土木工程毕业设计（论文）-某点式九层小高层住宅楼设计【全套图纸】.doc

#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991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.DIGESTThis graduction project is a design of a concrete frame building.It includes three parts: architecture design and structural design. The architecture design is mainly illustrated in architecture drawing according to code, Structural design is key skill for a engineering graduate and it is made of structural calculation and structural working drawing.Design of structurate is made up of a frame calculation under vertical loads. antiselsimil calculation under horizonatal loads internat farces constitate disposing steel bar for beams and column stair calculation .foundation calculation .The frame calculation under vertical loads . In this parts the frame is irregular . 9 storys and 1 pum .To solve the problems the separatelayers methed and distribution of moment methed are used.In horizontal antiseismmie calculation used D value methed.After finishing the calculation of intered forces .disposed steel bar in beams and columns .Finally , Foundation design is made according to the geology piled footing is used.第二章荷载计算及地震力作用下框架侧移计算全套完整版设计，加1538937062.1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0.9m2.1m，窗为铝合金窗，洞口尺寸为1.8m1.5m。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（bh）纵深(mm)BC、EG 码码悬臂深1-9C30250400250400250400250400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：bh250400mm。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：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：层600mm600mm层 500mm500mm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，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横向框架户型：A B C 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）厚细石砖保护层 22*0.03=0.66 kN/m2 三毡四油防水层 0.4 kN/m2厚水泥沙浆找平层 20*0.02=0.4 kN/m2厚水泥柱石保温层 5*0.15=0.75 kN/m2厚钢筋砖板 25*0.1=2.5 kN/m2厚纸筋石灰柱底 0.015*16=0.24 kN/m2 合计 4.95 kN/m2（2）屋面恒载标准值为：386.56*4.95=1913.47kNa) 层楼面：厚：水泥沙浆 0.01*20=0.2 kN/m2厚细石砖找平层 0.03*20=0.6 kN/m2厚钢筋砖板 25*0.1=2.5 kN/m2厚纸筋石灰柱底 0.015*16=0.24 kN/m2合计 3.54 kN/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：2.0 kN/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=77.31kN（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。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：）表中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。）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（0.5 KN/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0.2 kN/m2铝合金窗单位面积重力荷载取0.4 kN/m2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（）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*1.824.2823.11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*2.414.2811.30层纵横3.0*2.484.44255.7441006.612.7*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*2.414.2836.98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*2.414.2812.33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（）数量重力荷载（）重量（）重量（）底层门窗2.7*1.830.45.8313.931.8*1.810.41.301.5*0.9120.46.480.9*1.810.20.32层门窗0.9*2.190.23.4056.362.4*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，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，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：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*10-32.67*10-32.16*10440.25*0.405.81.33*10-32.0*10-31.04*10450.25*0.402.71.33*10-32.67*10-32.97*10460.25*0.401.61.33*10-32.67*10-35.01*104140.25*0.401.61.33*10-32.67*10-35.01*104150.25*0.402.01.33*10-32.67*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*10-3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)（KNm） (底层)（底层）A轴边框架边柱 表2.949C300.50.52.80.190.09 768723C300.60.62.80.090.04 76251C300.60.63.850.120.2919936A轴中框架边柱 表2.1049C300.50.52.80.900.312650623C300.60.62.80.430.18313371C300.60.63.850.600.4228840B轴中框架边柱 表2.1149C300.50.52.80.340.151249323C300.60.62.80.170.08141671C300.60.63.850.230.3322494B轴中框架中柱/内角柱/悬挑柱 表2.1249C300.50.52.81.240.333268723C300.60.62.80.600.23407311C300.60.63.850.820.4731908C轴边框架中柱 表2.1349C300.50.52.80.440.181537323C300.60.62.80.210.10177091C300.60.63.850.290.3423177C轴中框架中柱 表2.1449C300.50.52.80.680.252135223C300.60.62.80.380.14247921C300.60.63.850.450.3926585D轴中框架中柱 表2.1549C300.50.52.81.110.362870823C300.60.62.80.530.21371891C300.60.63.850.730.4530675D轴中框架边柱 表2.1649C300.50.52.80.390.161366523C300.60.62.80.190.09159381C300.60.63.850.260.3423177E轴边框架中柱 表2.1749C300.50.52.80.680.252135223C300.60.62.80.330.14247921C300.60.63.850.450.3926585E轴中框架中柱 表2.1849C300.50.52.80.680.252135223C300.60.62.80.330.14247921C300.60.63.850.450.3926585F轴中框架边柱 表2.1949C300.50.52.80.920.322733123C300.60.62.80.440.18318771C300.60.63.850.610.4329312F轴中框架中柱/内角柱 表2.2049C300.50.52.80.390.161366523C300.60.62.80.190.09159381C300.60.63.850.260.3423177G轴边框架边柱 表2.2149C300.50.52.80.340.151249323C300.60.62.80.170.08141671C300.60.63.850.230.3322495G轴中框架边柱 表2.2249C300.50.52.80.870.302562223C300.60.62.80.420.17301061C300.60.63.850.580.4254129各层D值汇总 表2.2349（D值根数）23（D值根数）1（D值根数）角柱B轴326872407312319082F轴136652159382231772边框边框架A轴7687276252199362G轴119622141672224952中框架A轴265062313372288402B轴12493239543224943D轴136653159382231772F轴273314318774293124G轴256225301065541295边框边框架C轴213522247922265852E轴213522247922265852中框架B轴326873407313319083C轴213528247928265858D轴287084371894306754E轴213523247923265853D（KN/m）933352108383813321042.3.3自振周期计算 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0=0.6，计算公式为T1=1.70#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, max=0.08,采用底部减力法计算，由于Tg=0.4s1.4Tg=0.42s,故应考虑顶点附加力作用，取n=0.080.48+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：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9510.789333520.00052.81/56008848.19333520.00092.81/311171144.429333520.00122.81/233361401.69333520.00152.81/186651617.789333520.00172.81/164741792.969333520.00192.81/147431932.7310838380.00182.81/155622033.3710838380.00192.81/147412089.281332110.00163.851/24067. 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KJ10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）y92.85119333521249370.340.59.809.8082.884893335212493110.340.515.4015.4072.8114493335212493150.340.521.021.062.8140293335212493190.340.526.626.652.8161893335212493220.340.530.830.842.8179393335212493240.340.533.633.632.81933108383814167250.170.6384222.82033108383814167270.170.64045.3612.82089133210422494350.230.653.980.05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： 地震作用下框架柱弯矩图（单位：kN/m） 表2.29 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 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=4.7