岩溶塌陷影响下加筋路基加筋体设计方法
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摘要
土工合成材料可用来加固受岩溶塌陷影响的路基,有效地防止路堤突然塌陷,减缓地表沉降,起到预警作用。但该技术目前仍没有较为成熟的设计方法。统计已有的活动门实验数据,提出计算塌陷区加筋体上竖向荷载的简化太沙基公式。针对塌陷尺寸相对较小的情况,假设作用在塌陷区加筋体上的竖向荷载为倒三角分布模式,推导并验证了计算加筋体挠曲、拉力和地表沉降的解析方程。提出同时考虑正常使用极限状态和承载能力极限状态的设计方法,分析塌陷宽度、路堤高度、土体内摩擦角等参数对加筋体最大拉力和地表沉降的影响。研究结果表明:塌陷宽度是影响加筋体选取的最主要因素,当加筋体刚度增加到一定程度之后,再提高加筋体刚度对减小地表沉降不明显。
Geosynthetics could reinforce embankment subjected to localised sinkholes to prevent embankment from collapsing suddenly and decrease free surface settlements. With the trapdoor experiment statistics, a simplified Terzaghi's formula was proposed to calculate the vertical loads on the geosynthetics over localised sinkholes. Analytical solutions to the vertical displacement of the geosynthetics spanning localised sinkholes, the tension force in the geosynthetics and the free surface settlements above sinkholes were deduced under the assumption that there was an inverse triangular load distribution perpendicular to geosynthetics bridging relatively small sinkholes. A new method was presented to design geosynthetic-reinforced embankments over localised sinkholes considering the serviceability limit state and the ultimate limit state simultaneously. The influences of the parameters including the size of sinkholes, embankment height, internal friction of embankment soil layers, etc. on free surface settlements and the maximum tensions of geosynthetics were investigated. The results indicate that the size of the sinkhole is the most important factor in selecting the geosynthetic reinforcement. Besides, the free surface settlement cannot be reduced significantly by enhancing the geosynthetic stiffness as the geosynthetic stiffness has increased to a certain extent.
Geosynthetics could reinforce embankment subjected to localised sinkholes to prevent embankment from collapsing suddenly and decrease free surface settlements. With the trapdoor experiment statistics, a simplified Terzaghi's formula was proposed to calculate the vertical loads on the geosynthetics over localised sinkholes. Analytical solutions to the vertical displacement of the geosynthetics spanning localised sinkholes, the tension force in the geosynthetics and the free surface settlements above sinkholes were deduced under the assumption that there was an inverse triangular load distribution perpendicular to geosynthetics bridging relatively small sinkholes. A new method was presented to design geosynthetic-reinforced embankments over localised sinkholes considering the serviceability limit state and the ultimate limit state simultaneously. The influences of the parameters including the size of sinkholes, embankment height, internal friction of embankment soil layers, etc. on free surface settlements and the maximum tensions of geosynthetics were investigated. The results indicate that the size of the sinkhole is the most important factor in selecting the geosynthetic reinforcement. Besides, the free surface settlement cannot be reduced significantly by enhancing the geosynthetic stiffness as the geosynthetic stiffness has increased to a certain extent.
引文
[1]孟明辉,刘之葵,陈钊.广西百罗高速公路路面塌陷成因分析及地基处理[J].岩土工程界,2007,10(12):71-74.MENG Minghui,LIU Zhikui,CHEN Zhao.Causes of collapse of Guangxi baise highway and ground treatments[J].Geotechincal Engineering World,2007,10(12):71-74.
[2]徐湖林,姜明才,刘亚玲,等.浅析岩溶塌陷对公路的危害及其防治[J].公路交通科技(应用技术版),2010,68(8):158-159.XU Hulin,JIANG Mingcai,LIU Yaling,et al.Analysis of the damage of collapse to roads and treatments[J].Journal of Highway and Transportation Research and Development.2010,68(8):158-159.
[3]JTG D30—2004,公路路基设计规范[S].JTG D30—2004,Specification for design of highway subgrades[S].
[4]BONAPARTE R,BERG R.The use of geosynthetics to support roadways over sinkhole prone areas[C]//BECK B F,WILSON W L.Karst Hydrogeology:Engineering and Environmental Applications.Rotterdam:AA Balkema,1987:437-445.
