1、第五章 橫向風荷載計算5.1 自然情況基本風壓為0.40kN/m2,即W0=0.40kN/m2,c類粗糙度。5.2 荷載計算：1 .風荷載標準值Wk= B z-NzWFWki = wki m AB z-高度z處的風振系數2 .風壓Ml度變化系數（p. z） ：p, 5=0.84p, 4= p. 3= p. 2= p. 1=0.743 .風荷載體型系數：呼=1.4數 3z=1.04 .Z高度處的風振系數層數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在實際工程中，對于高度不大于30m高寬比小于1.5的高層建筑，取風振系5 .Fwk5=0.47 義(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 .層間剪力 V 5=5.63kN V 4=12.276kN V 3=18.91kN V 2=25.55kN V 1=32.96kN7 .荷載作用分布圖：V25.6312.2718.9

3、125.5532.96 忖5.3風荷載作用下框架柱剪力和柱彎矩(D值法，取橫向中框架計算)1 .柱剪力 V ik=D/2D xVi ,柱彎矩 M 下Vk XYi , M =VikX (1-Yi ) x hi2 .反彎點高度 h二(y0+yi+y2+y3)Xhy0標準反彎點高度比yi 為上、下層梁線剛度變化修正值y2為上層層高變化修正值y 3為下層層高修正值根據框架總層數m,該柱所在層數n和梁柱線剛度比值K確定，對于地震作用，y 值由按荷載表查得，并由內插法根據 K值確定，并考慮層高的因素進行修正。3.邊柱彎矩計算：層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層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計算過程（1） Vik =-Vi“ D(2) 乂下=丫腦(3) M上飛(1 y)h5.4荷載作用下梁端彎矩計算根據節點平衡由柱端彎矩求得梁軸線處彎矩O CH O （L2 Mc= M + 乂左=M 上+ M 下KiK2KiK2Ki K2M右（左梁尸gMcM左（右梁尸Mc求得邊跨11 i=1中跨 以 1=0.531 仙 2=0.469風荷載作用下框架梁端剪力和柱軸力標準植樓 層AB跨梁端剪力BC跨梁端剪力柱軸力LM&M右VELM左M右VE邊柱中柱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.