理正软土地基路堤设计软件 2 加筋.docx
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理正软土地基路堤设计软件 2 加筋.docx
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理正软土地基路堤设计软件2加筋
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:
23:
45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
加筋处置
筋带计算方法:
筋带力作用于切向方向
筋带层数:
3
序号离地高度(m)设计拉力(kN)与土摩擦系数横向布置方式起始位置(m)结束位置(m)宽度(m)
10.000150.0000.400通长布置---------
20.500150.0000.400通长布置---------
31.000150.0000.400通长布置---------
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:
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=4.120(m),沉降=0.120(m)
第2级加荷,从13.0~24.0月
加载开始时,路基计算高度=4.120(m),沉降=0.121(m)
加载结束时,路基计算高度=4.873(m),沉降=0.174(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=4.873(m)
路面竣工时,地基沉降=0.174(m)
基准期内的残余沉降=0.037(m)
基准期结束时,地基沉降=0.210(m)
最终地基总沉降=1.200*0.458=0.550(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)
-28.0000.0000.0000.174
-26.0000.0000.0000.174
-24.0000.0000.0000.174
-22.0000.0000.0000.174
-20.0000.0430.0430.131
-18.0000.0900.0470.083
-16.0000.1250.0350.049
-14.0000.1450.0200.029
-12.0000.1550.0100.019
-10.0000.1620.0070.012
-8.0000.1670.0050.007
-6.0000.1700.0030.004
-4.0000.1720.0020.002
-2.0000.1730.0010.000
0.0000.1740.0000.000
2.0000.173-0.0000.000
4.0000.172-0.0010.002
6.0000.170-0.0020.004
8.0000.167-0.0030.007
10.0000.162-0.0050.012
12.0000.155-0.0070.019
14.0000.145-0.0100.029
16.0000.125-0.0200.049
18.0000.090-0.0350.083
20.0000.043-0.0470.131
22.0000.000-0.0430.174
24.0000.0000.0000.174
26.0000.0000.0000.174
28.0000.0000.0000.174
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=5.866(m2)
(2)按照《铁路路基手册》方法得Δs=0.174(m)ΔV=4.631(m2)
按照《铁路路基手册》方法,路堤顶面单侧加宽量:
ΔW=0.188~0.226(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)
-28.0000.0000.0000.210
-26.0000.0000.0000.210
-24.0000.0000.0000.210
-22.0000.0000.0000.210
-20.0000.0540.0540.156
-18.0000.1080.0540.103
-16.0000.1480.0410.062
-14.0000.1730.0240.038
-12.0000.1860.0130.024
-10.0000.1950.0090.015
-8.0000.2010.0060.009
-6.0000.2060.0040.005
-4.0000.2080.0030.002
-2.0000.2100.0010.000
0.0000.2100.0000.000
2.0000.210-0.0000.000
4.0000.208-0.0010.002
6.0000.206-0.0030.005
8.0000.201-0.0040.009
10.0000.195-0.0060.015
12.0000.186-0.0090.024
14.0000.173-0.0130.038
16.0000.148-0.0240.062
18.0000.108-0.0410.103
20.0000.054-0.0540.156
22.0000.000-0.0540.210
24.0000.0000.0000.210
26.0000.0000.0000.210
28.0000.0000.0000.210
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)
-28.0000.0000.0000.550
-26.0000.0000.0000.550
-24.0000.0000.0000.550
-22.0000.0000.0000.550
-20.0000.1460.1460.404
-18.0000.2250.0790.325
-16.0000.3020.0770.248
-14.0000.3830.0810.167
-12.0000.4350.0510.116
-10.0000.4740.0390.077
-8.0000.5040.0310.046
-6.0000.5240.0200.026
-4.0000.5390.0140.012
-2.0000.5450.0060.006
0.0000.5500.0060.000
2.0000.545-0.0060.006
4.0000.539-0.0060.012
6.0000.524-0.0140.026
8.0000.504-0.0200.046
10.0000.474-0.0310.077
12.0000.435-0.0390.116
14.0000.383-0.0510.167
16.0000.302-0.0810.248
18.0000.225-0.0770.325
20.0000.146-0.0790.404
22.0000.000-0.1460.550
24.0000.000-0.0000.550
26.0000.000-0.0000.550
28.0000.000-0.0000.550
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)90.595.3(0.757)0.95820.01890.01820.01570.01572.881.375(1.075)
1.0000.50014.2(0.806)90.5104.8(0.754)0.87470.01700.01530.01420.02993.191.354(1.054)
