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1 : ( ) : : (5 ) : :

2 . ( ) ) 2) 3) 4) 5) ) 2) 3) , 3.

3 SUMMA RY. Title Study on the Seismic Design Policies and Criteria ( ). Obje ctive s 1. Analysis of basic principles and approaching methods for seismic design Policies and criteria 2. Contributions to the establishment of systematic seismic design Policies and criteria 3. Contributions to the rapid development of Korean type design criteria. Co nte nts 1. Survey on seismic design Policies and criteria of the following domestic facilities 1) Bridges 2) Buildings 3) Nuclear power plants and related facilities 4) Dams 5) High-speed Rails 2. Analysis of seismic design Policies and criteria of the domestic facilities 3. Survey on seismic design Policies and criteria of other countries 1) Japan 2) Europe 3) U. S. A. 4. Comparison and analysis of seismic design Policies and criteria between domestic and foreign facilities. Co nc lus io ns 1. Identification of differences in seismic design Policies and criteria for different domestic facilities 2. Review of seismic design criteria of Japan, Europe and U. S. A. 3. Analysis of the seismic design Policies and criteria between domestic and foreign facilities

4 iv -

5 , ,, v -

6 vi -

7 Eurocode vii -

8 viii -

9 ix -

10 x -

11 - xi -

12 R , (R) , Cz , TG GA, GV TC xii -

13 kd 1, kd q R Z (Near-Source Factor N ) (Seismic Source Type) Ca Cv xiii -

14 xiv -

15 - xv -

16 cm/ sec ( 5 ) ( ) USNRC Regulatory Guide 1.60 ( ) USNRC Regulatory Guide 1.60 ( ) xvi -

17 1 1. 1,.,., , 20., (JMA V, ), (JMA III, ), (JMA III, ), (JMA V, ), MM IV..,., ,

18 (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12), (13) (14) (15) (16) (17) (17). 1) 2) 2 3) 4),,,,

19 20, ,.,.,. 1.3,,,.,, - 3 -

20 .,...,,.,,. (,..,.). Eurocode 8 (Part 1) (Part 2)

21 AASHTO (American Association of State Highway and Transportation Officials), Uniform Building Code(UBC) (U. S. Nuclear Regulatory Committee, USNRC) Standard Review Plan Regulatory Guide.. 2, 3, 4, 5 6, 7.,

22 - 6 -

23 2,.,. 1972, 1988, 1991, 1992, 1993,,.,,,.,,,, : :, V [ ] - 7 -

24 m 200m,,, ,..,

25 , , (A),, A > A

26 2.3 S I 60m,,,. II III 60m,,,, 9m 12m,

27 . C s = 1.2A S T 2 / 3, A : S : T :, Cs 2.5A. m Cs m. C sm = 1.2A S T 2 / 3 m, Tm : m, Cs m 2.5A. Tm 4.0 m Cs m. C sm = 3A S T 4 / 3 m

28 . (simplified mode spectrum analysis). (multi-mode spectrum analysis) ( ) ( ) 30%. 2 ( ) ( ) 30% R 2.5. R.. R

29 2.5 R R R (bent) ( ) , (cap beam) %

30 . 1., = 1.0 (D B F H E M ), D : B : F : H : EM : (1) 2 2 (N)

31 . N = L H ( m m ), H : (mm). 0.. L : (mm), L L1 L2. (2) , 50%

32 . 33% , 1.,,,,,,

33 : : [ ], [ ], [ ] m m

34 2.7 (A) 1, ( ),, (,,.),, (1) 2.8 S (S) (2)

35 , 60m 1 60m, 9m (3) N ( ) (kg/ cm 2 ) (m/ sec) ,

36 .., 2.11., 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)

37 , h n : (m) B : (m) , m m 2 1 2, 6,

38 ( 1m ) D L D L S - D L S D L S - D L W D L W D L S W L. D L E D L S E - D E D E D 10, L 11, S 12, W 13, E

39 ,. (1) (R ) (R) %

40 (2) V = ( A I C S R ) W, V : A : I : C : S : R : W : (3). F x = W x h k x n i = 1 W i h k i V, F x : x W i, W x : i, x h i, h x : i, k V : k. T 1.0 k =

41 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)., 5%. (6)

42 M x = n i = 1 F i ( h i - h x ), M x : x F i : i h i, h x : i, x : (7) x = R x e, x : x R x e : : x

43 2.. -,,,,,. -,,,,,,,

44 : : [ ], [ ], , [ ] [ 2 10 ]..[ 9 ( )] : [ ]

45 (safe shutdown earthquake, SSE) (operating basis earthquake, OBE). (SSE),. (OBE),.,. 10 CFR 100, APP. A : [ ].. :,,

46 . ( ).. :.. I, Regulatory Guide 1.61.,... I, I,,,,,,,, : [ ].. (, )

47 . - -,, I,,,. - ( ) -,..,,.,

48 ..., SRSS(Square Root of the Sum of the Squares)., SRSS.. (, ) 3. - : SRSS. - :., SRSS.. SRSS.. I I, I I I I

49 ..,,, -.. I,. 33Hz.. I. I,,,., 5%.., I

50 ..., 20%. 20%. - / - -. I, : [ ].. (2.3.5 )

