理正软土地基路堤设计软件 2 挡土.docx
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理正软土地基路堤设计软件 2 挡土.docx
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理正软土地基路堤设计软件2挡土
理正软土地基路堤设计软件交通100306蔡伟
计算项目:
简单软土地基路基设计4
计算时间:
2013-05-1714:
19:
35星期五
============================================================================
原始条件:
计算目标:
计算沉降和稳定
路堤设计高度:
4.700(m)
路堤设计顶宽:
30.600(m)
路堤边坡坡度:
1:
1.000
工后沉降基准期结束时间:
24(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
10.00012.0004.000是
213.00024.0000.700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)
14.00018.00017.00030.000
20.70022.00017.00030.000
地基土层数:
9地下水埋深:
1.200(m)
层号土层厚度重度饱和重度快剪C快剪Φ固结快剪竖向固结系水平固结系排水层
(m)(kN/m3)(kN/m3)(kPa)(度)Φ(度)数(cm2/s)数(cm2/s)
15.00018.97927.51119.00023.50015.0000.001500.00150否
27.00017.81217.66839.0004.70015.0000.001500.00150否
34.40019.79619.68363.00015.60015.0000.001500.00150否
40.90019.60019.75316.50024.05015.0000.001500.00150否
51.70019.30619.42075.00014.00015.0000.001500.00150否
67.30020.48220.51050.50018.90015.0000.001500.00150否
73.00017.00020.00025.0005.00015.0000.001500.00150否
810.10019.89420.00091.00016.76715.0000.001500.00150否
95.80017.00020.00025.0005.00015.0000.001500.00150否
层号e(0)e(50)e(100)e(200)e(300)
10.8180.7730.7550.7330.656
21.0330.9560.9070.8470.714
30.7180.6880.6680.6380.581
40.6870.6550.6370.6130.571
50.7740.7380.7190.6950.664
60.5840.5470.5290.5080.525
层号e(0)e(50)e(100)e(200)e(300)e(400)e(500)e(600)e(800)
70.7540.6980.6640.6260.5950.5600.5000.4500.250
层号e(0)e(50)e(100)e(200)e(300)
80.6880.6410.6170.5920.573
层号e(0)e(50)e(100)e(200)e(300)e(400)e(500)e(600)e(800)
90.7540.6980.6640.6260.5950.5600.5000.4500.250
加固土桩
加固土桩布置形式:
等边三角形
加固土桩间距:
1.500(m)
加固土桩的长度10.000(m)
加固土桩桩土应力比:
3.500
加固土桩直径:
0.500(m)
加固土桩的抗剪强度:
15.000(kPa)
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:
公路软基规范法
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:
自动搜索最危险滑裂面
条分法的土条宽度:
1.000(m)
搜索时的圆心步长:
1.000(m)
搜索时的半径步长:
0.500(m)
============================================================================
(一)各级加荷的沉降计算
第1级加荷,从0.0~12.0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=4.101(m),沉降=0.101(m)
第2级加荷,从13.0~24.0月
加载开始时,路基计算高度=4.101(m),沉降=0.102(m)
加载结束时,路基计算高度=4.846(m),沉降=0.146(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=4.846(m)
路面竣工时,地基沉降=0.146(m)
基准期内的残余沉降=0.031(m)
基准期结束时,地基沉降=0.177(m)
最终地基总沉降=1.200*0.407=0.488(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)
-28.0000.0000.0000.146
-26.0000.0000.0000.146
-24.0000.0000.0000.146
-22.0000.0000.0000.146
-20.0000.0420.0420.105
-18.0000.0750.0330.071
-16.0000.1030.0290.043
-14.0000.1200.0170.026
-12.0000.1290.0090.017
-10.0000.1350.0060.011
-8.0000.1400.0050.006
-6.0000.1430.0030.003
-4.0000.1450.0020.001
-2.0000.1460.0010.000
0.0000.1460.0000.000
2.0000.146-0.0000.000
