仪器仪表基地(蔡家)三期项目地下车库边坡支护设计计算书

PAGE仪器仪表基地(蔡家)三期项目地下车库边坡支护设计计算书1任务概况仪器仪表基地(蔡家)三期-智能调节阀数字化工厂工程位于重庆市北碚区蔡家，项目总建筑面积36450m2，项目新建研发厂房中地下车库面积约6118.75m2，根据地下车库设计高程，开挖车库基坑时，将形成高度约6.50m的基坑边坡，为岩质及土质边坡。受重庆川仪自动化股份有限公司（建设方)委的托，我公司承担该基坑边坡的支护设计工作,在经济合理的条件下，对地下车库基坑边坡进行支护设计。边坡破坏后果较严重，边坡安全等级为一级、二级。该基坑边坡为临时性边坡，边坡设计合理使用年限为2年。2设计依据（1）《设计委托书》；（2）《设计合同》；（3）《建筑总图》；（4）《仪器仪表基地(蔡家)三期-智能调节阀数字化工厂工程工程地质勘察报告（直接详勘）》（重庆中科勘测设计有限公司，2021年7月）（经审图机构审查合格）；（5）有关规范及图集1）《建筑边坡工程技术规范》（GB50330-2013）；2）《混凝土结构设计规范》（GB50010-2010）(2015年版)；3）《建筑地基基础设计规范》（GB50007-2011）；4）《建筑抗震设计规范》（GB50011-2010）(2016年版)；5）《建筑结构荷载规范》（GB50009-2012）；6）《建筑工程施工质量验收统一标准》(GB50300-2013)；7）《砌体结构设计规范》（GB50003-2011）；8）《建筑桩基技术规范》(JGJ94-2008)；9）《建筑基坑支护技术规程》（JGJ120-2012）。3岩土设计参数根据《勘察报告》的试验成果，场地内岩土体的设计参数取值如下表4-1：见表4.1。表4.1岩土体物理力学指标建议值（本表格摘至《勘察报告》表3.4.2）序号项目单位素填土粉质粘土强风化泥岩中等风化泥岩强风化砂岩中等风化砂岩1重度天然kN/m320.0*20.124.5*25.5*24.0*24.8*饱和20.5*20.42抗压强度标准值天然MPa///6.88/19.2饱和MPa///4.35/13.83基底摩擦系数//0.250.350.400.400.504地基承载力特征值（kPa）/150*300*2497500*64835压缩模量EsMPa/4.71////6岩体变形强度变形模量MPa5.0*//700*/2500*弹性模量MPa980*3050*泊松比0.33*0.17*7桩的极限侧阻力标准值kPa/50*150*/200*/8水平抗力系数（岩体）MN/m3///65*/290*9水平抗力系数的比例系数（土体）MN/m46*10*10*/40*/10岩土与锚固体极限粘结强度标准值kPa/40*/300*/600*11抗剪强度C（天然）(kPa)3*28.85/320*/980*φ（天然）（°）28*12.06/31.0/32.5*12抗拉强度kPa152*51013临时边坡坡率允许值(不受外倾结构面控制时)（H＜5m）1:1.501:1.251:0.751:0.501:0.501：0.50（5≤H＜10m）1:1.751:1.501:1.001:0.751:0.751:0.5014岩体破裂角(不受外倾结构面控制时)（°）60.561.25根据现场调查结构面发育情况，结合地区经验，场地岩层层面为软弱结构面，结合很差，岩层层面粘聚力标准值c取30kPa，内摩擦角标准值φ取15°；Ⅰ组裂隙裂隙面内摩擦角标准值：φ=18°，粘聚力标准值：c=50kPa；Ⅱ组裂隙裂隙面内摩擦角标准值：φ=18°，粘聚力标准值：c=50kPa。岩土界面的抗剪强度值取粉质粘土的抗剪强度值。粉质粘土已完成自身固结，可不考虑负摩阻力系数。土岩界面（粉质粘土）天然抗剪强度值：c取20kPa，φ取13°；饱和：c取13kPa，φ取9°；土岩界面（填土材料为粉质粘土夹泥岩碎块石，且压实系数不低于0.90）天然抗剪强度值：c取5kPa，φ取25°；饱和：c取3kPa，φ取18°。现状填土的岩土界面天然抗剪强度值：c取3kPa，φ取18°；饱和：c取1kPa，φ取15°。设计标准及相关参数1、坡顶荷载：边坡坡顶考虑道路荷载取10.0kPa。2、岩质边坡坡脚线距离坡顶市政管线a<0.5H，主动岩石压力修正系数β1取1.45。3、工程安全等级：西侧fg段、ag段基坑边坡安全等级为一级，安全系数取1.25；其余段基坑边坡安全等级为二级，安全系数取1.20。4、工程使用年限：临时基坑边坡设计合理使用年限2年。5、计算软件选用理正岩土计算6.5版。4边坡支护设计根据《勘察报告》及现场的实际情况，结合工程地质特征以及边坡稳定性分析，场地基坑边坡采用以下支护方案：（1）南侧ab段、东侧bc段基坑边坡为岩质边坡，为切向坡，该岩质边坡稳定性主要受岩体强度控制，基坑边坡具备放坡条件，采用放坡+护面+截排水支护方案，南侧ab段、东侧bc段基坑边坡为岩质边坡，边坡高度5.25~6.5m，采用1：0.75坡率放坡；坡面喷射M30砂浆护面，喷射砂浆厚度为80mm。（2）东侧cd段、de段、北侧ef段基坑边坡具备放坡条件，采用放坡+护面+截排水支护方案，东侧cd段基坑边坡为岩土质混合边坡，边坡高度5.25m，采用强风化基岩1：1.10、土层1：1.50坡率放坡；东侧de段、北侧ef段基坑边坡为土质边坡，易沿土体内部呈圆弧状产生滑塌，边坡高度5.50m，采用1：1.50坡率放坡；坡面喷射M30砂浆护面，喷射砂浆厚度为80mm。（3）西侧fg段基坑边坡为土质边坡，边坡高度5.50m，易沿土体内部呈圆弧状滑动破坏，边坡与坡顶DN1200管线距离较近，采用抗滑桩支护，抗滑桩编号B1#-B15#，抗滑桩桩径1.5m,桩间距4.0m，共15根，桩长9.2~11.30m,桩深入车库底板下不小于4.6m。桩间设置200mm厚桩间挡板，桩顶设置1.5m*0.8m的连梁。