鋼筋混凝土課程設計三鋼筋混凝土多層框架結構設計設計資料基本資料南方某高校擬建一四層教學樓，采用整體式鋼筋混凝土框架結構，現澆雙向板肋梁樓蓋，樓板厚均按100mm設計，屋面板按120mm設計。建筑總高19.0m，每層層高3.9m，室內外高差0.45m?；A頂面標高定位一1.0m?？拐鹪O防烈度為7度，11類場地土，特征周期分區為第三組?；撅L壓w0=0.35kN/E，地面粗糙度為B類。基本雪壓s0=0.25kN/E?；詈奢d：內走道及衛生間：2.5kN/E，其余房間：2.0kN/E。樓梯間荷載：10kN/E(恒+活)，一般取恒荷載為7.5kN/E，活荷載為2.5kN/E。上人屋面活荷載：2.0kN/E；不上人屋面活荷載:0.5kN/E。建筑構造樓面面層做法：水磨石樓面(0.76kN/E)；頂棚抹灰：20mm厚混合砂漿刷乳膠漆(y=17kN/)；內墻做法：190厚小型空心砌塊(2.28kN/E)；外墻做法：249厚小型空心砌塊(2.88kN/E)；內外墻裝修一律采用20mm厚混合砂漿找平后刷外墻漆。材料選用混凝土：底層采用C30；二層以上采用C30。鋼筋：梁、柱中受力縱筋均采用HRB335，箍筋及構造鋼筋采用HPB235。結構布置及計算簡圖抗震等級確定：框架結構，高度H=19m<30m，設防烈度為7度，抗震等級為三級。框架結構梁、柱截面尺寸確定橫向框架梁截面尺寸確定邊跨：hb=l0= X6600=660mm，取hb=600mm，邊跨：hb=bb=hb=X600=300mm，取bb=250mm，l0/hb=6600/500=11>4。中間跨：hb=l0/8=3000/8=375mm，取hb=400mm，bb=hb/2=400/2=200mm，取bb=250mm，l0/h0=3000/400=7.5>4。次梁： hb2=l0/12=6000/12=500mm，取hbi=450mm，bb2=hb2/2=450/2=225mm，取bb2=250mm，l0/hb2=6000/450=13.3>4?？v向框架梁截面尺寸主梁600mmX250mm次梁hbi=l0/10=3600/10=360mm，取hbi=400mm，bbi=hbi/2=400/2=200mm，

l0/hbi=3600/400=9>4o框架柱截面尺寸確定底層：bc=Hi/12=4900/12=408mm，取bc=hc=450mm其他層：Hi/12=3900/12=325m，取bc=hc=450mm。計算簡圖如下所示3.重力荷載計算（13.重力荷載計算（1）恒荷載標準值計算：屋面：卷材防水屋面結構層抹灰層合計各層樓面：水磨石地面結構層：100m厚現澆鋼筋混凝土板抹灰層：20厚混合砂漿刷乳膠漆合計標準層梁自重（頂層）：bXh=600X250：自重抹灰合計bXh=400X200：自重抹灰合計bXh=450X200：自重抹灰合計bXh=600X250：自重抹灰合計bXh=400X250:自重抹灰合計基礎梁：bXh=450X250:自重柱自重：bXh=450X450：自重抹灰合計外墻自重：墻體：240厚小型空心砌塊混合砂漿刷外墻漆合計內墻自重：墻體：190厚小型空心砌塊混合砂漿刷外墻漆合計2.23kN/E0.12X25=3kN/E0.02X17=0.34kN/E5.57kN/E0.76kN/E0.1X25=2.5kN/E0.02X17=0.34kN/E3.6kN/E25X0.25X(0.6—0.1)=3.13kN/m0.02X(0.6—0.1)X17X2=0.34kN/m3.47kN/m(3.33kN/m)25X0.2X(0.4—0.1)=1.5kN/m0.02X0.4—0.1)X17X2=0.2kN/m1.7kN/m(1.59kN/m)25X0.2X(0.45—0.1)=1.75kN/m0.02X(0.45—0.1)X17X2=0.24kN/m1.99kN/m(1.87kN/m)25X0.25X(0.6—0.1)=3.13kN/m0.02X(0.6—0.1)X17X2=0.34kN/m3.47kN/m(3.33kN/m)25X0.25X(0.4—0.1)=1.88KN/m0.02X0.4—0.1)X17X2=0.2kN/m2.08KN/m(1.94kN/m)25X0.25X0.45=2.81kN/m25X0.45X0.45=5.06kN/m0.02X0.45X17X4=0.61kN/m5.67kN/m2.88kN/E0.02X17X2=0.68kN/E3.56kN/E2.28kN/E0.02X17X2=0.68kN/E2.96kN/E女兒墻：墻體抹灰0.9X0.240.9X0.24X18=3.89kN/m0.02X17X2X0.9=0.41kN/m0.4kN/E0.5kN/E2.5kN/E2.0kN/E恒+活=7.5+2.5=10kN/E0.25kN/E活荷載標準值計算屋面：不上人屋面：樓面：內走道及衛生間：其余房間：樓梯間：雪荷載：各層重力荷載代表值計算G4=屋面板重+頂層梁重+女兒墻重+0.5(標準層墻重+標準層柱重)+雪活載=5.57X36X15+(3.33X36X2+1.59X7.2X1.87X15X4+3.