建築物耐震規範及解說之修訂研究

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4 Research on the Modification of Taiwan Building eismic esign Code ABTRACT After 921 Chi-Chi earthquake, the BRI (Building Research Institute) of ministry of interior, Taiwan, R.O.C. put efforts on the modification of provision and commentary of building seismic design code. The seismic design codes of U and Japan were referred to develop the related research projects including the studies of uniform hazard analysis, near-fault effect, Taipei basin effect, seismic isolation and energy dissipation systems, and other related topics. The contents of the proposed draft of Taiwan Building eismic esign Code include: 1. General 2. tatic Analysis Method 3. ynamic Analysis Method 4. Architectural, Mechanical and Electrical Component eismic esign Requirements 5. Non-building tructures eismic esign Requirements 6. etail Requirements of tructural ystem 7. Earthquake Engineering Quality Control 8. eismic iagnosis and Retrofit 9. eismically Isolated tructures 10. Passive Energy issipation ystem 11. Other Earthquake Resistant Requirement II

isolation and energy dissipation systems, and other related topics. The contents of the proposed draft of Taiwan Building eismic esign Code include: 1. General 2. tatic Analysis Method 3.

5 I II ( ) III

6 , (1) (2) (3) (4) (5) (6) 1

7 (7) (8) (9) (10) (11) (1) (2) (3) (4) 2

8 1-1 3

9 (1) 1994 Northridge 1995 Kobe 1999 (2) (3) (4) (5) ( ) (6) ( ) ( 2-2) 75m (1) 50% (2) 20% 50% RC 4

10 A A/L>25% A A A/L>10% L A/L>15% L A L A 2-1 5

11 A/L>15% A/L>15% A/L>15% A A L L A 2-2 6

12 2.2 V V IW 1.4α F a = (2-1) y u a g I W α y F u % 50 2% M M % 2% 200 N A NV 1 M M 1 1 = N = N A V B 1B ; M M 1 = N = N A V M B M 1B B 1 B M B M 1 B (2-2) 7

10% 50 2% 2500 1 M M 1 50 10% 2% 200 N A NV

13 , Att ( r) 1, Att ( r) r M B M 1 B N A N V, Att ( r) 1, Att ( r) N A ( r) = 1.0 ; NV ( r) = 1.0 (2-3) M M B 1B N A N V 1.0 N A N V B 1 B M B M 1 B (2-3) N A N V (2-2) 1 M M1 1 = F a = F v 1 ; M M 1 = F a = F v M M 1 F a F v ( M ) F a 1 ( 1 M 1 ) F v 30 V V 600 m/s ( ) 200 m/s V < 600 m/s ( ) V < 200 m/s ( ) a T ( ) (2-4) T = (2-5) 8

14 a 2-1 T 0 =1.32 1/T 2-3 a 0.4 R a 2/3 1/2 ( R 1) R a = 1+ (2-6) 1.5 ( R 1 R = 1+ ) a (2-7) 2.0 Fu R a (T T 0 ) R a 2Ra 1 0.2T 0 T 0 F u T 0 Fu F u Ra 2R = 2R 2R a a a ( R 2R 1) a ( 2R 1 1) a a T 0.6T 0.4T T 0.2T 0.2T ; ; ; ; T T 0.6T 0.2T T T T 0.2T 0 T 0 0.6T 0 (2-8) a,v a,v = 21 a a,v = 32 a 9

2T 0 Fu F u Ra 2R = 2R 2R a a a 1 + 1 1 + ( R 2R 1) a ( 2R 1 1) a a T 0.6T 0.

15 2-1 a T 0.2T 0 a = (0.4+3T/ T 0 ) T a = ( T) 0.2T 0 T T 0 T 0 T a = a = 1 /T 2/ T T 1.32 a = a = 1.32 /T a a = 1 /T 2/ T 0 T T ( ) a =1.32 /T a T ( )

264 T 1.32 a = a = 1.32 /T a a = 1 /T 2/3 1 0.4 0.

16 2.3 ξ B B 1 /B 1 /B 1 /B 1.32 /B 1 a T 2-2 T B T = B B T = 0 B1 5% B =B 1 =1.0 a (2-9) 2-2 B B 1 a 1 = + a 0.4 B = a T 0.2T B T T T T T 0 T T 0 T0 T 1 a = a = 2/ 3 B B1T a = B a 1.32 = B T 1 R 5% 0.2T 1.5T 1.4 T 1.4α y F u /I 11

4 B = a T 0.2T 0 1 0.4 + B T 0.4 0.2T T 0.4 0.2T 0 0 0.

17 2.4 F ph : a p Fph = 0.4 I p ( 1+ 2hx hn ) W p (2-10) R p I p W p a p R p (1+2h x /h n ) h x x h n (2-10) F pv 2 F pv = 21 F ph F pv = 3 F ph (2-11) (2-10) (2-11) (2-10) (2-11) (a p =1.0) (2-10) 0.4.I p.a p /R p.(1+2 h x / h n ) a p /R p (1). (2). F p 80% 12

18 2.5 (1) (2) (3) W 2.2 (4) (5) P- (6) 25% 15 R V IW h = (2-12) 3α y V v 2 V v = 21 V h V v = 3 V h (2-13) V h (2-12) 13

19 (1). ( Ig 1 3α y Ig 2 3α ) y (2). 80% (a) BC A AB A A 2-4(b) Fp = 0. 4I ww w w % 20% 25% B C A 14

20 2.7 (1) (2) 15

21 16 (1) 1 (2) (1) (2) (3) (4) (5) (6) (7) (1) (2) (3) (4) (5)

22 % 17

23 ( ) 静 18

24 ( ) ( ) ( ) ( ) - ( ) - -

25 20 30% ( - - ) ( ) (1) (2) 1/T e ( ) ( ) (1) (2) ystem Adequacy

26 V V ( ) ( ) 21

27 / / 2-7

28 3-1 NEHRP91 (BC) 1994 Northridge NEHRP94 NEHRP97 (FEMA302 FEMA303) EAOC93 (Blue Book) EAOC96 EAOC99 UBC94 (ICBO) UBC97 IBC2000 ( NEHRP94 ) 3-1 ( ) NEHRP2000( ) IBC

