拆迁安置房工程项目设计计算书

PAGE11目录72941工程概况 1264602设计依据 192513设计参数 2310004边坡稳定性分析 3281735岩土侧压力计算 6129645.1计算条件和参数 6157875.2岩土侧向压力 722135.3岩土压力修正 8164406抗滑桩结构计算 1312116.1抗滑桩计算荷载统计 1280986.2抗滑桩理正计算结果 1104626.2.1A型抗滑桩 118786.2.2B型抗滑桩（临时工况） 63776.2.3B型抗滑桩（永久工况） 10173126.2.4C型抗滑桩（临时工况） 15225046.2.5C型抗滑桩（永久工况） 1914136.2.6D型抗滑桩（临时工况） 2433946.2.7D型抗滑桩（永久工况） 2952406.3人工挖孔桩护壁计算 33294407锚杆计算 34196157.1锚杆轴向拉力标准值计算 34110237.2锚杆计算 341工程概况建设单位拟在高新区巴山修建拆迁安置房工程项目。本次业主单位委托我司承担该项目基坑边坡支护工程设计工作，要求在确保安全的前提下，做到技术先进、经济合理。基坑边坡北侧为已建3#楼（29F/吊1F/-2F）；基坑边坡东侧为拟建市政道路；基坑边坡西侧已建商业区；基坑南侧为已建5#楼（31F/吊2F/-1F）和拟建消防车道。边坡高度约8.5~23.5m，安全等级一级。2设计依据1）《设计委托书》；2）《设计合同》；3）《老顶坡汽车用品（装饰）商城及配套建筑工程重庆市巴山仪表厂（拆迁安置房）安居工程岩土工程勘察报告（直接详勘）》（重庆川东南工程勘察设计院有限公司），简称《勘察报告》，2012年1月；4）有关规范《建筑边坡工程技术规范》（GB50330-2013）；《建筑基坑支护技术规程》(JGJ120-2012)；《建筑地基基础设计规范》（GB50007-2011）；《建筑桩基技术规范》(JGJ94-2008)；《混凝土结构设计规范》(GB50010-2010)；（2015版）《岩土锚杆与喷射混凝土支护工程技术规范》（GB50086–2015）；《建筑结构荷载规范》(GB50009-2012)；《建筑抗震设计规范》（GB50011-2010（2016年版））；《地质灾害防治工程设计规范》DBJ50/T-029—2019；《危险性较大的分部分项工程安全管理规定》（住房和城乡建设部令第37号）；《建筑基坑工程监测技术规范》(GB50497-2019)；《建筑边坡工程施工质量验收标准》(T/ZS0041—2019)。3设计参数根据《勘察报告》并根据相关规范及工程经验，支护工程设计有关参数取值如下：3.1岩土工程参数表（一）岩、土名称岩石单轴抗压强度(MPa)重度(kN/m3)地基承载力特征值(kPa)抗剪强度参数基底摩擦系数天然饱和c(kPa)φ(°)素填土天然20*5*28*0.25饱和21*3*23*0.25粉质黏土天然19.6150*0.25饱和20.0强风化泥岩24.3*300*0.30强风化砂岩24.1*500*0.35中风化泥岩6.325.6140053330.40.40中风化砂岩16.724.724380140536.20.503.2岩土工程参数表（二）指标地层等效内摩擦角φk（°））kPa素填土m=6粉质黏土m=16中风化泥岩50K=70400中风化砂岩50K=330800注：1）灌注桩施工时应清底干净，确保桩底无沉渣。3.3岩土工程参数表（三）指标结构面粘聚力C（kPa）内摩擦角φ（°）岩层层面5020裂隙LX18025裂隙LX28025裂隙LX380254边坡稳定性分析1.AB、CD段基坑边坡边坡位于拟建场地内东北侧，7~8剖面控制。该边坡为挖方岩质边坡；该边坡为永久性边坡，工程安全等级为一级。岩质边坡与裂隙LX2呈小角度相交（赤平投影图如下），边坡稳定性主要由裂隙LX2控制。边坡破裂角为54°。2.BC、DEF段基坑边坡边坡位于拟建场地内西侧，3剖面控制。该边坡为挖方岩质边坡；该边坡为永久性边坡，工程安全等级为一级。岩质边坡与裂隙LX3呈小角度相交（赤平投影图如下），边坡稳定性主要由裂隙LX3控制。边坡破裂角为52°。3.GG1、G1H段基坑边坡边坡位于拟建场地内南侧，4~7剖面控制。该边坡为挖填方岩土质边坡；工程安全等级为一级。土质部分主要由后期填土形成。岩质边坡与裂隙、岩层层面均呈大角度相交（赤平投影图如下），边坡稳定性主要由岩体自身强度控制。边坡破裂角为60.2°。4.HI段基坑边坡边坡位于拟建场地内西侧，2~3剖面控制。该边坡为挖方岩质边坡；工程安全等级为一级。岩质边坡与裂隙LX1呈小角度相交（赤平投影图如下），由于裂隙LX1倾角为78°，边坡稳定性主要由岩体自身强度控制和裂隙LX1控制。边坡破裂角为60.2°。5.abcdef段基坑边坡边坡位于拟建场地内部，负二层与负三层平场形成，2、5~7剖面控制。该边坡为挖方岩质边坡；工程安全等级为二级。由于场地内平场放坡，边坡高度为4.5m，按1：0.75坡率临时放坡后，边坡处于稳定状态。5岩土侧压力计算5.1计算条件和参数本节计算岩土质混合边坡中上覆土层部分的侧压力。根据设计方案，放坡后边坡的土层厚度薄，不易沿岩土交界面滑动，只可能沿土体内部破坏。本项目设计中，工程安全等级为一级，临时支护工程安全系数取1.25，永久性支护工程安全系数取1.35，结构重要性系数取1.10。市政道路车库两荷载，考虑坡顶20kPa的超载；拟建消防车道考虑30kPa的超载。6剖面锚杆挡墙顶部的重力式挡墙，按均布荷载25kpa/m，合计为167.5kpa，计算在锚杆挡墙的土压力内。7剖面抗滑桩坡顶5#楼独立基础荷载，中风化泥岩的地基承载力特征值2287kPa，独立基础间距大约5.9m，按照坡顶2287/5.9=387.6kPa计算坡顶均布荷载。5.2岩土侧向压力本节计算岩质边坡以及岩土质混合边坡的侧向岩石压力。