下穿通道计算报告

施工图计算报告PAGEPAGEi目录TOC\o"1-3"\u目录i第1章工程概况11.1桥型结构及施工方法11.2主要规范标准11.3设计技术标准11.4采用的软件1第2章下穿通道结构验算32.1材料32.1.1混凝土32.1.2钢材32.2荷载32.3梁各截面承载能力极限状态验算52.3.1主梁正截面抗弯承载能力极限状态验算52.4构件裂缝宽度验算15PAGE62第1章工程概况1.1桥型结构及施工方法本册图纸为通道工程分册，对应道路桩号K0+621.17～K0+731.17。本通道下穿规划花街地块，花街红线宽度为70米。由于拟建花街场平纵坡8%，采用钢筋混凝土下穿通道。通道全长110米（包含进、出就洞门），下穿通道面布置形式为：2.5m(人行道)+4m（车行道）+4m（车行道）+2.5m（人行道）=13m。起止桩号为K0+636.17～K0+716.17，下穿通道采用三心圆曲墙结构，单孔净宽13米，净高5米。通道位于i=0.3%的单向坡上。下穿通道主体工程采用明挖顺筑法施工，地基处理完成后进行仰拱及拱墙施工，拱部施工必须采用机械台车进行模筑具施工，需做专门施工组织设计进行评审。1.2主要规范标准（1）《公路工程技术标准》(JTGB01—2003)（2）《公路隧道设计规范》(JTGD70—2004)（3）《公路隧道通风照明设计规范》(JTJO26.1—1999)（4）《公路路线设计规范》（JTJ011—94（5）《公路路基设计规范》(JTJ013—95)（6）《公路水泥混凝土设计规范》(JTGD40—2002)（7）《公路沥青路面设计规划》(JTJ014—97)（8）《公路工程抗震设计规范》(JTT004—89)（9）《公路隧道施工技术规范》(JTJ02—94)（10）《地下工程防水技术规范》(GB50108—2001)（11）《公路隧道交通工程设计规范》(JTG/TD71—2004)1.3设计技术标准（1）道路等级：城市次干道；（2）通道净宽：2.5m（防撞护栏）+3.5m（车行道）+0.5m（防撞护栏）=3m；（3）设计安全等级：一级，重要性系数γ0=1.1；（4）设计基准期：100年；（5）设计荷载：城-A级；（6）抗震标准：地震基本烈度值为6度，峰值加速度小于0.05g；1.4采用的软件采用“桥梁博士3.0”程序对隧道进行验算。第2章下穿通道结构验算2.1材料2.1.1混凝土洞身：C40砼；表2.1混凝土材料特性表强度等级C40轴心抗压强度设设计值fcd(Mpa))18.4轴心抗拉强度设设计值ftd(Mpa))1.65弹性模量Ec((Mpa))3.25×1004砼的重力密度取25KN/m3。2.1.2钢材1）采用HPB300、HRB400钢筋，材质应符合现形国家标准《钢筋混凝土用热光圆钢筋》（GB1499.1-2008）及《钢筋混凝土用热轧带肋钢筋》（GB1499.2-2007）。2）结构钢筋连接采机械连接，应用与验收按照国家现行标准《钢筋机械连接通用技术规程》（JGJ107-2003）、《钢筋剥肋滚轧直螺纹连接技术规程》（DB50/5027-2004）、《滚轧直螺纹钢筋连接接头》（JG163-2004）的相关规定执行。各钢材的力学指标均按《公路钢筋混凝土及预应力混凝土桥涵设计规范》（JTGD62-2004）表3.2.3-1、表3.2.4取值。表2.2钢材材料特性表钢筋种类HPB300HRB400抗压强度设计值值fsd(Mpa))270330抗拉强度设计值值ftd(Mpa))270330弹性模量Es((Mpa))2.1×10552.0×10552.2荷载2.2.1填土荷载拱顶到两侧由于回填土的厚度不一样，取回填土的容重为20KN/m3，路面结构的容重为24KN/m3采用分块法对拱顶单位进行加载，拱顶距离花街市政道路设计标高为60.56cm，桥梁博士中，恒载分项系数取1.2，活载分项系数取1.4.模型单元纵向长度取位于车行道下面1m作用研究对象，各单元作用荷载计算表如下：荷载计算表作用于

