科學(xué)大道二期一標(biāo)段配套項(xiàng)目（曲石路改造工程）計(jì)算書

計(jì)算書一、K0+000-K0+140段高填方穩(wěn)定性計(jì)算1、地層巖性本段線路現(xiàn)地面標(biāo)高375~385m，屬構(gòu)造剝蝕丘陵地貌地貌，上覆土層主要為素填土、粉質(zhì)粘土，土層厚度約0~9.5m，下伏基巖為沙溪廟組砂巖、砂質(zhì)泥巖，地下水類型主要為第四系松散層孔隙水和基巖裂隙水，勘察期間地下水水位370~380m。本段設(shè)計(jì)路面標(biāo)高378~401；填方高度＞2m，屬于填方道路段。最大填方高度為21.5m。線路長(zhǎng)度約300m，線路走向約55o，與構(gòu)造線走向（285°）呈大角度（230°）相交。根據(jù)平面圖、橫剖面及縱剖面：邊坡處土層較薄，土層較厚的溝心區(qū)域巖土分界面較緩，覆蓋層整體穩(wěn)定。該里程段現(xiàn)狀為水田或魚塘，均有蓄水，下部為軟弱土覆蓋。2、地質(zhì)評(píng)價(jià)根據(jù)剖面1~6所示，該邊坡為巖土混合邊坡，根據(jù)赤平投影圖分析，邊坡傾向與J1、J2及層面均大角度相交，邊坡的穩(wěn)定性主要受巖體自身強(qiáng)度控制。根據(jù)《建筑邊坡工程技術(shù)規(guī)范》GB50330－2013表4.1.4，巖體較完整，邊坡巖體類型為Ⅲ類，巖體破裂角取45°+φ/2=60.9°，邊坡安全等級(jí)為二級(jí)。根據(jù)現(xiàn)場(chǎng)調(diào)查，邊坡總體未發(fā)現(xiàn)大的變形、開裂現(xiàn)象，現(xiàn)狀總體穩(wěn)定。赤平投影圖3、計(jì)算參數(shù)的確定坡體重度的確定：根據(jù)土工試驗(yàn)結(jié)果及當(dāng)?shù)亟?jīng)驗(yàn)確定滑體重度；抗剪強(qiáng)度C、φ值的確定：根據(jù)地勘報(bào)告表3.2-1巖土物理力學(xué)參數(shù)建議值，綜合確定計(jì)算參數(shù)值建議如下表。表1巖土界面計(jì)算推薦采用參數(shù)狀態(tài)抗剪指標(biāo)土體重度C(kPa)Φ(°)（kN/m3）天然狀態(tài)20.010.019.9飽和狀態(tài)16.68.820.2表2粉質(zhì)粘土計(jì)算推薦采用參數(shù)狀態(tài)抗剪指標(biāo)土體重度C(kPa)Φ(°)（kN/m3）天然狀態(tài)21.6912.7419.9飽和狀態(tài)16.68.820.21-1’最不利斷面穩(wěn)定性分析天然工況天然工況穩(wěn)定系數(shù)Fs=1.2500安全系數(shù)Fst=1.20條塊編號(hào)天然重度γ(kN/m3)面積

S(㎡)飽和重度γ(kN/m3)面積

S(㎡)重量Gi（kN/m）長(zhǎng)度

Li(m)傾角θi(°)粘聚力Ci(kPa)內(nèi)摩擦角

φi(°)下滑力Ti（kN/m）抗滑力Ri（kN/m）傳遞系數(shù)

ψi極限平衡時(shí)剩余下滑力Pi（kN/m）傳遞系數(shù)

ψi當(dāng)Fst=1.20時(shí)剩余下滑力Rn（kN/m）E119.9084.001671.6014.0035.0020.0010.00958.79521.440.907541.640.906524.3E219.90179.003562.1010.8017.0020.0010.001041.46816.650.929879.650.928835.7E319.90185.003681.5011.8032.0020.0010.001950.90786.510.9152139.260.9132070.9E419.90189.003761.1010.8015.0020.0010.00973.44856.590.9492245.730.9482151.1E519.90476.009472.4031.303.0020.0010.00495.752293.950.840791.380.837622.5E619.9067.001333.3017.00-21.0021.7012.70-477.81649.410.9340.000.9340.0填方路堤填筑后，天然工況下，下滑力為0時(shí)，邊坡穩(wěn)定系數(shù)FS=1.25，滿足規(guī)范要求，自然邊坡處于基本穩(wěn)定狀態(tài)。暴雨工況非正常工況穩(wěn)定系數(shù)Fs=1.1500安全系數(shù)Fst=1.20條塊編號(hào)天然重度γ(kN/m3)面積

