Recent content by tocoadog

I have a project for a temporary construction road based on 19 months of traffic consisting of WB-50 vehicles (semitrailer combination). How do I determine the ESALs for this temporary road to determine a pavement thickness? My recommendation to the client was a gravel road, however, they are...

I have a meeting next week to discuss the design of a haul road for a SpacePort construction here in New Mexico. The NMDOT hopes to use gravel/base course as the temporary haul road surface treatment. I already have a copy of the FHWA/South Dakota DOT "Gravel Roads - Maintenance and Design...

Everyone, I'm looking for a book that teaches the who, what, when and how of asphalt distress. For example, what causes bleeding? What causes alligator cracking? The cracking in this particular pavement section is considered bottom-up cracking because...sort of thing. Anyone have any ideas...

CD, CU, Quick Test. I was asked by a junior engineer that this morning, and I couldn't answer with confidence. Any comments would be appreciative. I have very little experience with clays, but in the past we have always performed drained tests on sands. Also, shouldn't you always run...

Anyone have a table or a reference? I have a sand reference but nothing on clay? Also, is this dependent on the adhesion like a pile? Thanks.

Thanks for all the responses. And any sort of dynamic compacton is not feasible on this site. Short story: The owner of the property, a concrete manufacturer, decided against a reputable geotech company in the past. So, structures to the north and east of this particular site, structures...

Have a site in NM for a large retail center. Historical research indicates that the site was once a quarry for concrete and we understand spoils were backfilled uncontrolled with little to no compactive effort. Preliminary borings encountered about 25 to 33 +/- feet of loose to medium dense...

Have a site in NM for a large retail center. Historical research indicates that the site was once a quarry for concrete and we understand spoils were backfilled uncontrolled with little to no compactive effort. Preliminary borings encountered about 25 to 33 +/- feet of loose to medium dense...

JAE, thanks for the quick response. Re: limiting the engineered fill thickness, I was thinking along the same lines as you in that the turned-down edges are rigidly connected to the slab thus able to distribute the load to a larger area...essentially a mat foundation. Larger area of load...

BTW, I did a search on the site for the topic and found a post for the structural perspective but nothing for the geotechnical perspective. Looking forward to any of your replies.

Contractor wants to build wharehouse with a monolithic pour with turned down edges. I understand this to be that the perimeter of the slab consists of turn down footings. Okay. For the geotech report, I based my allowable bearing pressure on spread foundations bearing on 48 inches of...

Thanks for the quick response. In terms of bond area, should I just assume an area? I think this is what I'm having problems with. Should I provide the uplift capacity or just the bond strength of the grout and rock interface? And yeah, I agree, I need to buy the PTI book. Thanks again.

Another view to look at, if the rock is that shallow, a mat foundation may be more reasonable.

Was wondering if someone had any insight on determining the uplift capacity on a rock anchor? Doing some tower work, with shallow refusal (<6 feet), structural engineer wants pier and mat foundation recs. Well, to prevent uplift in the mat, rock anchors have been recommended. The only thing...

If you go with a driven foundations, you can download a freeware program called "driven" from FHWA. I don't have a link, but I have the program and use it regularly.