道路专业设计计算书-K0+071堆载预压+塑料排水板计算利东横一路

万顷沙区块企业配套道路项目

道路专业设计计算书

计算内容：K0+071堆载预压+塑料排水板计算（利东横一路）

计算书编号：02

一、K0+071堆载预压+塑料排水板计算

1、概述

利东横一路西起十涌东路，东至十一涌路，全长1078.525m,红线宽15m,项目

场地内地势平坦，场地内广泛分布素填土层＜1＞、淤泥质土＜2TA＞、＜2TB＞、粉细砂

＜2-2＞、）粉细砂软土埋深较深，K0+030〜K0+500拟采用堆载预压+塑料排水

板加固，K0+500-K1+078拟采用水泥搅拌桩加固,

软基处理标准

道路等级快速路、主干路次干路、支路

允许工后变形量<0.30m<0.50m

经计算，水泥搅拌桩处理的工后沉降为0.054m（0.5m,稳定性系数1.594＞1.2,

满足设计要求。

2、计算模型及结果

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1

计算时间：2022-01-0623:53:01星期四

原始条件：

27403

计算目标：计算沉降、承载力和稳定

路堤设计高度:3.100(m)

路堤设计顶宽：15.000(m)

路堤边坡坡度：1:1.5

工后沉降基准期结束时间：120(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

10.0002.0003.100是

22.0003.0000.000是

路堤土层数：2超我个数：1

层号层厚度(m)重度(kN/m3)内聚力(kFa)内摩擦角(度)

12.30018.00017.00030.000

20.60024.00017.00030.000

超载号定位距离Gn)分布宽度(m)超载值(kFa)沉降计算是否考虑稳定计

算是否考虑

12.50010.00012.963是是

地基土层数：5地下水埋深：0.800(m)

层号土层厚度重度饱和重度地基承载力快剪C快剪①固结快剪竖向固结系

水平固结系排水层

(m)(kN/m3)(kN/m3)(kPa)(kPa)(度)①(度)数(cm2/s)

数(cm2/s)

11.00017.00018.00070.00015.00C5.50010.0000.00150

0.00150否

210.80018.50018.50050.0008.00C5.00015.0000.00150

0.00150否

36.20019.50020.000160.00022.00C15.60015.0000.00150

0.00150否

47.00018.50018.50060.0008.00C4.80015.0000.00150

0.00150否

54.50017.00020.000160.00028.00C14.00015.0000.00150

0.00150否

层号o(0)e(50)

10.7210.676

层号e(25)e(50)e(100)e(200)

21.5371.4571.3511.,227

层号e(50)e(100)e(200)e(400)

30.5470.5290.5000.467

41.1511.0840.9850.860

51.1171.0901.0400.962

砂垫层

砂垫层厚度：0.500(m)

砂垫层的重度：20.000(kN/m3)

砂垫层的C:0.000(kPa)

砂垫层的①：32.000(度)

加筋处置

筋带计算方法：筋带力作用于切向方向

筋带层数：1

序号离地高度(m)设计拉力(kN)与土粘结强度(kPa)横向布置方式起始位置(m)结束

位置(m)宽度(m)

10.00080.00020.000通长布置

竖向排水体预压

排水体布置形式:等边三角形

竖向排水体间距：1.200(m)

竖向排水体的长度：12.000(m)

竖向排水体直径：0.066(m)

竖向排水体不考虑并阻

承载力计算参数：

承载力验算公式：PWyR[fa]

验算点距离中线距离：0.000(m)

承载力抗力系数YR：1.00

承载力修正公式：[fa]=[faO]+y2(h-h0)

基准深度度: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

多级加荷固结度修正时的荷载增量定义为“填土高*容亘”

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

沉降计算考虑超载

超载产生的地基附加应力采用：直接法

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：最后一级加我(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

加载与路堤竣工的间隔时间(月)：6

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：l.OOO(m)

搜索时的圆心步长：l.OOO(m)

搜索时的半径步长：0.500(m)

(。各级加荷的沉降计算

第1级加荷，从0.0、2.0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=3.646(m),沉降=0.546(m)

