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1、沿江连接道整治工程项目桩板式挡土墙设计计算书.概述1.1、设计依据及规范1. 1.K设计依据(1)业主提供1/500地形图(2)设计合同(3)控制性详细规划(4)业主提供的设计方案(5)万州区龙都街道桐子园沿江连接道整治工程工程地质勘察报告(补充勘察)(6)道路设计施工图2. 1.2设计规范建筑结构荷载规范(GB50009-2012)建筑抗震设计规范GB50011-2010(2016版)建筑边坡工程技术规范(GB50030-2013)建筑结构可靠度设计统一标准(GB500682018)混凝土结构设计规范(GB50010-2010)(2015版)中国地震动参数区划图(GB18306-2015)建
2、筑地基基础设计规范(GB50007-2011)建筑工程抗震设防分类标准(GB50223-2008)地质灾害防治工程设计规范(DBJ50/T-029-2019)市政公用工程设计文件编制深度规定(2017年版)建筑与市政地基基础通用规范(GB55003-2021)1.2工程规模及主要工程内容重庆万州经济技术开发(集团)有限公司(下称建设单位)拟在万州区九龙园修建万州区龙都街道桐子园沿江连接道整治工程。该项目前期工程名称为：万州区龙都街道桐子园沿江连接道整治工程。由于拟建沿江路里程桩号约K0+980-K1+160段道路右侧征地范围调整，原方案为坡率法放坡+截排水，现方案为拟建道路开挖后沿坡底放坡至拟
3、建沿江路红线处做桩板式挡墙支挡。本计算书为桩板式挡土墙的结构计算。2、设计技术标准和主要参数(1)边坡工程设计基准期根据建筑边坡工程技术规范及地质灾害防治工程设计规范，设计基准年限为50年。(2)边坡安全等级根据建筑边坡工程技术规范及地质灾害防治工程设计规范，支挡工程安全等级为一级。(3)钢筋混凝土构件处于11类环境，最大裂缝宽度限值WmaX=O.2mm。3、桩板式挡墙计算桩板式挡墙H=16.4m,悬臂6.6m计算剖面B2-B2原始条件:墙身尺寸:桩总长：16.400(m)嵌入深度:9.800(m)截面形状：圆桩桩径：2.000(m)桩间距：5.000(m)挡土板的类型数：1板类型号板厚(m)
4、板宽(m)板块数0.4001.000嵌入段土层数：2柱底支承条件：较接计算方法:土层序号土层厚(m)重度(kNm3)K(MNm3)1.90018.00010. 00050.00025.00060. 000物理参数:桩混凝土强度等级：C30桩纵筋合力点到外皮距离：35(mm)桩纵筋级别：HRB400桩箍筋级别：HPB300桩箍筋间距：200(mm)桩配筋形式：纵筋非均匀配筋板混凝土强度等级：C30板纵筋合力点到外皮距离：35(m111)板纵筋级别：HRB400挡土墙类型：一般挡土墙墙后填土内摩擦角：30.000(度)墙后填土粘聚力：0.000(kPa)墙后填土容重：20.000(kNm3)墙背与
5、墙后填土摩擦角：18.000(度)土压力计算方法：库仑坡线土柱：坡面线段数：1换算土柱数0折线序号水平投影长(In)竖向投影长(m)133.0009.400地面横坡角度：7.000(度)填土对横坡面的摩擦角：30.000(度)墙顶标高：0.000(m)钢筋混凝土配筋计算依据：混凝土结构设计规范(GB50010-2010)注意：内力计算时，库仑土压力分项(安全)系数=1.400第1种情况：一般情况土压力计算计算高度为6.600(m)处的库仑主动土压力第1破裂角：39.010(度)Ea=164.538(kN)Ex=156.485(kN)Ey=50.845(kN)作用点高度Zy=2.200(m)(一
6、)桩身内力计算计算方法：K法背侧为挡土侧；面侧为非挡土侧。背侧最大弯矩=4690.814(kN-m)距离桩顶9.867(m)面侧最大弯矩=0.000(kN-m)距离桩顶-0.000(m)最大剪力=1095.396(kN)距离桩顶6.600(m)桩顶位移=17(mm)点号距顶距离弯矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-17-0.00020.3300.301-2.738-17-0.00030.6602.410-10.954-16-0.00040.9908.133-24.646-16-0.00051.32019.279-43.816-15-0
7、.00061.65037.654-68.462-15-0.00071.98065.067-98.586-14-0.00082.310103.323-134.186-13-0.00092.640154.232-175.263-13-0.000102.970219.599-221.818-12-0.000113.300301.234-273.849-12-0.000123.630400.942-331.357-11-0.000133.960520.532-394.342-11-0.000144.290661.811-462.805-10-0.000154.620826.586-536.744-10
8、-0.000164.9501016.664-616.160-9-0.000175.2801233.854-701.053-9-0.000185.6101479.962-791.423-8-0.000195.9401756.796-887.271-8-0.000206.2702066.163-988.595-7-0.000216.6002409.870-1095.396-7-33.419226.9272758.022-1038.219-6-62.472237.2533088.173-985.139-6-57.891247.5803401.646-936.038-5-53.449257.90736
9、99.719-890.787-5-49.161268.2333983.627-849.244-5-45.041278.5604254.558-720.630-4-246.602288.8874454.438-513.043-4-224.114299.2134589.747-324.759-3-202.834309.5404666.615-154.696-3-182.798319.8674690.814-1.746-3-164.0283210.1934667.755135.210-2-146.5303310.5204602.478257.291-2-130.2983410.8474499.658
