软土地基路堤设计计算书

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： 2015-11-17 15:15:10 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: 3.600(m)路堤设计顶宽: 14.000(m)路堤边坡坡度: 1:4.000工后沉降基准期结束时间: 60(月)荷载施加级数: 1序号 起始时间(月) 终止时间(月)填土高度(m)是否作稳定计算10.0006.0003.600是路堤土层数: 1超载个数: 0层号层厚度(m)重度(kN/m3)内聚力(kPa)内摩擦角(度)13.60018.00017.00030.000地基土层数: 5地下水埋深: 1.000(m)层号 土层厚度重度饱和重度地基承载力快剪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)(kPa)( 度)?(度)数(cm2/s)数(cm2/s)11.10018.40018.52060.0007.50024.000 0.0000.015000.01500否23.50017.50017.74050.00013.3008.900 0.0000.008000.00800否31.60018.40018.520100.0004.50026.3000.0000.015000.01500否49.80018.80019.020180.00011.1009.100 0.0000.015000.01500否57.60018.40018.520160.0004.50026.3000.0000.015000.01500否层号e( 0)e( 50)e(100) e(200)10.8590.8240.801 0.770层号 e( 0) e( 50)e(100)e(200)e(400)e(800)21.1471.0911.0450.9770.8970.82330.9290.8960.8680.8280.7760.72040.8200.7880.7680.7390.6990.65550.9290.8950.8680.8290.7750.716承载力计算参数:承载力验算公式：p W鉘fa 验算点距离中线距离:0.000(m)承载力抗力系数鉘: 1.00 承载力修正公式： fa = fa0 + ?2(h-h0)基准深度h0: O.OOO(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 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0.06.0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=3.767(m)，沉降=0.167(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 = 3.767(m) 路面竣工时,地基沉降 = 0.167(m) 路面竣工后,基准期内的残余沉降 = 0.159(m) 基准期结束时,地基沉降 = 0.326(m) 最终地基总沉降 = 1.200*0.320 = 0.384(m)路面竣工时,路基横断面各点的沉降(中线为原点)坐标(m)-29.960-27.820-25.680-23.540-21.400-19.260-17.120-14.980-12.840-10.700-8.560-6.420-4.280-2.140-0.0002.1404.2806.4208.56010.70012.84014.98017.12019.26021.40023.54025.68027.82029.960当时沉降(m)两点间沉降 差(m)与路堤中心沉降差(m)0.0000.0000.1670.0000.0000.1670.0000.0000.1670.0000.0000.1670.0000.0000.1670.0340.0340.1330.0610.0270.1060.0850.0240.0820.1080.0230.0590.1290.0210.0380.1480.0190.0190.1610.0130.0060.1650.0040.0020.1670.0020.0000.1670.0000.0000.167-0.0000.0000.165-0.0020.0020.161-0.0040.0060.148-0.0130.0190.129-0.0190.0380.108-0.0210.0590.085-0.0230.0820.061-0.0240.1060.034-0.0270.1330.000-0.0340.1670.000-0.0000.1670.0000.0000.1670.0000.0000.1670.0000.0000.167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 腣 = 4.890(m2)(2) 按照铁路路基手册方法得 膕 = 0.167(m) 腣 按照铁路路基手册方法，路堤顶面单侧加宽量: 腤 = 4.771(m2)0.434 0.521(m)基准期结束时,路基横断面各点的沉降(中线为原点)坐标(m)-29.960当时沉降(m)0.000两点间沉降差(m)0.000与路堤中心沉降差(m)0.326-27.8200.0000.0000.326-25.6800.0000.0000.326-23.5400.0000.0000.326-21.4000.0000.0000.326-19.2600.0650.0650.261-17.1200.1180.0530.208-14.9800.1680.0500.158-12.8400.2150.0470.111-10.7000.2530.0380.073-8.5600.2860.0330.040-6.4200.3100.0230.017-4.2800.3200.0100.006-2.1400.3250.0050.001-0.0000.3260.0010.0002.1400.325-0.0010.0014.2800.320-0.0050.0066.4200.310-0.0100.0178.5600.286-0.0230.04010.7000.253-0.0330.07312.8400.215-0.0380.11114.9800.168-0.0470.15817.1200.118