安置房项目边坡计算书

目录TOC\o"1-1"\h\z\u一、 工程概况 工程概况1.1项目概况本项目位于，用地东邻轨道二号线及西城大道，毗邻金家湾轻轨站，交通极其便利。用地南侧紧邻西城佳园，西城大道东侧为中南上悦城组团，西侧紧邻滨河公园。建设用地面积52731m2，拟建总建筑面积189498.2平方米，容积率2.5，项目由7栋一类高层建筑（住宅）、1栋多层公共建筑（市民中心）、小区入口大门、配套用房及车库组成。主要技术经济指标详见附表。本工程设计等级为一级，设计使用年限为50年，地上建筑耐火等级为一，二级，地下室耐火等级为一级。屋面防水等级为Ⅰ级，地下室防水等级为一级。住宅楼建筑采用剪力墙结构体系，地下室为框架剪力墙结构。1.2岩土工程概况根据设计方案，项目负二层车库设计底标高为234.10m，负一层车库设计底标高为237.80m。场地±0标高为243.20m。按设计车库底标高进行高程整平后，场地东侧、南侧将会形成临时挖方边坡，最大高度约9.5m，受用地红线控制，局部无放坡开挖条件，本次设计在东北侧、南侧局部增设临时桩板挡墙进行支护，其余不受红线控制的区域采用坡率法进行开挖。场地西侧为现状河堤护岸，本次设计原则是尽量不改变该侧原始地貌，建筑及道路在该侧采用架空形式，局临时形成的挖方边坡，需按原地貌进行恢复并覆绿。本次设计边坡安全等级为二级。设计依据及设计规范2.1设计依据及采用规范10、《建筑抗震设计规范》（GB50011-2010）（2016年版）12、混凝土结构通用规范GB55008-202113、工程结构通用规范GB55001-202114、建筑与市政工程抗震通用规范GB55002-20212.2设计地质参数边坡设计3.1设计标准3.2设计原则边坡稳定性验算4.11#深基坑边坡1#深基坑边坡采用桩板挡墙支护，详见桩板挡墙结构验算部分。4.22#深基坑边坡=1\*GB3①选取地勘26-26’剖面验算边坡沿岩土界面滑动稳定性系数用折线滑动面传递系数法隐式解计算边坡稳定性：边坡稳定性系数Fs=1.30≥1.20=2\*GB3②选取地勘40-40’剖面验算边坡沿层面滑动稳定性系数用折线滑动面传递系数法隐式解计算边坡稳定性：边坡稳定性系数Fs=1.897≥1.204.33#深基坑边坡详见2#临时桩板挡墙结构验算部分。其余边坡按照地勘建议坡率进行临时放坡。桩板挡墙结构验算3.11#临时桩板挡墙桩板式挡土墙验算[执行标准：通用]计算项目：桩板式挡土墙1计算时间：2024-09-0615:12:39星期五原始条件:墙身尺寸:桩总长(m)14.000嵌入深度(m)8.000截面形状圆桩桩径(m)1.500桩间距(m)3.000挡土板的类型数(<=5)2嵌入段土层数(<=20)2桩底支承条件自由计算方法M法初始弹性系数A(MN/m3)0.000初始弹性系数A1(MN/m3)0.000桩前横坡角(°)0.000嵌入段地层类型土层板类板厚板宽板块型号(m)(m)数10.3000.600820.3000.6008土层土层厚重度M,C,KφKHηfrk序号(m)(kN/m3)(°)(MPa)150.00020.006.00030.000250.00025.0010.00030.000物理参数:桩混凝土强度等级C30桩纵筋合力点到外皮距离(mm)50桩纵筋级别HRB400桩箍筋级别HRB400桩箍筋间距(mm)200桩配筋形式纵筋非均匀配置桩拉区纵筋配筋范围(度)120.000桩压区,拉区纵筋比0.500板混凝土强度等级C30板纵筋合力点到外皮距离(mm)35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)30.000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)15.000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)18.000地基土浮容重(kN/m3)基底摩擦系数0.500地基浮力系数地基土类型土质地基抗震基底容许偏心距墙身地震力调整系数地基土内摩擦角(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13.00020.0009.0000.00030.0001.00023.00019.0009.0000.00035.0001.000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2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)0.000填土对横坡面的摩擦角(度)35.000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11.5001.0001.80333.6900210.0000.00010.0000.0001换算土柱参数:土柱距离(m)宽度(m)高度(m)序号2-11.00015.0001.000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=1.350=====================================================================第1种情况:一般情况[土压力计算]计算高度为6.000(m)处的库仑主动土压力第1破裂角：36.360(度)Ea=161.749(kN)Ex=156.237(kN)Ey=41.864(kN)作用点高度Zy=2.125(m)(一)桩身内力计算计算方法:m法 背侧--为挡土侧；面侧--为非挡土侧。