風(fēng)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\u14301風(fēng)荷載作用下框架結(jié)構(gòu)的內(nèi)力計(jì)算過程案例 177601.1基本數(shù)據(jù) 1266851.2計(jì)算節(jié)點(diǎn)風(fēng)荷載標(biāo)準(zhǔn)值 195611.2.1計(jì)算節(jié)點(diǎn)風(fēng)荷載 195531.2.2左風(fēng)荷載作用下計(jì)算簡(jiǎn)圖 2101631.3層間剪力 2248611.4柱側(cè)向剛度、剪力計(jì)算 2237791.5柱端彎矩計(jì)算 3298121.6梁端彎矩計(jì)算 4174771.7柱軸力計(jì)算 41.1基本數(shù)據(jù)1、基本風(fēng)壓：0.752、房屋總高度：H=3.9+3.9×3=16.7<30m,不考慮風(fēng)壓脈動(dòng)的影響，所以取風(fēng)振系數(shù)為1.03、風(fēng)荷載體型系數(shù)為1.3(查建筑結(jié)構(gòu)荷載規(guī)范）4、H=5,μz=1,H=8.9,μz=1,H=12.8,μz=1.0728,H=16.7,μz=1.1641.2計(jì)算節(jié)點(diǎn)風(fēng)荷載標(biāo)準(zhǔn)值1.2.1計(jì)算節(jié)點(diǎn)風(fēng)荷載4.1風(fēng)荷載標(biāo)準(zhǔn)值的計(jì)算層次βzμzμsω0/（KN/m2)A/m2Fi411.1641.30.75(3.9/2+0/2)×7.2=21.241×1.164×1.3×0.75×21.24=24.11311.07281.30.75(3.9/2+3.9/2)×7.2=28.081×1.0728×1.3×0.75×28.08=29.372111.30.75(3.9/2+3.9/2)×7.2=28.081×1×1.3×0.75×28.08=27.381111.30.75(5/2+3.9/2)×7.2=32.041×1×1.3×0.75×32.04=31.241.2.2左風(fēng)荷載作用下計(jì)算簡(jiǎn)圖圖4-1左風(fēng)荷載作用下計(jì)算簡(jiǎn)圖1.3層間剪力4.2層間剪力樓層hi/mmFi/KNVi/KN4390024.1124.113390029.3724.11+29.37=53.482390027.3853.48+27.38=80.861500031.2480.86+31.24=112.11.4柱側(cè)向剛度、剪力計(jì)算根據(jù)梁興文老師的《混凝土結(jié)構(gòu)設(shè)計(jì)》一書中，柱的側(cè)向剛度及修正系數(shù)可以根據(jù)邊柱與中柱不同可以根據(jù)下表來(lái)計(jì)算4.3邊框架柱剛度與D值計(jì)算層次邊柱（2根）中柱（2根）∑Di=Di1+Di2KαDi1=αic/(12h2)KαDi2=αic/(12h2)0.5420.21325905.0540.8810.30637125.9947126062.0971.0000.6950.25814866.1141.1290.36120794.2505371320.7294.4中框架柱剛度與D值計(jì)算層次邊柱（2根）中柱（2根）∑Di=Di1+Di2KαDi1=αic/(12h2)KαDi2=αic/(12h2)0.7230.26632246.9251.1740.37044923.00705154339.8631.0000.9270.48828094.9351.5060.57232967.53908122124.9484.5風(fēng)荷載下層間位移的計(jì)算層次∑Di/（N/mm）△ui/mmui/mm△ui/hi4154339.8624.11/154339.86×1000=0.1561.789+0.156=1.9451/250003154339.8653.48/154339.86×1000=0.3471.442+0.347=1.7891/112392154339.8680.86/154339.86×1000=0.5240.918+0.524=1.4421/74431122124.95112.1/122124.95×1000=0.9180.9181/5447位移滿足規(guī)范要求1/5501.5柱端彎矩計(jì)算4.6邊柱的剪力樓層Vi（KN）∑Dij（N/mm）Di1（N/mm)V（KN)424.11154339.8632246.9224.11×32246.92/154339.86=5.04353.48154339.8632246.9253.48×32246.92/154339.86=11.17280.86154339.8632246.9280.86×32246.92/154339.86=16.891112.1122124.9528094.94112.1×28094.94/122124.95=25.794.7中柱的剪力AVi（KN）∑Dij（N/mm）Di1（N/mm)V（KN)424.11154339.8644923.0124.11×44923.01/154339.86=7.02353.48154339.8644923.0153.48×44923.01/154339.86=15.57280.86154339.8644923.0180.86×44923.01/154339.86=23.541112.1122124.9532967.54112.1×32967.54/122124.95=30.264.8邊柱的彎矩AKy(m)M底（KN/m）M頂（KN/m）40.7231769370.31-5.04×0.31×3.9=-6.09-3.9×5.04×(1-0.31)=-13.5630.7231769370.4-11.17×0.4×3.9=-17.43-3.9×11.17×(1-0.4)=-26.1420.7231769370.45-16.89×0.45×3.9=-29.64-3.9×16.89×(1-0.45)=-36.2310.9271499190.64-25.79×0.64×5=-82.53-5×25.79×(1-0.64)=-46.424.9中柱的彎矩AKy(m)M底（KN/m）M頂（KN/m）41.1743778260.36-7.02×0.36×3.9=-9.86-3.9×7.02×(1-0.36)=-17.5231.1743778260.45-15.57×0.45×3.9=-27.33-3.9×15.57×(1-0.45)=-33.421.1743778260.46-23.54×0.46×3.9=-42.23-3.9×23.54×(1-0.46)=-49.5811.5056125970.57-30.26×0.57×5=-86.24-5×30.26×(1-0.57)=-65.061.6梁端彎矩計(jì)算4.10橫梁AB彎矩及剪力計(jì)算AMbl（KN/m）Mbr（KN/m）l(m)Vb（KN）413.56(17.52)×0.927/(0.927+0.578)=10.796.9-(13.56+10.79)/6.9=-3.533-(-26.14+-6.09)=32.23(9.86+33.4)×0.927/(0.927+0.578)=26.656.9-(32.23+26.65)/6.9=-8.532-(-36.23+-17.43)=53.66(27.33+49.58)×0.927/(0.927+0.578)=47.376.9-(53.66+47.37)/6.9=-14.641-(-46.42+-29.64)=76.06(42.23+65.06)×0.927/(0.927+0.578)=66.086.9-(76.06+66.08)/6.9=-20.64.11橫梁BC彎矩及剪力計(jì)算AMbl（KN/m）Mbr（KN/m）l(m)Vb（KN）417.52×0.578/(0.927+0.578)=6.736.732.7-(6.73+6.73)/2.7=-4.993(9.86+33.4)×0.578/(0.927+0.578)=16.6116.612.7-(16.61+16.61)/2.7=-12.32(27.33+49.58)×0.578/(0.927+0.578)=29.5429.542.7-(29.54+29.54)/2.7=-21.881(42.23+65.06)×0.578/(0.927+0.578)=41.2141.212.7-(41.21+41.21)/2.7=-30.531.7柱軸力計(jì)算4.12軸力計(jì)算A邊柱中柱4-3.53-1.463(-3.53)+(-8.53)=-12.06-1.