MOI-892040 89 1 1 89 7 31
0022444890377
( ) ( ) I
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
I II 1.1 1 1.2 1 1.3 2 2.4 2.1 4 2.2 7 2.3 11 12 2.5 13 2.6 14 2.7 15 2.8 17 2.9 17 2.10 19 2.11 21 23 24 ( ) III
1.1 1999 9 21 7.3 2,300 1.2 (1) (2) (3) (4) (5) (6) 1
(7) (8) (9) (10) (11) 1.3 1-1 (1) (2) (3) (4) 2
1-1 3
(1) 1994 Northridge 1995 Kobe 1999 (2) (3) (4) (5) ( ) (6) ( ) 2.1 2-1 ( 2-2) 75m (1) 50% (2) 20% 50% RC 4
A A/L>25% A A A/L>10% L A/L>15% L A L A 2-1 5
A/L>15% A/L>15% A/L>15% A A L L A 2-2 6
2.2 V V IW 1.4α F a = (2-1) y u a g I W α y F u 475 50 10% 50 2% 2500 1 M M 1 50 10% 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
, 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 1 2-1 ( ) 1. 5 0 1 (2-4) T = (2-5) 8
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 1.0 0 0.2T 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 0.4T T 0.2T 0.2T 0 0 0 0 ; ; ; ; T T 0.6T 0.2T 0 0 0 T T T 0.2T 0 T 0 0.6T 0 (2-8) a,v a,v = 21 a a,v = 32 a 9
2-1 a T 0.2T 0 a = (0.4+3T/ T 0 ) T 0.264 a = (0.4+2.2727T) 0.2T 0 T T 0 T 0 T a = a = 1 /T 2/3 1.32 T 0.264 T 1.32 a = a = 1.32 /T a a = 1 /T 2/3 1 0.4 0.2T 0 T 0 1.0 T ( ) a =1.32 /T a 0.8 0.4 0.264 1.32 1.65 T ( ) 2-3 10
2.3 ξ B B 1 /B 1 /B 1 /B 1.32 /B 1 a T 2-2 T 0 1 0 B T = B1 1.5 1.32B 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 0 1 0.4 + B T 0.4 0.2T T 0.4 0.2T 0 0 0.2T 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
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 ) 1.4 1.4 a p /R p (1). (2). F p 80% 12
2.5 (1) (2) (3) W 2.2 (4) (5) 2.16 0.1 P- (6) 25% 15 R 1.6 0.06 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
(1). ( Ig 1 3α y Ig 2 3α ) y (2). 80% 2.6 2-4(a) BC A AB A A 2-4(b) Fp = 0. 4I ww w w 0.2 25% 20% 25% B C A 14
2.7 (1) (2) 15
16 (1) 1 (2) (1) (2) (3) (4) (5) (6) (7) (1) (2) (3) (4) (5)
2.8 921 1995 1 9400 1995 10 63 71 78 86 2.9 1980 50 10% 17
( ) 1. 2. 3. 4. 静 18
19 2.10 2-5 2-5 ( ) ( ) ( ) ( ) - ( ) - -
20 30% ( - - ) ( ) (1) (2) 1/T e ( ) ( ) (1) (2) ystem Adequacy
2.11 86 5 1990 V 1995 1996 1996 V 1995 1996 ( ) ( ) 21
22 2-6 2-7 / - 2-6 / 2-7
3-1 NEHRP91 (BC) 1994 Northridge NEHRP94 NEHRP97 (FEMA302 FEMA303) EAOC93 (Blue Book) EAOC96 EAOC99 UBC94 (ICBO) UBC97 IBC2000 ( NEHRP94 ) 3-1 ( ) NEHRP2000( ) IBC2003 23
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. 447-454. 5. 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-95-0012, 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-92-0020, 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
pp. FA4-3 to FA4-12. 14. 1999 MOI 881015 15. 1999 (1) MOI 881010-1 16. 1997 MOI 860008 17. 2000 MOI89xxxx 18. 1997 25
( ) I 1.1 1-1 1.2 1-1 1.3 1-1 1.4 1-2 1.5 1-2 1.6 1-2 1.7 1-8 1.8 1-10 1.9 1-11 1.10 1-12 2.1 2-1 2.2 2-1 2.3 2-3 2.4 2-14 2.5 2-17 2.6 2-19 2.7 2-21 2.8 2-23 2.9 2-24 2.10 2-28 2.11 2-28 2.12 2-29 2.13 2-29 2.14 2-30 2.15 2-30 2.16 2-31 2.17 2-31 2.18 2-32 3.1 3-1 3.2 3-1 3.3 3-3 I
3.4 3-4 3.5 3-4 3.6 3-5 3.7 3-5 3.8 3-5 3.9 3-6 3.10 3-6 3.11 3-6 4.1 4-1 4.2 4-8 4.3 4-11 4.4 4-11 4.5 4-12 4.6 4-12 5.1 5-1 5.2 5-1 5.3 5-2 5.4 5-2 5.5 5-3 6.1 6-1 6.2 6.2.1 6-1 6.2.2 6-1 6.2.3 6-1 6.2.4 6-1 6.2.5 6-2 6.2.6 6-2 6.2.7 6-2 6.2.8 6-4 6.2.9 6-4 6.2.10 6-4 6.2.11 6-5 6.2.12 6-6 II
7.1 7-1 7.2 7.2.1 7-2 7.2.2 7-2 7.2.3 7-2 7.3 7-7 7.4 7-7 7.5 7-8 7.6 7-8 7.7 7-9 7.8 7-9 7.9 7-10 8.1 8-1 8.2 8-2 8.3 8-3 8.4 8-3 9.1 9-1 9.2 9.2.1 9-4 9.2.2 9-5 9.2.3 9-10 9.2.4 9-12 9.3 9.3.1 9-14 9.3.2 9-15 9.3.3 9-16 9.4 9.4.1 9-18 9.4.2 9-18 9.4.3 9-18 9.4.4 9-21 9.4.5 9-22 9.4.6 9-23 9.5 9.5.1 9-23 9.5.2 9-24 9.5.3 9-24 III
9.6 9.6.1 9-25 9.6.2 9-25 9.7 9.7.1 9-26 9.7.2 9-26 9.7.3 9-28 9.8 9.8.1 9-28 9.8.2 9-28 9.9 9.9.1 9-29 9.9.2 9-29 9.9.3-9-31 9.9.4 9-31 9.9.5 9-32 9.10 9-33 9.11 9-34 9.12 9-36 10.1 10-1 10.2 10-3 10.3 10-3 10.3.1 10-4 10.3.2 10-5 10.3.3 10-8 10.4 10-9 10.4.1 10-9 10.4.2 10-13 10.5 10.5.1 10-15 10.5.2 10-23 10.6 10-23 10.7 10-25 10.8 10.8.1 10-25 10.8.2 10-26 10.8.3-10-29 10.8.4 10-30 10.9 10-31 10.10 10-32 IV
10.11 10-33 11.1 11.1.1 11-1 11.1.2 11-1 11.1.3 11-2 11.1.4 11-4 11.1.5 11-5 11.2 11-6 11.3 11-9 11.4 11-10 Ref-1 V
1.1 1.2 475 1.3 1-1
1.4 2.12 1.5 1.6 没 (1) 1.1 1.2 (2) 1.1 1-2
(3) 1.2 (4) 1.1 1.2 ( C1-1) C1-1 921 ( C1-2) H 1-3
1.1 1.2 1.1 1. 3.1 70% 80% 2. 3.1 150% 150% 3. 3.1 130% 4.6.2.12 5. 1.8 80% 2.17 1-4
1.2 1. 2.14 3.1 3.7 6.1 1.2 6.2.9 2. 6.2.9 15% 3. 6.2.9 50% 50% 4. 6.2.9 6.2.12 5. 6.1 1-5
A A/L>25% A A/L>15% A A/L>10% L L A L A C1-1 1-6
A/L>15% A/L>15% A A/L>15% A A L L C1-2 1-7
1.7 1.3 (1) (2) MRF IMRF 25% (3) 1.3 1.3 EBF IMRF MRF CBF R 1-8
1-9 R 4.8 R 4.0 1.3 R R m 1. (1) (2) 2. (1) (2) 3. 4. (1) (2) 1. EBF 2. (1) (2) 3. (1) (2) (3) 4. CBF 5. 6. CBF 3.2 2.4 3.3 2.0 1.6 3.0 1.6 4.2 3.6 2.8 4.0 3.6 3.2 3.6 4.2 3.6 20 20 50 20 20 50 20 75 20 20 50 50 50 50 75 50
1. MRF (1) 4.8 (2) 4.8 (3) 4.8 (4) 4.0 2. 3.6 3. 4.0 50 50 1. (1) MRF 4.8 (2) MRF 4.0 (3) MRF 4.8 (4) MRF 4.0 (5) MRF 3.2 50 2. (1) MRF 4.8 (2) MRF 4.8 (3) MRF 4.0 (4) MRF 4.0 1.8 1.1 65% 10 a IW 75m 1. 50% 2. 20% 65% a IW 50% 1-10
