预应力钢压杆初始预应力取值研究
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摘要
预应力钢压杆是通过对普通钢压杆增加弹性侧向支承来提高其稳定承载力的一种构件,是预应力钢结构中的基本构件之一。在预应力钢压杆中,拉索的初始预应力是决定其稳定承载力的重要因素,虽然预应力钢结构近年来得到了迅速发展,但是对预应力钢压杆的初始预应力取值研究较少。本文着重研究了初始预应力的取值方法,给出了简便可行的计算公式,分析了相关参数,并采用有限元软件SAP2000对预应力钢压杆进行了屈曲分析、屈曲后分析和初始几何变形敏感性分析。具体如下:
1.分析了预应力钢压杆的正对称屈曲和反对称屈曲,根据预应力钢压杆屈曲时拉索中力的大小,将初始预应力划分为三个范围,并推导了每个范围的初始预应力公式,给出了采用不同数量的正弦曲线叠加来模拟中心杆变形时,最佳初始预应力和最大屈曲临界荷载的理论结果;并对最佳初始预应力取值产生较大影响的三个参数(节间数、拉索直径、撑杆长度)进行了分析。
2.对施加不同初始预应力的钢压杆进行了屈曲后分析和初始几何变形敏感性分析,讨论了最佳初始预应力的取值方法。
3.因为不对称屈曲的最大临界荷载在某些情况下是三种屈曲模态中最小的,所以本文进一步推导了适用于所有屈曲模态的初始预应力公式,并给出了相应的设计建议。研究结果表明:
理论计算时可以选取与预应力钢压杆节间数N相同数量的正弦曲线叠加来模拟中心杆变形,并且理论结果与SAP2000的分析结果吻合较好。
施加最佳初始预应力时,预应力钢压杆屈曲后性能非常不稳定,并且对初始几何变形也非常敏感;而当施加的力略大于最佳初始预应力时,屈曲后性能较稳定,并且对初始几何变形敏感性较小,更重要的是可以保持有较高的屈曲临界荷载;但是初始预应力如果加太大,则会减小屈曲临界荷载;所以实际工程中只须施加比最佳初始预应力略大的力即可。
A prestressed steel stayed column is a structural component that is reinforced by stays and rods such that its strength is increased in axial compression, it is one of the basic components of prestressed steel structure. The prestress in the stays determine the stable loading capacity of the prestressed steel stayed column, although the prestressed steel structure has developed rapidly in the past few years, the prestress has been the least studied. This dissertation studies of the value of the prestress, not only gives the formula,but also analysis the parameters. Then, buckling and post-buckling and initial geometric imperfection sensitivity are analyzed by using SAP2000. The main works are:
1. Symmetric and anti-symmetric buckling are analyzed. The prestress in the stays is divided into three zones according to its value. Different formulas are given in these three zones. Theoretical results of the optimum prestress and the maximum critical buckling load which are calculated by the formulas using different composition sinusoidal are contrasted. Parameters which influence the optimum prestress are also analyzed.
2. Post-buckling and initial geometric imperfection sensitivity are analyzed for prestressed steel stayed columns which have different prestress.
3. Because the maximum critical buckling load of the asymmetric buckling is the lowest of the three buckling modes in some cases,the dissertation derive the formula of prestress which is adequate for all buckling modes and give the design recommendations finally.
The research results have shown that:
The number of the sinusoidal can be selected as the same as the internode number N and the theoretical results agree well with the results of SAP2000.
The post-buckling response of the column is unstable when the optimum prestress is taken and it shows great sensibility to the initial geometric imperfection, but when a larger prestress is taken; the column has a stable post-buckling response and is insensitive to the initial geometric imperfection. Considering greater prestress will diminish the magnitude of the critical buckling load, so prestress which is slightly larger than the optimum prestress would be the best in practical engineering.
