断板条件下桥上无砟轨道无缝线路伸缩力分布规律的影响. 研究结果表明：在计算轨道板断裂条件下桥上无砟轨道无缝线路伸缩力时，应根据不同检算部件选取最不利的断板位置，建议将轨道板断缝宽度和深度分别取2 mm和200 mm、轨道板、底座板伸缩刚度折减至10%～50%，计算结果是偏安全的且不失一般性；轨道板断裂增加了断缝处CA （cement asphalt）砂浆层及底座板断裂的风险，断板侧的钢轨纵向位移及轨板相对位移均在断缝处急剧变化.Abstract: In order to study the longitudinal stress and deformation characteristics and their influences on track and bridge structure under the fracture condition of CRTSⅡ track slab, a spatial coupling model based on the finite element method and bridge-slab-rail interaction mechanism was established. This model can analyze the influences of crack location, width and depth of track slabs, as well as the expansion-constriction stiffness of track slab and bed plate, on distribution rules of the expansion-constriction force of continuously welded rail (CWR) on bridge. Results show that, in order to calculate the expansion-constriction force of CWR on bridge under the fracture condition of CRTSⅡ track slab, a most unfavorable fracture location at track slab should be selected according to the different checking parts. Meanwhile, the crack width and depth of track slab are suggested to be 2 mm and 200 mm, respectively, and the expansion-constriction stiffness of track slab and bed plate should be reduced to 10%−50%, since in this way the calculation result is conservative without losing generality. Track slab fracture increases the fracture risk of cement asphalt mortar screed and bed plate; the longitudinal displacement of rail and the relative displacement between rail and track slab on the side of broken slab are changed dramatically at the crack.
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Key words:
- CRTSⅡ slab track /
- CWR on bridge /
- track slab fracture /
- crack location /
- crack width /
- crack depth
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图 4 不同轨道板断缝位置工况下钢轨纵向力
Figure 4. Longitudinal forces of rail under different crack locations of track slab
图 5 不同轨道板断缝宽度条件下钢轨纵向力
Figure 5. Longitudinal forces of rail under different crack widths of track slab
图 6 不同轨道板裂缝深度条件下钢轨纵向力
Figure 6. Longitudinal forces of rail under different crack depths of track slab
图 7 不同轨道板裂缝深度条件下轨道板内部纵向应力
Figure 7. Longitudinal stresses in track slab under different crack depths of track slab
图 8 不同轨道板裂缝深度条件下轨道板内部裂缝宽度
Figure 8. Crack widths in track slab under different crack depths of track slab
图 9 不同轨道板、底座板伸缩刚度条件下钢轨纵向力
Figure 9. Longitudinal forces of rail under different expansion-constriction stiffness of track slab and bed plate
表 1 主要结构物理量符号
Table 1. Symbolic representation of main structural physical quantities
结构名称 物理量 符号 钢轨 纵向力 Fr 纵向位移 Dr 轨道板 上表面纵向应力 Stsu 下表面纵向应力 Stsl 上表面纵向位移 Dtsu CA砂浆层 纵向应力 SCAm 底座板 上表面纵向应力 Sbpu 下表面纵向应力 Sbpl 下表面纵向位移 Dbpl 桥梁梁体 纵向位移 Db 桥台 纵向力 Fa 纵向位移 Da 桥墩 纵向力 Fp 纵向位移 Dp 钢轨轨道板 相对位移 ∆Drts 轨道板底座板 相对位移 ∆Dtsbp 底座板桥梁 相对位移 ∆Dbpb 
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表 2 主要结构纵向力最大值
Table 2. Maximum longitudinal forces of main structures
轨道板断裂工况 Fr/kN Stsu/MPa Stsl/MPa SCAm/MPa Sbpu/MPa Sbpl/MPa Fa/kN Fp/kN 压（应）力 拉（应）力 未断板 −46.865 10.835 21.901 16.093 2.783 12.735 16.416 341.731 183.594 断板（断板侧） −47.731 30.343 16.310 155.824 16.287 43.736 21.161 339.867 176.715 断板（非断板侧） −46.902 12.537 21.211 15.747 2.741 12.390 15.403