第2级加荷，从2.0~8.0月

加我开始时，路基计算高度-3.646(m),沉降-0.546(m)

加载结束时，路基计算高度=3.892(m),沉降=0.792(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，路堤的实际广算高度为=3.892(m)

路面竣工时，地基沉降=0.792(m)

路面竣工后,基准期内的残余沉降=0.054(m)

基准期结束时，地基沉降=0.816(m)

最终地基总沉降=1.200*0.850=1.021(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)

-19.1800.0000.0000.792

-17.8100.0000.0000.792

-16.4400.0000.0000.792

-15.0700.0000.0000.792

-13.7000.1950.1950.597

-12.3300.2950.1000.497

-10.9600.4040.1090.388

-9.5900.5070.1030.285

-8.2200.6030.0960.189

-6.8500.6730.0700.119

-5.4800.7170.0440.075

-4.1100.7580.0410.034

-2.7400.7780.0210.014

-1.3700.7890.0110.003

0.0000.7920.0030.000

1.3700.789-0.0030.003

2.7400.778-0.0110.014

4.1100.758-0.0210.034

5.4800.717-0.0410.075

6.8500.673-0.0440.119

8.2200.603-0.0700.189

9.5900.507-0.0960.285

10.9600.404-0.1030.388

12.3300.295-0.1090.497

13.7000.195-0.1000.597

15.0700.000-0.1950.792

16.4400.0000.0000.792

17.8100.0000.0000.792

19.1800.0000.0000.792

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2^=16.490(1712)

(2)按照《铁路路基手册》方法得As=0.792(m)AV=14.471(m2)

按照《铁路路基手册》方法，路堤顶面单侧加宽量：AW=0.228~0.274(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(01)

-19.1800.0000.0000.846

-17.8100.0000.0000.846

-16.4400.0000.0000.846

-15.0700.0000.0000.846

-13.7000.2140.2140.632

-12.3300.3220.1080.524

-10.9600.4370.1150.409

-9.5900.5450.1080.301

-8.2200.6460.1010.200

-6.8500.7190.0730.127

-5.4800.7660.0470.080

-4.1100.8090.0430.037

-2.7400.8310.0220.015

-1.3700.8420.0120.004

0.0000.8460.0040.000

1.3700.842-0.0040.004

2.7400.831-0.0120.015

4.1100.809-0.0220.037

5.4800.766-0.0430.080

6.8500.719-0.0470.127

8.2200.646-0.0730.200

9.5900.545-0.1010.301

10.9600.437-0.1080.409

12.3300.322-0.1150.524

13.7000.214-0.1080.632

15.0700.000-0.2140.846

16.4400.0000.0000.846

17.8100.0000.0000.846

19.1800.0000.0000.846

路基横断而各点的最终沉降(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)

-19.1800.0000.0001.020

-17.8100.0000.0001.020

-16.4400.0000.0001.020

-15.0700.0000.0001.020

-13.7000.2630.2630.758

-12.3300.3960.1330.624

-10.9600.5330.1370.487

-9.5900.6600.1270.361

-8.2200.7770.1170.243

-6.8500.8620.0840.159

-5.4800.9190.0570.101

-4.1100.9720.0520.049

-2.7400.9980.0260.023

-1.3701.0160.0180.004

0.0001.0210.0040.000

1.3701.016-0.0040.004

2.7400.998-0.0180.023

4.1100.972-0.0260.049

5.4800.919-0.0520.101

6.8500.862-0.0570.159

8.2200.777-0.0840.243

9.5900.660-0.1170.361

10.9600.533-0.1270.487

12.3300.396-0.1370.624

13.7000.263-0.1330.758

15.0700.000-0.2631.020

16.4400.000-0.0001.020

17.8100.000-0.0001.020

19.1800.000-0.0001.020

路面竣工时,距路基中线0.000（m）处各层的沉降

层底深层厚自更应力（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(in)沉降（m）

结沉降Gn）固结沉降（m）量（MPa）验系数

0.5000.5004.3(0.717)88.893.1(0.637)0.99990.02790.0279

0.02330.02331.911.400(1.100)

