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基于一采用K–刚度法设计的模块式加筋土挡墙建立有限差分数值模型,并采用界面双曲线模型真实模拟底层模块–水平基座界面及水平基座–地基界面,研究实际模块式加筋土挡墙在工作应力下的性状,并进一步分析墙趾界面剪切特性。结果表明:数值计算的挡墙筋材应变分布、填土中各层筋材最大拉力、墙面筋材连接力和墙面最大位移值与实测值比较吻合;K–刚度法计算的填土中筋材最大拉力值与数值模拟和实测值吻合较好,但墙面连接处筋材因受地基沉降和填土压实产生的下拉力影响而大于填土中筋材最大拉力,故K–刚度法不能用于墙面筋材连接力的验算;相较于刚性地基,压缩性地基上模块式加筋土挡墙的墙趾正应力系数较大,而墙趾承担荷载比例较小;尽管基座–地基界面剪切刚度较模块–基座界面小很多,由于其承受的剪应力也很小,墙趾并不会沿着基座–地基界面发生滑移破坏,模块–基座界面对挡墙墙趾起到主要的约束作用。
A finite difference numerical model is established based on a modular reinforced earth retaining wall designed by K-stiffness method. The interface hyperbolic model is used to simulate the bottom module-horizontal base interface and horizontal base-base interface. The actual modular plus Reinforced earth retaining wall in working stress under the properties, and further analysis of the wall toe interface shear characteristics. The results show that the strain distribution of retaining wall of retaining wall, the maximum tensile force of each layer in fill, the connection force of wall reinforcement and the maximum displacement of wall are in good agreement with the measured values. The maximum tensile value of the material is in good agreement with the numerical simulation and the measured value. However, the K-stiffness method can not be used because of the maximum tensile force of the tendons in the wall connection due to the influence of the subsidence caused by the settlement and compaction of the foundation. For the calculation of the connection force of the wall gluten, the wall-to-toe normal stress coefficient of the reinforced concrete retaining wall is larger and the wall toe load ratio is smaller than that of the rigid foundation. Although the base- The shear stiffness at the interface of the foundation is much smaller than that of the module-base interface. Due to its small shear stress, the toe does not slide along the foundation-foundation interface, and the module-base interface damps the wall Toe play a major constraint.