信达南路（二期）建设工程施工图设计-道路工程软土路基计算书

信达南路（二期）建设工程施工图设计道路工程(软土路基计算书）理正软土地基路堤设计软件计算项目：简单软土地基路基设计1计算时间：2022-12-0616:54:44星期二============================================================================原始条件:计算目标:计算沉降、承载力和稳定路堤设计高度:0.790(m)路堤设计顶宽:24.000(m)路堤边坡坡度:1:1.500工后沉降基准期结束时间:166(月)荷载施加级数:2序号起始时间(月)终止时间(月) 填土高度(m)是否作稳定计算10.0006.0000.790是210.00014.0000.000是路堤土层数:2超载个数:0层号层厚度(m)重度(kN/m3)内聚力(kPa)内摩擦角(度)15.00018.00017.00030.00020.79022.00017.00030.000地基土层数:4地下水埋深:1.500(m)层号土层厚度重度饱和重度地基承载力快剪C快剪Φ固结快剪竖向固结系数水平固结系数排水层(m)(kN/m3)(kN/m3)(kPa)(kPa)(度)Φ(度)(10^-4cm2/s)(10^-4cm2/s)11.30027.20017.60080.0000.0000.0000.00015.0015.00否24.90017.40012.50080.0000.0000.0002.93015.0015.00否32.40018.00020.00080.0000.0000.0000.0000.000.00否47.90018.00020.00080.0000.0000.0000.00015.0015.00否层号e(0)e(50)e(100)e(200)e(400)10.7530.7010.6660.6260.596层号e(0)e(25)e(50)e(100)e(200)21.4031.2991.2231.1160.991层号e(0)e(50)30.7210.67640.7210.676砂垫层砂垫层厚度:0.500(m)砂垫层的重度:20.000(kN/m3)砂垫层的C:0.000(kPa)砂垫层的Φ:32.000(度)粒料桩粒料桩布置形式:等边三角形粒料桩间距:1.100(m)粒料桩的长度:4.800(m)粒料桩桩土应力比:3.000粒料桩直径:0.500(m)粒料桩的重度:22.000(kN/m3)粒料桩的内摩擦角:38.000(度)排水体当量直径折减系数:1.000承载力计算参数: 承载力验算公式:p≤γR[fa] 验算点距离中线距离:0.000(m) 承载力抗力系数γR:1.00 复合地基计算公式:fspk=mfpk+(1-m)fsk 桩体承载力fpk:500.00(kPa) 桩间土承载力提高系数:1.00 承载力修正公式:[fa]=[fa0]+γ2(h-h0) 基准深度h0:0.000(m)固结度计算参数:地基土层底面:不是排水层固结度计算采用方法:微分方程数值解法多级加荷固结度修正时的荷载增量定义为“填土高*容重”填土-时间-固结度输出位置距离中线距离:0.000(m)填土-时间-固结度输出位置深度:0.000(m)沉降计算参数:地基总沉降计算方法:经验系数法主固结沉降计算方法:e-p曲线法沉降计算不考虑超载沉降修正系数:1.200沉降计算的分层厚度:0.500(m)分层沉降输出点距中线距离:0.000(m)压缩层厚度判断应力比=15.000%基底压力计算方法:按多层土实际容重计算加固区主固结沉降计算方法：公路软基桩土应力比法计算时考虑弥补地基沉降引起的路堤增高量工后基准期起算时间:最后一级加载(路面施工)结束时稳定计算参数:稳定计算方法:有效固结应力法稳定计算不考虑超载稳定计算不考虑地震力稳定计算目标:给定圆心、半径计算安全系数圆心X坐标:-2.000(m)圆心Y坐标:20.000(m)半径:35.000(m)条分法的土条宽度:1.000(m)============================================================================(一)各级加荷的沉降计算第1级加荷，从0.0~6.0月加载开始时，路基计算高度=0.000(m)，沉降=0.000(m)加载结束时，路基计算高度=0.874(m)，沉降=0.084(m)第2级加荷，从10.0~14.0月加载开始时，路基计算高度=0.874(m)，沉降=0.085(m)加载结束时，路基计算高度=0.875(m)，沉降=0.086(m)============================================================================(二)路面竣工时及以后的沉降计算基准期开始时刻:最后一级加载(路面施工)结束时刻考虑沉降影响后，路堤的实际计算高度为=0.875(m)路面竣工时,地基沉降=0.086(m)路面竣工后,基准期内的残余沉降=0.003(m)基准期结束时,地基沉降=0.089(m)最终地基总沉降=1.200*0.123=0.147(m)路面竣工时,路基横断面各点的沉降(中线为原点)坐标当时沉降两点间沉降与路堤中心(m)(m)差(m)沉降差(m)-18.4590.0000.0000.086-17.1400.0000.0000.086-15.8220.0000.0000.086-14.5030.0000.0000.086-13.1850.0020.0020.084-11.8660.0580.0560.027-10.5480.0710.0120.015-9.2290.0770.0070.008-7.9110.0800.0030.005-6.5920.0830.0020.003-5.2740.0840.0010.002-3.9550.0850.0010.001