'98 De s ig n C rite ria a g a ins t Ea rt hq ua ke s
1 1 1.1 1 1.2 1 1.2.1 (Elastic Rebound Theory) 1 1.2.2 (Plate Tectonics) 2 1.3 3 1.3.1 3 1.3.2 4 1.4 4 1.4.1 (Hyp ocenter) 4 1.4.2 (Epicenter) 4 1.5 5 1.5.1 (Magnitu de, M) 5 1.5.2 (Intensity, I) 13 1.5.3 24 1.6 24 1.6.1 24 1.7 (seismograph) 28 1.7.1 28 1.7.2 28 1.7.3 28 1.8 29 1.8.1 29 - i -
1.8.2 (, Tsunami, ) 29 1.8.3 29 1.8.4 30 1.9 30 1.9.1 30 1.9.2 31 2 ( ) 35 2.1? 35 2.1.1 37 2.1.2 38 2.1.4 20 40 3 43 3.1 43 3.1.1 43 3.1.2 44 3.2 53 3.2.1 53 3.2.2 58 3.2.3 64 3.3 69 3.3.1 69 3.3.2 69 3.3.3 71 3.4 77 3.4.1 77 3.4.2 77 3.4.3 82 - ii -
3.5 87 3.5.1 87 3.5.2 87 3.5.3 89 3.6 95 3.6.1 95 3.6.2 95 3.6.3 98 3.7 105 3.7.1 105 3.7.2 107 3.7.3 124 3.8 129 3.8.1 129 3.8.2 129 3.9 131 3.9.1 131 3.9.2 131 3.9.3 135 3.10 139 3.10.1 139 3.10.2 139 3.10.3 141 3.11 145 3.11.1 145 3.11.2 145 3.11.3 152 3.12 159 3.12.1 159 - iii -
3.12.2 159 3.12.3 166 3.13 173 3.13.1 173 3.13.2 174 3.13.3 176 181 A. B. C. C. 1 C.2 C.3 D. D.1 D.2 D.3 D.4 E. E.1 E.2 - iv -
1.1 1 1.2 2 1.3 3 1.4 5 1.5 (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) 9 1.6 San Francisco (1906) Chile (1960) 10 1.7 12 1.8 MM, RF, JMA, MSK 23 1.9 (a) 1968 (Inangahu a) (Eiby, 1980), (b) 1989 (Loma Prieta) (Hou sner, 1990) MMI (Isoseism al Maps) 23 1.10 27 1.11 28 1.12 (A.D. 2 1904) 32 1.13 (1905 1996) 33 2.1 38 2.2 39 3.1 44 3.2 45 3.3 51 3.4 58 3.5 59 - v -
3.6 70 3.7 78 3.8 79 3.9 96 3.10 107 3.11 108 3.12 160 - v i -
1.1 12 1.2 JMA 14 1.3 MM 19 1.4 ( 4.0, ) 34 3.1 47 3.2 48 3.3 (: 500 ) 48 3.4 (: 500 ) 49 3.5 50 3.6 Ca Cv 50 3.7 56 3.8 57 3.9 60 3.10 ( 500 ) 61 3.11 61 3.12 (I) 62 3.13 64 3.14 69 3.15 71 3.16 73 3.17 77 3.18 80 3.19 81 3.20 82 3.21 86 3.22 87 - v ii -
3.23 88 3.24 90 3.25 95 3.26 97 3.27 100 3.28 105 3.29 106 3.30 109 3.31, 110 3.32 111 3.33 112 3.34 113 3.35 116 3.36 117 3.37 (R) 118 3.38 120 3.39 122 3.40 122 3.41 129 3.42 130 3.43 132 3.44 133 3.45 139 3.46 140 3.47 141 3.48 145 3.49 146 3.50 147 3.51 148 - v iii -
3.52 149 3.53 ( ) 150 3.54 151 3.55 158 3.56 159 3.57 161 3.58 161 3.59 162 3.60 164 3.61 168 3.62 169 3.63 173 3.64 174 3.65 175 - ix -
- x -
1 1.1, 1.2 (Plate),. 1.2.1 (Elas tic Rebound T heory ) 1906 H. F. Reid, ( ) 1.1-1 -
1.2.2 (Plate Tectonics) 1960 100km cm.,. 1.2 (Fowler, 1990) - 2 -
1.3 (Bruce A. Bolt, 1993) 1.3 1.3.1. (D islocation Earth qu ak e).. (V olcanic Earth qu ak e). (D ow nfall Earth qu ak e) () - 3 -
. (M an-m ade Earth qu ak e) 1.3.2. : 70km. : 70 300km. : 300km 1.4 1.4.1 (Hy pocenter). : 1.4.2 (Epicenter). 1996. - 4 -
1.4 1.5 1.5.1 (M ag nitude, M ).. (Richter Local M agnitu de, M L) 1935 (Richter),. Wood-Anderson, - 5 -
(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 + 1.66 log + 2.0, A : (ground displacement) : (360 ) ( : Wood-Anderson. seismometer) ( 70 km ), ( 1000 km ). - 6 -
