Flange bending loads on angle bars 1

[sailfaiz]

I am wondering if there is information available that can give flange bending loads for a variety of agnle bars. I am designing foundations for equipment that need to be shock qualified and besides simply doing bending moment and shear calculations, I need to know wether the flange will bend based on how the equipment in attached to the foundation. I do not want to build an FE model and derive my own "max allowable load" table for different boudary conditions and scatling because i'm thinking this kind of stuff has already been done and standards should be available somewhere. any help?

 

[hokie66]

sailfaiz,
Your question is not very clear, so instead of trying to answer, I will try to help you clarify.

Angles don't have flanges, they have two legs.

I think you may be asking about plate bending of the legs perpendicular to the axis of the angle due to anchorage forces. Correct? A description of the intended anchor rods, etc would help. Are the angles continuous or in discrete pieces?

Any chance of a sketch?

 

[sailfaiz]

thanks for your response, I have attached a PDF of the boudary conditions, and an example of the kinds of filure modes in a sample foundation calc i am looking at. basically in the example, if you look at the foundation in the vertical case, u will see the flange bending, that is the failure mode i am trying to determine, ie is there a set standards for various angle bars with predetermined loads that will cause yield?

 

[sailfaiz]

let me know if you can view the pdf, i thought i attached a document, but i am not sure if it worked

 

[rowingengineer]

nothing as of yet

Arguing with an engineer is like wrestling with a pig in mud. After a while you realize that they like it

 

[sailfaiz]

here you go

 

[BAretired]

Let's look first at the simplest example, namely Case 1.

k = 0.75. What is k?

The moment diagram seems clear if L is the distance from bolt to heel. The effective width resisting the moment is not clear. Maybe that is where k comes in.

The shape of the deflection curve maybe correct if the heel is fixed. If the heel is not fixed, the rotation will not be zero and deflections will be much larger. Again, the effective width of angle leg is not clear.

In the sixth column, k = 1.5 for a bracket and 0.5 for an edge condition. What happened to the 0.75 value in Column 2? How is k applied?

In the last column, Note 3. makes no sense to me. How do you "drive a moment diagram"? The bolt has no stiffness. It provides only a concentrated load P.

Exact stresses and deflections could be predicted if the effective width of angle leg is known. It is not, so the engineer has to use judgment. Similar comments apply to the many other cases you have included.

BA

 

[ishvaaag]

You seem to be looking for some modern counterpart of the design and checks furnished in your pdf. I think it an unlikely find in the web since quite fitted to some particular way of looking at support of machines, palets or whatever. Any collection of designs is only furnished after a detailed examination of the cases to be included, and quite likely by someone quite familiarized with the problem at hand; one can provide stands for machines in whatever the way one can imagine, with lots of structural products, so if you find something it is likely quite specific. So the only way we might help in your search is if you are very specific in the scope of the kinds of support you are searching for, then maybe there's some table somewhere, othewise anything we find will be just useful for some particular way of supporting the machine at hand.

some examples of specific lines

http://www.machinesupport.com/downloads/MSFOL-VIBUK.pdf

http://www.vibrodynamics.com/english/pdf/literature/LIT-9-26.pdf