平面张弦梁结构受力性能及稳定性研究
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摘要
预应力钢结构因其良好的受力性能和广阔的应用前景已经越来越得到人们的重视。张弦梁结构是最近几年发展起来的大跨度预应力钢结构,由弦、撑杆和压弯构件组合而成的新型结构。它充分利用了高强索的抗拉性改善了结构的整体结构受力性能,成为受力合理、制造运输方便、施工简单的自平衡体系,是具有良好应用价值和前景的新型结构形式。在张弦梁结构中由于预应力的引进,结构的整体刚度大大的提高,截面的尺寸得到了明显的减小,但是结构的稳定性问题仍不能忽略。我国大跨度张弦梁结构刚刚开始采用。其代表性工程为已经建成使用的上海浦东国际机场航站楼钢屋架和正在建设中的广州国际会议展览中心展览大厅钢屋架。
本文对张弦梁结构中索的预应力引入方法进行了一定的探讨,提出了一种新的适合张弦梁结构初始形态确定的方法即初应变逆迭代法,对平面大跨度张弦梁结构初始形态进行了分析,并用此方法进行了算例验证。
研究张弦梁结构的各个组成构件对其上弦受力和位移的影响,并对一个130m的大跨度张弦梁进行分析。在此过程中重点考虑了撑杆的数目、垂跨比、高跨比、预应力以及跨度变化的影响。获得了大跨度张弦梁结构合理设计参数的变化范围,希望能够对今后拟建的此类工程设计选型提供参考。
张弦梁结构的稳定性问题可以分为两类,一类是结构的局部稳定性,另一类是结构的整体稳定性。结构的整体稳定性又可以分为平面内的整体稳定性和平面外的整体稳定性。本文将张弦梁结构简化为弹性支撑的拱,将上弦的屈曲形式分为对称失稳和反对称失稳,采用初参数的方法进行了其平面内稳定性验算。对于平面外的整体的稳定性,分为空间无侧向支撑和有侧向支撑,采用德国规范和相关文献推荐使用的方法进行分析,对实际工程有一定指导意义。
Pre-stressed steel structure with rationally mechanical characteristics and great prospect is attached importance by the people. Beam String Structure is new type oflong-span pre-stressed steel structure is developed recently, composed of string, strutand moment- resistant element such as beam, arch, is a self-balance with metrics of rationally mechanical characteristics, convenience of execution and transp ortation. Beam String Structure will have great prospect. Because of prestress is applied, thestiffness of Beam String Structure is strengthen greatly, size of section is diminished obviously. But the stability of the structure is no ignore.The long-span BSS is applying only just of enters in our country. There are two typical engineering, one is the passenger corridor of the Shanghai Pudong International airport that have accomplished and in use, the other is steel roof of the exhibition hall, Guangzhou International Convention& Exhibition Center is building.
In this paper, based on discussing the introduce method of the prestress in cable, a new efficient method named initial strain inverse iteration method is put forward, it is analysed of form-finding of plane wide span BSS. A calculation example is done to evaluate the correct of this method.
Analyses of mechanical and reflection of arch is affected by the component of BSS. It is analysed of 130m span BSS. In the course, the effect of number of struts, ratio of the height of the string and the span, ratio of the height of the arch and the span, stress of string and the span. This article gets the bound of logical parameters of plane wide span BSS. It can offer advice of this type of structure in the future.
The stability of Beam String Structure can be classified two, one is local stability, and the other is global stability. The global stability includes stability in-plane and stability out-plane. In this paper, BSS is simplified to the arch with elastic sustain, divide arch flection form into symmetry and dissymmetry flection. the in-plane stability is verified by primary parameter method.The stability out of the plane is divide into lateral brace and dislateral brace in space and analyzed with the method that Germany criterion use and literature recommend. It have certain instruction meaning for the actual engineering.
