Out of plane forces in wall panels
Out of plane forces in wall panels
(OP)
Risa always assumes vertically spanning walls in the design it seems. Even the regions above and below the openings span vertically. I realize this is possible to some extent due to the boundary conditions but what about the fact that in a masonry or concrete wall many times you cant actually develop the bars in this direction? Is this why the 'transfer loads' checkbox exists? How do you folks like to design wall panels with Risa?





RE: Out of plane forces in wall panels
The "transfer loads" check box exists to pull the shear and moment from the regions that won't be designed or detailed to resist the forces they get from analysis. The region above an opening (for shear wall type forces) is a good example. In the end, the shear force will likely get into the adjacent regions anyway, but the shear diagram would look more discontinuous without that that transfer loads box checked.
RE: Out of plane forces in wall panels
RE: Out of plane forces in wall panels
You've got a wall with openings loaded out of plane. That works fine for analysis. However, it will not work for the horizontal reinforcement design for the regions you mention as they don't obey the assumptions RISA uses in it's rebar calculations. For these cases, you will have to review the "analysis results" (Mx, My, Mxy) and such to determine how much horizontal reinforcement is needed to resist the forces by spanning horizontally. The program will not do this for you at all.
RE: Out of plane forces in wall panels
Professional and Structural Engineer (ME, NH)
American Concrete Industries
www.americanconcrete.com