51 , 10.. (2.3.5 ).. 1/2 2.. (2.3.5 ).. (2.3.5 ).. (2.3.5 ).. I I I, I. I I I

52 .... (2.3.5 ).. I, : [ 2 ]. [ 51 ],.,.,,,

53 . [ 56 ].. [ 61 ] , , : [ 83-5 ] ( ) ,

54 ) 10 CFR Part 100 Appendix A : "Seismic and Geologic Siting Criteria for Nuclear Power Plants" 2) R.G : "Design Response Spectr for Seismic Design of Nuclear Power Plants" 51 3) R.G : "Site Investigations for Foundations of Nuclear Power Plants" 4) R.G : "Laboratory Investigations of Soils for Engineering Analysis and Design of Nuclear Power Plants" 1) IAEA 50-SG-S1 : "Earthquake and Associated 56 Topics in Relation to Nuclear Power Plant Siting" (1), -.,

55 (2),. (SSE) (OBE), 1/2.( CFR 100 Appendix A ) (SSE) 0.2g 0.2g (OBE) 0.1g 0.1g. - (1) (Direct Method) (2) (Substructure Method). (1) (Modal Analysis), (Eigenvalue Analysis) (2) (Response Spectrum Analysis) (3) (Time History Analysis)

56 (4) (Complex Frequency-Response Analysis) (5) (Equivalent Static Analysis) (6) (Direct Amplification Method) ,, 51 : 67 : 83-5 :, : 10 CFR 50, Appendix A : General Design Criteria for Nuclear Power Plant GDC 2- Design Basis for Protection Against Natural Phenomena 10 CFR 50, Appendix S : Earthquake Engineering Criteria for Nuclear Power Plants (01/10/97) 10 CFR 100, Appendix A : Seismic and Geologic Siting for Nuclear Power Plants 10 CFR : Geologic and Seismic Siting Criteria (01/10/97 ) USNRC Regulatory Guide Division 1 : Power Reactors 1.12 : Nuclear Power Plant Instrumention for Earthquakes : Identification and Characterization of Seismic Source and

57 Edtermination of Shutdown Earthauake Ground Motions : Pre-Earthquake Planning and Immediate Nuclear Power Plant Operator Post-Earthquake Actions : Restart of a Nuclear Power Plant Shut Down by a Seismic Event 1.29 : Seismic Desing Classification 1.60 : Design Response Spectra for Seismic Design of Nuclear Power Plants 1.61 : Damping Values for Seismic Design of Nuclear Power Plants 1.92 : Combining Modal Responses and Spatial Components in Seismic Response Analysis : Seismic Qualification of Electric Equipment for Nuclear Power Plants : Development of Floor Design Response Spectra for Seismic Design of Floor-Supported Equipment or Components : Design Guidance for Radioactive Waste Management Systems, Structures, and Components Installed in Light-water-Cooled Nuclear Power Plants Division 4 : Environmental and Siting 4. 7 : General Site suitability Criteria for Nuclear Power Plants USNRC Standard Review Plan Section : Basic Geologic and Seismic Information Section : Vibratory Ground Motion Section : Surface Faulting Section : Seismic Input Section : Seismic System Analysis Section : Seismic Subsystem Analysis Section : Seismic Instrumentation

58 Section : Other Seismic Category I Structures Section : Dynamic Testing and Analysis of Mechanical Systems and Components Section 3.10 : Seismic and Dynamic Qualification of Mechanical and Mechanical and Electrical Equipment ASCE Standard 4-86, a standard for seismic analysis of safery-related nuclear structures ACI 349 : a standard for design of Seismic (Safety) Category I concrete building structrues AISC Specification :a standard for design of Seismic (Safety) Category I steel building Structures (ANSI N690) ASME Boiler and Pressure Vessel Code Section, Civision 2 IEEE 344 : Guide for Seismic Qualification of Class 1 Electrical Equipment Nuclear Power Generator Stations KOPEC Design Standard DS-C-1101 : Seismic Analysis and Design of Nuclear Power Plant Structures KOPEC Design Standard DS-C-1102 : Seismic Analysis and Design of Non- Nuclear Safety-Related Structures

59 : : [ ] 2.4.2,,, ,.. ( )

60 , ,,,,,,,,,,, ,,.,. 1/2 1/3., 2.1 0, 1, 2,.,

61 %, 20%

62 ,., (1) -. -,,, V. (2)

63 P d = 7 8 W w K 1 H h, P d : ( t/ m 3 ) W w : ( t/ m 3 ) K 1 : H : ( m ) h : ( m )

64 : : [ ] m ,, 0.07g, 0.14g. 0.07g 0.14g, AASHTO (American Association of State Highway and Transportation Officials) C AASHTO C F 3m 0.06, 3m 0.09., 1/

65 ,. E = K D, E : D : K : = 0.06 : 3m = 0.09 : 3m 3,., 3... AASHTO Standard Specification

66 - 50 -

67 3,,,,.,,.,.,, ,,.,.,,

68 ,.,,,,. 2,.,,.., ( ).,.,

69 ,.,.,,., ( ),.,.,

70 .,.,,.,,,, AASHTO(American Association of State Highway and Transportation Officials), 2,.,.., 3,., 1,

