I have 50 ft wide, 25 ft deep excavation and I am designing solider pile wall with wale and horizontal internal strut. the strut force is about 50 kip, I am looking for a detail for the strut spanning between two parallel pile walls and between the two perpendicular ones. any example will help...
I want to instrument a mini pile with several strain gages spaced at 1 to 2 m apart along the socket for tension load test. should I weld those gages to the threadbar (if weldable) or just tie them to the rebar and grout the pile? any photos showing this done before are appreciated.
I performed a pumping test near a basement with an active drainage system. the pumping test was within the cone of depression of the basement which produced a cone within a cone. The initial cone of depression invalidates one of the assumptions in the Dupuit equation. Is there a modified...
If you are dealing with one structure then one response and one class. If multiple separate structures then I would specify two separate classes to save on cost. Depending in size of the structure (s), few SCPT may be cost justified to perform if you believe you can up the E class to D class. My...
I ran into this problem few times and I wrote a code into excel to calculate the shortest distance between two lines. Keep in mind that you need to consider installation tolerances and if they combined how close two nails can get to each other.
PEinc: the photos are really nice. The toe tie is good iddea since the rock is half decent in upper 5ft closely fractured schist with sporadic gneiss bands. I recorded the relative dip of the rock in the boring (30-45 deg) but unfortunately I won’t be able to know the true strike to figure out...
Anyone has designed shoring to retain 18 ft of fill and soil, then 25 ft rock below it? I am thinking of soldier pils with one row of tiebacks for the top and rock bolts for the rock below but not sure about the soldier pile embedment, maybe I should put a tieback close to the bottom of the...
I typically do three readings to establish the base line. Obtain another reading or two to rule out operator’s error. Look at the trend over time. Also, if you have other inclinometers compare data at same depth/elevation. You should be fixing the bottom to 0 not the top if you are capturing a...
The basement wall has a geocomposite sheet drain (geotextile and drainage core)
Any comment on the following claims:
1. that the flowable fill will clog the drainage by seeping through the geotextile when placed wet due to cement particles smaller than geotextile AOS.
2. that the flowable fill...
Thanks PEINC for the information.
My SOE is one-sided shoring but if I can relocate an electric line, the SOE can be 3 ft away from the proposed wall which seems to be more cost-effective than placing a raker at each pile. your 4th photo is an interesting concept, would you mind sharing a...
Neighbors across street don't like tiebacks below their property so I am thinking 3 levels of rakers with reaction blocks, any precautions/issues to look out for given the depth of excavation? top 20 ft is medium dense fill/natural, bottom 20 ft is good dense to very dense natural sand and...
Deflection is a serviceability limit state meaning it depends on what the wall supports behind it. is there a structure, a highway, a parking lot, an open landscape? How far is it from the wall?
Note that if, for example, the allowable settlement is limited to 1" for a building, this will have...
You can install another row of sheet piles behind the front row and connect the two with sheet piles to form square cells (like a cellular cofferdam). link for the design manual from USACE:
https://erdc-library.erdc.dren.mil/jspui/handle/11681/10842
I am designing geocompisite sheet drain system for a basement wall where there is no space for pipe and stone due to shoring. link below is what I have in mind. The typical value for flow rate is for 100% gradient (vertical flow) and Koerner has example for design calcs. for the bottom portion...
Contractor wants to backfill the caissons for the soldier piles with stone or sand instead of 100 or 200 psi flowable fill. He thinks this is the only way he can retrieve the steel piles. The original design of the 12 ft cantilever system was with 2 ft diameter, 13 ft long caisson backfilled...
Tabaluga:
The k value of a soil for a laterally loaded pile is not a constant value but rather a function of the lateral deflection of the pile. The solution for this type of problem is iterative and requires geotechnical engineering experience. You mentioned clay soil and significant lateral...
Obregon, It is not too important unless you have something behind the wall you're trying to avoid as PEinc indicted. This is just academics and if you properly design the wall it will be just fine and dandy.