本文对张弦梁结构中索的预应力引入方法进行了一定的探讨,提出了一种新的适合张弦梁结构初始形态确定的方法即初应变逆迭代法,对平面大跨度张弦梁结构初始形态进行了分析,并用此方法进行了算例验证。
研究张弦梁结构的各个组成构件对其上弦受力和位移的影响,并对一个130m的大跨度张弦梁进行分析。在此过程中重点考虑了撑杆的数目、垂跨比、高跨比、预应力以及跨度变化的影响。获得了大跨度张弦梁结构合理设计参数的变化范围,希望能够对今后拟建的此类工程设计选型提供参考。
张弦梁结构的稳定性问题可以分为两类,一类是结构的局部稳定性,另一类是结构的整体稳定性。结构的整体稳定性又可以分为平面内的整体稳定性和平面外的整体稳定性。本文将张弦梁结构简化为弹性支撑的拱,将上弦的屈曲形式分为对称失稳和反对称失稳,采用初参数的方法进行了其平面内稳定性验算。对于平面外的整体的稳定性,分为空间无侧向支撑和有侧向支撑,采用德国规范和相关文献推荐使用的方法进行分析,对实际工程有一定指导意义。
Pre-stressed steel structure with rationally mechanical characteristics and great prospect is attached importance by the people. Beam String Structure is new type oflong-span pre-stressed steel structure is developed recently, composed of string, strutand moment- resistant element such as beam, arch, is a self-balance with metrics of rationally mechanical characteristics, convenience of execution and transp ortation. Beam String Structure will have great prospect. Because of prestress is applied, thestiffness of Beam String Structure is strengthen greatly, size of section is diminished obviously. But the stability of the structure is no ignore.The long-span BSS is applying only just of enters in our country. There are two typical engineering, one is the passenger corridor of the Shanghai Pudong International airport that have accomplished and in use, the other is steel roof of the exhibition hall, Guangzhou International Convention& Exhibition Center is building.
In this paper, based on discussing the introduce method of the prestress in cable, a new efficient method named initial strain inverse iteration method is put forward, it is analysed of form-finding of plane wide span BSS. A calculation example is done to evaluate the correct of this method.
Analyses of mechanical and reflection of arch is affected by the component of BSS. It is analysed of 130m span BSS. In the course, the effect of number of struts, ratio of the height of the string and the span, ratio of the height of the arch and the span, stress of string and the span. This article gets the bound of logical parameters of plane wide span BSS. It can offer advice of this type of structure in the future.
The stability of Beam String Structure can be classified two, one is local stability, and the other is global stability. The global stability includes stability in-plane and stability out-plane. In this paper, BSS is simplified to the arch with elastic sustain, divide arch flection form into symmetry and dissymmetry flection. the in-plane stability is verified by primary parameter method.The stability out of the plane is divide into lateral brace and dislateral brace in space and analyzed with the method that Germany criterion use and literature recommend. It have certain instruction meaning for the actual engineering.
引文
[1] M. Saitoh,Role of string-aesthetics and technology of the beam string structures,Proceeding of the LSA98 Conference“Light Structures in Architecture Engineering and Construction”,1998:251-258
