地震作用下土钉支护边坡永久位移计算方法研究
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摘要
基于拟静力稳定性分析模型,建立了地震作用下土钉支护边坡永久位移计算方法。提出了永久位移由地震作用过程中位移和震后位移两部分组成。在求解平均加速度时,将边坡考虑为弹性体对Newmark有限滑动位移法的刚性假定进行改进。采用遗传算法动态寻优实现边坡地震过程中永久位移计算。运用功能原理建立地震作用后永久位移计算模型并求解。根据土钉柔性结构特性,对土钉震后随土体滑移机理提出褶皱台阶变形来计算土钉的滑移摩阻做功。给出基于边坡永久位移控制的土钉支护结构动态设计理念及程序步骤,并用实例进行计算及数值验证,结果表明震后位移量与地震作用过程中位移的比值很大,因此震后位移不能忽略。
Based on the analysis model of pseudo-static stability,a permanent displacement calculation model of slope protected by soil nailing under earthquake is established.The total permanent displacement consisted of two parts of the earthquake displacement and the post-earthquake displacement is proposed.The solution of average acceleration adopts the elastic dynamic calculating model to improve the rigidity assumptions of the Newmark method.Using genetic algorithms to search yield acceleration can achieve the permanent displacement of slope under earthquake.Employing the principle of work and energy,the calculating model of a post-earthquake permanent displacement is established and solved.According to flexible soil nailing characteristic,the "folding steps" slip deformation mechanism is proposed to calculate the sliding friction works of soil nailing after the earthquake.The dynamic design philosophy and flow chart of the soil nailing structure are given based on the control of the permanent displacement of the slope.The analytical results show that the ratio of a post-earthquake displacement to a seismic displacement is great,and the post-earthquake displacement can not be ignored.
Based on the analysis model of pseudo-static stability,a permanent displacement calculation model of slope protected by soil nailing under earthquake is established.The total permanent displacement consisted of two parts of the earthquake displacement and the post-earthquake displacement is proposed.The solution of average acceleration adopts the elastic dynamic calculating model to improve the rigidity assumptions of the Newmark method.Using genetic algorithms to search yield acceleration can achieve the permanent displacement of slope under earthquake.Employing the principle of work and energy,the calculating model of a post-earthquake permanent displacement is established and solved.According to flexible soil nailing characteristic,the "folding steps" slip deformation mechanism is proposed to calculate the sliding friction works of soil nailing after the earthquake.The dynamic design philosophy and flow chart of the soil nailing structure are given based on the control of the permanent displacement of the slope.The analytical results show that the ratio of a post-earthquake displacement to a seismic displacement is great,and the post-earthquake displacement can not be ignored.
引文
[1]Newmark N M.Effect of Earthquake on dams andembankment[J].Geotechnique,1965,15(2):139―160.
[2]Goodman R E,Seed H B.Earthquake-induceddisplacements in sand embankment[J].Journal of SoilMechanics and Foundation Engineering Division,ASCE,1992(SM2):125―146.
[3]董建华.地震作用土钉支护边坡动力分析与抗震设计方法研究[D].兰州:兰州理工大学,2008.Dong Jianhua.Study on dynamic analysis and seismicdesign of slope protected by soil nailing retaining wallunder earthquake[D].Lanzhou:Lanzhou University ofTechnology,2008.(in Chinese)
[4]董建华,朱彦鹏.地震作用下土钉支护边坡稳定性计算方法[J].振动与冲击,2009,28(3):119―124.Dong Jianhua,Zhu Yanpeng.Stability calculationmethod of slope supported by soil nailing retaining wallunder earthquake[J].Journal of Vibration and Shock,2009,28(3):119―124.(in Chinese)
[5]Makdisi F I,Seed H B.Simpilified procedure forestimate dam and embankment earthquake inducedeformation[J].Journal of Geotechnical Engineering,1978,104(7):849―867.
[6]Steven L Kramer.Geotechnical earthquake engineering[M].Washington:Washington University PublishingHouse Press,1995.
[7]GB50330-2002,建筑边坡工程技术规范[S].北京:中国建筑工业出版社,2002.GB50330-2002,Technical code for building slopeengineering[S].Beijing:China Architecture andBuilding Press,2002.(in Chinese)
[8]Kohji Tokimatsa.Empirical correlation of soilliquefaction based on SPT—value and fines content[J].Soils and Foundations,1983,23(4):56―74.
[9]郭自强.固体中的波[M].北京:地震出版社,1982.Guo Ziqiang.Wave in solid[M].Beijing:ChinaEarthquake Press,1982.(in Chinese)
[10]Steedman R S,Zeng X.The influence of phase on thecalculation of Pseudostatic earth pressure on a retainingwall[J].Geotechnique,1990,40(1):103―112.
