failing compaction efforts in silty/sandy material
failing compaction efforts in silty/sandy material
(OP)
Hi all. Newbie here and first post ever. Working in Southern Cal and getting my ass kicked trying to achieve 95% compaction on some very silty/sandy material in trench backfill. County inspection is using a caltrans wet density test with a nuke gauge and not getting results until following day at soonest. Working deep in some places (almost 20') and having to close up streets at end of each day. Can anyone explain to me with great detail the methods and differences between the dry density and wet density testing methods. Or can you direct me to someplace online that I can get a thorough education on the differences. I would like to learn every possible detail about them, even their history and development. Thanks in advance for any help.





RE: failing compaction efforts in silty/sandy material
i can't see any reason why a 1 day wait is needed. The only exception to this would be that you scheduled the testing needs with them on short notice and they weren't able to run the lab analysis on the fill soils until coming on-site. If this is the case, things will get better. They should be giving you enough information for you to continue filling while on-site, even if it is "preliminary until reviewed by PE".
i did a quick search on google with keywords (soil compaction Proctor) and the 1st link (below) looks like a pretty basic and all-around good starting place.
ht
after you learn more about it, feel free to post test results with your questions.
RE: failing compaction efforts in silty/sandy material
RE: failing compaction efforts in silty/sandy material
By the way, if you have your own geotech performing QC and you give it sufficient effort to ensure 95% compaction, then why can't you close up the trench and wait for the results? They are for quality assurance anyway and should only be confirming your own results of the quality control testing...
check the following which may give you more information
h
http://www.dot.ca.gov/hq/esc/ctms/CT216Oct2006.pdf
RE: failing compaction efforts in silty/sandy material
There could be several reasons for this, including not wanting to mess with a trench correction for the gauge, the soils have a variable mica content (or other minerals) that would make using a moisture correction impractical, or the spec provides the ASTM method for "Laboratory Moisture Content" (as in oven moisture) and they do not feel like bending the rules to allow themselves to burn a sample in the field (using a cook stove).
Someone please correct me if I am wrong, but I do not think there is a wet density method. Everything that I have used is based on the dry. The reason is the wet density accounts for the weight of water and the weight of the soil. There is no way to tell how much of the total is from soil, or from the water, without determining the amount of water. Then you might as well calc the dry density. With experience, you can get some idea of where things are likely to fall based on the wet density, but it is not exact.
Ask the inspector what he is taking the samples for, and if it just the moisture, ask if he could burn one in the field to give you an idea of how your work is going. Unless this is SOP for them, he is holding you up.
Communicate and Document.
RE: failing compaction efforts in silty/sandy material
RE: failing compaction efforts in silty/sandy material
by the way, searched wikipedia (even though i don't like it) looking for an in depth explanation of the whole process since it's not a two paragraph type "thing". interesting line at the bottom about wet density testing in california. i'll keep my eyes open for a good site that discusses the caveats of Proctor testing. i'd say a lot of it makes much more sense when you actually perform a the testing yourself (sampling, testing, plotting curves, data anaylsis, trouble shooting why a modified Proctor came up lighter than the standard Proctor on the same material sample, etc) or have the opportunity to review a significant amount of data.
RE: failing compaction efforts in silty/sandy material
In over 25 years of underground construction, I have always had a soils/geotechnical engineer observing our work and using a dry density test with the curves already having been pounded in the lab. The soil analysis usually is done previously when the initial soils report is done for the project. There are times when you may encounter some soil that they may not have sampled previous and would require a new curve to be found.
What I understand about this caltrans 216 test is that you cannot fail compaction due to moisture. There is not an optimum range given that you must fall in. Most work I have performed has a percentage of compaction and a moisture range that you must be in.
By the way, I am familiar with a sand cone test and this is not being used.
