万州区高速公路天城连接路项目－还房工程（地块三）-幼儿园、超市(二期)调整-基坑支护 结构计算书

目录一、工程概况 2二、设计依据 2三、设计参数 2四、计算工况 2五、破坏模式分析 2六、支护桩设计 2七、挡土墙设计 36一、工程概况本工程为万州区高速公路天城连接路项目－还房工程（地块三）-幼儿园、超市(二期)调整-基坑支护，对拟建超市地下室结构的基坑开挖所形成的基坑边坡进行支挡处理。基坑开挖层数为-2F，局部-1F，最低标高(-2F)为304.45m。基坑边坡总长度约为156.80m，高度4.05～12.15m，多为岩质边坡，局部岩土混合边坡。基坑边坡北侧、东侧以及南侧(建筑G轴~K轴)具有放坡条件，采用临时放坡处理。场地内西侧及南侧，AB段基坑边坡不具备放坡条件，边坡无外倾结构面，边坡稳定性受岩体强度控制，拟采用桩板式挡土墙，其中1~5号桩为悬臂桩，其余6~19号考虑支护桩与主体结构协同作用支挡，且各轴线处支护桩兼作建筑工程桩。场地内北侧进入-1F层入口踏步外侧基坑边坡CD段，长度约13.20m，高度≤4.80m，为岩质边坡，拟采用衡重式挡土墙作永久支挡。本次设计A~B段边坡一共布置了19根支护桩，方桩尺寸除3~5号桩为1.2mx1.2m，其余均为1.0mx1.0m。边坡破坏后果严重，安全等级为二级。二、设计依据1、建设单位提供的相关资料2、重庆三峡水电建筑勘察设计研究院编制的《万州区高速公路天城连接路-还房工程（地块三C区)岩土工程详细勘察报告（直接详勘）》3、《建筑边坡工程技术规范》GB50330-20134、《混凝土结构设计规范》GB50010-2010（2015年版）5、《建筑抗震设计规范》GB50011-2010（2016年版）6、《建筑地基基础设计规范》GB50007-20117、《地质灾害防治工程设计规范》（DB50/5029-2004）8、《室外排水设计规范》GB50014-2011三、设计参数根据《勘察报告》提供的参数，本边坡岩土设计参数如下：边坡AB段坡顶荷载按照20KPa考虑，边坡CD段坡顶荷载按照3.5KPa考虑，结构重要性系数1.0。稳定性安全系数1.30，设计使用年限50年。四、设计工况自重+长时间暴雨+附加荷载（饱和状态）五、破坏模式分析根据勘察报告结合现场实际情况，本工程边坡破坏模式如下：1、边坡AB段边坡破坏模式，边坡无外倾结构面，边坡稳定性受岩体强度控制，拟采用桩板式挡土墙支挡。2、边坡CD段边坡破坏模式，边坡无外倾结构面，边坡稳定性受岩体强度控制，拟采用衡重式挡土墙支挡。六、支护桩设计1、侧向岩石压力按以岩体等效内摩擦角按侧向土压力方法计算见内力及配筋计算，本工程中风化砂岩等效内摩擦角α=45°+37.3°/2=63.65°。2、计算工况本次设计支护桩对于不具备放坡条件的，1~2号桩采用悬臂桩，其余采用支挡结构与建筑主体结构协同支挡。1~5号桩支护范围，-1F、-2F层采用顺作施工。6~19号桩支护范围室外标高~标高309.35m采用顺做法施工，标高309.35m~-2F层采用逆作法施工。6~19号支护桩兼做建筑工程桩，桩间土体采用地下室侧墙支挡，支挡结构考虑施工和永久工况两种中最不利的控制设计，施工工况考虑主动土压力荷载，由支护桩承担；永久工况考虑静止土压力，由支护桩和建筑主体共同承担。3、内力及配筋计算3.1工况一：施工短暂工况3.1.1计算6#~17#桩基坑边坡第一次开挖至施工平台标高309.35m，按悬臂桩计算。取最不利29-29’剖面验算。原始条件:墙身尺寸:桩总长(m)14.900嵌入深度(m)8.900截面形状方桩桩宽(m)1.000桩高(m)1.000桩径(m)桩间距(m)3.100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10.2501.0006土层土层厚重度MCK序号(m)(kN/m3)(MN/m4)(MN/m3.5)(MN/m3)150.00024.995000.000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)40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C30板纵筋合力点到外皮距离(mm)35板纵筋级别HRB400场地环境抗震地区墙后填土类型多层填土墙后第1层填土内摩擦角(度)30.000墙后第1层填土粘聚力(kPa)0.000墙后第1层填土容重(kN/m3)19.500墙后第1层填土浮容重(kN/m3)墙背与墙后填土摩擦角(度)15.000地震烈度设计烈度6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)24.990地基土浮容重(kN/m3)基底摩擦系数0.600地基浮力系数地基土类型坚硬岩石地基抗震基底容许偏心距B/5墙身地震力调整系数1.000地基土内摩擦角(度)30.000地基土粘聚力(kPa)2695.000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13.40019.5009.0000.00030.0001.00023.20023.50013.50027.09012.1101.00031.70023.50013.5000.00035.0001.000410.00024.99014.9900.00063.6501.000地震参数：参数名称参数值地震烈度6水上地震角(度)0.000水下地震角(度)0.000水平地震系数Kh0.050重要性修正系数Ci1.000综合影响系数Cz0.250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)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1-11.0007.0002.000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=1.300=====================================================================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：45.556(度)Ea=141.917(kN)Ex=137.081(kN)Ey=36.731(kN)作用点高度Zy=2.145(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=1197.897(kN-m)距离桩顶6.297(m)面侧最大弯矩=52.504(kN-m)距离桩顶9.263(m)最大剪力=755.861(kN)距离桩顶6.890(m)桩顶位移=7(mm)点号距顶距离弯矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-7-0.00020.3000.101-1.008-7-0.00030.6000.806-4.031-6-0.00040.9002.721-9.070-6-0.00051.2006.450-16.125-6-0.00061.50013.269-31.914-5-0.00071.80026.471-56.437-5-0.00082.10047.333-82.975-5-0.00092.40076.458-111.529-4-0.000102.700114.452-142.099-4-0.000113.000161.919-174.685-3-0.000123.300219.464-209.286-3-0.000133.600286.877-237.748-3-0.000143.900361.504-260.122-2-0.000154.200443.161-284.