[2]白正仙,刘锡良,李义生,新型空间结构形式-张弦梁结构,空间结构, 2001,11(2):33-38
[3] M.Saitoh, Study on mechanical characteristics of a light weight complex structure composed of a membrance and a beam string structure,IASS Symp on Spatial, Lattice,Tension Structure,1994,(3):633-641
[4] M.Kawaguchi,etc. Structure Tests on a Full-size Suspen-Dome Structure, IASS International Symposium’97 on Shell&Spatial Structure, 1997,(3):431-438
[5]董石麟,预应力大跨度空间钢结构的应用和展望,浙江建筑,2002,(增刊):1-6
[6] M.Saitoh,Hybrid Form-Resisitance Structure,Shell Membrane and Space Frames,Pro.IASS Symposium,Osaka,1986,(2):257-264
[7]操小峰,张弦梁结构的受力性能研究及程序开发:[硕士学位论文],大连:大连理工大学,2004
[8] S.Pellegrino. A class of tensegrity domes. Int. Journal of Space Strictures. 1992,17(2):127-142
[9]白正仙,张弦梁结构的理论分析与试验研究:[博士学位论文],天津:天津大学,2002
[10]汪大绥,上海浦东国际机场(一期工程)航站楼钢结构研究与设计,建筑结构学报,1999,20(2):33-38
[11]陈以一,沈祖炎,赵宪忠等,上海浦东国际机场候机楼R2钢屋架足尺试验研究,建筑结构学报,1999,20(2):2-8
[12]孙文波,广州国际会展中心大跨张弦梁的设计讨论,建筑结构学报,2002,20(2):18-22
[13]白正仙,刘锡良,张弦梁结构的有限元分析,空间结构,1998,8(4):15-20
[14]刘开国,大跨度张弦梁式结构的分析,空间结构,2001,8(2):39-45
[15]张其林,索和膜结构,上海:同济大学出版社,2002
[16]张其林,张莉,罗晓群,预应力梁-索屋盖结构形状确定,第九届全国空间结构学术学议,2000,(9):387-394
[17]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,空间结构,2002,8(4):29-34
[18]陈汉翔,平面张弦梁结构的计算分析,广东土木与建筑,2002,20(10):9-12
[19]谢贻权,何福保主编,弹性和塑性力学中的有限单元法,北京:机械工业出版社,1983
[20]宋玉普,赵国藩.钢筋混凝土结构分析中的有限单元法,大连:大连理工大学出版社,1994
[21]朱伯龙,董振祥,钢筋混凝土非线性分析,上海:同济大学出版社,1985
[22]康清梁,钢筋混凝土有限元分析,北京:中国水利水电出版社,1996
[23]王瑁成,邵敏,有限单元法基本原理和数值方法,北京:清华大学出版社,1999
[24] J. H. Argyris, T. Angelopulos and B.Bichat,A general method for the shape finding of lightweight tension structure,Comput. Meths. Appl. Mech. Engrg,1974,(6):135-149
[25]邵小方,吴健生,薄膜结构的找形和荷载分析,天津大学学报,1995,28(2):201-207
[26]邓华,董石麟,拉索预应力空间网格结构全过程设计的分析方法,建筑结构学报,1999,20(2):42-47
[27]胡宁,索杆膜空间结构协同分析理论及风振响应研究:[博士学位论文],浙江:浙江大学,2003
[28]张其林,索和膜结构,上海:同济大学出版社,2002
[29]胡加珠,吕令毅,张拉结构的找形方法评述,建筑科学,2002,18(5):20-24
[30]吕晓静,张弦空间桁架的静力性能及稳定分析:[硕士学位论文],西安:西安科技大学,2003
[31]马美玲,张弦梁结构找形和受力性能研究:[硕士学位论文],浙江:浙江大学,2004
[32]冯强,张弦梁结构稳定性分析:[硕士学位论文],北京:北京工业大学,2004
[33]黎绍敏,稳定理论,北京:人民交通出版社,1989
[34] Shiro Kato,Active control of axial forces in beam string structures[A], Proc. of the IASS-ASCE Int.Symposium,1994,12(6):55-60
[35]范峰,张弦梁结构的设计选型研究:[硕士学位论文],哈尔滨:哈尔滨工业大学,2005
[36]艾军,平面张弦结构的静力稳定性研究:[硕士学位论文],天津:天津大学,2004
[37]肖炽,马少华,王伟成编著,空间结构设计与施工,南京:东南大学出版社,1993
[38]钟善桐编著,预应力钢结构,哈尔滨:哈尔滨工业出版社,1986
[39]胡学仁,穹顶网壳的稳定性试验研究,第四届空间结构学术会议论文集,1998:44-49
[40]钟志和,孙文波,韦桂湘,单向张弦梁结构下部撑杆计算长度的近似分析,淮海工学院学报,2003,12(4):67-69
[41]罗永峰,滕锦光,沈祖炎,确定结构分支点及跟踪平衡路径的改进弧长法,同济大学学报,1997,25(5):502-507
[42]罗永峰,J G Teng,沈永兴等,结构非线性分析中求解预定荷载水平的改进弧长法,计算力学学报,1997,14(4):462-467
[43]沈士钊,大跨空间结构若干理论问题研究,苏州城建环保学院学报,2000,12(9):1-8
[44]沈士钊,大跨度空间结构的发展-回顾与展望,土木工程学报,1998,12(6):5-14
[45]曹正罡,范峰,沈世钊,K6型单层球面网壳的弹塑性稳定,空间结构,2005,11(3):22-26
[46]曹正罡,范峰,沈世钊,单层球面网壳结构弹塑性稳定性能研究,第十一届空间结构学术会议论文集,2005:205-210
[47]袁志发,周静芋,试验设计与分析,北京:高等教育出版社,2000
[48]陈绍蕃,钢结构(第二版),北京:中国建筑工业出版社,1994
[49]项翥行,建筑工程常用材料试验手册,北京:中国建筑工业出版社,1998
[50]李继华,林忠民,李明顺等,建筑结构概率极限状态设计,北京:中国建筑工业出版社,1990
