综合帮扶工程边坡支护计算书

综合帮扶工程边坡支护

计算书

目录

1、桩板挡墙..............................................1

3.排水沟设计............................................1

3.重力式挡墙...........................................54

1、桩板挡墙（10-10）

桩、板计算条件

1.总控制信息

路基型式路堤

地区类型•般地区

支护类型桩+板

结构重要性系数1.10

抗震设计烈度（度）—

配筋计算—

水平地震系数Kh—

水上地震角（度）—

水下地震角（度）—

重要性修正系数Ci—

综合影响系数Cz—

2.坡线、土层和水位

1）坡线信息

坡线数4

坡线水平投影竖向投影坡线长坡线仰角荷载数

序号长（m）长(m)(m)(°)

18.3601.3688.4719.2930

21.6602.2742.81553.8710

310.6601.72510.7999.1920

45.7803.0006.51227.4310

坡线上无荷载

2）土层信息

桩前地面横坡无横坡桩前地面横坡角（度）0.000

桩后横坡角（度）0.000结构与土摩擦角（度）15.00（）

嵌固段以上土层数：2

序号地层地层重度浮重度粘聚力内摩擦综合内摩土摩阻计算

叫c,K承载KHnR

类型厚（m）(kN/m3)(kN/m3)(kPa)角(°)擦角(°)力(kPa)方法

力(kPa)(MPa)

1土层10.50019.()00--30.60()11.700--100.000m法

10.000160.000-一

2土层2.70026.600—50.00018.000—120.000m法

25.000400.000-一------

嵌固段土层数：1

序号地层地层重度浮重度粘聚力内摩擦综合内摩土摩阻计算m,c,K

类型厚(m)(kN/m3)(kN/m3)(kPa)角(°)擦角(°)力(14^)方法

1土层10.00026.400———970.00050.000850.000K法

200.000

3)水位信息

非浸水地区，无水位信息

3.计算模型

1)桩前覆土模型：弹簧模型

弹簧梗却

横向地基承载力计算铁路规范

4.滑坡推力相关信息

1)滑坡推力信息

滑坡推力分布类型矩形

计算目标按指定滑面计算推力

计算模型R/K模型

安全系数K1.350

是否考虑动水压力和浮托力乂

是否考虑坡面外的静水压力乂

是否考虑承压水的浮托力X

桩前剩余抗滑力水平分力(kN/m)0.000

1)滑面信息

18.0303.7808.87525.20830.60025.000

219.40015.76024.99539.08930.60025.000

5.桩信息

1)桩基本信息

桩前地面以上长度(m)13.200

嵌固点深度(m)0.()00

悬臂长度(m)13.200

嵌固长度(m)4.000

截面形状圆形

桩径D(m)1.600

桩中心距(m)4.000

桩底支承条件自由

坡线数4

2)桩配筋信息

桩作用综合分项系数1.0()

桩混凝土强度等级C30

桩纵筋合力点到外皮距离(mm)100

桩容重(kN/m)25.00

桩纵筋级别HRB500

桩箍筋级别HRB400

6.板信息

1)板尺寸信息

桩间板类型直板

桩间板的种类数1

板的搭接长度(m)0.500

板类型号板厚(mm)板宽(m)板块数

13001.00011

2)板配筋信息

板作用综合分项系数1.()0()

混凝土强度等级C30

钢筋合力点到边缘距离(uirn)25

板纵筋级别HRB400

板选筋钢筋直径14

7.结构上自定义荷载以及荷载组合

1)桩顶自定义荷载

桩顶自定义荷载数：0

2)桩荷载组合

［滑坡推力(一般)组合］

荷载号荷载名称是否参与调整系数

1桩自重V1.000

2桩顶恒载V1.000

3桩顶活载V1.00()

4桩后滑坡推力J1.000

［库仑土压力(一般)组合］

荷载号荷载名称是否参与调整系数

1桩自重V1.000

2桩顶恒载J1.000

3桩顶活载V1.00()

4桩后主动土压力J1.000

2)板荷载组合

［滑坡推力(一般)组合］

荷载号荷载名称是否参与调整系数

1板后滑坡推力V1.000

［库仑土压力(一般)组合］

荷载号荷载名称是否参与调整系数

1板后主动土压力V1.000

抗滑动桩验算

计算项目：抗滑桩综合分析1

原始条件:

钢筋混凝土配筋计算依据：《混凝土结构设计规范GB50010-2010》

第1种情况：滑坡推力(一般情况)

(-)桩身内力计算

剩余下滑力=159.161(kN)剩余下滑力角度=25.208°

剩余下滑力水平分力=144.003(kN)剩余下滑力竖直分力=67.787(kN)

分布范围为桩顶以下(0〜10.600m)范围

桩顶以下(10.600m〜13.200m)范围内按土压力计算

按实际墙背计算得到：

第1破裂角：50.184(度)