71 2, ( ) 1 :,, : :, ( ),, (,,.),, : , (safe shutdown earthquake, SSE) (operating basis earthquake, OBE) 2. : 0.2 : 0.2 : 0.2 : 0.2 OBE SSE 1/2. 1:, ( ),, (,,.),, : :,, :

72 , , 3., 2., , 20 30%, 20%. C F 3m 0.06, 3m

73 m 1.0,,,. 60m,, 1.2, II, 1.5 9m III * 4 II 12m

74 3.2 * 2, m 1, 60m 1.2, 9m %, 20% C F 3m 0.06, 3m

75 (Equivalent Static Analysis) (spectrum analysis) (time-history analysis). (quasi-staic analysis),... (simplfied mode spectrum analysis) (multi-mode spectrum analysis),...,,,..,.,,

76 ..,., (design spectrum)., 5%

77 3.3 p e = C s w(x ) v s( x ) V = ( A I C S R ) W - -, E = K D

78 .,..,.,,,..,... (ductility) (redundancy).,,.,

79 3.4 C s = 1.2 A S T 2 / 3 2.5A C = T K - K 0.06 : h 3m 0.09 : h > 3m h : AASHTO(American Association of State Highway and Transportation Officials).,

80 .,.,, 1/2 1/2 1/ ,..,,..,

81 3.5 1 : : : : 0.12 SSE : 0.2 OBE : : : : : 0.14, Cs C - K K R R - - R ( ( ) )

82 - 66 -

83 4,,,.,,..,,, : :, [ ] ,, 200m., 200m,,,

84 . 2 : K h = C z K h 0 ( ) : K h c = C z K h c 0 ( ) : K h c = C z K h c

85

86 A.. B,. A :. B :. A :. ( a=2.4 ) B :. ( a = 3.0 ) A :. ( a = 1.2 ) B :. ( a = 1.5 ),,,

87 :,,,, :,,.,,,,, A : (B ) - B : (,,,,,,,, )

88 , Cz, Cz A B C (1) 4.2 TG. 4.2, T G, TG(sec) TG TG TG (2),,

89 ,. (3). (4),

90 : [ ]..,, 82 ( ) (,, (1), (2) )...,, (1974), (1980)

91 .,. ( ),,..,,...,,,.. (pin).. 88 ( ) -,

92 C i = Z R t A i C o Ci Z Rt Ai C0 : :, : : : 0.2., k 0. 1 ( 1 - H 40 ) Z

93 , k : H : ( : m) (, 20m 20m ) Z : : [ ].. 45m..,,,.,..,,,

94 : cm/ sec 2, cm/ sec : cm/ sec 2, cm/ sec.,. 2,. :.. 1/200. : 1.. ( ) 1/100. ( )

95 .. ( ) ( ). 1 -,. 1/ (1),,.. (2),,

96 (3) A0 V0, 100. (4) RA, RV. (5) GA GV. 4.3 GA, GV TC. 4.3 GA, GV T C GA GV TC (sec) : ( ) : : (6) Fh 0.05 h. Fh m Tm. (7)

97 m. Tm hm - (8) Ds ( ). SA (Tm, hm), Ds

98 : : JEAG [ ] 4.3.2,,,, S1. S2 2, (1) ( S1) ( ) ( ) (2) ( S2) ( ) ( ) ( )

99 S1 ( ). ( ) A 10,000, 10,000. ( ). S2 ( ) ( ), A. ( ) B C, 50,000, 50,

100 c m/ s e c ( 5 ) 4.3.4,

101 .,...,.,,..., ,,,,,.,

102 , A As,.,....., As :,,, A : As B :, As A C :,

103 :, ( ) : ( )[ ] 4.4.2,. 100m (,, ). (, ) ( )

104 .. k h = k 0, kh : k0 : ( = 0.2) 1 : ( : 1.0, : 0.85, : 0.7) 2 : 3 : 2 = 0.9, 3, 3 = ( ). 0 < y / H 0.4, k = kf (y / H )

105 0.4 < y / H 1.0, k = kf (y / H ), y : H : k : kf : ,, 3,,.,,,

106 . (1),.,. (2). (3),, ( ).. (4).. (5),

107 (6),

108 : : [ ] (1) RC, RC RC (2) SRC SRC (3) (4) (5)

109 4.6 G1 Tg 0.2 G1 G2 0.2 Tg 0.4 G2 G3 0.4 Tg 1.0 G3 G4 1.0 Tg G4 Tg :

110 RC, RC RC,,.. SRC, SRC SRC SRC ( ),,..,..,

111 ., ,,.. RC, RC RC... SRC, SRC SRC

112 .,...,...,. 7..,

113 5 European Committee for Standardization CEC(Commission of the European Communities) Eurocode 8 Design Provisions for Earthquake Resistance of Structures. Eurocode 8. 5 Eurocode E u ro c o d e Eurocode 8 Eurocode 8, Eurocode 8.. (Principle)

114 (Application Rules) ,. (No Collapse Requirement) :.. (Damage Limitation Requirement) :.... (Comp liance Criteria) (1). - (ultimate limit state) :, - (serviceability limit state) :