612-2-0.000164.500533.189-318.275-2-0.000174.800635.043-361.109-1-0.000185.100750.066-406.059-1-0.000195.400878.891-453.126-1-0.000205.7001022.153-502.310-1-0.000216.0001180.488-553.610-0-829.488226.2971197.897218.597-0-934.651236.5931050.787616.631-0-407.036246.890832.030755.861-0-62.281257.187602.310733.8900136.340267.483396.589625.7320228.238277.780231.042484.1070249.148288.077109.351342.5230228.103298.37327.812219.4860186.631308.670-20.877122.7920139.301318.967-45.04553.305094.925329.263-52.5047.941057.989339.560-49.757-18.161029.995349.857-41.729-30.205010.6043510.153-31.835-32.907-0-1.4963610.450-22.204-30.095-0-7.9853710.747-13.979-24.604-0-10.5243811.043-7.606-18.352-0-10.5493911.340-3.090-12.499-0-9.1804011.637-0.190-7.634-0-7.2204111.9331.440-3.953-0-5.1894212.2302.156-1.409-0-3.3854312.5272.2760.171-0-1.9424412.8232.0541.012-0-0.8914513.1201.6761.334-0-0.1964613.4171.2631.33200.2044713.7130.8861.15800.3824814.0100.5760.92600.4014914.3070.3360.71200.3175014.6030.1530.56700.1735114.9000.0000.258-0-0.000(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)1-0.0002000200019120.3002000200019130.6002000200019140.9002000200019151.2002000200019161.5002000200019171.8002000200019182.1002000200019192.40020002000191102.70020002000191113.00020002000191123.30020002000191133.60020002000191143.90020002000191154.20020002000191164.50020002000191174.80020002000191185.10020002255191195.40020002632191205.70020003056191216.00020003530191226.29720003582191236.59320003141191246.89020002494191257.18720002000191267.48320002000191277.78020002000191288.07720002000191298.37320002000191308.67020002000191318.96720002000191329.26320002000191339.56020002000191349.857200020001913510.153200020001913610.450200020001913710.747200020001913811.043200020001913911.340200020001914011.637200020001914111.933200020001914212.230200020001914312.527200020001914412.823200020001914513.120200020001914613.417200020001914713.713200020001914814.010200020001914914.307200020001915014.603200020001915114.90020002000191(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)12506.00056.29767.626924=====================================================================第2种情况:地震情况[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：45.556(度)Ea=141.917(kN)Ex=137.081(kN)Ey=36.731(kN)作用点高度Zy=2.145(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=1197.897(kN-m)距离桩顶6.297(m)面侧最大弯矩=52.504(kN-m)距离桩顶9.263(m)最大剪力=755.861(kN)距离桩顶6.890(m)桩顶位移=7(mm)点号距顶距离弯矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-7-0.00020.3000.101-1.008-7-0.00030.6000.806-4.031-6-0.00040.9002.721-9.070-6-0.00051.2006.450-16.125-6-0.00061.50013.269-31.914-5-0.00071.80026.471-56.437-5-0.00082.10047.333-82.975-5-0.00092.40076.458-111.529-4-0.000102.700114.452-142.099-4-0.000113.000161.919-174.685-3-0.000123.300219.464-209.286-3-0.000133.600286.877-237.748-3-0.000143.900361.504-260.122-2-0.000154.200443.161-284.612-2-0.000164.500533.189-318.275-2-0.000174.800635.043-361.109-1-0.000185.100750.066-406.059-1-0.000195.400878.891-453.126-1-0.000205.7001022.153-502.310-1-0.000216.0001180.488-553.610-0-829.488226.2971197.897218.597-0-934.651236.5931050.787616.631-0-407.036246.890832.030755.861-0-62.281257.187602.310733.8900136.340267.483396.589625.7320228.238277.780231.042484.1070249.148288.077109.351342.5230228.103298.37327.812219.4860186.631308.670-20.877122.7920139.301318