回龙坝支挡结构及边坡计算书

PAGE2PAGE1物流园回龙坝片区市政工程及地块平场整治工程--回龙坝片区南段二期高边坡工程工程编号:2014SZ-0042支挡结构及边坡设计计算书日期：2020年11月重庆市设计院有限公司

物流园回龙坝片区市政工程及地块平场整治工程--回龙坝片区南段二期高边坡工程工程编号:2014SZ-0042支挡结构及边坡设计计算书计算：杨旭专业负责：张敬天审查：孙新敏项目统筹：白静日期：2020年11月重庆市设计院有限公司目录TOC\o"1-3"\h\z1、设计依据及要求 11.1设计依据 11.2采用的规范和标准 11.2.1使用或参考的设计规范 11.2.2主要设计技术标准 12、工程概况及物理参数 22.1工程概况 22.2工程岩土体物理力学参数 33.1岩土界面滑动计算 43.2土层内部圆弧滑动计算 54、挖方高边坡稳定性分析 144.1切向坡稳定性分析 14边坡赤平投影图 144.2反向坡边坡稳定性分析 155、支挡结构设计计算 165.13-3#填方高边坡（3-2#挡墙）计算 165.25-1#填方高边坡（5-1#挡墙）计算 33 PAGE471、设计依据及要求1.1设计依据（1）重庆西部现代物流产业园区开发建设有限责任公司与重庆市设计院签定的设计合同（2）业主提供现状场地1：500实测地形图（3）道路周边红线及已发件用地（4）周边道路设计资料（5）物流园“中国西部生产资料市场”片区市政工程及地块平场整治（横五路、纵二线）方案设计（2014.10.8）（6）“重庆市快速路二横线物流园区至礼白立交段工程”方案设计图纸（2015.09）（7）重庆西部现代物流园回龙坝片区南段二期道路（横三路、纵三线北一段、横四路西段、横五路西段及纵四线北段）工程直接详细勘地质勘察报告（重庆南江工程勘察设计集团有限公司2019.11）。1.2采用的规范和标准1.2.1使用或参考的设计规范（1）《建筑边坡工程技术规范》（GB50330-2013）（2）《公路路基设计规范》（JTGD30-2004）（3）《混凝土结构设计规范》（GB50010-2010）（4）《公路桥涵地基与基础设计规范》(JTG3363－2019)（5）《公路工程抗震设计规范》(JTJ004-89)（6）《公路环境保护设计规范》(JTJ/T006-98)（7）《建筑工程抗震设防分类标准》（GB50223-2008）（8）《地质灾害防治工程设计规范》(DB50/5029-2004)（9）《重庆市建筑边坡支护设计文件编制深度规定和重庆市建筑边坡工程方案可行性评估和施工图审查深度规定》(2005年修订)（10）《地质灾害防治工程设计规范》(DB50/5029-2004)1.2.2主要设计技术标准荷载等级：汽车荷载：城-A级人群荷载：2004路基挡墙人群荷载设计基准年限根据《建筑边坡工程技术规范》（GB50330-2013）及《地质灾害防治工程设计规范》(DB50/5029-2004)，支挡工程设计基准年限为50年。安全等级根据《建筑边坡工程技术规范》（GB50330-2013）及《地质灾害防治工程设计规范》(DB50/5029-2004)，边坡安全等级为一级和二级。地震设防标准根据《中国地震动峰值加速度区划图A1》及《中国地震动反应谱特征周期区划图B1》划分，场区地震设防烈度：6度计算，7度构造设防。2、工程概况及物理参数2.1工程概况边坡按道路里程及支护形式对高边坡进行编号，各边坡高度、类型、等级、破坏模式等统计如下：编号支护形式安全等级边坡类型破坏模式边坡桩号长度（m）最高（m）龙旺路改建道路1#高边坡放坡+悬臂式挡墙+护角墙一级土质填方土层圆弧滑动K0+0~K0+60两侧6520.6龙旺路改建道路2#高边坡放坡+坡面防护+护角墙一级土质填方土层圆弧滑动K0+240~K0+320两侧8014.9纵四线北段1#高边坡放坡+坡面防护+护角墙一级土质填方土层圆弧滑动K0+440~K0+740左侧30016.1纵四线北段2#高边坡放坡+坡面防护+护角墙一级土质填方土层圆弧滑动K0+440~K0+740右侧30019.7纵四线北段3#高边坡放坡+桩板挡墙一级土质填方土层圆弧滑动K0+280~K0+520左侧24014横五路西段1#填方高边坡放坡+坡面防护+护角墙二级土质填方土层圆弧滑动K0+080~K0+220左侧14011.7横五路西段2#填方高边坡放坡+坡面防护+护角墙二级土质填方土层圆弧滑动K0+080~K0+220右侧14012.6支挡工程包括桩板挡墙和悬臂式挡墙，具体位置高度等详见平面布置图。2.2工程岩土体物理力学参数岩土设计参数建议表岩、土体物理力学参数标准值建议表3、填方高边坡计算采用直接放坡的填方高边坡有：龙旺路改建道路2#高边坡、纵四线北段1#高边坡、纵四线北段2#高边坡、横五路西段1#填方高边坡、横五路西段2#填方高边坡，支护形式为：放坡+坡面防护+护角墙。破坏形式均为土层内部发生圆弧滑动。