基于屈服面的曲线梁桥地震动最不利输入方向
|
摘要
曲线梁桥因线形、刚度及质量的不规则分布,需研究其地震动最不利输入方向。Bresler屈服面给出钢筋混凝土构件在轴压力与双向弯矩组合作用下的截面屈服条件,据此将地震中桥墩截面最易发生屈服的方向定义为最不利地震动输入方向。在应用反应谱法得到两个正交方向地震反应的基础上,提出基于Bresler屈服面的地震动最不利输入方向的新算法,该法考虑水平面内双向地震动共同作用及曲线梁桥振型间的相关性。给出基于时程分析法的地震动最不利输入方向确定算法。并以某闭合圆环匝道桥为对象,分析其各墩的地震动最不利输入方向,验证方法的准确性。
Considering the irregular geometry,stiffness and mass distribution,the critical angle of seismic incidence for curved bridges was investigated.The yield condition for concrete structure under axial compression and biaxial flexural moments were well depicted with Bresler Yield Surface,the most vulnerable direction for piers was therefore defined as the critical angle of seismic incidence.Based on obtaining the seismic responses in two orthotropic directions with the response spectrum analysis,a new algorithm was proposed considering multicomponent ground motion and the correlation of natural vibration modes.Furthermore,procedures for time history analysis were developed.Finally,an example of a closed circular ramp was given to illustrate the validity of the method.
Considering the irregular geometry,stiffness and mass distribution,the critical angle of seismic incidence for curved bridges was investigated.The yield condition for concrete structure under axial compression and biaxial flexural moments were well depicted with Bresler Yield Surface,the most vulnerable direction for piers was therefore defined as the critical angle of seismic incidence.Based on obtaining the seismic responses in two orthotropic directions with the response spectrum analysis,a new algorithm was proposed considering multicomponent ground motion and the correlation of natural vibration modes.Furthermore,procedures for time history analysis were developed.Finally,an example of a closed circular ramp was given to illustrate the validity of the method.
引文
[1]范立础,聂利英,李建中.复杂结构地震波输入最不利方向标准问题[J].同济大学学报,2003,31(6):631-636. FAN li-chu,NIE li-ying,LI Jian-zhong.Discussion on standard of critical angle of seismic wave in seismic analysis of complicated structures[J].Journal of Tongji University, 2003,31(6):631 -636.
[2]Wilson E L,Button M R.Three-dimensional dynamic analysis for multi-component earthquake spectra[J]. Earthquake Engineering and Structural Dynamics,1982, 10(3);471 -476.
[3]Smeby W.Modal combination rules for multi-component earthquake excitation[J].Earthquake Engineering and Structural dynamics,1985,13(12):1-12.
[4]Lopez O A,Torres R.The critical angle of seismic incidence and the maximum structural response[J].Earthquake Engineering and Structural Dynamics,1997,26(9); 881 -894.
[5]Lopez O A,Torres R.Critical response of structures to multi-component earthquake excitation[J].Earthquake Engineering and Structural Dynamics,2000,29(12):1759-1778.
[6]Lopez 0 A,Chopra A K,Hernandez J J.Evaluation of combination rules for maximum response calculation in multicomponent seismic analysis[J].Earthquake Engineering and Structural Dynamics,2001,30(9):1379-1398.
[7]Hernandez J J,Lopez 0 A.Evaluation of combination rules for peak response calculation in three-component seismic analysis[J].Earthquake Engineering and Structural Dynamics,2003,32(10):1585 - 1602.
[8]Marinilli A,Lopez 0 A.Evaluation of critical responses and critical incidence angles obtained with RSA and RHA[C]. Beijing China:The 14~(th) World Conference on Earthquake Engineering,2008.
[9]张俊杰,林道锦,胡世德.反应谱法确定地震动最不利输入方向[J].世界地震工程,1999,15(4):38-40. ZHANG Jun-jie,LIN Dao-jin,HU Shi-de.Determination of the least favorable direction of ground motion with response spectrum analysis method[J].Word Information of Earthquake Engineering,1999,15(4):38 -40.
[10]Bresler B.Design criteria for reinforced columns under axial load and biaxial bending[J].Journal of the American Concrete Institute,1960,32(5):481 -490.
[11]孟杰.汶川地震回澜立交桥震害分析及曲线梁桥抗震设计研究[D].南京:东南大学,2010.
[12]Liu Z.Reconnaissance and preliminary observations of bridge damage in the great wenchuan earthquake,China [J].Structure Engineering International,2009,19(3): 277-282.
[2]Wilson E L,Button M R.Three-dimensional dynamic analysis for multi-component earthquake spectra[J]. Earthquake Engineering and Structural Dynamics,1982, 10(3);471 -476.
[3]Smeby W.Modal combination rules for multi-component earthquake excitation[J].Earthquake Engineering and Structural dynamics,1985,13(12):1-12.
[4]Lopez O A,Torres R.The critical angle of seismic incidence and the maximum structural response[J].Earthquake Engineering and Structural Dynamics,1997,26(9); 881 -894.
[5]Lopez O A,Torres R.Critical response of structures to multi-component earthquake excitation[J].Earthquake Engineering and Structural Dynamics,2000,29(12):1759-1778.
[6]Lopez 0 A,Chopra A K,Hernandez J J.Evaluation of combination rules for maximum response calculation in multicomponent seismic analysis[J].Earthquake Engineering and Structural Dynamics,2001,30(9):1379-1398.
[7]Hernandez J J,Lopez 0 A.Evaluation of combination rules for peak response calculation in three-component seismic analysis[J].Earthquake Engineering and Structural Dynamics,2003,32(10):1585 - 1602.
[8]Marinilli A,Lopez 0 A.Evaluation of critical responses and critical incidence angles obtained with RSA and RHA[C]. Beijing China:The 14~(th) World Conference on Earthquake Engineering,2008.
[9]张俊杰,林道锦,胡世德.反应谱法确定地震动最不利输入方向[J].世界地震工程,1999,15(4):38-40. ZHANG Jun-jie,LIN Dao-jin,HU Shi-de.Determination of the least favorable direction of ground motion with response spectrum analysis method[J].Word Information of Earthquake Engineering,1999,15(4):38 -40.
[10]Bresler B.Design criteria for reinforced columns under axial load and biaxial bending[J].Journal of the American Concrete Institute,1960,32(5):481 -490.
[11]孟杰.汶川地震回澜立交桥震害分析及曲线梁桥抗震设计研究[D].南京:东南大学,2010.
[12]Liu Z.Reconnaissance and preliminary observations of bridge damage in the great wenchuan earthquake,China [J].Structure Engineering International,2009,19(3): 277-282.
版权所有：© 2023 中国地质图书馆 中国地质调查局地学文献中心