土木工程9层3060平米九层框架住宅楼计算书

'##大学毕业设计论文第一章摘要……………………………………………2第二章荷载计算及地震力作用下框架侧移计算………32.1结构平面布置…………………………………………32.2重力荷载计算…………………………………………52.3水平地震力作用下框架侧移计算……………………11第三章竖向荷载作用下框架内力分析…………………213.1横向框架内力分析……………………………………213.2框架弯矩计算…………………………………………273.3梁端剪力及柱轴力计算………………………………30第四章内力组合…………………………………………414.1框架梁内力组合………………………………………414.2框架柱内力组合………………………………………49第五章构件截面设计……………………………………525.1框架梁截面设计………………………………………525.2框架柱截面设计………………………………………69第六章单位工程施工组织设计……………………………816.1工程概况…………………………………………………816.2施工设备情况……………………………………………826.3主体结构工程施工方案…………………………………836.4工程控制测量……………………………………………856.5装饰工程施工方案………………………………………866.6安全生产文明施工措施…………………………………87第七章基础设计……………………………………………877.1B轴柱桩承台设计…………………………………………877.2C轴柱桩承台设计…………………………………………91附录1:英文翻译及原文………………………………………95附录2:PKPM校核计算书………………………………………991139 ##大学毕业设计论文第一章摘要本专业设计是点式小高层住宅楼设计.有建筑设计和结构设计施工组织设计三部分组成.结构设计是本专业设计的重点,其主要有结构设计说明书,结构施工图两部分组成.结构设计主要是竖向荷载作用下的框架计算和水平荷载作用下的地震作用计算,内力组合,梁柱配筋,楼梯计算,基础计算.竖向荷载作用下的框架计算.本设计取一榀框架,九层,三跨.采用弯矩分配法逐层求得.水平抗震计算:主要由D值法求得.求出上述内力后,即可进行内力组合.然后进行梁柱的配筋.最后进行基础设计.DIGESTThisgraductionprojectisadesignofaconcreteframebuilding.Itincludesthreeparts:architecturedesignandstructuraldesign.Thearchitecturedesignismainlyillustratedinarchitecturedrawingaccordingtocode,Structuraldesigniskeyskillforaengineeringgraduateanditismadeofstructuralcalculationandstructuralworkingdrawing.Designofstructurateismadeupofaframecalculationunderverticalloads.anti—selsimilcalculationunderhorizonatalloadsinternatfarcesconstitatedisposingsteelbarforbeamsandcolumnstaircalculation.foundationcalculation.Theframecalculationunderverticalloads.Inthispartstheframeisirregular.9storysand1pum.Tosolvetheproblemstheseparate—layersmethedanddistributionofmomentmethedareused.Inhorizontalanti—seismmiecalculationusedDvaluemethed.Afterfinishingthecalculationofinteredforces.disposedsteelbarinbeamsandcolumns.Finally,Foundationdesignismadeaccordingtothegeologypiledfootingisused.139 ##大学毕业设计论文第二章荷载计算及地震力作用下框架侧移计算2.1结构平面布置根据该房屋的使用功能及建筑设计的要求进行了建筑平面、立面及剖面设计，其标准层建筑平面、结构平面和剖面设计，其标准层建筑平面、结构平面和剖面示意图如图。主体结构共9层，底层车库和电机间层高均为2.2米，其他层高为2.8米。填充墙采用240mm厚的粘土空心砖砌筑，门为木门，门洞尺寸为0.9m×2.1m，窗为铝合金窗，洞口尺寸为1.8m×1.5m。楼盖及屋盖均采用现浇钢筋砖结构，楼板厚度取100mm，梁截面高度按梁跨度的1/12-1/8估算，由此估算的梁截面尺寸见表1，表中还给出了各梁柱和板的砖强度等级。其设计强度：表2.1梁截面尺寸(mm)及各层砖强度等级层次砖强度等级横梁（bⅹh）纵深(mm)BC、EG码ＣＥ码ＡＢ悬臂深1-9C30250ⅹ400250ⅹ400250ⅹ400250ⅹ400砖强度等级：梁用　公式　　　　　　柱用　公式横向框架深：纵向框架梁：主要考虑纵梁兼作过梁，确定梁高为500mm，外纵墙厚为240mm,确定梁宽为250mm，即：bⅹh＝250ⅹ400mm。柱截面尺寸：经查表可知该框架结构的抗震等级为二级，其轴压比限值公式；各层的重力荷载代表值近似值近似取12kw/m2。由结构平面布置图可知边柱及中柱的负载面积分别为：7.2*2.4m2，和7.2*4.2m2。第一层柱截面面积为：139 ##大学毕业设计论文边柱：中柱：如取柱截面为正方形，则边柱和中柱截面高度分别为461mm和597mm。根据上述计算结果并综合考虑其他因素，本设计柱截面尺寸取值如下：１－３层　　　600mm×600mm４－９层500mm×500mm基础选用肋梁式筏板基础，基础埋深取2.5m，肋梁高度取1.2m。框架结构计算筒图如图。取顶层柱的形心线作为框架柱的轴线；梁轴线取至板底，２－９层柱高度即为层高，取2.8m；底层柱高度从基础顶面取至板底，即：框架计算筒图（梁柱几何尺寸）表2.2横向框架139 ##大学毕业设计论文户型：ABC公共：2.2重力荷载计算2.2.1屋面及楼面荷载计算（1）屋面及楼面的永久荷载标准值屋面（上人）３０厚细石砖保护层22*0.03=0.66kN/m2三毡四油防水层0.4kN/m2２０厚水泥沙浆找平层20*0.02=0.4kN/m2１５０厚水泥柱石保温层5*0.15=0.75kN/m2１００厚钢筋砖板25*0.1=2.5kN/m2１５厚纸筋石灰柱底0.015*16=0.24kN/m2合计4.95kN/m2（2）屋面恒载标准值为：386.56*4.95=1913.47kNa)１－８层楼面：１０厚１：２水泥沙浆0.01*20=0.2kN/m2３０厚细石砖找平层0.03*20=0.6kN/m2１００厚钢筋砖板25*0.1=2.5kN/m2１５厚纸筋石灰柱底0.015*16=0.24kN/m2合计3.54kN/m2（3）楼面恒载标准值为：386.56*3.54=1368.42kN屋面及楼面可变荷载标准值：上人屋面均布活荷载标准值：2.0kN/m2计算重力荷载代表值时，仅考虑屋面雪荷载。屋面雪荷载标准值：式中：故：286.56*0.2=77.31kN139 ##大学毕业设计论文（4）楼面均布活荷载标准值2.0kN/m2故：386.56*2.0=773.12kN（5）梁柱自重（包括梁侧、梁底、柱的抹灰重量）梁侧、梁底抹灰、柱周抹灰，近似按加大梁宽及柱宽考虑。１－３层表2.3编号截面（m2）nL10.25*0.40251.052.6253.60013122.85506.101L20.25*0.40251.052.6253.600547.25L30.25*0.40251.052.6253.100648.825L40.25*0.40251.052.6255.200227.3L50.25*0.40251.052.6252.100211.025L60.25*0.40251.052.6251.00025.25L70.25*0.40251.052.6253.000970.875L80.25*0.40251.052.6253.000647.25L90.25*0.40251.052.6252.700535.438L100.25*0.40251.052.6252.400212.6L110.25*0.40251.052.6253.600218.90L120.25*0.40251.052.6251.800418.9L130.25*0.40251.052.6251.500415.75L140.25*0.40251.052.6251.300723.888Z10.6*0.6251.109.93.850461753.29Z20.6*0.6251.109.92.800461275.12　139 ##大学毕业设计论文４－９层表2.4编号截面（m2）nL10.25*0.40251.052.6253.513119.438487.989L20.25*0.40251.052.6253.5545.938L30.25*0.40251.052.6253.0647.25L40.25*0.40251.052.6255.1226.775L50.25*0.40251.052.6252.0210.5L60.25*0.40251.052.6250.924.725L70.25*0.40251.052.6252.9968.513L80.25*0.40251.052.6252.9645.675L90.25*0.40251.052.6252.6534.125L100.25*0.40251.052.6252.3212.075L110.25*0.40251.052.6253.5218.375L120.25*0.40251.052.6251.7417.85L130.25*0.40251.052.6251.4414.70L140.25*0.40251.052.6251.2722.05Z30.5*0.5251.106.8752.846885.5注：１）表中β为考虑梁柱的粉刷层重力荷载而对其重力荷载的增大系数；g表示单位长度构件重力荷载；n为构件数量。２）梁长度取净长，柱长度取层高。（6）墙体为240mm厚粘土空心砖，外墙面贴瓷砖（0.5KN/M2），内墙为20mm厚抹灰，则外墙单位墙面重力荷载为：0.5+15*0.24+17*0.02=4.44kN/m2内墙为240mm粘土空心砖，两侧均为２０厚抹灰，则内墙单位面积重力荷载为：15*0.24+17*0.02*2=4.28kN/m2木门单位面积重力荷载为0.2kN/m2铝合金窗单位面积重力荷载取0.4kN/m2139 ##大学毕业设计论文墙体自重表2.5墙体每片面积（m2）片数重力荷载（kN/m2）重量（kN）∑重量（ＫＮ）底层横墙5.2*1.824.4483.12448.303.6*1.844.44115.081.0*1.824.4415.982.1*1.824.4433.573.1*1.824.4449.553.1*1.844.2895.533.6*1.824.2855.47底层纵墙3.0*1.884.44191.81394.752.7*1.834.4464.743.6*1.814.4428.771.8*1.834.4443.161.5*1.824.4423.982.4*1.814.4419.181.5*1.824.2823.11２－３层横墙5.2*2.424.44110.821036.793.6*2.444.44153.451.0*2.444.4442.622.1*2.424.4444.763.6*2.4144.28517.713.1*2.444.28127.371.4*2.424.2828.761.1*2.414.2811.30２－３层纵横3.0*2.484.44255.744139 ##大学毕业设计论文1006.612.7*2.434.4486.313.6*2.414.4438.361.8*2.434.4457.541.5*2.424.4431.972.4*2.414.4425.572.7*2.444.28110.941.8*2.434.2855.471.5*2.444.2861.23.0*2.484.28246.533.6*2.414.2836.98４－９层横墙5.3*2.424.44112.951071.163.7*2.444.44157.711.1*2.444.4446.892.2*2.424.4446.893.7*2.4144.28532.093.2*2.444.28131.481.5*2.424.2830.821.2*2.414.2812.33４－９层纵横3.1*2.484.44264.271046.792.8*2.434.4489.513.7*2.414.4439.431.9*2.434.4460.741.6*2.424.4434.102.5*2.414.4426.642.8*2.444.28115.051.9*2.434.2858.551.6*2.444.2865.743.1*2.484.28254.753.7*2.414.2838.01门窗自重表2.6门窗每片面积（Ｍ２）数量重力荷载（ＫＮ／Ｍ２）重量（ＫＮ）∑重量（ＫＮ）底层门窗2.7*1.830.45.8313.931.8*1.810.41.301.5*0.9120.46.480.9*1.810.20.32２－９层门窗0.9*2.190.23.40139 ##大学毕业设计论文56.362.4*2.440.49.221.8*2.410.41.731.5*2.150.46.31.8*1.570.47.560.9*1.550.42.71.9*1.510.41.147.4*1.530.413.322.8*1.510.41.682.2*1.520.42.641.6*1.510.40.963.1*1.510.41.861.2*2.120.42.021.8*2.410.41.73（7）荷载分层总汇顶层重力荷载代表值包括：屋面恒载，５０％屋面雪荷载，纵横梁自重，半层柱自重，半层墙自重。其它层重力荷载代表值包括：楼面恒载，５０％楼面均布活荷载，纵横梁自重，楼面上、下各半层的柱及纵墙自重。将前述分项荷载相加，得―――各层楼面的重力荷载代表值如下：第九层：第八、七、六、五、四层：第三层：第二层：139 ##大学毕业设计论文第一层：建筑物总重力荷载代表值质点重力荷载如图2.3水平地震力作用下框架的侧移验算2.3.1横梁线刚度：混凝土，表2.7梁号L截面b*h跨度惯性矩边框架梁中框架梁10.25*0.404.21.33*10-32.0*10-31.43*1042.67*10-31.91*10420.25*0.404.21.33*10-32.0*10-31.43*1042.67*10-31.91*10430.25*0.403.71.33*10-3————2.67*10-32.16*10440.25*0.405.81.33*10-32.0*10-31.04*104————50.25*0.402.71.33*10-3————2.67*10-32.97*10460.25*0.401.61.33*10-3————2.67*10-35.01*104140.25*0.401.61.33*10-3————2.67*10-35.01*104150.25*0.402.01.33*10-3————2.67*10-34.01*1042.3.2横梁框架住的侧移刚度D值柱线刚度表2.8柱号z截面（m2）柱高度h（m）惯性矩线刚度0.60*0.603.8510.8*10-38.42*10-30.60*0.602.8010.8*10-311.57*10-30.50*0.502.805.21*10-35.58*10-3139 ##大学毕业设计论文横向框架柱侧移刚度D值计算表2.8层次砖强度等级断面层高惯性矩线刚度（一般层）（一般层）bh(m2)h(m)IC(m4)（KN·m）(底层)（底层）A轴边框架边柱表2.94—9C300.5×0.52.80.190.0976872—3C300.6×0.62.80.090.0476251C300.6×0.63.850.120.2919936A轴中框架边柱表2.104—9C300.5×0.52.80.900.31265062—3C300.6×0.62.80.430.18313371C300.6×0.63.850.600.4228840B轴中框架边柱表2.114—9C300.5×0.52.80.340.15124932—3C300.6×0.62.80.170.08141671C300.6×0.63.850.230.3322494B轴中框架中柱/内角柱/悬挑柱表2.124—9C300.5×0.52.81.240.33326872—3C300.6×0.62.80.600.2340731139 ##大学毕业设计论文1C300.6×0.63.850.820.4731908C轴边框架中柱表2.134—9C300.5×0.52.80.440.18153732—3C300.6×0.62.80.210.10177091C300.6×0.63.850.290.3423177C轴中框架中柱表2.144—9C300.5×0.52.80.680.25213522—3C300.6×0.62.80.380.14247921C300.6×0.63.850.450.3926585D轴中框架中柱表2.154—9C300.5×0.52.81.110.36287082—3C300.6×0.62.80.530.21371891C300.6×0.63.850.730.4530675D轴中框架边柱表2.164—9C300.5×0.52.80.390.16136652—3C300.6×0.62.80.190.0915938139 ##大学毕业设计论文1C300.6×0.63.850.260.3423177E轴边框架中柱表2.174—9C300.5×0.52.80.680.25213522—3C300.6×0.62.80.330.14247921C300.6×0.63.850.450.3926585E轴中框架中柱表2.184—9C300.5×0.52.80.680.25213522—3C300.6×0.62.80.330.14247921C300.6×0.63.850.450.3926585F轴中框架边柱表2.194—9C300.5×0.52.80.920.32273312—3C300.6×0.62.80.440.18318771C300.6×0.63.850.610.4329312F轴中框架中柱/内角柱表2.204—9C300.5×0.52.80.390.16136652—3C300.6×0.62.80.190.09159381C300.6×0.63.850.260.3423177139 ##大学毕业设计论文G轴边框架边柱表2.214—9C300.5×0.52.80.340.15124932—3C300.6×0.62.80.170.08141671C300.6×0.63.850.230.3322495G轴中框架边柱表2.224—9C300.5×0.52.80.870.30256222—3C300.6×0.62.80.420.17301061C300.6×0.63.850.580.4254129各层D值汇总表2.234—9（D值×根数）2—3（D值×根数）1（D值×根数）角柱B轴32687×240731×231908×2F轴13665×215938×223177×2边框边框架A轴7687×27625×219936×2G轴11962×214167×222495×2中框架A轴26506×231337×228840×2B轴12493×23954×322494×3D轴13665×315938×223177×2F轴27331×431877×429312×4G轴25622×530106×554129×5边框边框架C轴21352×224792×226585×2E轴21352×224792×226585×2中框架B轴32687×340731×331908×3C轴21352×824792×826585×8D轴28708×437189×430675×4E轴21352×324792×326585×3ΣD（KN/m）933352108383813321042.3.3自振周期计算139 ##大学毕业设计论文按顶点位移法计算，考虑填充墙对框架刚度的影响，取基体周期调整系数α0=0.6，计算公式为T1=1.7α0##T，式中#T为顶点位移（单位为m）按D值法计算。横向框架顶点位移计算表2.24层次Gi(KN)Di9399839989333520.00430.21778530393019333520.01000.213475303146049333520.01560.203465303199079333520.02130.187855303252109333520.02700.166545303305139333520.03270.1395354793599210838380.03320.1068253634162810838380.03840.0736152754690313321040.03520.03522.3.4横向地震作用计算地震作用按7度计算基本地震加速度0.02g共类场地，设计地震分组按二组，则Tg=0.3s,αmax=0.08,采用底部减力法计算，由于Tg=0.4δs>1.4Tg=0.42s,故应考虑顶点附加力作用，取δn=0.08×0.48+0.07=0.108结构底部减力为：==2089.30KN顶点附加地震作用为：计算结果列于下表：139 ##大学毕业设计论文各层地震作用及楼层地震减力表2.25层次hi(m)Hi(m)Vi(KN)926.2539981049480.153510.78510.78823.4553031243550.181337.3284801720.6553031095070.159296.321144042617.855303946590.138257.181401.6515.055303798100.116216.181617.78412.255303649620.096175.181792.9639.455479517770.075139.771932.7326.655636374790.054100.642033.3713.855275203090.03055.912089.282.3.6变形验算变形验算表2.26层次层间剪力Vi(KN)层间刚度Di层高hi(m)层间相对弹性转角备注层间相对弹性转角均满足的要求层间剪力位移示意图9510.789333520.00052.81/56008848.19333520.00092.81/311171144.429333520.00122.81/233361401.69333520.00152.81/186651617.789333520.00172.81/164741792.969333520.00192.81/147431932.7310838380.00182.81/155622033.3710838380.00192.81/147412089.281332110.00163.851/2406139 ##大学毕业设计论文7.地震力作用下框架梁端弯矩及拉轴力表2.27层次BC码CE跨拉轴力94.29.88.44.34.28.48.44-4.30.384.225.221.711.24.221.721.710.3-15.51.274.236.431.516.24.231.531.515-31.72.464.247.640.6214.240.640.619.3-52.74.154.257.448.325.24.248.348.323-77.56.344.264.454.628.34.254.654.626-106.28.634.279.4156.232.34.256.256.226.8-138.514.124.28263.2834.64.263.2863.2830.13-173.118.5714.299.2671.8240.734.271.8271.8234.2-213.825.12.3.7地震作用下框架的内力分析横向框架KJ—10柱端弯矩计算表2.28层次层高层间剪力层间刚度B，G轴柱（边柱）y92.85119333521249370.340.59.809.8082.884893335212493110.340.515.4015.4072.8114493335212493150.340.521.021.062.8140293335212493190.340.526.626.652.8161893335212493220.340.530.830.842.8179393335212493240.340.533.633.632.81933108383814167250.170.6384222.82033108383814167270.170.64045.3612.82089133210422494350.230.653.980.05139 ##大学毕业设计论文层次层高层间剪力层间刚度C，E轴柱（边柱）y92.851193335221352120.680.516.816.882.884893335221352190.680.526.226.272.8114493335221352260.680.536.436.462.8140293335221352320.680.544.844.852.8161893335221352370.680.551.851.842.8179393335221352410.680.557.457.432.81933108383824793440.330.65573.9222.82033108383824793470.330.652.6478.9612.82089133210426585490.450.664.6897.02注：表中：139 ##大学毕业设计论文地震作用下框架柱弯矩图（单位：kN/m）表2.29139 ##大学毕业设计论文地震作用下框架梁端剪力及柱轴力（单位：kN/m）表2.30第三章竖向荷载作用下框架结构的内力分析3.1横向框架梁内力计算：3.1.1计算单元：取⑩轴线横向框架进行计算，计算单元宽度为3.6m3.1.2荷载计算139 ##大学毕业设计论文图3.1（1）恒载计算：按弹性理论计算，可按支座弯矩等效原则，将梯形荷载等效为均布荷载代表横梁自重，为均布荷载形式代表房间楼板传给横梁的荷载。第九章:=2.625kN/m,图3.2=4.75*2.4=11.88kN/m分别为由纵梁直接传给柱的恒载，它包括梁自重，楼板重和女儿墙等的重力荷载。