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2021-06-18T13:34:52+09:00
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Ritsumeikan Univ.KO-304
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10 36 574.5 780 re
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BT
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/TT0 1 Tf
14.25 0 0 14.25 56.0159 788.25 Tm
(Estimation of seismic interactive response between adjacent bridges of h\
ighway)Tj
15.151 -1.211 Td
(viaducts)Tj
/TT1 1 Tf
12 0 0 12 466.668 742.5 Tm
(TAKENO, Shinobu)Tj
-35.181 -2.313 Td
(In recent years, the earthquake resistance capacity of highway viaducts \
is improving with the progress of)Tj
-1 -1.5 Td
(the seismic design procedures. However, the interactive response of adja\
cent bridges has not been taking into)Tj
0 -1.5 TD
(account. The seismic design procedure specifies that a bridge structure \
should be designed by every)Tj
T*
(oscillating unit without considering the effect of interaction between a\
djacent bridges. If the displacement)Tj
T*
(response becomes large at a connection part, the collision between beams\
will occur: and if things come to the)Tj
T*
(worst, the beam will fall of.)Tj
1 -2.5 Td
(This paper discussed the response and the effect of the interaction betw\
een the adjacent bridges. First, the)Tj
-1 -1.5 Td
(relative velocity was used in order to evaluate quantitatively the influ\
ence of a collision. Then, the rational)Tj
T*
(design method for seismic unseating prevention cables for the bridges wa\
s proposed. Finally, the new)Tj
T*
(structural design procedure considering the interaction between adjacent\
bridges was proposed.)Tj
ET
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