1.分析了预应力钢压杆的正对称屈曲和反对称屈曲,根据预应力钢压杆屈曲时拉索中力的大小,将初始预应力划分为三个范围,并推导了每个范围的初始预应力公式,给出了采用不同数量的正弦曲线叠加来模拟中心杆变形时,最佳初始预应力和最大屈曲临界荷载的理论结果;并对最佳初始预应力取值产生较大影响的三个参数(节间数、拉索直径、撑杆长度)进行了分析。
2.对施加不同初始预应力的钢压杆进行了屈曲后分析和初始几何变形敏感性分析,讨论了最佳初始预应力的取值方法。
3.因为不对称屈曲的最大临界荷载在某些情况下是三种屈曲模态中最小的,所以本文进一步推导了适用于所有屈曲模态的初始预应力公式,并给出了相应的设计建议。研究结果表明:
理论计算时可以选取与预应力钢压杆节间数N相同数量的正弦曲线叠加来模拟中心杆变形,并且理论结果与SAP2000的分析结果吻合较好。
施加最佳初始预应力时,预应力钢压杆屈曲后性能非常不稳定,并且对初始几何变形也非常敏感;而当施加的力略大于最佳初始预应力时,屈曲后性能较稳定,并且对初始几何变形敏感性较小,更重要的是可以保持有较高的屈曲临界荷载;但是初始预应力如果加太大,则会减小屈曲临界荷载;所以实际工程中只须施加比最佳初始预应力略大的力即可。
A prestressed steel stayed column is a structural component that is reinforced by stays and rods such that its strength is increased in axial compression, it is one of the basic components of prestressed steel structure. The prestress in the stays determine the stable loading capacity of the prestressed steel stayed column, although the prestressed steel structure has developed rapidly in the past few years, the prestress has been the least studied. This dissertation studies of the value of the prestress, not only gives the formula,but also analysis the parameters. Then, buckling and post-buckling and initial geometric imperfection sensitivity are analyzed by using SAP2000. The main works are:
1. Symmetric and anti-symmetric buckling are analyzed. The prestress in the stays is divided into three zones according to its value. Different formulas are given in these three zones. Theoretical results of the optimum prestress and the maximum critical buckling load which are calculated by the formulas using different composition sinusoidal are contrasted. Parameters which influence the optimum prestress are also analyzed.
2. Post-buckling and initial geometric imperfection sensitivity are analyzed for prestressed steel stayed columns which have different prestress.
3. Because the maximum critical buckling load of the asymmetric buckling is the lowest of the three buckling modes in some cases,the dissertation derive the formula of prestress which is adequate for all buckling modes and give the design recommendations finally.
The research results have shown that:
The number of the sinusoidal can be selected as the same as the internode number N and the theoretical results agree well with the results of SAP2000.
The post-buckling response of the column is unstable when the optimum prestress is taken and it shows great sensibility to the initial geometric imperfection, but when a larger prestress is taken; the column has a stable post-buckling response and is insensitive to the initial geometric imperfection. Considering greater prestress will diminish the magnitude of the critical buckling load, so prestress which is slightly larger than the optimum prestress would be the best in practical engineering.
引文
[1]陆赐麟,葛亚非.预应力钢压杆的静力、动力性能研究[C].第四届空间结构学术交流会论文集,1988:624-625.
[2]冯昆荣,肖伦斌.钢结构的发展——预应力钢结构[J].四川建材,2006,3:21-22.
[3]陆赐麟.预应力钢结构发展五十年[C].第二届全国现代结构工程学术研讨会论文集,2002:201-202.
[4]陆赐麟.预应力技术加固钢结构[J].钢结构,2001,4(16):53-54.
[5]陆赐麟.预应力钢结构基本杆件的构造、计算及应用(3-1)[J].钢结构,1998,2(20):53-54.
[6]陆赐麟.预应力钢结构基本杆件的构造、计算及应用(3-2)[J].钢结构,1998,2(13):54-55.
[7]陆赐麟.预应力钢结构的发展、应用及特点[J].钢结构,1997,4(5):43-44.
[8]陆赐麟,刘学春.预应力钢结构的创新和拓展[J].工业建筑,2008:19-24.
[9]陆赐麟.近年我国钢结构工程设计与实践中的问题与思考[C].我国大型建筑工程设计的发展方向论文集,2005:50-59.
[10]陆赐麟.目前钢结构工程实践中的不合理现象与思考[J].建筑结构,2004,9(10):12-19.
[11]陆赐麟,刘学春.预应力钢结构技术的创新和拓展[J].钢结构,2008,8(23):1-3.
[12] Daisuke Saito, M. Ahmer Wadee. Post-buckling behaviour of prestressed steel stayed columns[J]. Engineering Structures, 2008,30:1224–1239.
[13]陆赐麟.现代预应力钢结构[M].北京:人民交通出版社,2003:75-93.
[14] Chu K-H, Berge SS. Analysis and design of struts with tension ties[J].J Struct Div ASCE, 1963,89(1): 63-127.