29 1. BC, 1997, NEHRP Recommended Provisions for eismic Regulations for New Buildings and other tructures, 1997 Edition, Part 1: Provisions and Part 2: Commentary, prepared by the Building eismic afe Council for the Federal Emergency Management Agency (Report Nos. FEMA 302 and 303). Washington,.C. 2. BC, 1997, NEHRP Guidelines for the eismic Rehabilitation of Buildings, 1997 Edition, prepared by the Applied Technology Council for the Building eismic afe Council (Report No. FEMA 273). Washington,.C. 3. BC, 1997, NEHRP Commentary on the Guidelines for the eismic Rehabilitation of Buildings, 1997 Edition, prepared by the Applied Technology Council for the Building eismic afe Council (Report No. FEMA 274). Washington,.C. 4. Chai, J.-F., Loh, C.-H., and Chen, C.-Y., 2000, Consideration of the Near-fault Effect on eismic esign Code for ites near the Chelungpu Fault, Journal of the Chinese Institute of Engineers, Vol. 23, No. 4, pp en Hartog, J.P. 1956, Mechanical Vibrations, Cover Publication, New York, New York. 6. ICBO, 1997, Uniform Building Code, 1997 Edition, Whittier, CA. 7. ICBO, 2000, International Building Code, 2000 Edition, Whittier, CA. 8. Liang, Z., Tong, M., and Lee, G.C., 1995, Real time structural parameter modification (RPM) : evelopment of Innervated tructures, Report No. NCEER , National Center for Earthquake Engineering Research, tate University of New York at Buffalo, New York. 9. Reinhorn, A.M., oong, T.T., R.C., Riley, M.A., Wang, Y.P., Aizawa,., and Higashino, M., 1992, Active Bracing ystem: A Full cale Implementation of Active Control, Report No. NCREE , National Center for Earthquake Engineering Research, tate University of New York at Buffalo, New York. 10. EAOC, 1996, Recommended Lateral Force requirements and Commentary, ixth Edition, eismology Committee, tructural Engineers Association of California, acramento, California. 11. oong, T.T., 1990, Active tructural Control: Theory and Practice, Longman, London, United Kingdom. 12. oong, T.T., and Constantinou, M.C., 1994, Passive and Active Control in Civil Engineering, pringer-verlag, Wien-New York. 13. ymans, M.., Constantinou, M.C., Taylor,.P., and Garnjost, K.., 1994, "emi-active Fluid ampers for eismic Response Control," Proceedings of First World Conference on tructural Control, Los Angeles, California, 24

30 pp. FA4-3 to FA MOI (1) MOI MOI MOI89xxxx

31 ( ) I I

32 II

33 III

34 IV

35 Ref-1 V

37 没 (1) (2)

38 (3) 1.2 (4) ( C1-1) C ( C1-2) H 1-3

39 % 80% % 150% % %

40 % % 50%

41 A A/L>25% A A/L>15% A A/L>10% L L A L A C

42 A/L>15% A/L>15% A A/L>15% A A L L C

43 (1) (2) MRF IMRF 25% (3) EBF IMRF MRF CBF R 1-8

44 1-9 R 4.8 R R R m 1. (1) (2) 2. (1) (2) (1) (2) 1. EBF 2. (1) (2) 3. (1) (2) (3) 4. CBF CBF

45 1. MRF (1) 4.8 (2) 4.8 (3) 4.8 (4) (1) MRF 4.8 (2) MRF 4.0 (3) MRF 4.8 (4) MRF 4.0 (5) MRF (1) MRF 4.8 (2) MRF 4.8 (3) MRF 4.0 (4) MRF % 10 a IW 75m 1. 50% 2. 20% 65% a IW 50% 1-10

46 1.9 RC 1-11

47 1.10 a p 4.2 A e (m 2 ) 2.6 A x 2.14 B 3.2 B d i i (m) 2.5 e (m) 2.6 F a 2.5 F v 2.5 F u 2.9 F t 2.11 F x x 2.11 F ph 4.2 F pv 4.2 F px F L g H (m) 2.12 h n (m) 2.6 h x x 2.11 I 2.8 I p 4.2 K 2.12 L M x x 2.15 N i i N 2.5 N A 2.4 N V 2.4 R 2.9 R R a 2.9 R F * a R p a u a,min 2.6 a,v 2.18 am M

48 M B B M B 2.4 M 1 B M 2.5 M1 2.5 T (sec) 2.6 T M T V 2.1 V * 2.10 V si i (m/sec) 2.5 V s W 2.1 W p 4.2 W px x W x x 2.11 α y 2.9 δ avg x 2.14 δ max x 2.14 τ 2.15 ξ

49 IBC V V IW 1.4α F a = (2-1) y u a g I 2-1

50 W α y F u 75 kg/m 2 (2.1) a Fu C2.1 Pu u Pu u / y Pd α P y y α y = P y / Pd 1.4 P y Pu 1.3 R F u P u P y P d u R = y y * y u C2.1 R R F u =R R 2-2

51 F = 2R 1 I 1.0 W 100 / UBC 50 / 75 / u % g M M 1 5% g % M 475 M % M M % 50 2% % 2% 200

52 C2.2 C C2.2 C M M M (2.7 ) M M M

53 1 M M (2.4 ) (2.4 ) (2.4 ) 1 M M (2.4 ) (2.4 ) 2-5

54 1 M M (2.4 ) (2.4 ) 1 M M (2.4 ) (2.4 ) (2.4 ) 2-6

55 1 M M (2.4 ) 1 M M

56 1 M M M M

57 1 M M (2.4 ) (2.7 ) 1 M M

58 475 years s_esign (g) 0.9 to to to to to to to to to to to to to to 0.18 all others 0 25 Kilometers 50 C

59 475 years 1_esign (g) 0.56 to to to to to to to to to to to to to to 0.08 all others Kilometers C

60 2500 years s_max (g) 1.05 to to to to to to to to to to to to 0.28 all others Kilometers M C

61 2500 years 1_Max (g) 0.75 to to to to to to to to to to to to to to to 0.1 all others Kilometers M C

62 2.4 1 M M 1 1 = N = N A V B 1B ; M M 1 = N = N A V M B M 1B (2-2) B 1 B M B M 1 B N A N V r ( ), Att r M ( ) B 1 B 1, Att r M, Att ( r) 1, Att ( r) N A ( r) = 1.0 ; NV ( r) = 1.0 (2-3) M M B 1B N A N V (2-2) 2-1 B 1 B M B M 1 B (2-3) N A N V (2-2) B M 1 B B M 1 B 2-2 N A N V r

63 2.4.2 B 1 B M B M 1 B 2-2 N A N V r B M 1 B B M 1 B 2-2 N A N V r B B M 2-2 N V B M 1 B N r A B 1 B M B M 1 B 2-2 N A N V r N A N V B 1 B M B M 1 B 2-15

64 , Att ( r) 1, Att ( r) r M B M 1 B N A N V, Att ( r) 1, Att ( r) N A( r) = 1.0 ; NV ( r) = 1.0 (2-3) M M 0 10 N A N V B 1 B M B M 1 B N A N V ( ) N A N V r 2 km r=5 km r=8 km r 11 km r 2 km r=5 km r=8 km r 11 km N A N V ( ) N A N V r 1 km r=3 km r 6 km r 1 km r=3 km r 6 km N A N V ( ) N A N V r 1 km r=3 km r 5 km r 1 km r=3 km r 5 km

65 2-3-4 N A N V ( ) N A r 1 km r=3 km r 5 km N V r 1 km r=3 km r 4.5 km N A N V ( ) N A N V r 1 km r=3 km r 4.5 km r 1 km r=3 km r 4 km M M1 1 = Fa = F v 1 ; M M 1 = F a = F v M M 1 F a ( M ) F v 1 ( 1 M 1 ) F a F v 30 V V 600 m/s ( ) 200 m/s V < 600 m/s ( ) V < 200 m/s ( ) (2-4) 30 V V n i = n i= 1 d d V = 1 i (2-5) i si n d i i (m) = d = i 1 i 30 m V si i (m/sec) V 100 1/ 3 si = N i (1<N i <25) V 80 1/ 3 si = N i (1<N i <50) (2-6) N i i N 2-17