-2.6370.0850.0000.000-1.3180.0850.0000.0000.0000.0860.0000.0001.3190.085-0.0000.0002.6370.085-0.0000.0003.9560.085-0.0000.0015.2740.084-0.0010.0026.5930.083-0.0010.0037.9110.080-0.0020.0059.2300.077-0.0030.00810.5480.071-0.0070.01511.8670.058-0.0120.02713.1850.002-0.0560.08414.5040.000-0.0020.08615.8220.0000.0000.08617.1410.0000.0000.08618.4590.0000.0000.086路堤竣工时，由于地基沉降引起路堤填筑面积增量:(1)由各点计算沉降梯形积分方法得ΔV=1.982(m2)(2)按照《铁路路基手册》方法得Δs=0.086(m)ΔV=1.503(m2)按照《铁路路基手册》方法，路堤顶面单侧加宽量:ΔW=0.046~0.056(m)基准期结束时,路基横断面各点的沉降(中线为原点)坐标当时沉降两点间沉降与路堤中心(m)(m)差(m)沉降差(m)-18.4590.0000.0000.089-17.1400.0000.0000.089-15.8220.0000.0000.089-14.5030.0000.0000.089-13.1850.0020.0020.087-11.8660.0600.0580.029-10.5480.0730.0130.016-9.2290.0800.0070.009-7.9110.0830.0040.005-6.5920.0860.0020.003-5.2740.0870.0010.002-3.9550.0880.0010.001-2.6370.0880.0000.000-1.3180.0890.0000.0000.0000.0890.0000.0001.3190.089-0.0000.0002.6370.088-0.0000.0003.9560.088-0.0000.0015.2740.087-0.0010.0026.5930.086-0.0010.0037.9110.083-0.0020.0059.2300.080-0.0040.00910.5480.073-0.0070.01611.8670.060-0.0130.02913.1850.002-0.0580.08714.5040.000-0.0020.08915.8220.0000.0000.08917.1410.0000.0000.08918.4590.0000.0000.089路基横断面各点的最终沉降(中线为原点)坐标当时沉降两点间沉降与路堤中心(m)(m)差(m)沉降差(m)-18.4590.0000.0000.147-17.1400.0000.0000.147-15.8220.0000.0000.147-14.5030.0000.0000.147-13.1850.0020.0020.146-11.8660.0790.0770.069-10.5480.1010.0220.047-9.2290.1180.0170.030-7.9110.1280.0100.020-6.5920.1360.0080.011-5.2740.1390.0030.008-3.9550.1450.0060.002-2.6370.1470.0010.001-1.3180.1470.0010.0000.0000.1470.0000.0001.3190.147-0.0000.0002.6370.147-0.0010.0013.9560.145-0.0010.0025.2740.139-0.0060.0086.5930.136-0.0030.0117.9110.128-0.0080.0209.2300.118-0.0100.03010.5480.101-0.0170.04711.8670.079-0.0220.06913.1850.002-0.0770.14614.5040.000-0.0020.14715.8220.000-0.0000.14717.1410.000-0.0000.14718.4590.000-0.0000.147路面竣工时,距路基中线0.000(m)处各层的沉降层底深层厚自重应力(kPa)附加应力全应力(kPa)固结度层最终层当前分层主固层累计主压缩模沉降经(m)(m)(孔隙比)(kPa)(孔隙比)沉降mSc(m)沉降(m)结沉降(m)固结沉降(m)量(MPa)验系数0.5000.5006.8(0.746)16.723.5(0.729)1.00000.00440.00440.00360.00361.681.400(1.100)1.0000.50020.4(0.732)16.737.1(0.714)1.00000.00440.00440.00370.00731.671.400(1.100)1.3000.30031.3(0.720)16.748.0(0.703)1.00000.00270.00270.00220.00951.651.400(1.100)1.8000.50039.0(1.257)16.755.7(1.211)1.00000.00880.00880.00740.01690.831.400(1.100)2.3000.50040.2(1.253)16.756.9(1.208)1.00000.00860.00860.00720.02410.841.400(1.100)2.8000.50041.5(1.249)16.758.2(1.206)1.00000.00840.00840.00700.03110.861.400(1.100)3.3000.50042.7(1.245)16.759.4(1.203)1.00