边坡稳定性计算.doc

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1、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：天然容重(KN/m3)塑限（%）液限（%）含水量（%）粘聚力(kPa)内摩擦角（。）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：将

2、标准车重转换成土柱高度，按下列公式计算：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)m+其中：N为车辆数，取6m为相邻两车的轮距，取1.3mΔ为轮胎着地宽度，取0.6m即因此按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,台阶宽为3m，因此，查规范得，。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9，10块）分段正玄角度余玄面积GiNiTiL10.8

3、574121.030220.5146313.925264.575136.1583226.849845.468720.7089570.7880180.70525235.9841683.6979482.1793484.712230.5605010.5949910.82815449.5648941.7312779.8981527.841540.4120460.4246980.91116353.95621025.168934.0952422.41650.263590.2667420.96463549.1356933.5764900.5602246.081

4、660.1151350.1153910.9933541.5919790.2461784.990990.984727-0.03332-0.033330.99944536.1144686.1736685.7926-22.86398-0.18178-0.182790.9833428.2179536.1401527.208-97.4576　9-0.33023-0.336550.943914.7831280.8789265.1216-92.7552　10-0.43693-0.452190.8994931.619430.768627.67615-13.443

5、9　　　　　　　K=2.08　b、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7，8块）分段正玄角度余玄面积GiNiTiL10.8013210.92950.59823510.9259207.5921124.1888166.347937.056620.6633570.7252960.74830327.8226528.6294395.5752350.669830.5253920.5531760.8508630.7743584.7117497.5078307.20340.3874280.397840.921928.4433

6、540.4227498.2157209.374950.2494640.2521260.96838424.3881463.3739448.7239115.59560.1114990.1117320.99376524.4117463.8223460.930151.715877-0.02647-0.026470.9996515.3938292.4822292.3798-7.740548-0.15796-0.158630.9874454.807791.346390.19946-14.4293K=1.81c、滑动曲线过路基左边缘处，将圆弧范围土体分成7块，

7、如下：（从右往左分为6，7块）分段正玄角度余玄面积GiNiTiL10.7469440.8434550.6648863.732370.913747.1495652.968630.019620.631560.6835640.7753278.6782164.8858127.8404104.135330.5161750.542380.8564839.3948178.5012152.883292.1379440.4007910.412380.9161712.1201230.2819210.977392.294950.2854060.289430.95840

8、711.4438217.4322208.388462.0565560.1700220.1708520.985446.0707115.34