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1 '98 De s ig n C rite ria a g a ins t Ea rt hq ua ke s
2 (Elastic Rebound Theory) (Plate Tectonics) (Hyp ocenter) (Epicenter) (Magnitu de, M) (Intensity, I) (seismograph) i -
3 1.8.2 (, Tsunami, ) ( ) ? ii -
4 iii -
5 A. B. C. C. 1 C.2 C.3 D. D.1 D.2 D.3 D.4 E. E.1 E.2 - iv -
6 (saturation) : Mw (Mom ent Magnitu de), ML(Richter Local Magnitu d e), Ms (Surface Wave Magnitu d e), mb (Sh ort-period Body Wave Magnitu d e), m B (Long-Period Body Wave Magnitu d e), MJMA (Jap an ese Meteorological Agency Magnitu d e) (After Idriss, 1985) San Francisco (1906) Chile (1960) MM, RF, JMA, MSK (a) 1968 (Inangahu a) (Eiby, 1980), (b) 1989 (Loma Prieta) (Hou sner, 1990) MMI (Isoseism al Maps) (A.D ) ( ) v -
7 v i -
8 JMA MM ( 4.0, ) (: 500 ) (: 500 ) Ca Cv ( 500 ) (I) v ii -
9 , (R) v iii -
10 ( ) ix -
11 - x -
12 1 1.1, 1.2 (Plate), (Elas tic Rebound T heory ) 1906 H. F. Reid, ( )
13 1.2.2 (Plate Tectonics) km cm.,. 1.2 (Fowler, 1990) - 2 -
14 1.3 (Bruce A. Bolt, 1993) (D islocation Earth qu ak e).. (V olcanic Earth qu ak e). (D ow nfall Earth qu ak e) () - 3 -
15 . (M an-m ade Earth qu ak e) : 70km. : km. : 300km (Hy pocenter). : (Epicenter)
16 (M ag nitude, M ).. (Richter Local M agnitu de, M L) 1935 (Richter),. Wood-Anderson, - 5 -
17 (600km ) " "., 100km Wood-Anderson (micrometer) (logarithm of base 10). (M L)" ",.. (Surface W ave M agnitu de, M s) (wave).. (, body wave) (surface wave) 1. (surface wave magnitude, Gutenberg and Richter, 1936) 20 (Rayleigh waves). M s = log A log + 2.0, A : (ground displacement) : (360 ) ( : Wood-Anderson. seismometer) ( 70 km ), ( 1000 km )
18 . (Bo dy W ave) (M b ),. (, body wave) (Gutenberg, 1945) P, P. M b = log A - log T , A : p T : P ( 1 ). (P, Rayleigh ). " (coda)", 1 p (backscattered waves) (Aki, 1969)., 1969 Aki (coda magnitude, Mc). (duration magnitude)., (Real and Teng, 1973)., (long-period wave)(local magnitude), MJMA.. (M om ent M agnitu de, M w ):,., - 7 -
19 " "., ( ),. (saturation), (bodywave) 6 7, 8.,. (moment magnitude, Mw) (Kanamori, 1977; Hanks and Kanamori, 1979), (seismic moment, Mo). (Mo) dyne-cm,. M o = A D, : D A : D : (saturation).,
20 1.5 (saturation) : Mw (Moment Magnitude), ML(Richter Local Magnitu de), M s (Surface W ave Magnitu de), mb (Short-Period Body Wave M agnitu de), mb (Long-Period Body Wave Magnitu de), MJMA (Japanese Meteorological Agency Magnitu de) (After Idriss, 1985) (San Francisco) 1960 (Chile) (surface wave magnitude) California., - 9 -
21 . San Francisco 7.9, Chile Bolt ML Mb3 7, Ms 5 7.5, Mw San Francisco (1906) Ch ile (1960) (Boore, 1977). 60km (Tsuboi, 1954). M = 1.73 log A + log B , M :, 1. A : ( : km) B : ( MN 2 + ME 2 ) 1000/, 2 ( : 10-6 m)
22 (MN :, ME : ),. < > 180km SMN ( ) = 6mm, ME ( ) = 8mm 0.25M? (, 3 5Hz 15,000 ) B = ( ) = 0.67 A = 180 km M = 1.73 log log = 2.9. E M 1956 Gutengerg Richter. log E = M s E erg, Ms, 1983 Kanamori , 32, (Mw = 9.5) 178,000 ( : 5.6)
23 1.1 M (e rg )
24 1.7 (Joh nston, 1990) (Inten sity, I).,,,,,., (Rossi-Forel, RF) RF 12 (Modified Mercalli, MM), MSK (Medvedev-Spoonheuer-Karnik), 8(Japan Meteorological Agency, JMA) (, 1.5 ) ( : JMA ),,
25 , (epicentral intensity). J MA(1949) 1.2 JM A J MA J MA(1978), 0, (0.8gal ),. ( gal),,. (2.5 8gal),.,,,,,,., (8 25gal).,,.,.., (25 80gal)
