觀音橋組團A標準分區(qū)A34-1地塊道路及綜合管網(wǎng)三期工程（二號路）邊坡支護結(jié)構(gòu)計算書

PAGEPAGE2觀音橋組團A標準分區(qū)A34-1地塊道路及綜合管網(wǎng)三期工程（二號路）邊坡支護結(jié)構(gòu)計算書目錄1.設(shè)計資料 32.設(shè)計依據(jù) 33.邊坡穩(wěn)定性驗算 33.1.挖方邊坡（土質(zhì)邊坡） 33.1.1.土質(zhì)邊坡圓弧滑動穩(wěn)定性驗算（天然工況） 33.1.2.土質(zhì)邊坡圓弧滑動穩(wěn)定性驗算（飽和工況） 83.2.挖方邊坡（巖質(zhì)邊坡） 133.2.1.巖質(zhì)坡率法放坡 13觀音橋組團A標準分區(qū)A34-1地塊道路及綜合管網(wǎng)三期工程（二號路）邊坡支護結(jié)構(gòu)計算書設(shè)計資料二號路起點接在建五號路，向南延伸，沿途穿越魯能外灘1~4號地塊，終點接在建五號路，二號路全長854.871m，其中K0+589~K0+800段為隧道段。道路兩側(cè)為魯能擬建小區(qū)建筑，道路標準路幅寬度26m，其中單側(cè)人行道寬度5.5m，單側(cè)車行道寬度為7.5m，道路全線均為雙向四車道，設(shè)計車速30km/h。根據(jù)道路設(shè)計，本工程在道路樁號K0+800~K0+825段道路左側(cè)、K0+400~K0+575段道路右側(cè)產(chǎn)生高邊坡，其最大挖方高度約34.0m。根據(jù)邊坡放坡條件的不同，邊坡主要采用坡率法放坡進行處理。設(shè)計依據(jù)《建筑邊坡工程技術(shù)規(guī)范》（GB50330-2013）《公路路基設(shè)計規(guī)范》（JTGD30-2015）《混凝土結(jié)構(gòu)設(shè)計規(guī)范》（GB50010-20102015年版）邊坡穩(wěn)定性驗算挖方邊坡（土質(zhì)邊坡）土質(zhì)邊坡圓弧滑動穩(wěn)定性驗算（天然工況）[計算簡圖][控制參數(shù)]:采用規(guī)范: 通用方法計算目標: 安全系數(shù)計算滑裂面形狀:圓弧滑動法不考慮地震[坡面信息]坡面線段數(shù)2坡面線號水平投影(m)豎直投影(m)超載數(shù)116.0008.0000210.0000.0000[土層信息]上部土層數(shù)1層號層厚重度飽和重度粘結(jié)強度孔隙水壓(m)(kN/m3)(kN/m3)(kpa)力系數(shù)18.00019.5000.001層號粘聚力內(nèi)摩擦角水下粘聚水下內(nèi)摩(kPa)(度)力(kPa)擦角(度)10.00030.000層號十字板?強度增十字板羲?強度增長系(kPa)長系數(shù)下值(kPa)數(shù)水下值1================================================================下部土層數(shù)2層號層厚重度飽和重度粘結(jié)強度孔隙水壓(m)(kN/m3)(kN/m3)(kpa)力系數(shù)13.50019.5000.001220.00025.7000.001層號粘聚力內(nèi)摩擦角水下粘聚水下內(nèi)摩(kPa)(度)力(kPa)擦角(度)10.00030.00020.00058.000層號十字板?強度增十字板羲?強度增長系(kPa)長系數(shù)下值(kPa)數(shù)水下值12不考慮水的作用[筋帶信息]采用錨桿錨桿道數(shù):1筋帶力調(diào)整系數(shù):1.000錨固體抗拔安全系數(shù)K:1.400筋帶號距地面水平間距總長度 傾角材料抗拉 錨固段 錨固段法向力發(fā)高度(m)(m)(m) (度)力(kN) 長度(m)直徑(m)揮系數(shù)13.001.0012.0015.00100.006.000.400.00[計算條件]圓弧穩(wěn)定分析方法:Bishop法土條重切向分力與滑動方向反向時:當(dāng)下滑力對待穩(wěn)定計算目標:自動搜索最危險滑裂面條分法的土條寬度:1.000(m)搜索時的圓心步長:1.000(m)搜索時的半徑步長:0.500(m)計算結(jié)果:[計算結(jié)果圖]最不利滑動面:滑動圓心=(2.533,14.960)(m)滑動半徑=16.310(m)滑動安全系數(shù)=1.601起始x終止x?liCi謎條實重浮力地震力滲透力附加力X附加力Y下滑力抗滑力m鑙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)-3.963-2.972-21.6001.0660.00030.003.790.000.000.000.000.00-1.392.740.797040.000.00-2.972-1.981-17.8991.0410.00030.0010.670.000.000.000.000.00-3.287.330.840780.000.00-1.981-0.991-14.2741.0220.00030.0016.190.000.000.000.000.00-3.9910.620.880220.000.00-0.9910.000-10.7071.0080.00030.0020.440.000.000.000.000.00-3.8012