《金乐滑坡防治工程设计报告》修改说明

'《湖北省三峡库区兴山县金乐滑坡防治工程设计报告》修改说明《湖北省三峡库区兴山县金乐滑坡防治工程设计报告》（以下简称《堪查报告》）经专家组2005年7月17日审查后，在勘查单位根据修改意见进行查对、修改的基础上，我校根据专家组的审查修改意见进行了复核、修改和补充。具体的修改、补充情况如下：一、关于任务来由的说明已按专家组的修改意见在《设计报告》中进行了修改。二、关于设计报告的修改1、计算参数采用最新的勘查单位的复核结果，修改后的参数建议值见表1。表1防治工程主要设计参数建议表滑体滑床（岩石）滑带土滑坡编号重度饱和承载力饱和抗剪强度天然抗剪强度饱和抗剪强度天然抗剪强度饱和抗剪强度天然饱和特征值备注抗压Cºjºrr"CjC""jCjC’j"fa(名称)3kN/mkPa度kPa度kPa度kPa度MPakPakPa度抗滑桩桩端以下微风Ⅰ号滑坡上段22.623.4845264024382222.321404000923737化长石砂岩ZK23~ZK2621.8122.894226372428252222.5132000250034Ⅰ号滑坡下段抗滑桩桩端以下主要ZK26以下21.8122.894226372425211719.5132000250034为泥质粉砂岩抗滑桩桩端以下为泥Ⅱ号滑坡21.4222.26402535232021.51619.5132000250034质粉砂岩2、根据修改后的地质剖面及参数，对I、II滑坡下段的滑坡推力进行了复核计算，参数采用分段取值的方法。I滑坡各潜在滑面稳定性计算结果见表2，潜在滑面1的计算基本数据及滑坡推力计算结果见表3。条分图及推力曲线见图2到图5，II滑坡计算基本数据及滑坡推力计算结果见表4，条分图及推力曲线见图6到图7。高程（m）高程（m）330320310拟削方区300290280原始地形270沿潜在滑面4滑260250240动后推测地形230220210潜在滑面3200190180170160潜在滑面2注：条分图中四条水位线从上到下（滑坡前缘）依次代表长江15023°潜在滑面4水位175m、162m、145m、现状水位（139m）时的地下水位线。1401潜在滑面1020406080100120140160180200220240260280300320340360380400420440460480500520540560580600620640660680700图1I号滑坡3-3’剖面稳定计算模型 高程（m）高程（m）拟削方区布桩位置潜在滑面1020406080100120140160180200220240260280300320340360380400420440460480500520540560580600620640660680700图2I号滑坡3-3’剖面潜在滑面1网格剖分图高程（m）高程（m）拟削方区布桩位置注：条分图中两条水位线从上到下（滑坡前缘）依次代表长江潜在滑面2水位175m、175m下降到145m过程中的某一地下水位线。020406080100120140160180200220240260280300320340360380400420440460480500520540560580600620640660680700图3I号滑坡3-3’剖面潜在滑面2网格剖分图高程（m）高程（m）3303303203203101310300拟削方区2300布桩位置342905290628087280927011102701226013260142501525024016240230181723022019潜在滑面32202021021210200200层面190190180180170170160160注：条分图中四条水位线从上到下（滑坡前缘）依次代表长江150150水位175m、162m、145m、现状水位（139m）时的地下水位线。140140280300320340360380400420440460480500520540560580600620图4I号滑坡3-3’剖面潜在滑面3网格剖分图 表2I号滑坡3-3’剖面潜在滑面稳定性计算结果表潜在滑面工况安全系数稳定性系数qzhm1工况21.201.060工况31.151.032qzhm2工况21.201.360工况31.151.337qzhm3工况51.151.542表3I号滑坡3-3.剖面潜在滑面1计算基本数据和滑坡推力剩余推力（KN/m）水平距地表坐水面坐滑面坐CФ滑块重量编号离（m）标（m）标（m）标（m）（kPa）（º）(kN/m)工况2工况3治理后613.80183.46183.46183.460001602.44181.58169.59169.5928251485.76364.79330.69364.792589.23179.91162.81162.8128254188.38395.27289.03395.273578.17178.11159.36159.1728254344.510.0000.004564.04176.88152.51152.7128256641.0859.27059.275555.10173.86160.06148.7028254862.470.0000.006546.47169.42148.85144.3128254807.241147.691082.291147.697540.64166.35143.11141.5428253188.631404.331287.851404.338534.24161.66138.23138.2328253371.131672.551498.461672.559528.48158.53134.78134.7828252962.542089.671863.522089.6710524.55151.79132.30132.3028251849.402379.252120.732379.2511519.06142.35128.94128.9428251970.882591.452298.922591.4512507.14142.48121.94121.9428254411.013004.782635.393004.7813497.73142.48116.93117.2728254691.943124.462681.234.4614484.59142.48110.83110.8328258144.563517.262936.31397.2615478.82139.78108.46108.4628253962.633350.162713.95230.1616472.15135.90106.45104.192222.54588.414507.883786.671387.8817459.35129.50103.3195.792222.59196.016627.285785.493507.2818431.58120.2697.1081.932222.522150.609096.168007.985976.1619406.40113.2391.4172.711719.522110.6610538.599253.267418.5920379.23103.4885.7165.971719.523685.7410010.058515.146890.0521356.20100.1680.6455.201719.521271.5813724.2311995.8610604.2322337.0093.1676.9548.951719.519230.8814248.9112395.611128.9123315.6284.0472.8843.471719.520428.2214293.0812279.0511173.0824300.8076.7870.3040.891719.512830.5913453.4911364.1810333.4925284.0468.9267.1638.631719.512617.7812721.7210543.099601.7226264.0771.7363.4436.711719.514825.6111449.309038.748329.3027256.0373.0261.9636.071719.56533.8810711.618184.777591.6128247.5771.9260.5735.431719.57008.089869.217210.356749.21 