软基浅层处理验算

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：2007-10-1011:27:37原始条件:2500025000计算目标:计算沉降和稳定路堤设计高度:1.000(m)路堤设计顶宽:25.000(m)路堤边坡坡度:1:1.500工后沉降基准期结束时间:180(月)荷载施加级数:2序号起始时间(月)终止时间(月)填土咼度(m)是否作稳定计算10.0002.0000.550是22.0003.0000.450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)10.55018.50017.00030.00020.45022.00020.00035.000地基土层数:6地下水埋深:0.700(m)层号土层厚度重度饱和重度快剪c快剪固结快剪竖向固结系水平固结系排水层(m)(kN/m3)(kN/m3)(kPa)(度) (度)数(cm2/s)数(cm2/s)11.20019.50020.00038.00015.0000.0000.000000.00000否21.00018.90020.00019.00014.0000.0000.000000.00000否32.00018.10020.00015.00014.0000.0000.000000.00000否41.50019.10020.0004.00025.0000.0000.000000.00000

5

否6否4.00018.10020.00015.00014.0000.0000.000000.000005.00019.0005

否6否4.00018.10020.00015.00014.0000.0000.000000.000005.00019.00020.0004.00027.0000.0000.000000.00000层号e(0)e(50)e(100)e(200)e(400)10.8110.7310.7010.6560.61620.9260.8290.7980.7490.70131.0110.9710.9470.8880.87340.8420.8130.7950.7740.75151.1631.0631.0250.9800.9350.7740.7630.7490.7950.735浅层处置层号土层厚度重度结系排水层(m)(kN/m3)12.00018.500否饱和重度 快剪c快剪固结快剪竖向固结系水平固(kN/m3)(kPa)(度) (度) 数(cm2/s)数(cm2/s)20.00025.00015.0000.0000.000000.00000层号e(0)e(50)10.7540.698e(100)e(200)e(400)0.6640.6260.585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计算时考虑弥补地基沉降引起的路堤增高量稳定计算参数：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)各级加荷的沉降计算第1级加荷，从0.0~2.0月加载开始时，路基计算高度=O.OOO(m)，沉降=0.000(m)加载结束时，路基计算高度=0.556(m)，沉降=0.006(m)第2级加荷，从2.0~3.0月加载开始时，路基计算高度=0.556(m)，沉降=0.006(m)加载结束时，路基计算高度=1.018(m)，沉降=0.018(m)路面竣工时及以后的沉降计算考虑沉降影响后，路堤的实际计算高度为=1.018(m)路面竣工时,地基沉降=0.018(m)路面竣工后,基准期内的残余沉降=0.000(m)工后沉降基准期结束时,地基沉降=0.018(m)最终地基总沉降=1.200*0.088=0.106(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)-19.6000.0000.0000.018-18.2000.0000.0000.018-16.8000.0000.0000.018-15.4000.0000.0000.018-14.0000.0020.0020.016-12.6000.0150.0130.003-11.2000.0180.0030.000-9.8000.0180.0000.000-8.4000.0180.0000.000-7.0000.0180.0000.000-5.6000.0180.0000.000-4.2000.0180.0000.000-2.8000.0180.0000.000-1.4000.0180.0000.000-0.0000.0180.0000.0001.4000.018-0.0000.0002.8000.018-0.0000.0004.2000.018-0.0000.0005.6000.018-0.0000.0007.0000.018-0.0000.0008.4000.018-0.0000.0009.8000.018-0.0000.00011.2000.018-0.0000.00012.6000.015-0.0030.00314.0000.002-0.0130.016

15.4000.000-0.0020.01816.8000.0000.0000.01818.2000.0000.0000.01819.6000.0000.0000.018路堤竣工时，由于地基沉降引起路堤填筑面积增量：⑴由各点计算沉降梯形积分方法得△V=0.468(m2)(2)按照《铁路路基手册》方法得△s=0.018(m)△V=0.333(m2)

