Using Rowe's moment reduction factor
Using Rowe's moment reduction factor
(OP)
I came across this document about using the reduction factor
http:/ /www.vulca nhammer.ne t/geotechn ical/itl-t r-01-4.pdf
Is it recommended to use Rowe's moment reduction on anchored or cantilevered sheet piles analysis?
When should we consider using the moment reduction factor and under what criteria? Or is it a matter of judgment?
Do we have to use Rowe's moment reduction method on sheet piles analyzed using ProSheet or is it already taken care of?
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Is it recommended to use Rowe's moment reduction on anchored or cantilevered sheet piles analysis?
When should we consider using the moment reduction factor and under what criteria? Or is it a matter of judgment?
Do we have to use Rowe's moment reduction method on sheet piles analyzed using ProSheet or is it already taken care of?





RE: Using Rowe's moment reduction factor
Answers to all of your 3 questions can be found in most foundation engineering texts-for example, Geotechnical Engineering -Foundation Design by John Cernica, 1995.
Once you are familiar with both methods, you may choose one of the methods and then set up your own spreadsheet and decide that you don't need a commercial software. The problem with using a software, when you are not familiar with hand methods is that you don't have the capability to gauge the output.
RE: Using Rowe's moment reduction factor
Thanks,
Although there're conditions and curves that help in selection of the proper rowe's reduction coefficient, I came also across a paper the recommends usin the rowe's reduction coefficient if the limit state design was utilized in the analisis vs. working stress design (WSD)
see page 6/7 and 7/7 of the attached:
http://pubs.nrc-cnrc.gc.ca/rp/rppdf/t96-107.pdf
What's your take on this?
RE: Using Rowe's moment reduction factor
For example, Blum, is credited with the fixed earth method. Some designers, follow, Tscetobarioff method which takes the point of contraflexure at the dredge line. Others, like Teng, say it is at 10% of the retained height. The umteenth book that I purchased had one paragraph that said, researchers found using less than 10% of H as point of contraflexure produces less than conservative tierod force. So instead of finding it out the hard way on a real life project, I learned it from a summary of research reports in a pricey text. In summary, it is worth getting decent library so you can read about the topic and pick your favorite way of solving this wall type.
RE: Using Rowe's moment reduction factor
RE: Using Rowe's moment reduction factor
RE: Using Rowe's moment reduction factor
Not necessarily directly correlated but a worthwhile comparison nonetheless.
RE: Using Rowe's moment reduction factor
I have checked existing sheetpiles against limit state design and found that the sheetpiles are way underdesigned. LSD is not realistically applicable to flexible walls at this time. Beyond this experience will determine when you want to apply Rowe's reduction, it is always good to have something in the pocket though.