具体计算如下表：表5.34-1岩土侧向压力计算结果(等效内摩擦角)表5.34-2岩土侧向压力计算结果（外倾结构面）表5.34-3岩土侧向压力计算结果（岩土混合质边坡）根据计算结果对比，采用更不利的内摩擦角计算结果。5.3岩土压力修正根据《建筑边坡工程技术规范》（GB50330-2013）5.3.2、7.2.3和7.2.4的要求。需对岩土侧向力进行修正：GG1段，水平距离3.19m＞0.5H=2.75m，修正系数取1.0，安全系数1.25，岩石侧压力为：268.25*1.25=335.4KN/m。HI段（2剖面），临时工况安全系数1.25，岩石侧压力为：564.42*1.25=705.52KN/m。HI段（2剖面），永久工况安全系数1.35，岩石侧压力为：132.12*1.35=178.36KN/m。HI段（3剖面），临时工况安全系数1.25，岩石侧压力为：212.97*1.25=266.21KN/m。HI段（3剖面），永久工况安全系数1.35，岩石侧压力为：75.47*1.35=101.88KN/m。CD段（8剖面），临时工况安全系数1.25，岩石侧压力为：277.64*1.25=347.05KN/m。CD段（8剖面），永久工况安全系数1.35，岩石侧压力为：90.66*1.35=122.39KN/m。6抗滑桩结构计算6.1抗滑桩计算荷载统计抗滑桩型号代表剖面工况荷载大小（kN/m）A7临时工况335.4B8临时工况347.05B8永久工况122.39C2临时工况705.52C2永久工况178.36D3临时工况266.21D3永久工况101.886.2抗滑桩理正计算结果6.2.1A型抗滑桩抗滑动桩验算计算项目：7剖面抗滑桩（A型临时工况）原始条件:墙身尺寸:桩总长:9.000(m)嵌入深度:3.500(m)截面形状:方桩桩宽:1.000(m)桩高:1.500(m)桩间距:4.000(m)嵌入段土层数:1桩底支承条件:铰接计算方法:K法土层序号土层厚(m)重度(kN/m3)内摩擦角(度)土摩阻力(kPa)K(MN/m3)被动土压力调整系数150.00018.00015.00120.0070.0001.000桩前滑动土层厚:0.000(m)锚杆（索）参数:锚杆道数:0锚杆号锚杆类型竖向间距水平刚度入射角锚固体水平预加筋浆强度(m)(MN/m)(度)直径(mm)力(kN)fb(kPa)物理参数:桩混凝土强度等级:C30桩纵筋合力点到外皮距离:120(mm)桩纵筋级别:HRB400桩箍筋级别:HRB400桩箍筋间距:200(mm)场地环境:一般地区墙后填土内摩擦角:53.000(度)墙背与墙后填土摩擦角:20.000(度)墙后填土容重:25.600(kN/m3)横坡角以上填土的土摩阻力(kPa):120.00横坡角以下填土的土摩阻力(kPa):120.00坡线与滑坡推力:坡面线段数:2折线序号水平投影长(m)竖向投影长(m)115.0000.00025.0000.000地面横坡角度:0.000(度)墙顶标高:0.000(m)参数名称参数值推力分布类型矩形桩后剩余下滑力水平分力335.400(kN/m)桩前剩余抗滑力水平分力0.000(kN/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：结构重要性系数取1.100=====================================================================第1种情况:滑坡推力作用情况[桩身所受推力计算]假定荷载矩形分布:桩后:上部=243.927(kN/m)下部=243.927(kN/m)桩前:上部=0.000(kN/m)下部=0.000(kN/m)桩前分布长度=0.000(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=4561.943(kN-m)距离桩顶6.237(m)面侧最大弯矩=0.000(kN-m)距离桩顶0.000(m)最大剪力=2430.332(kN)距离桩顶8.816(m)最大位移=68(mm)点号距顶距离弯矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-67.75-0.00020.1834.509-49.192-66.23-0.00030.36718.037-98.384-64.70-0.00040.55040.583-147.576-63.17-0.00050.73372.148-196.768-61.65-0.00060.917112.732-245.960-60.12-0.00071.100162.334-295.152-58.60-0.00081.283220.954-344.344-57.08-0.00091.467288.593-393.536-55.55-0.000101.650365.251-442.728-54.03-0.000111.833450.927-491.920-52.51-0.000122.017545.621-541.112-50.99-0.000132.200649.334-590.304-49.48-0.000142.383762.066-639.496-47.96-0.000152.567883.816-688.688-46.45-0.000162.7501014.585-737.880-44.94-0.000172.9331154.372-787.072-43.44-0.000183.1171303.178-836.264-41.94-0.000193.3001461.003-885.456-40.45-0.000203.4831627.845-934.648-38.96-0.000213.6671803.707-983.840-37.48-0.000223.8501