Seismic Design of Operable Walls

[jheidt2543]

I have a project which will have a large operable partition, track supported at the top with a cam-lock friction sole at the bottom. When open the wall will be 80' wide and 30' tall; when closed the panels (4'x 30') slide along the track and will rotate 90 deg. to stack in a pocket at one side of the building.

I know this will come under the C&C portion of the code, but I'm wondering how to approach the seismic design. Would you just look at the two conditions, open and stacked and add the weight to the supporting structure dead load?

Anyone there in cyberland had to work on one of these?

 

[wannabeSE]

Engineering judgement and information from the manufacture is needed to determine if the two condition will govern the design. If one half the partion weight is at midspan when the partion is halfway closed, this could govern. Frequently, the partion manufacture's deflection criteria will govern the gravity design. My experience is with movebale partions that are hung with hangers and braces from buildings with steel framing and composite metal deck. Sometimes, supplemental steel is required; and sometimes, it isn't.

 

[jheidt2543]

I guess I should have separated the two parts to this question;

1. How to handle the partition design from the manufacturer's point of view. The partition panels slide on the top track and they can swing back & forth perpendicular to the track when stored and when not locked at the bottom. These cases would be the wall designer's responsibilty and are what I'm wondering about.


2. How to account for the partition in the design of the building's framing. I think this would be the three cases that wanabeEIT refers to and would rightly be the EOR responsibility; and I agree with his comments.

Any other's have thoughts or experiance with this?