This main center beam is a w12x14, spanning 30 ft on a 1/12 pitch to center. It has an equally spaced load of approximately 1500 lbs on it from the roof. The plates that join the four members have 3/4" diameter bolts. My question is what would my deflection be with an additional 1000 lbs loaded at the center?
Thanks guys,
Rod

That is an MBS drawing. I can mimic it let you know after i load the frame for 1k of force at the peak. Give me a minute. I have a feeling it will fail as per MBS... But i will giv you a delflection.

Cool thx

assuming you have w12x14 columns and rafters, about 9/16" defelection at the peak.
I ran it with and without the load and the deflection is the same.

Ok. It will never have that much on it, but I hear 1/2" is as much deflection that is acceptable.

Glad i found this post, the inner nerd in me is excited about breaking out the AISC manual after work now, just for the hell of it.

It is a vertical connection with the connection plate extending beyond the top and bottom flange. It appears to have 8 bolts per connection at the peak and at each haunch connection.

work got s-l-o-w. here is a rough calculation, assuming A992 steel, and treating the apex bolted connection as a "fixed" connection, and calculating for max deflection at the center (essentially treating the member as one continuous beam). I did not include any wind load nor construction live load. I do not have much experience with this particular type of connection, and now i build roads, but was pretty dang close to your program, maxxis

Well when you add wind load and dead load of the roof framing and panels you get a touch more. Note at FULL wind load. Looks like we was close!

Can y'all stamp those calcs plz so i know who to blame when it falls on me. Lol

That type of figure'n always impressed the smack out of me !!!! Good Job fellers !!!!