Ken, I hope you and all detailers are better at detailing steel projects than an engineer, because while that’s most of what a detailer does, that’s only a small part of an engineers job. It’s easy to sit back and blame a collective group for the errors of individuals, but realize that’s a...
I think what you are describing would be perfect for simple masonry ties, like what you would have with clay brick veneer. Weld those to the roof deck edge angle or steel beam above. Allows slip in plane of the wall and vertical deflection of the steel beam, but transfers out of plane load to...
I try to never use “to be”, because the subject doing the “to being” could be misinterpreted as someone else or the owner. “The column diameter is 650mm” is as clear and direct as I think you should be.
Shop drawing comments and rfi responses are virtually legally binding, so either use...
True, it seems to be cheaper in the long run to add the columns. Installing a large cantilever like that would require a good amount of shoring. With the propped cantilever approach, the columns can be guyed off in order to install the beams. That discomfort is a good thing. I would be more...
Hey KootK, AISI S211 Equation B2.2-1 includes a footnote stating the equation is only applicable for studs 0.0346 - 0.077 inches. If your stud is only 27 mil, then I would be want to check if it could still be applicable. Since you said the problem likely occurs at the top of the stud as well...
I started answering this two different times, but the more I think about it, the less confident I am in you being able to gather all of the information you would need to not drop columns 10-12 feet from the building. If your soils allow, drop in some pier foundations to limit excavation and...
I thought this would be a failed effort. I saw older posts about federal requirements fall on deaf ears. Disregarding the UFC requirements, does anyone know why a two bay structure would not qualify for the tie-force method?
The only reason I can think is maybe multiple bays are required to...
Section 3 of UFC 4-023-03 design of buildings for progressive collapse implies that the tie force method is not allowed for steel frames buildings with fewer than 4 bays of framing in each direction (i.e. Minimum 5 building grids with columns in each direction). Does anyone have another...
An R of 1.5 means the members remain essentially elastic, so there are not any inelastic demands on the connections, hence the omega = 1.
The Rho/redundancy equations are there to hedge bets in case overstress occurs in a frame due to structural irregularities. Overstrength and redundancy...
Use joint reinforcing at 16" on center and horizontals at at least 48" on center. Explain to the client that the number of openings is prohibitive to reducing the risk of cracking. Tell them you are designing to the latest best practices in the industry, but the risk of cracking, albeit small...
Looks like a strut. The details do look a little funny, but I can't say I've never had to detail a little funny, too, in order to make something work. My guess is the owner or contractor did not want any field welding and wanted as many shop assembled pieces. There are better ways.
KootK, I...
I would caution using any such list trying to identify the building codes of each country. The US doesn't even have uniform acceptance of the IBC. Each state enforces their own version, modifies the model code in their own way, and some states allow the local jurisdictions to determine which...
Yes, the post-installed bottom bar will transfer moment up until the point it yields. Was that the question?
Only by using slip dowels will you not transfer moment, but if you don't transfer moment in this case, you don't have stability in your new foundation extension unless you treat the...