66 F a F v 1 F a F v M M M1 F a F v M IBC V 2-4 F a ( ) ( M ) =0.5 =0.75 = F v ( ) 1 ( 1 M 1 ) 1 =0.2 1 =0.3 1 =

67 2.6 a T 1 am T M M1 a am 2-6(a) 2-6(b) 2-6(a) 2-6(b) M M M 1 T 0 = ; T0 = (2-7) M a a,min a, min = 0. 4 (2-8) T 1. T = h (2-9) 3/ n T = h (2-10) 3/ n h n 2. T = h (2-11) 3/ n T = h A A c c 3/ 4 n = A + e 2 [ 0.2 ( / h ) ] e n T 0 T 0 (2-12) A e (m 2 ) e e /h n 0.9 T C U C U (a) a 2-19

68 T / 3 T T T 0 ( ) (2-7) T 0.2 a 2-6(b) am M (2-7) T 0 a,min (2-8) 40% P T T 3/ 4 3/ hn 0.07 hn RC 3/ 4 T=0.050 h n Ae f s f s A Aw T 0 2-6(a) a T 0.2T 0 0.2T 0 T T 0 T 0 a = (0.4+3T/ T 0 ) a = a = 1 /T 2/3 T 2-6(b) am T 0.2T M 0 0.2T M 0 T M T 0 M T 0 M am = M (0.4+3T/ T 0 ) am = M am = M1 /T 2/3 T 2-20

69 2-7 C U ( 1 ) C U M 2-8 a T 2-9(a) am T M 2-9(b) a (2-8) ( ) ( ) 2-9(a) a /T (2-8) 40% 2-21

70 2-8 M M M (a) a T T T a = ( T) a = a = 1.32 /T 2-9(b) am T T T am = M ( T) am = M am = 1.32 M /T 2-22

71 2.8 I I=1.5 (1) ( ) ( ) (2) (3) (4) (5) (6) I=1.5 I=1.25 (1) (2) ( ) (3) (4) (5) (6) (7) I=

72 I= α y α y α y 1.2 α y 1.5 α y F u R T R 1-3 R a R ( ) R 1 R a = 1+ (2-13) 1.5 ( ) R 1 R a = 1+ (2-14) R F u R a T F u Ra 2R = 2R 2R a a a ( R 2R 1) a ( 2R 1 1) a a T 0.6T 0.4T T 0.2T 0.2T ; ; ; ; T T 0.6T 0.2T T T T 0.2T 0 T 0 0.6T 0 (2-15) T 0 T 0 =1.32 (2-7) 2-24

73 R R 1. R (1) R (2) R R R R R C2.1 P d Py P y / Pd 0.66 F y 1.33 f 878 b( + L) + FbE = 0.66Fy 1.33 = 0. Fy (C2.1) f b( + L) fbe F y f = b( + L) + α y fbe Fy (C2.2) f b( + L) = mfbe f be F = 1 + m (C2.2) y (C2.1) be y y (C2.3) ( m + α ) f = F (C2.4) (C2.3) m α y = (C2.5) α y m m α y α y =1.2 M n 2-25

74 1.05M M M = 0. 9M (C2.6) L E n M M L M E M + M + α M = M (C2.7) L y E n M = mm E, M L = nm E (C2.7) 0.9M n m + n + α =1.05 m n (C2.8) y α y = m n (C2.9) α y m, n m = n =0.25 α y =1.484 m = n =0.5 α y =1.566 m, n α y =1.5 Fu R R C2.6 2R 1 C2.7 Newmark-Hall R 0.2T 0 T 0 Fu T 0 C2.8 R 1.3 IBC Rw Rw R Ra 2/3 1/2 (2.13) (2.14) (RC) AIJ R 0.75 RC RC R RC R =

75 R=4.8 RC R = R* R (eismic Load) R** U (displacement) Uy Ue, Uu C2.6 ( ) R* R (eismic Load) R** U (displacement) Uy Ue Uu C2.7 ( ) a (T) 0.2T 0 0.6T 0 T 0 T C

76 2.10 (2-1) V* a IW V * = (2-16) 3.5α y (2.16) F 2.5 u 2.11 F t F t = 0. 07TV (2-17) F t 0.25V T 0.7 F t F t ( n ) F ( V F ) t x = n i = 1 W h i x W h i x (2-18) x F x W x x 2.2 h x x 2-28

77 2.12 K K H K I (2-19) 40 I H H Z 0.4 (2-19) 2.13 P- 0.1 P- P- ETAB 2-29

78 2.14 A x A x δ max 1.2 = δ avg 2 δ max x δ avg x A x 3.0 (2-20) Ax Ax 5% (2.20) Ax 5% A x 2.15 x M x n i = x ( h h ) M = τ F (2-21) x i i x F i 2-11 h i i τ ( 2-12 ) F t 2-30

79 2-10 n-x n-x 20 n-x 20 τ=1.0 τ= (n-x-10) τ= aiw V = T I=1.0 a IW V = 4.5 (2-1) (2-16) IW a α y R a (2-16) * * α y R R F u a a R a P- (2-1) 0.4 Ig 1.4α yra (2-16) F u Ig R 2.9 F =2.5 R (2-16) u * a a 2-31

80 % V= a IW V= a IW 0.4 Ig 2.18 a,v a 1 a, V = 2 a a,v = 32 a (2-22)

81 V Z a, V IW = (C2.10) 1.4α F y uv Fuv R 3.0 R F a (C2.10) V = Z K ZW ± K Z K Z 0.88 / 3α EQV 30% 100% 0 V.75( L ± 1.87EQ X ± EQ ) (C2.11).75( L ± 1.87EQ Y ± EQ ) (C2.12) 0 V.75( L ± EQ X ± 1.87EQ ) (C2.13) 0 V.75( L ± EQ Y ± 1.87EQ ) (C2.14) 0 V uv I y 2-33

82 a /F u I/(1.4α y ) IF u /(3.5α y ) 5% ξ 3-1 B B 1 1 /B 1 /B 1 1 5% B =B 1 =1.0 a T /B 1 /B T 0 T 1 0 B1 1.5 B = (3-3) a T /B 1.32 /B T 0 T B = (3-4) B 1 a (2-8) 3-1

83 (2-1) (2-16) I/(1.4α y ) IF u /(3.5α y ) a a g 9.8 5% B B 1 IBC2000 ξ n i = J = 1 T { φ J } [ k]{ i φ } i J i T { φ } [ K ]{ φ } J J ξ i ξ J J [K] [ k] i {} φ J { φ J } i (C3.1) i J i J ξ i i (3-2) (3-3) 3-1 B B 1 ξ (%) B B 1 < >

84 3-2 a T 0.2T 0 0.2T 0 T T 0 T 0 T a = B T T 0 1 a = a = 2/ 3 B B1T 3-3 a T 0.2T 0 0.2T 0 T T 0 T 0 T a = B T T 0 = a B a 1.32 = B T % 3. 90% % 3-1 5% 3-3

