软土地基计算书.docx
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软土地基计算书
计算项目:
凤凰大道建设工程
============================================================================
原始条件:
计算目标:
计算沉降、承载力和稳定
路堤设计高度:
5.880(m)
路堤设计顶宽:
43.000(m)
路堤边坡坡度:
1:
1.500
工后沉降基准期结束时间:
180(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
10.0006.0003.580否
26.0009.0002.300否
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)
15.00017.00017.00035.000
20.88022.00017.00035.000
地基土层数:
6地下水埋深:
1.000(m)
层号土层厚度重度饱和重度地基承载力快剪C快剪?
固结快剪竖向固结系数水平固结系数排水层
(m)(kN/m3)(kN/m3)(kPa)(kPa)(度)?
(度)(10^-4cm2/s)(10^-4cm2/s)
10.60017.00020.000100.00025.0005.00015.0000.000.00否
22.90018.90019.500140.00039.00011.00015.00015.0015.00否
314.30019.30019.933250.00073.00015.00015.00015.0015.00否
41.40017.00020.000240.00025.0005.00015.0000.000.00否
58.30017.00020.000500.00025.0005.00015.0000.000.00否
623.10017.00020.000650.00025.0005.00015.0000.000.00否
层号e(0)e(50)e(100)e(200)e(300)e(400)e(500)e(600)e(800)
10.7210.6760.6360.6020.5870.5770.5730.5700.570
层号e(0)e(50)e(100)e(200)e(300)e(400)
20.8490.8090.7970.7710.7520.738
30.7580.7370.7230.7050.6910.680
层号e(0)e(50)e(100)e(200)e(300)e(400)e(500)e(600)e(800)
40.7210.6760.6360.6020.5870.5770.5730.5700.570
50.7210.6760.6360.6020.5870.5770.5730.5700.570
60.7210.6760.6360.6020.5870.5770.5730.5700.570
承载力计算参数:
承载力验算公式:
p≤鉘[fa]
验算点距离中线距离:
0.000(m)
承载力抗力系数鉘:
1.00
承载力修正公式:
[fa]=[fa0]+?
2(h-h0)
基准深度h0:
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
平均固结度修正方法:
改进的太沙基法
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0.0~6.0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=3.654(m),沉降=0.074(m)
第2级加荷,从6.0~9.0月
加载开始时,路基计算高度=3.654(m),沉降=0.074(m)
加载结束时,路基计算高度=6.031(m),沉降=0.151(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=6.031(m)
路面竣工时,地基沉降=0.151(m)
路面竣工后,基准期内的残余沉降=0.076(m)
基准期结束时,地基沉降=0.227(m)
最终地基总沉降=1.200*0.381=0.457(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)
-42.4480.0000.0000.151
-39.4160.0000.0000.151
-36.3840.0000.0000.151
-33.3520.0000.0000.151
-30.3200.0250.0250.126
-27.2880.0710.0460.080
-24.2560.1040.0340.047
-21.2240.1330.0290.018
-18.1920.1410.0080.010
-15.1600.1450.0040.006
-12.1280.1470.0030.004
-9.0960.1490.0020.002
-6.0640.1500.0010.001
-3.0320.1510.0010.000
-0.0000.1510.0000.000
3.0320.151-0.0000.000
6.0640.150-0.0010.001
9.0960.149-0.0010.002
12.1280.147-0.0020.004
15.1600.145-0.0030.006
18.1920.141-0.0040.010
21.2240.133-0.0080.018
24.2560.104-0.0290.047
27.2880.071-0.0340.080
30.3200.025-0.0460.126
33.3520.000-0.0250.151
36.3840.0000.0000.151
39.4160.0000.0000.151
42.4480.0000.0000.151
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=7.753(m2)
(2)按照《铁路路基手册》方法得膕=0.151(m)腣=6.099(m2)
按照《铁路路基手册》方法,路堤顶面单侧加宽量:
腤=0.229~0.275(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)
-42.4480.0000.0000.227
-39.4160.0000.0000.227
-36.3840.0000.0000.227
-33.3520.0000.0000.227
-30.3200.0440.0440.183
-27.2880.1060.0620.120
-24.2560.1550.0490.071
-21.2240.1960.0410.030
-18.1920.2110.0140.016
-15.1600.2170.0070.009
-12.1280.2220.0040.005
-9.0960.2240.0020.003
-6.0640.2250.0010.001
-3.0320.2260.0010.000
-0.0000.2270.0000.000
