5层框架结构办公楼设计计算书_

'5层框架结构办公楼设计计算书六层框架结构办公楼设计计算书1、结构选型与布置(1)结构选型本建筑只有5层，且为办公楼，为便于办公及其他要求，采用大开间。为使结构的整体刚度较好，楼面、屋面、楼梯等主要受力构件均采用现浇框架结构。基础为桩基础。(2)结构布置框架结构应设计成双向梁柱抗侧力体系，框架梁、柱中心线宜重合。根据建筑设计，夲结构平面图布置如图所示。图1-1结构平面布置图本建筑柱距为7.2米，根据结构布置，本建筑板均为双向板，楼板厚100mm。屋面板厚100mm本建筑的材料选用如下：混凝土：C30钢筋：纵向受力钢筋采用热轧钢筋HRB400，其余采用热轧钢筋HPB3352墙体：外纵墙、分户墙采用灰砂砖，其尺寸为240mm120mm60mm，重度18kN/m2门窗：钢塑0.35kN/m2、框架计算简图和梁柱线刚度计算图1-1所示的框架结构体系纵向和横向均为框架结构，是一个空间结构体系，理应按空间结构进行计算。但是，采用手算和借助简单的计算工具计算空间框架太过复杂，《高层建筑混凝土结构技术规定》（JGJ3-2002）允许在纵、横两个方向将其按平面框架计算。夲计算书只做横向平面框架计算，纵向平面框架的计算方法与横向相同，从略。夲计算中，横向柱距7.2米，荷载基本相同，可选用一品框架进行计算与配筋，其余框架可参照次榀框架进行配筋。现以1号轴线的KL-5为计算单元。 （1）梁、柱截面尺寸估算11111）框架横梁截面尺寸框架横梁截面高度h()l,截面宽度b()h。本18832结构中，取，b300,h500mm2）框架柱截面尺寸底层柱轴力估算：假定结构每平方米总荷载设计值12kN，则底层中柱的轴力设计值约为：N123.66.351361kN。采用C30混凝土浇捣，查的fc14.3Mpa。假定柱子N1361000截面尺寸bh500mm500mm，则柱的轴压比为：u0.38fbh14.3500500c故符合要求。框架梁、柱编号及截面尺寸如图1-1。为了简化施工，各柱截面从底层到顶层不改变。（2）确定框架计算简图框架的计算单元如图1-1所示。框架柱嵌固于基础顶面，框架梁与柱子刚接。由于各层柱的截面尺寸不变，故梁跨等于柱子截面形心轴线之间的距离。底层柱高从基础顶面算至二楼楼面，室内外高差为-0.45米，基础顶面至室外地坪为1米，故基础顶标高至0.000的距离为-0.95米，故底层柱高4.55米，其他层高3.6米。框架计算简图如图1-2图1-2框架计算简图-1- （3）框架梁柱的线刚度计算由于楼面板与框架梁的混凝土一起浇筑，对于中框架梁取I2I01一跨梁：iEI/l3.010720.30.53/6.31.5104kNmc121底层柱：iEI/l3.01070.54/4.553.43104kNmc121二层以上柱：iEI/l3.01070.54/3.64.34104kNmc12令二层以上柱线刚度=1.0，则其余各杆件的相对线刚度为：1二跨梁：iEI/l3.010720.30.53/2.43.9104kNmc121三跨梁：iEI/l3.010720.30.53/6.3.1.5104kNmc121.5一跨梁：i0.35c4.343.9二跨梁：i0.9c4.341.5三跨梁：i0.35c4.343.43底层柱：i0.79c4.34.则框架梁柱的相对线刚度如图1-3所示，作为计算各节点杆端弯矩的分配系数的依据。-2- 图1-3框架梁柱相对线刚度3、荷载计算为了便于以后内力组合，荷载计算按标准值计算且横活荷载分开计算。(1)恒荷载标准值计算1)屋面2找平层：15厚水泥砂浆0.04200.30KN/m2防水层：40厚C20细石混凝土防水（刚性）0.04251.0KN/m2找平层：15厚水泥砂浆0.015200.30KN/m2找坡层：40厚水泥石灰焦渣砂浆3%找平0.04140.56KN/m2保温层：80厚矿渣水泥0.0814.51.16KN/m2结构层：120厚现浇钢筋混凝土板0.12253KN/m2抹灰层：10厚混合砂浆0.10170.17KN/m26.49KN/m合计：2)各层楼面地砖面层30厚1:3干硬性水泥砂浆，面上撒2厚素水泥21.16KN/m水泥砂浆结合层一道结构层：120后现浇钢筋混凝土板20.12253KN/m抹灰层：10厚混合砂浆20.01170.17KN/m2合计：4.33KN/m3）走廊楼面21.16KN/m地砖面层30厚1:3干硬性水泥砂浆，面上撒2厚素水泥水泥砂浆结合层一道2结构层：120后现浇钢筋混凝土板0.12253KN/m2抹灰层：10厚混合砂浆0.01170.17KN/m-3- 2合计:4.33KN/m4)梁自重b×h=300×600自重：250.30.50.122.85KN/m抹灰层：10厚混合砂浆0.010.50.120.32170.23KN/m合计：3.08kN/m5）柱自重b×h=500×500自重：250.50.56.25KN/m抹灰层：10厚混合砂浆0.010.54170.34KN/m合计：6.59KN/m6）外纵横墙自重标准层：纵墙：0.90.24183.89KN/m铝合金窗：0.352.10.74KN/m水刷石外墙面：3.62.10.50.75KN/m水泥粉刷内墙面：3.62.10.360.54KN/m合计：5.92KN/m底层：纵墙（基础梁250×400）:4.552.10.420.24187.13KN/m铝合金窗：0.352.10.74KN/m水刷石外墙面：3.60.62.10.51.05KN/m3.60.62.10.360.76KN/m水泥粉刷内墙面：合计：9.68KN/m7）内纵墙自重标准层：纵墙：3.60.50.241813.4KN/m-4- 水泥粉刷内墙面：3.60.50.3622.23KN/m合计：15.63KN/m底层纵墙：4.550.520.241815.34KN/m水泥粉刷内墙面：3.60.50.3622.23KN/m17.57KN/m合计：（2）活荷载标注计算。（1）屋面和楼面活荷载标准值。2上人屋面：2.0KN/m22楼面：2.0KN/m走廊：2.5KN/m（2）雪荷载标准值2s1.00.350.35KN/mk屋面活荷载与雪荷载不同时考虑、两者中取大值。（3）竖向荷载下框架受荷总图。