滑坡（强变形区）治理工程施工图设计计算书

设计依据及执行规范本报告编制的主要依据如下：（1）项目合同及委托书；（2）《重庆市规划和自然资源局办公室关于纳入2022年第三季度市级地质灾害防治项目储备库的通知》（渝规资办〔2022〕139号）；（3）《关于进一步加强地质灾害防治与生态修复工作统筹协调的通知》（渝规资办【2020】95号）。（4）《关于重庆市巫山县巫峡镇灯盏窝滑坡（强变形区）治理工程初步设计的批复》。（5）地质依据1）《重庆市巫山县巫峡镇灯盏窝滑坡（强变形区）详细勘查报告》，重庆市地质矿产勘查开发局208水文地质工程地质队（重庆市地质灾害防治工程勘查设计院），2023年8月；3）《重庆市巫山县巫峡镇灯盏窝滑坡（强变形区）治理工程初步设计》，重庆市地质矿产勘查开发局208水文地质工程地质队（重庆市地质灾害防治工程勘查设计院），2023年8月；（6）有关的技术规程、规范及标准有：1）《地质灾害防治工程设计标准》（DB50/5029-2019）；2）《地质灾害防治工程勘查规范》（DB50143-2018）；3）《混凝土结构设计规范》（GB50010－2010）（2015版）。4）《建筑边坡工程技术规范》（GB50330-2013）；5）《建筑桩基技术规范》JGJ94—2008；6）《建筑基桩检测技术规程》JGJ106—2014参考执行的编制依据：1）《滑坡防治工程设计与施工技术规范》(DZ/T0219-2006)；2）《滑坡防治工程勘查规范》(DZ/T0218-2006)；3）《三峡库区地质灾害防治工程设计技术要求》（三峡库区地质灾害防治工作指挥部，2012.7）。2主要设计参数依据《勘查报告》提供的强度参数：岩性碎裂状泥岩块石土碎石土人工填土重度(kN/m3)天然25.0020.1720.00*19.50*饱和25.1420.5520.50*20.00*岩石单轴抗压强度（MPa）天然1.59///饱和////抗剪强度天然ckPa18.2425.26//φ°19.4914.14//饱和ckPa14.95*20.00//φ°16.57*12.18//承载力特征值(kPa)300*250*200*100*M30砂浆与岩体极限粘结强度标准值（kpa）400*200*200*80*基底摩擦系数0.35*0.30*0.25*0.2*弹性模量MPa4000*50*40*5*水平抗力系数(MN/m3)////水平抗力系数的比例系数(MN/m4)80*40*30*/结构面（滑面）参数天然饱和C（kPa）Φ（°）C（kPa）Φ（°）含碎石粉质粘土（局部滑塌体）25.2614.1422.7712.18碎块石含量较少块石土（滑带1）22.7412.7320.5010.97碎裂状泥岩间软弱夹层（滑面2）18.2421.2614.9516.57注：*代表经验取值。PAGEPAGE23PAGEPAGE153稳定性计算3.1计算模式图3-1折线形滑面不涉水滑坡稳定性计算模型简图计算方法：在用上述公式计算滑坡推力时，只需将上述式中的稳定系数Pn替换为安全系数FS，以此计算的Pn即为滑坡的推力。其中：Pn——第n条块单位宽度剩余下滑力（kN/m）；Pi——第i计算条块与第i+1计算条块单位宽度剩余下滑力（kN/m）；当Pi<0，（i<n）时取Pi=0；Ti——第i计算条块单位宽度重力及其他外力引起的下滑力（kN/m）；Ri——第i计算条块单位宽度重力及其他外力引起的抗滑力（kN/m）；——第i-1计算条块对第i计算条块的传递系数；——第i计算条块土的内摩擦角（°）；ci——第i计算条块土的粘聚力（kPa）；Li——第i计算条块滑动面长度（m）；ci——第i计算条块土的粘聚力（kPa）；Gi——第i计算条块滑体单位宽度自重（kN/m）；Gbi——第i计算条块滑体单位宽度附加荷载（kN/m）；θi——第i计算条块滑面倾角（°）；Qi——第i计算条块滑体单位宽度水平荷载（kN/m）；Ui——第i计算条块滑体单位总水压力（kN/m）；Fs——安全系数（kN/m）。3.2稳定性计算（1）防治工程安全等级；暴雨重现期为20年；防治工程的基准期按50年运行期考虑。（2）工况组合工况2（暴雨工况）：自重+地表荷载+20年一遇暴雨，滑坡体按半饱水状态。（3）计算剖面（4）计算结果表3-3稳定状态分级稳定系数FsFs＜1.001.00≤Fs＜1.051.05≤Fs＜FstFs≥Fst稳定性不稳定欠稳定基本稳定稳定表3-4稳定性计算成果表计算剖面位置计算工况稳定系数安全系数稳定性评价1-1′整体（滑面1)暴雨1.041.20欠稳定整体（滑面2）暴雨1.161.20基本稳定次级滑体1（2014裂缝、滑面1）暴雨1.031.20欠稳定次级滑体2（L7、滑面1）暴雨1.041.20欠稳定局部滑塌体1暴雨1.031.10欠稳定2-2′整体（滑面1)暴雨1.021.20欠稳定整体（滑面2）暴雨1.141.20基本稳定次级滑体1暴雨1.031.20欠稳定局部滑塌体2暴雨1.021.10欠稳定3-3′整体（滑面1)暴雨1.191.20基本稳定整体（滑面2）暴雨1.171.20基本稳定局部滑塌体3暴雨1.031.10欠稳定表3-5稳定性计算1-1剖面稳定性计算简图1-1剖面滑面1暴雨工况滑坡稳定性及剩余下滑力计算表稳定性系数FS=1.045块号滑体土附加竖向荷载Gbi(kN/m)水平荷载Qi(KN/m)岩土体自重Gi（kN/m）滑面长度Li（m）滑面倾角θi（°）滑面粘聚力Ci（kPa）滑面内摩擦角φi（°）下滑力Ti（kN/m）抗滑力Ri（kN/m）传递系数ψi-1剩余下滑力Pi（kN/m）当Pi-1<0时，取Pi-1=0设计推力计算粉质黏土夹碎石水上面积V(m2)粉质黏土夹碎石水下面积V(m2)碎裂岩体水上面积V(m2)碎裂岩体水下面积V(m2)粉质黏土夹碎石天然重度(kN/m3)粉质黏土夹碎石饱和重度(kN/m3)碎裂岩体天然重度(kN/m3)碎裂岩体饱和重度(kN/m3)安全系数Fst传递系数ψi-1剩余下滑力（kN/m）142.0020.1720.5525.0025.14324.000.00863.1012.2750.7020.5010.97918.63397.280.8175538.591.200.83587.56258.8020.1720.5