摘要
本文回顾了曲线预应力混凝土(Prestressed Concrete,PC)箱梁桥的理论研究现状和工程应用概况,在此基础上,针对相关病害特征和研究工作的不足,主要对曲线PC箱梁桥支座反力和极限承载力展开了研究工作。本文主要完成了以下几个方面的工作:
(1)采用曲线PC箱梁室内模型,对支座设置及支座反力进行了参数试验研究。首次进行了预应力对支座反力影响的专项模型试验研究。根据试验结果总结了调整抗扭支座和中支座位置来改善支座反力分配的方法;总结了预应力作用对曲线PC箱梁产生的外扭转不利效应,得到了预应力引起的支座反力变化的基本规律。
(2)采用室内试验模型,对曲线PC连续箱梁的承载力进行了试验研究。根据试验结果得到了对称竖向荷载作用下,试验模型的非线性力学特点和变形规律,总结了曲线PC箱梁的受力控制截面,混凝土裂缝的分布和发展以及整体结构的破坏形态,为这种结构的设计和应用提供了详实的试验资料和依据。
(3)根据曲线PC箱梁的空间受力特点,确定了有效预应力的计算方法和参数取值,提出了预应力效应的模拟方式,采用基于实体单元的组合有限元法,提出了适合于曲线PC箱梁桥支座反力精细分析的数值模型。该模型能模拟预应力钢束实际线形以及曲线箱梁的构造细节,克服了杆系分析模型支座反力计算误差大的缺陷。与试验结果的比较表明:该数值方法具有直观、详实、精确、可靠的特点。通过对工程实例桥的分析总结了支座反力的分布规律。
(4)根据曲线PC箱梁桥支座受力特点和相关病害,提出引入铅销橡胶支座隔震装置。对曲线PC箱梁桥隔震支座体系进行非线性动力时程分析,总结了曲线箱梁桥地震动的输入方式和地震响应特性,研究了铅销橡胶支座的减隔震效果和适用性。结果表明:将铅销橡胶支座与常用限位辅助设计结合应用,既可以减轻常见病害,同时避免了限位装置带来的不利影响,值得推广应用。
(5)基于实体单元的组合非线性有限元法,研究了局部构件的模拟、网格的控制、钢筋与混凝土的分析模型以及混凝土材料非线性分析模型,提出了适合于曲线PC箱梁桥极限承载力精细分析的数值模型。通过采用多单元类型和细分网格,克服了混凝土结构非线性分析计算收敛困难的缺陷。该数值方法摒弃了简化分析关于结构应力和变形的假定,能计入箱梁的翘曲、畸变以及剪力滞等空间力学效应,可以清晰的描述混凝土裂缝的发生、发展、相互作用以及最后形成宏观压溃及破裂的整个过程。该数值方法算得的结构变形、应变及破坏形态与试验结果吻合良好,计算精度高,结果详实可靠。
(6)依据验证后的分析方法,建立了理想的曲线PC连续箱梁精细数值模型,研究了中支座设置、曲率以及预应力等参数对承载力的影响。根据计算结果总结了相关因素对曲线PC箱梁桥承载变形、应变规律和破坏形态的影响。
In the dissertation,it is reviewed the theoretical research and application of curved prestressed concrete(PC) box girder bridge.As the drawbacks of pertinent disease characteristics and current research,studies on bearing forces and ultimate bearing capacity of curved PC box girder bridge are carried out.The dissertation mainly completes the research in the following aspects:
(1) Test model is employed for the first time to do parametric study of the bearings layout and bearing forces of curved PC box girder bridge.It is the first time to carry out test research of the prestressing forces' influence on bearing forces.Based on the test result,the method to improve distribution of bearing forces by adjusting the location of torsion resistant bearing and middle bearing is concluded.Moreover,the adverse effect of prestressing forces to make curved PC box girder bridge turn outward is summarized.And the basic rule of bearing forces' variation caused by prestressing forces is obtained.