（1）A-B轴间框架梁屋面板传给梁的荷载23恒载：6.491.8120.290.29220.00KN/m23活载：2.01.8120.290.2926.16KN/m楼面板传给梁荷载23恒载：4.331.8120.290.2926.1613.35KN/m23活载：2.01.8120.290.2926.16KN/m梁自重标准值：1.93KN/m则A-B轴间框架梁均布荷载为：屋面梁：恒载=梁自重+板传荷载3.0820.0023.08KN/m活载=板传荷载6.16KN/m楼面梁：恒载=梁自重+板传荷载3.0813.3516.43KN/m活载=板传荷载5.63KN/m-5- （2）B-C轴间框架梁屋面板传给梁的荷载：5恒载：6.490.927.3KN/m85活载：2.00.922.25KN/m8楼面板传给梁荷载：5恒载：4.330.924.87KN/m85活载：2.50.922.81KN/m8梁自重标准值：1.93则B-C轴间框架梁均布荷载为:屋面梁恒载=梁自重+板传自重3.087.310.38/m活载=板传荷载2.25/m楼面梁恒载=梁自重+板传荷载3.084.877.95/m活载=板传荷载2.81/m（3）C-D轴间框架梁均布荷载同A-B轴（4）A轴柱纵向集中荷载计算：顶层柱：女儿墙自重（做法=墙高900,100高混凝土压顶）0.240.918250.10.241.020.240.55.61KN/m天沟自重（玻璃瓦+现浇天沟）玻璃瓦自重：1.050.90.95KN/m现浇天沟自重：250.60.20.080.080.60.20.5.0.362.13KN/m合计3.29KN/m顶层柱恒载=女儿墙及天沟+梁自重+板传荷载15.163.293.63.083.60.520.003.6275.68KN1顶层柱活载=板传荷载6.163.611.1KN2标准层柱恒载=墙自重+梁自重+板传荷载15.923.60.63.083.60.613.353.6247.58KN-6- 1标准层柱活载=板传荷载6.163.611.1KN2基础顶面荷载=底层外纵墙自重+基础梁自重9.683.60.63.083.60.638.28KN（5）B轴柱纵向集中荷载的计算顶层柱恒载=梁自重+板传荷载20.003.63.083.60.681.24KN顶层柱活载=板传活载6.163.622.18KN标准层柱恒载=梁自重+板传荷载13.353.63.083.60.657.3KN标准层柱活载=板传荷载6.163.622.18KN基础顶面恒载=基础梁自重3.083.60.69.24KN（6）C轴柱纵向集中荷载的计算同B柱。（7）D轴柱纵向集中荷载的计算同A柱。-7- 竖向荷载受荷载总图1.图中各值单位为KN/m2.图中数值均为标准值3.括号内为活载标准值(4)风荷载标准值计算作用在屋面梁和楼面梁节点处的集中风荷载标准值：为了简化计算起见通常将计算单元范围内处墙面的分布风荷载，化等量的作用于楼面集中风荷载，计算公式如下：wkzusuzw0hihjB/22式中：基本风压w0.35KN/m0uz风压高度变化系数us风荷载体型系数本建筑查表us1.3z风振系数hi下层柱高hj上层柱高.对顶层为女儿墙为女儿墙高度的2倍B计算单元迎风面宽度B6.3m计算过程见下表：各层楼面处集中风荷载标准值离地高度Z(m)18.451.251.221.300.353.601.8011.8014.851.141.171.300.353.603.6013.7611.251.091.131.300.353.603.6012.717.651.001.071.300.353.603.6011.044.051.001.021.300.354.053.6011.184、风荷载作用下的位移验算位移验算时，各荷载均采用标准值。-8- （1）侧移刚度D见下表横向框架2-5层D值的计算构件名ī=∑i2b/2icac=ī/2+īD=12acic/h(KN/m)称A轴柱0.350.1495988B轴柱1.240.38315391C轴柱1.240.38315391D轴柱0.350.1495988D之和42758横向框架底层D值的计算构件名ī=∑i2b/iac=(0.5+ī)/(2+ī)D=12acic/h(KN/m)称A轴柱0.440.3912386B轴柱2.010.6320008C轴柱2.010.6320008D轴柱0.440.3912386D之和64788（2）风荷载作用下框架侧移计算风荷载作用下框架楼层层间位移与层高之比计算层次五11.8011.80427580.000261/13780四13.7625.56427580.000571/6362三12.7138.27427580.000851/4255二11.0449.31427580.001091/3333一11.1860.49647880.000951/3571u/m0.0032-9- 侧移动验算：有上表可知，对于框架结构，楼层层间最大位移与层高之比的限值为1/550.夲框架的层间最大位移与层高之比在二层，其值为1/3333，满足1/3333<1/550.要求，框架抗侧移刚度足够。5、内力计算:竖向恒载作用下，采用弯矩二次分配发计算其内力，水平荷载作用下，采用D值法计算内力。在内力分析前，应计算节点各杆件的弯矩分配系数以及在竖向荷载作用下各杆件的杆端固端弯矩。（1）竖向荷载标准值作用下的内力计算1）由前面刚度比根据下式求的节点各杆端弯矩分配系："1iikuik2iik均布荷载和集中荷载偏心引起的固端弯矩构成节点不平衡弯矩：12MqlMFeMMM均布集中梁固端均布集中12将固端弯矩及节点不平衡弯矩填入如下所示弯矩二次分配图，进行弯矩二次分配。2）剪力计算根据结构力学取脱离体的方法计算：VV(MM)/llkolkijkjikVV(MM)/lrkorkijkjik式中：V,V-------简支梁支座左端和右端的剪力标准值，当梁上无荷载作用时，V,Volkorkolkork为零，剪力以使所取隔离体产生顺时针转动为正。M,M------梁端弯矩标准值，以绕杆端顺时针为正，反之为负。ijkjik3）轴力计算已知某节点上柱传来的轴力N和左右梁传来的剪力V、V时，其下柱的轴力为：ulrNNVVdulr式中：N、N以压力为正，拉力为负。