取最不利的1-1’剖面计算，计算如下：3.1土层内部圆弧滑动计算计算项目：回龙坝21.8m高填方[计算简图][控制参数]:采用规范: 通用方法计算目标: 安全系数计算滑裂面形状:圆弧滑动法不考虑地震[坡面信息]坡面线段数6坡面线号水平投影(m)竖直投影(m)超载数115.4007.700022.0000.0000314.0008.000042.0000.0000512.0008.0000625.0000.0002超载1距离0.010(m)宽3.000(m)荷载(4.00--4.00kPa)270.00(度)超载2距离3.000(m)宽16.000(m)荷载(20.00--20.00kPa)270.00(度)[土层信息]上部土层数1层号层厚重度饱和重度孔隙水压(m)(kN/m3)(kN/m3)力系数123.70020.000层号粘聚力内摩擦角水下粘聚水下内摩(kPa)(度)力(kPa)擦角(度)15.00028.000层号十字板τ强度增十字板τ水强度增长系(kPa)长系数下值(kPa)数水下值1================================================================下部土层数2层号层厚重度饱和重度孔隙水压(m)(kN/m3)(kN/m3)力系数12.70025.000220.00025.000层号粘聚力内摩擦角水下粘聚水下内摩(kPa)(度)力(kPa)擦角(度)1170.00027.4502351.00027.450层号十字板τ强度增十字板τ水强度增长系(kPa)长系数下值(kPa)数水下值12不考虑水的作用[筋带信息]采用土工布筋带道数:19筋带拉力作用方向: 筋带力作用于滑面切线方向筋带力调整系数:1.000锚固体最小抗拔安全系数:1.400筋带号距地面水平间距总长度 倾角材料抗拉 锚固段 锚固段粘结强抗拔最小高度(m)(m)(m) (度)力(kN) 长度(m)直径(m)度(kPa)值(kN)11.001.0020.000.00100.006.000.6040.000.0022.001.0020.000.00100.006.000.6040.000.0033.001.0020.000.00100.006.000.6040.000.0044.001.0020.000.00100.006.000.6040.000.0055.001.0020.000.00100.006.000.6040.000.0066.001.0020.000.00100.006.000.6040.000.0077.001.0020.000.00100.006.000.6040.000.0088.001.0020.000.00100.006.000.6040.000.0099.001.0020.000.00100.006.000.6040.000.001010.001.0020.000.00100.006.000.6040.000.001111.001.0020.000.00100.006.000.6040.000.001212.001.0020.000.00100.006.000.6040.000.001313.001.0020.000.00100.006.000.6040.000.001414.001.0020.000.00100.006.000.4040.000.001515.001.0020.000.00100.006.000.4040.000.001616.001.0020.000.00100.006.000.4040.000.001717.001.0020.000.00100.006.000.4040.000.001818.001.0020.000.00100.006.000.4040.000.001919.001.0020.000.00100.006.000.4040.000.00[计算条件]圆弧稳定分析方法:瑞典条分法土条重切向分力与滑动方向反向时:当下滑力对待稳定计算目标: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)计算结果:[计算结果图]最不利滑动面:滑动圆心=(11.507,55.695)(m)滑动半径=55.691(m)滑动安全系数=1.400起始x终止xαliCiΦi条实重浮力地震力渗透力附加力X附加力Y下滑力抗滑力超载竖向地震力地震力(m)(m)(度)(m)(kPa)(度)(kN)(kN)(kN)(kN)(kN)(kN)(kN)(kN)(kN)(kN)1.7352.711-9.5960.9905.00028.006.370.000.000.000.000.00-1.068.290.000.002.7113.687-8.5790.9875.00028.0018.950.000.000.000.000.00-2.8314.900.000.003.6874.664-7.5650.9855.00028.0031.180.000.000.000.000.00-4.1021.360.000.004.6645.640-6.5530.9825.00028.0043.060.000.000.000.000.00-4.9127.660.000.005.6406.616-5.5430.9815.00028.0054.610.000.000.000.000.00-5.2733.800.000.006.6167.592-4.5350.9795.00028.0065.820.000.000.000.000.00-5.2039.780.000.007.5928.568-3.5280.9785.00028.0