（4）西侧ag段基坑边坡，为顺向岩质边坡，边坡倾向与L1裂隙、岩层面同向，对边坡稳定性影响不利；岩层层面倾角26°，边坡岩体类型为IV类，等效内摩擦角取50°，岩体破裂角取60.5°。考虑该段基坑边坡为岩质顺向边坡，且与坡顶DN1200管线距离较近，该段基坑边坡采用抗滑桩支护，边坡高度5.5~6.5m，抗滑桩编号A1#-A17#，抗滑桩桩径1.3m,桩间距4.5m，共17根，桩长8.70m,桩深入车库底板下不小于4.1m。桩间设置200mm桩间挡板，桩顶设置1.3m*0.8m的连梁。（5）在距离坡顶5m处及坡脚处修建截排水沟，过水断面为50cm×50cm。5边坡支护设计计算5.1、ag段2剖面抗滑桩支护该段为岩质边坡，边坡与L1裂隙、岩层面同向，对边坡稳定性影响不利，边坡为顺向坡，L1裂隙、岩层层面为外倾结构面，根据《勘察报告》的岩土参数，分别验算边坡沿L1裂隙、岩层层面的平面滑动稳定性，如表5.1-1，安全系数>1.20，边坡不易沿L1裂隙、岩层层面产生平面滑动。表5.1-1L1裂隙、岩层层面的平面滑动稳定计算表计算项目重度边坡高度滑面倾角内摩擦角内聚力块体重量下滑力抗滑力稳定系数KN/m3m°°kPakNkN/mkN/m沿L1裂隙24.86.1631850235.097209.47376.991.800沿岩层层面24.86.1261530946.018414.71645.291.556在考虑裂隙水压力的作用下，验算边坡沿岩层层面的平面滑动稳定性，如表5.1-2，在1倍坡高，考虑65%裂隙水压下情况下，稳定系数最小为1.02，剩余下滑力最大为283.0-287.2/1.25=53.24kN/m。表5.1-2考虑裂隙水压力的岩层层面的平面滑动稳定计算表根据《建筑边坡工程技术规范》6.3.3章节，该段边坡存在外倾结构面，侧向岩压力应分别以外倾结构面的参数计算和以岩体等效内摩擦角按侧向土压力方法计算侧向岩石压力，取两种结果的较大值。根据《建筑边坡工程技术规范》(GB50330-2013)6.3.1条、6.3.1条，计算主动岩土压力：表5.1-2按L1裂隙外倾结构面的岩质边坡侧向岩石压力计算表表5.1-3按岩层层面外倾结构面的岩质边坡侧向岩石压力计算表根据《建筑边坡工程技术规范》(GB50330-2013)6.2.3条，计算主动岩土压力：表5.1-4按等效内摩擦角的边坡侧向岩石压力计算表岩土主动压力E=63.46×β1×1.15=105.8kN/m抗滑动桩验算计算项目：抗滑桩6原始条件:墙身尺寸:桩总长:9.500(m)嵌入深度:4.100(m)截面形状:圆桩桩径:1.300(m)桩间距:4.500(m)嵌入段土层数:1桩底支承条件:自由计算方法: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110.00024.80031.001.0065.0001.000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:80(mm)桩纵筋级别:HRB400桩箍筋级别:HRB400桩箍筋间距:200(mm)桩配筋形式:纵筋均匀配筋场地环境:一般地区墙后填土内摩擦角:35.000(度)墙背与墙后填土摩擦角:18.000(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:1折线序号水平投影长(m)竖向投影长(m)15.0000.000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三角形桩后剩余下滑力水平分力105.800(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：内力计算时，滑坡推力、库仑土压力分项(安全)系数=1.300=====================================================================第1种情况:滑坡推力作用情况[桩身所受推力计算]假定荷载三角形分布:桩后:上部=0.000(kN/m)下部=176.333(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=1315.392(kN-m)距离桩顶6.181(m)面侧最大弯矩=0.000(kN-m)距离桩顶0.000(m)最大剪力=618.930(kN)距离桩顶5.400(m)最大位移=29(mm)点号距顶距离弯矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)10.0000.0000.000-28.700.00020.1930.051-0.789-27.940.00030.3860.406-3.158-27.180.00040.5791.370-7.105-26.410.00050.7713.248-12.631-25.650.00060.9646.344-19.736-24.890.00071.15710.962-28.420-24.130.00081.35017.407-38.683-23.360.00091.54325.984-50.525-22.600.000101.73636.997-63.946-21.840.000111.92950.750-78.945-21.080.000122.12167.549-95.524-20.320.000132.31487.697-113.681-19.560.000142.507111.499-133.417-18.800.000152.700139.259-154.732-18.040.000162.893171.283-177.627-17.280.000173.086207.874-202.100-16.520.000183.279