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  1. steelnz2003

    PE Registration: Obtaining US Licensed References While Abroad

    You are right I was using the NCEES site
  2. steelnz2003

    PE Registration: Obtaining US Licensed References While Abroad

    Not yet
  3. steelnz2003

    PE Registration: Obtaining US Licensed References While Abroad

    I am currently pursuing my Professional Engineer (PE) registration, and as part of the process, I need five references, three of which must be from licensed PE professionals in the USA, as per the licensing board's requirements. The challenge is that I am not currently working in the USA, I...
  4. steelnz2003

    AS3600 - Seismic design loads for foundations (...continue)

    Thanks for the slide shared But what is the reference of the Mu flooring>1.2 Mu wall Most engineering practices commonly employ a value of μ (mu) equal to 1.0. Surprisingly, when I searched for explicit references to this practice in the code, I found none. Instead, the language used is often...
  5. steelnz2003

    Rigid and Semi-rigid diaphragm in ETABS - Slab with beams

    Hi Maina, It depends on the value you will have some axial loads on the beams due to vertical load but they should be a minimum value. say less than 0.1 of the vertical load
  6. steelnz2003

    Rigid and Semi-rigid diaphragm in ETABS - Slab with beams

    Hi, There is a vedio in the etab watch and learn you can view about this topic else this what I know Semi-Rigid Diaphragm: For semi-rigid diaphragm failure depends on connection strength between the diaphragm and the vertical elements like columns and walls. This flexibility may result in a...
  7. steelnz2003

    Walls to slab fixing

    Ok thanks. I contacted the sofware supplier and they asked to modify the slab to membrane which I did and still no sucess
  8. steelnz2003

    Walls to slab fixing

    Hi there, I noticed that I'm getting a fixation moment with the wall-to-slab connection, and it seems that no matter how I change the slab stiffness, the moment persists. I believe that the moment is caused by the slab's fixation to the wall, which restricts the wall's moment at the slab...
  9. steelnz2003

    Simple way to get total force transferred from walls to diaphragms (RSA)

    How to apply the escipt in Etab please I try to add it under tools it only shows plugin
  10. steelnz2003

    L shape concrete wall

    Hi, I am trying to design an L-shaped concrete wall as part of the building model in Etab. I have noticed that the wall has M11 and M22 values. However, Etab is not showing me the interaction diagram in the section designer, as it does in other cases. When I used another program like Response, I...
  11. steelnz2003

    Diffrent base shear

    Hi I got a silo wall building with a flat bottom slab and then 4 openings at the bottom to form 4 walls. The building is fully symmetric in both axes. I ran the analysis model in the 2 principle axis. I got a base shear value, then I tried to check the case if I rotated the building 45 degrees...
  12. steelnz2003

    Checking a plate grab for lifting glass

    Thanks, @phamENG I am more aligned with what you said but when looking at one pane try to slip does it will still have friction between it and the remaining pane. If we assume 3 panes also and you try to pull the middle one it will still get a friction surface.
  13. steelnz2003

    Tensile Stress on Masonry structure

    Hi, I would suggest adding a bond beam to the top. Assuming it will carry the uplift by its weight
  14. steelnz2003

    Checking a plate grab for lifting glass

    Hi all, Plate grab is used in a manufacturing facility for lifting. The supplier document allows lifting a single pane or double pane for the same weight. I am trying to check if we can lift 2 panes of glass at the same time or not. My judgment would say lifting 2 panes of glass will require...
  15. steelnz2003

    SAP2000: Resultant moment increasing with larger members

    If I am reading the output correctly. From what I see the eves member are providing lateral support to the truss. i.e the truss horizontal reaction carried by them You may need to realise them at end end
  16. steelnz2003

    U channel under flange bending

    ...for glass that is 2 side support. I calculated the load per meter to be a 1.5kN/m acting to the flange tip. The bending simply should be 1.5kN*30mm then the stress assuming it is base fixed would be Stress M/z=45000*6/1000*2.5*2.5=43.2MPa While sap is giving a very low value...
  17. steelnz2003

    Lateral design of mixed timber and masonry

    Hi, I am working on this job. The building consists of 2 units, but they are not on the same level, which makes it tricky. The basement floor is reinforced concrete first slab is an infill concrete, and the top one is a timber Bondek. The lateral system is RC masonry wall for basement and then...
  18. steelnz2003

    Fiji wind load

    Thanks all for your input and assistance
  19. steelnz2003

    Fiji wind load

    Hi I am suppose to design for wind in Fiji to resist cyclonic wind load. Any idea about wind pressure or local standards I notice they use the AS standards. I used the AS 4055 table 3.3 as guidance and it provided a value of 8kPa
  20. steelnz2003

    Screw in end grain

    dhengr We are trying to place a steel insert in a 4 inch or 100mm timber from the bottom and then have the screw to it so the pulling load will be taken by bearing of this insert. We going to test it the only way to know how it will perform.

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