3.0320.226-0.0000.000
6.0640.225-0.0010.001
9.0960.224-0.0010.003
12.1280.222-0.0020.005
15.1600.217-0.0040.009
18.1920.211-0.0070.016
21.2240.196-0.0140.030
24.2560.155-0.0410.071
27.2880.106-0.0490.120
30.3200.044-0.0620.183
33.3520.000-0.0440.227
36.3840.0000.0000.227
39.4160.0000.0000.227
42.4480.0000.0000.227
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)
-42.4480.0000.0000.457
-39.4160.0000.0000.457
-36.3840.0000.0000.457
-33.3520.0000.0000.457
-30.3200.1080.1080.349
-27.2880.2090.1010.247
-24.2560.2930.0840.164
-21.2240.3640.0710.092
-18.1920.4000.0350.057
-15.1600.4210.0210.036
-12.1280.4360.0150.021
-9.0960.4460.0100.011
-6.0640.4520.0060.005
-3.0320.4560.0040.001
-0.0000.4570.0010.000
3.0320.456-0.0010.001
6.0640.452-0.0040.005
9.0960.446-0.0060.011
12.1280.436-0.0100.021
15.1600.421-0.0150.036
18.1920.400-0.0210.057
21.2240.364-0.0350.092
24.2560.293-0.0710.164
27.2880.209-0.0840.247
30.3200.108-0.1010.349
33.3520.000-0.1080.457
36.3840.000-0.0000.457
39.4160.000-0.0000.457
42.4480.000-0.0000.457
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(0.717)106.9111.2(0.632)0.95420.02970.02860.02470.02472.161.400(1.100)
0.6000.1009.4(0.713)106.9116.3(0.630)0.89920.00580.00530.00480.02952.231.400(1.100)
1.1000.50014.9(0.837)106.9121.8(0.791)0.84410.01490.01300.01240.04204.301.270(0.970)
1.6000.50021.1(0.832)106.9128.0(0.790)0.75250.01390.01100.01150.05354.631.237(0.937)
2.1000.50025.8(0.828)106.9132.7(0.788)0.66080.01300.00930.01090.06444.921.208(0.908)
2.6000.50030.6(0.824)106.9137.5(0.787)0.56910.01220.00780.01020.07455.251.175(0.875)
3.1000.50035.3(0.820)106.9142.2(0.786)0.47740.01140.00640.00950.08405.641.136(0.836)
3.5000.40039.6(0.817)106.8146.4(0.785)0.39490.00850.00420.00710.09116.031.097(0.797)
4.0000.50044.0(0.739)106.8150.8(0.714)0.31240.00880.00380.00730.09847.290.978(0.689)
4.5000.50049.0(0.737)106.7155.7(0.713)0.22070.00840.00290.00700.10547.620.953(0.677)
5.0000.50053.9(0.736)106.6160.6(0.712)0.12910.00820.00220.00680.11237.810.939(0.670)
5.5000.50058.9(0.735)106.5165.4(0.711)0.06970.00800.00180.00670.11907.950.929(0.664)
6.0000.50063.9(0.733)106.4170.3(0.710)0.06300.00790.00170.00660.12558.100.917(0.659)
6.5000.50068.8(0.732)106.3175.1(0.709)0.05640.00770.00160.00640.13208.260.906(0.653)
7.0000.50073.8(0.730)106.1179.9(0.709)0.04970.00760.00160.00630.13838.420.893(0.647)
7.5000.50078.8(0.729)105.9184.7(0.708)0.04300.00740.00150.00620.14448.590.881(0.640)
8.0000.50083.7(0.728)105.7189.5(0.707)0.03640.00720.00140.00600.15058.770.867(0.634)
8.5000.50088.7(0.726)105.5194.2(0.706)0.02970.00710.00140.00590.15648.950.854(0.627)
9.0000.50093.7(0.725)105.3198.9(0.705)0.02300.00690.00130.00580.16219.150.839(0.619)
9.5000.50098.6(0.724)105.0203.6(0.704)0.01640.00670.00120.00560.16779.440.817(0.609)
10.0000.500103.6(0.723)104.7208.3(0.704)0.00970.00650.00110.00550.17319.600.805(0.602)
10.5000.500108.6(0.722)104.4213.0(0.703)0.00470.00640.00110.00540.17859.710.796(0.598)
11.0000.500113.5(0.721)104.1217.6(0.703)0.00430.00640.00110.00530.18389.830.788(0.594)
11.5000.500118.5(0.720)103.7222.2(0.702)0.00390.00630.00110.00520.18909.940.779(0.590)