115 ,. Eurocode 8. (2) Eurocode 8.. Eurocode 8 q.,, 1.0.,, (overturning) (sliding).., 2. (3).,

116 . (4) 1),.,., (capacity design procedure).,. (,,, ).,.,. 2)

117 ., 3),,.,..., (formal quality system plan), (covering design), Eurocode ( ). ( 1.0). B A, B C

118 5. 1 A B C * 5m, Vs 800m/ s * Vs 10m 400m/ s, * Vs 50m 350m/ s, 10m 200m/ s, * 20m Vs 200m/ s * 20m Vs 200m/ s * ,. Eurocode. ag. Eurocode

119 ag 0.1g g ag Eurocode 8.. (1) Eurocode 8 (elastic ground acceleration response spectrum). (elastic response spectrum).,.,, (T : ). - T 0.15s : T 0.5s : s < T < 0.5s : ag. (topographic amplification effects)

120 . (2) Se(T) ( 5.1 ). - 0 T T B : S e ( T ) = a g S [ 1 T T b ( o - 1) ] - T B T T C : S e ( T ) = a g S o - T C T T D : S e ( T ) = a g S o [ T C T ] k 1 - T T D : S e ( T ) = a g S o [ T C T ] k 1 [ T D T ] k 2, Se(T) : T : 1 ag : o : 5 TB, TC : TD : k1, k2 : TC, TD S : : 5 ( =1)

121 A, B C o, TB, TC, TD, k1, k2 S 5.2 S o k1 k2 TB(s) TC(s) TD(s) A B C * ( ) 50%. A 5m 20m,, B

122 , S = 1.4. A, B C. (PI 40) / (, 10m ) C. Vs,. -. / Vs.. = 7/ ( 2 ) 0.7, %. 5% Eurocode 8. (3) (Peak Grou n d D isp lacem ent) dg. d g = 0.05 a g S T C T D (4).,

123 ,,. q. kd 1 kd2. q. q ( 5 ), Eurocode 8. g Sd(T). 0 T T B : S d ( T ) = S [ 1 T T B ( o q - 1 )] T B T T C : S d ( T ) = S T C T T D : S d ( T ) = S 0.2 o q o q ( T c T ) k d1 T D T : S d ( T ) = S 0.2 o q ( T c T ) k d1 ( T D T ) k d2, Sd(T) : g : g ag ( =ag/ g) q : kd 1, kd2 : TC, TD 0, TB, TC, TD S 5.2, kd 1 kd

124 5.3 kd 1, kd 2 kd 1 kd2 A 2/ 3 5/ 3 B 2/ 3 5/ 3 C 2/ 3 5/ 3.. (1) (Pow er Sp ectru m) ( ) (random process). (2) 1) ( )... Eurocode 8.,

125 2). ag. ( ), ( ) ag S. (3),,

126 : European Committee for Standardization : Eurocode 8, Design provisions for earthquake resistance fo structures - Part 2. Bridges [1992 ] Eurocode 8 1.1,,.. - -, (portal) -,. - -,, (capacity design)

127 5.2.3.,. Eurocode 8, (2)., I. 5.4 I ,. (1) ( ),,

128 .,. (, ),.,. (2) ( ),.. (1),. (2) - (ductile), (ductile / essentially elastic) ( 5.2 )

129 5.2 - (3)..,. (4) (Cap acity D esign),,

130 (5) 1) (dy) (du)., d = du/ dy ( ) 2) ( 5.4 ). c = C u C y

131 = u y = 1 + u - y y = 1 + R, R (6) ( ) 1) - (equivalent linear analysis method),. (secant stiffness) ( 5.5 )

132

133 ,. * ( ), (secant stiffness) *, (prestressed concrete component) de de e q- ( ). d E = q d E e T T0 = 1.5TC,. d E = d d E e (displacement ductility) d. d = ( q - 1) T 0 T + 1, T.,

134 2),.,,, (capacity design precedure).. 3) -,... d E d = d E + d G d T s, de dg dts : : (,,, ) : Ts.. d T s = 0.4 d T, dt. de (Square Root of the Sum of the Squares, SRSS)

135 .. (Conceptu al D esign) (ag 0.10g). ( ),. * *..., 2.,, ,.. Eurocode

136 (1). (2). * * (3)

137 (response spectrum),,., 6.. (1) 2. * * 3 3, (2),. 1) (Site dependent Elastic Resp ense Spectrum) - Eurocode (elastic respense) (design specturm), k1 k2 kd 1 kd

138 - Eurocode (Site Averaged Response Spectrum) -,,. - Sa. S a ( T ) = j ( r i j r j ) S i( T ), ri, i. Si i. -. 2) (Site Dep endent Pow er Sp ectrum) stochastic stationary Gaussian,.. 1 ( )

139 3).,. 4). (3) 6 1) 6 Rayleigh Love. 2), ,.... * *, 600 m

140 -,., (1).,.,.. (2), Q1k. Q1k. 2 1 = * 2 1 = 0.2 * 2 1 = 0.3 1(LM 1).,,

141 . (3),,.. (4). - Eurocode 8. 30% -.,. (internal force),. (5) ( <70 o ) L/B < 2.0,. (L, B ). ( <45 o ).,