26 < 1.2 > J MA(1949) J MA J MA(1978).,,, (80 250gal).. 30,,,. ( gal) 30,, 30,,. (400gal ) g al 1g al =1cm/ sec 2, 1g =980cm/ sec 2 =980g) 1) JMA 1949, ) JMA,
27 * J MA *2 0 J MA (1996) , Lowe r..,,,...,.., 5 Uppe r,.,... 6 Lowe r... 6 Uppe r.....,
28 * J MA * Lowe r 5 Uppe r 6 Lowe r 6 Uppe r 7.,..,... ( ),.,.,.. ( ),,.,.,.,.. ( )...,.. ( ).,,,
29 ) *1 *2 JMA 1),. JMA. 2),,,. 3),
30 1.3 M M Wo o d a nd Ne u m a n n (1931) MM Ric hte r(1956),.,.,,.,, (0.5 1gal),.,,.. (1 2.1gal)...,..,. (2.1 5gal).,.,.,,.,,,,,,.,,..(5 10gal),
31 < 1.3 > Wo o d a n d Ne u m a n n (193 1) MM Ric hte r(1956),.,....,..,......(10 21gal).,...,..,.,.,.,,.,....,,...,,,,., D.,.(21 44gal)..,.,,,..,..,. D...,,,.. C.,..,......(44 94gal),,,
32 < 1.3 > Wo o d a n d Ne u m a n n (193 1) MM Ric hte r(1956)...,. C,, B. A..,,,,,.,,.,,..,,..,.,,.,,.. (94 202gal).. D, C.. B,,.,...,.,,.,,.( gal),.,..,..,...,,,,.,.,...(432gal ),,
33 < 1.3 > Wo o d a n d Ne u m a n n (193 1) MM Ric hte r(1956),..,....,...,.,....,...,.,.,..,.,.. : 1) MM Wood and Neum ann (1931), Richter(1956). 2) MM Richter(1956). A :., B : A C :., D :.,
34 1.8 M M, RF, JM A, M SK (Rich ter, 1958;Kram er, 1996) 1.9 (a) 1968 (Inangahu a) (Eiby, 1980), (b) 1989 (Lom a Prieta) (H ou sner, 1990) M M I (Isoseism al M ap s)
35 1.5.3 (, 1997) ' ' 1 ' '. ' 5.6 ' --> ' 5.6 ' --> ' 5.6 '. ' 5.6' ' 5.6'. ' ' ' '. ''. 1.6 (elastic wave)..,
36 P S : S h : P+Sv.. P S. (1) P ( ). S ( ) P P"Primary Push ". (2) S ( ) S. P
37 P. ( ).. S S"Secondary Shake"...,. (1) S SH,. (2) P S SV,
38 1.10 (Bru ce A. Bolt, 1993)
39 1.7 (seism ograph) (earth movement).,.,., :,. :,
40 ,,,,,, 2. Nobi ( 6m, 2m), Alaska, San Fernando km 40, m (, T s un ami, )..,., 1896 Sanriku 10 m ,,.,,,,
41 .,, ,. 1906, ( 50km ).,,,
42 : : ( ) : () : ,,,,,. 1800, MM
43 1.12 (A.D )(, 1997). 1905, ( 3.0 ) 7 8, ( 5.0 )
44 1.13 ( )(, 1997)
45 1.4 ( 4.0, ) (M) (J MA) N E 36.6 N E 36.6 N E 36.6 N E 35.8 N E 38.3 N E 37.2 N E 37.3 N E 35.4 N E 35.3 N E 34.9 N E 35.1 N E 34.9 N E 38.1 N E 37.9 N E 37.2 N E 35.8 N E 37.8 N E 5.1 ( ), 4, ( ), 5.0 ( ), 2, 118, 90m 5.0(mb) ( ), 4.8 ( ), 5.0(mb) 4.5 ( ), 5.1(mb) 4.7 ( ), 45km 5.0(mb) 4.0 ( ), 30km ( ), 50km,, ( ), 70km,,, ( ), 175km,,, ( ), 175km,,, ( ), 100km, ( ), 70km km ( ) ( ), 20km 6km,, II km
46 ? 2 ( ) 2.1?,,...,....,..,.,,
47 ?.,,...,.. (1). (). (2) ()..,. (optimization) (ductility),
48 ?..,., ,.,,, (1987).,..,
49 ?., , I, II I, II, S A, S B, S C, S D, S E, S F 50, 100, 200, 500, 1000, 2400 Ca, Cv
50 ?.,, ( ),.,..,
51 ?.,., , (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12), (13) (14) (15)
52 ? (16) (17) (17). 1) 2) 2 3) 4) 20,
53 ? < >
54 ,. 1972, 1988, 1991, 1992, 1993,,.,, II ( ). ( ),,,,,,,,,. 20. ( ). 20,, II( )
55 (), ( ),
56
57 .. - -?.? % % % % % %
58 ,.,..,. 2, ,
59 ,,,,,,,,,,,,,,, (, ) :,,,,,,,,,, (, ) :,,,,,, (, ) :,,,,,,,,,,,, (, ) :,,,,,,,,,, 500 Z ( : 500 ) I II, Z(g )
60 3.4 ( : 500 ) ( ) , I , 3.5SA, SB, SC, SD, SE, SF 6. SF. -, Quick Clay,
61 m (m./ s ) N ( N C H ) (b low/fo o t) ( kpa ), S u S A 1500 S B S C S D S E S F > 50 > < 15 < % Ca Cv Ca Cv Ca Cv S A S B S C S D S E
62 ,, ,
63
64 , Loma Prieta(),,,,. (EC),,,,
65 II( ) CEN (European Committee for Standardization) ENV : 1994 Earthquake Resistance Design of Bridges, , Hanshin-Awaji AASHTO (American Association of State Highway and Transportation Officials)2. Standard Specifications for Highway Bridges, Division -A : Seismic Design LRFD Bridge Design Specification 1994.,,
