秀山工業(yè)園區(qū)創(chuàng)新創(chuàng)業(yè)綜合服務(wù)中心（回龍?jiān)罚┗邮┕D設(shè)計(jì)計(jì)算書

秀山工業(yè)園區(qū)創(chuàng)新創(chuàng)業(yè)綜合服務(wù)中心（回龍?jiān)罚┗邮┕D設(shè)計(jì)計(jì)算書計(jì)算軟件名稱及版本號(hào)：理正巖土計(jì)算6.5版理正結(jié)構(gòu)設(shè)計(jì)工具箱7.0版目錄TOC\o"1-1"\h\u153211.工程概況 工程概況秀山工業(yè)園區(qū)創(chuàng)新創(chuàng)業(yè)綜合服務(wù)中心，包括A29、A38兩個(gè)地塊，其中A29地塊一層地下室，A38地塊二層地下室，地下室基坑均為土質(zhì)邊坡，為土質(zhì)邊坡，最大高度為10m；均屬于超限邊坡，根據(jù)《關(guān)于進(jìn)一步加強(qiáng)全市高切坡、深基坑和高填方項(xiàng)目勘察設(shè)計(jì)管理的意見》（渝建發(fā)〔2010〕166號(hào)），應(yīng)進(jìn)行專項(xiàng)方案設(shè)計(jì)。本共涉及超限邊坡，詳見下表所示：地塊位置邊坡類型長(zhǎng)度（m）最大高度（m）擬支護(hù)方式A29四周土質(zhì)挖方1815.8坡率法放坡+素噴護(hù)坡A38西南—西—北—東北側(cè)土質(zhì)挖方41510.5工程設(shè)計(jì)指標(biāo)設(shè)計(jì)使用年限：2年；安全等級(jí)：二級(jí)穩(wěn)定安全系數(shù)：1.20；坡頂荷載：20kPa巖土參數(shù)選取巖土名稱天然重度kN/m3土體抗剪強(qiáng)度指標(biāo)飽和值土體抗剪強(qiáng)度指標(biāo)天然值打入鋼管的極限粘結(jié)強(qiáng)度標(biāo)準(zhǔn)值土體與錨固體粘結(jié)強(qiáng)度標(biāo)準(zhǔn)值c（kPa）φ（°）c（kPa）φ（°）qsk（kPa）qsk（kPa）雜填土20.00*26*0*30*20*30*紅粘土（A28A38）18.020.0*8*23.49.445**紅粘土（A7）16.020.0*8*23.910.645*75*8-8`天然工況圓弧滑動(dòng)穩(wěn)定性[計(jì)算簡(jiǎn)圖][控制參數(shù)]:采用規(guī)范: 建筑邊坡工程技術(shù)規(guī)范(50330--2013)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[坡面信息]坡面線段數(shù)2坡面線號(hào)水平投影(m)豎直投影(m)超載數(shù)15.8005.8000220.0000.0002超載1距離0.010(m)寬5.000(m)荷載(4.00--4.00kPa)270.00(度)超載2距離5.000(m)寬20.000(m)荷載(20.00--20.00kPa)270.00(度)[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)150.00018.000120.000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)123.4009.400下部土層數(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)110.00018.000120.000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)123.4009.400[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=(2.000,11.920)(m)滑動(dòng)半徑=12.087(m)滑動(dòng)安全系數(shù)=1.601起始x終止xαliCiΦi條實(shí)重總水壓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)-0.0000.800-7.6110.80723.4009.406.530.000.000.000.000.00-0.8620.260.977490.000.000.8001.600-3.7970.80223.4009.4019.200.000.000.000.000.00-1.2722.100.990950.000.001.6002.4000.0000.80023.4009.4031.100.000.000.000.000.000.0023.871.000000.000.002.4003.2003.7970.80223.4009.4042.240.000.000.000.000.002.8025.591.004650.000.003.2004.0007.6110.80723.4009.4052.610.000.000.000.000.006.9727.301.004890.000.004.0004.90011.7040.91923.4009.4070.580.000.000.000.000.0014.3232.741.000190.000.004.9005.80016.1040.93723.4009.4081.540.000.000.000.000.0022.6234.930.989450.000.005.8006.74620.7231.01223.4009.4088.130.000.000.000.003.7432.5138.430.971900.000.006.7467.69225.6081.04923.4009.4081.220.000.000.000.003.7836.7438.260.946470.000.007.6928.63830.7051.10123.4009.4072.570.000.000.000.003.7838.9938.110.912620.000.008.6389.58436.0901.17123.4009.4061.910.000.000.000.003.7838.7037.990.869020.000.009.58410.53041.8791.27123.4009.4048.820.000.000.000.003.7835.1237.910.813600.000.0010.53011.47748.2631.42223.4009.4032.570.000.000.000.0014.6535.2340.320.742890.000.0011.47712.42355.6061.67623.4009.4011.770.000.000.000.0018.9225.3241.860.650220.000.00總的下滑力=287.173(kN)總的抗滑力=459.665(kN)土體部分下滑力=287.173(kN)土體部分抗滑力=459.665(kN)筋帶在滑弧切向產(chǎn)生的抗滑力=0.000(kN)筋帶在滑弧法向產(chǎn)生的抗滑力 =0.000(kN)8-8`暴雨工況圓弧滑動(dòng)穩(wěn)定性[計(jì)算簡(jiǎn)圖][控制參數(shù)]:采用規(guī)范: 建筑邊坡工程技術(shù)規(guī)范(50330--2013)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[坡面信息]坡面線段數(shù)2坡面線號(hào)水平投影(m)豎直投影(m)超載數(shù)15.8005.8000220.0000.0002超載1距離0.010(m)寬5.000(m)荷載(4.00--4.00kPa)270.00(度)超載2距離5.000(m)寬20.000(m)荷載(20.00--20.00kPa)270.00(度)[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)150.00018.000120.000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)120.0008.000下部土層數(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)110.00018.000120.000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)120.0008.000[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=(2.000,11.920)(m)滑動(dòng)半徑=12.087(m)滑動(dòng)安全系數(shù)=1.366起始x終止xαliCiΦi條實(shí)重總水壓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)-0.0000.800-7.6110.80720.0008.006.530.000.000.000.000.00-0.8617.310.977560.000.000.8001.600-3.7970.80220.0008.0019.200.000.000.000.000.00-1.2718.870.990990.000.001.6002.4000.0000.80020.0008.0031.100.000.000.000.000.000.0020.371.000000.000.002.4003.2003.7970.80220.0008.0042.240.000.000.000.000.002.8021.841.004620.000.003.2004.0007.6110.80720.0008.0052.610.000.000.000.000.006.9723.281.004820.000.004.0004.90011.7040.91920.0008.0070.580.000.000.000.000.0014.3227.921.000090.000.004.9005.80016.1040.93720.0008.0081.540.000.000.000.000.0022.6229.780.989310.000.005.8006.74620.7231.01220.0008.0088.130.000.000.000.003.7432.5132.760.971720.000.006.7467.69225.6081.04920.0008.0081.220.000.000.000.003.7836.7432.620.946250.000.007.6928.63830.7051.10120.0008.0072.570.000.000.000.003.7838.9932.500.912360.000.008.6389.58436.0901.17120.0008.0061.910.000.000.000.003.7838.7032.410.868710.000.009.58410.53041.8791.27120.0008.0048.820.000.000.000.003.7835.1232.360.813250.000.0010.53011.47748.2631.42220.0008.0032.570.000.000.000.0014.6535.2334.420.742510.000.0011.47712.42355.6061.67620.0008.0011.770.000.000.000.0018.9225.3235.760.649800.000.00總的下滑力=287.173(kN)總的抗滑力=392.188(kN)土體部分下滑力=287.173(kN)土體部分抗滑力=392.188(kN)筋帶在滑弧切向產(chǎn)生的抗滑力=0.000(kN)筋帶在滑弧法向產(chǎn)生的抗滑力 =0.000(kN)21-21`天然工況圓弧滑動(dòng)穩(wěn)定性[計(jì)算簡(jiǎn)圖][控制參數(shù)]:采用規(guī)范: 建筑邊坡工程技術(shù)規(guī)范(50330--2013)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[坡面信息]坡面線段數(shù)2坡面線號(hào)水平投影(m)豎直投影(m)超載數(shù)14.4004.4000220.0000.0002超載1距離0.010(m)寬5.000(m)荷載(4.00--4.00kPa)270.00(度)超載2距離5.000(m)寬20.000(m)荷載(20.00--20.00kPa)270.00(度)[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)150.00018.000120.000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)123.4009.400下部土層數(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)110.00018.000120.000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)123.4009.000[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=(1.133,6.680)(m)滑動(dòng)半徑=6.775(m)滑動(dòng)安全系數(shù)=1.998起始x終止xαliCiΦi條實(shí)重總水壓