简单软土地基路基设计 毕业设计.docx
《简单软土地基路基设计 毕业设计.docx》由会员分享,可在线阅读,更多相关《简单软土地基路基设计 毕业设计.docx(80页珍藏版)》请在冰豆网上搜索。
简单软土地基路基设计毕业设计
简单软土地基路基设计毕业设计
简单软土地基路基设计
学号:
P1*******16
姓名:
苏春雨
指导教师:
余波
(1)地基未处理时,计算以上条件下的沉降与稳定系数
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8
计算时间:
2015-02-1808:
47:
33星期三
============================================================================
原始条件:
计算目标:
计算沉降和稳定
路堤设计高度:
4.000(m)
路堤设计顶宽:
4.160(m)
路堤边坡坡度:
1:
1.400
工后沉降基准期结束时间:
166(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
10.0006.0004.000是
210.00014.0000.000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)
13.70018.00017.00030.000
20.70022.00017.00030.000
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)
15.00017.00020.00025.0005.00015.0000.000000.00000否
22.30017.00018.10025.0005.00015.0000.000000.00000否
310.40018.00019.00025.0005.00015.0000.600000.00000否
44.80017.00020.00025.0005.00015.0000.000000.00000否
52.60018.20018.00025.0005.00015.0000.00000
10.7520.0000.0000.012
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=0.121(m2)
(2)按照《铁路路基手册》方法得Δs=0.012(m)ΔV=0.124(m2)
按照《铁路路基手册》方法,路堤顶面单侧加宽量:
ΔW=0.075~0.090(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)
-10.7520.0000.0000.012
-9.9840.0000.0000.012
-9.2160.0000.0000.012
-8.4480.0000.0000.012
-7.6800.0010.0010.011
-6.9120.0020.0010.010
-6.1440.0040.0020.008
-5.3760.0060.0020.007
-4.6080.0070.0020.005
-3.8400.0090.0010.003
-3.0720.0100.0010.002
-2.3040.0110.0010.001
-1.5360.0120.0010.000
-0.7680.0120.0000.000
0.0000.0120.0000.000
0.7680.012-0.0000.000
1.5360.012-0.0000.000
2.3040.011-0.0010.001
3.0720.010-0.0010.002
3.8400.009-0.0010.003
4.6080.007-0.0010.005
5.3760.006-0.0020.007
6.1440.004-0.0020.008
6.9120.002-0.0020.010
7.6800.001-0.0010.011
8.4480.000-0.0010.012
9.2160.0000.0000.012
9.9840.0000.0000.012
10.7520.0000.0000.012
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)
-10.7520.0000.0000.119
-9.9840.0000.0000.119
-9.2160.0000.0000.119
-8.4480.0000.0000.119
-7.6800.0390.0390.080
-6.9120.0500.0120.069
-6.1440.0610.0110.058
-5.3760.0720.0110.046
-4.6080.0840.0110.035
-3.8400.0940.0110.025
-3.0720.1040.0100.015
-2.3040.1100.0060.009
-1.5360.1140.0040.005
-0.7680.1180.0040.001
0.0000.1190.0010.000
0.7680.118-0.0010.001
1.5360.114-0.0040.005
2.3040.110-0.0040.009
3.0720.104-0.0060.015
3.8400.094-0.0100.025
4.6080.084-0.0110.035
5.3760.072-0.0110.046
6.1440.061-0.0110.058
6.9120.050-0.0110.069
7.6800.039-0.0120.080
8.4480.000-0.0390.119
9.2160.000-0.0000.119
9.9840.000-0.0000.119
10.7520.000-0.0000.119
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
0.5000.5004.3(0.682)73.477.7(0.670)0.90040.00430.00400.00360.003610.200.760(0.580)
1.0000.50012.8(0.681)73.285.9(0.669)0.70120.00420.00310.00350.007110.480.739(0.569)
1.5000.50019.5(0.679)72.491.9(0.668)0.50200.00410.00240.00340.010510.710.722(0.561)