S(㎡)飽和重度γ(kN/m3)面積

S(㎡)重量Gi（kN/m）長(zhǎng)度

Li(m)傾角θi(°)粘聚力Ci(kPa)內(nèi)摩擦角

φi(°)下滑力Ti（kN/m）抗滑力Ri（kN/m）傳遞系數(shù)

ψi極限平衡時(shí)剩余下滑力Pi（kN/m）傳遞系數(shù)

ψi當(dāng)Fst=1.20時(shí)剩余下滑力Rn（kN/m）E120.2084.001696.8014.0035.0016.618.80973.24447.710.909583.930.911600.1E220.20179.003615.8010.8017.0016.618.801057.16714.680.931966.750.9331008.4E320.20185.003737.0011.8032.0016.618.801980.31686.610.9172283.380.9192348.5E420.20189.003817.8010.8015.0016.618.80988.12750.280.9502429.450.9512520.2E220.20476.009615.2031.303.0016.618.80503.222006.360.8591066.920.8611228.8E320.2067.001353.4017.00-21.0016.618.80-485.02477.970.93415.620.934174.8填方路堤填筑后，暴雨工況下，下滑力為0時(shí)，邊坡穩(wěn)定系數(shù)FS=1.15，滿足規(guī)范要求，自然邊坡處于基本穩(wěn)定狀態(tài)。土體內(nèi)部圓弧滑動(dòng)分析計(jì)算------------------------------------------------------------------------計(jì)算項(xiàng)目：復(fù)雜土層土坡穩(wěn)定計(jì)算1------------------------------------------------------------------------[計(jì)算簡(jiǎn)圖][控制參數(shù)]:采用規(guī)范: 通用方法計(jì)算目標(biāo): 安全系數(shù)計(jì)算滑裂面形狀:圓弧滑動(dòng)法不考慮地震[坡面信息]坡面線段數(shù)8坡面線號(hào)水平投影(m)豎直投影(m)超載數(shù)123.507-0.0010221.59610.7980315.0000.600048.0004.000052.0000.0800614.0008.000077.2190.0190813.962-8.0000[土層信息]坡面節(jié)點(diǎn)數(shù)9編號(hào)X(m)Y(m)00.0000.000-123.507-0.001-245.10410.797-360.10411.397-468.10415.397-570.10415.477-684.10423.477-791.32323.496-8105.28515.496附加節(jié)點(diǎn)數(shù)15編號(hào)X(m)Y(m)1105.25810.535299.8815.902383.3482.291470.848-4.444560.215-7.002631.861-8.68970.022-11.06880.074-37.0019104.991-37.2271093.7917.4671183.4604.3911276.439-0.0501363.103-4.7631431.773-6.347150.016-7.953不同土性區(qū)域數(shù)4區(qū)號(hào)重度飽和重度粘結(jié)強(qiáng)度孔隙水壓節(jié)點(diǎn)(kN/m3)(kN/m3)(kpa)力系數(shù)編號(hào)126.000---480.000---(1,2,3,4,5,6,7,8,9,)225.600---150.000---(2,1,-8,10,11,12,13,14,15,7,6,5,4,3,)321.000---50.000---(10,-8,-7,-6,-5,-4,-3,-2,-1,12,11,)420.200---0.001---(13,12,-1,0,15,14,)區(qū)號(hào)粘聚力內(nèi)摩擦角水下粘聚水下內(nèi)摩(kPa)(度)力(kPa)擦角(度)1538.00030.800------2250.00029.300------38.00028.000------416.6008.800------區(qū)號(hào)十字板τ強(qiáng)度增十字板τ水強(qiáng)度增長(zhǎng)系(kPa)長(zhǎng)系數(shù)下值(kPa)數(shù)水下值1------------2------------3------------4------------不考慮水的作用[計(jì)算條件]圓弧穩(wěn)定分析方法:Bishop法土條重切向分力與滑動(dòng)方向反向時(shí):當(dāng)下滑力對(duì)待穩(wěn)定計(jì)算目標(biāo):自動(dòng)搜索最危險(xiǎn)滑裂面條分法的土條寬度:1.000(m)搜索時(shí)的圓心步長(zhǎng):1.000(m)搜索時(shí)的半徑步長(zhǎng):0.500(m)------------------------------------------------------------------------計(jì)算結(jié)果:------------------------------------------------------------------------[計(jì)算結(jié)果圖]最不利滑動(dòng)面:滑動(dòng)圓心=(31.649,15.967)(m)滑動(dòng)半徑=21.143(m)滑動(dòng)安全系數(shù)=1.206起始x終止xαliCiΦi條實(shí)重浮力地震力滲透力附加力X附加力Y下滑力抗滑力mθi超載豎向地震力地震力(m)(m)(度)(m)(kPa)(度)(kN)(kN)(kN)(kN)(kN)(kN)(kN)(kN)(kN)(kN)--------------------------------------------------------------------------------------------------------------------17.79018.743-39.2861.23116.6008.807.500.000.000.000.000.00-4.7524.510.692740.000.0018.74319.696-36.0211.17816.6008.8021.670