The video very helpful. Can you explain why using total parameter and not effective parameter when calculating shear strength?
@saddamm.a5773Ай бұрын
Good one.. thanks.
@sisiriitrАй бұрын
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
@narimanmahabadi5759Ай бұрын
I think the formula for Eq (140) at 1:54 sec is incorrect. The numerator should be c*cos(fi)+sigma3 (not -sigma3)
@TheAncientColossusАй бұрын
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?
@bluesky-o4c2 ай бұрын
where to find the complete tutorieal please?
@le_Bizarre2 ай бұрын
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.
@ayatullahnawaz54443 ай бұрын
At 1:40 , why is the tangent E modulus is checked for -600 kPa? What is the reason behind the value 600?
@nisarabbas65913 ай бұрын
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.
@ShahinJavady4 ай бұрын
link doesn't work
@plaxistutorial4 ай бұрын
Strange... it's working fine on my computer. You might also copy the video title and past it into Google search. The course should appear among the top results
@kt93774 ай бұрын
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.
@TheAncientColossusАй бұрын
EXACTLY!!! He is not responding to our concerns. 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?
@panharothchh5 ай бұрын
wow unbelievable. Im looking for this answer long time ago. help me alot to answer to my lecturer.
@panharothchh5 ай бұрын
I determine the plastic point but when i look at principle stress is not the same as we thinking. and i do a calculation is wrong for cohesive and friction angle to Plaxis output
@tamoghnadasgupta70046 ай бұрын
Madam...what is the meaning of load advancement failure and soil body collapse? Are they same?
@TheAncientColossus7 ай бұрын
2:30 Initial stiffness, Ei, was NOT calculated. WHERE DO YOU GET THIS? Secant modulus at 0.001 strain, Es, was calculated from SPT.
@nagaschowdariesАй бұрын
I do have the same query
@TheAncientColossus8 ай бұрын
Where is the wall? The shoring wall is not a pipe.
@davidsebastiancalpa18598 ай бұрын
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
@SafakBooks8 ай бұрын
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??
@MinhQuangHoang-o2c9 ай бұрын
This video made me become subcriber ^^
@bastianstevanussitumorang414210 ай бұрын
Would you please to tell your reference? It will be helpful for me
@korn2d11 ай бұрын
Such an informative presentation.
@miladsabouri1284 Жыл бұрын
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
@miladsabouri1284 Жыл бұрын
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
@hozhin Жыл бұрын
Thank you for sharing.
@Hy_Jay Жыл бұрын
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
@plaxistutorial Жыл бұрын
Check the slide at 0:20. Eoed is a reference tangent modulus corresponding to the reference compression pressure pref which is 100 kPa by default in HS model
@hoaNguyen-hw7xh Жыл бұрын
Thanks AD
@detlis Жыл бұрын
When will you share example for silt and clays?
@hoaNguyen-hw7xh Жыл бұрын
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
@Hy_Jay Жыл бұрын
calculation is not like that, first of all you have to calculate Ei value from the Eq. 135 and use that value of Ei in Eq 136 to compute E50
@ZhannurToleubek Жыл бұрын
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.
@plaxistutorial Жыл бұрын
Добрый день, я добавила вас в друзья на Линкедине. Напишите мне там, пожалуйста.
@colibizbabiy Жыл бұрын
Hi, Can i ask a questions? why Sigma3 is 150. if we change sigma3, can we calculate same results? could you explain this?
@plaxistutorial Жыл бұрын
Value of 150 has been chosen randomly. The equations shown in the video work for any values of sigma 3.
@colibizbabiy Жыл бұрын
@@plaxistutorial thanks for answer and I understand i can chose any sigma 3 for calculation
@Sshealth-zx3yd Жыл бұрын
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?
@plaxistutorial Жыл бұрын
This is my very first video about SPT correlations. Maybe I will update it later to include analyses of clay and silt. But the approach that I presented in the video works for any soil materials, only for cohesive soils the calculations will be more complicated.
@safaksoylemez6948 Жыл бұрын
We are looking forward to get your examples for clay and silts soon
@DoTuan-w8q Жыл бұрын
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!
@plaxistutorial Жыл бұрын
I used the first equation just as example.
@DoTuan-w8q Жыл бұрын
Yes sir, but i think that there are big difference of Es that I use 3 formula. you can encourage that which with sand should use formula? @@plaxistutorial
@abdelmoezelgarf147 Жыл бұрын
Confining pressure (sigma 3) should be calculated from ground surface or layer surface ?
@plaxistutorial Жыл бұрын
from ground surface. In the video, I made a simplification assuming that a unit weight for all soil layers above the SPTs is 18 kN/m3.
@abudaheera4459 Жыл бұрын
Confining pressure is total stress correct?
@vitoralbuquerque3445 ай бұрын
@@abudaheera4459effective stress
@qaiseriqbal6271 Жыл бұрын
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 ?