1.9 RC 1-11
1.10 a p 4.2 A e (m 2 ) 2.6 A x 2.14 B 3.2 B 1 3.2 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 6.2.9 F L 11.1.3 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 11.1.3 M x x 2.15 N i i N 2.5 N A 2.4 N V 2.4 R 2.9 R 11.1.3 R a 2.9 R F 2.5 2.16.2 * a R p a u 4.2 2.6 a,min 2.6 a,v 2.18 am 2.6 2.3 1 2.3 M 2.3 1-12
M 1 2.3 B 2.4 1 2.4 B M B 2.4 M 1 B 2.4 2.5 1 2.5 M 2.5 M1 2.5 T (sec) 2.6 T 0 2.6 M T 0 2.6 V 2.1 V * 2.10 V si i (m/sec) 2.5 V s 30 2.5 W 2.1 W p 4.2 W px x 6.2.9 W x x 2.11 α y 2.9 δ avg x 2.14 δ max x 2.14 τ 2.15 ξ 3.2 1-13
2.1 1. 1-3 50 2. 10 1.1 3.1 IBC2000 70 50 50 2 2.2 V V IW 1.4α F a = (2-1) y u a g I 2-1
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
F = 2R 1 I 1.0 W 100 / UBC 50 / 75 / u 2.3 1 5% g M M 1 5% g 1 50 10% M 475 M 1 50 2% 2500 1 M M 2-1 2-3 1 475 50 10% 50 2% 2500 50 10% 2% 200
C2.2 C2.5 2-1 C2.2 C2.5 2.4 2.7 2-1 M M 1 1 1 M (2.7 ) M 1 0.59 0.23 0.82 0.39 0.64 0.26 0.86 0.44 0.36 0.14 0.51 0.23 0.46 0.20 0.69 0.38 0.55 0.25 0.81 0.48 0.36 0.14 0.52 0.25 0.53 0.23 0.77 0.43 0.65 0.28 0.87 0.48 0.66 0.30 0.89 0.52 0.35 0.13 0.50 0.23 0.38 0.14 0.56 0.26 0.35 0.13 0.50 0.24 0.54 0.25 0.79 0.46 0.62 0.29 0.87 0.52 0.61 0.29 0.86 0.53 0.49 0.17 0.71 0.31 0.44 0.18 0.64 0.33 0.62 0.29 0.86 0.52 1 M M 1 0.66 0.34 0.91 0.60 0.72 0.38 0.94 0.65 0.85 0.48 1.03 0.73 0.78 0.35 0.97 0.56 0.66 0.32 0.89 0.56 0.68 0.35 0.92 0.61 0.64 0.33 0.89 0.58 0.75 0.40 0.97 0.66 0.74 0.39 0.96 0.65 0.73 0.37 0.95 0.63 0.73 0.39 0.95 0.66 0.89 0.51 1.06 0.77 0.46 0.18 0.68 0.32 0.49 0.19 0.72 0.34 0.65 0.26 0.86 0.43 0.63 0.24 0.84 0.40 0.39 0.15 0.58 0.27 0.39 0.15 0.60 0.26 0.46 0.18 0.67 0.32 0.54 0.21 0.77 0.37 0.64 0.25 0.86 0.43 0.59 0.23 0.82 0.39 0.50 0.18 0.73 0.33 0.43 0.16 0.65 0.28 0.62 0.28 0.85 0.49 2-4
1 M M 1 0.61 0.23 0.83 0.39 0.68 0.27 0.89 0.46 0.65 0.25 0.86 0.43 0.57 0.24 0.80 0.41 0.63 0.24 0.85 0.40 0.55 0.20 0.78 0.36 0.61 0.25 0.86 0.45 0.58 0.24 0.80 0.41 0.59 0.24 0.79 0.40 0.62 0.28 0.85 0.50 0.59 0.25 0.81 0.44 (2.4 ) 0.60 0.23 0.83 0.38 0.56 0.21 0.78 0.34 0.50 0.19 0.72 0.32 0.63 0.24 0.85 0.40 0.65 0.25 0.85 0.41 0.60 0.22 0.83 0.37 0.56 0.23 0.77 0.38 0.66 0.28 0.83 0.44 0.54 0.20 0.77 0.34 (2.4 ) (2.4 ) 1 M M 1 0.56 0.21 0.77 0.34 0.55 0.20 0.76 0.33 0.56 0.22 0.78 0.35 0.57 0.21 0.80 0.36 0.61 0.23 0.81 0.40 0.63 0.31 0.87 0.55 (2.4 ) (2.4 ) 2-5
1 M M 1 0.56 0.20 0.79 0.36 0.59 0.21 0.81 0.37 0.56 0.21 0.80 0.36 0.60 0.22 0.81 0.37 0.61 0.23 0.82 0.39 0.55 0.20 0.79 0.36 0.50 0.19 0.74 0.35 0.50 0.20 0.74 0.35 0.57 0.24 0.75 0.37 0.58 0.23 0.82 0.38 0.54 0.20 0.78 0.37 0.64 0.26 0.84 0.40 0.51 0.20 0.74 0.35 0.51 0.19 0.75 0.36 0.53 0.20 0.77 0.36 0.57 0.22 0.82 0.38 0.64 0.25 0.84 0.40 0.60 0.23 0.84 0.39 0.63 0.23 0.84 0.40 0.58 0.22 0.82 0.38 0.62 0.23 0.84 0.40 0.59 0.21 0.82 0.37 0.63 0.23 0.85 0.39 0.63 0.23 0.84 0.40 0.57 0.22 0.81 0.38 (2.4 ) 0.53 0.25 0.72 0.43 0.53 0.24 0.71 0.41 0.69 0.30 0.83 0.48 0.61 0.28 0.85 0.49 0.66 0.33 0.89 0.58 (2.4 ) 1 M M 1 0.52 0.20 0.72 0.34 0.52 0.19 0.75 0.35 0.52 0.20 0.76 0.36 0.57 0.21 0.80 0.37 0.58 0.22 0.81 0.38 0.56 0.21 0.79 0.36 0.52 0.21 0.72 0.35 0.59 0.22 0.83 0.38 0.57 0.21 0.81 0.37 0.56 0.20 0.79 0.36 0.54 0.20 0.77 0.37 0.52 0.19 0.75 0.36 0.59 0.22 0.83 0.38 0.57 0.21 0.80 0.37 0.64 0.23 0.85 0.40 0.63 0.23 0.84 0.39 0.62 0.23 0.84 0.40 (2.4 ) (2.4 ) 0.58 0.22 0.81 0.39 0.54 0.21 0.78 0.39 0.64 0.23 0.85 0.40 0.60 0.22 0.80 0.38 0.62 0.23 0.85 0.42 0.53 0.20 0.77 0.38 0.59 0.22 0.82 0.39 0.61 0.23 0.84 0.40 0.64 0.24 0.85 0.41 0.65 0.25 0.85 0.42 0.65 0.26 0.86 0.43 0.58 0.24 0.78 0.41 0.64 0.24 0.85 0.41 0.60 0.23 0.83 0.39 0.56 0.23 0.79 0.39 (2.4 ) 2-6
1 M M 1 0.56 0.21 0.79 0.38 0.53 0.20 0.77 0.37 0.68 0.26 0.89 0.45 0.55 0.21 0.79 0.38 0.64 0.24 0.85 0.40 0.58 0.22 0.82 0.40 0.54 0.20 0.77 0.37 0.50 0.19 0.73 0.35 0.53 0.21 0.77 0.37 0.57 0.21 0.80 0.38 0.58 0.22 0.80 0.38 0.64 0.23 0.85 0.40 0.53 0.20 0.77 0.37 0.64 0.24 0.85 0.40 0.64 0.23 0.85 0.40 0.60 0.22 0.83 0.39 0.58 0.21 0.81 0.38 0.58 0.22 0.80 0.38 0.61 0.23 0.83 0.40 0.61 0.23 0.83 0.41 0.55 0.21 0.77 0.38 0.65 0.24 0.86 0.42 0.58 0.22 0.78 0.38 0.55 0.22 0.78 0.38 0.55 0.21 0.78 0.38 0.60 0.23 0.83 0.39 0.61 0.23 0.83 0.39 (2.4 ) 1 M M 1 0.63 0.23 0.84 0.39 0.50 0.18 0.73 0.33 0.63 0.23 0.84 0.39 0.59 0.22 0.82 0.39 0.56 0.21 0.80 0.39 0.61 0.23 0.84 0.40 0.64 0.23 0.85 0.40 0.57 0.22 0.81 0.39 0.52 0.20 0.76 0.37 0.62 0.23 0.84 0.40 0.64 0.24 0.85 0.41 0.64 0.24 0.85 0.41 0.58 0.22 0.82 0.40 0.61 0.23 0.84 0.40 0.64 0.24 0.85 0.41 0.58 0.22 0.82 0.39 0.52 0.20 0.76 0.37 0.51 0.20 0.75 0.37 0.63 0.24 0.84 0.41 0.64 0.24 0.86 0.41 0.55 0.21 0.79 0.38 0.64 0.24 0.85 0.41 0.53 0.21 0.76 0.37 0.54 0.21 0.77 0.37 0.57 0.22 0.80 0.40 0.58 0.23 0.82 0.40 0.52 0.21 0.76 0.37 2-7
