风载作用下脚手架立杆段弯矩计算式分析

Calculation specification of the wind loads of scaffolding pole section bending moment

为研究现行《建筑施工扣件式钢管脚手架安全技术规范》(JGJ 130—2011)中风荷载作用下立杆弯矩计算公式是否合理,利用ANSYS对脚手架进行模拟分析,分析当脚手架所处高度分别为100m、200m、300m时,脚手架连墙件布置方式分别为"一步一跨"、"两步两跨"、"两步三跨"的情况下立杆的最大弯矩标准值。将计算得到的弯矩标准值作对比分析,得出连墙件布置方式不同时立杆最大弯矩标准值相差较大,差距不容忽视。将三种不同连墙件布置情况下得到的弯矩标准值与按照规范计算式所得弯矩标准值做对比,发现规范中所给计算式仅适用于连墙件布置为"一步一跨"的情况,对于连墙件的其他布置情况并不适用,规范计算式对立杆的弯矩计算存在危险设计,因此提出应对规范中风载作用下立杆弯矩的计算公式进行修正。

For researching the rationality of the upright tube bending moment calculation formula under the action of wind loading in Technical code for safety of steel tubular scaffold with couples in construction( JGJ 130—2011),using ANSYS to have a simulation analysis on scaffold,analyzing the maximum standard value bending moment of the upright tube when the height of the scaffold is 100 m,200m and 300 m respectively and the layout of the scaffolding tie member is under the situation ' one step one across', ' two step two across', ' two step three across'. Through making comparison analyses on calculated standard values of the bending moment,it can be seen that there are big differences on the maximum value bending moment with using different tie member arrangement and the differences can not be overlooked. Comparing the bending moment standard values between the numerical results under the specific calculation formula and the standard values of the bending moment on three different arrangements of tie member situation,we can get the conclusion that the calculation method which was given in standard can only be applied in the situation of one step one across,it can not be applied in other kinds of tie member arrangements,there are dangerous design for the upright tube bending moment calculation in the standard calculation formula,so the upright tube bending moment calculation formula under the wind loading in the standard should be revised.