Recent content by reverbz

Hey Guys, I have a job I'm working on which is a long rectangular building. I am using open web steel joist connected to CMU walls. I have metal deck perpendicular to the joists and am wondering how drainage is dealt with when the deck is perpendicular to the short direction. Wouldn't water...

Hey Guys, Designing a job with open web steel joists for the first time(as you may have seen from a previous post) and was wondering how you handle a couple things on mechanical unit support. Do you call out the joists supporting these as girders no matter what the weight of the mechanical unit...

Hey Guys, What typical metal deck connections do you use for K-joist? I haven't worked with these before. also bonus question if you're feeling generous: How do you detail mechanical openings? Angles to girder joists? How do you fasten them? Thank you!

@XR250 No it will be trusses with flat ceiling

Hey Guys, so basically my question is the above. Do you consider the height of the shearwall the full height of the pitch? Or just up to the gable end? Can be difficult to get the aspect ratio to work if you go up to the full pitch.

Hey guys, I have a steel I beam meeting a continuous perpendicular steel I beam at a steel HSS column detail on a residential job I'm drawing up. Just wondering what you residential folks thing is best in this scenario. I'm leaning a metal plate on top of the column the beam can sit on and be...

Hey Guys, I'm noticing I'm having alot of sliding on a basement wall design. Are footing keys pretty typical for these? Thank you!

Thanks guys, I definitely like the ideas. That skewed member idea is a good trick @XR250

Hey Guys, I have a wood corner beam coming into a column with a beam ea. side. I'm thinking of doing something like this with a "U" plate saddle welded to angles acting as top flange hangers. Is this weld doable? Is there much strength in it? Do you see a better option for the connection? I'm...

Hey Guys, In IBC equation 1807.3.2.1 is the lateral force factored? Or is it nominal? I've been treating it as nominal but would like to confirm. Thank you!

1. We offer 4 days at home and 1 day in office. My previous 2 firms were fully remote. Not really on the hours though you must be available for contact during business hours(up to say 3 PM). 2. No limit 3. Not applicable

@lexpatrie not that I've been able to find so far. 4' wide, 12" web 2" flange tee.

I know it sounds funny but can I just analyze a precast double tee system as a single tee x2? The reason I'm asking is Enercalc only has the capability to analyize a single tee section and I just want to make sure there's not something I'm missing. Thank you!

@human909 Yes that is what I would be interested in. I'm sure he's correct that it's checking that the plate is thick enough to not yield, but can someone point me in the right direction for how to check that?

Hey guys, How do you confirm your column base connection is a moment connection? With the anchors obviously it's just ensuring they can handle the loads but for your baseplate how do you know if it's enough thickness to be considered fixed? Thank you!