钢筋混凝土桥墩弯剪数值分析模型
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摘要
基于修正的压力场理论MCFT(The Modified Compression Field Theory)和纤维单元模型建立了钢筋混凝土桥墩的弯剪数值分析模型,以MCFT理论确定桥墩的剪切力-剪切位移关系,并与考虑桥墩弯曲变形的纤维单元模型组合,共同考虑桥墩的弯-剪-轴力耦合作用。通过与六个弯剪破坏控制的圆形截面钢筋混凝土桥墩拟静力试验结果的对比,对分析模型进行了验证。主要认识结论为基于MCFT理论可准确地计算弯剪破坏桥墩的屈服荷载、极限荷载和弹性阶段剪切刚度,剪切开裂是引起钢筋混凝土构件剪切力-剪切位移关系刚度突变的主要因素,而弯曲开裂与纵筋屈服对刚度的影响较小;分析模型对弯剪破坏桥墩的滞回曲线、弯曲与剪切变形成分均进行了较为准确的模拟分析。
The analysis model for RC bridge piers with flexural-shear interaction was proposed based on the Modified Compression Field Theory(MCFT)and fiber element model.In the analysis model,the shear force-shear displacement relationship was obtained by the MCFT,and implemented in a nonlinear fiber analysis program to simulate the flexure-shear-axial interaction of the bridge piers.The accuracy of the analysis model was verified by comparing with quasi-static test results of 6circular bridge piers failed in flexural-shear mode.It is found that the yield strength,ultimate strength and elastic shear stiffness of the bridge piers predicted by MCFT are very accurate.The shear cracking is the key influencing factor induced the changing of shear stiffness,while the flexural cracking and yielding of the longitudinal bars has little influence.Compared with test results,the proposed flexural-shear interaction analysis model simulated the hysteretic curves,flexural and shear deformations of the bridge piers well.
The analysis model for RC bridge piers with flexural-shear interaction was proposed based on the Modified Compression Field Theory(MCFT)and fiber element model.In the analysis model,the shear force-shear displacement relationship was obtained by the MCFT,and implemented in a nonlinear fiber analysis program to simulate the flexure-shear-axial interaction of the bridge piers.The accuracy of the analysis model was verified by comparing with quasi-static test results of 6circular bridge piers failed in flexural-shear mode.It is found that the yield strength,ultimate strength and elastic shear stiffness of the bridge piers predicted by MCFT are very accurate.The shear cracking is the key influencing factor induced the changing of shear stiffness,while the flexural cracking and yielding of the longitudinal bars has little influence.Compared with test results,the proposed flexural-shear interaction analysis model simulated the hysteretic curves,flexural and shear deformations of the bridge piers well.
引文
[1]孙治国,郭迅,王东升,等.钢筋混凝土空心墩延性变形能力分析[J].铁道学报,2012,34(1):91-96.(SUN Zhi-guo,GUO Xun,WANG Dong-sheng,et al.Analysis on ductile deformability of hollow reinforcedconcrete bridge piers[J].Journal of the China Rail-way Society,2012,34(1):91-96.(in Chinese))
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[4]Lampropoulos A P,Dritsos S E.Modeling of RC col-umns strengthened with RC jackets[J].EarthquakeEngineering and Structural Dynamics,2011,40(14):1-17.
[5]Sun Z G,Si B J,Wang D S,et al.Experimental researchand finite element analysis of bridge piers failed inflexure-shear modes[J].Earthquake Engineering andEngineering Vibration,2008,7(4):403-414.
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[7]孙治国,王东升,郭迅,等.汶川大地震绵竹市回澜立交桥震害调查[J].地震工程与工程振动,2009,29(4):132-138.(SUN Zhi-guo,WANG Dong-sheng,GUO Xun,et al.Damage investigation of Huilan in-terchange in Mianzhu after Wenchuan earthquake[J].Journal of Earthquake Engineering and Engi-neering Vibration,2009,29(4):132-138.(in Chi-nese))
[8]Li J Z,Peng T B,Xu Y.Damage investigation of gird-er bridges under the Wenchuan earthquake and corre-sponding seismic design recommendations[J].Earth-quake Engineering and Engineering Vibration,2008,7(4):337-344.
[9]Vecchio F J,Collins M P.The modified compression-field theory for reinforced concrete elements subjectedto shear[J].ACI Structural Journal,1986,83(2):219-231.
[10]Bentz E C,Vecchio F J,Collins M P.Simplified modi-fied compression field theory for calculating shearstrength of reinforced concrete elements[J].ACIStructural Journal,2006,103(4):614-623.
[11]Lee D H,Elnashai A S.Seismic analysis of RC bridgecolumns with flexure-shear interaction[J].Journalof Structural Engineering,ASCE,2001,127(5):546-553.
[12]Mzrtinez-Rueda J E,Elnashai A S.Confined concretemodel under cyclic load[J].Materials and Struc-tures,1997,30(3):139-147.
