土钉支护边坡动力模型的建立及地震响应分析
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摘要
参照上部结构抗震设计的方法,对土钉支护边坡的抗震设计提出了3个水准的抗震设防要求和两阶段设计法。综合考虑输入地震波的特性、边坡土体特性、坡高因素,以及土体边坡在水平地震激励下,其位移响应主要为剪切型变形,建立了土钉支护边坡地震动力简化模型。该模型将同一水平层不稳定土体、稳定土体在水平地震作用下运动趋势假想为同步,两者之间相互作用很小,因此,取不稳定土体和面板为研究对象。由于面板很柔,其运动随着土体的运动而变化,其刚度只考虑剪切刚度,将土钉处理成弹性支座,建立了土钉支护边坡振动方程,求解了在简谐地震作用下土钉支护边坡动力响应的解析解,通过该模型可以得到滑移面附近土钉轴力动力响应和土钉支护边坡的弹性动位移响应。最后,结合案例进行了分析,比较了按此分析方法与用ADINA按弹性有限元方法计算的结果,两者吻合较好。故这种方法可用于土钉支护边坡的第1阶段的抗震分析与设计。
Corresponding to design method of highrise building aseismic design,the request of three levels aseismic fortification design and the design way of two stages are proposed for the slope protected by soil nailing.Considering seismic excitation property,soil property and slope height,occurring shear displacement under horizontal excitation,a simplified dynamic calculation model of soil nailing protected structures for the slope is proposed.Based on the hypothesis that the lateral displacement of the stability soil and instability soil is nearly in phase and the lateral interaction between them is ignored under horizontal excitation,the instability soil and the facing are treated as study object.Because the facing is flexible,its lateral displacement depends on the lateral displacement of instability soil.The soil nailing is served as the elastic supports.Under the condition of horizontal earthquake excitation the equation of vibration is established in accordance with being mentioned ahead;the analytical solutions are obtained for simple harmonic vibration.The soil nailing axial force response in the neighborhood of failure surface and elastic lateral displacement history can be obtained by this method.The method is applied to a case record for illustration of its capability;in order to verify the method 3-D nonlinear FEM(ADINA) is used to analyze the seismic performance of this case;the comparison of results,using the proposed approach and FEM shows good agreement.This method can be used the first stage aseismic fortification design and analysis of the slope protected by soil nailing.
Corresponding to design method of highrise building aseismic design,the request of three levels aseismic fortification design and the design way of two stages are proposed for the slope protected by soil nailing.Considering seismic excitation property,soil property and slope height,occurring shear displacement under horizontal excitation,a simplified dynamic calculation model of soil nailing protected structures for the slope is proposed.Based on the hypothesis that the lateral displacement of the stability soil and instability soil is nearly in phase and the lateral interaction between them is ignored under horizontal excitation,the instability soil and the facing are treated as study object.Because the facing is flexible,its lateral displacement depends on the lateral displacement of instability soil.The soil nailing is served as the elastic supports.Under the condition of horizontal earthquake excitation the equation of vibration is established in accordance with being mentioned ahead;the analytical solutions are obtained for simple harmonic vibration.The soil nailing axial force response in the neighborhood of failure surface and elastic lateral displacement history can be obtained by this method.The method is applied to a case record for illustration of its capability;in order to verify the method 3-D nonlinear FEM(ADINA) is used to analyze the seismic performance of this case;the comparison of results,using the proposed approach and FEM shows good agreement.This method can be used the first stage aseismic fortification design and analysis of the slope protected by soil nailing.
引文
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[2]STOKER M F.The bearing behavior of nailed retaining structures[J].Geotechnical Special Publication,ASCE,1990,25:612-628.
[3]HANNA S,JURAN I,LEVY O,et al.Recent developments in soil nailing-design and practice[J].Journal of Engineering and Applied Science,1998,81:259-284.
[4]COTTON P E,DAVID M,LUARK P F,et al.Seismic response and extended life analysis of the deepest top-down soil nail wall in the U.S[J].Geotechnical Special Publication,2004,124:723-740.