ud竖向荷载标准值作用下的弯矩图、剪力图、轴力图如下图所示：-10- 竖向恒载作用下弯矩图-11- 竖向恒载作用下剪力图-12- 竖向恒载作用下轴力图-13- -14- -15- -16- 竖向活载作用下弯矩二次分配图-17- -18- -19- （2）水平风荷载的标准值作用下内力计算A轴框架柱反弯点位置层号h/myh/m63.30.18-0.30000-0.30-0.9953.30.180.000.2000.200.6643.30.180.200.3000.501.6533.30.180.400.4000.802.6423.30.180.700.6001.304.2914.90.270.950.85001.808.82B轴框架柱反弯点位置层号h/myh/m63.30.300.100.050.000.000.150.5053.30.300.250.050.000.000.300.9943.30.300.350.050.000.000.401.3233.30.300.400.050.000.000.451.4923.30.300.550.050.000.000.601.9814.90.450.800.000.000.000.803.92C轴框架柱反弯点位置层号h/myh/m63.30.400.200.000.000.000.200.6653.30.400.300.000.000.000.300.9943.30.400.350.000.000.000.351.1633.30.400.450.000.000.000.451.4923.30.400.500.000.000.000.501.6514.90.590.750.000.000.000.753.68-20- D轴框架柱反弯点位置层号h/myh/m63.30.400.200.000.000.000.200.6653.30.400.300.000.000.000.300.9943.30.400.350.000.000.000.351.1633.30.400.450.000.000.000.451.4923.30.400.500.000.000.000.501.6514.90.590.750.000.000.000.753.68E轴框架柱反弯点位置层号h/myh/m63.30.12-0.240.050.000.00-0.19-0.6353.30.120.040.050.000.000.090.3043.30.120.220.050.000.000.270.8933.30.120.400.050.000.000.451.4923.30.120.680.050.000.000.732.4114.90.180.870.000.000.000.874.26风荷载作用下A轴框架柱剪力和梁柱端弯矩的计算层yh/m号66.786524489350.140.93-0.993.83-0.923.83514.696524489350.142.010.666.311.335.39422.056524489350.143.021.657.474.988.80328.816524489350.143.952.647.1610.4212.14235.266524489350.144.834.293.9820.7214.40142.632777639290.146.038.821.4853.1922.19风荷载作用下B轴框架柱剪力和梁柱端弯矩的计算层yh/m号66.7865244141140.221.470.504.110.732.881.96514.6965244141140.223.180.997.343.156.244.25-21- 422.0565244141140.224.771.329.446.309.366.38328.8165244141140.226.231.4911.319.2612.238.34235.2665244141140.227.631.9810.0715.1014.9710.20142.632777660680.229.313.929.1336.5127.1318.50风荷载作用下C轴框架柱剪力和梁柱端弯矩的计算层yh/m号66.7865244180350.281.870.664.951.241.934.2514.6565244180350.284.060.999.384.024.199.21922.01.15465244180350.286.1013.077.046.2913.835528.81.48365244180350.287.9614.4511.838.2118.071535.2265244180350.289.751.6516.0816.0810.0522.11642.63.6712777675260.2711.5514.1542.4517.6938.9135风荷载作用下D轴框架柱剪力和梁柱端弯矩的计算层yh/m号66.7865244180350.281.870.664.951.244.251.9314.6565244180350.284.060.999.384.029.214.19922.01.1565244180350.286.1013.077.0413.836.295528.81.48365244180350.287.9614.4511.8318.078.211535.2265244180350.289.751.6516.0816.0822.1110.05642.63.6712777675260.2711.5514.1542.4538.9117.6935风荷载作用下E轴框架柱剪力和梁柱端弯矩的计算-22- 层yh/m号-0.6266.786524461250.090.642.00-0.402.57514.696524461250.091.380.2974.320.413.92422.056524461250.092.070.8916.491.846.90328.816524461250.092.701.4858.484.0210.32235.266524461250.093.312.40910.387.9714.39142.632777627280.104.194.26320.5217.8528.49风荷载作用下框架柱轴力与梁端剪力梁端剪力/kN柱轴力/kNBC层AB跨CD跨DE跨A轴B轴C轴D轴E轴跨号61.490.592.830.01-1.490.900.9-2.24-2.242.832.830.0152.581.286.140.01-4.071.302.2-4.86-7.16.138.960.0244.041.929.220.02-8.112.124.32-7.30-14.49.2018.160.0435.422.5112.050.03-13.522.917.23-9.54-23.9412.0130.170.0726.533.0714.740.04-20.063.4610.69-11.67-35.6114.7044.870.11110.965.4825.940.08-31.025.4816.17-20.46-56.0725.8670