988.587-1033.032-36.01-0.000234.0332182.485-1082.224-34.54-0.000244.2172385.402-1131.416-33.08-0.000254.4002597.338-1180.608-31.63-0.000264.5832818.292-1229.800-30.20-0.000274.7673048.265-1278.992-28.77-0.000284.9503287.256-1328.184-27.36-0.000295.1333535.265-1377.376-25.96-0.000305.3173792.293-1426.568-24.57-0.000315.5004058.340-1475.760-23.20-581.310325.6844290.833-1060.992-21.83-1091.748335.8684449.232-671.156-20.49-1024.503346.0534538.101-305.930-19.16-958.152356.2374561.94335.018-17.85-892.710366.4214525.199352.025-16.56-828.184376.6054432.250645.427-15.29-764.566386.7894287.411915.554-14.04-701.838396.9744094.9401162.729-12.80-639.970407.1583859.0371387.262-11.58-578.924417.3423583.8441589.447-10.37-518.653427.5263273.4511769.560-9.18-459.101437.7112931.9001927.853-8.00-400.207447.8952563.1892064.557-6.84-341.901458.0792171.2752179.875-5.68-284.110468.2631760.0782273.981-4.54-226.754478.4471333.4912347.022-3.40-169.752488.632895.3872399.111-2.26-113.018498.816449.6092430.332-1.13-56.464509.0000.0001220.366-0.00-0.000(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)1-0.0003000300019120.1833000300019130.3673000300019140.5503000300019150.7333000300019160.9173000300019171.1003000300019181.2833000300019191.46730003000191101.65030003000191111.83330003000191122.01730003000191132.20030003000191142.38330003000191152.56730003000191162.75030003000191172.93330003000191183.11730003000191193.30030003202191203.48330003540191213.66730003899191223.85030004279191234.03330004680191244.21730005103191254.40030005548191264.58330006017191274.76730006509191284.95030007026191295.13330007567191305.31730008135191315.50030008729191325.68430009255191335.86830009616191346.05330009820191356.23730009875191366.42130009790191376.60530009577191386.78930009247191396.97430008812191407.15830008283191417.34230007674191427.52630006996191437.71130006259220447.89530005476275458.07930004656321468.26330003810359478.44730003000389488.63230003000410498.81630003000422509.00030003000191=====================================================================6.2.2B型抗滑桩（临时工况）抗滑动桩验算计算项目：8剖面抗滑桩（B型临时工况）原始条件:墙身尺寸:桩总长:21.000(m)嵌入深度:7.000(m)截面形状:方桩桩宽:1.500(m)桩高:2.000(m)桩间距:4.000(m)嵌入段土层数:1桩底支承条件:铰接计算方法:K法土层序号土层厚(m)重度(kN/m3)内摩擦角(度)土摩阻力(kPa)K(MN/m3)被动土压力调整系数150.00018.00015.00120.0070.0001.000桩前滑动土层厚:0.000(m)锚杆（索）参数:锚杆道数:0锚杆号锚杆类型竖向间距水平刚度入射角锚固体水平预加筋浆强度(m)(MN/m)(度)直径(mm)力(kN)fb(kPa)物理参数:桩混凝土强度等级:C30桩纵筋合力点到外皮距离:120(mm)桩纵筋级别:HRB400桩箍筋级别:HRB400桩箍筋间距:200(mm)场地环境:一般地区墙后填土内摩擦角:53.000(度)墙背与墙后填土摩擦角