计算如下：=139 ##大学毕业设计论文集中力矩：第4-8层：包括梁自重和其上横墙自重，为均布荷载，其它荷载计算方法同第九层，结果为：=2.625+4.28*2.4=12.897kN/m=3.54*2.4=8.50kN/m=94.82kN第2-3层：=12.897kN/m=3.54*2.4=8.50kN/m139 ##大学毕业设计论文=93.97kN第一层：=2.625+4.28*1.8=10.329kN/m=3.54*2.4=8.50kN/m=93.79kN（2）活荷载计算：活荷载作用下各层框架上的荷载分布如图：图3.3第九层：=2*2.4=4.8kN/m139 ##大学毕业设计论文同理，在屋面雪荷载作用下：=0.48kN/m=1.296kN=3.024kN第4-8层=2*2.4kN/m=（1.8*1.8*2）*2=12.96kN=kN第2-3层：=4.8kN/m=（1.8*1.8*2）*2=12.96kN=kN第一层：将以上结果汇总，见表如下：139 ##大学毕业设计论文横向框架横载汇总表表3.1层数kN/mKN*mKN*m92.62511.8850.5789.646.3211.214-812.8978.5043.6194.825.4511.852-312.8978.5042.5493.797.4416.41110.3298.5042.5493.797.4416.41横向框架活荷载汇总表表3.2层数KN*mKN*m94.8(0.48)12.96(1.296)30.24(3.024)1.62(0.162)3.78(0.378)4-84.812.9630.241.623.782-34.812.9630.244.5365.29214.812.9630.244.5365.292注:表中括号内数值对应于屋面雪荷载作用情况.139 ##大学毕业设计论文（a）恒载示意图图3.4（b活载示意图3.5第4-9层集中荷载:纵梁自重(包括抹灰)0.25*0.4*3.6*25=8.25kN纵墙自重(包括抹灰)3.6*(3.6-0.5)*4.44=49.55kN柱自重(包括抹灰)0.5*0.5*2.8*25=17.5kN总计75.3kN第2-3层集中荷载:纵梁自重8.25kN纵墙自重3.6*(3.6-0.6)*4.44=47.95kN柱自重0.6*0.6*2.8*25=25.2kN总计56.2kN第1层集中荷载:纵梁自重8.25kN纵墙自重3.6*(3.6-0.6)*4.44=47.95kN柱自重0.6*0.6*3.85*25=34.65kN总计90.85kN3.2用弯矩分配法计算框架弯矩3.2.1固端弯矩计算:将框架梁视为两端固定梁计算固端弯矩.表3.3恒载BC跨活载BC跨简图固端弯矩简图固端弯矩139 ##大学毕业设计论文3.2.2分配系数计算:图3.6考虑框架对称性,取半框架计算,半框架的梁柱线刚度如图:切断横梁线刚度为原来的一倍.分配系数按语节电连接的各杆的转动刚度比值及算.3.2.3传递系数;远端固定，传递系数为-0.5，远端铰支，传递系数为-13.2.4内力计算;梁端柱端弯矩采用弯矩二次分配法计算，由于结构和荷载均对称，故计算时可用半框架。139 ##大学毕业设计论文139 ##大学毕业设计论文图3.8（a）恒载作用下图3.7（b）活载（屋面雪荷载）作用下竖向荷载作用下框架弯矩图（单位：kN/m）3.3梁端剪力及柱轴力计算：梁端剪力：，式中：——梁上均布荷载引起的剪力139 ##大学毕业设计论文——梁端弯矩引起的剪力。柱轴力：N=v+p，式中，表示梁端剪力，p为节点集中力及柱自重。3.3.1恒载作用下梁端剪力及柱轴力：第九层：梁端剪力：调幅前：调幅后;B柱顶及柱底轴力：C柱柱顶及柱底轴力：第4-8层：梁端剪力：139 ##大学毕业设计论文调幅前：调幅后;第8层：B柱顶及柱底轴力：C柱柱顶及柱底轴力：第7层B柱顶及柱底轴力：C柱柱顶及柱底轴力：第6层：B柱顶及柱底轴力：139 ##大学毕业设计论文C柱柱顶及柱底轴力：第5层：B柱顶及柱底轴力：C柱柱顶及柱底轴力：第4层：B柱顶及柱底轴力：C柱柱顶及柱底轴力：第3层;梁端剪力：调幅前：139 ##大学毕业设计论文调幅后;B柱顶及柱底轴力：C柱柱顶及柱底轴力：第2层：梁端剪力：调幅前：调幅后;139 ##大学毕业设计论文B柱顶及柱底轴力：C柱柱顶及柱底轴力：第1层：梁端剪力：调幅前：调幅后;B柱顶及柱底轴力：C柱柱顶及柱底轴力：139 ##大学毕业设计论文3.3.2活荷载作用下梁端剪力及柱轴力：第9层：梁端剪力：调幅前：调幅后;B柱顶及柱底轴力：C柱柱顶及柱底轴力：第4-8层：梁端剪力：调幅前：139 ##大学毕业设计论文调幅后;第8层B柱顶及柱底轴力：C柱柱顶及柱底轴力：第7层B柱顶及柱底轴力：C柱柱顶及柱底轴力：第6层B柱顶及柱底轴力：C柱柱顶及柱底轴力：第5层B柱顶及柱底轴力：C柱柱顶及柱底轴力：第4层139 ##大学毕业设计论文B柱顶及柱底轴力：C柱柱顶及柱底轴力：第3层梁端剪力：调幅前：调幅后;B柱顶及柱底轴力：C柱柱顶及柱底轴力：第2层梁端剪力：调幅前：139 ##大学毕业设计论文调幅后;B柱顶及柱底轴力：C柱柱顶及柱底轴力：第1层梁端剪力：调幅前：调幅后;139 ##大学毕业设计论文B柱顶及柱底轴力：C柱柱顶及柱底轴力：3.3.3梁端剪力可根据梁上竖向荷载引起的剪力与梁端弯矩引起的剪力叠加而得。柱轴力可由梁端剪力和节点集中力叠加得到。计算柱底轴力还需考虑柱的自重。恒载作用下梁端剪力及柱轴力。表3.4层次荷载引起的剪力弯矩引起的剪力总剪力柱轴力BC，CE跨BC跨CE跨BC跨CE跨B柱C柱VBVCVB=VCN顶N底N顶N底930.46-1.07（-0.86）029.39（29.6）31.53（31.32）30.4629.647.161.9979.49844.93-0.71（-0.57）044.22（44.36）45.64（45.5）44.93149.26166.76227.86245.36744.93-0.71（-0.57）044.22（44.36）45.64（45.5）44.93268.92286.4393.73411.23644.93-0.71（-0.57）044.22（44.36）45.64（45.5）44.93388.58406.08559.6577.1544.93-0.71（-0.57）044.22（44.36）45.64（45.5）44.93508.24525.74725.47732.97444.93-0.71（-0.57）044.22（44.36）45.64（45.5）44.93627.5645891.34908.84344.93-1.03（-0.82）043.9（44.11）45.96（45.75）44.93727.81753.011038.431063.63244.93-1.53（-1.22）043.4（43.71）46.46（46.15）44.93827.72852.921186.021211.22139.54-1.5（-1.2）038.04（38.34）41.04（40.74）39.54956.91991.561357.451382.1注：括号内为调幅后的剪力值139 ##大学毕业设计论文活荷载作用下梁端剪力及柱轴力（kN）表3.5层次荷载引起的剪力弯矩引起的剪力总剪力柱轴力BC，CE跨BC跨CE跨BC跨CE跨B柱C柱VBVCVB=VCN顶=N底N顶=N底911.09-2.21（-1.764）08.86（9.33）13.30（12.85）11.099.32624.35810.08-0.18（-0.14）09.9（9.94）10.26（10.22）10.0819.2744.65710.08-0.18（-0.14）09.9（9.94）10.26（10.22）10.0828.2165.71610.08-0.18（-0.14）09.9（9.94）10.26（10.22）10.0839.1586.77510.08-0.18（-0.14）09.9（9.94）10.26（10.22）10.0840.05107.83410.08-0.18（-0.14）09.9（9.94）10.26（10.22）10.0859.03128.89310.08-0.18（-0.14）09.88（9.92）10.28（10.24）10.0868.95149.25210.08-0.18（-0.14）09.69（9.77）10.47（10.39）10.0878.72169.8110.08-0.18（-0.14）09.89（9.93）10.27（10.23）10.0888.65190.15注：括号内为调幅后的剪力值。第四章内力组合4.1框架梁内力组合4.1.1结构的抗震等级139 ##大学毕业设计论文结构的抗震等级可根据结构类型地震烈度。房屋高度等因素，经查表可知，本工程的框架为二级抗震等级。4.1.2框架梁内力组合在横载和活载作用下，跨间可近似得取跨中的M代替，式中：——梁的左右端弯矩。跨中M若小于，应取M=。在竖向荷载于地震力组合时，跨间最大弯矩采用数值计算.框架梁内力组合图——重力荷载作用下梁端的弯矩。——水平地震作用下梁端弯矩。——竖向荷载与地震荷载共同作用下梁端反力对作用点取矩：139 ##大学毕业设计论文X处截面弯矩为：由,可求得跨间的位置为将代入任一截面x处的弯矩表达式，可将跨间最大弯矩为当右震时，公式中反号，为的具体数值如下表，表中均有两组数据值。表4.11.2（恒+0.5活）1.3地震qBC跨926.0734.1012.7410.9217.79839.9643.9832.7628.2126.20739.9643.9847.3240.95639.9643.9861.8852.78539.9643.9874.6262.79439.9643.9883.7270.98340.6543.36103.2373.06241.0243.09106.6082.26136.3438.36129.0393.3723.63CE跨924.6924.6910.9210.9219.79840.9940.9928.2128.2126.20740.9940.9940.9540.95640.9940.9952.7852.78540.9940.9962.7962.79440.9940.9970.9870.98340.7540.7573.0673.06241.0041.0082.2682.26136.1436.1493.3793.3723.63139 ##大学毕业设计论文跨层次项目（m）（kN）（m）（kN`m）BC跨94.2m34.01/45.281.72/2.2915.94/12.99835.99/68.581.51/2.6222.67/17.20737.05/75.071.41/2.8733.40/20.62626.76/81.361.02/3.1135.55/24.86521.35/86.780.81/3.3143.25/28.94417.23/90.900.66/3.4755.17/34.06312.4/96.350.47/3.6865.47/33.529.56/99.490.36/3.8067.28/41.541-3.81/102.09-0.16/4.3292.69/54.99CE跨94.2m36.36/46.761.84/2.3619.73/19.50841.59/68.451.59/2.6120.34/20.04735.52/74.521.36/2.8424.19/23.72629.89/80.151.14/3.0628.81/28.89525.12/84.920.96/3.2433.87/33.74421.22/89.820.81/3.3938.58//42.15320.23/89.810.77/3.4340.08/40.31215.85/94.910.60/3.6045.98/46.5215.16/94.080.22/3.9857.80/57.64注：当139 ##大学毕业设计论文梁的内力组合表表4.2层次位置内力荷载类型竖向荷载组合竖向荷载与地震力组合恒载①活载②地震荷载③1.2①+1.4②1.2（①+0.5②）1.3③9B右M-18.68-6.099.8-30.94-13.33-38.81V29.69.334.348.5846.71C左M-23.17-10.58.4-42.50-39.34-17.5V31.5313.304.356.4651.41C右M-17.09-6.938.4-30.27-13.7735.61V30.4611.09452.0848.41跨中11.063.3517.9615.9412.9914.894.6724.4124.418B右M-29.95-6.725.2-45.32-7.2-72.72V44.369.9411.267.1573.76C左M-32.92-7.4621.7-49.95-72.25-15.83V45.6410.2611.269.1375.69C右M-30.67-6.9721.7-46.56-12.78-69.20V44.9310.0810.368.0373.35跨中15.753.5023.822.6712.2016.513.6124.8724.877B右M-29.95-6.736.4-45.3217.04-77.61V44.369.9416.267.1580.26C左M-32.92-7.4631.5-49.95-77.64.3V45.6410.2616.269.1381.98139 ##大学毕业设计论文C右M-30.67-6.9731.5-46.56-0.04-81.94V44.9310.081568.0379.46跨中15.753.523.833.4020.6216.513.6124.8724.87139 ##大学毕业设计论文层次位置内力荷载类型竖向荷载组合竖向荷载与地震力组合恒载①活载②地震荷载③1.2①+1.4②1.2（①+0.5②）1.3③6B右M-29.95-6.747.6-45.3231.60-91.17V44.369.942167.1586.50C左M-32.927.4640.6-49.95-87.4316.13V45.6410.262169.1388.22C右M-30.67-6.9740.6-46.5611.79-93.77V44.9310.0819.368.0385.05跨中15.753.523.835.5524.8616.513.6124.8724.875B右M-29.95-6.757.4-45.3244.34-104.91V44.369.9425.267.1591.96C左M-32.92-7.4648.3-49.95-99.4426.14V45.6410.2625.269.1393.68C右M-30.67-6.9748.3-46.5621.80-103.78V44.9310.082368.0389.86跨中15.753.523.843.2528.9416.513.6124.8724.874B右M-29.95-6.764.4-45.3253.44-114.01V44.369.9428.367.1595.99C左M-32.92-7.4654.6-49.95-107.6334.13V45.6410.2628.369.1397.71C右M-30.67-6.9754.6-46.5629.99-111.97V44.9310.082668.0393.76跨中15.753.523.855.1734.0616.513.6124.8724.87139 ##大学毕业设计论文层次位置内力荷载类型竖向荷载组合竖向荷载与地震力组合恒载①活载②地震荷载③1.2①+1.4②1.2（①+0.5②）1.3③3B右M-30.44-6.8779.41-46.1562.58-143.88V44.119.9232.366.82100.87C左M-32.50-7.2656.2-49.16-116.4229.70V45.910.2832.369.54103.31C右M-30.58-6.7656.2-46.1632.31-113.81V44.9310.0826.868.0394.80跨中15.713.5123.7765.4733.5316.603.8225.2725.272B右M-30.76-6.858.2-46.5065.58-147.62V43.719.7734.666.13103.29C左M-32.259-7.2463.28-48.88-125.3639.17V46.4610.4734.670.41110.90C右M-30.77-6.863.28-46.4441.26-123.27V44.9310.0830.1368.0399.13跨中15.663.5423.7567.2841.5416.413.7824.9824.981B右M26.84-6.8899.22-41.8492.70-165.37V38.349.9340.7359.91104.92C左M-28.34-7.2571.82-44.16-131.7255.01V41.0410.2740.7363.63108.36C右M-26.72-6.871.82-41.5857.22-129.51V39.5410.0834.261.5697.96跨中13.933.5221.6492.6954.9914.803.7823.0523.05139 ##大学毕业设计论文注：①表中弯矩单位为kN*m,剪力为kN②表中跨中组合弯矩未填处均为跨间最大弯矩发生在支座处，其值与支座正弯矩组合值相同4.2框架柱内力组合框架柱取每层柱顶和柱底两个控制截面如下表：B柱内力组合表表4.2层次位置内力荷载类型竖向荷载组合竖向荷载与地震力组合恒载①活载②地震荷载③1.2①+1.4②1.2（①+0.5②）1.3③9柱顶M12.364.319.820.874.6830.16N29.69.334.348.5835.5346.71柱底M-11.96-2.549.8-17.91-6.08-28.62N47.19.334.369.5856.5367.718柱顶M11.962.5415.417.91-4.1435.90N149.2619.2715.5206.09170.52210.82柱底M-11.96-2.5415.4-17.914.14-35.90N166.7619.2715.5207.09191.52231.827柱顶M11.962.5421.017.91-11.4243.18N268.9229.2131.7363.60299.02381.44柱底M-11.96-2.5421.0-17.9111.42-43.18N286.429.2131.7384.57319.99402.426柱顶M11.962.5426.617.91-18.7050.46N388.5839.1552.7521.11421.28558.30柱底M-11.96-2.5426.6-17.9118.70-50.46N406.0839.1552.7542.11442.28579.305柱顶M11.962.5430.817.91-24.1655.52N508.2440.0577.5665.96533.17734.67柱底M-11.96-2.5430.8-17.9124.16-55.92N525.7440.0577.5686.96554.17755.674柱顶M11.962.5433.617.91-27.8059.56N627.559.03106.5835.64650.36926.48柱底M-7.51-1.5733.6-17.9133.73-53.63N64559.03106.5856.64671.36947.48139 ##大学毕业设计论文B柱内力组合表层次位置内力荷载类型竖向荷载组合竖向荷载与地震力组合恒载①活载②地震荷载③1.2①+1.4②1.2（①+0.5②）1.3③3柱顶M15.490.763819.65-30.3668.44N727.8168.95138.5969.90734.691094.79柱底M-13.61-1.7442-18.7737.22-71.98N753.0168.95138.51000.14764.931125.032柱顶M13.611.744018.77-34.6269.38N827.7278.72173.11103.47815.471265.53柱底M-11.23-1.3645.36-15.3873.26-44.68N852.9278.72173.11133.71845.711295.771柱顶M8.170.9953.911.19-59.6780.47N956.9188.65213.81272.40923.541479.42柱底M-3.08-0.3780.85-4.19101.21-108.99N991.5688.65213.81313.98965.121521.0C柱内力组合表表4.3层次位置内力荷载类型竖向荷载组合竖向荷载与地震力组合恒载①活载②地震荷载③1.2①+1.4②1.2（①+0.5②）1.3③9柱顶M7.930.6316.810.40-11.9518.73N61.999.3260.387.4479.5980.37柱底M-4.8-1.5816.8-7.9715.13-28.55N79.4924.350.3129.48109.61110.398柱顶M4.81.5826.67.97-27.8741.29N227.8619.271.2300.41283.43286.55柱底M-4.8-1.5826.6-7.9727.87-41.29N245.3644.651.2356.94266.13269.25139 ##大学毕业设计论文C柱内力组合表表4.4层次位置内力荷载类型竖向荷载组合竖向荷载与地震力组合恒载①活载②地震荷载③1.2①+1.4②1.2（①+0.5②）1.3③7柱顶M4.81.5836.47.97-40.6154.03N393.7329.212.4485.37486.88493.12柱底M-4.8-1.5836.4-7.9740.61-554.03N411.2365.712.4585.47529.78536.026柱顶M4.81.5844.879.7-551.5364.95N559.639.154.1726.33689.68700.34柱底M-4.8-1.5844.8-7.9751.23-64.95N577.186.774.1814.00812.1382.805柱顶M4.81.5851.87.97-60.6374.05N725.4740.056.3926.63886.40902.78柱底M-4.8-1.5841.8-7.9760.63-74.05N732.95107.836.31030.53935.71952.094柱顶M4.81.5857.47.97-67.9181.33N891.3459.038.61152.251093.851116.21柱底M-4.77-1.5657.4-7.9767.96-81.28N908.84128.898.61271.051156.761179.123柱顶M9.713.245516.19-57.9085.10N1038.4368.9514.11342.651269.161305.82柱底M-3.39-2.7373.92-7.8990.36-101.80N1063.63149.2514.11485.311347.581384.502柱顶M3.392.7352.647.89-62.7374.14N1186.0278.7218.571533.431446.321494.60柱底M-8.34-3.1778.9614.4590.74-114.56N1211.22169.818.571691.181531.201579.491柱顶M8.142.364.6812.99-72.9495.23N1357.4588.6525.11630.431649.51714.76柱底M-0.36-0.8797.02-1.41125.41-126.84N1392.1190.1525.11936.711751.981817.24以上表中系数139 ##大学毕业设计论文是考虑计算截面以上各层52.64活荷载，不总是同时满布，而是对楼面均布活荷载的一个折减系数。18.57活荷载按楼层的折减系数79.65表4.5墙，柱基础计算截面上的层数12-34-56-89-10〉20计算截面以上各楼层活荷载总和的折减系数1.00（0.90）0.850.700.650.600.55注：当楼面梁的从属面积超过25m2时，采用括号内数值第五章构件截面设计5.1框架梁截面设计5.1.1承载力抗力调整系数表5.1材料结构构件受力状态钢筋混凝土梁受弯0.75轴压比小于0.15的柱偏压0.75轴压比不小于0.15的柱偏压0.80抗震墙偏压0.85各类构件受剪，偏拉0.855.1.2横向框架梁正截面设计（1）第一层梁的正截面受弯承载力计算混凝土强度等级纵筋为Ⅱ级：箍筋为Ⅰ级图5.1139 ##大学毕业设计论文（2）第二层梁的正截面受弯承载力计算图5.2（3）第三层梁的正截面受弯承载力计算图5.3（4）第四层梁的正截面受弯承载力计算图5.4（5）第五层梁的正截面受弯承载力计算139 ##大学毕业设计论文图5.5（6）第六层梁的正截面受弯承载力计算图5.6（7）第七层梁的正截面受弯承载力计算图5.7（8）第八层梁的正截面受弯承载力计算图5.8139 ##大学毕业设计论文（9）第九层梁的正截面受弯承载力计算图5.9139 ##大学毕业设计论文截面ⅠⅠⅡⅢⅢⅣⅣⅤM(kN·m)-165.3792.792.69-131.7255.01-129.5157.2223.05b×h0(mm2)250*365250*365250*365250*365250*365250*365250*365250*365v×b/2(kN·m)13.1213.1213.5513.5512.2512.25M0=M-v×b/2(kN·m)-152.2579.5892.69-118.1741.46-117.2644.9723.05γRE×M0-114.1959.6969.52-88.6331.1-87.9533.7317.29αS＝（γRE×M0）／（fcbh02）0.240.1250.1460.1860.0650.1850.0710.036ξ＝1－(1-2αs)-20.2790.1340.1590.2080.0670.2060.0740.037γs＝0.5×(1+(1-2αs)-2)0.8610.9330.9210.8960.9660.8970.9630.982Αs＝（γRE×M0）／（rsfyh0)(mm2)1211.19584.26689.34903.36294.01895.43319.87160.79选筋3Ф253Ф203Ф203Ф203Ф203Ф203Ф203Ф20实配面积（mm2)1473941941941941941941941ρ%0．430．280．280．280．280．280．280．28第一层框架梁正截面强度计算表5.2139 ##大学毕业设计论文截面ⅠⅠⅡⅢⅢⅣⅣⅤM(kN·m)-147.6265.5867.28-125.0639.17-123.2741.2624.98b×h0(mm2)250×365250×365250×365250×365250×365250×365250×365250×365v×b/2(kN·m)12.9112.9113.8613.8612.3912.39M0=M-v×b/2(kN·m)-134.7152.6767.28-111.225.31-110.8828.8724.98γRE×M0-101.0339.550.46-83.418.98-83.1621.6518.74αS＝（γRE×M0）／（fcbh02）0.2120.0830.1060.1750.040.1750.0450.039ξ＝1－(1-2αs)-20.2410.0870.1120.1940.0410.1940.0460.04γs＝0.5×(1+(1-2αs)-2)0.8790.9570.9440.9030.980.9030.9770.98Αs＝（γRE×M0）／（rsfyh0)(mm2)1049.66376.94488.16843.46176.87841.03202.37174.63选筋3Ф223Ф203Ф203Ф203Ф203Ф203Ф203Ф20实配面积（mm2)1140941941941941941941941ρ%0．