(2) Test study of ultimate bearing capacity of curved PC continuous box girder bridge is performed by using large scale model.According to test result,the nonlinearity characteristics and deformation rule of the model under symmetric vertical loads are found.As for the curved PC box girder bridge,critical sections,distribution and development of concrete cracks and failure mode of the whole structure are concluded,providing detailed test data as well as design and application basis of this structure.
(3) The computation method and values of parameters for effective prestressing forces are determined by taking account of the spatial mechanical characteristics of curved PC box girder,and the way to simulate prestressing forces' effect is proposed.Using assembled finite element method which mainly consisting of solid element,numerical model is come up with. This model is suitable for precise analysis of bearing forces of curved PC box girder bridge. The model can simulate actual alignment of tendons and structural details,suppressing the defect of bar element model which has large error in computing bearing forces.Compared with test result,the numeric method proposed in this dissertation is proved to be explicit, accurate and reliable.Additionally,the distribution rule of bearing forces is concluded through analysis of project example.
(4) According to the mechanical characteristics and pertinent disease of curved PC box girder bridge,it is proposed to use the lead rubber bearing for seismic isolation.Nonlinear dynamic time history analysis is performed for seismic isolation bearing system of curved PC box girder bridge.The way to input seismic record and characteristics of seismic response of this type of bridge are summed up.The effectiveness of seismic isolation and its adaptability was studied.The result shows combination using of lead rubber bearing and seismic restrainers can not only eliminate the usual defects of curved PC box girder bridge,but can also avoid the negative effect that caused by seismic restrainers,so it is deserved to make popularized.
(5) Simulation of local members,mesh control,tendon and concrete model,and materialistic nonlinear model of concrete are studied based on the assembled nonlinear finite element method(mainly composed of solid element).Then,numeric model for precise analysis of ultimate bearing capacity of curved PC box girder bridge is come up with. Through adopting multi-type elements and subdividing mesh finely,the convergence difficulty in nonlinear calculation for concrete structure is conquered.This numerical method gets rid of the assumption on stress and strain for simplifying