85 x y 90% R CQC 90% 90% CQC Complete Quadratic Combination Method 1/ 2 N N r a = jkrjrk (C3.2) j= 1k= 1 jk 3/ 2 8 ξ jξ k ( ξ j + rξk ) r = (C3.3) (1 r ) + 4ξ ξ r(1 + r ) + 4( ξ + ξ ) r w w j j k 2 j k r = (C3.4) k r j r k j k jk j k ξ j ξ k j k wk w j k j

86 3.6 R 5% 0.2T 1.5T 1.4 T 1.4α y F u /I 3.7 ±5% 5% 2.14 A x 5%

87 Ig ETAB

88 (1) (2) (3) (4) 1. (1) a. b. c. d. e. 4-1

89 (2) a. b. c. d. e. f. (3) a. b. c. d. e. f. g. 2. (1) (2) (3) (4) (5) (6) (7) 3. (1) a. 1 b. (2) (tatic equivalent analysis) 4-2

90 4. (1) (2) (3) 1. ( ) 4-3

91 an Fernando 25 3% 7 34% 56% 1972,, an Fernando (1983 ) /5 4-4

92 1971 an Fernando C4.1.1-C

93 C4.1.1 A A A A A A.I A.I A.I A A A A A A. I. A A A. A A T A A.O A O O O O O O O O O O A 4-6

94 4-7 ( ) O O O O O O O O A I O C4.1.2 ( ) M E M E M E M E M E M E M E M E O M E M E M E M E M E M E M E M E M E O

95 C4.1.3 E M E M E M O O O E M E M M E O 4.2 F ph : a p Fph = 0.4 I p ( 1+ 2hx hn ) W p (4-1.a) R p W p a p R p (1+2h x /h n ) h x x h n I p I p =1.0 I p =1.5 I p F pv 1 2 F pv = F ph F pv = F ph (4-1b) 2 3 (4.1.a)(4.1.b) (4.1.a)(4.1.b) 4-8

96 MIO (1) IBC2000 FEMA a p R p 1. a. ( ) b ( ) a b ( ) a b c a b c a b a a b a b c a b c

97 a b c d e a b a b c a b c d a b a p R p 4-10

98 4.3 (a p =1.0) 0.4 I a R 1+ 2h h 4.2 ( ) p p p 1.4 x n (a p >1.0) a p /R p 4.2 IBC C y y MIO (1) 4-11

99 y R a (2.16) 1.4 y R a R a F u R a P F p 80% 4-12

100 W P % R R ( 1.3 ) R

101 V h IW = (5.1) 3α y V v 1 2 V v = V h V v = V h 2 3 V h (2.1) a =0.4 F u = (5.1) 0.06 a >0.4 F u 1.0 a /F u =0.4 (5.1) 5.4 (5.1) 1. ( Ig 1 3α Ig 2 Ig ) y ( 2.4) α y 3 3α y 5-2

102 R % IBC2000 FEMA R ( )

103 (1) 1.2 (2) % 30% ACI 90% 85% α y R a P

104 1. 2. (4.1) (1) 1.4α y R 1.25 a (2) (3) (4) (4.1) 11 3 (5) (4.1) (6) RC RC 1.3 R F = W W p p p

105 CE C6.1(a) BC A AB A A C6.1(b) B A V C (a) A V (b) A A C6.1 (a) (b) 6-3

106 Fp = 0. 4I ww w w (1) (2) F n Ft + Fi i= x px = W n px (6-1) W i= x i W px x Ft F i i (6.1) 0.3 IW px 0.15 IW px (6.1) (3) (4) 1.2 1/ (5)

107 (6.1) (6.1) Fi Ft (6.1) (6.1) 1/ ETAB Version 6.0 (5)

108 % 25% 6-6

109 7.1 ( )

110 (Peer Review) CN (1) fc 170kg/cm 2 7-2

111 (2) 10kg/cm (1) ( 7.5) (2) (3) (a) 8mm (b) (c) (d) (e) (#5) CN A42W(ATM A706) 6. (1) ATM A325 ATM A490 (2) ( ) 7.4 (3) 7. (1) 7-3

112 fm 100kg/cm 2 fm 180kg/cm 2 (2) 8. UBC B (CN) UBC (UBC ,11) UBC 1997 (tructural Test and pecial Inspection), IBC 2000 ACI CN CN ATM JI IN

113 IBC2000 IBC2000 C7.1 (Verification) (Inspection) 1 ( ) A CN ( ( ) ) ( ) B ATM 2 A B 3 1 CN ( 1 ) 4 CN ( ) 7-5

114 5 A. (1) (2) (3) >8mm (4) <8mm (5) B. 4 (1) ATM A706 (2) (3) (4) 6 A. 1 B. C C

115 8 A B (Grout) IBC 2000 EAOC

116 ( ) IBC2000, FEMA 302 NEHRP Recommended Provisions for eismic Regulations for New Buildings and Other tructures(1997),fema 273 NEHRP Guidelines for the eismic Rehabilitation of Buildings (1997) (Complete penetration groove welds) 100% X 2. (Partial penetration groove welds) X 19mm 7-8

117 3. 38mm 7.7 PCI 7.8 (1) (2) (3) (1) (2) (3) 7-9

118 (1) (2) (3) (4) (5) 7.9 (1) (2) (3) (4) (5) (6) (7) (1) (2) (3) (4) (5) IBC 2000, UBC

119

120 ( ) ( ) (1) (2) 1.0 (3) ( )

121 ( )

122 EAOC EAOC 1990 EAOC 1L ICBO 1991 UBC 23 EAOC ICBO 1994 NEHRP 1997 NEHRP NEHRP/UBC/EAOC % 1994 NEHRP/UBC/EAOC %

123 3. 1/3 1/8 靭 NEHRP/UBC/EAOC 靭 (a) (b) (c) (d) C9-1 C9-1 F I 9-2

124 F/I F/I F/I F/I F/I I F/I I I C9-1 敍

125 ( ) (HR) (RB) (LRB) (FP) (BNC) (1) (2) (3) Winter Constantinous (1993) oong Constantinous (1994) C9-1 C9-2 C9-2 C9-1 C9-1 C

126 (Kelly, 1993; kinner et al., 1993) A. - - ( ) ( Force F y k p Q ( 8 10Mpa ) k s r isplacement C9-3 C9-3 Q A p σ YL Q = σ (C9-1) A p YL k p ArGf L k p = (C9-2) Σt A r Σt G f L k e

127 3-BAI(Nagarajaiah et al., 1991; Reinhorn et al., 1994; Tsopelas et al., 1994) ETAB(CI, 1997) k p F y y 6.5 k p F y y y Q = (C9-3) 5.5k p F = Q + k (C9-4) p y C9-4 C9-5 ( C9-4 ) G β eff C9-3 G k p k p GA = (C9-5) Σt A C9-4 C9-5 ( ) G β eff k p C9-5 Q πβ Q = (2 πβ eff eff k p 2 ) 2 y (C9-6) y Σt y (C9-4) Q (C9-6) k eff (C9-17 ) 9-6

