桩间临空面土体动力破坏的振动台模拟试验
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- 英文论文题名：The damage acceleration for seismic active pressure on soil between supporting piles
- 论文作者：王桂林 ; 李念 ; 王明珉
- 英文论文作者：Wang Guilin ; Li Nian ; Wang Mingmin ; Key Laboratory of New Technology for Construction of Cities in Mountain Area(Chongqing University) ; Ministry of Education ; School of Civil Engineering ; Chongqing University
- 年：2016
- 作者机构：山地城镇建设与新技术教育部重点实验室(重庆大学);重庆大学土木工程学院;
- 论文关键词：支护桩 ; 桩间土 ; 破坏加速度系数 ; 稳定性 ; 正交试验
- 英文论文关键词：supporting piles ; soil between piles ; the yield of damage acceleration ; stability ; orthogonal test
- 会议召开时间：2016-10-27
- 会议录名称：第九届全国防震减灾工程学术研讨会论文集
- 语种：中文
- 分类号：TU473.1
- 学会代码：OGTY
- 会议名称：第九届全国防震减灾工程学术研讨会
- 会议地点：中国安徽合肥
- 主办单位：中国土木工程学会、中国工程院土木、水利与建筑工程学部、中国土木工程学会防震减灾工程技术推广委员会、合肥工业大学、安徽省住房和城乡建设厅
- 学会名称：中国土木工程学会
- 页数：11
- 文件大小：841k
- 原文格式：O
- 会议级别：全国
摘要
桩间土体在地震作用下的稳定性是在支护桩设计时应该考虑的问题。本文采用小型精密地震振动台模拟系统和自行设计的刚性支护桩模拟箱,对支护桩缩尺模型开展正交试验,探究了桩间临空土体在地震作用下的破坏特征,分析了临空面土体高度、临空面土体宽度、土体强度参数等因素对桩间土在地震作用下破坏峰值加速度的影响。实验结果表明,在同等几何尺寸和土体强度参数情况下,桩间临空面土体在同等加速度峰值的地震波作用下的稳定性强于正弦波作用下的稳定性。说明在实际应用时可以把地震波加速度系数折减。分析得到不同宽度与黏聚力c比值对水平地震波破坏峰值加速度系数的影响,水平峰值加速度随着其比值的增大而减小,并且比值越大其变化率对峰值加速度的影响越小。
The stability of soil between supporting piles for seismic active pressure should be considered during design.A series of destructive tests are accomplished using shaking table system to explore the characteristics of seismic active failure on soil between piles.The influence of height and width of vertical free—face,the soil strength parameters of soil between piles are analyzed.The change rule of maximum yield of damage acceleration in experimental are compared with result calculated by the proposed method,and the correctness of the proposed method is verified.By the orthogonal tests,the phenomenon show that under the same geometry size and strength of soil parameters,soil between piles under the same peak acceleration stability under the action of seismic waves is stronger than the stability of the sine wave effect.In practical application can take seismic acceleration coefficient reduction.Analysis for different width and cohesion c ratio of horizontal seismic damage peak acceleration factor,the influence of horizontal peak acceleration decreases with the increase of the ratio,the greater the ratio and its change rate of peak acceleration of impact is smaller.
The stability of soil between supporting piles for seismic active pressure should be considered during design.A series of destructive tests are accomplished using shaking table system to explore the characteristics of seismic active failure on soil between piles.The influence of height and width of vertical free—face,the soil strength parameters of soil between piles are analyzed.The change rule of maximum yield of damage acceleration in experimental are compared with result calculated by the proposed method,and the correctness of the proposed method is verified.By the orthogonal tests,the phenomenon show that under the same geometry size and strength of soil parameters,soil between piles under the same peak acceleration stability under the action of seismic waves is stronger than the stability of the sine wave effect.In practical application can take seismic acceleration coefficient reduction.Analysis for different width and cohesion c ratio of horizontal seismic damage peak acceleration factor,the influence of horizontal peak acceleration decreases with the increase of the ratio,the greater the ratio and its change rate of peak acceleration of impact is smaller.
引文
[1]Mondnobe N.Considerations into earthquake vibrations and vibration theories.Journal of the Japan Society of Civil Engineers,1924.
[2]Okabe S.General theory on earthquake pressure and seismic stability of retaining wall and dam.Journal of the Japan Society of Civil Engineers,1924.
[3]Mondnobe N,Matsuo H.On the determination of earthquake pressure during earthquake.Proceedings of World Engineering Congress,1929.