analysis,and can take account of spatial mechanical effect such as torsion,distortion and shear lag of box girder,so the whole process from concrete cracks' appearance,development and interactive effect to the macro crushing and collapse can be clearly described.The deformation,strain and failure mode got from this numerical method agree well with that from test.The comparison shows that this method is of high computation precision and the results are full,accurate and dependable.
(6) On the basis of verified analytical method,an ideal precise numerical model of curved PC continuous box girder bridge is established.With the help of this model,the influence of the parameters such as layout of the middle bearing,curvature and prestress on ultimate bearing capacity are studied.According to the calculation results,the pertinent factors' influences on load capacity,deformation,rule of strain and failure mode are summarized.
引文
[1]Timoshenko S P,Gere.Theory of Elastic Stability,2~(nd) Edn[M].NewYork:McGraw Hill Book Co.Inc.1961
[2]邵容光,夏淦.混凝土弯梁桥[M].北京:人民交通出版社,1994
[3]姚玲森.曲线梁[M].北京:人民交通出版杜,1989
[4]McManus,P.F.Nasir,G.A and Culver,C.G.Horizontally curved girders state-of-the-art[J],J.S.D.ASCE,1969,95(5):853-870
[5]Vlasov V Z.Thin-walled elastic beam.2~(nd) Edn[M].Washington.D.C.,National Science Foundation,1961
[6]Dabrowski R.Curved thin-walled girder,theory and analysis[M].New York,Springer,1968
[7]包世华,周坚.薄壁杆件结构力学[M].北京:中国建筑工业出版社,2006
[8]李乔.薄壁曲箱梁的空间分析理论[D].成都:西南交通大学,1988
[9]李国豪.桥梁与结构理论研究[M].上海:上海科技文献出版社,1983
[10]李国豪.大曲率薄壁箱梁的扭转和弯曲[J].土木工程学报,1987,2(1):65-75
[11]李明昭.断面可变形的矩形箱式薄壁圆弧曲杆净力分析法[J].同济大学学报,1982(2):26-34
[12]黄剑源.薄壁结构的扭转分析[M].北京:中国铁道出版社,1998
[13]倪元增,钱寅泉.弹性薄壁梁桥分析[M].北京:人民交通出版社,1998
[14]钟万勰,徐新生,张洪武.弹性曲梁问题的直接法[J].工程力学,1996,13(4):1-8
[15]罗旗帜.计算曲线梁桥的传递矩阵法[J].中南公路工程,1990(3):32-41
[16]Meyer C.Secordils A C.Computer program for prismatic folded plates with plate and beam elements[R].Structure Engineering and Structure Mechanics Report No.70-3,University of California Berkeley,1970
[17]Cheung M S,Cheung Y K.Analysis of curved box-girder bridges by finite strip method[J].International Association for Bridge and Structural Engineering Publications 1971,31(1):1-8
[18]Cheung M S.Wenchang Li.Spline finite strip analysis of continuous haunched box-girder bridges[J].Canadian Journal of Civil Engineering,1991,19:724-728
[19]Cheung Y K.Static analysis of right box girder bridges by Spline finite strip method[J].Proc.Instn.Civ.Engrs,Part2,1983,17(6):311-323
[20]Cheung Y K.Bend of skew plates by spline finite strip[J].Computers & Structures,1986,22(1):31-38
[21]贺栓海,张翔.弹性曲板的有限条—传递矩阵法分析及其在弯桥上的应用[J].西安公路学院学报,1989,7(1):70-81