单元号填土

高度（m）恒载分项

系数回填土

荷载（KKN/m）路面结构

荷载（KN/m）总恒载

（KN//m）346.161.2147.845.76153.60355.421.2130.085.76135.84364.721.2113.285.76119.04374.051.297.25.76102.96383.431.282.325.7688.08392.861.268.645.7674.40402.351.256.45.7662.16411.91.245.65.7651.36421.511.236.245.7642.00431.21.228.85.7634.56440.951.222.85.7628.56450.791.218.965.7624.72460.71.216.85.7622.56470.71.216.85.7622.56480.771.218.485.7624.24490.921.222.085.7627.84501.151.227.65.7633.3611.451.234.85.7640.5621.821.243.685.7649.4432.261.254.245.7660.0042.771.266.485.7672.2453.331.279.925.7685.6863.941.294.565.76100.32作用于34号单元的回填土、路面结构荷载及汽车荷载计算如下：2.2.2拱顶汽车荷载根据公路桥涵设计通用规范4.3.4条规定，计算涵洞顶上车辆荷载引起的竖向土压力时，车轮按其着地面积的边缘向下30度角分布。当几个车轮的压力扩散线相重叠时，扩散面积以最外边的扩散线为准：中、后轮着着底宽度及长度为0.6×0.2m，作用于拱顶厚度为60.56cm，按后轮做地宽度向下30度扩散，扩散面积为0.89m×1.29m，，相互车辆荷载影响线不重合，一个车辆后轮轴重为70KN。取汽车冲击系数取1.2，分项系数取1.4。备注：在模型纵向1m的范围内，将四个车轮作用于拱上节点42、44、46、48节点上，通过作用于两个单元分配比较，作用单节点结构为最不利荷载。2.2.3底拱汽车荷载及仰拱回填荷载底拱采用C15混凝土回填，每延米混凝土的重量为。将以上荷载均布作用于11~28单元上，每个单元平均分配荷载为Q单个=398.04/18=22.13KN。本下穿通道为双车道，车辆荷载根据《公路桥涵设计通用规范》作用于断面上，单个车轮重量Q=70×1.4×1.2=117.6KN，将车辆荷载作用于21、23、16、18节点上，通过作用于两个单元分配比较，作用单节点结构为最不利荷载。2.2.4侧墙填土荷载根据规范4.2.3第6条规定，压实填土重力的竖向和水平压力强度标准值可按下式计算：单元号29计算如下：作用于