Ea=636.430(kN)Ex=614.744(kN)Ey=164.720(kN)作用点到嵌固点距离Zy=2.914(m)

段内的土压力合力：

Ea=329.098(kN),Ex=317.884(kN),Ey=85.177(kN)作用点高度Zy=1.227

合并后整个桩后范围内：

水平分力=461.888(kN)竖直分力=152.964(kN)

作用点高度=3.308(m)

第1嵌固段地层计算方法：K法

背侧——为挡土侧：面侧——为非挡土侧。

背侧最大弯矩=61.134(kN-m)距离桩顶1.500(m)

面侧最大弯矩=3097.811(kN-m)距离桩顶11.376(m)

最大剪力=952.097(kN)距离桩顶13.200(m)

最大位移二24(mm)

第1道锚索水平拉力=500.000(kN)距离桩顶1.500(m)

第2道锚索水平拉力=500.000(kN)距离桩顶3.500(m)

第3道锚索水平拉力=500.00()(kN)距离桩顶5.500(m)

点号距顶距离弯矩剪力位移土反力

(m)(kN-m)(kN)(nun)(kPa)

1-0.0000.0000.00023.800.000

20.2141.248-11.64423.300.000

30.4294.990-23.28922.800.000

40.64311.229-34.93322.290.000

50.85719.962-46.57821.790.000

61.07131.191-58.22221.290.000

71.28644.914-69.86720.790.000

81.50061.134176.89420.290.000

91.70026.842166.02619.820.000

101.900-5.277155.15819.350.000

112.100-35.222144.29018.880.000

122.300-62.993133.42118.410.000

132.500-88.590122.55317.910.000

142.700-112.014111.68517.470.000

152.900-133.264100.81717.090.000

163.100-152.34189.94916.540.000

173.300-169.24379.08016.070.000

183.500-183.973351.49315.600.000

193.700-253.185340.62515.140.000

203.900-320.223329.75714.670.000

214.10()-385.087318.88914.210.000

224.300-447.778308.02013.750.000

234.500-508.295297.15213.290.000

244.700-566.639286.28412.830.000

254.900-622.809275.41612.380.000

265.100-676.805264.54811.920.000

275.300-728.628253.67911.470.000

285.500-778.277570.44511.030.()00

295.703-892.752559.43410.580.000

305.905-1004.995548.42210.130.000

316.108-1115.007537.4119.690.000

326.311-1222.788526.4009.260.000

336.513-1328.338515.3898.820.000

346.716-1431.656504.3788.400.000

356.918-1532.743493.3677.980.000

367.121-1631.599482.3557.570.000

377.324-1728.224471.3447.160.000

387.526-1822.618460.3336.760.000

397.729-1914.780449.3226.370.000

407.932-2004.711438.3115.990.000

418.1342092.411427.2995.610.000

428.337-2177.88()416.2885.250.00()

438.539-2261.117405.2774.890.000

448.742-2342.124394.2664.550.000

458.945-2420.899383.2554.210.00()

469.147-2497.443372.2443.880.000

479.350-2571.756361.2323.570.000

489.553-2643.837350.2213.260.000

499.755-2713.688339.2102.970.000

509.958-2781.306328.1992.690.000

5110.161-2846.694317.1882.420.000

5210.363-2909.851306.1762.160.000

5310.566-2970.776295.1651.920.000

5410.768-3026.984247.3441.680.000

5510.971-3068.442161.4171.460.000

5611.174-3092.22672.9001.260.000

5711.376-3097.811-18.2081.060.000

5811.579-3084.672-111.9050.880.000

5911.782-3052.284-208.1940.710.000

6011.984-3000.123-307.0730.560.000

6112.187-2927.664-408.5410.420.000

6212.389-2834.382-512.6010.290.000

6312.592-2719.751-619.2500.170.000

6412.795-2583.247-728.4910.070.000

6512.997-2424.345-840.321-0.030.000

6613.200-2242.521-952.097-0.11-0.000

6713.400-2052.631-940.702-0.19-37.392

6813.600-1866.240-920.141-0.25-50.474

6913.800-1684.574-893.820-0.31-62.009

7014.000-1508.712-862.428-0.36-72.147

7114.200-1339.603-826.583-0.41-81.033

7214.400-1178.079-786.841-0.44-88.808

7314.600-1024.867-743.688-0.48-95.605

7414.800-880.603-697.553-0.51-101.551

7515.00()-745.845-648.807-0.53-106.766

7615.200-621.080-597.765-0.56-111.361

7715.400-506.739-544.693-0.58-115.440

7815.600-403.203-489.811-0.60-119.098

7915.800-310.815-433.296-0.61-122.420

8016.000-229.885-375.287-0.63-125.482

8116.200-160.700-315.890-0.64-128.353

8216.400-103.528-255.181-0.66-131.088

8316.600-58.627-193.212-0.67-133.736

8416.800-26.244-130.016-0.68-136.333

8517.000-6.621-65.609-0.69-138.908

8617.200-0.000-16.553-0.71-141.474

桩底竖向合力=1883.56(kN),桩底面积A=2.01l(m2)

