Hello,
I am working on a multi-story, all concrete structure that I've modeled using plates in RISA 3D. I'm at the point where I need to apply my lateral loading and I'm unsure of the best approach to capture the diaphragm action of the concrete floors. Specifically for seismic, I know I can...
It's a high seismic zone so there is a decent moment at the bottom of the slab that the pile-cap connection will see. That's why our main concern is whether or not it can develop the bar's full tensile capacity.
Thanks for the reply Dik.
Is there nothing else that should be considered when splaying out the prestressing strands beyond achieving their development length? Our concern is that when they crush the concrete to expose the strands, that some slippage might occur, causing the PCPS pile to lose...
I have a situation where we want to reuse existing precast prestressed piles below our new structure. The thought is that we can just crunch off the concrete on the top x' of the pile, exposing the strands, and splay them out whatever their development length is in order to develop their full...
Thanks for the response dhengr.
Why is that the case though? And is that documented anywhere other than the Steelwise article I mentioned?
What would you consider to be a practical solution? In my particular case, I am analyzing the brace for both axial and flexural loads and it fails in...
What are the current thoughts on calculations for horizontal braces that are offset some vertical distance below the main beam top of steel (say 3")?
AISC Steelwise says that the moment induced in the brace due to the eccentricity between the brace centroid and the beam centroid can usually be...
Do you have a code reference for that? Or is that more of a general rule?
I've seen code stipulations of H/100 to H/600 for story and inter-story and H/400 to H/600 for cladding and materials. But haven't been able to find anything for human perception really.
I have a concentrically braced frame, steel, stair tower, with approximate plan dimensions of 24'x9' and an approximate height of 50'. This is an industrial application, where the tower is being used to access a bridge between two tanks for general maintenance. What is an appropriate lateral...
Here is the answer from ACI SP-66, which is the reinforcement detailing manual.http://files.engineering.com/getfile.aspx?folder=6a9822c5-2fa9-4ef4-a9f0-3f28d107fbf8&file=Capture.PNG.pdf
JAE,
I guess my point in saying that was to say that, assuming there is some sort of dowels coming up from the already poured footing into the wall, and you roughen the surface and pour your wall, maybe they will act as one system enough for the concrete below the joint to act as the cover for...
JAE,
I agree that you should have something. It just doesn't seem to make sense that you would place the rebar directly on the joint, but as you said, ACI doesn't address this case. Section 7.6.2 that you referenced is specifically for spacing between bars. I guess it's to your point that you...
See attached picture. Is there a minimum cover from the top of a footing or slab to the bottom transverse bars of a wall, just above the construction joint?
Thanks in advance!http://files.engineering.com/getfile.aspx?folder=ca782a31-f63c-4e8d-817f-db21d2b3bd6b&file=eng-tips.pdf
As you have probably realized by reading everyone else's responses, there is not much of an industry standard and you will likely see any of the ones you listed.
I currently work with municipalities and we almost always use the local datum values, though I'm sure there are companies in our...
Ok, so my original assumption "Is it simply to provide resisting moment on the opposite side as to bring the resultant moment at that location closer to zero and minimize torque at the main supporting beam?" is basically correct. Thank y'all for responding.
And thanks BAretired and...
EngineeringEric,
I'd have to go back in and look at what exactly it left out. And it may have changed, since the last time I checked it (about 2 years ago). All I remember was that it was a concrete breakout check.
winelandv,
Would you be opposed to sending me the excel file you've created for...
JAE,
I don't think I understand your question. Maybe I should clarify mine.
I have a main beam (B1) that is simply supported on each end. A beam (B2) is cantilevered off of one side of the main beam (B1) to pick up a hanging load that couldn't be located directly below the main beam (B1)...
Does anyone know of any good (and free!) cast-in-place anchor calculation templates and/or programs? I'm looking for applications in both piers and in slab on grade. Hilti's PROFIS Anchor program seams to leave out some breakout checks and I'm not sure how Powers PDA program holds up.
When you are providing a moment connection for a cantilever beam that is supported by a main supporting beam, what is the reason for providing a beam with a moment connection on the other side of the main supporting beam, in the same location as the cantilever, even though the additional moment...
