Wind Load on Building "Wing" Wall
Wind Load on Building "Wing" Wall
(OP)
I have a condition where a large wall cantilevers horizontally about 15 feet beyond the envelope of a building along the full height of the building.
It does not seem like the solid wall/sign provisions really apply due to the orientation and the fact that this is not a freestanding structure independant of the large building next to it.
It is not really a regular C&C element in that the internal pressure coefficients do not really apply and the wall will have combined windward and leeward forces.
It appears like the most rational method would be to take both positive and negative C&C wall pressures and add them together which is similiar to what is done in the new ASCE 7-02 parapet provisions (6.5.12.4.4).
Any thoughts?
It does not seem like the solid wall/sign provisions really apply due to the orientation and the fact that this is not a freestanding structure independant of the large building next to it.
It is not really a regular C&C element in that the internal pressure coefficients do not really apply and the wall will have combined windward and leeward forces.
It appears like the most rational method would be to take both positive and negative C&C wall pressures and add them together which is similiar to what is done in the new ASCE 7-02 parapet provisions (6.5.12.4.4).
Any thoughts?






RE: Wind Load on Building "Wing" Wall
RE: Wind Load on Building "Wing" Wall
RE: Wind Load on Building "Wing" Wall
For the wall itself, I would check the greater of the
1. MWFRS windward + leeward pressure, or
2. the Component and cladding pressure from ASCE which you refer to.
Not sure which would control but I would say that both need to be checked.
RE: Wind Load on Building "Wing" Wall
For the MWFRS, which is already designed, I just extended the envelope of the building used to calculate the forces out to the edge of the walls (essentially adding MWFRS windward plus leeward as JAE noted in point 1).
My question was really concerning the local design of the tubes which are cantilevered out from the building - looks like I'll just add the + - C&C together.
RE: Wind Load on Building "Wing" Wall
RE: Wind Load on Building "Wing" Wall
RE: Wind Load on Building "Wing" Wall
I designed some 12m (about 40foot) tall signs adjacent a shopping mall. These cantilevered from the ground and therefore had quite high deflections at the top. Where these butted in the building these had to be either isolated or fixed in to prevent differential deflection.
In one case we cantilevered a beam horizontally to support the signs. beware of the high reaction.
When the wind blows at 45 degrees to the wall you can get high local pressures at the end of the cantilever as well as overall pressures 15% higher than the overall external pressure on a building. This is reflected in the Australian code, but I have no idea where to find it in the US codes.