RE: failing compaction efforts in silty/sandy material
ht
"The California Department of Transportation has developed a similar test, California Test 216, which measures the maximum wet density, and controls the compactive effort based on the weight, not the volume, of the test sample. The primary advantage of this test is that maximum density test results are available sooner, as evaporation of the compacted sample is not necessary."
i'm not familiar with this and not sure how it works. i'd be interesting to here the explanation about the theory from someone out west familiar with the method.
RE: failing compaction efforts in silty/sandy material
If you are finding that your work does not pass the precentage compaction and the inspector is using a nuke gage, bring on an outside texting lab using sand cone. More often thatn not, the nuke reads lower than actual. Also, ask that the inspector show his calibtation data for his equipment against known soil density at your site, not some lab calibration. I believe ASTM requires this calibration, but most labs are ignorant about this.
RE: failing compaction efforts in silty/sandy material
What the agency appears to be forcing you to do is riduculous in my view and you should bring this up with the superiors or the agency. Some common sense "heads" must be able to make adjustments - but you need to propose a suitable and acceptable method to them. Sadly, one can argue that you bid the job knowing what the specifications say and that should be included in your price. . . .
You don't really indicate if your compaction is good or not - you are basically questioning the "time" it takes to go through each "round". Do you meet the specs on the "slow boat to China method?" If you do, this is another point to bring up with the agency.
Compaction is such an interesting topic. A topic that every Tom, Dick and Harry seems to think he is an expert in (regardless of training/education background) - yet, it always seems to have the most pages of any real good book of any other topic (see Winterkorn and Fang/Fang).
RE: failing compaction efforts in silty/sandy material
Years back I heard a lecture by a US Bureau of Reclamation soils guy, name forgot. He described the Rapid Compaction Control Method, then number E-25, as written in my 1963 version of the "Earth Manual". I see that Vulcan.com has a recent edition of this manual, but no test procedures shown there. It basically involves three compaction runs at differing moisture contents.
Many references in a Google search bring up comments about the "Rapid Method". However, my searching has not found it available in a recent publication. It is estimated to get the result in an hour out on the job.
Some references, such as ASTM papers, refer to USBR7240, but as I view that method, it is mostly how to log field explorations.
I wonder if it is still in use.
RE: failing compaction efforts in silty/sandy material
Cornell lost to Princeton 34-31 on Friday night. :(
RE: failing compaction efforts in silty/sandy material
don't push the argument that they have an existing proctor curve b/c of the preliminary geotech report, and that this is what is slowing things down. i'm sure this would be good enough for some people, but i would require another if i was running the testing department. Proctors in the geotech report are there to give the design team an idea of the suitability of on-site soils.
When you say the County is the inspector, does this mean that the guy/woman on-site is a town employee? or is the inspector employed by the County to represent them and they work for a variety of other clients?
I refuse to believe that a Proctor test with a 1-day minimum delay for every SINGLE test is standard industry practice anywhere. Especially, since only testing for wet density is in-my-very-honest-opinion inferior and goes against standard industry practice. I am from the east coast, however, and i recommend you call some local testing firms and get there opinions on this test (make sure you speak with ones that do Transportation work). i suspect that they will agree and will chat to you for free.
i wonder if the original intent of this test was to speed up construction compared to typical field testing methods. I also wonder if the inspectors are either missing the point or are not comfortable with the test and are taking it real slow. (i also wonder if you're giving us the full picture. you are a contractor after all! Hah!)
if the testing is done by a company that serves the County, you'll have a good shot of getting the Civil Egr to agree that compaction testing identified in (insert any Master Specification publisher used extensively for construction) is acceptable. if it's done by the County, the X-factor is their bureacracy and how it could affect recommendations.
i have to think that it is in the County's best interest for you to finish fast and get out.
RE: failing compaction efforts in silty/sandy material
Committee D-18 is reapproving D5080-00 TEST METHOD FOR Rapid Determination of Percent Compaction.
I had forgotten about this procedure. Basically, the method is using the wet weights, both from the in-place test and a 3-point proctor curve to get a quicker, approximate answer.
