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摘要: 为了解桁式钢管混凝土拱肋弦管设计刚度对拱桥受力性能计算结果的影响, 以一座钢管混凝土多肢桁式拱桥为实例, 建立了有限元模型, 进行了弦管截面设计刚度取值的参数分析, 在对已建钢管混凝土桁式拱桥的截面构成进行调查的基础上, 提出了桁式拱桥截面设计刚度取值建议, 即根据不同的计算要求, 混凝土截面刚度折减系数取1.0或0.4。分析结果显示, 按照该建议, 截面的内力计算值为实测值的1.2~1.5倍, 变形计算值为实测值的1.5~1.9倍。可见, 此取值建议可以保证桁式钢管混凝土拱桥的设计具有一定的安全储备。Abstract: In order to study the effect of tube rigidity on the mechanical character of truss CFST(concrete filled steel tubular)arch bridge, a true arch bridge was taken as sample, and the parameter analysis for the rigidity was carried out by using finite element model.Based on the investigation of section composition for arch rib, a suggestion was presented to calculate tube rigidity, in which the rigidity reduced factor of concrete was adopted as 1.0 or 0.4 for different calculation demands.Analysis result indicates that for internal force, the rate of calculation value to reality value is between 1.2 and 1.5, for deformation the rate is between 1.5 and 1.9.So, the suggestion can secure some safety reserve for the design of truss CFST arch bridge.
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图 2 弦管内力随抗弯刚度变化的趋势
Figure 2. Changing tendences of inner forces for tube with flexural rigidity
图 3 弦管内力随抗压刚度变化的趋势
Figure 3. Changing tendences of inner forces for tube with compressive rigidity
图 4 拱肋应力随抗弯刚度变化的趋势
Figure 4. Changing tendences of rib stresses with flexural rigidity
图 5 拱肋应力随抗压刚度变化的趋势
Figure 5. Changing tendences of rib stresses with compressive rigidity
图 6 肋挠度随抗弯度的变化趋势
Figure 6. Changing tendences of rib deflections with flexural rigidity
图 7 肋挠度随抗压刚度的变化趋势
Figure 7. Changing tendenees of rib deflections with compressive rigidity
图 8 稳定系数随抗弯刚度的变化趋势
Figure 8. Changing tendences of stability coefficients with flexural rigidity
图 9 稳定系数随抗压刚度的变化趋势
Figure 9. Changing tendences of stability coefficients with compressive rigidity
图 12 频率随抗压刚度的变化
Figure 12. Changing tendences of frequencies with compressive rigidity
图 14 弦管抗弯刚度与截面抗弯刚度的比值
Figure 14. Ratio of tube flexural rigidity to section flexural rigidity
表 4 刚度折减系数
Table 4. Rigidity reduced factors
计算内容 钢管混凝土拱肋形式 单圆管及哑铃形 桁式 αA αI αA αI 内力、应力、动力特性 1.0 1.0 0.4 1.0 弹性屈曲与变形 0.4 0.4 0.4 0.4 
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