天津大学新体育馆钢结构总装整体协同作用分析
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摘要
传统的建筑结构设计,一般是各类结构单独作用分别考虑,例如将主体结构、围护结构分别进行计算分析,这种方法不能反映围护结构刚度对主体结构的贡献及其在各种荷载作用下对主体结构的影响,也不能反应主体结构有限刚度对围护结构的效应放大及连接界面处的弹性支承,存在一定的安全隐患。本文采用总装分析方法将各单体结构作为一个整体进行分析,要求结构内部各个构件协同作用,从而消除单体静动力性能分析结果的误差及保证连接界面结构构件的安全,提高结构的设计质量与安全可靠度。
本文对天津大学新体育馆屋盖桁架、金属幕墙、玻璃幕墙三部分钢结构单体的选型与结构布置进行了详细介绍,并采用有限元软件ANSYS分别建立单体有限元模型,在考虑重力、风、温度、地震等荷载作用下进行了静力、自振及动力特性分析,得到了结构杆件内力的分布情况以及节点位移的大小,并给出了钢结构单体的各阶频率及对应的振型。
本文对钢结构总装整体布置进行了详细的介绍,对屋盖桁架主体结构、金属幕墙及玻璃幕墙围护结构进行有限元模型组装,考虑与单体分析相同的荷载作用,进行静力、自振及动力特性分析,得到了结构杆件内力的分布情况以及节点位移的大小,并给出了钢结构总装整体的各阶频率及对应的振型。与单体分析结果进行了对比分析,研究杆件应力及节点位移偏差的原因,阐明了考虑结构协同作用的重要性,对总装分析的必要性做出评价。
通过对天津大学新体育馆实例单体分析与总装分析对比,论证了主体结构及围护结构在重力、风、温度、地震等荷载作用下的总装分析能够得到较为合理可靠的结果,并对单体设计分析结果进行校对,有效解决单体计算带来的偏差,在结构设计的安全性、经济性等方面具有重要意义,可供类似工程设计参考。
In traditional structural design, different parts of the structure are often analyzed independently, like to calculate the main structure and building envelope separately. Some problems exist in this method. It is not able to reflect the contribution or influence building envelope stiffness gives to the main structure under various loads. The amplification of building envelope due to the finite stiffness of the main structure and elastic support at the conjunction are not considered, either. In this paper, assembled modeling analysis is applied. Synergistic effect among components is taken into consideration to reduce the error using isolated modeling analysis and ensure the safe of connection, and enhance the structural design quality and reliability.
In this paper, the selection and structural arrangement of the roof truss, metal curtain wall and glass curtain wall of Tianjin University Gymnasium were introduced in detail. Considered the gravity load, wind load, temperature action, earthquake action and so on, the isolated models were established with finite element software ANSYS. The static characteristics, natural vibration characteristics and dynamic characteristics were analyzed, and both the stress distribution and joint displacements were obtained. The frequencies and the vibration modes in relation to it were listed.
The integrated layout of the assembled model was presented. The main structure, the metal curtain wall and the glass curtain wall were assembled to constructed the finite element model. The static characteristics, natural vibration characteristics and dynamic vibration characteristics were analyzed under the equal load used in the isolated structure analysis. The stress distribution and joint displacements of the components were gained. And the frequencies and the corresponding vibration modes of the assembled structures were calculated. The results between the isolated model and the assembled model was compared. The reason for the difference of stress and joint displacements was investigated. The importance to consider the synergistic effect was described and the necessity of assembled model analysis was evaluated.
Compared the analysis of the isolated model with the assembled model of Tianjin University Gymnasium, it is demonstrated that it is reasonable and dependable to analyze structure under various loads with assembled model. It can be a proofreading of isolated model analysis and solve the deviation that brings about with isolated model analysis. The assembled model analysis plays a significant role in safe and economical structural design and can be given as a reference for related projects.