. (Bo dy W ave) (M b ),. (, body wave) (Gutenberg, 1945) P, P. M b = log A - log T + 0.01 + 5.9, 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 -
" "., ( ),. (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 :. 1.5. 1.5 (saturation).,. - 8 -
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). 1.6. 1906 (San Francisco) 1960 (Chile) (surface wave magnitude) 8.3. 1.6 California., - 9 -
. San Francisco 7.9, Chile 9.5. 1989 Bolt ML Mb3 7, Ms 5 7.5, Mw7.5. 1.6 San Francisco (1906) Ch ile (1960) (Boore, 1977). 60km (Tsuboi, 1954). M = 1.73 log A + log B - 0.83, M :, 1. A : ( : km) B : ( MN 2 + ME 2 ) 1000/, 2 ( : 10-6 m) - 10 -
(MN :, ME : ),. < > 180km SMN ( ) = 6mm, ME ( ) = 8mm 0.25M? (, 3 5Hz 15,000 ) B = (6 2 + 8 2 ) 1000 15000 = 0.67 A = 180 km M = 1.73 log 180 + log 0.67-0.83 = 2.9. E M 1956 Gutengerg Richter. log E = 11.8 + 1.5M s E erg, Ms, 1983 Kanamori 1 10 1.5, 32, 2 1000 6.0 1960(Mw = 9.5) 178,000 ( : 5.6) - 11 -
1.1 M (e rg ) 8.0 6.3 10 23 7.0 2.0 10 22 6.0 6.3 10 20 5.0 2.0 10 19 4.0 6.3 10 1 7 3.0 2.0 10 16-12 -
1.7 (Joh nston, 1990) 1.5.2 (Inten sity, I).,,,,,.,. 1880 - (Rossi-Forel, RF) RF 12 (Modified Mercalli, MM), MSK (Medvedev-Spoonheuer-Karnik), 8(Japan Meteorological Agency, JMA) (, 1.5 ) ( : JMA ),, - 13 -
, (epicentral intensity). J MA(1949) 1.2 JM A J MA J MA(1978), 0, (0.8gal ),. (0.8 2.5gal),,. (2.5 8gal),.,,,,,,., (8 25gal).,,.,.., (25 80gal) - 14 -
< 1.2 > J MA(1949) J MA J MA(1978).,,, (80 250gal).. 30,,,. (250 400gal) 30,, 30,,. (400gal ) g al 1g al =1cm/ sec 2, 1g =980cm/ sec 2 =980g) 1) JMA 1949, 1978. 2) JMA,. - 15 -
* 1 0.5 1.5 2.5 3.0 4.5 5.0 5.5 6.0 6.5 J MA *2 0 J MA (1996) 1 2... 3.....,. 4........ 5 Lowe r..,,,...,.., 5 Uppe r,.,... 6 Lowe r... 6 Uppe r.....,. 7... - 16 -
* 1 0.5 1.5 2.5 3.5 4.5 5.0 5.5 6.0 6.5 J MA *2 0 1 2 3 4 5 Lowe r 5 Uppe r 6 Lowe r 6 Uppe r 7.,..,... ( ),.,.,.. ( ),,.,.,.,.. ( )...,.. ( ).,,,.... - 17 -
) *1 *2 JMA 1),. JMA. 2),,,. 3),. - 18 -
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),.. - 19 -
< 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),,,.. - 20 -
< 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,,.,...,.,,.,,.(202 432gal),.,..,..,...,,,,.,.,...(432gal ),,. - 21 -
< 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 :.,. - 22 -
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) - 23 -
1.5.3 (, 1997) ' ' 1 ' '. ' 5.6 ' --> ' 5.6 ' --> ' 5.6 '. ' 5.6' ' 5.6'. ' ' ' '. ''. 1.6 (elastic wave)..,.. 1.6.1. - 24 -
P S : S h : P+Sv.. P S. (1) P ( ). S ( ) 1.7.. P P"Primary Push ". (2) S ( ) S. P. - 25 -
P. ( ).. S S"Secondary Shake"...,. (1) S SH,. (2) P S SV,.. - 26 -
1.10 (Bru ce A. Bolt, 1993) - 27 -
