中川 肇

本論では,過去8年間に亘り明石高専建築学科で実施している人間力育成を目指したキャリア教育の実践を示し,課題の抽出及び改善策について述べる.その改善策として,低学年時における自己分析等のキャリア教育の導入,本科4・5年生,専攻科生に対するエントリーシートの添削指導,個別面接・集団討論の指導を実施している.また,平成24年9月に豊田高専,徳山高専キャリア支援室を訪問し,キャリア教育の実態調査を行い,今後のキャリア教育の在り方について報告する.

This paper presents the optimum distribution design of the passively controlled structures with elasto-plastic and non-linear viscous parallel type dampers under some random earthquake excitations based on the seismic observation systems K-NET. From the viewpoint of preservation of seismic safety, the optimum distribution design of the multi passively controlled dampers is discussed for the 1995 South of Hyogo Prefecture type, the 2004 Mid- Niigata Prefecture type, the 2005 West offshore of Fukuoka Prefecture type, the 2007 Noto peninsula type and the 2003 Tokachi offshore type random earthquake excitations. The optimum parameters of the multi passive dampers are the yield strength of elaso-plastic damper and viscous damping coefficients of non-linear viscous damper.

This paper presents 1) the estimation of non-stationary random parameters based on the earthquake observation records with K-NET and 2) the optimum design of the dual base isolated structures under some random earthquake excitations. The non-stationary random parameters are the amplitude level σ_f, the predominant angular frequency ω_g and the shape factor h_g of the earthquake excitation. These random parameters are calculated for the active faulting destruction and the plate boundary earthquakes occurred from Year 1995 in 2008, respectively. From the viewpoint of preservation of seismic safety, the optimum design of the dual base isolated devices is discussed for the 2003 Tokachi offshore type, the 2004 Southeast offshore of Kii peninsula type, the 2004 Mid- Niigata Prefecture type and the 2005 West offshore of Fukuoka Prefecture type random earthquake excitations.

A new mathematical model of the visco-elastic and elasto-plastic series type dampers, hereafter refereed to as VEEP damper, is presented. Using this model, the response of multi-degree-of-freedom systems with VEEP damper subjected to a typical strong earthquake excitation is examined by time-history response analysis. Numerical examples are presented and the accuracy of the model is demonstrated through the load-displacement relationships of the VEEP damper and the seismic response of the frame with damper. An application of the model to estimation of the optimum parameters of the VEEP damper for mitigating seismic response is discussed form.d.o.f structural systems on the basis of random earthquake response analysis. The optimum damper parameters are determined from the viewpoint of preserving seismic safety; i.e., the systems suffer no damage under medium earthquake excitations, while the systems suffer only minor recoverable damage under severe earthquake excitations.

A new mathematical model of the Maxwell-type non-linear viscous damping characteristics is presented. Using this model, the response of a single-degree-of-freedom system with the non-1inear viscous damping characteristics subjected to a typical strong earthquake excitation is examined by time-history response analysis. Numerical examples are presented and the accuracy of the model is demonstrated through the input-output energy balance. An application of the model to estimation of the optimum parameters of the non-linear viscous damper for mitigating seismic response is discussed for m.d.o.f. structural systems on the basis of random earthquake response analysis. From two viewpoints of preserving seismic safety and improving structural comfortability, the optimum damper parameters are determined; i.e., the systems suffer no damage under medium earthquake excitations, while the systems suffer only minor recoverable damage under severe earthquake excitations.

This paper develops an analytical approach to the optimality of hysteretic-type passive damper on the basis of seismic random earthquake response analysis. Numerical calculations are carried out for multi-degree-of-freedom elasto-plastic systems, and the optimality of parameters of hysteretic-type damper are examined in terms of structural seismic safety and improvement of structural amenity. The parameters discussed are the stiffness ratio between bare frame and hysteretic-type passive damper and the yield displacement level of the damper. The control efficiency of structural systems with the optimum hysteretic-type damper and the usefulness of the analytical approach under seismic random earthquake excitation are demonstrated through the simulation analysis using recorded earthquake accelerograms of El Centro (1940) and Kobe (1995) earthquake.

This paper develops an analytical approach to the estimation of seismic random response of multi-degree-of-freedom elasto-plastic systems with bilinear hysteretic characteristics under the saturation control force. Numerical calculations are carried out and the efficiency of the theoretical nonlinear control approach is examined cocerning interstory floor displacement, velocity, absolute acceleration response, ductility factor and shear force coefficient. Trade-off relationship between nonlinear effect of control force and hysteretic energy dissipation based on energy balance is also examined. The usefulness of the analytical approach under seisimic random earthquake excitiation is demonstrated through the simulation analysis.

This paper develops an analytical approach to the estimation of seismic random response of elasto-plastic systems under active saturation control force. The seismic excitation is idealized as stationary non-white random process, the active control force as a velocity feedback type one with saturation characteristics and the structural model as a s. d. o. f. system with bilinear hysteretic characteristics. The hysteretic and saturation characteristics are replaced with linear ones using an equivalent linearization technique. Some numerical calculations are carried out, and the results are presented concerning the effect of the saturation of control force and the nonlinearity of systems on seismic response quantities.