[15] Mauch HR, Felton LP. Optimum design supported by tension ties[J]. J Struct Div ASCE 1967,93(3): 20-201.
[16] Smith RJ, McCaffrey GT, Ellis JS. Buckling of a single-crossarm stayed column[J]. J Struct Div ASCE,1975,101(1): 68-249.
[17] Temple MC. Buckling of stayed columns[J]. J Struct Div ASCE ,1977, 103(4): 51-839.
[18] Belenya E. Prestressed load-bearing metal structures[M]. Moscow: Mir Publishers,1977.
[19] Hafez HH, Temple MC, Ellis JS. Pretensioning of single-crossarm stayed columns[J]. J Struct Div ASCE,1979,105(2): 75-359.
[20] Wong KC, Temple MC. Stayed column with initial imperfection[J]. J Struct Div ASCE ,1982,108(7): 40-1623.
[21] Chan SL, Shu G. Stability analysis and parametric study of pre- stressed stayed columns[J]. Eng Struct ,2002,24: 24-115.
[22] Temple MC, Prakash MV, Ellis JS. Failure criteria for stayed columns[J]. J Struct Div ASCE ,1984,110(11): 89-2677.
[23] Smith EA. Behavior of columns with pretensioned stays[J]. J Struct Div ASCE,1985,111(5): 72-961.
[24]董军,唐柏鉴.预应力钢结构[M].北京:中国建筑工业出版社,2008:45-52.
[25]吴勇军.支撑位置对钢构件稳定承载力的影响[D].河海大学硕士学位论文,2005:7-25.
[26]王桂起,吕洪峰.预应力钢结构的发展及应用[J],林业科技情报,2008,40(1):52-53.
[27]刘古岷,张若晞.应用结构稳定计算[M].北京:科学出版社,2004:21-23.
[28]陈绍藩.钢结构[M].北京:中国建筑工业出版社,2003:83-87.
[29]陈绍藩.钢结构设计原理[M].北京:科学出版社,2005:91-140.
[30]李艳,杨顺生,崔育家.钢结构稳定问题的特点及应该注意的几个问题[J].工程结构,2007,3(2):125-126.
[31] [31]张伟山.浅谈如何做好钢结构的稳定设计[J].建筑工程,2007,5(1):295.
[32]赵强,陈景彦,陈建华.压杆稳定临界载荷的拟合算法[J].北京大学学报,2005,5(3):461-462.
[33]贺向东,张义民,闻邦椿.压杆稳定可靠性灵敏度设计[J].工程设计学报,2006,5(4):291-292.
[34]廖建.钢压杆稳定的直接设计法研究[J].西昌学院学报,2008,3(1):78-79.
[35]张少钦,余学进.关于轴心受压构件(压杆)的稳定设计方法[J].南昌航空工业学院学报,2001,15:42-43.
[36]徐海生,宣卫红,陈敏.浅析压杆稳定概念的引入[J],山西建筑,2007,35(10):3-4.
[37]王正中.钢压杆稳定设计的直接计算法[J].力学与实践,1997,20(5):31-34.
[38]任凤鸣,范学明.弹性压杆稳定问题的精确解法[J].2008,15(3):12-13.
[39] Daisuke Saito, M. Ahmer Wadee. Numerical studies of interactive buckling in prestressed steel stayed columns[J]. Engineering Structures , 2009,31(3):432–443.
[40]周绪红,郑宏.钢结构稳定[M].北京:中国建筑工业出版社,2004:102-125.
[41]童根树.钢结构的平面内稳定[M].北京:中国建筑工业出版社,2005:10-13.
[42] Daisuke Saito, M. Ahmer Wadee. Buckling behaviour of prestressed steel stayed columns withimperfections and stress limitation[J]. Engineering Structures, 2009,31(2) :1–15.
[43] Wadee MA. Asymmetric secondary buckling inmonosymmetric sandwich struts[J]. J Appl Mech–Trans ASME, 2005,72(5):683–90.
[44] Hunt GW, Wadee MA. Localization and mode interaction in sandwich structures[J]. Proc R Soc A ,1998,454:1197–216.
[45] Liew JYR, Li J-J. Advanced analysis of pre-tensioned bowstring structures[J]. Int J Steel Struct ,2006,6(2):153–62.
[46] Brazier LG. On the flexure of thin cylindrical shells and other thin sections[J]. Proc R Soc A ,1927,116:104–14.