340．280．280．280．280．280．280．28第二层框架梁正截面强度计算表5.3139 ##大学毕业设计论文截面ⅠⅠⅡⅢⅢⅣⅣⅤM(kN·m)-143.8862.5865.47-116.4229.7-113.8132.3125.27b×h0(mm2)250*365250*365250*365250*365250*365250*365250*365250*365v×b/2(kN·m)12.9112.9113.8613.8612.3912.39M0=M-v×b/2(kN·m)-130.9749.6765.47-102.5615.84-101.4219.9225.27γRE×M0-98.2337.2549.1-76.9211.88-76.0714.9418.95αS＝（γRE×M0）／（fcbh02）0.2060.0780.1030.1620.0250.160.0310.04ξ＝1－(1-2αs)-20.2330.0810.1090.1780.0250.1750.0310.041γs＝0.5×(1+(1-2αs)-2)0.8830.9590.9460.9110.9870.9120.9840.98Αs＝（γRE×M0）／（rsfyh0)(mm2)1015.94354.73474771.09109.92761.74138.66176.59选筋3Ф223Ф203Ф203Ф203Ф203Ф203Ф203Ф20实配面积（mm2)1140941941941941941941941ρ%0．340．280．280．280．280．280．280．28第三层框架梁正截面强度计算表5.4139 ##大学毕业设计论文截面ⅠⅠⅡⅢⅢⅣⅣⅤM(kN·m)-114.0153.4455.17-107.6334.33-111.9729.9924.87b×h0(mm2)250*365250*365250*365250*365250*365250*365250*365250*365v×b/2(kN·m)121212.2112.2111.7211.72M0=M-v×b/2(kN·m)-102.0141.44-55.1795.4222.12-100.2518.2724.87γRE×M0-76.5131.08-41.3871.5716.59-75.1913.718.65αS＝（γRE×M0）／（fcbh02）0.1610.0650.0870.150.0350.1580.0290.039ξ＝1－(1-2αs)-20.1770.0670.0910.1630.0360.1730.0290.04γs＝0.5×(1+(1-2αs)-2)0.9120.9660.9540.9180.9820.9140.9850.98Αs＝（γRE×M0）／（rsfyh0)(mm2)766.14293.83396.12711.99154.28751.28127.02173.8选筋3Ф223Ф203Ф203Ф203Ф203Ф203Ф203Ф20实配面积（mm2)1140941941941941941941941ρ%0．340．280．280．280．280．280．280．28第四层框架梁正截面强度计算表5.5139 ##大学毕业设计论文截面ⅠⅠⅡⅢⅢⅣⅣⅤM(kN·m)-104.9144.3143.25-99.4426.14-103.7821.0824.87b×h0(mm2)250*365250*365250*365250*365250*365250*365250*365250*365v×b/2(kN·m)11.511.511.7111.7111.2311.23M0=M-v×b/2(kN·m)-93.4132.8143.25-87.7314.43-92.559.8524.87γRE×M0-70.0624.6132.44-65.810.82-69.417.3918.65αS＝（γRE×M0）／（fcbh02）0.1470.0520.0680.1380.0230.1460.0160.039ξ＝1－(1-2αs)-20.160.0530.070.1490.0230.1590.0160.04γs＝0.5×(1+(1-2αs)-2)0.920.9730.9650.9250.9880.9210.9920.98Αs＝（γRE×M0）／（rsfyh0)(mm2)695.45230.99307649.64100.01688.2568.03173.8选筋3Ф223Ф203Ф203Ф203Ф203Ф203Ф203Ф20实配面积（mm2)1140941941941941941941941ρ%0．340．280．280．280．280．280．280．28第五层框架梁正截面强度计算表5.6139 ##大学毕业设计论文截面ⅠⅠⅡⅢⅢⅣⅣⅤM(kN·m)-91.1731.625.55-89.4316.13-93.7711.7924.87b×h0(mm2)250*365250*365250*365250*365250*365250*365250*365250*365v×b/2(kN·m)10.8110.8111.0311.0310.6310.63M0=M-v×b/2(kN·m)-80.3620.7925.55-78.45.1-83.141.1624.87γRE×M0-60.2715.5919.16-58.83.83-62.360.8718.65αS＝（γRE×M0）／（fcbh02）0.1270.0330.040.1230.0080.1310.0020.039ξ＝1－(1-2αs)-20.1360.0340.0410.1320.0080.1410.0020.04γs＝0.5×(1+(1-2αs)-2)0.9320.9830.980.9340.9960.930.9990.98Αs＝（γRE×M0）／（rsfyh0)(mm2)590.57144.84178.55574.9335.12612.367.95173.8选筋3Ф223Ф203Ф203Ф203Ф203Ф203Ф203Ф20实配面积（mm2)1140941941941941941941941ρ%0．340．280．280．280．280．280．280．28第六层框架梁正截面强度计算表5.7139 ##大学毕业设计论文截面ⅠⅠⅡⅢⅢⅣⅣⅤM(kN·m)-77.6117.0433.4-77.64.3-81.94-0.0424.87b×h0(mm2)250*365250*365250*365250*365250*365250*365250*365250*365v×b/2(kN·m)10.0310.0310.2510.259.939.93M0=M-v×b/2(kN·m)-67.587.0133.4-67.35-5.95-72.01-9.8924.87γRE×M0-50.695.2625.05-50.51-4.46-54.01-7.4218.65αS＝（γRE×M0）／（fcbh02）0.1060.0110.0530.1060.0090.1130.0160.039ξ＝1－(1-2αs)-20.1120.0110.0540.1120.0090.120.0160.04γs＝0.5×(1+(1-2αs)-2)0.9440.9940.9730.9440.9950.940.9920.98Αs＝（γRE×M0）／（rsfyh0)(mm2)490.3848.33235.12488.6440.94524.7368.31173.8选筋3Ф223Ф203Ф203Ф203Ф203Ф203Ф203Ф20实配面积（mm2)1140941941941941941941941ρ%0．340．280．280．280．280．280．280．28第七层框架梁正截面强度计算表5.8139 ##大学毕业设计论文截面ⅠⅠⅡⅢⅢⅣⅣⅤM(kN·m)-72.72-7.222.67-72.25-15.83-69.2-12.7824.87b×h0(mm2)250*365250*365250*365250*365250*365250*365250*365250*365v×b/2(kN·m)7.997.999.469.469.179.17M0=M-v×b/2(kN·m)-64.73-0.7922.67-62.79-6.37-60.03-3.6124.87γRE×M0-48.55-0.5917-47.09-4.78-45.02-2.7118.65αS＝（γRE×M0）／（fcbh02）0.1020.0010.0360.0990.010.0950.0060.039ξ＝1－(1-2αs)-20.1080.0010.0370.1040.010.10.0060.04γs＝0.5×(1+(1-2αs)-2)0.9460.9990.9820.9480.9950.950.9970.98Αs＝（γRE×M0）／（rsfyh0)(mm2)468.695.39158.1453.6343.87432.7824.82173.8选筋3Ф223Ф203Ф203Ф203Ф203Ф203Ф203Ф20实配面积（mm2)1140941941941941941941941ρ%0．340．280．280．280．280．280．280．28第八层框架梁正截面强度计算表5.9139 ##大学毕业设计论文截面ⅠⅠⅡⅢⅢⅣⅣⅤM(kN·m)-38.81-13.3315.94-39.34-17.535.61-13.7724.41b×h0(mm2)250*365250*365250*365250*365250*365250*365250*365250*365v×b/2(kN·m)5.845.846.436.436.056.05M0=M-v×b/2(kN·m)-32.97-7.4915.94-32.91-11.0729.56-7.7224.41γRE×M0-24.73-5.6211.96-24.68-8.322.17-5.7918.31αS＝（γRE×M0）／（fcbh02）0.0520.0120.0250.0520.0170.0470.0120.038ξ＝1－(1-2αs)-20.0530.0120.0250.0530.0170.0480.0120.039γs＝0.5×(1+(1-2αs)-2)0.9730.9940.9870.9730.9910.9760.9940.981Αs＝（γRE×M0）／（rsfyh0)(mm2)232.1151.63110.66231.6476.49207.4453.2170.45选筋3Ф163Ф163Ф163Ф163Ф163Ф163Ф163Ф16实配面积（mm2)3Ф223Ф203Ф203Ф203Ф203Ф203Ф203Ф20ρ%1140941941941941941941941第九层框架梁正截面强度计表5.10139 ##大学毕业设计论文5.1.3梁的斜截面强度计算为了防止梁在弯曲屈服前发生剪切破坏，截面设计时，对剪力设计值进行调整如下：，式中：——剪力增大系数，对二级框架取1.05——梁在重力荷载值作用下，按简支梁分析的梁端截面剪力设计值表5.11BC跨顺时针方向逆时针方向92.70-165.37-131.7255.01——分别为梁的左右端顺时针方向或逆时针方向截面组合弯矩值：查表得数据如有所示。CE跨顺时针方向逆时针方向57.22-57.22-129.51129.51计算中，取顺时针方向和逆时针方向中较大者。剪力调整：BC跨：=92.70+131.72=224.42kN/m>165.37+55.01=220.36kN*m=(18.829+0.5*4.8)*1.2*0.5*3.6=45.85kNCE跨：=57.22+129.51=186.73kN*m=(18.829+0.5*4.8)*1.2*0.5*3.6=45.85kN考虑承载力抗震调整系数：调整后的剪力值大于组合表中的静力组合值，按调整后的剪力值进行斜截面计算。第一层梁的斜截面强度计算表5.12截面支座B右支座C左支座C右设计剪力104.92108.3697.9689.1892.1183.27调整后的剪力V（kN）111.31111.31100.3194.6194.6185.27139 ##大学毕业设计论文250*365250*365250*365箍筋直径和肢数50.350.350.3箍筋间距s（mm）1001001000.4020.4020.4020.0020.0020.002同理可得，2-9层梁的斜截面强度计算结果如下所示：第二层梁的斜截面强度计算表5.13截面支座B右支座C左支座C右设计剪力103.92110.999.1387.8094.2784.26调整后的剪力V（kN）107.00107.0099.3990.9590.9584.48250*365250*365250*365箍筋直径和肢数50.350.350.3箍筋间距s（mm）1001001000.4020.4020.4020.0020.0020.002第三层梁的斜截面强度计算表5.14截面支座B右支座C左支座C右设计剪力100.87103.3194.8085.7487.8184.58调整后的剪力V（kN）103.61103.6195.0288.0788.0780.77250*365250*365250*365箍筋直径和肢数139 ##大学毕业设计论文50.350.350.3箍筋间距s（mm）1001001000.4020.4020.4020.0020.0020.002第四层梁的斜截面强度计算表5.15截面支座B右支座C左支座C右设计剪力95.9997.7193.7681.5983.0579.70调整后的剪力V（kN）103.38103.3892.8187.8787.8780.88250*365250*365250*365箍筋直径和肢数50.350.350.3箍筋间距s（mm）1001001000.4020.4020.4020.0020.0020.002第五层梁的斜截面强度计算表5.16截面支座B右支座C左支座C右设计剪力91.9693.6889.8678.1779.8076.38调整后的剪力V（kN）93.3393.3388.0379.3379.3374.83250*365250*365250*365箍筋直径和肢数50.350.350.3箍筋间距s（mm）1001001000.4020.4020.402139 ##大学毕业设计论文0.0020.0020.002第六层梁的斜截面强度计算表5.17截面支座B右支座C左支座C右设计剪力91.1788.2285.0577.4974.9972.29调整后的剪力V（kN）88.1688.1682.1974.9474.9469.86250*365250*365250*365箍筋直径和肢数50.350.350.3箍筋间距s（mm）1001001000.4020.4020.4020.0020.0020.002第七层梁的斜截面强度计算表5.18截面支座B右支座C左支座C右设计剪力80.2681.9879.4668.2269.6867.54调整后的剪力V（kN）79.0079.0067.1567.1567.1564.01250*365250*365250*365箍筋直径和肢数50.350.350.3箍筋间距s（mm）1001001000.4020.4020.4020.0020.0020.002第八层梁的斜截面强度计算表5.19截面支座B右支座C左支座C右设计剪力73.7675.6973.35139 ##大学毕业设计论文62.7064.3362.35调整后的剪力V（kN）77.1577.1565.5865.5865.5864.01250*365250*365250*365箍筋直径和肢数50.350.350.3箍筋间距s（mm）1001001000.4020.4020.4020.0020.0020.002第九层梁的斜截面强度计算表5.20截面支座B右支座C左支座C右设计剪力46.7151.4148.4123.3643.7041.15调整后的剪力V（kN）56.7056.7054.6848.2148.2046.48250*365250*365250*365箍筋直径和肢数50.350.350.3箍筋间距s（mm）1001001000.4020.4020.4020.0020.0020.0025.2柱截面设计混凝土C30，fc30=14.3，纵筋为Ⅱ级，fy=300,箍筋为Ⅰ级，fy=2105.2.1轴压比验算表5.21类别抗震等级一二三框架柱0.70.80.9框架柱0.60.70.8139 ##大学毕业设计论文对于底层柱底的弯矩设计值应考虑增大系数1.55.2.2对正截面承载能力计算B柱：1—11M=2M=2—21M=2M=3—31M=2M=4—41M=2M=5—51M=2M=6—61M=2M=7—71M=2M=8—81M=2M=9—91M=139 ##大学毕业设计论文2M=N=686.96KN.m10—101M=55.9244.742M=11—111M=50.4640.37N=579.30463.44KN2M=17.91KN.m12—121M=N=558.3446.64KN2M=17.91KNN=521.11KN13—131M=43.1834.54N=402..42321.74KN2M=N=384.57KN14—141M=43.1834.54N=381.44305.15KN2M=N=363.60KN15—151M=35.928.72N=231.82185.46KN2M=N=227.09KN16—161M=35.9028.72N=210.82168.66KN2M=N=206.09KN17—171M=28.6222.90N=67.7154.17KN2M=N=69.58KN18—181M=30.1624.13N=46.7137.37KN2M=20.87KN/mN=48.58KN139 ##大学毕业设计论文C柱：1—11M=2M=2—21M=95.2376.18N=1714.761371.81KN2M=12.99KN/mN=1630.43KN3—31M=114.5691.65N=1579.491263.59KN2M=14.45KN/mN=14.45KN4—41M=74.1459.31N=1494.61195.68KN2M=7.89KN/mN=1533.43KN5—51M=101.881.44N=1384.51107.6KN2M=7.89KN/mN=1485.31KN6—61M=85.1068.08N=1305.821044.67KN2M=16.19KN/mN=1342.65KN7—71M=81.2865.02N=1179.12943.30KN2M=7.91KN/mN=1271.05KN8—81M=81.3365.06N=1116.21892.97KN2M=7.97KN/mN=1152.25KN9—91M=74.0559.24N=952.09761.67KN2M=7.97KN/mN=1030.53KN10—101M=74.0559.24N=902.78722.22KN2M=7.97KN/mN=926.63KN139 ##大学毕业设计论文11—111M=64.9551.96N=822.9658.24KN2M=7.97KN/mN=814KN12—121M=64.9551.96N=700.34560.27KN2M=7.97KN/mN=726.23KN13—131M=54.0343.22N=536.02428.82KN2M=7.97KN/mN=585.47KN14—141M=54.0343.22N=493.12394.50KN2M=7.97KN/mN=485.37KN15—151M=41.2933.03N=269.25215.4KN2M=7.97KN/mN=300.41KN16—161M=41.2933.03N=286.55229.24KN2M=7.97KN/mN=300.41KN17—171M=28.5528.44N=110.3988.31KN2M=7.97KN/mN=129.48KN18—181M=18.7314.98N=80.3764.30KN2M=10.40KN/mN=87.44KN截面采用对称配筋：139 ##大学毕业设计论文表5.22B柱截面1-12-23-34-45-56-6M130.794.1963.3811.958.6115.3855.518.7757.5818.7754.7519.65N1216.81313.98946.821272.41036.621133.711012.421103.47900.021000.14839.83969.9l0481348134200420042004200420042004200420042004200bh0600*565600*565600*565600*565600*565600*565600*565600*565600*565600*565600*565600*565e0107.53.266.99.456.513.654.8176418.865.220.30.3h0169.5169.5169.5169.5169.5169.5169.5169.5169.5169.5169.5169.5ea7.4419.9612.3119.2113.5618.7113.7618.312.6618.0812.5217.9ei114.923.279.228.670.132.368.635.376.736.977.738.2l0/h8.028.027777777777ξ10.7490.3110.5780.3370.5350.3540.5280.3690.5670.3760.5710.383ξ2111111111111η1.1691.3481.1441.2331.1511.2171.1521.2071.1461.2021.1451.198ηei134.331.390.635.380.739.37942.687.944.48945.8e399.3296.3355.6300.3345.7304.3344307.6352.9309.4354310.8ξ(ξb=0.544)0.2510.2710.1950.2620.2140.2340.2090.2280.1860.2060.1730.2偏心性质大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心AS=AS"725.4<0918.4<01035.9<01031.5<0903.7<0856<0选筋4Ф224Ф204Ф204Ф204Ф204Ф204Ф20139 ##大学毕业设计论文实配面积1520125612561256125612561256ρ%0．450．370．370．370．370．370．37B柱截面7-78-89-910-1011-1112-12M42.917.9147.6517.9144.7417.9144.7417.9140.3717.9140.3717.91N757.98856.64741.18835.64604.54686.96587.74665.96463.44542.11446.64521.11l0420042004200420042004200420042004200420042004200bh0500*465500*465500*465500*465500*465500*465500*465500*465500*465500*465500*465500*465e056.620.964.321.47426.176.126.987.13390.434.40.3h0139.5139.5139.5139.5139.5139.5139.5139.5139.5139.5139.5139.5ea9.9514.239.0214.177.8613.617.6113.516.2912.785.8912.61ei66.635.173.335.681.939.783.740.493.445.896.347l0/h8.48.48.48.48.48.48.48.48.48.48.48.4ξ10.5870.4040.6260.4070.6760.4310.6860.4350.7420.4660.7590.473ξ2111111111111η1.2071.271.21.2681.1931.2541.1921.2521.1861.2381.1851.236ηei80.444.68845.197.749.899.850.6110.856.7114.158.1e295.4259.6303260.1312.7264.8314.8265.6325.8271.7329.1273.1ξ(ξb=0.544)0.2280.2580.2230.2510.1820.2070.1770.20.1390.1630.1340.157偏心性质大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心AS=AS"685.1<0633<0515.6<0497.1<0383.7<0362.4<0选筋4Ф224Ф204Ф204Ф204Ф204Ф204Ф20139 ##大学毕业设计论文实配面积1520125612561256125612561256ρ%0．450．370．370．370．370．370．37表5.23B柱截面13-1314-1415-1516-1617-1718-18M34.5417.9134.5417.9128.7217.9128.7217.9122.917.9124.1320.87N321.74384.54305.15363.6185.46227.09168.66206.0954.1769.5837.3748.58l0420042004200420042004200420042004200420042004200bh0500*465500*465500*465500*465500*465500*465500*465500*465500*465500*465500*465500*465e0107.446.6113.249.3154.978.9170.386.9422.7257.4645.7429.60.3h0139.5139.5139.5139.5139.5139.5139.5139.5139.5139.5139.5139.5ea3.8511.153.1610.8207.2706.310000ei111.357.8116.460.1154.986.2170.393.2422.7257.4645.7429.6l0/h8.48.48.48.48.48.48.48.48.48.48.48.4ξ10.8460.5360.8760.54910.70110.7411111ξ2111111111111η1.1781.2171.1761.2141.1511.1911.1381.1861.0551.0911.0361.055ηei131.170.3136.973178.3102.7193.8110.5445.9280.8668.9453.2e346.1285.3351.9288393.3317.7408.8325.5660.9495.8883.9668.2ξ(ξb=0.544)0.0970.1160.0920.1090.0560.0680.0510.0620.0160.0210.0110.015偏心性质大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心AS=AS"240.4<0217.1<084.4<058.1<0<019.2<077.8139 ##大学毕业设计论文选筋4Ф184Ф184Ф184Ф184Ф184Ф18实配面积101710171017101710171017ρ%0．