128 2 eff keff Q = πβ 2( ) y (C9-7) G eff keff Σt = (C9-8) A C9-4 G eff = 0.5 Mpa β eff = 0.16 y = 0.1 Σt 3-BAI C C9-6 k v Ec A = (C9-9) Σt E c (Kelly, 1993) Ec = (C9-10) Geff K K ( 2000 Mpa) φ t 2 πφ / 4 φ = = (C9-11) πφt 4t ( 12 20) (Kelly, 1993) ( ) 9-7

129 B. - ( ) ( ) 9.9 N F = U + µ s N sgn(u & ) (C9-12) R U = U & = R = µ s = N = W U & v Ps U&& v Ps N = W (C9-13) g W (C9-12) C9-7 W W R=R 0 r 0 W Force W W Force W/R 0 Force W/r 0 isplacement isplacement W isplacement C

130 µ = f f f )exp( a U& ) (C9-14) s max ( max min f max f min C9-8 f max B Coefficient of friction f min Velocity of sliding f max f maxo f maxp Pressure C9-8 C9-8 µ B f max f min a f max (Constantinou et al., 1993b) f max = f f f ) tanhε p (C9-15) max o ( max o max p f maxo f maxp C9-8 p ε f max C9-9 f max f min µ B 4 (oong and Constantinou, 1994) C9-9 PTFE 9-9

131 9.2.3 A. ( ) ( ) B. (k eff ) (β eff ) (k eff ) () F = k (9-1) eff (k eff ) (9-12) - (9-13) (β eff (k eff ) (β eff ) (k eff ) () F = k eff (C9-16) k eff + F + F k eff = (C9-17) + + C9-10 k eff isplacement k eff F - β eff Hysteretic behavior 1 ΣE β eff = 2 (C9-18) 2π Keff isplacement ΣE K eff F - Viscoelastic behavior C9-10 (C9-16) (C9-18) - - Force F + Force F k eff k eff 9-10

132 1. (C9-12 ) Al-Hussaini et al.(1994) 2. W ( 1 U& / g) W ( 1+ U& / g) 50% N c = W ( 1± 0.20 ) (C9-19) 2.5 N c = W ( 1± 0.20M ) (C9-20) (C9-19) (C9-20) N c Q Q f max N c R o 1 f max keff = + N c Ro (C9-21) = 4 f N (C9-22) max c C. Q = f max N c (C9-23) N c (C9-19) (C9-20) f max 9-11

133 k p = N c R (C9-24) R B y 2 mm k p 100 C9-10 k eff (C9-17 ) A. 1. BE-2 BE-2 2. B P- 9-12

134 9-13 ( ) ( ) ( 15%) ( ) P- P- P- P- 2 P P P C. ( ) 9.3.3A ( ) 1. 2.

135 ( m 1.5) A. B ( ) 9-14

136 3. 4. ( - ) A. 1. 5%- ( 9.3.3A ) 2. ( 9.3.3B ) B. 1. 5%- ( 9.3.3A ) 2. ( 9.3.3B ) cm/sec 9-15

137 9.3.3 A. 1. ( 1 0.6) 2. a. 20% b c. d. e (T M ) (T ) 4. B ( 1 >0.6) A ( ) ( ) (1) (2) 9-16

138 BE % ( ) 2. ( ) 3. ( ) 4. ( ) BE

139 BE-2 ( ) A. g 2 = 2 at 4 (9-2) π a β d (9-18) (2-8) T T W = 2π (9-3) K g min K min (9-15) 9-18

140 (9-2) ( ) ( ( ) ( 1 ) (9-2) 1 T (9-2) (9-3) B. g 2 M = 2 amtm 4 (9-4) π am β M (9-19) (2-8) T M T M W = 2π (9-5) K g M min K Mmin (9-17) (9-4) BE-2 (9-4) (9-2) BE-2 (9-5) (9-3) BE

141 C. T TM T TM 12e T = 1 + y 2 2 (9-6) b + d 12e TM = M 1 + y 2 2 (9-7) b + d e : b d : y : TM (9-7) 1.1 M ( ) (9-6) (9-7) (b d) ( ) (9-6) (9-7) ( ) (9-6) (9-7) (1) (2) 5% 1. (b=d) T / TM / M = (b>>d) T / TM / M =1.3 ( ) 10% 9-20

142 9.4.4 A. V b = K (9-8) max K max : (9-14) (9-8) B. V s V s K max = (9-9) 1.2α y ( ) C. V s /α y ( : ) 1.5 ( ) 50% ( 50%) 9-21

143 ( ) A. B. 30% C. 100% 30%. (9-6) T (9-7) TM T TM

144 (m 1.5) m 1.5 m= A. B. M M = (9-10) 2 T 1 e + T M M = (9-11) 2 T 1 e + TM T e M C. 9-23

145 (9-10) (9-11) (9-10) (9-11) (9-2) (9-4) ( ) ( ) ( ) ( ) A. 3.6 B. (9-10) (9-11) M M B

146 A. B. C. 9-25

147 A. B. C.. (1) 50% 0.025W (2) 50% 0.05W 3 36 M1 E. M1 /

148 F. 1.2Q +Q L + Q E 0.8Q - Q E Q E G. 1.0 W (9.9.2F ) H. A- H I. ATM

149 9.7.3 A. B ( ) I

150 I A 10.8 B. - C. Q 0.5Q L M TM / B Q 0.5Q L Q E Q Q E L E Q Q L Q E 9-29

151 C (1) (2) % E C % F. 静 1.2Q 1.0Q L Q E 0.8 Q - Q E Q E G. H

152 C (k eff ) + F + F k eff = (9-12) + + F F + eff 2 E = Loop β eff (9-13) π keff + 2 ( + ) E Loop k eff C (2) 9.9.2C a. 3 15% b. 3 15% C (3) 30 l / B 10 20% C (4) 30 l / B 10 20% F 静

153 9.9.5 A K max K min K max + F + F max max = (9-14) 2 K min + F + F min min = (9-15) K M max + FM + F max M max = (9-16) 2 M K M min + FM + F min M min = (9-17) 2 M C K max K Mmax K min K Mmin B E β = 2 (9-18) 2π K max (9-18) E EM β M = 2 (9-19) 2π KM maxm (9-19) E M + M ; 9-32

154

155 9.11 ' 9-2 mm 9-10 mm M 9-4 mm ' M 9-11 mm T 9-6 TM E Loop F F + F + K mzx 9-14 K min 9-15 K M max 9-16 K M min a % 5% M 1 5% M 5% T T e T M V

156 V b V s V t W b d e g B W d 5% 9,800mm/sec 2 K 9-12 eff m q y + E 1 mm mm Σ E M Σ + + max M F min F max F min F M max F + M β b min M F F M F M max max M M β eff 9-13 β M 9-18 β M