525.0025.1485.500.001208.345.9224.7020.5010.97540.65349.210.9910646.901.200.99736.143156.8020.1720.5525.0025.140.003222.2416.7422.2020.5010.971217.49921.460.9678977.071.200.971179.864105.1020.1720.5525.0025.140.002159.8110.7814.8020.5010.97551.71625.750.9672898.711.200.971175.74599.8020.1720.5525.0025.140.002050.8912.547.3020.5010.97260.60651.390.9925506.741.200.99858.67654.8020.1720.5525.0025.140.001126.149.425.2020.5010.97102.06410.500.9791212.341.200.98612.99718.8020.1720.5525.0025.140.00386.346.740.0020.5010.970.00213.064.081.20423.951-1剖面滑面2暴雨工况滑坡稳定性及剩余下滑力计算表地质灾害防治工程勘查规范DB50/T143-2018（附录E公式）稳定性系数Fs=1.16块号滑体土地表构筑物荷载G'bi(kN/m)土条坡面外力与垂直方向的夹角α（°）附加竖向荷载Gbi(kN/m)水平荷载Qi(KN/m)条块重量Gi（kN/m）滑面长Li（m）滑面倾角θi（°）内聚力ci（kPa）内摩擦角φi（°）滑面折角λi（°）第i条块与第i-1条块界面处滑面压力水头高度hwi-1（m）第i条块与第i+1条块界面处滑面压力水头高度hwi（m）静水压力Pwi-1静水压力Pwi静水压力差值△Pwi滑面孔隙水压力Ui条块前方界面竖向长度hi（m）Ei（当Ei<Pwi（i<n）时取Ei=Pwi）稳定性系数Fs安全系数Fst设计水平剩余下滑力E（kN/m）粉质黏土夹碎石水上面积V(m2)粉质黏土夹碎石水下面积V(m2)碎裂岩体水上面积V(m2)碎裂岩体水下面积V(m2)粉质黏土夹碎石天然重度(kN/m3)粉质黏土夹碎石饱和重度(kN/m3)碎裂岩体天然重度(kN/m3)碎裂岩体饱和重度(kN/m3)内聚力cvi'（kPa）内摩擦角φvi'（°）119.6019.6019.3519.3520.1720.5525.0025.1421.7417.70.000.00.001768.3221.6765.2014.9516.5731.000.000.000.000.000.000.0012.101363.671.201.2001405.46229.5529.5513.7013.7020.1720.5525.0025.1420.1116.110.000.00.001890.198.8934.2014.9516.572.100.001.650.0013.61-13.6173.3413.282049.151.2002110.893197.45197.4533.8033.8020.1720.5525.0025.1420.1116.11669.000.00669.00.009734.9028.1532.1014.9516.5711.701.653.8313.6173.34-59.73771.3121.715112.961.2005264.794145.20145.2042.6042.6020.1720.5525.0025.1420.1116.110.000.00.008048.5118.9520.4014.9516.574.003.833.3573.3456.1117.23680.3121.005918.241.2006135.055134.45134.4597.7597.7520.1720.5525.0025.1420.1116.11361.500.00361.50.0010375.9920.1616.4014.9516.572.503.351.7956.1116.0240.09518.1125.536179.321.2006481.55688.0088.0095.4095.4020.1720.5525.0025.1420.1116.110.000.00.008366.7213.9613.9014.9516.570.501.790.0016.020.0016.02124.9426.605968.571.2006339.027114.90114.90159.65159.6520.1720.5525.0025.1421.7417.7409.500.00409.50.0012683.5819.9813.4014.9516.571.100.000.000.000.000.000.0028.975500.471.2005977.47893.1593.15135.60135.6020.1720.5525.0025.1421.7417.71008.000.001008.00.0010592.0516.5512.3014.9516.571.100.000.000.000.000.000.0027.574876.671.2005447.93975.6075.6089.9089.9020.1720.5525.0025.1421.7417.7138.000.00138.00.007586.0212.1711.2014.9516.572.200.000.000.000.000.000.0020.234299.651.2004934.151058.4558.4572.3072.3020.1720.5525.0025.1421.7417.7409.500.00409.50.006005.2112.719.0014.9516.572.000.000.000.000.000.000.0019.973537.481.2004225.971178.4078.4056.9556.9520.1720.5525.0025.1421.7417.70.000.00.006047.9215.657.0014.9516.571.000.000.