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Yeah this is more for four/five over one apartment buildings

jerseyshore - Yeah landing on the curb with two bolts and no pier is an option if there's not much load in the columns. Sometimes these are columns picking up several floors of load though and I feel better having four anchors and an actual pier in those cases. Regarding a bump out in the...

In the last two years I've started to do a lot more residential, both steel and wood frame. One situation I keep running into is having an HSS column within an exterior stud wall (sometimes the studs are load bearing, sometimes not) at the request of the architect. When you get down to the...

Thanks for the input KootK. I'll try to circle back with the Girder-Slab engineer and discuss my concerns, and see if he has any formal explanation/confirmation of the non-composite capacity. -Ed

@KootK I think you may be talking about Delta beam re: closed shapes. It's confusing because Girder-Slab refers to their beams as "D-Beams" for whatever reason. These are open sections. Definitely hear you with regards to sequencing and limiting torsion, already had a few discussions about it...

Hello all, Currently working on my first Girder-Slab project. For those of you unfamiliar, the general concept is that you have hollow core precast planks bearing on "D-Beams", steel beams formed from the bottom half of a castellated beam + a top flange plate, with a grouting/reinforcing layout...

As noted by phamENG, you already are essentially creating a moment frame. The columns are acting as bending between the bottom beam of your cross bracing and the ground. The cross bracing essentially acts as a very deep beam in a moment frame. As said by the others, I would look and see if a...

Thank you both for your quick responses. Teguci, the suggestion to fully utilize the two layers to limit the amount of reinforcement in one is appreciated, and I'll take it under consideration, and KootK thanks for your input. I feel that I will end up going with the CRSI method, since as...

Hello all, We're working on a project using 240k capacity piles, in groups of 2 through 6. Pile diam = 18", spaced 27" O.C. typically. I've done my design using 3D strut-and-tie models, using tie forces to size the bottom reinforcing bars, and using normal one-way (never governs due to all...

Thank you all for the advice. Still getting a feel for what's standard practice. -Ed

Right, there is a net moment, which then goes into the column itself and is resolved down at the base plate. What I'm concerned with is checking the buckling limit of a web loaded with two different axial loads coming from two different flange...

I'm currently working on a bolted flange plate moment connection for a single story parking garage. I'm just out of college so I've been cutting my teeth with this connection; it's the first time I've had extensive experience with any real connection design, actually. We were originally were...