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Cost-effective seismic monitoring: a nuclear utility perspective
372A
SURFACE STRUCTURES:DYNAMIC
the analysis of test results are discussed. (from English summary) 968282 Effect of foundation soil liquefaction on eartbquake response of plhupported high-rise bullding systems (in Calnese) Chen Guoxing, Kie Junfei & Zhang Kexu, Earthquake Engineering & Engineering Vibration, 15(4), 1995, pp 93-103. Proposes a mixed finite element method for the earthquake response analysis of a soil-structure interaction (SSI) System. The SSI system is simplified as an integrate system, and is modeled by any form combination of beam (column) element, shear rod element, rigid block element, plane quadrilateral isoparametric element and triangle element, interface element. The material of piles and superstructure component is regarded as linear elastic medium, and soils are regarded as nonlinear material. The earthquake response of a 16 story, pile-raft foundation, high-rise building with one basement floor is analysed in detail, and the effect of foundation soil liquefaction on the earthquake response of the SSI system is discussed. (from English summary) 968283 Prediction of ground vibrations caused by pile driving: a new metbodology D. Jongmans, Engineering Geology, 42(l), 1996, pp 25-36. The method proposed consists of determining the geometry and the dynamic characteristics of the geological layers by classical seismic tests, assuming that the structure is horixontally layered. On this basis, the propagation function of the site can be computed for any source point the medium. The motion at the surface can then be obtained by convolution of the Green’s function with the source function if this latter is known. (from Author) %8284 Fraetal behavior of an asymmetric rigid block overturning due to harmonic motion of a tilted foundation R. H. Plaut, W. T. Fielder & L. N. Virgin, Chaos, Solitons & Fractafs, 7(2), 1996, pp 177-196. The motion of a slender rigid block with a flat or concave base resting on a rigid and flat foundation is analyzed. The block may be symmetric or asymmetric, and the foundation may be horizontal or tilted. The foundation oscillates harmonically for a finite period of time, and the block exhibits planar motion. The number of impacts prior to overturning is computed, and results for horizontal foundation acceleration are plotted in the plane of excitation amplitude versus excitation frequency. The boundaries separating regions associated with different numbers of impacts, and in particular the boundary between overturning and nonoverturning regions, are fractal. (from Authors)
LOADS
Two kinds of site assessment methods are used in the aseismic design codes in China. Namely, the site classification method used in the building aseismic design code (GBJl l-89) and the site index method adopted by the aseismic design code for structures (GB50191-93) and electric installations. For the former, the determined earthquake load is discontinuous and jumpy. The latter is a new continuous assessment method which uses the site index based on the synthetic assessment with fuzzy inference as the criterion. The difference of the site characteristics is expressed by continuously changeable site index, the earthquake response spectrum is a continuous spectrum as the function of the site index. The two methods are compared. (from English summary) 968287 Seismic response reduction for tall buildings by suspended mass pendulums (in Chinese) Li Hongnan & Song Benyou, Earthquake Engineering & Engineering Vibration, 15(4), 1995, pp 55-61. The reduction effects on the seismic response of tall building are investigated by applying suspended mass pendulums. The method of reducing multi-modal responses of tall building using this device is presented. Mechanical models and equations of motion for tall buildings with different suspended pendulums are given. The effects of different suspension methods and the ratio of the pendulum and structure masses to the structural seismic response are studied by numerical analysis. (from English summary) 968288 Cost-effective seismic monltorlng: a nuclear utlllty perspective H. W. Asmis & G. M. Atkinson, Seismological Research Letters, 67(l), 1996, pp 25-27. This note describes the pro-active approach that one nuclear utility, Ontario Hydro, has taken to provide cost-effective seismic monitoring and evaluation in this regulatory and financial environment. In presenting this case history it is hoped to persuade others that an economic alternative to closing regional networks down