某中學(xué)宿舍樓風(fēng)荷載標(biāo)準(zhǔn)值計算和豎向荷載計算過程案例1風(fēng)荷載標(biāo)準(zhǔn)值計算按照《建筑結(jié)構(gòu)荷載》50009-2012規(guī)定的方法計算風(fēng)荷載。本建筑高度為15.75m，基本風(fēng)壓為。表面單位面積上的風(fēng)荷載標(biāo)準(zhǔn)值：。由高寬比H/B=0.921<1.5，則不考慮風(fēng)壓脈動對結(jié)構(gòu)產(chǎn)生的風(fēng)振影響，得到，。本建筑地面粗糙等級為B類，得到各層風(fēng)壓高度系數(shù)：表8-1各層風(fēng)壓高度變化系數(shù)Table8-1Coefficientofvariationofwindpressureheightineachlayer樓層1234高度4.057.6511.2514.850.7611.121.13表8-2風(fēng)荷載標(biāo)準(zhǔn)值Table8-2StandardWindLoad414.851.31.131.036.1836.1810.05311.251.31.121.035.8672.049.9627.651.311.032.00104.048.8914.051.30.761.024.34128.386.76表8-3風(fēng)荷載作用下層間位移計算Table8-3CalculationofLowerbetweendisplacementunderofLoload樓層（kN）（）（）（m）（）436.1810094943.583.60.99372.0410094947.143.61.982104.0410094941.033.60.291128.382940124.375.50.79層間最大位移角為0.0079<1/550,，滿足要求。1.1風(fēng)荷載作用下框架內(nèi)力表8-4邊柱柱端彎矩及剪力值計算Table8-4CalculationofMomentandShearValueatEndofSideColumn樓層43.636.18258331121660.2308.320.3510.4819.4733.672.04258331121660.23016.570.4526.8432.8123.6104.04258331121660.23023.930.5043.0743.0715.5128.385736326680.17622.590.83103.1221.12表8-5中柱柱端彎矩及剪力值計算Table8-5Calculationofbendingmomentandshearvalueofcolumnendin樓層43.636.18302501121660.2709.770.3514.4220.7533.672.04302501121660.27019.450.4531.5138.5123.6104.04302501121660.27028.090.5050.5650.5615.5128.3810598326680.32441.600.83134.9993.81表8-6梁端彎矩值計算Table8-6CalculationofBendingMomentatBeamEnd節(jié)點左梁線剛度(104)右梁線剛度(104)D4019.4708.1019.47D310.4832.8108.1043.29D226.8443.0708.1069.91D143.0721.1208.1064.19C4020.758.12.1416.414.34C314.4238.518.12.1441.8711.06C231.5150.568.12.1464.9217.15C150.5693.818.12.14114.2030.17B4019.472.148.14.3416.41B310.4832.812.148.111.0641.87B226.8443.072.148.117.1564.92B143.0721.122.148.130.17114.20A4020.758.1019.470A314.4238.518.1043.290A231.5150.568.1069.910A150.5693.818.1064.190圖5風(fēng)荷載作用下框架彎矩圖Figure5Momentsofframeunderwindload1.1.2風(fēng)荷載作用下梁剪力及柱軸力計算表8-7梁端剪力值計算Table8-7Calculationofshearforceatbeamend梁號樓層梁跨左右左右CD46.619.47-16.41-4.98-4.9836.643.29-41.87-11.83-11.8326.669.91-64.92-18.73-18.7316.664.19-114.20-24