变截面门式刚架稳定及地震反应研究进展
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摘要
变截面轻钢门式刚架为我国单层大跨度工业和仓储建筑的主要结构形式。本文简要回顾了国内外变截面轻钢门式刚架稳定和地震反应研究的概况,介绍了其稳定分析及稳定设计方法的新进展以及地震反应理论分析、实验研究和分析方法的新进展,指出了目前在稳定和动反应研究及工程应用中存在的问题。针对我国相关现行规范在变截面门式刚架稳定和抗震设计方面规定的不足和存在的缺陷,提出了在稳定、地震反应及极限承载能力的判定方法等方面的研究建议。
The light steel portal frames with tapered members have been the main structure form of single-story long-span industry and warehouse building in China.In this paper,the development of research on stability and seismic response of portal frame with tapered members at home and abroad is reviewed briefly,the progress in the research on theoretical analysis,experimental investigation,and design method for the stability and seismic response of the frame is introduced.Meanwhile the problems in these two aspects and its practical application are pointed out also.In allusion to the insufficiencies of stability and seismic design items in some specifications for these structures in China,some suggestions for the stability,the seismic response,and the ultimate bearing capacity judging method of this type of structure are presented.
The light steel portal frames with tapered members have been the main structure form of single-story long-span industry and warehouse building in China.In this paper,the development of research on stability and seismic response of portal frame with tapered members at home and abroad is reviewed briefly,the progress in the research on theoretical analysis,experimental investigation,and design method for the stability and seismic response of the frame is introduced.Meanwhile the problems in these two aspects and its practical application are pointed out also.In allusion to the insufficiencies of stability and seismic design items in some specifications for these structures in China,some suggestions for the stability,the seismic response,and the ultimate bearing capacity judging method of this type of structure are presented.
引文
[1]Todhunter I,Pearson K.Ahistory of the theory of elasticity and ofthe strength of materials[M].London:Cambridge Press,1886.
[2]Timoshenko S P,Gere J M.Theory of elastic stability(2nd ed.)[M].New York:McGraw-Hill,1961.
[3]F ggel C M,Keter R L.Elastic strength of tapered columns[J].Journal of the Structure Division,ASCE,1962,88(5):301-308.
[4]Butler D J,Anderson G B.The elastic buckling of tapered beam-columns[J].Welding Journal,1963,42(1):29-36.
[5]Culver C G,Preg S M.Elastic stability of tapered beam-columns[J].Journal of the Structural Division,ASCE,1968,94(2):455-470.
[6]Prawel S P,Morrell ML,Lee G C.Bending and buckling strengthof tapered structural members[J].Welding Journal,1974,53(2):75-84.
[7]Boley B A.On the accuracy of the Bernoulli-Euler theory ofbeams of variable section[J].Journal of Applied Mechanics1963,(30):373-378.
[8]Just D J.Plane frameworks of tapering box and I-section[J].Journal of Structure Division,ASCE,1977,103(1):71-86.
[9]John C E.Buckling of tapered bars under stepped axial loads[J].Structural Engineering,ASCE,1986,112(6):77-81
[10]Gere J m,Carter W O.Critical buckling loads of tapered barsunder stepped axial loads[J].Journal of the Structural Division,ASCE,1962,88(1):98-102.
[11]Salter J B,Anderson D,May LM.Tests on tapered steel columns[J].Structural Engineering,ASCE,1980,58(6):189-193.
[12]Al-Sadder S Z.Exact expressions for stability functions of ageneral non-prismatic beam-column member[J].Journal ofConstructional Steel Research,2004(60):1561-1584.
[13]Li J J,Li G Q,Chan S L.A second-order inelastic model forsteel frames of tapered members with slender web[J].Engineer-ing Structures,2003,25(8):1033-1043.
[14]Rahai A R,Kazemi S.Buckling analysis of non-prismatic col-umns based on modified vibration modes[J].Communications inNonlinear Science and Numerical Simulation,2008,13(8):1721-1735.
