体外预应力梁动力特性分析的两种数值分析方法
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摘要
提出2种计算体外预应力简支梁动力性能的方法:①假设体外筋与转向座之间可自由滑移,由接触单元进行模拟;②假设转向座与体外筋之间铰接无滑移。方法①的计算结果表明:体外筋面积和偏心距的增加,可增加第1阶频率;对其他奇数阶的频率影响很小;对偶数阶频率无影响。方法②的计算所得的各阶频率均大于方法①的频率。随着体外筋的面积和偏心距的增加,方法②的各阶频率均增大,方法①和②所得频率差值的比值也增大。体外筋与转向座滑移对第1阶频率的影响可忽略,对其他阶频率的影响不可忽略。
Two numerical methods for analyzing dynamic behavior of an externally prestressed beam were put forward.That there is a slip with no friction between external tendon and deviator was assumed using method 1,the slip was simulated with contact elements.That there is a hinge with no slip between external tendon and deviator was assumed using method 2.The calculation results with method 1 showed that with increase in area and eccentricity of external tendon,the 1st natural frequency of the beam increases;but thes two factors have little influence on the other odd order natural frequencies of the beam;they have no effect on the even order natural ones of the beam.It was shown that each natural frequency obtained with method 2 is larger than that obtained with method 1;with increase in area and eccentricity of external tendon,each natural frequency gained with method 2 increases;the ratio of the corresponding frequency difference between method 1 and method 2 to the frequency gained with method 1 also grows;the influence of slip between external tendon and deviator on the 1st natural frequency can be neglected,but this influence on the other order frequencies can not be neglected.
Two numerical methods for analyzing dynamic behavior of an externally prestressed beam were put forward.That there is a slip with no friction between external tendon and deviator was assumed using method 1,the slip was simulated with contact elements.That there is a hinge with no slip between external tendon and deviator was assumed using method 2.The calculation results with method 1 showed that with increase in area and eccentricity of external tendon,the 1st natural frequency of the beam increases;but thes two factors have little influence on the other odd order natural frequencies of the beam;they have no effect on the even order natural ones of the beam.It was shown that each natural frequency obtained with method 2 is larger than that obtained with method 1;with increase in area and eccentricity of external tendon,each natural frequency gained with method 2 increases;the ratio of the corresponding frequency difference between method 1 and method 2 to the frequency gained with method 1 also grows;the influence of slip between external tendon and deviator on the 1st natural frequency can be neglected,but this influence on the other order frequencies can not be neglected.
引文
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[10]方德平,王全凤.体外预应力梁动力特性分析的一种新方法[J].地震工程与工程震动,2010,30(4):66-71.FANG De-ping,WANG Quan-feng.A new method to analyzedynamic behavior of externally prestressed beam[J].Earthquake Engineering and Engineering Vibration,2010,30(4):66-71.
[11]孙永明,黄侨.基于组合单元的体外预应力混凝土梁全过程分析[J].工程力学,2009,26(9):156-161.SUN Yong-ming,HUANG Qiao.Entire range analysis ofexternally prestressed concrete beams based on compositeelements[J].Engineering Mechanics,2009,26(9):156-161.
[12]熊辉霞,张耀庭.体外预应力混凝土梁自振频率分析[J].工程力学,2008,25(增刊Ⅱ):173-176.XIONG Hui-xia,ZHANG Yao-ting,Analysis of naturalfrequency of externally prestressed concrete beam[J].Engineering Mechanics,2008,25(Sup.Ⅱ):173-176.
[2]方德平.考虑PΔ效应的体外预应力梁的M-φ分析法[J].工程力学,2002,19(4):113-117.FANG De-ping.Analysis of PΔeffect of externallyprestressed beams by the method of M-φrelationship[J].Engineering Mechanics,2002,19(4):113-117.
[3]Saiid M,Douglas B,Feng S.Prestress force effect onvibration frequency of concrete bridges[J].Journal ofStructural Engineering,ASCE,1994,120(7):2233-2241.
[4]Miyagawa A,Tei K,Nakamura H,et al.Behavior ofprestressed beam strengthened with external tendons[J].Journal of Structural Engineering,2000,126(9):1030-1037.
[5]熊学玉,王寿生.体外预应力梁振动特性的分析与研究[J].地震工程与工程振动,2005,25(2):55-61.XIONG Xue-yu,WANG Shou-sheng.Analysis and researchof externally prestressed beam vibration behavior[J].Earthquake Engineering and Engineering Vibration,2005,25(2):55-61.
[6]焦春节,丁洁民.体外预应力钢-混凝土组合连续梁自振频率分析[J].工程力学,2011,28(2):193-197.JIAO Chun-jie,DING Jie-min.Analysis of natural frequencyof prestressed composite beam with external tendons[J].Engineering Mechanics,2011,28(2):193-197.
[7]熊学玉,沈小东.基于动力刚度法的体外预应力梁自振频率分析[J].振动与冲击,2010,29(11):180-182.XIONG Xue-yu,SHEN Xiao-dong.Dynamic stiffness matrixmethod for vibration analysis of an external prestressed beam[J].Journal of Vibration and Shock,2010,29(11):180-182.
[8]楼梦麟,洪婷婷.预应力梁横向振动分析的模态摄动法[J].工程力学,2006,23(1):107-111.LOU Meng-lin,HONG Ting-ting.Mode perturbation methodfor lateral vibration analysis of prestressed beams[J].Engineering Mechanics,2006,23(1):107-111.
[9]楼梦麟,洪婷婷.体外预应力梁动力特性的分析方法[J].同济大学学报(自然科学版),2006,34(10):1284-1288.LOU Meng-lin,HONG Ting-ting.Analytical approach fordynamic characteristics of prestressed beam with externaltendons[J].Journal of Tongji University(NaturalScience),2006,34(10):1284-1288.
[10]方德平,王全凤.体外预应力梁动力特性分析的一种新方法[J].地震工程与工程震动,2010,30(4):66-71.FANG De-ping,WANG Quan-feng.A new method to analyzedynamic behavior of externally prestressed beam[J].Earthquake Engineering and Engineering Vibration,2010,30(4):66-71.
[11]孙永明,黄侨.基于组合单元的体外预应力混凝土梁全过程分析[J].工程力学,2009,26(9):156-161.SUN Yong-ming,HUANG Qiao.Entire range analysis ofexternally prestressed concrete beams based on compositeelements[J].Engineering Mechanics,2009,26(9):156-161.
[12]熊辉霞,张耀庭.体外预应力混凝土梁自振频率分析[J].工程力学,2008,25(增刊Ⅱ):173-176.XIONG Hui-xia,ZHANG Yao-ting,Analysis of naturalfrequency of externally prestressed concrete beam[J].Engineering Mechanics,2008,25(Sup.Ⅱ):173-176.
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