背侧最大弯矩=2396.991(kN-m)距离桩顶8.667(m)面侧最大弯矩=0.000(kN-m)距离桩顶0.000(m)最大剪力=688.710(kN)距离桩顶11.754(m)桩顶位移=47(mm)点号距顶距离弯矩剪力位移土反力横向承载力(m)(kN-m)(kN)(mm)(kPa)(kPa)1-0.0000.0000.000-47-0.0000.00020.2860.178-1.873-46-0.0000.00030.5711.427-7.490-45-0.0000.00040.8574.815-16.853-43-0.0000.00051.14311.382-29.623-42-0.0000.00061.42921.979-44.879-41-0.0000.00071.71437.208-62.043-40-0.0000.00082.00057.614-81.114-38-0.0000.00092.28683.741-102.092-37-0.0000.000102.571116.452-128.314-36-0.0000.000112.857157.563-159.781-34-0.0000.000123.143207.937-193.155-33-0.0000.000133.429268.118-228.436-32-0.0000.000143.714338.653-265.624-30-0.0000.000154.000420.085-304.719-29-0.0000.000164.286512.960-345.721-28-0.0000.000174.571617.822-388.630-27-0.0000.000184.857735.216-433.447-25-0.0000.000195.143865.687-480.170-24-0.0000.000205.4291009.781-528.801-23-0.0000.000215.7141168.041-579.338-21-0.0000.000226.0001341.013-630.284-20-0.0000.000236.2961527.319-617.546-19-33.7190.000246.5931706.966-585.308-18-62.9940.000256.8891874.169-534.999-16-87.9328.381267.1852024.002-469.470-15-108.65424.183277.4812152.373-391.488-14-125.29439.986287.7782255.995-303.725-13-137.99355.788298.0742332.359-208.760-12-146.90371.591308.3702379.705-109.067-11-152.17787.393318.6672396.991-8.441-10-153.970103.196328.9472385.35489.647-9-152.597118.166339.2282346.663184.687-8-148.363133.137349.5092281.670276.186-7-141.386148.108359.7892191.611362.448-6-131.775163.0793610.0702078.190441.839-5-119.630178.0493710.3511943.560512.786-4-105.036193.0203810.6321790.310573.765-3-88.064207.9913910.9121621.447623.291-2-68.770222.9624011.1931440.392659.911-2-47.194237.9324111.4741250.970682.192-1-23.361252.9034211.7541057.407688.71002.722267.8744312.035864.327678.041131.062282.8454412.316676.753648.754261.680297.8154512.596500.114599.401294.606312.7864612.877340.247528.5093129.883327.7574713.158203.407434.5824167.554342.7284813.43996.271316.0915207.666357.6984913.71925.952171.4835250.259372.6695014.0000.00046.2276295.363387.640(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)1-0.0001767353425220.2861767353425230.5711767353425240.8571767353425251.1431767353425261.4291767353425271.7141767353425282.0001767353425292.28617673534252102.57117673534252112.85717673534252123.14317673534252133.42917673534252143.71417673534252154.00017673534252164.28617673534252174.57117673534252184.85717673534252195.14317673534252205.42917673534252215.71417673534252226.00017673534252236.29617673534252246.59318643728252256.88920514101252267.18522174435252277.48123614722252287.77824774955252298.07425635126252308.37026165232252318.66726365272252328.94726225245252339.22825795157252349.50925065012252359.789240548102523610.070227845572523710.351212842552523810.632195739142523910.912177035392524011.193176735342524111.474176735342524211.754176735342524312.035176735342524412.316176735342524512.596176735342524612.877176735342524713.158176735342524813.439176735342524913.719176735342525014.00017673534252(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)13004.80052.95335.74338623006.00062.29542.049457============================