幼儿园及综合楼建设工程边坡支护计算书

PAGE1幼儿园及综合楼建设工程边坡支护计算书PAGE1支护计算说明一、任务来源及设计要求:我院受奉节县香山小学附属幼儿园及综合楼建设工程部委托，对奉节县香山小学附属幼儿园及综合楼建设工程边坡进行施工图设计。平场完成后，场地北边形成3~8米的岩土混合边坡（土层厚度2~8m）。场地A-B段边坡为永久性边坡，设计使用年限为50年。安全等级一级。边坡工程的抗震设防烈度为6度。二、设计依据:1.奉节县香山小学附属幼儿园及综合楼建设工程部的设计合同及设计委托书；2.重庆永宏岩土工程有限公司编制的《奉节县香山小学附属幼儿园及综合楼建设工程工程地质勘察报告》（直接详勘）(2020.11)3.建筑专业提供的总平面布置图；4.关于进一步加强全市高切坡、深基坑和高填方项目勘察设计管理的意见(渝建发2010166号)5.边坡治理工程方案设计安全专项论证专家意见及边坡支护方案可行性评估报告；6.主要规范规程：(1).《建筑抗震设计规范》GB50011-2010（2016年版）。(2).《建筑边坡工程技术规范》GB50330-2013；(3).《建筑桩基技术规范》JGJ94-2008；(4).《混凝土结构设计规范》GB50010-2010（2015年版）；(5).《建筑地基基础设计规范》DBJ50-047-2016三、主要边坡计算1、桩板挡墙部分,以下列剖面为例1).A-B段3-3桩板式挡土墙验算[执行标准：通用]计算项目：桩板式挡土墙4-4原始条件:墙身尺寸:桩总长(m)18.000嵌入深度(m)9.000截面形状方桩桩宽(m)1.200桩高(m)1.800桩径(m)桩间距(m)4.000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M法初始弹性系数A(MN/m3)0.000初始弹性系数A1(MN/m3)0.000板类板厚板宽板块型号(m)(m)数10.3001.0009土层土层厚重度MCK序号(m)(kN/m3)(MN/m4)(MN/m3.5)(MN/m3)110.00024.5040.000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)75桩纵筋级别RRB400桩箍筋级别RRB400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RRB400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)26.000墙后填土粘聚力(kPa)5.000墙后填土容重(kN/m3)21.000墙后填土浮容重(kN/m3)墙背与墙后填土摩擦角(度)10.000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13.00021.0009.0005.00026.0001.000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)26.000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1-10.00010.0001.400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9.000(m)处的库仑主动土压力第1破裂角：34.236(度)Ea=348.308(kN)Ex=343.016(kN)Ey=60.483(kN)作用点高度Zy=3.186(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=9249.487(kN-m)距离桩顶11.880(m)面侧最大弯矩=0.000(kN-m)距离桩顶0.000(m)最大剪力=1916.120(kN)距离桩顶9.000(m)桩顶位移=45(mm)点号距顶距离弯矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-45-0.00020.3600.895-7.462-44-0.00030.7206.591-25.077-42-0.00041.08019.597-48.077-41-0.00051.44041.852-76.459-39-0.00061.80075.294-110.226-38-0.00072.160121.861-149.376-37-0.00082.520183.491-193.910-35-0.00092.880262.122-243.827-34-0.000103.240359.692-299.128-32-0.000113.600478.140-359.813-31-0.000123.960619.403-425.881-29-0.000134.320785.420-497.333-28-0.000144.680978.129-574.169-27-0.000155.0401199.468-656.388-25-0.000165.4001451.375-743.991-24-0.000175.7601735.787-836.977-22-0.000186.1202054.645-935.348-21-0.000196.4802409.884-1039.101-20-0.000206.8402803.443-1148.239-18-0.000217.2003237.262-1262.760-17-0.000227.5603713.277-1382.665-16-0.000237.9204233.426-1507.953-14-0.000248.2804799.649-1638.625-13-0.000258.6405413.883-1774.681-12-0.000269.0006078.064-1916.120-11-0.000279.3606767.867-1860.627-10-140.133289.7207417.717-1706.271-9-249.6562910.0807996.383-1476.355-8-330.9393010.4408480.693-1192.211-7-386.5963110.8008854.775-873.021-6-419.4403211.1609109.268-535.687-5-432.4153311.5209240.471-194.749-4-428.5393411.8809249.487137.641-4-410.8323512.2409141.369451.703-3-382.2543612.6008924.262739.951-2-345.6453712.9608608.604997.081-2-303.6723813.3208206.3641219.812-1-258.7833913.6807730.3391406.707-1-213.1744014.0407193.5351557.952-1-168.7594114.4006608.6121675.134-1-127.1534214.7605987.4381760.992-0-89.6624315.1205340.6991819.179-0-57.2744415.4804677.6291854.002-0-30.6654515.8404005.8171870.186-0-10.2024616.2003331.0951872.62204.0504716.5602657.5311866.141