-0.0500.20819.2600.065-0.0530.26121.4000.000-0.0650.32623.5400.000-0.0000.32625.6800.0000.0000.32627.8200.0000.0000.32629.9600.0000.0000.326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)-29.9600.0000.0000.384-27.8200.0000.0000.384-25.6800.0000.0000.384-23.5400.0000.0000.384-21.4000.0000.0000.384-19.2600.0740.0740.310-17.1200.1380.0640.247-14.9800.1990.0610.186-12.8400.2550.0560.129-10.7000.2990.0440.085-8.5600.3370.0380.048-6.4200.3630.0270.021-4.2800.3760.0130.008-2.1400.3820.0060.002-0.0000.3840.0020.0002.1400.382-0.0020.0024.2800.376-0.0060.0086.4200.363-0.0130.0218.5600.337-0.0270.04810.7000.299-0.0380.08512.8400.255-0.0440.12914.9800.199-0.0560.18617.1200.138-0.0610.24719.2600.074-0.0640.31021.4000.000-0.0740.38423.5400.000-0.0000.38425.6800.000-0.0000.38427.8200.000-0.0000.38429.9600.000-0.0000.384层底深 层厚 分层主固 层累计主(m)(m)自重应力(kPa )附加应力 全应力(kPa)固结度 层最终 层当前沉降(m)路面竣工时，距路基中线O.OOO(m)处各层的沉降0.500 0.5004.6( 0.856) 67.872.4( 0.814)0.96440.01360.01320.01130.01132.991.367(1.067)1.000 0.50013.8(0.849) 67.881.6(0.809)0.89320.01290.01180.01080.02213.141.357(1.057)1.100 0.10018.8(0.846) 67.886.6(0.807)0.85050.00250.00220.00210.02423.241.351(1.051)1.600 0.50021.2(1.123) 67.888.9(1.055)0.80780.01920.01620.01600.04032.111.400(1.100)2.100 0.50025.1(1.119) 67.792.8(1.052)0.73650.01900.01490.01590.05612.131.400(1.100)2.600 0.50028.9(1.115) 67.696.5(1.048)0.66530.01880.01360.01570.07182.151.400(1.100)3.100 0.50032.8(1.110) 67.4100.2(1.045)0.61080.01860.01260.01550.08732.181.400(1.100)3.600 0.50036.7(1.106) 67.2103.9(1.042)0.55650.01810.01140.01510.10242.231.400(1.100)4.100 0.50040.5(1.102) 66.9107.5(1.040)0.50230.01760.01030.01470.11712.281.400(1.100)4.600 0.50044.4(1.097) 66.6111.0(1.038)0.44810.01710.00920.01420.13132.341.400(1.100)5.100 0.50048.5(0.897) 66.2114.7(0.862)0.39790.01100.00550.00920.14053.601.327(1.027)5.600 0.50052.7(0.894) 65.8118.5(0.861)0.35940.01070.00500.00890.14953.681.321(1.021)6.100 0.50057.0(0.892) 65.3122.3(0.859)0.32090.01050.00450.00870.15823.741.317(1.017)沉降mSc(m)( 孔隙比 )压缩模 沉降经( 孔隙比)(kPa)结沉降(m)固结沉降(m)量(MPa)验系数6.200 0.1000.0017 0.159959.5( 0.891) 65.0124.5(0.858)0.29790.00210.00093.781.314(1.014)6.700 0.50062.2(0.783) 64.6126.9(0.760)0.27480.00770.00300.0064 0.16635.031.197(0.897)7.200 0.50066.7(0.781) 64.1130.8(0.759)0.23630.00750.00270.0062 0.17265.131.187(0.887)7.700 0.50071.2(0.780) 63.4134.7(0.758)0.20840.00730.00250.0061 0.17865.241.176(0.876)8.200 0.50075.8(0.778) 62.8138.6(0.757)0.18430.00700.00230.0059 0.18455.351.165(0.865)8.700 0.50080.3(0.776) 62.1142.4(0.756)0.16020.00680.00200.0057 0.19025.471.153(0.853)9.200 0.50084.8(0.774) 61.4146.2(0.755)0.13600.00660.00180.0055 0.19575.591.141(0.841)9.700 0.50089.3(0.772) 60.7150.0(0.753)0.11210.00640.00170.0053 0.20105.731.127(0.827)10.200 0.50093.8(0.770) 