框架结构的输入地震动记录调幅方法试验研究
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摘要
为了确定框架结构弹塑性时程分析时输入地震动记录的调幅方法,本文利用一个1/40比例的框架结构振动台试验研究了四种地震动记录调幅方法的适用性。利用四种地震动记录调幅方法对20条地震动记录调幅,通过振动台依次输入不同周期的框架结构中,通过分析结构顶层的层间位移角和最大加速度两个参数的变异系数,确定最适宜此种结构体系的地震动记录调幅方法。研究表明,当结构的基本周期可以准确确定时,利用S_a(T_1)调幅方法得到的地震动记录引起结构响应的离散程度最小;当结构的基本周期不确定时,利用MIV调幅方法得到的地震动记录引起结构响应的离散程度最小;当周期有30%的变化时,ASCE调幅方法引起结构的最大加速度的变异系数波动不大,相对比较稳定;无论何时PGA调幅方法得到的变异系数都是最大,表明此法得到的离散程度最大。建议在对框架结构进行时程分析时,对于确定性周期的结构采用S_a(T_1)调幅方法,对于不确定性周期的结构采用MIV调幅方法,ASCE和PGA调幅方法不宜采用。
In order to determine the scalingmethod for the input seismic records during time history analysis of frame structures, the shaking table tests were conducted to frame models with different fundamental periods(thesimilarity ratio was 1/40) to study the applicability of 4 scaling methods for ground motions. In this paper, a total of 20 ground motion records were respectively scaled by S_a(T_1)method, MIV method, ASCE method and PGA method. Then the scaled ground motions acted on the frame models through the shaking table. After shaking table tests, two seismic response parameters of structures, inter-story drift ratio and the maximum acceleration of the top story, were analyzed, and the variation coefficients of these two parameters were the main criteria to assess the scaling methods. The experimental results showed that if the fundamental period of the structure was specific, the structural seismic responses to the scaled ground motions by MIV method showed the minimal dispersion degree, if the fundamental period of the structure was not specific, the S_a(T_1) method showed the minimal dispersion degree. When the fluctuation of the fundamental period was below 30%, the ASCE method also worked well, and the variation coefficient of the maximum acceleration of the structure was relatively steady, with a slight fluctuation. By contrast, the variation coefficients obtained by the PGA method were the highest ones among the 4 methods, which indicated the highest dispersion degree. Based on the experimental results, for inelastic time-history analysis of the frame structures, the S_a(T_1) method and the MIV method are respectively recommended for whose fundamental periods are specific and not specific, while the ASCE method and the PGA method are inapplicable.
In order to determine the scalingmethod for the input seismic records during time history analysis of frame structures, the shaking table tests were conducted to frame models with different fundamental periods(thesimilarity ratio was 1/40) to study the applicability of 4 scaling methods for ground motions. In this paper, a total of 20 ground motion records were respectively scaled by S_a(T_1)method, MIV method, ASCE method and PGA method. Then the scaled ground motions acted on the frame models through the shaking table. After shaking table tests, two seismic response parameters of structures, inter-story drift ratio and the maximum acceleration of the top story, were analyzed, and the variation coefficients of these two parameters were the main criteria to assess the scaling methods. The experimental results showed that if the fundamental period of the structure was specific, the structural seismic responses to the scaled ground motions by MIV method showed the minimal dispersion degree, if the fundamental period of the structure was not specific, the S_a(T_1) method showed the minimal dispersion degree. When the fluctuation of the fundamental period was below 30%, the ASCE method also worked well, and the variation coefficient of the maximum acceleration of the structure was relatively steady, with a slight fluctuation. By contrast, the variation coefficients obtained by the PGA method were the highest ones among the 4 methods, which indicated the highest dispersion degree. Based on the experimental results, for inelastic time-history analysis of the frame structures, the S_a(T_1) method and the MIV method are respectively recommended for whose fundamental periods are specific and not specific, while the ASCE method and the PGA method are inapplicable.
引文
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[10] 翟长海,谢礼立. 抗震结构最不利设计地震动研究[J]. 土木工程学报,2005,38(12):51-58.ZHAI Changhai,XIE Lili1. The severest design ground motions for seismic design and analysis of structures [J].China Civil Engineering Journal, 2005, 38(12): 51-58. (in Chinese)
[11] Aschheim M, Tjhin T, Comartin C, et al. The scaled nonlinear dynamic procedure[J]. Engineering Structures, 2007, 29(7):1422-1441.
[12] Kottke A. A semi-automated procedure for selecting and scaling recorded earthquake motions for dynamic analysis[J]. Earthquake Spectra, 2008, 24(4):911-932.
[13] Jayaram N, Lin T, Baker J W. A computationally efficient ground-motion selection algorithm for matching a target response spectrum mean and variance[J]. Earthquake Spectra, 2011, 27(3):797-815.
[14] Monaco P, Totani G, Barla G, et al. Geotechnical aspects of the L’aquila earthquake[J]. Geotechnical Geological & Earthquake Engineering, 2012, 16:1-66.
[15] Katsanos E I, Sextos A G, Manolis G D. Selection of earthquake ground motion records: A state-of-the-art review from a structural engineering perspective[J], Soil Dynamics and Earthquake Engineering, 2015, 30, 157-169.
[16] Fragiadakis M, Vamvatsikos D, Karlaftis M G, et al. Seismic assessment of structures and lifelines[J]. Journal of Sound & Vibration, 2015, 334:29-56.