[15]蔡方荫.变截面刚构分析[M].北京:中国建筑工业出版社,1954.
[16]刘安清.直线楔形杆件框架稳定性计算[J].建筑结构学报,1983,4(2):43-46.
[17]梁启智,曾令付.山形门式刚架的梁柱计算长度[J].土木工程学报,1987,20(1):49-54.
[18]赵毅强.楔形杆件结构的弹性稳定分析[J].建筑结构学报,1990,11(6):58-68.
[19]王文明,郭彦林.变截面门式钢刚架结构体系平面内稳定研究[J].建筑结构学报,1999,20(4):25-33.
[20]陈跃,高轩能.门式刚架优化设计方法研究.南昌大学学报(工科版),2003,25(2):78-81.
[21]童根树,陈婷,符刚.楔形变截面压弯构件的平面内弹塑性稳定[J].钢结构,2003,18(5):8-10.
[22]徐小波.楔形变截面柱平面内稳定承载力研究[D].南昌大学,2005.
[23]CECS102:2002,门式刚架轻型房屋钢结构设计规程[S].北京:中国计划出版社,2003.
[24]王培军,王来,苏晓方.楔率对变截面构件稳定临界荷载影响的分析[J].钢结构,2003,18(2):42-45.
[25]杨娜.变截面门式刚架结构极限承载力分析[J].中国安全科学学报,2005,15(8):94-97.
[26]张淑霞,顾强.楔形变截面柱平面内稳定及平面内等效弯矩系数[J].工业建筑,2002,32(1):58-60.
[27]吴亚平.变截面压杆稳定计算的等效刚度法[J].力学与实践,1994,16(1):58-60.
[28]张其林,罗晓群,龚铭.门式钢刚架中楔形单元的力学计算模型[J].同济大学学报,2001,29(2):134-139.
[29]郭彦林,潘涌,刘涛,等.变截面门式钢刚架结构稳定承载力的试验与理论研究[J].建筑结构学报,2004,25(2):9-14.
[30]Chen W F,Toma S E.Advanced analysis of steel frames[M].Florida:Boca,Raton,CRC Press Inc.,1994.
[31]Deierlein G G.Steel-framed structures[J].Progress in structuralengineering and materials,1997,1(1):10-17.
[32]White D W.Plastic-hinge methods for advanced analysis of steelframes[J].Journal of Constructional Steel Research,1993,24(2):121-152.
[33]Chen W F.Structural stability,from theory to practice[J].Engi-neering Structures,2000,22(2):116-122.
[34]陈骥.刚架平面稳定的整体设计法[J].钢结构,2003,18(4):46-50.
[35]Kim S E,Chen W F.Practical advanced analysis for unbracedsteel frame design[J].Journal of Structural Engineering,ASCE,1996,122(11):1259-1265.
[36]李天,张哲,刘朝宏.门式刚架轻钢结构平面内整体稳定分析中的几个问题[J].郑州大学学报,2003,24(1):16-19.
[37]Clough R W.Earthquake response of structures[A]∥R L Wie-gel Ed.Earthquake Engineering[M].Englewood Cliffs,NewJersey:Prentice-Hall,1970:307-334.
[38]李桂青.地震作用及结构反应的概率分析方法[M].北京:地震出版社,1985.
[39]Karamanos S,Karamanos S A.Earthquake effects on low-risesteel buildings in high seismicity areas:a designer's view[J].Journal of Constructional Steel Research,1997,44(1,2):115-128.
[40]兰冬.平面刚架结构对地震荷载动力响应的几个特点[J].淮南矿业学院学报,1989,9(1):94-102.
[41]章军,王元清,陈宏,等.地震作用下门式刚架轻型房屋钢结构的设计与分析[J].四川建筑科学研究,2004,30(2):74-77.
[42]GB 50011-2001,建筑抗震设计规范[S].北京:中国建筑工业出版社,2001.
[43]于洪,魏东.变截面框架结构动力分析与抗震计算[J].安徽建筑工业学院学报(自然科学版),2003,11(4):1-5.