000.000.000.000.0015.702555.801.2003296.861252.5552.5528.3528.3520.1720.5525.0025.1421.7417.70.000.00.003561.3110.706.0014.9516.571.000.000.000.000.000.000.0014.501897.141.2002669.961349.9049.9035.5035.5020.1720.5525.0025.1421.7417.70.000.00.003811.9012.645.0014.9516.571.000.000.000.000.000.000.0012.601108.441.2001915.911427.4027.4027.8527.8520.1720.5525.0025.1421.7417.70.000.00.002512.139.404.0014.9516.571.000.000.000.000.000.000.009.20529.381.2001360.28159.409.4030.4030.4020.1720.5525.0025.1421.7417.70.000.00.001907.0211.423.0014.9516.570.000.000.000.000.000.000.005.20-0.031.200849.731-1剖面局部滑塌体稳定性计算简图滑坡稳定性计算表1.037块号碎块石土地表荷载(kN/m)土条坡面外力与垂直方向的夹角θ（°）条块重量（kN/m）滑面长（m）滑面倾角（°）内聚力c（kPa）内摩擦角φ（°）静水压力Pwi-1静水压力Pwi静水压力差△Pwi滑面孔隙压力Ui下滑力Ti（kN/m）累积下滑力（kN/m）抗滑力Ri（kN/m）累积抗滑力（kN/m）剩余下滑力Pi（kN/m）传递系数ψi-1稳定性系数安全系数剩余下滑力（kN/m）水上面积V(m2)水下面积V(m2)天然重度(kN/m3)饱和重度(kN/m3)1017.3820.1720.5580.002660.177.984522.7712.1800001881188158858814870.85480.312441.101481.422046.6220.1720.552517.597.122122.7712.1800009092517673117617300.96510.467111.101593.113058.1820.1720.553711.916.651222.7712.1800007723201935207018150.98750.646621.101451.294050.3420.1720.553300.188.56822.7712.1800004593620900294416480.97020.813261.101038.055027.1320.1720.552647.039.52022.7712.18000003512788364410711.00001.037661.10218.962-2剖面滑面1稳定性计算简图2-2剖面滑面1暴雨工况滑坡稳定性及剩余下滑力计算表稳定性系数FS=1.02块号滑体土附加竖向荷载Gbi(kN/m)水平荷载Qi(KN/m)岩土体自重Gi（kN/m）滑面长度Li（m）滑面倾角θi（°）滑面粘聚力Ci（kPa）滑面内摩擦角φi（°）下滑力Ti（kN/m）抗滑力Ri（kN/m）传递系数ψi-1剩余下滑力Pi（kN/m）当Pi-1<0时，取Pi-1=0设计推力计算粉质黏土夹碎石水上面积V(m2)粉质黏土夹碎石水下面积V(m2)碎裂岩体水上面积V(m2)碎裂岩体水下面积V(m2)粉质黏土夹碎石天然重度(kN/m3)粉质黏土夹碎石饱和重度(kN/m3)碎裂岩体天然重度(kN/m3)碎裂岩体饱和重度(kN/m3)安全系数Fst传递系数ψi-1剩余下滑力（kN/m）119.5020.1720.5525.0025.140.00400.738.0858.6020.5010.97342.04206.110.6128139.451.200.63170.28277.3020.1720.5525.0025.140.001588.5212.3116.4020.5010.97448.50547.741.00630.001.201.0199.72366.9020.1720.5525.0025.140.001374.8010.2818.5020.5010.97436.23463.461.01780.001.201.01150.26460.3020.1720.5525.0025.140.001239.1711.6928.1020.5010.97583.66451.531.0000139.861.201.00359.59546.7020.1720.5525.0025.140.00959.699.4928.1020.5010.97452.02358.641.0113239.371.201.01512.75648.5020.1720.5525.0025.140.00996.6815.1432.3020.5010.97532.58473.671.0010309.081.201.00655.29735.8020.1720.5525.0025.140.00735.6911.8532.6020.5010.97396.37363.061.0000348.901.201.00749.65839.2020.1720.5525.0025.140.00805.569.9832.6020.5010.97434.01336.140.8835452.521.200.89903.55927.0020.1720.5525.0025.140.00554.856.5313.6020.5010.97130.47238.400.9573295.941.200.96738.611022.7020.1720.5525.0025.140.00466.4911.484.5020.5010.9736.60325.48-0.021.20475.812-2剖面滑面2稳定性计算简图2-2剖面滑面2暴雨工况滑坡稳定性及剩余下滑力计算表地质灾害防治工程勘查规范DB50/T143-2018（附录E公式）稳定性系数Fs=1.14