4.0000.145-0.0010.001
6.0000.143-0.0020.003
8.0000.140-0.0030.006
10.0000.135-0.0050.011
12.0000.129-0.0060.017
14.0000.120-0.0090.026
16.0000.103-0.0170.043
18.0000.075-0.0290.071
20.0000.042-0.0330.105
22.0000.000-0.0420.146
24.0000.0000.0000.146
26.0000.0000.0000.146
28.0000.0000.0000.146
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=4.925(m2)
(2)按照《铁路路基手册》方法得Δs=0.146(m)ΔV=3.905(m2)
按照《铁路路基手册》方法,路堤顶面单侧加宽量:
ΔW=0.171~0.205(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)
-28.0000.0000.0000.177
-26.0000.0000.0000.177
-24.0000.0000.0000.177
-22.0000.0000.0000.177
-20.0000.0530.0530.125
-18.0000.0900.0370.088
-16.0000.1230.0340.054
-14.0000.1430.0200.034
-12.0000.1550.0120.022
-10.0000.1630.0080.014
-8.0000.1690.0060.008
-6.0000.1730.0040.004
-4.0000.1760.0020.002
-2.0000.1770.0010.000
0.0000.1770.0000.000
2.0000.177-0.0000.000
4.0000.176-0.0010.002
6.0000.173-0.0020.004
8.0000.169-0.0040.008
10.0000.163-0.0060.014
12.0000.155-0.0080.022
14.0000.143-0.0120.034
16.0000.123-0.0200.054
18.0000.090-0.0340.088
20.0000.053-0.0370.125
22.0000.000-0.0530.177
24.0000.0000.0000.177
26.0000.0000.0000.177
28.0000.0000.0000.177
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)
-28.0000.0000.0000.488
-26.0000.0000.0000.488
-24.0000.0000.0000.488
-22.0000.0000.0000.488
-20.0000.1330.1330.355
-18.0000.1840.0500.304
-16.0000.2710.0870.217
-14.0000.3370.0660.151
-12.0000.3810.0450.107
-10.0000.4180.0370.070
-8.0000.4480.0290.040
-6.0000.4670.0190.021
-4.0000.4810.0140.008
-2.0000.4860.0060.002
0.0000.4880.0020.000
2.0000.486-0.0020.002
4.0000.481-0.0060.008
6.0000.467-0.0140.021
8.0000.448-0.0190.040
10.0000.418-0.0290.070
12.0000.381-0.0370.107
14.0000.337-0.0450.151
16.0000.271-0.0660.217
18.0000.184-0.0870.304
20.0000.133-0.0500.355
22.0000.000-0.1330.488
24.0000.000-0.0000.488
26.0000.000-0.0000.488
28.0000.000-0.0000.488
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
0.5000.5004.7(0.814)90.094.8(0.757)0.95820.01500.01450.01250.01252.871.375(1.075)
1.0000.50014.2(0.806)90.0104.3(0.754)0.87470.01360.01220.01130.02383.181.355(1.055)
1.5000.50023.7(0.797)90.0113.7(0.752)0.79120.01190.00990.00990.03383.611.326(1.026)
2.0000.50032.4(0.789)90.0122.4(0.750)0.70770.01040.00790.00870.04244.151.285(0.985)
2.5000.50041.2(0.781)90.0131.1(0.748)0.62420.00890.00610.00740.04984.871.213(0.913)
3.0000.50049.9(0.773)89.9139.8(0.746)0.54070.00730.00450.00610.05595.911.109(0.809)
3.5000.50058.7(0.770)89.8148.5(0.745)0.45710.00700.00380.00580.06176.181.082(0.782)
4.0000.50067.4(0.767)89.7157.1(0.743)0.37360.00660.00320.00550.06726.471.053(0.753)
4.5000.50076.2(0.764)89.5165.7(0.741)0.29010.00630.00260.00530.07256.791.021(0.721)
5.0000.50084.9(0.761)89.3174.3(0.739)0.23490.00600.00220.00500.07757.150.989(0.695)