[11]毛彦龙,胡广韬,赵法锁,等.地震动触发滑坡体滑动的机理[J].西安工程学院学报,1998,20(4):45―52.Mao Yanlong,Hu Guangtao,Zhao Fasuo,et al.Mechanics of the landslide sliding caused by seismic[J].Journal of Xi’an Engineering University,1998,20(4):45―52.(in Chinese)
[12]Scheidegger A E.On the prediction of the reach velocityof catastrophic landslides[J].Rock Mechanics,1973,5:231―236.
[13]贺可强,王胜利,阳吉宝.运用遗传算法求解土钉支护结构的整体稳定性系数[J].岩土力学,2003,24(3):355―358.He Keqiang,Wang Shengli,Yang Jibao.The research ofgenetic algorithms applied to solving coefficient of integralstability of soil-nail braced structure[J].Chinese Journal ofRock and Soil Mechanics,2003,24(3):355―358.(inChinese)
[14]Byrne R J,Cotton D,Porterfied J,Wolschlag C,Ueblacker G.Manual for design and constructionmonitoring of soil nail walls[M].FHWA-SA-96-069R,Federal Highway Administration,Washington,DC 1998.
[15]JGJ120-99,建筑深基坑支护技术规程[S].北京:中国建筑工业出版社,1999.JGJ120-99,Technical specification for retaining andprotection of building foundation excavations[S].Beijing:China Architecture and Building Press,1999.(inChinese)
[2]Goodman R E,Seed H B.Earthquake-induceddisplacements in sand embankment[J].Journal of SoilMechanics and Foundation Engineering Division,ASCE,1992(SM2):125―146.
[3]董建华.地震作用土钉支护边坡动力分析与抗震设计方法研究[D].兰州:兰州理工大学,2008.Dong Jianhua.Study on dynamic analysis and seismicdesign of slope protected by soil nailing retaining wallunder earthquake[D].Lanzhou:Lanzhou University ofTechnology,2008.(in Chinese)
[4]董建华,朱彦鹏.地震作用下土钉支护边坡稳定性计算方法[J].振动与冲击,2009,28(3):119―124.Dong Jianhua,Zhu Yanpeng.Stability calculationmethod of slope supported by soil nailing retaining wallunder earthquake[J].Journal of Vibration and Shock,2009,28(3):119―124.(in Chinese)
[5]Makdisi F I,Seed H B.Simpilified procedure forestimate dam and embankment earthquake inducedeformation[J].Journal of Geotechnical Engineering,1978,104(7):849―867.
[6]Steven L Kramer.Geotechnical earthquake engineering[M].Washington:Washington University PublishingHouse Press,1995.
[7]GB50330-2002,建筑边坡工程技术规范[S].北京:中国建筑工业出版社,2002.GB50330-2002,Technical code for building slopeengineering[S].Beijing:China Architecture andBuilding Press,2002.(in Chinese)
[8]Kohji Tokimatsa.Empirical correlation of soilliquefaction based on SPT—value and fines content[J].Soils and Foundations,1983,23(4):56―74.
[9]郭自强.固体中的波[M].北京:地震出版社,1982.Guo Ziqiang.Wave in solid[M].Beijing:ChinaEarthquake Press,1982.(in Chinese)
[10]Steedman R S,Zeng X.The influence of phase on thecalculation of Pseudostatic earth pressure on a retainingwall[J].Geotechnique,1990,40(1):103―112.
[11]毛彦龙,胡广韬,赵法锁,等.地震动触发滑坡体滑动的机理[J].西安工程学院学报,1998,20(4):45―52.Mao Yanlong,Hu Guangtao,Zhao Fasuo,et al.Mechanics of the landslide sliding caused by seismic[J].Journal of Xi’an Engineering University,1998,20(4):45―52.(in Chinese)
[12]Scheidegger A E.On the prediction of the reach velocityof catastrophic landslides[J].Rock Mechanics,1973,5:231―236.
[13]贺可强,王胜利,阳吉宝.运用遗传算法求解土钉支护结构的整体稳定性系数[J].岩土力学,2003,24(3):355―358.He Keqiang,Wang Shengli,Yang Jibao.The research ofgenetic algorithms applied to solving coefficient of integralstability of soil-nail braced structure[J].Chinese Journal ofRock and Soil Mechanics,2003,24(3):355―358.(inChinese)
[14]Byrne R J,Cotton D,Porterfied J,Wolschlag C,Ueblacker G.Manual for design and constructionmonitoring of soil nail walls[M].FHWA-SA-96-069R,Federal Highway Administration,Washington,DC 1998.
[15]JGJ120-99,建筑深基坑支护技术规程[S].北京:中国建筑工业出版社,1999.JGJ120-99,Technical specification for retaining andprotection of building foundation excavations[S].Beijing:China Architecture and Building Press,1999.(inChinese)
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