PlaxisUser1's Communities Activities

Pressuremeter Test Plaxis to estimate parameters

PlaxisUser1 — Fri, 02 Jun 2023 08:04:44 GMT

Plaxis does not include in the Soil Test tool the pressuremeter test. I have some pressuremeter tests resutls and I would like to estimate the geotechnical parameters from the soil with them.

As the soil test tool does not have this test any idea? Could I do an axxysimterical model and apply a horizontal distributed increasing laod at the pressuremeter test depth in order to simulate the test?

Kind Regards

Discontinuos Pile Wall in Plaxis 3D

PlaxisUser1 — Fri, 11 Aug 2023 05:26:58 GMT

What is the best way to model a discontinuos pile wall in plaxis 3D for a braced excavation. As a plate with equivalent EI? as a volume element? or as embedded beam elements

If I do it as I plate as they are 1,2m piles with a separation of 1.5m between pile centers the stiffness parameters should be different in "1" and "2" directions" no?

Kind Regards

Pseudostatic model and Fixed End Anchors vs Beams (Braced Excavations)

PlaxisUser1 — Mon, 07 Aug 2023 06:01:52 GMT

I am running pseudostatic models for braced simmetric excavation models with Fixed End Anchors or beams. With static conditions I have no problems and I having the same resutls as for fixed anchors the point with 0 deformation is at the middle of the strut.

When I run pseudostatic models with beams the results that seem to be ok.

However if instead of beams I use fixed end anchors I have to divide the stiffness by a huge number in order to obtain the same result. I guess that this is because the program is assuming that the fixed point is at the middle of the strut length and therefore I need to increase this length by a big number or reduce the stiffness as in dynamic hipothesis the point at the middle of the strut is going to have a displacements and not 0 like in a simmetric braced excavation.

Many THanks

Kind Regards

Discontinuos Retaining Wall Plaxis 3D as a Plate

PlaxisUser1 — Tue, 01 Aug 2023 06:22:10 GMT

Hi,

I am modelling in Plaxis 3D a discontinuos Pile Wall as a Plate. I have my EA and EI per meter of model of my retaining wall so I am adjusting the EI value of my 3D plate to my former EI value. When I adjust EI I have some differences in my EA value as my original retaining wall is not a rectangular diaphram wall. However should I model it as isotropic or not?

Kind Regards

Thanks

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Tue, 04 Jul 2023 19:55:01 GMT

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Dimensions of braced excavation model with pseudostatic analysis

PlaxisUser1 — Tue, 04 Jul 2023 12:32:54 GMT

Any guidance on which width should I put to my pseudostatic model for a braced excavation of 20m width , 30m piles and 20m of excavation depth?

Depending on the width of the model the forces change in my structural elements so I dont know which width should I put to my model.

Thanks!!

Long Term Stiffness Retaining Wall

PlaxisUser1 — Mon, 03 Jul 2023 08:09:51 GMT

CIRIA 760 recommends to use a 0.5EI for short term stiffness (EI) and 0,7EI for long term stiffness (EI) for retaining walls.

Should I also reduce the term EA?

Any other reference aside from CIRIA?

Pseudostatic Analysis Simmetric Braced Excavation

PlaxisUser1 — Tue, 13 Jun 2023 08:58:50 GMT

I am using Plaxis 2D to model a braced excavation with struts. For the static condition I have done only half of the model (one side of the excavation) as it is a simmetric excavation.

However for the seismic condition in which I have to use a pseudostatic force can I also only model half of the model? Or would I need to model the two sides of the excavation?

Thanks guys

Rigid Inclusions Webinar On Demand

PlaxisUser1 — Fri, 21 Apr 2023 06:02:53 GMT

Where could I watch the webinar which took place this week? I was not able to watch it completely ? Any link?

Thanks

Kind Regards

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Mon, 10 Apr 2023 02:55:20 GMT

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Moment as two external forces or applied as Mx/My

PlaxisUser1 — Mon, 10 Apr 2023 12:16:40 GMT

Hi,

I have a footing modelled as a metrial in which I have an external Mx/My Moment.

If I apply the Moment as two opposite vertical forces -Fz and +Fz at a distance of 1m from the footing center the result is different that if I apply the moment Mx/My at the footing centre. With this last option the footing is not turning so I dont know why applying the moment directly does not works

E.g if I have a moment of 100.000 kN.m I would apply the two opposite vertical forces of +-50000 kN at a distance of +-1m from the footing centre.

Kind Regards