-
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.
-
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 
下载: 导出CSV
-
[1] 陈宝春. 钢管混凝土拱桥计算理论研究进展[J]. 土木工程学报, 2003, 36(12): 47-57.Chen Bao-chun. State-of-the-art theory of calculationfor concrete-filled steel tubular arch bridge[J]. China Civil Engineering Journal, 2003, 36(12): 47-57. (in Chinese) [2] 陈宝春, 杨亚林. 钢管混凝土拱桥调查与分析[J]. 世界桥梁, 2006, 34(2): 73-77.Chen Bao-chun, Yang Ya-lin. Investigation and analysis of concrete-filled steel tube arch bridges[J]. World Bridges, 2006, 34(2): 73-77. (in Chinese) [3] 王来永, 陈宝春, 孙潮. 钢管混凝土设计方法比较[J]. 工程力学, 2001, 18(增刊): 544-548.Wang Lai-yong, Chen Bao-chun, Sun Chao. Comparison of design methods for CFST[J]. Engineering Mechanics, 2001, 18(S): 544-548. (in Chinese) [4] 卢辉. 世界各国规程钢管混凝土构件抗弯承载力及抗弯刚度的对比[J]. 福建建筑, 2005, 23(2): 127-130.Lu Hui. Comparison on ultimate flexural bearing capacity and flexural stiffness of concrete filled steel tubes calculated by different design codes[J]. Fujian Architecture & Construction, 2005, 23(2): 127-130. (in Chinese) [5] 陈宝春, 韦建刚. 钢管混凝土(单圆管)拱肋刚度对其动力特性的影响[J]. 地震工程与工程振动, 2004, 24(3): 105-109.Chen Bao-chun, Wei Jian-gang. Effect of rigidities of concrete filled steel tubular(single tube)arch rib on its dynamic characteristics[J]. Earthquake Engineering and Engineering Vibration, 2004, 24(3): 105-109. (in Chinese) [6] 韦建刚, 陈宝春, 彭桂翰. 钢管混凝土单圆管拱刚度取值对静力计算的影响[J]. 公路交通科技, 2004, 21(11): 47-51.Wei Jian-gang, Chen Bao-chun, Peng Gui-han. Analysis of rigidity of concrete filled steel tubular (single tube) arch[J]. Journal of Highway and Transportation Research and Development, 2004, 21(11): 47-51. (in Chinese) [7] 韦建刚, 王加迫, 陈宝春. 钢管混凝土哑铃形拱肋设计刚度取值问题研究[J]. 福州大学学报: 自然科学版, 2007, 35(4): 582-587.Wei Jian-gang, Wang Jia-po, Chen Bao-chun. Analysis of rigidity in design for CFST dumbbell-rib arch bridges[J]. Journal of Fuzhou University: Natural Science Edition, 2007, 35(4): 582-587. (in Chinese) [8] CECS 28: 90, 钢管混凝土结构设计与施工规程[S]. [9] JCJ 01—89, 钢管混凝土结构设计与施工规程[S]. [10] DL/T 5085—1999, 钢-混凝土组合结构设计规程[S]. [11] LRFD-US-3-12, Load and resistance factor design specifica-tion for structural steel buildings[S]. [12] BS5400, British standards part 5: concrete and composite bridges[S]. [13] AIJ 1997, Recommendations for design and construction of concrete filled tubular structures[S]. [14] Chen Bao-chun. Nonlinear characteristics and ultimate loadcarrying capacity of concrete filledtubular arch[D]. Kyushu: Kyushu University, 2003. -
点击查看大图
计量
- 文章访问数: 297
- HTML全文浏览量: 87
- PDF下载量: 429
- 被引次数: 0
