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1 Asymmetry of Seismic Displacement Response of Highway Bridge Supported by Spread Foundation Takeshi SHIMABUKURO* Rei FUJITA** and Norihiko YAMASHITA*** The objective of this paper is to discuss the causes of asymmetric response of superstructure using the elasto-plastic model considering the influence of P-effect and simplified periodic motion of real ground motion record. The inelastic behavior subjected to the input ground motion is so complicated that it is estimated in this paper by using the procedure to simplify the ground motion. In this study, in order to establish the simple seismic design method considering the asymmetric response. We investigate the nonlinear response characteristics using four types of nonlinear model. The superstructure itself is idealized as a single degree freedom system attached to a rigid spread foundation with two degree of freedom which is flexibly supported. As a result, simplified wave is effective to explore asymmetry of response. The response behavior and residual displacement differ with each period of models. Key Words: asymmetric response, asymmetric coefficient, P- effect, ductility factor, elasto-plastic earthquake response (3) -, (4) (1) 48 (, ) (), -,- cosφ = 1, sinφ = φ * ** ( ) mxh + c RS x + M ( φ ) mgx = mu *** G H -131-

2 ( ) [ ]{ } [ ]{ } [ ]{ } [ ]{ } m crs M φ M y + K y = M I1 ug M I φg φ mh mh mh H g ug [ M] = mh m+ M mh mh mh mh J + k R, k k = kr H k RS mhg mhg [ K ] = k HB k HBH S mhg khbh S k RF mhg + k HBH S 4 mx + cs x + Q( x) k p x = mu G φ Qxk ( ) k p - { y} = x { I 1 } = 1 { I } = kp = mg H ( Q x ) k p x θ 1 Qy = mgcy Cy Qx ( ) = m, M, J = Jm + J M -, J, m J M, k, RS k, HB k RF φ, x,θ u, G φ G [ K]{ y} (5) - - ( β = 16),.1(s) NS, 4 ( ) m g φ θφ G ( ) 5., u G x ( ) 11m(.71s.965s),1m(.81s 1.1s),13(.917s 1.4s) 14m(1.6s ) (11m ) -13-

3 1.6s. 17.6kN/m ( , kn/m N 4( ), 73.6m/s 39.5), , 48 - ( (d= max / ) average ) ( / ).,,,, 8, 8 6 (48 7 (48 4 ) 1 36 ) (6 ) (48 ) (1 ) 1 ( ) (cm/s ) 5-5 ( ) (s) (a) 4.~5.s 1 (s) (s) ( 11 ) T(s) H m Wu(KN) Wp(KN) H S m a(m) M(KNsec /m) J(KNsec m) -133-

4 s.965s.81s 1.1s.917s 1.4s 1.6s s.965s.81s 1.1s.917s 1.4s 1.6s s.965s.81s 1.1s.917s 1.4s 1.6s s.965s.81s 1.1s.917s 1.4s 1.6s ( 48 41, 8 7 ( ), 8 6 (48 36 ) , 15, -,.71s.965s.81s 1.1s.917s 1.4s 1.6s s.965s.81s 1.1s.917s 1.4s 1.6s s.965s.81s 1.1s.917s 1.4s 1.6s s.965s.81s 1.1s.917s 1.4s 1.6s

5 4.6, 5..71s,

6 , 1),,.71s ) 1.71s 5.cm 6.1cm 3.965s,, 6.8cm.71s.965s, 3 (1) 7.6cm1.6cm.3cm4.7cm -4.5cm -.4cm ().71s 69 pp (3) RC, cm pp ,. (4) - CD-ROM 48 pp (5) - -, Vol.47App

最新耐震構造解析 ( 第 3 版 ) サンプルページ この本の定価 判型などは, 以下の URL からご覧いただけます. このサンプルページの内容は, 第 3 版 1 刷発行時のものです.

最新耐震構造解析 ( 第 3 版 ) サンプルページ この本の定価 判型などは, 以下の URL からご覧いただけます.   このサンプルページの内容は, 第 3 版 1 刷発行時のものです. 最新耐震構造解析 ( 第 3 版 ) サンプルページ この本の定価 判型などは, 以下の URL からご覧いただけます. http://www.morikita.co.jp/books/mid/052093 このサンプルページの内容は, 第 3 版 1 刷発行時のものです. i 3 10 3 2000 2007 26 8 2 SI SI 20 1996 2000 SI 15 3 ii 1 56 6

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