2d dam analysis
Current time: 07-22-2018, 05:44 PM
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Author: preceptor
Last Post: preceptor
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2d dam analysis
#1
2D DAM ANALYSIS WITH SAP2000 V14

[Image: 91002081100427578107.jpg]

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Here
a linear analysis for 2d dam




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[-] The following 10 users say Thank You to preceptor for this post:
  • zrilek, vinnunsam, mad_world, Haseeb Jamal, soringer, Slide Zone, ingabo, Vufor, Nilupa, youceftli
#2
Hi:
Thanks for this file, is excellent.
Do you have any examples for a earth dam?
Thanks
[-] The following 1 user says Thank You to jloblitas for this post:
  • youceftli
#3
Dear Preceptor,

I think we should also modelize all FEM for soil with soil property and soil water to this dam (concrete structure).
Honestly, I never design a dam before..

regards,
robertsasmita
[-] The following 1 user says Thank You to robertsas for this post:
  • Grunf
#4
Foundation should be included as a solid region. Material properties of foundation should not include any mass (if included the foundation will be settle by it own weight, which is not true), but including deformation modulus and poisson ratio. The region should be at least 1H wide from upstream or downstream toe of the dam, and 1H down from the foundation contact (H is the dam height).
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[-] The following 3 users say Thank You to nhim4mat2006 for this post:
  • Grunf, Dell_Brett, tuanpecc1
#5
If you are student you dont need to read the following, but if you have to perform calculation for real project let me give you the "cold shower".
For such type of dam (concrete gravity type) you HAVE TO pass through the following steps:

1. Foundation prior to the dam construction shall be modeled for proper stress estimation, especially in layered foundation (the foundation is usually the weaker part of all). That is because you will need the stresses to assess the safety factor, and weightless foundation makes the stresses there completely unreal (but the displacements are fine).

2. Stresses in the foundation should be kept, but the displacements set to zero.

3. Next stage is the dam construction (single stage or several stages, depending on what you want to obtain). After that displacements should be set to zero again in most cases.

4a. Seepage analysis through the foundation should be made, this giving the water pressure on the upstream face and the uplift pressure on the dam foundation; or
4b.If you can't do seepage analysis you must directly put the uplift pressure acting on both directions (perpendicular) to a thin contact layer between the rock and the dam body. This is not correct in respect to the foundation, so you should then limit your results only in the dam-body part, and forget any results in the rock - that means you can't do the following steps.

5. If you did 4a you can use effective stress plastic criteria (Coulomb-Mohr, Hoek-Brown) to check the foundation.

6. You can integrate normal and shear stresses on the dam-foundation contact, or several sliding planes passing through the foundation, or lift-joints in the dam body (for lift-joits you don't need foundation seepage) to obtain the sliding factor of safety.

7. Perform pseudo-static, response spectrum, or transient analysis for earthquake (MCE and OBE) and check the stresses and stability again.

I suspect that SAP2000 is not completely suited for staged construction with plastic material behavior.
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  • vinnunsam, Dell_Brett, adshrt, zrilek
#6
Dear preceptor,

Do you have an mirror link. This seems to be moved or deleted. I know its been more than 4 months. Does anybody has a mirror link.

[Image: 70096880893359854169.jpg]
Regards,
Vinu...

"A Smallest Good Deed Is Bigger Than Greatest Good Intention".

#7
here a nwe link

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