按照《铁路路基手册》方法，路堤顶面单侧加宽量：△W=0.066~0.079(m)路面竣工时，距路基中线O.OOO(m)处各层的沉降结沉降m0.0039(m) (m)1固结沉降m0.3000.3000.0039(孔隙比) (kPa)(孔隙比)23.2(0.728)0.8980沉降mSc(m)0.0047沉降(m)0.0043量(MPa)2.8(1.56验系数0.751)20.41.400(1.100)0.8000.50010.4(0.794)20.430.8(0.762)0.62590.01090.00750.00910.01301.121.400(1.100)1.2000.40016.3(0.785)20.436.7(0.752)0.31970.00880.00380.00730.02031.121.400(1.100)1.7000.50020.8(0.885)20.441.2(0.846)0.01360.01260.00220.01050.03080.971.400(1.100)2.2000.50025.8(0.876)20.446.2(0.836)0.00000.01260.00000.01050.04130.971.400(1.100)2.7000.50030.8(0.986)20.351.2(0.970)0.00000.00480.00000.00400.04532.541.397(1.097)3.2000.50035.8(0.982)20.356.2(0.968)0.00000.00430.00000.00360.04892.821.379(1.079)3.7000.50040.8(0.978)20.361.1(0.965)0.00000.00380.00000.00320.05213.171.356(1.056)4.2000.50045.8(0.974)20.266.0(0.963)0.00000.00330.00000.00280.05493.621.326(1.026)4.7000.50050.8(0.812)20.171.0(0.805)0.00000.00230.00000.00190.05685.251.175(0.875)5.2000.50055.8(0.811)20.075.9(0.804)0.00000.00230.00000.00190.05875.251.175(0.875)5.7000.50060.8(0.809)19.980.7(0.802)0.00000.00230.00000.00190.06065.241.176(0.876)6.2000.50065.8(1.051)19.885.6(1.036)0.00000.00440.00000.00370.06432.701.387(1.087)6.7000.50070.8(1.047)19.690.5(1.032)0.00000.00440.00000.00360.06792.691.387(1.087)7.2000.50075.8(1.043)19.595.3(1.029)0.00000.00430.0000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0.00360.07157.700 0.5002.6980.8(1.387(1.087)1.040) 19.3100.1(1.025)0.00000.00430.00000.00360.07512.691.387(1.087)8.200 0.50085.8(1.036) 19.1104.9(1.023)0.00000.00380.00000.00320.07833.001.367(1.067)8.700 0.50090.8(1.032) 18.9109.8(1.021)0.00000.00330.00000.00280.08113.401.340(1.040)9.2000.50095.8(1.028) 18.7114.5(1.019)0.00000.00290.00000.00240.08353.931.305(1.005)9.7000.500100.8(1.025) 18.5119.3(1.016)0.00000.00240.00000.00200.08554.531.247(0.947)10.2000.500105.8(0.762) 18.3124.1(0.759)0.00000.00090.00000.00070.086212.360.598(0.499)10.7000.500110.8(0.761) 18.0128.9(0.759)0.00000.00090.00000.00070.087012.360.598(0.499)11.2000.500115.8(0.760) 17.8133.6(0.758)0.00000.00090.00000.00070.087712.350.598(0.499)11.7000.500120.8(0.760) 17.5138.4(0.757)0.00000.00090.00000.00070.088412.350.599(0.499)最下面分层附加应力与自重应力之比=14.520%<=15.000%压缩模量当量值=2.578Mpa,按地基规范GB5007-2002表5.3.5的沉降计算经验系数=1.395(1.095)填土--时间--沉降曲线时间(月)设计填土高度(m)0.000.0000.200.0550.400.1100.600.1650.800.2201.000.2751.200.3301.400.3851.600.4401.800.4952.000.5502.000.5502.000.5502.000.5502.000.5502.000.5502.000.5502.000.5502.000.5502.000.5502.000.550实际填土高度当时沉降(m)(m)0.0000.0000.0560.0000.1110.0010.1670.0010.2220.0020.2780.0020.3340.0030.3890.0040.4450.0040.5000.0050.5560.0060.5560.0060.5560.0060.5560.0060.5560.0060.5560.0060.5560.0060.5560.0060.5560.0060.5560.0060.5560.0062.100.5950.6020.0072.200.6400.6480.0082.300.6850.6940.0092.400.7300.7410.0102.500.7750.7870.0112.600.8200.8330.0122.700.8650.8790.0142.800.9100.9250.0152.900.9550.9710.0163.001.0001.0180.01821.001.0001.0180.01839.001.0001.0180.01857.001.0001.0180.01875.001.0001.0180.01893.001.0001.0180.018111.001.0001.0180.018129.001.0001.0180.018147.001.0001.0180.018165.001.0001.0180.018183.001.0001.0180.018(四)填土--时间--固结度曲线输出位置，相对于路堤中线0.000(m)输出深度为0.000(m)时间(月)设计填土高度(m)固结度0.000.0000.0000.200.0550.0510.400.1100.1010.600.1650.1520.800.2200.2031.000.2750.2531.200.3300.3041.400.3850.3551.600.4400.4051.800.4950.4562.000.5500.5072.000.5500.5072.000.5500.5072.000.5500.5072.000.5500.5072.000.5500.5072.000.5500.5072.000.5500.5072.000.5500.5072.000.5500.5072.000.5500.5072.100.5950.5562.200.6400.6052.300.6850.6552.400.7300.7042.500.7750.7532.600.8200.8032.700.8650.8522.800.9100.9012.900.9550.9513.001.0001.00021.001.0001.00039.001.0001.00057.001.0001.00075.001.0001.00093.001.0001.000111.001.0001.000129.001.0001.000147.001.0001.000165.001.0001.000183.001.0001.000(五)稳定计算(1)第1级加荷，从0.0~2.0月,路基设计高度0.550(m),路基计算高度(考虑沉降影响)0.556(m),加载结束时稳定结果土条起始X土条面土条起始X土条面土条自条上荷总重謌iWli下滑力WoiCos醝CiLi骾liCos醝编号(m)积(m2)重(kN)重(kN)(kN)(kN)(kN)亠|~T~t■tg謖iCos醝tg謌i抗滑力抗滑力抗滑力醝Sin醝Cos醝 WoiCqi 謖i Ui(度) (kN)(kPa)(度) (度)1-30.720.030.590.000.59-54.85-0.820.580.5925.0015.000.45500.000.0-0.50.19.20.02-30.510.142.730.002.73-54.15-0.810.592.7338.0015.000.33430.000.0-2.20.418.80.03-30.220.355.920.005.92-53.23-0.800.605.9238.0015.000.17900.000.0-4.70.923.70.04-29.851.3418.460.0018.46-51.68-0.780.6218.4619.0014.000.00000.000.0-14.52.924.20.05-29.065.6767.990.0067.99-48.44-0.750.6667.9915.0014.000.00000.000.0-50.911.240.10.06-27.297.5585.240.0085.24-44.50-0.700.7185.244.0025.000.00000.000.0-59.728.38.60.07-25.766.4671.290.0071.29-41.61-0.660.7571.2915.0014.000.00000.000.0-47.313.321.00.08-24.717.4080.680.0080.68-39.35-0.630.7780.6815.0014.000.00000.000.0-51.215.620.30.0

