钢-混凝土组合梁斜拉桥梁结构的稳定性分析
|
摘要
采用有限元法建立钢-混凝土组合桥梁的结构模型,分析了不同典型施工阶段下桥梁主梁和腹板结构的受力特征,获得了桥梁整体失稳状态。并以桥梁局部失稳状态分析斜拉桥结构的稳定性特征,获得影响斜拉桥稳定性的各影响因素关系。研究结果表明:全桥一阶整体失稳态下的总体稳定系数为7. 7,大于一般计算稳定系数4. 0;桥梁施工状态下,主梁最大应力出现在成桥阶段1 000 d后,桥面板承受最大压应力出现在中跨合拢阶段,均满足规范。对于桥梁主梁腹板,在设计荷载组合作用下,主梁腹板加劲肋局部位置易发生屈曲变形。当轴力/弯矩小于0. 5时,首先在梁段产生横梁侧倾失稳,随着轴力/弯矩比值的增加,由横梁侧倾斜转化为主梁腹板或加劲肋的失稳。
the structural model of steel-concrete composite bridge is established by using finite element method,and the stress characteristics of the main girder and web structure of the bridge under different typical construction stages are analyzed, and the overall instability state of the bridge is obtained. The stability characteristics of cable-stayed bridge structure are analyzed by analyzing the local instability of the bridge, and the influence factors on the stability of cable-stayed bridge are obtained. The results show that the overall stability coefficient of the whole bridge under the first order unsteady state is 7. 7,which is larger than that of the general stability calculation,and the maximum stress of the main beam appears 6 000 days after the completion stage of the bridge in the construction state of the bridge. The maximum compressive stress of bridge deck appears in the closing order of middle spanEach section satisfies the standard allowable stress. For the web of the main girder of the bridge,the local position of the stiffened rib of the main girder web is prone to buckle deformation under the action of the design load combination. When the axial force/bending moment is less than 0. 5, the lateral instability of the beam first occurs in the beam segment. With the increase of the axial force/moment ratio,the lateral tilt of the beam is transformed into the instability of the main beam web or stiffener.
the structural model of steel-concrete composite bridge is established by using finite element method,and the stress characteristics of the main girder and web structure of the bridge under different typical construction stages are analyzed, and the overall instability state of the bridge is obtained. The stability characteristics of cable-stayed bridge structure are analyzed by analyzing the local instability of the bridge, and the influence factors on the stability of cable-stayed bridge are obtained. The results show that the overall stability coefficient of the whole bridge under the first order unsteady state is 7. 7,which is larger than that of the general stability calculation,and the maximum stress of the main beam appears 6 000 days after the completion stage of the bridge in the construction state of the bridge. The maximum compressive stress of bridge deck appears in the closing order of middle spanEach section satisfies the standard allowable stress. For the web of the main girder of the bridge,the local position of the stiffened rib of the main girder web is prone to buckle deformation under the action of the design load combination. When the axial force/bending moment is less than 0. 5, the lateral instability of the beam first occurs in the beam segment. With the increase of the axial force/moment ratio,the lateral tilt of the beam is transformed into the instability of the main beam web or stiffener.
引文
[1]安宁.大跨度钢—混凝土组合梁斜拉桥主梁局部应力分析[J].华东公路,2017(03):12-15.
[2]庄守明,柴加兵.金州大桥钢混凝土组合梁安装支架设计与计算[J].北方交通,2014(05):25-28.
[3]吴秀发,张小亭.斜拉桥锚固区栓钉剪力键力学特性研究[J].公路工程,2014,39(05):337-341+351.
[4]吴佳佳,邵旭东,刘榕.钢-UHPC轻型组合梁桥面板结构型式研究[J].公路工程,2017,42(04):76-81+101.
[5]刘江,刘永健,房建宏,等.高原高寒地区“上”形钢-混凝土组合梁的竖向温度梯度模式[J].交通运输工程学报,2017,17(04):32-44.
[6]汤裕坤,邱体军.矮塔斜拉桥新型钢-混凝土组合梁结构受力分析及研究[J].工程与建设,2015,29(03):295-296+315.
[7]黄超凡,黄永辉,张石波.粘结滑移对组合梁斜拉桥受力变形特性分析[J].水利与建筑工程学报,2015,13(04):18-22.
[8]包飞,胡旭辉.大跨度宽桥面结合梁斜拉桥主梁稳定性分析[J].山西建筑,2011,37(13):159-161.
[9]陈斌,申玲,刘方成.桂林市南洲大桥组合梁徐变效应分析[J].福建建筑,2011(05):92-94.
[10]樊健生,聂建国.钢-混凝土组合桥梁研究及应用新进展[J].建筑钢结构进展,2006(05):35-39.
[11]刘永健,周绪红,颜东煌,等.单边索斜塔钢—混凝土结合梁斜拉桥塔梁根部应力分析[J].中国公路学报,2003(02):66-70.