1.0000.50012.8(0.710)88.8101.5(0.6300.99960.02800.0280

0.02340.04661.901.400(1.100)

1.5000.50017.3(1.562)88.7106.0(1.344)0.99940.05110.0510

0.04260.08921.041.400(1.100)

2.0000.50021.6(1.548)88.4110.0(1.339)0.99910.04930.0493

0.04110.13031.081.400(1.100)

2.5000.50025.8(1.534)88.1113.9(1.334)0.99890.04750.0474

0.03960.16991.111.400(1.100)

3.0000.50030.1(1.521)87.5117.6(1.329)0.99870.04560.0455

0.03800.20791.151.400(1.100)

3.5000.50034.3(1.507)86.8121.2(1.325)0.99850.04360.0436

0.03640.24421.191.400(1.100)

4.0000.50038.6(1.494)86.0124.6(1.321)0.99840.04160.0416

0.03470.27891.241.400(1.100)

1.5000.50042.8(1.480)85.0127.8(1.31€)0.99840.03960.0395

0.03300.31191.291.400(1.100)

5.0000.50047.1(1.466)83.9131.0(1.313)0.99830.03740.0374

0.03120.34311.351.400(1.100)

5.5000.50051.3(1.454)82.8134.1(1.309)0.99820.03560.0355

0.02960.37271.401.400(1.100)

6.0000.50055.6(1.445)81.5137.1(1.305)0.99810.03440.0343

0.02870.40141.421.400(1.100)

6.5000.50059.8(1.436)80.2140.0(1.301)0.99810.03320.0331

0.02770.42901.451.400(1.100)

7.0000.50064.1(1.427)78.8142.9(1.298)0.99810.03200.0319

0.02660.45571.481.400(1.100)

7.5000.50068.3(1.418)77.4145.8(1.294)0.99810.03070.0307

0.02560.48131.511.400(1.100)

8.0000.50072.6(1.409)76.0148.6(1.291)0.99800.02950.0294

0.02460.50591.551.400(1.100)

8.5000.50076.8(1.400)74.6151.4(1.287)0.99800.02820.0282

0.02350.52941.591.400(1.100)

9.0000.50081.1(1.391)73.1154.2(1.284)0.99800.02690.0269

0.02240.55181.631.400(1.100)

9.5000.50085.3(1.382)71.7157.0(1.280)0.99800.02560.0256

0.02140.57321.681.400(1.100)

10.0000.50089.6(1.373)70.3159.8(1.277)0.99800.02430.0243

0.02030.59351.731.400(1.100)

10.5000.50093.8(1.364)68.8162.7(1.273)0.99800.02300.0230

0.01920.61271.791.400(1.100)

11.0000.50098.1(1.355)67.4165.5(1.270)0.99800.02170.0217

0.01810.63081.861.400(1.100)

11.5000.500102.3(1.348)66.1168.4(1.266)0.99800.02090.0209

0.01740.64821.891.400(1.100)

11.8000.300105.7(1.344)65.0170.7(1.263)0.99800.01240.0124

0.01030.65851.891.400(1.100)

12.0000.200108.0(0.527)64.3172.3(0.508)0.99800.00290.0029

0.00240.66105.261.174(0.874)

12.5000.500111.5(0.526)63.4174.9(0.507)0.00000.00720.0000

0.00600.66705.261.174(0.874)

13.0000.500116.5(0.524)62.1178.6(0.506)0.00000.00710.0000

0.00590.67295.261.174(0.874)

13.5000.500121.5(0.523)60.8182.3(0.505)0.00000.00700.0000

0.00580.67875.251.175(0.875)

14.0000.500126.5(0.521)59.6186.1(0.504)0.00000.00680.0000

0.00570.68445.251.175(0.875)

14.5000.500131.5(0.520)58.4189.9(0.503)0.00000.00670.0000

0.00560.69005.241.176(0.876)

15.0000.500136.5(0.518)57.2193.7(0.502)0.00000.00660.0000

0.00550.69545.241.176(0.876)