[44]徐贵章.变截面刚架结构抗震设计的分析与计算[J].工程抗震,1997,19(2):6-10,5.
[45]Kwon HD,Park Y P.Dynamic characteristics of stepped canti-lever beams connected with a rigid body[J].Journal of Soundand Vibration,2002,255(4):701-717.
[46]Rao H V S G,Spyrakos C C.Closed form series solutions ofboundary value problems with variable properties[J].Computers&Structures,1986,23(2):211-215.
[47]Bradford MA,Cuk P E.Elastic buckling of tapered mono-sym-metric I-beams[J].Journal of Structural Engineering,ASCE,1988,114(5):977-996.
[48]Karabalis D L.Static,dynamic and stability analysis of structurescomposed of tapered beams[J].Computers&Structures,1983,16(6):731-748.
[49]Girijavallabhan VC.Buckling loads of non-uniformcolumns[J].Journal of the Structural Division,ASCE,1969,95(11):2419-2431.
[50]Bazeos N,Karabalis D L.Efficient computation of buckling loadsfor plane steel frames with tapered members[J].EngineeringStructures,2006,28(5):771-775.
[51]Al-Gahtani HJ.Exact stiffness for tapered members[J].Jour-nal of Structure Engineering,1996,122(10):1234-1239.
[52]Cleghorn WL,Tabarrok B.Finite element formulation of a taper-ed Timoshenko beam for free vibration analysis[J].Journal ofSound and Vibration,1992,152(3):461-470.
[53]Dube G P,Dumir P C.Tapered thin open section beams on elas-tic foundation-vibration analysis[J].Computers and Structures,1996,61(5):858-869.
[54]Lee G C,Szabo B A.Tortional response of tapered I-girders[J].Journal of the Structural Division,ASCE,1967,93(5):233-252.
[55]Frieman Z,Kosmatka J B.Exact stiffness matrix of a non-uni-form beam-extension,torsion and bending of a Bernoulli-Eulerbeam[J].Computers and Structures,1992,42(5):671-682.
[56]Rajasekaran S.Equations for tapered thin-walled beams of gener-ic open section[J].Journal of Engineering Mechanical,1994,120(8):1607-1629.
[57]Li G Q,Li J J.A tapered Timoshenko-Euler beam element foranalysis of steel portal frames[J].Journal of Constructional SteelResearch,2002,58(12):1531-1544.
[58]Kim N I,Kim M Y.Exact dynamic/static stiffness matrices ofnon-symmetric thin-walled beams considering coupled shear de-formation effects[J].Thin-walled Structures,2005,43(5):701-734
[59]Hwang J S,Chang KC,Lee G C,et al..Shaking table tests ofpinned-base steel gable frame[J].Journal of Structural Engi-neering,1989,115(12):3031-3043.
[60]Hwang J S,Chang K C,Lee G C.Seismic behavior of gableframe consisting of tapered members[J].Journal of StructuralEngineering,1991,117(3):808-821.
[2]Timoshenko S P,Gere J M.Theory of elastic stability(2nd ed.)[M].New York:McGraw-Hill,1961.
[3]F ggel C M,Keter R L.Elastic strength of tapered columns[J].Journal of the Structure Division,ASCE,1962,88(5):301-308.
[4]Butler D J,Anderson G B.The elastic buckling of tapered beam-columns[J].Welding Journal,1963,42(1):29-36.
[5]Culver C G,Preg S M.Elastic stability of tapered beam-columns[J].Journal of the Structural Division,ASCE,1968,94(2):455-470.
[6]Prawel S P,Morrell ML,Lee G C.Bending and buckling strengthof tapered structural members[J].Welding Journal,1974,53(2):75-84.
[7]Boley B A.On the accuracy of the Bernoulli-Euler theory ofbeams of variable section[J].Journal of Applied Mechanics1963,(30):373-378.
[8]Just D J.Plane frameworks of tapering box and I-section[J].Journal of Structure Division,ASCE,1977,103(1):71-86.
