Numerical values used to generate Fig 16.

Mortise-tenon and joint-flange assembled foundation has excellent application as a new type of slab concrete assembled foundation, but there is a lack of research on its bearing capacity. In order to explore the mechanical characteristics and bearing capacity of this type of foundation under combined load (uplift-horizontal load), which is different from the traditional cast-in-place foundation, the uplift bearing model of mortise-tenon and joint-flange assembled foundation and the uplift model of cast-in-place foundation with the same specification were established based on the actual geological environment by finite element software. The stress distribution, vertical and horizontal displacements, and uplift and horizontal bearing capacities of the foundations were simulated and calculated. This study found that the bearing capacity of the Mortise-tenon and joint-flange assembled foundation has not been fully utilized. Specifically, the deformation of the foundation mainly concentrates on the main column, and the load is unable to be transmitted to the lower structure through the flange. Under combined loading (uplift-horizontal load), the load-displacement relationship curve can be roughly divided into three stages: linear slow rise stage, plastic accelerated rise stage, and linear failure stage. During the pull-out process, the foundation demonstrates stress characteristics of segmented load transmission. After the concrete upper column yields, the mortise-tenon and joint-flange connection node receives the load transmitted by the upper column, and continues to transmit the load to the lower column of the foundation after the displacement of the node reaches its limit. When the uplift cumulative displacement of the foundation reaches approximately 13 mm and the horizontal cumulative displacement reaches around 10 mm, the foundation reaches its ultimate state. At this point, its ultimate bearing capacity surpasses that of the cast-in-place foundation of the same specification, with significant improvement. The ultimate uplift bearing capacity increases by 33.34%, while the ultimate horizontal bearing capacity increases by 48.09%.

榫卯与连接法兰装配式基础（mortise-tenon and joint-flange assembled foundation）作为一种新型板式混凝土装配式基础，拥有优异的应用潜力，但当前针对其承载能力的相关研究仍存在空白。为探究该新型装配式基础相较于传统现浇基础（cast-in-place foundation）在复合荷载（uplift-horizontal load）作用下的力学特性与承载能力，本研究基于实际地质环境，借助有限元软件建立了榫卯与连接法兰装配式基础的抗拔模型，以及同规格现浇基础的抗拔模型，并对两类基础的应力分布、竖向与水平位移、抗拔承载力及水平承载力进行了仿真计算与分析。研究结果表明，榫卯与连接法兰装配式基础的承载能力尚未得到充分发挥：具体而言，基础的变形主要集中于主立柱，荷载无法通过法兰传递至下部结构。在复合荷载（uplift-horizontal load）作用下，荷载-位移曲线大致可划分为三个阶段：线性缓升阶段、塑性加速上升阶段以及线性破坏阶段。在抗拔过程中，基础呈现出分段式荷载传递的应力特征：当混凝土上部立柱屈服后，榫卯与连接法兰连接节点将承接上部立柱传递的荷载，并在节点位移达到极限后，继续将荷载传递至基础下部立柱。当基础的累计抗拔位移约达13mm、累计水平位移约达10mm时，基础即达到极限状态。此时其极限承载力相较于同规格现浇基础实现了显著提升：极限抗拔承载力提升33.34%，极限水平承载力提升48.09%。