Recent content by Baldie

This post might be too late to help with your fix, but I thought I would share a few thoughts. I have practiced in the Denver area for over 16 years - mostly in transportation, dams, and commercial buildings. I have looked at a few distressed residences with similar problems. Your situation...

Thanks for the comments Focht3. I agree that moisture content of soils varies seasonally. However, the overall trend over several years (say 5 to 10 years) in new developments is an increase in MC in at least the upper 20 feet. A competitor firm in the area that does a great deal of...

I have been providing ultimate passive pressure values in my reports and explicitly stating that appropriate factors of safety should be applied. I then discuss that relatively large movements are needed to mobilize the ultimate passive pressure and that an allowable passive pressure equal to...

Focht3, I respectfully disagree with some of your last statements. emmgjld states that these roads are for a new residential development. The moisture contents will increase due to irrigation of lawns. They will likely increase a lot based on my experience. Borings made in streets in...

I also practice in Colorado, but mostly on the Front Range. In my experience, moisture treatment of the native soils to greater than optimum MC usually reduces the swell potential (Denver Swell test under 200 psf surcharge pressure at time of sample inundation with water) to levels considered...

Laser 28, Do you mean structural coefficient of 0.11 using the AASHTO design method?

Depending on the geology where you are located, hydro-compactive (aka collapsible) soils could be the problem. Eolian deposits of silt and/or silty sand can be dense based on SPT, but actually contain small voids that collapse upon wetting. Once the soils have been wetted and collapse, they...

Thanks for all of your opinions. I still think that these millings, 2" max. particle size, would tend to act like a weak flexible asphalt pavement layer below the new stronger asphalt pavement if good compaction is achieved on the millings. I have seen contractors place millings to...

Does anybody have any experience or opinions about an appropriate structural coefficient to use in pavement design for asphalt millings placed instead of an aggregate base course (ABC) layer beneath asphalt pavement? The millings will not have any emulsion, rejuvenators, or additives of any...

ganderson has it right. I would only add that EFP can be calculated by the following for non-saturated soils: EFP = total soil unit weight * Ka (or Ko or Kp) If saturated conditions are anticipated then: EFP = effective unit weight * Ka + unit weight of water Therefore for saturate soils...

This study was done in several design stages, and the final design report is due next week. My original post was submitted very early in the process, at the 30% design level. Keep in mind that this is a low hazard dam with no or very little downstream development. Following is an update of...

Thank you all for your posts. They really helped me put together a thorough report.

I think that the rate of fee increase has not kept up with construction costs due to two main issues: 1) Commoditization of the market - Many owners/clients perceive engineering services from all firms as equivalent. Therefore, they shop for the lowest price, and many firms are willing to...

Thank you VAD. I had not considered the increase in seepage that could be caused by the presence of the piles themselves.

I am concerned about removing sheet piling that will be installed in an existing embankment dam to function as a cofferdam while the intake is replaced. The main concern is that the soils will be disturbed when the sheet piles would be removed after construction and that seepage through the...