1.5000.50023.7(0.797)90.5114.2(0.752)0.79120.01500.01240.01250.04243.621.325(1.025)
2.0000.50032.4(0.789)90.5122.9(0.750)0.70770.01310.00990.01090.05334.161.284(0.984)
2.5000.50041.2(0.781)90.4131.6(0.748)0.62420.01110.00760.00930.06254.881.212(0.912)
3.0000.50049.9(0.773)90.4140.3(0.746)0.54070.00920.00570.00760.07025.921.108(0.808)
3.5000.50058.7(0.770)90.3149.0(0.744)0.45710.00870.00480.00730.07756.191.081(0.781)
4.0000.50067.4(0.767)90.2157.6(0.742)0.37360.00830.00400.00700.08446.481.052(0.752)
4.5000.50076.2(0.764)90.0166.2(0.741)0.29010.00790.00320.00660.09106.801.020(0.720)
5.0000.50084.9(0.761)89.8174.7(0.739)0.23490.00750.00270.00630.09737.150.989(0.694)
5.5000.50091.2(0.916)89.6180.8(0.858)0.21290.01790.00620.01490.11233.001.367(1.067)
6.0000.50095.1(0.912)89.3184.4(0.856)0.19090.01750.00570.01460.12683.071.362(1.062)
6.5000.50098.9(0.908)89.0187.9(0.854)0.16890.01700.00520.01420.14103.141.357(1.057)
7.0000.500102.7(0.905)88.6191.4(0.852)0.14690.01680.00490.01400.15503.161.356(1.056)
7.5000.500106.6(0.903)88.2194.8(0.850)0.12500.01680.00450.01400.16903.161.356(1.056)
8.0000.500110.4(0.901)87.8198.2(0.848)0.10300.01670.00420.01390.18293.151.356(1.056)
8.5000.500114.2(0.898)87.3201.6(0.845)0.08100.01700.00400.01420.19703.081.361(1.061)
9.0000.500118.1(0.896)86.8204.9(0.840)0.05900.01770.00380.01470.21182.951.370(1.070)
9.5000.500121.9(0.894)86.3208.2(0.836)0.04450.01830.00370.01530.22712.821.379(1.079)
10.0000.500125.7(0.891)85.7211.4(0.832)0.04040.01900.00380.01580.24292.701.386(1.086)
10.5000.500129.6(0.889)85.1214.6(0.827)0.03630.01970.00390.01640.25932.601.394(1.094)
11.0000.500133.4(0.887)84.4217.8(0.823)0.03220.02030.00390.01690.27622.501.400(1.100)
11.5000.500137.2(0.885)83.7221.0(0.819)0.02810.02090.00400.01740.29362.401.400(1.100)
12.0000.500141.1(0.882)83.1224.1(0.815)0.02400.02150.00400.01800.31162.311.400(1.100)
12.5000.500145.4(0.655)82.3227.8(0.623)0.01990.01170.00210.00980.32144.211.279(0.979)
13.0000.500150.3(0.653)81.6231.9(0.620)0.01580.01210.00220.01010.33144.061.294(0.994)
13.5000.500155.1(0.652)80.8235.9(0.618)0.01170.01240.00220.01030.34173.911.306(1.006)
14.0000.500159.9(0.651)80.1240.0(0.615)0.00880.01270.00220.01060.35243.771.315(1.015)
14.5000.500164.8(0.649)79.3244.1(0.613)0.00790.01310.00230.01090.36323.641.324(1.024)
15.0000.500169.6(0.648)78.5248.1(0.611)0.00700.01340.00230.01120.37443.521.332(1.032)
15.5000.500174.5(0.646)77.7252.2(0.609)0.00610.01370.00240.01140.38583.401.340(1.040)
16.0000.500179.3(0.645)76.9256.2(0.606)0.00520.01410.00240.01170.39763.281.348(1.048)
16.4000.400183.7(0.643)76.2259.8(0.604)0.00440.01150.00200.00960.40713.181.354(1.054)
16.9000.500188.0(0.616)75.4263.5(0.586)0.00350.01110.00190.00930.41644.081.292(0.992)
17.3000.400192.4(0.615)74.7267.1(0.584)0.00270.00900.00150.00750.42393.971.302(1.002)
17.8000.500196.7(0.696)74.0270.7(0.673)0.00190.00810.00140.00680.43075.441.156(0.856)
18.3000.500201.4(0.695)73.1274.6(0.672)0.00100.00820.00140.00680.43755.381.162(0.862)
18.8000.500206.2(0.693)72.3278.5(0.670)0.00080.00810.00140.00670.44425.371.163(0.863)
19.0000.200209.4(0.692)71.7281.2(0.669)0.00070.00320.00050.00270.44695.371.163(0.863)
19.5000.500213.0(0.511)71.2284.2(0.522)0.0007-0.00470.0000-0.00390.44300.001.400(1.100)
20.0000.500218.3(0.512)70.4288.6(
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