29231.8472.9957.8034.071719.513357.508352.125467.655232.1230184.4262.0050.3432.971719.536183.011783.1800.0031151.6554.2044.3823.121719.522167.732632.50860.0430.0032114.6242.2338.8412.341719.525574.253366.652208.80246.653390.4235.1735.179.001719.515488.852380.951693.730.003470.6928.9428.945.241719.511265.013045.812040.900.003532.0312.7212.661.431719.515484.223521.411764.63401.41360.000.000.000.001719.54138.733117.531340.140.00工况2（安全系数16000F=1.20)工况3(安全系数F=1.15)14000治理后120001000080006000400020000050100150200250300350400450500550600650图5I号滑坡3-3’剖面潜在滑面1推力曲线高程（m）高程（m）公路潜在滑面1020406080100120140160180200220240260280300320340360380400420440460480500520540560580600图6II号滑坡2-2’剖面条分图 表4II号滑坡稳定性计算条分数据和剩余推力表推力(KN/m)条块水平距顶面坐水面坐滑面坐φ条块重量工况2工况3（稳工况4（稳C(kPa)编号离（m）标（m）标（m）标（m）(º)（KN/m）（稳定性系定性系数定性系数治理后数K=0.86）K=0.83）K=0.81）524.04187.85187.85187.850.000.000.000.001500.84173.45167.09167.092021.51579.110.000.000.000.002483.11163.30153.45153.452021.53078.03947.92758.34947.92758.343468.73158.29146.68143.621619.53790.751687.371349.901687.371349.904461.85152.91143.40139.651619.52078.871979.211583.371979.211583.375455.53152.68140.36136.381619.52021.112213.651770.922213.651770.926450.72149.46138.27134.131619.51643.762344.401875.522344.401875.527448.06145.20137.14132.941619.5797.042387.961910.372387.961910.378437.30145.75132.65127.721619.53528.762795.472236.382795.472236.389423.70139.02126.93121.831619.55186.753178.272542.613178.2742.6110412.05134.09122.16117.401619.54275.203299.272639.423299.27139.4211400.34131.27118.27112.431619.54506.643630.752904.603630.75404.6012388.33128.41114.41107.281619.55204.204044.753235.804044.75735.8013375.05122.27109.16101.891619.55984.984490.793592.644490.791092.6414360.79121.37102.9592.761619.57586.356545.075236.056545.072736.0515344.20114.0396.0380.601619.511206.1410108.608086.8810108.605586.8816328.82102.9989.4470.911619.511016.1912810.1610248.1312810.167748.1317317.2795.4884.7566.671619.57715.4012564.7710051.8212564.777551.8218306.4189.7581.0765.441619.56336.1410756.758605.4010756.756105.4019278.0487.8574.6764.281619.514862.857572.466057.977572.463557.9720267.8084.2172.0164.131619.54865.136323.475058.776323.472558.7721256.2680.2069.0163.401619.54622.865367.634294.105367.631794.1022250.5376.1867.5962.851619.51877.305006.624005.305006.621505.3023244.0776.5066.0561.541619.51980.964866.003892.804866.001392.8024235.7271.6064.1558.951619.52503.614864.734913.384864.732413.3825228.4771.7262.6456.271619.52217.174928.735027.304928.732527.3026224.7069.7861.8654.921619.51247.234906.465053.654906.462553.6527215.5769.6459.9551.541619.53281.174972.005170.884972.002670.8828201.9269.4457.1646.831619.56060.754999.135249.084999.132749.0829190.8061.1954.9642.391619.55040.245332.125652.055332.123152.0530177.3354.1552.4638.891619.55068.014902.215245.374902.212745.3731165.6652.5850.6837.381619.53945.704182.044516.604182.042016.6032154.4855.3848.9736.521619.54205.443391.923697.193391.921197.1933135.3154.1944.9134.961619.58005.612014.602216.062014.600.0034110.2147.6342.2328.731619.510505.011292.131434.271292.130.003584.5640.6837.9521.421619.510815.061113.261246.851113.260.003660.7534.5534.5514.451619.510422.701018.191150.561018.190.003728.4312.4612.466.421619.59421.082786.203176.272786.20676.27 380.000.000.000.001619.51915.262000.002500.001500.000.0014000工况2(安全系数F=1.20)工况3(安全系数F=1.15)12000工况4(安全系数F=1.15)治理后10000）m/8000KN（6000剩余推力4000200000100200300400500600水平距离（m）图7II号滑坡2-2’剖面推力曲线3、根据滑坡推力计算结果，对方案一进行了优化，具体为：1）I号滑坡下段公路以下设置单排抗滑桩，公路内侧预应力锚索格构调正为格构锚杆护坡，格构护坡后部设置排水沟。2）II号滑坡公路以下设置单排抗滑桩，上旁设置排水沟，排水沟截面采用矩形；3）取消I号滑坡上段排水工程。4．抗滑桩的调整1）根据推力计算结果，取设桩位各工况最大推力为设计推力。I号滑坡下段II号、'