See attached link for proposed calculation of hydrodynamic pressure acting on a bulkhead wall that is retaining alternating strata of low and high permeability material, and with free water against the other face.
I would like to know if anyone else has come across this kind of situation...
thread507-193368
It has been suggested that a temporary sheet pile wall is installed close in front of a permanent mass concrete wall. The sheet pile wall is to be tied back to the mass concrete wall at two locations and the space in between the two then back-filled. I am having difficulty...
The problem:
A large, mass concrete sea wall with free-draining backfill is subjected to overtopping and is designed to allow for 1.0 m tidal lag (hydrostatic head).
The weep holes / drainage pipes therefore need to be capable of allowing a flow through the wall greater than the overtopping...
When placing concrete for a large mass concrete gravity retaining wall - what is the best placement method for control of thermal cracking?
I typically deal with smaller reinforced slabs which I know benefit from a sequential bay construction rather than an alternate bay construction /...
I have finally found the origin of the formula I stated above, they can be found in BS 5950-1:2000 3.6.6 (and before this there are effective areas for other cross sections)
It is strange however that the Eurocodes that supersede this standard instruct you to use "effective area" and "effective...
I have a similar problem - I need the effective section modulus and effective area of a class 4 circular hollow section. johnbridge231 - how exactly do you go about estimating the effective cross sectional area for pure axial load (or pure bending?)
Could anyone direct me to the formula for the calculation of Weff (effective section modulus) for a CHS. I need this and the Aeff (effective area) to perform a verification check for local buckling in accordance with BS EN 1993-1 and BS EN 1995-1. I have the following equations but no idea where...
BS EN 1993-5:2007 Clause 5.5.2 (7) States:
For sheet piles used as secondary elements, further verification may be omitted if all the following conditions are met:
- wall thickness of the sheet piles: >or= 10mm;
- ...
For design of a harbour wall, does anyone know if this requires the...
I have performed a prosheet check on an anchored sheetpile bulkhead wall. I notice that the output gives me a maximum moment. It tells me that my safety factor is > 1.0 (which for my purposes is acceptable). However, my hand calculation outputs a smaller maximum moment, and yet this is greater...
Thanks for the replies...
Unfortunately the horizontal pressure is a nominal variable load which could potentially act on either side of the panels - so making the section asymmetrical isn't really an option.
http://s9.postimage.org/47c1nvn25/corbel_oxd_bison.png Here is my calculation so far - it seems that most of the time when I select trial dimensions for my corbels, there is no value of theta to satisfy the equation for total force in the steel tie.
I am attempting to design a concrete column which is an I section due to the fact that I wish to have two grooves running down either side of the column in order to slot a precast wall panel between columns. There is a horizontal pressure on each of the wall panels which transfers directly to...
