That’s very fair. Though I probably won’t see this kind of load in my projects. Most of the lowest floor stud in my project is at 6-7 kips and built-up post by stair at 15-16 kips.
For #1, the top of columns and top track should already be connected by screws on front and back sides as shown on your sketch. The 1 angle I showed was to connect beam to column.
For #2, I agree with you, I will reconsider this on my design, but for most of my projects, I do not see a that big...
My pleasure to give back to this community.
I see a total of 8 angles by the side of the boxed beam that are trying to secure the beam at its location with column and concrete slab on metal decking. Is there a reason why you do that? To create some kind of fixed connection?
This is a 4-story building with a penthouse, I have to limit the unbraced length of the column at its weak axis.
Thanks! This is close to what I imagined. Any reason you use welds at the bottom flange with a track instead of bolts with a plate? Money?
XR250,
The beam is connected to the column at one end, and the other end is sitting on top of the load-bearing cfs wall. Please see the sketch below.
I was also wondering if I could get away with replacing this beam with a double c box girder and consider the column restrained at that level.
driftLimiter,
I have been avoiding the steel to cfs wall connection until now. But the client is pretty adamant about keeping them all cfs studs.
Thanks for the reference.
I will try to convince him again and see how that goes.
Hi all,
Does anyone have connection details of the I-beam supported by the load-bearing CFS wall?
The end reaction is very minimal in this case. My initial thought is to have a built-up post using 3 or 4 studs, a top plate over the post and welded to the post, I beam on top of the top plate...
If the diesel generator is not moving due to some vertical movement, I would say you are fine without going down the frost line.
Or you could provide the rigid insulation in accordance with ASCE 32.
Check out the IBC Section 1809.5.
Kootk, thanks for the sketch, and I agree with you. I thought about that when I asked about the support conditions. This is a residential building in NYC, a typical 20' width building.
Currently, the main load is the CMU wall itself and the window dead weights. The beam size is at W12x30 now...
Hi Kootk, unfortunately, the contractor is up to the 3rd floor now and the client wants this to happen so they could have a huge corner window like the one below.
I was just informed of this yesterday, so I have to come up with a solution to control the damages. I have told the contractor to...
I am happy to include the missing information.
The 7'-0" wall is one of the shear wall which will deal with the in-plane loads itself with rebar. Rebar will run through the beam flanges to reach the development length.
The cantilever beam is only at the and 4th floor, the lower floor has longer...
Thanks for your response. That is exactly what I needed!
My original design is to have anchorages only at the two ends of the 7'-0" wall. however, I do have a load bearing above the beam as well (this is 8" fully grouted CMU wall, 11'-3" per floor, 45'-0" height in total, so this weight is not...
Hi all,
I would like to know how would you assume the supports of the steel edge beam in the following situation (Ignore all the loadings for now):
Beam left end pocketed in load bearing wall, right end is free, a 7'-0" of load bearing wall as intermediate support.
Can someone point to the...
Thank you! I did read about this literature a while ago and it never crossed my mind of imagining it in mirror views.
Now it is making a lot of senses to me.
Hi all,
Long time lurker here and happy to finally decided to join the forum.
I am currently involved in a townhouse alteration in NYC and I have to design the lateral force resisting systems based on the architectural plans. This building is approximately 20'W x 50'L x 40'H (typical...