.967-45.04553.305094.925329.263-52.5047.941057.989339.560-49.757-18.161029.995349.857-41.729-30.205010.6043510.153-31.835-32.907-0-1.4963610.450-22.204-30.095-0-7.9853710.747-13.979-24.604-0-10.5243811.043-7.606-18.352-0-10.5493911.340-3.090-12.499-0-9.1804011.637-0.190-7.634-0-7.2204111.9331.440-3.953-0-5.1894212.2302.156-1.409-0-3.3854312.5272.2760.171-0-1.9424412.8232.0541.012-0-0.8914513.1201.6761.334-0-0.1964613.4171.2631.33200.2044713.7130.8861.15800.3824814.0100.5760.92600.4014914.3070.3360.71200.3175014.6030.1530.56700.1735114.9000.0000.258-0-0.000(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)1-0.0002000200019120.3002000200019130.6002000200019140.9002000200019151.2002000200019161.5002000200019171.8002000200019182.1002000200019192.40020002000191102.70020002000191113.00020002000191123.30020002000191133.60020002000191143.90020002000191154.20020002000191164.50020002000191174.80020002000191185.10020002255191195.40020002632191205.70020003056191216.00020003530191226.29720003582191236.59320003141191246.89020002494191257.18720002000191267.48320002000191277.78020002000191288.07720002000191298.37320002000191308.67020002000191318.96720002000191329.26320002000191339.56020002000191349.857200020001913510.153200020001913610.450200020001913710.747200020001913811.043200020001913911.340200020001914011.637200020001914111.933200020001914212.230200020001914312.527200020001914412.823200020001914513.120200020001914613.417200020001914713.713200020001914814.010200020001914914.307200020001915014.603200020001915114.90020002000191(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)12506.00056.29767.6269243.1.2计算18#、19#桩基坑边坡第一次开挖至施工平台标高309.35m，按悬臂桩计算。原始条件:原始条件:墙身尺寸:桩总长(m)12.900嵌入深度(m)8.900截面形状方桩桩宽(m)1.000桩高(m)1.000桩径(m)桩间距(m)3.600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10.2501.0009土层土层厚重度MCK序号(m)(kN/m3)(MN/m4)(MN/m3.5)(MN/m3)150.00024.995000.000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)40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C30板纵筋合力点到外皮距离(mm)35板纵筋级别HRB400场地环境抗震地区墙后填土类型多层填土墙后第1层填土内摩擦角(度)30.000墙后第1层填土粘聚力(kPa)0.000墙后第1层填土容重(kN/m3)19.500墙后第1层填土浮容重(kN/m3)墙背与墙后填土摩擦角(度)15.000地震烈度设计烈度6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)24.990地基土浮容重(kN/m3)基底摩擦系数0.600地基浮力系数地基土类型坚硬岩石地基抗震基底容许偏心距B/5墙身地震力调整系数1.000地基土内摩擦角(度)30.000地基土粘聚力(kPa)2695.000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12.10019.5009.0000.00030.0001.00021.00023.50013.50027.09012.1101.00031.80023.50013.5000.00035.0001.000410.00024.99014.9900.00063.6501.000地震参数：参数名称参数值地震烈度6水上地震角(度)0.000水下地震角(度)0.000水平地震系数Kh0.050重要性修正系数Ci1.000综合影响系数Cz0.250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)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1-11.0007.0002.000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=1.300=====================================================================第1种情况:一般情况[土压力计算]计算高度为4.000(m)处的库仑主动土压力第1破裂角：29.918(度)Ea=39.463(kN)Ex=38.118(kN)Ey=10.214(kN)作用点高度Zy=1.623(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=293.486(kN-m)距离桩顶4.262(m)面侧最大弯矩=12.683(kN-m)距离桩顶7.403(m)最大剪力=185.201(kN)距离桩顶5.047(m)桩顶位移=1(mm)点号距顶距离弯矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-1-0.00020.2670.078-0.877-1-0.00030.5330.624-3.508-1-0.00040.8002.105-7.893-1-0.00051.0674.989-14.032-1-0.00061.33310.329-28.503-1-0.00071.60020.932-51.306-1-0.00081.86737.849-75.863-1-0.00092.13360.