Design and Analysis of Underground Water Tank(RCC) using ETABS (Part 3)
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- Опубліковано 19 вер 2024
- Underground Water Tank (RCC)
Objective:
1. Analysis and design of underground water tanks
2. Study the guidelines for the design of liquid retaining structure according ACI Code
3. To know about the design philosophy for the safe & economical design of water tank.
4. The deflected shape is analyzed and also the axial force of respected tank cases.
5. To develop programs for the design of water tank of flexible base and rigid base and the underground tank to avoid the tedious calculations. (ETABS CSI)
6. To understand governing loads and carry out literature review related to underground water tank.
7. To study the base deflection criteria, shell stresses and joint reaction of underground water tank structure by considering dynamic type of loading when the tank is empty and full water level conditions.
8. Complete Procedure on how to design underground water tank using Etabs. You will learn how to apply shell loads non uniform pressure both for water and soil pressure.
Sir it was helpful,but it wud be great if you show how to calculate reinforcement required for the walls
i have some queries . hope give me best solution ,
1) Why dont you used dead load and live load on slab ?? if you used maybe result will be changed as you shown .
2) why dont you run design command ?
3) make a video for Base and slab of this tank design and detailing also .
Have I not? sorry if I missed that part, but the load from there is so minimal as compared to surcharge load. If I am not mistaken, you are referring to cover slab. In any case,, you should apply the correct loads depends on your case. I did run the design command, do you mean that I didn't show what load combinations I used?... Regarding the design of base slab,, I would normally export to SAFE CSI and run the design there using Strip or Finite ELEMENT TOOLS at least to incorporate the accurate behavior of soil, check the Soil Pressure and settlement as well.. Than you for your queries.
Just assigning fixed supports at wall corner points is not acceptable.
But after meshing in analysis process, all mesh points at base level are automatically assigned as fixed by Etabs.
So the model is accidentally acceptable.
Base slab should be modeled in etabs model and define area spring and assigned at the base of base slab.
All the joints at the base should be assigned as restrained in x and y direction and free in z direction.
Movement in z direction will be controlled by effect of area spring assigned at the base of base slab.
Base slab should be stiffer than walls.
Regards
This is to show how to apply lateral loads using non uniform shell loads in Etabs. I would rather export it to safe and design accordingly given modulus of subgrade . Lastly, did you notice that I assumed the water level is just exactly at the base to neglect uplift pressure? By that alone, you should know that I really didn't incorporate the design of basement.
By the way, I knew that you are knowledgeable how FEA works. YOu should know that when you discretize shell elements or even a beam or rods, degrees of freedom at those nodes are automatically set as clamped support and that explains why Etabs assume fixed support at those mesh points at the base and it is not by accident. Otherwise, if you really want to input fixed support then I suggest you divide each elements and apply necessary support conditions which I think is useless since you are using FEM Software. I appreciate your insightful observations.
@@engineeringedu5437 Then you should clarify it in your video. This could lead to misunderstanding of many young engineers who follow your instructions.
@@nguyenvukhanh4579 read my comments up. This is Etabs and it's a 3d model not a frame or 2D like analysis. I won't spoon fed someone who needs informations.
great sir thnq🙏
Great video, but what is meshing for?? what does it mean when you mesh?
Gr8 sir👌👌👌👌
thank you very much , how can we know the thickness of the wall and the reinforcment needed for wall and slab please?
In case 2..C = -27.6/3.6 ...the C value negative 7.67 please confirm
what about the design aspect
Will scale factor is different for when tank is in empty condition ?
How to get the moment manually for the horizontal load that we applied non uniformly in etabs?
Nice sir
Gr8 video ,thanks for this
Sir pls share spread sheet of crack width too
give me your email address..
sir pls help with your contact I want to share something with you email will be fine
nacion18.angelito@gmail.com