[5]KINNEY T C,CONNOR B.Geosynthetics supporting embankments over voids[J].Journal of Cold Regions Engineering,1987,1(4):158-170.
[6]VILLARD P,GOURC J,GIRAUD H.A geosynthetic reinforcement solution to prevent the formation of localized sinkholes[J].Canadian Geotechnical Journal,2000,37(5):987-999.
[7]GIROUD J,BONAPARTE R,BEECH J,et al.Design of soil layer-geosynthetic systems overlying voids[J].Geotextiles and Geomembranes,1990,9(1):11-50.
[8]BS8006,British standard-code of practice for strengthened/reinforced soils and other fills[S].
[9]BLIVET J,GOURC J,VILLARD P,et al.Design method for geosynthetic as reinforcement for embankment subjected to localized subsidence[C]//Proceedings of the Seventh International Conference on Geosynthetics.France,AA Balkema,2002:341-344.
[10]BRIANCON L,VILLARD P.Design of geosynthetic-reinforced platforms spanning localized sinkholes[J].Geotextiles and Geomembranes,2008,26(5):416-428.
[11]VILLARD P,BRIANCON L.Design of geosynthetic reinforcements for platforms subjected to localized sinkholes[J].Canadian Geotechnical Journal,2008,45(2):196-209.
[12]付宏渊,殷苗苗,贺炜.防治公路岩溶塌陷的土工合成材料设计理论研究[J].岩土力学,2011,32(10):2983-2988.FU Hongyuan,YIN Miaomiao,HE Wei.Study of design theory of geosynthetics for treating road sinkhole collapse hazard in karst terrain[J].Rock and Soil Mechanics,2011,32(10):2983-2988.
[13]朱斌,陈若曦,陈云敏,等.抗沟渠型空洞水平加筋体的作用机理及设计方法[J].中国公路学报,2009,22(1):11-16.ZHU Bin,CHEN Ruoxi,CHNE Yunmin,et al.Action mechanism and design method of horizontal reinforcement subjected to trench void[J].China Journal of Highway and Transport,2009,22(1):11-16.
[14]HUCKERT A,BRIANCON L,VILLARD P,et al.Load transfer mechanisms in geotextile-reinforced embankments overlying voids:experimental and analytical approaches[J].Geotextiles and Geomembranes,2016,44(3):442-456.
[15]HUCKERT A,GARCIN P,VILLARD P,et al.Experimental and numerical approaches of the design of geotextile-reinforced embankments prone to sinkholes[C]//Proceeding of 10th International Conference on Geosynthetics.Berlin:DGGT,2014:107-114.
[16]TERZAGHI K.Theoretical soil mechanics[M].New York:John Wiley and Sons,1943:61-80.
[17]CHEVALIER B,COMBE G,VILLARD P.Experimental and discrete element modeling studies of the trapdoor problem:influence of the macro-mechanical frictional parameters[J].Acta Geotechnica,2012,7(1):15-39.
[18]加瑞.盾构隧道垂直土压力松动效应的研究[D].南京:河海大学土木工程学院,2007:15-30.JIA Rui.Study on relaxation effect of vertical soil pressure for sheild tunnel[D].Nanjing:Hohai University,College of Civil Engineering,2007:15-30.
[19]MCKELVEY III J A.The anatomy of soil arching[J].Geotextiles and Geomembranes,1994,13(5):317-329.
[20]HANDY R L.The arch in soil arching[J].Journal of Geotechnical Engineering,1985,111(3):302-318.
[21]LADANYI B,HOYAUX B.A study of the trap-door problem in a granular mass[J].Canadian Geotechnical Journal,1969,6(1):1-14.
[22]EVANS C H.An examination of arching in granular soils[D].Boston:MIT.Department of Civil Engineering,1983:152-168.
[23]ONO K,YAMADA M.Analysis of the arching action in granular mass[J].Geotechnique,1993,43(1):105-120.
