大跨越钢管塔加劲节点外环板的有效翼缘宽度
|
摘要
合理确定加劲钢管节点外环板的有效翼缘宽度可以保证节点承载力计算结果的准确性,但相关试验研究表明:Q/GDW391—2009《输电线路钢管塔构造设计规定》中的计算方法忽视了环板厚度与主管厚度之比对有效翼缘宽度的影响。为揭示该影响规律,开展了相关的参数敏感性研究。有限元分析表明,无量纲的有效翼缘宽度随着径厚比、环板与主管厚度比的减小而减小。对计算结果归一化,提出了有效翼缘宽度的经验计算公式。最后进行了相应的验证试验研究。结果表明,采用该经验公式后,相应的节点承载力理论计算结果更接近试验结果。
Reasonably determining the effective flange width( EFW) of outer annular plate in stiffened tubular joints would guarantee a good accuracy of the results in calculating the bearing capacity of the joint. Relevant experimental study showed that the determining method for EFW indicated in the codes irrationally neglected the impacts of the thickness ratio of ring to tube. In order to reveal the rule of the impact,corresponding studies on parametric sensitivity were conducted. Finite element analysis( FEA) showed that the non-dimensional EFW would decrease with decreasing ratio of diameter to thickness of the tube,as well as the thickness ratio of ring to tube. By normalizing the FEA results,a corresponding empirical equation for the calculation of effective flange width was proposed. Finally,an experimental study was conducted for the validation. It was found that the theoretical bearing capacities of the joints would match the experimental results better,in case of that the proposed empirical equation was utilized in calculation method.
Reasonably determining the effective flange width( EFW) of outer annular plate in stiffened tubular joints would guarantee a good accuracy of the results in calculating the bearing capacity of the joint. Relevant experimental study showed that the determining method for EFW indicated in the codes irrationally neglected the impacts of the thickness ratio of ring to tube. In order to reveal the rule of the impact,corresponding studies on parametric sensitivity were conducted. Finite element analysis( FEA) showed that the non-dimensional EFW would decrease with decreasing ratio of diameter to thickness of the tube,as well as the thickness ratio of ring to tube. By normalizing the FEA results,a corresponding empirical equation for the calculation of effective flange width was proposed. Finally,an experimental study was conducted for the validation. It was found that the theoretical bearing capacities of the joints would match the experimental results better,in case of that the proposed empirical equation was utilized in calculation method.
引文
[1]杨子烨.钢管塔横担与塔身连接节点的受力性能及极限承载力研究[D].石家庄:石家庄铁道大学,2015.
[2]梅倩.内加劲环对圆钢管相贯节点性能的影响[D].上海:上海交通大学,2011.
[3]秦庚,王文达.钢管混凝土环板节点设计的关键问题探讨[J].华中科技大学学报(城市科学版),2008,25(4):321-324.
[4]中华人民共和国住房和城乡建设部.钢管混凝土结构技术规范:GB 50936—2014[S].北京:中国建筑工业出版社,2014.
[5]国家电网公司.输电线路钢管塔构造设计规定:Q/GDW 391—2009[S].北京:中国电力出版社,2009.
[6]日本铁塔协会.送电用钢管铁塔制作基准[S].东京:日本铁塔协会,1995.
[7] American Petroleum Institute. Bulletin on Stability Design of Cylindrical Shells[S]. Washington D C:API Publishing Services,2004.
[8]刘红军,李正良,李茂华.钢管输电塔环型加肋节点极限承载力研究[J].工程力学,2010,27(10):65-73.
[9]严立新,王学明,吕宝华,等.钢管塔全环板节点极限承载力的试验研究与有限元分析[J].电力建设,2013,34(4):79-84.
[10] CHEN Y,WANG J,GUO Y,et al. Behavior of Axially Loaded Tubular X-Joints Using Bolted Connection:Mechanical Model and Validation[J]. Journal of Zhejiang University-Science A(Applied Physics&Engineering),2013,14(12):880-889.
[11]郭勇,邢月龙,陈勇,等.单环加劲钢管节点承载力研究[J].工业建筑,2016,46(增刊):341-345.
[12]关士杰.输电铁塔两类钢管节点承载力性能研究[D].杭州:浙江大学,2013.
[13]范晓斌.钢管混凝土外加强环节点受力性能及有效宽度分析[D].太原:太原理工大学,2012.
[14] LEE M M K,LLEWELYN-PARRY A. Strength Prediction for Ring-Stiffened DT-Joints in Offshore Jacket Structures[J].Engineering Structures,2005,27(3):421-430.
[15] LAN X,WANG F,NING C,et al. Strength of Internally RingStiffened Tubular DT-Joints Subjected to Brace Axial Loading[J].Journal of Constructional Steel Research,2016,125:88-94.
[2]梅倩.内加劲环对圆钢管相贯节点性能的影响[D].上海:上海交通大学,2011.
[3]秦庚,王文达.钢管混凝土环板节点设计的关键问题探讨[J].华中科技大学学报(城市科学版),2008,25(4):321-324.
[4]中华人民共和国住房和城乡建设部.钢管混凝土结构技术规范:GB 50936—2014[S].北京:中国建筑工业出版社,2014.
[5]国家电网公司.输电线路钢管塔构造设计规定:Q/GDW 391—2009[S].北京:中国电力出版社,2009.
[6]日本铁塔协会.送电用钢管铁塔制作基准[S].东京:日本铁塔协会,1995.
[7] American Petroleum Institute. Bulletin on Stability Design of Cylindrical Shells[S]. Washington D C:API Publishing Services,2004.
[8]刘红军,李正良,李茂华.钢管输电塔环型加肋节点极限承载力研究[J].工程力学,2010,27(10):65-73.
[9]严立新,王学明,吕宝华,等.钢管塔全环板节点极限承载力的试验研究与有限元分析[J].电力建设,2013,34(4):79-84.
[10] CHEN Y,WANG J,GUO Y,et al. Behavior of Axially Loaded Tubular X-Joints Using Bolted Connection:Mechanical Model and Validation[J]. Journal of Zhejiang University-Science A(Applied Physics&Engineering),2013,14(12):880-889.
[11]郭勇,邢月龙,陈勇,等.单环加劲钢管节点承载力研究[J].工业建筑,2016,46(增刊):341-345.
[12]关士杰.输电铁塔两类钢管节点承载力性能研究[D].杭州:浙江大学,2013.
[13]范晓斌.钢管混凝土外加强环节点受力性能及有效宽度分析[D].太原:太原理工大学,2012.
[14] LEE M M K,LLEWELYN-PARRY A. Strength Prediction for Ring-Stiffened DT-Joints in Offshore Jacket Structures[J].Engineering Structures,2005,27(3):421-430.
[15] LAN X,WANG F,NING C,et al. Strength of Internally RingStiffened Tubular DT-Joints Subjected to Brace Axial Loading[J].Journal of Constructional Steel Research,2016,125:88-94.