2.0000.50024.5(0.679)71.195.6(0.668)0.30280.00390.00160.00330.013710.880.709(0.555)
2.5000.50029.5(0.678)69.398.8(0.667)0.10360.00380.00100.00310.016911.050.696(0.548)
3.0000.50034.5(0.677)67.2101.7(0.667)0.00000.00360.00000.00300.019811.290.678(0.539)
3.5000.50039.5(0.676)64.9104.4(0.667)0.00000.00340.00000.00280.022611.600.655(0.527)
4.0000.50044.5(0.675)62.5107.0(0.666)0.00000.00310.00000.00260.025311.950.629(0.514)
4.5000.50049.5(0.674)60.0109.5(0.666)0.00000.00290.00000.00240.027712.350.599(0.499)
5.0000.50054.5(0.673)57.7112.2(0.666)0.00000.00280.00000.00230.030012.520.586(0.493)
5.5000.50059.0(0.741)55.3114.4(0.732)0.00000.00310.00000.00260.032610.590.731(0.565)
6.0000.50063.1(0.741)53.1116.2(0.732)0.00000.00300.00000.00250.035110.760.718(0.559)
6.5000.50067.1(0.740)51.0118.1(0.732)0.00000.00280.00000.00230.037410.960.703(0.551)
7.0000.50071.2(0.739)48.9120.1(0.732)0.00000.00260.00000.00220.039611.190.685(0.543)
7.3000.30074.4(0.739)47.4121.8(0.731)0.00000.00150.00000.00120.040811.410.669(0.535)
7.8000.50077.9(0.644)45.9123.7(0.629)0.00000.00560.00000.00470.04554.881.212(0.912)
8.3000.50082.4(0.642)44.1126.5(0.628)0.00000.00520.00000.00430.04995.071.193(0.893)
8.8000.50086.9(0.641)42.4129.3(0.627)0.00000.00480.00000.00400.05395.301.170(0.870)
9.3000.50091.4(0.639)40.8132.2(0.627)0.00000.00440.00000.00370.05755.581.142(0.842)
9.8000.50095.9(0.637)39.4135.2(0.626)0.00000.00400.00000.00330.06095.911.109(0.809)
10.3000.500100.4(0.635)38.0138.3(0.625)0.00000.00360.00000.00300.06396.291.071(0.771)
10.8000.500104.9(0.634)36.6141.5(0.624)0.00000.00350.00000.00290.06686.281.072(0.772)
11.3000.500109.4(0.633)35.4144.8(0.623)0.00000.00340.00000.00280.06966.281.072(0.772)
11.8000.500113.9(0.631)34.2148.1(0.622)0.00000.00330.00000.00270.07236.271.073(0.773)
12.3000.500118.4(0.630)33.1151.5(0.622)0.00000.00320.00000.00260.07506.271.073(0.773)
12.8000.500122.9(0.629)32.1154.9(0.621)0.00000.00310.00000.00260.07756.271.073(0.773)
13.3000.500127.4(0.628)31.1158.5(0.620)0.00000.00300.00000.00250.08006.261.074(0.774)
13.8000.500131.9(0.627)30.1162.0(0.619)0.00000.00290.00000.00240.08246.261.074(0.774)
14.3000.500136.4(0.626)29.3165.6(0.618)0.00000.00280.00000.00230.08486.251.075(0.775)
14.8000.500140.9(0.624)28.4169.3(0.617)0.00000.00270.00000.00230.08706.251.075(0.775)
15.3000.500145.4(0.623)27.6173.0(0.616)0.00000.00270.00000.00220.08936.241.076(0.776)
15.8000.500149.9(0.622)26.9176.7(0.615)0.00000.00260.00000.00220.09146.241.076(0.776)
16.3000.500154.4(0.621)26.1180.5(0.614)0.00000.00250.00000.00210.09356.231.077(0.777)
16.8000.500158.9(0.620)25.4184.3(0.613)0.00000.00250.00000.00200.09556.231.077(0.777)
17.3000.500163.4(0.619)24.8188.2(0.612)0.00000.00240.00000.00200.09756.231.077(0.777)
17.7000.400167.4(0.617)24.2191.7(0.611)0.00000.00190.00000.00160.09916.221.078(0.778)
