道路软基设计计算书文档格式.docx
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道路软基设计计算书文档格式.docx
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15.00016.50012.50020.000
21.00022.00017.00030.000
地基土层数:
2地下水埋深:
1.000(m)
层号土层厚度重度饱和重度快剪C快剪固结快剪竖向固结系水平固结系排水层
(m)(kN/m3)(kN/m3)(kPa)(度)(度)数(cm2/s)数(cm2/s)
16.00016.50020.0008.5000.8008.7000.001500.00150否
210.00018.30020.00027.10013.80020.0000.001500.00150否
层号e(0)e(50)e(100)e(200)e(300)e(400)e(500)e(600)e(800)
10.7540.6980.6640.6260.5950.5600.5000.4500.250
20.7540.6980.6640.6260.5950.5600.5000.4500.250
砂垫层
砂垫层厚度:
2.000(m)
砂垫层的重度:
19.000(kN/m3)
砂垫层的C:
54.000(kPa)
砂垫层的:
80.000(度)
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:
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:
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:
半径:
35.000(m)
条分法的土条宽度:
(一)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=6.162(m),沉降=0.162(m)
第2级加荷,从10.0~14.0月
加载开始时,路基计算高度=6.162(m),沉降=0.190(m)
加载结束时,路基计算高度=6.209(m),沉降=0.209(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=6.209(m)
路面竣工时,地基沉降=0.209(m)
基准期内的残余沉降=0.200(m)
基准期结束时,地基沉降=0.409(m)
最终地基总沉降=1.200*0.470=0.564(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)
-26.6000.0000.0000.209
-24.7000.0000.0000.209
-22.8000.0000.0000.209
-20.9000.0000.0000.209
-19.0000.0340.0340.175
-17.1000.0780.0440.131
-15.2000.1180.0410.090
-13.3000.1510.0330.058
-11.4000.1780.0270.031
-9.5000.1960.0180.013
-7.6000.2020.0070.006
-5.7000.2060.0030.003
-3.8000.2070.0020.001
-1.9000.2080.0010.000
-0.0000.2090.0000.000
1.9000.208-0.0000.000
3.8000.207-0.0010.001
5.7000.206-0.0020.003
7.6000.202-0.0030.006
9.5000.196-0.0070.013
11.4000.178-0.0180.031
13.3000.151-0.0270.058
15.2000.118-0.0330.090
17.1000.078-0.0410.131
19.0000.034-0.0440.175
20.9000.000-0.0340.209
22.8000.0000.0000.209
24.7000.0000.0000.209
26.6000.0000.0000.209
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=6.328(m2)
(2)按照《铁路路基手册》方法得膕=0.209(m)腣=5.285(m2)
按照《铁路路基手册》方法,路堤顶面单侧加宽量:
腤=0.266~0.320(m)
基准期结束时,路基横断面各点的沉降(中线为原点)
-26.6000.0000.0000.409
-24.7000.0000.0000.409
-22.8000.0000.0000.409
-20.9000.0000.0000.409
-19.0000.0860.0860.323
-17.1000.1590.0730.250
-15.2000.2300.0710.179
-13.3000.2890.0590.120
-11.4000.3380.0490.071
-9.5000.3730.0350.035
-7.6000.3900.0170.018
-5.7000.4000.0090.009
-3.8000.4050.0050.004
-1.9000.4080.0030.001
-0.0000.4090.0010.000
1.9000.408-0.0010.001
3.8000.405-0.0030.004
5.7000.400-0.0050.009
7.6000.390-0.0090.018
9.5000.373-0.0170.035
11.4000.338-0.0350.071
13.3000.289-0.0490.120
15.2000.230-0.0590.179
17.1000.159-0.0710.250
19.0000.086-0.0730.323
20.9000.000-0.0860.409
22.8000.0000.0000.409
24.7000.0000.0000.409
26.6000.0000.0000.409
路基横断面各点的最终沉降(中线为原点)
-26.6000.0000.0000.564
-24.7000.0000.0000.564
-22.8000.0000.0000.564
-20.9000.0000.0000.564
-19.0000.1350.1350.429
-17.1000.2260.0920.338
-15.2000.3160.0900.247
-13.3000.3940.0770.170
-11.4000.4590.0650.105
-9.5000.5070.0480.057
-7.6000.5330.0260.031
-5.7000.5480.0150.016
-3.8000.5570.0090.006
-1.9000.5620.0050.002
-0.0000.5640.0020.000
1.9000.562-0.0020.002
3.8000.557-0.0050.006
5.7000.548-0.0090.016
7.6000.533-0.0150.031
9.5000.507-0.0260.057
11.4000.459-0.0480.105
13.3000.394-0.0650.170
15.2000.316-0.0770.247
17.1000.226-0.0900.338
19.0000.135-0.0920.429
20.9000.000-0.1350.564
22.8000.000-0.0000.564
24.7000.000-0.0000.564
26.6000.000-0.0000.564
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
0.5000.5004.1(0.749)112.9117.1(0.658)0.93800.03150.02990.02630.02632.151.400(1.100)
1.0000.50012.4(0.740)112.9125.3(0.654)0.81400.02960.02500.02460.05092.291.400(1.100)
1.5000.50019.0(0.733)112.9131.9(0.652)0.68990.02800.02080.02330.07422.421.400(1.100)
2.0000.50024.0(0.727)112.8136.8(0.650)0.57530.02680.01730.02230.09662.531.398(1.098)
