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Coped Beam Section - Doubler Plate Design

Coped Beam Section - Doubler Plate Design

Coped Beam Section - Doubler Plate Design

(OP)
Dear All:

First of all my apologies as I happen to first post this question on an other forum and on second thoughts thought this might be the correct one to post in.I apologize if I have made some of you mad as I have posted the same question twice. Part of the reason is I am kinda desperate and hence this duplication. That aside the question I had ...
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Got a question regarding doubler plate design at a coped beam section subjected to shear loads. I have two questions:

1) How does one take into account that the doubler plate is a 36 ksi steel vs the 50 ksi steel beam? I would think that this would be a straight forward equation:

Sreq = (Ra - Rn_coped/omega) x eccentricity/36 ksi

Any issues with that?

2) How does one check the welds that connect the doubler plate to the web of the beam once you pick a size? I feel as long as I provide a weld all around that is 1/16" less than the thickness of the doubler plate and extend it beyond the coped section per recommendations of AISC I will be covered. I know I will be safe but might be using a lot of weld; much more than required.

I am looking at the AISC 13th edition example II.A-6 - Condition C which is an example of the above scenario. Unfortunately, it doesn't cover either of the issues above and hence the request.
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Thank you for your time.

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