RE: failing compaction efforts in silty/sandy material
and proctors from geotech report are good for general info but field proctors during construction are absolutely necessary. it may all be essentially the "same" material but adding them together changes gradation, weight, etc. during the geotech report, i doubt there's pans running everywhere picking up dirt from here and there and then laying it down as fill. i often have jobs with 20-30 proctors...might not charge the client for all of them if i get repeats but at least i have a better feeling that my results are good.
RE: failing compaction efforts in silty/sandy material
RE: failing compaction efforts in silty/sandy material
all in all, it's sort of like running a proctor in january and then coming back a year later after 20' of soil has been moved around the site and using the same proctor. at a minimum, the tech should be running checkplugs daily to get them on the best proctor. however, i would have another proctor run...it's a relatively inexpensive test and worth the effort.
RE: failing compaction efforts in silty/sandy material
The project is a sewer line being installed for the county. The county put the job out to bid, are paying for the installation and will own the line. They are the inspection, and code enforcement agency for the project. They wrote the bid specifications and most if not all refer back to CalTrans specs. The inspectors are county employees and not subcontractors. They have a county lab with techs that are doing the testing as they do with any of the jobs that take place under their jurisdiction, such as any subdivisions or commercial projects that don't fall in the city limits or jurisdiction of the state like a highway might.
As I stated earlier, I have done civil underground and grading in California for over 25 years for both private and public ie: Caltrans, counties, state, and federal projects. Subdivisions, site work(shopping centers,commercial pads to school and airports) and lots of highway and street work. %99 of this has been in Northern California.
I think the job we are performing is overwhelming them. I know that they don't have the resources to cover the amount of work we are installing and how fast we are performing and they have yet to hire outside help like I have seen done in the past when this was occuring. They are making it my problem. I don't want to get into the legal ramblings, the timely inspection owed and all the other technicalities. What I am trying to resolve is the soils compaction method (a successful method) and the timely results of testing.
As I originally asked, I am trying to find a source of information that can explain in great detail about the ASTM Proctor tests, wet density, dry density, methods of determining them.
Where does the soil sample have to take place in relation to where the gauge was placed on the ground, in what time frame does the soil sample have to be taken in relation to when the gauge was placed on the ground. Even if a wet density test is being used, could the lab work and curve have already been pounded out. The trench is surveyed and you could return to the same spot(within inches) to place the nuke gauge and test compaction. These are the things I am trying to determine as well as recommended tools and methods for compacting silt and sand. I am using compactions wheels on Komatsu 220 excavators right now.
RE: failing compaction efforts in silty/sandy material
It's not brain surgery but I have been doing it for 18 years. It's also not so easy that anyone can do it. It provides a well rounded informed and TRAINED individual in the field to provide accurate and timely information.
It should also not take a day as if they are running lab oven dry samples, the same could be done using a calibrated speedy moisture tester that was calibrated in the lab against varying materials at varying moistures and establishing a correction curve....
RE: failing compaction efforts in silty/sandy material
Do you use an estimated value during the day, if so are you generally ok the next day when the test comes back or do you have to repack the material.
The above method will not work if you have hugely varying soils.
Just to make sure you understand the proctor curve soils have an optimum moisture content where the maximum compaction (density) can be obtained. There is only one moisture content at which you can obtain the maximum density. Therefore, by looking at the moisture content, the density values from the nuke (density values not % of your proctor) during the day you will be able to get a pretty good handle on how the compaction is being done.
i,e if my tech calls me from the field and tells me that he is getting 99% of modified proctor on a 0-3/4" crushed limestone with 2% moisture content, I suspect that the proctor he is using may be too low. (in this area optimum for this type of material is between 5 and 7%). A simple analogy but gives an idea of how to treat the nuke machine, i.e if the proctor value inputted is incorrect you will have a very difficult time attaining the 95%, or you will be attaining over 100%, which also should not occur if using the modified proctor.