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)-0.0000.756-6.4130.76123.4009.005.720.000.000.000.000.00-0.6418.870.984890.000.000.7561.5110.0000.75623.4009.0016.570.000.000.000.000.000.0020.301.000000.000.001.5112.2676.4130.76123.4009.0026.270.000.000.000.000.002.9321.781.002600.000.002.2672.97812.7130.72923.4009.4032.540.000.000.000.000.007.1622.170.993720.000.002.9783.68918.9780.75223.4009.4039.050.000.000.000.000.0012.7023.760.972590.000.003.6894.40025.4920.78823.4009.4044.420.000.000.000.000.0019.1225.570.938310.000.004.4005.17832.7410.92623.4009.4047.720.000.000.000.003.0727.4730.050.885940.000.005.1785.95741.0231.03323.4009.4039.470.000.000.000.003.1127.9531.240.808830.000.005.9576.73550.5801.22823.4009.4028.090.000.000.000.003.1124.1033.450.699010.000.006.7357.51463.0531.72223.4009.4010.730.000.000.000.003.1112.3438.910.527030.000.00總的下滑力=133.133(kN)總的抗滑力=266.093(kN)土體部分下滑力=133.133(kN)土體部分抗滑力=266.093(kN)筋帶在滑弧切向產(chǎn)生的抗滑力=0.000(kN)筋帶在滑弧法向產(chǎn)生的抗滑力 =0.000(kN)21-21`暴雨工況圓弧滑動(dòng)穩(wěn)定性[計(jì)算簡(jiǎn)圖][控制參數(shù)]:采用規(guī)范: 建筑邊坡工程技術(shù)規(guī)范(50330--2013)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[坡面信息]坡面線段數(shù)2坡面線號(hào)水平投影(m)豎直投影(m)超載數(shù)14.4004.4000220.0000.0002超載1距離0.010(m)寬5.000(m)荷載(4.00--4.00kPa)270.00(度)超載2距離5.000(m)寬20.000(m)荷載(20.00--20.00kPa)270.00(度)[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)150.00018.000120.000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)120.0008.000下部土層數(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)110.00018.000120.000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)120.0008.000[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=(1.133,6.680)(m)滑動(dòng)半徑=6.775(m)滑動(dòng)安全系數(shù)=1.708起始x終止xαliCiΦi條實(shí)重總水壓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)-0.0000.756-6.4130.76120.0008.005.720.000.000.000.000.00-0.6416.160.984550.000.000.7561.5110.0000.75620.0008.0016.570.000.000.000.000.000.0017.441.000000.000.001.5112.2676.4130.76120.0008.0026.270.000.000.000.000.002.9318.751.002930.000.002.2672.97812.7130.72920.0008.0032.540.000.000.000.000.007.1618.920.993590.000.002.9783.68918.9780.75220.0008.0039.050.000.000.000.000.0012.7020.270.972410.000.003.6894.40025.4920.78820.0008.0044.420.000.000.000.000.0019.1221.820.938060.000.004.4005.17832.7410.92620.0008.0047.720.000.000.000.003.0727.4725.640.885630.000.005.1785.95741.0231.03320.0008.0039.470.000.000.000.003.1127.9526.660.808450.000.005.9576.73550.5801.22820.0008.0028.090.000.000.000.003.1124.1028.560.698570.000.006.7357.51463.0531.72220.0008.0010.730.000.000.000.003.1112.3433.260.526520.000.00總的下滑力=133.133(kN)總的抗滑力=227.477(kN)土體部分下滑力=133.133(kN)土體部分抗滑力=227.477(kN)筋帶在滑弧切向產(chǎn)生的抗滑力=0.000(kN)筋帶在滑弧法向產(chǎn)生的抗滑力 =0.000(kN)9-9`天然工況圓弧滑動(dòng)穩(wěn)定性[計(jì)算簡(jiǎn)圖][控制參數(shù)]:采用規(guī)范: 