9-23.668.2789.350.0089.35-37.16-0.600.8089.3515.0014.000.00000.000.0-54.017.819.70.010-22.619.0797.360.0097.36-35.04-0.570.8297.3615.0014.000.00000.000.0-55.919.919.20.011-21.579.81104.780.00104.78-32.97-0.540.84104.7815.0014.000.00000.000.0-57.021.918.70.012-20.5210.75114.310.00114.31-30.92-0.510.86114.314.0027.000.00000.000.0-58.750.05.00.013-19.4511.41120.930.00120.93-28.89-0.480.88120.934.0027.000.00000.000.0-58.453.94.90.014-18.3712.02127.020.00127.02-26.91-0.450.89127.024.0027.000.00000.000.0-57.557.74.80.015-17.3012.58132.620.00132.62-24.95-0.420.91132.624.0027.000.00000.000.0-56.061.34.70.016-16.2313.09137.740.00137.74-23.03-0.390.92137.744.0027.000.00000.000.0-53.964.64.70.017-15.1513.56142.420.00142.42-21.13-0.360.93142.424.0027.000.00000.000.0-51.367.74.60.018-14.0813.98146.650.00146.65-19.26-0.330.94146.654.0027.000.00000.000.0-48.470.54.50.019-13.0114.37150.460.00150.46-17.41-0.300.95150.464.0027.000.00000.000.0-45.073.24.50.020-11.9414.71153.880.00153.88-15.58-0.270.96153.884.0027.000.00000.000.0-41.375.54.50.021-10.8615.01156.890.00156.89-13.77-0.240.97156.894.0027.000.00000.000.0-37.377.64.40.022-9.7915.27159.520.00159.52-11.96-0.210.98159.524.0027.000.00000.000.0-33.179.54.40.023-8.7215.50161.770.00161.77-10.17-0.180.98161.774.0027.000.00000.000.0-28.681.14.40.024-7.6515.68163.650.00163.65-8.39-0.150.99163.654.0027.000.00000.000.0-23.982.54.30.025-6.5716.17168.690.00168.69-6.60-0.120.99168.694.0027.000.00000.000.0-19.485.44.40.026-5.4816.29169.880.00169.88-4.80-0.081.00169.884.0027.000.00000.000.0-14.286.34.40.027-4.3816.37170.700.00170.70-3.00-0.051.00170.704.0027.000.00000.000.0-8.986.94.40.028-3.2916.42171.140.00171.14-1.21-0.021.00171.144.0027.000.00000.000.0-3.687.24.40.029-2.1916.43171.210.00171.210.580.011.00171.214.0027.000.00000.000.01.787.24.40.030-1.1016.39170.900.00170.902.380.041.00170.904.0027.000.00000.000.07.187.04.40.0土条起始X土条面土条自条上荷总重醝Sin醝Cos醝Cqi謖i 下滑力抗滑力抗滑力编号(m)积(m2)重(kN)重(kN)(kN)(度)(kPa)(度)(kN) WiCos醝tg謖 CiLi转为总应力法310.0012.53132.520.00132.523.950.071.004.0027.009.1467.363.31

