Have you considered playing with your concrete strength? Depending on what your starting f'c is, a 500 or even 1000 psi increase can be had fairly inexpensively compared to cost of rails or shear reinforcing (especially when you start considering not just direct cost but submittals, proprietary...
I don't think that's an assumption that can automatically be made. Just because a wall is "fully in compression" doesn't mean it's in a low seismic DESIGN CATEGORY, it just means is lightly stressed for overturning. There are plenty of walls with a low height-to-length ratio even in high seismic...
Totally agree with you there... That's the "normal" approach. The only reason I got on this path is I had a long skinny diaphragm deflecting a lot more than seemed acceptable so we got into "what's acceptable?" and "what else is working for us?". Never got into this before, but never ran a...
Thanks for the link Deker... this describes my situation exactly and gives a good example in section 6.4 of how to evaluate it that is very easy to follow and looks like it will give reasonable results for an allowable deflection.
Thanks to everyone for weighing in...I believe a good summary of the consensus is that:
1. Diaphragm deflection components are not included in story drift limits
2. Diaphragm deflections obviously have to be considered in issues regarding property line, building separation, etc.
3. The main...
Romit: Can you clarify... is the wall retaining soil? Just trying to understand the shear/moment diagrams.
Like JAE, I'm not a fan of #9 bars especially in 8" CMU... MAYBE if you have 12"+ CMU. But if you can do #9 at 16" oc, I'd rather have #7 at 8" oc.
Several possible options I've had to...
You slide your girder truss a bit south and connect it with the Simpson DSC (remember you'll want this common truss to be the same length as the ones to the left). You connect the common truss with just a strap on the bottom of the truss using either a cut coil strap like a CS16 or a pre-cut...
retired13:
Just to be clear I am correctly understanding the graphic. Here's my understanding of your three dimensions:
d1 = how far the columns move story-to-story (column here could be shearwall deflection also). The technical term I would have previously used to describe this would probably...
That's really complicated when you consider the deflection compatibility and that the two beams have different loading and slope/deflection curve shapes.
Beam 1 wants to deflect in the middle while Beam 2 wants to deflect closer to the point load. The slab wants them to deflect the exact same...
I'll go ahead and start the arguments for/against but would still like for others to weigh in:
Arguments FOR including the diaphragm deflection
[ol 1]
ASCE 7-16 11.2 definition: "STORY DRIFT: The horizontal deflection at the top of the story relative to the bottom of the story as determined in...
We're having a discussion among several very experienced engineers in our office and now we're more bewildered that it has taken us this long to realize we have multiple definitions for the same term: STORY DRIFT. We're in seismic country so we have code-required drift limits.
ASCE 7-16 section...
Sadly, it's often perceived as even the opposite. From a developer's perspective, I can hire hire "Firm A+" that does an amazing job and has the best reputation in town, or "Firm D-", who is often a one-man show with no overhead and starving for work (sorry, I know it's unfair to classify all...
I take that to mean that when you're "determining" (deciding) if a brace is in tension or compression, you ignore the gravity loads and only consider the seismic. That's mostly just deciding it in your head I believe for deciding which provisions apply... For example, if the brace is in tension...
I should note we usually detail it as Eric describes - double 2x or possibly a single 3x vertical member that we count on for the sheathing attachment, then use welded threaded studs or the Simpson screws he mentions for attachment to the steel column. If the sheathing continues over the steel...
I've used a wood shearwall with a steel column as a boundary element a number of ties. You seem to have a handle on the issues in play.
The only other issue I would ask - is this for seismic loads too? Because for your clerestory portion, I would define those steel columns as cantilever...
I suspect with the end plate/stem design might relate to concerns over evaluating the bending of the end plate, especially for local stress concentrations. Most of the other designs you allude to have a more direct load path / uniform sharing of stress that's easy to calculate by hand.
Yes of course you can use that weight in the proper load combination (e.g., 0.6D + W/E)... as long as you can justify the load path works for the concerns WARose mentioned.
A couple of thoughts:
1. I'd definitely want to check the combined shear and bending on the shear plate, not just each one independently. I'd probably use a von Mises type stress combination just to make sure I the utilization was as low as I thought.
2. What type of bolted connection are you...
This has been a repeated question over and over on this forum. I've never seen an answer I felt "solid" about using though I've gotten some good advice on how to approach it. Today, I believe I have stumbled upon a "source" that can be used for these types of "through bolt" type problems in the...
