块状岩体边坡倾倒破坏稳定性分析
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摘要
基于Scavia模型 ,该文给出了由台阶状破坏面上柱状岩块所组成的具有潜在旋转 倾倒破坏模式的完整改进理论解。新的闭解允许经典模型中两组节理交汇所形成的直角可为任意角度 ,锚固力和地震作用力为任意方向 ,水压力可以是块体高度内的任意值。为了展示一般的运用方法 ,也为了说明倾倒破坏模式的普遍规律 ,该文接着给出了可变几何外形的若干理想边坡倾倒破坏的稳定性分析 ,其分析结果可以用来指导倾倒破坏边坡的加固处理
This paper consists of two parts, the first one considers how to improve the close\|form solution of Scavia′s toppling model, and the second part illustrates some stability analysis results on the general toppling of rock slopes.Based on the present works, including the revision of some errors in the Scavia′s model, a completely improved theoretical model for the stability of a block rock slope susceptible to rotational toppling failure with columns on a stepped base has been eventually developed by the authors. The solution is consistent in principle with those models as used by Hoek and Bray (1981), Scavia C, et al (1990) and Duncan C Wyllie (1992) except extensions of their methods beyond the right angle intersected by two sets of joints for any incline of joints. The new model can also allow the external stabilizing force and seismic force to be inclined, the side water pressure to extend less than the full height of the block interface. The former two kinds of forces could act in any direction in a toppling rock slope.Finally, an idealized slope model with multi geometry configurations is analyzed for both demonstrating general use of the presented method and showing the general stability characters of toppling rock slopes. Some valuable results, which can be used as a guide for the reinforcement of a toppling rock slope as a whole, are found.
This paper consists of two parts, the first one considers how to improve the close\|form solution of Scavia′s toppling model, and the second part illustrates some stability analysis results on the general toppling of rock slopes.Based on the present works, including the revision of some errors in the Scavia′s model, a completely improved theoretical model for the stability of a block rock slope susceptible to rotational toppling failure with columns on a stepped base has been eventually developed by the authors. The solution is consistent in principle with those models as used by Hoek and Bray (1981), Scavia C, et al (1990) and Duncan C Wyllie (1992) except extensions of their methods beyond the right angle intersected by two sets of joints for any incline of joints. The new model can also allow the external stabilizing force and seismic force to be inclined, the side water pressure to extend less than the full height of the block interface. The former two kinds of forces could act in any direction in a toppling rock slope.Finally, an idealized slope model with multi geometry configurations is analyzed for both demonstrating general use of the presented method and showing the general stability characters of toppling rock slopes. Some valuable results, which can be used as a guide for the reinforcement of a toppling rock slope as a whole, are found.
引文
[1] SagasetaC .Onthemodesofinstabilityofarigidblockonaninclinedplane[J].RockMechanicsandRockEngi neering,1986,19:261-266.
[2] CrudenDM .Limitstocommontoppling[J].CanGeotech.J,1989,26:737-742.
[3] PritchardMA ,SavignyKW .HeatherHilllandslide.Anexampleofalargescaletopplingfailureinanaturalslope[J].CanadianGeotechnicalJournal,1991,28(3):410-422.
[4] CampbellSDG ,ParryS ,LiuYS .Deformationandslopefailuremodesincolumnarjointedtuffsofthehighis landformation———HongKong[J].HongKongGeologist,1999,5:37-40.
[5] CanerZanbak.Designchartsforrockslopessusceptibletotoppling[J ].JournalofGeotechnicalEngineering,ASCE ,1982,109(8):1039-1061.
[6] AydanOmer,KawamotoToshikazu.Topplingfailureofdiscontinuousrockslopesandtheirstabilization[J].Nip ponKogyoKaishiJournaloftheMining&MetallurgicalIn stituteofJapan,1987,103(1197):763-770.
[7] AydanOmer,KawamotoToshikazu.Thestabilityofslopesandundergroundopeningsagainstflexuraltopplingandtheirstabilization[J].RockMechanicsandRockEngineering,1992,25:143-165.
[8] DaviesP ,WilliamsAT ,BomboeP .NumericalmodelingoflowerliasrockfailuresinthecoastalcliffsofSouthWales[A].ProcSpecConfQuantApproachesCoastalSedimentProcess[C].PublbyASCE ,NewYork,NY ,USA .CoastalSediments′91;1991,2:1599-1612.
[9] DuncanCWyllie.Foundationonrock[M].E&FNSPON ,AnImprintofChapman&Hall.1992.156-160.
[10] BobetA .Analyticalsolutionsfortopplingfailure[J].In ternationalJournalRockMechanicsandMiningSciences,1999,36:971-980.
[11] ScaviaC ,BarlaG ,BernaudoV .Probabilisticstabilityanalysisofblocktopplingfailureinrockslopes[J].Int.J.RockMech.Min.Sci.&Geomech.Abstr,1990,27(6):465-478.
[2] CrudenDM .Limitstocommontoppling[J].CanGeotech.J,1989,26:737-742.
[3] PritchardMA ,SavignyKW .HeatherHilllandslide.Anexampleofalargescaletopplingfailureinanaturalslope[J].CanadianGeotechnicalJournal,1991,28(3):410-422.
[4] CampbellSDG ,ParryS ,LiuYS .Deformationandslopefailuremodesincolumnarjointedtuffsofthehighis landformation———HongKong[J].HongKongGeologist,1999,5:37-40.
[5] CanerZanbak.Designchartsforrockslopessusceptibletotoppling[J ].JournalofGeotechnicalEngineering,ASCE ,1982,109(8):1039-1061.
[6] AydanOmer,KawamotoToshikazu.Topplingfailureofdiscontinuousrockslopesandtheirstabilization[J].Nip ponKogyoKaishiJournaloftheMining&MetallurgicalIn stituteofJapan,1987,103(1197):763-770.
[7] AydanOmer,KawamotoToshikazu.Thestabilityofslopesandundergroundopeningsagainstflexuraltopplingandtheirstabilization[J].RockMechanicsandRockEngineering,1992,25:143-165.
[8] DaviesP ,WilliamsAT ,BomboeP .NumericalmodelingoflowerliasrockfailuresinthecoastalcliffsofSouthWales[A].ProcSpecConfQuantApproachesCoastalSedimentProcess[C].PublbyASCE ,NewYork,NY ,USA .CoastalSediments′91;1991,2:1599-1612.
[9] DuncanCWyllie.Foundationonrock[M].E&FNSPON ,AnImprintofChapman&Hall.1992.156-160.
[10] BobetA .Analyticalsolutionsfortopplingfailure[J].In ternationalJournalRockMechanicsandMiningSciences,1999,36:971-980.
[11] ScaviaC ,BarlaG ,BernaudoV .Probabilisticstabilityanalysisofblocktopplingfailureinrockslopes[J].Int.J.RockMech.Min.Sci.&Geomech.Abstr,1990,27(6):465-478.
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