Відео

Thanks a lot for your videos, I was wondering if you offer any online course for Plaxis 3D? Thanks a lot.

The video very helpful. Can you explain why using total parameter and not effective parameter when calculating shear strength?

Good one.. thanks.

these plaxis tutorial videos are the best 1. straight to the point of concept 2. easiest way of explanations ...pls lets know full course is available

I think the formula for Eq (140) at 1:54 sec is incorrect. The numerator should be c*cos(fi)+sigma3 (not -sigma3)

2:40 Initial stiffness, Ei, was NOT calculated. WHERE DO YOU GET THIS? If backcalculating (assume, Rf=0.9) for each depth, then Ei is 21000, 25070, 26064, respectively. 1:18 Secant modulus at 0.001 strain, Es, was calculated from SPT. Es is 17500, 21000, 22500, respectively. Ei DOES NOT EQUAL Es. WHERE DID YOU GET Ei from?

where to find the complete tutorieal please?

Hi. Thank you very much for the valuable videos you are uploading. I kindly ask for a video on interfaces, from the very basic (their confused relation with soil) up to how to use them to model rock discontinuity.

At 1:40 , why is the tangent E modulus is checked for -600 kPa? What is the reason behind the value 600?

Sir, Thank you for your professional guidance, can you please advise if my outer diameters change (e.g 1m, 1.5m, 1.8m) while thickness will remain same (8mm), what properties i have to put in plaxis for different pipe sizes.

link doesn't work

2:04 use Es to get q @0.001strain, 2:37 use eq 135 with q and 0.001strain to get Ei. Then it seems to me that Es=Ei, but in fact, there are not.

wow unbelievable. Im looking for this answer long time ago. help me alot to answer to my lecturer.

Madam...what is the meaning of load advancement failure and soil body collapse? Are they same?

2:30 Initial stiffness, Ei, was NOT calculated. WHERE DO YOU GET THIS? Secant modulus at 0.001 strain, Es, was calculated from SPT.

Where is the wall? The shoring wall is not a pipe.

Thanks for the video, i have two questions, why self weight is not included in the simulations? And how I could include the effect of pore pressures ? Thanks for share

you told five (5) months ago you will share examples for silts and clay soon but nothing is provided so far. Could you please share example for clay and silts??

This video made me become subcriber ^^

Would you please to tell your reference? It will be helpful for me

Such an informative presentation.

hello Tatiana, could you help me out in calibtation of soft soil model with a simple shear test ( not direct shear test) please? Thank you

hello, there is a little problem about calculating the slope. actually the slop isnot 0.3, it is some thing abou 0.25 and it is variable

Thank you for sharing.

Can you please elaborate, how to select Eoed if we have actual testing data? because E50 ref has specific step to calculate such as elastic modulus at qf/2 consider as E50. what are the step for Eoed for lab data

Thanks AD

When will you share example for silt and clays?

Thanks AD, but i watched your video: E50 = 11825 (at N = 20), but when i checked E50 = 17500 *(2-0.9)/2 = 9625 kPa , Please explain

Доброго времени суто! Можно ли получить консультацию (урок с вопросами)? Не нашел ваши контакты приходиться писать тут. В линкедин чтобы начать переписку нужно чтобы вы меня добавили в друзья.

Hi, Can i ask a questions? why Sigma3 is 150. if we change sigma3, can we calculate same results? could you explain this?

Is there any other example for clay and silts? This is for sand. Clay has both undrained and drained conditions. This case E50 related to both spt and undrained shear strength. Under drained condition, E50 is related to both internal friction angle and effective cohesion, similar to silts. Do you have any examples for silts and clays?

Dear Sir, i see that there are 3 formula of Es (Es=500(N+15), =7000sqrt(N), 6000N). So why you choose the first formula. Please explain it. Thank you very much!

Confining pressure (sigma 3) should be calculated from ground surface or layer surface ?

Thank you for this very informative video. How can we get E50 and Eur values? how can we convert E value (derived from SPT) that we get from geotechnical report ?

Excellent!! can you present effect of undrained A, B and C on the mobilised shear strength?

Tension cut off ,we will tick this function or not ? And what is meaning of Tension cut off ? Please explain to me .

@plaxistutorial Suggestion of a typical granular backfill example with Mohr-Coulomb properties: gamma 19kN/m3, c' = 0, phi' = 30 deg, E=15,000kPa what would be a suggestion for a Hardening Soil model + Plaxis input properties to give a similar characteristic granular soil?

That was fantastic.

Sir can you please teach us step wise step process for modeling laterally load pile in plaxis 3d on horizontal ground, on embankment and on slope. it would be great help to all the researchers who are working on this topic because their no tutorials available on analysis of laterally loaded pile foundation

Thanks for sharing. could you explain what is volumetric strain? also what we use it? what does it mean for the modelling

Good work👍

Nice tutorial but why do you set drained type of pile material as drained ? Its should be non porous for concrete pile . Please check .

Thank you for the videos, they are really helpful. Can you show how to execute the Shear strength reduction method with the Soil Hardening Model instead of Mohr-Coulomb?

Wow thanks. Your diagrams gave me another understanding on E50 and Eoed. Do you have videos explaining the HS volumetric strain? been stuck on that for a while.

Thank you for this videos.could you make a video for how to generate shear modulus reduction curve of soil from cyclic triaxial tests in plaxis.

Hello Tatiana, Thank you for publishing those great videos. any chance you can do some Plaxis 3D tutorial, such as drawing tricks, draw piles with fixed socket length into a non-uniform bedrock surface ? Much appreciation~

Usually E values are estimated from SPT using CIRIA. Is there any indirect way to estimate E50 in case lab test data is not available.

Interesting. I run the same case but my model did not fail at the second stage.

Очередной отличный видеоролик! Остается только удивляться откуда у выпускницы МАДИ такие глубокие познания в современной геотехнике! А подача материала потрясающе понятная и наглядная! Жаль что не на русском языке...

Amazing , can u explain the difference between undrained a,b,c and when i should use ?