.890.915600.000.000.0000.903-7.3360.9110.00030.0025.280.000.000.000.000.00-3.2315.430.945770.000.000.9031.806-4.1470.9050.00030.0034.830.000.000.000.000.00-2.5220.700.971310.000.001.8062.709-0.9700.9030.00030.0043.490.000.000.000.000.00-0.7425.260.993750.000.002.7093.6122.2040.9040.00030.0051.260.000.000.000.000.001.9729.211.013130.000.003.6124.5155.3850.9070.00030.0058.160.000.000.000.000.005.4632.621.029420.000.004.5155.4188.5820.9130.00030.0064.160.000.000.000.000.009.5735.531.042610.000.005.4186.32111.8070.9230.00030.0069.250.000.000.000.000.0014.1737.981.052620.000.006.3217.22415.0700.9350.00030.0073.390.000.000.000.000.0019.0840.001.059360.000.007.2248.12718.3850.9520.00030.0076.560.000.000.000.000.0024.1541.591.062680.000.008.1279.03021.7640.9720.00030.0078.690.000.000.000.000.0029.1842.761.062410.000.009.03010.02525.4091.1030.00030.0087.910.000.000.000.000.0037.7247.971.057980.000.0010.02511.02129.3531.1430.00030.0087.550.000.000.000.000.0042.9148.211.048360.000.0011.02112.01733.4571.1940.00030.0085.390.000.000.000.000.0047.0847.721.033080.000.0012.01713.01337.7671.2600.00030.0081.180.000.000.000.000.0049.7246.341.011330.000.0013.01314.00842.3481.3480.00030.0074.540.000.000.000.000.0050.2143.830.981960.000.0014.00815.00447.2951.4690.00030.0064.920.000.000.000.000.0047.7139.740.943190.000.0015.00416.00052.7671.6460.00030.0051.400.000.000.000.000.0040.9233.260.892140.000.0016.00016.64257.7721.2030.00030.0021.670.000.000.000.000.0018.3314.920.838300.000.0016.64217.28362.3131.3810.00030.007.650.000.000.000.000.006.775.630.783920.000.00筋帶號錨固抗拔材料抗拉計算采用有效錨固滑面角切向抗法向抗力(kN)力(kN)值 長度(m)度(度)力(kN)力(kN)10.005100.000抗拔力6.00049.2080.0040.004總的下滑力=426.008(kN)總的抗滑力=682.314(kN)土體部分下滑力=426.008(kN)土體部分抗滑力=682.310(kN)筋帶在滑弧切向產(chǎn)生的抗滑力=0.004(kN)筋帶在滑弧法向產(chǎn)生的抗滑力 =0.000(kN)土質(zhì)邊坡圓弧滑動穩(wěn)定性驗算（飽和工況）計算項目：等厚土層土坡穩(wěn)定計算2[計算簡圖][控制參數(shù)]:采用規(guī)范: 通用方法計算目標: 安全系數(shù)計算滑裂面形狀:圓弧滑動法不考慮地震[坡面信息]坡面線段數(shù)2坡面線號水平投影(m)豎直投影(m)超載數(shù)116.0008.0000210.0000.0000[土層信息]上部土層數(shù)1層號層厚重度飽和重度粘結(jié)強度孔隙水壓(m)(kN/m3)(kN/m3)(kpa)力系數(shù)18.00019.5000.001層號粘聚力內(nèi)摩擦角水下粘聚水下內(nèi)摩(kPa)(度)力(kPa)擦角(度)13.00022.000層號十字板?強度增十字板羲?強度增長系(kPa)長系數(shù)下值(kPa)數(shù)水下值1================================================================下部土層數(shù)2層號層厚重度飽和重度粘結(jié)強度孔隙水壓(m)(kN/m3)(kN/m3)(kpa)力系數(shù)13.50019.5000.001220.00025.7000.001層號粘聚力內(nèi)摩擦角水下粘聚水下內(nèi)摩(kPa)(度)力(kPa)擦角(度)13.00022.00020.00058.000層號十字板?