建筑邊坡工程技術(shù)規(guī)范(50330--2013)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[坡面信息]坡面線段數(shù)2坡面線號(hào)水平投影(m)豎直投影(m)超載數(shù)124.75011.0000220.0000.0002超載1距離0.010(m)寬5.000(m)荷載(4.00--4.00kPa)270.00(度)超載2距離5.000(m)寬20.000(m)荷載(20.00--20.00kPa)270.00(度)[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)150.00018.000120.000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)123.4009.400下部土層數(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)110.00025.000120.000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)10.00050.000[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=(10.100,29.720)(m)滑動(dòng)半徑=29.719(m)滑動(dòng)安全系數(shù)=1.486起始x終止xαliCiΦi條實(shí)重總水壓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)2.3283.303-14.1901.00623.4009.405.960.000.000.000.000.00-1.4625.260.942170.000.003.3034.278-12.2590.99823.4009.4017.590.000.000.000.000.00-3.7326.980.953540.000.004.2785.253-10.3420.99123.4009.4028.610.000.000.000.000.00-5.1428.580.963750.000.005.2536.228-8.4370.98623.4009.4039.040.000.000.000.000.00-5.7330.090.972830.000.006.2287.203-6.5410.98123.4009.4048.890.000.000.000.000.00-5.5731.510.980800.000.007.2038.178-4.6520.97823.4009.4058.170.000.000.000.000.00-4.7232.850.987670.000.008.1789.152-2.7680.97623.4009.4066.880.000.000.000.000.00-3.2334.110.993450.000.009.15210.127-0.8870.97523.4009.4075.030.000.000.000.000.00-1.1635.300.998150.000.0010.12711.1020.9920.97523.4009.4082.620.000.000.000.000.001.4336.421.001780.000.0011.10212.0772.8730.97623.4009.4089.650.000.000.000.000.004.4937.491.004330.000.0012.07713.0524.7570.97823.4009.4096.110.000.000.000.000.007.9738.501.005800.000.0013.05214.0276.6460.98123.4009.40102.000.000.000.000.000.0011.8139.451.006180.000.0014.02715.0018.5430.98623.4009.40107.320.000.000.000.000.0015.9440.361.005460.000.0015.00115.97610.4490.99123.4009.40112.060.000.000.000.000.0020.3241.211.003630.000.0015.97616.95112.3660.99823.4009.40116.210.000.000.000.000.0024.8942.021.000660.000.0016.95117.92614.2981.00623.4009.40119.760.000.000.000.000.0029.5842.790.996540.000.0017.92618.90116.2471.01523.4009.40122.690.000.000.000.000.0034.3343.500.991240.000.0018.90119.87618.2151.02623.4009.40124.990.000.000.000.000.0039.0744.180.984720.000.0019.87620.85120.2061.03923.4009.40126.630.000.000.000.000.0043.7444.810.976950.000.0020.85121.82522.2221.05323.4009.40127.590.000.000.000.000.0048.2545.390.967870.000.0021.82522.80024.2681.06923.4009.40127.840.000.000.000.000.0052.5445.930.957430.000.0022.80023.77526.3481.08823.4009.40127.350.000.000.000.000.0056.5246.420.945570.000.0023.77524.75028.4651.10923.4009.40126.080.000.000.000.000.0060.0946.860.932220.000.0024.75025.68730.5841.08823.4009.40115.700.000.000.000.003.7160.7645.440.917580.000.0025.68726.62432.7061.11423.4009.40105.960.000.000.000.003.7559.2844.460.901660.000.0026.62427.56134.8801.14223.4009.4095.380.000.000.000.003.7556.6943.360.884070.000.0027.56128.49837.1141.17523.4009.4083.900.000.000.000.003.7552.8842.140.864670.000.0028.49829.43539.4161.21323.4009.4071.420.000.000.000.003.7547.7340.750.843310.000.0029.43530.37241.7971.25723.4009.4057.870.000.000.000.0013.7347.7241.200.819780.000.0030.37231.30944.2701.30923.4009.4043.100.000.000.000.0018.7443.1740.510.793850.000.0031.30932.24546.8521.37023.4009.4026.970.000.000.000.0018.7433.3538.540.765190.000.0032.24533.18249.5651.44523.4009.409.270.000.000.000.0018.7421.3236.220.733400.000.00總的下滑力=843.131(kN)總的抗滑力=1252.644(kN)土體部分下滑力=843.131(kN)土體部分抗滑力=1252.644(kN)筋帶在滑弧切向產(chǎn)生的抗滑力=0.000(kN)筋帶在滑弧法向產(chǎn)生的抗滑力 =0.000(kN)9-9`暴雨工況圓弧滑動(dòng)穩(wěn)定性[計(jì)算簡(jiǎn)圖][控制參數(shù)]:采用規(guī)范: 建筑邊坡工程技術(shù)規(guī)范(50330--2013)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[坡面信息]坡面線段數(shù)2坡面線號(hào)水平投影(m)豎直投影(m)超載數(shù)124.75011.0000220.0000.0002超載1距離0.010(m)寬5.000(m)荷載(4.00--4.00kPa)270.00(度)超載2距離5.000(m)寬20.000(m)荷載(20.00--20.00kPa)270.00(度)[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)150.00018.000120.000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)120.0008.000下部土層數(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)110.00025.000120.000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)10.00050.000[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=(10.100,29.720)(m)滑動(dòng)半徑=29.719(m)滑動(dòng)安全系數(shù)=1.267起始x終止xαliCiΦi條實(shí)重總水壓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)2.3283.303-14.1901.00620.0008.005.960.000.000.000.000.00-1.4621.580.942290.000.003.3034.278-12.2590.99820.0008.0017.590.000.000.000.000.00-3.7323.040.953640.000.004.2785.253-10.3420.99120.0008.0028.610.000.000.000.000.00-5.1424.400.963840.000.005.2536.228-8.4370.98620.0008.0039.040.000.000.000.000.00-5.7325.680.972900.000.006.2287.203-6.5410.98120.0008.0048.890.000.000.000.000.00-5.5726.880.980850.000.007.2038.178-4.6520.97820.0008.0058.170.000.000.000.000.00-4.7228.020.987710.000.008.1789.152-2.7680.97620.0008.0066.880.000.000.000.000.00-3.2329.090.993480.000.009.15210.127-0.8870.97520.0008.0075.030.000.000.000.000.00-1.1630.100.998160.000.0010.12711.1020.9920.97520.0008.0082.620.000.000.000.000.001.4331.051.001770.000.0011.10212.0772.8730.97620.0008.0089.650.000.000.000.000.004.4931.961.004300.000.0012.07713.0524.7570.97820.0008.0096.110.000.000.000.000.007.9732.821.005760.000.0013.05214.0276.6460.98120.0008.00102.000.000.000.000.000.0011.8133.631.006120.000.0014.02715.0018.5430.98620.0008.00107.320.000.000.000.000.0015.9434.401.005390.000.0015.00115.97610.4490.99120.0008.00112.060.000.000.000.000.0020.3235.121.003540.000.0015.97616.95112.3660.99820.0008.00116.210.000.000.000.000.0024.8935.811.000560.000.0016.95117.92614.2981.00620.0008.00119.760.000.000.000.000.0029.5836.460.996420.000.0017.92618.90116.2471.01520.0008.00122.690.000.000.000.000.0034.3337.070.991110.000.0018.90119.87618.2151.02620.0008.00124.990.000.000.000.000.0039.0737.640.984570.000.0019.87620.85120.2061.03920.0008.00126.630.000.000.000.000.0043.7438.180.976780.000.0020.85121.82522.2221.05320.0008.00127.590.000.000.000.000.0048.2538.680.967690.000.0021.82522.80024.2681.06920.0008.00127.840.000.000.000.000.0052.5439.140.