66 . Caltrans (Department of Transportation of the State of California) AASHTO, Loma Prieta ATC (Applied Technology Council) Caltrans
67 ( ) : ( ) : : (M8.0 : ) ( ), (M7.9 :, ) , 1939, 1956, (M7.2 : ) (M7.9 : ) (M6.8 : ) (M7.1 : ) (M7.5 : ) (M7.9 : ) -,. -, (lifeline) (M7.4 : ) ,, ( ) (M8.1 : ) (M7.2 : ) , :
68 (M8.3 : ) (M7.1 : ) UBC : (M6.6 : ) Caltrans,, AASHTO Caltrans, : AASHTO Loma Prieta() (M7.1 : ) AASHTO (M7.8 : AASHTO ) AASHTO AASHTO LRFD (M6.8 : ) AASHTO,, -. -,, (lifeline)
69 (50,100,200,500,1000,2400 )
70 :
71 ,..,. 3.9 I II, - (, ),,,,, A >0.07 A 0.07.,
72 3.10 ( 500 ) (g ),, , ( ) 3.11 I II C a C v C a C v S A S B S C S D S E S F ( ) II III (S ) ,. ( )
73 (I) I II ( ) C s = ( T s ) C a I ( T 0.2 T s ) C s = 2.5 C a I ( 0.2 T s T T s ) C s = C v T I ( T s T ), C s : C a C v I T : : : : T s = C v / 2.5 C a ( ) C s = 1.2A S T 2 / 3, A :
74 S : T : / ( ) : 1.0D + 1.0E ( ) : 1.3D + 1.3E, D : E : ,
75 ,,.. (1) (2) (3) (4) (5) (6) (7)
76 . (1),,. SRSS (Square Root Sum of Squares method).,,, (Shear Key, Restrainer). (2) 325 (3),,, 0.1g,
77 . 1/ 2, 1/ 2., , d d = V 2 A g [ N A ] - 4, d : A : V : N :
78 g : K = K o, : : K o :, K s = E s B, K r = E s B H 2, E s : B : H : (4) 1.0, 150%, 133%.,. P- P -.,
79 ,.,,,,. (5),, 3,
80 ,,,,,, ,,,
81 ( ),
82 3.15,,.,., ,,.. (1)
83 (2) (3) (4) (5) (6) (7). (1) 2,.,.,,
84 (2) 3.16.,.... (beam ),,,
85 (3),.,..,,,, 3.,,,.,,,,. ( ),,.,,
86 ..,
87 < >
88 ,,, ,,,,,,,,,,,
89
90
91 . 3.18,.,. I,. II, ,
92 . 3.19,,,,,
93 ,,,. (1) (2)
94 (3) (4) (5) (6) (7) (1) :,,,, ,,,. :.. :.. :,,
95 :. :.. :. (2) - 2 ( ) ,,. -,,. -, (, ) (3)
96 ,,,,,, 3,,,,,,, ( ),,,, (4)
97 3.21,,.,,..,,
98 ,,,,,, ,,,,, 1, 160km.,,.,
99 . 3.23,,. (Redundancy),.,,
100 , ,,,.. (1) (2) (3) (4) (5) (6) (7). (1)
101 ,.. (2) 3.24,
102 < 3.24 > :,,,, :,, :,,,, - : - :
103 . -,,. -,,,. -,. -. -,. -, ,,
104 . -..,,...,,
105 < >
106 ,,,,,, ( ),, 2 1, 160.,,.,
107 ( ), ( ),
108 . 3.26,,,.. (Redu n d ancy),.,
109 , (1) (2) (3) (4) (5) (6) (7). (1) (
110 .).., 150%, 133%...,
111 (2) (,,,,, ) ,..,..,...,,
112 (3),, (,,, ).,.,..,,,,.. -,. -,,.,
113 (4),,.,,,.,...,. 3.,,
114 ,,... P
115 < >
116 ( ),,, : : : 25% : (,,,,, )
117 ( 4, ) ( 7 2, : ) 32 1 : , (, ) ( ) 32 ( )
118 3.7.2 ( ), ( ),
119 No 1 No 2 No N 6 No Ye s N 6 Ye s Ye s N 20 ha 60m No 1, 2 No Ye s 1, 2 Ye s Ye s Ye s No Ye s N 50 No
120 ,.. ( ) 3.30,, I II 2.,, 5 (, ) 1 (, )
121 ( ) 6 1 m m , , 6,
122 (g) (g),,,,,,, 0.11,,,,,, ( ),, (, 0.08, ),,,,
123 . (1) ( ) 3.33 I II Ca Cv Ca Cv S A S B S C S D S E S F ( ) II III (S)
124 ( ) (2) m (m./s ) S A 1500 S B N ( N C H ) (kpa ), S u (b low/foot) - - S C >50 >100 S D S E 180 < 15 < 50 S F
125 ( ) 1 2 3, 60m 1 60m, 9m N ( ) (kg/ cm 2 ) (m/s ec ) 700 2,
126 . ( ),., C = T, T : ( ) (1), (2) (3)., (1), (2) (3) T = h 3 /4 n ( ) ( 1) T = h 3 /4 n ( ) ( 2) T = 0.09 h n B ( ( 1), (2 ))(3), h n B : (m) : (m)
127 . ( ). 3.35, 1,, , Pu sh over. ( ) ( )
128 () D L E D E 0.75(1.4D 1.7L 1.87E) 0.9D 1.43E D :,L :, E :.,. (1) V = ( A I C S R ) W, V : A : I : C :
129 S : R : W : (2) 3.37 (R) (R) %
130 (3) F x = W x h k x n W i h k i i = 1 V, F x : x W i, W x : i, x h i, h x : i, k V : k. T 1.0 k = < T 2.0 k = 1.5 T > 2.0 k = 2.0 (4). V x = n i = 0 F i, V x : x F i : i (5).,
131 5%. (6) M x = n i = 1 F i ( h i - h x ), M x : x F i : i h i, h x : i, x : (7)