249.337-228.152-15.770.000193.471295.977-255.782-15.020.000203.664348.097-284.992-14.270.000213.857406.004-315.781-13.520.000224.050470.000-348.148-12.780.000234.243540.391-382.094-12.040.000244.436617.481-417.620-11.310.000254.629701.574-454.724-10.580.000264.821792.976-493.407-9.860.000275.014891.990-533.669-9.140.000285.207998.921-575.510-8.440.000295.4001114.074-618.930-7.74-253.029305.5951215.069-424.810-7.04-457.677315.7901279.952-248.853-6.36-413.094325.9861312.240-90.761-5.68-369.262336.1811315.39249.773-5.02-326.201346.3761292.805173.059-4.37-283.911356.5711247.817279.408-3.73-242.381366.7671183.703369.120-3.10-201.585376.9621103.684442.486-2.48-161.484387.1571010.923499.777-1.88-122.032397.352908.534541.243-1.28-83.174407.548799.581567.113-0.69-44.851417.743687.089577.591-0.11-6.999427.938574.045572.8520.4730.448438.133463.404553.0481.0467.558448.329358.093518.3021.61104.393458.524261.020468.7112.17141.017468.719175.073404.3512.73177.486478.914103.130325.2733.29213.851489.11048.061231.5113.85250.153499.30512.731123.0844.41286.425509.5000.00032.6034.96322.687(二)桩身配筋计算点号距顶距离 全部纵筋箍筋(m)(mm2)(mm2)10.000730021820.193730021830.386730021840.579730021850.771730021860.964730021871.157730021881.350730021891.5437300218101.7367300218111.9297300218122.1217300218132.3147300218142.5077300218152.7007300218162.8937300218173.0867300218183.2797300218193.4717300218203.6647300218213.8577300218224.0507300218234.2437300218244.4367300218254.6297300218264.8217300218275.0147300218285.2077300218295.4007300218305.5957300218315.7907300218325.9867300218336.1817300218346.3767300218356.5717300218366.7677300218376.9627300218387.1577300218397.3527300218407.5487300218417.7437300218427.9387300218438.1337300218448.3297300218458.5247300218468.7197300218478.9147300218489.1107300218499.3057300218509.5007300218=====================================================================第2种情况:库仑土压力(一般情况)[土压力计算]计算高度为5.400(m)处的库仑主动土压力第1破裂角：30.330(度)Ea=71.693Ex=68.184Ey=22.154(kN)作用点高度Zy=1.800(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=847.722(kN-m)距离桩顶6.181(m)面侧最大弯矩=0.000(kN-m)距离桩顶0.000(m)最大剪力=398.878(kN)距离桩顶5.400(m)最大位移=18(mm)点号距顶距离弯矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)10.0000.0000.000-18.500.00020.1930.033-0.509-18.000.00030.3860.262-2.035-17.510.00040.5790.883-4.579-17.020.00050.7712.093-8.140-16.530.00060.9644.088-12.719-16.040.00071.1577.065-18.316-15.550.00081.35011.218-24.930-15.060.00091.54316.746-32.561-14.570.000101.73623.843-41.211-14.070.000111