is to get more out of them. (from Authors) 968289 Asymptotic formulae for correcting finite element predicted natural frequencies of gravity and embankment dams Chongbin Zhao & G. P. Steven, Soil Dynamics & Earthquake Engineering, 15(3), 1996, pp 161-169. The present asymptotic formulae are derived from the fact that the finite element solution tends to the exact one if the finite element size used approaches zero, they provide a corrected solution of higher accuracy for the natural frequency of a dam so that the accuracy of a finite element solution can be evaluated against this corrected solution. After the correctness and usefulness of the present formulae are assessed, two practical examples have been given to show how the asymptotic formulae can be used to correct and evaluate the discretixation error for the finite element predicted natural frequencies of gravity dams and embankment dams. (from Authors)
968285 Seismic bebavior of single-storey steel structures witb a flexible roof diaphragm R. Tremblay & S. F. Stiemer, Canadian Journal of Civil Engineering, 23(l), 1996, pp 49-62. The nonlinear response of 36 rectangular single-storey steel buildings subjected to historical earthquake accelerograms is examined. The buildings were designed according to current Canadian practice. The results indicate that the fundamental period of the structures, the maximum drift, the forces and deformations in the roof diaphragm, and the ductility demand on the vertical bracings cannot be adequately predicted with existent design provisions. Tentative design guidelines are proposed on the basis of the results obtained in the study. (Authors)
968290 Predlctlon of bigbway bridge damage in large regions (in Cbinese) Huang Longsheng & Jiang Shuxhen, Earthquake Engineering & Engineering Vibration, 15(4), 1995, pp 113-l 17. A statistical fury mathematics analysis are presented to predict damage to highway bridges during future earthquakes. (from English summary)
968286 Discus&on on site assessment methods used in current aselsmfc design codes (in Cbinese) Liu Zengwu & Wei Peiheng, Earthquake Engineering % Engineering Vibration, 15(4), 1995, pp 118-130.
968291 Seismic margin identification for pier top displacement of continuous arch bridges (la Chinese) Zhang Yanhong & Wang Qianxin, Earthquake Engineering & Engineering Vibration, 15(4), 1995, pp 36-47.
SURFACE STRUCTURES:DYNAMIC
the analysis of test results are discussed. (from English summary) 968282 Effect of foundation soil liquefaction on eartbquake response of plhupported high-rise bullding systems (in Calnese) Chen Guoxing, Kie Junfei & Zhang Kexu, Earthquake Engineering & Engineering Vibration, 15(4), 1995, pp 93-103. Proposes a mixed finite element method for the earthquake response analysis of a soil-structure interaction (SSI) System. The SSI system is simplified as an integrate system, and is modeled by any form combination of beam (column) element, shear rod element, rigid block element, plane quadrilateral isoparametric element and triangle element, interface element. The material of piles and superstructure component is regarded as linear elastic medium, and soils are regarded as nonlinear material. The earthquake response of a 16 story, pile-raft foundation, high-rise building with one basement floor is analysed in detail, and the effect of foundation soil liquefaction on the earthquake response of the SSI system is discussed. (from English summary) 968283 Prediction of ground vibrations caused by pile driving: a new metbodology D. Jongmans, Engineering Geology, 42(l), 1996, pp 25-36. The method proposed consists of determining the geometry and the dynamic characteristics of the geological layers by classical seismic tests, assuming that the structure is horixontally layered. On this basis, the propagation function of the site can be computed for any source point the medium. The motion at the surface can then be obtained by convolution of the Green’s function with the source function if this latter is known. (from Author) %8284 Fraetal behavior of an asymmetric rigid block overturning due to harmonic motion of a tilted foundation R. H. Plaut, W. T. Fielder & L. N. Virgin, Chaos, Solitons & Fractafs, 7(2), 1996, pp 177-196. The motion of a slender rigid block with a flat or concave base resting on a rigid and flat foundation is analyzed. The block may be symmetric or asymmetric, and the foundation may be horizontal or tilted. The foundation oscillates harmonically for a finite period of time, and the block exhibits planar motion. The number of impacts prior to overturning is computed, and results for horizontal foundation acceleration are plotted in the plane of excitation amplitude versus excitation frequency. The boundaries separating regions associated with different numbers of impacts, and in particular the boundary between overturning and nonoverturning regions, are fractal. (from Authors)