================================================3.22#临时桩板挡墙=1\*GB3①20#桩桩板式挡土墙验算[执行标准：通用]计算项目：桩板式挡土墙1计算时间：2024-09-0914:44:44星期一原始条件:墙身尺寸:桩总长(m)16.500嵌入深度(m)7.000截面形状圆桩桩径(m)1.500桩间距(m)3.000挡土板的类型数(<=5)2嵌入段土层数(<=20)1桩底支承条件自由计算方法K法初始弹性系数A(MN/m3)初始弹性系数A1(MN/m3)桩前横坡角(°)0.000嵌入段地层类型岩层板类板厚板宽板块型号(m)(m)数10.3000.600820.3000.6008土层土层厚重度M,C,KφKHηfrk序号(m)(kN/m3)(°)(MPa)150.00020.0070.0000.5000.30010.000物理参数:桩混凝土强度等级C30桩纵筋合力点到外皮距离(mm)50桩纵筋级别HRB400桩箍筋级别HRB400桩箍筋间距(mm)200桩配筋形式纵筋非均匀配置桩拉区纵筋配筋范围(度)120.000桩压区,拉区纵筋比0.500板混凝土强度等级C30板纵筋合力点到外皮距离(mm)35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)30.000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)15.000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)18.000地基土浮容重(kN/m3)基底摩擦系数0.500地基浮力系数地基土类型土质地基抗震基底容许偏心距墙身地震力调整系数地基土内摩擦角(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13.00020.0009.0000.00030.0001.00023.00019.0009.0000.00035.0001.000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)0.000填土对横坡面的摩擦角(度)35.000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110.0000.00010.0000.0001换算土柱参数:土柱距离(m)宽度(m)高度(m)序号1-12.0007.0001.000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=1.350=====================================================================第1种情况:一般情况[土压力计算]计算高度为9.500(m)处的库仑主动土压力第1破裂角：34.344(度)Ea=311.251(kN)Ex=300.646(kN)Ey=80.558(kN)作用点高度Zy=3.182(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=4458.344(kN-m)距离桩顶10.500(m)面侧最大弯矩=0.000(kN-m)距离桩顶0.000(m)最大剪力=1136.080(kN)距离桩顶9.161(m)桩顶位移=52(mm)点号距顶距离弯矩剪力位移土反力横向承载力(m)(kN-m)(kN)(mm)(kPa)(kPa)1-0.0000.0000.000-52-0.0000.00020.3390.153-1.356-50-0.0000.00030.6791.226-5.422-48-0.0000.00041.0184.139-12.201-47-0.0000.00051.3579.812-21.690-45-0.0000.00061.69619.164-33.890-44-0.0000.00072.03633.116-48.802-42-0.0000.00082.37552.587-66.425-40-0.0000.00092.71478.497-86.760-39-0.0000.000103.054112.218-113.801-37-0.0000.000113.393156.477-147.548-36-0.0000.000123.732212.647-184.007-34-0.0000.000134.071281.646-223.178-32-0.0000.000144.411364.395-265.059-31-0.0000.000154.750461.814-309.652-29-0.0000.000165.089574.823-356.956-28-0.0000.000175.429704.341-406.971-26-0.0000.000185.768851.289-459.698-25-0.0000.000196.1071016.585-515.135-23-0.0000.000206.4461201.151-573.284-22-0.0000.000216.7861405.906-634.144-20-0.0000.000227.1251631.770-697.716-19-0.0000.000237.4641879.663-763.998-17-0.0000.000247.8042150.504-832.992-16-0.0000.000258.1432445.214-904.697-14-0.0000.000268.4822764.713-979.114-13-0.0000.000278.8213109.920-1056.241-12-0.0000.000289.1613481.755-1136.080-10-0.0000.000299.5003881.138-1098.729-9-0.0000.000309.8334207.414-768.678-8-560.3991500.0003110.1674393.591-376.395-7-485.6901500.0003210.5004458.344-38.433-6-415.5431500.0003310.8334419.212248.657-5-350.0301500.0003411.1674292