ConcreteD: Difference between revisions

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(Created page with '{{CommandManualMenu}} This command is used to construct a concrete material based on the Chinese design code. {| | style="background:lime; color:black; width:800px" | '''uniax...')
 
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|  '''$epst ''' || concrete strain at corresponding to tensile strength*
|  '''$epst ''' || concrete strain at corresponding to tensile strength*
-
|-
|  '''$Ec ''' || concrete initial Elastic modulus*
|  '''$Ec ''' || concrete initial Elastic modulus*
-
|-
|  '''$alphac ''' || compressive descending parameter*
|  '''$alphac ''' || compressive descending parameter*
-
|-
|  '''$alphat ''' || tensile descending parameter*
|  '''$alphat ''' || tensile descending parameter*
-
|-
|  '''$cesp ''' || plastic parameter, recommended values: 0.2~0.3*
|  '''$cesp ''' || plastic parameter, recommended values: 0.2~0.3*
-
|-
|  '''$etap ''' || plastic parameter, recommended values: 1.0~1.3*
|  '''$etap ''' || plastic parameter, recommended values: 1.0~1.3*
|}
|}


NOTE:
----
1. Concrete compressive strength and the corresponding strain should be input as
 
'''NOTES''':
 
* Concrete compressive strength and the corresponding strain should be input as
negative values.
negative values.
2. The value $fc/$epsc and $ft/$epst should be smaller than $Ec.
* The value $fc/$epsc and $ft/$epst should be smaller than $Ec.
3. The default value for $cesp and $etap are 0.25 and 1.15, respectively.
* The default value for $cesp and $etap are 0.25 and 1.15, respectively.
 
----
 
'''EXAMPLE''':


EXAMPLE:
Example 1: Simulation of compressive test in Karson and Jirsa (1969).
Example 1: Simulation of compressive test in Karson and Jirsa (1969).


uniaxialMaterial ConcreteD 1 -27.6 -0.002 3 0.0001 35000 1.0 0.1 0.25 1.15
uniaxialMaterial ConcreteD 1 -27.6 -0.002 3 0.0001 35000 1.0 0.1 0.25 1.15


REFERENCES:
----
Reference


[1] Karsan, I. D., and Jirsa, J. O. (1969). “Behavior of concrete under compressive loadings.”  Journal of the Structural Division, 95(12), 2535-2563.
'''REFERENCES''':


[2] Ministry of Housing and Urban-Rural Development of the People’s Republic of China.  
* Karsan, I. D., and Jirsa, J. O. (1969). “Behavior of concrete under compressive loadings.”  Journal of the Structural Division, 95(12), 2535-2563.
(2010). “Code for design of concrete structures.” GB50010-2010, Beijing, China.
* Ministry of Housing and Urban-Rural Development of the People’s Republic of China. (2010). “Code for design of concrete structures.” GB50010-2010, Beijing, China.
* Ren, X. D. (2010). Multi-scale based stochastic damage constitutive theory for concrete. Doctoral dissertation, Tongji University, Shanghai. (in Chinese)
* Wu, J. Y., Li, J., and Faria, R. (2006). “An energy release rate-based plastic-damage model for concrete.” International Journal of Solids and Structures, 43(3), 583-612.
* Zeng, S. J. (2012). Dynamic Experimental Research and Stochastic Damage Constitutive Model for Concrete. Doctoral dissertation, Tongji University, Shanghai. (in Chinese)


[3] Ren, X. D. (2010). Multi-scale based stochastic damage constitutive theory for concrete.
----
Doctoral dissertation, Tongji University, Shanghai. (in Chinese)


[4] Wu, J. Y., Li, J., and Faria, R. (2006). “An energy release rate-based plastic-damage model for concrete.” International Journal of Solids and Structures, 43(3), 583-612.
'''Code Developed By''':


[5] Zeng, S. J. (2012). Dynamic Experimental Research and Stochastic Damage Constitutive
Zengyong Wan, Decheng Feng, Xiaodan Ren, Jie Li, College of Civil Engineering, Tongji University,
Model for Concrete. Doctoral dissertation, Tongji University, Shanghai. (in Chinese)

Latest revision as of 23:24, 27 May 2015



This command is used to construct a concrete material based on the Chinese design code.

uniaxialMaterial ConcreteD $matTag $fc $epsc $ft $epst $Ec $alphac $alphat <$cesp> <$etap>
$matTag integer tag identifying material
$fc concrete compressive strength *
$epsc concrete strain at corresponding to compressive strength*
$ft concrete tensile strength *
$epst concrete strain at corresponding to tensile strength*
$Ec concrete initial Elastic modulus*
$alphac compressive descending parameter*
$alphat tensile descending parameter*
$cesp plastic parameter, recommended values: 0.2~0.3*
$etap plastic parameter, recommended values: 1.0~1.3*

NOTES:

  • Concrete compressive strength and the corresponding strain should be input as

negative values.

  • The value $fc/$epsc and $ft/$epst should be smaller than $Ec.
  • The default value for $cesp and $etap are 0.25 and 1.15, respectively.

EXAMPLE:

Example 1: Simulation of compressive test in Karson and Jirsa (1969).

uniaxialMaterial ConcreteD 1 -27.6 -0.002 3 0.0001 35000 1.0 0.1 0.25 1.15

REFERENCES:

  • Karsan, I. D., and Jirsa, J. O. (1969). “Behavior of concrete under compressive loadings.” Journal of the Structural Division, 95(12), 2535-2563.
  • Ministry of Housing and Urban-Rural Development of the People’s Republic of China. (2010). “Code for design of concrete structures.” GB50010-2010, Beijing, China.
  • Ren, X. D. (2010). Multi-scale based stochastic damage constitutive theory for concrete. Doctoral dissertation, Tongji University, Shanghai. (in Chinese)
  • Wu, J. Y., Li, J., and Faria, R. (2006). “An energy release rate-based plastic-damage model for concrete.” International Journal of Solids and Structures, 43(3), 583-612.
  • Zeng, S. J. (2012). Dynamic Experimental Research and Stochastic Damage Constitutive Model for Concrete. Doctoral dissertation, Tongji University, Shanghai. (in Chinese)

Code Developed By:

Zengyong Wan, Decheng Feng, Xiaodan Ren, Jie Li, College of Civil Engineering, Tongji University,

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