1.7 (seism ograph) 1.7.1 1.7.2 (earth movement).,.,.,. 1.7.3 :,. :,. 1.11-28 -
1.8 1.8.1,,,,,, 2. Nobi ( 6m, 2m), Alaska, San Fernando. 1970 14km 40,000. 1981 6.9 4m. 1.8.2 (, T s un ami, )..,., 1896 Sanriku 10 m. 1.8.3,,.,,,,. - 29 -
.,,.. 1.8.4,. 1906, 1923 1995. 1.9 1.9.1 ( 50km ).,,,. - 30 -
: 1548 9 13 1597 10 6 7 1668 7 258.5 1679 9 2 8 : ( ) 1969 7 18 7.4 1975 2 47.3 : () : 1.9.2. 1905,,,,,. 1800, MM 5 400. 40. - 31 -
1.12 (A.D. 2 1904)(, 1997). 1905, 1978 1997 19. ( 3.0 ) 7 8, ( 5.0 ) 8 10 1. - 32 -
1.13 (1905 1996)(, 1997) - 33 -
1.4 ( 4.0, ) (M) (J MA) 1936. 7. 4 06-02-17.4 1978. 9. 16 02-07-05.8 1978. 10. 7 18-19-52.2 1980. 1. 8 08-44-26.0 1981. 4. 15 11-47-00.2 1982. 2. 14 23-37-32.1 1982. 3. 1 00-28-02.1 1985. 6. 25 06-40-33.8 1992. 1. 21 03-36-17.9 1992. 12. 13 20-22-38.9 1994. 4. 22 02-05-27.1 1994. 4. 23 12-41-41.9 1994. 7. 26 02-41-46.3 1995. 7. 24 19-02-46.0 1996. 1. 24 05-09-55.4 1996. 12. 13 13-10-17.3 1997. 6. 26 03-50-22.2 1998. 2. 10 21-11-25.2 35.2 N 127.7 E 36.6 N 127.9 E 36.6 N 126.7 E 36.6 N 124.9 E 35.8 N 130.1 E 38.3 N 125.7 E 37.2 N 129.8 E 37.3 N 126.4 E 35.4 N 129.9 E 35.3 N 130.1 E 34.9 N 131.0 E 35.1 N 131.1 E 34.9 N 124.1 E 38.1 N 124.0 E 37.9 N 129.6 E 37.2 N 128.8 E 35.8 N 129.3 E 37.8 N 123.6 E 5.1 ( ), 4, 113 5.2 ( ), 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 4.0 4.0 4.6 4.5 4.9 4.2 ( ), 50km,, ( ), 70km,,, ( ), 175km,,, ( ), 175km,,, ( ), 100km, ( ), 70km 4.2 80km ( ) 4.5 4.0 ( ), 20km 6km,, II 4.1 90km - 34 -
? 2 ( ) 2.1?,,...,....,..,.,,. - 35 -
?.,,...,.. (1). (). (2) ()..,. (optimization) (ductility),... - 36 -
?..,.,..... -. 2.1.1,.,,, (1987).,.., - 37 -
?.,. 2.1.2., I, II I, II, S A, S B, S C, S D, S E, S F 50, 100, 200, 500, 1000, 2400 Ca, Cv 2.1-38 -
?.,, 2.2 2.1 ( ),.,.., - 39 -
?.,.,. 2.1.4 20 1995 12., 5 34 20. 20. (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12), (13) (14) (15) - 40 -
? (16) (17) (17). 1) 2) 2 3) 4) 20,. - 41 -
? < > - 42 -
3 3.1 3.1.1,. 1972, 1988, 1991, 1992, 1993,,.,,. 1997 12 II ( ). ( ),,,,,,,,,. 20. ( ). 20,, II( ). - 43 -
3.1.2. (), ( ), 3.1-44 -
1 2 3.2. - - -.. - 45 -
.. - -?.?.... - 50 5 10% - 100 10 10% - 200 20 10% - 500 50 10% - 1000 100 10% - 2400 250 10% - 46 -
. 3.1. 3.1 50 100 200 500 1000 2400.,.,..,. 2,. 2. 3 2,. - 47 -
. 3.2. 3.2,,,,,,,,,,,,,,, (, ) :,,,,,,,,,, (, ) :,,,,,, (, ) :,,,,,,,,,,,, (, ) :,,,,,,,,,, 500 Z 3.3. 3.3 ( : 500 ) I II, Z(g ) 0.11 0.07 3.4. 500. - 48 -
3.4 ( : 500 ) ( ) 50 100 200 500 1000 2400, I 0.40 0.57 0.73 1 1.4 2.0.., 3.5SA, SB, SC, SD, SE, SF 6. SF. -, Quick Clay, - - - - 49 -
3.5 30.480 m (m./ s ) N ( N C H ) (b low/fo o t) ( kpa ), S u S A 1500 S B 760 1500 S C S D S E S F - - 360 760 > 50 > 100 180 360 15 50 50 100 180 < 15 < 50.. 5% 3.3. 3.3Ca Cv 3.6. 3.6 Ca Cv Ca Cv S A 0.09 0.05 0.09 0.05 S B 0.11 0.07 0.11 0.07 S C 0.13 0.08 0.18 0.11 S D 0.16 0.11 0.23 0.16 S E 0.22 0.17 0.37 0.23-50 -
