NoviceConnMan
Structural
- Jan 31, 2013
- 2
Dear All:
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.
Thank you for your time.
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.
Thank you for your time.
