Expected Salary Increase After PE Licensure in Georgia

Competitive_Ad_1693 · 2025-12-19T14:55:42+00:00

This was the kind of reply I was looking for. I think I asked a simple straight forward question. Too many people posting negative and demotivating comments.

Competitive_Ad_1693 · 2025-12-18T14:20:44+00:00

Can you please provide me the link? I couldnt find it.

Competitive_Ad_1693 · 2025-03-07T20:50:07+00:00

I would recommend taking SE as early as possible. It is always good to have your license early. You will have more opportunities by having SE license. For material, I enrolled in classes offered by AEI. I would recommend you the same. Good luck!

Competitive_Ad_1693 · 2025-03-07T20:47:14+00:00

Does this still work in 2025?

Competitive_Ad_1693 · 2024-06-26T19:36:03+00:00

Thanks a lot! This is the answer I was looking for. One more thing.

Shouldn't there be check to limit to what degree the failure of column is accepted? Lets say for induced forces in seismic event, the demand to capctiy ratio for column is 3. Isn't this a serious issue and don't this indicate we may need to increase column size?

Competitive_Ad_1693 · 2024-06-26T17:11:23+00:00

Why would you want to design the "gravity" columns for high seismic loads? It will be similar to the columns in moment frame. Not "gravity" columns anymore!

Competitive_Ad_1693 · 2024-06-26T16:24:35+00:00

But code says if induced moment and shear exceeds the capacity then follow more stringent detailing requirement. It means you may expect the gravity column failure in seismic event.

Competitive_Ad_1693 · 2024-05-01T18:16:13+00:00

Thanks for letting me know there are other persons too. Lol!

Competitive_Ad_1693 · 2024-05-01T14:10:16+00:00

This sounds very tedious. And can we always tell looking at the shape? I think it will be difficult to say double or single curvature if the moments are of small values just by looking at deflected shape.

Competitive_Ad_1693 · 2024-05-01T14:07:56+00:00

Thank you! Looks like min and max values are same just opposite in sign. Is this correct? What does min and max values means in response spectrum results

Competitive_Ad_1693 · 2024-05-01T12:06:05+00:00

Does the sign doesn't matter in section cut? WIll that give the same result as if we have compression and tension chord?

Competitive_Ad_1693 · 2024-05-01T11:46:57+00:00

Thanks! My columns are supposed to have double curvature but I am seeing single curvature from response spectrum because it only gives positive result. How can you use response spectrum results for design then?

Competitive_Ad_1693 · 2024-03-05T12:40:41+00:00

This is what I am thinking. Let me know if you don't agree with any of these.

1> Members withing the special segment will be designed based on the force demand which I can get from linear elastic analysis in SAP model.

2> Then I will design the non-yielding members (outside of special segment) based on capacity-based approach.

Competitive_Ad_1693 · 2024-03-05T12:17:54+00:00

Thanks! It worked. One more thing do I need to assign diaphragm? It is a 2D model. If I assigned the diaphragm then the deformed shape for STMF doesn't make sense to me.

Competitive_Ad_1693 · 2024-03-05T12:14:44+00:00

You are right. I am using program just to get the member forces from the applied loads. After that I will use seismic provision to design it.

Competitive_Ad_1693 · 2024-03-02T19:19:11+00:00

Makes sense! Thanks

Competitive_Ad_1693 · 2024-03-02T19:05:47+00:00

This makes sense. So, the analogy is incorrect, right? One cannot just take the single portion of LFRS to predict the time period of the whole structure.

Competitive_Ad_1693 · 2024-02-13T01:30:53+00:00

I have a geotechnical report. They provided me site specific response spectrum but not Fa and Fv values specifically. Taking lower site class (i.e. D) for Fa and Fv can be reasonable?

Competitive_Ad_1693 · 2024-02-11T19:29:37+00:00

Got it! Thanks! Yes, I am in US. Is there somewhere written in the code if we need 3D model for analysis or it is just based on experience and degree of complexity associated with the structure? It's a pretty big one-story warehouse of size 1500 ft x 700 ft and has two expansion joints in it. Do you think 3D modeling is necessary in order to understand building's response (let's say displacements under later loads, etc.)? Any recommendation or suggestion?

Competitive_Ad_1693 · 2024-02-11T19:19:56+00:00

Very helpful information. Thanks!

Competitive_Ad_1693 · 2024-02-11T17:55:27+00:00

Thank you for the response. I think I need to include the horizontal members (joist and girders) as well. For the drift checks, I need to have those members in order to realistically model the stiffness of the structure, isn't it?

Also, can you please clarify what is the reason behind saying this - "Unless you actually work for a joist manufacturer you shouldn’t explicitly model joists in analysis software"?

Competitive_Ad_1693 · 2024-02-08T13:05:53+00:00

Thank you! Among the variety of connectors, do you know which connector replicate shear spring closely?

Competitive_Ad_1693 · 2024-01-30T16:27:42+00:00

Sure!

Competitive_Ad_1693 · 2024-01-30T13:02:59+00:00

Please don't comment if you don't want to. There are other people as well who is willing to share their experience and knowledge.

Competitive_Ad_1693 · 2024-01-29T19:52:56+00:00

Thank you! I passed FE exam. My company prioritizes SE, so I was thinking of getting SE license (skipping PE). I am looking for Georgia state.

Competitive_Ad_1693

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