142 ... ( ),, (6).., -.,

143 .,. -, q 5.6. ( ), q., q. 5.6 q k < k < 0.6, q. 5.6 q., , q 1.0., q 2.5, 1.5., 1.0.,. (7)

144 q (as * 3.5) (as 1.0) * as = H/L :. 1.0 < as < 3.5 q.. (1) - 1)

145 ...,, ( )., :,,,, 2)., 90%. 3) (, ) E Ei (SRSS-rule). E = ( E i 2) Tj Ti 2,, =Tj/Ti 0.1/(0.1+ ), SRSS,.,. (CQC ) :

146 E = ( i j E i r ij E j ) i = 1,..., n, j = 1,..., n rij. r ij = 8 2 ( 1 + ) 2 / 3 [ ( 1-2 ) ( 1 + ) 2 ], =Tj/ T i : (% ) = / 100, SRSS. E = i E i 2 + m ( k m d m ) 2, km m, dm m. 4) X, Y Z, E, Ex, Ey Ez. E = (E x 2 + E y 2 + E z 2 )

147 . A Ed A E x A E y A E z 0.30A E x + A E y A E z 0.30A E x A E y + A E z, AEx, AEy AEz X, Y Z. (2) 1).. 2). : (a), 1/5 (b) (a),, eo (L) 5% (c),

148 1/5 (3) 1) q. -. 2) -. (4). ( )

149 (1), M0.. (2) 2. d E = 0.5 ( 1 + q) d E e, q, de e 1.. Ed. G k + P k + A E d + 21Q 1k, G k : P k A E d Q 1k : : : 2 1 :

150 ,, l ov = l m + d eg + d es d eg = L v g / c P 2d g, l m :, 40cm d eg d g v g c P L d es : : : : : :

151 (1) ( ) TI 3.0, C, 15km 5%.. (2) 3., 5% (SRSS) TI-1.0 TI+2.0 5% 10% km...,,. ( )

152 .. (1),.., , / (2),..,

153 : European Committee for Standardization : Eurocode 8, Design provisions for earthquake resistance of structures, Part 1-2 : General rules - General rules for buildings [1992 ] 5.3.2, Eurocode , (structural simplicity) (uniformity and symmetry) (redundancy) (bidirectional resistance and stiffness) (torsional resistance and stiffness) (diaphragmatic action at story level) (adequate foundation)

154 yes yes yes no no yes no no , , 2.,

155 ...,, i. e 1i = 0.05 L i, e1i Li : i :. (1), (simplified mode response spectrum analysis) - (multi-mode response spectrum analysis)

156 . - (power spectrum analysis) - (nonlinear time history analysis) - (frequency domain analysis),,., I. (2) (Sim p lifie d M o dal Resp onse Sp ectru m Analy sis) 1).. a1), a2) Eurocode 8 A A1, b) T1 4 T C T s 2) (base shear force)

157 Fb. F b = S d ( T 1 ) W, Sd(T1) : T1 T1 W : : T1 (Rayleigh ). 3) 1. mi Fi F i = F b S i W i S j W j, Fi : i Fb Si, Sj Wi, Wj : : 1 mi, mj : mi, mj 1, Fi

158 Z i W i F i = F b Z j W j, Zi, Zj : ( ) mi, mj 4) (Torsional Effect),,. = X L e, X Le : : (3) 1) Eurocode (2). A A1,

159 %. - 5%.,. (, ) k. k 3 n, T k 0.2 s, k n Tk : : : k 2) ( ) i j Ti Tj

160 T j 0.9 T i EE., E E = E E i 2, EE EE i :, : i,. 3), M1i. M 1i = e 1i F i, M1i e1i Fi : i : i : i

161 (4) 1) (Pow er Spectrum Analysis). 50%. g. 3) (Time-History Analysis). 4) (Frequ ency Domain Analysis).. g. (5) 1)

162 SRSS. : a) E E dx E E dy b) 0.30 E E dx + E E dy, EE dx : x EE dy : y +...,. 2). - 20m

163 - -,.... a) 0.30 E E dx E E dy + E E dz b) E E dx E E dy E E dz c) 0.30 E E dx + E E dy E E dz, EE dx EE dy EE dz : x : y :.. d s = q d d e I, ds qd : : q,

164 de : I : de,.. (N on-structural Elem ent) (1) ( ) (,,,,,, ).,,. (2). Fa. F a = ( S a W a a ) / q a

165 , Fa : Wa Sa a qa : : : : Sa. S a = Z/ H 1 + ( 1 - T a / T 1 ) 2, : ag g Ta T1 Z : : : H : (3) (Im p ortance Factors) (Beh aviour Factors) a a I

166 . (Im p ortance Factor), 4. I (safety verification). II-IV,. a) q = 1.0. b) Eurocode (2)-(3) Eurocode (U ltim ate Lim it State) (1) ( ),,,

167 (2). E d R d, Ed, Rd,. E d = E { G kj, I A E d, P k, 2 i Q k i } R d = R { f k / M }, 2 (P- ). = P tot V tot D r h 0. 1, : Ptot : dr Vtot h : : :

