邊坡穩(wěn)定性計算

1、2.1基本資料路線經(jīng)過區(qū)域路基填土為粘土，道路沿線最大路基邊坡高度為14.084m，因此，擬驗算路基高度為14m，邊坡為梯形邊坡。土力學(xué)指標：天然容重(KN/m3)塑限（%）液限（%）含水量（%）粘聚力(kPa)內(nèi)摩擦角（。）1914271919272.2路基穩(wěn)定性驗算公路按一級公路標準，雙向四車道，設(shè)計車速為80km/h，路基寬度為24.5m，荷載為車輛重力標準值550KN，中間帶取3m，車道寬度3.75m，硬路肩2.5m，土路肩0.75m，進行最不利布載時對左右各布3輛車。路堤橫斷面圖如下：將標準車重轉(zhuǎn)換成土柱高度，按下列公式計算： 公式中：L-縱向分布長度（等于汽車后軸輪胎的總距），即L

2、=3+1.4+7.0+1.4+0.2=13m B-橫向分布車輛輪胎最外緣間總距，即 B=Nb+(N-1)m+ 其中：N為車輛數(shù)，取6 m為相鄰兩車的輪距，取1.3m 為輪胎著地寬度，取0.6m 即因此按4.5H法確定滑動圓心輔助線，上部坡度為1:1.5,下部坡度為1:1.75,臺階寬為3m，因此，查規(guī)范得，。繪制不同位置的滑動曲線：a 、滑動曲線過路基中線，將圓弧范圍土體分成10塊，如下：（從右往左分為9，10塊）分段 正玄 角度 余玄 面積 Gi Ni Ti L10.8574121.030220.5146313.925264.575136.1583226.849845.468720.7089

3、570.7880180.70525235.9841683.6979482.1793484.712230.5605010.5949910.82815449.5648941.7312779.8981527.841540.4120460.4246980.91116353.95621025.168934.0952422.41650.263590.2667420.96463549.1356933.5764900.5602246.081660.1151350.1153910.9933541.5919790.2461784.990990.984727-0.03332-0.033330.99944536.11

4、44686.1736685.7926-22.86398-0.18178-0.182790.9833428.2179536.1401527.208-97.45769-0.33023-0.336550.943914.7831280.8789265.1216-92.755210-0.43693-0.452190.8994931.619430.768627.67615-13.4439K=2.08b、滑動曲線過路基左邊緣1/4處，將圓弧范圍土體分成8塊，如下：（從右往左分為7，8塊）分段正玄角度余玄面積GiNiTiL10.8013210.92950.59823510.9259207.5921124.18

5、88166.347937.056620.6633570.7252960.74830327.8226528.6294395.5752350.669830.5253920.5531760.8508630.7743584.7117497.5078307.20340.3874280.397840.921928.4433540.4227498.2157209.374950.2494640.2521260.96838424.3881463.3739448.7239115.59560.1114990.1117320.99376524.4117463.8223460.930151.715877-0.02647

6、-0.026470.9996515.3938292.4822292.3798-7.740548-0.15796-0.158630.9874454.807791.346390.19946-14.4293K=1.81c、滑動曲線過路基左邊緣處，將圓弧范圍土體分成7塊，如下：（從右往左分為6，7塊）分段 正玄 角度 余玄 面積 Gi Ni Ti L10.7469440.8434550.6648863.732370.913747.1495652.968630.019620.631560.6835640.7753278.6782164.8858127.8404104.135330.5161750.542

7、380.8564839.3948178.5012152.883292.1379440.4007910.412380.9161712.1201230.2819210.977392.294950.2854060.289430.95840711.4438217.4322208.388462.0565560.1700220.1708520.985446.0707115.3433113.663919.6108970.0906950.090820.9958790.540410.267610.225280.931221K=2.39d、滑動曲線過路基左邊緣1/8處，將圓弧范圍土體分成8塊，如下：（從右往左分為

8、7，8塊）分段 正玄 角度 余玄 面積 Gi Ni Ti L10.7723590.8825460.6351879.5619181.6761115.3982140.319133.379320.6441140.6998640.7649318.6539354.4241271.1095228.289430.5158690.5420210.85666819.6007372.4133319.0344192.116440.3876240.3980520.92181817.4366331.2954305.394128.41850.2593790.2623790.96577618.765356.535344.3

9、32892.4775960.1311340.1315120.99136514.0517266.9823264.676835.0103870.0028890.0028890.9999966.012114.228114.22750.3299738-0.07025-0.070310.9975290.10151.92851.923735-0.13548K=1.86e、滑動曲線過路基左邊緣3/8處，將圓弧范圍土體分成9塊，如下：（從右往左分為8，9塊）分段 正玄 角度 余玄 面積 Gi Ni Ti L10.8305040.9800120.55701312.2804233.3276129.9664193.

10、779541.079720.6858740.7558030.72772132.1727611.2813444.8421419.261730.5412430.5719150.84086642.3245804.1655676.1955435.249140.3966130.4078240.91798640.7737774.7003711.164307.25650.2519820.2547280.96773235.6655677.6445655.7782170.754460.1073520.1075590.99422130.591581.229577.870162.396057-0.03728-0.0

11、37290.99930526.535504.165503.8146-18.79458-0.18191-0.182930.98331515.6189296.7591291.8078-53.98319-0.30282-0.307650.9530493.212761.041358.17535-18.4843K=1.90f、滑動曲線過路基左邊緣3/16處，將圓弧范圍土體分成8塊，如下：（從右往左分為7，8塊）分段 正玄 角度 余玄 面積 Gi Ni Ti L10.7866230.905320.61743410.3553196.7507121.4806154.768535.176320.6531280.7117080.75724723.7905452.0195342.2906295.226630.5196340.5464220.85438925.0749476.4231407.0507247.565540.3861390.3964430.9224422.6535430.4165397.0336166.200750.2526450.2554130.96755921.2606403.9514390.8468102.056260.119150.1194340.99287618.7468356.189235