I would recommend making a link and then rotating the link's local axis. That's the same process I followed in this post.
https://www.eng-tips.com/threads/batter-pile-foundations-example-resolving-lateral-demands-into-pile-reactions.491565/
The link can have the same properties as the...
@ElyasCivil
What version of ETABs are you running? I tried on v22..0.0 and was able to reproduce the error.
Image of the functional load case.
Before:
After:
Error:
I would submit a ticket on this to CSI.
Did you manually apply that load to the joint under seismic Y? The double arrow head in your image means that is a twisting moment (Mz), not a vertical load.
That function returns all of the spandrel forces in the whole project, you would have to do some post processing to edit down the spandrel data to a per level/per spandrel result.
It is helpful to think of "ref" as what is returned from the function, anything with the "ref" keyword is output...
One thing to try, select the shell, then go to the wall auto mesh option, and uncheck "add restraint on edge if corners have restraint" as you showed in your image, but then hit apply with the shells selected.
Maybe it was initially made with that check box selected?
Seems by default, any...
There is a horizontal component of the axial force in the battered pile with no moment, just downward load. The axial forces from the battered piles results in axial load in the pile cap.
Pile reactions
Axial load in pile cap:
S&T
The go to paper on anchor reinforcing in concrete says that you can ignore concrete pryout failures for embedments deeper than 12*Ø. Any chance you can get longer embedments from your PEMB to meet this guidance? 12*1 1/4 = 15, not too bad...
Not many of the API functions have examples written with python as one of the examples, but it's generally not too hard to piece together what to throw in there given the VBA/C# example code.
There is some boiler plate python code at the beginning of the API documentation now as well.
S&T
Have you tried through database table methods?
Generally, if you can access a table through the GUI, you should be able to programmatically access it through database table methods.
My github has a few examples of interacting with database tables...
Post some screen shots Olivaw, maybe we can pinpoint some of the issues.
Some things that come to mind:
Shearwall stiffnesses, for a 10 story tall building, short skinny walls likely wont abide by just ratio'ing lengths of shearwalls to determine shear loads. Flexural stiffness will dominate...
Based on this, it feels like the whole idea of one way shear reinforcing in a two way flat plate would likely go away. Principal shears would be conically radiating from interior column, right?
Essentially you would extend your punching shear reinforcing out to capture all principal shears and...
Ok, after much thought, I think I have proved to myself, there is no "double counting" in load (note I am still in camp, non-additive, but no doubling of load). Merely accounting for 100% of the load in each direction.
Consider a beam and girder system with 150psf of loading as used in the...
@Rapt @KootK, I value your opinions, what do you say to additive or non-additive steel reinforcing at overlapping one way slab strips?
Ignore punching, ignore concrete thickness, your slab needs one way shear reinforcing at overlapping orthogonal strips, do you add the reinforcing or do you...
Yes, pretty much the same exact results. 2ft max meshing yields this:
A finer mesh 1ft max meshing yields this:
The biaxial (why didn't they call this bi-directional) shear in columns paper you linked, I guess I could see a parallel to it with slab strip shears, but again, the shears in...
Have you checked out 318-19? Where I work, it has been adopted and it’s a bit ugly. Not all slabs need one-way shear reinforcing, but many heavily loaded ones do.
I agree that a 3D FEM model integrates the strip stress to yield a strip design force. As I see it, though, the strip is a...
Hardbutmild,
I completely agree, if you were to do this through a space truss type analysis, you absolutely must design the vertical element for what ever forces appear through analysis.
What I was trying to get at, when we design for one way shear with our typical design strips in concrete...
I just ran into this recently as well mrzift, curious if the shear reinforcing was in (2) strips was additive or not. Great question, thanks for spawning the thread.
With the recent changes to ACI 318-19, I think shear reinforcing in heavily loaded (2) ways slabs and mat foundations is going to...
Hey, I'm fine with battered piles as long as the person designing them acknowledges there's a little more to it than "these are here for lateral resistance" [infinity]
S&T
