基于ANSYS的薄壁墩受力性能分析及参数优化研究
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摘要
在高速公路刚构桥墩台设计与施工中,箱型薄壁墩与双薄壁墩因其施工简便,经济实用等特点而被广泛采用。本文基于ANSYS有限元软件分别对这两种结构形式进行了建模分析,以期通过对比他们的力学性能来优化设计方案,选取合理的设计参数,进一步指导施工。通过分析对比在荷载作用下最不利截面上应力和位移的变化情况,总结出同一形式薄壁墩在同一截面与不同截面下应力的变化规律,以及不同横截面积情况下桥墩顶端位移的变化规律。在考虑两种形式的薄壁墩受力性能的的基础上,给出了优化箱型薄壁墩薄壁厚度的选取范围,并针对双薄壁墩提出增加横向连接的建议。
During the construction of rigid frame piers of expressways, box thin-walled piers and double thin-walled piers are widely used because of their lots of characteristic, such as simple construction, economy, practicality and so on.ANSYS finite element software is used to model and analyze the two types of structures, in order to optimize the design scheme by comparing their mechanical properties, and select reasonable design parameters, and guide the construction. By analyzing and comparing the changes of stress and displacement on the most dangerous cross-section under the load, the law of stress variation of the same type of thin-walled pier under the same cross-section and different cross-section are summarized. On the basis of considering the mechanical properties of two types of thin-walled piers, the thin-walled thickness of box thin-walled piers is given, and suggestions for adding the lateral connection of double thin-walled piers are put forward.
During the construction of rigid frame piers of expressways, box thin-walled piers and double thin-walled piers are widely used because of their lots of characteristic, such as simple construction, economy, practicality and so on.ANSYS finite element software is used to model and analyze the two types of structures, in order to optimize the design scheme by comparing their mechanical properties, and select reasonable design parameters, and guide the construction. By analyzing and comparing the changes of stress and displacement on the most dangerous cross-section under the load, the law of stress variation of the same type of thin-walled pier under the same cross-section and different cross-section are summarized. On the basis of considering the mechanical properties of two types of thin-walled piers, the thin-walled thickness of box thin-walled piers is given, and suggestions for adding the lateral connection of double thin-walled piers are put forward.
引文
[1]张永亮,卢肖素,陈兴冲,等.高烈度区实体双薄壁矮墩连续刚构桥抗震设计[J].铁道工程学报,2017,34(11):45-50.
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[10]张建军,钟凯,杨美良,等.薄壁高墩连续刚构桥的稳定分析[J].公路工程,2016,41(1):139-142,162.
[11]Peng W,Zhao H,Dai F,et al.Analytical Method for Overtur ning Limit Analysis of Single-Column Pier Bridges[J].Journal of Performance of Constructed Facilities,2017,31(4):7-17.
[12]宋黎明,徐源庆,杨海洋.高烈度地震区双肢薄壁高墩刚构桥合理抗震体系研究[J].公路,2017,62(7):110-115.
[13]占玉林,宋瑞年,胡靖,等.钢管混凝土组合格构柱高墩的弯曲性能研究[J].建筑结构学报,2013,34(S1):240-245.
[14]李璐,周水兴,江雄飞.双薄壁-独墩组合型桥墩合理构造形式研究[J].重庆交通大学学报:自然科学版,2012,31(1):19-21,153.
[2]Prakit Chomchuen,Virote Boonyapinyo. Incremental dynamic analysis with multi-modes for seismic performance evaluation of RC bridges[J]. Engineering Structures,2017,132,29-43.
[3]Collins M P, Bentz E C, Vecchio F J. Simplified Modified Compression Field Theory for Calculating Shear Strength of Reinforced Concrete Elements[J]. Aci Structural Journal Tech nical Paper,2006,103(4):614-624.
[4]夏樟华,宗周红,钟儒勉.基于双向拟静力试验的钢筋混凝土箱型薄壁墩抗震性能[J].东南大学学报:自然科学版,2013,43(1):180-187.
[5]李宁,李忠献,谢礼立.基于纤维截面的弯剪耦联薄壁墩柱模拟模型[J].天津大学学报,2013,46(8):686-692.
[6]杨绿峰,曾有凤,周月娥.箱型梁剪力滞效应的解耦求解[J].中国铁道科学,2014,35(1):21-27.
[7]安里鹏,李德建,陈鹏,等.基于实测日照温差的空心薄壁高墩线形解析算法[J].应用力学学报,2016(5):878-885,940-941.
[8]Lee J H. Behavior of precast prestressed concrete bridge girders involving thermal effects and initial imperfections during construction[J].Engineering Structures,2012,42(12):1-8.
[9]沈星,叶爱君,王晓伟.双柱墩弹塑性位移能力简化计算方法[J].同济大学学报:自然科学版,2014,42(4):513-519.
[10]张建军,钟凯,杨美良,等.薄壁高墩连续刚构桥的稳定分析[J].公路工程,2016,41(1):139-142,162.
[11]Peng W,Zhao H,Dai F,et al.Analytical Method for Overtur ning Limit Analysis of Single-Column Pier Bridges[J].Journal of Performance of Constructed Facilities,2017,31(4):7-17.
[12]宋黎明,徐源庆,杨海洋.高烈度地震区双肢薄壁高墩刚构桥合理抗震体系研究[J].公路,2017,62(7):110-115.
[13]占玉林,宋瑞年,胡靖,等.钢管混凝土组合格构柱高墩的弯曲性能研究[J].建筑结构学报,2013,34(S1):240-245.
[14]李璐,周水兴,江雄飞.双薄壁-独墩组合型桥墩合理构造形式研究[J].重庆交通大学学报:自然科学版,2012,31(1):19-21,153.