边坡稳定性计算VIP免费

边坡稳定性验算（注意本文的错别字：正玄应该是正弦）2.1基本资料路线经过区域路基填土为粘土，道路沿线最大路基边坡高度为14.084m,因此，拟验算路基高度为14m，边坡为梯形边坡。土力学指标：天然容塑限液限含水量粘聚力内摩擦重(KN/m3)(%)(%)(%)(kPa)角（。）1914271919272.2路基稳定性验算公路按一级公路标准，双向四车道，设计车速为80km/h,路基宽度为24.5m,荷载为车辆重力标准值550KN，中间带取3m，车道宽度3.75m，硬路肩2.5m，土路肩0.75m，进行最不利布载时对左右各布3辆车。路堤横断面图如下：公式中：L—纵向分布长度（等于汽车后轴轮胎的总距），即L=3+1.4+7.0+1.4+0.2=13mB—横向分布车辆轮胎最外缘间总距，即B=Nb+（N-1）n+I其中：N为车辆数，取6m为相邻两车的轮距，取1.3mA为轮胎着地宽度，取0.6m即E=(510-513-D.(j=17.^rn6X550mH——0.746因此）按4.5H法确定滑动圆心辅助线，上部坡度为1:1.5,下部坡度为1:1.75,台lllli=111.74阶宽为3m，因此，查规范得-1=--，2=--。绘制不同位置的滑动曲线：a、滑动曲线过路基中线，将圆弧范围土体分成10块，如下：（从右往左分为9弋---~^，10块）分段正玄角度余玄面积GiNiTiL10.8574121.030220.5146313.925264.575136.1583226.849845.468720.7089570.7880180.70525235.9841683.6979482.1793484.712230.5605010.5949910.82815449.5648941.7312779.8981527.841540.4120460.4246980.91116353.95621025.168934.0952422.41650.263590.2667420.96463549.1356933.5764900.5602246.081660.1151350.1153910.9933541.5919790.2461784.990990.984727-0.03332-0.033330.99944536.1144686.1736685.7926-22.86398-0.18178-0.182790.9833428.2179536.1401527.208-97.45769-0.33023-0.336550.943914.7831280.8789265.1216-92.755210-0.43693-0.452190.8994931.619430.768627.67615-13.4439K=2.08b、滑动曲线过路基左边缘1/4处，将圆弧范围土体分成8块，如下:（从右往左分为7注=,8块）d、滑动曲线过路基左边缘1/8处，将圆弧范围土体分成8块，如下:（从右往左分为7■:丸匚5，8块）分段正玄角度余玄面积GiNiTi10.8013210.92950.59823510.9259207.5921124.1888166.347920.6633570.7252960.74830327.8226528.6294395.5752350.669830.5253920.5531760.8508630.7743584.7117497.5078307.20340.3874280.397840.921928.4433540.4227498.2157209.374950.2494640.2521260.96838424.3881463.3739448.7239115.59560.1114990.1117320.99376524.4117463.8223460.930151.715877-0.02647-0.026470.9996515.3938292.4822292.3798-7.740548-0.15796-0.158630.9874454.807791.346390.19946-14.4293K=1.81（从右往左分为6弋-，7块）30.019ID-9寸r分段正玄角度余玄面积GiNiTi10.7723590.8825460.6351879.5619181.6761115.3982140.319120.6441140.6998640.7649318.6539354.4241271.1095228.289430.5158690.5420210.85666819.6007372.4133319.0344192.116440.3876240.3980520.92181817.4366331.2954305.394128.41850.2593790.2623790.96577618.765356.535344.332892.4775960.1311340.1315120.99136514.0517266.9823264.676835.0103870.0028890.0028890.9999966.012114.228114.22750.3299738-0.07025-0.070310.9975290.10151.92851.923735-0.13548K=1.86（从右往左分为8匚-：-厂鳶，9块）3斗応33.379e、滑动曲线过路基左边缘3/8处，将圆弧范围土体分成9块，如下:L分段正玄角度余玄面积GiNiTi10.8305040.9800120.55701312.2804233.3276129.9664193.779520.6858740.7558030.72772132.1727611.2813444.8421419.261730.5412430.5719150.84086642.3245804.1655676.1955435.249140.3966130.4078240.91798640.7737774.7003711.164307.25650.2519820.2547280.96773235.6655677.6445655.7782170.754460.1073520.1075590.99422130.591581.229577.870162.396057-0.03728-0.037290.99930526.535504.165503.8146-18.79458-0.18191-0.182930.98331515.6189296.7591291.8078-53.98319-0.30282-0.307650.9530493.212761.041358.17535-18.4843K=1.90（从右往左分为7-二二活，8块）I511分段正玄角度余玄面积GiNiTi10.7866230.905320.61743410.3553196.7507121.4806154.768520.6531280.7117080.75724723.7905452.0195342.2906295.226630.5196340.5464220.85438925.0749476.4231407.0507247.565540.3861390.3964430.9224422.6535430.4165397.0336166.200750.2526450.2554130.96755921.2606403.9514390.8468102.056241.079f、滑动曲线过路基左边缘3/16处，将圆弧范围土体分成8块，如下:L60.119150.1194340.99287618.7468356.1892353.651842.44017-0.01434-0.014340.99989710.4511198.5709198.5505-2.84838-0.11603-0.116290.9932461.508728.665328.47169-3.32604K=1.8035.176由此得出6个滑动面的K值，作图如下:K.KfK4KJK2KI其中K2=1.90K3=1.8014!=2.08,,K4=1.81K5=1・8&Kfr=2・39可见第三条曲线为极限的滑动面，足羔=1-阮，因此本设计采用的边坡稳定性偏安全，符合要求。