PEInc:
I like the hinged pile at subgrade approach. I will try it. Also, ground water is at excavtion bottom and yes, I am including bouyant weight. Just supporting roadway traffic. What do you think?
SmokeyBear:
Thank you. That was very informative. With the help of all these contributors and some indepedant researching, I've steered away from Rowe's Method. I did not realize though until now that that was based on factored loads.
What I gained mostly from this research was how to apply...
Thanks to both of you. This is an interesting sublect. After switching from adding the active below the dredge line from 3B to B, my embedements went down from about 22' to 15'. Also, the moment is reduced. The Temporary works guide from AASHTO illustrates a 3B distribution for the active...
PEinc.
Thanks for the useful insight.
Its much more than a 10% reduction I beleive because the active wedge above the embedded portion is calculated using the height of excavation as opposed to the passive resistance which is based on only embedement depth. Would you concur?
Thanks again.
DRC1/PEInc.:
We are around 15 kps/ft. We're using a continuous block and have it back far enough with anchors every other pile to a waler. We want to avoid drilling for cost purposes. We're trenching, installing PVC sleeves and pushing the anchors through later.
Yes, this is only temporary...
Thank you for your responses. Our anchors are located 5 feet down. We are trenching across an existing highway to place tie backs to an anchor block. The anchors will be prestressed. We do not want to sheet for the trenches. Its a tricky area and are limited by the site conditions. Its a...
PSlem: Thanks so much. We have the 1948 Peck book, I am looking for it now.
We also have NAVFAC DM7.2. I think here what you are referring to is on Page 7.2-102. Can you verify? Our case is a timber lagging wall with steel piles and one tie back at the top.
Thanks again.
PEInc.
The contract drawings required a pile spacing of 6'-7", drilled in 30" diameter holes and filled with concrete. The contractor elected driving to avoid drilling as a matter of value engineering. Rock is shallow enough to require a tight pile spacing for passive resistance. In this...
Thank You GeoPav:
One additional Note. We would like to consider using the moment of inertia of the pile system on a per foot basis of wall. Thus, "I" of a HP14x117 is approx. 1200 and then divided by the effective width which equals 3'-8". "I" per foot then equals 327. Can it then be...
For anybody that replies to my previous questions, the wall is anchored only one tier towards the top and is a 30 foot excavation. Piles are embedded 22 feet.
Has anybody ever applied Rowes Moment Reduction Formula for a closely spaced (3'-8" to be specific)tied back 14" HP soldier pile (w/lagging) wall.
If so, do you know of a specific reference that allows one to do so?
Thank you in advance
