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1 國立交通大學工學院碩士在職專班營建技術與管理組隔震技術應用於提昇既有橋梁耐震能力之研究 A Study on Application of Seismic Isolation Technique for Retrofit of Existing Bridges 研究生詹昆霖指導教授王彥博博士中華民國九十六年七月

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3 A Study on Application of Seismic Isolation Technique for Retrofit of Existing-Bridges SchoolNational Chiao Tung University DepartmentInstitute of Construction Technique and Management Engineering ResearcherJan uen-lin Advisor Wang Yen-Po ABSTRACT In conventional seismic design of bridg es, seismic force is resisted by the strength and ductility of structural members. Despite ductility helps in dissipating seismic energy, damage of bridge piers cannot be avoided during strong earthquakes. This type of design also drastically increases t he cost of the foundation. Either retrofit or reconstruction of the damaged bridge piers is time -consuming and thus causing excessive impact on the traffic system. In light of a rapid recovery of bridges after disastrous earthquakes, a weak -bearing design concept for bridges has been developed. Seismic isolation of bridges is a typical weak -bearing design representative. The seismic isolation bearings may reduce the seismic forces of the piers transferred from the superstructure, and increase damping of sys tem, thus preventing the piers from damage. In recent years, seismic isolation of bridges has been widely adopted in New Zealand, United States, Japan and Italy. Seismic isolation can be applied for not only new bridges but also retrofit of existing bridge s. This study investigates the efficiency of using seismic isolation technique for retrofit of existing bridges. SAP000 is adopted for dynamic analysis of seismic isolated bridges. Simulation results indicate that, as the bridge bearings are replaced wit h seismic isolation devices, seismic forces in the piers are significantly reduced, and as a result enhancing the seismic capacity of the entire bridge structure. Moreover, the retrofit cost required by the seismic isolation design is less than that requi red by the conventional ductility-based design, verifying feasibility of the scheme both technically and economically. - II -

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45 T e e eff W Te g e e e eff eff p p e eff eff Dd eq p p eff eff Dd 1 p T e e D s F eq e D s p F D D D eq Dp d s p p E d E s

46 E d 4Q d D D d y E s eff D d D y Q d eff Q d d D D d d eff Q d D d d D y Qd u d D y D y D d

47 V f ( ZIT D W e e ) T e e T e e D s p F eq T e T e e D s

48 D s F eq e C D Ds CD 5ZICTe e e CD 0.5 D p D p F eq p D d D d D D s p eff D y Q d d D y D y Q d D y p F eq D s

49 Feq Ds e T e e g W e, i Te e, i Ds C D e CD 5ZICTe e CD 0.5 Feq Dp Dd Ds D p p eff, i p, i e, i p eff, i p, i D D s eff, i eff i p, i i T e D s T e e T, e C, C D D s

50 Feq eff Dd eff W Te T,, e g e,i e, i T,, T, e e p F eq D p D d D s D p eff, i p, i e, i d eff, i p, i D eff eff eq D d max max T e e

51 T r D d max T r D d max Q d p d f py A p Q Ap f d py P DL c A ro A re c PDL A LL r 0 80 kg / cm v h Ec A h G A h Ec G E 1 ks 400 G E c A re P DLLL c / DL LL PDL 6S E A c LL re EB 3-4 -

52 r d A 1 1 Ar p r 0 A r eff Tr Ar G r A r A r 0 A r1 A r t i ti S L B L B ti d S 4 t i T r t i t s

53 t ti ti1 PDL LL A F s re s mm ti i 1 t Fs 0. 6Fy F y A re Are A re d 4 cos sin 1 d s c, DL LL c T r c P DLLL 6S P A re C DL LL E c P A DL LL re E c EB 3 T r A re

54 E c sc eq sr EB sr B d t T i r P DLLL sc P DLLLEQ eq Dd eq D d T r sr t i d 180 eff D d roll out P P DL LL EQ DL LL EQ L eff h c P A cr G S L.5T H p d p r d p H p

