Soldier Pile and Lagging Design Software with LRFD

[GeotechVols]

We just got released on a large pile and lagging wall. We have MathCad sheets tooled for ASD design methods, however this project needs to be LRFD. Does anybody know if any design software has been retooled for LRFD, if so, which ones are the good ones? I see RetainPro 10 has a option for it, but honestly, I don't trust a program that claims to be that versatile for a couple hundred bucks.

 

[PEinc]

Try CivilTech Software's Shoring Suite.

http://www.PeirceEngineering.com

 

[Doctormo]

You may find it easiest to just modify your design sheets for LRFD. Almost all of the AASHTO LRFD retaining wall section is just back calculated from ASD results so the answers are similar.

Soil load x 1.5 and live load x 1.75 is the load side. The resistance side will have shear or bending factor increased from 0.50/0.60 to 0.80/0.90 or something like that to compensate for the higher factored loads. The CDR is the factored resistance / factored loads > 1.0

In a spreadsheet, it is just a bunch if IF statements that provide a CDR vs. FS or whatever the working stress works out to be. All the same equations are used so not a lot of new programming is required.

 

[jwatso33]

I am familiar with the mentioned project. It is a DOT type project. So I am assuming you get your load factors from whichever Strength Limit State you use. Then you use the Service Limits State to get factors to check deflections. Where would the Extreme Limit State be used? I appreciate all the help.

 

[Doctormo]

jwatso33

The Strength Limit State for a retaining wall is usually Strength I which are maximum load factors for earth pressure, dead and live loads. The Service Limit State is usually Service I where the load factors are set = 1.0 for "realistic" loads and settlement/deflections can be calculated. Retaining wall design typically does not have to concern itself with wind, ice, thermal, etc loads which makes it a lot simpler than bridges.

The Extreme Limits states are typically for seismic analysis and collision type loads which do not occur on a regular basis.

 

[jwatso33]

Doctormo

That lines up with everything I have researched and clarifies things quite a bit for me. I appreciate your help in this matter.

 

[FixedEarth]

With LRFD you are limited to shear & moment graphs, it is hard to get accurate top of pile lateral deflection. Further, if you need to satisfy AASHTO methodology, you will need to pick one of the loading diagrams originally proposed by Teng. I have been thinking about it since you posted here. We have just completed a versatile spreadsheet where you can enter 8 points on the Active side & 4 points on the passive side, but it will take us half a year to program it, test it and release it. You can use Excel spreadsheet to analyze it in the meantime. Alternatively,

http://www.DCALC.us

has a substructural bundle with an AASHTO LRFD soldier beam program.

http://www.soilstructure.com/