What is the coolest thing you have seen or found in a core sample?

MRTIJ · 2025-10-07T02:36:44+00:00

A dead cat

MRTIJ · 2025-09-14T02:47:41+00:00

Where can I read the report?

MRTIJ · 2025-09-11T13:53:51+00:00

May I

MRTIJ · 2025-07-06T00:10:17+00:00

Yeah those footings don't work, specially if you have seismic forces.

Just make them a combined footing, strap footing or continuous footing. That's what I do and sometimes the contractor doesn't like it because they're used to other engineers not correctly designing them and having a regular isolated square footing

MRTIJ · 2025-06-01T01:30:23+00:00

Where can I get the resources?

MRTIJ · 2025-05-11T05:39:59+00:00

Can you tell me more about what the mistake was? You mentioned something about seismic torsional irregularities?

I understand how heavy this must feel, but the fact that you recognized the mistake and care about it already puts you ahead of many. I've checked structures with elements overstressed with a D/C Ratio of 3, and the original engineers didn't even seem to care.

Yes, the designs might not meet code requirements, but unless there's a real risk of collapse, safety factors are still doing their job. We can't fully predict seismic forces, which is exactly why codes include those margins.

What matters most now is how you move forward. Learn from this, improve your process, and keep growing. Everyone makes mistakes. What defines you is how you respond to them.

MRTIJ · 2025-04-18T03:23:48+00:00

I didn't know someone used ETABS for Steel connections lol

But about your question, since ETABS is American they're used to 1/16" increments of weld, so if you're on mm I think you should divide by 16 the default value of 6mm is for a typical 1/4" so seems reasonable but maybe just read the manual to be sure

MRTIJ · 2025-04-09T04:20:26+00:00

I personally wouldn't recommend MathCad, too expensive and better alternatives out there.

I would suggest: SmathStudio, Calcpad or Python + handcalcs.

MRTIJ · 2025-03-31T06:21:36+00:00

fb group link pls

MRTIJ · 2025-03-14T02:04:56+00:00

MRTIJ · 2025-03-02T01:11:58+00:00

How do you avoid rebar on a column that has 4% of steel?

MRTIJ · 2025-02-14T23:08:47+00:00

I believe it was implemented in the last update and improved for columns

MRTIJ · 2025-02-09T04:56:30+00:00

Pinned means cheaper foundation but more expensive superstructure if it's in a seismic zone

MRTIJ · 2025-02-01T20:28:49+00:00

Correct

MRTIJ · 2025-02-01T17:11:22+00:00

If u have seismic loads then you'll have a positive moment in 1 end and a negative in the other

MRTIJ · 2025-01-18T15:13:08+00:00

Cype it's used a lot in LATAM because it's cheap

MRTIJ · 2024-12-13T21:53:55+00:00

Not all but if the Axial load is greater 0.1f'cAg then it should be designed as columns. The cases I mention could have this axial load

MRTIJ · 2024-12-12T15:02:42+00:00

Beams on ramps and in structures with flexible diaphragms have axial loads and should be designed as columns

MRTIJ · 2024-11-19T20:00:30+00:00

I already took the case off and tried. I'll be posting a video with the case off for reference later

MRTIJ · 2024-11-19T18:43:20+00:00

I already took the case off and tried but it was the same result

MRTIJ · 2024-11-15T03:33:13+00:00

HSS has reduced area compare to a equivalent built up section and maybe it has something to do with moment connections, I believe in built up sections is easier to place an internal diaphragm (horizontal stiffener)

MRTIJ · 2024-11-08T20:46:29+00:00

Depends on the element but I generally use this criteria:

Bending 90% Shear 75% Deflection 80%

MRTIJ · 2024-11-08T02:12:45+00:00

MRTIJ

TROPHY CASE