OK, here is my diagram. Is this right?
I had to attach it as a file.
https://files.engineering.com/getfile.aspx?folder=e57fdfbf-a5b7-439d-815f-b1a17bd42ce1&file=forces.png
Seismic is category B. Based on that example the collector is taking the 0.219k/ft * 120ft = 26.28k/(.9*60ksi) = 0.48in2 of reinforcement steel? I don't know why but it seems excessive to me, then again i dont have any experience with this...
WARose and Edub24; Do those books have examples...
Yes, nherp seismic design technical brief no. 3, second edition. https://nvlpubs.nist.gov/nistpubs/gcr/2016/NIST.GCR.16-917-42.pdf I have searched google for everything i could find. I'm just not getting it.
I'm trying to design the required reinforcing steel around a cast in place diaphragm opening. I used the reinforced concrete design handbook, SP-17(14) for the chord steel, it does not tell you how to design the collector steel at the opening. The only example I've been able to find is this one...