33X6X14+1.94X3X7)+396.58+2X0.34X0.9X(36+15)X2+0.5[23.85X10X2+0.34X(3.9X3.6-20X2.4^2)X0.34X23.9X12X0.34X2+2X320.11+3.9X36X0.34X2X2+5X106.7+3.9X12X0.34X2X5+2.81X21+5.67X3.9X28]+0.5X0.25X36X15=5801.94kNG2=G3=樓板重+標準層梁重+標準層墻重+標準層柱重)+樓面活活載=3.6X36X15+(33.47X36X2+1.7X7.2+1.99X15X4+3.47X6X4+2.08X3X7)+0.5X[23.85X10X2+0.34X(3.9X3.6-20X2.4A2)X0.34X2+3.9X12X0.34X2+2X320.11+3.9X36X0.34X2X2+5X106.7+3.9X12X0.34X2X5+2.81X21+5.67X3.9X28]+0.5X[2.5X(3X36+10.8X6)+2X3.6X6X17]=6330.38kNG『樓板重+標準層梁重+0.5(標準層和底層墻重+標準層和底層柱重)+0.5*基礎梁重+樓面活活載=3.6X36X15+(3.47X36X2+1.7X7.2+1.99X15X4+3.47X6X4+2.08X3X7)+0.5X[2548.38+34.21X10X2+0.34X(4.9X3.6—20X2.4^2)+195.09+169.34+(4.9X12-2.4A2)X0.34X2+4.9X12X0.34X2+2X402.19+4.9X36X0.34X2X2+5X134.06+4.9X12X0.34X2X5+2.28X21+5.67X4.9X2.8+5.67X3.9X28]+0.5X2.81X(4X36+7X15)+0.5X[2.5X(3X36+10.8X6)+2X3.6X6X17]=6735.50kN4.框架側移剛度計算(1)框架梁線剛度計算截面hXb跨度L矩形截面慣性矩I0邊框架梁中框架梁Ib=1.5I0ib=EIb/LIb=2I0Ib=EIb/L0.6X0.256.01：4.5X1：6.75X334001：9.0X450000.4X0.253.01：1.33X1：2.00X200001：2.66X26600(2)框架柱線剛度計算截面bcXhc層高h截面慣性矩lc線剛度ic=EIc/h

K=Eib/2ica=k/(2+k)D=12aic/hA2A,F軸柱2X45000/(2X26300)=1.710.4619566B,C軸柱2X(45000+26600)/(2X26300)=2.720.57611952(3)柱側移剛度計算ED=2X(9566+11952)=43036中框架梁底層D值計算K=Eib/ica=(0.5+k)/(2+k)D=12aic/hA2A,F軸柱45000/20900=2.150.6396675B,C軸柱(45000+26600)/20900=3.430.7247563ED=2X(6675+7563)=28476邊框架梁2?4層D值計算K=Eib/2ica=k/(2+k)D=12aic/hA2A,F軸柱2X33400/(2X26300)=1.270.3888051B,C軸柱2X(33400+20000)/(2X26300)=2.030.50410458ED=2X(8051+10458)=37018邊框架梁底層D值計算K=Eib/ica=(0.5+k)/(2+k)D=12aic/hA2A,F軸柱33400/20900=1.60.5836090B,C軸柱(33400+20000)/20900=2.560.6717009各層層間側移剛度計算表層次1234ED224776289216289216289216450X450X4504.91：3.42X20900450X4503.91：3.42X26300中框架梁2?4層D值計算5.橫向水平地震作用下框架結構的內力和側移計算（1）結構頂點假想位移計算層次GiEGiED層間側移EGi/EDui45801.945801.942892160.02010.13736330.3812132.322892160.04190.116926330.3818462.702892160.06380.07516735.525198.202247760.01120.0112基本周期為：機=1.7虹*t=i.7X0.7XE?M了=0.44s（2）水平地震作用及樓層地震剪力計算設防烈度7度，11類場地，設計地震分組為第三組，amax=0.08,Tg=0.45sTg<Ti<5Tga1=amax=0.08TK1.4Tg=1.4X0.45=0.63，不考慮附加頂部集中力。結構總水平地震作用效應標準值為：Fek=aiGeq=a〔X0.85XEGi=0.08X0.85X25198.2=1713.48kNFi=Fek多遇地震下樓層剪力和樓層彈性位移計算：層次hiHiGiFiViDi△ui△ui/hi43.916.65801.94621.99621.992892160.002151/1800u/H<1/55033.912.76330.38519.181141.172892160.003951/100023.98.86330.38359.831501.02892160.005191/75014.94.96735.5212.471713.472247760.007621/650層間最大位移為：1/650<1/550,滿足要求。