3.3. 3.3.,,. 3.3 -.. -. -. - 3., - 51 -
. -.. -. -. -. -. - 52 -
3.2 3.2.1,... 1989 Loma Prieta(),,,,. (EC),,,,.. 1991. 1992. 1995 1 17-53 -
. 1997 12 II( ).. 1994 CEN (European Committee for Standardization) ENV 1998-2 : 1994 Earthquake Resistance Design of Bridges,... 1996, 1990 1995 1 Hanshin-Awaji. 3.7.. AASHTO (American Association of State Highway and Transportation Officials)2. Standard Specifications for Highway Bridges, Division -A : Seismic Design 1996. LRFD Bridge Design Specification 1994.,, - 54 -
. Caltrans (Department of Transportation of the State of California) AASHTO,. 1989 Loma Prieta ATC (Applied Technology Council) Caltrans.. 3.8. - 55 -
3.7-1926 ( ) : 0.1-1939 ( ) : 0.2-1956 : 0.1 0.35-1891 (M8.0 : ) -1923 ( ), (M7.9 :, ).. 1926, 1939, 1956,. -1943 (M7.2 : ) -1944 (M7.9 : ) -1945 (M6.8 : ) -1948 (M7.1 : ) -. - 1971-1964 (M7.5 : ) -1968 (M7.9 : ) -,. -, (lifeline). -1978 - (M7.4 : ) - 1980-1990,, - 1992 ( ) -1994 - (M8.1 : ) -1995 - (M7.2 : ) - 1996, : 2.0-56 -
3.8-1906 (M8.3 : ) -1933-1940 (M7.1 : ) -1955 UBC : 0.06-1971 (M6.6 : ) -1973 Caltrans,, -1975 AASHTO Caltrans, : 0.5-1983 AASHTO -1989 Loma Prieta() (M7.1 : ) -1991 AASHTO -1991 (M7.8 : -1992 AASHTO ) AASHTO -1994-1994 AASHTO LRFD (M6.8 : ) -1996 AASHTO,, -. -,, (lifeline). - 57 -
3.2.2. (50,100,200,500,1000,2400 ) 3.4-58 -
: 3.5-59 -
,..,. 3.9 I II, - (, ),,,,, A >0.07 A 0.07.,. 5003.10. 3.11. 4. - 60 -
3.10 ( 500 ) (g ),, 0.07 0.07, 0.11 0.14 ( ) 3.11 I II C a C v C a C v S A 0.09 0.09 0.05 0.05 S B 0.11 0.11 0.07 0.07 S C 0.13 0.18 0.08 0.11 S D 0.16 0.23 0.11 0.16 S E 0.22 0.37 0.17 0.23 S F ( ) II III (S ) 1.0 1.2 1.5 2.0.,. ( ) - 61 -
. 3.12 (I) 0.73 2.0 I 0.57 1.4 II 0.4 1.0.. ( ) C s = ( 1 + 7.5 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 : - 62 -
S : T :. 2 3. 2/ 3.. 1.0. ( ) : 1.0D + 1.0E ( ) : 1.3D + 1.3E, D : E :. 3 3.1.., 3 3.1.2-63 -
.. 3.13 3.2.3,,.. (1) (2) (3) (4) (5) (6) (7) - 64 -
. (1),,. SRSS (Square Root Sum of Squares method).,,, (Shear Key, Restrainer). (2) 325 (3),,, 0.1g,. - 65 -
. 1/ 2, 1/ 2.,.. 1.5..., d d = 0.087 V 2 A g [ N A ] - 4, d : A : V : N : - 66 -
g : K = K o, : : K o :, K s = 0.425 E s B, K r = 0.072 E s B H 2, E s : B : H : (4) 1.0, 150%, 133%.,. P- P -., - - 67 -
,.,,,,. (5),, 3, - 68 -
3.3 3.3.1 - - - - - - -.,,,,,, 1 2. 3.3.2. 3.14. 3.14 1 2,,, - 69 -
( ), 3.6. 3.1.. - 70 -
3.15,,.,., 3 3.1.2. 3.3.3,,.. (1) - 71 -
(2) (3) (4) (5) (6) (7). (1) 2,.,.,,.. - 72 -
(2) 3.16.,.... (beam ),,,. - 73 -
(3),.,..,,,, 3.,,,.,,,,. ( ),,.,,.. - 74 -
..,.. - 75 -
< > - 76 -
3.4 3.4.1,,,. 3.17. 3.17,,,,,,,,,,, 3.4.2 3.7 3.8. - 77 -