132 x = R x e, x : x R x e : : x (8) 2... (9).,
133 (Redundancy). 3.40,.....,..,...,
134 < 3.40 >..,..,.,..,, -...,,,
135 3.7.3,,,.. (1) (2) (3) (4) (5) (6) (7). (1),,.,,,,,
136 (1),.,. (2),,, 3. (3),,,.,,,,.,,. (4),
137 ,.... (1) (2).,,.,,, ( ). (3).,,
138 < > (1) < > (2)
139 < > (3)
140 ,, ( ) g ( ) ( ),
141 3.42, () 1 () ( )
142 ( ) - 1:,,,, 1ppm - 2:,,,, 1ppm 10ppm - 3:
143 3.43. I. II ,
144 ,.,,
145 < 3.44 >.,
146 3.9.3,,,.. (1) (2) (3) (4) (5) (6) (7) ,
147 .,,,....,,..,....,
148 < > (1) < > (2)
149 < > (3)
150 ,. ( ) 3.43, ,,,,,,,,,,,,,,
151 ,,,,,,,,,,,,
152 . 3.47,., ,,
153 ,.. (1) (2) (3) (4) (5) (6) (7)....., -.,..,
154 .,
155 < >
156 , ( ) ,,,, ,,. 3.48,
157 ,,,,,,,, *,,, *,,,,.,,,, LN G LPG,,,
158 3.50,,,,,,,,, 50m 100 m L P G, 500 m 1,000 m
159 . 3.51,,,,
160 3.52,,,,,,
161 3.53 ( )
162 3.54 (.,,. ).... (,. ).... (. ).,
163 ., ,,,.. (1) (2) (3) (4) (5) (6) (7). (1) 2 ()
164 .. (2).. (3).,,.,,. (4),,,,
165 (5) : : : (, ) :. :. (1) :,, - -, ,., 2.,
166 .,. (2) :,, - :,,, - :. 4, - :.., (3)
167 .. (1),.,. (2),..,,, 3. (3),,
168 ,.,,,,. ( ),,. (4),.... (1) :. 12 :
169 (2) 3.55,, (3).,,.,,
170 (1) - - (Arch) - (2) - Earth - Rock
171 ( ), ,,,,
172 3.57 (hm 3 ) ( ) 120 (6) (4) (2) 0.1 (0) (m ) ( ) 45 (6) (4) (2) 15 (0) ( ) ( ) 1000 (12) (8) (4) (0) ( ) (12) (8) (4) (0) ,,,
173 3.59 Block
174 < 3.59 > Abutment Abutm ent
175
176 < 3.60 > Abutm ent
177 , ,,,.. (1) (2) (3) (4) (5) (6) (7). (1)
178 2, (.).,,,,.,.,. (.)
179 ,,, Creep.., Scale Model Test, Prototype Test (2) , :, ( ) :,,, :, ( ) :
180 3.62 ( ) :, ( ) : :, ( ) :. (1)
181 ,,. (2).,,,.. (3),,...,..,. 1.,
182 .,,
183 < >
184 (Sea Berth) pipeline
185 , ,
186 3.65,
187 3.13.3,,,.. (1) (2) (3) (4) (5) (6) (7). (1) ,
188 ,. -. (2) :,, : -,,
189 . (1) -,. -,. (2) -,. -,,, 3. (3) -,,,
190 -,,,,. (4) -, ,,,,..,,.,,
191 < > (1) < > (2)
192 ,,, 1996.,, 1997.,, 1996.,, (II), 1997., ( ), ,, 1993.,, V, 1996.,, 1996.,, 1991.,,, 1996.,, 1997., :,, 1982.,,, 1978.,,,, 1992.,,, ,, ,, ,, ,, 1, pp , 1996., MANUAL, 1989., " : ", Vol.10 No.5,
193 10.,, 1986., ( ),, 1996.,, 1996.,, , :, 11 1, ,,, 1997.,,, ,, ,, ,, , ( ), American Association of State Highway and Transportation Officials (AASHTO), Standard Specifications for Highway Bridges, 16th Edition, Division I-A Seismic Design, American Association of State Highway and Transportation Officials (AASHTO), LRFD, Bridge Design Specification, American Railway Engineering Association (AREA), AREA Manual for Railway Engineering, ASCE Code, Ch. 9. Seismic Design for Railway Structure, 1994 Bru ce A. Bolt, Earth qu ake, W. H. Freem an and Comp any, Eurocode 8 "Part 1.1", "Part 8". European Committee for Standardization, Eurocode 8, Design provision for earthquake resistance fo structures, International Association for Earthquake Engineering, Regulations for Seismic Design A World List, International Conference of Building Officials, Uniform Building Code(UBC), ISO3010, "Bases for Design of Structure-Seismic Actions on Structure",
194 Kramer, S.L., Geotechnical Earthqu ake Engineering, Prentice Hall, Upper Saddle River, New Jersey, Richter, C.F., Elementary Seismology, W.H. Freeman, San Francisco and Co., U.S Committee on Large Dams, Guidelines for Selecting Seismic Parameters for Dam Project, 1985.,,, 1996.,,, 1989.,,, 1998., ( ), ( ), 1991.,,, 1996., -, 1991., -, 1990.,,