2.5000.50029.0(0.722)112.7141.7(0.648)0.48270.02560.01450.02130.11792.641.390(1.090)
3.0000.50034.0(0.716)112.6146.6(0.646)0.39010.02430.01200.02030.13812.771.382(1.082)
3.5000.50039.0(0.710)112.3151.3(0.645)0.30140.02310.00960.01920.15742.921.372(1.072)
4.0000.50044.0(0.705)112.0156.0(0.643)0.24790.02180.00810.01820.17563.081.361(1.061)
4.5000.50049.0(0.699)111.6160.6(0.641)0.19440.02050.00670.01710.19273.261.349(1.049)
5.0000.50054.0(0.695)111.1165.1(0.639)0.14080.01980.00560.01650.20923.361.342(1.042)
5.5000.50059.0(0.692)110.6169.6(0.638)0.11290.01930.00500.01610.22533.441.337(1.037)
6.0000.50064.0(0.688)110.0174.0(0.636)0.08780.01870.00450.01560.24083.531.331(1.031)
6.5000.50069.0(0.685)109.2178.2(0.634)0.06260.01810.00400.01510.25593.621.325(1.025)
7.0000.50074.0(0.682)108.5182.5(0.633)0.04800.01750.00360.01460.27053.721.319(1.019)
7.5000.50079.0(0.678)107.6186.6(0.631)0.03790.01690.00330.01410.28453.831.312(1.012)
8.0000.50084.0(0.675)106.7190.7(0.630)0.02780.01620.00310.01350.29813.941.304(1.004)
8.5000.50089.0(0.671)105.7194.7(0.628)0.02080.01560.00290.01300.31114.061.294(0.994)
9.0000.50094.0(0.668)104.7198.7(0.626)0.01690.01500.00270.01250.32364.201.280(0.980)
9.5000.50099.0(0.665)103.6202.6(0.625)0.01300.01420.00250.01190.33544.371.263(0.963)
10.0000.500104.0(0.662)102.5206.5(0.624)0.00980.01390.00240.01160.34704.431.257(0.957)
10.5000.500109.0(0.661)101.4210.4(0.623)0.00820.01370.00240.01140.35844.451.255(0.955)
11.0000.500114.0(0.659)100.2214.2(0.622)0.00650.01340.00230.01120.36964.481.252(0.952)
11.5000.500119.0(0.657)99.0218.0(0.620)0.00490.01320.00220.01100.38054.511.249(0.949)
12.0000.500124.0(0.655)97.8221.8(0.619)0.00410.01290.00220.01080.39134.541.246(0.946)
12.5000.500129.0(0.653)96.6225.6(0.618)0.00320.01270.00210.01060.40194.571.243(0.943)
13.0000.500134.0(0.651)95.4229.4(0.617)0.00230.01240.00210.01040.41224.611.239(0.939)
13.5000.500139.0(0.649)94.1233.1(0.616)0.00170.01220.00200.01010.42244.641.236(0.936)
14.0000.500144.0(0.647)92.9236.9(0.615)0.00120.01190.00200.00990.43234.681.232(0.932)
14.5000.500149.0(0.645)91.6240.6(0.613)0.00070.01170.00200.00970.44204.721.228(0.928)
15.0000.500154.0(0.643)90.4244.4(0.612)0.00040.01140.00190.00950.45154.761.224(0.924)
15.5000.500159.0(0.642)89.2248.2(0.611)0.00030.01120.00190.00930.46084.801.220(0.920)
16.0000.500164.0(0.640)87.9251.9(0.610)0.00010.01090.00180.00910.46994.841.216(0.916)
最下面分层附加应力与自重应力之比=53.617%>
15.000%
压缩模量当量值=3.543Mpa,按地基规范GB5007-2002表5.3.5的沉降计算经验系数=1.330(1.030)
(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
0.600.6000.6160.010
1.201.2001.2320.028
1.801.8001.8490.043
2.402.4002.4650.058
3.003.0003.0810.073
3.603.6003.6970.088
4.204.2004.3140.105
4.804.8004.9300.122
5.405.4005.5460.141
6.006.0006.1620.162
6.406.0006.1620.167
6.806.0006.1620.171
7.206.0006.1620.174
7.606.0006.1620.176
8.006.0006.1620.180
8.406.0006.1620.182
8.806.0006.1620.184
9.206.0006.1620.186
9.606.0006.1620.188
10.006.0006.1620.190
10.406.0006.1670.192
10.806.0006.1710.194
11.206.0006.1760.196
11.606.0006.1810.198
12.006.0006.1850.200
12.406.0006.1900.202
12.806.0006.1950.204
13.206.0006.1990.205
13.606.0006.2040.207
14.006.0006.2090.209
30.606.0006.2090.257
47.206.0006.2090.290
63.806.0006.2090.314
80.406.0006.2090.333
97.006.0006.2090.349
113.606.0006.2090.363
130.206.0006.2090.376
146.806.0006.2090.388
163.406.0006.2090.399
180.006.0006.2090.409
(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
0.600.6000.100
1.201.2000.200
1.801.8000.300
2.402.4000.400
3.003.0000.500
3.603.6000.600
4.204.2000.700
4.804.8000.800
5.405.4000.900
6.006.0001.000
6.406.0001.000
6.806.0001.000
7.206.0001.000
7.606.0001.000
8.006.0001.000
8.406.0001.000
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