本文对天津大学新体育馆屋盖桁架、金属幕墙、玻璃幕墙三部分钢结构单体的选型与结构布置进行了详细介绍,并采用有限元软件ANSYS分别建立单体有限元模型,在考虑重力、风、温度、地震等荷载作用下进行了静力、自振及动力特性分析,得到了结构杆件内力的分布情况以及节点位移的大小,并给出了钢结构单体的各阶频率及对应的振型。
本文对钢结构总装整体布置进行了详细的介绍,对屋盖桁架主体结构、金属幕墙及玻璃幕墙围护结构进行有限元模型组装,考虑与单体分析相同的荷载作用,进行静力、自振及动力特性分析,得到了结构杆件内力的分布情况以及节点位移的大小,并给出了钢结构总装整体的各阶频率及对应的振型。与单体分析结果进行了对比分析,研究杆件应力及节点位移偏差的原因,阐明了考虑结构协同作用的重要性,对总装分析的必要性做出评价。
通过对天津大学新体育馆实例单体分析与总装分析对比,论证了主体结构及围护结构在重力、风、温度、地震等荷载作用下的总装分析能够得到较为合理可靠的结果,并对单体设计分析结果进行校对,有效解决单体计算带来的偏差,在结构设计的安全性、经济性等方面具有重要意义,可供类似工程设计参考。
In traditional structural design, different parts of the structure are often analyzed independently, like to calculate the main structure and building envelope separately. Some problems exist in this method. It is not able to reflect the contribution or influence building envelope stiffness gives to the main structure under various loads. The amplification of building envelope due to the finite stiffness of the main structure and elastic support at the conjunction are not considered, either. In this paper, assembled modeling analysis is applied. Synergistic effect among components is taken into consideration to reduce the error using isolated modeling analysis and ensure the safe of connection, and enhance the structural design quality and reliability.
In this paper, the selection and structural arrangement of the roof truss, metal curtain wall and glass curtain wall of Tianjin University Gymnasium were introduced in detail. Considered the gravity load, wind load, temperature action, earthquake action and so on, the isolated models were established with finite element software ANSYS. The static characteristics, natural vibration characteristics and dynamic characteristics were analyzed, and both the stress distribution and joint displacements were obtained. The frequencies and the vibration modes in relation to it were listed.
The integrated layout of the assembled model was presented. The main structure, the metal curtain wall and the glass curtain wall were assembled to constructed the finite element model. The static characteristics, natural vibration characteristics and dynamic vibration characteristics were analyzed under the equal load used in the isolated structure analysis. The stress distribution and joint displacements of the components were gained. And the frequencies and the corresponding vibration modes of the assembled structures were calculated. The results between the isolated model and the assembled model was compared. The reason for the difference of stress and joint displacements was investigated. The importance to consider the synergistic effect was described and the necessity of assembled model analysis was evaluated.
Compared the analysis of the isolated model with the assembled model of Tianjin University Gymnasium, it is demonstrated that it is reasonable and dependable to analyze structure under various loads with assembled model. It can be a proofreading of isolated model analysis and solve the deviation that brings about with isolated model analysis. The assembled model analysis plays a significant role in safe and economical structural design and can be given as a reference for related projects.
引文
[1]刘锡良.现代空间结构[M].天津:天津大学出版社,2003
[2]董石麟.中国空间结构的发展与展望[J].建筑结构学报,2010,Vol.31(6):38-51
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[4]刘锡良,董石麟.20年来中国空间结构形式创新[A] .第十届空间结构学术会议论文集[C],2002
[5]沈世钊.中国空间结构理论研究20年进展[A] .第十届空间结构学术会议论文集[C],2002
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[7]傅学怡,高颖等,总装分析对大跨空间结构设计重要性探讨[A].第七届全国现代结构工程学术研讨会论文集[C],2007,58-64
[8]傅学怡,顾磊等,国家游泳中心结构设计与研究[J].空间机构,2005,Vol.11(3)
[9]傅学怡,高颖等.济南奥体中心体育场大跨空间结构总装分析[J].建筑结构学报(增刊1),2009,176-182
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[11]吴兵,孟美莉等.深圳大运会篮球馆结构设计[J].钢结构,2010,Vol.25(2):39-46
[12]薛强,郝际平等.兰州理工大学体育馆的整体分析与计算[J].钢结构,2010,Vol.7(25):19-22
[13]陆津龙,左蔚文等.国内外幕墙的发展历史及现状[J].住宅科技,2009,Vol(4):46-49
[14]张斯文.钢结构公共建筑围护结构技术与性能试验研究. [硕士学位论文].武汉,武汉理工大学,2011
[15]田安国.结构设计中的协同工作原则[J].淮海工学院学报,1999,Vol.8(3):66-68
[16]汪利平.试论协同工作在建筑结构设计中的应用[J].国外建材科技,2004,Vol.25(6):44-48
[17]于敬海,毋英俊.天津大学新体育馆结构设计[A].第八届全国现代结构工程学术研讨会论文集[C],2008,250-254
[18]袁健,蒋沧如等.钢管桁架屋盖结构静动力性能的有限元分析[J] .空间结构,2010,Vol16(1):71-75
[19]袁健.钢管桁架屋盖结构的静动力性能研究[硕士学位论文] .武汉,武汉理工大学,2007
[20]杨长虹.钢管桁架结构的应用研究[J].山西建筑,2009,Vol35(30):77-78
[21]王新敏.ANSYS工程结构数值分析[M] .北京:人民交通出版社,2007
[22]陈志华,刘红波等,空间钢结构APDL参数化计算与分析[M].北京:中国水利水电出版社,2009
[23]朱伯龙等.工程结构抗震设计原理.上海:上海科学技术出版社,1982
[24]罗尧治,陈向阳等.组合网架的结构竖向地震响应分析[J].土木工程学报,2000,Vol33(5):29-34
[25]范峰,沈世钊.网壳结构的反应谱法抗震性能分析[A].第九届空间结构学术会议[C],2000,201-207
[26]王亚勇.关于设计反应谱、时程法和能量方法的探讨[J].建筑结构学报,2000,Vol.21(1):21-28
[27]刘庆林,傅学怡.反应谱CQC法合理振型数确定的研究[J].建筑结构学报,2006,Vol.27(6):87-93
[28]郑小冰.现代金属幕墙的发展趋势[J].今日科苑,2009,Vol(8):22
[29]毋英俊,陈志华.天津大学新体育馆金属幕墙体系设计[A].第八届全国现代结构工程学术研讨会论文集[C],2008,Vol.8:255-260
[30]王盛文,高飞等.点支式玻璃幕墙支承体系方案设计的分析[A].山西建筑,2010,Vol.36(4):65-67
[31]王元清、石永久等.点支式玻璃建筑结构体系及其应用技术研究[J] .土木工程学报,2001,Vol.34(4):1-9
[32]罗忆.点式支承玻璃建筑体系及其工程应用[J] .工业建筑,2000,Vol.30(10):1-5.