195 A.
196
197 (1) (Ac c e le ratio n Co e ffic ie nt) (Seismic Hazard) (g). A g A, A g (peak horizontal ground acceleration). (2) (Structure Impo rtance ),., 1983 (FHWA)" (essential)" " (standard)",. (3) (S e is mic Pe rfo rmance Cate go rie s : S PC), (seismic hazard) (acceleration coefficient) (structure importance). ( ), 1, 2, 1 2. (4) (S o il P rofile Type )(S ite Coe ffic ie nt) (soil profile type) (,,, ). ( ) SA, SB, SC, SD, SE, SF 6., (site coefficient). (total design base shear). A- 1
198 (5).,. 1, 1.. (6) (S e is mic Re s pons e Coe ffic ie nt, Cs ),,... (response modification factor), (T),. (7) (S e is mic Mome nt).. (M 0) dyne-cm, M o = A D, A,. (8) (S he a r Fo rc e ) A- 2
199 ( ) (9) (Vibratio n Mode S ha pe and Pe riod),..,. 1.. (10) (Me mbe r Fo rce a nd Dis place me nt)) (member),. (11) (Lique factio n) (pore water pressure) (effective stress). (12) - (P- Effe ct) (geometric stiffness matrix; )2 (secondary effect),. - (P- effect), 2(2nd-order overturning moment), A- 3
200 P.. P (13) (S pe ctra l Ana lys is ), time domain, time domain. time domain, (phase),. Fourier transform.,. (14) (Powe r S pe ctra) Fourier " ".. (Power Spectral Density Function). (15) (Acce le ration Re s pons e S pe ctra) 5%.. (16). A- 4
201 (17) (De te rminis tic S e is mic Haza rd Ma p Ana lys is ),,. (18) (P ro babilis tic S e is mic Haza rd Map Ana lys is ):. (19) (Re c urre nce Curve ), - (Gute nbe rg- Ric hte r Re lation) 1 (20) (Fundame nta l Pe riod) , (2 1) (S e is mic Haza rd Map).,. (22) ( ) 500. A- 5
202 (23) (24),. ( ) 500. (25) 33% (26),., (27), (28) (29), %. A- 6
203 (30) (3 1) (32) (33),, A- 7
204 A- 8
205 B.
206
207 . 100 m 3 C km C, ( ). ( ). ( ),., ( ). - ( B.1). 75% 90% ( ). 1000km km... B- 1
208 . ( ) ( ) ( ) ( ) B.1,, (cm/ ),, (D. P. M ckenz le, 1978) B- 2
209 . ( ) ( )( Magnitu de) 1930(Richter) (Richter Magnitu de). 20 (log)( ) / , ( : Intensity). ( )., IV,,, V. ( ). ( )., ( ). km 0. ( ). ( ) 4.5 ( 4.5 ). ( ) B- 3