（3）水平地震作用下框架內力計算各層柱端彎矩及剪力計算層次hiViDi邊柱DijVijyMij上端彎矩Mij下端彎矩43.9621.99289216956620.571.742.2534.9733.91141.17289216956637.741.7680.7666.4223.91501.0289216956649.651.9596.8296.8214.91713.47224776667550.882.70111.94137.38續表中柱DijVijyMij上端彎矩Mij下端彎矩

1195225.71.7655.045.231195247.161.994.3289.61195262.031,95120.96120.96756357.652.7126.83155.66注：Vij=VijMij=Vijyihi（上端彎矩）③各層梁端彎矩計算層次邊跨梁中跨梁Mi右Mi左Mi右445.2534.5920.413115.7387.7751.782163.24132.4378.131208.76115.8491.95④各層梁端剪力計算層次邊跨Vb中跨Vb411.0915.12328.2638.36241.0757.84145.0868.11注：Vb=（Mb左+Mb右）/l⑤各柱軸力計算層次邊柱中柱411.095.97339.3510.1280.4216.771125.523.03注：各柱軸力為相應層及以上層梁端剪力代數和。⑥彎矩圖、剪力圖、軸力圖分別如下:6.橫向風荷載作用下框架結構的內力和側移計算（1）風荷載標準值計算B=7.2m 30=0.35kN/E 3k=Bznsnz30（hi+hi）B/2z口z8zushihj3k16.051.161.01.33.91.810.8312.151.061.01.33.93.913.548.251.01.01.33.93.912.774.351.01.01.34.353.913.51（2）風荷載作用下各層柱端剪力和彎矩計算層hiViDi邊柱

次DijVijyMij上端彎矩Mij下端彎矩43.910.834303695662.411.75.34.133.924.374303695665.421.7611.69.5423.937.154303695668.261.9516.1116.1114.950.6628476667511.882.732.0842.25續表中柱DijVijyMij上端彎矩Mij下端彎矩119523.011.766.445.3119526.771.913.5412.861195210.321.9520.1320.13756313.462.729.6136.34（4）風荷載作用下各層梁端彎矩計算層次邊跨梁中跨梁Mi右Mi左Mi右45.304.052.39315.711.856.99225.6520.7712.24142.2531.2818.46（5）風荷載作用下各層梁端剪力計算層次邊跨Vb中跨Vb41.562.5134.595.1827.739.07112.2513.67（6）風荷載作用下各柱軸力計算層次邊柱中柱41.560.9536.151.54213.882.88126.134.3（7）彎矩圖、剪力圖、軸力圖分別如下:7.豎向荷載作用下框架結構內力計算（1）荷載計算a=1-2X0.25A2+0.25A3=0.891邊跨：屋面板傳荷載：恒載： 5.57X3.6Xa=17.23kN/m活載： 0.5X3.6Xa=1.55kN/m梁自重： 3.33kN/m樓面板傳荷載：恒載： 3.6X3.6Xa=11.54kN/m活載： 2.0X3.6Xa=6.41kN/m梁自重： 3.47kN/m框架梁均布荷載：屋面梁： 恒載=梁自重+板傳荷載=3.33+17.23=20.56kN/m活載=板傳荷載=1.55kN/m樓面梁： 恒載=梁自重+墻自重+板傳荷載=3.47+11.54+3.3X(2.28+0.34X2)=24.94kN/m活載=板傳荷載=6.41kN/m中跨：屋面板傳荷載：恒載：5.57X3X =10.44kN/m活載：0.5X3X =0.94kN/m梁自重：1.95kN/m樓面板傳荷載：恒載：3.6X3X =6.75kN/m活載：2.5X3X =4.69kN/m梁自重：2.08kN/m框架梁均布荷載：屋面梁： 恒載=梁自重+板傳荷載=1.94+10.44=12.38kN/m活載=板傳荷載=0.94kN/m樓面梁： 恒載=梁自重+板傳荷載=2.08+6.75=8.84kN/m活載=板傳荷載=4.69kN/m(2)邊柱縱向集中荷載計算