[22]蔺锡九,陈德荣,李长明.等截面箱形连续弯梁桥的空间分析有限条法[J].公路交通科技,1984,2:11-16
[23]成晓.有限条法分析连续弯箱梁桥[D].南京:南京工学院,1987
[24]赵振铭.多跨弯曲连续箱梁有限条法分析中凝聚矩阵应用的探讨[J].福州大学学报,1998,26(1):83-87
[25]E.C.汉勃利.桥梁上部构造性能[M].北京:人民交通出版社,1982
[26]Lavelle F H,Boick J S.A program to analysis curved girder bridge[EB].Engineering Bulletin No 8 University of Rhode Island.Kingston RI,1965,25
[27]Sawko F.Computer analysis of grillages curved in plan[C].International Association for Bridge and Structural Engineering,1967,27
[28]Lavelle F H,Grieg R A,wemmer H R.CUGAR 1 Curved girder analysis revision 1[EB].Engineering Bulletin No 14 University of Rhode Island.Kingston R I.1971
[29]Lavelle F H,Laska R J.CUGAR2 User's Manual[R].University of Rhode Island.Kingston R I,1975
[30]Lavelle F H CUGAR3 Algorithm[R].Consortium of University Research Teams Report No 56 University of Rhode Island.Kingston R I,1976
[31]高岛春生.曲线梁桥[M].北京:中国建筑工业出版社,1979
[32]C.P.Heins.结构杆件的弯曲与扭转[M].北京:人民交通出版社.1981
[33]谢旭,黄剑源.薄壁断面曲线高架桥的空间结构分析法[J].土木工程学报,1993,26(6):3-12
[34]黄剑源,谢旭.薄壁曲线杆系结构空间分析的刚度法[J].土木工程学报,1994,27(5):3-19
[35]孙广华.曲线梁桥计算[M].北京:人民交通出版社,1995
[36]刑志成.弯斜桥计算理论与实用计算[M].北京:人民交通出版社,1994
[37]李惠生,张罗溪.曲线桥梁结构分析[M].北京:中国铁道出版社,1992
[38]Lyons L P R.A general mite element system with special reference to the analysis of celluar structures[D].Imperial College of Science and Technology,London,England,1977
[39]Sawko,F.and Merriman,P.A.Finite Element Analysis of Bxidge Curved in Plan[C]Developments in Bridge Design and Construction,Crosby Lockwood & Son Ltd.,1971:334-346
[40]Jirousek J,Bouberguig A.A macro-element analysis of prestressed curved box-girder bridges[J].Computers & Structures,1979,10(3):467-482
[41]Adet Fam,Cart Turkstra.A finite element scheme for box bridge analysis[J].Computers & Structures,1975,5(2):179-186
[42]Iph K,Aneja AM.,Frederic Roll M.Model analysis of curved box beam highway bridge[J].Journal of Structural Division.ASCE,1971,12:2861-2878
[43]杨冰.预应力混凝土和钢筋混凝土曲线箱梁的非线性有限元分析和试验[D].上海:同济大学,1987
[44]项贻强.斜弯桥梁的空间分析理论及其试验研究[D].杭州:浙江大学,2000
[45]徐艳秋,许克宾,王丽.薄壁弯梁桥空间有限元分析[J].土木工程学报,2003,36(2):58-62
[46]李国豪,石洞,C.P.Heins.曲线桥地震分析的有限单元法[J].同济大学学报,1984,23(1):1-21
[47]邵容光,孙广华,夏淦.弯梁桥内力及变形纵向影响线的有限单元法计算[J].华东公路.1984(4):8-12
[48]张叔辉.曲桥分析的薄壁箱梁单元[J].土木工程学报,1984,17(2):1-13
[49]谢旭,黄剑源.薄壁箱梁桥约束扭转下翘曲、畸变和剪力滞效应的空间分析[J].土木工程学报,1995,28(4):3-14
[50]王拥军.直、曲线独立柱支承连续箱梁桥的空间分析[C].中国公路学会桥梁和结构工程学桥梁学术讨论会论文集.北京:人民交通出版社,1997
[51]王荣辉,刘光栋,邱波.薄壁曲线箱梁空间计算的曲板板梁单元法[J].中国公路学报,2000,13(1):73-76
[52]韦成龙,曾庆元.薄壁曲线箱梁考虑翘曲、畸变和剪滞效应的空间分析[J].土木工程学报,2000,33(6):81-87
[53]钟新谷,马平,曾庆元.多室箱形梁非线性有限元分析[J].土木工程学报,1999,32(6):32-39
[54]吴亚平,赖远明,朱元林等.考虑剪滞效应的薄壁曲梁有限单元法[J].工程力学.2002,19(4):85-89
[55]李欣然,卢树圣,戴公连.曲线薄壁箱梁结构的梁段单元分析[J].海南大学学报自然科学版,1998,16(4):300-304
