新广州站三向张弦梁结构优化设计
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摘要
基于运用APDL语言对新广州站工程三向张弦梁结构建立的参数化模型,利用一阶优化方法,对初始结构进行全构件截面和形状参数的综合优化.并在矢高和垂度确定的情况下,分别采用分级优化和综合优化分析了构件截面的合理取值.分析结果表明:矢高和垂度是三向张弦梁结构设计中极为重要的设计参数,新广州站三向张弦梁结构的最佳矢高为9.189 m,其垂跨比应不小于0.034,下弦垂度和上弦矢高的经济比值为0.22~0.23.上弦拱构件在结构中占的比重较大,可以通过减小拱截面的壁厚来降低结构的用钢量.并通过综合优化得到新广州站三向张弦梁的最佳梁弦刚度比为1.23×10-4.
The APDL language was used to obtain the parameter model of tri-directional beam string structure(TBSS) of new Guangzhou Railway Station.Then design optimization was conducted for the effective cross-sections and geometry parameters of TBSS with the first-order method.And when the rise and sag were fixed,the proper structural cross-section was also discussed with graded and integrated optimization method respectively.The results show that the rise and sag are very important design parameters of TBSS.The optimum rise of upper arch of TBSS for new Guangzhou Railway Station is 9.189 m;the sag to span ratio of cable is not less than 0.034;the economical rise to sag ratio is about 0.22~0.23.It can also be found that the weight ratio of upper arch elements to the whole structure is large,so the amount of steel can be reduced by decreasing the thickness of upper arches.And the optimum rigidity ratio of beam to cable of TBSS of new Guangzhou Railway Station is 1.23×10-4 by integrated optimization.
The APDL language was used to obtain the parameter model of tri-directional beam string structure(TBSS) of new Guangzhou Railway Station.Then design optimization was conducted for the effective cross-sections and geometry parameters of TBSS with the first-order method.And when the rise and sag were fixed,the proper structural cross-section was also discussed with graded and integrated optimization method respectively.The results show that the rise and sag are very important design parameters of TBSS.The optimum rise of upper arch of TBSS for new Guangzhou Railway Station is 9.189 m;the sag to span ratio of cable is not less than 0.034;the economical rise to sag ratio is about 0.22~0.23.It can also be found that the weight ratio of upper arch elements to the whole structure is large,so the amount of steel can be reduced by decreasing the thickness of upper arches.And the optimum rigidity ratio of beam to cable of TBSS of new Guangzhou Railway Station is 1.23×10-4 by integrated optimization.
引文
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[3]孙文波,杨叔庸,陈荣毅.广州国际会展中心张弦桁架竖向刚度性能[J].华南理工大学学报:自然科学版,2003,31(11):33-36.SUN Wen-bo,YANG Shu-yong,CHEN Rong-yi.Stiffnessperformance of truss-string structure of Guangzhou interna-tional convention and exhibition center[J].Journal of SouthChina University of Technology:Natural Science Edition,2003,31(11):33-36.(In Chinese)
[4]李维滨,施骏,郭正兴.大跨度张弦桁架预应力张拉控制研究[J].东南大学学报:自然科学版,2003,33(5):593-596.LI Wei-bin,SHI Jun,GUO Zheng-xing.Research on pre-stress stretching control of a large-span truss string structure[J].Journal of Southeast University:Natural Science Edi-tion,2003,33(5):593-596.(In Chinese)
[5]吴祥明.浦东国际机场建设———航站楼屋盖[M].上海:上海科学技术出版社,1999.
[6]杨睿,董石麟,倪英戈.预应力张弦梁结构的形态分析———改进的逆迭代法[J].空间结构,2002,8(4):29-35.YANG Rui,DONG Shi-lin,NI Ying-ge.Formfinding analy-sis of prestressed beamstring structure—modified inverse-it-eration method[J].Spatial Structures,2002,8(4):29-35.(In Chinese)
[7]赵宪波,叶继红.张弦梁(桁架)结构的找形方法———分级卸载法[J].计算力学学报,2007,24(6):846-852.ZHAO Xian-bo,YEJi-hong.Methodfor formfinding of beamstring structure:method of offload by step[J].ChineseJournal of Computational Mechanics,2007,24(6):846-852.(In Chinese)
[8]乔文涛,陈志华,韩庆华.平面张弦梁结构风致响应的频域分析[J].天津大学学报,2008,41(11):1326-1332.QI AO Wen-tao,CHEN Zhi-hua,HAN Qing-hua.Frequencydomain analysis of wind-induced vibration response of planebeamstring structure[J].Journal of Tianjin University,2008,41(11):1326-1332.(In Chinese)
[9]赵宪忠,陈建兴,陈以一.张弦梁结构张拉过程中的结构性能试验研究[J].建筑结构学报,2007,28(4):1-7.ZHAO Xianzhong,CHEN Jianxing,CHEN Yi-yi.Experi-mental study on structural performance during prestressing ofbeam string structure[J].Journal of Building Structures,2007,28(4):1-7.(In Chinese)
[10]XUE Wei-chen,LI U Sheng.Design opti mization and experi-mental study on beamstring structures[J].Journal of Con-structional Steel Research,2009,65:70-80.
[11]樊坷,李振宝,夏兵,等.国家体育馆屋盖模型模拟地震振动台试验研究[J].北京工业大学学报,2008,34(2):159-166.FAN Ke,Ll Zhen-bao,XI A Bing,et al.Shaking table studyon the national gymnasiumroof model[J].Journal of BeijingUniversity of Technology,2008,34(2):159-166.(In Chi-nese)
[12]尚仁杰,吴转琴,李佩勋,等.基于平衡荷载的双向张弦梁下弦拉索找形方法[J].工程力学,2008,25(3):174-181.SHANG Ren-jie,WU Zhuan-qin,LI Pei-xun,et al.Theform-finding method based on balanced load of the downstring-net of bi-directional beam-string structure[J].Engi-neering Mechanics,2008,25(3):174-181.(In Chinese)
[13]CAI Jian-guo,FENG Jian,CHEN Yao,et al.Study on theseismic performance of space beam string structure[C]//14th World Conference of Earthquake Engineering,2008,Beijing,China
[14]KANG Wen-jiang,CEHN Zhi-hua,LAM H,et al.Analysisand design of the general and out most-ring stiffened suspen-dome structures[J].Engineering Structures,2003,25(13):1685-1695.
[15]KITIPORNCHAI S,KANG Wen-jiang,LAM H,et al.Fac-tors affecting the design and construction of lamella suspend-dome systems[J].Journal of Construction Steel Research,2005,61(6):764-785.
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