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Does anyone wrap the moisture barrier around slab edges? Slab is 9" thick and 24" below grade. Its above water table, but location is kind of damp and sheet of vapor barrier left on the ground will show drops of water on the underside in less than a day. Would enough moisture migrate into the...

Does it make sense to wrap moisture barrier up and around slab edges and sealing all the joint and gaps to make it virtually air tight? Location is kind of damp and sheet of vapor barrier left on the ground will show drops of water on the underside in less than a day. Would enough moisture...

It does feel like clay, really sticky one. What would make it so black? Organics?

Hi, have you guys seen anything similar and/or have any idea what kind of soil is that?

You were right on point! 8' wall (it actually turned out to be 6'8") does not have much steel in it. After examining a construction joint over upper 4ft, I was able to locate a single horizontal bar (#4 or #5) about 6" down from the top. Jim, you seem to be very familiar with typical 1980s...

Now you are giving me a really hard time. Yes, soils are outside of my area, that's why I am asking. Is not it what this board is for, so engineers can exchange ideas and experience to help each other out? Neither contractor no suppliers know what GW, GP, A-1-a etc stands for. They speak a...

We seem to have trouble with sourcing GW type soil in Indianapolis area. No one ever heard of it. Here is an example of whats available: https://irvmat.com/AggBoardPrices.pdf Is there a different name for it? Would #53 or #73 limestone work?

Not enough height clearance, that's why the idea was to go deeper

The only risk mitigation thing I came up with so far is doing it in sections, excavating on 1 side of the column and back filling, and then excavating the remaining part. I am worried about compaction process even more than excavation itself, would not the force from plate tamper cause...

The pit is at 24" now, the guy removed not just the slab, but also sand and some of the dirt along with the concrete. Actually, I suspected possible hairpins, so told him "no cutting" in that area and to watch out for possible rebar and to carefully preserve it. I was hoping not to find them...

Considering dead load only, I am getting SF=2.6 against overturning, 1,900 psf / 0 spf on the edges (4.2 ft bearing length). This is with 0 soil cover on the inside, and zero lateral earth pressure. Adding the moment from lateral earth pressure on the outside would somewhat help to reduce the...

By the way, here is the mentality I am dealing with: Suggestion 1: Lets double the concrete thickness and add 1 more layer of rebar - Awesome idea, go ahead! Suggestion 2: Lets hire a specialized consultant and order soil borings - Are you out of your mind? I don't have a budget for that!

Things are getting more and more interesting. Now they want to lower the entire thing 1ft deeper to gain extra height on top and to bring the sewer and water pipes above the tub floor, otherwise they end up right in a middle of the slab. Also turns out footing depth and size were not probed...

So lets say we have a 2ft or so of well compacted GW gravel covering entire area and then 1 common slab taking most of the area (partition walls, personnel, non-sensitive equipment), 1 isolated thickened slab (sensitive equipment), and 1 smaller thickened isolated slab (noisy equipment such as...

The answer to hairpins might be easier than we think. Since we decided to install thickened slab flush with the bottom of the pit, there is a wall with a strip footing encircling entire slab on 3 sides, hairpins could be tied right into it. And those walls go all the way to the column on the...

13 kips does not include lateral soil pressure on the retaining wall, it's what the reaction at the column base looks like for the worst load combination. And your hunch is correct, even without lateral surcharge load, its over 3,000 psf at point A. Looks like the grade beam on this side of...

My concern here is the sand. Unless, something is driven into the ground before the excavation, it will all come out and leave the partition wall on the cantilevered slab. wwf was not pulled up to the middle during original construction and simply sits under the slab, so it does not provide any...

retired13, you mean like a green block on the illustration below? I did try that, and it fails in overturning, unless I make it unreasonably long. Increasing the depth does not really help, unless we rely on additional weight on top of the original footing. But we don't know if original footing...

Yes, I think I am more comfortable with a previous solution too. It will work perfectly fine on the left hand side, just like we illustrated earlier. But the other side is supposed to have an isolated slab, so cant tie anything into it and the only space I can squeeze out between the new slab...