Effective Plate Width
Effective Plate Width
(OP)
Good day Everybody,
I am writing concerning with effective plate width. As shown in the attachment a plate in 10 mm thickness is simply supported by two sides. Load is applied through 4 rectangular upper plates which are not welded or fixed onto the main plate. For section modulus the effective plate width has to be defined which i think can be defined with 45 deg method.
What are your thoughts?
P.S. For sure,the most easiest method is FEA but checker is not much familiar with the fea thing :)
Thanks
I am writing concerning with effective plate width. As shown in the attachment a plate in 10 mm thickness is simply supported by two sides. Load is applied through 4 rectangular upper plates which are not welded or fixed onto the main plate. For section modulus the effective plate width has to be defined which i think can be defined with 45 deg method.
What are your thoughts?
P.S. For sure,the most easiest method is FEA but checker is not much familiar with the fea thing :)
Thanks






RE: Effective Plate Width
RE: Effective Plate Width
BA
RE: Effective Plate Width
I have already run a FEA and effective width shown on previous attachment is somewhere coincides with FEA result but deflection turns up differently around 4-5 mm.
RE: Effective Plate Width
There is an old book by Omer Blodgett called Design of Welded Structures from the Lincoln Arc Welding Foundation that has a lot of good info on steel design. Section 6.6-6 has an equation where the effective width is taken as 12t.
We have assumed a 6t limit on either side of a point load for cases where the load is near an edge of the plate in bending.
My copy of the Blodgett book was published in 1966 probably before there were many FEA computer programs out in the real world.
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RE: Effective Plate Width
Or, is there a structure or component with 4 rectangular legs resting on the 10 mm plate spanning the I beams?
RE: Effective Plate Width
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