[56]段海娟,赵人达,周益云.曲箱梁考虑剪力滞效应的弯扭耦合分析[J].中国铁道科学,2002,23(1):34-37
[57]黄剑源,张罗溪.考虑翘曲作用的曲线格子梁理论与应用[J].土木工程学报,1987,20(3):
[58]Wai-Fah Chen.Bridge Engineering Handbook[M].CRC Press,2000
[59]Yoo C H.Closure to Flexural-Torsional Stability of Curved Beams[J].Engrg.Mech.Div,1984,110:148-149
[60]Yang Y B,Kuo S R,Yau J D.Use of Straight-Beam Approach to Study Bucking of Curved Beams[J].Engrg Struct Div,1990,117:1963-1978
[61]刘磊,许克宾.结构分析中的曲梁单元[J].北方交通大学学报,2002,26(4):20-23
[62]梁志广,高岩,庄军生.预应力混凝土连续曲线梁桥板式橡胶支座的状态评定[J].中国市政工程,2005,4:23-25
[63]彭大文,林希鹤.预应力连续弯箱梁的支座反力研究[J].福州大学学报,1998,26(6):63-68
[64]单德山,李乔.高速铁路曲线梁桥的支座布置形式初探[J].重庆交通学院学报,2001,20(2):1-5
[65]梁长海,杨成斌.支座布置对预应力混凝土曲线梁桥内力影响的研究[J].工程建设与档案,2005,19(5):393-396
[66]蒋志刚,刘滋银.平面曲线梁桥支座位移对内力的影响[J].湖南交通科技,1998,24(4):34-38
[67]林同炎,NED H.BURNS.预应力混凝土结构设计(第三版)[M].北京:中国铁道出版社,1983
[68]Hartl H,Sparowitz L,Elgamal A.The 3D computational Modeling of Reinforced and Prestressed Concrete Structures",Bergmeister K.(ed.),Proceedings of the 3~(rd)International PhD Symposium in Civil Engineering,Vienna,2000,vol.2
[69]何雄君,邵吉林等.预应力混凝土桥梁钢混协作关系研究[J].武汉理工大学学报,2004,28(3):330-333
[70]长安大学.预应力混凝土连续弯箱梁桥预应力损失参数研究报告[R].西安:长安大学,2000
[71]刘志文,宋一凡.空间曲线预应力束摩阻损失参数[J].西安公路交通大学学报.2001,21(3):42-44
[72]宋玉普,车轶等.空间多曲线型预应力钢索的预应力摩擦损失研究[J].土木工程学报.2002,35(6):105-108
[73]李卫国,徐步青,胡克辉.空间多曲线钢索预应力摩擦损失试验研究.石家庄铁道学院学报.2000,13(1):14-17
[74]胡光祥,陈东杰等.空间曲线预应力束摩擦损失的测试和摩擦系数反演[J].建筑科学.2004,20(5):26-29
[75]钟铭,李文会,袁长卿.曲线梁桥预应力束摩阻损失计算[J].石家庄铁道学院学报,1998,11(4):48-53
[76]T.Y.Lin International,Las Lomas Bridge-Causes of Structural Failure[R].Report to Department of Army,San Francisco District Corp.of Engineers,1979
[77]T.Y.Lin International,"Interim Report-Kapiolani Interchange On-Ramp[R].Project No.I-HI-1(159):24,"Hawaii DOT,1982
[78]Podolny,W.The cause of cracking in post-tensioned concrete box girder bridges and retrofit procedures,PCI J,1985,30(2),82-139
[79]Caltrans.Bridge Memo-to-Designers,Vol.1[M],California Department of Transportation,Sacramento,1996
[80]王爱梅,孙广华.曲线梁桥预应力钢索侧向崩出的预防[J].江苏交通科技,2000,5:17-19
[81]王钧利.曲线箱梁桥的病害分析及设计对策[J].中外公路,2005,25(4):102-105
[82]朱振锋.预应力平面曲线梁钢索侧向崩出的探讨[J].广东土木与建筑,2002,4:31-33
[83]何维利.独柱支承的曲线梁桥设计[J].北京建筑工程学院学报,2001,17(4):23-28
[84]杨党旗,崔飞.独墩单铰支座曲线梁桥通病分析及治理[J].城市道桥与防洪,2003,3:35-38
[85]徐艳秋.圆心角对预应力砼曲线连续梁弹塑性力学的影响[J].青岛理工大学学报,2006,27(1):64-67
[86]W.S.Tseng,J.Penzien.Seismic Analysis of Long Multiple-Span Highway Bridges[J].Earthquake Engineering and Structural Dynamics,1975,4:3-24
[87]W.S.Tseng,J.Penzien.Seismic Response of Long Multiple-Span Highway Bridges[J].Earthquake Engineering and Structural Dynamics,1975,4:25-48
[88]D.Williams,W.Godden.Seismic Response of Long Curved Bridge Structures:Experimental Model Studies[J].Earthquake Engineering and Structural Dynamics,1979,7:107-128