3.7-78 -
3.8-79 -
. 3.18,.,. I,. II,.. 3.1.., 3 3.1.2. - 80 -
. 3.19,,,,, - 81 -
3.20 3.4.3,,,. (1) (2) - 82 -
(3) (4) (5) (6) (7) (1) :,,,,. - - - -.,,,. :.. :.. :,,. - 83 -
:. :.. :. (2) - 2 ( ). -. -. -. -. -,,. -,,. -, (, ) (3) - 84 -
,,,,,, 3,,,,,,, ( ),,,, (4) 12. - 85 -
3.21,,.,,..,,. - 86 -
3.5 3.5.1,,,,,,. 3.5.2. 3.22 1 2 1,,,,, 1, 160km.,,.,. - 87 -
. 3.23,,. (Redundancy),.,, - 88 -
. 3.1.., 3 3.1.2. 3.5.3,,,.. (1) (2) (3) (4) (5) (6) (7). (1) - 89 -
,.. (2) 3.24, - 90 -
< 3.24 > :,,,, :,, :,,,, - : - : - 91 -
. -,,. -,,,. -,. -. -,. -,. - 3. -,, - 92 -
. -..,,...,,. - 93 -
< > - 94 -
3.6 3.6.1,,,,,,. 3.6.2.. 3.25 1 1 ( ),, 2 1, 160.,,.,. - 95 -
( ), ( ), 3.9-96 -
. 3.26,,,.. (Redu n d ancy),., - 97 -
. 3.1.., 3 3.1.2. 3.6.3. (1) (2) (3) (4) (5) (6) (7). (1) ( - 98 -
.).., 150%, 133%...,.. - 99 -
(2) (,,,,, ) 3.27. 2.,..,..,...,,. - 100 -
(3),, (,,, ).,.,..,,,,.. -,. -,,.,. - 10 1 -
(4),,.,,,.,...,. 3.,,.. - 102 -
,,... P. - 103 -
< > - 104 -
3.7 3.7.1 ( ),,,. 3.28. 3.28 : : : 25% : (,,,,, ) - 105 -
3.29 1986 12 31 1988 1 6 1992 5 30 ( 4, ) ( 7 2, : ) 32 1 : 1992 6 1-2 1 2 - -, 5 1995 1 5 (, ) 38 1996 1 5 ( ) 32 ( ) 1996 2 13. - 6 10 5 6 5-106 -
3.7.2 ( ), ( ), 3.10-107 -
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 3.11-108 -
,.. ( ) 3.30,, I II 2.,, 5 (, ) 1 (, ) 6 1-109 -
( ) 6 1 m 2 2 1 2 5 m 2 3.31, 1 2 3 5 1 1 2, 6, 5 1.5 1.2 1.0 1.2 1.0 0.8-110 -
. 3.32 (g) (g),,,,,,, 0.11,,,,,, ( ),, (, 0.08, ),,,, 0.07 0.12-111 -
. (1) ( ) 3.33 I II Ca Cv Ca Cv S A 0.09 0.09 0.05 0.05 S B 0.11 0.11 0.07 0.07 S C 0.13 0.18 0.08 0.11 S D 0.16 0.23 0.11 0.16 S E 0.22 0.37 0.17 0.23 S F ( ) II III (S) 1.0 1.2 1.5-112 -
( ) (2) 3.34 30.480m (m./s ) S A 1500 S B 760 1500 N ( N C H ) (kpa ), S u (b low/foot) - - S C 360 760 >50 >100 S D 180 360 15 50 50 100 S E 180 < 15 < 50 S F - 113 -
( ) 1 2 3, 60m 1 60m, 9m N 40 24 ( ) (kg/ cm 2 ) 75 100 30 40 65 75 3.0 16 24 2.0 3.0 30 16 65 2.0 (m/s ec ) 700 2, 3. - 114 -
. ( ),., 1.5 1.5. C = 1 1.2 T, T : ( ) 1.75 1.75. (1), (2) (3)., (1), (2) (3) 1.2 1.2. T = 0.085 h 3 /4 n ( ) ( 1) T = 0.085 h 3 /4 n ( ) ( 2) T = 0.09 h n B ( ( 1), (2 ))(3), h n B : (m) : (m) - 115 -
. ( ). 3.35, 1,,. 2. 1 1 1, Pu sh over. ( ) ( ). - 116 -
. 3.36 () 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 : - 117 -
S : R : W : (2) 3.37 (R) (R) 3.0 3.5 6.0 4.5 25% 6.0 5.0 4.0 3.5 2.0-118 -
(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 = 1.0 1.0 < 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)., - 119 -
5%. (6). 000. 2 1. M x = n i = 1 F i ( h i - h x ), M x : x F i : i h i, h x : i, x : 3.38 10 20 11 19 1.0 0.8 (7) 0.015. - 120 -
x = R x e, x : x R x e : : x (8) 2... (9).,.. - 12 1 -
. 3.39. (Redundancy). 3.40,.....,..,...,... - 122 -