430．430．430．430．430．43表5.24C柱截面1-12-23-34-45-56-6M152.211.4176.1812.9991.6514.4559.317.8981.447.8968.0816.19N1453.791936.731371.811630.431263.591691.181195.681533.431107.61485.311044.671342.65l0481348134200420042004200420042004200420042004200bh0600*565600*565600*565600*565600*565600*565600*565600*565600*565600*565600*565600*565e0104.70.755.5872.58.549.65.173.55.365.212.10.3h0169.5169.5169.5169.5169.5169.5169.5169.5169.5169.5169.5169.5ea7.7820.2613.6819.3811.6419.3214.3919.7311.5219.712.5218.89ei112.52169.227.484.127.86424.8852577.731l0/h8.028.027777777777ξ10.7380.30.5310.3310.6020.3330.5060.3190.6060.3190.5710.348ξ2111111111111η1.171.3711.1521.2391.1421.2371.1561.2541.1411.2521.1451.222ηei131.628.879.733.99634.47431.19731.38937.9e396.6293.8344.7298.9361299.4339296.1362296.3354302.9ξ(ξb=0.544)0.30.40.2830.3360.2610.3490.2470.3160.2280.3060.2150.277大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心139 ##大学毕业设计论文偏心性质AS=AS"765.1<01211<01036<01175.5<0964.5<0986.3<0选筋4Ф224Ф204Ф204Ф204Ф204Ф204Ф20实配面积1520125612561256125612561256ρ%0．450．370．370．370．370．370．37C柱截面7-78-89-910-1011-1112-12M65.027.9165.067.9759.247.9759.247.9751.967.9751.967.97N943.31271.05892.971152.25761.671030.53722.22926.63658.24814560.27726.23l0420042004200420042004200420042004200420042004200bh0500*465500*465500*465500*465500*465500*465500*465500*465500*465500*465500*465500*465e068.96.272.96.977.87.7828.678.99.892.7110.3h0139.5139.5139.5139.5139.5139.5139.5139.5139.5139.5139.5139.5ea8.47167.9915.917.415.826.915.717.2715.565.6215.42ei77.422.280.922.885.223.588.924.386.225.498.326.4l0/h8.48.48.48.48.48.48.48.48.48.48.48.4ξ10.6490.3290.670.3320.6950.3360.7160.3410.7010.3470.7710.353ξ2111111111111η1.1971.3471.1941.3411.1911.3351.1891.3291.1911.321.1841.313ηei92.629.996.630.6101.531.4105.732.3102.733.5116.434.7e307.6244.9311.6245.6316.5246.4320.7247.3317.7248.5331.4249.7ξ(ξb=0.544)0.2840.3820.2690.3470.2290.310.2170.2790.1980.2450.1690.218139 ##大学毕业设计论文偏心性质大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心AS=AS"668.6<0629.6<0562.3<0525.1<0516.7<0410.1<0选筋4Ф224Ф204Ф204Ф204Ф204Ф204Ф20实配面积1520125612561256125612561256ρ%0．450．370．370．370．370．370．37表5.25C柱截面13-1314-1415-1516-1617-1718-18M43.227.9743.227.9733.037.9733.037.9722.847.9714.9810.4N428.82585.47394.5485.37215.4356.94229.24300.4188.31129.4864.387.44l0420042004200420042004200420042004200420042004200bh0500*465500*465500*465500*465500*465500*465500*465500*465500*465500*465500*465500*465e0100.813.6109.616.4153.322.3144.126.5258.661.6233118.90.3h0139.5139.5139.5139.5139.5139.5139.5139.5139.5139.5139.5139.5ea4.6415.113.5914.77014.06013.5609.3502.47ei105.428.7113.231.2153.336.4144.140.1258.671233121.4l0/h8.48.48.48.48.48.48.48.48.48.48.48.4ξ10.8120.3670.8570.38110.41110.43310.61210.905ξ2111111111111η1.1811.31.1771.2861.1531.2651.1631.2531.0911.2021.1011.175ηei124.537.3133.240.1176.846167.650.2282.185.3256.5142.6e339.5252.3348.2255.1391.8261382.6265.2497.1300.3471.5357.6139 ##大学毕业设计论文ξ(ξb=0.544)0.1290.1760.1190.1460.0650.1070.0690.090.0270.0390.0190.026偏心性质大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心AS=AS"317.5<0272.8<097.1<0117.9<0<0156.2<068.7选筋4Ф184Ф184Ф184Ф184Ф184Ф18实配面积101710171017101710171017ρ%0．430．430．430．430．430．43139 ##大学毕业设计论文5.2.3.柱斜截面承载能力计算以B轴第一层柱为例，（剪力设计值调整）柱的抗剪承载能力式中，（当<1时，取=1，当>3时，取=3）当N=1479.42<=1544.4kN,取N=1544.4kN.设箍筋为四肢,则V=584.29kN>144.68kN同时,柱受剪力截面应符合表5.26柱号层次实配箍筋加密区非加密区B柱963.88782.89926.481072.5375.18<00.545386.10782.291265.531072.5390.86<00.6881144.681140.631479.421544.4584.29<00.715C柱989.82782.291116.211072.5381.03<00.5443218.50782.291494.601072.5405.95<00.6881260.271140.631714.761544.4595.52<00.715第六章施工组织设计6.1工程概况该工程位于某市某居住区内，建筑层数为10层，户型面积A：80B：100C：80采用一梯三四户，底层为车库本工程为钢筋混凝土框架结构，抗震设防为7度。本工程场地地势较为平坦，地面绝对标高为黄海高程407.95~410.5m139 ##大学毕业设计论文。年平均气温20，年平均降雨量为1000mm，以西北风为主导风向。场内地下水对钢筋混凝土无侵蚀性。本工程采用桩基础6.2施工设备1供应材料表6.1序号品种规格单位1钢筋综合吨2水泥综合吨3木材m24黄砂中粗砂吨5空心砖190×190×190块6面砖100×100块7磁砖152×152块8地缸砖150×150块9玻璃3mmm210玻璃5mmm211Pvc卷材m212沥青综合吨2主要机械设备计划表6.2序号品种单位数量1高层吊车台12人货电梯台13混凝土搅拌机台34砂浆机台25盘锯台16手刨台17压刨台18混凝土配料站套19交流对焊机台210钢筋竖向焊机台211震动棒套1012高压水泵台1139 ##大学毕业设计论文13机动斗车台114灰浆泵台115灰浆搅拌机台16.3主体结构工程施工方案6.3.1标准层施工顺序：弹线→柱墙钢筋绑扎→柱墙设备安装配合柱墙钢筋预埋预留→柱墙模板安装→复测模板轴线，截面→柱墙混凝土浇注→立支撑，安装梁模板→梁板钢筋绑扎→安装，预埋（水，电）→复测梁板标高，轴线→加固，自检→隐蔽工程验收→浇注混凝土→混凝土养护→拆模。钢筋，模板采用分两段流水施工作业，对水电安装预埋在构件中的部分在模板钢筋工程施工时予以穿插配合。※机械设备以及各种临时设施布置可参见施工现场平面布置图。6.3.2模板工程顶板模板支撑体系采用钢管排架体系，上铺横向钢管600mm再放置楼底模板及小撰50×100mm间距500mm。梁模板可采用胶合板亦可采用组合钢模板，其底面模板采用50mm厚木板或钢板，梁侧模板可以直接用排架钢管支撑，但排架应设斜向钢管加固。楼板厚110mm底模板为18mm后胶合板模板，采用50×100mm木方作为内楞木，钢管扣支架作为外楞和支撑内楞间距为600mm外楞间距为900mm，钢管支撑纵横向间距为1000~1500mm模板安装时要特别注意顶板模板与梁柱模板过角的接头，杜绝漏浆，跑模，烂跟现象，施工缝处应用模板夹好。严禁随意留缝。吊顶插筋或留洞应妥善处理。钢管排架搭设时应注意，柱距与布高不得过大。竖向钢管高度必须符合高度要求，严禁排架搭好再任意切割钢管。模板安装完成后应进行检查与清理。模板面应刷涂脱模剂，模板应进行找平检查，严格控制模板标高和平整度，模板在拆模后混凝土表面应达到外光内实，边角整齐，表面平整光滑，顶板底面应能直接喷涂平顶。模板工程质量控制允许偏差表6.3项次项目允许偏差（mm）检验方法1轴线位置3尺量2标高-5~+2水准仪3截面尺寸-5~+2尺量4层高高度3托线板5相邻板间高差2尺量139 ##大学毕业设计论文6表面平整度5形塞尺7预留孔中心线3尺量拆模的时候可根据构件的类型，特点，施工时的气温情况及混凝土所达到的强度等综合确定。为防止过早拆模找成结构裂缝，断裂或倒塌，要求拆模时需达到规定强度。拆模程序一般是先支的后拆，后支的先拆，先拆非承重部位，后拆承重部位。拆除模板要注意安全，不得站在正拆除的模板的正下方。6.3.3钢筋工程钢筋采用现场加工，焊接和绑扎连接等多种连接方法施工。钢筋进场应有出厂证明书或实验报告单，并需分批做机械性能试验。使用中如发现钢筋脆断，焊接性能不良或机械性能显著不正常是还应进行钢筋化学成分分析。钢筋安装是应注意，柱纵向钢筋的弯钩应朝向柱心，截面较小的柱用插入或震动器震捣时，弯钢和模板所成的角度不应小于150插筋的弯钩迭合处应交错布置在四角纵向钢筋上，箍筋转角与纵向钢筋交叉点处要扎牢。梁内立筋当双排双列时，两排钢筋之间应垫以直径不小于25mm的短钢筋以保证其净距。箍筋弯钩迭合处应交错布置在两根架立钢筋上。6.3.4混凝土工程混凝土的运输一般采用塔吊械斗进行，辅以手推车。混凝土的浇注必须使所浇注的混凝土严实，强度符合设计要求，保证结构的整体性，耐久性，尺寸准确和钢筋预埋位置的准确，拆模后混凝土表面平整光滑。混凝土浇注是应注意：1防止离析一旦发生离析和塌落度不能满足施工要求，必须在浇注前进行二次搅拌；2连续浇注混凝土柱梁和板浇注是都不留施工缝，一次浇注成型；3分层浇注为了使混凝土能震捣实应分层浇注，分层震捣并在下层混凝土初凝前将上层混凝土震捣完毕。混凝土拌和物经浇注，震捣密实后即进入静置养护期，混凝土浇注完12小时以内覆盖塑料膜，其上盖二层草帘保温，覆盖时间不少与7天，混凝土强度在1.2Mpa以下是不得上人作业，混凝土总养护时间不少于14天。6.3.5脚手架工程本工程处脚手架采用分单元套式爬升脚手架，主体施工阶段向上爬升，装修阶段下降。脚手架施工的一般过程如下：1脚手架安装在塔吊的配合下按脚手架平面布置图进行，先将每个爬升单元的脚手架连接构件送到安装部位的楼层上，对号入座；2在爬升底部搭设普通脚手架；139 ##大学毕业设计论文3先安装附着在结构上的支座，然后安装大爬架待其矫正加固后在固定小爬架；4在底步架安装完毕的基础上向上依次完成各步架的安装工作；5对每个爬升单元在其外侧附设剪力支撑增强整体性；6阳台部分的爬升架固定在阳台梁上，阳台下应附设三角支撑对阳台进行加固；7爬升单元间、脚手钢管、栏杆接头处用扣件连接，竹片要铺满。6.4工程测量控制以A、G、1、13轴作为主控轴线，根据建筑设计单位提供的基准点将主控轴线引测到基坑开挖范围以外，打设8根龙门桩。为了确保桩点不偏移，用混凝土将其四周固定，并砌砖墩加以保护。轴线采用“外控内测”法m以下部分按主控轴线点，用经纬仪将轴线引测基础顶部。再根据此测其他轴线。m以上采用天底垂准法结合吊垂线法引测主控轴线，其他轴线采用经纬仪通过主控轴线测放。6.5装饰工程施工方案本工程外装饰工程安排在主体工程完成后进行。内装饰工程施工随主体工程施工更进施工，与主体结构形成立体交叉作业。室外装饰用上而下施工，内装饰有下而上施工。内装饰的主要施工程序：清理楼面，内墙帖饼→门窗框安装、墙内管线预埋→水泥沙浆地面→天棚摸灰→内墙摸灰→踢脚线→地面涂料→涂料地面清理、打蜡→防滑地砖地面。外墙装饰的主要施工程序：清理墙面→拉线帖饼→门、窗、阳台安装→墙面浇水湿润→刮底糙→排砖→拉线贴样砖→水泥沙浆匀缝→清理外墙面。6.6安全生产文明施工6.6.1文明施工管理措施（1）.各类标志牌、安全操作规程一律统一规格尺寸，放置整齐，挂置牢固，并置于醒目处。（2）场地道路畅通无阻，非湿作业面当日清，非作业面无施工垃圾。（3）.工完场清，活完成品清，当日作业当日清，机具、工具整理清。（4）.正确使用“三宝”、出入口、洞口、楼梯口、电梯口防护好。（5）不见零散砂、石、水泥、木枋、型材、管、线等；不见边角余料、废纸、烟头及生活垃圾随地扔；不见随地大小便、任意乱涂乱画；不准电线直接进插座、接闸刀等违章操作；不准工人穿拖鞋、打赤膊上岗操作。139 ##大学毕业设计论文（6）各种材料堆放整齐；成品、半成品堆放整齐；消防设施放置整齐；临时用电、用水管线安装整齐。（7）有制度，有计划；有标志牌，安全操作牌；有出入证；有场地分片包干范围、职责；有吸烟室和饮水处，有临时厕所，有施工平面布置图或企业标志牌。（8）.配电箱有门有锁、闸刀盖、插座盖、漏电保护器等配置规范、完好。6.6.2安全施工管理措施（1）安全管理规定①参加施工的工人（包括学徒、实习生、代培人员和民工）、要熟知本工种的安装技术操作规程，在操作中，坚守岗位，严禁酒后或带病工作。②电工、焊工和特殊工种，必须经过专门培训，有国家统一颁发的上岗证，方可独立操作。③正确使用个人防护用品和安全防护措施，进入施工现场，禁止穿拖鞋、高跟鞋和赤脚，在没有防护设施的高处，必须系安全带，不准穿硬底鞋、带钉鞋和易滑鞋。④施工现场的楼梯口、电梯口、预留洞口、通道口和悬空物边檐，应当有防护棚、防护拦等隔离措施和明显标志、距地面3m以上作业地点要有防护栏杆、挡板或安全网。操作人员必须戴安全帽、安全带，安全网定期检查，不符合要求的严禁使用。⑤施工现场内的脚手架、防护措施、安全标志和警告牌不得擅自拆动，需要拆动的要经工地负责人同意。⑥施工现场内一切生产、生活各项临时措施，按照施工总平面布置设置并进行管理，做到布局合理，整齐划一，符合安全疏散、防火等要求。⑦施工现场的电路开关、支路配电箱，统一由值班电工接驳、开合，其它任何人员不得擅自开关操作。⑧做好施工现场的安全保卫工作，采取必要的防盗措施，建立和执行防火管理制度，设置符合消防要求的消防措施。（2）职责实行“谁主管，谁负责”的安全工作项目经理负责制，项目部设专职安全员。①项目经理：任安全生产组组长，对安全生产负全部责任。②项目职能人员：按其岗位负直接责任。③操作人员：严格遵守安全操作的法律法规以及项目部规定的各项制度和专业负责人的技术安全交底。139 ##大学毕业设计论文第七章基础计算7.1B轴桩基承台计算7.1.1基本资料（1）示意图：图7.1图7.2（2）基本资料：承台类型：四桩承台承台计算方式：验算承台尺寸①依据规范：《建筑地基基础设计规范》（GB50007--2002）《混凝土结构设计规范》（GB50010--2002）②几何参数：承台边缘至桩中心距:C=400mm桩列间距:A=1500mm桩行间距:B=1500mm承台根部高度:H=800mm承台端部高度:h=600mm纵筋合力重心到底边的距离:as=70mm平均埋深:hm=2500.00m矩形柱宽:Bc=500mm矩形柱高:Hc=500mm方桩边长:Ls=400mm③荷载设计值：(作用在承台顶部）竖向荷载:F=1521.00kN绕X轴弯矩:Mx=-108.99kN.m绕y轴弯矩:My=0.00kN.mX向剪力:Vx=0.00kNY向剪力:Vy=0.00kN④作用在承台底部的弯矩绕X轴弯矩:M0x=Mx-Vy*H=-108.99-(0.00)*0.80=-108.99kN.m绕y轴弯矩:M0y=My+Vx*H=0.00+(0.00)*0.80=0.00kN.m⑤材料信息：混凝土强度等级:C30fc=14.30N/mm2ft=1.43N/mm2钢筋强度等级:HRB335fy=300.00N/mm2139 ##大学毕业设计论文7.1.2承台计算：（1）基桩净反力设计值：计算公式：《建筑地基基础设计规范》（8.5.3-2）Ni=F/n±M0x*yi/∑yj*yj±M0y*xi/∑xj*xjN1=F/n-M0x*y1/∑yj*yj+M0y*x1/∑xj*xj=1521.00/4-(-108.99)*(0.75)/2.25+(0.00)*(-0.75)/2.25=416.58kNN2=F/n-M0x*y1/∑yj*yj+M0y*x1/∑xj*xj=1521.00/4-(-108.99)*(0.75)/2.25+(0.00)*(0.75)/2.25=416.58kNN3=F/n-M0x*y1/∑yj*yj+M0y*x1/∑xj*xj=1521.00/4-(-108.99)*(-0.75)/2.25+(0.00)*(-0.75)/2.25=343.92kNN4=F/n-M0x*y1/∑yj*yj+M0y*x1/∑xj*xj=1521.00/4-(-108.99)*(-0.75)/2.25+(0.00)*(0.75)/2.25=343.92kN（2）承台受柱冲切验算：计算公式：《建筑地基基础设计规范》（8.5.17-1）Fl≤2*[β0x*(bc+a0y)+β0y*(hc+a0x)]*βhp*ft*h0X方向上自柱边到最近桩边的水平距离：a0x=0.30my方向上自柱边到最近桩边的水平距离：a0y=0.30m作用于冲切破坏锥体上的冲切力设计值：Fl=F-∑Qi=1521.00-0.00=1521.00kNX方向冲垮比：λ0x=a0x/h0=0.30/0.73=0.41y方向冲垮比：λ0y=a0y/h0=0.30/0.73=0.41X方向冲切系数：β0x=0.84/(λ0x+0.2)=0.84/(0.41+0.2)=1.37y方向冲切系数：β0y=0.84/(λ0y+0.2)=0.84/(0.41+0.2)=1.372*(β0x*(hc+a0y)+β0y*(bc+a0x))*βhp*ft*h0=2*(1.37*(0.50+0.30)+1.37*(0.50+0.30))*1.00*1430.00*0.73=4592.79kN>Fl=1521.00kN满足要求！（3）承台受剪验算：计算公式：《建筑地基基础设计规范》（8.5.18-1）Fl≤βhs*β*ft*b0*h0①垂直y方向截面的抗剪计算y方向上自柱边到计算一排桩的桩边的水平距离：a0=0.30m斜截面上最大剪力设计值：Vl=833.16kN计算截面的剪跨比：λ＝a0/h0=0.30/0.73=0.41剪切系数：139 ##大学毕业设计论文β=1.75/(λ+1.0)=1.75/(0.41+1.0)=1.24承台计算截面的计算宽度：be=b*(1.0-0.5*(h-he)/h0*(1.0-(bc+2*50.0)/b))=2.30*(1.0-0.5*(0.80-0.60)/0.73*(1.0-(0.50+2*50.0)/2.30))=2.07mβhs*β*ft*be*h0=1.00*1.24*1430.00*2.07*0.73=2676.39kN>Vl=833.16kN满足要求！②垂直x方向截面的抗剪计算x方向上自柱边到计算一排桩的桩边的水平距离：a0=0.30m斜截面上最大剪力设计值：Vl=760.50kN计算截面的剪跨比：λ＝a0/h0=0.30/0.73=0.41剪切系数：β=1.75/(λ+1.0)=1.75/(0.41+1.0)=1.24承台计算截面的计算宽度：be=b*(1.0-0.5*(h-he)/h0*(1.0-(bc+2*50.0)/b))=2.30*(1.0-0.5*(0.80-0.60)/0.73*(1.0-(0.50+2*50.0)/2.30))=2.07mβhs*β*ft*be*h0=1.00*1.24*1430.00*2.07*0.73=2676.39kN>Vl=760.50kN满足要求！（4）承台角桩冲切验算：计算公式：《建筑地基基础设计规范》（8.5.17-5）Nl≤[β1x*(c2+a1y/2)+β1y*(c1+a1x/2)]*βhp*ft*h0角桩竖向冲反力设计值：Nl=416.58kN从角桩内边缘至承台外边缘的距离：c1=C+ls/2=0.40+0.40/2=0.60m从角桩内边缘至承台外边缘的距离：c2=C+ls/2=0.40+0.40/2=0.60mX方向上从承台角桩内边缘引45度冲切线与承台顶面相交点至角桩内边缘的水平距离:（当柱或承台变阶处位于该45度线以内时，则取由柱边或变阶处与桩内边缘连线为冲切锥体的锥线）a1x=0.30mY方向上从承台角桩内边缘引45度冲切线与承台顶面相交点至角桩内边缘的水平距离:（当柱或承台变阶处位于该45度线以内时，则取由柱边或变阶处与桩内边缘连线为冲切锥体的锥线）a1y=0.30mX方向角桩冲垮比：139 ##大学毕业设计论文λ1x=a1x/h0=0.30/0.53=0.57y方向角桩冲垮比：λ1y=a1y/h0=0.30/0.53=0.57X方向角桩冲切系数：β1x=0.56/(λ1x+0.2)=0.56/(0.57+0.2)=0.73Y方向角桩冲切系数：β1y=0.56/(λ1y+0.2)=0.56/(0.57+0.2)=0.73(β1x*(c2+a1y/2)+β1y*(c1+a1x/2))*βhp*ft*h0=(0.73*(0.60+0.30/2)+0.73*(0.60+0.30/2))*1.00*1430.00*0.53=831.08kN>Nl=416.58kN满足要求！（5）承台受弯计算：计算公式：《建筑地基基础设计规范》（8.5.16-1）Mx＝∑Ni*yi计算公式：《建筑地基基础设计规范》（8.5.16-2）My＝∑Ni*xi①垂直X轴方向计算截面处弯矩计算：My＝∑Ni*xi=380.25kN.m相对受压区高度：ζ=0.02配筋率：ρ=0.0010ρ<ρmin=0.0015ρ=ρmin=0.0015x向钢筋:Asx=2578.36mm2②垂直y轴方向计算截面处弯矩计算：Mx＝∑Ni*yi=416.58kN.m相对受压区高度：ζ=0.03配筋率：ρ=0.0011ρ<ρmin=0.0015ρ=ρmin=0.0015x向钢筋:Asy=2578.36mm2（6）承台受压验算：计算公式：《混凝土结构设计规范》（7.8.1-1）Fl≤1.35*βc*βl*fc*Aln局部荷载设计值：Fl=Fc=1521.00kN混凝土局部受压面积：Al=bc*hc=0.50*0.50=0.25m2混凝土局部受压计算面积：Ab=2.25m2混凝土受压时强度提高系数：βl=sqr(Ab/Al)=sqr(2.25/0.25)=3.001.35*βc*βl*fc*Al=1.35*1.00*3.00*14300.00*0.25=14478.75kN>Fl=1521.00kN满足要求！