[89]K.Kawashima,J.Penzien.Theoretical and Experimental Dynamic Behaviour of a Curved Model Bridge Structure[J].Earthquake Engineering and Structural Dynamics,1979,7:129-145
[90]M.N.Abdel-Salam,C.P.Heins.Seismic Response of Curved Steel Box Girder bridges[J].Journal of Structural Engineering,1988,114(12):2790-2800
[91]Y.Chen.Effects of Modeling and Analysis Methods on Seismic Responses of Curved Bridges.Engineering Mechanics:Proceedings of 10th Conference[C],University of Colorado at Boulder,Boulder,CO.,ASCE,1995,2:1078-1081
[92]Otsuka,Hisanori.Dynamic Analysis of Sliding Behavior of Curved Bridge Superstructure Caused by Horizontal Ground Motion[R].Bulletin of Earthquake Engineering Laboratory,Kyushu University,August 8-9,1998
[93]W.X.Zhang.Horizontally Curved Steel Box Girder Bridge Analysis[EB].Paper No.T165-3.Structural Engineering Worldwide,Elsevier Science Ltd.,Oxford,England.1998
[94]袁万城,王玉贵,杨玉民等.曲线梁桥空间地震反应分析[C].第十二届全国桥梁学术会议论文集,广州,1996:585-590
[95]贺健.曲线梁桥的减隔震分析[D].上海:同济大学,2000
[96]高晓安.曲线桥梁抗震设计方法研究[D].北京:中国建筑科学研究院,2003
[97]王丽.大跨度立交桥抗震设计理论与方法[D].北京:北京工业大学,2005
[98]秦权,张威,罗玲.用非弹性反应检查立交桥的抗震能力[J].士木工程学报,1996,29(4):3-10
[99]朱东生,虞庐松,刘世忠.不规则桥梁地震动输入主方向的研究[J].兰州铁道学院学报,2000,19(6):37-40
[100]聂利英,李建中.曲线梁桥非线性分析及抗震性能评估[J].同济大学学报,2004,32(10):1360-1364
[101]孙全胜,王学松.连续箱梁斜弯桥有机玻璃模型静力试验和分析[J].东北公路,2002,25(4):60-61
[102]刘志文.曲线梁桥结构分析、模型试验及程序研制[D].西安:长安大学,2001.
[103]李建慧,宋徐明.铁路独柱支承弯梁桥扭矩调整[J].华东交通大学学报,2003,20(2):25-28
[104]Campbell T.Ivan,Lee E.Y.K.;Chan K.S.STRENGTH OF CONTINUOUS HORIZONTALLY CURVED POST-TENSIONED BEAMS[J].Journal of the Prestressed Concrete Institute,1980,24(5):118-145
[105]AASHTO GHC-4.Guide Specification for Horizontally Curved Steel Girder Highway[S].Washington D.C,2003
[106]Dean William Van Landuyt.The Effect of Duct Arrangement on Breakout of Internal Post-tensioning Tendons in Horizontally Curved Concrete Box Girder Webs[D].University of Texas at Austin,1991
[107]谌润水,胡钊芳.公路桥梁荷载试验[M].北京:人民交通出版社,2003
[108]Cohn M Z.Analysicizing up to collapse of elastic-plastic arches[J].Computers and Structures,1976 6:511-517
[109]Yeong B Y,Shyh R K.Static Stability of Curved Thin Walled Beams[J].J.Engrg Mech Div ASCE,1986,112:821 -841
[110]Yoo C H,Pfeiffer P A.Buckling of curved beams with inplane deformation[J].Struct Engrg ASCE,1984,110(6):291-300
[111]Yang Y B,Kuo S R,Chherng Y D.Curved beam elements for nonlinear analysis[J].Eng.Mech.,1989 115(4):840-855
[112]许强.薄壁曲梁线弹性理论和弹塑性稳定极限承载力分析[D].杭州:浙江大学,2002
[113]段海娟,张其林.考虑翘曲效应的薄壁曲梁几何非线性分析[J].工程力学,2004, 21(5):157-160.
[114]陈玉骥,罗旗帜.曲线箱梁考虑剪滞效应的几何非线性分析[J].中南公路工程,2006,31(2):62-65
[115]吴光宇,汪劲丰,项贻强等.三维实体退化虚拟层合梁单元在钢曲梁极限承载力分析中的应用[J].工程力学,2006,23(sup1):134-139.
