C標(biāo)準(zhǔn)分區(qū)配套路網(wǎng)一期工程設(shè)計(jì)-高邊坡支護(hù)計(jì)算書

PAGEPAGE7C標(biāo)準(zhǔn)分區(qū)配套路網(wǎng)一期工程設(shè)計(jì)（K0+880~K1+177.438）高邊坡支護(hù)計(jì)算書目錄1.設(shè)計(jì)資料 22.設(shè)計(jì)依據(jù) 23.邊坡穩(wěn)定性驗(yàn)算 23.1.挖方邊坡穩(wěn)定性驗(yàn)算 23.1.1.土質(zhì)邊坡整體滑動(dòng)穩(wěn)定性驗(yàn)算 23.1.2.土質(zhì)邊坡圓弧滑動(dòng)穩(wěn)定性驗(yàn)算 33.1.3.巖質(zhì)邊坡穩(wěn)定性驗(yàn)算 7設(shè)計(jì)資料C標(biāo)準(zhǔn)分區(qū)配套路網(wǎng)一期工程（K0+880.000~K1+177.438段）設(shè)計(jì)標(biāo)準(zhǔn)為城市次干道，道路標(biāo)準(zhǔn)路幅寬度為12.0m。設(shè)計(jì)荷載：公路Ⅱ級(jí)，結(jié)構(gòu)重要性等級(jí)：二級(jí)。根據(jù)道路設(shè)計(jì)，本工程在道路K0+990.000~K1+100.000段道路右側(cè)產(chǎn)生高切坡，最大挖方高度約17.5m。設(shè)計(jì)依據(jù)《建筑邊坡工程技術(shù)規(guī)范》（GB50330-2013）《公路路基設(shè)計(jì)規(guī)范》（JTGD30-2015）《混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范》（GB50010-20102015年版）邊坡穩(wěn)定性驗(yàn)算挖方邊坡穩(wěn)定性驗(yàn)算土質(zhì)邊坡整體滑動(dòng)穩(wěn)定性驗(yàn)算本工程上部土質(zhì)邊坡可能沿土巖界面整體滑動(dòng)，取最不利地勘斷面2-2’進(jìn)行驗(yàn)算。地勘2-2’斷面條塊劃分示意圖地勘2-2’斷面計(jì)算結(jié)果經(jīng)計(jì)算可知，本段邊坡穩(wěn)定安全系數(shù)為3.08時(shí)，邊坡整體穩(wěn)定。土質(zhì)邊坡圓弧滑動(dòng)穩(wěn)定性驗(yàn)算挖方土質(zhì)邊坡按最大高度7.8m進(jìn)行穩(wěn)定性驗(yàn)算，計(jì)算過(guò)程如下：[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)3坡面線號(hào)水平投影(m)豎直投影(m)超載數(shù)15.9273.9520211.7453.8470320.0001.0000[土層信息]上部土層數(shù)1層號(hào)層厚重度飽和重度粘結(jié)強(qiáng)度孔隙水壓(m)(kN/m3)(kN/m3)(kPa)力系數(shù)19.00019.500120.000層號(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)15.00028.000層號(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================================================================下部土層數(shù)2層號(hào)層厚重度飽和重度粘結(jié)強(qiáng)度孔隙水壓(m)(kN/m3)(kN/m3)(kPa)力系數(shù)11.00019.500120.00022.00025.200120.000層號(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)15.00028.00020.00040.000層號(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12不考慮水的作用[計(jì)算條件]圓弧穩(wěn)定分析方法:Bishop法穩(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=(4.022,14.077)(m)滑動(dòng)半徑=14.971(m)滑動(dòng)安全系數(shù)=1.907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)-1.0730.000-17.7411.1275.00028.003.590.000.000.000.000.00-1.108.390.867470.000.000.0001.006-13.6041.0355.00028.0015.690.000.000.000.000.00-3.6914.750.906350.000.001.0062.011-9.6721.0205.00028.0032.900.000.000.000.000.00-5.5323.990.938940.000.002.0113.017-5.7851.0115.00028.0048.720.000.000.000.000.00-4.9132.000.966800.000.003.0174.022-1.9261.0065.00028.0063.200.000.000.000.000.00-2.1239.020.990070.000.004.0224.9751.8240.9535.00028.0072.040.000.000.000.000.002.2942.711.008370.000.004.9755.9275.4800.9575.00028.0082.710.000.000.000.000.007.9047.691.022060.000.005.9276.9009.1980.9865.00028.0091.150.000.000.000.000.0014.5751.691.031720.000.006.9007.87312.9960.9995.00028.0093.570.000.000.000.000.0021.0452.661.037100.000.007.8738.84616.8521.0175.00028.0094.690.000.000.000.000.0027.4553.191.037900.000.008.8469.81920.7891.0415.00028.0094.500.000.000.000.000.0033.5453.311.033870.000.009.81910.79224.8331.0725.00028.0092.700.000.000.000.000.0038.9352.851.024650.000.0010.79211.76529.0141.1135.00028.0089.360.000.000.000.000.0043.3451.871.009750.000.0011.76512.73833.3731.1655.00028.0084.210.000.000.000.000.0046.3250.210.988500.000.0012.73813.71137.9651.2345.00028.0076.970.000.000.000.000.0047.3547.700.959930.000.0013.71114.68442.8681.3285.00028.0067.250.000.000.000.000.0045.7544.030.922630.000.0014.68415.65648.2031.4605.00028.0054.400.000.000.000.000.0040.5638.650.874380.000.0015.65616.62954.1801.6635.00028.0037.340.000.000.000.000.0030.2830.470.811350.000.0016.62917.60261.2352.0235.00028.0013.790.000.000.000.000.0012.0916.810.725670.000.00總的下滑力=394.065(kN)總的抗滑力=751.979(kN)土體部分下滑力=394.065(kN)土體部分抗滑力=751.979(kN)筋帶在