Recent content by slabongrade

Thanks a lot guys, you confirmed what I was thinking.

Above some certain depth of fill, is it recommended to use a modified proctor instead of standard proctor? What depth would that be? This is for a house without drilled piers...

SPT should give good results. A less accurate but easier method is the dynamic cone penetrometer test.

As mentioned above, the forces increase with the square of the height, and also the moment arm increases with height. So an 8 foot wall may not have a sufficient safety factor using the 7' wall design. I didn't look at the drawing, but the footing width is "typically" around 60% of the height...

http://www.allmetalssupply.com/wp-content/uploads/2014/07/CHANNEL-SIZE-AND-WEIGHT-CHART.pdf I guess even these are not 3/4" thick web...

I would think LL > 100 unlikely but surely possible. Bentonite or montmorrilonite clays have higher LL than Kaolinite.

Yes, possible. More common with higher PI clays as Montmorillonite or Bentonite.

Geotech report says 8.5" to 9.5" potential swell from a PI of 32. If the test involves compacting the sample beyond it's in situ density, then soaking it to measure swell - it would seem an erroneous value of swell (9.0% in this case). TXDOT uses an excel spreadsheet where the initial moisture...

+1 avscorreia

Impossible. LL always > PL LL - PL = PI note some soils are non-plastic. could be those numbers are reversed.

if it is CAD drawings you can do revisions with revision comments on the drawing along with dates. Otherwise, maybe excel or access with columns for comments, revision dates, etc.

I have a spreadsheet I made for fill/borrow. If you would like a copy, let me know. moisture content, specific gravity, density, void ratio all factor in. alangolightly@rjwe.com

sketch helped; a 3' deep grade beam there would be better than 2 feet. If the CMU wall has no footing, I would still worry a little being only 2 feet away from it. Good thing if there is no 8' or 9' high brick load on the grade beam. IMO you are not being overly cautious; w/o a footing, the...

call CSI???

looking for correlation between these 2 tests; maybe a chart. Maybe the 15lb 20" drop DCP 1 3/4" = TCP 6"? I have the TXDOT geotech manual with charts for TCP N values giving drilled pier skin friction and end bearing values. Want to be able to use DCP values to get skin friction and end bearing...