.573488.335-4-289.1121500.0003511.5004093.656683.999-3-232.6591500.0003611.8333836.574838.921-3-180.4671500.0003712.1673534.375956.198-2-132.2701500.0003812.5003199.1081038.707-1-87.7551500.0003912.8332841.9041089.080-1-46.5731500.0004013.1672473.0551109.678-0-8.3551500.0004113.5002102.1181102.580027.2851500.0004213.8331738.0021069.574160.7291500.0004314.1671389.0691012.166192.3581500.0004414.5001063.224931.5822122.5341500.0004514.833768.014828.7832151.5951500.0004615.167510.702704.4923179.8491500.0004715.500298.353559.2133207.5611500.0004815.833137.894393.2703234.9541500.0004916.16736.173206.8404262.1921500.0005016.5000.00054.2594289.3811500.000嵌入段为岩层，桩的最大土反力≤岩层横向地基承载力，横向承载力满足规范要求。(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)1-0.0001767353425220.3391767353425230.6791767353425241.0181767353425251.3571767353425261.6961767353425272.0361767353425282.3751767353425292.71417673534252103.05417673534252113.39317673534252123.73217673534252134.07117673534252144.41117673534252154.75017673534252165.08917673534252175.42917673534252185.76817673534252196.10717673534252206.44617673534252216.78617673534252227.12517813562252237.46420574113252247.80423594718252258.14326905379252268.48230506100252278.82134416883252289.16138657730252299.50043238645252309.833469993982523110.167491498292523210.500498999782523310.833494498882523411.167479795952523511.500456891352523611.833427185432523712.167392578502523812.500354370862523912.833313862752524013.167272154422524113.500230546102524213.833189937982524314.167176735342524414.500176735342524514.833176735342524615.167176735342524715.500176735342524815.833176735342524916.167176735342525016.50017673534252(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)13004.80045.53530.73636023009.50082.43155.641613=============================================================================2\*GB3②20#桩桩板式挡土墙验算[执行标准：通用]计算项目：桩板式挡土墙1计算时间：2024-09-0914:48:26星期一原始条件:墙身尺寸:桩总长(m)11.500嵌入深度(m)4.500截面形状圆桩桩径(m)1.500桩间距(m)3.000挡土板的类型数(<=5)2嵌入段土层数(<=20)2桩底支承条件自由计算方法K法初始弹性系数A(MN/m3)初始弹性系数A1(MN/m3)桩前横坡角(°)0.000嵌入段地层类型岩层板类板厚板宽板块型号(m)(m)数10.3000.600820.3000.6008土层土层厚重度M,C,KφKHηfrk序号(m)(kN/m3)(°)(MPa)11.30020.0030.0000.5000.30010.000250.00025.0070.0000.5000.30010.000物理参数:桩混凝土强度等级C30桩纵筋合力点到外皮距离(mm)50桩纵筋级别HRB400桩箍筋级别HRB400桩箍筋间距(mm)200桩配筋形式纵筋非均匀配置桩拉区纵筋配筋范围(度)120.000桩压区,拉区纵筋比0.500板混凝土强度等级C30板纵筋合力点到外皮距离(mm)35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)30.000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)15.000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)18.000地基土浮容重(kN/m3)基底摩擦系数0.500地基浮力系数地基土类型土质地基抗震基底容许偏心距墙身地震力调整系数地基土内摩擦角(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13.00020.0009.0000.00030.0001.00023.00019.0009.0000.00035.0001.000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