I’m Eric and i’m focusing on my MS thesis project. I’ve received the job of analyzing a reinforced concrete column specimen in Abaqus and evaluating situation study results while using the experimental measurements. The column is uncovered to cyclic lateral loading.
I have built an initial model in Abaqus. The concrete is modeled using 3-D continuum elements. I clearly modeled the longitudinal and transverse reinforcement using beam elements along with the embedded element technique. I’m when using the broken plasticity model for the concrete. Before I subject the column to cyclic loading I must just subject it having a monotonic axial load and monotonic lateral load to achieve confidence within my model. The boudnary the weather is really the underside face within the column is bound against any translations. For the monotonic axial load situation I fixed the very best face within the column from lateral translation and applied a progressively growing vertical displacement. The boudary the weather is roughly exactly the same for the lateral load situation except I fixed the very best face within the column from lateral translation one strategies by addition for vertical translation while applying a progressively growing lateral displacement within the free direction. The plasticity parameters are the following:
dilation position = 35 eccentricity = .1 sigmab/sigmao = 1.16 k = 2/3
viscosity parameter = .001
I’ve no problems with convergance after i subject the column for that axial displacement. Really, I purchase very favorable results. However, after i consider using the lateral displacement situation study terminates because of nonconvergance upon the the first increment within the analysis step.
It should be noted that people apply an axial displacement in a single analysis step i sustain the axial load while using the lateral load within the second analysis step. I’d like help exercising why I’m not able to achieve the model to evaluate the lateral displacement. Also understand that after i utilize the displacement boundary conditions I take advantage of the displacements to each node on top face within the column. I defined a nonzero viscosity parameter wishing it could take proper proper proper care of my convergance problem. Also, I’m while using the adaptive stabilization method of mitigate local instabilities.
Any help, comments, or suggestions may be greatly appreciated!
I’m transporting out the same analysis when using the CDP model. I’m wondering for anybody who is capable of doing fix your condition. What type of damping are you currently presently presently using? Or are you currently presently presently simply while using the automated stabilization with adaptive techniques? Any material damping? Rayleigh damping? Mass damping? Tell me.
I’ve issue with rebar modeling in concrete col using embeded element
at setup module I insert concrete and rebar independent i then used radial pattern to create 4 rebars within my cylinderical concrete col at intraction module I defined col as host and 4 rebars as embedded element.I in addition meshe for rebars and concrete column.
after submitting the task the next error msg apeared.
80 elements have missing property definitions.
The weather are really identified in element set ErrElemMissingSection.
I’d realy appriciate for ur assist in advance.
i’m attempting to model a beam-column connection in reinforced concrete. i’m also using beam elements and embedded elements.
i could to mesh the concrete first adopted using the rebars i gentle to make sure mesh continuity backward and forward. however, i in addition have similar error msg that u have. i can not debug the issue. i’m wondering if u have foud the answer. need to receive your advice.
Can you really help in modeling the steel within the 3D beam. What’s the CAE procedure? I’m an Under-graduate and i’m struck within the biginning of my BTP.
I’m modelling a rc beam using abaqus and i’m using concrete broken plasticity model. now i’ve run the model using viscosity parameter and without viscosity parameter in CDP model.
Basically use viscosity parameter the conduct is much more sitffer than basically dont use. can anybody let me know the main reason?
We used viscosity parameter value .001 in a single model and .0001 in another model .these two analysis give more stiff result (almost double ultimate load) tahn situation study without getting specifing viscosity parameter.
or no you are able to allow me to with regards to this problem please react to my publish
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