I have always been confused when using the coefficient of variation of subgrade reaction Figure 9 that is on page 236 of the NAVFAC DM 7.02. The values for fine grained soils are truncated at medium stiff soil and the course grained soils do not show values for very loose. How do you interpret...
I agree with VAD, using helical piles to resist uplift is a viable alternative, however no need to use 10 inch shaft, depending on soil conditions you may get a 70 kip capacity with 1.5 inch square shaft helicals
The manufacturer of the push pile system (bracket and pile) should have ratings for the system based on assumed concrete strengths and near surface soil conditions. The ratings may be downgraded for poorer soil or concrete conditions. Push piers are normally used to bear in hard stratums below...
when I design for grouted steel shaft piles with lateral loads or moments, I use the composite properties of the transfored section and the design loading conditions in LPILE to determine the moment at an acceptable deflection... then check to be sure that the maximum moment does not exceed the...
First of all..its not a good idea to place saturated soils in a landfill due to leachate problems...most landfills have paint filter test requirements to control wet soils from being placed
as far as your bullet items:
1) No it is not the same as a rapid drawdown of a submerged embankment...a...
If you put 4 ft of fill on top of swampy soils you are going to start consolidating the soils and settlement will occur....since you have to bring fill in maybe the best option is to preload the site.
I agree with Prepakt1, your better off assuming that your site activities will result in settlement of the adjacent structures and mitigate by proper underpinning/shoring. Not quite sure why your cone of depression would be large based on sand/silt fractured bedrock and artisean...
