Posted on 03/15/2018 3:29:54 PM PDT by Kaslin
“usually when people who “studied” at Google university are involved.”
My CU sheepskin doesn’t garner me a great deal of respect, either.
Which is how Rodney Dangerfield might have phrased it if he had gone to college.
looks like not enough rebar, which should have been A706 (more flexible type), I could not see any additional larger bars or sheer studs over the columns to resist moment stress of punching and sheer (doesnt mean they werent there just saw none), I also noticed the lack of bonding to the rebar wich could be beacuase the concrete was not mature, before the concrete gets strong it just falls away from the bar when demo'd, or could be contamination by form oil or road dust if was stored in a dirty place and not washed off which would require a third party inspector to enforce, (theres no way most contractors would care, workers just spray form oil all over bar if not called out)
concrete fractured as if it was immature. It seems highly unlikely to me that any concrete could reach enough strength in 5 days to resist that much flexural stress. They would have had to import a huge amount of rare Type 5 cement and bring in some strong rock used in a high proportion of the mix design in order to get that kind of true high-early strength, I somehow doubt any of that happened and even then it should have remained re-shored for at least 30 days, there is no excuse for that they could have closed a few lanes to accomodate shoring. I would guess local rock is non-existent in Florida and it gets shipped in on trains, but there sure is a lot of sand which the ready mix plants probably push the limits with. I suppose MCM has done this before and got lucky.
Is it normal to do these sets without stopping traffic under the bridge?
tests
I have noticed that if an engineer makes a mistake in the design that is noticed after the bid is locked in, it is no big deal and will probably be OK especially if it will cost a lot to fix. But if the sub makes a mistake by leaving something out or because they cant stuff all that bar into the forms, or simply cannot be done without adding a construction joint, then it will have to be addressed regardless of cost.....LOL
in other words the priority of a structural flaw depends on cost and who has to pay, far above the public safety factor
I dont know about any tests, I remember hearing something about it but also heard the rumor of tests was false info.
Seems to me all testing should be NON-Destructive, testing field cured flexural beams specimens in a lab for example.
I’m over my head on this topic. Just thought if you’re putting the bridge in place you might not want people driving under till you’re sure it’s holding. I would do that if I were working on anything at home for example.
You just would not believe the things I have caught, and this is working with the very best of the best, and on the most major huge high cost structures They have told me “I’m glad you caught that because the boss wanted me to go ahead” and “if you weren’t here we would have gone ahead with that”, so I am not buying it at all that quality control is moot. Not every day is saving the building, most days are spent facing mocking and ridicule for not really mattering
I know how important most of the inspections are, was not trying to minimize, just saying MANY are way overboard for CYA after it was ruled the cities could be sued for missing things.
Apparently 3” clear does not mean anything to a whole bunch of laborers putting reinforcing into footing trenches... and this is ARIZONA, I have seen people using a jack hammer in the caliche dirt sometimes. These trenches stand up and could be swept out clean half the time. That means they like to try to give me an 8” deep footing when we specify 12” too.
“Surgeons and Engineers can be some arrogant bastages.”
They need to be. My daughter was an engineer at a nuclear power plant. You need people to stand up and push back to make sure the right thing gets done.
There should have been more arrogant and bastard behavior by engineers when Challenger blew up. They might have prevented the disaster.
That means they like to try to give me an 8” deep footing when we specify 12” too.
= = =
Well, a 2 x 4 is closer to a 1.5 x 3.5
1.5 / 2 x 12 = 9 ... so ... you are pretty close.
Hey! I Don’t know cursive. Quit microagressing me.
Cracks were spotted Email was not received until after the fall
The Challenger disaster resulted from a string of bad decisions, originating right at the top of NASA. I took a class where I had to study the events and circumstances leading up to the disaster, and wanted to link some of the reading material but I cannot find it. I recall that the engineer Roger Boisjoly tried to prevent the launch, but was overruled. He later testified to Congress about the disaster, and became a pariah to the point of losing his job for speaking up. His neighbors and coworkers would have nothing to do with him.
Given the strong political pressures to push ahead with the launch, the engineers who saw the problem with the O-ring integrity in cold temperatures could not prevail.
LOL... that was good.
For some more information you will never use, since you mentioned it, there are different values for different specifies and even each grade of each species to get them to work for given stresses or loads at times too so the engineer designs for that exact 1.5x3.5 he specifies too... i.e. stud grade, No.1, No.2, Select, Doug-Fir, Spruce pine fir, Hem-Fir etc.
In the Post tension realm, those house slabs were 7 or 8” thick with post-tensioning compared to 4” in a house with a conventional foundation.
When my boss started doing it, there was nobody in the valley designing it for residential, They were doing it in Nevada building on bad soil areas and we had same conditions here. We had a home builder that wanted to use it so he learned it and wrote the inspections for each house into the contract. We went from 5 in the office to 15 employees in a year.
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