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表 3 主要结构位移最大值
Table 3. Maximum longitudinal displacements of main structures
mm 轨道板断裂工况 Dr ∆Drts Dtsu ∆Dtsbp Dbpl ∆Dbpb Db Da Dp 压缩变形 拉伸变形 未断板 −1.727 1.041 0.192 −1.755 0.015 −1.745 56.927 −58.392 1.139 1.476 断板（断板侧） −1.854 1.009 0.368 −2.111 0.083 −1.876 56.837 −58.458 1.133 1.457 断板（非断板侧） −1.768 1.009 0.192 −1.796 0.016 −1.787 56.948 −58.447
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表 4 不同轨道板断缝位置条件下伸缩力计算结果
Table 4. Calculation results of expansion-constriction force with different crack locations of track slab
轨道板断缝位置 Fr/kN Dr/mm ∆Drts/mm Stsu/MPa Stsl/MPa SCAm/MPa Sbpu/MPa Sbpl/MPa 压（应）力 拉（应）力 压缩变形 拉伸变形 位置 A −47.583 28.430 −1.695 1.164 0.345 21.978 151.994 15.506 42.121 19.708 位置 B −43.014 10.496 −1.668 0.965 0.412 21.970 129.348 13.173 35.830 17.602 位置 C −48.545 10.502 −1.66 1.011 0.303 21.968 136.862 13.888 38.001 17.499 位置 D −48.600 11.390 −1.719 1.007 0.336 21.967 149.018 15.294 41.214 19.205 位置 E −47.731 30.343 −1.854 1.009 0.368 16.310 155.824 16.287 43.736 24.161
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表 5 不同轨道板断缝宽度条件下伸缩力计算结果
Table 5. Calculation results of expansion-constriction forces with different crack widths of track slab
轨道板断缝
宽度/mmFr/kN Dr/mm ∆Drts/mm Stsu/MPa Stsl/MPa SCAm/MPa Sbpu/MPa Sbpl/MPa 压（应）力 拉（应）力 压缩变形 拉伸变形 1 −47.721 30.141 −1.853 1.009 0.366 16.310 160.817 16.594 43.058 24.089 2 −47.731 30.343 −1.854 1.009 0.368 16.310 155.824 16.287 43.736 24.161 3 −47.741 30.536 −1.856 1.008 0.371 16.310 151.089 16.033 44.371 24.230 4 −47.750 30.720 −1.857 1.008 0.373 16.309 146.597 15.819 44.966 24.296 5 −47.759 30.895 −1.858 1.008 0.376 16.309 142.325 15.634 45.524 24.358
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表 6 不同轨道板裂缝深度条件下纵向力和位移最大值计算结果
Table 6. Calculation results of maximum longitudinal forces and maximum longitudinal displacements with different crack depths of track slab
轨道板裂缝
深度/mmFr/kN Dr/mm ∆Drts/mm Stsu/MPa Stsl/MPa SCAm/MPa Sbpu/MPa Sbpl/MPa 压（应）力 拉（应）力 压缩变形 拉伸变形 0 −46.865 10.835 −1.727 1.041 0.192 21.901 16.093 2.783 12.735 16.416 40 −46.875 10.973 −1.729 1.040 0.192 21.313 16.819 2.825 13.049 16.610 80 −46.922 12.060 −1.736 1.038 0.193 19.965 19.036 3.527 14.149 17.262 120 −47.033 14.965 −1.753 1.033 0.193 18.006 23.813 4.950 17.193 18.498 160 −47.256 20.258 −1.786 1.025 0.226 16.313 36.464 7.741 24.019 20.548 200 −47.731 30.343 −1.854 1.009 0.368 16.310 155.824 16.287 43.736 24.161
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表 7 不同轨道板/底座板伸缩刚度条件下纵向力和位移最大值计算结果
Table 7. Calculation results of maximum longitudinal forces and maximum longitudinal displacements under different expansion-constriction stiffness of track slab and bed
轨道板、底座板
伸缩刚度Dr/mm Stsu/MPa Stsl/MPa SCAm/MPa Sbpu/MPa Sbpl/MPa Fa/kN Fp/kN 压缩变形 拉伸变形 刚度不折减 −1.854 1.009 16.310 155.824 16.287 43.736 21.161 339.867 176.715 刚度折减至30% −3.668 1.705 8.632 77.718 8.126 22.166 13.908 315.230 364.641 刚度折减至10% −24.435 9.100 2.527 21.475 2.242 6.438 4.838 455.361 2 062.186
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