Fracture influence of longitudinal-continuous base layer on force characteristics of CRTSⅡ slab ballastless track on bridge
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摘要: 考虑纵连底座板断裂建立了CRTSⅡ型板式无砟轨道与桥梁纵向相互作用的力学模型, 采用有限元法求解力学模型, 确定了无砟轨道关键参数。以某大跨度连续梁桥为例, 降温幅度分别为10、20、30、40、50℃时, 纵连底座板在连续梁上7个代表性位置发生断裂后, 分析了钢轨、轨道板、砂浆和桥梁墩台的纵向力与位移。分析结果表明: 降温幅度为30℃时, 纵连底座板在连续梁上发生断裂时, 钢轨和轨道板的最大纵向附加力分别为155.75、233.21 kN, 断板对钢轨和轨道板纵向附加力有较大影响; 降温幅度不大于10℃时, 纵连底座板在连续梁上任意位置发生断裂, 轨道板与底座板的纵向相对位移均小于0.5 mm, 砂浆不会开裂; 降温幅度为50℃时, 纵连底座板在连续梁上任意位置断裂引起的固定支座纵向附加力最大为196.12 kN, 不会直接造成桥梁固定支座破坏; 建议在维修作业时, 锯切纵连底座板与其铺设时的温度差应不大于10℃, 并检算钢轨的强度是否能满足要求。Abstract: The mechanics model of longitudinal interaction between CRTSⅡ slab ballastless track and bridge was established considering the fracture of longitudinal-continuous base layer(LCBL), and was solved by finite element method.Key calculation parameters of ballastless track were determined.A bridge with long-span continuous beam was taken as an example, the longitudinal forces and displacements of rail, slab, mortar and bridge support were analyzed when LCBLs with the temperature reductions of 10, 20, 30, 40, 50 ℃ were fractured at 7 typical positions on long-span continuous beam.Analysis result indicates that when the temperature reduction of LCBL is 30 ℃, and LCBL is fractured on long-span continuous beam, the maximal additional longitudinal forces of rail and slab are 155.75 kN and 233.21 kN respectively.The influence of LCBL fracture on the additional longitudinal forces of rail and slab are significant.When the temperature reduction of LCBL does not exceed 10 ℃, no matter LCBL is fractured at any position on long-span continuous beam, the longitudinal relative displacement between slab and LCBL is less than 0.5 mm, and mortar can't crack.When the temperature reduction of LCBL is 50 ℃, the maximal additional longitudinal force of fixed support caused by LCBL fracture at any position on long-span continuous beam is 196.12 kN, bridge fixed support can't be destroyed directly by LCBL fracture.When the maintenance operation of LCBL is carried out, it is recommended that the temperature difference between sawing and laid LCBL can't exceed 10 ℃, and rail strength must be checked out to meet the requirements.
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表 3 钢轨纵向附加力最大值(断板股道)
Table 3. Maximal additional longitudinal forces of rail (track with fractured LCBL)
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表 4 钢轨纵向附加力最大值(非断板股道)
Table 4. Maximal additional longitudinal forces of rail (track with non-fractured LCBL)
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表 5 轨道板纵向附加力最大值(断板股道)
Table 5. Maximal additional longitudinal forces of slab (track with fractured LCBL)
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表 6 轨道板纵向附加力最大值(非断板股道)
Table 6. Maximal additional longitudinal forces of slab(track with non-fractured LCBL)
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