[47] WadeeMK,WadeeMA, BassomAP, Aigner AA. Longitudinally inhomogeneous deformation patterns in isotropic tubes under pure bending[J]. Proc R Soc A,2006,462:817–38.
[48] GB-17395-1988无缝钢管偏差.
[49]王帆,郭正兴,许曙东,韩小雷.预应力钢结构张拉控制应力的取值范围分析(Ⅰ)[J],建筑技术开发,2004,22(1):15-16.
[50]王帆,郭正兴,许曙东,韩小雷.预应力钢结构张拉控制应力的取值范围分析(Ⅱ)[J],建筑技术开发,2004,25(2):28-29.
[51] Thompson JMT,Hunt GW.Elastic instability phenomena [J].Chichester Wiley, 1984,39(2):35-78.
[52] Hunt GW. Hidden symmetries of elastic and plastic bifurcation[J]. Appl Mech Rev ,1986,39(8): 86-1165.
[53] Hunt GW, Da Silva LS, Manzocchi GME. Interactive buckling in sandwich structures[J]. Proc R Soc,1988, 417(10): 77–155.
[54] Wadee MA, Blackmore A. Delamination from localized instabilities in compression sandwich panels[J]. J Mech Phys Solids,2001,49(6): 99-1281.
[55] WadeeMK,WadeeMA, BassomAP, Aigner AA. Longitudinally inhomogeneous deformation patterns in isotropic tubes under pure bending[J]. Proc R Soc A ,2006,462: 38–817.
[56] Wadee MA. Effects of periodic and localized imperfections on struts onnonlinear foundations and compression sandwich panels[J]. Int J Solids Struct,2000,37(8): 209–1191.
[2]冯昆荣,肖伦斌.钢结构的发展——预应力钢结构[J].四川建材,2006,3:21-22.
[3]陆赐麟.预应力钢结构发展五十年[C].第二届全国现代结构工程学术研讨会论文集,2002:201-202.
[4]陆赐麟.预应力技术加固钢结构[J].钢结构,2001,4(16):53-54.
[5]陆赐麟.预应力钢结构基本杆件的构造、计算及应用(3-1)[J].钢结构,1998,2(20):53-54.
[6]陆赐麟.预应力钢结构基本杆件的构造、计算及应用(3-2)[J].钢结构,1998,2(13):54-55.
[7]陆赐麟.预应力钢结构的发展、应用及特点[J].钢结构,1997,4(5):43-44.
[8]陆赐麟,刘学春.预应力钢结构的创新和拓展[J].工业建筑,2008:19-24.
[9]陆赐麟.近年我国钢结构工程设计与实践中的问题与思考[C].我国大型建筑工程设计的发展方向论文集,2005:50-59.
[10]陆赐麟.目前钢结构工程实践中的不合理现象与思考[J].建筑结构,2004,9(10):12-19.
[11]陆赐麟,刘学春.预应力钢结构技术的创新和拓展[J].钢结构,2008,8(23):1-3.
[12] Daisuke Saito, M. Ahmer Wadee. Post-buckling behaviour of prestressed steel stayed columns[J]. Engineering Structures, 2008,30:1224–1239.
[13]陆赐麟.现代预应力钢结构[M].北京:人民交通出版社,2003:75-93.
[14] Chu K-H, Berge SS. Analysis and design of struts with tension ties[J].J Struct Div ASCE, 1963,89(1): 63-127.
[15] Mauch HR, Felton LP. Optimum design supported by tension ties[J]. J Struct Div ASCE 1967,93(3): 20-201.
[16] Smith RJ, McCaffrey GT, Ellis JS. Buckling of a single-crossarm stayed column[J]. J Struct Div ASCE,1975,101(1): 68-249.
[17] Temple MC. Buckling of stayed columns[J]. J Struct Div ASCE ,1977, 103(4): 51-839.
[18] Belenya E. Prestressed load-bearing metal structures[M]. Moscow: Mir Publishers,1977.
[19] Hafez HH, Temple MC, Ellis JS. Pretensioning of single-crossarm stayed columns[J]. J Struct Div ASCE,1979,105(2): 75-359.
[20] Wong KC, Temple MC. Stayed column with initial imperfection[J]. J Struct Div ASCE ,1982,108(7): 40-1623.
[21] Chan SL, Shu G. Stability analysis and parametric study of pre- stressed stayed columns[J]. Eng Struct ,2002,24: 24-115.
