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Is anyone aware of any standard procedurers or practices that may be available or comonly used for adjusting payment for out of specification aggregates? We are currently wrapping up a DOT/FAA project in which we had several QA samples of aggregate Subbase and Surface Course with out of spec...

Is density testing required? Hopefully not.

I would think in this scenario compacting dry would be sufficient. Likely just specified in effort to prevent bridging and or minimize future settling. I imagine you are already working on this but the big question is how to get the sand completely dry and how this will be defined.

If this is a cantilevered wall(unrestrained at top) shouldn't the wall rebar be on the fill side(tension)?

Thanks for the replies. I am surprised I did not get more response from this post. Many times in AK I have heard it stated that crushed agregates would not work for concrete, seemed like ability to finish was one of the concerns. I always find it odd, in Missouri we use crushed coarse...

I am interested in others experiences, thoughts, knowledge, ect. concerning concrete aggregates, specifically crushed vs. non-crushed. When I lived in midwest US it was comon to use crushed products in concrete. I am now in Alaska where it is much more common to use alluvial aggregates for...

The below from Infiltrator Water Technologies is what I am referencing. I was also wondering if there might be something similar that is heavier than water. https://www.infiltratorwater.com/products/ezflow-drainage-systems/ Or, maybe an expanded foam that is permeable and manufactured onsite...

If needed I would consider extending the upper portion of the reinforcing steel over the existing end suports in effort to gain adequate shear strength without removing part of the existing wall. If necessary the steel over the supports could be "beefed up" to provide additional shear strength.

LittleInch, I am loking for something similar to the packaging "peanuts" but more durable and heavier. I thoiught maybe something existed out there these days that could be used as a drain rock or filter media for backfilling walls or used in onsite wastewater trenches. It does not have to be...

This is a detail of the particular fill situation we are currently working with. This situation appears it might have potential for a lightweight material to work as far as buoyancy. I have also been wondering if there are other materials that might be heavier and not buoyant that could be used...

I was wondering about just using the polystyrene chips, not concrete. Thanks

I am researching polystyrene aggregate for use as substitute for drain rock behind a retaining wall. Have you used this material? Where did you purchase? Cost? Any tips or thoughts on using polystyrene aggregate as drain rock substitute would be appreciated. Thanks

The referenced "undermined" blocks appear to be deteriorated or damaged? Have you noted any quality issues with the other blocks? Where is the wall located?https://files.engineering.com/getfile.aspx?folder=5923eaa7-64b5-456f-a102-983e1ab11d8d&file=Ret_Wall_Blocks.docx

Anyone know why this spec does not allow angular rock for on-site wastewater sewer drain rock? Thanks https://files.engineering.com/getfile.aspx?folder=6df8777d-65e7-4f25-9545-8e5fb9f25956&file=Sewer_Rock.docx

Any sugesstions for gradation of retaining wall drain rock backfill? See attached sketch. I am not sure about the retaining wall design assumptions, this design is by others. I am assuming the wall was designed as being in a drained condition. We are a potential aggregate supplier, have been...

TJ, Doesn't sound very good to me. Do you have any pictures? What is the material being used for?

You are corect, 25 g is the minimum sample size. See attached picture of 60 g sample for reference on particle size. I have found the smaller particles are not pratically able to be individually picked up and rolled between the fingers. The videos I have found of people running this test shows...

Interesting, thanks for the article. I imagine with a hole that size it doesnt build up enough depth to vortex. I am in Alaska, I don't think we have any of these up here butr maybe I can go visit on my way thru the northwest someday. AKSherpa

bimr, Great picture! Where is ho measured? In a submerged inlet like the one in your picture at what point does anti vortex need to be considered? Do you have any formulas or rules of thubm for anti-vortex protection? Thanks AKSherpa

KC, I think what is going on in this situation is there are no end contractions for this condition since the rectangular drop inlet does not have side walls, essentially the weir width is the same width as the channel in which case there are no end contractions. I would use the inside...