《建筑结构设计中的风荷载计算案例综述》VIP

建筑结构设计中的风荷载计算案例综述1.1风荷载标准值计算wk式中，wk—风荷载标准值（kN/m2）w0—基本风压（kN/m2），潍坊寿光基本风压为0.40kN/m2βz—高度z处的风振系数，当房屋高度小于30m时取1.0μs—风荷载体形系数，取1.4μz—风压高度变化系数，地面粗糙程度为C类表2-7风荷载标准值计算表层次βzμsZ(m)μzw0A（m2）wkP（kN）61.01.423.850.840.4026.910.7412.648519.950.8430.4200.7414.297416.050.8430.4200.7414.297312.150.7430.4200.41412.59428.250.7430.4200.41412.59414.350.7432.1750.41413.320集中风荷载P=wA—一榀框架各层节点的受风面积Z—框架节点至室外地面的高度A=ℎhi—下层柱高hj—上层柱高，对于顶层为女儿墙高度的2倍B—计算单元迎风面宽度A1=（4.35+3.9）/2×7.8=32.175m2A2=A3=A4=A5=（3.9+3.9）/2×7.8=30.420m2A6=（3.9+1.5×2）/2×7.8=26.91m2Wk1=Wk2=Wk3=1.0×1.4×0.74×0.4=0.414Wk4=Wk5=Wk6=1.0×1.4×0.84×0.4=0.470P1=0.414×32.175=13.320kNP2=0.414×30.42=12.594kNP3=0.414×30.42=12.594kNP4=0.470×30.42=14.297kNP5=0.470×30.42=14.297kNP6=0.470×25.35=12.648kN剪力：V6=F6=12.648kNV5=F6+F5=26.945kNV4=F6+F5+F4=41.242kNV3=F6+F5+F4+F3=53.836kNV2=F6+F5+F4+F3+F2=66.43kNV1=F6+F5+F4+F3+F2+F1=79.75kN反弯点高度比计算：y=y0+y1+y2+y3表2-8风荷载作用下反弯点高度比层次B柱C柱D柱E柱6y0=0.354y0=0.45y0=0.45y0=0.354y1=y2=y3=0y1=y2=y3=0y1=y2=y3=0y1=y2=y3=0y=0.354y=0.45y=0.45y=0.3545y0=0.404y0=0.49y0=0.49y0=0.404y1=y2=y3=0y1=y2=y3=0y1=y2=y3=0y1=y2=y3=0y=0.404y=0.49y=0.49y=0.4044y0=0.45y0=0.50y0=0.50y0=0.45y1=y2=y3=0y1=y2=y3=0y1=y2=y3=0y1=y2=y3=0y=0.45y=0.50y=0.50y=0.453y0=0.454y0=0.50y0=0.50y0=0.454y1=y2=y3=0y1=y2=y3=0y1=y2=y3=0y1=y2=y3=0y=0.454y=0.50y=0.50y=0.4542y0=0.50y0=0.50y0=0.50y0=0.50y1=y2=y3=0y1=y2=y3=0y1=y2=y3=0y1=y2=y3=0y=0.50y=0.50y=0.50y=0.501y0=0.593y0=0.55y0=0.55y0=0.593y1=y2=y3=0y1=y2=y3=0y1=y2=y3=0y1=y2=y3=0y=0.593y=0.55y=0.55y=0.593图2-6风荷载作用下结构计算简图1.2风荷载作用下的位移验算水平荷载作用下框架的层间位移计算：ΔUVj—第j层的总剪力∆uj—第j层层间位移∑Dij—第j层所有柱抗侧移刚度之和风荷载作用下框架楼层层间位移与层高之比的计算见下表：表2-9风荷载作用下框架楼层层间位移与层高之比的计算层次Vj∑D∆uj（m）hi△Vj/h612.648127434.30.00013240.0000307526.945131589.1780.0002393.900.0000635441.242131589.1780.0003673.900.0000942353.836131589.1780.0004943.900.000125266.43131589.1780.0006203.900.0001