风荷载作用下排架内力分析

1、风荷载作用下排架内力分析1. 左吹风时计算简图如图(1所示 q 2(1对于 A 柱: =0.288 n=0.15411311113110.34218111.8614.60.3429.287(A n C n R q HC KN +- =+- =-=-=-对于 C 柱; =0.288 n=0.244411321113110.35718110.9314.60.3574.847( C n C n R q HC KN +- =+- =-=-=-A C W R R R F =+-=-9.287-4.847-9.54=-23.674KN(各柱顶的剪力分别为: A =0.361 B =0.545 C =0.0

2、94 A A A V R R =-=-9.287+0.361×23.674=-0.741KN(B B V R =-=0.545×23.647=12.902KN(C C C V R R =-=-4.847+0.094×23.674=-2.622KN(排架内力如下图: 2. 右吹风时计算简图如图(2所示 F w (2对于 A 柱: n=0.146 11C =0.342A R =-2q H 11C =0.93×14.6×0.342=4.644KN ( 对于 C 柱: n=0.244 11C =0.357111C R q HC =-=-1.86

3、5;14.6×0.357=9.695KN( A C W R R R F =+-=4.644+9.695+9.54=23.879KN(各柱顶的剪力分别为 A =0.361 B =0.545 C =0.094A A A V R R =-=4.644-0.361×23.879=-3.976KN( B B V R =-=-0.545×23.879=13.014KN( C C C V R R =-=9.695-0.094×23.879=7.450KN( 排架内力图如下所示 A5. Max T 作用于 AB 跨柱: 当 AB 跨作用吊车横向水平荷载时,排架计算简图如

4、下图( 所示1. 当 Max T 向右作用时对于 A 柱 n=0.146 =0.288 , 得 a=(4.2m-1.2m/4.2m=0.714 ,(235321231211a a a n C n +-+=+- =0.624 5A Max R T C =-=-20.6×0.624=-12.854KN( 同理对于 B 柱 n=0.171 , =0.288 , a=0.714 , 5C =0.6355B Max R T C =-=-20.6×0.635=-13.081KN( 排架柱顶总反力为: A B R R R =+=-12.854-13.081=-25.935KN(各柱顶剪力

5、为:A A A V R R =-=-12.854+0.361×25.935=-3.491KN( B B B V R R =-=-13.081+0.545×25.935=1.054KN( C C V R =-=0.094×25.935=2.438KN( 排架各柱的弯矩图及柱底剪力图如图( 所示当 Max T 向左作用时,弯矩图和剪 力图只改变符号,方向不变。6. Max T 作用于 BC 跨柱:当 BC 跨作用吊车横向水平荷载时,排架计算简图如下图( 所示1. 当 Max T 向右作用时对于 B 柱 n=0.171 =0.288 , 得 a=(4.2m-0.9m/4

6、.2m=0.786,(235321231211a a a n C n +-+=+- =0.604 5B Max R T C =-=-8.98×0.604=-5.424KN( 同理对于 C 柱 n=0.244 , =0.288 , a=0.786 , 5C =0.6255C Max R T C =-=-8.98×0.625=-5.613KN( 排架柱顶总反力为 B C R R R =+=-5.424-5.613= -11.037KN( 各柱顶剪力为:A A V R =-=0.361×11.037=3.984KN ( B B B V R R =-=-5.424+0.545×11.037=0.591KN( C C C V