Been a decade since I've been here but glad to be back. 0.1q is completely appropriate or minimum 20' deeper than deep foundation or to top of rock...many variation exist. For area fill, you can reference simply stress distribution plots to determine expect 0.1q based on area of loading which...
Withdrew too fast. Or throttled the pump back at that level and grout flow stopped. QA should have strokes and rigs should have AME/PIR to verify. It's possible they sucked down the pile on the next one and topped off later...QA should be catching that and reporting. Wrote this before reading...
PGA is not independent of site class...well the PGA used isnt...PGAm is what you use to evaluate liquefaction which is the site modified PGA. "PGA" is at bedrock level which likely tell you much other than you have to apply the amplification. If liquefaction potential is present, then run the...
for non-commercial, best approach is fix at least the upper 3-5 feet...3' probably sufficient for application you mention. if soft down below, then mix in cement at perhaps 3-5% depending on gradation of material...sandy would be lower and clayey/silty higher...this will stabilize (not...
TM 5-818-7 has useful info. There is a very generalized map stuck in one of the USACE (or UFC) manuals in a rather oddball place, as I recall. Most of the USACE manuals are not yet word searchable so I cannot dig for it. Google "depth of seasonal moisture variation" to see what you find. I do...
Agree with moe...N60. If you are thinking there should be a bump in site class, move toward shear wave velocity assessment. The SPT approach was built in conservative for many of the reasons mentioned here. If N60ave is better than about 30bpf, there is a good chance the shear wave velocity will...
Agreed. No particulars to have it as structural fill but do consider constructibility issues. Also, getting at least a target compaction of say 92% standard Proctor is not that difficult and can save lots of other headaches down the road. Many things play into this such as settlement of the...
Stabilization with lime and replacing as compacted fill works best in that area...besides replacing with compacted select fill. For the inplace chemical stabilization, it does help to some degree. I would normally run swell tests beforehand as my baseline then sample after a couple passes of...
took it...passed it...read ACI, read IBC and read the other noted reference materials. then, go work in the field for a couple of years and you'll do fine. practical experience is the only way to learn how to read plans. and i must say that the plans provided to me for the test looked like...
first thread i've clicked on in months and all the regulars here haven't missed a step. glad to be back!
hey, do any of you gents have the 1955 Geotechnique paper by Terzaghi on the topic? I've been looking around and can't find a copy. I looked for it a while back and got sidetracked...would...
Hey again ole friends...is good to have a few minutes these days to read through the posts.
I'm in search of a reference I've seen before and I'm pretty sure it came from the regulars here (BigH maybe). It was a lengthy reference (maybe USACE or similar...I'm thinking TM-something but that...
hire the geotech to figure these things out...there's a lot of funny things that can happen on sites with soil/foundations. and keep in mind that "cheap is cheap". don't get in to bidding wars with geotech because they'll cut price which means they're cutting scope and recommendations which will...
I generally use Sds/2.5. I think Sa is intended to mean SdsxFa but I don't recall if it specifically states the period...I'd have to look back through but I'm confident it's typically assumed PGA~Sds/2.5. Keep in mind the seismic spectrum you get from IBC is not what it really looks like. It's a...
markomarko, there are ways to try to identify the details you need. however, it will NOT be perfect so you should understand the uncertainty involved on the front end. one approach would be to expose the top/side of select piles then perform Pile Integrity Testing (PIT) or maybe even parallel...
there's a lot of very complicated variables involved with this but you might as well call it "unpredictable". one might be able to pull a number out of thin air but the accuracy of that number will be very poor i'm quite certain. it's hard enough to "accurately" predict settlement and time in...
one thought: i'd be careful if you saw 95% compaction (standard/modified?). the state DOT here has a line in there about this but it's referring to remedial work...a lot of civils see that and run with it on drawings. when you read further, it requires either 98% or 100% modified depending on...
both. axial static let's you see what you put on there and can measure what you need. with PDA, it seems like voodoo to some but is a great tool. Plus, you can perform PDA on many piles for a more representative sampling. if i had to pick one or the other, i'd pick PDA.
contact the leica distributor. i got mine from them. i haven't surveyed in a few years and lost my copy with the last hard drive to burn up. i usually found that transfer problems were due to some little setting being different between computer/data collector and instrument. good luck.
