⑦巖土界面抗剪強度參數天然工況c取16.0kPa、φ取10.0°，飽和工況c取12.0kPa、φ取8.0°。結構計算（1：1.5放坡）計算項目：等厚土層土坡穩定計算1[計算簡圖][控制參數]:采用規范: 通用方法計算目標: 安全系數計算滑裂面形狀:圓弧滑動法不考慮地震[坡面信息]坡面線段數2坡面線號水平投影(m)豎直投影(m)超載數18.5505.7000210.0000.0000[土層信息]上部土層數1層號層厚重度飽和重度粘結強度孔隙水壓(m)(kN/m3)(kN/m3)(kpa)力系數15.70020.50040.000層號粘聚力內摩擦角水下粘聚水下內摩(kPa)(度)力(kPa)擦角(度)13.00023.000層號十字板τ強度增十字板τ水強度增長系(kPa)長系數下值(kPa)數水下值1================================================================下部土層數1層號層厚重度飽和重度粘結強度孔隙水壓(m)(kN/m3)(kN/m3)(kpa)力系數16.00020.50040.000層號粘聚力內摩擦角水下粘聚水下內摩(kPa)(度)力(kPa)擦角(度)13.00023.000層號十字板τ強度增十字板τ水強度增長系(kPa)長系數下值(kPa)數水下值1不考慮水的作用[筋帶信息]采用錨桿錨桿道數:1筋帶力調整系數:1.000筋帶號距地面水平間距總長度 傾角材料抗拉 錨固段 錨固段法向力發高度(m)(m)(m) (度)力(kN) 長度(m)直徑(m)揮系數13.001.0012.0015.00100.006.000.400.00[計算條件]圓弧穩定分析方法:瑞典條分法土條重切向分力與滑動方向反向時:當下滑力對待穩定計算目標:給定圓心、半徑計算安全系數條分法的土條寬度:1.000(m)圓心X坐標:5.000(m)圓心Y坐標:12.000(m)半徑:15.000(m)計算結果:[計算結果圖]滑動圓心=(5.000,12.000)(m)滑動半徑=15.000(m)滑動安全系數=1.917起始x終止xαliCiΦi條實重浮力地震力滲透力附加力X附加力Y下滑力抗滑力超載豎向地震力地震力(m)(m)(度)(m)(kPa)(度)(kN)(kN)(kN)(kN)(kN)(kN)(kN)(kN)(kN)(kN)-4.000-3.000-34.5501.2143.00023.007.060.000.000.000.000.00-4.006.110.000.00-3.000-2.000-30.0251.1553.00023.0020.040.000.000.000.000.00-10.0310.830.000.00-2.000-1.000-25.6981.1103.00023.0030.900.000.000.000.000.00-13.4015.150.000.00-1.0000.000-21.5251.0753.00023.0039.870.000.000.000.000.00-14.6318.970.000.000.0000.950-17.5680.9973.00023.0050.810.000.000.000.000.00-15.3423.550.000.000.9501.900-13.7960.9783.00023.0068.350.000.000.000.000.00-16.3031.110.000.001.9002.850-10.0840.9653.00023.0084.600.000.000.000.000.00-14.8138.250.000.002.8503.800-6.4150.9563.00023.0099.620.000.000.000.000.00-11.1344.890.000.003.8004.750-2.7720.9513.00023.00113.440.000.000.000.000.00-5.4950.950.000.004.7505.7000.8600.9503.00023.00126.080.000.000.000.000.001.8956.360.000.005.7006.6504.4950.9533.00023.00137.550.000.000.000.000.0010.7861.070.000.006.6507.6008.1480.9603.00023.00147.830.000.000.000.000.0020.9565.000.000.007.6008.55011.8360.9713.00023.00156.900.000.000.000.000.0032.1868.100.000.008.5509.55015.6741.0393.00023.00166.740.000.000.000.000.0045.0571.260.000.009.55010.55019.6871.0623.00023.00160.190.000.000.000.000.0053.9767.210.000.0010.55011.55023.8041.0933.00023.00152.010.000.000.000.000.0061.3562.310.000.0011.55012.55028.0561.1333.00023.00142.020.000.000.000.000.0066.8056.600.000.0012.55013.55032.4851.1863.00023.00130.030.000.000.000.000.0069.8450.120.000.0013.55014.55037.1471.2553.00023.00115.910.000.000.000.000.0069.9942.980.000.0014.55015.55042.1191.3493.00023.0098.710.000.000.000.000.0066.2035.120.000.0015.55016.55047.5241.4813.00023.0078.240.000.000.000.000.0057.7126.870.000.0016.55017.55053.5721.6853.00023.0053.160.000.000.000.000.0042.7718.450.000.0017.55018.55060.6952.0453.00023.0021.010.000.000.000.000.0018.3210.500.000.0018.55018.61364.8830.1483.00023.000.090.000.000.000.000.000.080.460.000.00筋帶號錨固抗拔材料抗拉計算采用有效錨固滑面角切向抗法向抗力(kN)力(kN)值 長度(m)度(度)力(kN)力(kN)186.230100.000抗拔力1.71553.97250.71969.737總的下滑力=512.762(kN)總的抗滑力=982.951(kN)土體部分下滑力=512.762(kN)土體部分抗滑力=932.232(kN)筋帶在滑弧切向產生的抗滑力=50.719(kN)筋帶在滑弧法向產生的抗滑力 =0.000(kN)=============================================