hello everyone!
based on the strength reduction method in clay hypoplasticity, firstly, I used two steps belong to the static_general, the first step is impose a gravity load, and not given the initial stress, the second step is the strength reduction, the two steps were completed, the friction angle was reduced to 17.2 from 30. but a clear failure surface was not seen in E or U field, as shown is fig 3,4. seeing from the f field ( all is less than zero, fig.5), i think the correct_dev_stress is work.
Then, i used the geostatic step as the first step by import the ODB file (just with the Elastic model) as the initial stress state, then the second step is the strength reduction, as a result , the geostatic step was completed, but the step-2 was failed with one increntment , as shown is fig 6,7,8.
may be the set of step is wrong ?
Anyone’s help is appreciated.
Non convergence problem in abaqus using hpoeca Clay Hypoplasticity in slope model
Related Articles
-
Question on the Matlab driver-hypoplastic models
c sx||Constitutive Modelling|0 |
Views 1,012
Dear all, After carefully reading the matlab drivers of hypoplastic models, I was wondering whether the driver can simulate triaxial extension tests. As I change the constraints to reflect triaxial […] -
Question on implementation of sand hypoplastic model with Abaqus umat
Kunpeng Wang||Constitutive Modelling|4 |
Views 1,093
Dear all, I am a PhD student in China University of geosciences. Recently, I have been working on the simulation of a pile-soil interaction with Abaqus. I simulate the sand […] -
UMAT Code for Modified Cam Clay model
Mehtab Alam||Constitutive Modelling|2 |
Views 1,625
I am trying to develop UMAT code for MCC, but facing difficulty. Is there any such files available which can help me to speed up. please refer. Thank you. -
“Warning LNK4210” – hypoplastic clay UMAT
Yu Xiao||Constitutive Modelling|0 |
Views 225
Hello Everyone, I am using the UMAT code for clay hypoplasticity provided by Prof. Masin — https://soilmodels.com/download/plaxis-umat-hypoplas-zip/ I made a test model in Abaqus2020 and applied the umat code (umat_hcea.for). […] -
3D analysis with Basic Hypo-Plastic Model
sobhan abedinnejad||Constitutive Modelling|2 |
Views 923
Dear all Is the basic Hypo-Plastic model (Wollffersdorff’s model) suitable for 3D models? Can I analyze 3D models with this UMAT? (https://soilmodels.com/download/umat-hyposand-uibk/) Thank you Sobhan -
Sanisand umat with BV problem
Luis Aviles||Constitutive Modelling|0 |
Views 865
Hi, Does someone know if sanisand implementation has been used in a boundary value problem for slope? do you have any references? Thanks very much! -
Compile triax calibration software under windows
Hans Henning Stutz||Constitutive Modelling|1 |
Views 1,152
1. Download install exe (32 or 64 bit) from https://cygwin.com/install.html 2. Choose a mirror site / click Next and select all packages you need for compiling: Type: “gcc” into search […] -
MATLAB Code for Bounding Surface Plasticity Model
A S M RIYAD||Constitutive Modelling|0 |
Views 805
Dear Altruists, I just wanted to learn the bounding surface plasticity theory with coding. Does anyone have any code (written in MATLAB) for the Bounding Surface Plasticity model? Could you […]
Who is Online
No one is online right now
Search SoilModels Website
Recent posts
-
Shear modulus degragation 12.5.2022
-
FRIC code for clay hypoplasticity interface 23.4.2022
-
Hypo-umat sand 18.4.2022
-
Hypo-umat sand 18.4.2022
-
Using pore fluid-stress element in SandSand 9.4.2022
-
“Warning LNK4210” – hypoplastic clay UMAT 8.4.2022
-
Prague Geotechnical Days 2022 with Prague Geotechnical Lecture by prof. Cino Viggiani 7.4.2022
-
Micropiles load tests database 26.3.2022
-
DIANA 10.5 new features 10.3.2022
-
Input files for element tests for hypoplastic clay/sand UMAT 6.3.2022
-
Combining Hypoplastic-sand and Hypoplastic-clay in one UMAT file 2.3.2022
-
UMAT code for Unsaturated soil modes 19.2.2022
Recent Comments
- Alireza Lajmiri on Download package of ISA cyclic hypoplasticity for Abaqus
- Baban Bapir on Shear modulus degragation
- Rakshanda Showkat on SANISAND for FLAC3D Download
- HaoRan OUYANG on Using pore fluid-stress element in SandSand
- HaoRan OUYANG on Course “Hypoplasticity for Practical Applications”
- Miracle Dai on Hypo-umat sand
- Kassem Dib on liquefaction simulation with abaqus
- Kassem Dib on liquefaction simulation with abaqus
- Kassem Dib on liquefaction simulation with abaqus
- Kassem Dib on Transient Dynamic analysis (U-P formulation)
- Yifei Sun on matlab driver
- SPARSHA SINDURI NAGULA on SANISAND Abaqus UMAT and Plaxis implementations
- Srinivas Vivek Bokkisa on Modelling TX monotonic compressive test with ABAQUS and SANISAND – not working
- MOHD SAQIB on Modelling TX monotonic compressive test with ABAQUS and SANISAND – not working
- Srinivas Vivek Bokkisa on Modelling TX monotonic compressive test with ABAQUS and SANISAND – not working
- Jesus Mediavilla on DIANA FEA 10.3 new release – special on geotechnics
- Keng-Wit Lim on UMAT code for Unsaturated soil modes
- MOHD SAQIB on Modelling TX monotonic compressive test with ABAQUS and SANISAND – not working
This reply may not be helpful to your question, but from the distortion shape of element in Fig.1, it looks like hourglass mode. Did you use linear brick elements with reduced integration?
Thank you for your reply. The Fig.1 shows the E field after the geostatic step. I considered your suggestion, but it does not work.
Hi Yang,
To be clear, I mean using linear quadrilateral/brick elements with reduced integration may lead to hourglass mode. I then discretized all my simulation models to elements with full integration which is more simulation expensive. In your picture, the deformation looks like hourglass mode occurs but I am not 100% sure.
Best,
Hi shen,
Thanks for your explanation. The element type I use is the CPE4. Then, I replace the step 2 which is the strength reduction with a static_general step. A very small body force was applied to the model in the static_general step, but the model is not converged.
After the geostatic step, once the force or stress changes, the model is not converged. So I wonder if the geostatic step is necessary, and non-convergence often occurs after the geostatic step. Maybe the Initial stress is not accurate enough?
Best,