Engineers,
I just recently posted about reinforced concrete masonry for a tall and slender building.
Now, the project has a short and wide masonry building. I am looking now at a 30 ft wide, 55 ft long, and just over 8 ft high building. The roof is wood trusses anchored into the wall.
My initial approach to this is that the base of the wall can be anchored into the base foundation, giving me a pinned connection at the bottom.
However, at the top, it is a free end. Roof trusses with roof sheathing - I just do not see this as rigid enough to be considered a pinned connection at the top. Also, when looking at ASCE 7 wind load cases where pressure is on one wall and suction on the other, all of the load on the given wall is resisted by the wall- a cantilever as far as a frame analysis goes.
So, is the only design solution to have a tie beam at the top of the wall, giving the wall a pinned at the top and pinned at the bottom beam analysis? The tie beams, to be a valid pinned connection point, would have to connect to tie columns that take the load to the foundation.
Basically, design the 8 ft vertical wall as pinned-pinned concrete masonry beams. The masonry beam loads are point loads on the upper tie beam. The end loads on the tie beam become the loads on the vertical tie columns. The tie columns are then designed to take the load to the foundation.
Anyone see other options when dealing with a short and long concrete masonry wall?
- JAS34
I just recently posted about reinforced concrete masonry for a tall and slender building.
Now, the project has a short and wide masonry building. I am looking now at a 30 ft wide, 55 ft long, and just over 8 ft high building. The roof is wood trusses anchored into the wall.
My initial approach to this is that the base of the wall can be anchored into the base foundation, giving me a pinned connection at the bottom.
However, at the top, it is a free end. Roof trusses with roof sheathing - I just do not see this as rigid enough to be considered a pinned connection at the top. Also, when looking at ASCE 7 wind load cases where pressure is on one wall and suction on the other, all of the load on the given wall is resisted by the wall- a cantilever as far as a frame analysis goes.
So, is the only design solution to have a tie beam at the top of the wall, giving the wall a pinned at the top and pinned at the bottom beam analysis? The tie beams, to be a valid pinned connection point, would have to connect to tie columns that take the load to the foundation.
Basically, design the 8 ft vertical wall as pinned-pinned concrete masonry beams. The masonry beam loads are point loads on the upper tie beam. The end loads on the tie beam become the loads on the vertical tie columns. The tie columns are then designed to take the load to the foundation.
Anyone see other options when dealing with a short and long concrete masonry wall?
- JAS34