单元号填土

高度（m）恒载分项

系数侧压系数水平压力（KNN/m)299.331.200.50111.96308.631.200.50103.56317.881.200.5094.56327.121.200.5085.44336.161.200.5073.9265.521.200.5066.2476.261.200.5075.1287.031.200.5084.3697.791.200.5093.48108.471.200.50101.64将荷载作用于单元29~33单元和6~10单元上。2.3计算模型根据设计图纸，本次设计8~10、28~30单元开始段开始加厚，且两侧设置浆砌片石进行护拱，保证在两侧对称、均匀回填的时候不出现偏移，使拱圈受力均匀。在施做底拱的时候，需先对仰拱回填（C15混凝土），使下部结构的刚度更大，不易出现变形，采用竖向支撑模拟与实际结构受力较为接近。将下穿通道断面划分为50个单元，51个节点，取最不利位置，即位于车行道下纵向1m进行计算，计算如图如下：单元编号各单元的信息表2.3所示。表2.3单元信息表单元号节点号材料截面备注1~501~50C40钢筋砼0.6×1m矩矩形截面钢筋混凝土截面面，截面上上、下缘各各配7C28钢筋将本桥的施工分为5个阶段，如表2.4所示。表2.4施工阶段信息表施工阶段施工周期（天）安装单元号支承节点号支撑方向1601~5029DX、DZ10~28DZ结构重要性系数γ0=1.1，自重系数1.04，在模型中手动输入。施加拱顶填土及车辆荷载，简图如下：荷载简图模型的三维图形如下：2.4截面配筋验算本次模型截面的尺寸为0.6×1m，根据结构受力进行配筋，计算表如下:承载能力极限状状态单元号节点号配筋上缘下缘111.20E-0031.20E-00321.40E-0031.20E-003221.38E-0031.20E-00331.67E-0031.20E-003331.66E-0031.20E-00341.63E-0031.20E-003441.63E-0031.20E-00351.25E-0031.20E-003551.28E-0031.20E-00361.20E-0031.20E-003661.20E-0031.20E-00371.20E-0031.20E-003771.20E-0031.20E-00381.20E-0031.20E-003881.20E-0031.20E-00391.20E-0032.28E-0039103.15E-0031.20E-00392.49E-0031.20E-00310113.90E-0033.78E-003101.24E-0032.12E-00311121.59E-0031.59E-003111.95E-0032.60E-00312131.59E-0031.59E-003121.59E-0031.59E-00313141.59E-0031.59E-003131.59E-0031.59E-00314151.59E-0031.59E-003141.59E-0031.59E-00315161.59E-0031.59E-003151.59E-0031.59E-00316171.59E-0031.59E-003161.59E-0031.59E-00317181.59E-0031.59E-003171.59E-0031.59E-00318191.59E-0031.59E-003181.59E-0031.59E-00319201.59E-0031.59E-003191.59E-0031.59E-00320211.59E-0031.59E-003201.59E-0031.59E-00321221.59E-0031.59E-003211.59E-0031.59E-00322231.59E-0031.59E-003221.59E-0031.59E-00323241.59E-0031.59E-003231.59E-0031.59E-00324251.59E-0031.59E-003241.59E-0031.59E-00325261.59E-0031.59E-003251.59E-0031.59E-00326271.59E-0031.59E-003261.59E-0031.59E-00327281.59E-0032.71E-003271.59E-0031.59E-00328291.13E-0032.12E-003282.48E-0033.73E-00329301.60E-0031.60E-003293.37E-0031.60E-00330311.20E-0031.20E-003301.83E-0031.20E-00331311.20E-0031.20E-003321.20E-0031.20E-00332321.20E-0031.20E-003331.20E-0031.20E-00333331.20E-0031.20E-003341.20E-0031.20E-00334341.20E-0031.20E-003351.20E-0031.20E-00335351.20E-0031.20E-003361.20E-0031.20E-00336361.20E-0031.20E-003371.20E-0031.20E-00337371.20E-0031.20E-003381.20E-0031.20E-00338381.20E-0031.20E-003391.20E-0031.20E-00339391.20E-0031.20E-003401.20E-0031.20E-00340401.20E-0031.20E-003411.20E-0031.20E-00341411.20E-0031.20E-003421.20E-0031.64E-00342421.20E-0031.75E-003431.20E-0032.06E-00343