I am getting some calculations to check for portal frames with 'Wind moment Connection'. These are single storey portals spans about 6m. The beams are being designed as simply supported. The moment at beam-column connection is being taken as zero for dead and live load, but only wind load moment and nominal eccentricity moment being allowed for. There is no horizontal or vertical brace of any sort. The effective height of column is being taken as 1.0 L. The column base is being shown as pinned.
The 'wind moment connection' idea has been discussed in some technical journals although not in the codes as far as I know.
My question is this, how do you satisfy the stability of these structures. Is it justifiable to consider these structures as 'unbraced portal frames'? What should be the effective height of these columns? The bottom of the column can be considered as pinned. But is top restrained in position? restrained in direction?
Your views will be appreciated.
The 'wind moment connection' idea has been discussed in some technical journals although not in the codes as far as I know.
My question is this, how do you satisfy the stability of these structures. Is it justifiable to consider these structures as 'unbraced portal frames'? What should be the effective height of these columns? The bottom of the column can be considered as pinned. But is top restrained in position? restrained in direction?
Your views will be appreciated.