.730.196、内力组合用于承载力计算的框架梁由可变荷载效应控制的基本组合表（梁AB）部位恒载活载左风右风层及内组合组合组合力值值值项目项目项目①+②+M-4.92-2.724.74-4.74-10.960.7④左①+②+6V28.7713.19-2.092.0943.4230.7④①+②+中M28.947.660.67-0.6737.070.7③-23- V①+②+M39.4811.23-3.413.4153.100.7④右①+②+V-46.48-17.56-2.092.09-65.500.7③-24.4①+②+M-1.133.4726.4620.8660.7③左①+②+V35.7413.69-15.3415.3460.170.7④①+②+M19.427.88-3.463.4629.721中0.7④V①+②+M18.5810.01-33.3833.3852.000.7④右①+②+V-44.70-17.05-15.3415.34-72.490.7③注：1、恒载为1.2M和1.2VGKGK2、活载、风载为1.4M和1.4VQKQK3、以上各值均为支座处弯矩和剪力4、表中各弯矩单位为kNm,剪力为kN用于承载力计算的框架梁由永久荷载效应控制的基本组合表（梁AB）恒载活载部位及内层力组合项组合项值组合项目值值目目M-5.53-2.71①+②-8.24左V32.3713.19M32.567.66①+②40.226中VM44.4211.23①+②55.65右V-52.29-17.56①+②-69.85M-1.27-3.47①+②-4.74左1V40.2113.69中M21.847.88①+②29.72-24- VM20.9110.0130.92右V-50.28-17.05①+②-67.33注：1、恒载为1.35M和1.35VGKGK2、活载、风载为1.4M和1.4VQKQK3、以上各值均为支座处弯矩和剪力4、表中各弯矩单位为kNm,剪力为kN用于承载力计算的框架梁由可变荷载效应控制的基本组合表（梁BC）部位恒载活载左风右风层及内组合组合组合力值值值项目项目项目①+②+M-103.50-29.102.50-2.50-134.350.7④左①+②+V66.2933.83-0.830.83100.70.7④①+②+6M68.3821.430.03-0.0389.83中0.7③V①+②+M99.7827.93-2.452.45129.43右0.7④V-65.07-33.44-0.830.83①+②+①+②+M-60.47-29.3023.60-23.60-106.290.7④0.7③左①+②+V69.6533.75-7.677.67108.770.7④①+②+1M43.3621.000.57-0.5764.76中0.7③V①+②+M58.8528.61-22.4622.46103.08右0.7④V-69.09-33.53-7.677.67用于承载力计算的框架梁由永久荷载效应控制的基本组合表（梁BC）-25- 部位恒载活载层及内力组合项目值组合项目值组合项目值M-116.40-29.10①+②-145.50左V74.5833.83①+②108.41M76.9221.43①+②98.356中VM112.2027.93①+②140.13右V-73.20-33.44M-68.03-29.30①+②-97.33左V78.3533.75①+②112.10M48.7821.00①+②69.781中VM66.2128.61①+②94.82右V-77.73-33.53用于承载力计算的框架梁由可变荷载效应控制的基本组合表（梁CD）部位恒载活载左风右风层及内组合组合组合力值值值项目项目项目①+②+M-19.61-4.654.76-4.76-27.59左0.7④V10.896.25-4.00①+②+M2.521.180.000.003.70中0.7③6V①+②+M19.934.79-4.764.7628.050.7④右①+②+V-11.15-6.36-4.00-20.310.7③①+②+M-7.04-3.7543.58-43.58-41.30左0.7④V13.067.87-36.321①+②+M12.000.660.000.0012.66中0.7③V右M7.133.80-43.5843.58①+②+41.44-26- 0.7④①+②+V-13.13-7.90-36.32-46.450.7③用于承载力计算的框架梁由永久荷载效应控制的基本组合表（梁CD）部位恒载活载层及内力组合项目值组合项目值组合项目值M-22.06-4.65①+②-26.71左V12.256.25M2.841.18①+②4.026中VM22.424.79①+②27.21①+②140.13右V-12.55-6.36①+②-18.91M-7.92-3.75①+②-11.67左V14.697.87M13.500.66①+②14.161中VM8.023.80①+②11.82右V-14.77-7.90①+②-22.67用于承载力计算的框架梁由可变荷载效应控制的基本组合表（梁DE）部位恒载活载左风右风层及内组合组合组合力值值值项目项目项目①+②+M-100.50-28.452.70-2.70-130.840.7④左①+②+V68.8034.21-0.010.01103.020.7④①+②+6M78.8023.24-0.400.40102.32中0.7④V①+②+M81.8424.97-3.503.50109.26右0.7④V-62.56-33.06-0.010.01-27- ①+②+M-58.94-28.8424.73-24.73-105.090.7④左①+②+V71.1534.17-0.110.11105.400.7④①+②+1M49.4021.00-7.567.5675.69中0.7④V①+②+M48.2725.68-39.8539.85101.85右0.7④V-67.59-33.11-0.110.11用于承载力计算的框架梁由永久荷载效应控制的基本组合表（梁DE）部位及恒载活载层内力组合项目值组合项目值组合项目值M-113.10-28.45①+②-141.55左V77.4034.21①+②111.61M88.6523.24①+②111.896中VM92.0724.97①+②117.04右V-70.38-33.06M-66.34-28.84①+②-95.18左V80.0434.17①+②114.21M55.5821.00①+②76.581中VM54.3125.68①+②79.99右V-76