5.5000.50091.2(0.916)89.1180.3(0.859)0.21290.01430.00490.01190.08942.991.367(1.067)
6.0000.50095.1(0.912)88.8183.9(0.856)0.19090.01390.00450.01160.10093.071.362(1.062)
6.5000.50098.9(0.908)88.5187.4(0.854)0.16890.01350.00410.01120.11223.141.357(1.057)
7.0000.500102.7(0.905)88.1190.9(0.852)0.14690.01340.00390.01110.12333.161.356(1.056)
7.5000.500106.6(0.903)87.8194.3(0.850)0.12500.01330.00360.01110.13443.161.356(1.056)
8.0000.500110.4(0.901)87.3197.7(0.848)0.10300.01330.00330.01110.14553.151.356(1.056)
8.5000.500114.2(0.898)86.8201.1(0.845)0.08100.01340.00310.01120.15663.101.360(1.060)
9.0000.500118.1(0.896)86.3204.4(0.841)0.05900.01400.00300.01160.16832.961.369(1.069)
9.5000.500121.9(0.894)85.8207.7(0.837)0.04450.01450.00300.01210.18042.841.378(1.078)
10.0000.500125.7(0.891)85.2211.0(0.832)0.04040.01880.00380.01570.19602.721.385(1.085)
10.5000.500129.6(0.889)84.6214.2(0.828)0.03630.01950.00380.01620.21232.611.393(1.093)
11.0000.500133.4(0.887)84.0217.4(0.824)0.03220.02010.00390.01680.22902.511.400(1.100)
11.5000.500137.2(0.885)83.3220.5(0.819)0.02810.02070.00390.01730.24632.411.400(1.100)
12.0000.500141.1(0.882)82.6223.7(0.815)0.02400.02140.00400.01780.26412.321.400(1.100)
12.5000.500144.9(0.655)81.9226.8(0.623)0.01990.01160.00210.00960.27374.241.276(0.976)
13.0000.500148.7(0.654)81.2229.9(0.621)0.01580.01180.00210.00980.28364.121.288(0.988)
13.5000.500152.6(0.653)80.4233.0(0.620)0.01170.01210.00210.01000.29364.001.300(1.000)
14.0000.500156.4(0.652)79.6236.1(0.618)0.00880.01230.00210.01020.30393.891.307(1.007)
14.5000.500160.2(0.650)78.9239.1(0.616)0.00790.01250.00220.01040.31433.781.315(1.015)
15.0000.500164.1(0.649)78.1242.2(0.614)0.00700.01270.00220.01060.32493.681.322(1.022)
15.5000.500167.9(0.648)77.3245.2(0.613)0.00610.01300.00220.01080.33573.581.328(1.028)
16.0000.500171.7(0.647)76.5248.2(0.611)0.00520.01320.00230.01100.34673.481.335(1.035)
16.4000.400175.2(0.646)75.7250.9(0.609)0.00440.01070.00180.00890.35563.391.340(1.040)
16.9000.500178.7(0.618)75.0253.7(0.590)0.00350.01040.00180.00870.36434.331.267(0.967)
17.3000.400182.1(0.617)74.3256.4(0.589)0.00270.00840.00140.00700.37134.241.276(0.976)
17.8000.500185.6(0.698)73.6259.1(0.676)0.00190.00780.00130.00650.37785.671.133(0.833)
18.3000.500189.4(0.697)72.7262.1(0.675)0.00100.00780.00130.00650.38435.601.140(0.840)
18.8000.500193.2(0.697)71.9265.1(0.674)0.00080.00780.00130.00650.39085.521.148(0.848)
19.0000.200195.9(0.696)71.4267.3(0.674)0.00070.00310.00050.00260.39345.461.154(0.854)
19.5000.500199.1(0.509)70.8269.9(0.520)0.0007-0.00450.0000-0.00380.38960.001.400(1.100)
20.0000.500203.9(0.509)70.0273.9(0.521)0.0006-0.00460.0000-0.00380.38580.001.400(1.100)
20.500
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