10、365.607-2-115.3163511.1734363.614461.247-2-101.5553611.5004198.310545.273-1-88.9783711.8274007.370618.708-1-77.5413812.1533794.088682.535-1-67.1923912.4803561.447737.689-1-57.8734012.8073312.131785.050-1-49.5214113.1333048.547825.442-1-42.0694213.4602772.842859.625-1-35.4444313.7872486.925888.298-0-
11、29.5734414.1132192.488912.089-0-24.3764514.4401891.027931.560-0-19.7764614.7671583.868947.200-0-15.6894715.0931272.189959.425-0-12.0324815.420957.044968.576-0-8.7204915.747639.386974.922-0-5.6695016.073320.094978.652-0-2.7915116.4000.000489.942-0-0.000（二）桩身配筋计算点号距顶距离全部纵筋箍筋(m)(mm2)(mm2)1-0.0001727940
12、320.3301727940330.6601727940340.9901727940351.3201727940361.6501727940371.9801727940382.3101727940392.64017279403102.97017279403113.30017279403123.63017279403133.96017279403144.29017279403154.62017279403164.95017279403175.28017279403185.61017279403195.94017279403206.27017279403216.60017279403226.927
13、17279403237.25317279403247.58017279403257.90717279403262728293031323334353637383940414243444546474849508.233172794038.560172794038.887172794039.213172794039.540172794039.8671727940310.1931727940310.5201727940310.8471727940311.1731727940311.5001727940311.8271727940312.1531727940312.4801727940312.8071
14、727940313.1331727940313.4601727940313.7871727940314.1131727940314.4401727940314.7671727940315.0931727940315.4201727940315.7471727940316.073172794035116.40017279403(三)挡土板内力配筋计算板类型板厚板下缘距顶最大土压力单块板弯矩单块板全部纵筋号(mm)距离(m)(kPa)(kN-m)面积(mm2)14006.60066.384207.4491676桩板式挡墙H=20.7m,悬臂8.7m计算剖面29-29,原始条件:墙身尺寸：桩总长：2
15、0.700(m)嵌入深度：12.000(m)截面形状：圆桩桩径：2.000(m)桩间距：5.000(m)挡土板的类型数：1板类型号板厚(m)板宽(m)板块数10.4001.0009嵌入段土层数：2柱底支承条件：较接计算方法：K法土层序号土层厚(m)重度(kNm3)K(MNm3)14.00018.00010.000250.00025.00060.000物理参数：桩混凝土强度等级：C30桩纵筋合力点到外皮距离：35(mm)桩纵筋级别：HRB400桩箍筋级别：HPB300桩箍筋间距：200(mm)桩配筋形式：纵筋非均匀配筋板混凝土强度等级：C30板纵筋合力点到外皮距离：35(m111)板纵筋级别：H
16、RB400挡土墙类型：一般挡土墙墙后填土内摩擦角：30.OOO(度)墙后填土粘聚力：0.000(kPa)墙后填土容重：20.000(kNm3)墙背与墙后填土摩擦角：18.000(度)土压力计算方法：库仑坡线土柱：坡面线段数：1折线序号水平投影长(m)竖向投影长(m)换算土柱数130.0008.0000地面横坡角度：0.000(度)填土对横坡面的摩擦角：30.000(度)墙顶标高：0.000(m)钢筋混凝土配筋计算依据：混凝土结构设计规范(GB50010-2010)注意：内力计算时，库仑土压力分项(安全)系数=1.400第1种情况：一般情况土压力计算计算高度为8.700(m)处的库仑主动土压力第
17、1破裂角：38.556(度)Ea=280.588(kN)Ex=266.855(kN)Ey=86.706(kN)作用点高度Zy=2.900(m)(一)桩身内力计算计算方法：K法背侧一为挡土侧；面侧一为非挡土侧。背侧最大弯矩=10071.502(kN-m)距离桩顶13.252(m)面侧最大弯矩=O.000(kN-m)距离桩顶0.000(m)最大剪力=1867.982(kN)距离桩顶8.700(m)桩顶位移=52(mm)点号距顶距离弯矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-52-0.00020.4140.585-4.236-51-0.00030
18、.8294.680-16.943-49-0.00041.24315.793-38.122-47-0.00051.65737.436-67.773-46-0.00062.07173.118-105.895-44-0.00072.486126.347-152.488-42-0.00082.900200.635-207.554-41-0.00093.314299.490-271.090-39-0.000103.729426.423-343.099-37-0.000114.143584.942-423.579-36-0.000124.557778.558-512.530-34-0.000134.971