[33]朱奕锋,冯健.点支承玻璃幕墙的柔性支撑体系—索桁架[J] .工业建筑,2002 Vol.32(5):1-4
[34]郭彦林,郭宇飞.预应力自平衡索桁架的承载性能研究[J] .空间结构,2008,Vol.14(3):41-46
[35]刘军朴.幕墙自平衡体系结构承载性能研究[J] .湖南理工学院学报(自然科学版),2007,Vol.20(1):87-90
[36]毛文俊、刘锡良.大跨度典型索桁架支承结构体系的受力性能研究[J] .工业建筑,2008,Vol.38(2):96-98
[37]殷永炜,张其林,王丹等.点支式玻璃幕墙索桁架支承体系的结构性能研究[J] .结构工程师,2005,Vol.21(2):17-21
[38]赵西安.点支式玻璃幕墙设计[J] .建筑技术,1999,Vol.30(9):610-613
[39]王元清、孙芬等.北京土城电话局点支式玻璃幕墙柔性支承体系的设计分析[J].工业建筑,2005,Vol.35(2):29-39
[40]花定兴,姚裕昌等.广州新机场主航站楼点支式玻璃幕墙结构设计[J] .建筑结构,2003,Vol.33(11):67-72
[41] Hugh Dutton.Structural Glass and Wind Bracing Structures:A New Symbiosis. Glass in Buildings Proceedings,1999
[42]杨维国,徐国彬等.广州新白云机场航站楼玻璃幕墙索结构的受力性能分析[J].钢结构,2002,Vol.17(1):1-3
[43]冯若强,武岳等.考虑玻璃参与工作的单层平面索网幕墙结构静力性能研究[J].建筑结构学报,2005,Vol.26(4):,99 -106
[44]冯若强,花定兴等.单层平面索网幕墙结构玻璃与索网协同工作的动力性能研究[J].土木工程学报,2007,Vol.40(10):27-33
[45] Vyzantiadou MA,Avdelas AV.Point fixed glazing systems:technological and morphological aspects[J].journal of Constructional Steel Research,2004,Vol.60(6):1227-1240
[46] Saitohm,Okadaa.Study on glass supporting system pinched at corner-structural characteristics and structural design method[A].Proceedings of International Symposium on Theory,Design and Realization of Shell and Spatial Structures[C].Nagoya,2001
[47]王彬.天津大学体育馆钢结构设计[学士学位论文] .天津,天津大学,2009
[48]邓雪.天津大学体育馆钢结构分析与设计[学士学位论文] .天津,天津大学,2010
[2]董石麟.中国空间结构的发展与展望[J].建筑结构学报,2010,Vol.31(6):38-51
[3]沈世钊.大跨度空间结构的发展—回顾和展望[J] .土木工程学报,1998,Vol.31(3):5-14
[4]刘锡良,董石麟.20年来中国空间结构形式创新[A] .第十届空间结构学术会议论文集[C],2002
[5]沈世钊.中国空间结构理论研究20年进展[A] .第十届空间结构学术会议论文集[C],2002
[6]傅学怡,高颖等,总装分析对大跨空间结构设计的重要性[J] .空间结构,2003,Vol.15(1)
[7]傅学怡,高颖等,总装分析对大跨空间结构设计重要性探讨[A].第七届全国现代结构工程学术研讨会论文集[C],2007,58-64
[8]傅学怡,顾磊等,国家游泳中心结构设计与研究[J].空间机构,2005,Vol.11(3)
[9]傅学怡,高颖等.济南奥体中心体育场大跨空间结构总装分析[J].建筑结构学报(增刊1),2009,176-182
[10]周颖,傅学怡等.济南奥体中心网球馆结构设计[J].空间结构,2008,Vol.14(4):26-31
[11]吴兵,孟美莉等.深圳大运会篮球馆结构设计[J].钢结构,2010,Vol.25(2):39-46
