地震荷載作用下框架結(jié)構(gòu)的內(nèi)力計(jì)算過程案例目錄TOC\o"1-3"\h\u8023地震荷載作用下框架結(jié)構(gòu)的內(nèi)力計(jì)算過程案例 163151.1地震荷載代表值的計(jì)算 1305021.2地震周期的計(jì)算 435241.3地震荷載加速度的計(jì)算 4162361.4計(jì)算節(jié)點(diǎn)地震荷載 5263321.5剪力計(jì)算 593451.6柱端彎矩計(jì)算 6215351.7梁端彎矩計(jì)算 6159511.8柱軸力計(jì)算 71.1地震荷載代表值的計(jì)算第五層重力荷載代表值的計(jì)算G女兒墻=(16.5+57.6)×2×1×6=889.2KNG梁=669.6+105+207+1077.3=2058.9KNG柱=1719.9KNG屋面板=16.5×57.6×5.34=5075.136KNG外墻=｛〔(16.5+57.6)×2-20×0.7〕×(3.9-0.7)-28×2.4×2.1｝×6=1729.92KNG內(nèi)墻=｛〔(7.2-0.7)×12×(3.9-0.7)+(6.9-0.7)×16×(3.9-0.8)〕-(19×1×2.1)｝×6=3103.32KNG墻=G外墻+G內(nèi)墻=1729.92+3103.32=4833.24KNG窗=2.4×2.1×0.35×28=49.392KNG門=1×2.1×0.2×19=7.98KNG5=5075.136+2058.9+(1719.9+4833.24+889.2+49.392+7.98)×0.5+285.12×0.5=11026.452第二~四層重力荷載代表值的計(jì)算G梁=669.6+105+207+1077.3=2058.9KNG柱=1719.9KNG樓面板=16.5×57.6×4.29=4077.216KNG外墻=｛〔(16.5+57.6)×2-20×0.7〕×(3.9-0.7)-28×2.4×2.1｝×6=1729.92KNG內(nèi)墻=｛〔(7.2-0.7)×12×(3.9-0.7)+(6.9-0.7)×16×(3.9-0.8)〕-(19×1×2.1)｝×6=3103.32KNG墻=G外墻+G內(nèi)墻=1729.92+3103.32=4833.24KNG窗=2.4×2.1×0.35×28=49.392KNG門=1×2.1×0.2×19=7.98KNG2=G3=G4=4077.216+2058.9+(1719.9+4833.24+1719.9+4833.24+49.392+7.98+49.392+7.98)×0.5+388.8×0.5=12941.028第一層重力荷載代表值的計(jì)算G梁=669.6+105+207+1077.3=2058.9KNG柱=2205KNG樓面板=16.5×57.6×4.29=4077.216KNG墻=G外墻+G內(nèi)墻=4736.16KNG窗=42.336KNG門=7.56KN5.1各構(gòu)件自重一覽表樓層構(gòu)件bhlngg0n總重1層AB0.30.86.22537.218669.6BC0.30.52257.514105次梁0.20.56.92517.2512207縱梁0.30.751.325269.32541077.3柱0.70.752561.253622052-4層AB0.30.86.22537.218669.6BC0.30.52257.514105次梁0.20.56.92517.2512207縱梁0.30.751.325269.32541077.3柱0.70.73.92547.775361719.95.2各層重力荷載樓層樓層/面層梁柱窗門外墻內(nèi)墻墻體/女兒墻活載/雪載荷載代表值屋頂889.2045075.142058.901719.9049.397.981729.923103.324833.24285.1211026.4534077.222058.901719.9049.397.981729.923103.324833.24388.8012941.0324077.222058.901719.9049.397.981729.923103.324833.24388.8012941.0314077.222058.902205.0042.347.561850.882885.284736.16388.8013131.301.2地震周期的計(jì)算5.3頂層側(cè)移的計(jì)算層次Gi（KN）VGi（KN）整體框架∑Di（N/mm）△ui（mm）ui（mm）411026.4511026.451332503.2411026.45/1332503.24×1000=8.2795.85+8.27=104.12312941.0311026.45+12941.03=23967.481332503.2423967.48/1332503.24×1000=17.9977.86+17.99=95.85212941.0323967.48+12941.03=36908.511332503.2436908.51/1332503.24×1000=27.750.16+27.7=77.86113131.336908.51+13131.3=50039.81997516.150039.81/997516.1×1000=50.1650.16∑Gi50039.81Geq50039.81*0.85=42533.84可求得周期=0.384 