.04-33.11用于承载力计算的框架柱由可变荷载效应控制的基本组合表（B轴柱）部位恒载活载左风右风层及内组合组合项组合力值值值项目目项目M26.1412.8915.83-15.83①+②+50.11①+②+027.95①+②+50.11上3N957.7364.7710.12-10.120.7③1329.55.7④1315.390.7③1329.55下M-25.26-12.43-12.9612.96①+②+-46.76①+②+0-28.62①+②+-46.76-28- N994.96364.7710.12-10.120.7③1366.81.7③1352.650.7③1366.81V0.270.140.87-0.871.02-0.21.02M15.247.4912.78-12.78①+②+31.68①+②+013.78①+②+31.68上N1433.7548.4822.64-22.640.7③1998.03.7④1966.330.7③1998.031M-7.62-3.75-51.1151.11-47.1524.41-47.15①+②①+②+①+②+下N1489548.4822.64-22.64+0.72053.332021.632053.330.7③0.7③V1.560.767.82-7.82③7.79-3.157.79用于承载力计算的框架柱由永久荷载效应控制的基本组合表（B轴柱）部位恒载活载层及内组合项力值组合项目值组合项目值目M29.412.89①+②42.29上N1077.4364.77①+②1442.173M-28.42-12.43①+②-40.85下N1119.3364.77①+②1484.07V0.30.14①+②0.44M17.157.49①+②24.64上N1612.9548.48①+②2161.381M-8.57-3.75①+②-12.32下N1675.1548.48①+②2223.58V1.750.76①+②2.517、截面设计与配筋计算查表得：混凝土C30:f=14.3N，ft=1.43,f=2.01c钢筋强度：HPB235:f=210,f=235HRB400:f=360,f=4000.810.518bf360y115Eh2.0100.0033scu(1)框架柱截面设计1）轴压比验算-29- 底层柱Nmax=2223.58kN3N2223.5810轴压比u0.432[1.05]fA14.360600cc则B轴柱轴压比满足要求2)截面尺寸复核取h60035565mmV7.79KN0maxhw565因为0.964b600所以0.25fbh0.251.014.36005651212KN7.79cc0满足要求3）正截面受弯承载力计算柱同一截面分别承受正反向弯矩，故采用对称配筋B轴柱：Nfbh14.36005650.5182511kN2223.58kNb1c0b一层：取最不利组合为:M47.15KNmN2053.33KN（永久荷载控制）M12.32KNmN2223.58KN（可变荷载控制）第一组内力M12.32KNmN2223.58KN在弯矩中设有由水平荷载产生的弯矩，柱的计算长度l1.01d4.9m0M12.323e105.541mm0N2223.58600e20mma30eee5.5412025.541mml0a20.5fA0.514.3600c1.158取1.0131N2223.5810l04.981715取1.02h0.61l02121()18.171.01.02.05512eih25.54114001400h5650h620eea2.05525.54135317.487mmi22-30- Nfbhb1c00.3482bbNe0.43fbh1c0fbh1c0()(ha)1b0sxNefbx(h)1c02AAssf(ha)y0s3N2223.5810x259.159mmfb14.36001c259.1592223.80317.48714.3600259.159(565)"2AA1374.40SS360(56535)按构造配筋，由于纵向受力钢筋采用HRB400，配筋率0.5%min22AA0.5%6002900mmsminxmin"2查表得，每侧实配420（AA1256mm）SS第二组内力：M47.15KNmN2053.33KN弯矩中由风荷载产生的弯矩大于75%，柱的计算长度h取下列中较小值l[10.15()H,l(20.2)H0uv0mine20mma446.61109.82105.4900u44cmin1.78101.210l[10.155.49]4.98.94l24.99.800取l8.94m0M47.15e22.96mm0N2053.33eee22.962042.96mmi0a20.5fcA0.514.36001.251.0取1.011N2053330l08.94因为14.915取1.02h0.61l02121()2114.91.01.03.09121400e/hh140042.96/565i0-31- h22eea3.0942.9635397.75mmis22Nfbhb1c00.3302bbNe0.43fbh1c0fbh1c0()(ha)1b0sN205330X239.32mmfb14.3601cxNefbx(h)1cv2AA4364.65ssf(h0.3)yve20mma2按构造配筋，同上AA1256mmss三层：最不利组合为M40.85KNmm1484.07KN在弯矩中没有由水平荷载产生的弯矩，柱计算长度l1.0H3.3m0M40.85e27.53mm0N1484.07eee22532047.53mmi0a20.5fA0.514.3600c1.731.0取1.0131N1484.0710l03.31.0因为5.515取2h0.61l02121()15.51.01.0121400eih140047.53h52501.257h60eea1.25747.5335324.75mmis22Nfbhb1c00.5172bbNe0.43fbh1c0fbh1c0()(ha)1b0sN1484007X172.96mmfb14.3601c-32- xNefbx(h)1c02AA1196.040xsf(ha)yvs2按构造配筋同上AA900mmss2每侧实配420（AA1256mm）ss4）.垂直于弯矩作用面的受压承压力验算一层：N2223.58KNmaxhs4.98.17查表得0.99b0.620.94(fAfA)0.90.59[14.3603609412]cys5190.54KNN222358KNmax满足要求。