RE: failing compaction efforts in silty/sandy material
we discuss wet densities between us (engineer and techs) while waiting for final results to come back but i would not say pass/fail based on that...soils and in-situ moistures are too variable around here. densities from 80-125pcf with moistures <10% to >45%.
RE: failing compaction efforts in silty/sandy material
The guys in the lab are pissed about having to pound out this many, they know what the damn soil is in place once they run the numbers. The soil is not varying that much. Some sandier and some siltier. But I don't have results in writing until (at the soonest) the following day. They ARE NOT doing any lab work on site. They are not doing any curves before hand.
What does the ASTM & ANSI specs dictate? Can I insist that they come before hand and take a sample and pound the curve the day before so they can give me the results from the nuke gauge as they poke the damn thing in the ground? Like I said, with the survey stakes sitting here next to the trench, we can return to the same exact location within inches. I cannot force them to take a sand cone by the way.
On a different note, I have worked with silt in the past and it is by far the most contriversial regarding moisture. I call it a spike instead of a curve when you pound a curve on it. I have a speedy moisture meter with me but feel we are getting the moisture close enough by vision. I am considering some type of vibration along with the weight might help. I stated before, I don't think you can fail due to over optimum moisture per the spec, although it may be detrimental to have too much water on a practical view. If anyone has any experience and advice putting a silty material back together, I would very much appreciate any input.
RE: failing compaction efforts in silty/sandy material
RE: failing compaction efforts in silty/sandy material
As they are pounding a proctor for every test, sounds similar to the Corps of Engineers in the Colorado Springs area. My father had many choice comments regarding the fiasco which developed. My condolences.
RE: failing compaction efforts in silty/sandy material
RE: failing compaction efforts in silty/sandy material
you can purchase individual ASTMs at the ASTM website if you have the reference number. (i.e. ASTM D698 is the standard Proctor test). since it's giving you so much heat, i would buy the ones listed in the project specs that apply to compaction testing if you don't have them already. I would be surprised if ASTM were to make judgment calls (or poor judgment calls in your case) with regards to frequency of testing and reporting turnaround time. But, you should know them since it is costing you money now and who knows, maybe you'll find some information to help defend other testing issues that may come up.
i agree with BigH about looking for some consideration up the chain of command. from what you've presented, you're not asking for leniency but reason.
also if this thing is truly slowing down the project and costing real money (as opposed to being a good scapegoat for the contractors and labor), you should look into hiring a reputable testing firm to provide compaction testing. Have the firm test in the exact locations that the county is testing as well as some additional locations. Offer to distribute the results to the owner and design team. it would be best if they could give the results to the county before the county officially tells you the results. you still might not get passing results, but you'll at least get them immediately with some feedback of what to do about it and can repair/retest. i'm going to speculate that any tester who is comfortable telling you the results tomorrow or the day after isn't too concerned with getting things fixed, just redone. that kind of move will probably ruffle some bureacratic feathers, but if someone tries to state that only the county test numbers will be valid, immediately look puzzled and ask why would there be any difference. if you choose this route, do the testing firm and yourself a favor and let them know the project history.
RE: failing compaction efforts in silty/sandy material
RE: failing compaction efforts in silty/sandy material
In short this is really different from what I have seen, but A.) does not sound like they are doing it right and
B) Does not sound like it is the best method for this job.
I would suggest you talk to someone at a CalTrans lab to get some background on this.
Good Luck!
RE: failing compaction efforts in silty/sandy material
Is the CalTran method really any different than the ASTM D5080-00 TEST METHOD FOR Rapid Determination of Percent Compaction, I mentioned in the above post??
In theory, if the water content is being checked and reasonably under control, this should work. Just a lot of work.
RE: failing compaction efforts in silty/sandy material
http://www.dot.ca.gov/hq/esc/ctms/CT216Oct2006.pdf
RE: failing compaction efforts in silty/sandy material
RE: failing compaction efforts in silty/sandy material