[116]黄平明,毛瑞祥.几何非线性曲梁模式分析[J].中国公路学报,1994,7(1):108-115
[117]周文伟,曾庆元.空间曲梁几何非线性有限元法分析[J].长沙铁道学院学报,1998,16(3):1-5
[118]段海娟,张其林.钢筋混凝土曲线箱梁非线性分析的有限段元法[J].同济大学学报,2003,31(3):282-286
[119]徐艳秋,王岚.预应力混凝土曲线连续梁极限承载力影响因素分析[J].内蒙古工业大学学报,2005,24(2):114-118
[120]杨子江,周世军.钢筋混凝土曲线箱梁非线性分析[J].土木工程学报,1997,30(3):23-29
[121]高岩,柯在田.泥岗立交桥病害原因分析、加固及效果评定[J].中国铁道科学.2003,24(6):74-78
[122]杨党旗.华强立交A匝道独柱曲线梁桥病害分析及加固[J].桥梁建设.2003,2:58-61
[123]中华人民共和国交通部.公路钢筋混凝土及预应力混凝土桥涵设计规范(JTGD62-2004)[S].北京:人民交通出版社,2004
[124]中华人民共和国建材行业标准.普通混凝土力学性能试验方法标准(GB/T50081-2002)[S].北京:中国建筑工业出版社,2003
[125]中华人民共和国国家标准.金属材料室温拉伸试验方法(GB/T228-2002)[S].北京:中国标准出版社,2002
[126]SALSE E AB.Analysis and design of prestressed concrete circular bow girders for bridge structures[A].Second International Symposium on Concrete Bridge Design[C].Detroit:American Concrete Institute,1969,714-740
[127]王勖成.有限单元法[M].北京:清华大学出版社,2003
[128]K.J.Bathe.Finite Element Procedures[M].Prentice Hall,Englewood Cliffs,NJ,1996.
[129]江见鲸,陆新征,叶列平.混凝土结构有限元分析[M].北京:清华大学出版社, 2005
[130]刘水颐,关建光.空间曲线预应力束摩擦应力损失计算方法的探讨[J].土木工程学报,1981,14(3):69-74
[131]AASHTO.AASHTO LRFD Bridge Design Specifications[S].American Association of State Highway and Transportation Officials,1997
[132]ACI-ASCE Committee 343.Analysis and Design of Reinforced Concrete Bridge Structures(ACI343-R-95)[S].American Concrete Institute,1995
[133]刘震宇.曲线预应力混凝土梁桥的预应力钢束分析及张拉施工控制[D].上海:上海交通大学,2001
[134]ACI Committee 318.Building code requirements for structural concrete and commentary(ACI318-R-02)[S].American Concrete Institute,2002
[135]周绪红,戴鹏,狄谨等.曲线箱梁桥空间预应力效应分析[J].土木工程学报,200740(3):63-68
[136]范立础.桥梁抗震[M].上海:同济大学出版社,1997
[137]长安大学.公路桥梁减震装置及设计方法研究[R].西安:长安大学,2000
[138]交通部公路规划设计院.公路工程抗震设计规范(JTJ004-89)[S].北京:人民交通出版社,1989
[139]范立础,王志强.大跨度桥梁隔震设计[M].北京:人民交通出版社,2001
[140]AASHTO.Guide Specifications for Seismic Isolation Design[M].Washington,D.C.1998.
[141]龚一琼.梁式桥的减隔震体系研究[D].上海:同济大学,2001
[142]R.W.克拉夫,J.彭津著.结构动力学[M].北京:科学出版社,1981
[143]朱巍.场地条件对减震桥梁动力特性的影响分析[D].西安:长安大学,2004
[144]Pacific Earthquake Engineering Research Center.PEER Strong Motion Database:http://peer.berkeley.edu/smcat/index.html,2007
[145]中华人民共和国交通部.公路桥梁抗震设计规范(征求意见稿,JT004-2005)[S].北京:人民交通出版社,2005
[146]R.S.Jangid.Seismic Response of Isolated Bridges[J].Journal of Bridge Engineering,2004,9(2):156-166.