000.00820.00820.00680.03790.891.400(1.100)3.8000.50044.0(1.241)16.660.6(1.200)1.00000.00800.00800.00660.04460.911.400(1.100)4.3000.50045.2(1.238)16.561.8(1.198)1.00000.00770.00770.00650.05100.931.400(1.100)4.8000.50046.5(1.234)16.562.9(1.195)1.00000.01030.01030.00860.05960.961.400(1.100)5.3000.50047.7(1.230)16.464.1(1.193)0.07380.01000.00230.00830.06790.981.400(1.100)5.8000.50049.0(1.226)16.365.2(1.190)0.05000.00960.00200.00800.07591.011.400(1.100)6.2000.40050.1(1.223)16.166.2(1.188)0.02860.00750.00140.00620.08221.041.400(1.100)6.7000.50053.1(0.673)16.069.1(0.659)0.00710.00520.00090.00430.08651.861.400(1.100)7.2000.50058.1(0.669)15.974.0(0.654)0.00080.00510.00090.00430.09081.851.400(1.100)7.7000.50063.1(0.664)15.778.8(0.650)0.00180.00510.00090.00430.09501.851.400(1.100)8.2000.50068.1(0.660)15.683.6(0.646)0.00290.00510.00090.00420.09921.841.400(1.100)8.6000.40072.6(0.656)15.488.0(0.642)0.00360.00400.00070.00330.10261.841.400(1.100)9.1000.50077.1(0.652)15.292.3(0.638)0.00370.00500.00080.00420.10671.841.400(1.100)9.6000.50082.1(0.647)15.097.1(0.634)0.00380.00490.00080.00410.11081.831.400(1.100)10.1000.50087.1(0.643)14.8101.9(0.629)0.00400.00490.00080.00410.11491.831.400(1.100)10.6000.50092.1(0.638)14.6106.7(0.625)0.00350.00480.00080.00400.11891.821.400(1.100)11.1000.50097.1(0.634)14.4111.5(0.621)0.00310.00480.00080.00400.12291.821.400(1.100)最下面分层附加应力与自重应力之比=14.871%<=15.000%压缩模量当量值=1.250Mpa,按地基规范GB50007-2002表5.3.5的沉降计算经验系数=1.400(1.100)============================================================================(三)填土--时间--沉降曲线输出位置，相对于路堤中线0(m)（即X=13.185(m)）时间(月)设计填土高度实际填土高度当时沉降(m)(m)(m)0.000.0000.0000.0000.600.0790.0870.0001.200.1580.1750.0011.800.2370.2620.0032.400.3160.3500.0173.000.3950.4370.0273.600.4740.5240.0374.200.5530.6120.0474.800.6320.6990.0585.400.7110.7860.0716.000.7900.8740.0846.400.7900.8740.0846.800.7900.8740.0847.200.7900.8740.0847.600.7900.8740.0848.000.7900.8740.0858.400.7900.8740.0858.800.7900.8740.0859.200.7900.8740.0859.600.7900.8740.08510.000.7900.8740.08510.400.7900.8740.08510.800.7900.8740.08511.200.7900.8740.08511.600.7900.8740.08512.000.7900.8740.08512.400.7900.8740.08512.800.7900.8740.08513.200.7900.8750.08513.600.7900.8750.08514.000.7900.8750.08630.600.7900.8750.08747.200.7900.8750.08863.800.7900.8750.08880.400.7900.8750.08997.000.7900.8750.089113.600.7900.8750.089130.200.7900.8750.089146.800.7900.8750.089163.400.7900.8750.089180.000.7900.8750.089============================================================================(四)填土--时间--固结度曲线