Recent content by YC611

It couldn't be since I believe all ASCE 7-16 wind load are in strength level. So if he's pulling the values from the tables, he needs to convert them back to ASD, for which he did not. And if the final values are converted to ASD, those values will still be less than the 10 psf required for...

I appreciate your help here! Perhaps others will be able to clarify it for me. I just cannot wrap my head around if they were mistakes, given that so many people praise this book. And why ASCE 7-16 doesn't shade the negative pressures in the table!

This is what I read as well. As the note mentioned, final values shall not be less than the 16 psf. And that the negative values were not shaded at all. For this, he actually got it from interpolating between the values in Figure 28.5-1. With hmean = 15.5 ft. I am not required to design in...

Hi all, I have recently picked up a copy of "Design of Wood Structures" by Breyer, and I saw something in the Example 2.10 that does not look right to me. The final inward pressures for some zones are less than 16 psf (which should be the minimum C&C wind pressure). So, I checked the ASCE...

I agree and I believe most still stick with ASD for masonry. Below is the screenshot of the strength illustration from the PE handbook.

The PE handbook has a section that gives those formulas.

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?

See below the details I typically use. The angle thickness and # of screws changes depending on the actual loading.

Thanks all for the great input! This is very me! Especially this is a residential project and I want things to be in their place.

Dik, I was more curious about the choice of top track above triple stud.

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.