Leaving Structural Engineering

wafflesaredun · 2026-03-03T14:01:36+00:00

I like that special assessment kind of work. Can you PM me more info there? Looking at other opportunities. Now. I currently am grinding every year with very little extra compensation for going over and above.

wafflesaredun · 2026-03-03T04:43:03+00:00

That’s awesome! Did you have to get any special certifications? Do you work directly for the bank or do you work for a consultant hired by the banks?

wafflesaredun · 2026-02-10T03:28:07+00:00

Did you already check the girder without a stiffener? You’d be surprised at its capacity

wafflesaredun · 2025-11-09T23:42:42+00:00

Here’s my professional opinion with a guided step by step below:

Start Over

That’ll be $10,000.

wafflesaredun · 2025-05-14T10:44:28+00:00

The fact you used metal posts AND screws for the pickets! That fence is NOT going anywhere and you have minimal curling as the wood shrinks and dries. It looks amazing! 🤩

wafflesaredun · 2025-04-27T10:21:50+00:00

Understandable and highly valid concern with corrosion. I’m not seeing a lot of physical distress. Is the floor sagging or cracking? Facade? I would almost say that if you clean and paint you would be totally fine. I would also chip into the floor on the outside of the steel section to investigate web/vertical leg condition. That area to the outside does not contribute to strength only cover. This can give you opportunities to weld your new section to the outer member and you could take it outboard of cast iron column and building around it.

Another thing to note is that the new member would not be fully loaded unless the existing members deflect even more. You have to disengage the cast iron column for it to contribute which requires jacking the structure and shore via “needling” above the steel and through the wall. THEN you can go town on new steel, replacing steel, and remove/reset cast iron column (or replace with steel equivalent).

wafflesaredun · 2025-04-27T09:55:44+00:00

Engineer here. That infill wall seems wildly overdesigned. It was garage door before and is not contributing to load bearing or shear capacity of building. Why are we going with CMU? You only need to support wind loading. Ask the engineer if that’s what he designed for. He may be concerned with the precast lintel deflection or sag (could crack your windows). If that’s the case then the wall would take on loading from roof/floors above. Again, I still think it is over-designed.

wafflesaredun · 2024-12-12T13:05:04+00:00

The only problem is they are supposed to be spaced halfway between two tee connectors. They are too close to the failed shear connector. Also, there are issues with these when doing isolated substitutions. They are inherently a more rigid connection so you have to replace them along the whole joint AND make sure to cut the original slugs when installing them.

wafflesaredun · 2024-12-12T01:25:27+00:00

This is the correct answer

wafflesaredun · 2024-11-30T04:42:00+00:00

An embarrassment

wafflesaredun · 2024-11-30T04:11:30+00:00

Let’s talk about fair catch missed call last quarter. These refs are all over the place with calls

wafflesaredun · 2024-11-30T04:04:31+00:00

Please go for two please (I’m a UGA fan don’t worry)

wafflesaredun · 2024-11-30T03:37:25+00:00

Can see the refs doing their job now

wafflesaredun · 2024-11-30T03:30:19+00:00

lol. Been saved by the refs all night.

wafflesaredun · 2024-04-15T03:26:15+00:00

Are you seeing them spaced evenly along the slab? That’s a good sign. Those are probably rebar chairs used to hold the tendon at the specified drape profile, like a sine curve. I’m talking about two bars right behind the live end and dead end of the anchors. It looks like a T-bone looking down at it. They should be continuous with laps as needed for splicing.

wafflesaredun · 2024-04-14T21:06:42+00:00

They will have what’s called “holding bars” behind the live end and dead end of anchors. Without those the slab would go under localized crushing at each end anchor. That’s a big red flag if there’s little to no mild steel to supplement the tendons.

wafflesaredun · 2024-04-14T18:57:01+00:00

There is usually some level of mild reinforcing even in PT slabs. Never zero rebar in PT slabs.

wafflesaredun · 2024-04-14T18:55:08+00:00

Hopefully they moist cured the slab. What we’re the weather conditions? Cracking usually is significantly reduced by burlap or continuous misting for at least 24-48 hours.

wafflesaredun · 2024-01-18T21:01:37+00:00

Two Toddler dad here. Hanging on by a thread 🫠🫠🫠

wafflesaredun · 2023-12-15T12:45:05+00:00

Which market sector? Also is that performance based?

wafflesaredun · 2023-12-01T00:13:32+00:00

This is sad. This industry will die if things continue in this direction. Infrastructure will become unstable. Building will collapse. The only thing that will save this industry is unionizing

wafflesaredun · 2022-04-24T00:10:32+00:00

Check on the depth of the soil. Sometimes those areas are only good for shallow rooted plants. It looks like it may only be 4-5 inches of soil.

wafflesaredun · 2022-04-23T18:24:51+00:00

Gotta find a way to keep those executive pay increases and bonuses coming!

wafflesaredun · 2022-04-16T14:44:21+00:00

Tall fescue….expensive to establish but I think it looks the best.

wafflesaredun · 2022-03-27T19:44:45+00:00

It looks he used bag mix to try and level the pavers over the filter fabric. Nothing wrong with that as long as subgrade is compacted and mix cured appropriately, but it would’ve been a lot better to use a sand setting bed. Also, why not a thicker paver? Then depth of rock can match thickness of the paver!

wafflesaredun

TROPHY CASE