157 9.12 BC, 1995, NEHRP Recommended Provisions for eismic Regulations for New Buildings, 1994 Edition Part 1: Provisions and Part 2: Commentary, prepared by the Building eismic afety Council for the Federal Emergency Management Agency (Report Nos. FEMA 222A and 223A), Washington,.C. BC, 1997, NEHRP Recommended Provisions for eismic Regulations for New Buildings and other tructures, 1997 Edition, Part 1: Provisions and Part 2: Commentary, prepared by the Building eismic afe Council for the Federal Emergency Management Agency (Report Nos. FEMA 302 and 303). Washington,.C. ecretary of the Interior, 1993, tandards and Guidelines for Archaeology and Historic Preservation Published in the Federal Register, Vol.48, No. 190, pp Al-Hussaini, T., Zayas, V., and Constantinou, M. C., 1994, eismic Isolation of Multi-tory Frame tructures using pherical liding Isolation ystems, Report No. NCEER , National Center for Earthquake Engineering Research, tate University of New York at Buffalo, New York. Amin, N., Mokha, A., and Fatehi, H., 1993, "eismic Isolation Retrofit of the U.. Court of Appeals Building," Proceedings of eminar on eismic Isolation, Passive Energy issipation, and Active Control, applied Technology Council Report No.ATC-17-1, Redwood City, California. ATM, latest edition, tandard 4014, American ociety of Testing Materials, Philadelphia, Pennsylvania. BC, 1995, NEHRP Recommended Provisions for eismic Regulations for New Buildings, 1994 Edition, Part 1: Provisions and Part 2: Commentary, prepared by the Building eismic afety Council for the Federal Emergency Management Agency Report Nos. FEMA 222A and 223A, Washington,.C. Cho,. M., and Retamal, E., 1993, "The Los Angeles County Emergency Operations Center on High-amping Rubber Bearings to Withstand an Earthquake Bigger than the Big One," Proceedings of eminar on eismic Isolation, Passive Energy issipation, and Active Control, Applied Technology Council Report No. ATC-17-1, Redwood City, California, pp Chopra, A. K., 1995, ynamics of tructures, Prentice-Hall, Englewood Cliffs, New Jersey. CI, 1994, ETAB Version 6.0 : Linear and Nonlinear, tatic and ynamic Analysis and esign of Building ystems, Computers and tructures, Inc., Berkeley, California. 9-36

158 Constantinou, M. C., Tsopelas, P. C., Kim, Y.-., and Okamoto,., 1993, NCEER-TAIEI Corporation Research Program on liding eismic Isolation ystems for Bridges: Experimental and Analytical tudy of Friction Pendulum ystem(fp), Report No. NCEER , National Center for Earthquake Engineering, tate University of New York at Buffalo, New York. en Hartog, J. P., 1956, Mechanical Vibrations, over Publications, New York, New York. Hart, G. G., et al., 1990, "eismic trengthening of a Tall Building Incorporating Base Isolation," Proceedings: Fourth U.. National Conference on Earthquake Engineering, Earthquake Engineering Research Institute, Oakland, California. Honeck, W., Walters, M., attary, V., and Rodler, P., 1993, "The eismic Isolation of Oakland City Hall," Proceedings of eminar on eismic Isolation, Passive Energy issipation, and Active Control, Applied Technology Council Report No. ATC-17-1, Redwood City, California. ICBO, 1991, "ivision III-Earthquake Regulations for eismic-isolated tructures," Chapter 23, Uniform Building Code, 1991 Edition, International Conference of Building Officials Whittier, California. ICBO, 1994, "ivision III-Earthquake Regulations for eismic-isolated tructures," Chapter 16, Uniform Building Code, 1991 Edition, International Conference of Building Officials, Whittier, California. ICBO, 1995, "EAOC eismology Committee Code Change Proposal" for Chapter 16, ivision III (Isolation Provisions) of the 1997 UBC, Internaitonal Conference of Building Officials, Whittier, California. Kelly, J. M., 1993, Earthquake-Resistant esign with Rubber, pringer-verlag, London, United Kingdom. Kircher, C. A., and Bachman, R. E., 1991, "Guidelines for esign Criteria For Base Isolation Retrofit of Existing Buildings," Proceedings, 60 th Annual Convention, tructural Engineers Association of California, acramento, California. Liang, Z., Tong, M., and Lee, G. G., 1995, Real Time tructural Parameter Modification (RPM): evelopment of Innervated tructures, Report No. NCEER , National Center for Earthquake Engineering Research, tate University of New York at Buffalo, New York. Mayes, R. M., 1988, "Analysis, esign and Testing of the Isolation ystem for the alt Lake City & County Building," International eismic Isolation/Historic Preservation ymposium, alt Lake City, alt Lake City Corporation, alt Lake City, Utah. Murota, N., Goda, K., uzusi,., udo, C., and uizu, Y., 1994, "Recovery Characteristics of ynamic Properties of High-amping Rubber Bearings," Proceedings of Third U..-Japan Workshop on Earthquake Protective ystems for Bridges, Berkeley, California, 1994, Report No. NCEER , National Center for Earthquake Engineering Research, tate University of New York at Buffalo, New York, pp to Naaseh, imin, 1995, "eismic Retrofit of an Francisco City Hall - The Role of Masonry and Concrete," Proceedings of the Third National Concrete and Masonry 9-37

159 Engineering Conference, an Francisco, California. Nagarajaiah,., Reinhorn, A., and Constantinou, M. C., 1991, 3-BAI: Nonlinear ynamic Analysis of Three imensional Base Isolate tructures, Report No. NCEER , National Center for Earthquake Engineering Research, tate University of New York at Buffalo, New York. Newmark, N. M. and Hall, W. J., 1982, Earthquake pectra and esign, Earthquake Engineering Research Institute, Oakland, California. Pyle,. L., Janseen, A. G., Holmes, W. T., and Kircher, C.A., 1993, "Life-Cycle Cost tudy for the tate of California Justice Building," Proceedings of eminar on eismic Isolation, Passive Energy issipation, and Active Control, Applied Technology Council Report No. ATC-17-1, Redwood City, California. Reinhorn, A. M., Nagarajaiah,., Constantinou, M. C., Tsopelas, P., and Li, R., 1994, 3-BAI-TAB(Version 2.0): Computer Program for Nonlinear ynamic analysis of Three-imensional Base Isolated tructures, Report No. NCEER , National Center for Earthquake Engineering Research, tate University of New York at Buffalo, New York. EAOC 1986, Tentative eismic Isolation esign Requirements, tructural Engineers Association of California, an Francisco, California. EAOC, 1990, Recommended Lateral Force Requirements and Commentary, Fifth Edition, eismology Committee, tructural Engineers Association of California, acramento, California. EAOC, 1996, Recommended Lateral Force requirements and Commentary, ixth Edition, eismology Committee, tructural Engineers Association of California, acramento, California. kinner, R. I., Robinson, W. H., and McVerry, G. H., 1993, An Introduction to eismic Isolation, J. Wiley & ons, New York, New York. oong, T. T., and Constantinou, M. C., 1994, Passive and Active tructural Vibration Control in Civil Engineering, pringer-verlag, Wien-New York. Tsopelas, P., and Constantinou, M. C., 1994, Experimental and Analytical tudy of ystems Consisting of liding Bearings and Fluid Restoring Force-amping evices, Report No. NCEER , National Center for Earthquake Engineering Research, tate University of New York at Buffalo, New York. Tsopelas, P. C., Constantinou, M. C., and Reinhorn, A. M., 1994, 3-BAI-ME Computer Program for Nonlinear ynamic Analysis of eismically Isolated ingle and Multiple tructures and Liquid torage Tanks, Report No. NCER , National Center for Earthquake Engineering Research, tate University of New York at Buffalo, New York. Way,., and Howard, J., 1990, "eismic Rehabilitation of the Mackay chool of Mines, Phase III, with Base Isolation," Earthquake pectra, Earthquake Engineering Research Institute, Oakland, California, Vol.6, No. 2. Winters, C. W., and Constantinou, M. C., 1993, Evaluation of tatic and Response pectrum Analysis Procedures of EAOC/UBC for eismic Isolated tructures, Report No. NCEER , National Center for Earthquake Engineering Research, tate University of New York at Buffalo, New York. 9-38

