A 2D plane stress finite-element mo

A 2D plane stress finite-element model for the masonry arch bridge is shown in Fig. 5. The brick masonry was assumed to have a modulus of 1,800 MPa, Poisson’s ratio of 0.2, and a specific fracture energy of 5.8 N-m/m2. The soil infill was idealized to have a modulus of 800 MPa, with a Poisson’s ratio of 0.18. A relatively small tensile strength of 0.3 MPa was assumed for the masonry, with a similar value of 0.3 MPa for the infill. These values are obtained through an iterative process of model calibration using the field measurements of the static load deflection and quasi-static moving load studies. The boundary condition on the vertical face of the abutment (left end of Span 2) is restrained in the longitudinal traffic direction, and the base of the abutments and central pier is constrained in the horizontal and vertical directions. The boundary at the right abutment of Span 1 is elastically constrained for longitudinal movement using linear springs (the value of this spring constant is reported later).


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結果 (中文) 1:

砌石拱大桥 2D 平面应力有限元模型如图 5 所示。砖砌体被假定 1,800 MPa 模量、 泊松比的 0.2、 和 5.8 m2-N-m 具体骨折能源。土填实被理想化了要与泊松比的 0.18 800 MPa、 弹性模量。一个相对较小的拉伸强度为 0.3 MPa 被假定砌体，与类似的值填充为 0.3 m p a。这些值被通过使用静态荷载挠度和准静态运动负荷研究的实地测量模型校正的迭代过程。（左底跨度 2） 桥台的垂直脸上边界条件约束纵向交通的方向，和桥台和中环码头的基础在水平和垂直方向的约束。在大跨度 1 右坝肩的边界弹性约束的纵向运动使用线性弹簧 （稍后报告此弹簧常数的值).


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結果 (中文) 3:

一个二维平面应力有限元为砖石拱桥模型如图5所示。砖砌体被假定为具有弹性模量为1800 MPa，泊松比为0.2，和5.8米/平方米的特定的断裂能。土壤填充是理想化的具有弹性模量为800兆帕，0.18的泊松比。一个相对较小的拉伸强度为0.3兆帕为砌体承担，用于填充0.3 MPa相似的价值。通过静载挠度和准静态运动负荷研究实地测量模型校正迭代过程得到这些值。对基垂直面边界条件（Span 2左端）限制在纵向交通方向，而桥台和桥墩基础的中心在水平和垂直方向的约束。边界在右坝肩的跨度1弹性约束的纵向运动，采用线性弹簧（此弹簧常数的值是稍后的报道）。


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