7.1.3配筋结果：（1）X方向钢筋选筋结果计算面积As:2578.36mm2采用方案：D14@120实配面积：3078.76mm2（2）Y方向钢筋选筋结果计算面积As:2578.36mm2采用方案：D14@120139 ##大学毕业设计论文实配面积：3078.76mm27.2C轴桩基承台计算书7.2.1设计资料（1）示意图：图7.4（2）基本资料：图7.3承台类型：四桩承台承台计算方式：验算承台尺寸①依据规范：《建筑地基基础设计规范》（GB50007--2002）《混凝土结构设计规范》（GB50010--2002）②几何参数：承台边缘至桩中心距:C=400mm桩列间距:A=1500mm桩行间距:B=1500mm承台根部高度:H=800mm承台端部高度:h=600mm纵筋合力重心到底边的距离:as=70mm平均埋深:hm=2500.00m矩形柱宽:Bc=500mm矩形柱高:Hc=500mm方桩边长:Ls=400mm③荷载设计值：(作用在承台顶部）竖向荷载:F=1817.24kN绕X轴弯矩:Mx=-126.84kN.m绕y轴弯矩:My=0.00kN.mX向剪力:Vx=0.00kNY向剪力:Vy=0.00kN④作用在承台底部的弯矩绕X轴弯矩:M0x=Mx-Vy*H=-126.84-(0.00)*0.80=-126.84kN.m绕y轴弯矩:M0y=My+Vx*H=0.00+(0.00)*0.80=0.00kN.m⑤材料信息：混凝土强度等级:C30fc=14.30N/mm2ft=1.43N/mm2钢筋强度等级:HRB335fy=300.00N/mm27.2.2承台计算：（1）基桩净反力设计值：139 ##大学毕业设计论文计算公式：《建筑地基基础设计规范》（8.5.3-2）Ni=F/n±M0x*yi/∑yj*yj±M0y*xi/∑xj*xjN1=F/n-M0x*y1/∑yj*yj+M0y*x1/∑xj*xj=1817.24/4-(-126.84)*(0.75)/2.25+(0.00)*(-0.75)/2.25=496.59kNN2=F/n-M0x*y1/∑yj*yj+M0y*x1/∑xj*xj=1817.24/4-(-126.84)*(0.75)/2.25+(0.00)*(0.75)/2.25=496.59kNN3=F/n-M0x*y1/∑yj*yj+M0y*x1/∑xj*xj=1817.24/4-(-126.84)*(-0.75)/2.25+(0.00)*(-0.75)/2.25=412.03kNN4=F/n-M0x*y1/∑yj*yj+M0y*x1/∑xj*xj=1817.24/4-(-126.84)*(-0.75)/2.25+(0.00)*(0.75)/2.25=412.03kN（2）承台受柱冲切验算：计算公式：《建筑地基基础设计规范》（8.5.17-1）Fl≤2*[β0x*(bc+a0y)+β0y*(hc+a0x)]*βhp*ft*h0X方向上自柱边到最近桩边的水平距离：a0x=0.30my方向上自柱边到最近桩边的水平距离：a0y=0.30m作用于冲切破坏锥体上的冲切力设计值：Fl=F-∑Qi=1817.24-0.00=1817.24kNX方向冲垮比：λ0x=a0x/h0=0.30/0.73=0.41y方向冲垮比：λ0y=a0y/h0=0.30/0.73=0.41X方向冲切系数：β0x=0.84/(λ0x+0.2)=0.84/(0.41+0.2)=1.37y方向冲切系数：β0y=0.84/(λ0y+0.2)=0.84/(0.41+0.2)=1.372*(β0x*(hc+a0y)+β0y*(bc+a0x))*βhp*ft*h0=2*(1.37*(0.50+0.30)+1.37*(0.50+0.30))*1.00*1430.00*0.73=4592.79kN>Fl=1817.24kN满足要求！（3）承台受剪验算：计算公式：《建筑地基基础设计规范》（8.5.18-1）Fl≤βhs*β*ft*b0*h0①垂直y方向截面的抗剪计算y方向上自柱边到计算一排桩的桩边的水平距离：a0=0.30m斜截面上最大剪力设计值：Vl=993.18kN计算截面的剪跨比：λ＝a0/h0=0.30/0.73=0.41剪切系数：β=1.75/(λ+1.0)=1.75/(0.41+1.0)=1.24承台计算截面的计算宽度：be=b*(1.0-0.5*(h-he)/h0*(1.0-(bc+2*50.0)/b))139 ##大学毕业设计论文=2.30*(1.0-0.5*(0.80-0.60)/0.73*(1.0-(0.50+2*50.0)/2.30))=2.07mβhs*β*ft*be*h0=1.00*1.24*1430.00*2.07*0.73=2676.39kN>Vl=993.18kN满足要求！②垂直x方向截面的抗剪计算x方向上自柱边到计算一排桩的桩边的水平距离：a0=0.30m斜截面上最大剪力设计值：Vl=908.62kN计算截面的剪跨比：λ＝a0/h0=0.30/0.73=0.41剪切系数：β=1.75/(λ+1.0)=1.75/(0.41+1.0)=1.24承台计算截面的计算宽度：be=b*(1.0-0.5*(h-he)/h0*(1.0-(bc+2*50.0)/b))=2.30*(1.0-0.5*(0.80-0.60)/0.73*(1.0-(0.50+2*50.0)/2.30))=2.07mβhs*β*ft*be*h0=1.00*1.24*1430.00*2.07*0.73=2676.39kN>Vl=908.62kN满足要求！（4）承台角桩冲切验算：计算公式：《建筑地基基础设计规范》（8.5.17-5）Nl≤[β1x*(c2+a1y/2)+β1y*(c1+a1x/2)]*βhp*ft*h0角桩竖向冲反力设计值：Nl=496.59kN从角桩内边缘至承台外边缘的距离：c1=C+ls/2=0.40+0.40/2=0.60m从角桩内边缘至承台外边缘的距离：c2=C+ls/2=0.40+0.40/2=0.60mX方向上从承台角桩内边缘引45度冲切线与承台顶面相交点至角桩内边缘的水平距离:（当柱或承台变阶处位于该45度线以内时，则取由柱边或变阶处与桩内边缘连线为冲切锥体的锥线）a1x=0.30mY方向上从承台角桩内边缘引45度冲切线与承台顶面相交点至角桩内边缘的水平距离:（当柱或承台变阶处位于该45度线以内时，则取由柱边或变阶处与桩内边缘连线为冲切锥体的锥线）a1y=0.30mX方向角桩冲垮比：λ1x=a1x/h0=0.30/0.53=0.57y方向角桩冲垮比：λ1y=a1y/h0=0.30/0.53=0.57139 ##大学毕业设计论文X方向角桩冲切系数：β1x=0.56/(λ1x+0.2)=0.56/(0.57+0.2)=0.73Y方向角桩冲切系数：β1y=0.56/(λ1y+0.2)=0.56/(0.57+0.2)=0.73(β1x*(c2+a1y/2)+β1y*(c1+a1x/2))*βhp*ft*h0=(0.73*(0.60+0.30/2)+0.73*(0.60+0.30/2))*1.00*1430.00*0.53=831.08kN>Nl=496.59kN满足要求！（5）承台受弯计算：计算公式：《建筑地基基础设计规范》（8.5.16-1）Mx＝∑Ni*yi计算公式：《建筑地基基础设计规范》（8.5.16-2）My＝∑Ni*xi①垂直X轴方向计算截面处弯矩计算：My＝∑Ni*xi=454.31kN.m相对受压区高度：ζ=0.03配筋率：ρ=0.0012ρ<ρmin=0.0015ρ=ρmin=0.0015x向钢筋:Asx=2578.36mm2②垂直y轴方向计算截面处弯矩计算：Mx＝∑Ni*yi=496.59kN.m相对受压区高度：ζ=0.03配筋率：ρ=0.0013ρ<ρmin=0.0015ρ=ρmin=0.0015x向钢筋:Asy=2578.36mm2（6）承台受压验算：计算公式：《混凝土结构设计规范》（7.8.1-1）Fl≤1.35*βc*βl*fc*Aln局部荷载设计值：Fl=Fc=1817.24kN混凝土局部受压面积：Al=bc*hc=0.50*0.50=0.25m2混凝土局部受压计算面积：Ab=2.25m2混凝土受压时强度提高系数：βl=sqr(Ab/Al)=sqr(2.25/0.25)=3.001.35*βc*βl*fc*Al=1.35*1.00*3.00*14300.00*0.25=14478.75kN>Fl=1817.24kN满足要求！7.2.3配筋结果：（1）X方向钢筋选筋结果计算面积As:2578.36mm2采用方案：D14@120实配面积：3078.76mm2（2）Y方向钢筋选筋结果计算面积As:2578.36mm2采用方案：D14@120实配面积：3078.76mm2附录1：英文翻译139 ##大学毕业设计论文在复合应力作用下的(混凝土)强度在许多结构中,混凝土同时受到不同方向各种应力的作用.例如在梁中大部分混凝土同时承受压力和剪力,再楼板和基础中,混凝土同时承受两个相互垂直方向的压力外加剪力的作用.根据材料力学学习中已知的方法,无论怎样复杂的复合应力状态,都可化为三个相互垂直的主应力,它们作用在材料适当定向的单元立方体上.三个主应力中的任意一个或者全部既可是拉应力,也可是压应力.如果其中一个主应力为零,则为双轴应力状态。如果有两个主应力为零，则为单轴应力状态，或为简单压缩或为简单拉伸。在多数情况下，根据简单的试验，如圆柱体强度f"c和抗拉强度f"t，只能够确定材料在单轴应力作用下的性能。为了预测混凝土在双轴应力或三轴应力作用下的结构强度，在通过试验仅仅知道f"c或f"c与f"t的情况下，需要通过计算确定混凝土在上述复合应力状态下的强度。尽管人们连续不断地进行了大量的研究，但仍然没有得出有关混凝土在复合应力作用下的强度的通用理论。经过修正的各种强度理论，如最大拉应力理论、莫尔-库仑理论和八面体应力理论(以上理论都在材料力学课本中讨论过)应用于混凝土，取得了不同程度的进展。现在的试验结果表明，极限拉应变(它是平均正应力的函数)可能是一个通用的混凝土破坏标准。目前这些理论中没有一个被普遍接受，其中许多还有明显的自相矛盾的地方。建立一个通用的强度理论的主要困难在于混凝土的高度非均质特性和混凝土在高应力下和断裂时，其性能受微小裂缝和其他不连续现象的影响程度较大。然而，至少对双轴应力的各种试验确定了混凝土的强度。各种试验结果可用图1这样的相互作用图的形式表现出来。该图把朝方向1的强度表示为作用在方向2的应力的函数。所有的应力都根据单轴抗压强度f"c而无量纲化了。在表示双轴压力的象限中可以看出，其强度可达到比单轴抗压强度大20%左右，强度增加的量取决于f2和f1的比值。在双轴受拉情况下，方向1的强度与方向2的拉应力无关。当方向2的拉应力与方向1139 ##大学毕业设计论文的压应力同时作用时，抗压强度几乎呈线性下降。例如，大约是单轴抗拉强度的一半的横向拉应力，将使抗压强度减小到单轴抗压强度的一半。这一点在预测深梁或剪力墙内裂缝的出现方面具有非常重要的意义。混凝土三轴强度的实验研究很少，主要是因为在三个方向同时加荷实际上难以避免由加荷设备产生的很大约束。根据现有资料，关于混凝土三轴强度可得出以下初步结论:(1)在三轴压应力相等状态下，混凝土的强度可能比单轴抗压强度高一个数量级，(2)对于双轴压应力相等并在第三个方向上有一较小的压应力的状态，其强度可指望增加20%以上，(3)在压应力与至少另外一个方向的拉应力同时作用的应力状态下，中间主应力是无足轻重的，抗压强度可以根据图1可靠地预计出来。莫尔-库仑理论可用来近似地描述三轴应力对强度的影响。它代表莫尔理论的特殊形式，规定材料破坏的包络线，使任何一个与包络线相切的莫尔应力圆都代表引起材料破坏的复合应力。对于此处的莫尔应力圆，水平直径的两个端点由三个主应力中的最大和最小主应力所决定，因此应力圆的大小和位置不受中间主应力的影响。图2中的应力圆1表示应力为f"t时简单拉伸引起的破坏，而应力圆2表示应力为f"c时的压力破坏。破坏的包络线可以近似地用两条直线表示，如图。试验研究表明，在受压一侧与应力圆2相切的直线具有37。的倾角。在受拉一侧，直线是一截线，与应力圆1相切。翻译原文StrengthunderCombinedStressInmanystructuralsituationsconcreteissubjectedsimultaneouslytovariousstressesactinginvariousdirections.Forinstance,inbeamsmuchoftheconcreteissubjectsimultaneouslytocompressionandshearstressesandinslabsandfootingstocompressionintwoperpendiculardirectionsplusshear.Bymethodswellknowcanbereducedtothreeprincipalstressesactingninthestudyofstrengthofmaterials,anystateofcombinedstress,nomatterhowcomplex,atrightanglestoeachotheronanappropriatelyorientedelementarycubeinthematerial.Anyoralloftheprincipal139 ##大学毕业设计论文stressescanbeeithertensionorcompression.Ifoneofthemiszero,astateofbiaxialstressissaidtoexist;iftwoofthemarezero,thestateofstressisuniaxial,eithersimplecompressionorsimpletension.Inmostcasesonlytheuniaxialstrengthpropertiesofamaterialareknownfromsimpletests,suchasthecylinderstrengthf"candthetensilestrengthf"t.Forpredictingthestrengthsofstructuresinwhichconcreteissubjecttobiaxialortriaxialstress,itwouldbedesirabletobeabletocalculatethestrengthofconcreteinsuchstatesofstress,knowingfromtestsonlyeitherf"corf"candf"t.Inspiteofextensiveandcontinuingresearch,nogeneraltheoryofthestrengthofconcreteundercombinedstresshasyetemerged.Modificationsofvariousstrengththeories,suchasthemaximum-tensionstress,theMohr-Coulomb,andtheoctahedral-stresstheories,allofwhicharediscussedinstrength-of-materialstexts,havebeenadaptedwithvaryingpartialsuccesstoconcrete.Currentexperimentalevidenceindicatesthatlimitingtensilestrain,whichisafunctionofmeannormalstress,maybeafailurecriterionwhichisgenerallyapplicable.Atpresentnoneofthesetheorieshasbeengenerallyaccepted,andmanyhaveobviousinternalcontradictions.Themaindifficultyindevelopinganadequategeneralstrengththeoryliesinthehighlynonhomogeneousnatureofconcreteandinthedegreetowhichitsbehaviorathighstressesandatfractureisinfluencedbymicrocrackingandotherdiscontinuityphenomena.However,thestrengthofconcretehasbeenwellestablishedbytestsatleastforthebiaxialstate.ResultsmaybepresentedintheformofaninteractiondiagramsuchasFig.1whichshowsthestrengthindirection1asafunctionofthe139 ##大学毕业设计论文stressappliedindirection2.Allstressesarenondimensionalizedintermsoftheuniaxialcompressivestrengthf"c.Itisseenthatinthequadrantrepresentingbiaxialcompressionastrengthincreaseasgreatasabout20percentovertheuniaxialcompressivestrengthisattained,theamountofincreasedependingupontheratiooff2tof1.Inthebiaxialtension-stressstate,thestrengthindirection1isindependentoftensionindirection2.Whentensionindirection2iscombinedwithcompressionindirection1,thecompressivestrengthisreducedalmostlinearly.Forexample,lateraltensionofabouthalftheuniaxialtensilestrengthwillreducethecompressivestrengthbyhalfcomparedwiththeuniaxialcompressivestrength.Thisfactisofthegreatestimportanceinpredictingcrackingindeepbeamsorshearwalls,forexample.Experimentalinvestigationsintothetriaxialstrengthofconcretehavebeenfew,duemainlytothepracticaldifficultyofapplyingloadinthreedirectionssimultaneouslywithoutintroducingsignificantrestraintfromtheloadingequipment.Frominformationnowavailablethefollowingtentativeconclusionscanbedrawnrelativetothetriaxial.strengthofconcrete:(1)inastateofequaltriaxialcompression,concretestrengthmaybeanorderofmagnitudelargerthantheuniaxialcompressivestrength;(2)forequalbiaxialcompressioncombinedwithasmallervalueofcompressioninthethirddirection,astrengthincreasegreaterthan20percentcanbeexpected;and(3)forstressstatesincludingcompressioncombinedwithtensioninatleastoneotherdirection,theintermediateprincipalstressisoflittleconsequence,andthecompressivestrengthcanbepredictedsafelybasedonFig.1.139 ##大学毕业设计论文TheMohr-Coulombtheorycanbeusedtodescribeinanapproximatewaytheinfluenceoftriaxialityonstrength.ItrepresentsaspecialformoftheMohrtheoryanddefinesafailureenvelopesuchthatanyMohrstresscirclewhichistangenttotheenveloperepresentsacombinationofstressesthatwillcausefailureofthematerial.ForMohr"sstresscircleasusedhere,thetwoendpointsofthehorizontaldiameteraredefinedbythelargestandsmallestofthethreeprincipalstresses,sothatthesizeandlocationofthecrcleisnotinfluencedbytheintermediateprincipalstress.InFig.2Circle1representsfailureinsimpletensionatastressf"tandCircle2failureincompressionatastressf"c.Thefailureenvelopecanbeapproximatedbytwostraightlinesasshown.FromexperimentalstudiestheslopeofthelinetangenttoCircle2onthecompressionsidehasaninclinationof37。.Onthetensionside,thelineislaidfromtheintercept,tangenttoCircle1.附录2：PKPM校核计算书PK-10.SJ******PK11.EXE******DATA:6/14/2004-------总信息--------节点总数=40柱子总数=36梁数=27是否规则框架=20600支座约束数=4标准截面总数=3活载计算信息=1风活载计算信息=0抗震等级=3柱砼等级=0梁砼等级=0梁柱主筋级别=2梁柱箍筋级别=1柱保护层=35梁保护层=35柱梁自重计算信息=2基础计算信息=0输出方式=1梁支座负弯矩调幅系数=0.85梁惯性矩增大系数=1.20结构重要性系数=1.00柱计算长度考虑GB50010-2002第7.3.11-3条规定=0--------------节点坐标-----------------139 ##大学毕业设计论文节点号x坐标y坐标节点号x坐标y坐标节点号x坐标y坐标(1)0.172.20(2)4.202.20(3)8.402.20(4)12.432.20(5)0.175.00(6)4.205.00(7)8.405.00(8)12.435.00(9)0.177.80(10)4.207.80(11)8.407.80(12)12.437.80(13)0.1210.60(14)4.2010.60(15)8.4010.60(16)12.4810.60(17)0.1213.40(18)4.2013.40(19)8.4013.40(20)12.4813.40(21)0.1216.20(22)4.2016.20(23)8.4016.20(24)12.4816.20(25)0.1219.00(26)4.2019.00(27)8.4019.00(28)12.4819.00(29)0.1221.80(30)4.2021.80(31)8.4021.80(32)12.4821.80(33)0.1224.60(34)4.2024.60(35)8.4024.60(36)12.4824.60(37)0.170.00(38)4.200.00(39)8.400.00(40)12.430.00--柱杆件关联号(左为上部节点号,右为下部节点号)--(1)371(2)382(3)393(4)404(5)15(6)26(7)37(8)48(9)59(10)610(11)711(12)812(13)913(14)1014(15)1115(16)1216(17)1317(18)1418(19)1519(20)1620(21)1721(22)1822(23)1923(24)2024(25)2125(26)2226(27)2327(28)2428(29)2529(30)2630(31)2731(32)2832(33)2933(34)3034(35)3135(36)3236--梁杆件关联号(左为左边节点号,右为右边节点号)--(1)12(2)23(3)34(4)56(5)67(6)78(7)910(8)1011(9)1112(10)1314(11)1415(12)1516(13)1718(14)1819(15)1920(16)2122(17)2223(18)2324(19)2526(20)2627(21)2728(22)2930(23)3031(24)3132(25)3334(26)3435(27)3536--------------支座约束信息----------------(1)37111(2)38111(3)39111(4)40111-------------柱计算长度系数---------------(1)1.00(2)1.00(3)1.00(4)1.00(5)1.25(6)1.25(7)1.25(8)1.25(9)1.25(10)1.25(11)1.25(12)1.25(13)1.25(14)1.25(15)1.25(16)1.25(17)1.25(18)1.25(19)1.25(20)1.25(21)1.25(22)1.25(23)1.25(24)1.25(25)1.25(26)1.25(27)1.25(28)1.25(29)1.25(30)1.25(31)1.25(32)1.25(33)1.25(34)1.25(35)1.25(36)1.25------------柱平面外计算长度--------------139 ##大学毕业设计论文(1)2.21(2)2.20(3)2.20(4)2.21(5)3.51(6)3.50(7)3.50(8)3.51(9)3.51(10)3.50(11)3.50(12)3.51(13)3.50(14)3.50(15)3.50(16)3.50(17)3.50(18)3.50(19)3.50(20)3.50(21)3.50(22)3.50(23)3.50(24)3.50(25)3.50(26)3.50(27)3.50(28)3.50(29)3.50(30)3.50(31)3.50(32)3.50(33)3.50(34)3.50(35)3.50(36)3.50--------------节点偏心值----------------(1)0.00(2)0.00(3)0.00(4)0.00(5)0.00(6)0.00(7)0.00(8)0.00(9)-0.05(10)0.00(11)0.00(12)0.05(13)0.00(14)0.00(15)0.00(16)0.00(17)0.00(18)0.00(19)0.00(20)0.00(21)0.00(22)0.00(23)0.00(24)0.00(25)0.00(26)0.00(27)0.00(28)0.00(29)0.00(30)0.00(31)0.00(32)0.00(33)0.00(34)0.00(35)0.00(36)0.00(37)0.00(38)0.00(39)0.00(40)0.00--------------标准截面数据----------------(1)1.000.600.60(2)1.000.500.50(3)1.000.250.40--------------柱截面类型号----------------(1)1(2)1(3)1(4)1(5)1(6)1(7)1(8)1(9)1(10)1(11)1(12)1(13)2(14)2(15)2(16)2(17)2(18)2(19)2(20)2(21)2(22)2(23)2(24)2(25)2(26)2(27)2(28)2(29)2(30)2(31)2(32)2(33)2(34)2(35)2(36)2--------------梁柱截面类型号----------------(1)3(2)3(3)3(4)3(5)3(6)3(7)3(8)3(9)3(10)3(11)3(12)3(13)3(14)3(15)3(16)3(17)3(18)3(19)3(20)3(21)3(22)3(23)3(24)3(25)3(26)3(27)3------恒载计算------节点荷载:节点弯矩垂直力水平力1-8.3047.800.0020.0071.500.0030.0035.800.0047.3041.700.005-8.3047.800.0060.0071.500.0070.0035.800.0087.3041.700.009-8.3047.800.00100.0071.500.00110.0035.800.00127.3041.700.0013-5.9047.800.00139 ##大学毕业设计论文140.0071.500.00150.0035.800.00165.2041.700.0017-5.9047.800.00180.0071.500.00190.0035.800.00205.2041.700.0021-5.9047.800.00220.0071.500.00230.0035.800.00245.2041.700.0025-5.9047.800.00260.0071.500.00270.0035.800.00285.2041.700.0029-5.9047.800.00300.0071.500.00310.0035.800.00325.2041.700.0033-6.2050.200.00340.0041.100.00350.0020.500.00366.2050.200.000柱间荷载柱信息荷载类型荷载值荷载参数1荷载参数20梁间荷载:连续数荷载个数类型荷载值参数类型荷载值参数12111.00.00612.741.801215.00.0066.371.8012116.00.0066.371.8012111.00.00612.741.801215.00.0066.371.8012116.00.0066.371.8012111.00.00612.741.801215.00.0066.371.80139 ##大学毕业设计论文12116.00.0066.371.8012111.00.00612.741.801215.00.0066.371.8012116.00.0066.371.8012111.00.00612.741.801215.00.0066.371.8012116.00.0066.371.8012111.00.00612.741.801215.00.0066.371.8012116.00.0066.371.8012111.00.00612.741.801215.00.0066.371.8012116.00.0066.371.8012111.00.00612.741.801215.00.0066.371.8012116.00.0066.371.8011617.81.801217.00.0068.911.801217.00.0068.911.80**恒载内力**杆件号弯矩轴力剪力弯矩轴力剪力杆件号弯矩轴力剪力弯矩轴力剪力--柱(左面为柱下端,右为柱上端)--1-5.75965.43-7.42-10.57-945.637.4222.401367.673.495.28-1347.87-3.493-3.161090.06-3.94-5.50-1070.263.9445.66139 ##大学毕业设计论文943.327.8611.65-923.52-7.865-10.67856.60-8.26-12.46-831.408.2666.761211.474.937.05-1186.27-4.937-7.68966.52-5.42-7.51-941.325.42811.19837.708.7513.31-812.50-8.759-8.44742.49-0.776.28-717.290.77105.051049.723.865.75-1024.52-3.8611-5.99837.43-4.52-6.66-812.234.52129.07726.861.43-5.07-701.66-1.43131.19627.20-2.79-8.98-609.702.79144.61889.163.665.65-871.66-3.6615-5.18709.49-4.12-6.35-691.994.1216-0.45614.873.249.52-597.37-3.2417-14.19520.38-9.38-12.08-502.889.38187.12734.224.916.65-716.72-4.9119-7.67587.21-5.33-7.26-569.715.332014.80511.369.8012.65-493.86-9.8021-11.89413.32-8.54-12.03-395.828.54225.98579.544.366.22-562.04-4.3623-6.56465.20-4.78-6.81-447.704.782412.49407.578.9612.61-390.07-8.9625-11.94306.24-8.48-11.81-288.748.48266.29424.884.416.07-407.38-4.4127-6.87343.20-4.84-6.67-325.704.842812.53303.768.9012.40-286.26-8.9029-12.16199.17-8.85-12.63-181.678.85306.55270.215.017.48-252.71-5.0131-7.09221.20-5.40-8.02-203.705.403212.76199.979.2413.12-182.47-9.2433-11.3592.02-8.34-12.00-74.528.34344.65115.611.52-0.39-98.11-1.5235-5.2499.28-2.09-0.63-81.782.093612.0896.088.9112.87-78.58-8.91--梁(左面为梁左端,右为梁右端)--129.54-0.8441.23-30.010.8441.46217.960.6023.44-17.84-0.6023.39331.02-0.8944.56-30.140.8944.12429.207.4941.11-30.13-7.4941.57518.046.4123.48-17.78-6.4123.35631.287.3244.73-29.69-7.3243.94732.31-2.0142.30-28.472.0140.39818.11-2.2123.48-17.852.2123.35929.68-1.8143.59-32.671.8145.081029.08-6.6041.51-31.066.6042.481118.29-5.3523.46-18.115.3523.371232.13-6.5645.60-29.526.5644.32139 ##大学毕业设计论文1329.870.8441.77-30.81-0.8442.231418.190.2823.45-18.04-0.2823.381531.860.8445.33-30.34-0.8444.591629.860.0641.78-30.74-0.0642.211718.230.1223.45-18.09-0.1223.381831.780.0645.31-30.34-0.0644.611929.87-0.3741.77-30.800.3742.232018.180.2223.44-18.06-0.2223.392131.83-0.3445.32-30.360.3444.602229.870.5241.84-30.51-0.5242.152318.37-2.9723.44-18.252.9723.392431.510.3345.23-30.40-0.3344.692518.208.3424.32-22.44-8.3426.402622.836.8230.61-22.98-6.8230.682723.608.9130.60-19.07-8.9128.38**恒荷载作用下的节点位移(mm)**节点号.X向位移Y向位移10.000.0020.000.0030.000.0040.000.0050.010.0060.000.007-0.010.008-0.020.009-0.020.0010-0.020.0011-0.010.0012-0.010.0013-0.030.0014-0.030.0015-0.020.0016-0.010.0017-0.030.0018-0.030.0019-0.030.0020-0.030.0021-0.030.0022-0.030.0023-0.030.0024-0.030.0025-0.040.0026-0.040.0027-0.040.0028-0.040.00139 ##大学毕业设计论文29-0.040.0030-0.050.0031-0.040.0032-0.040.0033-0.030.0034-0.040.0035-0.050.0036-0.060.00------活载计算------节点荷载:节点弯矩垂直力水平力1-1.106.500.0020.0013.000.0030.006.500.0041.106.500.005-1.106.500.0060.0013.000.0070.006.500.0081.106.500.009-1.106.500.00100.0013.000.00110.006.500.00121.106.500.0013-0.806.500.00140.0013.000.00150.006.500.00160.806.500.0017-0.806.500.00180.0013.000.00190.006.500.00200.806.500.0021-0.806.500.00220.0013.000.00230.006.500.00240.806.500.0025-0.806.500.00260.0013.000.00270.006.500.00280.806.500.0029-0.806.500.00300.0013.000.00310.006.500.00320.806.500.0033-0.806.500.00340.0013.000.00350.006.500.00139 ##大学毕业设计论文360.806.500.000柱间荷载柱信息荷载类型荷载值荷载参数1荷载参数20梁间荷载:连续数荷载个数类型荷载值参数类型荷载值参数1263.61.8063.601.801212.80.0063.601.801212.80.0063.601.801263.61.8063.601.801212.80.0063.601.801212.80.0063.601.801263.61.8063.601.801212.80.0063.601.801212.80.0063.601.801263.61.8063.601.801212.80.0063.601.801212.80.0063.601.801263.61.8063.601.801212.80.0063.601.801212.80.0063.601.801263.61.8063.601.801212.80.0063.601.801212.80.0063.601.801263.61.8063.601.80139 ##大学毕业设计论文1212.80.0063.601.801212.80.0063.601.801263.61.8063.601.801212.80.0063.601.801212.80.0063.601.801263.61.8063.601.801212.80.0063.601.801212.80.0063.601.80**活荷载标准值作用下的节点位移(mm)**节点号.X向位移Y向位移10.000.0320.000.0630.000.0540.000.0350.000.0660.000.1270.000.1080.000.0790.000.09100.000.17110.000.15120.000.10130.010.12140.010.24150.010.21160.010.14170.010.15180.010.30190.010.26200.010.17210.020.18220.020.34230.020.30240.020.19250.020.20260.020.38270.020.33139 ##大学毕业设计论文280.020.21290.020.21300.020.40310.030.35320.030.23330.040.21340.030.41350.030.36360.020.23-----------地震力计算------------计算振型数=3地震烈度=7.00场地土分类=2.00附加重量的质点数=0地震设计分组=2周期折减系数=1.00地震力计算方式=0阻尼系数=0.05**左地震方向计算**振动质点号:15913172125振动质点号:2933振动质点质量:549.213560.013544.613532.110532.110532.110532.110532.110412.559水平地震标准值作用底层剪力：122.357底层最小地震剪力：75.631各质点地震力调整系数:1.000地震力调整后剪重比：0.026第1振动周期T=1.0917质点特征向量值:0.0390.1600.3110.4800.6370.7720.8790.9541.000质点水平地震力:0.9243.8307.23210.88314.45617.52619.95321.65917.595***各结构节点变位***(1)0.000(2)0.000(3)0.000(4)0.000(5)0.002(6)0.002(7)0.002(8)0.002(9)0.004(10)0.004(11)0.004(12)0.004(13)0.006(14)0.006(15)0.006(16)0.006(17)0.008(18)0.008(19)0.008(20)0.008(21)0.010(22)0.010(23)0.010(24)0.010(25)0.011(26)0.011(27)0.011139 ##大学毕业设计论文(28)0.011(29)0.012(30)0.012(31)0.012(32)0.012(33)0.013(34)0.013(35)0.013(36)0.013(37)0.000(38)0.000(39)0.000(40)0.000第2振动周期T=0.3501质点特征向量值:0.1250.4660.7880.9320.7740.364-0.169-0.662-1.000质点水平地震力:2.79010.59817.43620.13916.7187.858-3.648-14.306-16.754***各结构节点变位***(1)0.000(2)0.000(3)0.000(4)0.000(5)0.001(6)0.001(7)0.001(8)0.001(9)0.001(10)0.001(11)0.001(12)0.001(13)0.001(14)0.001(15)0.001(16)0.001(17)0.001(18)0.001(19)0.001(20)0.001(21)0.000(22)0.000(23)0.000(24)0.000(25)0.000(26)0.000(27)0.000(28)0.000(29)-0.001(30)-0.001(31)-0.001(32)-0.001(33)-0.001(34)-0.001(35)-0.001(36)-0.001(37)0.000(38)0.000(39)0.000(40)0.000第3振动周期T=0.1946质点特征向量值:0.2220.7060.8760.406-0.433-0.921-0.6460.1871.000质点水平地震力:3.18910.31912.4525.636-6.015-12.793-8.9772.59410.769***各结构节点变位***(1)0.000(2)0.000(3)0.000(4)0.000(5)0.000(6)0.000(7)0.000(8)0.000(9)0.000(10)0.000(11)0.000(12)0.000(13)0.000(14)0.000(15)0.000(16)0.000(17)0.000(18)0.000(19)0.000(20)0.000(21)0.000(22)0.000(23)0.000(24)0.000(25)0.000(26)0.000(27)0.000(28)0.000(29)0.000(30)0.000(31)0.000(32)0.000(33)0.000(34)0.000(35)0.000(36)0.000(37)0.000(38)0.000(39)0.000(40)0.000杆件号弯矩轴力剪力弯矩轴力剪力杆件号弯矩轴力剪力弯矩轴力剪力--柱(左面为柱下端,右为柱上端)--188.93-132.9426.66-30.57132.94-26.66295.055.7134.52-19.44-5.71-34.52395.05-5.7134.52-19.445.71-34.52488.93132.9426.66-30.57-132.94-26.66139 ##大学毕业设计论文558.63-120.1824.2011.28120.18-24.20673.644.5835.8927.53-4.58-35.89773.64-4.5835.8927.534.58-35.89858.63120.1824.2011.28-120.18-24.20934.80-100.9119.7222.49100.91-19.721056.692.9936.6746.90-2.99-36.671156.69-2.9936.6746.902.99-36.671234.80100.9119.7222.49-100.91-19.721327.46-80.2719.1027.7780.27-19.101444.371.4832.3847.15-1.48-32.381544.37-1.4832.3747.151.48-32.371627.4680.2719.1027.77-80.27-19.101720.43-60.4216.0926.6860.42-16.091840.16-1.0630.3645.701.06-30.361940.161.0630.3645.70-1.06-30.362020.4360.4216.0926.68-60.42-16.092116.98-42.2314.2424.9742.23-14.242233.79-1.3826.6341.661.38-26.632333.791.3826.6341.66-1.38-26.632416.9842.2314.2424.97-42.23-14.242512.95-26.3611.9522.5326.36-11.952626.96-1.5422.4536.661.54-22.452726.961.5422.4536.66-1.54-22.452812.9526.3611.9522.53-26.36-11.95297.67-13.589.1619.7813.58-9.163017.87-1.3316.7729.611.33-16.773117.871.3316.7729.61-1.33-16.77327.6713.589.1619.78-13.58-9.1633-3.11-4.863.4010.334.86-3.40347.72-0.699.9820.470.69-9.98357.720.699.9820.47-0.69-9.9836-3.114.863.4010.33-4.86-3.40--梁(左面为梁左端,右为梁右端)--1-28.11-1.93-13.87-27.701.9313.872-26.640.00-12.69-26.640.0012.693-27.701.93-13.87-28.11-1.9313.874-42.68-2.68-21.04-41.982.6821.045-40.610.00-19.34-40.610.0019.346-41.982.68-21.04-42.68-2.6821.047-46.102.16-22.65-45.07-2.1622.658-43.720.00-20.82-43.720.0020.829-45.07-2.16-22.65-46.102.1622.6510-44.29-1.29-21.36-42.731.2921.3611-42.000.00-20.00-42.000.0020.0012-42.731.29-21.36-44.29-1.2921.3613-39.751.60-19.19-38.44-1.6019.1914139 ##大学毕业设计论文-38.470.00-18.32-38.470.0018.3215-38.44-1.60-19.19-39.751.6019.1916-33.921.45-16.37-32.77-1.4516.3717-33.360.00-15.88-33.360.0015.8818-32.77-1.45-16.37-33.921.4516.3719-26.811.60-12.92-25.86-1.6012.9220-26.920.00-12.82-26.920.0012.8221-25.86-1.60-12.92-26.811.6012.9222-18.070.61-8.73-17.52-0.618.7323-19.160.00-9.12-19.160.009.1224-17.52-0.61-8.73-18.070.618.7325-10.333.38-4.86-9.49-3.384.8626-11.020.00-5.25-11.020.005.2527-9.49-3.38-4.86-10.333.384.86**右地震方向计算**振动质点号:481216202428振动质点号:3236振动质点质量:549.213560.013544.613532.110532.110532.110532.110532.110412.559水平地震标准值作用底层剪力：122.357底层最小地震剪力：75.631各质点地震力调整系数:1.000地震力调整后剪重比：0.026第1振动周期T=1.0917质点特征向量值:0.0390.1600.3110.4800.6370.7720.8790.9541.000质点水平地震力:0.9243.8307.23210.88314.45617.52619.95321.65917.595***各结构节点变位***(1)0.000(2)0.000(3)0.000(4)0.000(5)-0.002(6)-0.002(7)-0.002(8)-0.002(9)-0.004(10)-0.004(11)-0.004(12)-0.004(13)-0.006(14)-0.006(15)-0.006(16)-0.006(17)-0.008(18)-0.008(19)-0.008(20)-0.008(21)-0.010(22)-0.010(23)-0.010(24)-0.010(25)-0.011(26)-0.011(27)-0.011(28)-0.011(29)-0.012(30)-0.012(31)-0.012(32)-0.012(33)-0.013(34)-0.013(35)-0.013(36)-0.013(37)0.000(38)0.000(39)0.000(40)0.000139 ##大学毕业设计论文第2振动周期T=0.3501质点特征向量值:0.1250.4660.7880.9320.7740.364-0.169-0.662-1.000质点水平地震力:2.79010.59817.43620.13916.7187.858-3.648-14.306-16.754***各结构节点变位***(1)0.000(2)0.000(3)0.000(4)0.000(5)-0.001(6)-0.001(7)-0.001(8)-0.001(9)-0.001(10)-0.001(11)-0.001(12)-0.001(13)-0.001(14)-0.001(15)-0.001(16)-0.001(17)-0.001(18)-0.001(19)-0.001(20)-0.001(21)0.000(22)0.000(23)0.000(24)0.000(25)0.000(26)0.000(27)0.000(28)0.000(29)0.001(30)0.001(31)0.001(32)0.001(33)0.001(34)0.001(35)0.001(36)0.001(37)0.000(38)0.000(39)0.000(40)0.000第3振动周期T=0.1946质点特征向量值:0.2220.7060.8760.406-0.433-0.921-0.6460.1871.000质点水平地震力:3.18910.31912.4525.636-6.015-12.793-8.9772.59410.768***各结构节点变位***(1)0.000(2)0.000(3)0.000(4)0.000(5)0.000(6)0.000(7)0.000(8)0.000(9)0.000(10)0.000(11)0.000(12)0.000(13)0.000(14)0.000(15)0.000(16)0.000(17)0.000(18)0.000(19)0.000(20)0.000(21)0.000(22)0.000(23)0.000(24)0.000(25)0.000(26)0.000(27)0.000(28)0.000(29)0.000(30)0.000(31)0.000(32)0.000(33)0.000(34)0.000(35)0.000(36)0.000(37)0.000(38)0.000(39)0.000(40)0.000杆件号弯矩轴力剪力弯矩轴力剪力杆件号弯矩轴力剪力弯矩轴力剪力--柱(左面为柱下端,右为柱上端)--1-88.93132.94-26.6630.57-132.9426.662-95.05-5.71-34.5219.445.7134.523-95.055.71-34.5219.44-5.7134.524-88.93-132.94-26.6630.57132.9426.665-58.63120.18-24.20-11.28-120.1824.206-73.64-4.58-35.89-27.534.5835.897-73.644.58-35.89-27.53-4.5835.898139 ##大学毕业设计论文-58.63-120.18-24.20-11.28120.1824.209-34.80100.91-19.72-22.49-100.9119.7210-56.69-2.99-36.67-46.902.9936.6711-56.692.99-36.67-46.90-2.9936.6712-34.80-100.91-19.72-22.49100.9119.7213-27.4680.27-19.10-27.77-80.2719.1014-44.37-1.48-32.38-47.151.4832.3815-44.371.48-32.37-47.15-1.4832.3716-27.46-80.27-19.10-27.7780.2719.1017-20.4360.42-16.09-26.68-60.4216.0918-40.161.06-30.36-45.70-1.0630.3619-40.16-1.06-30.36-45.701.0630.3620-20.43-60.42-16.09-26.6860.4216.0921-16.9842.23-14.24-24.97-42.2314.2422-33.791.38-26.63-41.66-1.3826.6323-33.79-1.38-26.63-41.661.3826.6324-16.98-42.23-14.24-24.9742.2314.2425-12.9526.36-11.95-22.53-26.3611.9526-26.961.54-22.45-36.66-1.5422.4527-26.96-1.54-22.45-36.661.5422.4528-12.95-26.36-11.95-22.5326.3611.9529-7.6713.58-9.16-19.78-13.589.1630-17.871.33-16.77-29.61-1.3316.7731-17.87-1.33-16.77-29.611.3316.7732-7.67-13.58-9.16-19.7813.589.16333.114.86-3.40-10.33-4.863.4034-7.720.69-9.98-20.47-0.699.9835-7.72-0.69-9.98-20.470.699.98363.11-4.86-3.40-10.334.863.40--梁(左面为梁左端,右为梁右端)--128.111.9313.8727.70-1.93-13.87226.640.0012.6926.640.00-12.69327.70-1.9313.8728.111.93-13.87442.682.6821.0441.98-2.68-21.04540.610.0019.3440.610.00-19.34641.98-2.6821.0442.682.68-21.04746.10-2.1622.6545.072.16-22.65843.720.0020.8243.720.00-20.82945.072.1622.6546.10-2.16-22.651044.291.2921.3642.73-1.29-21.361142.000.0020.0042.000.00-20.001242.73-1.2921.3644.291.29-21.361339.75-1.6119.1938.441.61-19.191438.470.0018.3238.470.00-18.321538.441.6019.1939.75-1.60-19.191633.92-1.4516.3732.771.45-16.37139 ##大学毕业设计论文1733.360.0015.8833.360.00-15.881832.771.4516.3733.92-1.45-16.371926.81-1.6012.9225.861.60-12.922026.920.0012.8226.920.00-12.822125.861.6012.9226.81-1.60-12.922218.07-0.618.7317.520.61-8.732319.160.009.1219.160.00-9.122417.520.618.7318.07-0.61-8.732510.33-3.384.869.493.38-4.862611.020.005.2511.020.00-5.25279.493.384.8610.33-3.38-4.86***组合与配筋***柱1(B=0.600,H=0.600,Lx=2.20,Ly=2.21Rc=30)NO1As=0.M=-6.90N=1158.52NO1As=0.M=-12.68N=-1134.76Asmin=1260.No51Vc=57.10N=1412.43ASV=315.ASV0=0.No53N=1392.79轴压比=0.270柱2(B=0.600,H=0.600,Lx=2.20,Ly=2.20Rc=30)NO1As=0.M=2.88N=1641.21NO1As=0.M=6.33N=-1617.45Asmin=1260.No49Vc=64.51N=1695.54ASV=315.ASV0=0.No53N=1788.51轴压比=0.347柱3(B=0.600,H=0.600,Lx=2.20,Ly=2.20Rc=30)NO1As=0.M=-3.79N=1308.08NO1As=0.M=-6.60N=-1284.32Asmin=1260.No51Vc=65.32N=1349.34ASV=315.ASV0=0.No53N=1434.12轴压比=0.278柱4(B=0.600,H=0.600,Lx=2.20,Ly=2.21Rc=30)NO1As=0.M=6.79N=1131.98NO1As=0.M=13.98N=-1108.22139 ##大学毕业设计论文Asmin=1260.No49Vc=57.86N=1393.20ASV=315.ASV0=0.No53N=1373.55轴压比=0.266柱5(B=0.600,H=0.600,Lx=3.50,Ly=3.51Rc=30)NO1As=0.M=-12.81N=1027.92NO1As=0.M=-14.95N=-997.68Asmin=1260.No51Vc=52.28N=1167.98ASV=125.ASV0=0.No53N=1230.30轴压比=0.238柱6(B=0.600,H=0.600,Lx=3.50,Ly=3.50Rc=30)NO1As=0.M=8.12N=1453.77NO1As=0.M=8.46N=-1423.53Asmin=1260.No49Vc=66.08N=1470.18ASV=125.ASV0=0.No53N=1574.79轴压比=0.305柱7(B=0.600,H=0.600,Lx=3.50,Ly=3.50Rc=30)NO1As=0.M=-9.21N=1159.83NO1As=0.M=-9.01N=-1129.59Asmin=1260.No51Vc=66.94N=1182.81ASV=125.ASV0=0.No53N=1262.29轴压比=0.245柱8(B=0.600,H=0.600,Lx=3.50,Ly=3.51Rc=30)NO1As=0.M=13.43N=1005.24NO1As=0.M=15.97N=-975.00Asmin=1260.No49Vc=53.07N=1145.60ASV=125.ASV0=0.No53N=1213.94轴压比=0.235柱9(B=0.600,H=0.600,Lx=3.50,Ly=3.51Rc=30)NO1As=0.M=-10.13N=890.99NO1As=0.M=7.54N=-860.75Asmin=1260.139 ##大学毕业设计论文No51Vc=34.86N=1001.93ASV=125.ASV0=0.No53N=1059.26轴压比=0.205柱10(B=0.600,H=0.600,Lx=3.50,Ly=3.50Rc=30)NO1As=0.M=6.06N=1259.67NO1As=0.M=6.90N=-1229.43Asmin=1260.No49Vc=66.40N=1283.25ASV=125.ASV0=0.No53N=1360.67轴压比=0.264柱11(B=0.600,H=0.600,Lx=3.50,Ly=3.50Rc=30)NO1As=0.M=-7.18N=1004.92NO1As=0.M=-7.99N=-974.68Asmin=1260.No51Vc=67.51N=1025.45ASV=125.ASV0=0.No53N=1089.87轴压比=0.211柱12(B=0.600,H=0.600,Lx=3.50,Ly=3.51Rc=30)NO1As=0.M=10.89N=872.23NO1As=0.M=-6.09N=-841.99Asmin=1260.No49Vc=35.86N=982.42ASV=125.ASV0=0.No53N=1045.90轴压比=0.203柱13(B=0.500,H=0.500,Lx=3.50,Ly=3.50Rc=30)NO1As=0.M=1.42N=752.64NO1As=0.M=-10.78N=-731.64Asmin=875.No51Vc=36.44N=867.08ASV=101.ASV0=0.No53N=894.04轴压比=0.250柱14(B=0.500,H=0.500,Lx=3.50,Ly=3.50Rc=30)NO1As=0.M=5.53N=1066.99NO1As=0.M=6.78N=-1045.99Asmin=875.No49Vc=58.70N=1085.74ASV=101.ASV0=0.139 ##大学毕业设计论文No53N=1157.65轴压比=0.323柱15(B=0.500,H=0.500,Lx=3.50,Ly=3.50Rc=30)NO1As=0.M=-6.21N=851.38NO1As=0.M=-7.62N=-830.38Asmin=875.No51Vc=59.47N=871.70ASV=101.ASV0=0.No53N=928.37轴压比=0.259柱16(B=0.500,H=0.500,Lx=3.50,Ly=3.50Rc=30)NO1As=0.M=-0.54N=737.85NO1As=0.M=11.42N=-716.85Asmin=875.No49Vc=37.09N=851.70ASV=101.ASV0=0.No53N=883.76轴压比=0.247柱17(B=0.500,H=0.500,Lx=3.50,Ly=3.50Rc=30)NO1As=0.M=-17.03N=624.46NO1As=0.M=-14.50N=-603.46Asmin=875.No51Vc=41.77N=727.19ASV=101.ASV0=0.No53N=730.71轴压比=0.204柱18(B=0.500,H=0.500,Lx=3.50,Ly=3.50Rc=30)NO1As=0.M=8.54N=881.06NO1As=0.M=7.98N=-860.06Asmin=875.No49Vc=57.63N=905.60ASV=101.ASV0=0.No53N=953.53轴压比=0.266柱19(B=0.500,H=0.500,Lx=3.50,Ly=3.50Rc=30)NO1As=0.M=-9.21N=704.65NO1As=0.M=-8.71N=-683.65Asmin=875.No51Vc=58.39N=732.91ASV=101.ASV0=0.No53N=765.70轴压比=0.214139 ##大学毕业设计论文柱20(B=0.500,H=0.500,Lx=3.50,Ly=3.50Rc=30)NO1As=0.M=17.76N=613.63NO1As=0.M=15.18N=-592.63Asmin=875.No49Vc=42.34N=719.04ASV=101.ASV0=0.No53N=723.56轴压比=0.202柱21(B=0.500,H=0.500,Lx=3.50,Ly=3.50Rc=30)NO1As=0.M=-14.26N=495.98NO1As=0.M=-14.43N=-474.98Asmin=875.No51Vc=37.77N=569.53ASV=101.ASV0=0.No53N=569.06轴压比=0.159柱22(B=0.500,H=0.500,Lx=3.50,Ly=3.50Rc=30)NO1As=0.M=7.17N=695.45NO1As=0.M=7.46N=-674.45Asmin=875.No49Vc=51.00N=714.68ASV=101.ASV0=0.No53N=750.73轴压比=0.210柱23(B=0.500,H=0.500,Lx=3.50,Ly=3.50Rc=30)NO1As=0.M=-7.87N=558.24NO1As=0.M=-8.18N=-537.24Asmin=875.No51Vc=51.76N=580.24ASV=101.ASV0=0.No53N=604.27轴压比=0.169柱24(B=0.500,H=0.500,Lx=3.50,Ly=3.50Rc=30)NO1As=0.M=14.98N=489.09NO1As=0.M=15.13N=-468.09Asmin=875.No49Vc=38.31N=564.51ASV=101.ASV0=0.No53N=565.06轴压比=0.158139 ##大学毕业设计论文柱25(B=0.500,H=0.500,Lx=3.50,Ly=3.50Rc=30)NO1As=0.M=-14.32N=367.48NO1As=0.M=-14.17N=-346.48Asmin=875.No51Vc=34.18N=414.47ASV=101.ASV0=0.No53N=410.24轴压比=0.115柱26(B=0.500,H=0.500,Lx=3.50,Ly=3.50Rc=30)NO1As=0.M=7.55N=509.85NO1As=0.M=7.28N=-488.85Asmin=875.No49Vc=44.57N=524.00ASV=101.ASV0=0.No53N=547.58轴压比=0.153柱27(B=0.500,H=0.500,Lx=3.50,Ly=3.50Rc=30)NO1As=0.M=-8.24N=411.84NO1As=0.M=-8.01N=-390.84Asmin=875.No51Vc=45.34N=406.57ASV=101.ASV0=0.No53N=442.48轴压比=0.123柱28(B=0.500,H=0.500,Lx=3.50,Ly=3.50Rc=30)NO1As=0.M=15.04N=364.52NO1As=0.M=14.87N=-343.52Asmin=875.No49Vc=34.69N=412.63ASV=101.ASV0=0.No53N=409.43轴压比=0.114柱29(B=0.500,H=0.500,Lx=3.50,Ly=3.50Rc=30)NO1As=0.M=-14.60N=239.00NO52As=24.M=-41.46N=-205.07Asmin=875.No51Vc=30.44N=263.49ASV=101.ASV0=0.No53N=255.35轴压比=0.071柱30(B=0.500,H=0.500,Lx=3.50,Ly=3.50139 ##大学毕业设计论文Rc=30)NO1As=0.M=7.86N=324.25NO50As=10.M=48.92N=-260.11Asmin=875.No49Vc=36.59N=312.48ASV=101.ASV0=0.No53N=343.54轴压比=0.096柱31(B=0.500,H=0.500,Lx=3.50,Ly=3.50Rc=30)NO1As=0.M=-8.51N=265.44NO52As=71.M=-49.61N=-211.83Asmin=875.No51Vc=37.31N=254.55ASV=101.ASV0=0.No53N=279.88轴压比=0.078柱32(B=0.500,H=0.500,Lx=3.50,Ly=3.50Rc=30)NO1As=0.M=15.31N=239.96NO50As=25.M=41.87N=-206.18Asmin=875.No49Vc=30.91N=264.86ASV=101.ASV0=0.No53N=257.73轴压比=0.072柱33(B=0.500,H=0.500,Lx=3.50,Ly=3.50Rc=30)NO52As=10.M=-18.68N=90.68NO51As=98.M=-33.71N=-101.74Asmin=875.No51Vc=21.56N=101.74ASV=101.ASV0=0.No53N=105.66轴压比=0.029柱34(B=0.500,H=0.500,Lx=3.50,Ly=3.50Rc=30)NO1As=0.M=5.58N=138.74NO52As=80.M=-31.62N=-104.16Asmin=875.No49Vc=21.26N=149.52ASV=101.ASV0=0.No53N=138.64轴压比=0.039柱35(B=0.500,H=0.500,Lx=3.50,Ly=3.50Rc=30)139 ##大学毕业设计论文NO1As=0.M=-6.29N=119.13NO52As=97.M=-31.14N=-88.60Asmin=875.No51Vc=22.30N=127.55ASV=101.ASV0=0.No53N=116.52轴压比=0.033柱36(B=0.500,H=0.500,Lx=3.50,Ly=3.50Rc=30)NO50As=8.M=19.29N=95.32NO49As=96.M=34.46N=-107.33Asmin=875.No49Vc=22.20N=107.33ASV=101.ASV0=0.No53N=111.25轴压比=0.031梁1(B=0.250,H=0.400,L=4.02Rc=30)梁下部截面12345678910111213M=-11.68-16.89-23.37-29.48-32.76-32.56-33.35-30.96-29.85-27.57-22.74-17.48-10.94As(1)=263.122.169.215.239.304.328.304.233.200.165.126.263.As(2)=263.0.0.0.0.0.0.0.0.0.0.0.263.Asc=0.0.0.0.0.0.0.0.0.0.0.0.0.梁上部截面12345678910111213M=70.4545.0725.5310.120.000.000.000.000.008.7325.3546.4570.33As(1)=533.333.185.72.0.0.0.0.0.62.184.343.532.As(2)=533.0.0.0.0.0.0.0.0.0.0.0.532.Asc=0.0.0.0.0.0.0.0.0.0.0.0.0.Vl=72.55NO27Vr=72.76NO29Asv/s=0.44Asmin=215.Umaxb=0.003Umaxt=0.005Umaxb=0.003Umaxt=0.005V1.5h=44.60Asv1.5h/s=0.00梁2(B=0.250,H=0.400,L=4.20Rc=30)梁下部截面12345678139 ##大学毕业设计论文910111213M=-19.76-19.79-22.14-24.15-24.34-22.27-22.32-20.73-21.75-22.69-22.16-21.30-19.79As(1)=263.143.160.175.176.201.217.201.157.164.160.154.263.As(2)=263.0.0.0.0.0.0.0.0.0.0.0.263.Asc=0.0.0.0.0.0.0.0.0.0.0.0.0.梁上部截面12345678910111213M=57.3138.0324.2812.893.070.000.000.000.8911.6224.2339.7557.27As(1)=428.279.176.92.22.0.0.0.6.83.176.292.428.As(2)=428.0.0.0.0.0.0.0.0.0.0.0.428.Asc=0.0.0.0.0.0.0.0.0.0.0.0.0.Vl=50.98NO27Vr=50.95NO29Asv/s=0.44Asmin=215.Umaxb=0.003Umaxt=0.004Umaxb=0.003Umaxt=0.004V1.5h=32.34Asv1.5h/s=0.00梁3(B=0.250,H=0.400,L=4.03Rc=30)梁下部截面12345678910111213M=-10.00-17.40-23.01-27.94-30.08-31.04-33.34-32.72-33.23-30.23-24.01-17.17-11.16As(1)=263.125.166.203.237.304.328.306.243.220.174.124.263.As(2)=263.0.0.0.0.0.0.0.0.0.0.0.263.Asc=0.0.0.0.0.0.0.0.0.0.0.0.0.梁上部截面12345678910111213M=71.5946.6124.988.350.000.000.000.000.009.6524.9644.8471.23As(1)=543.345.181.60.0.0.0.0.0.69.181.331.540.As(2)=543.0.0.0.0.0.0.0.0.0.0.0.540.Asc=0.0.0.0.0.0.0.0.139 ##大学毕业设计论文0.0.0.0.0.Vl=77.49NO27Vr=76.99NO29Asv/s=0.44Asmin=215.Umaxb=0.003Umaxt=0.005Umaxb=0.003Umaxt=0.005V1.5h=44.58Asv1.5h/s=0.00梁4(B=0.250,H=0.400,L=4.02Rc=30)梁下部截面12345678910111213M=-31.10-32.78-36.14-39.16-39.33-36.03-33.57-31.97-35.87-36.66-34.92-32.74-29.84As(1)=263.239.265.288.289.306.330.306.263.269.255.239.263.As(2)=263.0.0.0.0.0.0.0.0.0.0.0.263.Asc=0.0.0.0.0.0.0.0.0.0.0.0.0.梁上部截面12345678910111213M=89.4660.5437.9419.493.490.000.000.000.7817.7437.4461.6589.23As(1)=691.454.278.141.25.0.0.0.6.128.274.463.689.As(2)=691.0.0.0.0.0.0.0.0.0.0.0.689.Asc=0.0.0.0.0.0.0.0.0.0.0.0.0.Vl=81.98NO27Vr=82.33NO29Asv/s=0.44Asmin=215.Umaxb=0.003Umaxt=0.007Umaxb=0.003Umaxt=0.007V1.5h=52.48Asv1.5h/s=0.00梁5(B=0.250,H=0.400,L=4.20Rc=30)梁下部截面12345678910111213M=-38.22-36.25-34.11-31.61-27.68-21.92-22.45-25.35-30.43-33.27-34.28-34.95-38.29As(1)=280.265.249.230.201.203.218.202.222.243.251.256.281.As(2)=280.0.0.0.0.0.0.0.0.0.0.0.281.Asc=0.0.0.0.0.0.0.0.0.0.0.0.0.139 ##大学毕业设计论文梁上部截面12345678910111213M=75.8454.8036.2620.656.890.000.000.009.1221.9436.3253.0775.74As(1)=577.408.266.149.49.0.0.0.65.159.266.395.577.As(2)=577.0.0.0.0.0.0.0.0.0.0.0.577.Asc=0.0.0.0.0.0.0.0.0.0.0.0.0.Vl=59.83NO27Vr=59.77NO29Asv/s=0.44Asmin=215.Umaxb=0.003Umaxt=0.006Umaxb=0.003Umaxt=0.006V1.5h=39.68Asv1.5h/s=0.00梁6(B=0.250,H=0.400,L=4.03Rc=30)梁下部截面12345678910111213M=-28.72-32.57-35.12-36.96-36.05-32.00-33.56-36.22-39.87-40.01-36.89-33.20-30.66As(1)=263.238.257.271.264.307.330.308.293.294.270.242.263.As(2)=263.0.0.0.0.0.0.0.0.0.0.0.263.Asc=0.0.0.0.0.0.0.0.0.0.0.0.0.梁上部截面12345678910111213M=90.6161.9837.2017.450.610.000.000.003.1718.9837.3060.2390.04As(1)=701.465.273.126.4.0.0.0.23.137.273.451.696.As(2)=701.0.0.0.0.0.0.0.0.0.0.0.696.Asc=0.0.0.0.0.0.0.0.0.0.0.0.0.Vl=87.12NO27Vr=86.30NO29Asv/s=0.44Asmin=215.Umaxb=0.003Umaxt=0.007Umaxb=0.003Umaxt=0.007V1.5h=52.55Asv1.5h/s=0.00梁7(B=0.250,H=0.400,L=4.02Rc=30)梁下部截面12345678910111213139 ##大学毕业设计论文M=-32.94-34.11-37.13-39.47-39.37-35.81-32.79-32.07-37.10-39.03-38.28-37.16-35.63As(1)=263.249.272.290.289.292.322.304.272.287.281.272.263.As(2)=263.0.0.0.0.0.0.0.0.0.0.0.263.Asc=0.0.0.0.0.0.0.0.0.0.0.0.0.梁上部截面12345678910111213M=97.5267.2643.5223.586.520.000.000.001.8319.1338.9963.4791.62As(1)=760.508.321.171.47.0.0.0.13.138.286.477.710.As(2)=760.0.0.0.0.0.0.0.0.0.0.0.710.Asc=0.0.0.0.0.0.0.0.0.0.0.0.0.Vl=85.74NO27Vr=83.03NO29Asv/s=0.44Asmin=215.Umaxb=0.003Umaxt=0.008Umaxb=0.003Umaxt=0.008V1.5h=53.15Asv1.5h/s=0.00梁8(B=0.250,H=0.400,L=4.20Rc=30)梁下部截面12345678910111213M=-42.46-39.51-36.70-33.51-28.91-22.48-22.51-26.00-31.74-35.24-36.92-38.26-42.47As(1)=313.290.269.245.210.204.219.202.231.258.271.281.313.As(2)=313.0.0.0.0.0.0.0.0.0.0.0.313.Asc=0.0.0.0.0.0.0.0.0.0.0.0.0.