12.0000.500123.5(0.719)103.3226.8(0.701)0.00350.00620.00100.00510.194110.060.770(0.585)
12.5000.500128.4(0.718)102.9231.4(0.701)0.00300.00610.00100.00510.199210.190.761(0.580)
13.0000.500133.4(0.717)102.5235.9(0.700)0.00260.00600.00100.00500.204210.310.751(0.576)
13.5000.500138.4(0.716)102.1240.4(0.699)0.00220.00590.00100.00490.209010.450.742(0.571)
14.0000.500143.3(0.715)101.6244.9(0.699)0.00180.00580.00100.00480.213910.580.731(0.566)
14.5000.500148.3(0.714)101.1249.4(0.698)0.00140.00570.00100.00470.218610.720.721(0.560)
15.0000.500153.3(0.713)100.6253.9(0.698)0.00100.00560.00090.00460.223210.870.710(0.555)
15.5000.500158.2(0.713)100.1258.4(0.697)0.00070.00550.00090.00450.227711.020.699(0.549)
16.0000.500163.2(0.712)99.6262.8(0.696)0.00060.00530.00090.00450.232211.170.687(0.543)
16.5000.500168.2(0.711)99.1267.2(0.696)0.00050.00520.00090.00440.236611.340.675(0.537)
17.0000.500173.1(0.710)98.5271.6(0.695)0.00050.00510.00090.00430.240811.510.662(0.531)
17.5000.500178.1(0.709)97.9276.0(0.695)0.00040.00500.00080.00420.245011.690.649(0.524)
17.8000.300182.1(0.708)97.5279.6(0.694)0.00030.00300.00050.00250.247511.830.638(0.519)
18.3000.500186.1(0.607)97.0283.1(0.590)0.00030.00640.00110.00540.25299.060.845(0.623)
18.8000.500191.1(0.605)96.4287.5(0.589)0.00020.00600.00100.00500.25799.580.807(0.603)
19.2000.400195.6(0.604)95.9291.4(0.588)0.00020.00460.00080.00380.261710.100.768(0.584)
19.7000.500200.1(0.602)95.3295.4(0.588)0.00010.00540.00090.00450.266210.680.724(0.562)
20.2000.500205.1(0.601)94.7299.8(0.587)0.00000.00530.00090.00440.270610.670.724(0.562)
20.7000.500210.1(0.600)94.1304.1(0.587)0.00000.00520.00090.00430.274910.830.713(0.556)
21.2000.500215.1(0.600)93.4308.5(0.586)0.00000.00510.00080.00420.279211.000.700(0.550)
21.7000.500220.1(0.599)92.8312.9(0.586)0.00000.00500.00080.00420.283311.180.687(0.543)
22.2000.500225.1(0.598)92.1317.2(0.585)0.00000.00490.00080.00410.287411.360.673(0.536)
22.7000.500230.1(0.597)91.5321.6(0.585)0.00000.00480.00080.00400.291411.560.658(0.529)
23.2000.500235.1(0.597)90.8325.9(0.584)0.00000.00460.00080.00390.295211.760.643(0.521)
23.7000.500240.1(0.596)90.2330.2(0.584)0.00000.00450.00080.00380.299011.980.627(0.513)
24.2000.500245.1(0.595)89.5334.6(0.584)0.00000.00440.00070.00370.302612.210.609(0.505)
24.7000.500250.1(0.594)88.9338.9(0.583)0.00000.00430.00070.00360.306212.450.591(0.496)
25.2000.500255.1(0.594)88.2343.3(0.583)0.00000.00420.00070.00350.309712.700.572(0.486)
25.7000.500260.1(0.593)87.6347.6(0.582)0.00000.00400.00070.00340.313112.970.552(0.476)
26.2000.500265.1(0.592)86.9351.9(0.582)0.00000.00390.00070.00330.316313.260.531(0.465)
26.7000.500270.1(0.591)86.2356.3(0.581)0.00000.00380.00060.00320.319513.560.508(0.454)
27.2000.500275.1(0.591)85.6360.6(0.581)0.00000.00370.00060.00310.322613.880.484(0.442)
27.5000.300279.1(0.590)85.0364.1(0.581)0.00000.00220.00040.00180.324414.160.463(0.432)
28.0000.500283.1(0.590)84.5367.6(0.580)0.00000.00350.00060.00290.327314.450.441(0.421)
28.5000.500288.1(0.589)83.9371.9(0.580)0.00000.00340.00060.00280.330214.830.413(0.4