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摘要: 为探究非保向力效应对钢管混凝土提篮拱桥平面外稳定性能的影响,开展了钢管混凝土(CFST)提篮拱空间受力性能试验和有限元分析; 基于某原型桥开展了考虑吊杆影响的钢管混凝土提篮拱空间受力性能试验,揭示了模型拱的破坏机理; 基于试验结果和实际工程构造参数建立了钢管混凝土标准提篮拱桥有限元模型,通过是否建立杆系吊杆的方式分别考虑吊杆的非保向力和保向力作用,分析了拱肋倾角、矢跨比、宽跨比等参数变化对是否考虑吊杆非保向力效应的钢管混凝土提篮拱面外极限承载力的影响; 基于材料与几何双重非线性有限元模型,以荷载比和位移比定量分析了不同参数下非保向力效应对拱肋空间受力性能的提高程度。研究结果表明:在空间受力过程中钢管混凝土提篮拱位移均关于拱顶截面呈对称分布,应变分布也具有良好的对称性,说明模型拱在空间受力过程中整体稳定性较好,且具有较低的初始几何缺陷敏感度; 模型拱最终发生面外极值点失稳破坏,拱肋以承受压力和面外弯矩为主,其中面外弯矩是模型拱稳定极限承载力的主要控制因素; 钢管混凝土提篮拱面外极限承载力均随拱肋倾角、矢跨比和宽跨比的增大呈先增大后减小的趋势,在拱肋倾角为9°,矢跨比为0.25,宽跨比为0.03时承载力均达到最大值; 在计算钢管混凝土提篮拱面外极限承载力时应考虑非保向力效应,否则计算结果将偏小22%。Abstract: To investigate the effects of non-conservative forces on the out-of-plane stability of concrete filled steel tubular (CFST) X-type arches, the structural spatial mechanical behaviors of CFST X-type arches were analyzed via experiment and finite element analysis. Based on a prototype bridge, the structural spatial mechanical behaviors of a CFST X-type arch with hangers were tested to elucidate the failure mechanisms of the arch model. A finite element model of a standard CFST X-type arche was created based on the experimental data and the actual structural engineering parameters. The conservative and non-conservative forces from hangers were considered respectively in models with or without tie hangers. The effects of arch rib inclination, rise-span ratio, and width-span ratio on the out-of-plane ultimate bearing capacities of CFST X-type arches considering the non-conservative force from hangers or not were analyzed. Based on a finite element model for combined material and geometric nonlinearities and in terms of load and displacement ratios, the improvement in the spatial mechanical behaviors of arch rib due to the non-conservative force was quantitatively analyzed under different parameters. Research results indicate that during the spatial mechanical process, the displacement of the CFST X-type arch is symmetrically distributed about the crown section, and the strain distribution is also highly symmetric. Therefore, the arch model has good overall stability and low sensitivity to initial geometric defects during the spatial mechanical process. The arch model ultimately failed due to an out-of-plane extreme point instability. The arch rib mainly bears compression and out-of-plane bending moment, and the out-of-plane bending moment is the main controlling factor for the stability and ultimate bearing capacity of the arch model. The out-of-plane ultimate bearing capacity of CFST X-type arches initially increases and then decreases with the increasing arch rib inclination, rise-span ratio, and width-span ratio. The arch model reaches its maximum ultimate bearing capacity when the arch rib inclination is 9°, the rise-span ratio is 0.25, and the width-span ratio is 0.03. The non-conservative force should be considered when calculating the out-of-plane ultimate bearing capacity of CFST X-type arches, as the omission of the force will lead to a 22% underestimation of the out-of-plane ultimate bearing capacity. 1 tab, 21 figs, 32 refs.
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Key words:
- bridge engineering /
- CFST /
- X-type arch /
- out-of-plan /
- experiment /
- non-conservative force /
- hanger
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表 1 非保向力效应系数
Table 1. Non-conservative force effect coefficients
试验参数 横向极限荷载效应系数 横向位移效应系数 拱肋倾角 1.08~1.22 0.96~1.47 矢跨比 1.01~1.13 0.90~1.54 宽跨比 1.03~1.14 0.91~0.97 拱肋刚度比 1.03~1.15 0.81~0.92 -
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