.92932.707-50.877-13.580.000122.12143.533-61.561-13.090.000132.31456.517-73.263-12.600.000142.50771.857-85.983-12.110.000152.70089.747-99.719-11.620.000162.893110.385-114.474-11.140.000173.086133.967-130.246-10.650.000183.279160.688-147.035-10.160.000193.471190.746-164.842-9.680.000203.664224.336-183.667-9.200.000213.857261.654-203.509-8.720.000224.050302.898-224.369-8.240.000234.243348.262-246.246-7.760.000244.436397.944-269.141-7.290.000254.629452.139-293.053-6.820.000264.821511.044-317.983-6.350.000275.014574.855-343.930-5.890.000285.207643.768-370.895-5.440.000295.400717.979-398.878-4.99-163.068305.595783.067-273.775-4.54-294.956315.790824.882-160.376-4.10-266.224325.986845.690-58.492-3.66-237.976336.181847.72232.077-3.23-210.224346.376833.165111.530-2.81-182.970356.571804.172180.068-2.40-156.206366.767762.853237.884-2.00-129.914376.962711.284285.166-1.60-104.070387.157651.503322.087-1.21-78.645397.352585.516348.811-0.82-53.603407.548515.300365.483-0.44-28.905417.743442.804372.236-0.07-4.511427.938369.951369.1820.3019.623438.133298.647356.4190.6743.538448.329230.778334.0261.0467.278458.524168.217302.0671.4090.880468.719112.828260.5891.76114.383478.91466.464209.6262.12137.819489.11030.974149.2002.48161.214499.3058.20479.3232.84184.590509.5000.00021.0113.20207.960(二)桩身配筋计算点号距顶距离 全部纵筋箍筋(m)(mm2)(mm2)10.000730021820.193730021830.386730021840.579730021850.771730021860.964730021871.157730021881.350730021891.5437300218101.7367300218111.9297300218122.1217300218132.3147300218142.5077300218152.7007300218162.8937300218173.0867300218183.2797300218193.4717300218203.6647300218213.8577300218224.0507300218234.2437300218244.4367300218254.6297300218264.8217300218275.0147300218285.2077300218295.4007300218305.5957300218315.7907300218325.9867300218336.1817300218346.3767300218356.5717300218366.7677300218376.9627300218387.1577300218397.3527300218407.5487300218417.7437300218427.9387300218438.1337300218448.3297300218458.5247300218468.7197300218478.9147300218489.1107300218499.3057300218509.50073002185.2、ag段4剖面抗滑桩支护该段为土质边坡，岩土界线较陡，土体易沿岩土界面滑动。采用拆线滑动法验算，根据《勘察报告》岩土参数，计算4剖面JP1-JP6段土体沿岩土界面滑动的产生的剩余下滑力，现状填土的岩土界面抗剪强度值饱和状态下：c取1kPa，φ取15°，计算边坡土体沿岩土界面的剩余下滑力如下：在饱和状态下拆线滑动法整体稳定系数为1.12，在抗滑桩支挡的E4位置，边坡土体沿岩土界面的剩余下滑力为7.71kN/m。剩余下滑力小于ag段4剖面岩土主动土压力，采用同ag段4剖面的抗滑桩进行支护，边坡稳定。5.3、gf段6剖面抗滑桩支护该段为土质边坡，挖方段土体主要为素填土，基岩面埋深大，开挖后不会沿基岩面发生滑动，易沿土体内部呈圆弧状产生滑动。