7多層鋼筋混凝土框架 風(fēng)荷載內(nèi)力計算畢業(yè)論文.doc

東南大學(xué)畢業(yè)設(shè)計-51-七風(fēng)荷載內(nèi)力計算基本風(fēng)壓w0=0.4kN/m2，地面粗糙度為B類。本章計算以左風(fēng)為例。（一）風(fēng)荷載計算wk=zszw0，建筑物高度30m，故z=1.0迎風(fēng)時s1=+0.8，背風(fēng)時s2=-0.5，則s=0.8+0.5=1.3計算過程見下表樓層高度H(m)zwkA(m2)P(kN)五19.21.230.6421.8413.98四15.61.150.628.0816.85三12.01.060.5528.0815.44二8.41.00.5228.0814.60一4.81.00.5232.7617.04計算簡圖（單位：kN）14.6015.4416.8513.987200300072003600360036003600530017.04東南大學(xué)畢業(yè)設(shè)計-52-（二）內(nèi)力計算1抗側(cè)剛度和反彎點(diǎn)高度確定計算過程見下表樓層KD(104kN/m)y0Iy12y23y3yhh-yh邊柱五1.190.373.080.3610101.302.30四1.190.373.080.411010101.482.12三1.190.373.080.461010101.661.94二1.190.373.080.501010101.801.80一1.270.541.940.6200.6803.292.01中柱五2.390.544.50.4210101.512.09四2.390.544.50.451010101.621.98三2.390.544.50.501010101.801.80二2.390.544.50.501010101.801.80一2.550.672.410.5500.6802.922.382剪力在各層分配（單位：kN）5niiPiPV，PikikVDDVVP5=13.98V5=2.84V5=4.15VP4=30.83V4=6.27V4=9.15VP3=46.27V3=9.41V3=13.73VP2=60.87V2=12.38V2=18.06VP1=77.91V1=17.39V1=21.57東南大學(xué)畢業(yè)設(shè)計-53-3柱端彎矩計算（單位：kNm）6.538.673.696.2713.2919.129.2814.8218.2624.7115.6224.7122.2832.5122.2832.5134.9551.3457.2162.984風(fēng)荷載作用下的內(nèi)力圖M圖（單位：kNm）62.9851.3432.5132.5124.7124.7114.826.2719.128.677.774.733.952.181.1142.1641.6928.7728.4519.8819.6512.7712.624.364.3157.2157.2157.2334.9522.2837.915.6222.289.2818.2627.5416.983.6913.296.536.5357.2322.2815.6227.5416.9837.99.283.6934.9522.2818.266.5313.296.53東南大學(xué)畢業(yè)設(shè)計-54-VNV，N圖（單位：kN）5梁端柱邊彎矩（單位：kNm）6.083.863.4915.7511.3910.2225.5717.6815.9035.1425.6923.0252.7637.2233.0328.1119.1813.258.512.9135.1336.8321.3922.4612.1712.55.625