Search results for query: *

While there might be details of a particular case that would lead me to do something different, generally I would just consider the area of the larger mat.

Thank you EireChch and PEinc.

When designing a temporary support of excavation, what is the minimum the sheet pile (or lagging) should extend above the ground surface on the top (referred to as the upstand)? I know OSHA in the USA requires a minimum 18" when the ground is sloping down to the top of the sheet pile wall. But...

Something doesn't seem right. For the conditions you present (Df=1.33 ft, B= 3 ft and depth to water 6 ft), the friction angle would have to be 34 degrees for an allowable bearing capacity of 3500 psf. And if the water comes up so the ground is submerged, the allowable bearing capacity drops to...

BigH, the link is not working for me. It looks like the end of it is cut off. It ends with Fries_Word_Search_

To address your question, I would recommend asking questions about Rammed Aggregate Piers in the Foundation Engineering forum. https://www.eng-tips.com/threadminder.cfm?pid=256 I think EireChch's point was the term "dynamic compaction" is used to refer to something different than rammed...

I agree with PEinc that another wall type is probably more economical for a fill wall. An MSE wall is usually cheapest, but there are applications where you may not want to use them for other reasons (for example in a waterfront location.) If you decide that the anchored sheet pile wall is still...

A simple way to look at it would be to treat the web of the I-beam as a vertically loaded member and check for compressive strength.

Thanks learning2geotech. Those additional graphs help a lot. Looks like you definitely have a shear plane developing at 23 ft. One possible explanation for the apparent movement in the wrong direction (negative movement in profile change) is that you have a bias shift in the second set of...

GeoPaveTraffic, I was not the OP and I did not post the plots. I was responding to the OP. The DigiPro software from Slope Indicator does report tilt in inches. One must assume that this is the horizontal distance that the upper wheels are offset from the lower wheels. For the tilt to be zero at...

I'm not sure, but I am not used to looking at the tilt graphs. What do your cumulative and incremental displacement graphs look like? Also, the profile graph can sometimes give a hint as to what is happening. I once had some weird results and it turned out that there was a portion of the casing...

I would probably do the same as you, with taking another sample. I think you could also remove the oversize material and then do a correction for it. We would do a one-point proctor and use a family of curves to determine maximum dry density. If the material had 10 to 25% retained on the 3/4"...

Bobby46, this bridge does not have integral abutments. As you noted, it was in the book as having bolted field splices. You can see the expansion joints on Google Streetview. The author of this book, Marty Burke, worked at ODOT and was the big proponent of the integral and semi-integral...

In earthwork, one pass is generally one trip of a roller over a given location. In asphalt compaction, one pass is over and back, or two trips of a roller over a given location. This is probably where the confusion comes from. I always made a point of explaining the difference when I was...

Great discussion everyone. The plans were first prepared in March of 1953, but the Pier 1 revision is dated October 1953. So the sheet piling was a change. All the pier footings are at the same elevation, but Pier 1 is the only one that is out of the water. It would make no sense that I can...

Thanks everyone for confirming my suspicions that the SSP was just for scour protection. And to answer PEinc, all the pier footings are at approximately the same elevation. The footing with the SSP is on the "dry" side of the river bank. I put "dry" in quotes because it would still be under...

I don't have the loads, but I have attached the existing plans from 1953. One pier has the sheet piling. The other three piers are supported on HP14x73 piles. It appears Pier 1 was originally on H-piles as well, but then was changed to the sheet piling at the end of the design process. The...

For the second time in my career, I have run across an existing bridge pier foundation that consists of a concrete footing with sheet piling around the perimeter. It looks like a normal pile supported pier footing, except there are no piles (like H-piles or pipe piles) under the footing, just...

I've been enjoying your FB posts. Glad to hear they have decent pizza!

I'll add my congratulations. I'm a little behind on my GeoStrata reading, so didn't see it until today. Way to go. -Peter