076.690.000.000.000.000.00-4.7245.590.000.008.5689.544-2.5220.9775.00028.0087.220.000.000.000.000.00-3.8451.220.000.009.54410.520-1.5180.9765.00028.0097.420.000.000.000.000.00-2.5856.660.000.0010.52011.496-0.5130.9765.00028.00107.280.000.000.000.000.00-0.9661.920.000.0011.49612.4720.4910.9765.00028.00116.810.000.000.000.000.001.0066.990.000.0012.47213.4481.4950.9765.00028.00126.010.000.000.000.000.003.2971.860.000.0013.44814.4242.5000.9775.00028.00134.870.000.000.000.000.005.8876.530.000.0014.42415.4003.5060.9785.00028.00143.400.000.000.000.000.008.7780.990.000.0015.40016.4004.5251.0035.00028.00150.410.000.000.000.000.0011.8784.740.000.0016.40017.4005.5581.0055.00028.00148.640.000.000.000.000.0014.4083.690.000.0017.40018.4006.5921.0075.00028.00152.230.000.000.000.000.0017.4885.440.000.0018.40019.4007.6291.0095.00028.00161.160.000.000.000.000.0021.4089.980.000.0019.40020.4008.6691.0125.00028.00169.730.000.000.000.000.0025.5894.270.000.0020.40021.4009.7111.0155.00028.00177.920.000.000.000.000.0030.0198.320.000.0021.40022.40010.7561.0185.00028.00185.740.000.000.000.000.0034.66102.110.000.0022.40023.40011.8051.0225.00028.00193.180.000.000.000.000.0039.52105.650.000.0023.40024.40012.8591.0265.00028.00200.230.000.000.000.000.0044.56108.920.000.0024.40025.40013.9161.0305.00028.00206.900.000.000.000.000.0049.76111.930.000.0025.40026.40014.9791.0355.00028.00213.180.000.000.000.000.0055.10114.670.000.0026.40027.40016.0461.0415.00028.00219.050.000.000.000.000.0060.55117.140.000.0027.40028.40017.1201.0465.00028.00224.530.000.000.000.000.0066.10119.330.000.0028.40029.40018.2001.0535.00028.00229.580.000.000.000.000.0071.71121.230.000.0029.40030.40019.2861.0595.00028.00234.220.000.000.000.000.0077.36122.850.000.0030.40031.40020.3801.0675.00028.00238.440.000.000.000.000.0083.04124.180.000.0031.40032.06721.2970.7165.00028.00158.560.000.000.000.000.0057.5982.130.000.0032.06732.73322.0350.7195.00028.00155.030.000.000.000.000.0058.1680.010.000.0032.73333.40022.7770.7235.00028.00151.360.000.000.000.000.0058.6077.820.000.0033.40034.40023.7111.0925.00028.00226.520.000.000.000.000.0091.09115.740.000.0034.40035.40024.8391.1025.00028.00230.830.000.000.000.000.0096.97116.890.000.0035.40036.40025.9781.1125.00028.00234.670.