55 T e eff e Q d d D y P DL P LL P EQ max max T r max A p Dd Dd 15 Tr 30cm T 50% Q f d py r max cm 90 d p =13.5cm A r0 P DLLL c C P A DL LL r 0 80kg / cm A r 0 A r m

56 E (1 ks G S 9.09 Use S=0 ) (1 0.57S ) 400 E c E ( 1 ks ) ( ) tf / m P A r1 r1 DL LL 6 PDL LL EB % S 6 0 A E A A 3 m r c L=50cmB=35 cm A r1 = 0.175m r1 r d r A 1 1 Ar p r r A r r Tr Ar m G A=max( Ar 0 A r1 A r )=max( ) A= 0.6m A= 0.63m t i L B S L B t t i = 1.0cm i (90 70) t i t 0.98cm i T N t 30 N 1.0 N 30 r i Use N = 30 T r =30 1.0=30.0cm

57 t s t s ti ti1 P A F re s DL LL ( ) t s m. 34mm Use t s =.5mm F s =0.6F y =0.6(4000tf/m )=14400 tf/m.5c(h) h= T r +9 t s +.5cm=30cm+9 0.5cm +5cm=4.5cm P DLLL re c PDL LL c, 6S DL LL A E % EB sc eq sr PDL LL 6S A E re c D T r O d B t T EB % 3.75 O (Roll-Out) roll out 1 P DL LL EQ P DL LL EQ =0.304m=30.4cmD=15cm c P A i r B Qd h h eff 761.9tf / m G S B O tf / m c 016.6tf / m r.5tr (Roll-Out)

58 h d p O L B=90cm 70cm h=4.5cm cm13.5cm 9.5mm.5c IRHD

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60 V y V y V y D s D p V y p D d D D s p eff V D y d T e g W e, i e, i D C s D 5ZICT e

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77 A P N=100 P P P A A P N=33 P P P A A P N=10 P P P A

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82 A P N=100 P P P N=33 A A P P P P N=10 A A P P P P A

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90 r Tr Ar m G A=max( Ar 0 A r1 A r )=max( ) A= 1.43m A= 1.43m t i L B S L B t t i = 1.5cm i ( ) t i t 1.48cm i T N t 30 N 1.5 N 0 r i Use N = 0 T r =0 1.5=30.0cm t s t s ti ti1 P A F re s DL LL t s m 3. 1mm Use t s = 3.5mm F s =0.6F y =0.6(4000tf/m )=14400 tf/m.5c(h) h= T r +19 t s +.5cm=30cm cm +5cm=41.65cm P DLLL PDL LL 1048 c, 6S DL LL A E re c

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100 3. Hwang,J.S.,Chang,.C.,and Tsai,M.H.,000, Design, Filed Testing,and Performance of A Seismically Isolated Bridge, the 3 rd Taiwan-Canada Conference on Bridge, Banff Alberta, Canada,July 10~1, Buckle, I.G. ode Developments and Current Applications of Seimic Isolation to Bridge in the United States. 7 th U.S. Bridge Engineering Workshop, Public Works Research Institute, Tsukuba City, Japan, Bibliography, Soil Dynamics and Earthquake Engineering. 6. Design of Lead-Rubber Isolation Bearing for Bridges,1988,DYNAMIC ISOLATION SYSTEM, INC. 7. Ghobarah, A. and Ali, H. M., Seismic behavior of highway bridge with base isolation, Can.J.Civ.Eng., Vol.15, pp.7-78, Anil. Chpra (001). Dynamic of StructureTheory and Applications to Earthquake Engineering,/e,Prentice-Hall

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第 2 頁 (a) 擔任機場擴建統籌辦總監的首席政府工程師職位第 3 點 ) ; (b) 擔任 ( 機場擴建統籌辦 ) 的首長級丙級政務官職位 ; 以及 (c) 擔任總助理 ( 機場擴建統籌辦 ) 的財務委員會人事編制小組委員會討論文件 2015 年 11 月 4 日總目 158- 政府總部 : 運輸及房屋局 ( 運輸科 ) 分目 000 運作開支請各委員向財務委員會提出下述建議, 即由財務委員會批准當日起, 在運輸及房屋局運輸科機場擴建工程統