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  1. CorporalToe

    How to implement hinge boundary condition in Opensees

    I am trying to simulate a frame where the beams are connected to the columns via hinges. I have it working as rigid connection but I do not know how to add releases for the moments.
  2. CorporalToe

    Apply to Engineering Positions in the US

    Hey everyone, I'm a Canadian citizen about to finish my master's in structural engineering. I've already passed both the FE and PE exams (Oregon lets you take the PE early) and I'm registered as an EIT in Texas. My goal is to work in the U.S., and I'm planning to apply for jobs there directly...
  3. CorporalToe

    Steel Angle Question

    Tbh when I first did this question I also thought the solution was similar to what Celt drew. I think it was bad question overall
  4. CorporalToe

    Shear Walls in a Timber Structure

    Hello I am doing a design project for school. I am designing an office building, all the structural components have to be made from wood. I plan to design CLT shear walls for the LFRS, and I want to use conventional 2x4 stud framing for the reminder of the exterior walls to only carry vertical...
  5. CorporalToe

    Semi-Stiff Connection between Nodes

    How would you create this nonlinear rotational spring element?
  6. CorporalToe

    Semi-Stiff Connection between Nodes

    Hello I am trying to create a semi-stiff connection between 2 nodes but having difficult. Currently I can simulate a fixed connection by using the beam connector, and a pinned connection by using JOIN+ROTATION connection type. However I want to implement a semi stiff connection. Just something...
  7. CorporalToe

    Determine Rigid or Flexible Diaphragm Story Drift

    Hello, I have a question, according to ASCE 7 12.3.1.3 a diaphragm can be idealized as flexible if maximum diaphragm deflection is greater then 2 times average story drift. Assuming my building has multiple shear walls as its LFRS. I can calculate the story drift by finding the vertical...
  8. CorporalToe

    Why do you not shift the NA

    It’s always P/A-Mc/I, you take M as positive or negative following the convention in the PE handbook, and c is positive or negative depending on if the fiber you are looking at is above or below the centroid. In the reference handbook the formula for sigma should be sigma = -Mc/I, as long as...
  9. CorporalToe

    Why do you not shift the NA

    I just want to clear confusion, yes there are those circles but this question doesn’t mention rebar. I think they just used a bad image for the question but just do not worry about the rebar. Also the thank you Celt83, you helped clear up my understanding.
  10. CorporalToe

    Why do you not shift the NA

    Can you relax, I knew the concept just forgot the name of it. Your response isn't helpful at all. I was just confused due to the wording in the PE Reference Manual
  11. CorporalToe

    Why do you not shift the NA

    What is superposition?
  12. CorporalToe

    Why do you not shift the NA

    The NA is where the stress in the cross section = 0. If we take the formula sigma = P/A - My/I and set it equal to 0 P/A - My/I = 0 M = Pe then we can find that y = I/(Ae) This y would be where the NA axis is located with reference to the centroid. Because this is where sigma = 0, and the...
  13. CorporalToe

    Why do you not shift the NA

    In the PE Reference Handbook Section 1.6.7.2 they define c as distance from NA. The NA axis is shifting due to a axial load being applied with a eccentricity.
  14. CorporalToe

    Why do you not shift the NA

    Why would it not change, isn't the section modulus S = I/c, where c is the distance from the NA to the outer most fiber that I am looking at?
  15. CorporalToe

    Why do you not shift the NA

    Hello I was doing a question in order to prep for the PE exam and I ran into this problem which I got wrong. In this question since the cross section is being loaded axially plus a moment due to the eccentricity, that the neutral axis will shift from the centroid location. However in the...
  16. CorporalToe

    Punching Shear Capacity

    How does perimeter x depth = F? I am confused because b0 is the perimeter of the critical section.
  17. CorporalToe

    Young's Modulus for A992 Steel

    Yes it was just 50/29000 = 0.0017 and not 0.002
  18. CorporalToe

    Punching Shear Capacity

    ...footing. I am using ACI 318-14 Section 22.6.5.2 to determine vc (nominal shear strength), to get the shear force (Vc) from this I use Vc = vc * b0 * d, but I can't seem to find this equation in ACI 318. Could someone reference me this. Also I have a follow-up question to this, why is it...
  19. CorporalToe

    Steel Angle Question

    Just a follow up at the end why did they divide the moment by 4-3/8? I know the answer is suppose to be P but I am confused how dividing it by that gives P?
  20. CorporalToe

    Steel Angle Question

    So F.10 says that Mn = 1.5My, I do not understand why they didn't just use this instead they used Mn = Mp <= 1.6My. Why use this? I see that in F.11 for rectangular bars and rounds they use Mn = Mp <= 1.6My, but why use this for angles? Sorry if this is hard to understand.

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