1 M M 1 0.58 0.22 0.81 0.39 0.52 0.19 0.75 0.35 0.42 0.15 0.65 0.28 0.36 0.12 0.55 0.23 0.57 0.21 0.80 0.37 0.58 0.22 0.82 0.39 0.59 0.22 0.83 0.39 0.51 0.20 0.75 0.37 0.53 0.21 0.77 0.38 0.53 0.20 0.77 0.38 0.63 0.24 0.84 0.41 0.63 0.23 0.84 0.39 0.64 0.23 0.85 0.40 0.59 0.22 0.82 0.38 0.45 0.16 0.68 0.30 0.42 0.14 0.64 0.26 0.49 0.17 0.71 0.32 0.47 0.17 0.70 0.32 0.40 0.14 0.62 0.27 0.43 0.15 0.65 0.29 0.41 0.14 0.63 0.27 0.40 0.13 0.61 0.24 0.38 0.13 0.57 0.23 0.45 0.16 0.67 0.30 0.36 0.12 0.53 0.21 0.56 0.22 0.80 0.39 0.54 0.22 0.77 0.39 0.64 0.24 0.85 0.41 0.64 0.23 0.85 0.40 0.48 0.18 0.70 0.32 0.43 0.15 0.64 0.27 0.37 0.13 0.56 0.24 0.44 0.16 0.66 0.29 1 M M 1 0.75 0.33 0.95 0.52 0.81 0.37 1.01 0.56 0.78 0.34 0.98 0.53 0.62 0.27 0.86 0.47 0.80 0.35 0.99 0.54 0.79 0.35 0.98 0.54 0.71 0.33 0.93 0.53 0.82 0.40 1.01 0.61 0.63 0.27 0.87 0.46 0.51 0.20 0.75 0.37 0.70 0.32 0.92 0.53 0.64 0.27 0.87 0.46 0.69 0.30 0.91 0.49 0.65 0.25 0.86 0.43 0.47 0.18 0.70 0.33 0.69 0.31 0.92 0.51 0.93 0.58 1.09 0.84 0.91 0.53 1.06 0.78 0.82 0.39 1.01 0.60 0.97 0.59 1.08 0.85 0.93 0.58 1.09 0.84 0.96 0.58 1.08 0.83 0.88 0.49 1.04 0.75 0.85 0.47 1.03 0.73 0.81 0.42 1.01 0.67 0.76 0.36 0.96 0.56 0.90 0.55 1.07 0.81 0.81 0.45 1.00 0.71 0.74 0.33 0.95 0.54 0.29 0.08 0.47 0.14 0.31 0.08 0.49 0.15 0.31 0.08 0.49 0.15 0.22 0.06 0.36 0.10 0.22 0.06 0.36 0.11 0.17 0.05 0.25 0.08 2-8
1 M M 1 0.48 0.21 0.73 0.41 0.45 0.20 0.69 0.38 0.50 0.22 0.75 0.42 0.48 0.21 0.72 0.40 0.46 0.20 0.70 0.38 0.45 0.19 0.69 0.37 0.49 0.22 0.73 0.42 0.60 0.23 0.82 0.39 0.58 0.21 0.81 0.37 0.59 0.22 0.82 0.38 0.60 0.24 0.77 0.37 0.63 0.26 0.79 0.40 0.58 0.23 0.77 0.36 0.57 0.23 0.77 0.35 0.59 0.24 0.77 0.37 0.57 0.22 0.78 0.35 0.55 0.21 0.78 0.34 (2.4 ) 0.63 0.25 0.80 0.41 0.58 0.23 0.79 0.39 0.56 0.22 0.77 0.38 0.60 0.23 0.82 0.39 0.59 0.23 0.83 0.42 0.61 0.24 0.86 0.43 0.58 0.23 0.80 0.40 0.65 0.25 0.87 0.44 0.58 0.23 0.82 0.41 (2.7 ) 1 M M 1 0.60 0.22 0.83 0.39 0.59 0.22 0.82 0.39 0.57 0.21 0.80 0.38 0.53 0.20 0.77 0.37 0.64 0.24 0.85 0.40 0.64 0.24 0.85 0.40 0.62 0.23 0.84 0.40 0.64 0.23 0.85 0.40 0.64 0.23 0.85 0.40 0.58 0.21 0.81 0.38 0.61 0.22 0.83 0.38 2-9
475 years s_esign (g) 0.9 to 0.98 0.84 to 0.9 0.78 to 0.84 0.72 to 0.78 0.66 to 0.72 0.6 to 0.66 0.54 to 0.6 0.48 to 0.54 0.42 to 0.48 0.36 to 0.42 0.3 to 0.36 0.24 to 0.3 0.18 to 0.24 0.12 to 0.18 all others 0 25 Kilometers 50 C2.2 2-10
475 years 1_esign (g) 0.56 to 0.6 0.52 to 0.56 0.48 to 0.52 0.44 to 0.48 0.4 to 0.44 0.36 to 0.4 0.32 to 0.36 0.28 to 0.32 0.24 to 0.28 0.2 to 0.24 0.16 to 0.2 0.12 to 0.16 0.08 to 0.12 0.04 to 0.08 all others 0 25 50 Kilometers C2.3 1 2-11
2500 years s_max (g) 1.05 to 1.09 0.98 to 1.05 0.91 to 0.98 0.84 to 0.91 0.77 to 0.84 0.7 to 0.77 0.63 to 0.7 0.56 to 0.63 0.49 to 0.56 0.42 to 0.49 0.35 to 0.42 0.21 to 0.28 all others 0 25 50 Kilometers M C2.4 2-12
2500 years 1_Max (g) 0.75 to 0.86 0.7 to 0.75 0.65 to 0.7 0.6 to 0.65 0.55 to 0.6 0.5 to 0.55 0.45 to 0.5 0.4 to 0.45 0.35 to 0.4 0.3 to 0.35 0.25 to 0.3 0.2 to 0.25 0.15 to 0.2 0.1 to 0.15 0.05 to 0.1 all others 0 25 50 Kilometers M C2.5 1 2-13
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 1.0 2.4.1 2.4.5 (2-2) 2-1 B 1 B M B M 1 B (2-3) N A N V (2-2) 2.4.1 B M 1 B B M 1 B 2-2 N A N V r 2-3-1 2-14
2.4.2 B 1 B M B M 1 B 2-2 N A N V r 2-3-2 2.4.3 B M 1 B B M 1 B 2-2 N A N V r 2-3-3 2.4.4 1 B B M 2-2 N V B M 1 B N r 2-3-4 A 2.4.5 B 1 B M B M 1 B 2-2 N A N V r 2-3-5 N A N V B 1 B M B M 1 B 2-15
, 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 1.0 2-2 B 1 B M B M 1 B 0.75 0.36 0.93 0.56 0.69 0.28 0.89 0.45 0.70 0.27 0.87 0.43 0.69 0.28 0.88 0.46 0.68 0.25 0.85 0.42 2-3-1 N A N V ( ) N A N V r 2 km r=5 km r=8 km r 11 km 1.74 1.46 1.19 1.00 r 2 km r=5 km r=8 km r 11 km 1.77 1.49 1.23 1.00 2-3-2 N A N V ( ) N A N V r 1 km r=3 km r 6 km 1.39 1.27 1.00 r 1 km r=3 km r 6 km 1.86 1.40 1.00 2-3-3 N A N V ( ) N A N V r 1 km r=3 km r 5 km 1.29 1.17 1.00 r 1 km r=3 km r 5 km 1.70 1.31 1.00 2-16
2-3-4 N A N V ( ) N A r 1 km r=3 km r 5 km 1.28 1.17 1.00 N V r 1 km r=3 km r 4.5 km 1.58 1.22 1.00 2-3-5 N A N V ( ) N A N V r 1 km r=3 km r 4.5 km 1.20 1.09 1.00 r 1 km r=3 km r 4 km 1.44 1.10 1.00 2.5 1 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 ) 2-4 2-5 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
F a F v 1 F a F v 1 2-4 2-5 M M M1 F a F v M 1 2-4 2-5 IBC2000 30 V 2-4 F a ( ) ( M ) =0.5 =0.75 =1.0 1.25 1.0 1.0 1.0 1.0 1.2 1.1 1.0 1.0 1.4 1.2 1.1 1.0 2-5 F v ( ) 1 ( 1 M 1 ) 1 =0.2 1 =0.3 1 =0.4 1 0.5 1.0 1.0 1.0 1.0 1.5 1.4 1.3 1.2 1.8 1.6 1.5 1.4 2-18
2.6 a T 1 am T M M1 a am 2-6(a) 2-6(b) 2-6(a) 2-6(b) M 1.5 1.5 1 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/ 4 0.085 n T = h (2-10) 3/ 4 0.070 n h n 2. T = h (2-11) 3/ 4 0.050 n 3. 0.075 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 2-7 1 2-6(a) a 2-19
T 0 1 2 / 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/ 4 0.060 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
2-7 C U ( 1 ) C U 1 0.4 1.2 0.3 1.3 0.2 1.4 2.7 M 2-8 a T 2-9(a) am T M 2-9(b) a (2-8) ( ) ( ) 2-9(a) a 1.32 1/T (2-8) 40% 2-21
