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  1. sticksandtriangles

    Truss Roof – Joint Force Imbalance Due to TRP Plate Modeling

    Can you post some screen shots of what you are dealing with? Maybe some quick math for the unbalance that you are seeing as well? Does the unbalance "balance" out with section cuts through both the truss and the TRP sheet? In general, even though a "low" in plane stiffness modifier has been...
  2. sticksandtriangles

    Internal Gusset Plate Forces

    Ah thank you! So this is the complete FBD of the gusset, with uniform shear and axial/moment acting along edge A-A? From here the forces on section cut B-B make more sense.
  3. sticksandtriangles

    Internal Gusset Plate Forces

    I am reviewing Design Guide 29, vertical bracing connections, and was struggling to understand the derivation of the internal gusset plate forces. The images from the design guide are shown below. The force determination on section A-A, I understand and feel comfortable with. I get lost...
  4. sticksandtriangles

    ETABS API Getting Frame Forces

    Have you tried accessing the data through the database tables? Anything that is available to you through the database tables is available to you through the API. Seems like this is the new way CSI is pushing their API and exposing new functions. Below is an example of output from a non-linear...
  5. sticksandtriangles

    ETABS API Getting Frame Forces

    If you have one model where it works and one where it doesn't you should be able to do a bit of trouble shooting. What's the difference between the two models? Do both models run to completion with full results available or does one fail and become unstable. Usually you can pinpoint some of the...
  6. sticksandtriangles

    AI Photo / Caption Tool for Site Inspections

    It's no AI, but I've got some python code that will take a folder of photos and output pages of PDFs with the named photos named based on the .jpg or .png file name like shown below: https://github.com/retug/Structural_Engineering/blob/main/ImagestoPDF/ImageToPDF.py You could pretty easily...
  7. sticksandtriangles

    Sap API question, Are the parameter dimensions in SapModel.File.NewSolidBlock (3,3,1) capped at inches?

    This code is working for me: import comtypes.client import math import matplotlib.pyplot as plt #boiler plate code to attach to the SAP model SapObject=comtypes.client.GetActiveObject("CSI.SAP2000.API.SapObject") SapModel = SapObject.SapModel #units = 1 #this is for lbs, inch, units = 6...
  8. sticksandtriangles

    Bi-axial bending chart - concrete column

    I believe most people will plot a point in 3d space, at P, Mx, My for a given neutral axis angle. No need to find the point where they cross, just plot (P, Mx, My) In the gif below, each point on this 3d plot is for a given neutral axis angle of 45 degress.
  9. sticksandtriangles

    ETABS API - Extract internal joint displacement

    This code did the trick for me: x = SapModel.Results.Setup.DeselectAllCasesAndCombosForOutput() loadName = "Dead" x = SapModel.Results.Setup.SetCaseSelectedForOutput(loadName) z = SapModel.Results.JointDisplAbs('~64', 1) print(z)
  10. sticksandtriangles

    Editing Safe $sf file

    I have never played with editting the $sf file before. You likely could achieve changing point loads to area loads with the SAFE api or maybe even with database tables.
  11. sticksandtriangles

    Two Way Shear - vs in Thick Elements

    For arguments sake, let's say yes. Technically if you continued the area reinforcing in all directions, option 2 would be even better. I just want to focus on the first critical perimeter for now.
  12. sticksandtriangles

    Two Way Shear - vs in Thick Elements

    Thanks for that, I was aware of this after watching the Bondy video on punching. I was thinking @bookowski might have something not listed in code
  13. sticksandtriangles

    Two Way Shear - vs in Thick Elements

    Ok, thanks everyone. Sounds like option 1 is standard in most places. Clearly option 2 provides some benefit to the punching shear, but quantitively let's try to put a number to it. I believe that ACI is trying to figure out the total numbers of bars that cross the failure plane as shown in...
  14. sticksandtriangles

    Two Way Shear - vs in Thick Elements

    ...trying to deal with punching shear on thick concrete elements. I worked the ACI equations for punching shear and I needed (32) #5, bars, (8) legs*4 sides, at my critical perimeter, at a spacing of 6"oc. Traditional examples of punching shear reinforcing always show this thin flat slabs...
  15. sticksandtriangles

    ETABS (22) API Section Cut Forces

    Ah, helps if I could read. Definitely seems like a bug/feature missing from the ETABs API. Please reach out to them and let them know, this will be helpful for the section cutter tool I hope to be working on in the future.
  16. sticksandtriangles

    ETABS (22) API Section Cut Forces

    I just checked in ETABs, and I do not see a results.setup.sectioncutselectedforoutput in the api documentation. Title of the post makes me think of ETABs, but then you mention SAP200. Also in ETABs, I do not see an option to turn off results for any section cut, seems like you would always want...
  17. sticksandtriangles

    SAP2000 Quick Plots

    Is this for calc package creation Brad? Lots of times I rip data out of the API to automate graphs and plots outside of ETABs. The plot below ripped out frame location data and forces to make the 3d plot.
  18. sticksandtriangles

    SAP2000 Quick Plots

    You most certainly can get all the forces in a frame elements and the corresponding load combinations.
  19. sticksandtriangles

    SAP2000 Quick Plots

    From an API perspective, I don't think there is a current way to get the named views. I do not see any API functions to work with named views, even in the database tables. You can get the model name with the API though: SapModel = ETABSObject.SapModel #Get the filename of the ETABs model...
  20. sticksandtriangles

    Out of plane moment (lateral force)

    Let me know if I understand your question correctly. You broke down you moment 24.86 kip*ft into a tension compression force of 1.65 kip. Do you need to consider the 24.86 kip*ft any more? If this is correct, then no, you do not need to consider the 24.86 kip*ft any more for the design of the...

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