Soil Bearing Capacity in Bar Units ???

[TekEngr]

I received soil investigation report from client in this report the last conclusion paragraph is confusing me that the value in bar unit is soil bearing capacity at specific depth or some thing else , below is the copy of paragraph.
...............................


3) DYNAMIC PENETROMETER SURVEY
A sum of 38 dynamic penotrometer survey were released on the site . The dynamic resistance diagrams show that the land is more or less homogeneous .

4) CONCLUSION.
According to the lab tests result ;one can conclude that the land presents a weak geotechnical characteristic.
Therefore the following work rate on this site should be retained:
- 0.5 bar to 1.00 m in depth compare to Natural Ground(land),
- 0.5 bar to 1,50 m in depth compare to Natural Ground(land),
- 0.4 bar to 2.00 m in depth compare to Natural Ground(land),
- 0.6 bar to 2.50 m in depth compare to Natural Ground(land),
- 0.7 bar to 3.00 m in depth compare to Natural Ground(land).

So,a rate work of 0.5 bar to 1.50 m of depth can be done on this site.

 

[MotorCity]

The units are a little unorthodox, but its possible that reporting pressure in bars is a local practice or your geotech was a newbie (or had no idea what he/she was doing).

 

[tempeng]

It looks like the report has just used bar for the pressure unit, which would give you 50 kPa at 1.5 m indicating poor soil, probable soft clay or silt? Depending on what you need to do, you could be looking at made ground or larger footings etc. Give the client's GeoTech a call to run through and clarify any points you may have.

EDIT:-
Corrected unit error.

 

[BAretired]

Shouldn't that be 50 kPa, tempeng?

The presentation and language of the soil report seem a little unusual to me. I would definitely want to speak to the author for clarification.

BA

 

[tempeng]

Shouldn't that be 50 kPa, tempeng?

Yes it should, thanks for picking that out.

 

[BigH]

As an aside, if I remember Sanglerat's book on cone testing, the original use of units was the bar. I still find this being used in grouting and packer testing.