19、1010.780-609.953-32-0.000145.3861285.117-715.848-31-0.000155.8001605.081-830.214-29-0.000166.2141974.179-953.052-27-0.000176.6292395.922-1084.361-26-0.000187.0432873.820-1224.142-24-0.000197.4573411.381-1372.395-23-0.000207.8714012.117-1529.119-21-0.0008.2864679.536-1694.314-20-0.0008.7005417.147-18
20、67.982-18-90.3519.1146148.311-1674.037-17-166.3769.5286802.557-1495.969-15-152.3879.9417386.354-1333.255-14-138.89210.3557905.940-1185.318-13-125.93310.7698367.307-1051.539-11-113.54811.1838776.180-931.258-10-101.77011.5979138.004-823.780-9-90.62912.0109457.929-728.378-8-80.15212.4249740.799-644.297
21、-7-70.36212.8389991.140-399.600-6-367.67713.25210071.502-16.832-5-317.52413.66610005.070312.350-5-271.75314.0799813.006592.826-4-230.33414.4939514.456829.414-3-193.18714.9079126.5941026.813-3-160.18215.3218664.6801189.557-2-131.15015.7348142.1331321.974-2-105.89216.1487570.6311428.153-1-84.18116.562
22、6960.2121511.918-1-65.76816.9766319.3911576.804-1-50.38817.3905655.2721626.046-1-37.76117.8034973.6961662.557-O-27.59818.2174279.3611688.925-o-19.604212223242526272829303132333435363738394041424344454618.6313575.9671707.403-0-13.4744719.0452866.3401719.904-0-8.9044819.4592152.5961727.997-0-5.5834919
23、.8721436.2721732.903-0-3.2005020.286718.4711735.497-0-1.4435120.7000.000868.152-0-0.000（二）桩身配筋计算点号距顶距离全部纵筋箍筋(m)(mm2)(mm2)1-0.0001727940320.4141727940330.8291727940341.2431727940351.6571727940362.0711727940372.4861727940382.9001727940393.31417279403103.72917279403114.14317279403124.55717279403134.971
24、17279403145.38617279403155.80017279403166.21417279403176.62917279403187.04317279403197.45717279403207.87117279403218.28617279403228.70017429403239.11419969403249.52822270403259.941243464032610.355262104032710.769278774032811.183293644032911.597306884033012.010318634033112.424329074033212.83833834403
25、3313.252341324033413.666338864033514.079331744033614.493320714033714.907306464033815.321289584033915.734270624034016.148250054034116.562228294034216.976205684034317.390182524034417.803172794034518.217172794034618.631172794034719.045172794034819.459172794034919.872172794035020.286172794035120.7001727
26、9403(三)挡土板内力配筋计算板类型板厚板下缘距顶最大土压力单块板弯矩单块板全部纵筋号(mm)距离(m)(kPa)(kN-m)面积(mm2)14008.70085.880268.3762211桩板式挡墙H=22.4m,悬臂9.7m计算剖面B3-B3原始条件:墙身尺寸:桩总长：22.400(m)嵌入深度：12.700(m)截面形状：圆桩桩径：2.000(m)桩间距：5.000(m)挡土板的类型数：1板类型号 板厚加)板宽(m)板块数0. 4001.00010嵌入段土层数：2柱底支承条件：较接计算方法：K法土层序号土层厚(m)重度(kNm3)K(MN/m3)4. 10018.00010.0005
27、0. 00025.00060.000物理参数：桩混凝土强度等级：C30桩纵筋合力点到外皮距离：35(mm)桩纵筋级别：HRB400桩箍筋级别：HPB300桩箍筋间距：200(mm)桩配筋形式：纵筋非均匀配筋板混凝土强度等级：C3O板纵筋合力点到外皮距离：35(mm)板纵筋级别：HRB400挡土墙类型：般挡土墙墙后填土内摩擦角：30.000(度)墙后填土粘聚力：0.000(kPa)墙后填土容重：20.000(kNm3)墙背与墙后填土摩擦角：18.000(度)土压力计算方法：库仑坡线土柱：坡面线段数：1换算土柱数0折线序号水平投影长(In)竖向投影长(m)120.0005.500地面横坡角度：8.
