Folding Partition (Suspended) Loads

[STR04]

I'm looking to locate hanging partition loads on my structural drawings but do not have specific information from the architect...go figure. The loads are being suspended from CFS trusses. What is a conservative design load to show on plan? My partition length is 30' so is it reasonable to specify say a 100plf and 3000 lb concentrated load anywhere along the track? Any suggestions?

TIA

 

[SperlingPE]

See manufacturer's web sites or catalogs.
Typical loads range from 6-10 psf. 10' high partition = 100 plf on the high end of the spectrum. don't forget stacking loads and any other possible loading configurations.

 

[dik]

You also have to look at deflection criteria and manner of attachment... useage is often long clear spans...

Dik

 

[whyun]

I agree with SperlingPE on the loading. I use 10 psf and it is on the conservative side. Support beam size is often controlled by the rail bolt spacing rather than stress.

 

[jike]

Ask the architect for a cut sheet of the partition he intends to use. Deflection criteria for the truss might also be an issue depending upon the detail at the bottom of the panel.

The load range that SperlingPE gave is typical.

 

[JAE]

Some partitions are simply curtain-type materials and others are paneled in wood. I would definitely find out the exact nature of the partition and apply the appropriate weight to it. A 10 psf load is certainly in the range, but it could be higher.

Also, don't forget that when the partition is folded up, ALL its weight is at one location - so two different load conditions need to be checked.

 

[DaveAtkins]

I have never seen a folding wall that can be folded up at ANY location--they always seem to fold up at one end. So the concentrated load would not occur at any location, just at one location.

DaveAtkins

 

[jike]

There are two types of folding partitions: continuously hinged and paired. The paired panels can be pushed to anywhere along the track. I have seen several panels pushed together in the center. I think that it is advisable to design for this condition as well as the stacking at the end.

 

[MWPC]

I agree with dik. Deflection is critical if you believe the manufacturer's cut sheets. Most of them refer to an ASTM standard with very tight deflection requirements. You have to design the support for limited deflection from the live loads above. I oftain end up with multiple bar joists.