Thank you for the replies. I've included some additional information about the site.
The final construction is for several two-story, shallow foundation buildings and an area of AC used for foot traffic and occasional maintenance vehicles.
A "standard" subsurface exploration was conducted...
At a recent site redevelopment, the thin AC pavement and base course of a used car lot were stripped and grading begun for shallow foundation structures. The soil under the base course was lean clay (CL), medium stiff to stiff (I don't have the blow count), but with a high moisture content (14...
I have a site with a potential of 2-1/2 inches of liquefaction settlement and surface clays with high expansion potential. I've heard of a Rutherford-Chekene structural slab design using criteria of 2 inches and 4 inches of settlement.
A web search pulls up the firm, but no description of...
Wunderjah, I'll play;
With an MS in Civil and and EIT my first job in Salt Lake City, UT (USA) paid ~32,000 USD. My next company in Montana, 1 year experience, paid 35,000 as a "Staff Engineer", 45 hr week. With 3 to 4 yrs. experience my next company in North Carolina paid 45,000 as a "Project...
jdonville,
I posted the thread "DS Uplift Capacity with Socket". Does the AASHTO HB-17 publication address total side resistance (soil resistance + socket resistance) and the resistance distribution along the shaft? I'm looking at uplift capacity from soil and socket contribution.
Is the...
dmoler,
Thanks for the lead. I've been looking through that publication. It seems to treat the soil ressitance only and rock socket resistance alone but nothing tying the two together. But I'm still looking. I know it is a strain compatibility problem and that the soil resistance should fall...
I'm having a debate in the office on whether the soil-drilled shaft side friction for uplift is mobilized before the uplift load is entirely resisted by the rock socket.
The major drilled shafts are a 72" with 610 kip uplift and a 54" with 475 kip uplift. The shafts go through 40 to 45 feet of...
It's standard practice here to not use a soil as backfill if its max dry density is below 98 pcf. The soil is usually an ML. LL and PI are not an issue but the ML is not used as backfill for footings, structural walls, or building pads backfill/fill.
My question is that no one has been able to...
Are there any guidelines for choosing a "lean" concrete design strength?
I have a project that calls for 125 ksf bearing pressure, on rock, and the use of 2000 psi "lean" concrete for backfill of undercut.
Why 2000 and not 1000, or 750psi concrete? Is it based on cost or is there a design...
vtgeotech,
For N(bar) see equations 16-23 and 24 in the IBC.
And yes, the code does call for the top 100 feet of SOIL profile. So the thickness will be less if rock is encountered a depth shallower than 100 feet. The trick is to justify where "rock" begins if soft or firm rock is encountered...
Thank you everybody. I need to emphasize to our development companies that I need the architect and structural engineer involved.
Born2drill - It's been my experience that for single-story structures, borings of 15 to 20 feet are sufficient. For heavier structures, the borings need to penetrate...
Dear Structure friends,
We often get requests for geotech investigations for buildings that are not off the drawing board. Size, placement, and loads are usually not yet decided.
Are there rules of thumb that I can use to guesstimate column and wall loads, ie 1 story wood frame: columns 50...
JAE - I'm in a moderate area, on Figure 1615(1) 40%, and on 1615(2) 15%. The code states that you can default to a Site Class D UNLESS exploration or suspicion dictate a class E or F. I don't know how the geotech can back up his "know".
Jefferys