< 3.40 >..,..,.,..,, -...,,,... - 123 -
3.7.3,,,.. (1) (2) (3) (4) (5) (6) (7). (1),,.,,,,,.. - 124 -
(1),.,. (2),,, 3. (3),,,.,,,,.,,. (4), - 125 -
,.... (1) 1. 2. (2).,,.,,, ( ). (3).,,. - 126 -
< > (1) < > (2) - 127 -
< > (3) - 128 -
3.8 3.8.1,, ( ). 3.41 0.2g ( ) 3.8.2 ( ), - 129 -
3.42, () 1 () ( ) - 130 -
3.9 3.9.1 - - - -. ( 2 1 2 ) - 1:,,,, 1ppm - 2:,,,, 1ppm 10ppm - 3: 1 2 3.9.2. 3.43.. - 13 1 -
3.43. I. II... 3.1.., 3 3.1.2. - 132 -
.. 3.44. 3.44.,.,, - 133 -
< 3.44 >., - 134 -
3.9.3,,,.. (1) (2) (3) (4) (5) (6) (7). 2. - -...,.. - 135 -
.,,,....,,..,....,.... - 136 -
< > (1) < > (2) - 137 -
< > (3) - 138 -
3.10 3.10.1,. ( ) 3.43,. 3.10.2.. 3.45,,,,,,,,,,,,,, - 139 -
. 3.46 1 2,,,,,,,,,,,,. 3.1. - 140 -
. 3.47,., 3 3.1.2. 3.10.3,, - 14 1 -
,.. (1) (2) (3) (4) (5) (6) (7)....., -.,.., - 142 -
.,.. - 143 -
< > - 144 -
3.11 3.11.1, ( ). 3.11.2..,,,, 3.48..,,. 3.48, 1 2 1-145 -
3.49 1 2,,,,,,,, *,,, *,,,,.,,,, LN G LPG,,,. 3.1. - 146 -
3.50,,,,,,,,, 50m 100 m L P G, 500 m 1,000 m - 147 -
. 3.51,,,, - 148 -
3.52,,,,,, - 149 -
3.53 ( ) - 150 -
3.54 (.,,. ).... (,. ).... (. ).,.. - 15 1 -
., 3 3.1.2. 3.11.3,,,.. (1) (2) (3) (4) (5) (6) (7). (1) 2 ().. - 152 -
.. (2).. (3).,,.,,. (4),,,,. - 153 -
(5) : : : (, ) :. :. (1) :,, - -, - - - -,., 2., - 154 -
.,. (2) :,, - :,,, - :. 4, - :..,. - - - (3). - 155 -
.. (1),.,. (2),..,,, 3. (3),, - 156 -
,.,,,,. ( ),,. (4),.... (1) :. 12 :.. - 157 -
(2) 3.55,, (3).,,.,,. - 158 -
3.12 3.12.1. (1) - - (Arch) - (2) - Earth - Rock - 3.12.2. 3.56 2. 3.56 1 7 6-159 -
( ), 3.12 3.57,,,, 3.57. - 160 -
3.57 (hm 3 ) ( ) 120 (6) 120-1 (4) 1-1.0 (2) 0.1 (0) (m ) ( ) 45 (6) 45-30 (4) 30-15 (2) 15 (0) ( ) ( ) 1000 (12) 1000-100 (8) 100-1 (4) (0) ( ) (12) (8) (4) (0). 3.58.,,, - 16 1 -
3.59 Block - 162 -
< 3.59 > Abutment Abutm ent - 163 -
3.60-164 -
< 3.60 > Abutm ent - 165 -
. 3.1.., 3 3.1.2. 3.12.3,,,.. (1) (2) (3) (4) (5) (6) (7). (1) - 166 -
2, (.).,,,,.,.,. (.). - 167 -
,,, Creep.., Scale Model Test, Prototype Test (2) 3.61 - -, :, ( ) :,,, :, ( ) : - 168 -
3.62 ( ) :, ( ) : :, ( ) :. (1). 3. - 169 -
,,. (2).,,,.. (3),,...,..,. 1.,. - 170 -
.,,. - 17 1 -
< > - 172 -
3.13 3.13.1 - - -. 3.63. 3.63 (Sea Berth) pipeline - - - 173 -
3.13.2. 3.64 1, 2 1. 3.65.. 3.1.., 3 3.1.2. - 174 -
3.65, - 175 -
3.13.3,,,.. (1) (2) (3) (4) (5) (6) (7). (1) - 2. -,. -. - 1. - 176 -
-. -. -,. -. (2) - - - :,, - - - : -,, - - - 177 -
. (1) -,. -,. (2) -,. -,,, 3. (3) -,,,. - 178 -
-,,,,. (4) -,.. -.. 1 2.,,,,..,,.,,. - 179 -
< > (1) < > (2) - 180 -
,,, 1996.,, 1997.,, 1996.,, (II), 1997., ( ), 1997. 12,, 1993.,, V, 1996.,, 1996.,, 1991.,,, 1996.,, 1997., :,, 1982.,,, 1978.,,,, 1992.,,, 1998. 3. 10.,, 1998. 10,, 1998. 109,, 1998. 10,, 1, pp.103 134, 1996., MANUAL, 1989., " : ", Vol.10 No.5, 1998. - 18 1 -
