邊坡穩(wěn)定性驗(yàn)算設(shè)計(jì)資料路基中心填土高3.6m，頂寬28.0m,路堤上邊坡坡度1:1.5，下邊坡坡度為1:1.75。填料為粘性土，干土粘聚力Cc=13Kpa,飽和后粘聚力Cb=5Kpa，內(nèi)摩擦角φ=20°，干土容重γ=17KN/m*m*m，飽和容重γb=11KN/m*m*m，最高水位8.2m，水力坡降為I=0.08。汽車荷載等級(jí)為公路─Ⅰ級(jí)。二.換算填土高h(yuǎn)行車荷載（公路─Ⅰ級(jí)為550KN）,橫向可布3輛標(biāo)準(zhǔn)車,取半幅路分析,換算土柱高h(yuǎn)0為：N-----橫向分布的車輛數(shù)L-----縱向分布長(zhǎng)度，L=13mB-----橫向分布車輛輪胎最外緣間總距離D-----輪胎著地寬度,對(duì)于公路一級(jí)為0.6mB=Nb+(N-1)d+D=3*1.8+2*1.3+0.6=8.6mh0*G/（B*γ*L）=3*550/（8.6*17*13.0）=0.87m三.按4.5H法確定滑動(dòng)圓心輔助線.在此取θ=arctg9.0531/13.8202=33°13′。查《公路路基設(shè)計(jì)手冊(cè)》P46表1-2-14得：β1=26o,β2=35o。據(jù)此兩角分別自坡角和左頂點(diǎn)作直線交于O點(diǎn),距坡角4.5H處向下H得點(diǎn)B，BO的延長(zhǎng)線為滑動(dòng)圓心輔助線。如圖確定輔助線四.按簡(jiǎn)化畢肖普條分法求穩(wěn)定系數(shù)K1）繪出三條不同位置的滑動(dòng)曲線：①一條通過路基右邊緣；②一條通過距右邊緣3.5m處；③一條通過距右邊緣7.0m處。2）用直線連接每條滑動(dòng)圓弧的兩端點(diǎn)，作這些直線的中垂線交BO于O1、O2、O3，即為滑動(dòng)曲線的中心。3）根據(jù)最高水位8.2m，水力坡降為I=0.08繪出浸潤(rùn)線。如下圖所示4）求通過路基右邊緣滑動(dòng)曲線的穩(wěn)定系數(shù)K1：將圓弧范圍內(nèi)土體分段，算出每一段土體內(nèi)圓弧中點(diǎn)與圓心豎線之間的偏角αi、浸潤(rùn)線上、下干土和飽和土面積以及滑動(dòng)曲線長(zhǎng)度。如圖計(jì)算表如下分段干土面積飽和土面積Wiαi干土圓弧長(zhǎng)飽和土圓弧長(zhǎng)WisinαiiWitg20°°CiLicossαiMai(Witg200°+CiiLicoosαi)/MMai(M*M)(M*M)(KN)(Rad)(M)(M)(KN)(KN)假定k=2.0310.681011.5790.8752.4408.88724.214320.307440.778611431.494006622.166036.8290.752.73025.10413.4046625.996220.853900446.141991732.814047.8360.6242.41027.9517.41125.415220.916300846.737881641.7711.43945.9350.49702.80521.90116.71912.328220.964500330.1161198501.02411.260.40301.0694.41584.0981664.91680.99020059.1041339601.10612.1630.35101.0654.1824.4268665.0003331.00067789.42080038702.02622.2850.27502.0786.05148.1110449.99961.011111217.9115593800.6467.10710.1801.851.27242.5867779.1005551.015944311.5039919總計(jì)99.764202.430045K=2.02995）求通過距右邊緣3.5m處滑動(dòng)曲線的穩(wěn)定系數(shù)K2：將圓弧范圍內(nèi)土體分段，算出每一段土體內(nèi)圓弧中點(diǎn)與圓心豎線之間的偏角αi、浸潤(rùn)線上、下干土和飽和土面積以及滑動(dòng)曲線長(zhǎng)度。如圖計(jì)算表如下分段干土面積飽和土面積Wiαi干土圓弧長(zhǎng)飽和土圓弧長(zhǎng)WisinαiiWitg20°°CiLicossαiMai(Witg200°+CiiLicoosαi)/MMai(M*M)(M*M)(KN)(Rad)(M)(M)(KN)(KN)假定k=1.1413.789064.4080.9533.02052.50323.4425522.757550.839499755.033005527.4230126.190.792.49089.63945.9291122.7670.930644173.815990737.4370.461131.490.6490.831.45779.47447.8614.399550.989655362.910443846.0972.54131.580.51402.29964.69547.8922210.007551.027755956.335887153.754.14109.290.38302.15740.84439.7799910.0051.046866147.556336761.4045.15180.5230.25802.0720.54529.3081110.006551.048366437.500886170.0114.89954.080.13702.027.385819.6835510.006441.034233428.7071102803.81641.9740.01902.0020.797515.2772210.005771.005888525.1349971901.37715.147-0.09902.011-1.4975.51305510.006330.963544716.1064442總計(jì)354.39403.101101K=1.13776）求通過距右邊緣7.0m處滑動(dòng)曲線的穩(wěn)定系數(shù)K3：將圓弧范圍內(nèi)土體分段，算出每一段土體內(nèi)圓弧中點(diǎn)與圓心豎線之間的偏角αi、浸潤(rùn)線上、下干土和飽和土面積以及滑動(dòng)曲線長(zhǎng)度。如圖計(jì)算表如下分段干土面積飽和土面積Wiαi干土圓弧長(zhǎng)飽和土圓弧長(zhǎng)WisinαiiWitg20°°CiLicossαiMai(Witg200°+CiiLicoosαi)/MMai(M*M)(M*M)(KN)(Rad)(M)(M)(KN)(KN)假定k=1.2116.2240105.81.0692.6092.76138.5097716.264110.74472273.5495514212.481.478228.350.7930.912.516162.6983.1119917.083220.9160221109.380081313.695.814296.730.58703.102164.35108.001112.913770.999211121.010057410.939.932295.060.39203.085112.72107.392214.2551.0390664117.07338556.28111.81236.620.20202.89847.47486.1239914.195441.040011796.459224161.51710.25138.550.03302.3744.571250.4271111.863551.00938861.711773703.8141.912-0.07500.986-3.1415.254884.9161440.97465520.695556803.43637.796-0.13901.013-5.23713.756665.0161550.948677819.7883333904.95154.461-0.23501.974-12.6819.822229.5987220.902477532.60022311001.7719.474-0.36302.044-6.9157.08819.5540220.828022720.0985521總計(jì)556.59672.368836K=1.2