输出位置，相对于路堤中线0.000(m)（即X=13.185(m)）输出深度为0.000(m)时间(月)设计填土高度固结度(m)0.000.0000.0000.600.0790.1001.200.1580.2001.800.2370.3002.400.3160.4003.000.3950.5003.600.4740.6004.200.5530.7004.800.6320.8005.400.7110.9006.000.7901.0006.400.7901.0006.800.7901.0007.200.7901.0007.600.7901.0008.000.7901.0008.400.7901.0008.800.7901.0009.200.7901.0009.600.7901.00010.000.7901.00010.400.7901.00010.800.7901.00011.200.7901.00011.600.7901.00012.000.7901.00012.400.7901.00012.800.7901.00013.200.7901.00013.600.7901.00014.000.7901.00030.600.7901.00047.200.7901.00063.800.7901.00080.400.7901.00097.000.7901.000113.600.7901.000130.200.7901.000146.800.7901.000163.400.7901.000180.000.7901.000============================================================================(五)稳定计算(1)第1级加荷,从0.0~6.0月,路基设计高度0.790(m),路基计算高度(考虑沉降影响)0.874(m)，加载结束时稳定结果η=0.187μc=2.182μs=0.727 γc=22.000(kN/m3)φc=38.000(度)抗滑力抗滑力抗滑力土条起始x土条面土条自条上荷总重αiSinαiCosαiWoiCqiΦqiUiΦgiWli下滑力WoiCosαiCiLiσiliCos编号(m)积(m2)重(kN)重(kN)(kN)(度)(kN)(kPa)(度)(度)(kN)(kN)tgΦqiαitgΦgi----------------------------------------------------------------------------------------------------------------------------------------1-30.720.6216.800.0016.80-53.83-0.810.5916.800.000.000.74430.000.0-13.60.00.00.02-29.770.225.730.005.73-52.31-0.790.615.730.000.000.45372.930.0-4.50.00.00.03-29.622.0439.270.0039.27-50.84-0.780.6339.270.000.000.28192.930.0-30.40.00.00.04-28.643.1642.050.0042.05-48.38-0.750.6642.050.000.000.09412.930.0-31.40.00.00.05-27.674.1844.620.0044.62-46.03-0.720.6944.620.000.000.04002.930.0-32.10.00.00.06-26.703.8535.760.0035.76-44.03-0.700.7235.760.000.000.00912.930.0-24.90.00.00.07-25.954.3737.070.0037.07-42.36-0.670.7437.070.000.000.00472.930.0-25.00.00.00.08-25.214.9540.810.0040.81-40.71-0.650.7640.810.000.000.00050.000.0-26.60.00.00.09-24.455.4345.620.0045.62-39.10-0.630.7845.620.000.000.00050.000.0-28.80.00.00.010-23.695.8850.160.0050.16-37.52-0.610.7950.160.000.000.00110.000.0-30.50.00.00.011-22.936.3154.450.0054.45-35.97-0.590.8154.450.000.000.00150.000.0-32.00.00.00.012-22.188.6175.080.0075.08-34.25-0.560.8375.080.000.000.00160.000.0-42.30.00.00.013-21.219.2281.190.0081.19-32.36-0.540.8481.190.000.000.00170.000.0-43.50.00.00.014-20.259.7986.870.0086.87-30.51-0.510.8686.870.000.000.00160.000.0-44.10.00.00.015-19.2810.3292.150.0092.15-28.69-0.480.8892.150.000.000.00130.000.0-44.20.00.00.016-18.3210.8197.060.0097.06-26.91-0.450.8997.060.000.000.00100.000.0-43.90.00.00.017-17.3511.26101.600.00101.60-25.15-0.420.91101.600.000.000.00070.000.0-43.20.00