60.0153.8(0.752)0.09860.00610.00150.0051 0.20615.871.113(0.813)10.700 0.50098.3(0.769) 59.2157.5(0.751)0.08520.00590.00140.0049 0.21106.031.097(0.797)11.200 0.500102.8(0.767) 58.5161.3(0.750)0.07170.00580.00130.0048 0.21586.091.091(0.791)11.700 0.500107.3(0.766) 57.7165.1(0.749)0.05820.00570.00120.0047 0.22056.091.091(0.791)12.200 0.500111.8(0.765) 57.0168.8(0.748)0.04680.00560.00120.0047 0.22526.081.092(0.792)12.700 0.500116.3(0.763) 56.2172.6(0.747)0.04010.00550.00110.0046 0.22986.081.092(0.792)13.200 0.500120.9(0.762) 55.5176.3(0.746)0.03340.00550.00110.0046 0.23446.081.092(0.792)13.700 0.500125.4(0.761) 54.7180.1(0.745)0.02660.00540.00100.0045 0.23896.071.093(0.793)14.200 0.500129.9(0.759) 53.9183.8(0.744)0.01990.00530.00100.0044 0.24346.071.093(0.793)14.700 0.500134.4(0.758) 53.2187.6(0.743)0.01540.00530.00090.0044 0.24776.061.094(0.794)15.200 0.500138.9(0.757) 52.5191.4(0.742)0.01260.00520.00090.0043 0.25216.061.094(0.794)15.700 0.500143.4(0.755) 51.7195.1(0.740)0.00970.00510.00090.0043 0.25636.051.095(0.795)16.000 0.300147.0(0.754) 51.1198.2(0.740)0.00740.00300.00050.0025 0.25896.051.095(0.795)16.500 0.500150.5(0.848) 50.6201.1(0.829)0.00510.00640.00110.0053 0.26424.771.223(0.923)17.000 0.500154.8(0.847) 49.9204.6(0.828)0.00320.00610.00100.0051 0.26934.871.213(0.913)17.500 0.500159.0(0.845) 49.2208.2(0.827)0.00250.00590.00100.00490.274218.0000.5004.99163.3(1.201(0.901)0.843)48.5211.7(0.826)0.00170.00570.00100.00470.27905.111.189(0.889)18.5000.500167.5(0.842)47.8215.3(0.825)0.00090.00550.00090.00460.28355.241.176(0.876)19.000 0.500171.8(0.840)47.1218.9(0.824)0.00020.00530.00090.00440.28795.381.162(0.862)19.500 0.500176.1(0.838)46.5222.5(0.823)0.00000.00500.00000.00420.29215.541.146(0.846)20.0000.500180.3(0.837)45.8226.1(0.822)0.00000.00480.00000.00400.29615.711.129(0.829)20.5000.500184.6(0.835)45.2229.8(0.821)0.00000.00460.00000.00380.29995.901.110(0.810)21.0000.500188.8(0.833)44.5233.4(0.820)0.00000.00440.00000.00360.30366.111.089(0.789)21.5000.500193.1(0.832)43.9237.0(0.819)0.00000.00420.00000.00350.30706.341.066(0.766)22.0000.500197.4(0.830)43.3240.7(0.818)0.00000.00390.00000.00330.31036.601.040(0.740)22.5000.500201.6(0.829)42.7244.4(0.817)0.00000.00380.00000.00320.31356.771.023(0.723)23.0000.500205.9(0.827)42.2248.0(0.816)0.00000.00370.00000.00310.31666.771.023(0.723)23.5000.500210.1(0.826)41.6251.7(0.815)0.00000.00370.00000.00310.31976.761.024(0.724)23.6000.100212.7(0.826)41.3254.0(0.814)0.00000.00070.00000.00060.32036.761.024(0.724)最下面分层附加应力与自重应力之比 = 19.396% 15.000%压缩模量当量值=4.164Mpa,按地基规范GB50007-2002表5.3.5的沉降计算经验系数= 1.284(0.984)(三) 