000.000.000.000.00102.79117.730.000.0036.40037.40027.1291.1245.00028.00238.010.000.000.000.000.00108.53118.250.000.0037.40038.40028.2911.1365.00028.00240.830.000.000.000.000.00114.14118.430.000.0038.40039.40029.4661.1495.00028.00243.130.000.000.000.000.00119.60118.300.000.0039.40040.40030.6551.1625.00028.00244.890.000.000.000.000.00124.86117.830.000.0040.40041.40031.8581.1775.00028.00246.080.000.000.000.000.00129.88117.020.000.0041.40042.40033.0781.1935.00028.00246.690.000.000.000.000.00134.64115.880.000.0042.40043.40034.3151.2115.00028.00246.680.000.000.000.000.00139.06114.390.000.0043.40044.40035.5701.2295.00028.00246.040.000.000.000.000.00143.12112.560.000.0044.40045.40036.8451.2505.00028.00244.730.000.000.000.000.00146.75110.380.000.0045.40046.37438.1251.2385.00028.00230.150.000.000.000.003.86144.47104.070.000.0046.37447.34839.4111.2615.00028.00214.900.000.000.000.003.90138.9196.190.000.0047.34848.32240.7201.2855.00028.00198.940.000.000.000.003.90132.3288.170.000.0048.32249.29742.0561.3125.00028.00182.210.000.000.000.0018.28134.3085.710.000.0049.29750.27143.4211.3415.00028.00164.660.000.000.000.0019.48126.5777.820.000.0050.27151.24544.8181.3735.00028.00146.260.000.000.000.0019.48116.8269.380.000.0051.24552.21946.2491.4095.00028.00126.910.000.000.000.0019.48105.7560.870.000.0052.21953.19347.7181.4485.00028.00106.560.000.000.000.0019.4893.2552.330.000.0053.19354.16749.2311.4925.00028.0085.120.000.000.000.0019.4879.2243.780.000.0054.16755.14250.7911.5415.00028.0062.480.000.000.000.0019.4863.5135.260.000.0055.14256.11652.4051.5975.00028.0038.530.000.000.000.0019.4845.9626.800.000.0056.11657.09054.0811.6615.00028.0013.100.000.000.000.0019.4826.3918.470.000.00筋带号锚固抗拔材料抗拉计算采用有效锚固滑面角切向抗法向抗力(kN)力(kN)值 长度(m)度(度)力(kN)力(kN)10.115100.000抗拔力0.0070.0000.1150.00020.0000.000抗拉力0.0000.0000.0000.00030.0000.000抗拉力0.0000.0000.0000.00040.0000.000抗拉力0.0000.0000.0000.00050.0000.000抗拉力0.0000.0000.0000.00060.0000.000抗拉力0.0000.0000.0000.00070.0000.000抗拉力0.0000.0000.0000.00080.0000.000抗拉力0.0000.0000.0000.00090.0000.000抗拉力0.0000.0000.0000.000100.0000.000抗拉力0.0000.0000.0000.000110.0000.000抗拉力0.0000.0000.0000.000120.0000.000抗拉力0.0000.0000.0000.000130.0000.000抗拉力0.0000.0000.0000.000140.0000.000抗拉力0.0000.0000.0000.000157.423100.000抗拔力0.6500.0007.4230.0001637.504100.000抗拔力3.2820.00037.5040.0001743.323100.000抗拔力3.7910.00043.3230.0001849.694100.000抗拔力4.3480.00049.6940.0001956.580100.000抗拔力4.9510.00056.5800.000总的下滑力=3519.803(kN)总的抗滑力=4928.806(kN)土体部分下滑力=3519.803(kN)土体部分抗滑力=4734.168(kN)筋带在滑弧切向产生的抗滑力=194.638(kN)筋带在滑弧法向产生的抗滑力 =0.000(kN)通过计算，边坡最不利饱和工况下总的下滑力3520kN，抗滑力4929kN，滑动安全系数=1.4＞1.35。计算表明，边坡整体稳定，按设计坡率执行。4、支挡结构设计计算本工程纵四线北段3#高边坡采用桩板挡墙支护，桩基为方桩，沿道路边线设置，桩间距为5m。桩型为1.5m*2.0m及2.0m*2.5m两种。桩基嵌入中风化岩≥3D（D为桩基长边尺寸），挡板厚0.35m，墙背填料综合内摩擦角33°。边坡顶部车辆荷载等效1m覆土取值；取35-35’、27-27’剖面计算。本工程龙旺路改建道路1#高边坡采用放坡+悬臂式挡墙+护角墙，破坏形式均为土层内部发生圆弧滑动；取68-68’剖面计算。4.1纵四线北段3#高边坡（1.5m*2.0桩板挡墙）计算计算取最不利断面25-25’进行计算，计算结果如下：原始条件: 墙身尺寸:桩总长(m)20.200嵌入深度(m)9.500截面形状方桩桩宽(m)1.500桩高(m)2.000桩间距(m)5.000挡土板的类型数(<=5)1嵌入段土层数(<=20)1桩底支承条件铰接计算方法K法初始弹性系数A(MN/m3)初始弹性系数A1(MN/m3)板类板厚板宽板块型号(m)(m)数10.3501.00015土层土层厚重度M,C,K序号(m)(kN/m3)120.00025.0055.000物理参数:桩混凝土强度等级C35桩纵筋合力点到外皮距离(mm)100桩纵筋级别HRB400桩箍筋级别HRB400桩箍筋间距(mm)200桩配筋形式桩拉区纵筋配筋范围(度)桩压区,拉区纵筋比板混凝土强度等级C35板纵筋合力点到外皮距离(mm)50板纵筋级别HRB400场地环境一般地区墙后填土类型单层填土墙后填土内摩擦角(度)33.000墙后填土粘聚力(kPa)0.000墙后填土容重(kN/m3)20.000墙后填土浮容重(kN/m3)墙背与墙后填土摩擦角(度)16.500地震烈度面侧地震动水压力系数背侧地震动水压力系数地基土容重(kN/m3)25.000地基土浮容重(kN/m3)基底摩擦系数0.450地基浮力系数地基土类型岩石地基抗震基底容许偏心距墙身地震力调整系数公路等级及工程类别高速公路抗震重点工程地基土内摩擦角(度)30.000地基土粘聚力(kPa)10.000地基强度与偏心距验算时斜面长度作为基底宽墙后填土层参数：层层厚度容重浮容重粘聚力内摩擦土压力号(m)(kN/m3)(kN/m3)(kPa)角(度)调整系数13.00020.0009.0000.00033.0001.00023.00019.0009.0000.00035.0001.000土压力计算：土压力计算方法库仑坡线土柱:参数名称参数值坡面线段数1坡面起始是否低于墙顶否坡面起始距离(m)0.000地面横坡角度(度)20.000填土对横坡面的摩擦角(度)25.000挡墙分段长度(m)10.000坡面线段参数:折线水平投竖向投坡线长坡线仰换算序号影长(m)影长(m)(m)角(度)土柱122.0000.00022.0000.0001换算土柱参数:土柱距离(m)宽度(m)高度(m)荷载序号1-10.000满布未知城-A级荷载组合相关参数：结构重要性系数1.000荷载组合数1钢筋混凝土配筋计算依据：《公路钢筋混凝土与预应力混凝土桥涵设计规范》(JTG3362-2018)=====================================================================第1种情况:组合1注意：内力计算时，土压力分项(安全)系数=1.500[土压力计算]计算高度为10.700(m)处的库仑主动土压力无荷载时的破裂角=31.402(度)城-A级路基面总宽=22.000(m),路肩宽=0.000(m)安全距离=0.600(m)单车车辆外侧车轮中心到车辆边缘距离=0.350(m),车与车之间距离=0.600(m)经计算得，路面上横向可排列此种车辆8列布置宽度=6.532(m)布置宽度范围内车轮及轮重列表:第1列车:中点距全部破裂体轮号路边距离(m)轮宽(m)轮压(kN)上轮压(kN)010.6000.25030.00030.000022.4000.25030.00030.000030.6000.60070.00070.000042.4000.60070.00070.000050.6000.60070.00070.000062.4000.60070.00070.000070.6000.600100.000100.000082.4000.600100.000100.000090.6000.60080.