高边坡稳定性分析设计计算书VIP免费

临沧临翔至清水河高速公路第SJ-1标段K32+557.04～K32+674.44右侧高填路堤边坡稳定性分析K32+557.04～K32+674.44右侧高填路堤边坡稳定性分析分析设置中国-公路行业（JT）稳定性分析地震荷载分析:JTGB02-2013中国公路工程抗震规范验算方法:中国规范安全系数折线滑面的安全系数:圆弧滑面的安全系数:持久设计状况SFpolyg=SFcirc=安全系数折线滑面的安全系数:圆弧滑面的安全系数:多段线编号1218.0039.9375.5197.1843.8925.4020.1524.1627.9248.1986.2435.5323.0121.8232.7654.1693.7931.4522.1622.94多段线位置内摩擦角:黏聚力:刚性材料编号cu=27.00°ccu=80.00kPa名称图例[kN/m3]25.001刚性材料编号11.30[–]1.30[–]指定材料和分区编号1分区位置分区点坐标[m]x27.9239.9354.1686.2497.1892.6875.1449.2418.0093.7975.5148.1932.7618.0097.18z35.5325.4022.1621.8224.1629.8724.7128.2150.7322.9420.1523.0131.4543.890.15x32.7648.1975.5193.7997.1884.3254.8442.3418.0086.2454.1639.9327.9218.0097.18z31.45碎石23.0120.1522.9431.1927.4127.4130.2143.89指定材料地震设计状况SFpolyg=SFcirc=1.15[–]1.15[–]2x18.0054.8492.68多段线上点坐标[m]zxz50.7342.3430.2127.4175.1424.7129.8797.1831.19x49.2484.32z28.2127.4121.82强风化石英片岩22.1625.4035.530.1524.16输入数据(工况阶段2)填方多段线编号多段线位置多段线上点坐标[m]x21.2932.1441.3450.3466.0983.0976.3581.44z47.9648.1848.2348.0940.0132.0125.0732.01x23.1435.4442.0953.3468.0983.3376.4582.09z48.0448.0748.2648.0340.0127.1228.1632.01x31.1436.5442.3454.0982.0979.13z48.2048.0748.2548.0132.0128.16岩土材料参数碎石天然重度:应力状态:内摩擦角:黏聚力:路基填土天然重度:应力状态:内摩擦角:黏聚力:强风化石英片岩天然重度:应力状态:=21.00kN/m3总应力cu,ccucu=36.00°ccu=8.00kPa12=22.00kN/m3总应力cu,ccucu=35.00°ccu=5.00kPa=25.00kN/m3总应力cu,ccu1[GEO5-土质边坡稳定分析|版本5.2017.30.0|Key3070/1|个人版用户|Copyright©2017Finespol.sr.o.AllRightsReserved|www.geo5china.com][南京库仑软件技术有限公司|+86-025-52375135|hotline@kulunsoft.com|http://www.geo5.cn]临沧临翔至清水河高速公路第SJ-1标段K32+557.04～K32+674.44右侧高填路堤边坡稳定性分析指定材料和分区编号1分区位置分区点坐标[m]x81.4476.4577.1383.09z32.0128.1625.3032.01x79.1376.3583.3382.09z指定材料28.16刚性材料编号125.0727.1232.01超载编号名称车辆荷载地下水地下水类型:地下水位编号地下水位位置地下水位点坐标[m]x18.0044.4287.98z45.7925.7920.07x23.0361.8094.85z38.3723.7020.61x33.7775.3197.18z31.3522.3120.79123476.4581.4468.0954.0950.3442.0936.5432.1423.1442.3454.8476.3527.9239.9354.1686.2497.1892.6883.3376.3554.8442.3418.0093.7975.5148.1932.7618.0097.1828.1632.0140.0148.0148.0948.2648.0748.1848.0430.2127.4125.0735.5325.4022.1621.8224.1629.8727.1225.0727.4130.2150.7322.9420.1523.0131.4543.890.1579.1382.0966.0953.3442.3441.3435.4431.1421.2949.2475.1432.7648.1975.5193.7997.1884.3277.1375.1449.2421.2918.0086.2454.1639.9327.9218.0097.1828.16路基填土32.0140.0148.0348.2548.2348.0748.2047.9628.2124.7131.45碎石23.0120.1522.9431.1927.4125.3024.7128.2147.9643.8921.82强风化石英片岩22.1625.4035.530.1524.161工况阶段设置设计状况:持久设计状况结果(工况阶段2)分析1(工况阶段2)圆弧滑动面滑动面参数圆心:x=z=R=89.91[m]87.02[m]55.55[m]角度:1=2=-45.51[°]-8.12[°]半径:自动搜索后的滑动面边坡稳定性验算(毕肖普法(Bishop))Fa=941.93kN/m滑面上下滑力的总和:Fp=1481.26kN/m滑面上抗滑力的总和:Ma=52324.20kNm/m下滑力矩:抗滑力矩:安全系数=1.57>1.30边坡稳定性满足要求Mp=82284.07kNm/m超载超载编号1新建是修改类型条形超载作用类型永久作用位置z[m]坡面起点x[m]x=24.00长度l[m]l=28.00宽度b[m]倾角[°]0.00q,q1,f,F30.00大小q2单...