10.,, 1986., ( ),, 1996.,, 1996.,, 1998. 2., :, 11 1, 1998. 3.,,, 1997.,,, 1997. 1,, 1998. 2,, 1998. 7.,, 1998. 5., ( ), 1998. 2. American Association of State Highway and Transportation Officials (AASHTO), Standard Specifications for Highway Bridges, 16th Edition, Division I-A Seismic Design, 1996. American Association of State Highway and Transportation Officials (AASHTO), LRFD, Bridge Design Specification, 1994. American Railway Engineering Association (AREA), AREA Manual for Railway Engineering, 1994. ASCE Code, Ch. 9. Seismic Design for Railway Structure, 1994 Bru ce A. Bolt, Earth qu ake, W. H. Freem an and Comp any, 1993. Eurocode 8 "Part 1.1", "Part 8". European Committee for Standardization, Eurocode 8, Design provision for earthquake resistance fo structures, 1992. International Association for Earthquake Engineering, Regulations for Seismic Design A World List, 1996. International Conference of Building Officials, Uniform Building Code(UBC), 1997. ISO3010, "Bases for Design of Structure-Seismic Actions on Structure", 1988-182 -
Kramer, S.L., Geotechnical Earthqu ake Engineering, Prentice Hall, Upper Saddle River, New Jersey, 1996. Richter, C.F., Elementary Seismology, W.H. Freeman, San Francisco and Co., 1958. U.S Committee on Large Dams, Guidelines for Selecting Seismic Parameters for Dam Project, 1985.,,, 1996.,,, 1989.,,, 1998., ( ), ( ), 1991.,,, 1996., -, 1991., -, 1990.,, 1996. - 183 -
A.
(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
(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
( ) (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), 2 -. 2 A- 3
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
(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) 1 0.1.. 9 0.9, 27 2.7 (2 1) (S e is mic Haza rd Map).,. (22) ( ) 500. A- 5
(23) (24),. ( ) 500. (25) 33% (26),., (27), (28) (29),. 50050 10%. A- 6
(30) (3 1) (32) (33),, A- 7
A- 8
B.
. 100 m 3 C km C, ( ). ( ). ( ),., ( ). - ( B.1). 75% 90%. 10 20. ( ). 1000km. 1976 600 700km... B- 1
. ( ) ( ) ( ) ( )... 1-2. B.1,, (cm/ ),, (D. P. M ckenz le, 1978) B- 2
. ( ) ( )( Magnitu de) 1930(Richter) (Richter Magnitu de). 20 (log)( ) 1.0 10. 1/ 3 32. 20, ( : Intensity). ( )., IV,,, V. ( ). ( )., ( ). km 0. ( ). ( ) 4.5 ( 4.5 ). ( ) 4.5 4 5. B- 3
, 1978 100 km80% ( B.2). 1 2. -.,. 2 19 1800. 20 1936 1978.,,,....,. B- 4
B.2 B- 5
.. 1983 1993. 2 3 5 6 m,....,,... ( 1 ),. B- 6
1975 2 4 ( ). 1 74 1 5 5. 2. 75 2 72500,... 2 4 2. 300. 7 36.. 90%.. 300 300.. (,, ).. B- 7
... 1976,. 2. 75 600 km ( ). 10075. 1976. 7 28. 300km... 50km2. 160km ( ) ( ).. 760. 16, 7.4 48125 4.0. B- 8
,. 1. 24-70.. ( ).. 1935., 1940 5.0. 1967. 1962., 1967 12 116.5. 1771500... 80 81. B- 9
,., ( ),.. 20. B- 10
C.