块号滑体土地表构筑物荷载G'bi(kN/m)土条坡面外力与垂直方向的夹角α（°）附加竖向荷载Gbi(kN/m)水平荷载Qi(KN/m)条块重量Gi（kN/m）滑面长Li（m）滑面倾角θi（°）内聚力ci（kPa）内摩擦角φi（°）滑面折角λi（°）条块前方界面竖向长度hi（m）Ei（当Ei<Pwi（i<n）时取Ei=Pwi）稳定性系数Fs安全系数Fst设计水平剩余下滑力E（kN/m）粉质黏土夹碎石水上面积V(m2)粉质黏土夹碎石水下面积V(m2)碎裂岩体水上面积V(m2)碎裂岩体水下面积V(m2)粉质黏土夹碎石天然重度(kN/m3)粉质黏土夹碎石饱和重度(kN/m3)碎裂岩体天然重度(kN/m3)碎裂岩体饱和重度(kN/m3)内聚力cvi'（kPa）内摩擦角φvi'（°）116.2316.2314.9814.9820.1720.5525.0025.1417.4715.120.000.00.001411.9813.1548.0014.9516.576.005.97709.631.201.200745.08240.2440.2441.0141.0120.1720.5525.0025.1417.4715.120.000.00.003694.6116.0642.0014.9516.5716.0016.332288.231.2002395.54357.9257.9280.7280.7220.1720.5525.0025.1417.4715.120.000.00.006405.6817.6826.0014.9516.576.0022.923359.951.2003567.55472.6672.6676.7576.7520.1720.5525.0025.1417.4715.120.000.00.006806.9416.3320.0014.9516.578.0022.953779.151.2004087.40596.4196.41134.74134.7420.1720.5525.0025.1417.4715.120.000.00.0010681.7020.5512.0014.9516.570.0023.023007.781.2003473.73655.5155.51128.83128.8320.1720.5525.0025.1417.4715.12270.000.00270.00.008719.9818.3912.0014.9516.57-2.0027.162349.901.2002947.71738.6538.6595.7095.7020.1720.5525.0025.1417.4715.120.000.00.006371.9812.2214.0014.9516.570.0026.552118.331.2002808.15830.4330.4377.6077.6020.1720.5525.0025.1417.4715.120.000.00.005129.5210.1114.0014.9516.570.0025.221928.121.2002692.55930.1530.1573.8873.8820.1720.5525.0025.1417.4715.120.000.00.004931.8010.7214.0017.5218.360.0022.401571.531.2002415.981023.3523.3550.2550.2520.1720.5525.0025.1417.4715.120.000.00.003470.358.7314.0017.5218.36-1.0019.631302.591.2002204.311124.2524.2557.7257.7220.1720.5525.0025.1417.4715.120.000.00.003881.2913.4615.0017.5218.360.0014.301015.651.2001983.871217.9017.9029.2529.2520.1720.5525.0025.1417.4715.120.000.00.002195.4810.4815.0017.5218.364.0011.85811.321.2001819.101319.6019.607.787.7820.1720.5525.0025.1417.4715.120.000.00.001187.958.4111.0017.5218.3611.008.51578.441.2001611.821413.5013.509.829.8220.1720.5525.0025.1417.4715.120.000.00.001042.096.380.0022.7712.180.004.57242.611.2001286.62151.011.010.000.0020.1720.5525.0025.1417.4715.120.000.00.0041.1311.710.0022.7712.180.000.95-0.071.2001057.022-2剖面局部滑塌体稳定性计算简图2-2剖面滑面2暴雨工况滑坡稳定性计算表1.013块号碎块石土地表荷载(kN/m)土条坡面外力与垂直方向的夹角θ（°）条块重量（kN/m）滑面长（m）滑面倾角（°）内聚力c（kPa）内摩擦角φ（°）下滑力Ti（kN/m）累积下滑力（kN/m）抗滑力Ri（kN/m）累积抗滑力（kN/m）剩余下滑力Pi（kN/m）传递系数ψi-1稳定性系数安全系数剩余下滑力（kN/m）水上面积V(m2)水下面积V(m2)天然重度(kN/m3)饱和重度(kN/m3)10.001.7020.1720.55103.511.604622.7712.1874745252400.94810.697711.1029.9520.005.5320.1720.55336.722.193422.7712.181882591101591520.94810.615611.10125.4030.007.4820.1720.55455.462.112222.7712.181714161392902220.95970.697711.10167.3840.008.0020.1720.55487.121.941222.7712.181015011474262160.98750.850251.10125