混凝土框架結(jié)構(gòu)課程設(shè)計(jì)

鋼筋混凝土課程設(shè)計(jì)三鋼筋混凝土多層框架結(jié)構(gòu)設(shè)計(jì)設(shè)計(jì)資料基本資料南方某高校擬建一四層教學(xué)樓，采用整體式鋼筋混凝土框架結(jié)構(gòu)，現(xiàn)澆雙向板肋梁樓蓋，樓板厚均按100mm設(shè)計(jì)，屋面板按120mm設(shè)計(jì)。建筑總高19.0m，每層層高3.9m，室內(nèi)外高差0.45m?；A(chǔ)頂面標(biāo)高定位一1.0m。抗震設(shè)防烈度為7度，11類場(chǎng)地土，特征周期分區(qū)為第三組?；撅L(fēng)壓w0=0.35kN/E，地面粗糙度為B類?；狙簊0=0.25kN/E?；詈奢d：內(nèi)走道及衛(wèi)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(gòu)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(nèi)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(nèi)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(gòu)造鋼筋采用HPB235。結(jié)構(gòu)布置及計(jì)算簡(jiǎn)圖抗震等級(jí)確定：框架結(jié)構(gòu)，高度H=19m<30m，設(shè)防烈度為7度，抗震等級(jí)為三級(jí)?？蚣芙Y(jié)構(gòu)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(jì)算簡(jiǎn)圖如下所示3.重力荷載計(jì)算（13.重力荷載計(jì)算（1）恒荷載標(biāo)準(zhǔn)值計(jì)算：屋面：卷材防水屋面結(jié)構(gòu)層抹灰層合計(jì)各層樓面：水磨石地面結(jié)構(gòu)層：100m厚現(xiàn)澆鋼筋混凝土板抹灰層：20厚混合砂漿刷乳膠漆合計(jì)標(biāo)準(zhǔn)層梁自重（頂層）：bXh=600X250：自重抹灰合計(jì)bXh=400X200：自重抹灰合計(jì)bXh=450X200：自重抹灰合計(jì)bXh=600X250：自重抹灰合計(jì)bXh=400X250:自重抹灰合計(jì)基礎(chǔ)梁：bXh=450X250:自重柱自重：bXh=450X450：自重抹灰合計(jì)外墻自重：墻體：240厚小型空心砌塊混合砂漿刷外墻漆合計(jì)內(nèi)墻自重：墻體：190厚小型空心砌塊混合砂漿刷外墻漆合計(jì)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(biāo)準(zhǔn)值計(jì)算屋面：不上人屋面：樓面：內(nèi)走道及衛(wèi)生間：其余房間：樓梯間：雪荷載：各層重力荷載代表值計(jì)算G4=屋面板重+頂層梁重+女兒墻重+0.5(標(biāo)準(zhǔn)層墻重+標(biāo)準(zhǔn)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(biāo)準(zhǔn)層梁重+標(biāo)準(zhǔn)層墻重+標(biāo)準(zhǔn)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(biāo)準(zhǔn)層梁重+0.5(標(biāo)準(zhǔn)層和底層墻重+標(biāo)準(zhǔn)層和底層柱重)+0.5*基礎(chǔ)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(cè)移剛度計(jì)算(1)框架梁線剛度計(jì)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(jì)算截面bcXhc層高h(yuǎn)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(cè)移剛度計(jì)算ED=2X(9566+11952)=43036中框架梁底層D值計(jì)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(jì)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(jì)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(cè)移剛度計(jì)算表層次1234ED224776289216289216289216450X450X4504.91：3.42X20900450X4503.91：3.42X26300中框架梁2?4層D值計(jì)算5.橫向水平地震作用下框架結(jié)構(gòu)的內(nèi)力和側(cè)移計(jì)算（1）結(jié)構(gòu)頂點(diǎn)假想位移計(jì)算層次GiEGiED層間側(cè)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(jī)=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(jì)算設(shè)防烈度7度，11類場(chǎng)地，設(shè)計(jì)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(jié)構(gòu)總水平地震作用效應(yīng)標(biāo)準(zhǔn)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(jì)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(nèi)力計(jì)算各層柱端彎矩及剪力計(jì)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(xù)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(jì)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(jì)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(jì)算層次邊柱中柱411.095.97339.3510.1280.4216.771125.523.03注：各柱軸力為相應(yīng)層及以上層梁端剪力代數(shù)和。⑥彎矩圖、剪力圖、軸力圖分別如下:6.橫向風(fēng)荷載作用下框架結(jié)構(gòu)的內(nèi)力和側(cè)移計(jì)算（1）風(fēng)荷載標(biāo)準(zhǔn)值計(jì)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(fēng)荷載作用下各層柱端剪力和彎矩計(jì)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(xù)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(fēng)荷載作用下各層梁端彎矩計(jì)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(fēng)荷載作用下各層梁端剪力計(jì)算層次邊跨Vb中跨Vb41.562.5134.595.1827.739.07112.2513.67（6）風(fēng)荷載作用下各柱軸力計(jì)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(jié)構(gòu)內(nèi)力計(jì)算（1）荷載計(jì)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(jì)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(biāo)準(zhǔn)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(biāo)準(zhǔn)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(jì)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(biāo)準(zhǔn)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(biāo)準(zhǔn)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(nèi)力計(jì)算①梁柱相對(duì)線剛度計(jì)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