根据《建筑边坡工程技术规范》(GB50330-2013)6.2.3条，计算主动岩土压力：用理正6.5自动搜索危险面，计算土体圆弧滑动剩余最大下滑力：计算项目：等厚土层土坡稳定计算1[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3坡面线号水平投影(m)竖直投影(m)超载数10.0005.000020.7500.500036.0000.0001超载1距离0.500(m)宽5.000(m)荷载(10.00--10.00kPa)270.00(度)[土层信息]上部土层数1层号层厚重度饱和重度粘结强度孔隙水压(m)(kN/m3)(kN/m3)(kpa)力系数110.00020.5001.000层号粘聚力内摩擦角水下粘聚水下内摩(kPa)(度)力(kPa)擦角(度)13.00028.000层号十字板强度增十字板羲强度增长系(kPa)长系数下值(kPa)数水下值1================================================================下部土层数1层号层厚重度饱和重度粘结强度孔隙水压(m)(kN/m3)(kN/m3)(kpa)力系数110.00020.5001.000层号粘聚力内摩擦角水下粘聚水下内摩(kPa)(度)力(kPa)擦角(度)13.00028.000层号十字板强度增十字板羲强度增长系(kPa)长系数下值(kPa)数水下值1不考虑水的作用[计算条件]圆弧稳定分析方法:Bishop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:0.500(m)搜索时的圆心步长:0.500(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=(-1.950,4.980)(m)滑动半径=5.288(m)滑动安全系数=0.750起始x终止xliCi謎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m鑙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)0.0000.37523.8600.4103.00028.0038.270.000.000.000.000.0015.4817.871.201220.000.000.3750.75028.3920.4263.00028.0038.770.000.000.000.000.0018.4417.871.216710.000.000.7501.18133.5060.5183.00028.0043.540.000.000.000.000.0024.0419.961.225060.000.001.1811.61339.3320.5583.00028.0040.720.000.000.00-0.003.6328.1120.341.222680.000.001.6132.04445.7020.6183.00028.0037.200.000.000.00-0.004.3129.7119.381.205630.000.002.0442.47552.9300.7163.00028.0032.720.000.000.00-0.004.3129.5517.961.168280.000.002.4752.90761.7540.9133.00028.0026.650.000.000.00-0.004.3127.2716.181.097590.000.002.9073.33878.3492.1513.00028.0013.850.000.000.00-0.004.3117.7912.220.896070.000.00总的下滑力=190.382(kN)总的抗滑力=143.344(kN)土体部分下滑力=190.382(kN)土体部分抗滑力=143.344(kN)（注意：土体部分抗滑力=土体底部抗滑力+土体竖向抗滑力）土体底部抗滑力=141.784(kN)土体竖向抗滑力=1.560(kN)筋带在滑弧切向产生的抗滑力=0.000(kN)筋带在滑弧法向产生的抗滑力 =0.000(kN)圆弧滑动剩余下滑力190.382-143.344/1.25=75.7kN/mgf段6剖面抗滑桩支护的剩余下滑力取主动土压力和土体圆弧滑动剩余下滑力两者的最大值97.92kN/m，gf段6剖面抗滑桩支护剩余下滑力取97.92kN/。由于该段为土质边坡，嵌岩段为素填土和强风化基岩，按M法进行抗滑桩设计，计算过程如下：抗滑动桩验算计算项目：抗滑桩8原始条件:墙身尺寸:桩总长:9.600(m)嵌入深度:5.000(m)截面形状:圆桩桩径:1.500(m)桩间距:4.000(m)嵌入段土层数:2桩底支承条件:自由计算方法:M法土层序号土层厚(m)重度(kN/m3)内摩擦角(度)土摩阻力(kPa)M(MN/m4)被动土压力调整系数12.50020.50028.001.006.0001.00024.00021.00031.001.0010.0001.000初始弹性系数A:0.000(MN/m3)初始弹性系数A1:0.000(MN/m3)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:80(mm)桩纵筋级别:HRB400桩箍筋级别:HRB400桩箍筋间距:200(mm)桩配筋形式:纵筋均匀配筋场地环境:一般地区墙后填土内摩擦角:28.000(度)墙背与墙后填土摩擦角:28.000(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:1折线序号水平投影长(m)竖向投影长(m)15.0000.000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三角形桩后剩余下滑力水平分力97.920(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：内力计算时，滑坡推力、库仑土压力分项(安全)系数=1.300=====================================================================第1种情况:滑坡推力作用情况[桩身所受推力计算]假定荷载三角形分布:桩后:上部=0.000(kN/m)下部=170.296(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:m法 背侧——为挡土侧；面侧——为非挡土侧。