转为总应力法320.8326.83287.620.00287.626.070.110.994.0027.0030.41145.737.03转为总应力法332.5716.28174.680.00174.688.390.150.994.0027.0025.5088.054.34转为总应力法343.6516.09172.800.00172.8010.170.180.984.0027.0030.5286.664.36转为总应力法354.7215.87170.550.00170.5511.960.210.984.0027.0035.3585.014.39转为总应力法365.7915.60167.920.00167.9213.770.240.974.0027.0039.9683.104.42转为总应力法376.8615.30164.910.00164.9115.580.270.964.0027.0044.3080.944.45转为总应力法387.9414.96161.500.00161.5017.410.300.954.0027.0048.3378.524.50转为总应力法399.0114.58157.690.00157.6919.260.330.944.0027.0052.0275.854.55转为总应力法4010.0814.16153.450.00153.4521.130.360.934.0027.0055.3372.934.60转为总应力法4111.1513.69148.780.00148.7823.030.390.924.0027.0058.2069.764.66转为总应力法4212.2313.18143.660.00143.6624.950.420.914.0027.0060.6066.364.73转为总应力法4313.3012.62138.060.00138.0626.910.450.894.0027.0062.4862.734.81转为总应力法4414.3712.01131.970.00131.9728.890.480.884.0027.0063.7658.874.90转为总应力法4515.4511.35125.340.00125.3430.920.510.864.0027.0064.4154.795.00转为总应力法4616.5210.40115.560.00115.5632.970.540.8415.0014.0062.8824.1718.74转为总应力法4717.579.65108.150.00108.1535.040.570.8215.0014.0062.0922.0819.21转为总应力法