2-8 M M 0.45 0.66 0.47 0.70 0.46 0.69 0.45 0.65 0.46 0.67 0.47 0.67 0.47 0.67 0.52 0.76 0.48 0.72 0.45 0.66 0.52 0.73 0.50 0.71 M 0.52 0.73 0.52 0.73 0.49 0.71 0.49 0.72 0.47 0.70 0.58 0.82 0.51 0.73 0.45 0.63 0.50 0.70 0.55 0.79 0.55 0.78 2-9(a) a T 0.264 0.264 T 1.32 1.32 T a = (0.4+2.2727T) a = a = 1.32 /T 2-9(b) am T 0.264 0.264 T 1.32 1.32 T am = M (0.4+2.2727T) am = M am = 1.32 M /T 2-22
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) 1.25 1.25 I=1.0 1.5 2-23
I=1.25 1.25 2.9 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) 2.0 1-3 R F u R a T F u Ra 2R = 2R 2R a a a 1 + 1 1 + ( R 2R 1) a ( 2R 1 1) a a T 0.6T 0.4T T 0.2T 0.2T 0 0 0 0 ; ; ; ; T T 0.6T 0.2T 0 0 0 T T T 0.2T 0 T 0 0.6T 0 (2-15) T 0 T 0 =1.32 (2-7) 2-24
R R 1. R 2. 2.1 (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 0. 878F = 1 + m (C2.2) y (C2.1) be y y (C2.3) ( m + α ) f = F (C2.4) (C2.3) 1+ 0.122m α y = (C2.5) 0.878 α y m m 2.0 1.0 0.5 0.25 0 α y 1.417 1.278 1.208 1.174 1.139 α y =1.2 M n 2-25
1.05M + 1.275M + 1.403M = 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 +1.275 n +1.403 (C2.8) y α y = 1.403 + 0.05m + 0. 275n (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 1.0 0 0.2T 0 C2.8 R 1.3 IBC Rw Rw 8 4.8 R Ra 2/3 1/2 (2.13) (2.14) (RC) AIJ R 0.75 RC RC R RC R 0.75 4.8=3.6 2-26
R=4.8 RC R 0.75 4.0=3.0 4.0 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 C2.8 2-27
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
2.12 K K H K 0.1 1 I (2-19) 40 I H H 20 20 Z 0.4 (2-19) 2.13 P- 0.1 P- P- ETAB 2-29
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 2-10 - ( 2-12 ) F t 2-30
2-10 n-x 10 10 n-x 20 n-x 20 τ=1.0 τ=1.0-0.02(n-x-10) τ=0.8 2.16 2.16.1 aiw V = 4. 5 0.005 T 1.4 1.0 I=1.0 a IW V = 4.5 (2-1) (2-16) IW a 0.005 4.5 2.16.2 0.6 1.4α y R a (2-16) * * 0.6 1.4α y R R F u 2.5 2.9 a a R a P- (2-1) 0.4 Ig 1.4α yra (2-16) F u 2.5 0.4 Ig R 2.9 F =2.5 R (2-16) u * a a 2-31
1.4 0.6 2.17 80% V= a IW 1990 1995 V= a IW 0.4 Ig 2.18 a,v a 1 a, V = 2 a a,v = 32 a (2-22) 1994 1995 2-32
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(1.4 + 1.7L ± 1.87EQ X ± 0.3 1.87EQ ) (C2.11).75(1.4 + 1.7L ± 1.87EQ Y ± 0.3 1.87EQ ) (C2.12) 0 V.75(1.4 + 1.7L ± 0.3 1.87EQ X ± 1.87EQ ) (C2.13) 0 V.75(1.4 + 1.7L ± 0.3 1.87EQ Y ± 1.87EQ ) (C2.14) 0 V uv I y 2-33
3.1 1. 50 2. 20 1-1 1 3 1-2 3. 20 3.2 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 1 3-2 T 0 T 1 0 B1 1.5 B = (3-3) a T /B 1.32 /B 1 3-3 T 0 T 0 1.32B = (3-4) B 1 a (2-8) 3-1
(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 <2 0.8 0.8 5 1.0 1.0 10 1.3 1.2 20 1.8 1.5 30 2.3 1.7 40 2.7 1.9 >50 3.0 2.0 3-2
3-2 a T 0.2T 0 0.2T 0 T T 0 T 0 T a = 1 0.4 + B T 0.4 0.2T 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 = 1 0.4 + B T 0.4 0.2T 0 = a B a 1.32 = B T 1 3.3 1. 2. 90% 3. 90% 4. 3.2 5% 3-1 5% 3-3
3.4 2.13 3.5 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) 2 2 2 2 (1 r ) + 4ξ ξ r(1 + r ) + 4( ξ + ξ ) r w w j j k 2 j k r = (C3.4) 3-4 2 k r j r k j k jk j k ξ j ξ k j k wk w j k j
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% 3.8 2.12 2.12 3-5
3.9 2.16.1 2.16.2 3.10 2.17 2.17 0.4 Ig 3.11 2.18 ETAB 2.18 3-6
4.1 4.2 4.2 (1) (2) (3) (4) 1. (1) a. b. c. d. e. 4-1
(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
4. (1) (2) (3) 1. ( ) 4-3
2. 1971 an Fernando 25 3% 7 34% 56% 1972,, 3. 1971 an Fernando 27 3.7 (1983 ) 10.8 19 1.4 1/5 4-4
1971 an Fernando 1972 1.0 4. C4.1.1-C4.1.3 4-5
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
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
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 4.1 4.2 (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
MIO 881010-1 (1) IBC2000 FEMA273 274 302 303 4.1 a p R p 1. a. ( ) 1.0 1.0 b. 1.0 1.3 2. ( ) a. 2.5 1.3 b. 2.5 1.3 3. ( ) a. 1.0 1.3 b. 1.0 1.3 c. 1.0 1.3 4. a. 1.0 1.3 b. 1.0 1.3 c. 1.25 1.0 5. a.1.0 1.3 b. 1.0 1.0 6. 2.5 1.8 7. 1.0 1.3 8. a. 1.0 1.3 9. a.. 1.0 1.3 b. 1.0 1.0 10. 2.5 1.3 11. 2.5 1.3 12. a. 1.0 1.8 b. 1.0 1.3 c.1.0 1.0 13.. a. 2.5 1.8 b. 2.5 1.3 c.2.5 1.0 4-9
4.2 1. a. 1.0 1.3 b. 2.5 1.3 c. 2.5 1.3 d. 2.5 1.3 e. 1.0 1.3 2. a. 1.0 1.3 b. 2.5 1.3 3. a. 1.0 1.8 b. 1.0 1.3 c. 1.0 1.0 4. a. 2.5 1.3 b. 1.0 1.3 c. 1.0 1.3 d. 1.0 1.3 5. 1.0 1.3 6. 1.0 1.3 7. 2.5 1.3 8. a. 2.5 2.5 b. 1.0 1.3 9. 1.0 1.0 a p R p 4-10
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) 4.2 1.4 a p /R p 4.2 IBC 2000 2.11 C2.1 1.4 y y 1.4 1.4 4.4 MIO 881010-1 (1) 4-11
4.5 2.8 1.4 y R a (2.16) 1.4 y R a R a F u 2.5 2.9 R a P- 4.6 1. 2. F p 80% 4-12
5.1 1. 2. 3. W 2.2 4. 5. 2.16 0.1 P- 6. 25% R R 5.2 1. ( 1.3 ) 2. 15 2.8 R 1.6 5-1
5.3 0.06 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 =1.0 1.4 1.2 (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. - 2.3( 2.4) 2.8 2 3α y 3 3α y 5-2
5.5 5.2 5.4 1. R 5.1 2. 2.11 2.8 3. 80% IBC2000 FEMA273 274 302 303 5.1 R 1. 1.2 2. 1.0 3. 1.6 4. ( ) 1.6 5. 1.2 6. 2.0 7. 1.6 8. 2.0 9. 2.0 10. 1.2 11. 1.6 5-3