[2]白正仙,刘锡良,李义生,新型空间结构形式-张弦梁结构,空间结构, 2001,11(2):33-38
[3] M.Saitoh, Study on mechanical characteristics of a light weight complex structure composed of a membrance and a beam string structure,IASS Symp on Spatial, Lattice,Tension Structure,1994,(3):633-641
[4] M.Kawaguchi,etc. Structure Tests on a Full-size Suspen-Dome Structure, IASS International Symposium’97 on Shell&Spatial Structure, 1997,(3):431-438
[5]董石麟,预应力大跨度空间钢结构的应用和展望,浙江建筑,2002,(增刊):1-6
[6] M.Saitoh,Hybrid Form-Resisitance Structure,Shell Membrane and Space Frames,Pro.IASS Symposium,Osaka,1986,(2):257-264
[7]操小峰,张弦梁结构的受力性能研究及程序开发:[硕士学位论文],大连:大连理工大学,2004
[8] S.Pellegrino. A class of tensegrity domes. Int. Journal of Space Strictures. 1992,17(2):127-142
[9]白正仙,张弦梁结构的理论分析与试验研究:[博士学位论文],天津:天津大学,2002
[10]汪大绥,上海浦东国际机场(一期工程)航站楼钢结构研究与设计,建筑结构学报,1999,20(2):33-38
[11]陈以一,沈祖炎,赵宪忠等,上海浦东国际机场候机楼R2钢屋架足尺试验研究,建筑结构学报,1999,20(2):2-8
[12]孙文波,广州国际会展中心大跨张弦梁的设计讨论,建筑结构学报,2002,20(2):18-22
[13]白正仙,刘锡良,张弦梁结构的有限元分析,空间结构,1998,8(4):15-20
[14]刘开国,大跨度张弦梁式结构的分析,空间结构,2001,8(2):39-45
[15]张其林,索和膜结构,上海:同济大学出版社,2002
[16]张其林,张莉,罗晓群,预应力梁-索屋盖结构形状确定,第九届全国空间结构学术学议,2000,(9):387-394
[17]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,空间结构,2002,8(4):29-34
[18]陈汉翔,平面张弦梁结构的计算分析,广东土木与建筑,2002,20(10):9-12
[19]谢贻权,何福保主编,弹性和塑性力学中的有限单元法,北京:机械工业出版社,1983
[20]宋玉普,赵国藩.钢筋混凝土结构分析中的有限单元法,大连:大连理工大学出版社,1994
[21]朱伯龙,董振祥,钢筋混凝土非线性分析,上海:同济大学出版社,1985
[22]康清梁,钢筋混凝土有限元分析,北京:中国水利水电出版社,1996
[23]王瑁成,邵敏,有限单元法基本原理和数值方法,北京:清华大学出版社,1999
[24] J. H. Argyris, T. Angelopulos and B.Bichat,A general method for the shape finding of lightweight tension structure,Comput. Meths. Appl. Mech. Engrg,1974,(6):135-149
[25]邵小方,吴健生,薄膜结构的找形和荷载分析,天津大学学报,1995,28(2):201-207
[26]邓华,董石麟,拉索预应力空间网格结构全过程设计的分析方法,建筑结构学报,1999,20(2):42-47
[27]胡宁,索杆膜空间结构协同分析理论及风振响应研究:[博士学位论文],浙江:浙江大学,2003
[28]张其林,索和膜结构,上海:同济大学出版社,2002
[29]胡加珠,吕令毅,张拉结构的找形方法评述,建筑科学,2002,18(5):20-24
[30]吕晓静,张弦空间桁架的静力性能及稳定分析:[硕士学位论文],西安:西安科技大学,2003
[31]马美玲,张弦梁结构找形和受力性能研究:[硕士学位论文],浙江:浙江大学,2004
[32]冯强,张弦梁结构稳定性分析:[硕士学位论文],北京:北京工业大学,2004
[33]黎绍敏,稳定理论,北京:人民交通出版社,1989
[34] Shiro Kato,Active control of axial forces in beam string structures[A], Proc. of the IASS-ASCE Int.Symposium,1994,12(6):55-60
[35]范峰,张弦梁结构的设计选型研究:[硕士学位论文],哈尔滨:哈尔滨工业大学,2005
[36]艾军,平面张弦结构的静力稳定性研究:[硕士学位论文],天津:天津大学,2004
[37]肖炽,马少华,王伟成编著,空间结构设计与施工,南京:东南大学出版社,1993
[38]钟善桐编著,预应力钢结构,哈尔滨:哈尔滨工业出版社,1986
[39]胡学仁,穹顶网壳的稳定性试验研究,第四届空间结构学术会议论文集,1998:44-49
[40]钟志和,孙文波,韦桂湘,单向张弦梁结构下部撑杆计算长度的近似分析,淮海工学院学报,2003,12(4):67-69
[41]罗永峰,滕锦光,沈祖炎,确定结构分支点及跟踪平衡路径的改进弧长法,同济大学学报,1997,25(5):502-507
[42]罗永峰,J G Teng,沈永兴等,结构非线性分析中求解预定荷载水平的改进弧长法,计算力学学报,1997,14(4):462-467
[43]沈士钊,大跨空间结构若干理论问题研究,苏州城建环保学院学报,2000,12(9):1-8
[44]沈士钊,大跨度空间结构的发展-回顾与展望,土木工程学报,1998,12(6):5-14
[45]曹正罡,范峰,沈世钊,K6型单层球面网壳的弹塑性稳定,空间结构,2005,11(3):22-26
[46]曹正罡,范峰,沈世钊,单层球面网壳结构弹塑性稳定性能研究,第十一届空间结构学术会议论文集,2005:205-210
[47]袁志发,周静芋,试验设计与分析,北京:高等教育出版社,2000
[48]陈绍蕃,钢结构(第二版),北京:中国建筑工业出版社,1994
[49]项翥行,建筑工程常用材料试验手册,北京:中国建筑工业出版社,1998
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