160 Zayas, V. A., Low,.., and Mahin,. A., 1987, The FP Earthquake Resisting ystem: Experimental Report, Report No. UCB/EERC87/01, Earthquake Engineering Research Center, University of California, Berkeley, California. Zayas, V., and Low,..,1991, "teel eismic Isolators Applied to a Wood Frame Building," Proceedings, 60th annual Convention, tructural Engineers Association of California, acramento, California. 9-39

161 C

162 C C10-1 E - E - ( Lateral deformation ) Lateral deformation Lateral base shear Lateral base shear Lateral deformation Figure C10-2 C10-2 BE-2 ( ) 4 ( ) BE-2 (=130% 4 200% 4 ) ( ) Constantinou (1996) Lateral base shear 10-2

163 ( 30%) ( ) ( ) ( ) ( ) ( ) ( ) - - C10-3 C10-3 ( ) ( ) C10-4

164 Force Force Force Force isplacement isplacement isplacement isplacement C10-3 C10-4 Figure C10-3 Figure C10-4 Force C10-3 C10-4 isplacement isplacement Fluid restoring force/ damping device C Figure C10-5 C10-5 C10-5 ATC(1993) EERI(1993) oong Constantinou (1994) Force F = k (10-1) eff k eff + F + F k eff = (10-2) + + F + F + ( ) Whittaker (1989) Aiken Kelly(1990) ATC(1993) oong Constantinou (1994) Grigorian Popov(1994) Yang Popov(1995) Li Reinhorn(1995) 10-4

165 A. ( ) (Kelvin ) (f 1 ) F = k + C& (10-3) eff C & k eff + F + F k eff = = K + + (10-4) K W K C = = (10-5) 2 πω 1 ave ω1 + K ω1 2πf 1 ave W - C10-6 ω - F = k + C& (C10-1) eff - K ave isplacement + F + F ave = 2 k eff = (C10-2) + + C10-6 Force F + F k eff 10-5

166 W C = (C10-3) πω 2 ave + ave W - K K K C = (C10-4) ω C10-7 Chang (1991) γ Bergman Hanson(1993) C10-7 ( G ) (G ) C10-7 Figure (Kasai,1993) (G ) (G / ) K 2 C C K 1 ashpot C10-8 pring C10-9 C10-8 G 1 =5.18 MPa G 2 =0.48 MPa η 2 =0.31 MPa-sec/rad G 1 G 2 η 2 K t K t C t = ; = η = (C10-5) G1 G2 ; 2 Ab Ab Ab K 1 K 2 C 2 A b t 10-6 C10-9 Figure C10-9

167 B. ( ) (Maxwell ) (f 1 ) (ATC,1993) C10-3 (Makris, 1993) C10-10 Maxwell pring ashpot Figure C10-10 Maxwell C. ( ) 0.5f 1 2.0f 1 0.5f 1 2.0f 1 ( & ) α F = C & sgn (10-6) 0 C 0 α & sgn (Constantinou ymans, 1993 oong 10-7

168 Constantinou, 1994) 0.5f 1 2.0f 1 f 1 0.5f 1 2.0f 1 0.5f 1 2.0f 1 f 1 0.5f 1 2.0f 1 ( & ) α F = C & sgn (C10-6) 0 α= (0.5 α 2.0) ( ) - - C10-5 Tsopelas Constantinou(1994) Nims (1993) Pekcan (1995) 10-8

169 % ( ) A. 1. (2.12 ) 80% 120% 2. 50% 3-1 β W j j eff = β + (10-7) 4πWk 10-9

170 β W j j Wk (10-8) W 1 = 2 k F i i δ i Fi δ i i (10-8) ( ) ( ) 30% (3-1) 1. (3-1) 2. (2.12 ) i F i 3. i F i δ 4. F i δ i (10-7) (10-8) β eff i B. 50% 10-10

171 β 3-1 W j j eff = β + (10-9) 4πWk β W j j Wk (10-8) j W 2 2π 2 = δ rj (10-10) T j C j T C j j δ rj j (10-9) 2 2 T C j j cos θ jφrj β eff = β + (10-11) wi 2 π φ i i g θ j j φrj j w i i φi i (10-11) 1. (2.12 ) V 2. (10-3) (10-6) & 2πf 1 3. CF 1 CF 2 1 [ tan ( 2 )] CF1 = cos β eff (10-12) 10-11

172 β eff 1 [ tan ( 2 )] CF2 = sin β eff (10-13) (10-9) (10-11) ( ) 30% (3-1) 1. (3-1) 2. (2.12 ) i F i 3. i F i δ 4. F i δ i (10-9) (10-10) β eff (1) (2) (3) (a) (b) f 1 ( CF1 + 2β eff CF2 ) Constantinou (1996) CF = CF = i 10-12

173 % (1) (2) 80% A A 5% 5%- (B s B 1 ) A % (10-7) 10-13

174 B. 5% 5%- (B s B 1 ) 3-1 ( eff m m β ) β W j mj eff m = β m + (10-14) 4πWmk β m m Wmj j Wmk m (10-15) W 1 = 2 mk F mi i δ mi (10-15) Fmi δ mi m i j m W mj 2 2π 2 = C jδ mrj (10-16) T m T m m C j j δ mrj j m B CF 1 CF 2 m β eff m (10-12) (10-13) % (10-14) (10-16) 10-14

175 ( - - ) 1/T e ( - - ) ( ) (1) (2) 1/T e A. B. β W j j eff = β + (10-17) 4πWk β W j j W k (10-8) j W j 2 2π 2 = C jδ j (10-18) T s T s C j j δ j j (10-17) 10-15

176 : A. T e B (3-1) 3. F i δ i δ rj ( j ) 4. δ i β eff β eff W j cos 2 θ j j = β + 4πW (C10-7) k β W j δ i j θ j W k W 1 = 2 k F i i δ i j W j (C10-8) 10-16