[147]Jerry Shen,Meng-Hao Tsai,Kuo-Chun Chang,George C.Lee.Performance of a Seismically Isolated Bridge under Near-Fault Earthquake Ground Motions[J].Journal of Structural Engineering,2004,130(6):861-868.
[148]GB 50204-2002.混凝土结构工程施工质量验收规范[S].北京:中国建筑工业出版社,2002
[149]段海娟.钢筋混凝土及预应力混凝土曲线箱梁线性和非线性分析[D].成都:西南交通大学,2001
[150]叶见曙.结构设计原理(第二版)[M].北京:人民交通出版社,2005
[151]AASHTO.AASHTO LRFD Bridge Design Specifications[S].American Association of State Highway and Transportation Officials,1997
[152]GB 50010-2002.混凝土结构设计规范[S].北京:中国建筑工业出版社,2002
[153]ADINA R&D Inc.ADINA automatic dynamic incremental nonlinear analysis for civil engineering[R].ADINA R&D Inc,2003
[154]ADINA R&D Inc.ADINA Theory and Modeling Guide Volume I:ADINA Solids&Structures[R].ADINA R&D,Inc,2005
[155]ADINA R&D Inc.A finite element program for automatic dynamic incremental nonlinear analysis[R].ADINA-Users mannals,1990
[156]Kupfer H,Hilsdorf H K,Rusch H.Behavior of concrete under biaxial stresses[J].ACI Journal,1969,(66):656-666
[157]赵煜.空间预应力摩阻损失及参数研究[D].西安:长安大学,2002
[158]孙广华.平面曲线梁桥在日照下的温度内力及其横向分布[J].华东公路,1990,5:61-65
[159]文超.温度荷载作用下曲线箱梁桥受力特性分析研究[D].长沙:中南大学,2003
[160]张玥.钢筋混凝土连续曲线箱梁桥温度变形研究[D].西安:长安大学,2004.
[161]谭万忠,张佐汉.平面曲线梁桥温度变形与支承体系布置探讨[J].铁道建筑.2005,4:7-9
[162]Turkington D H,Carr A J,Cooke N,Moss P J.Design Method for Bridges on Lead-rubber Bearings[J].Journal of Structural Engineering.1989,115(12):3001-3033.
[163]Panayiotis C.Roussis,Michael C.Constantinou,Mustafa Erdik,et al.Assessment of Performance of Seismic Isolation System of Bolu Viaduct[J].Journal of Bridge Engineering,2003,8(4):182-190.
[164]李国豪.曲线梁桥荷载横向分布理论分析[J].土木工程学报,1990,23(1):2-11
[165]姚玲森.对于偏心荷载下曲线梁和斜支承梁内弯曲剪切和扭转的预加应力(上)[J].国外公路,1989(2):15-22
[166]姚玲森.对于偏心荷载下曲线梁和斜支承梁内弯曲剪切和扭转的预加应力(下)[J].国外公路,1989,3:26-31
[167]刘汉夫.深圳市泥岗路立交桥的病害试验分析[J].桥梁建设,2001,5:60-62
[168]秦憬如.曲线箱梁桥悬臂施工模型试验研究与分析[D].大连:大连理工大学,2005
[169]姚玲森,奚国强.抗扭支承预应力混凝土曲线梁的分析与配索[C].全国桥梁及结构工程学会第八届年会论文集,1988
[170]陈可.预应力弯箱梁结构分析及程序设计[D].西安:长安大学,2002
[171]卜桂林.预应力混凝土连续曲线箱梁桥的理论与设计[D].成都:西南交通大学,2001
[172]王毅,叶见曙.温度梯度对混凝土曲线箱梁影响的计算方法[J].东南大学学报,2005,35(6):924-929
[173]娄奕红,罗旗帜等.预应力混凝土曲线梁的能量变分法[J].铁道建筑,2006,1:10-12