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Suggest you look at PTI recommendations for pretensioned rock and soil anchors. It will answer most of your questions for both active or passive anchors. General Rules Drill hole size for resin grout is limited to something slightly larger than the bar. Say 1.25"-1.5" hole for 1" or #8 bar...

How would you classify the rock fill? Two methods to consider 1) mass stabilization of the upper 3 m of rock fill with grout. 2) Construct anchored/grouted columns with mass sufficent to resist uplift. Both methods will require special drilling techniques and the ability to control the lateral...

JAE and Ron, Is it possible that the evaporation rate exceeded the available water as a result of the calcium chloride? Calcium Chloride will reduce bleed by decreasing the initail set, at least this has been my experience with cement pastes....your thoughts?

Geotechgal, Interesting thread. What did you determine, and what became of the issue?

Dave, I like your grouted rip-rap approach, and along those lines could it be possible to use highway barriers as forms for the rip-rap. Perhaps the barriers could be tied together with steel brackets spaced at the desired width? The space between the barrier could then backfilled with rip-rap...

Hello, I have never used Uretek products or service, and I never will. The product or the application is protected under law, and you need to be licensed installer. Uretek is currently being specified by two or three state DOT's for pavement undersealing. (Could be more) It may function as...

Hi Samee The 10 K should be no problem, but then you dont know what your anchoring into. Where is Rock? Is there cobble, boulder or obstructions that would not allow you to drive the anchor. How do you propose to resist the 3 K side load with a manta ray? I think you may have the cart in...

Hello, Depending on the soil type, horizontal drilled in drains are common, say spaced 6' horizontal by 20'-30'long, say 1-1/2" perforated pvc in a sock. Also along Focht3 lines, going from tangent to closely spaced pile could be easier and cheaper. A slightly different twist could be drain...

Hi all, The issue here is no soil study or design! I wont even comment on the 1:1 layback slope. What slope is safe with the given surcharge? It could only be a guess. As stated by others you need help. Do not proceed without engineering.

Steve. I would not even consider load transfer based on embedment length of steel pipe, although you might consider using nelson studs. This is cheap and fast! but you still got to keep the conc. out the pipe. As PEinc. points out, the pile will need to be capped with something. If you use...

How could you possibly design for an unknown increased height? You could treat the stone as a temporary facing, install permanent nails and build a permanent shotcrete facing. Carve the shotcrete to look like the existing rock wall.

Uwe, Cannot comment on eps concrete, but I believe it would come under the heading of light wt aggregate concrete, which is common. I found your comments on Lime and silica interesting. What you discribe is called a pozzalonic reaction. Here, the function of the lime is to increase the pH for...

Sorry, I missed your last post, sounds like you got a handle on it.

Does anyone have a recommendation for a tieback contractor in NE Texas that I can give to the contractor I am working with so that he can find out more about using tiebacks. Please provide contact information.

If the existing foundations are at least 50'away, your options have increased. I still do not know about overhead restriction? Without knowing more about what you are looking at, my first choices would be a soil nail wall.

rlewistx A few questions for you... Is this exc. inside of a building? How far is the exc. from the building foundations? What type of foundation? How far below the foundation will the exc. go? How wide is the exc.? Is water a problem? Overhead restrictions and access problems?

DRC1, I think you probably mean design vs capacity ie. the anchors are usually tested to 1.3DL (design Load). The bars are sizes so the design load is typically 60% GUTS (ultimate). Grade 150 steel is used for post tension work and can be tested to 80% of Guts. The rebar grade 75 can be tested...

Yes, an 8" pipe can be driven to rock, but will require predrilling. Open ended pipe will require same energy to drive as closed end pipe. Both will refuse long before you reach t/r. You could Predrill the hole to rock, install an 8" can in the upper 20 foot to stiffen the pile up...

Could you demonstrate to the engineer your method is acceptable? Perhaps you could do a SPT in the backfill and compare to adjacent material?

ick2 Yes, attaching will be a problem, as well as point loading. could a shotcrete beam be constructed on the face of rubble wall?