Park-Ang三维损伤模型的参数确定和性能等级划分
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摘要
针对Park-Ang三维损伤模型的参数取值和性能等级划分研究不足,基于试验数据,通过2轮遍历搜索,确定了参数取值;并参照已有的性能等级划分,确定了适用于Park-Ang三维损伤模型的性能等级划分标准。用一组一维试验验证了参数取值和性能等级划分对于不同加载路径的适用性;用另一组试验验证了它们对于空间受力构件的适用性。结果表明:所确定的参数和性能等级划分标准与已有的Park-Ang三维损伤模型表达式共同组成了一个完整的损伤指标,这一指标能够较好地评价不同一维加载模式或空间受力构件的损伤。
The selection of parameter values and definition of damage levels for the three-dimensional Park-Ang damage are not available in the existing literature. The parameters are determined based on the test data through two traversal searches. According to the existing performance levels classification method,the damage limit values for the three-dimensional Park-Ang damage model were determined. The applicability of the parameter values selection and damage levels for specimens in different loading paths is verified based on one set of one-dimensional tests.Their applicability for specimens under special force is verified based on another set of tests. The results showed that the ascertained parameters and damage levels form a complete set of damage indicators together with the expression of the existing three-dimensional Park-Ang damage model. With this damage model,damage can be accurately evaluated for structural members in different one-dimensional loading paths or spatial force.
The selection of parameter values and definition of damage levels for the three-dimensional Park-Ang damage are not available in the existing literature. The parameters are determined based on the test data through two traversal searches. According to the existing performance levels classification method,the damage limit values for the three-dimensional Park-Ang damage model were determined. The applicability of the parameter values selection and damage levels for specimens in different loading paths is verified based on one set of one-dimensional tests.Their applicability for specimens under special force is verified based on another set of tests. The results showed that the ascertained parameters and damage levels form a complete set of damage indicators together with the expression of the existing three-dimensional Park-Ang damage model. With this damage model,damage can be accurately evaluated for structural members in different one-dimensional loading paths or spatial force.
引文
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[2]MINER M A.Cumulative damage in fatigue[J].Journal of Applied Mechanics,1945,12(3):159-164.
[3]KAPPOS A J.Seismic damage indices for RC buildings:evaluation of concepts and procedures[J].Progress in Structural Engineering and Materials,1997,1(1):78-87.
[4]WILLIAMS M S,SEXSMITH R G.Seismic damage indices for concrete structures:a state-of-the-art review[J].Earthquake Spectra,1995,11(2):319-349.
[5]COSENZA E,MANFREDI G.Damage indices and damage measures[J].Progress in Structural Engineering and Materials,2000,2(1):50-59.
[6]COSENZA E,MANFREDI G,RAMASCO R.Use of damage functionals in earthquake engineering:a comparison between different methods[J].Earthquake Engineering&Structural Dynamics,1993,22(10):855-868.
[7]PARK Y J,ANG A H S.Mechanistic seismic damage model for reinforced concrete[J].Journal of Structural Engineering,1985,111(4):722-739.
[8]PARK Y J,ANG A H S,WEN Y K.Seismic damage analysis of reinforced concrete buildings[J].Journal of Structural Engineering,1985,111(4):740-757.
[9]王东升,冯启民,王国新,等.考虑低周疲劳寿命的改进Park-Ang地震损伤模型[J].土木工程学报,2004,37(11):41-49.WANG Dongsheng,FENG Qimin,WANG Guoxin,et al.A modified Park-Ang seismic damage model considering lowcycle fatigue life[J].China Civil Engineering Journal,2004,37(11):41-49.
[10]MO Y L,WANG S J.Seismic behavior of RC columns with various tie configurations[J].Journal of Structural Engineering,2000,126(10):1122-1130.
[11]PARK Y J,ANG A H S,WEN Y K.Damage-limiting aseismic design of buildings[J].Earthquake Spectra,1987,3(1):1-26.
[12]STONE W C,TAYLOR A W.Seismic performance of circular bridge columns designed in accordance with AASHTO/CALTRANS standards[M].Gaithersburg,MD:National Institute of Standards and Technology,1993.
[13]KUNNATH S K,REINHORN A M,ABEL J F.Computational tool for evaluation of seismic performance of reinforced concrete buildings[J].Computers and Structures,1991,41(1):157-173.
[14]TAKEMURA H,KAWASHIMA K.Effect of loading hysteresis on ductility capacity of reinforced concrete bridge pier[J].Journal of Structural Engineering,1997,43A:849-858.
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