拟静力方法适用范围及地震力计算
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摘要
通过动力时程方法求出地震作用系数,分析拟静力方法计算偏于保守的原因。并依据动力时程方法的计算结果给出拟静力方法的适用范围并修正拟静力方法的地震作用力和地震作用系数公式。数值模拟结果表明,坡高与波长的比是影响边坡稳定性的重要因素,而坡角对其影响则较小;其次,拟静力方法的适用范围是非常有限的,在坡高很小时,拟静力方法的计算结果偏于危险,当坡高较大时,拟静力方法计算结果偏于保守;在远场和近场地震作用下,地震动加速度峰值系数不同,远场地震主要是水平地震作用力,近场地震主要是竖向地震作用力。
The coefficient of seismic peak ground acceleration is obtained by the method of dynamical time-history,and then,the reason of the conservation of the pseudo-static method is analyzed.The application range of pseudo-static method,the seismic force and the formula of safety factor are given by the method of dynamical time-history.It is proved that the key factor is the ratio of the height of slope to its wave length,but the slope angle.Then,the scope of the method of pseudo-static is finite,and the calculated result is conservative for higher slope.At last,the coefficients of seismic peak ground acceleration are different in consideration of earthquakes of far-field and near-field.The far-field earthquake is mainly in horizontal seismic action,and the near-field earthquake is mainly in vertical seismic action.
The coefficient of seismic peak ground acceleration is obtained by the method of dynamical time-history,and then,the reason of the conservation of the pseudo-static method is analyzed.The application range of pseudo-static method,the seismic force and the formula of safety factor are given by the method of dynamical time-history.It is proved that the key factor is the ratio of the height of slope to its wave length,but the slope angle.Then,the scope of the method of pseudo-static is finite,and the calculated result is conservative for higher slope.At last,the coefficients of seismic peak ground acceleration are different in consideration of earthquakes of far-field and near-field.The far-field earthquake is mainly in horizontal seismic action,and the near-field earthquake is mainly in vertical seismic action.
引文
[1]韩汉龙,费康,高玉峰.边坡地震稳定性时程分析方法[J].岩土力学,2003,24(4):553-560.
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[4]姚令侃,冯俊德,杨明.汶川地震路基震害分析及对抗震规范改进的启示[J].西南交通大学学报,2009,44(3):301-310.
[5]刘立平,雷尊宇,周富春.地震边坡稳定分析方法综述[J].重庆交通学院学报,2001,20(3):83-88.
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[10]徐光兴,姚令侃,李朝红,等.边坡地震动力响应规律及地震动参数影响研究[J].岩土工程学报,2008,30(8):918-923.
[11]徐年春,石维力,石东红.地震作用下边坡动力系数有限元分析[J].地下空间与工程学报,2008,4(6):1006-1010.
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[13]林华东,王强.近场地震下简支梁桥的碰撞响应研究[J].广东公路交通,2008(4):19-21.
[14]张磊,石小玲.近场地震浅析[J].西部探矿工程,2005,17(1):193-194.
[15]非明伦,樊跃新,崔建文.施甸5.9级地震震害与竖向地震力作用[J].地震研究,2003,26(3):292-299.
[2]中华人民共和国铁道部.TB 50111-2006铁路工程抗震设计规范[S].北京:中国计划出版社,2006:12-15.
[3]杨雪莲,周永江,吴事贵,等.汶川地震区公路挡墙破坏分析及设计中有关问题的探讨[M]//汶川大地震工程震害调查分析与研究.北京:科学出版社,2009:921-924.
[4]姚令侃,冯俊德,杨明.汶川地震路基震害分析及对抗震规范改进的启示[J].西南交通大学学报,2009,44(3):301-310.
[5]刘立平,雷尊宇,周富春.地震边坡稳定分析方法综述[J].重庆交通学院学报,2001,20(3):83-88.
[6]肖克强.地震荷载作用下顺层岩体边坡变性特征及稳定性研究[D].武汉:中国科学院武汉岩土力学研究所,2006.
[7]刘红帅,薄景山,刘德东.岩土边坡地震稳定性评价方法研究进展[J].防灾科技学院学报,2007,9(3):20-27.
[8]NGUYEN K,GATMIRI B.Evaluation of seismic groud motion in-duced by topographic irregularity[J].Soil Dynamics and Earth-quake Engineering,2007,27:183-188.
[9]BOUCKOVALAS G D,ACHILLEAS P G.Numerical evaluation ofslope topography effects on seismic ground motion[J].Soil Dynam-ics and Earthquake Engineering,2005,25:547-558.
[10]徐光兴,姚令侃,李朝红,等.边坡地震动力响应规律及地震动参数影响研究[J].岩土工程学报,2008,30(8):918-923.
[11]徐年春,石维力,石东红.地震作用下边坡动力系数有限元分析[J].地下空间与工程学报,2008,4(6):1006-1010.
[12]郭继武.建筑抗震疑难释义[M].北京:中国建筑工业出版社,2003:6-25.
[13]林华东,王强.近场地震下简支梁桥的碰撞响应研究[J].广东公路交通,2008(4):19-21.
[14]张磊,石小玲.近场地震浅析[J].西部探矿工程,2005,17(1):193-194.
[15]非明伦,樊跃新,崔建文.施甸5.9级地震震害与竖向地震力作用[J].地震研究,2003,26(3):292-299.
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