351-88.703-0-0.000102.40084.125-89.930-0-0.000112.667108.488-93.121-0-0.000122.933133.963-98.275-0-0.000133.200161.602-111.318-0-0.000143.467194.030-132.206-0-0.000153.733232.278-154.965-0-0.000164.000276.845-179.595-0-219.557174.262293.4868.512-0-275.388184.524272.388119.054-0-146.908194.785231.158171.985-0-55.298205.047182.349185.20104.808215.309134.199173.496039.909225.57191.519148.261056.494235.83256.580117.673060.361246.09429.91387.139056.284256.35610.96059.859047.933266.618-1.42437.383037.929276.879-8.61120.125028.002287.141-11.9617.778019.167297.403-12.683-0.357011.911307.665-11.774-5.13906.356317.926-9.993-7.42902.395328.188-7.884-8.003-0-0.204338.450-5.803-7.498-0-1.723348.712-3.959-6.409-0-2.440358.974-2.448-5.087-0-2.608369.235-1.295-3.768-0-2.431379.497-0.475-2.590-0-2.070389.7590.061-1.620-0-1.6373910.0210.373-0.876-0-1.2074010.2820.519-0.344-0-0.8244110.5440.5530.005-0-0.5104210.8060.5160.210-0-0.2704311.0680.4430.307-0-0.1014411.3290.3560.33100.0094511.5910.2700.31000.0704611.8530.1930.26700.0944712.1150.1300.21900.0904812.3760.0780.17700.0694912.6380.0370.15000.0375012.9000.0000.070-0-0.000(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)1-0.0002000200019120.2672000200019130.5332000200019140.8002000200019151.0672000200019161.3332000200019171.6002000200019181.8672000200019192.13320002000191102.40020002000191112.66720002000191122.93320002000191133.20020002000191143.46720002000191153.73320002000191164.00020002000191174.26220002000191184.52420002000191194.78520002000191205.04720002000191215.30920002000191225.57120002000191235.83220002000191246.09420002000191256.35620002000191266.61820002000191276.87920002000191287.14120002000191297.40320002000191307.66520002000191317.92620002000191328.18820002000191338.45020002000191348.71220002000191358.97420002000191369.23520002000191379.49720002000191389.759200020001913910.021200020001914010.282200020001914110.544200020001914210.806200020001914311.068200020001914411.329200020001914511.591200020001914611.853200020001914712.115200020001914812.376200020001914912.638200020001915012.90020002000191(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)12504.00026.62943.139577=====================================================================第2种情况:地震情况[土压力计算]计算高度为4.000(m)处的库仑主动土压力第1破裂角：29.918(度)Ea=39.463(kN)Ex=38.118(kN)Ey=10.214(kN)作用点高度Zy=1.623(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=293.486(kN-m)距离桩顶4.262(m)面侧最大弯矩=12.683(kN-m)距离桩顶7.403(m)最大剪力=185.201(kN)距离桩顶5.047(m)桩顶位移=1(mm)点号距顶距离弯矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-1-0.00020.2670.078-0.877-1-0.00030.5330.624-3.508-1-0.00040.8002.105-7.893-1-0.00051.0674.989-14.032-1-0.00061.33310.329-28.503-1-0.00071.60020.932-51.306-1-0.00081.86737.849-75.863-1-0.00092.13360.351-88.703-0-0.000102.40084.125-89.930-0-0.000112.667108.488-93.121-0-0.000122.933133.963-98.275-0-0.000133.200161.602-111.318-0-0.000143.467194.030-132.206-0-0.000153.733232.278-154.965-0-0.000164.000276.845-179.595-0-219.557174.262293.4868.512-0-275.388184.524272.388119.054-0-146.908194.785231.158171.985-0-55.298205.047182.349185.20104.808215.309134.199173.496039.909225.57191.519148.261056.494235.83256.580117.673060.361246.09429.91387.139056.284256.35610.96059.859047.933266.618-1.42437.383037.929276.879-8.61120.125028.002287.141-11.9617.778019.167297.403-12.683-0.357011.911307.665-11.774-5.1390