6.1 1. 2. (1) 1.2 (2) 1.2 100% 30% ACI 90% 85% 6.2 6.2.1 1.3 6.2.2 6.2.3 6.2.4 1.4α y R a P 1.7 6-1
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 4.0 6.2.5 F = 0. 133 W W p p 6.2.6 p 6.2.7 6-2
CE 81-01 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
6.2.8 6.2.9 Fp = 0. 4I ww w w 6.2.9 (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 1/3 0.75 (5) 1.2 1. 2. 6.2.10 0.2 6-4
(6.1) (6.1) Fi Ft (6.1) (6.1) 1/3 0.75 1.2 ETAB Version 6.0 (5) 6.2.11 6-5
6.2.12 1.1 1.2 25% 25% 6-6
7.1 ( ) 11. 12. 1. 2. 3. 4. 5. 6. 7. 8. 9. 10. 13. 14. 7-1
(Peer Review) 7.2 7.2.1 7.2.3 1. 2. 3. 4. 7.2.2 1. CN 3090 2. 3. 7.2.3 1. (1) fc 170kg/cm 2 7-2
(2) 10kg/cm 2 2. 3. 4. 7.2.3 1 5. (1) ( 7.5) (2) (3) (a) 8mm (b) (c) (d) (e) 7.7 16(#5) CN A42W(ATM A706) 6. (1) ATM A325 ATM A490 (2) ( ) 7.4 (3) 7. (1) 7-3
fm 100kg/cm 2 fm 180kg/cm 2 (2) 8. UBC B 9. 10. (CN) UBC 7-6 7. 7.2.3 7.2.3 4 12. (UBC 1924.10,11) 13. 14. 15. UBC 1997 (tructural Test and pecial Inspection), IBC 2000 ACI CN CN ATM JI IN 1. 2. 3. 4. 5. 6. 7. 7-4
8. 9. 10. IBC2000 IBC2000 C7.1 (Verification) (Inspection) 1 ( ) A CN ( ( ) ) ( ) B ATM 2 A B 3 1 CN ( 1 ) 4 CN ( ) 7-5
5 A. (1) (2) (3) >8mm (4) <8mm (5) B. 4 (1) ATM A706 (2) (3) (4) 6 A. 1 B. C C7.2 1 2 3 4 5 6 7 7-6
8 A B (Grout) 9 10 7.3 IBC 2000 EAOC 7.4 1. 2. 3. 4. 7-7
7.5 1. 1 2. 3. 4. ( ) 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) 7.6 1. (Complete penetration groove welds) 100% X 2. (Partial penetration groove welds) X 19mm 7-8
3. 38mm 7.7 PCI 7.8 (1) (2) (3) (1) (2) (3) 7-9
(1) (2) (3) (4) (5) 7.9 (1) (2) (3) (4) (5) (6) (7) (1) (2) (3) (4) (5) IBC 2000, UBC97 7-10
8.1 1995 1 9400 1995 10 1999 921 63 71 78 86 8-1
8.2 1. ( ) 2. 3. 4. 5. ( ) (1) (2) 1.0 (3) ( ) 0.4 50 8-2
8.3 1. 2. 1996 4 1997 3 ( ) 8.4 1. 2. 8-3
9.1 1980 1980 1986 EAOC EAOC 1990 EAOC 1L ICBO 1991 UBC 23 EAOC ICBO 1994 NEHRP 1997 NEHRP NEHRP/UBC/EAOC 1. 50 10% 1994 NEHRP/UBC/EAOC 100 10% 2. 9-1
3. 1/3 1/8 靭 NEHRP/UBC/EAOC 靭 1. 2. (a) (b) (c) (d) C9-1 C9-1 F I 9-2
F/I F/I F/I F/I F/I I F/I I I C9-1 敍 1. 2. 3. 4. 5. 9-3
9.2 9.2.1 ( ) (HR) (RB) (LRB) (FP) (BNC) (1) (2) (3) Winter Constantinous (1993) oong Constantinous (1994) 12 45 C9-1 C9-2 C9-2 C9-1 C9-1 C9-2 2 0.31 0.09 40 40 9-4
(Kelly, 1993; kinner et al., 1993) 9.2.2 A. - - ( ) ( 9.9 0 2.0 0.07 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 1.0 1.15 k e 6.5 10 9-5
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 0.1 0.2 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 0.05 0.1 Σt y (C9-4) Q (C9-6) k eff (C9-17 ) 9-6
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 C9-6 1.0 C9-6 k v Ec A = (C9-9) Σt E c (Kelly, 1993) 1 1 4 Ec = + 2 6 3 (C9-10) Geff K K ( 2000 Mpa) φ t 2 πφ / 4 φ = = (C9-11) πφt 4t ( 12 20) (Kelly, 1993) ( ) 9-7
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 1 + + (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 C9-7 9-8
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
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
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
k p = N c R (C9-24) R 9.2.2.B y 2 mm k p 100 C9-10 k eff (C9-17 ) 9.2.4 A. 1. BE-2 BE-2 2. B. 9.3 1. 2. 3. 4. 5. P- 9-12
9-13 ( ) ( ) ( 15%) ( ) P- P- P- P- 2 P P P C. ( ) 9.3.3A ( ) 1. 2.
( m 1.5) 9.3 9.3.1 1. 2. A. B. 1. 2. ( ) 9-14
3. 4. ( - ) 9.3.2 A. 1. 5%- ( 9.3.3A ) 2. ( 9.3.3B ) B. 1. 5%- ( 9.3.3A ) 2. ( 9.3.3B ) 3. 50 cm/sec 9-15
9.3.3 A. 1. ( 1 0.6) 2. a. 20% b. 9.7.2 c. d. e. 0.67 3. 4. 1. 20 2. (T M ) 3.0 3. (T ) 4. B. 1. 2. ( 1 >0.6) 3. 9.3.3A 2 4. 1.5 5. 1 2 5 ( ) ( ) (1) (2) 9-16
BE-2 1. 30% ( ) 2. ( ) 3. ( ) 4. ( ) BE-2 9-17
9.4 9.4.1 9.5 9.4.2 9.9 9.9 BE-2 ( ) 9.4.3 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
(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-2 9-19
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 =1.15 2. (b>>d) T / TM / M =1.3 ( ) 10% 9-20
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 1. 2. 1.25/α y ( : ) 1.5 ( ) 50% ( 50%) 9-21
. 2.12 ( ) 9.4.5 A. B. 30% C. 100% 30%. (9-6) T (9-7) TM T TM 3.2 9.4.3 9.4.3 9-22
9.4.6 1.5 1.5 (m 1.5) m 1.5 m=1.5 9.5 9.5.1 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
(9-10) (9-11) (9-10) (9-11) (9-2) (9-4) ( ) ( ) ( ) ( ) 9.5.2 A. 3.6 B. (9-10) (9-11) M M 3.6 9.5.2B 9.5.3 9-24
9.6 9.6.1 9.6.2 A. B. C. 9-25
9.7 9.7.1 9.7.2 A. B. C.. (1) 50% 0.025W (2) 50% 0.05W 3 36 M1 E. M1 / 1 9.3 1. 9.5 2. 3. 9-26
4. 0.75 0.75 F. 1.2Q +Q L + Q E 0.8Q - Q E Q E G. 1.0 W 9.3 1. 9.5 2. 3. (9.9.2F ) H. A- H I. ATM 4014 9-27
9.7.3 A. B. 9.8 9.8.1 9.8.2 ( ) 1. 2. 3. 9.9 4. 5. 9.7.2 I 1. 2. 9-28
9.9 9.9.1 9.7.2 I 9.9.2 A 10.8 B. - C. Q 0.5Q L 1. 20 2. 0.25 0.50 1.0 1.0 M 3 3. 1.0 TM 3 4. 1.0 30 1 / B 10 2 1. 1.2Q 0.5Q L Q E 2. 0.8Q Q E L E Q Q L Q E 9-29
. - 9.9.2C (1) (2) 0.1 2-10% E. - 9.9.2C 9.9.2 0.25 1.0 0.75 1.0 1.0 1.0-15% F. 静 1.2Q 1.0Q L Q E 0.8 Q - Q E Q E G. H. 1. 2. 3. - 9-30