012.3184816.9201987.4751855.277015.1164917.2801321.7291844.048013.2385017.640659.7611835.73607.7525118.0000.000916.333-0-0.000(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)1-0.0004320432022920.3604320432022930.7204320432022941.0804320432022951.4404320432022961.8004320432022972.1604320432022982.5204320432022992.88043204320229103.24043204320229113.60043204320229123.96043204320229134.32043204320229144.68043204320229155.04043204320229165.40043204320229175.76043204320229186.12043204320229196.48043204320229206.84043204703229217.20043205408229227.56043206189229237.92043207050229248.28043207999229258.64043209041229269.000432010185229279.360432011390229289.7204320125442292910.0804320135872293010.4404320144712293110.8004320151612293211.1604320156352293311.5204320158802293411.8804320158972293512.2404320156952293612.6004320152902293712.9604320147062293813.3204320139692293913.6804320131052294014.0404320121442294114.4004320111102294214.7604320100282294315.120432089162294415.480432077942294515.840432066722294616.200432055612294716.560432044672294816.920432043202294917.280432043202295017.640432043202295118.00043204320229(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)13009.000100.087200.1742364桩板式挡土墙验算[执行标准：通用]计算项目：桩板式挡土墙4-4原始条件:墙身尺寸:桩总长(m)21.300嵌入深度(m)11.500截面形状方桩桩宽(m)1.400桩高(m)2.000桩径(m)桩间距(m)4.000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M法初始弹性系数A(MN/m3)0.000初始弹性系数A1(MN/m3)0.000板类板厚板宽板块型号(m)(m)数10.3001.0008土层土层厚重度MCK序号(m)(kN/m3)(MN/m4)(MN/m3.5)(MN/m3)17.00024.5040.000220.00024.00450.000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)75桩纵筋级别RRB400桩箍筋级别RRB400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RRB400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)26.000墙后填土粘聚力(kPa)5.000墙后填土容重(kN/m3)21.000墙后填土浮容重(kN/m3)墙背与墙后填土摩擦角(度)10.000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岩石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)18.000地基土粘聚力(kPa)200.000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13.00021.0009.0005.00026.0001.000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)26.000挡墙分段长度(m)20.000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1-10.00010.0001.400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9.800(m)处的库仑主动土压力第1破裂角：34.290(度)Ea=408.820(kN)Ex=402.609(kN)Ey=70.991(kN)作用点高度Zy=3.455(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=11534.837(kN-m)距离桩顶12.781(m)面侧最大弯矩=0.000(kN-m)距离桩顶0.000(m)最大剪力=2294.577(kN)距离桩顶17.467(m)桩顶位移=41(mm)点号距顶距离弯矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-41-0.00020.4261.337-9.417-40-0.00030.8529.898-32.022-39-0.00041.27829.697-62.170-37-0.00051.70463.949-99.859-36-0.00062.130115.866-145.091-34-0.00072.557188.662-197.865-33-0.00082.983285.552-258.180-31-0.00093.409409.748-326.038-30-0.000103.835564.465-401.439-28-0.000114.261752.915-484.381-27-0.000124.687978.313-574.865-26-0.000135.1131243.871-672.892-24-0.000145.5391552.805-778.460-23-0.000155.9651908.326-891.571-21-0.000166.3912313.649-1012.224-20-0.000176.8172771.988-1140.419-19-0.000187.2433286.556-1276.156-17-0.000197.6703860.566-1419.435-16-0.000208.0964497.233-1570.257-15-0.000218.5225199.770-1728.621-13-0.000228.9485971.389-1894.526-12-0.000239.3746815.307-2067.974-11-0.000249.8007721