1.3地震荷載加速度的計(jì)算根據(jù)任務(wù)書和規(guī)范要求，本地區(qū)場地類別為II，抗震設(shè)防要求為8度0.3g，地震分組為第二組查得特征周期為0.35,αmax=0.24當(dāng)T1>Tg,α=(Tg/T1)rη2αmax，當(dāng)T1<Tg,α=η2αmaxα1=0.221水平地震作用標(biāo)準(zhǔn)值FEk=0.221×42533.84=9399.97864頂部附加作用系數(shù)δn=01.4計(jì)算節(jié)點(diǎn)地震荷載表5.4各質(zhì)點(diǎn)橫向水平地震作用及樓層地震剪力計(jì)算表層次Gi（KN）GiHi（KN·m）GiHi/∑GjHjFi（KN）Vi（KN）頂部附加作用411026.4516.7×11026.45=184141.715184141.715/530618.566=0.3473261.793261.79+0=3261.79312941.0312.8×12941.03=165645.184165645.184/530618.566=0.3122932.793261.79+2932.79=6194.58212941.038.9×12941.03=115175.167115175.167/530618.566=0.2172039.86194.58+2039.8=8234.38113131.35×13131.3=65656.565656.5/530618.566=0.1241165.68234.38+1165.6=9399.98∑530618.5661.5剪力計(jì)算將對應(yīng)層的層間剪力根據(jù)抗側(cè)剛度分配每根柱子，剪力分配公式Vi=FDi/∑Di5.5中框架下的剪力計(jì)算樓層一榀中框架的∑Dij（N/mm）整體框架∑Di（N/mm）中框架Vi（KN）4154339.861332503.243261.79×154339.86/1332503.24=377.83154339.861332503.246194.58×154339.86/1332503.24=717.52154339.861332503.248234.38×154339.86/1332503.24=953.761122124.95997516.19399.98×122124.95/997516.1=1150.835.6中框架下邊柱剪力樓層中框架Vi（KN）一榀中框架的∑Dij（N/mm）Dil（N/mm)V（KN)4377.8154339.8632246.92377.8×32246.92/154339.86=78.943717.5154339.8632246.92717.5×32246.92/154339.86=149.912953.76154339.8632246.92953.76×32246.92/154339.86=199.2711150.83122124.9528094.941150.83×28094.94/122124.95=264.755.7中框架下中柱剪力樓層中框架Vi（KN）∑Dij（N/mm）Di2（N/mm)V（KN)4377.8154339.8644923.01377.8×44923.01/154339.86=109.963717.5154339.8644923.01717.5×44923.01/154339.86=208.842953.76154339.8644923.01953.76×44923.01/154339.86=277.6111150.83122124.9532967.541150.83×32967.54/122124.95=310.671.6柱端彎矩計(jì)算5.8中框架下邊柱彎矩樓層Ky(m)M底（KN/m）M頂（KN/m）40.7230.31-78.94×0.31×3.9=-95.44-3.9×78.94×(1-0.31)=-212.4330.7230.4-149.91×0.4×3.9=-233.86-3.9×149.91×(1-0.4)=-350.7920.7230.45-199.27×0.45×3.9=-349.72-3.9×199.27×(1-0.45)=-427.4310.9270.64-264.75×0.64×5=-847.2-5×264.75×(1-0.64)=-476.555.9中框架下中中柱彎矩樓層Ky(m)M底（KN/m）M頂（KN/m）41.1740.36-109.96×0.36×3.9=-154.38-3.9×109.96×(1-0.36)=-274.4631.1740.45-208.84×0.45×3.9=-366.51-3.9×208.84×(1-0.45)=-447.9621.1740.46-277.61×0.46×3.9=-498.03-3.9×277.61×(1-0.46)=-584.6511.5060.57-310.67×0.57×5=-885.41-5×310.67×(1-0.57)=-667.941.7梁端彎矩計(jì)算5.10AB梁端彎矩及剪力層次Mbl（KN/m）Mbr（KN/m）l(m)Vb（KN）4212.43274.46×0.927/(0.927+0.578)=169.056.9-(212.43+169.05)/6.9=-55.293-(-95.44+(-350.79))=446.23-(-447.96+(-154.38))×0.927/(0.927+0.578)=371.016.9-(446.23+371.01)/6.9=-118.442-(-233.86+(-427.43))=661.29-(-584.65+(-366.51))×0.927/(0.927+0.578)=585.866.9-(661.29+585.86)/6.9=-180.751-(-349.72+(-476.55))=826.27-(-667.94+(-498.03))×0.927/(0.927+0.578)=718.186.9-(826.27+718.18)/6.9=-223.835.11BC梁端彎矩及剪力層次Mbl（KN/m）Mbr（KN/m）l(m)Vb（KN）4274.46×0.578/(0.927+0.578)=169.05105.452.7-(105.45+105.45)/2.7=-78.113-(-447.96+(-154.38))×0.578/(0.927+0.578)=371.01231.422.7-(231.42+231.42)/2.7=-171.422-(-584.65+(-366.51))×0.578/(0.927+0.578)=585.86365.442.7-(365.44+365.44)/2.7=-270.71-(-667.94+(-498.03))×0.578/(0.927+0.578)=718.18447.972.7-(447.97+447.97)/2.7=-331.831.8柱軸力