管-土轴向动力相互作用等效弹簧系数取值
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摘要
通过解析法和振动台试验数据对埋地管线管-土轴向动力相互作用等效弹簧系数取值进行研究.从一维柱面SH波波动方程出发,重新阐释Matsubara和Hoshiya推导的管-土轴向动力相互作用等效弹簧系数解析表达式,并对主要影响参数进行分析;利用埋地管线振动台试验结果对小震时(0.1g)管-土轴向动力相互作用进行分析,给出等效弹簧系数,并与解析解进行对比.分析结果表明,对于本试验条件,采用解析法计算的等效弹簧系数和试验分析结果较为接近,相对偏差约为7.4%,在一定程度上验证了解析方法的合理性,并根据工程需要,给出管和土未发生相对大位移时的等效弹簧系数取值范围:0.6G～2.0G(G为土体剪切模量).
Soil spring constant of buried pipeline-soil longitudinal dynamic interaction based on theory and shaking table test is presented.According to one-dimensional SH wave motion theory in cylindrical coordinates,Matsubara & Hoshiya's theoretical expression is reinterpreted.Based on shaking table test data of buried pipeline-soil dynamic interaction subjected to small earthquake excitation(0.1g),the soil spring constant is analyzed.The results show that on this test condition the two values of soil spring constant are similar,and the relative deviation is about 7.4%,which verifies the rationality of theoretical solution.Furthermore,soil spring constant at small slippage between pipeline and soil is recommended for engineering application,that is 0.6G～2.0G(G=soil shear modulus).
Soil spring constant of buried pipeline-soil longitudinal dynamic interaction based on theory and shaking table test is presented.According to one-dimensional SH wave motion theory in cylindrical coordinates,Matsubara & Hoshiya's theoretical expression is reinterpreted.Based on shaking table test data of buried pipeline-soil dynamic interaction subjected to small earthquake excitation(0.1g),the soil spring constant is analyzed.The results show that on this test condition the two values of soil spring constant are similar,and the relative deviation is about 7.4%,which verifies the rationality of theoretical solution.Furthermore,soil spring constant at small slippage between pipeline and soil is recommended for engineering application,that is 0.6G～2.0G(G=soil shear modulus).
引文
[1]Matsubara K,Hoshiya M.Soil spring constants of buriedpipelines for seismic design[J].Journal of EngineeringMechanics,2000,126(1):76.
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[2]Parmelee R,Ludtke C.Seismic soil-structure interaction ofburied pipelines[C]//Proceedings of the U.S.NationalConference on Earthquake Engineering.Oakland:EarthquakeEngineering Research Institute,1975:406-415.
[3]Hindy A,Novak M.Earthquake response of undergroundpipelines[J].Earthquake Engineering&Structural Dynamics,1979,7(5):451.
[4]王海波,林皋.半无限弹性介质中管线地震反应分析[J].土木工程学报,1988,20(3):80.WANG Haibo,LIN Gao.Seismic response of the pipeline buriedin three dimensional semi-infinite elastic medium[J].China CivilEngineering Journal,1988,20(3):80.
[5]符圣聪.用于埋管抗震计算的地面位移和地基反力系数[J].特种结构,1992(4):4.FU Shengcong.Ground displacement and coefficient of subgradereaction for buried pipeline seismic evaluation[J].SpecialStructure,1992(4):4.
[6]孟海.埋地管线-土动力相互作用非一致激励振动台试验模型研究[D].上海:同济大学土木工程学院,2008.MENG Hai.Shaking table tests of soil-pipe dynamic interactionunder non-uniform earthquake wave excitation[D].Shanghai:College of Civil Engineering of Tongji University,2008.
[7]杜修力.工程场地波动理论与方法[M].北京:科学出版社,2008:282.DU Xiuli.Theories and methods of wave motion for engineering[M].Beijing:Science Press,2008:282.
[8]王琴.地下管线非一致激励地震反应分析[D].上海:同济大学土木工程学院,2008.WANG Qin.Seismic response analysis of underground pipelinesunder non-uniform earthquake wave excitation[D].Shanghai:College of Civil Engineering of Tongji University,2008.
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