431.20E-0032.07E-003441.20E-0032.43E-00344441.20E-0032.45E-003451.20E-0032.06E-00345451.20E-0032.05E-003461.20E-0031.77E-00346461.20E-0031.71E-003471.20E-0031.20E-00347471.20E-0031.20E-003481.20E-0031.20E-00348481.20E-0031.20E-003491.20E-0031.20E-00349491.20E-0031.20E-003501.20E-0031.20E-00350501.20E-0031.20E-00311.20E-0031.20E-003根据以上计算结果，截面上缘最大配筋面积为3.90×10-3m2，截面下缘最大配筋面积为3.78×10-3m2，本设计中截面上、下缘采用钢筋为C28的钢筋，间距为15cm，单根钢筋截面为615.80mm2，配筋面积为4.33×10-3m2，截面上、下缘截面配筋率为0.7%，满足最小配筋率的要求。同时也满足承载能力计算要求。2.5梁各截面承载能力极限状态验算2.5.1主梁正截面抗弯承载能力极限状态验算在荷载承载能力极限状态组合下，1~50元均为压弯构件，算主梁的正截面抗弯强度与斜截面抗剪强度，主梁截面的承载能力作验算。单元号节点号内力属性Nj(KN-mm)Mj(KN-mm)抗力R(KN)受力类型满足否受压区高度满足足否11最大轴力9.12E+002-3324.07E+003上拉偏压是是最小轴力7.52E+002-2793.99E+003上拉偏压是是最大弯矩7.61E+002-2774.08E+003上拉偏压是是最小弯矩9.03E+002-3343.99E+003上拉偏压是是2最大轴力9.48E+002-4003.35E+003上拉偏压是是最小轴力7.83E+002-3403.21E+003上拉偏压是是最大弯矩7.92E+002-3323.38E+003上拉偏压是是最小弯矩9.39E+002-4083.21E+003上拉偏压是是22最大轴力9.54E+002-4003.38E+003上拉偏压是是最小轴力7.89E+002-3403.24E+003上拉偏压是是最大弯矩7.97E+002-3323.41E+003上拉偏压是是最小弯矩9.46E+002-4083.24E+003上拉偏压是是3最大轴力1.00E+003-4253.31E+003上拉偏压是是最小轴力8.28E+002-3683.11E+003上拉偏压是是最大弯矩8.36E+002-3523.36E+003上拉偏压是是最小弯矩9.93E+002-4413.11E+003上拉偏压是是33最大轴力1.00E+003-4253.32E+003上拉偏压是是最小轴力8.29E+002-3683.12E+003上拉偏压是是最大弯矩8.36E+002-3523.36E+003上拉偏压是是最小弯矩9.95E+002-4413.12E+003上拉偏压是是4最大轴力1.06E+003-4063.81E+003上拉偏压是是最小轴力8.79E+002-3593.50E+003上拉偏压是是最大弯矩8.86E+002-3353.88E+003上拉偏压是是最小弯矩1.05E+003-4313.50E+003上拉偏压是是44最大轴力1.06E+003-4063.79E+003上拉偏压是是最小轴力8.75E+002-3593.48E+003上拉偏压是是最大弯矩8.81E+002-3353.85E+003上拉偏压是是最小弯矩1.05E+003-4313.48E+003上拉偏压是是5最大轴力1.13E+003-3395.11E+003上拉偏压是是最小轴力9.37E+002-3104.58E+003上拉偏压是是最大弯矩9.43E+002-2775.23E+003上拉偏压是是最小弯矩1.12E+003-3724.58E+003上拉偏压是是55最大轴力1.11E+003-3395.03E+003上拉偏压是是最小轴力9.23E+002-3104.50E+003上拉偏压是是最大弯矩9.28E+002-2775.14E+003上拉偏压是是最小弯矩1.11E+003-3724.50E+003上拉偏压是是6最大轴力1.20E+003-1967.77E+003上拉偏压是是最小轴力1.00E+003-1986.92E+003上拉偏压是是最大弯矩1.00E+003-1567.96E+003上拉偏压是是最小弯矩1.20E+003-2376.92E+003上拉偏压是是66最大轴力1.17E+003-1967.64E+003上拉偏压是是最小轴力9.71E+002-1986.79E+003上拉偏压是是最大弯矩9.74E+002-1567.83E+003上拉偏压是是最小弯矩1.17E+003-2376.79E+003上拉偏压是是7最大轴力1.16E+003371.24E+004下拉偏压是是最小轴力9.68E+002-11.91.32E+004上拉偏压是是最大弯矩9.71E+00239.41.20E+004下拉偏压是是最小弯矩1.16E+003-14.31.32E+004上拉偏压是是77最大轴力1.08E+003-14.31.32E+004上拉偏压是是最小轴力8.98E+00239.41.19E+004下拉偏压是是最大弯矩8.98E+00239.41.19E+004下拉偏压是是最小弯矩1.08E+003-14.31.32E+004上拉偏压是是8最大轴力1.09E+0033404.90E+003下拉偏压是是最小轴力9.07E+0023443.86E+003下拉偏压是是最大弯矩1.09E+0034004.02E+003下拉偏压是是最小弯矩9.07E+0022834.90E+003下拉偏压是是88最大轴力1.09E+0033406