957230.000.0022.80023.77526.3481.08820.0008.00127.350.000.000.000.000.0056.5239.560.945360.000.0023.77524.75028.4651.10920.0008.00126.080.000.000.000.000.0060.0939.930.931990.000.0024.75025.68730.5841.08820.0008.00115.700.000.000.000.003.7160.7638.720.917340.000.0025.68726.62432.7061.11420.0008.00105.960.000.000.000.003.7559.2837.890.901400.000.0026.62427.56134.8801.14220.0008.0095.380.000.000.000.003.7556.6936.970.883790.000.0027.56128.49837.1141.17520.0008.0083.900.000.000.000.003.7552.8835.930.864380.000.0028.49829.43539.4161.21320.0008.0071.420.000.000.000.003.7547.7334.760.843000.000.0029.43530.37241.7971.25720.0008.0057.870.000.000.000.0013.7347.7235.150.819460.000.0030.37231.30944.2701.30920.0008.0043.100.000.000.000.0018.7443.1734.570.793510.000.0031.30932.24546.8521.37020.0008.0026.970.000.000.000.0018.7433.3532.900.764840.000.0032.24533.18249.5651.44520.0008.009.270.000.000.000.0018.7421.3230.930.733030.000.00總的下滑力=843.131(kN)總的抗滑力=1068.040(kN)土體部分下滑力=843.131(kN)土體部分抗滑力=1068.040(kN)筋帶在滑弧切向產(chǎn)生的抗滑力=0.000(kN)筋帶在滑弧法向產(chǎn)生的抗滑力 =0.000(kN)10-10`天然工況圓弧滑動(dòng)穩(wěn)定性[計(jì)算簡(jiǎn)圖][控制參數(shù)]:采用規(guī)范: 建筑邊坡工程技術(shù)規(guī)范(50330--2013)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[坡面信息]坡面線段數(shù)2坡面線號(hào)水平投影(m)豎直投影(m)超載數(shù)114.8758.5000220.0000.0002超載1距離0.010(m)寬5.000(m)荷載(4.00--4.00kPa)270.00(度)超載2距離5.000(m)寬20.000(m)荷載(20.00--20.00kPa)270.00(度)[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)150.00018.000120.000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)123.4009.400下部土層數(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)110.00018.000120.000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)123.4009.400[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=(6.520,17.040)(m)滑動(dòng)半徑=18.611(m)滑動(dòng)安全系數(shù)=1.448起始x終止xαliCiΦi條實(shí)重總水壓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)-0.9640.000-22.1101.04123.4009.403.400.000.000.000.000.00-1.2826.180.883420.000.000.0000.934-18.9870.98723.4009.4013.770.000.000.000.000.00-4.4826.560.908380.000.000.9341.867-15.9720.97123.4009.4027.680.000.000.000.000.00-7.6228.420.929930.000.001.8672.801-13.0020.95823.4009.4040.700.000.000.000.000.00-9.1630.130.948630.000.002.8013.735-10.0670.94823.4009.4052.870.000.000.000.000.00-9.2431.720.964610.000.003.7354.668-7.1590.94123.4009.4064.210.000.000.000.000.00-8.0033.210.977950.000.004.6685.602-4.2690.93623.4009.4074.750.000.000.000.000.00-5.5634.610.988710.000.005.6026.535-1.3900.93423.4009.4084.490.000.000.000.000.00-2.0535.940.996930.000.006.5357.4691.4850.93423.4009.4093.440.000.000.000.000.002.4237.221.002630.000.007.4698.4034.3640.93623.4009.40101.610.000.000.000.000.007.7338.441.005800.000.008.4039.3367.2550.94123.4009.40108.970.000.000.000.000.0013.7639.631.006440.000.009.33610.27010.1640.94923.4009.40115.540.000.000.000.000.0020.3940.791.004490.000.0010.27011.20413.0990.95923.4009.40121.270.000.000.000.000.0027.4841.930.999900.000.0011.20412.13716.0