.612-2156.583-10-0.0002510.2268640.158-2080.553-9-148.7542610.6529493.936-1870.752-8-261.7282711.07810233.761-1562.149-7-342.0602811.50410824.656-1186.344-6-393.2112911.93011244.351-771.272-5-418.8873012.35611481.665-341.006-4-422.9393112.78111534.83784.342-3-409.2633213.20711409.818488.612-3-381.7013313.63311118.612859.494-2-343.9383414.05910677.6571188.325-2-299.4273514.48510106.3341469.813-1-251.3093614.9119425.5941701.689-1-202.3613715.3378656.7481884.316-1-154.9523815.7637820.4362020.255-0-111.0163916.1896935.7882113.815-0-72.0354016.6156019.7782170.586-0-39.0404117.0415086.7702263.051-0-141.8714217.4674091.9962294.577080.1904317.8933132.1332135.4390231.1674418.3192272.9181854.0580319.3604518.7441552.7491509.2430355.2784619.170987.2651148.7830349.9704719.596574.156809.5640313.7194820.022297.636518.8140255.1414920.448132.204296.0350180.7315020.87445.459155.195094.8255121.3000.00053.365-0-0.000(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)1-0.0005600560026720.4265600560026730.8525600560026741.2785600560026751.7045600560026762.1305600560026772.5575600560026782.9835600560026793.40956005600267103.83556005600267114.26156005600267124.68756005600267135.11356005600267145.53956005600267155.96556005600267166.39156005600267176.81756005600267187.24356005600267197.67056005789267208.09656006713267218.52256007743267228.94856008885267239.374560010149267249.8005600115242672510.2265600129372672610.6525600142692672711.0785600154382672811.5045600163812672911.9305600170572673012.3565600174412673112.7815600175272673213.2075600173252673313.6335600168542673414.0595600161452673514.4855600152352673614.9115600141622673715.3375600129632673815.7635600116752673916.1895600103312674016.615560089572674117.041560075772674217.467560061242674317.893560056002674418.319560056002674518.744560056002674619.170560056002674719.596560056002674820.022560056002674920.448560056002675020.874560056002675121.30056005600267(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)13008.00089.711179.4232088计算项目：剖面5-5计算桩、板计算条件1.总控制信息路基型式路堤地区类型一般地区支护类型桩＋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Cz2.坡线、土层和水位1)坡线信息坡线数1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)(°)115.0000.00015.0000.0001坡线荷载：荷载荷载类型P1P2X1(m)X2(m)序号(kN,kN/m)(kN/m)1-1分布力30.00030.0001.00010.0002)土层信息桩前是否有横坡无横坡桩前横坡角(度)0.000桩后横坡角(度)0.000结构与土摩擦角(度)12.500嵌固段以上土层数:1序号土层重度浮重度粘聚力内摩擦水下粘聚水下内摩土摩阻厚(m)(kN/m3)(kN/m3)(kPa)角(°)力(kPa)擦角(°)力(kPa)111.70021.0005.00026.000120.000嵌固段土层数:2序号地层地层重度粘聚力内摩擦综合内摩土摩阻计算m,c,K承载类型厚(m)(kN/m3)(kPa)角(°)擦角(°)力(kPa)方法力(kPa)1土层8.00024.500100.00030.000120.000m法40.000400.0002土层20.00018.000490.00021.000120.000m法450.0008995.0003)水位信息非浸水地区，无水位信息4.滑坡推力相关信息1)滑坡推力信息滑坡推力分布类型三角形计算目标按指定滑面计算推力计算模型KT模型安全系数K1.000是否考虑动水压力和浮托力ㄨ是否考虑坡面外的静水压力ㄨ是否考虑承压水的浮托力ㄨ桩前剩余抗滑力水平分力(kN/m)滑面起点标高(m)0.0001)滑面信息18.9004.3009.88425.7875.60019.200210.0000.00010.0000.0005.60019.2005.桩信息1)桩基本信息桩前地面以上长度(m)12.500嵌固点深度(m)0.000悬臂长度(m)12.500嵌固长度(m)12.500截面形状矩形桩宽b(m)1.400桩高h(m)2.000桩中心距(m)4.000T型翼缘ㄨ桩底支承条件铰支初始弹性系数A(MN/m3)0.000初始弹性系数A1(MN/m3)0.000坡线数12)桩配筋信息桩作用综合分项系数1.00桩混凝土强度等级C30桩纵筋合力点到外皮距离(mm)75桩容重(kN/m^3~)26.00桩纵筋级别HRB400桩箍筋级别HRB4005.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13001.00052)板配筋信息板作用综合分项系数1.000混凝土强度等级C30钢筋合力点到边缘距离(mm)35板纵筋级别HRB400板选筋钢筋直径166.