Pull Out capacity of 3/8" dia rivets

[bvbuf]

I have a situation where we are attaching a .125" thick light gauge member to a 11" thick light gauge member using a 3/8" steel rivet. Does anyone have a reference that lists the PULL OUT capacity and SHEAR capacity of a 3/8" dia steel rivet in a .11" thick light gauge member?

Thanks

 

[Ron]

A 3/8" dia. steel rivet is a very large rivet. You will have to go to the rivet manufacturer to get load values.

Why such a large rivet for a light gauge application? Why not several smaller diameter rivets instead?

Do you have a sketch or photo of the application?

 

[bvbuf]

Thanks Ron.

I called the manufacturer back and he told me it was actually a 3/16" rivet.

We are attaching one light gauge member to the side of another light gauge member and pulling sideways on it.

 

[bvbuf]

Clarification......

We are pulling sideways such that the rivet is in tension not shear

 

[ishvaaag]

I post a jpg that holds the checks for steel rivets in shear and pullout tension or their interaction as per the spanish MV 103 code vigent 1972 to 1995 and the last national structural code adressing expressly rivets. (Whatever codification of rivets must be subsumed as of now in UNE or ISO codes). As you see for single rivets a very easy and somewhat predictable check.

 

[ishvaaag]

Pullout tension is regarded suspiciously in rivets it seems; for aluminum structures pullout tension is not tabulated in Gaylord, Gaylord,Stallmeyer.

As per the spanish code quoted above typical load factors were 1.33 for dead and 1.5 for live so similar to US values.

 

[ishvaaag]

It is obvious that the pullout statement not considering the thckness itself of the plate is deficient in that, so caution must be taken wehn applying the MV 103 formulation to thin plates. The code was for structural members and plate and so thin thicknesses were not assumed.

 

[ishvaaag]

UBC 94 had tables for rivets, so maybe they have survived in IBC.

 

[ishvaaag]

The worksheet I made in haste for giving you the equations of MV 103 better would be divided in two worksheets with the same basic equations for 1 sole section in shear and 2, identifying all the intervening thicknesses for proper statement of the bearing capacity, that maybe somewhat misidentified by the sole statement at the worksheet. Anyway the equations for the respective limit strength and interaction stand but caring of what here I refer; particularly, for the 2 sections in shear there would be 2 bearing portions and one will control the design, but won't be just on thickness of the thinner plate, or need not be, if it is not the embedded plate.

 

[ishvaaag]

Here you have a more proper portrait for the case where rivet has 2 sections in shear per MV 103. The former sheet would be good for 1 section in shear by jus keeping the number of shear planes in 1.

 

[racookpe1978]

Why not test it to destruction - Seems like it will either fail by pullout (through) the hole(s) of the thin-gage metal, or shear failure in the rivet body, or "pull-off" of the rivet head from the shank?

Then apply a safety factor to get your design conditions. It appears you are trying to apply a "catalog" design condition to an application that is "non-catalog" ....