5.）斜截面受剪承载力计算一层：最不利内力组合为：M47.15KNm2053.33KN7.79KNHn剪跨比4.3/20.5653.813所以N1544.4KN2h02因为0.3fA0.314.36001544.4kNN所以N1544kNc1.751.753(vfbh0.07N)(77901.43605650.071544.410)At0svx131sfh210565yv0<0所以构造配筋，取4肢箍10@200三层：最不利内力组合为：M46.76N1366.81V1.022.9剪跨比H/2h2.573所以2.57n020.5652因为fA0.314.36001544.4KNN所以N1366.811c1.751.753(vfbh0.07)(10201.436005650.071366.810)Ac0sv12.571sfh210565yv0<0-33- 按照构造配筋，取4肢箍10@200（6）裂缝验算一层：e/h22.96/5650.0410.55可不验算裂缝宽度00二层e/h27.53/5650.0490.55可不验算裂缝宽度00（2）框架梁截面设计1）正截面受弯承载力计算梁AB（250400）一层：跨中截面M=29.72KN/m6M29.72100.062S2fbh1.014.32503651c01121120.0620.064sb1.014.32503650.064Afbh/f231.98s1c0y3600.2%A0.0022504002002minSminmm2查表得实配316(A603mm)S按构造要求配筋梁AB、BC、CD、DE各截面正截面受弯承载力配筋计算见表框架梁正截面配筋计算梁AB梁BC层计算公式支座左跨中截支座右支座左跨中截支座右截面面截面截面面截面M/(kNm)-10.9640.2255.65-145.598.35140.130.0230.0840.1170.3050.2060.2940.0230.0880.1250.3760.2340.3586843204521361848129920020020020020020023根163根163根164根224根224根22实配钢筋/mm（603）（603）（603）（1520）（1520）（1520）1M/(kNm)-20.8629.7267.33-106.2969.78103.08-34- 0.0440.0620.1410.2230.1470.2160.0450.0640.1530.2560.1590.24716323455592757789520020020020020020023根163根163根164根184根184根18实配钢筋/mm（603）（603）（603）（1017）（1017）（1017）框架梁正截面配筋计算梁CD梁DE层计算公式支座左支座右截支座左跨中截支座右跨中截面截面面截面面截面M/(kNm)-27.594.0228.05-141.55111.89117.040.0580.0080.0590.2970.2350.2460.0600.0080.0610.3630.2720.28762173122013159851040200200200200200200实配钢筋2根142根142根144根224根224根222/mm（308）（308）（308）（1520）（1520）（1520）M/(kNm)-41.314.1641.44-105.0976.58101.850.0870.0300.0870.2210.1610.2140.0910.0300.0910.2530.1760.2431330109330917639883200200200200200200-35- 实配钢筋3根143根143根144根184根184根182/mm（461）（461）（461）（1017）（1017）（1017）2）斜截面受弯承载力计算梁AB(250400)一层V72.49KNb0.25fbh0.251.014.3250365605.96V满足要求Cc0bAV0.7fbh724900.71.43250365svbt00.1970S1.25fh1.25210365yv0V72.49按构造b要求配筋取双肢箍8@200梁AB、BC、CD、DE各截面的斜截面受剪承载力配筋计算见下表框架梁斜截面配筋计算层计算公式梁AB梁BC梁CD梁DEV/(kN)69.85108.4120.31111.61326.22>V326.22>V326.22>V326.22>V6<00.178<00.212实配箍筋2φ8@2002φ8@2002φ8@2002φ8@200V/(kN)72.49112.146.45114.21326.22>V326.22>V326.22>V326.22>V1<00.217<00.239实配箍筋2φ8@2002φ8@2002φ8@2002φ8@200(3)楼板配筋设计1)板的计算跨度与板厚板厚：h=120mm0.12跨度：AB跨：l1l24.50.254.31mml2/l112按双向板计算2-36- 0.12BC跨：l4.50.254.31mm120.12l6.60.256.41mml/l1.52按双向板计算22120.12CD跨：l3.00.252.81mm120.12l4.50.254.31mml/l1.52按双向板计算22120.12DE跨l4.50.254.31mm120.12l6.60.256.41mml/l1.52按双向板计算22122）标准层板筋计算当l/l1时，查表得取A/A0.9支座钢筋与跨中钢筋比A/A221S2S1SS1当l/l1.5时，查表得取A/A0.4支座钢筋与跨中钢筋比A/A221S2S1SS1采用分离式配筋，跨中及支座各截面的受力钢筋关系为：AB跨板：AAl4.31AS1S12S1AAl0.94.31A3.88AS2S21S1S1AAl24.31A8.62ASS2S1S13）各界面的极限弯矩截面有效高度：h12020100mm;hhd90mm;h12020100mm0102010MAfh4.31A0.910021081459A1S1ys01S1S1M2AS2fysh023.880.99021065998.8AS2MAfh8.620.9100210162918ASys0S14)确定各截面所需钢筋用量将求的各截面的极限弯矩，根据支座支撑情况，带入公式得：2(gq)l12(MM)M(3ll)1221122(4.331.352.01.4)4.31628145965998.8162918A(34.314.31)10S112-37- 