168 /(1- ) (3),. (4) (overturning) (sliding),. (5). (6) Eurocode 8, Eurocode 7.. (q = 1.0). q 1.5, (2)

169 (7).,.. (Serviceab ility Lim it State) (1) ( ).. (2) (Interstorey D rift). a) d r / h b) d r / h, dr : (design interstorey drift)

170 h : :

171 6,. (American Association of State Highway and Transportation Officials, AASHTO), Uniform Building Code. (U. S. Nuclear Regulatory Commission) Regulatory Guide., Code : American Association of State Highway and Tranportation Officials : Standard Specifications for Highway Bridges, 16th Edition, Division I-A Seismic Design [1996 ] f t (150m).,, (movable bridge)

172 , , 4. (Importance Coefficient, I.C.) - : I.C. = I - : I.C. = II

173 (A) I II A 0.09 A A 0.09 < A 0.19 B B 0.19 < A 0.29 C C 0.29 < A D C , S

174 6.3 I II III IV 200f t (60m),,, 200f t (60m),,,, 30 f t(9m) 40f t (12m),., C s = 1.2A S T 2 / 3, A : S : T : - Cs 2.5A, A

175 . III IV Cs 2.0A - m Cs m, C sm = 1.2A S T 2 / 3 m, Tm : m ( ) - III IV, 0.3 m Cs m,. C sm = A ( T m ) - Tm 4.0 m Csm. C sm = 3A S T 4 / 3 m

176 (1) (Uniform Load Method ) (2) (Simplified Modal Spectrum Analysis) (3) (Multi-Modal Spectrum Analysis) (4) (Time-History Analysis) A B, C, D (1) (2) (3) * A... 1 ( ) ( ) 30% 2 ( ) ( ) 30%

177 B, C D. R. R.. R R R R (bent) ( ) , (cap beam)

178 . A A 20%.. B, C, D,. = 1.0 ( D + B + SF + E + E QM or E QF ), D : B : SF : E : EQM EQF : 50%, 33.3%. C D.. (1) A A (N)

179 . N = ( L H ) ( S 2 ) (in), L : (in)., L L1 L2. H : (f t) S : ( ) (2) B B A. (3) C, D C, D. N = ( L H ) ( S 2 ) (in)

180 %. A. B, C D P- 2.., 33%. A. B, C D.. A, B, C D.,,,,,,

181 : International Conference of Building Officials : Unform Building Code(UBC), Ch. 16, Division IV - Earthquake Design and Division V - Soil Profile Types [1997 ] 6.2.2,, ,,,,.,

182 . 1.. (Occup ancy Category) I Ip,. 6.6 Group I, Division ,, 1, Group H, Division 1, 2, 6 7, Group H, Division 1, 2 7,, I 1, I p

183 Group A Division 1, Group E, Division Group B 1, 50 Group I, Division 1 2 Group I, Division , 1 2 1, 2 3 Group U, I 1, Ip Group U Ip 1.0., Ip

184 f t (30.48m), Vs f eet/ sec (m/ s), N (blows/f oot) [ N CH ] S u psf (kpa) SA SB > 5,000 (1,500) 2,500 ~ 5,000 (760 ~ 1,500) - - SC, 1,200 ~ 2,500 (360 ~ 760) > 50 > 2,000 (100) SD 600 ~ 1,200 (180 ~ 360) 15 ~ 50 1,000 ~ 2,000 (50 ~ 100) SE 1 < 600 (180) < 15 < 1,000 (50) SF 1 SE PI>20, winc 40%, su<500psf (24 kpa) 10 f t(3.048 m). : SD. SE SF,, SE SF

185 SA, SB, SC, SD SE 6.7, SF., Quick Clay, [, H 10 f t(3.048m)] [H 25 f t(7.620m), PI 75)] [H 120f t(36.580m)]., Z. 6.8 Z 1 2A 2B 3 4 Z *

186 , 6.10., Ca Na

187 6.9 ( Ne a r- S o u rc e Fa c t o r, Na ) 2, 3 2 km 5 km 10 km A B C (, U. S. Geological Survey California Division of Mines and Geology ). (, ). 10 km.. A B C (S e is mic S o u rc e T ype ), A C,, M M 7.0 M 7.0 M < 7.0 M 6.5 M < 6.5 2, SR (mm/ ) SR 5 SR < 5 SR > 2 SR < 2 SR (subduction source).,

188 Cv Ca , Ca, Z Z = Z = 0.15 Z = 0.2 Z = 0.3 Z = 0.4 SA Na SB Na SC Na SD Na SE Na SF , Cv, Z Z = Z = 0.15 Z = 0.2 Z = 0.3 Z = 0.4 SA Na SB Na SC Na SD Na SE Na SF

189 (1) ( ) 2 (2) f t 5 65f t,, 10,,, 1.1 (3). UBC f t UBC , , 2, 3,, 6.13,

190 . UBC , 3 4, 5 65f t SF 0.7, UBC (4). :,,,

191 % 3 80%. 2. ( ) 150% %.. UBC , 2 UBC , 2 UBC , 2 4. UBC (weak story) 80% UBC

192 ( (diaphram) ) UBC, , 6, 1.2,. 2. UBC , % % UBC , 6, 50%. UBC 4. (offset) , UBC