4818.618.85100.130.00100.1337.160.600.8015.0014.0060.4819.9019.73转为总应力法4919.667.9891.460.0091.4639.350.630.7715.0014.0057.99 17.6320.34转为总应力法5020.717.0582.070.0082.0741.610.660.7515.0014.0054.50 15.3021.03转为总应力法5121.768.40100.930.00100.9344.500.700.714.0025.0070.75 33.578.56转为总应力法5223.29 6.6686.230.0086.2348.440.750.6615.0014.0064.53 14.2640.10转为总应力法5325.06 1.7826.590.0026.5951.680.780.6219.0014.0020.864.1124.22转为总应力法5425.850.569.770.009.7753.230.800.6038.0015.007.821.5723.72转为总应力法5526.22 0.315.710.005.7154.150.810.5938.0015.004.620.9018.75转为总应力法5626.510.152.760.002.7654.850.820.5825.0015.002.26 0.439.175726.720.111.950.001.9555.700.830.5617.0030.001.610.6311.44滑动圆心滑动半径滑动安全系数总的下滑力总的抗滑力土体部分下滑力土体部分抗滑力筋带的抗滑力地震作用下滑力=(-2.000,20.000)(m)滑动圆心滑动半径滑动安全系数总的下滑力总的抗滑力土体部分下滑力土体部分抗滑力筋带的抗滑力地震作用下滑力=35.000(m)=28.634=121.999(kN)=3493.274(kN)=121.999(kN)=3493.274(kN)=0.000(kN)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謌iWli下滑力WoiCos醝CiLi骾liCos醝编号(m)积(m2)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謌iWli下滑力WoiCos醝CiLi骾liCos醝编号(m)积(m2)重(kN)重(kN)(kN)(kN)(kN)亠|~T~t■tg謖iCos醝tg謌i醝Sin醝Cos醝 WoiCqi 謖i Ui(度) (kN)(kPa)(度) (度)1-30.720.030.590.000.59-54.85-0.820.580.5925.0015.000.89780.000.0-0.50.19.20.02-30.510.142.730.002.73-54.15-0.810.592.7338.0015.000.65950.000.0-2.20.418.80.03-30.220.355.920.005.92-53.23-0.800.605.9238.0015.000.35320.000.0-4.70.923.70.04-29.851.3418.460.0018.46-51.68-0.780.6218.4619.0014.000.00000.000.0-14.52.924.20.05-29.065.6767.990.0067.99-48.44-0.750.6667.9915.0014.000.00000.000.0-50.911.240.10.06-27.297.5585.240.0085.24-44.50-0.700.7185.244.0025.000.00000.000.0-59.728.38.60.07-25.766.4671.290.0071.29-41.61-0.660.7571.2915.0014.000.00000.000.0-47.313.321.00.08-24.717.4080.680.0080.68-39.35-0.630.7780.6815.0014.000.00000.000.0-51.215.620.30.09-23.668.2789.350.0089.35-37.16-0.600.8089.3515.0014.000.00000.000.0-54.017.819.70.010-22.619.0797.360.0097.36-35.04-0.570.8297.3615.0014.000.00000.000.0-55.919.919.20.011-21.579.81104.780.00104.78-32.97-0.540.84104.7815.0014.000.00000.000.0-57.021.918.70.012-20.5210.75114.310.00114.31-30.92-0.510.86114.314.0027.000.00000.000.0-58.750.05.00.013-19.4511.41120.930.00120.93-28.89-0.480.88120.934.0027.000.00000.000.0-58.453.94.90.014-18.3712.02127.020.00127.02-26.91-0.450.89127.024.0027.000.00000.000.0-57.557.74.80.015-17.3012.58132.620.00132.62-24.95-0.420.91132.624.0027.000.00000.000.0-56.061.34.70.016-16.2313.09137.740.00137.74-23.03-0.390.92137.744.0027.000.00000.000.0-53.964.64.70.017-15.1513.56142.420.00142.42-21.13-0.360.93142.424.0027.000.00000.000.0-51.367.74.60.018-14.0813.98146.650.00146.65-19.26-0.330.94146.654.0027.000.00000.000.0-48.470.54.50.019-13.0114.37150.460.00150.46-17.41-0.300.95150.464.0027.000.00000.000.0-45.073.24.50.020-11.9414.71153.880.00153.88-15.58-0.270.96153.884.0027.000.00000.000.0-41.375.54.50.021-10.8615.01156.890.00156.89-13.77-0.240.97156.894.0027.000.00000.000.0-37.377.64.40.022-9.7915.27159.520.00159.52-11.96-0.210.98159.524.0027.000.00000.000.0-33.179.54.40.023-8.7215.50161.770.00161.77-10.17-0.180.98161.774.0027.000.00000.000.0-28.681.14.40.024-7.6515.68163.650.00163.65-8.39-0.150.99163.654.0027.000.00000.000.0-23.982.54.30.025-6.5716.17168.690.00168.69-6.60-0.120.99168.694.0027.000.00000.000.0-19.485.44.40.026-5.4816.29169.880.00169.88-4.80-0.081.00169.884.0027.000.00000.000.0-14.286.34.40.0

27-4.3816.37170.700.00170.70-3.00-0.051.00170.704.0027.000.00000.000.0-8.986.94.40.028-3.2916.42171.140.00171.14-1.21-0.021.00171.144.0027.000.00000.000.0-3.687.24.40.029-2.1916.43171.210.00171.210.580.011.00171.214.0027.000.00000.000.01.787.24.40.030-1.1016.39170.900.00170.902.380.041.00170.904.0027.000.00000.000.07.187.04.40.0土条起始X土条面土条自条上荷总重醝Sin醝Cos醝Cqi謖i 下滑力抗滑力抗滑力编号(m)积(m2)(kN) WiCos醝tg謖重(kN)CiLi重(kN)(kN)(度)(kPa)(度)转为总应力法310.0012.72134.480.00134.483.960.071.004.0027.009.2968.363.35转为总应力法320.8410.38113.000.00113.005.190.091.004.0027.0010.2357.342.66转为总应力法331.5016.93187.060.00187.066.620.120.994.0027.0021.5894.684.32转为总应力法342.5716.78185.530.00185.538.390.150.994.0027.0027.0993.524.34转为总应力法353.6516.59183.650.00183.6510.170.180.984.0027.0032.4492.104.36转为总应力法364.7216.36181.400.00181.4011.960.210.984.0027.0037.6090.424.39转为总应力法375.7916.10178.770.00178.7713.770.240.974.0027.0042.5488.474.42转为总应力法386.8615.80175.760.00175.7615.580.270.964.0027.0047.2186.264.45转为总应力法397.9415.46172.350.00172.3517.410.300.954.0027.0051.5883.794.50转为总应力法409.0115