桩底所在土层承载力=3872.00(kPa)

故桩的竖向地基承载力满足。

（二）桩身配筋计算

点号距顶距离弯矩剪力全部纵筋箍筋

(m)(kN.m)(kN)(mm2)(mm2/m)

10.0001.0000.000100531342

20.2141.248-11.644100531342

30.4294.990-23.289100531342

40.64311.229-34.933100531342

50.85719.962-46.578100531342

61.07131.191-58.222100531342

71.28644.914-69.867100531342

81.50061.134176.894100531342

91.70026.842166.026100531342

101.9005.277155.158100531342

112.10035.222144.290100531342

122.30062.993133.421100531342

132.50088.590122.553100531342

142.700112.014111.685100531342

152.900133.264100.817100531342

163.100152.34189.949100531342

173.300169.24379.080100531342

183.500183.973351.493100531342

193.700253.185340.625100531342

203.900320.223329.757100531342

214.100385.087318.889100531342

224.300447.778308.020100531342

234.500508.295297.152100531342

244.700566.639286.284100531342

254.900622.809275.416100531342

265.100676.805264.548100531342

275.300728.628253.679100531342

285.500778.277570.445100531342

295.703892.752559.434100531342

305.9051004.995548.422100531342

316.1081115.007537.411100531342

326.3111222.788526.400100531342

336.5131328.338515.389100531342

346.7161431.656504.378100531342

356.9181532.743493.367100531342

367.1211631.599482.355100531342

377.3241728.224471.344100531342

387.5261822.618460.333100531342

397.7291914.780449.322100531342

407.9322004.711438.311100531342

418.1342092.411427.299100531342

428.3372177.880416.288100531342

438.5392261.117405.277100531342

448.7422342.124394.266100531342

458.9452420.899383.255100531342

469.1472497.443372.244100531342

479.3502571.756361.232100531342

489.5532643.837350.221102071342

499.7552713.688339.210105031342

509.9582781.306328.199107911342

5110.1612846.694317.188110701342

5210.3632909.851306.176113411342

5310.5662970.776295.165116021342

5410.7683026.984247.344118441342

5510.9713068.442161.417120231342

5611.1743092.22672.900121261342

5711.3763097.811-18.208121501342

5811.5793084.672-111.905120931342

5911.7823052.284-208.194119531342

6011.9843000.123-307.073117281342

6112.1872927.664-408.541114171342

6212.3892834.382-512.601110171342

6312.5922719.751-619.250105291342

6412.7952583.247-728.491100531342

6512.9972424.345-840.321100531342

6613.2002242.521-952.097100531342

6713.4002052.631-940.702100531342

6813.6001866.240-920.141100531342

6913.8001684.574-893.820100531342

7014.0001508.712-862.428100531342

7114.2001339.603-826.583100531342

7214.4001178.079-786.841100531342

7314.6001024.867-743.688100531342

7414.800880.603-697.553100531342

7515.000745.845-648.807100531342

7615.200621.080-597.765100531342

7715.400506.739-544.693100531342

7815.600403.203-489.811100531342

7915.800310.815-433.296100531342

8016.000229.885-375.287100531342

8116.200160.700-315.890100531342

8216.400103.528-255.181100531342

8316.60058.627-193.212100531342

8416.80026.244-130.016100531342

8517.0006.621-65.609100531342

8617.2000.000-16.553100531342

第2种情况：库仑土压力(一般情况)

(-)桩身内力计算

按实际墙背计算得到：

第1破裂角：50.184(度)

Ea=636.430(kN)Ex=614.744(kN)Ey=164.720(kN)作用点到嵌固点距离Zy=2.914(m)

第1嵌固段地层计算方法：K法

背侧——为挡土侧；面侧——为非挡土侧。

背侧最大弯矩=0.OOO(kN-m)距离桩顶0.000(m)

面侧最大弯矩=4213.971(kN-m)距离桩顶9.958(m)

最大剪力=1451.944(kN)距离桩顶13.200S)

最大位移=23(mm)

第1道锚索水平拉力=500.000(kN)距离桩顶L500(m)

第2道锚索水平拉力=500.000(kN)距离桩顶3.500(m)

第3道锚索水平拉力二500.000(kN)距离桩顶5.500(m)

点号距顶距5弯矩剪力位移土反力

(m)(kN-m)(kN)(mm)(kPa)