15.5000.500141.5(0.517)56.1197.6(0.501)0.00000.00640.0000

0.00540.70085.231.177(0.877)

16.0000.500146.5(0.516)55.0201.5(0.500)0.00000.00620.0000

0.00520.70605.291.171(0.871)

16.5000.500151.5(0.514)53.9205.4(0.499)0.00000.00590.0000

0.00490.71095.461.154(0.854)

17.0000.500156.5(0.513)52.8209.3(0.498)0.00000.00560.0000

0.00470.71565.651.135(0.835)

17.5000.500161.5(0.511)51.8213.3(0.498)0.00000.00530.0000

0.00440.72005.861.114(0.814)

18.0000.500166.5(0.510)50.8217.3(0.497)0.00000.00500.0000

0.00420.72426.101.090(0.790)

18.5000.500171.1(1.014)49.9221.0(0.972)0.00000.01240.0000

0.01040.73452.411.400(1.100)

19.0000.500175.4(1.009)48.9224.3(0.970)0.00000.01180.0000

0.00980.74442.481.400(1.100)

19.5000.500179.6(1.005)48.0227.6(0.968)0.00000.01120.0000

0.00930.75372.571.395(1.095)

20.0000.500183.9(1.001)47.1231.0(0.966)0.00000.01060.0000

0.00880.76262.671.389(1.089)

20.5000.500188.1(0.997)46.3234.4(0.963)0.00000.01000.0000

0.00830.77092.781.381(1.081)

21.0000.500192.4(0.993)45.5237.8(0.961)0.00000.00940.0000

0.00780.77872.901.373(1.073)

21.5000.500196.6(0.988)44.7241.3(0.959)0.00000.00880.0000

0.00730.78603.051.364(1.064)

22.0000.500200.9(0.984)43.9244.8(0.957)0.00000.00830.0000

0.00690.79293.181.355(1.055)

22.5000.500205.1(0.982)43.1248.2(0.955)0.00000.00820.0000

0.00680.79973.171.355(1.055)

23.0000.500209.4(0.979)42.4251.8(0.953)0.00000.00800.0000

0.00670.80643.171.356(1.056)

23.5000.500213.6(0.976)41.7255.3(0.9500.00000.00790.0000

0.00660.81303.161.356(1.056)

24.0000.500217.9(0.974)41.0258.9(0.948)0.00000.00780.0000

0.00650.81953.161.356(1.056)

24.5000.500222.1(0.971)40.3262.4(0.946)0.00000.00770.0000

0.00640.82593.151.356(1.056)

25.0000.500226.4(0.969)39.7266.0(0.944)0.00000.00760.0000

0.00630.83223.151.357(1.057)

25.5000.500231.0(1.028)39.0270.0(1.013)0.00000.00450.0000

0.00380.83605.201.180(0.880)

26.0000.500236.0(1.026)38.4274.4(1.011)0.00000.00440.0000

0.00370.83965.191.181(0.881)

26.5000.500241.0(1.024)37.8278.8(1.009)0.00000.00440.0000

0.00360.84335.191.181(0.881)

27.0000.500246.0(1.022)37.2283.2(1.008)0.00000.00430.0000

0.00360.84695.181.182(0.882)

27.5000.500251.0(1.020)36.6287.6(1.006)0.00000.00420.0000

0.00350.85045.181.182(0.882)

最下面分层附加应力与自重应力之比=114.600%<15.000%

压缩模量当量值=1.99初pa,按地基规范GB50007-2002表5.3.5的沉降计算经验系数=

1.400(1.100)