[4]Ausilio E,Conte E,Dente G.Seismic stability analysis of reinforced slopes[J].Soil Dynamics and Earthquake Engineering,2000,19:159-172.
[5]CHEN WF.Limit analysis and soil plasticity[M].Amsterdam(The Netherlands):Elsevier Science;1975.
[6]SKRABL S,MACUH B.Upper-bound solutions of three-dimensional passive earth pressure[J].Canadian Geotechnical Journal,2005,42:1449-1460.
[7]YANG XL.Upper-bound limit analysis of active earth pressure with different fracture surface and nonlinear yield criterion[J].Theoretical and Applied Fracture Mechanics,2007,47:46-56.
[8]祁生文,伍法权,刘春玲,等.地震边坡稳定性的工程地质分析[J].岩石力学与工程学报,2004,23(16):2792-2797.
[9]年廷凯,栾茂田,郑德凤,崔春义.抗滑桩锚固深度的极限分析下限方法.水利学报,2007,38(6):743-748.
[10]于玉贞,邓丽军.抗滑桩加固边坡地震响应离心模型试验.岩土工程学报,2007,29(9):1320-1323.
[11]李荣建,于玉贞,李广信.土质边坡中部与顶部抗滑桩动力响应和边坡变形比较[J].山地学报,2010,02:135-140.
[12]王丽萍,张嘎,张建民,李焯芬.抗滑桩加固黏性土坡变形规律的离心模型试验研究[J].岩土工程学报,2009,31(07):1075-1081
[13]叶海林,郑颖人,李安洪,杜修力.地震作用下边坡抗滑桩振动台试验研究[J].岩土工程学报,2012,02:251-257.
[14]张永兴,王明珉,刘杰,王桂林.无挡板悬臂式抗滑桩桩间土体稳定性上限分析[J].岩土工程学报,2014,01:118-125.
[15]王明珉,王桂林,吴曙光.地震作用下桩间挡土构件主动土压力极限分析方法[J].岩土工程学报,2015,12:2301-2307.
[16]王明珉.支护桩桩间临空土体破坏机理与稳定性分析方法[D].重庆大学,2015.
[2]Okabe S.General theory on earthquake pressure and seismic stability of retaining wall and dam.Journal of the Japan Society of Civil Engineers,1924.
[3]Mondnobe N,Matsuo H.On the determination of earthquake pressure during earthquake.Proceedings of World Engineering Congress,1929.
[4]Ausilio E,Conte E,Dente G.Seismic stability analysis of reinforced slopes[J].Soil Dynamics and Earthquake Engineering,2000,19:159-172.
[5]CHEN WF.Limit analysis and soil plasticity[M].Amsterdam(The Netherlands):Elsevier Science;1975.
[6]SKRABL S,MACUH B.Upper-bound solutions of three-dimensional passive earth pressure[J].Canadian Geotechnical Journal,2005,42:1449-1460.
[7]YANG XL.Upper-bound limit analysis of active earth pressure with different fracture surface and nonlinear yield criterion[J].Theoretical and Applied Fracture Mechanics,2007,47:46-56.
[8]祁生文,伍法权,刘春玲,等.地震边坡稳定性的工程地质分析[J].岩石力学与工程学报,2004,23(16):2792-2797.
[9]年廷凯,栾茂田,郑德凤,崔春义.抗滑桩锚固深度的极限分析下限方法.水利学报,2007,38(6):743-748.
[10]于玉贞,邓丽军.抗滑桩加固边坡地震响应离心模型试验.岩土工程学报,2007,29(9):1320-1323.
[11]李荣建,于玉贞,李广信.土质边坡中部与顶部抗滑桩动力响应和边坡变形比较[J].山地学报,2010,02:135-140.
[12]王丽萍,张嘎,张建民,李焯芬.抗滑桩加固黏性土坡变形规律的离心模型试验研究[J].岩土工程学报,2009,31(07):1075-1081
[13]叶海林,郑颖人,李安洪,杜修力.地震作用下边坡抗滑桩振动台试验研究[J].岩土工程学报,2012,02:251-257.
[14]张永兴,王明珉,刘杰,王桂林.无挡板悬臂式抗滑桩桩间土体稳定性上限分析[J].岩土工程学报,2014,01:118-125.
[15]王明珉,王桂林,吴曙光.地震作用下桩间挡土构件主动土压力极限分析方法[J].岩土工程学报,2015,12:2301-2307.
[16]王明珉.支护桩桩间临空土体破坏机理与稳定性分析方法[D].重庆大学,2015.