:20.000(度)墙后填土容重:20.000(kN/m3)横坡角以上填土的土摩阻力(kPa):120.00横坡角以下填土的土摩阻力(kPa):120.00坡线与滑坡推力:坡面线段数:2折线序号水平投影长(m)竖向投影长(m)115.0001.00025.0000.000地面横坡角度:0.000(度)墙顶标高:0.000(m)参数名称参数值推力分布类型矩形桩后剩余下滑力水平分力347.050(kN/m)桩前剩余抗滑力水平分力0.000(kN/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：结构重要性系数取1.100=====================================================================第1种情况:滑坡推力作用情况[桩身所受推力计算]假定荷载矩形分布:桩后:上部=99.157(kN/m)下部=99.157(kN/m)桩前:上部=0.000(kN/m)下部=0.000(kN/m)桩前分布长度=0.000(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=11443.822(kN-m)距离桩顶14.875(m)面侧最大弯矩=0.000(kN-m)距离桩顶0.000(m)最大剪力=2745.783(kN)距离桩顶20.563(m)最大位移=61(mm)点号距顶距离弯矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-60.81-0.00020.4249.816-46.273-59.07-0.00030.84839.262-92.547-57.33-0.00041.27388.340-138.820-55.59-0.00051.697157.049-185.093-53.85-0.00062.121245.389-231.367-52.11-0.00072.545353.360-277.640-50.37-0.00082.970480.962-323.913-48.64-0.00093.394628.196-370.187-46.91-0.000103.818795.060-416.460-45.18-0.000114.242981.556-462.733-43.45-0.000124.6671187.682-509.007-41.74-0.000135.0911413.440-555.280-40.03-0.000145.5151658.829-601.553-38.32-0.000155.9391923.849-647.827-36.63-0.000166.3642208.500-694.100-34.95-0.000176.7882512.782-740.373-33.28-0.000187.2122836.696-786.647-31.63-0.000197.6363180.240-832.920-30.00-0.000208.0613543.416-879.193-28.38-0.000218.4853926.223-925.467-26.79-0.000228.9094328.660-971.740-25.22-0.000239.3334750.729-1018.013-23.67-0.000249.7585192.429-1064.287-22.15-0.0002510.1825653.760-1110.560-20.67-0.0002610.6066134.723-1156.833-19.22-0.0002711.0306635.316-1203.107-17.80-0.0002811.4557155.541-1249.380-16.43-0.0002911.8797695.396-1295.653-15.09-0.0003012.3038254.884-1341.927-13.81-0.0003112.7278834.001-1388.200-12.57-0.0003213.1529432.750-1434.474-11.39-0.0003313.57610051.130-1480.747-10.26-0.0003414.00010689.141-1527.020-9.20-326.8073514.43811203.199-862.494-8.16-571.4233614.87511443.822-274.308-7.20-504.1183715.31311443.219243.049-6.31-441.9063815.75011231.155695.148-5.50-384.7893916.18810834.9641087.510-4.75-332.6744016.62510279.5831425.513-4.08-285.3874117.0639587.6411714.300-3.47-242.6814217.5008779.5711958.714-2.92-204.2474317.9387873.7662163.231-2.42-169.7284418.3756886.7432331.914-1.98-138.7194518.8135833.3412468.359-1.58-110.7814619.2504726.9292575.670-1.22-85.4444719.6883579.6302656.421-0.89-62.2164820.1252402.5612712.640-0.58-40.5834920.5631206.0712745.783-0.29-20.0235021.0000.0001378.367-0.00-0.000(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