Recent content by tre5205

Is there a example hand calculation of how to compute the lever rule distribution factors?

You can just use penndots program to analyze the beam-start with spam to depth ratios of web then with recommended flange plates based om aashto

Hi All, Usually in our bridge plans we acount for steel weight deflection, slab deflection, superimposed deflection, vertical profile and superelevation effects for the camber diagrams. Why is the need to show the superelevation effects for camber purposes since camber is only to bring out the...

Does anyone know of a design example of conrete bin walls with piles? I would like to see how to compute the forces on the pile? Thanks, Te

Thank mike for your response. My thought was to use bousinessq equation to determine stress on the wall and verify that against the material stress of the block. I do not know if this seems reasonable or if there is another way to know for sure.

If a house is approximately 12' away from a road where they are hauling heavy equipment. Could this heavy live load cause cracking in the foundation masonry blocks? How could i rule out just normal cracking from the material. Thanks,

Yes on a soldier pile lagging wall. Yes i should have been more specific.

Does anyone know how to input passive earth pressure resistance as linear spring? What equations should i use. Your help is greatly appreciated.

smulmi how did you get your embedment depth from PYWALL? I do not believe it gives you any of that information.

Does anyone know how to determine the pile penetration depth from PYWALL Software? It uses the PY Method.

I was just curious if anyone out there has one or knows where to download a spreadsheet that computes lateral stresses from earth pressure and surcharge loadings? Thanks Tre

Thanks for the replies. FixedEarth- thats exactly it every software for the same given problem gives different results and not even that close for that matter. I realize there is different methodologies for different software. Thanks, TRE

I am referring to grouted tiebacks. I guess im not sure why some designers that have two rows of tiebacks same theoretical situation but one designer has the toe embedment deeper than another. How does one feel comfortable?

When doing tieback designs -does one need to check embedment is deep enough to ensure passive resistance? It seems most designers dont -and if you are suppose to how does one go about it solving it? Ita not like cantilever shoring on the equilibrium method. Your help is greatly appreciated. Tre

What would you recommend? I know Ensoft has PYWALL.