.0250.007.6220.1720.55463.982.07822.7712.18655591465661800.99031.013591.1048.302-2剖面滑面1次级剪出稳定性计算简图2-2剖面滑面1次级剪出暴雨工况滑坡稳定性及剩余下滑力计算表稳定性系数FS=1.03块号滑体土附加竖向荷载Gbi(kN/m)水平荷载Qi(KN/m)岩土体自重Gi（kN/m）滑面长度Li（m）滑面倾角θi（°）滑面粘聚力Ci（kPa）滑面内摩擦角φi（°）下滑力Ti（kN/m）抗滑力Ri（kN/m）传递系数ψi-1剩余下滑力Pi（kN/m）当Pi-1<0时，取Pi-1=0设计推力计算粉质黏土夹碎石水上面积V(m2)粉质黏土夹碎石水下面积V(m2)碎裂岩体水上面积V(m2)碎裂岩体水下面积V(m2)粉质黏土夹碎石天然重度(kN/m3)粉质黏土夹碎石饱和重度(kN/m3)碎裂岩体天然重度(kN/m3)碎裂岩体饱和重度(kN/m3)安全系数Fst传递系数ψi-1剩余下滑力（kN/m）154.6720.1720.5525.0025.140.001123.479.0223.0020.0012.18438.97403.620.934445.491.200.94102.63298.0420.1720.5525.0025.140.002014.7218.2211.0020.0012.18384.43791.271.01660.001.201.010.00370.4920.1720.5525.0025.140.001448.5710.8819.0020.5010.97471.61488.531.00850.001.201.0164.50485.5220.1720.5525.0025.140.001757.4412.2122.0020.5010.97658.35566.161.0085106.401.201.01251.51593.3420.1720.5525.0025.140.001918.1415.4025.0020.5010.97810.64652.670.9483281.651.200.95520.04647.5020.1720.5525.0025.140.00976.1316.4815.0020.0012.18252.64533.11-0.011.20304.283-3剖面稳定性计算简图3-3剖面滑面1暴雨工况滑坡稳定性及剩余下滑力计算表稳定性系数FS=1.19块号滑体土附加竖向荷载Gbi(kN/m)水平荷载Qi(KN/m)岩土体自重Gi（kN/m）滑面长度Li（m）滑面倾角θi（°）滑面粘聚力Ci（kPa）滑面内摩擦角φi（°）下滑力Ti（kN/m）抗滑力Ri（kN/m）传递系数ψi-1剩余下滑力Pi（kN/m）当Pi-1<0时，取Pi-1=0设计推力计算粉质黏土夹碎石水上面积V(m2)粉质黏土夹碎石水下面积V(m2)碎裂岩体水上面积V(m2)碎裂岩体水下面积V(m2)粉质黏土夹碎石天然重度(kN/m3)粉质黏土夹碎石饱和重度(kN/m3)碎裂岩体天然重度(kN/m3)碎裂岩体饱和重度(kN/m3)安全系数Fst传递系数ψi-1剩余下滑力（kN/m）115.9520.1720.5525.0025.1466.000.00327.776.6263.2020.5010.97351.48170.120.6689207.931.200.67209.71274.6620.1720.5525.0025.140.001534.2614.1123.8020.5010.97619.14561.361.0090284.581.201.01291.893160.5920.1720.5525.0025.140.003300.1226.6427.8020.5010.971539.131111.970.9670888.031.200.97906.964154.0020.1720.5525.0025.14370.500.003164.7022.9919.7020.5010.971191.701116.440.98931108.391.200.991138.605153.4620.1720.5525.0025.140.003153.6016.5316.5020.5010.97895.67924.980.99331211.761.200.991251.416144.4720.1720.5525.0025.140.002968.8619.1114.4020.5010.97738.33949.150.99731141.151.201.001190.53784.4520.1720.5525.0025.140.001735.4514.4413.5020.5010.97405.13623.120.98661017.451.200.991073.238103.3820.1720.5525.0025.140.002124.4616.109.6020.5010.97354.29736.080.9982736.991.201.00799.859136.5820.1720.5525.0025.140.002806.7219.679.0020.5010.97439.07940.581.0006381.131.201.00453.701054.9220.1720.5525.0025.140.001128.619.569.2020.5010.97180.44411.930.9991214.221.201.00291.121149.5820.1720.5525.0025.140.001018.8711.978.9020.5010.97157.63440.50-0.021.2081.413-3剖面滑面2暴雨工况滑坡稳定性及剩余下滑力计算表地质灾害防治工程勘查规范DB50/T143-2018（附录E公式）稳定性系数Fs=1.17块号滑体土地表构筑物荷载G'bi(kN/m)土条坡面外力与垂直方向的夹角α（°）附加竖向荷载Gbi(kN/m)水平荷载Qi(KN/m)条块重量Gi（kN/m）滑面长Li（m）滑面倾角θi（°）内聚力ci（kPa）内摩擦角φi（°）滑面折角λi（°）第i条块与第i-1条块界面处滑面压力水头高度hwi-1（m）第i条块与第i+1条块界面处滑面压力水头高度