.000.000.000.000.00-12.7426.150.733340.000.0019.69620.649-32.8871.13516.6008.8034.270.000.000.000.000.00-18.6127.430.770070.000.0020.64921.602-29.8601.09916.6008.8045.460.000.000.000.000.00-22.6428.450.803360.000.0021.60222.555-26.9231.06916.6008.8055.390.000.000.000.000.00-25.0829.270.833520.000.0022.55523.507-24.0601.04416.6008.8064.140.000.000.000.000.00-26.1529.910.860800.000.0023.50724.489-21.2191.05316.6008.8079.130.000.000.000.000.00-28.6432.230.885760.000.0024.48925.471-18.3911.03516.6008.8096.260.000.000.000.000.00-30.3734.340.908450.000.0025.47126.452-15.6081.01916.6008.80112.340.000.000.000.000.00-30.2236.280.928600.000.0026.45227.434-12.8621.00716.6008.80127.390.000.000.000.000.00-28.3638.060.946350.000.0027.43428.416-10.1460.99716.6008.80141.480.000.000.000.000.00-24.9239.720.961760.000.0028.41629.397-7.4530.99016.6008.80154.610.000.000.000.000.00-20.0641.270.974910.000.0029.39730.379-4.7770.98516.6008.80166.820.000.000.000.000.00-13.8942.720.985840.000.0030.37931.361-2.1110.98216.6008.80178.110.000.000.000.000.00-6.5644.110.994590.000.0031.36132.3420.5500.98216.6008.80188.490.000.000.000.000.001.8145.421.001190.000.0032.34233.3243.2130.98316.6008.80197.970.000.000.000.000.0011.1046.681.005620.000.0033.32434.3065.8820.98716.6008.80206.540.000.000.000.000.0021.1747.891.007880.000.0034.30635.2878.5650.99316.6008.80214.190.000.000.000.000.0031.9049.061.007960.000.0035.28736.26911.2661.00116.6008.80220.910.000.000.000.000.0043.1650.201.005800.000.0036.26937.25113.9941.01216.6008.80226.660.000.000.000.000.0054.8151.321.001350.000.0037.25138.23216.7541.02516.6008.80231.430.000.000.000.000.0066.7152.410.994540.000.0038.23239.21419.5551.04216.6008.80235.160.000.000.000.000.0078.7153.490.985270.000.0039.21440.19622.4051.06216.6008.80237.810.000.000.000.000.0090.6454.560.973420.000.0040.19641.17725.3151.08616.6008.80239.310.000.000.000.000.00102.3355.630.958830.000.0041.17742.15928.2981.11516.6008.80239.590.000.000.000.000.00113.5856.710.941320.000.0042.15943.14131.3671.15016.6008.80238.530.000.000.000.000.00124.1657.810.920640.000.0043.14144.12234.5391.19216.6008.80236.020.000.000.000.000.00133.8258.930.896490.000.0044.12245.10437.8391.24316.6008.80231.880.000.000.000.000.00142.2560.100.868450.000.0045.10445.48440.1970.49716.6008.8087.550.000.000.000.000.0056.5123.450.846650.000.0045.48446.44642.6431.3088.00028.00210.360.000.000.000.000.00142.50115.601.034140.000.0046.44647.40846.3041.3938.00028.00192.010.000.000.000.000.00138.82108.761.009480.000.0047.40848.37050.2301.5058.00028.00170.930.000.000.000.000.00131.38100.750.978450.000.0048.37049.33354.5151.6588.00028.00146.380.000.000.000.000.00119.2091.050.939340.000.0049.33350.29559.3181.8868.00028.00117.140.000.000.000.000.00100.7478.690.889290.000.0050.29551.25764.9562.2748.00028.0080.720.000.000.000.000.0073.1361.530.822600.000.0051.25752.22072.3393.1758.00028.0030.150.000.000.000.000.0028.7332.800.723330.000.00總的下滑力=1514.141(kN)總的抗滑力=18