210 , km80% ( B.2) , ,,,....,. B- 4
211 B.2 B- 5
212 m,....,,... ( 1 ),. B- 6
213 ( ) , % (,, ).. B- 7
214 , km ( ) km... 50km2. 160km ( ) ( ) , B- 8
215 , ( ) , , B- 9
216 ,., ( ), B- 10
217 C.
218
219 C.1 C-1 C.1.1 C-1 C.1.2 C-3 C.1.3 C-3 C.2 C-4 C.2.1 C-5 C.2.2 C-7 C.2.3 C-11 C.2.4 C-13 C.3 C-20 C.3.1 C-20 C.3.2 C-22 C.3.3 C-25 C.3.4 C-29 C.3.5 C-30 C.1 C-3 C.2 C-4 C.3 C-5 C.4 C-8 C.5 C-10 C.6 C-11 C.7 C-13 C.8 El Centro (1940)
220 ( = 2 % ) C-14 C.9 El Centro (1940) ( = 2 %) C-15 C.10 C-16 C.11 C-16 C.12 C-17 C.13 N RC C-18 C.14 ATC-3 C-19 C.15 (El Centro ) ATC-3 C-19 C.16 C-20 C.17 C-25 C.18 C-30 C.19 3 C-32 C.20 C-33 C.1 C-2 C.2 C-10 C.3 C-12
221 C.1 C.1.1.,,,,.,.... C- 1
222 C.1,, (FE) (Fs) (FI) (FD) (Resonance) F m F F m m F I F I k F S k k F S F D F S F D F = F S = k u st a F = F I + F D + F S = m u dyn + c u dyn + k u dyn DA F = max u dyn max u s t a C- 2
223 C.1.2 C.1(a), C.1(b) C.1(c), C.1(d). C.1 C.1.3. ( ). C- 3
224 () (Degree of Freedom, DOF)., (Single Degree of Freedom System, SDOF)(Multi Degree of Freedom System, MDOF).,,.. C.2,.., C.2,. u (t ) C.2 C- 4
225 C.2.1 C.3,,,,.. F I (t ) + F D (t ) + F S (t ) = F (t ) (C.1) ( F I ) (, ), m u (t ). ( F S ), ( : ), k u (t ). ( F D ), c u (t ). k u ( t ) F S m F ( t ) F I F D F c C.3 C- 5
226 . F I (t ) = m u (t ) F S (t ) = k u (t ) (C.2) F D (t ) = c u (t ) m =, c =, k =. u (t ). m u (t ) + c u (t ) + k u (t ) = F (t ) (C.3) ( F st a ) u t ot. F t ot (t ) = F d yn (t ) + F s t a u t ot (t ) = u dyn (t ) + u st a (C.4) u dyn (t ) (C.3) F (t ) = F d yn (t ), u st a. u s t a u s t a = u s t a = 0, u s t a. u s t a = F s t a k (C.5) (C.4)., C- 6
227 ,.,. C.2.2 (1) (C.3), (, F (t ) = 0 ) (Free Vibration).., F (t ) F D (t ). F I + F S = 0 m u + k u = 0 (C.6) u 2. t=0 u o u o. C.4. u = u o cos t + u o sin t = u m ax cos ( t - ) (C.7), u m ax = u 2 o + ( u 0 ) 2, tan = u o u o. C- 7
228 (Natural Frequence). T (C.8). = k m, T = 2 = 2 m k (C.8), (C.7). u m ax = u m ax (C.9) u m ax = 2 u m ax (C.10) C.4 (2 ). C- 8
229 ., C.5., c u.. F I + F D + F S = 0 m u + c u + k u = 0 (C.11) c = 2 m n, (Critical Damping ; Cc), C c = 2 m n = 2 m k (C.12), C Cc. C = C c = 2 m n (C.13), (Damping Ratio). C- 9
230 C.5 t=0 u o u o, C.2 (Underdamped Case), (Critically- Damped Case), (Overdamped Case) 3. C.6. C.2 ; 1 0 C C c = 2 m k u (t ) = e - n t [ u 0 cos ( d t ) + ( u 0 + n u 0 d ) s in ( d t ) ], d = n 1-2 ; = 1.0 C = C c = 2 m k u (t ) = [u 0 ( 1 + n t ) + u 0 t ] e - n t ; 1.0 C C c u (t ) = e - n t ( A e n 2-1 t + Be - n 2-1 t ) C- 10
231 C.6 C.2.3.., (C.3). (Initial Transition Solution), C.3. C- 11
232 C.3 u (t ) = u m ax s in ( t - ) ( F (t ) = F o sin t ), u m ax = F 0 k [ ( 1-2 ) 2 + (2 ) 2 ] - 1/ 2 = t an , = / u (t ) = u m ax s in ( t - ), ( F ( t) = m u g s in t ) u m ax = m 2 u g k D = u g 2 D D = [ ( 1 - Duham el u (t ) = 2 ) 2 + (2 ) 2 ] - 1/ 2 1 F ( )e - (t - ) s in D (t - )d m D 0 + u o e - t cos D t + ( 1 D ) [ u o + u o ] e - t s in D t C- 12
233 C.2.4 (1) (,, ) ( )..,.,, SRSS(Square Root of Sum Squares). C.7 ( ) 0.02, El Centro (1940). C.7 C- 13
234 ,. (Pseudo - Response Spectrum).,, (Harmonic Loading),,,., S d. S v = S d (C.14) S a = S v = 2 S d (C.15) C.8 El Centro,. C.8 El Centro (1940) ( = 2 %) C- 14
235 (C.14) (C.15), C.9 "Tripartite Logarithmic Plot" "Four-way Logarithmic Plot". C.9 (),,, 45. C.10.. C.11 (Ductility Ratio).. C.9 El Centro (1940) ( = 2 %) C- 15
236 C.10 C.11 C- 16
237 (2 ).. (: C). C.12. C Hz 8Hz 2.71, 8Hz 33Hz 33Hz. 1.5Hz 2.3. NRC (US - Nuclear Regulatory Commission) C.13. C.12 C- 17
238 C.13 N RC C.14 ATC (Applied Technology Council) (ATC-3). C.14, ATC-3.., ,. ( )., ( ), ATC-3 UBC(Uniform Building Code)88 2/ 3 C- 18
