-横向风荷载计算

1、第五章 横向风荷载计算5.1 自然情况基本风压为0.40kN/m2,即W0=0.40kN/m2,c类粗糙度。5.2 荷载计算：1 .风荷载标准值Wk= B z-NzWFWki = wki m AB z-高度z处的风振系数2 .风压Ml度变化系数（p. z） ：p, 5=0.84p, 4= p. 3= p. 2= p. 1=0.743 .风荷载体型系数：呼=1.4数 3z=1.04 .Z高度处的风振系数层数3 ZWS科ZiWWFWkiV51.01.40.840.400.475.635.6340.740.416.6412.2730.740.416.6418.9120.740.416.6425.55

2、10.740.417.4132.96在实际工程中，对于高度不大于30m高宽比小于1.5的高层建筑，取风振系5 .Fwk5=0.47 义(0.8+1.8) X4.5=5.63kNFwk4=0.41 X 3.6 X 4.5=6.642kNFwk3=0.41 X3.6 X 4.5=6.642kNFwk2=0.41 X3.6 X4.5=6.642knFwk1=0.41 X (1.8+2.215) X4.5=7.41kN6 .层间剪力 V 5=5.63kN V 4=12.276kN V 3=18.91kN V 2=25.55kN V 1=32.96kN7 .荷载作用分布图：V25.6312.2718.9

3、125.5532.96 忖5.3风荷载作用下框架柱剪力和柱弯矩(D值法，取横向中框架计算)1 .柱剪力 V ik=D/2D xVi ,柱弯矩 M 下Vk XYi , M =VikX (1-Yi ) x hi2 .反弯点高度 h二(y0+yi+y2+y3)Xhy0标准反弯点高度比yi 为上、下层梁线刚度变化修正值y2为上层层高变化修正值y 3为下层层高修正值根据框架总层数m,该柱所在层数n和梁柱线刚度比值K确定，对于地震作用，y 值由按荷载表查得，并由内插法根据 K值确定，并考虑层高的因素进行修正。3.边柱弯矩计算：层H2 DDD/N DViVikkYM下M上53.6118332233330.1

4、975.631.1090.790.301.1982.79543.6118332233330.19712.272.4170.790.403.4805.22133.6118332233330.19718.913.7250.790.456.0357.38623.6118332233330.19725.555.0330.790.509.0599.05914.4398388219140.22332.967.3500.970.6521.16411.396层H2 DDD/NDViVkkYM下M上53.6118332233330.3035.631.7061.490.382.3033.83943.6118332

5、233330.30312.273.7181.490.435.6897.69633.6118332233330.30318.915.7301.490.489.79810.83023.6118332233330.30325.557.7421.490.513.93613.93614.4398388219140.27732.969.1301.840.5722.89217.554计算过程（1） Vik =-Vi“ D(2) 乂下=丫脑(3) M上飞(1 y)h5.4荷载作用下梁端弯矩计算根据节点平衡由柱端弯矩求得梁轴线处弯矩O CH O （L2 Mc= M + 乂左=M 上+ M 下KiK2KiK2Ki K2M右（左梁尸gMcM左（右梁尸Mc求得边跨11 i=1中跨 以 1=0.531 仙 2=0.469风荷载作用下框架梁端剪力和柱轴力标准植楼 层AB跨梁端剪力BC跨梁端剪力柱轴力LM&M右VELM左M右VE边柱中柱57.22.7952.0390.6712.71.8001.8001.3330.6710.66247.26.7195.3091.6712.74.6904.6903.4742.3422.46537.210.8568.7722.7262.77.7477.7475.7395.0685.47827.215.09412.6033.8472.711.13111.1318.