(三)填土一时间一沉降曲线

输出位置,相对于路堤中线0(m)(即X=13.700(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

0.200.3100.3650.010

0.400.6200.7290.034

0.600.9301.0940.063

0.801.2491.4580.096

1.001.5501.8230.136

1.201.8692.1870.184

1.402.1792.5520.242

1.602.4802.9160.313

1.802.7903.2810.397

2.003.1003.6460.546

2.603.1003.6700.639

3.203.1003.6950.695

3.803.1003.7190.729

4.403.1003.7440.750

5.003.1003.7690.764

5.603.1003.7930.773

6.203.1003.8180.779

6.803.1003.8430.784

7.403.1003.8670.789

8.003.1003.8920.792

20.003.1003.8920.799

32.003.1003.8920.805

44.003.1003.8920.806

56.003.1003.8920.818

68.003.1003.8920.819

80.003.1003.8920.830

92.003.1003.8920.832

104.003.1003.8920.835

116.003.1003.8920.843

128.003.1003.8920.846

(四)填土一时间一-固结度曲线

输出位置,相对于路堤中线O.OOO(m)(即X=13.700(n))

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

0.200.3100.100

0.400.6200.200

0.600.9300.300

0.801.2400.400

1.001.5500.500

1.201.8600.600

1.402.1700.700

1.602.4800.800

1.802.7900.900

2.003.1001.000

2.603.1001.000

3.203.1001.000

3.803.1001.000

4.403.1001.000

5.003.1001.000

5.603.1001.000

6.203.1001.000

6.803.1001.000

7.403.1001.000

8.003.1001.000

20.003.1001.000

32.003.1001.000

44.003.1001.000

56.003.1001.000

68.003.1001.000

80.003.1001.000

92.003.1001.000

104.003.1001.000

116.003.1001.000

128.003.1001.000

（五）稳定计算

（1）第1级加荷，从0.0~2.0月，路基设计高度3.100（m）,路基计算高度（考虑沉降影响）3.646基）,

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aiSinaiCosaiWoiCqi①qiJi

<PgiWli下滑力WoiCosOICiLiailiCos

编号（m）积（m2）重(kN)重(kN)(kN)(度)(kN)(kPa)（度）(度)

(kN)(kN)tg<Pqiaitgegi

1-13.740.172.870.002.87-62.17-0.880.472.8715.005.500.8753

10.000.0-2.50.113.60.0

2-13.320.101.650.001.65-60.20-0.870.501.6515.005.500.7214

10.000.0-1.40.13.50.0

3-13.201.6220.120.0020.12-56.81-0.840.5520.128.005.000.4636

15.000.0-16.81.013.80.0

4-12.262.8630.600.0030.60-51.19-0.780.6330.608.005.000.0845

15.000.0-23.81.712.00.0

5-11.323.8739.240.0039.24-46.21-0.720.6939.248.005.000.0549

15.000.0-28.32.410.90.0

6-10.384.7346.550.0046.55-41.64-0.660.乃46.558.005.000.0300

15.000.0-30.93.010.10.0

7-9.435.4752.800.0052.80-37.39-0.610.7952.808.005.000.0086

15.000.0-32.13.79.50.0

8-8.496.1058.180.0058.18-33.36-0.550.8458.188.005.000.0048

15.000.0-32.04.39.00.0

9-7.556.6562.800.0062.80-29.51-0.490.8762.808.005.000.0037

15.000.0-30.94.88.70.0

10-6.607.1166.770.0066刀-25.81-0.440.9066.778.005.000.0C27

15.000.0-29.15.38.40.0

11-5.667.5170.150.0070.15-22.22-0.380.9370.158.005.000.0019

15.000.0-26.55.78.20.0

12-4.727.8472.970.0072.97-18.71-0.320.9572.978.005.000.0012

15.000.0-23.46.08.00.0

13-3.778.1175.290.0075.29-15.28-0.26D.9675.298.005.000.0006

15.000.0-19.86.47.80.0

14-2.838.3377.120.0077.12-11.91-0.210.9877.128.005.000.0001

15.000.0-15.96.67.70.0

15-1.898.4978.480.0078.48-8.57-0.150.9978.488.005.000.0001

15.000.0-11.76.87.60.0

16-0.948.6079.400.0079.40-5.27-0.091.0079.408.005.000.0001

15.000.0-7.36.97.60.0

170.008.0176.270.0076.27-2.14-0.041.0072.028.005.000.5883

15.004.3-2.96.36.80.7

180.851.8618.330.0018.33-0.33-0.011.0016.228.005.000.5883

15.002.