00080.000102.4000.60080.00080.000第2列车:中点距全部破裂体轮号路边距离(m)轮宽(m)轮压(kN)上轮压(kN)013.7000.25030.00030.000025.5000.25030.00030.000033.7000.60070.00070.000045.5000.60070.00070.000053.7000.60070.00070.000065.5000.60070.00070.000073.7000.600100.000100.000085.5000.600100.000100.000093.7000.60080.00080.000105.5000.60080.00080.000第3列车:中点距全部破裂体轮号路边距离(m)轮宽(m)轮压(kN)上轮压(kN)016.8000.25030.0000.000028.6000.25030.0000.000036.8000.60070.0003.712048.6000.60070.0000.000056.8000.60070.0003.712068.6000.60070.0000.000076.8000.600100.0005.303088.6000.600100.0000.000096.8000.60080.0004.243108.6000.60080.0000.000布置宽度B0=6.532(m)分布长度L0=24.378(m)荷载值SG=1416.971(kN)换算土柱高度h0=0.445(m)第1破裂角：31.402(度)Ea=331.246(kN)Ex=317.605(kN)Ey=94.079(kN)作用点高度Zy=3.704(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=14007.831(kN-m)距离桩顶14.417(m)面侧最大弯矩=0.000(kN-m)距离桩顶0.000(m)最大剪力=3686.916(kN)距离桩顶19.787(m)桩顶位移=77(mm)点号距顶距离弯矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0721.231-77-0.00020.4120.977-7.298-75-0.00030.8236.948-23.564-72-0.00041.23521.217-46.865-70-0.00051.64646.413-76.671-68-0.00062.05885.215-112.984-66-0.00072.469140.300-155.803-64-0.00082.881214.346-205.129-62-0.00093.292310.030-260.961-60-0.000103.704430.029-323.299-58-0.000114.115577.022-392.144-56-0.000124.527753.686-467.494-54-0.000134.938962.699-549.352-52-0.000145.3501206.737-637.715-50-0.000155.7621488.480-732.585-48-0.000166.1731810.604-833.961-45-0.000176.5852175.787-941.844-43-0.000186.9962586.706-1056.232-41-0.000197.4083046.040-1177.128-39-0.000207.8193556.465-1304.529-37-0.000218.2314120.661-1438.437-35-0.000228.6424741.302-1578.851-33-0.000239.0545421.068-1725.771-31-0.000249.4656162.638-1879.198-30-0.000259.8776968.686-2039.131-28-0.0002610.2887843.099-2192.355-26-0.0002710.7008772.834-2345.779-24-0.0002811.1139736.715-2305.104-22-92.2512911.52610675.847-2182.722-21-170.4733011.93911541.051-1973.177-19-235.3823112.35212305.863-1703.072-17-287.7693212.76512947.937-1384.893-16-328.4943313.17813449.904-1030.212-14-358.4673413.59113798.981-649.644-13-378.6333514.00413986.566-252.818-12-389.9563614.41714007.831151.631-11-393.3983714.83013861.306556.050-9-389.8993815.24313548.485953.740-8-380.3633915.65713073.4341338.901-7-365.6334016.07012442.4351706.569-6-346.4804