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Soldier Pile Wall 1
- Thread starter Doug28450
- Start date
msquared48
Structural
Simplistically, it's just an elaborate pole footing.
Mike McCann
MMC Engineering
Mike McCann
MMC Engineering
RonRoberts
Structural
Doug,
You might want to contact CivilTech Software and see if they will send you their Users Manual for CT Shoring.
Chapter 7B Calculation Method of their users manual explains it a bit.
As I recall, if you use the Free Earth Support Method for a cantilever soldier pile wall you end up with a polynomial of some degree that is a pain in the butt to solve unless you use something like "Solver" in Microsoft Excel to get a solution to converge.
You might want to contact CivilTech Software and see if they will send you their Users Manual for CT Shoring.
Chapter 7B Calculation Method of their users manual explains it a bit.
As I recall, if you use the Free Earth Support Method for a cantilever soldier pile wall you end up with a polynomial of some degree that is a pain in the butt to solve unless you use something like "Solver" in Microsoft Excel to get a solution to converge.
Check the Bookmark Section for Soldier Pile Systems
BigH has put you in touch with an excellent resource. That section includes a great deal of useful information, start there... You can always come back with more specific questions.
A few bits of misc information and or questions:
-Somewhere I read that cantilevered soldier pile walls reach their most efficient use at around 15'.
-Our region has a Ss~= 0.5 and we generally get an inverted triangular distribution equivalent to 7H.
-UBC used to clearly limit the minimum web and flange dimensions allowed. I haven't found anything like it since so I try to stick to the H pile sections unless it is temporary and for construction only.
Good Luck
A few bits of misc information and or questions:
-Somewhere I read that cantilevered soldier pile walls reach their most efficient use at around 15'.
-Our region has a Ss~= 0.5 and we generally get an inverted triangular distribution equivalent to 7H.
-UBC used to clearly limit the minimum web and flange dimensions allowed. I haven't found anything like it since so I try to stick to the H pile sections unless it is temporary and for construction only.
Good Luck
-
1
- #6
Half the battle is determining earth pressures. You just have to get several publications and extract bits and pieces from the following:
"Smith's Elements of Soil Mechanics" 2007
"Soils & Foundations" by Liu & Evett(any edition after 1995) & My favorite "Foundation Design" by W.C. Teng, 1962.
Whatever you do, do not buy software at this early stage. Do it by hand and get a feel for the variables. Using a computer will give you elegant output, but you won't be able to "feel" if depth of embedment for example is off by 5 feet or not.
The mentioned books will give you the geotechnical inputs. What they should add, is to always factor your passive resistance. I use FS 1.25 for temporary walls, & FS of 1.5 for permanent walls. Further, limit your passive resistance to say 5 times the Equivalent fluid pressure. I leave the active Equivalent fluid pressure as is.
As RonRoberts, you can equate the active and passive pressures and get a polynomial to solve. I found it easier to get my embedment depth using: d= H / (kp/Ka)^0.333 - 1
note, H is shoring ht which is the only variable in the numerator, and all the other stuff is in the denominator. Kp & Ka are passive and active Rankine earth pressure coefficients.
Smith's book will give you equations on getting maximum moment. I use 0.6 times the steel yield strength to get the required section modulus. Then choose a beam with slightly larger section modulus.
Then comes lagging design, Ratay's "Handbook of Temporary Structures" has a good coverage on lagging design. Then something most designers forget, the deflection of the soldier beam at the ground surface. Lastly, you need to confirm if your numbers are reasonable, for that you can compare with Caltrans Trenching & Shoring examples, CivilTech's software manual or post it back here and we will comment on it.
"Smith's Elements of Soil Mechanics" 2007
"Soils & Foundations" by Liu & Evett(any edition after 1995) & My favorite "Foundation Design" by W.C. Teng, 1962.
Whatever you do, do not buy software at this early stage. Do it by hand and get a feel for the variables. Using a computer will give you elegant output, but you won't be able to "feel" if depth of embedment for example is off by 5 feet or not.
The mentioned books will give you the geotechnical inputs. What they should add, is to always factor your passive resistance. I use FS 1.25 for temporary walls, & FS of 1.5 for permanent walls. Further, limit your passive resistance to say 5 times the Equivalent fluid pressure. I leave the active Equivalent fluid pressure as is.
As RonRoberts, you can equate the active and passive pressures and get a polynomial to solve. I found it easier to get my embedment depth using: d= H / (kp/Ka)^0.333 - 1
note, H is shoring ht which is the only variable in the numerator, and all the other stuff is in the denominator. Kp & Ka are passive and active Rankine earth pressure coefficients.
Smith's book will give you equations on getting maximum moment. I use 0.6 times the steel yield strength to get the required section modulus. Then choose a beam with slightly larger section modulus.
Then comes lagging design, Ratay's "Handbook of Temporary Structures" has a good coverage on lagging design. Then something most designers forget, the deflection of the soldier beam at the ground surface. Lastly, you need to confirm if your numbers are reasonable, for that you can compare with Caltrans Trenching & Shoring examples, CivilTech's software manual or post it back here and we will comment on it.
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