LOADS
Two kinds of site assessment methods are used in the aseismic design codes in China. Namely, the site classification method used in the building aseismic design code (GBJl l-89) and the site index method adopted by the aseismic design code for structures (GB50191-93) and electric installations. For the former, the determined earthquake load is discontinuous and jumpy. The latter is a new continuous assessment method which uses the site index based on the synthetic assessment with fuzzy inference as the criterion. The difference of the site characteristics is expressed by continuously changeable site index, the earthquake response spectrum is a continuous spectrum as the function of the site index. The two methods are compared. (from English summary) 968287 Seismic response reduction for tall buildings by suspended mass pendulums (in Chinese) Li Hongnan & Song Benyou, Earthquake Engineering & Engineering Vibration, 15(4), 1995, pp 55-61. The reduction effects on the seismic response of tall building are investigated by applying suspended mass pendulums. The method of reducing multi-modal responses of tall building using this device is presented. Mechanical models and equations of motion for tall buildings with different suspended pendulums are given. The effects of different suspension methods and the ratio of the pendulum and structure masses to the structural seismic response are studied by numerical analysis. (from English summary) 968288 Cost-effective seismic monltorlng: a nuclear utlllty perspective H. W. Asmis & G. M. Atkinson, Seismological Research Letters, 67(l), 1996, pp 25-27. This note describes the pro-active approach that one nuclear utility, Ontario Hydro, has taken to provide cost-effective seismic monitoring and evaluation in this regulatory and financial environment. In presenting this case history it is hoped to persuade others that an economic alternative to closing regional networks down is to get more out of them. (from Authors) 968289 Asymptotic formulae for correcting finite element predicted natural frequencies of gravity and embankment dams Chongbin Zhao & G. P. Steven, Soil Dynamics & Earthquake Engineering, 15(3), 1996, pp 161-169. The present asymptotic formulae are derived from the fact that the finite element solution tends to the exact one if the finite element size used approaches zero, they provide a corrected solution of higher accuracy for the natural frequency of a dam so that the accuracy of a finite element solution can be evaluated against this corrected solution. After the correctness and usefulness of the present formulae are assessed, two practical examples have been given to show how the asymptotic formulae can be used to correct and evaluate the discretixation error for the finite element predicted natural frequencies of gravity dams and embankment dams. (from Authors)
968285 Seismic bebavior of single-storey steel structures witb a flexible roof diaphragm R. Tremblay & S. F. Stiemer, Canadian Journal of Civil Engineering, 23(l), 1996, pp 49-62. The nonlinear response of 36 rectangular single-storey steel buildings subjected to historical earthquake accelerograms is examined. The buildings were designed according to current Canadian practice. The results indicate that the fundamental period of the structures, the maximum drift, the forces and deformations in the roof diaphragm, and the ductility demand on the vertical bracings cannot be adequately predicted with existent design provisions. Tentative design guidelines are proposed on the basis of the results obtained in the study. (Authors)
968290 Predlctlon of bigbway bridge damage in large regions (in Cbinese) Huang Longsheng & Jiang Shuxhen, Earthquake Engineering & Engineering Vibration, 15(4), 1995, pp 113-l 17. A statistical fury mathematics analysis are presented to predict damage to highway bridges during future earthquakes. (from English summary)
968286 Discus&on on site assessment methods used in current aselsmfc design codes (in Cbinese) Liu Zengwu & Wei Peiheng, Earthquake Engineering % Engineering Vibration, 15(4), 1995, pp 118-130.
968291 Seismic margin identification for pier top displacement of continuous arch bridges (la Chinese) Zhang Yanhong & Wang Qianxin, Earthquake Engineering & Engineering Vibration, 15(4), 1995, pp 36-47.