[9]John C E.Buckling of tapered bars under stepped axial loads[J].Structural Engineering,ASCE,1986,112(6):77-81
[10]Gere J m,Carter W O.Critical buckling loads of tapered barsunder stepped axial loads[J].Journal of the Structural Division,ASCE,1962,88(1):98-102.
[11]Salter J B,Anderson D,May LM.Tests on tapered steel columns[J].Structural Engineering,ASCE,1980,58(6):189-193.
[12]Al-Sadder S Z.Exact expressions for stability functions of ageneral non-prismatic beam-column member[J].Journal ofConstructional Steel Research,2004(60):1561-1584.
[13]Li J J,Li G Q,Chan S L.A second-order inelastic model forsteel frames of tapered members with slender web[J].Engineer-ing Structures,2003,25(8):1033-1043.
[14]Rahai A R,Kazemi S.Buckling analysis of non-prismatic col-umns based on modified vibration modes[J].Communications inNonlinear Science and Numerical Simulation,2008,13(8):1721-1735.
[15]蔡方荫.变截面刚构分析[M].北京:中国建筑工业出版社,1954.
[16]刘安清.直线楔形杆件框架稳定性计算[J].建筑结构学报,1983,4(2):43-46.
[17]梁启智,曾令付.山形门式刚架的梁柱计算长度[J].土木工程学报,1987,20(1):49-54.
[18]赵毅强.楔形杆件结构的弹性稳定分析[J].建筑结构学报,1990,11(6):58-68.
[19]王文明,郭彦林.变截面门式钢刚架结构体系平面内稳定研究[J].建筑结构学报,1999,20(4):25-33.
[20]陈跃,高轩能.门式刚架优化设计方法研究.南昌大学学报(工科版),2003,25(2):78-81.
[21]童根树,陈婷,符刚.楔形变截面压弯构件的平面内弹塑性稳定[J].钢结构,2003,18(5):8-10.
[22]徐小波.楔形变截面柱平面内稳定承载力研究[D].南昌大学,2005.
[23]CECS102:2002,门式刚架轻型房屋钢结构设计规程[S].北京:中国计划出版社,2003.
[24]王培军,王来,苏晓方.楔率对变截面构件稳定临界荷载影响的分析[J].钢结构,2003,18(2):42-45.
[25]杨娜.变截面门式刚架结构极限承载力分析[J].中国安全科学学报,2005,15(8):94-97.
[26]张淑霞,顾强.楔形变截面柱平面内稳定及平面内等效弯矩系数[J].工业建筑,2002,32(1):58-60.
[27]吴亚平.变截面压杆稳定计算的等效刚度法[J].力学与实践,1994,16(1):58-60.
[28]张其林,罗晓群,龚铭.门式钢刚架中楔形单元的力学计算模型[J].同济大学学报,2001,29(2):134-139.
[29]郭彦林,潘涌,刘涛,等.变截面门式钢刚架结构稳定承载力的试验与理论研究[J].建筑结构学报,2004,25(2):9-14.
[30]Chen W F,Toma S E.Advanced analysis of steel frames[M].Florida:Boca,Raton,CRC Press Inc.,1994.
[31]Deierlein G G.Steel-framed structures[J].Progress in structuralengineering and materials,1997,1(1):10-17.
[32]White D W.Plastic-hinge methods for advanced analysis of steelframes[J].Journal of Constructional Steel Research,1993,24(2):121-152.
[33]Chen W F.Structural stability,from theory to practice[J].Engi-neering Structures,2000,22(2):116-122.
[34]陈骥.刚架平面稳定的整体设计法[J].钢结构,2003,18(4):46-50.
[35]Kim S E,Chen W F.Practical advanced analysis for unbracedsteel frame design[J].Journal of Structural Engineering,ASCE,1996,122(11):1259-1265.
[36]李天,张哲,刘朝宏.门式刚架轻钢结构平面内整体稳定分析中的几个问题[J].郑州大学学报,2003,24(1):16-19.