@mayureshbakare3021 Жыл бұрын
Excellent!! can you present effect of undrained A, B and C on the mobilised shear strength?
@plaxistutorial Жыл бұрын
I will do it one day
@mayureshbakare3021 Жыл бұрын
@@plaxistutorial, that's great! Thank you!
@chalermpoltuntimtong8935 Жыл бұрын
Tension cut off ,we will tick this function or not ? And what is meaning of Tension cut off ? Please explain to me .
@31473r Жыл бұрын
@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?
@santhoshmankala6348 Жыл бұрын
That was fantastic.
@niteshthakur2644 Жыл бұрын
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
@plaxistutorial Жыл бұрын
Thanks for the idea for a new video. I'll think what I can do.
@colibizbabiy Жыл бұрын
Thanks for sharing. could you explain what is volumetric strain? also what we use it? what does it mean for the modelling
@GF-gi1ok Жыл бұрын
Good work👍
@riponmalo4357 Жыл бұрын
Nice tutorial but why do you set drained type of pile material as drained ? Its should be non porous for concrete pile . Please check .
@rossgar651 Жыл бұрын
এই বোকাচোদা-অশিক্ষিতের বাচ্চা!! নিজে পারস না ?? আবার আরেকজনের ভুল ধরতে আসস?? বোকাচোদার বাটখারা!! নিজে আগে শিখবি তারপর ভুল ধরবি।
@plaxistutorial Жыл бұрын
You are absolutely right. For concrete structures, non-porous drainage type should be used. I simply forgot to change this parameter for the piles in my video. But because there is no groundwater in the model, it should not affect the results of analysis for the piles. Thank you for watching my videos closely.
@ljubo1990 Жыл бұрын
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?
@boltzcorsino7782 Жыл бұрын
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.
@sktjagan1302 Жыл бұрын
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.
@plaxistutorial Жыл бұрын
Hi, Thanks. I will think how to do it)
@jacksonzheng4288 Жыл бұрын
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~
@plaxistutorial Жыл бұрын
Hi Jackson, Thanks for the idea! I will do it one day. By the way, I already have a video with tips for creating a 3D model in Plaxis 3D - kzbin.info/www/bejne/b6uWlWmfjrSqd8k
@invinciblechinks Жыл бұрын
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.
@juliansandoval8022 Жыл бұрын
Interesting. I run the same case but my model did not fail at the second stage.
@plaxistutorial Жыл бұрын
Please watch the tutorial attentively again. Perhaps you missed some details of creating the model
@ЕвгенийФедоренко-ь1э Жыл бұрын
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...
@plaxistutorial Жыл бұрын
Спасибо большое, Евгений! Это очень приятно знать, что мои видео кому-то интересны и полезны) К сожалению, геотехника - очень узкая область, поэтому английский позволяет обратиться к более широкой аудитории, да и практически все матариалы которые я читаю тоже на английском. Мне также очень нравится ваш блок - База знаний PLAXIS. Я тоже подчерпнула у вас много полезной информации! Спасибо огромное за ваш труд! Но у меня кстати есть и одно видео на русском языке по расчету гибких консольных подпорных стен - kzbin.info/www/bejne/mIDSonqfjLuAitE но продолжить его у меня все не хватает времени... А МАДИ, мне показалось, вы немного обидели)) Там уж и не так плохо учат) а особенно тех, кто там заканчивал «Мосты и тоннели», так нас вообще называли «голубой кровью» строителей!))
@ЕвгенийФедоренко-ь1э Жыл бұрын
@@plaxistutorial Татьяна, спасибо Вам! Эти ролики на мой взгляд очень полезны и хорошо дополняют Базу знаний! На счет МАДИ нисколько не хотел обидеть, простите. Сам закончил родственный вуз (ЖД) и про специальность "Мосты" полностью согласен! Но не уверен, что механика грунтов была на таком уровне, что любой выпускник может уверенно сказать, в чем разница между Е50 и Е50ref.
@plaxistutorial Жыл бұрын
@@ЕвгенийФедоренко-ь1э Это да, такой механике грунтов нас не учили в институте, не знаю как сейчас... поэтому я и делаю эти видео, чтобы помочь молодым инженерам разобраться в нюансах геотехнических расчетов. В свое время, мне таких обьяснений очень не хватало, и пришлось потратить немало времени, чтобы разобраться самой)
@mohammedmostafa1429 Жыл бұрын
Amazing , can u explain the difference between undrained a,b,c and when i should use ?
@plaxistutorial Жыл бұрын
Thanks. Okay, I will do after I finish with HS model
@TheAncientColossus Жыл бұрын
@Plaxis Tutorial yes please thank you Master Plaxis
@satheesg40022 жыл бұрын
impressive . I gained a lot of knowledge about plaxis parameters from your videos. please make a video about seepage analysis