hwi（m）静水压力Pwi-1静水压力Pwi静水压力差值△Pwi滑面孔隙水压力Ui条块前方界面竖向长度hi（m）Ei（当Ei<Pwi（i<n）时取Ei=Pwi）稳定性系数Fs安全系数Fst设计水平剩余下滑力E（kN/m）粉质黏土夹碎石水上面积V(m2)粉质黏土夹碎石水下面积V(m2)碎裂岩体水上面积V(m2)碎裂岩体水下面积V(m2)粉质黏土夹碎石天然重度(kN/m3)粉质黏土夹碎石饱和重度(kN/m3)碎裂岩体天然重度(kN/m3)碎裂岩体饱和重度(kN/m3)内聚力cvi'（kPa）内摩擦角φvi'（°）126.9326.9332.2032.2020.1720.5525.0025.1417.4715.12177.000.00177.00.002710.6418.8259.5014.9516.5719.000.000.000.000.000.000.009.202360.131.171.2002397.22235.0835.08111.35111.3520.1720.5525.0025.1417.4715.12177.000.00177.00.007011.3020.7640.5014.9516.5717.000.005.000.00125.00-125.00519.0022.685640.561.2005728.68333.2833.28123.65123.6520.1720.5525.0025.1417.4715.12221.400.00221.40.007554.7713.7323.5014.9516.578.905.006.40125.00204.80-79.80782.6128.006958.791.2007090.37437.7937.79142.97142.9720.1720.5525.0025.1417.4715.120.000.00.008707.0713.9614.6014.9516.571.106.405.00204.80125.0079.80795.7227.107038.801.2007218.65581.9181.91198.34198.3420.1720.5525.0025.1417.4715.120.000.00.0013279.8924.0913.5014.9516.570.305.001.60125.0012.80112.20794.9718.506765.361.2007019.77678.5278.52138.45138.4520.1720.5525.0025.1417.4715.12370.500.00370.50.0010139.2222.3913.2014.9516.572.201.600.0012.800.0012.80179.1217.466343.431.2006659.71751.9451.9491.7591.7520.1720.5525.0025.1417.4715.120.000.00.006715.3416.3111.0014.9516.571.500.000.000.000.000.000.0017.765760.361.2006117.77873.2273.2294.8794.8720.1720.5525.0025.1417.4715.120.000.00.007737.8518.949.5014.9516.571.300.000.000.000.000.000.0015.954883.391.2005288.34943.5643.5663.9463.9420.1720.5525.0025.1417.4715.120.000.00.004979.5114.378.2014.9516.572.900.000.000.000.000.000.0016.114181.351.2004617.651051.6951.6965.1765.1720.1720.5525.0025.1417.4715.120.000.00.005372.4416.015.3014.9516.573.700.000.000.000.000.000.0016.313136.431.2003607.361168.2968.2965.2865.2820.1720.5525.0025.1417.4715.120.000.00.006053.6619.481.6014.9516.570.800.000.000.000.000.000.0012.691520.161.2002030.641227.4627.4621.7221.7220.1720.5525.0025.1417.4715.120.000.00.002207.219.520.8014.9516.5710.900.000.000.000.000.000.008.90885.271.2001415.431328.9128.917.097.0920.1720.5525.0025.1417.4715.120.000.00.001532.4612.05(10.10)14.9516.570.000.000.000.000.000.000.003.93-0.081.200534.993-3剖面局部滑塌体稳定性计算简图3-3剖面局部滑塌体暴雨工况滑坡稳定性及剩余下滑力计算表稳定性系数FS=1.03块号滑体土附加竖向荷载Gbi(kN/m)水平荷载Qi(KN/m)岩土体自重Gi（kN/m）滑面长度Li（m）滑面倾角θi（°）滑面粘聚力Ci（kPa）滑面内摩擦角φi（°）下滑力Ti（kN/m）抗滑力Ri（kN/m）传递系数ψi-1剩余下滑力Pi（kN/m）当Pi-1<0时，取Pi-1=0设计推力计算粉质黏土夹碎石水上面积V(m2)粉质黏土夹碎石水下面积V(m2)碎裂岩体水上面积V(m2)碎裂岩体水下面积V(m2)粉质黏土夹碎石天然重度(kN/m3)粉质黏土夹碎石饱和重度(kN/m3)碎裂岩体天然重度(kN/m3)碎裂岩体饱和重度(kN/m3)安全系数Fst传递系数ψi-1剩余下滑力（kN/m）146.5020.1720.5525.0025.140.00955.587.5328.0020.0012.18448.62332.710.9520124.631.100.96171.36235.8320.1720.5525.0025.140.00