239 . C.14,, C.15. C.14 ATC-3 C.15 (El Centro ) ATC-3 C- 19
240 C.3 C C.16. F a (t ) u c u b u a F b (t ) k c m c k b m b k a m a F c F b F a F c (t ) c c c b c a C.16 1,,. F Ia + F Da + F Sa = F a (t ) F Ib + F Db + F Sb = F b (t ) F I + F D + F S = F (t ) (C.16) F Ic + F Dc + F S c = F c (t ) C- 2 0
241 F I. F Ia = m a u a F Ib = m a u b F Ia F Ib F Ic = m a m b m c u a u b u c (C.17) F Ic = m a u c, F I = [ M ] u (C.18), [ M ], { u }. (C.17) (Coupling). 0.,. (C.16). F Sa = k aa u a + k ab u b + k ac u c F Sb = k ba u a + k bb u b + k b c u c F Sa F Sb F S c = k aa k ab k ac k ba k bb k b c k ca k cb k cc u a u b u c (C.19) F Sc = k ca u a + k cb u b + k cc u c C- 2 1
242 (C.19). F S = [ K ] u (C.20), {F S }, [ K ], {u }. [K ] 0., (Coupling).. F D = [ C ] u (C.21) (C.18), (C.20), (C.21) (C.16) (C.22), (C.23). [ M ] u + [ C ] u + [ K ] u = F (C.22) [ M ] u + [ C ] u + [ K ] u = - [ M ] I u g (C.23) C.3.2. C- 22
243 (C.16). [ M ] u + [K ] u = 0 (C.24). {u } = s in t { u } (C.25) { u } = - 2 s in t { u } (C.26) { u }. (C.25), (C.26) (C.24). [ K ] { u } - 2 [ M ] { u } = 0 (C.27) Non-trivial. det [ K ] - 2 [ M ] = 0 (C.28),. N N i { } i. [ [ K ] - 2 i [ M ] ] { } i = {0} (C.29) (C.29) C- 23
244 . T i (C.29). i = 2 f i = 2 1 T i (C.30) T 1 > T 2 > > T i > >T N - 1 > T N (C.31) C- 24
245 C.3.3., t (C.32). {u (t ) } = [ { } 1, { } 2,, { } i,, { } n ]{q (t ) } = [ ]{q (t ) } (C.32) { } i ( i = 1, 2,, N )[ M ] [ K ] (Orthogonality)., { } i, { } j (Generalized Coordinate), { } i, { } j ( i j )(zero).. C.17 { } T i [ M ]{ } j = m i ij (C.33) C- 2 5
246 { } T i [ K ]{ } j = k i ij (C.34), (Modal Mass Matrix) (Modal Stiffness Matrix) (C.35) (C.36) (Diagonal Matrix). { } T [ M ]{ } = m m m i 0 (C.35) m N { } T [ K ]{ } = k k k i 0 (C.36) k N,, (C.22) (Coupled) (Uncoupled). [ ]. {u } = [ ]{q }, { u } = [ ]{ q }, { u } = [ ]{ q } (C.37) (C.22), [ ] T C- 2 6
247 . [ ] T [ M ][ ]{ q } + [ ] T [ C ][ ]{ q } + [ ] T [K ][ ]{q } = [ ] T [ M ][ I ] u g (C.38), Rayleigh Damping, [ ] [ M ], [ K ] [ C ]. [ M ]{ q } + [ C ]{ q } + [ K ]{q } = [ Q ] (C.39), [ M ] = { } T i [ M ]{ } i (C.40) [ K ] = { } T i [ K ]{ } i (C.41) [ C ] = { } T i [ C ]{ } i (C.42) [ Q ] = { } T i [ M ][ I ] u g (C.43). m i q i + c i q i + k i q i = Q i (C.44), m i, k i, c i Q i i(generalized Mass), (Generalized Stiffness), (Generalized Damping), (Generalized Load). C- 27
248 m i = { } T i [ M ]{ } i (C.45) k i = { } T i [K ]{ } i (C.46) c i = { } T i [ C ]{ } i (C.47) Q i = { } T i [ M ][ I ] u g (C.48) (C.44), m i i. q i + 2 i i q i + 2 i q i = Q i / m i = - i u g (t ) (C.49) (C.49) i i (Participation Factor). N i = m k k = 1 N k = 1 m k k i 2 k i (C.50) C- 2 8
249 C.3.4. (Design Response Spectrum), () (, )... (Modal Participation Factor).. {u } i, m ax = { } i q i, m ax = { } i i S d ( i, i) (C.51) S d ( i, i) i., (, ), (C.52) SRSS(Square Root of the Sum of the Squares). C- 2 9
250 C.18 r m ax = r 2 1, m ax + r 2 2, m ax + + r 2 i, m ax + + r 2 N, m ax (C.52) r i i,,,... C.3.5 (C.22). (Time History) (C.22), (C.39). C- 3 0
251 { } i i, i. N. q i + 2 i i q i + 2 i q i = Q i / m i = - i u( g i (t = ) 1, 2,, N ) (C.53) (C.53)t q i (t ) = ( 1 m i D i ) t Q i ( ) e i i (t - ) s in D i (t - ) d 0 + q i ( 0) e - i i t cos Di t+ ( 1 Di ) [ q (0) + i iq i ( 0) ] e - i i t s in Di t (C.54), :, Di : i 1-2 i t {u (t )}. {u (t ) } = [ ]{q (t ) }= N i = 1 { } i q i (t ) (C.55) ()... C- 3 1
252 . C.19 u 1, u 2, u 3,., 1, 2, 3, C.20 (a), (b), (c). C.19 3 (C.55). C. 20(a) (i=1),. C.20 (b) (c) (i=2) (i=3), C.20 (a), (b), (c) ( C.19). C- 32