)1-0.0006000600028620.4246000600028630.8486000600028641.2736000600028651.6976000600028662.1216000600028672.5456000600028682.9706000600028693.39460006000286103.81860006000286114.24260006000286124.66760006000286135.09160006000286145.51560006000286155.93960006000286166.36460006000286176.78860006000286187.21260006000286197.63660006000286208.06160006000286218.48560006184286228.90960006781286239.33360007411286249.758600080742862510.182600087712862610.606600095022862711.0306000102682862811.4556000110702862911.8796000119092863012.3036000127852863112.7276000137002863213.1526000146552863313.5766000156502863414.0006000166862863514.4386000175302863614.8756000179272863715.3136000179262863815.7506000175762863916.1886000169252864016.6256000160202864117.0636000149032864217.5006000136142864317.9386000121882864418.3756000106552864518.813600090432864619.250600073762864719.688600060002864820.125600060002864920.563600060002865021.00060006000286=====================================================================6.2.3B型抗滑桩（永久工况）抗滑动桩验算计算项目：8剖面抗滑桩（B型永久工况）原始条件:墙身尺寸:桩总长:21.000(m)嵌入深度:13.000(m)截面形状:方桩桩宽:1.500(m)桩高:2.000(m)桩间距:4.000(m)嵌入段土层数:2桩底支承条件:铰接计算方法:K法土层序号土层厚(m)重度(kN/m3)内摩擦角(度)土摩阻力(kPa)K(MN/m3)被动土压力调整系数16.00018.00015.00120.000.0001.000250.00018.00015.00120.0070.0001.000桩前滑动土层厚:0.000(m)锚杆（索）参数:锚杆道数:0锚杆号锚杆类型竖向间距水平刚度入射角锚固体水平预加筋浆强度(m)(MN/m)(度)直径(mm)力(kN)fb(kPa)物理参数:桩混凝土强度等级:C30桩纵筋合力点到外皮距离:120(mm)桩纵筋级别:HRB400桩箍筋级别:HRB400桩箍筋间距:200(mm)场地环境:一般地区墙后填土内摩擦角:53.000(度)墙背与墙后填土摩擦角:20.000(度)墙后填土容重:20.000(kN/m3)横坡角以上填土的土摩阻力(kPa):120.00横坡角以下填土的土摩阻力(kPa):120.00坡线与滑坡推力:坡面线段数:2折线序号水平投影长(m)竖向投影长(m)115.0001.00025.0000.000地面横坡角度:0.000(度)墙顶标高:0.000(m)参数名称参数值推力分布类型矩形桩后剩余下滑力水平分力122.390(kN/m)桩前剩余抗滑力水平分力0.000(kN/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：结构重要性系数取1.100=====================================================================第1种情况:滑坡推力作用情况[桩身所受推力计算]假定荷载矩形分布:桩后:上部=61.195(kN/m)下部=61.195(kN/m)桩前:上部=0.000(kN/m)下部=0.000(kN/m)桩前分布长度=0.000(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=5649.563(kN-m)距离桩顶15.129(m)面侧最大弯矩=0.000(kN-m)距离桩顶0.000(m)最大剪力=1310.643(kN)距离桩顶20.581(m)最大位移=30(mm)点号距顶距离弯矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-30.07-0.00020.4215.967-28.343-29.19-0.00030.84223.868-56.686-28.30-0.00041.26353.702-85.029-27.42-0.00051.68495.471-113.372-26.54-0.00062.105149.173-141.715-25.66-0.00072.526214.810-170.058-24.78-0.00082.947292.380-198.401-23.90-0.00093.368381.884-226.744-23.02-0.000103.789483.322-255.087-22.15-0.000114.211596.694-283.429