[24]高登.扩建垃圾填埋场中间衬垫变形与稳定性状及其工程控制措施[D].杭州:浙江大学建筑工程学院,2009:87-125.GAO Deng.Deformation and stability of intermediate liner for landfill expansion and controlling mesures[D].Hangzhou:Zhejiang University.College of Civil Engineering and Architecture,2009:87-125.
[25]IGLESIA G R,EINSTEIN H H,WHITMAN R V.Validation of centrifuge model scaling for soil systems via trapdoor tests[J].Journal of Geotechnical and Geoenvironmental Engineering,2011,137(11):1075-1089.
[26]DEWOOLKAR M M,SANTICHAIANANT K,KO H Y.Centrifuge modeling of granular soil response over active circular trapdoors[J].Soils and Foundations,2007,47(5):931-945.
[27]PAPAMICHOS E,VARDOULAKIS I,HEIL L.Overburden modeling above a compacting reservoir using a trap door apparatus[J].Physics and Chemistry of the Earth,Part A:Solid Earth and Geodesy,2001,26(1):69-74.
[28]BEZUIJEN A,VAN EEKELEN S.Basal reinforced piled embankments:validation of inverse triangular load distribution with an extended Terzaghi equation[C]//Proceeding of 10th International Conference on Geosynthetics.Berlin:DGGT,2014:142-146.
[29]PALMEIRA E M.Soil–geosynthetic interaction:modelling and analysis[J].Geotextiles and Geomembranes,2009,27(5):368-390.
[30]JTG/D32—2012,公路土工合成材料应用技术规范[S].JTG/D32—2012,Technical specifications for application of geosynthetics in highway[S].
[31]GOURC J,VILLARD P.Reinforcement by membrane effect:application to embankments on soil liable to subsidence[C]//Proceedings of the 2nd Asian Geosynthetics Conference.Kuala Lumpur:West Plam Beach,2000:55-72.
[2]徐湖林,姜明才,刘亚玲,等.浅析岩溶塌陷对公路的危害及其防治[J].公路交通科技(应用技术版),2010,68(8):158-159.XU Hulin,JIANG Mingcai,LIU Yaling,et al.Analysis of the damage of collapse to roads and treatments[J].Journal of Highway and Transportation Research and Development.2010,68(8):158-159.
[3]JTG D30—2004,公路路基设计规范[S].JTG D30—2004,Specification for design of highway subgrades[S].
[4]BONAPARTE R,BERG R.The use of geosynthetics to support roadways over sinkhole prone areas[C]//BECK B F,WILSON W L.Karst Hydrogeology:Engineering and Environmental Applications.Rotterdam:AA Balkema,1987:437-445.
[5]KINNEY T C,CONNOR B.Geosynthetics supporting embankments over voids[J].Journal of Cold Regions Engineering,1987,1(4):158-170.
[6]VILLARD P,GOURC J,GIRAUD H.A geosynthetic reinforcement solution to prevent the formation of localized sinkholes[J].Canadian Geotechnical Journal,2000,37(5):987-999.
[7]GIROUD J,BONAPARTE R,BEECH J,et al.Design of soil layer-geosynthetic systems overlying voids[J].Geotextiles and Geomembranes,1990,9(1):11-50.
[8]BS8006,British standard-code of practice for strengthened/reinforced soils and other fills[S].
[9]BLIVET J,GOURC J,VILLARD P,et al.Design method for geosynthetic as reinforcement for embankment subjected to localized subsidence[C]//Proceedings of the Seventh International Conference on Geosynthetics.France,AA Balkema,2002:341-344.
[10]BRIANCON L,VILLARD P.Design of geosynthetic-reinforced platforms spanning localized sinkholes[J].Geotextiles and Geomembranes,2008,26(5):416-428.
[11]VILLARD P,BRIANCON L.Design of geosynthetic reinforcements for platforms subjected to localized sinkholes[J].Canadian Geotechnical Journal,2008,45(2):196-209.
[12]付宏渊,殷苗苗,贺炜.防治公路岩溶塌陷的土工合成材料设计理论研究[J].岩土力学,2011,32(10):2983-2988.FU Hongyuan,YIN Miaomiao,HE Wei.Study of design theory of geosynthetics for treating road sinkhole collapse hazard in karst terrain[J].Rock and Soil Mechanics,2011,32(10):2983-2988.