253 C.20. C- 33
254 . C- 34
255 D.
256
257 D.1 D-1 D.2 D-5 D.2.1 D-6 D.2.2 D-8 D.2.3 D-10 D.2.4 D-11 D.3 D-15 D.3.1 D-16 D.3.2 D-17 D.3.3 D-19 D.3.4 D-21 D.4 D-23 D.1 D-5 D.2 D-7 D.3 D-8 D.4 D-9 D.5 D-13 D.6 D-15 D.7 D-24 D.1 D-21
258
259 D.1.,,, ().... (1) V = ( A I C S R ) W, V : A : ( ) C : (,T, ) I : (, ) S : ( ) R : (,, ) W : ( ) T : ( ) D- 1
260 (2) F x = ( W x h k x n W i h k i i = 1 ) V, Fx : x hi, hx : i, x Wi, Wx : i, x V : k : (3) V x = n i = x F i, Vx Fi : x : i (4) M x = n i = x F i ( h i - h x ), Mx Fi hi, hx : x : : i : i, x D- 2
261 (5) x = R x e h s x, x R xe hsx : x : : x : x D- 3
262 D- 4
263 D.2 (Fundamental Period),.,.. D.1 D- 5
264 D.2.1 (1) ,..,.... D.2(a)-, ML, 1/ 2. (d) -. (KL : ) (Stiffness). D.2(a)(Free Sliding) KL. D.2(b) -. MT. (d) -. ( D- 6
265 ) (Hinge). KT. (a) (b) D.2 (2 ) 1/ 2,.,. D- 7
266 D.2.2 Rayleigh.. Rayleigh.. w (x ) m (x ) [= w (x )/ g ]. D.3 ( p 0 = 1) v s (x ). D.3 p 0, U p 0 W E. = E = 1 2 p 0 0 L V s (x ) dx = 1 2 p 0 D- 8
267 , = 0 L V s (x ) dx, D.4. D.4, D m ax. D m ax = 2 2g 0 L w (x ) V s (x ) 2 dx = 2 2g, = 0 L w (x ) V s (x ) 2 dx U m ax D m ax = 2 T. p 0 2 = 2 2g D- 9
268 2 = p 0 g ( 2 T ) 2 = p 0 g T = 2 p 0 g D.2.3, (F) (W). FORCE = MASS ACCELERATION = M a FORCE = M C g = C (M g) = C W, C. C,,.. D- 10
269 Cs. C s = 1.2 A S T ( 2 / 3) A : S : T : (sec) D.2.4. S a S y S y = S a / 2. S a = C s g S y = S a / 2 = C s g / 2,. v m ax (x ) = C s g 2 v s (x ), = 0 L w (x ) v s (x ) dx D- 11
270 ( / ) v s (x ). ( C s g / 2 ) ( / ). p e (x ) p e (x ) = K * v m ax (x ). K *. 2 = K * / m (x ) v m ax (x ) v m ax (x ) = C s g K * v s (x ) m (x ), w (x ) = m (x ) g p e (x ) = Cs w (x ) v s (x ). ( D.5). D- 12
271 D.5 D- 13
272 D- 14
273 D.3, 3.,.. 1 D.6 D- 15
274 D.3.1. (Effective Modal Mass). = ( { } T i [M ]{1 }) 2 { } T i [M ]{ } i = m i 2 i,., 90%. N i = 1 2 i > 0.9 T ot al Mass m i (, m i = 1, i = i) 90%. N i = 1 2 i > 0.9 T otal Mass 6 90% 10Hz. D- 16
275 , 325. D.3.2 (1),.,.. [ k - 2 m ] v = 0, k =, m =, v =, = 1, 2,, n 1, 2,, n,. T i = 2 i ( i = 1, 2,, n ) D- 17
276 (2 ), Y i (t ) + 2 i i Y i (t ) + 2 i Y i (t ) = P i (t ) M i ( i = 1, 2,, n ), i = Y i = i i = i i = i P i (t ) = M i = T i m r u g (t ) T i m i r = u g (t ) 1, 0 Y i (t ). Y i (t ) m ax = T 2 i S a ( i, T i ) 4 2 T i m r T i m i, S a ( i, T i ) = T i = i D- 18
277 S a ( i, T i ). S a ( i, T i ) = g C s i, C s i = i C s i i 5%. C s i = 1.2 A S T 2 / 3 i, A = S = T i = i, C s i 2.5A. D.3.3 (,, ) (Square Root of The Sum of the Squares : SRSS). SRSS... D- 19
278 Z(t ) = n i = 1 A i Y i (t ), Z (t ) = A i Y i = i = i,.. (SRSS). Z (t ) (SRSS). Z(t ) m ax = n i = 1 A 2 i Y i (t ) 2 m ax SRSS. (10% ).. CQC (Complete Quadratic Combination),. R m ax = N N i = 1 j = 1 ijr i, m ax R j, m ax D- 2 0
279 , ij Modal Cross Correlation. ij = 8 2 ( 1 + r) r 2 / 3 ( 1 - r 2) r ( 1 + r) 2, r i / j,. i = j, 0 CQC SRSS. D.3.4 ( ) 3%, 5%, 10% D.1. D D- 2 1
280 D- 22
281 D ,..,.,. D.7. D- 23
282 D.7 D- 24
283 E.
284
285 1. 2 ( ). 1. " " (. ). 33 ( ), ( ) E- 1
286 ( ),. 36 () E- 2
287 ( ) " " ( ) ,. 43 ( ) E- 3
288 52 ( ) ,. E- 4
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