How to simulate the stress analysis of earthen dam in reservoir full condition
How to simulate the stress analysis of earthen dam in reservoir full condition
(OP)
Respected sir,
I have to simulate the stability analysis of an earthen dam whose height is 17 meter and width is 88 meter ,If I restrained all the node in vertical and horizontal direction, then the model is working, and I got a very good phreatic line, but I am going to calculate the stress analysis of the dam with reservoir full condition then model is not working. So for this case as a trail program I am going to simulate your example problem entitled " calculation of phreatic surface of dam" in abaquas example manual.
To simulate this problem two steps is used, one is geostaic step and second one is Soils step where steady state analysis is considered,
In that case I applied geostatic stress in the model.
Dry unit weight of the model in 2000 kg/m^3.Saturation upto 1.2192 meter above the ground is 1, so saturated unit weight of the dam is 2500 kg/m^3, as we consider void ratio of the model is 1.So up to the saturated portion of the model saturated unit weight is used while appling the geostatic stress in initial conditions.
vertical coordinate 1.8288 Geostatic Stress 0.0
vertical coordinate 1.2192 Geostatic Stress -1219.2
vertical coordinate 0.0 Geostatic Stress -4267.2
With the existing elastic property of a given model, mohr columb plastycity model is introduced with the parameters, c=5000, and phi is 40.
Copuled pore fluid element is used for this purpose.(CPE8RP)
Boundary condition is applied in the model for geostatic stress, lateral displacements are restrained in upstream side and down stream side as well. for the top surface vertical displacement is restrained. In the next step for the SOILS step, I am using steady state step analysis, and there only bottom surface is considered free and other surfaces are free.For this soils step boundary condition of degree of freedom 8 is remain as it is. flow elements are also be used as it is.
Soils step is also performed same as the example model., control analysis used here is discontinuous.
when apply this model for the elastic condition, then at the end of the Geostatic stress initial condition of the pore pressure is changed.
I am very much grateful to you, if you give me some suggestion regarding this problem.
If I have done plain starin analysis with plain strain element without pore pressure then my model is working.
Thanks in advance.
Waiting for your kind reply.
With regards,
Srijit Bandyopadhyay
I have to simulate the stability analysis of an earthen dam whose height is 17 meter and width is 88 meter ,If I restrained all the node in vertical and horizontal direction, then the model is working, and I got a very good phreatic line, but I am going to calculate the stress analysis of the dam with reservoir full condition then model is not working. So for this case as a trail program I am going to simulate your example problem entitled " calculation of phreatic surface of dam" in abaquas example manual.
To simulate this problem two steps is used, one is geostaic step and second one is Soils step where steady state analysis is considered,
In that case I applied geostatic stress in the model.
Dry unit weight of the model in 2000 kg/m^3.Saturation upto 1.2192 meter above the ground is 1, so saturated unit weight of the dam is 2500 kg/m^3, as we consider void ratio of the model is 1.So up to the saturated portion of the model saturated unit weight is used while appling the geostatic stress in initial conditions.
vertical coordinate 1.8288 Geostatic Stress 0.0
vertical coordinate 1.2192 Geostatic Stress -1219.2
vertical coordinate 0.0 Geostatic Stress -4267.2
With the existing elastic property of a given model, mohr columb plastycity model is introduced with the parameters, c=5000, and phi is 40.
Copuled pore fluid element is used for this purpose.(CPE8RP)
Boundary condition is applied in the model for geostatic stress, lateral displacements are restrained in upstream side and down stream side as well. for the top surface vertical displacement is restrained. In the next step for the SOILS step, I am using steady state step analysis, and there only bottom surface is considered free and other surfaces are free.For this soils step boundary condition of degree of freedom 8 is remain as it is. flow elements are also be used as it is.
Soils step is also performed same as the example model., control analysis used here is discontinuous.
when apply this model for the elastic condition, then at the end of the Geostatic stress initial condition of the pore pressure is changed.
I am very much grateful to you, if you give me some suggestion regarding this problem.
If I have done plain starin analysis with plain strain element without pore pressure then my model is working.
Thanks in advance.
Waiting for your kind reply.
With regards,
Srijit Bandyopadhyay
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