软土地基路堤设计计算书

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：2015-11-1715:15:10星期二原始条件：计算冃标：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) 固结快剪(m)竖向固结系水平固结系排水层(kPa)(度)?(度)(kN/m3)(kN/m3)(kPa)数(cm2/s)数(cm2/s)11.10018.40018.52060.0007.50024.0000.0000.015000.01500否23.50017.50017.74050.00013.3008.9000.0000.008000.00800否31.60018.40018.520100.0004.50026.3000.0000.015000.01500否49.80018.80019.020180.00011.1009.1000.0000.015000.01500否57.60018.40018.520160.0004.50026.3000.0000.015000.01500否层号e(0)e(50)e(100)e(200)10.8590.8240.8010.770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:承载力验算公成：P＜紼[fa]验算点距离中线距离：O.OOO(m)承载力抗力系数紼:1.00承载力修正公式:[fa]=[faO]+?2(h-h0)基准深度hO: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计算时考虑弥补地基沉降引起的路堤增高景 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:l.OOO(m)(-)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=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)坐标当时沉降两点间沉降与路堤中心(m)(m)差⑽沉降差(m)-29.9600.0000.0000.167-27.8200.0000.0000.167-25.6800.0000.0000.167-23.5400.0000.0000.167-21.4000.0000.0000.167-19.2600.0340.0340.133-17.1200.0610.0270.106-14.9800.0850.0240.082-12.8400.1080.0230.059-10.7000.1290.0210.038-8.5600.1480.0190.019-6.4200.1610.0130.006-4.2800.1650.0040.002 -2.1400.1670.0020.000 -0.0000.1670.0000.0002.1400.167-0.0000.0004.2800.165-0.0020.0026.4200.161-0.0040.0068.5600.148-0.0130.01910.7000.129-0.0190.03812.8400.108-0.0210.05914.9800.085-0.0230.08217.1200.061-0.0240.10619.2600.034-0.0270.13321.4000.000-0.0340.16723.5400.000-0.0000.16725.6800.0000.0000.16727.8200.0000.0000.16729.9600.0000.0000.167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肺=4.890(m2)(2)按照《铁路路基手册》方法得胭=0.167(m)肺=4.771(m2)按照《铁路路基手册》方法，路堤顶面单侧加宽量：腊=0.434〜0.521(m)基准期结束时，路基横断面各点的沉降(屮线为原点)坐标当时沉降两点间沉降与路堤中心(m)(m)差(m)沉降差(m) -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•0.0100.0178.5600.286-0.0230.04010.7000.253-0.0330.07312.8400.215-0.0380.11114.9800.168-0.0470.15817.1200.118-0.0500.20819.2600.065-0.0530.26121.4000.000-0.0650.32623.5400.000-29.9600.0000.0000.326 -0.0000.3260.32627.82025.6800.0000.0000.0000.0000.32629.9600.0000.0000.326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(m)(m)差(m)-29.9600.0000.0000.384-27.8200.0000.0000.384-25.6800.0000.0000.384-23.5400.0000.0000.384-21.4000.0000.0000.384-19.2600.0740.0740.310-17.1200.1380.0640.247-14.9800.1990.0610.186-12.8400.2550.0560.129-10.7000.2990.0440.085-8.5600.3370.0380.048-6.4200.3630.0270.021-4.2800.3760.0130.008-2.1400.3820.0060.002-0.0000.3840.0020.0002.1400.382-0.0020.002与路堤中心沉降差(m)4.2800.376-0.0060.008