2A252mm,采用8@150S122A0.9252mm227mm，采用8@150S222A2252mm504mm，采用8@150SBC跨板：AAl6.41AS1S12S1AAl0.44.31A1.72AS2S21S1S1AAl26.41A12.82ASS2S1S1MAfh6.410.9100210121149A1S1ys01S1MAfh1.720.99021029257.2A2S2ys02S1MAfh12.820.9100210242298ASys0S12(gq)l12(MM)M(3ll)1221122(1.354.331.42.0)4.3162(12114929257.2)242298A(36.414.31)10S1122A368mm,采用8@100S122A0.4A0.4368mm147mm,采用8@200S2S122A2A2368mm736mm,采用12@150SS15）屋面板筋计算AB跨：AAl4.31AS1S12S1AAl0.94.31A3.88AS2S21S1S1AAl24.31A8.62ASS2S1S1MAfh4.31A0.910021081459A1S1ys01S1S1M2AS2fysh023.880.99021065998.8AS2MAfh8.620.9100210162918ASys0S12(gq)l12(MM)M(3ll)122112-38- 2(6.891.352.01.4)4.31628145965998.8162918A(34.314.31)10S1122A352mm,采用8@100S122A0.9352mm317mm，采用8@100S222A2352mm704mm，采用12150SBC跨：AAl6.41AS1S12S1AAl0.44.31A1.72AS2S21S1S1AAl26.41A12.82ASS2S1S1MAfh6.410.9100210121149A1S1ys01S1MAfh1.720.99021029257.2A2S2ys02S1MAfh12.820.9100210242298ASys0S12(gq)l12(MM)M(3ll)1221122(1.356.891.42.0)4.3162(12114929257.2)242298A(36.414.31)10S1122A515mm,采用12@150S122A0.4A0.4515mm206mm,采用12@200S2S122A2A2515mm1030mm,采用12@100SS19、基础设计22设计基础混凝土采用C(f=14.3N/mm,f=1.43N/mm)。根据构造要求，在基础下设置30ctC10厚100mm的混凝土垫层，室内外高差0.6m，基础顶面标高-1.00m，，采用HRB335钢筋。该工程框架层数不多，地基土较为均匀，所以外柱选用柱下独立基础。地表1.0m内为填土，填土下为1.8m厚砂质粘土，再下为砾石层；砂质粘土和砾石允许承载力分别为280kN/m2和400kN/m2。（1）A轴柱基础设计1）初步选择基础底面积计算基础和回填土所受重力Gk的基础埋深采用平均埋深d,即-39- 1.62.2d1.9m2FK1.35772.081.4145.362由公式得：A5.15m0fd280201.9aG2由于偏心力矩不是很大，基础底面积酌情按20%扩大，即A1.2A6.18m02初步选择基础底面积为：Abl2.62.66.76m2）验算持力层的地基承载力基础及回填土所受重力Gk为：GdA201.96.76256.88kNkGM3.35l偏心距：e0.002mFG1245.8256.886所以，基底压力最大、最小值为：pFG6e1245.81256.8860.002223.32max(1)(1)kPapbll6.762.6221.27minP222.30kPaf280kPaa所以地基承载力满足要求。P223.32kPa1.2f336kPamaxa3）计算基底净反力M3.35l偏心距e0.003mF1245.816基础底面地基净反力最大值和最小值为pFG6e1245.81256.8860.003223.83maxn0(1)(1)kPapbll6.762.6221.28min4）确定基础高度（采用锥形基础）初步确定基础高度600mm，其下采用100mm后C10素混凝土垫层，则钢筋保护层厚度为40mm。柱底对基础抗冲且验算b2h6002(60040)1720mm2600mmc0lacbbc22.60.62.60.622A(h)b(h)(0.56)2.6(0.56)0.95ml00222222222A(bh)h(0.60.56)0.560.65mmc00冲且力设计值：PA223.830.95212.64kNmaxl-40- 3抗冲且力值：0.7fA0.71.01.43100.65650.65kNhptm所以柱边对基础抗冲且力强度满足要求。5）配筋计算截面处，柱边地基净反力la2.60.6cPP(PP)221.28(223.83221.28)222.85kPaminmaxmin2l22.611悬臂部分地基净反力平均值为：(PP)(223.83222.85)223.34kPamax22截面处弯矩值：1PmaxP212M()(la)(2bb)223.34(2.60.6)(22.60.6)215.90kNmcc242246M215.90102A2039.87mms0.9fh0.9210560y0实配1514(2308)基础为方形基础，令一边与次边同样配筋。(2)B轴柱基础设计1）初步选择基础底面积计算基础和回填土所受重力Gk的基础埋深采用平均埋深d,即1.62.2d1.9m2FK1.351240.841.4391.772由公式得：A9.19m0fd280201.9aG2由于偏心力矩不是很大，基础底面积酌情按20%扩大，即A1.2A11.03m02初步选择基础底面积为：Abl3.63.612.96m2）验算持力层的地基承载力基础及回填土所受重力Gk为：GdA201.912.96492.48kNkGM12.32l偏心距：e0.005mFG2223.61492.486所以，基底压力最大、最小值为：-41- pFG6e2223.61492.4860.005211.32max(1)(1)kPapbll12.963.6209.56minP210.44kPaf280kPaa所以地基承载力满足要求。