頂層柱恒載=女兒墻+梁自重+板傳荷載=4.5X7.2+0.5X1.87X6+3.33X(7.2—0.45)+ 5.57X1.8X3.6X2+5.57X1.8X0.891X6=159.39kN頂層柱活載=板傳活載=0.5X1.8X0.891X6+0.5X1.8X3.6X2X5/8=8.86kN標準層柱恒載=墻自重+梁自重+板傳荷載=3.3X(2.88+0.34X2)X7.2-2.4X2.4X2.88+0.95X2.4+0.5X1.99X6+3.47X(7.2-0.45)+5/8X3.6X1.8X3.6X2+3.6X1.8X0.891X6=166.93kN標準層柱活載=板傳活載=2X1.8X0.891X6+2X1.8X3.6X2X5/8=35.44kN中柱縱向集中荷載計算頂層柱恒載=梁自重+板傳荷載=3.33X(7.2—0.45)+0.5X1.87X9+5.57X1.5X0.891X3.6X2+5.57X1.8X0.891X6+5/8X1.5X3X5.57+5/8X1.8X3.6X5.57X2=198.89kN頂層柱活載=板傳活載=0.5X1.5X0.891X3.6X2+0.5X1.8X0.891X6+0.5X5/8X1.5X3+0.5X5/8X1.8X3.6X2=15.08kN標準層柱恒載=梁自重+墻自重+板傳荷載=3.47X(7.2—0.45)+0.5X1.99X9+3.6X1.5X0.891X3.6X2+3.6X1.8X0.891X6+3.6X1.5X3X5/8+3.6X5/8X1.8X3.6X2+3.3X2.96X7.2=214.83kN標準層柱活載=板傳活載=2.5X1.5X0.891X3.6X2+2X1.8X0.891X6+2.5X5/8X1.5X3+2X5/8X1.8X3.6X2=66.55kN豎向荷載作用下荷載分布圖如下：（4）內力計算①梁柱相對線剛度計算層次邊跨中跨邊柱梁中柱梁40.5810.580.5930.5810.580.5920.5810.580.5910.4610.460.59豎向恒載:上柱下柱右梁 左梁上柱下柱右梁0.3670.6330.5320.3080.1615.9416.79-61.6828.9561.68-17.29-19.89-10.01-9.29-5.27.760.33-8.650.5614.48-4.80-5.46-2.78-1.4424.88-40.8254.07-18.25-15.93上柱下柱右梁左梁上柱下柱右梁0.2690.2690.4620.4060.2360.2360.12215.5116.6915.51-74.3426.6374.34-18.77-21.48-10.91-10.91-6.63-5.648.40-1.827.76-1.82-9.39-3.1313.32-1.16-5.01-0.67-5.46-0.67-0.3522.0921.45-60.2367.73-16.59-17.04-12.62上柱下柱右梁左梁上柱下柱右梁0.2690.2690.4620.4060.2360.2360.12215.5116.6915.51-74.3426.6374.34-18.77-21.48-10.91-10.91-6.63-5.647.76-1.768.19-1.76-9.39-3.0413.32-0.86-5.46-0.5-5.74-0.5-0.2621.5121.94-60.1468.03-16.87-17.15-12.53上柱下柱右梁左梁上柱下柱右梁0.2840.2260.490.4270.2480.1970.12816.3716.6913.03-74.3428.2574.34-19.74-21.48-11.47-9.11-6.63-5.917.761.151.55-9.873.5914.13-7.61-5.46-2.43-3.27-3.1224.73豎向活載13.516.76-54.9365.03-19.08-10.82-5.41-13.65上柱下柱右梁左梁上柱下柱右梁0.3670.6330.5320.3080.160.891.38-4.652.384.65-1.29-1.51-0.75-0.71-0.392.11-0.54-0.65-0.921.19-0.06-1.07-0.04-0.022.95-3.844.49-1.86-1.12上柱下柱右梁左梁上柱下柱右梁

0.2690.2690.4620.4060.2360.2360.1224.223.54-19.234.22 7.2519.23 -6.66-3.67 -2.14-3.52-2.14 -1.100.69-0.262.11 -1.84-0.26 -0.443.63 -0.48-0.85 -0.49-1.07-0.49 -0.254.656.07-14.2618.34 -3.11-3.70 -4.87上柱下柱右梁左梁上柱下柱右梁0.2690.2690.4620.4060.2360.2360.1224.223.54-19.234.22 7.2519.23 -6.66-3.67 -2.14-3.52-2.14 -1.102.11-1.762.23 -1.84-1.76 -3.043.63 -1.07-0.86 -0.5-1.12-0.5 -0.265.665.78-14.9818.61 -3.55-3.60 -4.80上柱下柱右梁左梁上柱下柱