9.9.3 - - 9.9.2C (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 9.9.4 1. 9.9.2-2. 9.9.2C (2) 9.9.2C a. 3 15% b. 3 15% 3. 9.9.2C (3) 30 l / B 10 20% 4. 9.9.2C (4) 30 l / B 10 20% 5. 9.9.2F 静 6. 9-31
9.9.5 A K max K min 9.9.2 K max + F + F max max = (9-14) 2 K min + F + F min min = (9-15) 2 9.9.2 K M max + FM + F max M max = (9-16) 2 M K M min + FM + F min M min = (9-17) 2 M - 9.9.2C K max K Mmax K min K Mmin B. 9.9.2 1 E β = 2 (9-18) 2π K max (9-18) E + 9.9.2 1 EM β M = 2 (9-19) 2π KM maxm (9-19) E M + M ; 9-32
9.10 9-33
9.11 ' 9-2 mm 9-10 mm M 9-4 mm ' M 9-11 mm T 9-6 TM 9-7 + E Loop F F + F + K mzx 9-14 K min 9-15 K M max 9-16 K M min a 9-17 1 5% 5% M 1 5% M 5% T T e T M V 9-3 9-5 9-34
V b V s V t W b d e g 9-8 9.4.4B 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 9-19 9-35
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. 44716-44742. 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-94-0007, 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. 209-220. 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
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-93-0020, 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-95-0012, 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 94-0009, National Center for Earthquake Engineering Research, tate University of New York at Buffalo, New York, pp. 1-63 to 2-76. 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
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-91-0005, 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-94-0018, 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 94-0010, 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-94-0014, 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-93-0004, National Center for Earthquake Engineering Research, tate University of New York at Buffalo, New York. 9-38
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
10.1 1. 4 2 1.3 1.3 2. 4 2 2 2 C10-1 10-1
C10-2 - - 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
10-3 10.2 ( 30%) ( ) ( ) 10.4.1 10.3 ( ) ( ) ( ) ( ) - - C10-3 C10-3 ( ) ( ) C10-4
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 C10-5 - Figure C10-5 C10-5 C10-5 ATC(1993) EERI(1993) oong Constantinou (1994) Force 10.3.1 - - - 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
10.3.2 - 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
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 C10-7 21 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) 1 2 2 G1 G2 ; 2 Ab Ab Ab K 1 K 2 C 2 A b t 10-6 C10-9 Figure C10-9
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
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=1 0.5 2.0 (0.5 α 2.0) 10.3.3 ( ) - - C10-5 Tsopelas Constantinou(1994) Nims (1993) Pekcan (1995) 10-8
10.4 30% ( ) 10.4.1 A. 1. (2.12 ) 80% 120% 2. 50% 3-1 β W j j eff = β + (10-7) 4πWk 10-9
β 3.2 0.05 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 5. 4 1 1 4 1 4 i B. 50% 10-10
β 3-1 W j j eff = β + (10-9) 4πWk β 3.2 0.05 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
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 5. 4 1 1 4 1 4 (1) (2) (3) (a) (b) f 1 ( CF1 + 2β eff CF2 ) Constantinou (1996) CF = CF 1 1 2 = i 10-12
10.4.2 30% (1) (2) 80% A. 10.4.1A 5% 5%- (B s B 1 ) 3-1 10.4.1A 10.4.1 90% (10-7) 10-13
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 10.4.1B CF 1 CF 2 m β eff m (10-12) (10-13) 10.4.1 90% (10-14) (10-16) 10-14
10.5 10.5.1 ( - - ) 1/T e ( - - ) ( ) (1) (2) 1/T e A. B. β W j j eff = β + (10-17) 4πWk β 3.2 0.05 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
: A. T e B. 1. 2. 1 (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 3.2 0.05 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
W j 2 2π 2 = C jδ rj (C10-9) T s T s C j δ rj 5. 1 4 2 4 1. 2. 3. 4. 5. 6. 5 7. 2 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% C10-11 5% 5% 10-17 pectral acceleration (g) 1
B s B 1 ( 3-1) C10-11 5% 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 ) 1. 2. V a = g (C10-14) W sm V 3. d δ r = φ Γ rm m 10-18 (C10-15)
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 = C10-12 20% 30% 40% 10-19
(1) (2) (C10-16 ) A y A y 2( Ay y A) β b = (C10-21) πa β eff = qβ b (C10-22) q 1.0 50 100 150 200 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 C10-12 2Af + 2q( Ay y A) = (C10-23) πa 2 A 1 A 2 C10-12 30% ( = 110 mm, A y = 0.28g) A 1 =0.29g 10-20 Base shear / weight (g) 0.4 0.2 A y =0.28 g Force/mass y =40 mm
A 2 =0.36g A f =0.08g y =40 mm q=0.5 T s =1.11 sec β eff =0.3 110 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
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 0.25 3.7 0.50 3.5 0.75 3.3 1.00 3.1 1.25 3.0 1.5 2.9 1.75 2.8 2.00 2.7 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 C10-16 10-22
10.5.2 3.6 ( ) ) ( ) ( ) (10.8 ) 10.6 10.6.1 10.6.2 - - 10.6.3 10-23
10.6.4 10.6.5 10.6.6 10-24
10.6.7 10.7 10.7.1 10.8.2 10.8 10.8.1 - (1) 10-25
(2) 10.6.6 10.6.6 10.8.2 A. 10.8.1 B. 100-10-26
C. 1. 2000 ( ) 2. 20 BE-2 (1) (2) (3) BE-2 2000 (1) (2) 2000. - 0.5f 1 2.0f 1 15% 0.5 f 1 f 1 2.0 f 1 20 BE-2 BE-2 10-27