P211.32kPa1.2f336kPamaxa3）计算基底净反力M12.32l偏心距e0.006mF2223.616基础底面地基净反力最大值和最小值为pFG6e2223.61492.4860.006211.67maxn0(1)(1)kPapbll12.963.6209.55min4）确定基础高度（采用锥形基础）初步确定基础高度600mm，其下采用100mm后C10素混凝土垫层，则钢筋保护层厚度为40mm。柱底对基础抗冲且验算b2h6002(60040)1720mm2600mmc0lacbbc23.60.63.60.622A(h)b(h)(0.56)3.6(0.56)2.5ml00222222222A(bh)h(0.60.56)0.560.65mmc00冲且力设计值：PA211.672.5529.18kNmaxl3抗冲且力值：0.7fA0.71.01.43100.65650.65kNhptm所以柱边对基础抗冲且力强度满足要求。5）配筋计算截面处，柱边地基净反力la3.60.6cPP(PP)209.55(211.67209.55)210.79kPaminmaxmin2l23.611悬臂部分地基净反力平均值为：(PP)(211.67210.79)211.23kPamax22截面处弯矩值：1PmaxP212M()(la)(2bb)211.23(3.60.6)(23.60.6)617.85kNmcc24224-42- 6M617.85102A5837.59mms0.9fh0.9210560y0实配3016(6028.8)基础为方形基础，令一边与次边同样配筋。（3）C、D轴基础设计1）初步选择基础底面积计算基础和回填土所受重力Gk的基础埋深采用平均埋深d,即1.62.2d1.9m2FK1.351330.141.4362.322由公式得：A9.52m0fd280201.9aG2由于偏心力矩不是很大，基础底面积酌情按20%扩大，即A1.2A11.42m02初步选择基础底面积为：Abl3.63.612.96m2）验算持力层的地基承载力基础及回填土所受重力Gk为：GdA201.912.96492.48kNkGM1.3513.591.45.53l偏心距：e0.009mFG2302.94492.486所以，基底压力最大、最小值为：pFG6e2302.94492.4860.009218.93max(1)(1)kPapbll12.963.6215.65minP217.29kPaf280kPaa所以地基承载力满足要求。P218.93kPa1.2f336kPamaxa3）计算基底净反力M26.08l偏心距e0.011mF2302.946基础底面地基净反力最大值和最小值为pFG6e2302.94492.4860.011219.65maxn0(1)(1)kPapbll12.963.6215.62min4）确定基础高度（采用锥形基础）初步确定基础高度600mm，其下采用100mm后C10素混凝土垫层，则钢筋保护-43- 层厚度为40mm。柱底对基础抗冲且验算b2h6002(60040)1720mm2600mmc0lacbbc23.60.63.60.622A(h)b(h)(0.56)3.6(0.56)2.5ml00222222222A(bh)h(0.60.56)0.560.65mmc00冲且力设计值：PA219.652.5549.13kNmaxl3抗冲且力值：0.7fA0.71.01.43100.65650.65kNhptm所以柱边对基础抗冲且力强度满足要求。5）配筋计算截面处，柱边地基净反力la3.60.6cPP(PP)215.62(219.65215.62)217.97kPaminmaxmin2l23.611悬臂部分地基净反力平均值为：(PP)(219.65217.97)218.81kPamax22截面处弯矩值：1PmaxP212M()(la)(2bb)218.81(3.60.6)(23.60.6)640.02kNmcc242246M640.02102A6047mms0.9fh0.9210560y0实配3216(6430.72)基础为方形基础，令一边与次边同样配筋。（4）E轴基础设计1）初步选择基础底面积计算基础和回填土所受重力Gk的基础埋深采用平均埋深d,即1.62.2d1.9m2FK1.35940.881.4232.392由公式得：A5.3m0fd280201.9aG2由于偏心力矩不是很大，基础底面积酌情按20%扩大，即A1.2A6.36m0-44- 2初步选择基础底面积为：Abl2.62.66.76m2）验算持力层的地基承载力基础及回填土所受重力Gk为：GdA201.96.76256.88kNkGM1.358.971.43.9950.150.1751.35l偏心距：e0.003mFG1595.53256.886所以，基底压力最大、最小值为：pFG6e1595.53256.8860.003275.92max(1)(1)kPapbll6.762.6274.01minP274.97kPaf280kPaa所以地基承载力满足要求。P275.92kPa1.2f336kPamaxa3）计算基底净反力M5.85l偏心距e0.004mF1595.536基础底面地基净反力最大值和最小值为pFG6e1595.53256.8860.004276.55maxn0(1)(1)kPapbll6.762.6274.00min4）确定基础高度（采用锥形基础）初步确定基础高度600mm，其下采用100mm后C10素混凝土垫层，则钢筋保护层厚度为40mm。柱底对基础抗冲且验算b2h6002(60040)1720mm2600mmc0lacbbc22.60.62.60.622A(h)b(h)(0.56)2.6(0.56)0.95ml00222222222A(bh)h(0.60.56)0.560.65mmc00冲且力设计值：PA276.550.95262.72kNmaxl3抗冲且力值：0.7fA0.71.01.43100.65650.65kNhptm所以柱边对基础抗冲且力强度满足要求。5）配筋计算截面处，柱边地基净反力-45- la2.60.6cPP(PP)274.00(276.55274.00)275.57kPaminmaxmin2l22.611悬臂部分地基净反力平均值为：(PP)(276.55275.57)276.06kPamax22截面处弯矩值：1PmaxP212M()(la)(2bb)276.06(2.60.6)(22.60.6)266.86kNmcc242246M266.86102A2521mms0.9fh0.9210560y0实配1814(2769.48)基础为方形基础，另一边与该边同样配筋。-46-'