[37]Clough R W.Earthquake response of structures[A]∥R L Wie-gel Ed.Earthquake Engineering[M].Englewood Cliffs,NewJersey:Prentice-Hall,1970:307-334.
[38]李桂青.地震作用及结构反应的概率分析方法[M].北京:地震出版社,1985.
[39]Karamanos S,Karamanos S A.Earthquake effects on low-risesteel buildings in high seismicity areas:a designer's view[J].Journal of Constructional Steel Research,1997,44(1,2):115-128.
[40]兰冬.平面刚架结构对地震荷载动力响应的几个特点[J].淮南矿业学院学报,1989,9(1):94-102.
[41]章军,王元清,陈宏,等.地震作用下门式刚架轻型房屋钢结构的设计与分析[J].四川建筑科学研究,2004,30(2):74-77.
[42]GB 50011-2001,建筑抗震设计规范[S].北京:中国建筑工业出版社,2001.
[43]于洪,魏东.变截面框架结构动力分析与抗震计算[J].安徽建筑工业学院学报(自然科学版),2003,11(4):1-5.
[44]徐贵章.变截面刚架结构抗震设计的分析与计算[J].工程抗震,1997,19(2):6-10,5.
[45]Kwon HD,Park Y P.Dynamic characteristics of stepped canti-lever beams connected with a rigid body[J].Journal of Soundand Vibration,2002,255(4):701-717.
[46]Rao H V S G,Spyrakos C C.Closed form series solutions ofboundary value problems with variable properties[J].Computers&Structures,1986,23(2):211-215.
[47]Bradford MA,Cuk P E.Elastic buckling of tapered mono-sym-metric I-beams[J].Journal of Structural Engineering,ASCE,1988,114(5):977-996.
[48]Karabalis D L.Static,dynamic and stability analysis of structurescomposed of tapered beams[J].Computers&Structures,1983,16(6):731-748.
[49]Girijavallabhan VC.Buckling loads of non-uniformcolumns[J].Journal of the Structural Division,ASCE,1969,95(11):2419-2431.
[50]Bazeos N,Karabalis D L.Efficient computation of buckling loadsfor plane steel frames with tapered members[J].EngineeringStructures,2006,28(5):771-775.
[51]Al-Gahtani HJ.Exact stiffness for tapered members[J].Jour-nal of Structure Engineering,1996,122(10):1234-1239.
[52]Cleghorn WL,Tabarrok B.Finite element formulation of a taper-ed Timoshenko beam for free vibration analysis[J].Journal ofSound and Vibration,1992,152(3):461-470.
[53]Dube G P,Dumir P C.Tapered thin open section beams on elas-tic foundation-vibration analysis[J].Computers and Structures,1996,61(5):858-869.
[54]Lee G C,Szabo B A.Tortional response of tapered I-girders[J].Journal of the Structural Division,ASCE,1967,93(5):233-252.
[55]Frieman Z,Kosmatka J B.Exact stiffness matrix of a non-uni-form beam-extension,torsion and bending of a Bernoulli-Eulerbeam[J].Computers and Structures,1992,42(5):671-682.
[56]Rajasekaran S.Equations for tapered thin-walled beams of gener-ic open section[J].Journal of Engineering Mechanical,1994,120(8):1607-1629.
[57]Li G Q,Li J J.A tapered Timoshenko-Euler beam element foranalysis of steel portal frames[J].Journal of Constructional SteelResearch,2002,58(12):1531-1544.
[58]Kim N I,Kim M Y.Exact dynamic/static stiffness matrices ofnon-symmetric thin-walled beams considering coupled shear de-formation effects[J].Thin-walled Structures,2005,43(5):701-734
[59]Hwang J S,Chang KC,Lee G C,et al..Shaking table tests ofpinned-base steel gable frame[J].Journal of Structural Engi-neering,1989,115(12):3031-3043.
[60]Hwang J S,Chang K C,Lee G C.Seismic behavior of gableframe consisting of tapered members[J].Journal of StructuralEngineering,1991,117(3):808-821.
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