-21.27-0.000124.632721.999-311.772-20.40-0.000135.053859.239-340.115-19.54-0.000145.4741008.412-368.458-18.68-0.000155.8951169.519-396.801-17.83-0.000166.3161342.561-425.144-16.98-0.000176.7371527.536-453.487-16.14-0.000187.1581724.444-481.830-15.31-0.000197.5791933.287-510.173-14.49-0.000208.0002154.064-538.516-13.68-0.000218.4192379.893-538.516-12.89-0.000228.8392605.723-538.516-12.11-0.000239.2582831.552-538.516-11.35-0.000249.6773057.381-538.516-10.61-0.0002510.0973283.210-538.516-9.88-0.0002610.5163509.039-538.516-9.17-0.0002710.9353734.869-538.516-8.48-0.0002811.3553960.698-538.516-7.81-0.0002911.7744186.528-538.516-7.17-0.0003012.1944412.357-538.516-6.55-0.0003112.6134638.186-538.516-5.96-0.0003213.0324864.016-538.516-5.39-0.0003313.4525089.844-538.516-4.85-0.0003413.8715315.674-538.516-4.35-0.0003514.2905541.503-396.527-3.87-270.8723614.7105648.245-128.840-3.43-239.7923715.1295649.563107.474-3.01-211.0223815.5485558.105314.838-2.64-184.5653915.9685385.505495.657-2.29-160.3824016.3875142.394652.279-1.98-138.4044116.8064838.432786.963-1.69-118.5334217.2264482.360901.854-1.44-100.6434317.6454082.039998.952-1.21-84.5904418.0653644.5291080.096-1.00-70.2084518.4843176.1511146.946-0.82-57.3214618.9032682.5751200.967-0.65-45.7354719.3232168.8891243.417-0.50-35.2484819.7421639.7071275.340-0.37-25.6504920.1611099.2511297.552-0.24-16.7245020.581551.4391310.643-0.12-8.2495121.0000.000657.484-0.00-0.000(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)1-0.0006000600028620.4216000600028630.8426000600028641.2636000600028651.6846000600028662.1056000600028672.5266000600028682.9476000600028693.36860006000286103.78960006000286114.21160006000286124.63260006000286135.05360006000286145.47460006000286155.89560006000286166.31660006000286176.73760006000286187.15860006000286197.57960006000286208.00060006000286218.41960006000286228.83960006000286239.25860006000286249.677600060002862510.097600060002862610.516600060002862710.935600060002862811.355600062352862911.774600065702863012.194600069062863112.613600072432863213.032600075812863313.452600079202863413.871600082602863514.290600086012863614.710600087632863715.129600087652863815.548600086262863915.968600083652864016.387600079992864116.806600075432864217.226600070102864317.645600064152864418.065600060002864518.484600060002864618.903600060002864719.323600060002864819.742600060002864920.161600060002865020.581600060002865121.000600060002866.2.4C型抗滑桩（临时工况）抗滑动桩验算计算项目：2剖面抗滑桩（C型临时工况）原始条件:墙身尺寸:桩总长:23.000(m)嵌入深度:1