1-0.000-0.000-0.00023.030.000

20.2140.0000.00022.430.000

30.429-0.0000.00021.830.000

40.6430.000-0.00021.230.000

50.8570.000-0.00020.630.000

61.0710.000-0.00020.020.000

71.2860.000-0.00019.420.000

81.5000.000275.84018.820.000

91.700-55.168275.84018.260.000

101.900-110.336275.84017.700.000

112.100-165.504275.84017.140.000

122.300-220.672275.84016.580.000

132.500-275.840275.84016.020.000

142.700-331.008275.84015.460.000

152.900-386.176275.84014.900.000

163.100-441.344275.84014.350.()00

173.300-496.512275.84013.800.000

183.500-551.680591.86013.250.000

193.700-670.052591.86012.790.000

203.900-788.424591.86012.150.000

214.100-906.747591.13011.610.000

224.300-1024.760588.65411.070.000

234.500-1142.073584.14410.530.00()

244.700-1258.281577.60110.000.000

254.900-1372.978569.0259.480.000

265.100-1485.756558.4158.960.000

275.300-1596.209545.7728.450.000

285.500-1703.929906.9657.940.000

295.7031886.027890.0217.440.000

305.905-2064.481870.9916.940.00()

316.108-2238.867849.8726.450.000

326.311-2408.762826.6675.970.000

336.513-2573.743801.3755.590.00()

346.716-2733.388773.9955.010.000

356.918-2887.274744.5274.600.000

367.121-3034.977712.9734.160.000

377.324-3176.075679.3313.740.000

387.526-3310.144643.6023.330.000

397.729-3436.762605.7862.910.000

407.932-3555.506565.8832.560.000

418.134-3665.953523.8922.200.000

428.337-3767.679479.8141.850.000

438.539-3860.262433.6481.520.000

448.742-3943.280385.3961.200.000

458.945-4016.308335.0560.990.000

469.147-4078.925282.6290.620.000

479.350-4130.706228.1140.350.000

489.553-4171.230171.5130.110.000

499.755-4199.669106.850-0.120.000

509.958-4213.97133.875-0.330.000

5110.161-4213.223-41.690-0.530.000

5210.363-4196.900-119.846-0.790.000

5310.566-4164.479-200.592-0.860.000

5410.768-4115.433-283.929-1.090.000

5510.971-4049.238-369.855-1.120.000

5611.174-3965.369-458.373-1.230.000

5711.376-3863.301-549.480-1.320.000

5811.579-3742.510-643.178-1.390.000

5911.782-3602.469-739.467-1.450.000

6011.984-3442.656-838.345-1.490.000

6112.187-3262.544-939.814-1.510.000

6212.389-3061.609-1043.874-1.530.000

6312.592-2839.326-1150.523-1.530.()00

6412.795-2595.169-1259.763-1.510.000

6512.997-2328.615-1371.594-1.490.000

6613.200-2039.138-1451.944-1.46-0.000

6713.400-1755.564-1351.684-1.41-282.861

6813.600-1498.464-1221.598-1.37-273.061

6913.800-1266.924-1096.390-1.31-262.017

7014.()0()-1059.908-976.597-1.25-249.918

7114.200-876.285-862.673-1.18-236.938

7214.400-714.840-754.994-1.12-223.228

7314.600-574.287-653.871-1.01-208.923

7414.800-453.291-559.554-0.97-194.139

7515.000-350.466-472.245-0.89-178.977

7615.2002G4.393392.1000.82163.522

7715.400-193.626-319.240-0.74-147.846

7815.600-136.697-253.754-0.66-132.007

7915.800-92.124-195.708-0.58-116.053

8016.000-58.414-145.147-0.59-100.022

8116.200-34.065-102.099-0.42-83.940

8216.400-17.574-66.585-0.34-67.830

8316.600-7.431-38.614-0.25-51.704

8416.800-2.128-18.192-0.18-35.571

8517.000-0.154-5.320-0.19-19.436

8617.2000.000-0.386-0.02-3.300

桩底竖向合力=1895.31(kN),桩底面积A=2.011(m2)

桩底所在土层承载力=3872.00(kPa)

故桩的竖向地基承载力满足。

(-)桩身配筋计算

点号距顶距离弯矩剪力全部纵筋箍筋

(m)(kN.m)(kN)(mm2)(mm2/m)

10.()001.0000.000100531342

20.2141.0000.000100531342

30.4291.0000.000100531342

40.6430.0000.000100531342

50.8570.0000.000100531342

61.0710.0000.000100531342

71.2860.0000.000100531342

81.5000.()0()275.840100531342

91.70055.168275.840100531342

101.900110.336275.840100531342

112.100165.504275.840100531342

122.300220.672275.840100531342

132.500275.840275.840100531342

142.700331.008275.840100531342

152.900386.176275.840100531342

163.100441.344275.840100531342

173.300