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BAretired, Many thanks for taking the time to do all these calcs. You REALLY helped me out (my first time analyzing an old bar joist with a PC model). With these hand calcs I was able to figure out what was wrong with the computer model. That's why I always prefer to run hand calculations over...

BAretired... Thanks a lot for your insights !!! What is your exact refeence to look for Cr/A=149Mpa ???

Thanks again BAretired. My concern (or confusion) is that the program tells me that the bottom chord compressive stress exceeds F'e (Euler Buckling). I am rechecking the computer model, which is basically a truss type joist with pinned ends everywhere. I placed vertical rollers in three nodes...

Thanks BAretired and SteelPE for your responses. I was asking about how appropiate would be to assume K sligthly less than one 1. They could provide bridging spaced at either 3' or 4'-6". My calcs using K=1 give me the calculated spacing at 3'-11". The real problem is that the bottom chord is...

Oops) my mistake... I meant High-Velocity Hurricane Zones (HVHZ)

I have been asked to verify the structural stability for a 40-year-old bar joist in the Miami area. I am analyzing the roof joist using a computer model based on measurements taken in the field. The bottom chord is a double bar (3/4” dia each), the 28”-9” long top cord is a 2L 2x2x1/4, and the...

Thanks a lo for your responses! GeoPavetraffic, this situation occurs right at the entrance (intake) to the pump station where the canal ends. How that would affect? Cvg, I didn't quite understand where you are suggesting the concrete apron. Could you please develop a little bit more?

I am currently designing 4 wingwalls for a canal approaching a pump station. The wingwalls are 24 feet deep with 35 feet embedment. The bottom of the canal needs to have two different elevations which will be provided by installing sheet pile retaining walls. That change of elevation is 35 feet...