Mechanical Properties of CRTS Ⅱ Slab Ballastless Track on Bridge under Temperature Gradient Loads
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摘要: 为研究横向和竖向温度梯度对桥上CRTSⅡ型板式无砟轨道纵向力学特性的影响，以梁-板-轨相互作用原理为基础，建立大跨度连续梁桥上 CRTSⅡ型板式无砟轨道无缝线路空间精细化有限元模型，计算了轨道板竖向温度梯度和阴阳面横向温度梯度荷载作用下各轨道和桥梁结构的纵向力和位移. 结果表明：在其他温度荷载相同的情况下，轨道板竖向温度梯度对钢轨的纵向力和位移影响不大；当阴阳面横向温度差为10 ℃时，连续梁上背阴侧钢轨最大的纵向力是向阳侧的1.4倍，背阴侧桥墩最大的纵向力是向阳侧的3.5倍；在横向温度梯度作用下，钢轨纵向附加力由梁体伸缩和扭曲变形共同作用产生，横向温度梯度越大，背阴侧钢轨纵向力、位移最大值越大，向阳侧钢轨纵向力、位移最大值越小；横向和竖向温度梯度的存在不利于轨道和桥梁结构安全使用，因此，在高温差地区设计东西走向的大跨度桥上无缝线路需重点关注钢轨、轨道板和桥梁墩顶受力，并且对无缝线路的横向稳定性进行验算.
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关键词:
- 无缝线路 /
- CRTSⅡ型板式无砟轨道 /
- 温度梯度 /
- 阴阳面 /
- 纵向力
Abstract: In order to study the influence of transverse and vertical temperature gradients on the longitudinal mechanical performance of CRTSⅡ slab ballastless track on the bridge, on the basis of the beam-slab-rail interaction principle, a refined spatial finite element model is established for the continuous welded rails (CWRs) of CRTSⅡ slab ballastless track on the long-span bridge. The longitudinal force and displacement of rails and bridge structure on southern and northern surfaces are calculated under the transverse and vertical temperature gradient loads. Analysis results indicate that the vertical temperature gradient of the track slab has little effect on the longitudinal force and displacement of the rail under the same temperature load. When the transverse temperature difference between the southern and northern surface is 10 ℃, the maximum longitudinal force of the rail at the northern side of the continuous beam is 1.4 times that at the southern side, and the maximum longitudinal force of the pier at the northern side of the continuous beam is 3.5 times that at the southern side. Under the action of the transverse temperature gradient, the longitudinal force of the rail is generated by the combined effect of beam dilation and torsion d eformations. The greater transverse temperature gradient leads to the greater maximum longitudinal force and displacement of the rail at the northern side, and the smaller maximum longitudinal force and displacement of the rail at the southern side. The transverse and vertical temperature gradient do no contribute to the safe use of the track and bridge structure. Therefore, in the area of high temperature difference, it is necessary to focus on the stress of the rail, track slab and bridge pier top when designing the east-west of CWRs on long-span bridge, and ensure the transverse stability of the CWR on the bridge. -
图 1 WJ-7常阻力扣件阻力-位移曲线
Figure 1. Resistance-displacement curves of WJ-7 ordinary resistance fastener
图 5 不同工况钢轨纵向力和位移
Figure 5. Longitudinal force and displacement of rails under different conditions
图 6 不同工况轨道板上、下表面应力
Figure 6. Upper and lower surface stress of track slab under different conditions
图 7 不同工况底座板上、下表面应力
Figure 7. Upper and lower surface stress of bed plate under different conditions
图 8 不同工况固定支座墩台顶纵向力和位移
Figure 8. Longitudinal displacement of fixed pier and abutment top under different conditions
表 1 竖向温度梯度作用下结构纵向力最大值
Table 1. Maximum longitudinal forces of structure under vertical temperature gradient
温度梯度/（℃•m−1） Fr/kN Stsu/MPa Stsl/MPa Δts/MPa Sbpu/MPa Sbpl/MPa Δbp/MPa Fa/kN Fp/kN 50 42.653 −26.098 −18.250 −12.713 −12.218 −15.363 −7.330 −300 −166 70 42.660 −26.211 −16.752 −14.339 −12.280 −15.397 −7.324 −300 −166 90 42.666 −26.324 −15.254 −15.964 −12.342 −15.431 −7.317 −300 −166 
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表 2 竖向温度梯度下结构纵向位移最大值
Table 2. Maximum longitudinal displacements of structure under vertical temperature gradient
mm 温度梯度/（℃•m−1） Dr Dtsu Δrts Dbpl Db Δbpb Da Dp 50 1.60 1.63 0.24 1.62 58.49 −57.19 −1.00 −1.36 70 1.60 1.63 0.24 1.62 58.49 −57.19 −1.00 −1.36 90 1.60 1.63 0.24 1.62 58.49 −57.19 −1.00 −1.36
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表 3 阴阳面横向温度梯度荷载工况
Table 3. Transverse temperature gradient load condition of southern and northern surfaces
℃ 结构 工况 1 工况 2 无温差 向阳侧 背阴侧 向阳侧 背阴侧 轨道板面 50 40 50 45 50 砂浆层 35 25 35 30 35 底座板 35 25 35 30 35 梁体 30 20 30 25 30
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表 4 横向温度梯度荷载下结构纵向力最大值
Table 4. Maximum longitudinal forces of structure under transverse temperature gradient load
工况 Fr/kN Stsu/MPa Stsl/MPa Sbpu/MPa Sbpl/MPa Fa/kN Fp/kN 工况 1 向阳侧 37.754 −26.317 −18.297 −13.274 −16.185 −531 −84.8 工况 1 背阴侧 51.342 −18.680 −13.677 −8.288 −9.377 −84 −296.0 工况 2 向阳侧 39.805 −26.001 −18.277 −8.804 −15.648 −438 −126.0 工况 2 背阴侧 46.787 −22.188 −15.995 −9.947 −12.190 −213 −238.0 无温差 42.653 −26.098 −18.250 −12.218 −15.363 −300 −166.0
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表 5 横向温度梯度荷载下结构纵向位移最大值
Table 5. Maximum longitudinal displacements of structure under transverse temperature gradient load
mm 工况 Dr Dtsu Δrts Dbpl Db Δbpb Da Dp 工况 1 向阳侧 1.16 1.17 0.21 1.16 49.46 −48.76 −1.77 −2.12 工况 1 背阴侧 1.96 2.01 0.26 2.00 47.42 −45.60 −0.28 −1.48 工况 2 向阳侧 1.36 1.38 0.22 1.37 53.95 −52.96 −1.46 −1.79 工况 2 背阴侧 1.76 1.80 0.21 1.79 52.94 −51.39 −0.71 −1.19 无温差 1.60 1.63 0.24 1.62 58.49 −57.19 −1.00 −1.36
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