[13]朱斌,陈若曦,陈云敏,等.抗沟渠型空洞水平加筋体的作用机理及设计方法[J].中国公路学报,2009,22(1):11-16.ZHU Bin,CHEN Ruoxi,CHNE Yunmin,et al.Action mechanism and design method of horizontal reinforcement subjected to trench void[J].China Journal of Highway and Transport,2009,22(1):11-16.
[14]HUCKERT A,BRIANCON L,VILLARD P,et al.Load transfer mechanisms in geotextile-reinforced embankments overlying voids:experimental and analytical approaches[J].Geotextiles and Geomembranes,2016,44(3):442-456.
[15]HUCKERT A,GARCIN P,VILLARD P,et al.Experimental and numerical approaches of the design of geotextile-reinforced embankments prone to sinkholes[C]//Proceeding of 10th International Conference on Geosynthetics.Berlin:DGGT,2014:107-114.
[16]TERZAGHI K.Theoretical soil mechanics[M].New York:John Wiley and Sons,1943:61-80.
[17]CHEVALIER B,COMBE G,VILLARD P.Experimental and discrete element modeling studies of the trapdoor problem:influence of the macro-mechanical frictional parameters[J].Acta Geotechnica,2012,7(1):15-39.
[18]加瑞.盾构隧道垂直土压力松动效应的研究[D].南京:河海大学土木工程学院,2007:15-30.JIA Rui.Study on relaxation effect of vertical soil pressure for sheild tunnel[D].Nanjing:Hohai University,College of Civil Engineering,2007:15-30.
[19]MCKELVEY III J A.The anatomy of soil arching[J].Geotextiles and Geomembranes,1994,13(5):317-329.
[20]HANDY R L.The arch in soil arching[J].Journal of Geotechnical Engineering,1985,111(3):302-318.
[21]LADANYI B,HOYAUX B.A study of the trap-door problem in a granular mass[J].Canadian Geotechnical Journal,1969,6(1):1-14.
[22]EVANS C H.An examination of arching in granular soils[D].Boston:MIT.Department of Civil Engineering,1983:152-168.
[23]ONO K,YAMADA M.Analysis of the arching action in granular mass[J].Geotechnique,1993,43(1):105-120.
[24]高登.扩建垃圾填埋场中间衬垫变形与稳定性状及其工程控制措施[D].杭州:浙江大学建筑工程学院,2009:87-125.GAO Deng.Deformation and stability of intermediate liner for landfill expansion and controlling mesures[D].Hangzhou:Zhejiang University.College of Civil Engineering and Architecture,2009:87-125.
[25]IGLESIA G R,EINSTEIN H H,WHITMAN R V.Validation of centrifuge model scaling for soil systems via trapdoor tests[J].Journal of Geotechnical and Geoenvironmental Engineering,2011,137(11):1075-1089.
[26]DEWOOLKAR M M,SANTICHAIANANT K,KO H Y.Centrifuge modeling of granular soil response over active circular trapdoors[J].Soils and Foundations,2007,47(5):931-945.
[27]PAPAMICHOS E,VARDOULAKIS I,HEIL L.Overburden modeling above a compacting reservoir using a trap door apparatus[J].Physics and Chemistry of the Earth,Part A:Solid Earth and Geodesy,2001,26(1):69-74.
[28]BEZUIJEN A,VAN EEKELEN S.Basal reinforced piled embankments:validation of inverse triangular load distribution with an extended Terzaghi equation[C]//Proceeding of 10th International Conference on Geosynthetics.Berlin:DGGT,2014:142-146.
[29]PALMEIRA E M.Soil–geosynthetic interaction:modelling and analysis[J].Geotextiles and Geomembranes,2009,27(5):368-390.
[30]JTG/D32—2012,公路土工合成材料应用技术规范[S].JTG/D32—2012,Technical specifications for application of geosynthetics in highway[S].
[31]GOURC J,VILLARD P.Reinforcement by membrane effect:application to embankments on soil liable to subsidence[C]//Proceedings of the 2nd Asian Geosynthetics Conference.Kuala Lumpur:West Plam Beach,2000:55-72.
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