[22] Temple MC, Prakash MV, Ellis JS. Failure criteria for stayed columns[J]. J Struct Div ASCE ,1984,110(11): 89-2677.
[23] Smith EA. Behavior of columns with pretensioned stays[J]. J Struct Div ASCE,1985,111(5): 72-961.
[24]董军,唐柏鉴.预应力钢结构[M].北京:中国建筑工业出版社,2008:45-52.
[25]吴勇军.支撑位置对钢构件稳定承载力的影响[D].河海大学硕士学位论文,2005:7-25.
[26]王桂起,吕洪峰.预应力钢结构的发展及应用[J],林业科技情报,2008,40(1):52-53.
[27]刘古岷,张若晞.应用结构稳定计算[M].北京:科学出版社,2004:21-23.
[28]陈绍藩.钢结构[M].北京:中国建筑工业出版社,2003:83-87.
[29]陈绍藩.钢结构设计原理[M].北京:科学出版社,2005:91-140.
[30]李艳,杨顺生,崔育家.钢结构稳定问题的特点及应该注意的几个问题[J].工程结构,2007,3(2):125-126.
[31] [31]张伟山.浅谈如何做好钢结构的稳定设计[J].建筑工程,2007,5(1):295.
[32]赵强,陈景彦,陈建华.压杆稳定临界载荷的拟合算法[J].北京大学学报,2005,5(3):461-462.
[33]贺向东,张义民,闻邦椿.压杆稳定可靠性灵敏度设计[J].工程设计学报,2006,5(4):291-292.
[34]廖建.钢压杆稳定的直接设计法研究[J].西昌学院学报,2008,3(1):78-79.
[35]张少钦,余学进.关于轴心受压构件(压杆)的稳定设计方法[J].南昌航空工业学院学报,2001,15:42-43.
[36]徐海生,宣卫红,陈敏.浅析压杆稳定概念的引入[J],山西建筑,2007,35(10):3-4.
[37]王正中.钢压杆稳定设计的直接计算法[J].力学与实践,1997,20(5):31-34.
[38]任凤鸣,范学明.弹性压杆稳定问题的精确解法[J].2008,15(3):12-13.
[39] Daisuke Saito, M. Ahmer Wadee. Numerical studies of interactive buckling in prestressed steel stayed columns[J]. Engineering Structures , 2009,31(3):432–443.
[40]周绪红,郑宏.钢结构稳定[M].北京:中国建筑工业出版社,2004:102-125.
[41]童根树.钢结构的平面内稳定[M].北京:中国建筑工业出版社,2005:10-13.
[42] Daisuke Saito, M. Ahmer Wadee. Buckling behaviour of prestressed steel stayed columns withimperfections and stress limitation[J]. Engineering Structures, 2009,31(2) :1–15.
[43] Wadee MA. Asymmetric secondary buckling inmonosymmetric sandwich struts[J]. J Appl Mech–Trans ASME, 2005,72(5):683–90.
[44] Hunt GW, Wadee MA. Localization and mode interaction in sandwich structures[J]. Proc R Soc A ,1998,454:1197–216.
[45] Liew JYR, Li J-J. Advanced analysis of pre-tensioned bowstring structures[J]. Int J Steel Struct ,2006,6(2):153–62.
[46] Brazier LG. On the flexure of thin cylindrical shells and other thin sections[J]. Proc R Soc A ,1927,116:104–14.
[47] WadeeMK,WadeeMA, BassomAP, Aigner AA. Longitudinally inhomogeneous deformation patterns in isotropic tubes under pure bending[J]. Proc R Soc A,2006,462:817–38.
[48] GB-17395-1988无缝钢管偏差.
[49]王帆,郭正兴,许曙东,韩小雷.预应力钢结构张拉控制应力的取值范围分析(Ⅰ)[J],建筑技术开发,2004,22(1):15-16.
[50]王帆,郭正兴,许曙东,韩小雷.预应力钢结构张拉控制应力的取值范围分析(Ⅱ)[J],建筑技术开发,2004,25(2):28-29.
[51] Thompson JMT,Hunt GW.Elastic instability phenomena [J].Chichester Wiley, 1984,39(2):35-78.
[52] Hunt GW. Hidden symmetries of elastic and plastic bifurcation[J]. Appl Mech Rev ,1986,39(8): 86-1165.
[53] Hunt GW, Da Silva LS, Manzocchi GME. Interactive buckling in sandwich structures[J]. Proc R Soc,1988, 417(10): 77–155.
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