2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)0.000填土对横坡面的摩擦角(度)35.000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14.0002.6704.80933.7230210.0000.00010.0000.0001换算土柱参数:土柱距离(m)宽度(m)高度(m)序号2-11.00015.0001.000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=1.350=====================================================================第1种情况:一般情况[土压力计算]计算高度为7.000(m)处的库仑主动土压力第1破裂角：38.592(度)Ea=254.835(kN)Ex=246.152(kN)Ey=65.956(kN)作用点高度Zy=2.506(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=2954.621(kN-m)距离桩顶8.040(m)面侧最大弯矩=0.000(kN-m)距离桩顶0.000(m)最大剪力=1306.988(kN)距离桩顶9.885(m)桩顶位移=70(mm)点号距顶距离弯矩剪力位移土反力横向承载力(m)(kN-m)(kN)(mm)(kPa)(kPa)1-0.0000.0000.000-70-0.0000.00020.2330.104-1.336-68-0.0000.00030.4670.831-5.344-66-0.0000.00040.7002.806-12.024-65-0.0000.00050.9336.650-21.377-63-0.0000.00061.16712.989-33.401-61-0.0000.00071.40022.445-48.097-59-0.0000.00081.63335.643-65.466-58-0.0000.00091.86753.204-85.507-56-0.0000.000102.10075.754-108.219-54-0.0000.000112.333103.914-133.604-52-0.0000.000122.567138.257-160.976-51-0.0000.000132.800179.136-189.624-49-0.0000.000143.033226.845-219.520-47-0.0000.000153.267281.676-250.665-45-0.0000.000163.500343.919-283.059-44-0.0000.000173.733414.075-319.377-42-0.0000.000183.967493.267-359.619-40-0.0000.000194.200581.994-401.110-38-0.0000.000204.433680.549-443.849-37-0.0000.000214.667789.221-487.837-35-0.0000.000224.900908.303-533.074-33-0.0000.000235.1331038.086-579.560-31-0.0000.000245.3671178.862-627.294-30-0.0000.000255.6001330.920-676.277-28-0.0000.000265.8331494.554-726.508-26-0.0000.000276.0671670.055-777.988-25-0.0000.000286.3001857.713-830.717-23-0.0000.000296.5332057.820-884.694-21-0.0000.000306.7672270.667-939.921-20-0.0000.000317.0002496.546-917.159-18-0.0000.000327.2602714.406-695.148-16-488.1151500.000337.5202858.023-425.085-15-435.1781500.000347.7802935.450-185.764-13-383.0141500.000358.0402954.62123.274-11-331.6471500.000368.3002923.348235.173-9-281.0811500.000378.5002853.335487.297-8-566.3561500.000388.7312709.213745.098-7-464.4131500.000398.9622509.444960.120-5-363.8201500.000409.1922266.0811123.236-4-264.4781500.000419.4231991.0271235.063-2-166.2671500.000429.6541696.0521296.155-1-69.0491500.000439.8851392.8021306.988027.3211500.0004410.1151092.8251267.9642122.9951500.0004510.346807.5871179.4053218.1201500.0004610.577548.4851041.5604312.8401500.0004710.808326.867854.6056407.2821500.0004811.038154.052618.6567501.5571500.0004911.26941.334333.7799595.7501500.0005011.5000.00089.55610689.9161500.000嵌入段为岩层，桩的最大土反力≤岩层横向地基承载力，横向承载力满足规范要求。(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)1-0.0001767353425220.2331767353425230.4671767353425240.7001767353425250.9331767353425261.1671767353425271.400176735342528