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：02)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√1.0002桩顶恒载√1.0003桩顶活载√1.0004桩后滑坡推力√1.0005桩前剩余抗滑力√1.000[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√1.0002桩顶恒载√1.0003桩顶活载√1.0004桩后主动土压力√1.0005桩前被动土压力√1.0002)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√1.000[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√1.000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)(一)桩身内力计算剩余下滑力=208.419(kN) 剩余下滑力角度=25.787°剩余下滑力水平分力=187.663(kN) 剩余下滑力竖直分力=90.669(kN)分布范围为桩顶以下(0～12.500m)范围[桩前剩余抗滑力]桩前覆土层到嵌固点的厚度=0.000(m)桩前剩余抗滑力水平分力=0.000(kN)合力作用点到嵌固点距离=0.000(m)第1嵌固段地层计算方法:m法第2嵌固段地层计算方法:m法 背侧——为挡土侧；面侧——为非挡土侧。背侧最大弯矩=4404.908(kN-m)距离桩顶15.300(m)面侧最大弯矩=67.098(kN-m)距离桩顶23.773(m)最大剪力=846.926(kN)距离桩顶19.900(m)最大位移=-20(mm)点号距顶距离弯矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.000-0.000-0.000-19.790.00020.2020.013-0.195-19.510.00030.4030.105-0.781-19.240.00040.6050.354-1.758-18.960.00050.8060.840-3.124-18.690.00061.0081.640-4.882-18.420.00071.2102.835-7.030-18.140.00081.4114.501-9.569-17.870.00091.6136.719-12.498-17.590.000101.8159.567-15.818-17.320.000112.01613.124-19.528-17.050.000122.21817.468-23.629-16.770.000132.41922.678-28.120-16.500.000142.62128.833-33.002-16.220.000152.82336.011-38.275-15.950.000163.02444.292-43.938-15.680.000173.22653.754-49.992-15.400.000183.42764.476-56.436-15.130.000193.62976.537-63.271-14.860.000203.83190.015-70.496-14.580.000214.032104.989-78.112-14.310.000224.234121.538-86.118-14.040.000234.435139.740-94.515-13.760.000244.637159.675-103.303-13.490.000254.839181.421-112.481-13.220.000265.040205.056-122.050-12.950.000275.242230.661-132.009-12.670.000285.444258.312-142.359-12.400.000295.645288.089-153.099-12.130.000305.847320.072-164.230-11.860.000316.048354.337-175.751-11.590.000326.250390.965-187.663-11.320.000336.452430.034-199.966-11.050.000346.653471.623-212.659-10.780.000356.855515.810-225.743-10.520.000367.056562.675-239.217-10.250.000377.258612.295-253.082-9.980.000387.460664.750-267.337-9.720.000397.661720.119-281.983-9.450.000407.863778.479-297.020-9.190.000418.065839.911-312.447-8.930.000428.266904.492-328.265-8.670.000438.468972.302-344.473-8.410.000448.6691043.419-361.071-8.150.000458.8711117.922-378.061-7.890.000469.0731195.889-395.441-7.640.000479.2741277.400-413.211-7.380.000489.4761362.532-431.372-7.130.000499.6771451.366-449.924-6.880.000509.8791543.979-468.866-6.630.0005110.0811640.451-488.198-6.390.0005210.2821740.860-507.921-6.140.0005310.4841845.285-528.035-5.900.0005410.6851953.804-548.540-5.670.0005510.8872066.496-569.434-5.430.0005611.0892183.441-590.720-5.200.0005711.2902304.716-612.396-4.970.0005811.4922430.401-634.463-4.750.0005911.6942560.574-656.920-4.520.0006011.8952695.314-679.767-4.310.0006112.0972834.700-703.005-4.090.0006212.2982978.810-726.634-3.880.0006312.5003127.724-748.007-3.68-0.0006412.7003278.397-750.697-3.48-27.8096512.9003427.201-731.423-3.28-52.4986613.1003570.967-701.019-3.09-74.1866713.3003707.610-660.895-2.91-92.9966813.5003835.325-612.402-2.73-109.0596913.7003952.570-556.825-2.55-122.5107013.9004058.055-495.385-2.38-133.4917114.1004150.725-429.232-2.22-142.1467214.3004229.748-359.448-2.06-148.6237314.5004294.