[12]白玲,史永吉.复合结构桥梁的特性[J].中国铁道科学,2003(01):82-89.
[13]周世军,宋刚.剪力滞对斜拉桥中Π形主梁弯曲刚度影响分析[J].土木工程学报,2018,51(01):106-113.
[14]宋明明,徐利平.斜拉桥新型半封闭组合梁全桥剪力滞效应分析[J].佳木斯大学学报(自然科学版),2013,31(04):526-529.
[15]吴宝诗,张奇志.九江长江公路大桥主桥钢混结合段设计及优化[J].铁道建筑,2013(08):20-23.
[16]武继民.简析组合结构的发展和类型[J].山西建筑,2013,39(26):47-49.
[17]姜宏逵,陆国平.斜拉桥的钢——混凝土组合梁设计[J].华东公路,1996(03):19-22.
[18]彭旺虎,邵旭东,李立峰,等.无背索斜拉桥的概念、设计与施工[J].土木工程学报,2007(05):26-33.
[19]顾洪江.时效分析方法在多种桥梁结构型式中的应用[J].北方交通,2008(09):69-72.
[20]陈海兵,曾国良,陈明芳.混合梁斜拉桥钢混结合段的局部应力分析[J].公路工程,2009,34(06):99-103.
[21]张仁根,郭飞.钢—混凝土组合桥面系收缩徐变效应研究[J].公路,2011(08):70-73.
[22]李海峰.钢—混凝土工字梁桥剪力滞效应研究[J].山西交通科技,2013(03):56-58.
[23]贺立新,宋雷.钢桥、钢—混结合梁桥的发展及其应用实例[J].西南公路,2014(01):2-10,14.
[2]庄守明,柴加兵.金州大桥钢混凝土组合梁安装支架设计与计算[J].北方交通,2014(05):25-28.
[3]吴秀发,张小亭.斜拉桥锚固区栓钉剪力键力学特性研究[J].公路工程,2014,39(05):337-341+351.
[4]吴佳佳,邵旭东,刘榕.钢-UHPC轻型组合梁桥面板结构型式研究[J].公路工程,2017,42(04):76-81+101.
[5]刘江,刘永健,房建宏,等.高原高寒地区“上”形钢-混凝土组合梁的竖向温度梯度模式[J].交通运输工程学报,2017,17(04):32-44.
[6]汤裕坤,邱体军.矮塔斜拉桥新型钢-混凝土组合梁结构受力分析及研究[J].工程与建设,2015,29(03):295-296+315.
[7]黄超凡,黄永辉,张石波.粘结滑移对组合梁斜拉桥受力变形特性分析[J].水利与建筑工程学报,2015,13(04):18-22.
[8]包飞,胡旭辉.大跨度宽桥面结合梁斜拉桥主梁稳定性分析[J].山西建筑,2011,37(13):159-161.
[9]陈斌,申玲,刘方成.桂林市南洲大桥组合梁徐变效应分析[J].福建建筑,2011(05):92-94.
[10]樊健生,聂建国.钢-混凝土组合桥梁研究及应用新进展[J].建筑钢结构进展,2006(05):35-39.
[11]刘永健,周绪红,颜东煌,等.单边索斜塔钢—混凝土结合梁斜拉桥塔梁根部应力分析[J].中国公路学报,2003(02):66-70.
[12]白玲,史永吉.复合结构桥梁的特性[J].中国铁道科学,2003(01):82-89.
[13]周世军,宋刚.剪力滞对斜拉桥中Π形主梁弯曲刚度影响分析[J].土木工程学报,2018,51(01):106-113.
[14]宋明明,徐利平.斜拉桥新型半封闭组合梁全桥剪力滞效应分析[J].佳木斯大学学报(自然科学版),2013,31(04):526-529.
[15]吴宝诗,张奇志.九江长江公路大桥主桥钢混结合段设计及优化[J].铁道建筑,2013(08):20-23.
[16]武继民.简析组合结构的发展和类型[J].山西建筑,2013,39(26):47-49.
[17]姜宏逵,陆国平.斜拉桥的钢——混凝土组合梁设计[J].华东公路,1996(03):19-22.
[18]彭旺虎,邵旭东,李立峰,等.无背索斜拉桥的概念、设计与施工[J].土木工程学报,2007(05):26-33.
[19]顾洪江.时效分析方法在多种桥梁结构型式中的应用[J].北方交通,2008(09):69-72.
[20]陈海兵,曾国良,陈明芳.混合梁斜拉桥钢混结合段的局部应力分析[J].公路工程,2009,34(06):99-103.
[21]张仁根,郭飞.钢—混凝土组合桥面系收缩徐变效应研究[J].公路,2011(08):70-73.
[22]李海峰.钢—混凝土工字梁桥剪力滞效应研究[J].山西交通科技,2013(03):56-58.
[23]贺立新,宋雷.钢桥、钢—混结合梁桥的发展及其应用实例[J].西南公路,2014(01):2-10,14.