边坡稳定性分析.pdf
高路堤边坡稳定性分析高路堤边坡稳定性分析设计路段中，最高填土高度 12.76m，顶宽 27.0m。填料为粘性土，容重=19kN/m3，单位粘聚力为 c=39.2kPa，内摩擦角=18。基底为膨胀土路基，现设计其边坡。（如图示）先假设路堤上部 8m 边坡坡率为 1：1.5，下部 17.78m 坡率为 1：1.75。行车荷载（汽超20 级的重车为 550Kn）换算土柱高度为：h。=GBl=2*550/（27.5*5.5*13）=0.56m自堤顶至坡脚连一直线 AB，AB 线坡率为 1：1.75，查公路路基设计手册P46 表 1-2-14 得：1=25，2=35.据此作 AO、BO 交于 O 点；再在坡脚下 H(9.29m)，深度处得 C 点及沿水平线 4.5H(41.81m)处得 D 点，连 DO线得最危险滑弧圆心位置的辅助线。按条分法检算1):在辅助线上定出圆心O1，作通过坡脚和坡顶的圆弧，得半径R1=72.56m,，滑动圆弧中心角=43o。按填土横断面的形状，把整个路堤分为9 个土条，检算其稳定性，结果见表1。o1按条分法边坡稳定性计算表按条分法边坡稳定性计算表O1 R=72.56m=43 c=39.2KPa=18表 1土条 土条面土条重 GisinGicosGicos号积 wixi(m)sini(xi/R)cosi i=itan li(m)cili(KN)iwi(KN)i(KN)i(KN)(KN)14.854.50.7510.6686.464.87 57.067 18.55214.149.50.6820.731253.8173.1 185.64 60.33319.5444.50.6130.79351.72 215.6 277.89 90.3122424.9239.50.5440.839 448.56 244.1 376.35 122.35594164310525.6534.50.4750.88461.7219.4 406.241324.343512623.1229.50.4060.914 416.16 169.1 380.26 123.6719.8324.50.3370.941 356.94 120.4 336.01 109.2812.6519.50.2680.963227.761.13 219.34 71.2994.814.20.1960.98186.416.92 84.727 27.541285755.12.25K1=Wi*cos(i)*tg+c*Li/Wi*sin（i）=2.251.252):在辅助线上定出圆心 O2，作通过坡脚和坡顶 1/4 的圆弧，得半径 R2=61.49m,，滑动圆弧中心角=57。按填土横断面的形状，把整个路堤分为10 个土条，检算其稳定性，结果见表2o2按条分法边坡稳定性计算表按条分法边坡稳定性计算表O2 R=61.49m=57 c=39.2KPa=18表 2土条土条号面积 xi(m)sin土条重cosi i=GisinGicos Gicoswii(xi/R)itan li(m)cili(KN)iwi(KN)i(KN)i(KN)(KN)121.47 47.80.780.629386.46300.36 243.2 79.034241.37 42.40.690.725744.66512.87 539.9 175.46345.07 37.40.610.794811.26492.77 644.5 209.4558445.98 32.40.530.85827.64435.42 703.8 228.7532893547.53 27.40.440.896855.54380.53 766.3 249.03719.56645.322.40.360.932815.4296.38 759.6 246.882913.2738.88 17.40.280.959699.84197.47 671.4 218.2116831.05 12.40.20.98558.9112.25 547.5 177.94920.98 7.350.120.993377.6445.14374.9 121.85108.921.840.031160.564.8045 160.5 52.15927781758.81.5K2=Wi*cos(i)*tg+c*Li/Wi*sin（i）=1.51.253):在辅助线上定出圆心 O3，作通过坡脚和坡顶中心处的圆弧，得半径 R3=55.36m,，滑动圆弧中心角=70。按填土横断面的形状，把整个路堤分为11 个土条，检算其稳定性，结果见表3o3按条分法边坡稳定性计算表按条分法边坡稳定性计算表O3 R=55.36m=70 c=39.2KPa=18表 3土条 土条面土条重Gicos号积 wixi(m)sinGicosi(xi/R)cosi i=Gisinitanli(m)iwi(KN)i(KN)cili(KN)i(KN)(KN)124.33 44.970.81230.583 437.94355.75255.483.009265.97 39.090.70610.708 1187.5838.47840.8273.276373.72 33.650.60780.7941327806.581054342.4488387474.31 28.650.51750.856 1337.6692.231145371.971423782571.523.650.42720.9041287549.811164378.1865.974669.42 18.650.33690.942 1249.6420.961177382.368662762.813.650.24660.969 1130.4278.721095356.037853.688.650.15630.988 966.24150.98954.4310.171942.343.650.06590.998 762.1250.248760.5247.151028.44-1.35-0.0241511.92-12.48511.8166.3251112.65-6.86-0.1240.992227.7-28.22225.973.432141032984.371.37K3=Wi*cos(i)*tg+c*Li/Wi*sin（i）=1.371.254):在辅助线上定出圆心 O4，作通过坡脚和坡顶 3/4 处的圆弧，得半径 R4=51.63m,，滑动圆弧中心角=84。按填土横断面的形状，把整个路堤分为12 个土条，检算其稳定性，结果见表4o4按条分法边坡稳定性计算表按条分法边坡稳定性计算表O4 R=51.63m=84 c=39.2KPa=18表 4土条土条面号积 wixi(m)sin土条重i(xi/R)cosi i=Gisin GicosGicositan li(m)cili(KN)iwi(KN)i(KN)i(KN)(KN)128.14 43.750.8470.531506.5429.21 268.959 87.41275.06 37.880.7340.67951351991.26 918.049 298.43117.8 31.750.6150.788621201303.4 1671.36 543.24103.8 26.060.5050.86331869943.43 1613.55 524.4845100.1 21.060.4080.9131802734.89 1644.93 534.6488686693.85 16.060.3110.95041689525.47 1605.49 521.852396.788.09 11.060.2140.97681586339.67 1548.81 503.4.45679878.036.060.1170.99311405164.86 1394.83 453.32965.491.060.0210.9998117924.202 1178.573831050.5-3.94-0.080.9971909-69.37 906.349 294.61133.06-8.94-0.170.9849595.1-103586.091 190.51213.11-14.2-0.280.9614236-64.9226.879 73.745219.144081.9K4=Wi*cos(i)*tg+c*Li/Wi*sin（i）=1.91.25o1k1oo2oo34k3kk2mink4知 Kmin1.3141.25经过以上的条分法分析可知，此边坡是稳定的。K 值曲线图由