116.48311663.6612052.524-6-323.5824216.89610746.8732373.198-5-297.5124317.3099703.1912665.547-4-268.7224417.7228544.9022926.931-3-237.5384518.1357285.2943154.972-3-204.1434618.5485938.6173347.408-2-168.5754718.9614520.0413501.936-2-130.7214819.3743045.7173616.057-1-90.3134919.7871532.8673686.916-1-46.9315020.2000.0001855.573-0-0.000(二)桩身配筋计算点号距顶距离面侧纵筋背侧纵筋箍筋 (m)(mm2)(mm2)(mm2)1-0.0006000600036020.4126000600036030.8236000600036041.2356000600036051.6466000600036062.0586000600036072.4696000600036082.8816000600036093.29260006000360103.70460006000360114.11560006000360124.52760006000360134.93860006000360145.35060006000360155.76260006000360166.17360006000360176.58560006000360186.99660006000360197.40860006000360207.81960006000360218.23160006891360228.64260007891360239.05460008994360249.465600010208360259.8776000115413602610.2886000130013602710.7006000145723602811.1136000162203602911.5266000178473603011.9396000193653603112.3526000207223603212.7656000218723603313.1786000227793603413.5916000234143603514.0046000237573603614.4176000237963603714.8306000235283603815.2436000229583603915.6576000220983604016.0706000209663604116.4836000195813604216.8966000179713604317.3096000161633604417.7226000141853604518.1356000120673604618.548600098403924718.961600075334394819.374600060004754919.787600060004945020.20060006000360(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)135010.70085.626267.5823013计算结果根据以上计算可知：背侧最大弯矩=14007.831(kN-m)，距离桩顶14.417(m)；最大剪力=2346(kN)，距离桩顶10.7(m)。最大位移=77(mm)。根据《混凝土结构设计规范GB50010--2010》，桩板挡墙挡土桩面侧纵筋配筋面积最大为6000㎜2，背侧纵筋配筋面积最大为23796㎜2，箍筋配筋面积最大360㎜2。本设计面侧配15根Φ28，As=615.8*15=9237>6000；24根Φ28+24根Φ28，As=2*24*615.8=29558>23796；箍筋4支Φ14，间距150mm。具体布置详施工图4.2纵四线北段3#高边坡（2m*2.5m桩板挡墙）计算计算取最不利断面27-27’进行计算，计算结果如下：原始条件:墙身尺寸:桩总长(m)25.200嵌入深度(m)11.600截面形状方桩桩宽(m)2.000桩高(m)2.500桩间距(m)5.000挡土板的类型数(<=5)1嵌入段土层数(<=20)2桩底支承条件铰接计算方法K法初始弹性系数A(MN/m3)初始弹性系数A1(MN/m3)板类板厚板宽板块型号(m)(m)数10.3501.00016土层土层厚重度M,C,K序号(m)(kN/m3)12.35925.0027.500250.00025.0055.000物理参数:桩混凝土强度等级C35桩纵筋合力点到外皮距离(mm)100桩纵筋级别HRB400桩箍筋级别HRB400桩箍筋间距(mm)200桩配筋形式桩拉区纵筋配筋范围(度)桩压区,拉区纵筋比板混凝土强度等级C35板纵筋合力点到外皮距离(mm)50板纵筋级别HRB400场地环境一般地区墙后填土类型单层填土墙后填土内摩擦角(度)33.000墙后填土粘聚力(kPa)0.000墙后填土容重(kN/m3)20.000墙后填土浮容重(kN/m3)墙背与墙后填土摩擦角(度)16.500地震烈度面侧地震动水压力系数背侧地震动水压力系数地基土容重(kN/m3)25.00