[5]VUCETIC M,TUFENKJIAN M R,DOROUDIAN M.Dynamic centrifuge testing of soil-nailed excavations[J].Geotechnical Testing Journal,1993,16(2):172-187.
[6]朱彦鹏,王光彬.土钉支护地震作用下有限元分析[C]//第十届土力学及岩土工程学术会议论文集(下).重庆:重庆大学出版社,2007:695-702.
[7]陈建仁.土钉加筋边坡之耐震研究[D].台湾:台湾大学土木工程学研究所,2001.
[8]赖荣毅.土钉模型边坡动态反应仿真[D].台湾大学土木工程学研究所,2003.
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[10]BATHURST R J,KARPURAPU R,JARRETT P M.Finite element analysis of a geogrid reinforced soil wall[J].Grouting,Soil Improvement and Geosynthetics,ASCE,Geotechnical Special Publication1992,1(30):1213-1224.
[11]HO S K,ROWE R K.Finite element analysis of geosynthetic reinforced soil walls[C]//Proceedings of Geosynthetics’93,Vancouver,[S.l.]:[s.n.],1993,1:203-216.
[12]GAZETAS G.Seismic response of earth dams:some recent developments[J].Soil Dyn.Earthq.Engrg.,1987.6(1):3-47.
[13]R.W.克拉夫,J.彭津.结构动力学[M].王光远等译.科学出版社,1981.
[14]栾茂田,李湛,范庆来.土石坝拟静力抗震稳定性分析与坝坡地震滑移量估算[J].岩土力学,2007,28(2):224-230.LUAN Mao-tian,LI Zhan,FAN Qing-lai.Analysis and evaluation of pseudo-static aseismic stability and seism-induced sliding movement of earth-rock dams[J].Rock and Soil Mechanics,2004,28(2):224-230.
[15]刘华北,宋二祥.饱和可液化土中地下结构在震后固结中的响应[J].岩土力学,2007,28(4):705-710.LIU Hua-bei,SONG Er-xiang.Post-earthquake response of underground structures in saturated liquefiable soils[J].Rock and Soil Mechanics,2004,28(4):705-710.
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[17]STEVEN L.Kramer.Geotechnical Earthquake Engineering[M].Washington:Washington University Publishing House Press,1995.
[18]汪益敏,Richard J.Bathurst.振动条件下EPS缓冲对挡土墙受力与变形影响的水平条分法模型研究[C]//第十届土力学及岩土工程学术会议论文集(下).重庆:重庆大学出版社,2007:664-671.
[19]李国豪.工程结构抗震动力学[M].上海:上海科学技术出版社,1980.
[20]王兰民.黄土动力学[M].北京:地震出版社,2003.
[21]顾慰慈.挡土墙土压力计算[M].北京:中国建材工业出版社,2001.
[22]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[博士学位论文D].兰州:兰州理工大学,2008.
[23]董建华,朱彦鹏.地震作用下土钉支护边坡稳定性分析[J].中国公路学报,2008,21(6):20-25.DONG Jian-hua,ZHU Yan-peng.Stability analysis of slope supported by soil nailing retaining wall under earthquake[J].China Journal of Highway and Transport,2008,21(6):20-25.
[24]中华人民共和国国家标准编写组.GB50010-2002混凝土结构设计规范[S].北京:中国建筑出版社,2002.
[25]ADINA Research and Development Inc.,ADINA theory and modeling guide.Report ARD95-8[R].MA ADINA R&D Inc.,Watertown:[s.n],1995.
[2]STOKER M F.The bearing behavior of nailed retaining structures[J].Geotechnical Special Publication,ASCE,1990,25:612-628.
[3]HANNA S,JURAN I,LEVY O,et al.Recent developments in soil nailing-design and practice[J].Journal of Engineering and Applied Science,1998,81:259-284.
[4]COTTON P E,DAVID M,LUARK P F,et al.Seismic response and extended life analysis of the deepest top-down soil nail wall in the U.S[J].Geotechnical Special Publication,2004,124:723-740.