28、000(度)填土对横坡面的摩擦角：30.000(度)墙顶标高：0.000(m)钢筋混凝土配筋计算依据：混凝土结构设计规范(GB50010-2010)注意：内力计算时，库仑土压力分项(安全)系数=1.400第1种情况：一般情况土压力计算计算高度为9.700(m)处的库仑主动土压力第1破裂角：38.753(度)Ea=351.778(kN)Ex=334.561(kN)Ey=108.705(kN)作用点高度Zy=3.233(m)(一)桩身内力计算计算方法：K法背侧为挡土侧；面侧为非挡土侧。背侧最大弯矩=12829.788(kN-m)距离桩顶14.236(m)面侧最大弯矩=0.000(kN-m)距离桩顶
29、22.4Oo(In)最大剪力=2230.407(kN)距离桩顶9.700(In)桩顶位移=75(mm)点号距顶距离弯矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-75-0.00020.4620.818-5.310-72-0.00030.9246.541-21.242-70-0.00041.38622.076-47.794-67-0.00051.84852.329-84.968-65-0.00062.310102.206-132.762-62-0.00072.771176.612-191.178-60-0.00083.233280.453-260
30、.214-57-0.00093.695418.635-339.872-55-0.000104.157596.065-430.150-52-0.000114.619817.647-531.049-50-0.000125.0811088.289-642.570-47-0.000135.5431412.895-764.711-45-0.000146.0051796.371-897.473-42-0.000156.4672243.625-1040.857-40-0.000166.9292759.561-1194.861-38-0.000177.3903349.084-1359.486-35-0.000
31、187.8524017.102-1534.733-33-0.000198.3144768.519-1720.600-30-0.000208.7765608.245-1917.088-28-0.000219.2386541.180-2124.198-26-0.000229.7007555.062-2230.407-24-117.6342310.1548500.770-1952.365-22-216.6502410.6079326.136-1699.316-20-196.6122511.06110042.291-1470.308-18-177.3872611.51410659.915-1264.3
32、08-16-159.0382711.96811189.198-1080.210-14-141.6172812.42111639.820-916.848-13-125.1732912.87512020.912-773.004-11-109.7443013.32912341.045-647.412-10-95.3633113.78212608.207-538.772-8-82.0603214.23612829.788-231.878-7-419.1383314.68912818.553240.685-6-352.6183415.14312611.452635.887-5-292.7973515.5
33、9612241.713961.865-4-239.5683616.05011738.9031226.577-3-192.7413716.50411129.0321437.703-3-152.0543816.95710434.7021602.566-2-117.1903917.4119675.2761728.078-1-87.7874017.8648867.0881820.683-1-63.4484118.3188023.6571886.324-1-43.7524218.7717155.9231930.416-0-28.2574319.2256272.4941957.827-0-16.50944
34、19.6795379.8911972.863-0-8.0474520.1324482.8221979.261-0-2.4024620.5863584.4181980.18500.8944721.0392686.5121978.22202.3124821.4931789.8891975.38402.3234921.946894.5571973.10701.3965022.4000.000986.126-0-0.000（二）桩身配筋计算点号距顶距离全部纵筋箍筋(m)(mm2)(mm2)1-0.0001727940320.4621727940330.9241727940341.38617279403
35、51.8481727940362.3101727940372.7711727940383.2331727940393.69517279403104.15717279403114.61917279403125.08117279403135.54317279403146.00517279403156.46717279403166.92917279403177.39017279403187.85217279403198.31417279403208.77618089403219.23821348403229.700249504032310.154283624032425262728293031323
36、334353637383940414243444546474810.6073137840311.0613402440311.5143632540311.9683831140312.4214001240312.8754145940313.3294267640313.7824369540314.2364454340314.6894450040315.1434370840315.5964229840316.0504038740316.5043808540316.9573548440317.4113266540317.8642969640318.3182663440318.7712352540319.2252040440319.6791730040320.1321727940320.5861727940321.0391727940321.493172794034921.946172794035022.40017279403(三)挡土板内力配筋计算板类型板厚板下缘距顶最大土压力单块板弯矩单块板全部纵筋号(mm)距离(In)(kPa)(kN-m)面积(mm2)14009.700
