In order to solve the problems of poor safety and difficult determination of construction scheme in the construction process of variable cross-section disc-buckle type steel pipe high support system, based on the stress state of the normal working of the disc-buckle type formwork support, the stability bearing capacity of vertical poles under three working conditions of central pole, side pole and corner pole were experimentally carried out, and the correctness were verified by comparing with the results of the experiment and finite element analysis. Based on the verified finite element model and the characteristics of semi-rigid connection joints, the first-order buckling mode and nonlinear buckling analysis of the stability bearing capacity of the variable cross-section disc-buckle type steel pipe high support system were carried out in the construction period with special structure in practical engineering, the stability bearing capacity and deformation law of the variable cross-section disc-buckle type steel pipe high support system in the construction process were mastered. Through parametric analysis of the influencing factors such as the joint bending stiffness, the setting parameters and the initial imperfections, the influence law of the relevant parameters on the overall stability of the variable cross-section disc-buckle type steel pipe high support system was grasped. The results showed that the corner poles at the higher variable section and the lower variable section of the weak stiffness direction support system were prone to instability and failure. The overall stability bearing capacity was mainly affected by the lift height. The vertical diagonal bracing plays an important role in improving the overall stability, the larger the lift height was, the more obvious the improvement was. The overall stability bearing capacity decreases with increasing top extension length, and the top extension length should be controlled within 0.45 m. When the extension length of the top was greater than 0.45 m, the initial imperfection cannot control the overall stability bearing capacity, and the overall structural stability bearing capacity was determined by the buckling behavior of the top vertical pole. When the joint bending stiffness was greater than 2.0 K, the stability bearing capacity does not change. The higher the support system was, the smaller the influence of joint bending stiffness on the overall stability was.

为解决变截面盘扣式钢管高支体系施工过程中安全性差、施工方案确定困难的问题，基于盘扣式模板正常工作的受力状态对立杆在中心杆、侧杆和角杆三种工况下的稳定承载力进行了试验，并通过与试验结果对比和有限元分析验证了其正确性。基于验证的有限元模型和半刚性连接节点的特点，在实际工程中对特殊结构施工期变截面圆盘扣式钢管高支撑系统的稳定承载力、稳定承载力和变形量进行一阶屈曲模态和非线性屈曲分析掌握了变截面圆盘扣式钢管高位支撑体系在施工过程中的规律。通过对节点抗弯刚度、设定参数和初始缺陷等影响因素的参数分析，掌握了相关参数对变截面盘扣式钢管高支体系整体稳定性的影响规律。 . 结果表明，弱刚度方向支撑系统的高变截面和低变截面角杆易失稳失效。整体稳定性承载力主要受提升高度的影响。竖向斜撑对提升整体稳定性有重要作用，提升高度越大，提升越明显。整体稳定承载力随着顶伸长度的增加而降低，顶伸长度应控制在0.45 m以内。当顶部延伸长度大于0.45 m时，初始缺陷无法控制整体稳定承载力，整体结构稳定承载力由顶部竖杆的屈曲行为决定。当节点抗弯刚度大于 2.0 K 时，稳定承载力不变。支撑系统越高，关节弯曲刚度对整体稳定性的影响越小。