強度增十字板羲?強度增長系(kPa)長系數(shù)下值(kPa)數(shù)水下值12不考慮水的作用[筋帶信息]采用錨桿錨桿道數(shù):1筋帶力調(diào)整系數(shù):1.000錨固體抗拔安全系數(shù)K:1.400筋帶號距地面水平間距總長度 傾角材料抗拉 錨固段 錨固段法向力發(fā)高度(m)(m)(m) (度)力(kN) 長度(m)直徑(m)揮系數(shù)13.001.0012.0015.00100.006.000.400.00[計算條件]圓弧穩(wěn)定分析方法:Bishop法土條重切向分力與滑動方向反向時:當(dāng)下滑力對待穩(wěn)定計算目標:自動搜索最危險滑裂面條分法的土條寬度:1.000(m)搜索時的圓心步長:1.000(m)搜索時的半徑步長:0.500(m)計算結(jié)果:[計算結(jié)果圖]最不利滑動面:滑動圓心=(3.587,13.960)(m)滑動半徑=15.685(m)滑動安全系數(shù)=1.350起始x終止x?liCi謎條實重浮力地震力滲透力附加力X附加力Y下滑力抗滑力m鑙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)-3.565-2.674-25.3250.9863.00022.003.670.000.000.000.000.00-1.575.350.775860.000.00-2.674-1.783-21.7710.9603.00022.0010.420.000.000.000.000.00-3.878.420.817660.000.00-1.783-0.891-18.3030.9393.00022.0016.080.000.000.000.000.00-5.0510.720.855410.000.00-0.8910.000-14.9030.9223.00022.0020.700.000.000.000.000.00-5.3212.410.889380.000.000.0000.976-11.3990.9963.00022.0031.450.000.000.000.000.00-6.2216.970.921110.000.000.9761.952-7.7800.9853.00022.0043.890.000.000.000.000.00-5.9421.740.950270.000.001.9522.929-4.1920.9793.00022.0055.130.000.000.000.000.00-4.0325.840.975440.000.002.9293.905-0.6210.9763.00022.0065.200.000.000.000.000.00-0.7129.370.996700.000.003.9054.8812.9480.9783.00022.0074.120.000.000.000.000.003.8132.421.014070.000.004.8815.8576.5290.9833.00022.0081.870.000.000.000.000.009.3135.041.027550.000.005.8576.83310.1350.9923.00022.0088.430.000.000.000.000.0015.5637.281.037070.000.006.8337.81013.7831.0053.00022.0093.780.000.000.000.000.0022.3439.161.042520.000.007.8108.78617.4891.0243.00022.0097.870.000.000.000.000.0029.4140.691.043730.000.008.7869.76221.2721.0483.00022.00100.620.000.000.000.000.0036.5041.891.040460.000.009.76210.73825.1561.0793.00022.00101.930.000.000.000.000.0043.3342.731.032390.000.0010.73811.61528.9571.0023.00022.0091.410.000.000.000.000.0044.2638.791.019900.000.0011.61512.49232.6911.0423.00022.0089.950.000.000.000.000.0048.5838.851.003260.000.0012.49213.36936.5901.0923.00022.0087.070.000.000.000.000.0051.9038.530.981350.000.0013.36914.24640.6981.1573.00022.0082.550.000.000.000.000.0053.8337.750.953340.000.0014.24615.12345.0801.2423.00022.0076.080.000.000.000.000.0053.8836.350.918070.000.0015.123