193 R 0 1. a b ( 3 4) (f t) (mm) a b a b c (EBF) a b a b a b c a

194 (SMRF) a N. L. b N. L. 2. (MMRWF) (IMRF) 5 4. (OMRF) a b (STMF) a. SMRF N. L. b. OMRF c. IMRF d. SMRF e. OMRF f. IMRF g. MMRWF BEF a. SMRF N. L. b. OMRF a. SMRF N. L. b. OMRF c. SMRF d. IMRF a. SMRF N. L. b. OMRF

195 N. L. : no limit 1 UBC UBC UBC UBC UBC R A, 2B, 3 4. UBC

196 . (1). E = E h + E E m = o E h, E : E h E v E h : V F p E m : E v :, D 0.5 C a I D 0. o : : / (, ) = 2 - r m ax 20 A b, r m ax = - A B = (f t 2 ) UBC

197 ., W., 25%., 10psf. 30psf ( ). 30psf.,, 75%.. (2) o (overstrength factor) o. o (3).,. (4) P

198 P-, s. P (5) R R (1). V = C v I R T W. V = 2.5 C a I R W. V = C a I W

199 V = 0.8 Z N v I R W A :, T.. T = C t ( h n ) 3/ 4, C t = : : :, C t = 0. 1 A c. A c. A c = A c [0.2 + ( D e / h n ) 2 ], D e / h n 0.9. B : T. B T A 4 30%, 1, 2,3 30%

200 .. T = 2 ( n i = 1 w i 2 i ) (g n i = 1 f i i ), f i : i : f i. V = 3.0 C a R W. F x = 3.0 C a R w i. V = F t + n i = 1 F i F t = 0.07 T V

201 F x = ( V - F t ) w x h x n i = 1 w i h i V x F t F x. V x.., 6.14, A x ( A x 3.0.). A x = [ m ax 1.2 avg ] 2, avg : x m ax : x., (Ft Fx)

202 S -. -.,. UBC S.. M - M. M = 0.7 R S : M. - M P -. M. 0.7, M ,

203 0.7 C a I W p., 50%.. (1) 50 10%, R. - Ca Cv 6.3, in/ sec 2. -, ,, UBC /3.. Na 1.0, 2/

204 6.2 (2) UBC

205 (3) - UBC ,. UBC %. -,,, R ,, UBC %. UBC ,, UBC %

206 , UBC %. UBC UBC ,.. 3,, ( ),. - 3,. -, 5% SRSS(Square Root of the Sum of the Squares)

207 - 0.2T 1.5T 5% 1.4 SRSS , UBC (4) 100% 30%., SRSS. SRSS,. (5),,,,. 400f b (181kg)

208 Fp.. F p = 4.0 C a I p W p. F p = a p C a I p R p ( 1 + 3h x / h r ) W p, F p 0.7 CaIp Wp, 4 CaIp Wp., hx :, 0. hr ap :. : (component amplification factor) , M. (6),.. (design basis ground motion),

209 R.., / 1.0. W., W,,. B... P , 25%. UBC : Intermidiate Moment-Resisting Frame(IMRF) (1) 50 ft, (2) R 2.8, T 0.06sec. V = 0.7 C a I W

210 V,., R V = 0.56 C a I W. 4 V = 1.6 Z N v I R W. : 1 2 UBC

211 : (U. S. Nuclear Regulatory Commission, USNRC), (U. S. Atomic Energy Commission, USAEC) : U. S. Nuclear Regulatory Commission, Regulatory Guide 1.29 U. S. Atomic Energy Commission, Regulatory Guide 1.60 U. S. Nuclear Regulatory Commission, Regulatory Guide 1.92 U. S. Nuclear Regulatory Commission, Regulatory Guide U. S. Nuclear Regulatory Commission, Regulatory Guide A, 10 CFR Part 50, 2,,,. B, 10 CFR Part 50,,. A, 10 CFR Part

212 100,., (safe shutdown earthquake, SSE),,. (1) (2), (3) 10 CFR Part 100 SSE, I.., I, SSE. B 10 CFR Part 50,. a. b. c. (1), (2), (3) (, ) 1 d. (1), (2), (3) 1 e.,

213 ,. SSE,. f. 2.5, ( ) g., 1 (1), (2), (3), (4), (5), h.,, i. 1 j. k. (1), (2) l. m.,, n. o. 1 2 p. 1 a o,

214 1, 0.5 ( 1.3, 1.4, ) q., 1.a 1.p, 1E 1, ( ),.,., 1.a 1.q,, SSE I - I, I. B 10 CFR Part 50,

215 , (safe shutdown earthquake, SSE).., (SSE), A 10 CFR Part 100.,.,.,. SSE, 1/2SSE (operating basis earthquake, OBE)..,,. (1) 6.3.,

216 g., 1.0 g 36.,, 6.16., cps (control point D) 2.5 cps(control point C),. 9 cps(control point A) 2.5 cps 33 cps,. 33 cps. (2) 1.0 g 6.4.,, 6.17 ( =1.0 g, =36 )

217 , cps(control point D) 3.5 cps(control point C),. 9 cps(control point B) 3.5 cps 33 cps(control point A), cps 2/3, cps, cps 3.5 cps 2/ cps,