[13]Menegotto M,Pinto P E.Method of Analysis for Cy-clically Loaded Reinforced Concrete Plane Frames In-cluding Changes in Geometry and Nonelastic Behaviorof Elements Under Combined Normal Force and Ben-ding[R].IABSE Preliminary Report for Symposiumon Resistance and Ultimate Deformability of Struc-tures Acted on by Well-Defined Repeated Loads,Lis-bon,Portugal,1973.
[14]Ozcebe G,Saatcioglu M.Hysteretic shear model forreinforced concrete members[J].Journal of Struc-tural Engineering,ASCE,1989,115(1):132-148.
[15]司炳君,孙治国,杜修力,等.钢筋混凝土桥墩地震弯剪破坏机理与震后快速修复技术研究[J].土木工程学报,2011,44(7):90-99.(SI Bing-jun,SUN Zhi-guo,DUXiu-li,et al.Study on the seismic flexural-shear dam-age mechanisms and rapid repair techniques for earth-quake damaged bridge piers[J].China Civil Engi-neering Journal,2011,44(7):90-99.(in Chinese))
[2]艾庆华,王东升,向敏.基于纤维单元的钢筋混凝土桥墩地震损伤评价[J].计算力学学报,2011,28(5):737-742.(AI Qing-hua,WANG Dong-sheng,XIANGMin.Seismic damage evaluation of RC bridge columnsbased on fiber elements[J].Chinese Journal of Com-putational Mechanics,2011,28(5):737-742.(in Chi-nese))
[3]艾庆华,王东升,李宏男,等.基于塑性铰模型的钢筋混凝土桥墩地震损伤评价[J].工程力学,2009,26(4):158-166.(AI Qing-hua,WANG Dong-sheng,LI Hong-nan,et al.Seismic damage evaluation of RCbridge columns based on plastic hinge model[J].En-gineering Mechanics,2009,26(4):158-166.(in Chi-nese))
[4]Lampropoulos A P,Dritsos S E.Modeling of RC col-umns strengthened with RC jackets[J].EarthquakeEngineering and Structural Dynamics,2011,40(14):1-17.
[5]Sun Z G,Si B J,Wang D S,et al.Experimental researchand finite element analysis of bridge piers failed inflexure-shear modes[J].Earthquake Engineering andEngineering Vibration,2008,7(4):403-414.
[6]孙治国,王东升,郭迅,等.钢筋混凝土墩柱等效塑性铰长度研究[J].中国公路学报,2011,24(5):56-64.(SUN Zhi-guo,WANG Dong-sheng,GUO Xun,etal.Research on equivalent plastic hinge length of rein-forced concrete bridge column[J].China Journal ofHighway and Transport,2011,24(5):56-64.(inChinese))
[7]孙治国,王东升,郭迅,等.汶川大地震绵竹市回澜立交桥震害调查[J].地震工程与工程振动,2009,29(4):132-138.(SUN Zhi-guo,WANG Dong-sheng,GUO Xun,et al.Damage investigation of Huilan in-terchange in Mianzhu after Wenchuan earthquake[J].Journal of Earthquake Engineering and Engi-neering Vibration,2009,29(4):132-138.(in Chi-nese))
[8]Li J Z,Peng T B,Xu Y.Damage investigation of gird-er bridges under the Wenchuan earthquake and corre-sponding seismic design recommendations[J].Earth-quake Engineering and Engineering Vibration,2008,7(4):337-344.
[9]Vecchio F J,Collins M P.The modified compression-field theory for reinforced concrete elements subjectedto shear[J].ACI Structural Journal,1986,83(2):219-231.
[10]Bentz E C,Vecchio F J,Collins M P.Simplified modi-fied compression field theory for calculating shearstrength of reinforced concrete elements[J].ACIStructural Journal,2006,103(4):614-623.
[11]Lee D H,Elnashai A S.Seismic analysis of RC bridgecolumns with flexure-shear interaction[J].Journalof Structural Engineering,ASCE,2001,127(5):546-553.
[12]Mzrtinez-Rueda J E,Elnashai A S.Confined concretemodel under cyclic load[J].Materials and Struc-tures,1997,30(3):139-147.
[13]Menegotto M,Pinto P E.Method of Analysis for Cy-clically Loaded Reinforced Concrete Plane Frames In-cluding Changes in Geometry and Nonelastic Behaviorof Elements Under Combined Normal Force and Ben-ding[R].IABSE Preliminary Report for Symposiumon Resistance and Ultimate Deformability of Struc-tures Acted on by Well-Defined Repeated Loads,Lis-bon,Portugal,1973.
[14]Ozcebe G,Saatcioglu M.Hysteretic shear model forreinforced concrete members[J].Journal of Struc-tural Engineering,ASCE,1989,115(1):132-148.
[15]司炳君,孙治国,杜修力,等.钢筋混凝土桥墩地震弯剪破坏机理与震后快速修复技术研究[J].土木工程学报,2011,44(7):90-99.(SI Bing-jun,SUN Zhi-guo,DUXiu-li,et al.Study on the seismic flexural-shear dam-age mechanisms and rapid repair techniques for earth-quake damaged bridge piers[J].China Civil Engi-neering Journal,2011,44(7):90-99.(in Chinese))
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