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Road with an 18% grade. The civil engineer and owner want to use Portland cement concrete. Low traffic, services about 10 or 12 homes. Good soil, 5in concrete on 4in base course. They have already poured curb and gutter. They don't know what to do, so they are asking me, the geotech...

Good questions. From what I've heard it sounds like the footing and stem widths, and steel are too thin, but I'll get more info this afternoon in our site meeting.

The structural engineer on our project just told me he way under-designed his retaining wall. He apparently plugged wrong data into his computer program. It's an 8-12 feet high wall with a backfill slope above the wall of at least 1.5H:1V, so loads are pretty high. I'm thinking maybe a few...

PEinc ~ I like that thought, I'll explore that. Thanks

We are constructing a steep reinforced slope (1:1) above a vertical concrete retaining wall. I'm having a difficult time determining the additional lateral pressure on the wall due to the steep slope. Rankine, Coulomb, or log-spiral do not work for slope angles greater than phi. I'd like to...

I'm looking for some guidance on how to determine appropriate lateral pressures for backfill between a rock cut and retaining wall. How should the depth of backfill soil affect lateral pressures in relation to wall height? Some kind of weighted average? Thanks for any assistance....

Thanks Oldest, I like the ball bearing idea. After drawing the force diagram, I see that all I need to do is sum up the moments around the pin connector to determine the proper lengths for a 10:1 ratio. One more question, did your dial gauge rest on the top of the sample (the metal piece the...

I hear it used to be fairly common for geotechs to have a machine shop make their consolidation/swell machines. I have a machine shop next door and thought I might try it. Has anybody done this and/or have pictures they can share?? The basic concept seems easy enough, but I'm not sure of...

As I read it, the 3rd Edition contains significant geotechnical revisions to establish Em and Ym values. Are "old" 2nd ed. PTI design values of Em & Ym, as determined prior to the 3rd edition PTI Manual procedures valid? My experience comparing the results of several current slab...

Just looking to see if anybody has any comments or experience with Qual Tech's PQI 301 for density testing of AC. Thanks

Just looking to see if anybody has experience with Qual Tech's PQI 301 machine for determining density of AC. Any comments are appreciated. Thanks.

I've been using the Post-Tensioning Institute's new 2004 3rd ed. Design Manual (AKA Alternative Procedures). I'm finding the soil design values I'm getting are significantly higher than the previous methods For example, a structural recently told me he calced a small, one-story...

Project is residential tracked home development. To help reduce center/edge lift and edge moisture penetration, I wanted to recommend a horizontal barrier extending away from the slab. I envision a strong UV resistant geomembrane like one of the Permalon products placed 4 to 6 inches below the...

Nevermind, I've found that the Structual engineer can design a slab that will accomodate both settlement and expansive parameters.

I have a site with numerous home sites and soils that may experience settlement and others that may experice expansion. The Developer would prefer one set of soil parameters for post-tension design. My question is, would a design based on expansive soils work for soils subject to settlement, or...

When should a wall be considered "restrained" or "unrestrained" in relation to later soil pressures. Specifically my question is in relation to 6 feet high walls of a swimming pool. The structral engineer thinks there is enough distance between the perpindicular walls on the sides to make it...

Solid stem augers would mean that you had to pull the augers out before dropping in your rods and split spoon sampler. Is this what you did? Are you drilling with hollow stem? Using a plug or pilot bit?

It wouldn't be a free standing slurry wall. It would be outside of his cut slope. Since there's no soils engineer involve, I figured he'll probably end up digging a steeper cut slope then OSHA requires, and the wall would help to prevent undermining the building if a portion of the cut slope...

How 'bout this. Dig a 6 feet deep, 12" wide trench between the two buildings, near the top of your proposed excavation. Backfill the trench with lean slurry (2-sack). After a few days, perform your basement excavation. The slurry wall should be sufficient for temporary support of soils below...

Geocontractor: I don't understand what a vertical concrete element with a geogrid mattress are. For my own education, would you please elaborate. Thanks.