.00.018-16.3911.68105.790.00105.79-23.42-0.400.92105.790.000.000.00050.000.0-42.00.00.00.019-15.4312.07109.650.00109.65-21.71-0.370.93109.650.000.000.00030.000.0-40.60.00.00.020-14.4612.42113.200.00113.20-20.02-0.340.94113.200.000.000.00020.000.0-38.80.00.00.021-13.5012.74116.430.00116.43-18.35-0.310.95116.430.000.000.00000.000.0-36.60.00.00.022-12.5313.04119.370.00119.37-16.69-0.290.96119.370.000.000.00000.000.0-34.30.00.00.023-11.5713.30122.020.00122.02-15.05-0.260.97122.020.000.000.00000.000.0-31.70.00.00.024-10.6113.54124.370.00124.37-13.42-0.230.97124.370.000.000.00000.000.0-28.90.00.00.025-9.6413.75126.450.00126.45-11.80-0.200.98126.450.000.000.00000.000.0-25.90.00.00.026-8.6813.93128.260.00128.26-10.20-0.180.98128.260.000.000.00000.000.0-22.70.00.00.027-7.7114.08129.800.00129.80-8.60-0.150.99129.800.000.000.00000.000.0-19.40.00.00.028-6.7514.21131.070.00131.07-7.00-0.120.99131.070.000.000.00000.000.0-16.00.00.00.029-5.7814.31132.080.00132.08-5.42-0.091.00132.080.000.000.00000.000.0-12.50.00.00.030-4.8214.38132.830.00132.83-3.83-0.071.00132.830.000.000.00000.000.0-8.90.00.00.031-3.8614.43133.330.00133.33-2.25-0.041.00133.330.000.000.00000.000.0-5.20.00.00.032-2.8914.46133.570.00133.57-0.67-0.011.00133.570.000.000.00000.000.0-1.60.00.00.033-1.9314.45133.550.00133.550.910.021.00133.550.000.000.00000.000.02.10.00.00.034-0.9614.43133.270.00133.272.490.041.00133.270.000.000.00000.000.05.80.00.00.0350.0010.2996.830.0096.833.830.071.0093.440.000.000.00000.003.46.50.00.00.0360.687.8976.390.0076.394.800.081.0069.620.000.000.00000.006.86.40.00.00.0371.1915.67153.250.00153.256.040.110.99136.530.000.000.00000.0016.716.10.00.00.0382.1815.55152.040.00152.047.690.130.99135.330.000.000.00000.0016.720.40.00.00.0393.1815.40150.550.00150.559.350.160.99133.830.000.000.00000.0016.724.40.00.00.0404.1815.22148.750.00148.7511.010.190.98132.040.000.000.00000.0016.728.40.00.00.0415.1815.01146.660.00146.6612.680.220.98129.940.000.000.00000.0016.732.20.00.00.0426.1814.77144.260.00144.2614.360.250.97127.540.000.000.00000.0016.735.80.00.00.0437.1814.50141.540.00141.5416.060.280.96124.820.000.000.00000.0016.739.20.00.00.0448.1814.19138.500.00138.5017.770.310.95121.780.000.000.00000.0016.742.30.00.00.0459.1813.86135.130.00135.1319.500.330.94118.410.000.000.00010.0016.745.10.00.00.04610.1813.48131.420.00131.4221.240.360.93114.700.000.000.00030.0016.747.60.00.00.04711.1813.08127.360.00127.3623.010.390.92110.640.000.000.00050.0016.749.80.00.00.04812.1812.64122.930.00122.9324.800.420.91