Portal Frame
Portal Frame
(OP)
Hi all. I am working on a project in which we are designing a large addition to be added to an existing two story building. The new addition will be built in such a fashion that it matches up with the roof line, exterior walls, etc. The wall dividing the new and old portions of the building is currently a shear carrying wall. However, the architect is proposing to remove the first floor wall to create a large open room between the new and old structures. Without any interior walls capable of picking up the shear, it has been decided that the best course of action may be to install a steel moment resisting frame inside the first floor wall opening. My question is, how do you properly model the columns of the frame for the wind loading applied? Do you apply the resultant wind load from the tributary area of the frame to a specific point, or do you model it as a distributed load acting over the full length of the column. Any help would be greatly appreciated!






RE: Portal Frame
RE: Portal Frame
RE: Portal Frame
If say the old and new bents were 4'-0" apart, I made the connections at least 20'-0" apart. Using tension and compression meant no net longitudinal transfer, just the shear and the resulting moment from that shear, in the new building.
Michael.
Timing has a lot to do with the outcome of a rain dance.
RE: Portal Frame
Your post is hard to follow, but has me interested.
Can you clarify?
RE: Portal Frame
BA
RE: Portal Frame
RE: Portal Frame