0.5f 1 2.0f 1 2.0f 1 0.5f 1 1/4 ( ) E. BE-2 - F. (1) (2) 1. 2. 3. 10-28
10.8.3 - - 10.8.2 (k eff ) + F + F k eff = (10-19) + + F F + 10.8.2C (β eff ) β 1 W eff = 2 π k (10-20) 2 eff ave k eff (10-19) W + ( ave ) - 10.8.2 (k eff ) (β eff ) 10-29
10.8.4 1. 10.8.2C - 2. 10.8.2C (k eff ) 15% (1) 15% (2) 3. 10.8.2C 15% 15% 4. 10.8.2C (W ) 15% 15% 5. 10.8.2C F (W ) 20 15% 6. 10.8.2C (W ) 10-30
10.9 B E - 1-1 50 10% (2) MCE 2/3 B E - 2-2 MCE BE-2 E 穏 E BE-1 10-31
10.10 C C j CF i ave ( ) 2 + + + & F F + + F K K T s V V t W f I K 10-19 m q eff ave 1 ( ) 2 + + + β β b eff δ i mm mm 0.05 β 10-710-11 10-17 θ j φ i φ rj ω I 2π f I i j 10-32
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. 44716-44742. 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. 335-370. 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. 389-412. 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-91-012, 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
Earthquake Engineering Research, tate University of New York at Buffalo, New York. Constantinou, M. C., and ymans, M.., 1993, "Experimental tudy of eismic Response of Buildings with upplemental Fluid ampers," The tructural esign of Tall Buildings, John Wiley & ons, New York, New York, Vol. 2, pp. 93-132. en Hartog, J. P., 1956, Mechanical Vibrations, over Publications, New York, New York. EERI, 1993, "Theme Issue: Passive Energy issipation," Earthquake pectra, Earthquake Engineering Research Institute, Oakland, California, Vol. 9, No. 3. Grigorian, C. E,, and Popov, E. P., 1994, Energy issipation with lotted Bolted Connections, Report No. UCB/EERC-94/02, Earthquake "Engineering Research Center, University of California, Berkeley, California. Kareem, A., 1994, "The Next Generation of Tuned Liquid ampers," Proceedings of First World Conference on tructural Control, Los Angeles, CA, pp. FP 5-19 to PP 5-28. Kasai, K., Munshi, J. A., Lai, M. L., and Maison, B. F., 1993, "Viscoelastic amper Hysteretic Model: Theory, Experiment, and Application," Proceedings: eminar on eismic Isolation, Passive Energy issipation, and Active Control, Applied Technology Council Report No. ATC-17-1, Redwood City, California. Kaynia, a. M., Veneziano,., and Biggs, J. M., 1981, "eismic Effectiveness of Tuned Mass ampers." Journal of the tructural Engineering ivision, American ociety of Civil Engineers, New York, Vol. 107, pp. 1465-1484. Li, C., and Reinhorn, A. M., 1995, Experimental tudy and Analytical Investigation of eismic Retrofit of tructures with upplemental amping: Part II-Friction evices, Report No. NCEER-95-0009, National Center for Earthquake Engineering Research, tate University of New York at Buffalo, New York. Liang, Z., Tong, M., and Lee, G. G., 1995, Real Time tructural Parameter Modification (RPM): evelopment of Innervated tructures, Report No. NCEER-95-0012, National Center for Earthquake Engineering Research, tate University of New York at Buffalo, New York. Makris, N., Constantinou, M. C., and argush, G.. F., 1993, "Analytical Model of Viscoelastic Fluid ampers," Journal of the tructural Engineering ivision, American ociety of Civil Engineers, New York, New York, Vol. 119, No. 11, pp. 3310-3325. 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. Naaseh, imin, 1995, "eismic Retrofit of an Francisco City Hall - The Role of Masonry and Concrete," Proceedings of the Third National Concrete and Masonry Engineering Conference, an Francisco, California. Newmark, N. M. and Hall, W. J., 1982, Earthquake pectra and esign, Earthquake Engineering Research Institute, Oakland, California. 10-34
Nims,. F., Richter, P. J. and Bachman, R. E., 1993, "The Use of the Energy issipation Restraint for eismic Hazard Mitigation," Earthquake pectra, Earthquake Engineering Research Institute, Oakland, California, Vol. 9, No. 3, pp. 467-498. Pekcan, G., Mander, J., and Chen,., 1995, "The eismic Response of a 1:3 cale Model RC tructure with Elastomeric pring ampers," Earthquake pectra, Earthquake Engineering Research Institute, Oakland, California, Vol. 11, No. 2, pp. 249-267. 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., Li, C., and Constantinou, M. C., 1995, Experimental and Analytical Investigation of eismic Retrofit of tructures with upplemental amping Part 1: Fluid Viscous amping evices, Report No. NCEER-95-0001, National Center for Earthquake Engineering Research, tate University of New York at Buffalo, New York. akai, F., 1989, "Tuned Liquid Column amper - New Type evice for uppression of Building Vibrations," Proceedings, International Conference on High Rise Buildings, Nanjing, China. EAOC 1986, Tentative eismic Isolation esign Requirements, tructural Engineers Association of California, an Francisco, California. EAOC, 1996, Recommended Lateral Force requirements and Commentary, ixth Edition, eismology Committee, tructural Engineers Association of California, acramento, California. ladek, J. R., and Klingner, R. E., 1983, "Effect of Tuned-Mass ampers on eismic Response," Journal of the tructural Engineering ivision, American ociety of Civil Engineers, New York, No. 109, pp. 2004-2009. oong, T. T., and Constantinou, M. C., 1994, Passive and Active tructural Vibration Control in Civil Engineering, pringer-verlag, Wien-New York. 