[17] Baker J, Cornell C. Vector-valued ground motion intensity measures for probabilistic seismic demand analysis[J]. Dissertation Abstracts International, 2005, 66(8): 4368-4380.
[18] Georgioudakis M, Fragiadakis M, Papadrakakis M. Multi-criteria selection and scaling of ground motion records using Evolutionary Algorithms[J]. Procedia Engineering, 2017, 199:3528-3533.
[19] Macedo L. Performance-based seismic design and assessment of steel moment frame buildings[D]. Thesis. University of Porto, 2017.
[20] O’Donnell A P, Kurama1 Y C , Kalkan E, et al. Ground motion scaling methods for linear-elastic structures: anintegrated experimental and analytical investigation[J]. Earthquake Engineering & Structural Dynamics. 2012, 28(10):1002-1012.
[2] 谢丰蔚.地震动记录选择和调幅方法的研究及评价[D]. 哈尔滨:哈尔滨工业大学,2015.XIE Fengwei. Study and evaluation selecting and scaling of ground motions[D].Harbin: Harbin Institute of Technology,2015. (in Chinese)
[3] 王国新, 鲁建飞. 地震动输入的选取与结构响应研究[J]. 沈阳建筑大学学报: 自然科学版, 2012, 28(1):15-22.WANG Guoxin1,LU Jianfei. Strong ground motion input and structural response[J]. Journal of Shenyang Jianzhu University: Natural Science, 2012, 28(1):15-22. (in Chinese)
[4] 李英民,赖明,白绍良.工程结构的地震动输入问题[J].工程力学,2003( S) : 76 - 87.LI Yingmin, LAI Ming, BAI Shaoliang.Problems on inputting waves for engineering structures[J].Engineering Mechanics,2003( S) :76 – 87.(in Chinese)
[5] 丁宝荣, 孙景江, 杜轲, 等. 地震烈度与峰值加速度、峰值速度相关性研究[J]. 地震工程与工程振动, 2017, 37(2):26-34.DING Baorong,SUN Jingjiang,DU Ke,et al. Study on relationships between seismic intensity and peak ground acceleration,peak ground velocity[J]. Earthquake Engineering and Engineering Dynamics, 2017, 37(2):26-34. (in Chinese)
[6] Dussom K B, Hadj-Hamou T, Bakeer R M. Quake: An expert system for the selection of design earthquake accelerogram[J]. Computers & Structures, 1991, 40(1):161-167.
[7] 王亚勇.结构抗震时程分析法输入地震动记录的选择方法及其应用[J].建筑结构,1992(5): 3-7.WANG Yayong. Selecting method and application of inputting ground motions for time-history analysis in structural seismic[J]. Buiding Structures, 1992(5): 3-7. (in Chinese)
[8] Naeim F, Alimoradi A, Pezeshk S. Selection and scaling of ground motion time histories for structural design using genetic algorithms[J]. Earthquake Spectra, 2004, 20(2):413-426.
[9] 谢礼立,翟长海.最不利设计地震动研究[J].地震学报,2003,25(3):250-261. XIE Lili, ZHAI Changhai.Study on the severest real ground motion for seismic design and analysis[J]. Acta Seismologica Sinica, 2003,25(3):250-261. (in Chinese)
[10] 翟长海,谢礼立. 抗震结构最不利设计地震动研究[J]. 土木工程学报,2005,38(12):51-58.ZHAI Changhai,XIE Lili1. The severest design ground motions for seismic design and analysis of structures [J].China Civil Engineering Journal, 2005, 38(12): 51-58. (in Chinese)
[11] Aschheim M, Tjhin T, Comartin C, et al. The scaled nonlinear dynamic procedure[J]. Engineering Structures, 2007, 29(7):1422-1441.
[12] Kottke A. A semi-automated procedure for selecting and scaling recorded earthquake motions for dynamic analysis[J]. Earthquake Spectra, 2008, 24(4):911-932.
[13] Jayaram N, Lin T, Baker J W. A computationally efficient ground-motion selection algorithm for matching a target response spectrum mean and variance[J]. Earthquake Spectra, 2011, 27(3):797-815.
[14] Monaco P, Totani G, Barla G, et al. Geotechnical aspects of the L’aquila earthquake[J]. Geotechnical Geological & Earthquake Engineering, 2012, 16:1-66.
[15] Katsanos E I, Sextos A G, Manolis G D. Selection of earthquake ground motion records: A state-of-the-art review from a structural engineering perspective[J], Soil Dynamics and Earthquake Engineering, 2015, 30, 157-169.
[16] Fragiadakis M, Vamvatsikos D, Karlaftis M G, et al. Seismic assessment of structures and lifelines[J]. Journal of Sound & Vibration, 2015, 334:29-56.
[17] Baker J, Cornell C. Vector-valued ground motion intensity measures for probabilistic seismic demand analysis[J]. Dissertation Abstracts International, 2005, 66(8): 4368-4380.
[18] Georgioudakis M, Fragiadakis M, Papadrakakis M. Multi-criteria selection and scaling of ground motion records using Evolutionary Algorithms[J]. Procedia Engineering, 2017, 199:3528-3533.
[19] Macedo L. Performance-based seismic design and assessment of steel moment frame buildings[D]. Thesis. University of Porto, 2017.
[20] O’Donnell A P, Kurama1 Y C , Kalkan E, et al. Ground motion scaling methods for linear-elastic structures: anintegrated experimental and analytical investigation[J]. Earthquake Engineering & Structural Dynamics. 2012, 28(10):1002-1012.