End Plate Moment Connection 2

[meca]

In AISC ASD 9th Edition Pg 4-116, there is a design procedure for End Plate moment connections. The title of the section is "End Plate (Static Loading Only)". Does the static loading reference indicate that this connection is not suitable for structures exposed to Wind and Seismic Loading?

 

[DaveAtkins]

I believe "Static Loading Only" means the connection is not subject to fatigue. Wind and seismic loads do not occur often enough to cause fatigue, so I belive this type of connection is okay for those loads. DaveAtkins

 

[JAE]

It is definitely OK for wind. For seismic, end plate moment connections have traditionally not been used due to a lack of testing and research. Lately, however, there seems to be movement towards accepting these for seismic uses as I've heard rumors that some testing has shown good performance under repeated cyclic loading.

For lower seismic regions, I wouldn't have a problem using them, for high (California) seismic areas I would be less inclined.

 

[meca]

Thanks to both of your for your useful input.

 

[steve1]

I think that there is more to this than has been discussed. Note 5 on page 4-117 of the manual states that one should pay attention to the possibility of reversed moments (i.e. wind & seismic), for this type of connection, and design accordingly. Additionally in example 38 on page 4-118 it is stated that there is no reverse moment. Also in example 39 it is stated that the end moment is due to gravity loads only. Again in example 40 it is stated that the design is for gravity loading only.

I believe that the design procedure, as illustrated in the examples provided, indicates that one needs to check for the use of web stiffeners opposite of the tension flange of the beam. For reversing moments that would mean to check both top and bottom flange locations.

There may be other caveats. I would check with AISC before I completed a design of this type of connection subject to reversing loads.