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)
( = 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
C.1 C.1.1.,,,,.,.... C- 1
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
C.1.2 C.1(a), C.1(b) C.1(c), C.1(d). C.1 C.1.3. ( ). C- 3
() (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
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
. 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
,.,. 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
(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
., 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
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
C.6 C.2.3.., (C.3). (Initial Transition Solution), C.3. C- 11
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 - 1 2 1-2, = / 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
C.2.4 (1) (,, ) ( )..,.,, SRSS(Square Root of Sum Squares). C.7 ( ) 0.02, El Centro (1940). C.7 C- 13
,. (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
(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
C.10 C.11 C- 16
(2 ).. (: C). C.12. C.12 1.5Hz 8Hz 2.71, 8Hz 33Hz 33Hz. 1.5Hz 2.3. NRC (US - Nuclear Regulatory Commission) C.13. C.12 C- 17
C.13 N RC C.14 ATC (Applied Technology Council) (ATC-3). C.14, ATC-3.., 0.15 0.15 0.4,. ( )., ( ), ATC-3 UBC(Uniform Building Code)88 2/ 3 C- 18
. C.14,, C.15. C.14 ATC-3 C.15 (El Centro ) ATC-3 C- 19
C.3 C.3.1 2. 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
F I. F Ia = m a u a F Ib = m a u b F Ia F Ib F Ic = m a 0 0 0 m b 0 0 0 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
(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
(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
. 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
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
{ } T i [ K ]{ } j = k i ij (C.34), (Modal Mass Matrix) (Modal Stiffness Matrix) (C.35) (C.36) (Diagonal Matrix). { } T [ M ]{ } = m 1 0 0 0 0 0 m 2 0 0 0 0 0 0 m i 0 (C.35) 0 0 0 0 m N { } T [ K ]{ } = k 1 0 0 0 0 0 k 2 0 0 0 0 0 0 k i 0 (C.36) 0 0 0 0 k N,, (C.22) (Coupled) (Uncoupled). [ ]. {u } = [ ]{q }, { u } = [ ]{ q }, { u } = [ ]{ q } (C.37) (C.22), [ ] T C- 2 6
. [ ] 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
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
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
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
{ } 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
. 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
C.20. C- 33
. C- 34
D.
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
D.1.,,, ().... (1) V = ( A I C S R ) W, V : A : ( 0.08 0.12) C : (,T, ) I : (, ) S : ( ) R : (,, ) W : ( ) T : ( ) D- 1
(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
(5) x = R x e 0.015 h s x, x R xe hsx : x : : x : x D- 3
D- 4
D.2 (Fundamental Period),.,.. D.1 D- 5
D.2.1 (1) 3. 2. 2,..,.... D.2(a)-, ML, 1/ 2. (d) -. (KL : ) (Stiffness). D.2(a)(Free Sliding) KL. D.2(b) -. MT. (d) -. ( D- 6
) (Hinge). KT. (a) (b) D.2 (2 ) 1/ 2,.,. D- 7
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
, = 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
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
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
( / ) 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
D.5 D- 13
D- 14
D.3, 3.,.. 1 D.6 D- 15
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
, 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
(2 ), 3 25.. 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
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
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
, ij Modal Cross Correlation. ij = 8 2 ( 1 + r) r 2 / 3 ( 1 - r 2) 2 + 4 2 r ( 1 + r) 2, r i / j,. i = j, 0 CQC SRSS. D.3.4 ( ) 3%, 5%, 10%. 6.6.2 D.1. D.1 0.02 0.03 0.03 0.05 0.03 0.05 0.05 0.1 0.1 0.3 D- 2 1
D- 22
D.4.....,..,.,. D.7. D- 23
D.7 D- 24
E.
1. 2 ( ). 1. " " (. ). 33 ( ),... 34 ( ). 1. 2. 3. 4. 5. 6. 7. E- 1
8. 9. 10. 11. 12. 13. 14. 15. 16. 17. 1. 35 ( ),. 36 (). 1. 2. 3. 4. 5. 6. E- 2
7. 1.. 2. 4 1 ( ) 34 1 17 " ". 1. 2. 2 3. 4. 42 ( ) 34 12.,. 43 ( ). 1. 2. 1 10 E- 3
52 ( ) 54 2...,. E- 4