[5]VUCETIC M,TUFENKJIAN M R,DOROUDIAN M.Dynamic centrifuge testing of soil-nailed excavations[J].Geotechnical Testing Journal,1993,16(2):172-187.
[6]朱彦鹏,王光彬.土钉支护地震作用下有限元分析[C]//第十届土力学及岩土工程学术会议论文集(下).重庆:重庆大学出版社,2007:695-702.
[7]陈建仁.土钉加筋边坡之耐震研究[D].台湾:台湾大学土木工程学研究所,2001.
[8]赖荣毅.土钉模型边坡动态反应仿真[D].台湾大学土木工程学研究所,2003.
[9]曹国安,张鸿濡,张清.南昆线膨胀土土钉挡墙试验研究[J].北方交通大学学报,1997,21(4):395-398.CAO Guo-an,ZHANG Hong-ru,ZHANG Qing.Study on soil nail retaining wall in swelling soil in Nankun railway[J].Journal of Beijing Jiaotong University,1997,21(4):395-398.
[10]BATHURST R J,KARPURAPU R,JARRETT P M.Finite element analysis of a geogrid reinforced soil wall[J].Grouting,Soil Improvement and Geosynthetics,ASCE,Geotechnical Special Publication1992,1(30):1213-1224.
[11]HO S K,ROWE R K.Finite element analysis of geosynthetic reinforced soil walls[C]//Proceedings of Geosynthetics’93,Vancouver,[S.l.]:[s.n.],1993,1:203-216.
[12]GAZETAS G.Seismic response of earth dams:some recent developments[J].Soil Dyn.Earthq.Engrg.,1987.6(1):3-47.
[13]R.W.克拉夫,J.彭津.结构动力学[M].王光远等译.科学出版社,1981.
[14]栾茂田,李湛,范庆来.土石坝拟静力抗震稳定性分析与坝坡地震滑移量估算[J].岩土力学,2007,28(2):224-230.LUAN Mao-tian,LI Zhan,FAN Qing-lai.Analysis and evaluation of pseudo-static aseismic stability and seism-induced sliding movement of earth-rock dams[J].Rock and Soil Mechanics,2004,28(2):224-230.
[15]刘华北,宋二祥.饱和可液化土中地下结构在震后固结中的响应[J].岩土力学,2007,28(4):705-710.LIU Hua-bei,SONG Er-xiang.Post-earthquake response of underground structures in saturated liquefiable soils[J].Rock and Soil Mechanics,2004,28(4):705-710.
[16]谢定义.土动力学[M].西安:西安交通大学出版社,1998.
[17]STEVEN L.Kramer.Geotechnical Earthquake Engineering[M].Washington:Washington University Publishing House Press,1995.
[18]汪益敏,Richard J.Bathurst.振动条件下EPS缓冲对挡土墙受力与变形影响的水平条分法模型研究[C]//第十届土力学及岩土工程学术会议论文集(下).重庆:重庆大学出版社,2007:664-671.
[19]李国豪.工程结构抗震动力学[M].上海:上海科学技术出版社,1980.
[20]王兰民.黄土动力学[M].北京:地震出版社,2003.
[21]顾慰慈.挡土墙土压力计算[M].北京:中国建材工业出版社,2001.
[22]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[博士学位论文D].兰州:兰州理工大学,2008.
[23]董建华,朱彦鹏.地震作用下土钉支护边坡稳定性分析[J].中国公路学报,2008,21(6):20-25.DONG Jian-hua,ZHU Yan-peng.Stability analysis of slope supported by soil nailing retaining wall under earthquake[J].China Journal of Highway and Transport,2008,21(6):20-25.
[24]中华人民共和国国家标准编写组.GB50010-2002混凝土结构设计规范[S].北京:中国建筑出版社,2002.
[25]ADINA Research and Development Inc.,ADINA theory and modeling guide.Report ARD95-8[R].MA ADINA R&D Inc.,Watertown:[s.n],1995.
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