Recent content by SeanTee

The original member is a C12x20.7 and I'm adding a HSS5x2.5x.25. The load is transferred to the end of the cantilever as a shear. Its a LL deflection (bouncy feeling deck) and still under construction so no worries about locking deflections. I found the AISC reference as J3.5 (2012). I saw...

I'm trying to reduce the deflection in an already installed steel member by welding another member to the top. If I calculate my spacing based on shear flow I find that need 1" of 1/4" fillet every 60". I'm assuming that to created the rigid member I desire I will need to do welds more often...

Yep thermal bridging was the reason. Are there some kind of plastic/FRP/etc. plates that are rigid and can transfer forced that are made to prevent thermal bridging? I guess you would still have steel bolts going through and creating a bridge. I also like KootK's sketch with the GRKs but with...

1)It's a fancy house that is mostly windows. 2)its in the Appalachians near Boone. 150 mph wind zone kzt=2.11. 3) one story. 4) alot of light frame with some post and beam and steel worked in where required.

Is there a way to quantify the rotational stiffness of the bolted connection or is it just related to the relative "play" in oversized holes. What if instead of bolting to the flitch I had some angles shop welded to the flitch that were then field bolted to a top plate on the post? That seams...

That's the idea. By the way if it wasn't obvious I'm an EIT, and I appreciate that you are taking time with this.

Its both gravity and uplift. Its a rafter that will be fully laterally supported on the top and bottom from 2x roof purlins and celling joists. There aren't many walls to speak off that can provide shear capacity so I'm trying to get some moment capacity out of the connection. That's how the...

The beam extends beyond the post for a large cantilevered overhang. That is why I didn't think that cutting it back would work. I also was trying to understand how the connection worked, which was why I brought Styrofoam into the picture. It will be connected to the top of a steel column.

dhenger: I like that idea I'm going to give that a go and see if Architect and builder will go for it. Thanks!

I think I understand now. That TR12 really helps to visualize what is happening for the different limit states, and doing a calculation for the bolt acting as a beam gives me the comparison I was looking for. Thank you!

How would you calculate the capacity of a similar connection but instead of wood you had Styrofoam?

Sorry I don't think I gave a good description of my system. I have a beam made up of (2) 1.75" LVL with a 3/8" flitch plate sandwiched in the middle. That beam is connecting to a steel U bracket made up with 1/2" steel. Wouldn't the flitch plate make it so that I could get a greater capacity...

I have a U bracket connecting to a flitch plate with bolts and I'm trying to understand what my bolt capacity will be. To me it seams that I cant just use a standard shear capacity because the steel members are separated by 1.75" wood members. I haven't been able to find any guidance on this...

Thanks Aesur, I read though that commentary and it does clarify some things, however it didn't seam to address my confusion directly. Suppose you have a building that is on a steep slope and has a clearing for 500' in front of it. If you look downhill you see the trees 500' away but if you...

I have been trying to understand how ASCE 7 wind exposure categories work in inland mountain regions. I guess my main question is do upwind obstructions refer to obstructions along the lay of the land or looking out horizontally from the building. If there is a building high on a wooded...