736.317.1218.0020.5010.97227.53281.701.017671.881.101.01156.73332.5920.1720.5525.0025.140.00669.727.2829.0020.5010.97324.69262.780.9797141.951.100.98264.39434.5120.1720.5525.0025.140.00709.186.5724.0020.5010.97288.45260.270.9797174.081.100.98331.22540.3320.1720.5525.0025.140.00828.786.3619.0020.5010.97269.82282.280.9548165.511.100.96359.89634.8220.1720.5525.0025.140.00715.556.8910.0020.0012.18124.25289.90-0.011.10228.004结构设计4.1设计指标灯盏窝滑坡强变形区（非涉水）设计工况：自重+地表荷载+地下水压力（暴雨工况）防治工程等级一级：安全系数：1.20防治工程等级三级：安全系数：1.10暴雨重现期为50年一遇。防治工程结构设计基准期为50年。4.2结构计算4.2.1抗滑桩结构计算由第3章可知：（1）滑面1：暴雨工况下处于基本稳定～欠稳定状态，1-1、2-2、3-3剖面稳定性系数分别为1.04、1.02、1.19，剩余下滑力分别为423.95kN/m、475.81kN/m、81.41kN/m；滑面1次级剪出：暴雨工况下处于欠稳定态，1-1、3-3剖面滑面1次级剪出稳定性系数分别为1.03、1.03，剩余下滑力分别为304.28kN/m、228.00kN/m。滑面2：暴雨工况下处于基本稳定态，1-1、2-2、3-3剖面稳定性系数分别为1.16、1.14、1.17，剩余下滑力分别为849.73kN/m、1057.02kN/m、534.99kN/m。设计拟采用在滑坡中前部布置抗滑桩对滑面1和滑面2同时进行支挡，在滑坡后部次级剪出的后方布置抗滑桩对滑面1的次级剪出进行支挡。同时，由于桩前土体稳定性较好，考虑桩前抗力（远小于被动土压力），采用各剖面的滑面2的剩余下滑力作为桩身荷载。1-1剖面桩身荷载采用849.73kN/m，设置A型抗滑桩进行支挡；2-2剖面桩身荷载采用1057.020kN/m，设置B型抗滑桩进行支挡；3-3剖面桩身荷载采用534.99kN/m，设置C型抗滑桩进行支挡;1-1剖面中部的次级剪出桩身荷载采用304.28kN/m，设置D型抗滑桩进行支挡;3-3剖面中后部的次级剪出桩身荷载采用228.00kN/m，设置E型抗滑桩进行支挡各桩型结构计算如下：原始条件:墙身尺寸:桩总长:22.000(m)嵌入深度:10.000(m)截面形状:方桩桩宽:2.000(m)桩高:2.500(m)桩间距:6.000(m)嵌入段土层数:1桩底支承条件:自由计算方法:M法土层序号土层厚(m)重度(kN/m3)内摩擦角(度)土摩阻力(kPa)M(MN/m4)被动土压力调整系数150.00025.14030.00200.0050.0001.000初始弹性系数A:0.000(MN/m3)初始弹性系数A1:0.000(MN/m3)桩前滑动土层厚:12.000(m)锚杆（索）参数:锚杆道数:0锚杆号锚杆类型竖向间距水平刚度入射角锚固体水平预加筋浆强度(m)(MN/m)(度)直径(mm)力(kN)fb(kPa)物理参数:桩混凝土强度等级:C30桩纵筋合力点到外皮距离:70(mm)桩纵筋级别:HRB400桩箍筋级别:HRB400桩箍筋间距:200(mm)挡土墙类型:一般挡土墙墙后填土内摩擦角:30.000(度)墙背与墙后填土摩擦角:15.000(度)墙后填土容重:20.550(kN/m3)横坡角以上填土的土摩阻力(kPa):120.00横坡角以下填土的土摩阻力(kPa):120.00坡线与滑坡推力:坡面线段数:3折线序号水平投影长(m)竖向投影长(m)110.5003.20022.5002.200312.3003.600地面横坡角度:10.000(度)墙顶标高:0.000(m)参数名称参数值推力分布类型矩形桩后剩余下滑力水平分力849.730(kN/m)桩后剩余抗滑力水平分力0.000(kN/m)采用土压力计算时考虑了桩前覆土产生的被动土压力覆土重度(kN/m3):21.550覆土内摩擦角(度):30.000覆土粘聚力(kPa):0.000覆土被动土压力调整系数:0.500注意：内力计算时，滑坡推力分项(安全)系数=1.000、库仑土压力分项(安全)系数=1.350、结构重要性系数=1.100=====================================================================第1种情况:滑坡推力作用情况[桩身所受推力计算]假定荷载矩形分布:桩后:上部=424.865(kN/m)下部=424.865(kN/m)桩前:上部=0.000(kN/m)下部=0.000(kN/m)桩前分布长度=12.000(m)(一)桩身内力计算计算方法:m法 背侧——为挡土侧；面侧——为非挡土侧。背侧最大弯矩=38727.438(kN-m)距离桩顶14.727(m)面侧最大弯矩=0.000(kN-m)距离桩顶-0.000(m)最大剪力=7851.709(kN)距离桩顶18.818(m)最大位移=79(mm)点号距顶距离弯矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-78.97-0.00020.44441.962-188.829-76.49-0.00030.889167.848-377.658-74.01-0.00041.333377.658-566.487-71.53-0.00051.778671.392-755.315-69.05-0.00062.2221049.049-944.144-66.58-0.00072.6671510.631-1132.973-64.10-0.00083.1112056.137-1321.802-61.63-0.00093.5562685.566-1510.631-59.17-0.000