【作者】 石金龙；

【导师】 滕延京；

【作者基本信息】 中国建筑科学研究院 ， 岩土工程， 2009， 博士

【摘要】 通过两台1:6大型室内模型试验,分别对单体框架-核心筒结构和带1跨2层裙房的大底盘高层框架-核心筒结构在正常工作状态下的基础沉降变形、地基反力分布和底层柱、筏板的内力及荷载传递规律进行了较为详尽的研究,并通过对比单体模型和大底盘模型,得出一些有参考价值和实际应用意义的结论。1.筏板发生挠曲时,纵向位移呈“盆形”分布,核心筒沉降均匀。单体模型地基反力呈“马鞍形”分布,地基反力由中部核心筒逐渐向周围边柱和角柱传递,其中角柱下的地基反力增长最快。大底盘模型纵向中轴线地基反力变形曲线呈“盆形”分布。地基反力由中部核心筒逐渐向主楼和裙楼的边柱、角柱传递,横轴方向柱下地基反力增速最快。正常工作状态下,大底盘模型裙房下地基反力平均值约为剪力墙下地基反力平均值的1/2。2.核心筒柱的轴力最大。正常工作状态下,单体模型核心筒承担了约2/3的上部结构荷载,大底盘模型核心筒承担了约1/2的上部结构荷载。在共同作用下,结构产生内力重分布,单体模型上部荷载不断传递到角柱、边柱上;大底盘模型上部荷载不断传递到主楼和裙楼的边柱、角柱上,其中主楼横向边柱增长速率最快。当筏板产生纵向挠曲时,单体模型边柱、大底盘模型裙房角柱和边柱抑制纵向挠曲作用显著。核心筒柱下筏板的弯矩值最大。3.与核心筒柱相接的纵向梁底部、核心筒柱下筏板、角柱内侧区域楼板、主裙楼交界处以及裙房角柱、裙房边柱区域为大底盘结构的薄弱环节,最易发生破坏。4.相同上部荷载作用下,大底盘模型位移量小于单体模型位移量,主楼挠曲值大于单体模型挠曲值。大底盘模型主楼中部地基反力与单体模型中部地基反力基本一致。更多还原

【Abstract】 The paper studies on the foundation deformation, contact pressure distribution and transfer law of internal force and upper load in the first storey columns and raft foundation by conducting test on two large scale(1:6) models, namely the single frame-core walls structure (Model 1) and the frame- core walls structure with single span and two-storey annex (Model 2). Furthermore, by contrasting these two models, some useful and practical conclusions are drawn as follows:1. When the raft foundation is bending, the longitudinal displacement curves show the basin-shape, and core walls settlement is even. The contact pressure of Mode 1 is of saddle-shape, and the contact pressure gradually transfers from the middle core walls to the side columns and corner posts. The contact pressure of corner columns grows at the fastest speed. The contact pressure of the longitudinal axis of Mode 2 is of basin-shape. The contact pressure gradually transfers from the core walls to the side columns and corner columns of main building and annex. The contact pressure of transverse-side column grows at the fastest speed. Under the normal working condition, the average contact pressure of the annex is 1/2 of that of the core walls.2. The axial force of the core walls is the largest among all the columns. Under the normal working condition, the core walls of Model 1 bears about 2/3 of the upper load, and that of Model 2 bears about 1/2 of the upper load. In the condition of interaction, the structure shows the internal force is re-distributed. The upper load continuously transfers to side columns and corner posts of the main building and annex. The axial force of the transverse-side columns grows fastest of all. The inhibition action of raft foundation vertical deflection of the side column in Model 1, the annex side column and corner column in Model 2 is remarkable. The bending moment of raft foundation under the core walls is the greatest.3. The weak parts of Model 2, including the bottom of longitudinal beams that are connected with the core walls, the rafts under core walls, the floor slab in the inner side of corner posts, the junctional areas between the main building and the annex, and the region of corner posts and side columns in the annex are tend to be broken.4. When the upper load is the same, the settlement value of Model 2 is smaller than that of Model 1, but the deflection value of the main building of Model 2 is larger than that of Model 1. And the contact pressure of the central region in the main building of Model 2 is almost equal to that of Model 1.更多还原