.78-24.78CB42.74.34-4.34-4.34-4.3432.711.06-11.06-3.07-3.0722.717.15-17.15-12.70-12.7012.730.17-30.17-22.35-22.35BA46.616.41-19.47-4.98-4.9836.641.87-43.29-11.83-11.8326.664.92-69.91-18.73-18.7316.6114.20-64.19-24.78-24.78表8-8柱端軸力值計算Table8-8Calculationofaxialforceatcolumnend柱號樓層左右D40-4.98-4.9830-11.83-16.8120-18.7335.5410-24.7860.32C4-4.98-4.34-0.643-11.83-3.07-9.402-18.73-12.70-15.431-24.78-22.35-17.86B4-4.34-4.98-0.643-3.07-11.83-9.40續(xù)表8-82-12.70-18.73-15.431-22.35-24.78-17.86A4-4.980-4.983-11.830-16.812-18.73035.541-24.78060.32圖6風(fēng)荷載作用下框架梁剪力，柱軸力圖Figure6Shearforceofframebeamunderwindload2豎向荷載計算2.1橫向框架計算本次設(shè)計屋面及樓面板均為雙向板，板厚120mm，荷載傳遞圖如下圖所示：圖7板荷載傳遞圖Figure7Boardloadtransferdiagram2.1.1恒荷載計算屋面；樓面梁：，：墻2.93，女兒墻1.43（1）四層荷載計算：AB、DC跨屋面?zhèn)飨驒M向主梁的荷載：；AB、DC跨屋面?zhèn)髦量v向主梁的荷載：BC跨屋面?zhèn)髦翙M向主梁的荷載：；，BC跨屋面?zhèn)髦量v向主梁的荷載；A、D柱上集中荷載計算梁傳荷載：女兒墻：1.43×7.2=10.30kN橫向主梁分擔(dān)板荷載：12.72×6.6=84.00kN縱向主梁分擔(dān)板荷載：8.37×7.2=60.26kN合計：195.83kNB、C柱上集中荷載計算梁傳荷載：3.93×（6.6/2+7.2）+1.59×1.35=43.42kN橫向主梁分擔(dān)板荷載：12.72×6.6+6.28×2.7=101.00kN縱向主梁分擔(dān)板荷載：8.37×7.2+9.75×7.2=130.46kN合計：274.88kN（2）一至三層荷載計算：AB、DC跨屋面?zhèn)髦翙M向主梁的荷載：，AB、DC跨屋面?zhèn)髦量v向主梁的荷載CD跨屋面?zhèn)髦翙M向主梁的荷載：；CD跨屋面?zhèn)髦量v向主梁的荷載：，A、D柱上集中荷載計算梁傳荷載：3.93×（6.6/2+7.2）=41.27kN橫向主梁分擔(dān)板荷載：9.46×6.6=62.44kN縱向主梁分擔(dān)板荷載：7.30×9=65.70kN墻體荷載：（3.6-0.6）×（6.6/2+7.2）×2.93=92.30kN合計：248.21kNB、C柱上集中荷載計算梁傳荷載：3.93×（6.6/2+7.2）+1.59×1.35=43.42kN墻體荷載：（3.6-0.6）×（6.6/2+7.2）×2.93=92.30kN橫向主梁分擔(dān)板荷載：9.49×6.6+4.67×2.7=75.05kN縱向主梁分擔(dān)板荷載：6.22×7.2+7.25×7.2=104.40kN合計：315.17kN圖8永久荷載作用下豎向荷載分布圖Fig.8verticalloaddistributionunderpermanentload2.1.2活載計算屋面：；樓面：；走廊：；（1）四層荷載計算AB、CD跨屋面?zhèn)髦翙M向主梁的荷載AB、CD跨屋面?zhèn)髦量v向主梁的荷載BC跨屋面?zhèn)髦翙M向主梁的荷載BC跨屋面?zhèn)髦量v向主梁的荷載A、D柱上集中荷載計橫向主梁分擔(dān)板荷載縱向主梁分擔(dān)板荷載0.51×7.2=3.67kN合計：8.75kNC、D柱上集中荷載計算橫向主梁分擔(dān)板荷載：0.77×6.6+0.38×2.7=6.11kN縱向主梁分擔(dān)板荷載：0.51×7.2+0.59×7.2=7.92kN合計：14.03kN（2）一至三層荷載計算：AB、CD跨屋面?zhèn)髦翙M向主梁的荷載AB、CD跨屋面?zhèn)飨蛑髁旱暮奢dBC跨屋面?zhèn)髦翙M向主梁的荷載；CD跨屋面?zhèn)髦翙M向主梁的荷載；，A、D柱上集中荷載計算橫向主梁分擔(dān)板荷載：3.08×6.6=20.33kN縱向主梁分擔(dān)板荷載：2.03×7.2=14.62kN合計：34.95