毕业设计风荷载计算书最新资料

1、七、水平荷载（风荷载）计算1、设计资料基本风压：，地面粗糙度类别为C 类。房屋高度H=21.9m。2、荷载计算风荷载近似按阶梯形分布，首先应将其简化为作用在框架节点上的节点荷载。作用在屋面梁和楼面梁节点处的集中风荷载标准值：式中 风荷载标准值（KN/m²）； 高度z处的风振系数，结构高度H=21.9m30m，故取Z=1.0；风荷载体型系数，对于矩形截面=1.3； 风压高度变化系数（地面粗糙度类别为C类）；基本风压（KN/m²）；风压高度变化系数可查荷载规范取得。将风荷载换算成作用与框架每层节点上的集中荷载，计算过程如下表所示。表中z为框架节点至室外地面的高度，A为一榀框架各

2、层节点的受风面积表4.1层次A(m2)PK(kN)=A×61.01.30.351.000.465.8551.01.30.350.840.3814.6341.01.30.350.840.3816.8831.01.30.350.740.3416.221.01.30.350.740.3416.211.01.30.350.740.3424.3故风荷载下的计算简图为： 图4.13 风荷载计算简图3. 风荷载下的横向框架内力计算反弯点法各层柱的剪力分配和柱端弯距的计算第六层： V=2.69KNG柱： KN/MH柱： KN/MJ柱： KN/ML柱： KN/MKN/MG柱剪力：H柱剪力：J柱剪力：L

3、柱剪力：第五层： V=3.34+5.56=8.25KNG柱： KN/MH柱： KN/MJ柱： KN/ML柱： KN/MKN/MG柱剪力：H柱剪力：J柱剪力：L柱剪力：第四层： V=2.69+5.56+6.41=14.66KNG柱： KN/MH柱： KN/MJ柱： KN/ML柱： KN/MKN/MG柱剪力：H柱剪力：J柱剪力：L柱剪力：第三层： V=2.69+5.56+6.41+5.51=20.17KNG柱剪力：H柱剪力：J柱剪力：L柱剪力：第二层： V=2.69+5.56+6.41+5.51+5.51=25.68KNG柱剪力：H柱剪力：J柱剪力：L柱剪力：第一层： V=2.69+5.56+6.

4、41+5.51+5.51+8.26=33.94KNG 柱： KN/MH 柱： KN/MJ 柱： KN/ML柱： KN/MKN/MG柱剪力：H柱剪力：J柱剪力：L柱剪力：3.3水平风荷载作用下楼层层间位移验算 表4.2层次62.691348000.01226001/21666658.25460000.07339001/53424414.66572000.17036001/21176320.17 572000.26736001/13483225.68572000.36336001/9917133.94578000.50246001/9163最大层间弹性位移角=1/91631/550，满足规范要求。

5、3.4 风荷载框架内力计算近似取上部各层柱子的反弯点在柱子中点，因为底层柱的底端为固定端，底层反弯点设在处。 各柱柱端弯距见下表：（单位：KN·m） 表4.3层次端点G柱H柱J柱L柱6上0.41×1.3=0.530.94×1.3=1.220.94×1.3=1.220.41×1.3=0.53下0.41×1.3=0.530.94×1.3=1.220.94×1.3=1.220.41×1.3=0.535上1.35×1.95=2.632.78×1.95=5.422.78×1.95=5.

6、421.35×1.95=2.63下1.35×1.95=2.632.78×1.95=5.422.78×1.95=5.421.35×1.95=2.634上2.36×1.8=4.254.90×1.8=8.824.90×1.8=8.822.36×1.8=4.25下2.36×1.8=4.254.90×1.8=8.824.90×1.8=8.822.36×1.8=4.253上3.24×1.8=5.836.84×1.8=12.316.84×1.8=12

7、.313.24×1.8=5.83下3.24×1.8=5.836.84×1.8=12.316.84×1.8=12.313.24×1.8=5.832上4.13×1.8=7.438.71×1.8=15.688.71×1.8=15.684.13×1.8=7.43下4.13×1.8=7.438.71×1.8=15.688.71×1.8=15.684.13×1.8=7.431上6.12×1.2=7.3410.86×1.2=13.0310.86×1.

8、2=13.036.12×1.2=7.34下6.12×2.4=14.6910.86×2.4=26.0610.86×2.4=26.066.12×2.4=14.69 表4.4层次GH跨HJ跨JL跨左端右端左端右端左端右端60.531.22-0.28= 0.941.22-0.28= 0.940.5350.53+2.63=3.161.22+5.42-1.51=5.131.22+5.42-1.51=5.130.53+2.63=3.1642.63+4.25=6.885.42+8.82-3.23=11.015.42+8.82-3.23=11.012.63+4.

9、25=6.8834.25+5.83=10.088.82+12.31-4.79=16.348.82+12.31-4.79=16.344.25+5.83=10.0825.83+7.43=13.2612.31+15.68-6.35=21.6412.31+15.68-6.35=21.645.83+7.43=13.2617.43+7.34=14.7715.68+13.03-6.51=22.215.68+13.03-6.51=22.27.43+7.34=14.77 图4.14 左风荷载弯矩图（单位：KN·m）剪力计算 表 4.5层次梁柱GH跨HJ跨JL跨GHJL6(0.53+0.28）/7.8=

10、 0.10（0.94+0.94）/2.4=0.78(0.53+0.28）/7.8= 0.100.53×2/2.6=0.411.22×2/2.6=0.941.22×2/2.6=0.940.53×2/2.6=0.415（3.16+1.51）/7.8= 0.60（5.13+5.13）/2.4=4.28（3.16+1.51）/7.8= 0.602.63×2/3.9=1.355.42×2/3.9=2.785.42×2/3.9=2.782.63×2/3.9=1.354（6.88+3.23）/7.8=1.30（11.01+11.

11、01）/2.4=9.16（6.88+3.23）/7.8=1.304.25×2/3.6=2.368.82×2/3.6=4.908.82×2/3.6=4.904.25×2/3.6=2.363（10.08+4.79）/7.8=1.91（16.34+16.34）/2.4=13.62（10.08+4.79）/7.8=1.915.83×2/3.6=3.2412.31×2/3.6=6.8412.31×2/3.6=6.845.83×2/3.6=3.242（13.26+6.35）/7.8=2.51（21.64+21.64）/2.4=

12、18.03（13.26+6.35）/7.8=2.517.43×2/3.6=4.1315.68×2/3.6=8.7115.68×2/3.6=8.717.43×2/3.6=4.131（14.77+6.51）/7.8=2.73（22.20+22.20）/2.4=18.5（14.77+6.51）/7.8=2.73（7.34+14.69）/3.6=6.12（13.03+26.06）/3.6=10.86（13.03+26.06）/3.6=10.86（7.34+14.69）/3.6=6.12图4.15 左风荷载剪力图（单位：KN）柱的轴力以受压为负，受拉为正：表4.6层次柱GHJL60.100.10-0.78=-0.680.78-0.10=0.680.1050.10+0.60=0.70-0.68+0.60-4.28=-4.360.68+4.28-0.60=4.360.10+0.60=0.7040.70+1.30=2.00-4.36+1.30-9.16=-12.224.36+=12.220.70+1.30=2.0032.00+1.91=3.91-12.22+1.91-13.62=-23.9312.22+13.62-1.91=23.932.00+1.91=3.9123.91+2.51=6.42-23.93+2.51-18.03=-39.4523.93