Bearing Capacity of Engineered Fill

[jg11]

Hello

We are doing the geotech for a plant site. The site needs 250kPa bearing and has been stripped to good ground.

However in order to get the correct levels the client will be placing engineered fill.

Is it it possible to use the CBR to indicate the bearing capacity of the fill once compacted to MDD if the fill is a couple of meters thick on good ground?

I have seen a number of threads here already discussing the merits of correlating like this using, W.P.M.Black in "Geotechnique" (Vol 11, No.1 of 1961 & Vol 12, No.4 of 1962).

If it is not possible to use CBR what test should I specify to give the bearing of fill once compacted?

Thanks for your help

 

[BigH]

Are you asking bearing capacity? . . . or allowable bearing pressure? In my experience, engineered fill consisting of "well graded sand and gravel" - or one of the state DOTs subbase or base course materials will easily handle 250kPa subject to the "good" ground being sufficient for those bearing pressures after compaction to 98% standard Proctor MDD (maybe even 95%).

 

[jg11]

Hello

I meant 250kPa allowable bearing pressure.

The trouble is the client wants to use material which is not well graded (100% passing sieve 4 and 50% passing sieve 200).

This is due to the location of the site and difficulty accessing other fill materials.

CBR lab tests = 11.25, I make this to be around 300kPa using the correlation from W.P.M Black. Is this valid?

Thanks