最下面分层附加应力与自重应力之比=14.473%<=15.000%
压缩模量当量值=8.069Mpa,按地基规范GB5007-2002表5.3.5的沉降计算经验系数=0.920(0.660)
============================================================================
(三)填土--时间--沉降曲线
输出位置,相对于路堤中线0(m)
时间(月)设计填土高度实际填土高度当时沉降
(m)(m)(m)
0.000.0000.0000.000
0.600.4000.4010.000
1.200.8000.8020.001
1.801.2001.2040.002
2.401.6001.6050.003
3.002.0002.0060.004
3.602.4002.4070.006
4.202.8002.8080.007
4.803.2003.2100.008
5.403.6003.6110.010
6.004.0004.0120.012
6.404.0004.0120.012
6.804.0004.0120.012
7.204.0004.0120.012
7.604.0004.0120.012
8.004.0004.0120.012
8.404.0004.0120.012
8.804.0004.0120.012
9.204.0004.0120.012
9.604.0004.0120.012
10.004.0004.0120.012
10.404.0004.0120.012
10.804.0004.0120.012
11.204.0004.0120.012
11.604.0004.0120.012
12.004.0004.0120.012
12.404.0004.0120.012
12.804.0004.0120.012
13.204.0004.0120.012
13.604.0004.0120.012
14.004.0004.0120.012
30.604.0004.0120.012
47.204.0004.0120.012
63.804.0004.0120.012
80.404.0004.0120.012
97.004.0004.0120.012
113.604.0004.0120.012
130.204.0004.0120.012
146.804.0004.0120.012
163.404.0004.0120.012
180.004.0004.0120.012
============================================================================
(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)设计填土高度固结度
(m)
0.000.0000.000
0.600.4000.100
1.200.8000.200
1.801.2000.300
2.401.6000.400
3.002.0000.500
3.602.4000.600
4.202.8000.700
4.803.2000.800
5.403.6000.900
6.004.0001.000
6.404.0001.000
6.804.0001.000
7.204.0001.000
7.604.0001.000
8.004.0001.000
8.404.0001.000
8.804.0001.000
9.204.0001.000
9.604.0001.000
10.004.0001.000
10.404.0001.000
10.804.0001.000
11.204.0001.000
11.604.0001.000
12.004.0001.000
12.404.0001.000
12.804.0001.000
13.204.0001.000
13.604.0001.000
14.004.0001.000
30.604.0001.000
47.204.0001.000
63.804.0001.000
80.404.0001.000
97.004.0001.000
113.604.0001.000
130.204.0001.000
146.804.0001.000
163.404.0001.000
180.004.0001.000
============================================================================
(五)稳定计算
(1)第1级加荷,从0.0~6.0月,路基设计高度4.000(m),路基计算高度(考虑沉降影响)4.012(m),加载结束时稳定结果
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αiSinαiCosαiWoiCqiΦqiUiΦgiWli下滑力WoiCosαiCiLiσiliCosαi
编号(m)积(m2)重(kN)重(kN)(kN)(度)(kN)(kPa)(度)(度)(kN)(kN)tgΦqiCosαitgΦgi
----------------------------------------------------------------------------------------------------------------------------------------
1-30.720.366.140.006.14-54.14-0.810.596.1425.005.000.799515.000.0-5.00.330.80.0
2-30.001.3719.800.0019.80-51.97-0.790.6219.8025.005.000.376715.000.0-15.61.135.60.0
3-29.122.3129.240.0029.24-49.69-0.760.6529.2425.005.000.000015.000.0-22.31.733.90.0
4-28.253.1837.960.0037.96-47.52-0.740.6837.9625.005.000.000015.000.0-28.02.232.40.0
5-27.373.9946.050.0046.05-45.44-0.710.7046.0525.005.000.000015.000.0-32.82.831.20.0
6-26.494.6752.120.0052.12-43.