[12]薛强,郝际平等.兰州理工大学体育馆的整体分析与计算[J].钢结构,2010,Vol.7(25):19-22
[13]陆津龙,左蔚文等.国内外幕墙的发展历史及现状[J].住宅科技,2009,Vol(4):46-49
[14]张斯文.钢结构公共建筑围护结构技术与性能试验研究. [硕士学位论文].武汉,武汉理工大学,2011
[15]田安国.结构设计中的协同工作原则[J].淮海工学院学报,1999,Vol.8(3):66-68
[16]汪利平.试论协同工作在建筑结构设计中的应用[J].国外建材科技,2004,Vol.25(6):44-48
[17]于敬海,毋英俊.天津大学新体育馆结构设计[A].第八届全国现代结构工程学术研讨会论文集[C],2008,250-254
[18]袁健,蒋沧如等.钢管桁架屋盖结构静动力性能的有限元分析[J] .空间结构,2010,Vol16(1):71-75
[19]袁健.钢管桁架屋盖结构的静动力性能研究[硕士学位论文] .武汉,武汉理工大学,2007
[20]杨长虹.钢管桁架结构的应用研究[J].山西建筑,2009,Vol35(30):77-78
[21]王新敏.ANSYS工程结构数值分析[M] .北京:人民交通出版社,2007
[22]陈志华,刘红波等,空间钢结构APDL参数化计算与分析[M].北京:中国水利水电出版社,2009
[23]朱伯龙等.工程结构抗震设计原理.上海:上海科学技术出版社,1982
[24]罗尧治,陈向阳等.组合网架的结构竖向地震响应分析[J].土木工程学报,2000,Vol33(5):29-34
[25]范峰,沈世钊.网壳结构的反应谱法抗震性能分析[A].第九届空间结构学术会议[C],2000,201-207
[26]王亚勇.关于设计反应谱、时程法和能量方法的探讨[J].建筑结构学报,2000,Vol.21(1):21-28
[27]刘庆林,傅学怡.反应谱CQC法合理振型数确定的研究[J].建筑结构学报,2006,Vol.27(6):87-93
[28]郑小冰.现代金属幕墙的发展趋势[J].今日科苑,2009,Vol(8):22
[29]毋英俊,陈志华.天津大学新体育馆金属幕墙体系设计[A].第八届全国现代结构工程学术研讨会论文集[C],2008,Vol.8:255-260
[30]王盛文,高飞等.点支式玻璃幕墙支承体系方案设计的分析[A].山西建筑,2010,Vol.36(4):65-67
[31]王元清、石永久等.点支式玻璃建筑结构体系及其应用技术研究[J] .土木工程学报,2001,Vol.34(4):1-9
[32]罗忆.点式支承玻璃建筑体系及其工程应用[J] .工业建筑,2000,Vol.30(10):1-5.
[33]朱奕锋,冯健.点支承玻璃幕墙的柔性支撑体系—索桁架[J] .工业建筑,2002 Vol.32(5):1-4
[34]郭彦林,郭宇飞.预应力自平衡索桁架的承载性能研究[J] .空间结构,2008,Vol.14(3):41-46
[35]刘军朴.幕墙自平衡体系结构承载性能研究[J] .湖南理工学院学报(自然科学版),2007,Vol.20(1):87-90
[36]毛文俊、刘锡良.大跨度典型索桁架支承结构体系的受力性能研究[J] .工业建筑,2008,Vol.38(2):96-98
[37]殷永炜,张其林,王丹等.点支式玻璃幕墙索桁架支承体系的结构性能研究[J] .结构工程师,2005,Vol.21(2):17-21
[38]赵西安.点支式玻璃幕墙设计[J] .建筑技术,1999,Vol.30(9):610-613
[39]王元清、孙芬等.北京土城电话局点支式玻璃幕墙柔性支承体系的设计分析[J].工业建筑,2005,Vol.35(2):29-39
[40]花定兴,姚裕昌等.广州新机场主航站楼点支式玻璃幕墙结构设计[J] .建筑结构,2003,Vol.33(11):67-72
[41] Hugh Dutton.Structural Glass and Wind Bracing Structures:A New Symbiosis. Glass in Buildings Proceedings,1999
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