Recent content by reverbz

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!

I understand it's not ideal in theory. To help with this, I'm having them jack up the joists 1/8" during the repair to help with the slip issue. I still think this is practical and justifiable. I'll think it through a bit more but I believe I've seen similar repairs before( I get it that doesn't...

Interesting approach. In this case, the chord is the only part notched and it isn't interfering with the connection to the web. I'm also planning to have them jack up the joists 1/8" while they install to help with the slip issue. Just out of curiosity: what would you pack it with? I like the...

I don't see anything in that resource about logs @jhnblgr

Hey Guys, I am trying to detail a repair for wood I-joists where the top chord is partially notched. IS there a common fix for this? I'm thinking of sistering 2x's to develop the compression load through and then back into the member but would like to hear what other people have done. Thank you!

Hey Guys, I'm doing a design with wood logs and was wondering what wood grades/design values you have used when working with these? One idea I had was the timber pole values in the NDS but wasn't sure if that was accurate. I saw some guidance on here from 2005 but not sure those things are...