104.0003398.920-1699.460-56.71-0.000114.4444196.198-1888.289-54.26-0.000124.8895077.398-2077.118-51.82-0.000135.3336042.524-2265.947-49.39-0.000145.7787091.573-2454.775-46.98-0.000156.2228224.547-2643.604-44.59-0.000166.6679441.443-2832.433-42.22-0.000177.11110742.266-3021.262-39.87-0.000187.55612127.011-3210.091-37.55-0.000198.00013595.680-3398.920-35.26-0.000208.44415148.273-3587.749-33.00-0.000218.88916784.791-3776.578-30.78-0.000229.33318505.229-3965.406-28.61-0.000239.77820309.594-4154.235-26.48-0.0002410.22222197.885-4343.064-24.40-0.0002510.66724170.098-4531.893-22.38-0.0002611.11126226.236-4720.722-20.42-0.0002711.55628366.293-4909.551-18.53-0.0002812.00030590.277-5098.380-16.70-0.0002912.45532907.723-4867.174-14.92-339.1023012.90935014.980-4226.129-13.22-601.0973113.36436749.656-3276.094-11.62-792.2883213.81837993.250-2109.042-10.11-919.3883314.27338666.969-807.608-8.71-989.3813414.72738727.438555.155-7.40-1009.3393515.18238162.2811915.778-6.20-986.2413615.63636985.8203220.113-5.10-926.7823716.09135234.9024422.821-4.09-837.1903816.54532965.0785486.634-3.18-723.0713917.00030247.0596381.411-2.36-589.2694017.45527163.7897083.027-1.61-439.7664117.90923807.9367572.145-0.94-277.6064218.36420280.0297832.923-0.33-104.8714318.81816687.1047851.7090.2377.3184419.27313142.1047615.7580.74268.7424519.7279763.6937112.0761.22469.9934620.1826676.5866326.4021.67682.3284720.6364012.4115242.4412.10907.4804821.0911910.7253841.3842.521047.4054921.545520.2462101.8022.941103.9845022.0000.000572.2703.361278.657(二)桩身配筋计算点号距顶距离面侧纵筋背侧纵筋箍筋(m)(mm2)(mm2)(mm2)1-0.000100001000038120.444100001000038130.889100001000038141.333100001000038151.778100001000038162.222100001000038172.667100001000038183.111100001000038193.5561000010000381104.0001000010000381114.4441000010000381124.8891000010000381135.3331000010000381145.7781000010000381156.2221000010000381166.6671000011084381177.1111000012585381187.5561000014196381198.0001000015920381208.4441000017760381218.8891000019720381229.3331000021803381239.77810000240133812410.22210000263563812510.66710000288363812611.11110000314613812711.55610000342353812812.00010000371683812912.45510000402803813012.90910000431633813113.36410000455753813213.81810000473283813314.27310000482853813414.72710000483723813515.18210000475673813615.63610000459063813716.09110000434673813816.54510000403583813917.00010000367123814017.45510000326715074117.90910000283786194218.36410000239766794318.81810000196026834419.27310000153866294519.72710000114555144620.18210000100003814720.63610000100003814821.09110000100003814921.54510000100003815022.0001000010000381第2种情况:库仑土压力(一般情况)[土压力计算]计算高度为12.000(m)处的库仑主动土压力第1破裂角：42.672(度)E