CE 326 Mod 10.5a Consolidation test

CE 326 webcast on the one dimensional consolidation test, Section 10.5 part 1

[@shqardo444]

you made me understand in a simple way , which my soil mechanics teacher couldn't , i just wanna say to you thanks

[@Sooners0561]

you are absolutely right!!! haha it makes so much sense here

[@NirjhorKabir]

You just saved my life!! Wish I had found this a lot sooner. Thank you so much!!

[@michaelqdlap]

Thanks a lot, man. I really appreciate your style of teaching.

[@engrfawadiqbalkhan786]

I appreciate these videos , these are very helpful for students as well as for teachers , keep spreading the knowledge.

[@LayloTravels]

Thanks, I appreciate the emphasis on determining the stress

[@borgwirth]

Thanks a lot man, that starbucks bit brought me down to earth fast

[@sathanasaetiao8219]

You are a superb teacher, Thank you for the videos!

[@imperial54]

great video! helped me a lot with my geotech final tomorrow

[@gh5030]

Now everything is clear for me, THANK YOU SO MUCH

[@drahmadkamal6122]

prof your delivery is brilliant. tqvm for sharing

[@cygtrafolia1007]

this is the best quality video so far. kudos

[@ryanshi1365]

非常感谢你的视频。

[@rafiullahqallander]

Thank you, Professor,
I have no question :)

[@saikaushikkothapalli4059]

Very well explained

[@sulochandhungel]

Thank you so much! This was so clear!

[@souravhazra377]

Well Explanation. Thanks!

[@nguyenthienkhue]

Awesome vid!. Can you cover flow nets and calculating stresses from flow nets? Thank you.

[@user-ej8rt8hb5v]

Thanks! Your video is great

[@bambinalafcheto2047]

wonderful explained!

[@UB-us3ti]

اثناء التجربة تكون التربة مشبعة بالماء لهذا المخطط المستعمل في الدقيقة :8 لا يحاكي عملية التصلبconsolidation بل يحاكي عملية الدمك compactage

[@anushalakkavalli4333]

Thank you so much! :)

[@malihaali4480]

This is so helpful!!

[@aminbengala4621]

Excellent. thank you.

[@keerthanapadma8742]

Thanks a lot professor. I wish you to add more videos that really speaks well of fundamentals so we will become more strong in our basics. I have a doubt that you we sholuldn't plot stress on y axis and strain on x axis?
Also why we calculate stress at midlayer for settlement calculations?

[@engr.tusarkhandokar7624]

extremely good

[@moulayecherif7036]

thanks man this is great

[@mariuszpustelnik207]

I have to admin among the others, it's really awesome !!!

[@Lightcalmchaos]

I'm doing an oedemeter test and I loaded and unloaded my weights, does this make my test invalid

[@uzairkhan8945]

thanks.. it's impressive

[@adil9198]

Thank You so Much.... :D :)

[@ahmedkagu3105]

Is nice to watch the video

[@brian1372]

thank you

[@Szhihihihihihi]

Thanks !

[@aladelfouad8506]

Thanks a lot

[@ravinitwind]

How can I evaluate Eoed of the sample?

[@aminbengala4621]

Merci

[@osaedhawamlah2907]

thank youu

[@rachealchadowa814]

good explanation

[@amritkshetri5528]

thanks a tonns............you saved me............

[@almasrey66]

you are great

[@akiousainebyoona4870]

Thanks sir

[@ahmedobidat7953]

Thanks for this exceptional video Professor!
Since we assume that the soil sample is fully saturated, shouldn't the phase diagrams at 8:00 consist only of solids and water. In other words, at 8:00 there should be no air when the void ratio is related to strain.

[@partht92]

We are not assuming the soil sample to be fully saturated, it can have and will have air in its voids, we can prepare our sample by either saturating it completely or can work with a dry field clay or moderately saturated sample, It depends on the sample preparation method being adopted.

[@joker11asr]

that Starbucks joke tho hahahaha nice!

[@xualan5403]

Hi Sir. Does coefficient of consolidation change with stress increment? For instance, Cv = 1.5 for increased effective stress 100 but = 2.0 for increased effective stress of 200? Or is it constant throughout.

[@introductiontogeotechnical4976]

Cv can change dramatically over a range of effective stresses. See section 11.3 or our text, Coduto, Yeung & Kitch (2011)

[@NeonPinkClouds]

in an oedometer test, it is said that the clay specimen is fully saturated at the end of the test but most probably not saturated at the beginning. why is that? i thought that the moisture dissipates from the clay cus its been compressed by the load which causes the water to exit right? please help me and correct me and tell me why

[@introductiontogeotechnical4976]

non maker, the saturation state of the specimen at the start of the test depends on how the specimen was collected and prepared. It could be completely saturated or not. During the test the specimen is kept under water and the consolidation that occurs during the test will, usually, either force air out of the specimen or cause it to dissolve in the pore water. We generally assume the specimen is fully saturated throughout the test.

[@NeonPinkClouds]

thank u for ur reply! so due to the open valves, the water is freely able to move in and out of the specimen which is why we assume its fully saturated?

[@introductiontogeotechnical4976]

non maker, there are no valves in the type of consolidometer shown. The pours stones on top and bottom allow water to freely flow ina and out of the specimen.

[@keerthanapadma8742]

Sir, as we apply load sample will consolidate by dissipation of water in voids. So its no more saturated. Why we are taking it as saturated all time?

[@farhanshaher3032]

Good

[@mandejamesroger3657]

Its really wonderful lecture but the RUclips explanation covers the content.

[@metalcorpseman5433]

Only one Starbucks every 200 feet? Those poor people.

[@spacetase2560]

when the fcuk is america going to get with the mertic system?

[@SOOOTHINGHUB]

When a trillion dollar mission blow up due to unit conversion

[@patriciacrossfit8491]

Please, expand on the CEO who built a Starbucks, 200 feet away from another one, over point A.

[@murtazamazhar3091]

dont ever take admission in nust mce. advice

[@davidsok9713]

thank you