Search results for query: *

Mccoy; Yes, I should have mentioned in the last post, there is pdf file on "beams on elastic foundations". This is my train of thought; In the geotechnical aspects-If the footings have length to width ratio of less than 5, I normally treat it as continuous footing and then check for bearing...

The following link and the associated website discusses this topic: http://geotechnic.ucsd.edu/se243/ It feels good to join this distinguished group of geotechs!

As soon as I posted, I contacted Dr. Poulos. He has informed of a person that can help me purchase it direct from Australia. I Will keep you posted of progress.

BigH- I have tried for 3 years to locate this book and just can't find it. Any ideas, even international locations, of where I can get my copy of "Elastic Solutions" book by Poulos and Davis.

RobPE; I have always sampled soil near the crest and near the toe and used the lower C and phi values at residual strength. Then I would take the maximum dry density(proctor) and assume that the slope will be no worse than 90% compaction. Based on those,c, phi and gamma, you may run a FS...

SPT readings are only reliable in sandy soil profiles. Even then you get consistency ranging from very loose(N<4)to very dense(N>50), your unit weights change only by a smaller amount. Unit weight will depend on denseness or looseness, but also on the gradation of the soils and the specific...

On 1) Engineering geologist should be involved to determine if the dips are adverse, neutral, out of plane etc. If they are adverse, you'll need a geotechnical to design a buttress or other stabilizing mechanisms. On 2) The solution in 1) will incorporate this. On 3) A bulk sample obtained...

The following doument has a comprehensive filter design criteria: http://www.water.az.gov/dwr/content/Find_by_Program/Dam_Safety_and_Flood_Mitigation/Dam_Safety_Docs/1994_SCS_Filter_Design.pdf

When our supporting materials are rock, an experienced and licensed LOCAL engineering geologist should be involved. This professional will oversee drilling investigation, measure the bedding planes and research the site geology. He or she will also compute the dip, analyse if the bedding...

Give us more description of the rock, the site topography and proposed structure or loadings.

If you were bypassed for that position, look for a new job.

Could you drive sheetpiles a few meters away, then do stepped or benched slopes into the coal mine? What type of foundation material are beneath and also make the shoulder of the railway line?

I believe you have the main ingredients: you realized that constant training is needed and that you want to combine technical and business components of engineering. The technical aspects, I believe you'll get the most by buying used technical books, downloading available free pdf files...

In addition to JAE's comments of taking SE in CA, you'll need 3 yrs of Structural experience after your PE license.

Most of the failures are with unreinforced slabs. I work in Orange county, CA and due to alkaline soils with higher soluble sulphates, Type V cement is mostly chosen. As a result, most owners are weary of paying for fibers or admixtures that increase concrete cost. My other battle with slabs...

I agree that WWF ends at the bottom but I prefer to have minimum shrinkage, temperature etc. rebars in the middle third. Geotechnically speaking, should the subgrade soils be sandy and you have a fluctuating water table near the surface, the reinforced slab will be able to span distances that...

This one topic where many foundation textbooks sadly just don't cover. Teng's "Foundation Design" 1962 covers it very well. You can get the plan dimensions from CRSI Desig Handbook 2002, and may get more structural design in a Structural Engineering Handbook like the one by Gaylord. "Handbook...

Since the core is on piles, the neighboring shallow foundations are sitting up higher in elevation. There should be enough horizontal distance so that there is a lateral support for the shallow footings AND that the soil to the inside of the shallow footings is not being loaded by both shallow...

As long as the interior shallow footings are not in overapping stress zones, you would be fine.

It is not a matter of how you want to bill, but what the client is accustomed to seeing. Nevertheless, I had clients telling me that civil/geotechnical fees are such a small percentage of the job cost that even a 33% increase is tollerable. Clients need fast service, experience, trust and...