背侧最大弯矩=1365.468(kN-m)距离桩顶6.523(m)面侧最大弯矩=0.000(kN-m)距离桩顶0.000(m)最大剪力=693.463(kN)距离桩顶8.446(m)最大位移=77(mm)点号距顶距离弯矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)10.0000.0000.000-76.880.00020.2000.064-0.963-75.000.00030.4000.513-3.850-73.120.00040.6001.733-8.663-71.240.00050.8004.107-15.401-69.360.00061.0008.021-24.064-67.480.00071.20013.861-34.651-65.600.00081.40022.010-47.164-63.720.00091.60032.855-61.603-61.840.000101.80046.779-77.966-59.960.000112.00064.169-96.254-58.080.000122.20085.409-116.467-56.200.000132.400110.885-138.606-54.330.000142.600140.980-162.669-52.450.000152.800176.081-188.658-50.570.000163.000216.572-216.572-48.690.000173.200262.838-246.410-46.820.000183.400315.264-278.174-44.950.000193.600374.236-311.863-43.070.000203.800440.138-347.477-41.200.000214.000513.355-385.016-39.340.000224.200594.273-424.480-37.470.000234.400683.276-465.870-35.610.000244.600780.749-509.184-33.750.000254.792878.669-501.204-31.97-36.887264.985973.519-478.150-30.19-69.671275.1771062.573-441.796-28.42-98.368285.3691143.441-393.904-26.65-122.996295.5621214.074-336.232-24.89-143.577305.7541272.761-270.526-23.13-160.133315.9461318.123-198.522-21.38-172.686326.1381349.115-121.947-19.64-181.260336.3311365.025-42.517-17.90-185.880346.5231365.46838.061-16.17-186.570356.7151350.386118.093-14.45-183.353366.9081320.048195.892-12.73-176.251377.1001275.044269.782-11.02-165.286387.2921216.286359.799-9.32-250.794397.4851136.659461.595-7.62-219.731407.6771038.749548.575-5.93-182.310417.869925.669617.992-4.24-138.549428.062801.060667.104-2.56-88.458438.254669.091693.174-0.88-32.041448.446534.454693.4630.8030.705458.638402.374665.2322.4799.787468.831278.596605.7364.14175.216479.023169.398512.2255.81257.010489.21581.586381.9437.48345.184499.40822.497212.1249.15439.754509.6000.00058.49310.81540.732(二)桩身配筋计算点号距顶距离 全部纵筋箍筋(m)(mm2)(mm2)10.000971925220.200971925230.400971925240.600971925250.800971925261.000971925271.200971925281.400971925291.6009719252101.8009719252112.0009719252122.2009719252132.4009719252142.6009719252152.8009719252163.0009719252173.2009719252183.4009719252193.6009719252203.8009719252214.0009719252224.2009719252234.4009719252244.6009719252254.7929719252264.9859719252275.1779719252285.3699719252295.5629719252305.7549719252315.9469719252326.1389719252336.3319719252346.523971925235