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, pp. FA 4-3 to FA 4-12. 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 94-0010, National Center for Earthquake Engineering Research, tate University of New York at Buffalo, New York. Whittaker, A.., Bertero, V., Alonso, J., and Thompson, C., 1989, Earthquake imulator Testing of teel Plate Added amping and tiffness Elements, Report No. EERC-89/02, Earthquake Engineering Research Center, University of California, Berkeley, California. Yang, T.-., and Popov, E. P., 1995, Experimental and analytical tudies of teel Connections and Energy issipators, Report No. UCB/EERC-95/13, Earthquake Engineering Research Center, University of California, Berkeley, California. 10-35
10-36
11.1 11.1.1 1. 2. 11.1.2 11.1.3 (1) (2) 86 5 1990 V 1995 1996 1996 V 1995 1996 11.1.2 3m 0.2kgf/cm 2 0.2kgf/cm 2 ( [29]) 11-1
11.1.3 1. 2 2. F L F L 1.0 R F L = (11.1) L R L ( ) 1. 1964 1990 1995 1999 921 2. 1996 V a. b (1) 20m 10m (2) FC 35% FC 35% I p 15 (3) 50% 10mm 10% 10 1mm b. F L F L 1.0 R F L = (c11.1) L σ σ 0 L = r A (c11.2) d 0 11-2
r d = 1.0 0. 015 x (c11.3) { r h + r ( x h ) } 10 σ = (c11.4) 0 t1 w t 2 w { r h + r ( x h ) } 10 σ (c11.5) 0 = t1 w t 2 w FC (%) 75µm I p 50 50% (mm) 10 10% (mm) F L R c L r d A 11.1.5 σ (kgf/cm 2 ) 0 σ (kgf/cm 2 ) 0 x (m) r t1 (tf/m 3 ) r t2 (tf/m 3 ) r (tf/m 3 ) t 2 h w (m) c. R (c11.6) 0.0882 N a /1.7 ( N a < 14) R = (c11.6) 6 4.5 0.0882 N a /1.7 + 1.6 10 ( N a 14) (14 N a ) N a = C + (c11.7) 1 N1 C2 N N 1 = 1.7 (c11.8) ( σ + 0.7) 0 1 (0% FC < 10%) C 1 = ( FC + 40) / 50 (10% FC < 60%) (c11.9) FC / 20 1 (60% FC) 0 (0% FC < 10%) C 2 = (c11.10) ( FC 10) /18 (10% FC) 11-3
N a { 1 0.36 log } 10 ( 50 / 2) N1 = (c11.11) R N N N 1 1kgf/cm 2 N N a N C 1, C 2 N 3. 1995 4. (1) FC 35% (2) FC 35% 5. 50 2mm 50 2mm 10mm 6. R N 50 FC FC (c11.7)(c11.10) N (c11.6) R (1) (2) N N 7. (c11.6) 11.1.4 1. 11.1.2 2. 11.1.3 3. 11-4
(1996 ) V C11.1 E E = 0 C11.1 E R F L x (m) R 0.3 0.3 < R 1 F L 3 0 x 10 10 < x 20 0 1/3 1/6 1/3 1 3 F L 2 3 0 x 10 10 < x 20 1/3 2/3 2/3 2/3 2 3 F L 1 0 x 10 10 < x 20 2/3 1 1 1 10m 10m E 11.1.5 1. 11.1.2 11.1.3 11.4 2. A = 0.4 I ( ) 3. 11-5
E = 0 11.2 : ( ) ( 1. (en Hartog, 1956) (TMs) (TLs) International Association for tructural Control (1994), oon and Constantinou (1994) ( ) ) - : (1) ( ) (2) U 11-6
(Villaverde, 1994) (Kaynia et al.,1981; ladek and Klingner, 1983) 2. (oong, 1990; oong and Constantinou, 1994; ATC, 1993; International Association for tructural Control, 1994) C11-1 C11-1 C11-2 C11-3 (Reinhorn et al., 1992) C11-2 11-7
/ - C11-3 (ymans et al., 1994) C11-4 Liang et al. (1995) 11-8
/ C11-4 11.3 10% 11-9
11.4 11-10
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. 447-454. 5. 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. Kaynia, A.M., Veneziano,., and Biggs, J.M. 1981, eismic Effectiveness of Tuned Mass ampers, J. tructural Engineering, ACE, Vol. 107, pp. 1465-1484. 9. Liang, Z., Tong, M., and Lee, G.C., 1995, Real time structural parameter modification (RPM) : evelopment of Innervated tructures, Report No. NCEER-95-0012, National Center for Earthquake Engineering Research, tate University of New York at Buffalo, New York. 10. 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-92-0020, National Center for Earthquake Engineering Research, tate University of New York at Buffalo, New York. 11. EAOC, 1996, Recommended Lateral Force requirements and Commentary, ixth Edition, eismology Committee, tructural Engineers Association of California, acramento, California. 12. lade, J.R., and Klingner, R.E., 1983, Effect of Tuned Mass ampers on eismic Response, J. tructural Engineering, ACE, Vol. 109, pp. 2004-2009. 13. oong, T.T., 1990, Active tructural Control: Theory and Practice, Longman, London, United Kingdom. 14. oong, T.T., and Constantinou, M.C., 1994, Passive and Active Control in Civil Engineering, pringer-verlag, Wien-New York. 15. ymans, M.., Constantinou, M.C., Taylor,.P., and Garnjost, K.., 1994, Ref-1
"emi-active Fluid ampers for eismic Response Control," Proceedings of First World Conference on tructural Control, Los Angeles, California, pp. FA4-3 to FA4-12. 16. Villaverde, R., 1994, eismic Control of tructures with amped Resonant Appendages, Proceedings of First world conference on tructural Control, Los Angeles, CA, pp. WP4-113 to 122. 17. 1999 MOI 881015 18. 1999 (1) MOI 881010-1 19. 1997 MOI 860008 20. 2000 21. 1992 22. 1991 23. 1999 24. 1997 25. 1995 26. ( )2000 27. 1998 28. V 1990 ( ) 29. V 1996 ( ) 30. 1995 1996 ( ) 31. 1996 ( ) 32. 1996 ( ) Ref-2