填土-时间-沉降曲线输出位置，相对于路堤中线0(m)(即X=21.400(m)时间(月)设计填土高度实际填土高度当时沉降(m)(m)(m)0.000.0000.0000.0000.600.3600.3770.0041.200.7200.7530.0131.801.0801.1300.0252.401.4401.5070.0393.001.8001.8830.0563.602.1602.2600.0744.202.5202.6370.0944.802.8803.0140.1165.403.2403.3900.1416.003.6003.7670.16712.003.6003.7670.21918.003.6003.7670.24524.003.6003.7670.26230.003.6003.7670.27636.003.6003.7670.28742.003.6003.7670.29748.003.6003.7670.30554.003.6003.7670.31360.003.6003.7670.32066.003.6003.7670.326(四) 填土-时间-固结度曲线输出位置，相对于路堤中线O.OOO(m)(即X=21.400(m)输出深度为0.000(m)时间(月 )设计填土高度(m)固结度0.000.0000.0000.600.3600.1001.200.7200.2001.801.0800.3002.401.4400.4003.001.8000.5003.602.1600.6004.202.5200.7004.802.8800.8005.403.2400.9006.003.6001.00012.003.6001.00018.003.6001.00024.003.6001.00030.003.6001.00036.003.6001.00042.003.6001.00048.003.6001.00054.003.6001.00060.003.6001.00066.003.6001.000( 五 ) 稳定计算(1)第1级加荷，从0.06. 0月,路基设计高度3.600(m),路基计算高度(考虑沉降影响)3.767(m),加 载结束时稳定结果土条起始X 土条面土条自条上荷 总重謌iWli下滑力WoiCos醝CiLi 骾 liCos编号(m)积(m2)重(kN)重(kN)(kN)(kN)(kN)亠 |Tt t g謖i醝tg謌i抗滑力 抗滑力 抗滑力醝 Sin 醝 Cos 醝Woi Cqi謖 iUi(度)(kN) (kPa) (度)(度)1 -30.720.366.650.006.65 -54.14 -0.810.596.65 7.50 24.000.9283 0.000.0-5.41.79.30.02 -30.000.081.420.001.42 -53.03 -0.800.601.42 7.50 24.000.8505 0.000.0-1.10.40.90.03 -29.921.2017.410.0017.41 -51.92 -0.790.6217.41 13.308.900.7741 0.000.0-13.71.716.30.04 -29.171.9122.870.0022.87 -49.95 -0.770.6422.87 13.308.900.6466 0.000.0-17.52.315.60.05 -28.412.5627.980.0027.98 -48.06 -0.740.6727.98 13.308.900.5521 0.000.0-20.82.915.10.06 -27.653.1832.770.0032.77 -46.24 -0.720.6932.77 13.308.900.4635 0.000.0-23.73.514.60.07 -26.904.2442.130.0042.13 -44.38 -0.700.7142.13 4.50 26.300.3851 0.000.0-29.514.95.30.08 -26.054.9147.890.0047.89 -42.47 -0.680.7447.89 4.50 26.300.3235 0.000.0-32.317.55.20.09 -25.216.4161.760.0061.76 -40.49 -0.650.7661.76 11.109.100.2618 0.000.0-40.17.514.20.010 -24.247.1968.750.0068.75 -38.43 -0.620.7868.75 11.109.100.2100 0.000.0-42.78.613.70.011 -23.277.9175.240.0075.24 -36.43 -0.590.8075.24 11.109.100.1742 0.000.0-44.79.713.40.012 -22.308.5881.280.0081.28 -34.48 -0.570.8281.28 11.109.100.1409 0.000.0-46.010.713.10.013 -21.339.2086.900.0086.90 -32.58 -0.540.8486.90 11.109.100.1110 0.000.0-46.811.712.80.014 -20.369.7892.130.0092.13 -30.72 -0.510.8692.13 11.109.100.0949 0.000.0-47.112.712.50.015 -19.3910.3296.990.0096.99 -28.89 -0.480.8896.99 11.109.100.0799 0.000.0-46.913.612.30.016 -18.4210.82101.490.00101.49 -27.09 -0.460.89101.49 11.109.100.0660 0.000.0-46.214.512.10.017 -17.4511.28105.670.00105.67 -25.32 -0.430.90105.67 11.109.100.0532 0.000.0-45.215.311.90.018 -16.4811.71109.520.00109.52 -23.58 -0.400.92109.52 11.109.100.0451 0.000.0-43.816.111.70.019 -15.5112.10113.070.00113.07 -21.85 -0.370.93113.07 11.109.100.0396 0.000.0-42.116.811.60.020 -14.5412.46116.330.00116.33 -20.15 -0.340.94116.33 11.109.100.0346 0.000.0-40.117.511.50.021 -13.5712.79119.300.00119.30 -18.47 -0.320.95119.30 11.109.100.0300 0.000.0-37.818.111.30.022 -12.6013.09122.000.00122.00 -16.81 -0.290.96122.00 11.109.100.0259 0.000.0-35.318.711.20.023 -11.6313.36124.420.00124.42 -15.16 -0.260.97124.42 11.109.100.0222 0.000.0-32.519.211.10.024 -10.6613.60126.590.00126.59 -13.52 -0.230.97126.59 11.109.100.0188 0.000.0-29.619.711.10.025 -9.6913.81128.500.00128.50 -11.89 -0.210.98128.50 11.109.100.0166 0.000.0-26.520.111.00.026 -8.7314.00130.160.00130.16 -10.27 -0.180.98130.16 11.109.100.01550.000.0-23.220.510.90.027-7.7614.15131.580.00131.58-8.66 -0.150.99131.58 11.109.100.01460.000.0-19.820.810.90.028-6.7914.28132.750.00132.75-7.06 -0.120.99132.75 11.109.100.01380.000.0-16.321.110.80.029-5.8214.39133.680.00133.68-5.46 -0.101.00133.68 11.109.100.01320.000.0-12.721.310.80.030-4.8514.46134.370.00134.37-3.87 -0.071.00134.37 11.109.100.01270.000.0-9.121.510.80.031-3.8814.51134.820.00134.82-2.28 -0.041.00134.82 11.109.100.01240.000.0-5.421.610.80.032-2.9114.54135.050.00135.05-0.69 -0.011.00135.05 11.109.100.01230.000.0-1.621.610.80.033-1.9414.54135.030.00135.030.89 0.021.00135.03 11.109.100.01230.000.02.121.610.80.034-0.9714.51134.780.00134.782.48 0.041.00134.78 11.109.100.01250.000.05.821.610.80.0土条起始X土条面土条自条上荷 总重醝Si n醝i 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35 0.00 14.43135.150.00135.154.060.071.0011.109.109.58 21.5910.68转为总应力法36 0.96 14.60138.790.00138.795.640.101.0011.109.1013.64 22.1210.71转为总应力法37 1.92 14.73142.190.00142.197.220.130.9911.109.1017.88 22.5910.74转为总应力法38 2.88 14.84145.360.00145.368.810.150.9911.109.1022.26 23.0110.78转为总应力法39 3.84 14.93148.290.00148.2910.400.180.9811.109.1026.78 23.3610.83转为总应力法40 4.80 14.99150.990.00150.9912.010.210.9811.109.1031.41 23.6610.89转为总应力法41 5.76 15.02153.430.00153.4313.620.240.9711.109.1036.13 23.8910.96转为总应力法42 6.72 15.02155.630.00155.6315.240.260.9611.109.1040.91 24.0511.04转为总应力法43 7.68 15.00157.580.00157.5816.880.290.9611.109.1045.75 24.1511.14转为总应力法44 8.64 14.95159.270.00159.2718.530.320.9511.109.1050.61 24.1911.24转为总应力法45 9.60 14.86160.680.00160.6820.190.350.9411.109.1055.46 24.1611.35转为总应力法46 10.56 14.75161.830.00161.8321.880.370.9311.109.1060.30 24.0511.48转为总应力法47 11.52 14.60162.680.00162.6823.580.400.9211.109.1065.08 23.8811.63转为总应力法48 12.48 14.43163.240.00163.2425.310.430.9011.109.1069.78 23.6411.79转为总应力法49 13.44 14.21163.490.00163.4927.060.450.8911.109.1074.37 23.3211.97转为总应力法50 14.40 14.02163.300.00163.3028.850.480.8811.109.1078.80 22.9112.32转为总应力法51 15.37 13.48158.430.00158.4330.680.510.8611.109.1080.85 21.8212.55转为总应力法52 16.34 12.90153.170.00153.1732.550.540.8411.109.1082.42 20.6812.81转为总应力法53 17.32 12.27147.520.00147.5234.460.570.8211.109.1083.48 19.4813.09转为总应力法54 18.29 11.60141.450.00141.4536.420.590.8011.109.1083.98 18.2313.41转为总应力法55 19.26 10.87134.920.00134.9238.420.620.7811.109.1083.85 16.9313