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Thank you all, in particular fel3 for breaking down the numbers.

For these advanced tests, there are many ways for you to know "how" and "why" 1. Go to check their corresponding ASTM D-xxxx articles and read through. It gives you the first impression of "how", and sometimes "why" we do this way in the industry. 2. There is a set of Soil Laboratory Manuals...

I know in some regions you use SPT in regardless materials (i.e., clays as well). When you need the undrained shear strength, you will rely on empirical formulae. So it is debatable if it is a Su or N method to get you a Site Class assignment.

I am working on a 100' dia by 25' tall ground storage tank farm project. To estimate the tank center and edge settlements, I need to assign loads to the ring wall footing and the compacted fill (underneath the tank). I remember reading a technical paper authored by Boberg, however, his...

The structural engineer is proposing to reinforcing an existing slope with drilled shafts, which will be 24 inches diameter and 30 inches center-to-center. Basically, 6 inches room is left between shafts for installing tiebacks installed into the body of the retained structure. What...

For 2-story commercial buildings, what are the typical load ranges? Thanks.

I really appreciate someone who had this experience share with me. As you know, TCP instead of other field tests is required for bridge foundation design per TxDOT Geotechnical Design Manual. However, is TCP also <required> simply for pavement analysis? Thanks.

The subsurface consists of about 60 feet thick CL with isolated CH soils. We were talking about drilled shafts and recently the client is asking for helical pile recommendations. It seems to me that John Pack of IMR has compiled a quite informative guide for helical piles design. Are there any...

By referring to formula 2-2 of ACI 330R-01 Guide for Design and Construction of Concrete Parking Lots, I receive 0.06 sq inch for a 5 in thick parking pavement. So my question is, do you really need reinforcing steel? Experience always say "properly designed reinforcement should be implemented"...

Recently I had a chat with our ACEC agent since our Experience Modified Rate (EMR) has been quite high lately due to some claims. I am told that there's a recent change of practice category like 8601 etc in some states except Texas and other a handful. Basically, you would see the engineer...

Hi folks I am planning a geotechnical investigation plan consisting of SPT and piezometer boreholes. I wondered if I can re-use the SPT boreholes for piezometer installation. This way, I can save the budget of grouting these SPT boreholes. Please share your experience. Thanks.

This is NOT a technical question, so I assumed it might be OK to ask my geotechnical colleagues here... Is there a rule that prohibits a private sub/contractor from paying a lunch for a port authority staff member? We do not have any ongoing sub/contract between us at this moment. I knew that...

The tanks are 50 feet in diameter. For the upper 20 feet of soils, we see WOH and pen readings up to 0.2 tsf.

I can really take some input from this group. I have a tank farm project consisting of different sized aboveground storage tanks (AST). Since the surface 20+ feet of the site (south of Houston) is very compressible soils, I am recommending pile supported foundations either drilled shafts or...

I have happy clients using 30 inches thick concrete pavement for daily forklift operations for years. Put the cost aside for a moment, what are the governing factors in a sound pavement design for these loaders? Do we simply reduce the case into EASLs? Army has their LedRoad computer program...

All right folks thanks for your input.

The site is in a very dry area (GWT>50 feet), and the clays on the surface have SPT N>30 by average. To use the site for plant traffic (18 wheelers for regular loading, no EASLs available), does the site even need a pavement? Can someone here share experience? Thanks.

According to ASTM G57, we can run an alignment at specified spacings. I know some folks also run an additional alignment across the center of the original alignment at an 90 angle. Is this a routine practice or for calibration purpose?

Here's his equivalent fluid pressures (active): 1. Lean Clays, 51 pcf (above) and 25 pcf (below) 2. Clayey Sands, 42 pcf (above) and 21 pcf (below). So if there's water accumulated behind the wall, then I will use 25+62.4=87.4 pcf. correct me if I am wrong with the numbers. Thanks.

I am reviewing a geotechnical report for a cantilever retaining wall recommendation for a land job. The consultant recommends equivalent fluid pressures in conditions like "Above Water Table" and "Below Water Table". Since drainage like sump is always installed to prevent water accumulation, why...