106.210.000.000.00070.0016.751.60.00.00.04913.1812.15118.120.00118.1226.620.450.89101.410.000.000.00090.0016.752.90.00.00.05014.1811.63112.910.00112.9128.460.480.8896.200.000.000.00120.0016.753.80.00.00.05115.1811.07107.280.00107.2830.340.510.8690.560.000.000.00150.0016.754.20.00.00.05216.1810.46101.210.00101.2132.250.530.8584.490.000.000.00170.0016.754.00.00.00.05317.189.8194.660.0094.6634.210.560.8377.940.000.000.00160.0016.753.20.00.00.05418.186.9767.130.0067.1335.970.590.8154.450.000.000.00150.0012.739.40.00.00.05518.936.5462.840.0062.8437.520.610.7950.160.000.000.00110.0012.738.30.00.00.05619.696.0958.300.0058.3039.100.630.7845.620.000.000.00050.0012.736.80.00.00.05720.455.6153.490.0053.4940.710.650.7640.810.000.000.00050.0012.734.90.00.00.05821.215.0249.530.0049.5342.360.670.7437.070.000.000.00472.9312.533.40.00.00.05921.954.5048.230.0048.2344.030.700.7235.770.000.000.00912.9312.533.50.00.00.0土条起始x土条面土条自条上荷总重αiSinαiCosαiliCiΦiΦgiUiWliWoiWwiWci下滑力抗滑力编号(m)积(m2)重(kN)重(kN)(kN)(度)(m)(kPa)(kN)(kN)(kN)(kN)(kN)(kN)-------------------------------------------------------------------------------------------------------------------------------------------------6022.704.3552.030.0052.0345.860.720.701.190.000.002.931.000013.8738.1623.8255.9537.3410.566123.533.6250.200.0050.2047.840.740.671.240.000.002.931.000013.8736.3316.4847.1437.219.486224.362.8348.230.0048.2349.910.760.641.290.000.002.931.000013.8734.368.6037.6936.898.406325.181.0823.110.0023.1151.530.780.620.700.000.002.931.00006.0017.111.1815.7018.093.536425.620.153.590.003.5952.200.790.610.120.000.002.931.00000.782.810.002.362.830.486525.690.153.680.003.6852.410.790.610.130.000.002.931.00000.762.920.002.402.920.48转为总应力法6625.770.6717.240.0017.2453.330.800.601.000.000.000.001.002.6314.610.0019.7813.832.11抗滑力抗滑力抗滑力土条起始x土条面土条自条上荷总重αiSinαiCosαiWoiCqiΦqiUiΦgiWli下滑力WoiCosαiCiLiσiliCos编号(m)积(m2)重(kN)重(kN)(kN)(度)(kN)(kPa)(度)(度)(kN)(kN)tgΦqiαitgΦgi----------------------------------------------------------------------------------------------------------------------------------------6726.370.092.390.002.3954.650.820.582.390.000.000.90270.000.01.90.00.00.0滑动圆心=(-2.000000,20.000000)(m)滑动半径=35.000000(m)滑动安全系数=0.191总的下滑力=183.116(kN)总的抗滑力=35.050(kN)土体部分下滑力=183.116(kN)土体部分抗滑力=35.050(kN)筋带的抗滑力=0.000(kN)地震作用下滑力=0.000(kN)(2)第2级加荷,从10.0~14.0月,路基设计高度0.790(m),路基计算高度(考虑沉降影响)0.875(m)，加载结束时稳定结果η=0.187μc=2.182μs=0.727 γc=22.000(kN/m3)φc=38.000(度)抗滑力抗滑力抗滑力土条起始x土条面土条自条上荷总重αiSinαiCosαiWoiCqiΦqiUiΦgiWli下滑力WoiCosαiCiLiσiliCos编号(m)积(m2)重(kN)重(