177 W j 2 2π 2 = C jδ rj (C10-9) T s T s C j δ rj CF 1 2 CF 2 CF 1 CF 2 (10-12) (10-13) 8. 8 T B T = 1 B 0 T 0 1 B1 TB1 Period (econds) ( ) 5% 5% C % 5% pectral acceleration (g) 1

178 B s B 1 ( 3-1) C % N W i i m φ im m W N i= 1 sm = N i= 1 W φ i i im W φ 2 im 2 (C10-10) am dm m Wsmam Vm = (C10-11) g i δ = φ Γ (C10-12) im im m dm Γ m m Γ m = N i= 1 N W φ i= 1 i i im W φ 2 im i (C10-13) (NP) ( a ) ( d ) V a = g (C10-14) W sm V 3. d δ r = φ Γ rm m (C10-15)

179 δ r φ rm β W eff = 4πW (C10-16) k W ( ) W k W F i δ i N 1 W k = F i δ i 2 i= 1 (C10-17) W W k W = W + W (C10-18) E W W E δ r T s N 2 Wiδ i π (C10-19) g F δ i= 1 = 2 N i= 1 i i m T s = 2π (C10-20) V V ( ) ( ) N = 1 φ im = 1 δ 1 = δ r = Γ 1 = 1 W sm = W 1 a = V g / W 1 d = C % 30% 40% 10-19

180 (1) (2) (C10-16 ) A y A y 2( Ay y A) β b = (C10-21) πa β eff = qβ b (C10-22) q eformation (mm) C10-13 q 0.5 q A y y A eformation q 0.2 : (1) C10-13 (2) β eff (3) β eff (1) A f ( C10-12) (C10-16) β eff Figure C Af + 2q( Ay y A) = (C10-23) πa 2 A 1 A 2 C % ( = 110 mm, A y = 0.28g) A 1 =0.29g Base shear / weight (g) A y =0.28 g Force/mass y =40 mm

181 A 2 =0.36g A f =0.08g y =40 mm q=0.5 T s =1.11 sec β eff = mm 65% (1) WE + 4q( Ay y A) T m eff = 2π A2 β eff = (C10-24) 2πA2 A 2 A y m W E A 1 y C10-14 W E 2 2π 2 2 WE = C j cos θ j rj T C10-14 s j (C10-25) C j j θ j j rj ( C10-15 ) 1 Figure C10-15 ( ) 2π Fj = C j rj cosθ j (C10-26) Ts (2) C10-16 β eff Base shear / weight Lateral eformation E WE / m + 4q( Ay y A) = (C10-27) 2πA 2 j rj = 10-21

182 W E (C10-6) W E (oong and Constantinou, 1994) W = λ (C10-28) E F j max j j λ C10-1 C10-1 λ α λ Base shear / weight A y y A Lateral eformation evice force = 2 T eff π j max j A evice displacement C10-16 E 2 W E C10-15 rj π α 1 α λc θ + 0 j rj cos j s j 2 W E = (C10-29) T C 0j j (C10-6 ) α 1.0 (C10-29) W E 2 = π 2 C 2 0 j rj cos θ j Ts j (C10-30) (C10-25) C 0j C j ( ) (C10-27) (C10-30) F α 2π α j = C0 j rj cosθ j (C10-31) Ts T s C

183 ( ) ) ( ) ( ) (10.8 )

184

185 (1) 10-25

186 (2) A B

187 C ( ) BE-2 (1) (2) (3) BE (1) (2) f 1 2.0f 1 15% 0.5 f 1 f f 1 20 BE-2 BE

188 0.5f 1 2.0f 1 2.0f 1 0.5f 1 1/4 ( ) E. BE-2 - F. (1) (2)

189 (k eff ) + F + F k eff = (10-19) + + F F C (β eff ) β 1 W eff = 2 π k (10-20) 2 eff ave k eff (10-19) W + ( ave ) (k eff ) (β eff ) 10-29

190 C C (k eff ) 15% (1) 15% (2) C 15% 15% C (W ) 15% 15% C F (W ) 20 15% C (W ) 10-30

191 10.9 B E % (2) MCE 2/3 B E MCE BE-2 E 穏 E BE

192 10.10 C C j CF i ave ( ) & F F + + F K K T s V V t W f I K m q eff ave 1 ( ) β β b eff δ i mm mm 0.05 β θ j φ i φ rj ω I 2π f I i j 10-32

193 10.11 BC, 1995, NEHRP Recommended Provisions for eismic Regulations for New Buildings, 1994 Edition Part 1: Provisions and Part 2: Commentary, prepared by the Building eismic afety Council for the Federal Emergency Management Agency (Report Nos. FEMA 222A and 223A), Washington,.C. BC, 1997, NEHRP Recommended Provisions for eismic Regulations for New Buildings and other tructures, 1997 Edition, Part 1: Provisions and Part 2: Commentary, prepared by the Building eismic afe Council for the Federal Emergency Management Agency (Report Nos. FEMA 302 and 303). Washington,.C. ecretary of the Interior, 1993, tandards and Guidelines for Archaeology and Historic Preservation Published in the Federal Register, Vol.48, No. 190, pp Aiken, I.., and Kelly, J. M., 1990, Earthquake imulator Testing and analytical tudies of Two Energy-Absorbing ystems for Multistory tructures, Report No. EERC-90/03, Earthquake Engineering Research Center, University of California, Berkeley, California. Aiken, I.., Nims,. K., Whittaker, A.., and Kelly, J. M., 1993, "Testing of Passive Energy issipation ystems," Earthquake pectra, Earthquake Engineering Research Institute, Oakland, California, Vol. 9, No. 3, pp ATC, 1993, Proceedings of eminar on eismic Isolation, Passive Energy issipation, and "Active Control, Report No. ATC-17-1, Applied Technology Council, Redwood City, California. Bergman,. M., and Hanson, R.., 1993, "Viscoelastic Mechanical amping evices at Real Earthquake isplacements," Earthquake pectra, Earthquake Engineering Research Institute, Oakland, California, Vol.9, No. 3, pp BC, 1995, NEHRP Recommended Provisions for eismic Regulations for New Buildings, 1994 Edition, Part 1: Provisions and Part 2: Commentary, prepared by the Building eismic afety Council for the Federal Emergency Management Agency Report Nos. FEMA 222A and 223A, Washington,.C. Chang, K. C., oong, T. T., Oh,.-T., and Lai, M. L., 1991, eismic Response of a 2/5 cale teel tructure with Added Viscoelastic ampers, Report No. NCEER , National Center for Earthquake Engineering Research, tate University of New York at Buffalo, New York. Chopra, A. K., 1995, ynamics of tructures, Prentice-Hall, Englewood Cliffs, New Jersey. Constantinou, M. C., oong, T. T., and argush, G. F., 1996, Passive Energy issipation ystems for tructural esign and Retrofit, National Center for 10-33

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附件一摘要格式範例

附件一摘要格式範例 ATC-40(996) (Capacity Spectrum Method (Capacity Curve) Acceleration)(Spectral Displacement) (Performance Point) ETAB 93 2 94 7 8 ETABS (999;2000) ETABS ATC-40(996) Pushover ETAB ETABS 93 2 94 7 8 ETABS