Optimization Analysis and Monitoring of Construction Process of Open Spherical Reticulated Shell Structure with a Large Rise-to-Span Ratio
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摘要:
为保证复杂空间网格结构的施工安全性，对其进行施工过程优化分析与监测研究. 以某大矢跨比单层开口球面网壳结构为例，对该复杂异形结构进行施工全过程的有限元模拟，通过变化支座边界条件、肋杆轴线形状和临时支撑胎架支承方式建立不同的有限元分析模型，探讨其关键构件应力与结构位移的变化情况，以对施工过程进行优化分析；在此基础上，采用有临时支撑胎架的弧形杆模型作为最终计算模型进行施工模拟，并将卸载前后的计算结果与现场监测数据进行对比分析，以验证施工过程模拟结果的准确性；进一步对临时支撑胎架的失效敏感性进行研究，以避免出现结构安全问题. 结果表明：有限元分析模型与实际结构较为相符，卸载前后各测点的应力变化较小，最大拉、压应力变化量分别为10.61 MPa和 −5.67 MPa，该大矢跨比异形球面网壳结构在施工过程中处于可控状态；某一支撑胎架失效对其周边相邻区域的杆件应力、结构位移有较大影响，其中杆件应力最大变化为28.00 MPa，竖向位移最大变化为13 mm，因此，施工过程中应确保支撑胎架的可靠性.
Abstract:To ensure the construction safety of the complex spatial grid structure, the optimization analysis and monitoring of the construction process were carried out. An open single-layer spherical reticulated shell structure with a large rise-to-span ratio was taken as an example, and the construction process of this complex special-shaped structure was simulated through finite element analysis (FEA). By changing the boundary conditions of the support, the shape of the rib axis, and the support mode of the temporary support jig frame, different FEA models were established. The stress variations of key members and the structural displacement were analyzed to optimize the construction process. On this basis, the arc rod model with a temporary support jig frame was used as the final calculation model for construction process simulation, and the calculation results before and after unloading were compared with the on-site monitoring data to verify the accuracy of the FEA model in simulating the construction process. The failure sensitivity of the temporary support jig frame was further studied to avoid structural safety problems. The results show that the FEA model is consistent with the actual structure. The stress of each measuring point before and after unloading changes slightly, and the maximum tensile and compressive stress changes are 10.61 MPa and −5.67 MPa, respectively. The special-shaped spherical reticulated shell with a large rise-to-span ratio is in a controllable state during construction. The failure of a certain temporary support jig frame would have a great influence on member stress and structural displacement in the adjacent area. The maximum change of the member stress is 28.00 MPa, and that of the vertical displacement is 13 mm. Therefore, the reliability of the support jig frame shall be ensured during the construction.
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Key words:
- reticulated shell structure /
- construction process /
- optimization /
- monitoring /
- unloading
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图 1 大矢跨比单层开口球壳示意
Figure 1. Single-layer open reticulated spherical shell with a large rise-to-span ratio
图 4 部分测点在不同边界条件下的应力对比
Figure 4. Stress comparison of some measuring points under different boundary conditions
图 5 部分测点在不同边界条件下的位移对比
Figure 5. Comparison of displacement of some measuring points under different boundary conditions
图 6 部分测点在4种有限元模型下的应力对比
Figure 6. Stress comparison of some measuring points under four FEA models
图 7 部分测点在4种有限元模型下的位移对比
Figure 7. Displacement comparison of some measuring points under four FEA models
图 9 位移监测结果与有限元结果对比
Figure 9. Comparison of displacement monitoring results and FEA results
图 11 支撑胎架失效前、后应力变化量
Figure 11. Stress variation of support jig frame before and after failure
图 12 支撑胎架失效前、后竖向位移对比
Figure 12. Vertical displacement comparison of support jig frame before and after failure
表 1 球壳钢材材料参数表
Table 1. Steel material parameters of spherical shell
序号 杆件类型 规格/mm 材质 1 十字交叉支撑 600 × 200 × 12 × 12 焊接 Q345B 2 顶部环杆 600 × 200 × 12 × 12 焊接 Q345B 3 其他环杆 300 × 300 × 16 × 16 热轧或
300 × 300 × 30 × 30 焊接Q345B 4 肋杆 400 × 300 × 12 × 12 热轧或
400 × 300 × 20 × 20 焊接Q345B 5 环柱 Φ203 × 6 Q235B 6 环梁 200 × 200 × 8 × 8 热轧 Q235B 7 径向钢梁 150 × 150 × 6 × 6 热轧 Q235B 
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表 2 4种有限元模型的情况
Table 2. Conditions of four finite element analysis (FEA) models
编号 杆件情况 临时支撑胎架情况 模型 1 将肋杆、环杆细分为多段单元以模拟弧形杆件受力状态，杆件弯曲程度较为明显 支撑胎架根据实际情况进行建模 模型 2 将肋杆、环杆细分为多段单元以模拟弧形杆件受力状态，杆件弯曲程度较为明显 以竖向约束代替支撑胎架进行建模 模型 3 将肋杆、环杆简化为一段斜杆，杆件弯曲程度不明显 支撑胎架根据实际情况进行建模 模型 4 将肋杆、环杆简化为一段斜杆，杆件弯曲程度不明显 以竖向约束代替支撑胎架进行建模
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