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滑动层摩擦因数对斜向预应力水泥路面板结构受力及变形的影响较大,设置满足路面结构受力及变形要求的滑动层,是决定斜向预应力水泥路面铺设成功与否的关键因素之一,建立斜向预应力路面结构1/4有限元模型,基于此模型分析了斜向预应力水泥路面板在车轮荷载和温度梯度荷载作用下,滑动层摩擦因数对其路面结构受力与变形的影响;运用解析计算法,研究了滑动层摩擦因数对路面板内温度伸缩应力的影响,以及温度应力作用下滑动层摩擦因数对路面板伸缩量的影响;并进行了斜向预应力路面板屈曲验算。研究结果表明:车轮荷载作用下,斜向预应力路面滑动层摩擦因数对路面板内应力及变形影响较小,可忽略不计;温度梯度荷载作用下,斜向预应力路面滑动层摩擦因数在0.3~1.2范围内变化时,路面板内最大主应力均小于水泥混凝土抗弯拉强度5 MPa,不会引起斜向预应力路面板开裂;温度荷载作用下,滑动层摩擦因数小于1.04时,路面板内伸缩应力不会引起路面板开裂,且滑动层铺设初期摩擦因数越小越有利于减小路面板内温度应力值;增大滑动层后期摩擦因数,有利于减小斜向预应力路面板端伸缩量,但不应大于1.04;斜向预应力路面板最不利屈曲临界温度为48.166℃,在通常外界环境温度下,斜向预应力水泥路面板不会发生屈曲失稳破坏。
The friction coefficient of sliding layer has a great influence on the stress and deformation of slantwise prestressed concrete pavement structure. Setting the sliding layer to meet the stress and deformation of pavement structure is the key factor to decide whether the prestressed cement pavement is successfully laid or not Based on this model, under the load of wheel and temperature gradient, the effect of friction coefficient of sliding layer on the mechanical properties of pavement structure, The influence of the friction coefficient of the sliding layer on the thermal expansion and contraction stresses of pavement slabs and the influence of the friction coefficient of the sliding layer on the expansion and contraction of the pavement slab under temperature stress are studied by analytical method. Panel buckling checking. The results show that under the load of the wheel, the friction factor of the sliding layer of the inclined prestressed pavement has little influence on the stress and deformation in the road pavement. Under the temperature gradient load, the friction coefficient of the sliding pavement of the inclined prestressed pavement is 0.3 ~ 1.2, the maximum principal stress in the pavement slab is less than 5 MPa of the flexural strength of cement concrete, which will not cause cracking of diagonal prestressed pavement slabs. When the friction coefficient of sliding layer is less than 1.04 under temperature loading, The inner telescoping stress will not cause cracking of the pavement slab, and the smaller the initial friction coefficient of the sliding paving is, the more it is beneficial to reduce the temperature stress in the pavement slab. Increasing the post-stage friction coefficient of the sliding layer is helpful to reduce the slant of the prestressed pavement But should not exceed 1.04. The most unfavorable buckling critical temperature of inclined prestressed pavement slab is 48.166 ℃. Under normal ambient temperature, the buckling instability of inclined prestressed concrete pavement will not occur.