梁上部截面12345678910111213M=80.1458.1338.9222.658.230.000.000.0010.5624.0539.1356.5480.10As(1)=613.435.286.164.59.0.0.0.76.174.287.422.613.As(2)=613.0.0.0.0.0.0.0.0.0.0.0.613.Asc=0.0.0.0.0.0.0.0.0.0.0.0.0.139 ##大学毕业设计论文Vl=61.86NO27Vr=61.84NO29Asv/s=0.44Asmin=215.Umaxb=0.003Umaxt=0.006Umaxb=0.003Umaxt=0.006V1.5h=41.29Asv1.5h/s=0.00梁9(B=0.250,H=0.400,L=4.03Rc=30)梁下部截面12345678910111213M=-34.39-36.97-38.46-39.33-37.29-32.11-32.81-36.05-40.00-40.44-38.00-34.67-32.60As(1)=263.271.282.289.273.304.323.296.294.297.279.254.263.As(2)=263.0.0.0.0.0.0.0.0.0.0.0.263.Asc=0.0.0.0.0.0.0.0.0.0.0.0.0.梁上部截面12345678910111213M=93.0563.9338.8518.891.690.000.000.006.1723.0342.8266.8897.92As(1)=722.481.285.136.12.0.0.0.44.167.316.505.764.As(2)=722.0.0.0.0.0.0.0.0.0.0.0.764.Asc=0.0.0.0.0.0.0.0.0.0.0.0.0.Vl=87.90NO27Vr=89.98NO29Asv/s=0.44Asmin=215.Umaxb=0.003Umaxt=0.008Umaxb=0.003Umaxt=0.008V1.5h=53.30Asv1.5h/s=0.01梁10(B=0.250,H=0.400,L=4.07Rc=30)梁下部截面12345678910111213M=-33.52-34.84-38.29-41.50-41.65-38.23-35.27-32.86-36.53-37.25-35.36-33.03-30.63As(1)=263.255.281.305.307.322.348.323.268.273.259.241.263.As(2)=263.0.0.0.0.0.0.0.0.0.0.0.263.Asc=0.0.0.0.0.0.0.0.0.0.0.0.0.梁上部截面12345678139 ##大学毕业设计论文910111213M=92.0661.9738.8120.033.660.000.000.000.0017.2637.4862.4391.52As(1)=713.465.285.145.26.0.0.0.0.124.275.469.709.As(2)=713.0.0.0.0.0.0.0.0.0.0.0.709.Asc=0.0.0.0.0.0.0.0.0.0.0.0.0.Vl=83.33NO27Vr=84.10NO29Asv/s=0.44Asmin=215.Umaxb=0.003Umaxt=0.007Umaxb=0.003Umaxt=0.007V1.5h=53.57Asv1.5h/s=0.01梁11(B=0.250,H=0.400,L=4.20Rc=30)梁下部截面12345678910111213M=-40.40-36.49-35.49-34.14-30.96-25.54-22.49-21.83-27.93-32.20-35.09-37.56-40.26As(1)=297.267.260.250.226.204.218.202.203.235.257.275.296.As(2)=297.0.0.0.0.0.0.0.0.0.0.0.296.Asc=0.0.0.0.0.0.0.0.0.0.0.0.0.梁上部截面12345678910111213M=78.3555.2038.1123.3010.150.000.000.007.6821.7837.7856.6678.46As(1)=598.412.280.169.73.0.0.0.55.157.277.423.599.As(2)=598.0.0.0.0.0.0.0.0.0.0.0.599.Asc=0.0.0.0.0.0.0.0.0.0.0.0.0.Vl=60.93NO27Vr=60.99NO29Asv/s=0.44Asmin=215.Umaxb=0.003Umaxt=0.006Umaxb=0.003Umaxt=0.006V1.5h=40.51Asv1.5h/s=0.00梁12(B=0.250,H=0.400,L=4.08Rc=30)梁下部截面12345678910111213M=-29.39-32.94-35.61-37.59-36.72-32.79-35.22-38.42139 ##大学毕业设计论文-42.24-42.44-39.26-35.43-33.11As(1)=263.240.261.276.269.322.347.325.311.313.288.259.263.As(2)=263.0.0.0.0.0.0.0.0.0.0.0.263.Asc=0.0.0.0.0.0.0.0.0.0.0.0.0.梁上部截面12345678910111213M=92.8062.8437.3217.030.000.000.000.003.3619.5438.2661.6592.43As(1)=720.472.274.123.0.0.0.0.24.141.281.463.716.As(2)=720.0.0.0.0.0.0.0.0.0.0.0.716.Asc=0.0.0.0.0.0.0.0.0.0.0.0.0.Vl=88.82NO27Vr=87.52NO29Asv/s=0.44Asmin=215.Umaxb=0.003Umaxt=0.007Umaxb=0.003Umaxt=0.007V1.5h=53.66Asv1.5h/s=0.01梁13(B=0.250,H=0.400,L=4.07Rc=30)梁下部截面12345678910111213M=-26.96-29.11-33.63-37.80-39.04-36.71-34.97-32.73-34.65-34.50-31.73-28.51-25.52As(1)=263.212.246.277.287.318.345.322.253.252.231.207.263.As(2)=263.0.0.0.0.0.0.0.0.0.0.0.263.Asc=0.0.0.0.0.0.0.0.0.0.0.0.0.梁上部截面12345678910111213M=87.2657.7635.4717.471.980.000.000.000.0014.4533.5657.4185.72As(1)=673.432.260.126.14.0.0.0.0.104.245.429.660.As(2)=673.0.0.0.0.0.0.0.0.0.0.0.660.Asc=0.0.0.0.0.0.0.0.0.0.0.0.0.139 ##大学毕业设计论文Vl=80.98NO27Vr=80.97NO29Asv/s=0.44Asmin=215.Umaxb=0.003Umaxt=0.007Umaxb=0.003Umaxt=0.007V1.5h=50.85Asv1.5h/s=0.00梁14(B=0.250,H=0.400,L=4.20Rc=30)梁下部截面12345678910111213M=-36.13-33.66-31.98-29.88-26.41-21.21-22.65-24.80-29.38-31.70-32.24-32.41-35.92As(1)=265.246.233.218.192.206.220.203.214.231.235.236.263.As(2)=265.0.0.0.0.0.0.0.0.0.0.0.263.Asc=0.0.0.0.0.0.0.0.0.0.0.0.0.梁上部截面12345678910111213M=73.8252.2934.2619.175.910.000.000.008.4920.8534.8451.1274.02As(1)=561.389.250.138.42.0.0.0.61.151.255.380.563.As(2)=561.0.0.0.0.0.0.0.0.0.0.0.563.Asc=0.0.0.0.0.0.0.0.0.0.0.0.0.Vl=58.84NO27Vr=58.95NO29Asv/s=0.44Asmin=215.Umaxb=0.003Umaxt=0.006Umaxb=0.003Umaxt=0.006V1.5h=38.44Asv1.5h/s=0.00梁15(B=0.250,H=0.400,L=4.08Rc=30)梁下部截面12345678910111213M=-24.24-28.44-31.99-34.85-34.85-32.65-34.91-36.90-39.64-38.76-34.53-29.73-26.53As(1)=263.207.233.255.255.321.344.320.291.285.252.216.263.As(2)=263.0.0.0.0.0.0.0.0.0.0.0.263.Asc=0.0.0.0.0.0.0.0.0.0.0.0.0.梁上部截面12345678910111213139 ##大学毕业设计论文M=86.9757.8533.4214.230.000.000.000.001.6916.9834.8557.4687.59As(1)=670.433.244.102.0.0.0.0.12.122.255.429.675.As(2)=670.0.0.0.0.0.0.0.0.0.0.0.675.Asc=0.0.0.0.0.0.0.0.0.0.0.0.0.Vl=85.68NO27Vr=85.15NO29Asv/s=0.44Asmin=215.Umaxb=0.003Umaxt=0.007Umaxb=0.003Umaxt=0.007V1.5h=50.95Asv1.5h/s=0.00梁16(B=0.250,H=0.400,L=4.07Rc=30)梁下部截面12345678910111213M=-19.44-22.67-28.46-33.90-36.42-35.37-35.03-32.84-32.31-30.91-26.89-22.43-18.43As(1)=263.164.207.248.267.318.345.323.253.225.195.162.263.As(2)=263.0.0.0.0.0.0.0.0.0.0.0.263.Asc=0.0.0.0.0.0.0.0.0.0.0.0.0.梁上部截面12345678910111213M=79.9051.4030.3513.600.000.000.000.000.0010.6828.4851.0578.32As(1)=611.382.221.98.0.0.0.0.0.76.207.379.598.As(2)=611.0.0.0.0.0.0.0.0.0.0.0.598.Asc=0.0.0.0.0.0.0.0.0.0.0.0.0.Vl=77.46NO27Vr=77.32NO29Asv/s=0.44Asmin=215.Umaxb=0.003Umaxt=0.006Umaxb=0.003Umaxt=0.006V1.5h=47.64Asv1.5h/s=0.00梁17(B=0.250,H=0.400,L=4.20Rc=30)梁下部截面12345678910111213M=-29.62-27.29-28.14-28.66-27.34-23.76-22.61-20.89-24.21-26.60-27.61-28.21-29.34139 ##大学毕业设计论文As(1)=263.198.205.208.199.205.220.202.175.193.201.205.263.As(2)=263.0.0.0.0.0.0.0.0.0.0.0.263.Asc=0.0.0.0.0.0.0.0.0.0.0.0.0.梁上部截面12345678910111213M=67.3545.8130.6017.666.380.000.000.003.9216.1630.3147.3467.60As(1)=508.338.223.127.45.0.0.0.28.116.221.350.510.As(2)=508.0.0.0.0.0.0.0.0.0.0.0.510.Asc=0.0.0.0.0.0.0.0.0.0.0.0.0.Vl=55.74NO27Vr=55.88NO29Asv/s=0.44Asmin=215.Umaxb=0.003Umaxt=0.005Umaxb=0.003Umaxt=0.005V1.5h=36.02Asv1.5h/s=0.00梁18(B=0.250,H=0.400,L=4.08Rc=30)梁下部截面12345678910111213M=-17.09-22.37-27.16-31.26-32.51-32.75-34.97-35.57-37.03-34.88-29.39-23.31-19.01As(1)=263.162.197.228.254.322.345.320.271.255.214.169.263.As(2)=263.0.0.0.0.0.0.0.0.0.0.0.263.Asc=0.0.0.0.0.0.0.0.0.0.0.0.0.梁上部截面12345678910111213M=79.5551.5428.3810.490.000.000.000.000.0013.1329.7551.1280.18As(1)=608.383.206.75.0.0.0.0.0.94.217.380.613.As(2)=608.0.0.0.0.0.0.0.0.0.0.0.613.Asc=0.0.0.0.0.0.0.0.0.0.0.0.0.Vl=82.01NO27Vr=81.60NO29Asv/s=0.44Asmin=139 ##大学毕业设计论文215.Umaxb=0.003Umaxt=0.006Umaxb=0.003Umaxt=0.006V1.5h=47.76Asv1.5h/s=0.00梁19(B=0.250,H=0.400,L=4.07Rc=30)梁下部截面12345678910111213M=-10.21-14.90-22.22-29.17-33.22-33.69-35.00-32.82-29.38-26.47-20.94-14.97-9.54As(1)=263.107.161.212.243.317.345.323.253.192.151.108.263.As(2)=263.0.0.0.0.0.0.0.0.0.0.0.263.Asc=0.0.0.0.0.0.0.0.0.0.0.0.0.梁上部截面12345678910111213M=70.8143.7724.238.970.000.000.000.000.006.2722.5543.6069.42As(1)=536.323.175.64.0.0.0.0.0.45.163.322.525.As(2)=536.0.0.0.0.0.0.0.0.0.0.0.525.Asc=0.0.0.0.0.0.0.0.0.0.0.0.0.Vl=73.06NO27Vr=72.87NO29Asv/s=0.44Asmin=215.Umaxb=0.003Umaxt=0.005Umaxb=0.003Umaxt=0.005V1.5h=43.83Asv1.5h/s=0.00梁20(B=0.250,H=0.400,L=4.20Rc=30)梁下部截面12345678910111213M=-21.39-21.13-21.95-22.35-21.39-21.28-22.68-22.29-24.35-24.15-22.18-19.83-21.07As(1)=263.153.159.162.162.206.220.203.176.175.160.143.263.As(2)=263.0.0.0.0.0.0.0.0.0.0.0.263.Asc=0.0.0.0.0.0.0.0.0.0.0.0.0.梁上部截面12345678910111213M=58.9939.6824.1711.610.870.000.00139 ##大学毕业设计论文0.003.5113.3724.8538.6459.30As(1)=442.292.175.83.6.0.0.0.25.96.180.284.444.As(2)=442.0.0.0.0.0.0.0.0.0.0.0.444.Asc=0.0.0.0.0.0.0.0.0.0.0.0.0.Vl=51.78NO27Vr=51.96NO29Asv/s=0.44Asmin=215.Umaxb=0.003Umaxt=0.004Umaxb=0.003Umaxt=0.004V1.5h=32.32Asv1.5h/s=0.00梁21(B=0.250,H=0.400,L=4.08Rc=30)梁下部截面12345678910111213M=-8.17-14.91-21.22-26.83-29.58-32.72-34.94-33.89-33.84-30.17-23.16-15.57-9.76As(1)=263.107.153.195.253.322.344.320.250.220.168.112.263.As(2)=263.0.0.0.0.0.0.0.0.0.0.0.263.Asc=0.0.0.0.0.0.0.0.0.0.0.0.0.梁上部截面12345678910111213M=70.6344.1122.476.090.000.000.000.000.008.5023.6343.4971.06As(1)=535.325.163.43.0.0.0.0.0.61.171.321.538.As(2)=535.0.0.0.0.0.0.0.0.0.0.0.538.Asc=0.0.0.0.0.0.0.0.0.0.0.0.0.Vl=77.58NO27Vr=77.18NO29Asv/s=0.44Asmin=215.Umaxb=0.003Umaxt=0.005Umaxb=0.003Umaxt=0.005V1.5h=43.96Asv1.5h/s=0.00梁22(B=0.250,H=0.400,L=4.07Rc=30)梁下部截面12345678910111213M=0.00-5.28-14.49-23.34-29.30-32.39-35.19-33.09-26.29-21.33-13.94-6.130.00As(1)=263.38.104.169.242.318.347.326.139 ##大学毕业设计论文256.154.100.44.263.As(2)=263.0.0.0.0.0.0.0.0.0.0.0.263.Asc=0.0.0.0.0.0.0.0.0.0.0.0.0.梁上部截面12345678910111213M=59.6234.1916.493.090.000.000.000.000.000.7015.0234.1558.33As(1)=447.250.119.22.0.0.0.0.0.5.108.250.436.As(2)=447.0.0.0.0.0.0.0.0.0.0.0.436.Asc=0.0.0.0.0.0.0.0.0.0.0.0.0.Vl=67.80NO27Vr=67.35NO29Asv/s=0.44Asmin=215.Umaxb=0.003Umaxt=0.004Umaxb=0.003Umaxt=0.004V1.5h=42.55Asv1.5h/s=0.00梁23(B=0.250,H=0.400,L=4.20Rc=30)梁下部截面12345678910111213M=-11.33-11.86-15.77-19.36-21.09-21.15-22.54-20.79-17.87-17.19-15.15-12.67-10.98As(1)=263.85.113.140.161.205.219.201.154.124.109.91.263.As(2)=263.0.0.0.0.0.0.0.0.0.0.0.263.Asc=0.0.0.0.0.0.0.0.0.0.0.0.0.梁上部截面12345678910111213M=49.2630.6018.478.580.380.000.000.000.007.0618.1732.1449.60As(1)=365.223.133.61.3.0.0.0.0.50.131.234.368.As(2)=365.0.0.0.0.0.0.0.0.0.0.0.368.Asc=0.0.0.0.0.0.0.0.0.0.0.0.0.Vl=47.07NO27Vr=47.26NO29Asv/s=0.44Asmin=215.Umaxb=0.003Umaxt=0.004139 ##大学毕业设计论文Umaxb=0.003Umaxt=0.004V1.5h=28.66Asv1.5h/s=0.00梁24(B=0.250,H=0.400,L=4.08Rc=30)梁下部截面12345678910111213M=0.00-6.09-14.23-21.70-26.33-32.98-35.12-32.66-29.91-24.34-15.43-5.940.00As(1)=263.43.102.157.257.324.346.321.250.176.111.42.263.As(2)=263.0.0.0.0.0.0.0.0.0.0.0.263.Asc=0.0.0.0.0.0.0.0.0.0.0.0.0.梁上部截面12345678910111213M=59.5234.6714.960.530.000.000.000.000.002.6515.9333.9759.89As(1)=446.254.107.4.0.0.0.0.0.19.115.248.449.As(2)=446.0.0.0.0.0.0.0.0.0.0.0.449.Asc=0.0.0.0.0.0.0.0.0.0.0.0.0.Vl=72.01NO27Vr=71.93NO29Asv/s=0.44Asmin=215.Umaxb=0.003Umaxt=0.004Umaxb=0.003Umaxt=0.004V1.5h=41.70Asv1.5h/s=0.00梁25(B=0.250,H=0.400,L=4.07Rc=30)梁下部截面12345678910111213M=0.00-1.79-8.57-15.56-20.63-24.61-26.79-25.00-19.48-10.87-5.080.000.00As(1)=263.13.61.112.182.240.261.243.188.104.36.0.263.As(2)=263.0.0.0.0.0.0.0.0.0.0.0.263.Asc=0.0.0.0.0.0.0.0.0.0.0.0.0.梁上部截面12345678910111213M=37.0320.039.070.640.000.000.000.000.000.009.7022.8039.80139 ##大学毕业设计论文As(1)=297.154.65.5.0.0.0.0.0.0.69.165.330.As(2)=297.0.0.0.0.0.0.0.0.0.0.0.330.Asc=0.0.0.0.0.0.0.0.0.0.0.0.0.Vl=43.17NO5Vr=44.68NO10Asv/s=0.44Asmin=215.Umaxb=0.003Umaxt=0.003Umaxb=0.003Umaxt=0.003V1.5h=31.76Asv1.5h/s=0.00梁26(B=0.250,H=0.400,L=4.20Rc=30)梁下部截面12345678910111213M=0.00-2.21-8.55-14.52-21.53-26.95-28.66-26.56-21.78-16.55-8.93-1.020.00As(1)=263.16.61.122.209.263.280.259.201.119.64.7.263.As(2)=263.0.0.0.0.0.0.0.0.0.0.0.263.Asc=0.0.0.0.0.0.0.0.0.0.0.0.0.梁上部截面12345678910111213M=43.0524.129.560.000.000.000.000.000.001.0710.8223.6943.64As(1)=355.175.68.0.0.0.0.0.0.8.77.172.367.As(2)=355.0.0.0.0.0.0.0.0.0.0.0.367.Asc=0.0.0.0.0.0.0.0.0.0.0.0.0.Vl=53.15NO5Vr=53.83NO8Asv/s=0.44Asmin=215.Umaxb=0.003Umaxt=0.004Umaxb=0.003Umaxt=0.004V1.5h=33.06Asv1.5h/s=0.00梁27(B=0.250,H=0.400,L=4.08Rc=30)梁下部截面12345678910111213M=0.000.00-5.58-11.41-19.63-24.91-26.72-24.96-21.34-16.70-9.71-2.430.00As(1)=263.0.40.107.190.243.261.243.192.120.69.17.263.139 ##大学毕业设计论文As(2)=263.0.0.0.0.0.0.0.0.0.0.0.263.Asc=0.0.0.0.0.0.0.0.0.0.0.0.0.梁上部截面12345678910111213M=41.1823.119.300.000.000.000.000.000.000.028.4419.7537.67As(1)=347.167.66.0.0.0.0.0.0.0.60.142.300.As(2)=347.0.0.0.0.0.0.0.0.0.0.0.300.Asc=0.0.0.0.0.0.0.0.0.0.0.0.0.Vl=51.96NO7Vr=49.73NO8Asv/s=0.44Asmin=215.Umaxb=0.003Umaxt=0.003Umaxb=0.003Umaxt=0.003V1.5h=31.45Asv1.5h/s=0.00------------PK1计算终止---------------主要参考文献1.《建筑设计资料集》（第二版）.北京：中国建筑工业出版社，19942.《房屋建筑学》同济大学等..北京：中国建筑工业出版社，19903.南京工业学院建筑系.建筑构造.北京：中国建筑工业出版社，19824.《建筑结构静力计算手册》.北京：中国建筑工业出版社，19985.周起敬主编.《混凝土结构构造手册》.北京：中国建筑工业出版社，19946.《建筑制图标准》（GBJ1—86）7.《建筑结构荷载规范》（GBJ9—87）8.《建筑抗震设计规范》（GBJ11—89）9.《混凝土结构设计规范》（GBJ10—89），1993年局部修订10.《建筑地基基础设计规范》（GBJ17—89）139 ##大学毕业设计论文139'