.42E+003下拉偏压是是最小轴力9.07E+0023445.59E+003下拉偏压是是最大弯矩1.09E+0034005.71E+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拉偏压是是最大弯矩6.49E+0023902.00E+003下拉偏压是是最小弯矩5.53E+0023042.28E+003下拉偏压是是46最大轴力6.64E+0023342.60E+003下拉偏压是是最小轴力5.43E+0022942.33E+003下拉偏压是是最大弯矩6.51E+0023532.33E+003下拉偏压是是最小弯矩5.55E+0022752.66E+003下拉偏压是是4646最大轴力6.94E+0023342.78E+003下拉偏压是是最小轴力5.68E+0022942.49E+003下拉偏压是是最大弯矩6.82E+0023532.49E+003下拉偏压是是最小弯矩5.81E+0022752.84E+003下拉偏压是是47最大轴力7.01E+0022045.29E+003下拉偏压是是最小轴力5.74E+0021844.75E+003下拉偏压是是最大弯矩6.89E+0022214.75E+003下拉偏压是是最小弯矩5.86E+0021675.40E+003下拉偏压是是4747最大轴力7.17E+0022045.41E+003下拉偏压是是最小轴力5.88E+0021844.88E+003下拉偏压是是最大弯矩7.05E+0022214.88E+003下拉偏压是是最小弯矩5.99E+0021675.49E+003下拉偏压是是48最大轴力7.28E+0021028.40E+003下拉偏压是是最小轴力5.96E+00296.37.80E+003下拉偏压是是最大弯矩7.16E+0021167.80E+003下拉偏压是是最小弯矩6.08E+00282.78.52E+003下拉偏压是是4848最大轴力7.98E+0021028.78E+003下拉偏压是是最小轴力6.55E+00296.38.20E+003下拉偏压是是最大弯矩7.86E+0021168.20E+003下拉偏压是是最小弯矩6.67E+00282.78.90E+003下拉偏压是是49最大轴力8.13E+002-809.76E+003上拉偏压是是最小轴力6.68E+002-58.91.01E+004上拉偏压是是最大弯矩6.68E+002-58.91.01E+004上拉偏压是是最小弯矩8.13E+002-809.76E+003上拉偏压是是4949最大轴力8.35E+002-809.86E+003上拉偏压是是最小轴力6.87E+002-58.91.02E+004上拉偏压是是最大弯矩6.87E+002-58.91.02E+004上拉偏压是是最小弯矩8.35E+002-809.86E+003上拉偏压是是50最大轴力8.55E+002-2255.71E+003上拉偏压是是最小轴力7.04E+002-1845.73E+003上拉偏压是是最大弯矩7.04E+002-1845.73E+003上拉偏压是是最小弯矩8.55E+002-2255.71E+003上拉偏压是是5050最大轴力8.73E+002-2255.80E+003上拉偏压是是最小轴力7.19E+002-1845.82E+003上拉偏压是是最大弯矩7.19E+002-1845.82E+003上拉偏压是是最小弯矩8.73E+002-2255.80E+003上拉偏压是是1最大轴力9.00E+002-3324.00E+003上拉偏压是是最小轴力742-2793.91E+003上拉偏压是是最大弯矩752-2774.01E+003上拉偏压是是最小弯矩890-3343.91E+003上拉偏压是是2.6构件裂缝宽度验算《公路钢筋混凝土及预应力混凝土桥涵桥涵设计规范》（JTGD62-2004）第6.4.2条规定：对于=1\*ROMANI类环境和=2\*ROMANII类环境，钢筋混凝土构件在正常使用极限状态作用短期效应组合作用下的裂缝宽度不大于0.2mm。单元号节点号下缘裂缝(mmm)容许裂缝宽(mmm)满足否上缘裂缝(mmm)容许裂缝宽(mmm)满足否1102.00E-001是7.87E-0020.2是202.00E-001是0.1030.2是2202.00E-001是0.1030.2是302.00E-001是0.1120.2是3302.00E-001是0.1120.2是402.00E-001是0.1060.2是4402.00E-001是0.1060.2是502.00E-001是8.31E-0020.2是5502.00E-001是8.37E-0020.2是602.00E-001是4.19E-0020.2是6602.00E-001是4.24E-0020.2是700.2是00.2是7700.2是00.2是89.81E-0020.2是00.2是884.02E-0022.00E-001是00.2是98.63E-0020.2是00.2是91002.00E-001是0.1180.2是900.2是6.62E-0020.2是10118.65E-0020.2是6.69E-0020.2是1002.00E-001是0.1590.2是11123.78E-0022.00E-001是00.2是118.65E-0020.2是9.73E-0020.2是121300.2是2.95E-0020.2是124.35E-0022.00E-001是00.2是13143.18E-0022.00E-001是00.2是1300.2是3.24E-0020.2是14153.01E-0022.00E-001是2.73E-0020.2是143.21E-0022.00E-001是00.2是15163.04E-0022.00E-001是2.69E-0020.2是153.08E-0022.00E-001