SummaryA finite element model was established using SAP2000 software for the C1 tower, a super high‐rise building in the second phase of the Nanjing Financial City project, and the construction process of the tower was simulated. The C1 tower adopts a frame core tube extension arm and ring truss structure system, with 87 floors above ground and five floors underground. The roof structure has an elevation of 416.6 m. Precise measurements of inter‐story compression deformation were conducted using advanced surveying equipment. Sensitivity analysis, based on the finite difference method, identified the shear wall elastic modulus, frame column elastic modulus, steel beam elastic modulus, and shear wall unit weight as four highly influential parameters. Employing the Bayesian principle, the Markov Chain Monte Carlo (MCMC) method was applied to determine the posterior density probability function of the parameters targeted for modification. Subsequently, the Metropolis–Hastings (MH) sampling algorithm was employed to refine the C1 Tower model. This refinement significantly reduced the root mean square error between the measured and simulated vertical displacements, achieving an error reduction of approximately 10% from 6.082 to around 2.160. The modified material parameters, for the most part, adhered to a normal distribution assumption and exhibited mean values in the posterior probability density functions for the elastic modulus of Q345 steel beams, C70 frame columns, and C60 shear walls. Compared to the initial finite element parameters, the variation range was approximately 13% to 17%. These results serve as a validation of the effectiveness of the proposed method.

中文翻译：

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超高层建筑施工模拟贝叶斯模型更新

摘要利用SAP2000软件对南京金融城二期工程超高层建筑C1塔建立有限元模型，并对塔的施工过程进行模拟。C1塔采用框架核心筒伸臂、环桁架结构体系，地上87层，地下5层。屋顶结构标高416.6 m。使用先进的测量设备对层间压缩变形进行精确测量。基于有限差分法的敏感性分析，确定剪力墙弹性模量、框架柱弹性模量、钢梁弹性模量和剪力墙单位重量为四个影响较大的参数。利用贝叶斯原理，采用马尔可夫链蒙特卡罗（MCMC）方法来确定修改目标参数的后验密度概率函数。随后，采用 Metropolis–Hastings (MH) 采样算法来完善 C1 塔模型。这一改进显着降低了测量垂直位移和模拟垂直位移之间的均方根误差，误差从 6.082 降低了约 10% 至 2.160 左右。修改后的材料参数大部分遵循正态分布假设，并且在 Q345 钢梁、C70 框架柱和 C60 剪力墙的弹性模量的后验概率密度函数中表现出平均值。与初始有限元参数相比，变化范围约为13%至17%。这些结果验证了所提出方法的有效性。