218 6.3 US NRC Re g ula t o ry G uid e ( )

219 6.4 US NRC Re g ula t o ry G uid e ( ) * g. *,,

220 * (1), (2) (, ).,.. -, SSE(safe shutdowe earthquake), 1/2 SSE OBE(operating basis earthquake),, ,. -, SSE(safe shutdowe earthquake), 1/2 SSE OBE(operating basis earthquake),, 2., (2)

221 A(33 cps) B(9 cps) C(2.5 cps) D(0.25 cps) g , 2 1, 2 A(33 cps) B(9 cps) C(3.5 cps) D(0.25 cps) g 36. 2, 2/

222 6.3.4., (safe shutdown earthquake, SSE).,.,, (operating basis earthquake, OBE). (1),,, (2), ( ) ( ). ( ).,,.. (1) 1),,,

223 ...,. 2). {q n } m ax = n { n } S a n w 2 n, {qn }m ax n, n n. { n } T [ M] {1}/ { n } T {M}{ n } San, n.,.. (1) I,, ( 2, 1 )

224 ,,,, (Square Root of the Sum of the Squares, SRSS) (2).,,..,.. (1) 1) ( ), (,,,, ),, SRSS(Square Root of the Sum of the Squares)

225 2),,. - (grouping method) - 10 (10 percent method) - (double sum method) (2),, 3. 1) 2),. a., 3,, b.,, 2. 2,

226 6.3.5.,.,., 1E,,. (operating basis earthquake, OBE) (safe shutdown earthquake, SSE).. Regulatory Guide 1.89, 1E, IEEE Std ,. B, 10 CFR Part 50, III. (1) 5.3,, 1.5,. 1.5,,,.,,

227 (2) , (1 ),, (required response spectrum, RRS) 1.5, (test response spectrum, TRS). TRS 1.5, RRS. (3), TRS(test response spectrum) RRS(required response spectrum) , , ,.,.,,

228 ,,,.,., -.. (1) (Floor Rep onse Sp ectru m) 2 1, -,., ( 6.18 )

229 6. 18 (Hz) (Hz) (2) (sm ooth ing) (broadening p eak),.. - * f J J. *,. *, f J ( 6.5 ) 0.05f J, fjn SRSS(Square Root of the Sum of the Squares)

230 6.5.. (3) (Floor D esign Rep onse Sp ectru m). ( 2, 1 ),, 2.,.,..,

231 . ( ). (1),, SRSS(Square Root of the Sum of the Squares),. (2),.,,. (3),, -,,, f J., f J = [ (0.05f J) 2 P ( f Jn ) 2 n = 1 ] 1/ f J f J n n J. P. f J 0.1f J, 0.1f J., f J 0.15f J. (4)

232 ,,

233 : U.S Committee on Large Dams : Guidelines for Selecting Seismic Parameters for Dam Project (1985 ) ,, I(low), II(moderate), III(high), IV(extreme) 4, 4. 2 OBE(operational basis earthquake) : OBE

234 ,, %. MCE(maximum credible earthquake) : MCE, (pseudo static method),. 2,

235 : American Railway Engineering Association (AREA) : AREA Manual for Railway Engineering [1994 ] f t,,,.,, 500f t., (1) 1)

236 1,,.... 2) 2..,.... 3) 3..,..,. (2),

237 ..., , 3. (1)

238 (2) (3) ,

239

240 (1).. 1) : (0.3 ) 2) : 2.0 3) : 4) : (2).,,,,.. (1)

241 . -..,, 9inch

242 , /3, 50%., (2).,.,.,

243 .. (3)..,, ,.,

244

245 7.,..,,,,,,,.,,.,, ,,

246 AASHTO(American Association of State Highway and Transportation Officials) ( ),.., m,. 200m, ,.,.. AASHTO A, 0.09, , ,

247 . a 0.04, , 0.1, ,. k0, k0..., 2,, 3 0.7, ,.. 4,

248 , ,.... AASHTO,.,..,,. AASHTO

249 R- 2 5, Eurocode q ,,. X, Y (X+0.3Y) (0.3X+Y),. X Y. Z, (X+0.3Y+0.3Z), (0.3X+Y+0.3Z) (0.3X+0.3Y+Z) AASHTO,,,,, 40cm.,

250 .. 50%,,.., %, 50%,.,....,., Eurocode

251 ,.,, Guide Specification ,,..,,.,,.,

252 7. 1 AASHTO CEC Standard Specification for Highway Bridges Eurocode : A= : A= A < A < A < A k 0. a < a 0.1 a > (0.7), (1.0), (1.3) (1.0, 1.2, 1.5, (1.0, 1.2, 1.5, 2.0) 2.0)

253 7.1 (R) ( ) (R) ( ) (q) ( ),,,, 40cm

254 ,.,.,,. 2,.,.,, ( )

255 ,.,.. UBC(uniform building code) 5, (Z) , 2A 0.15, 2B 0.20, a 0.04, , ,. k0,..,,. (1.25), (1.25), (1.00), (1.00) (1.00) 5,

256 I, II, III IV 4 1.4, 1.2, , 2 3 3, 1.5, , 6, , 1.0, , ,,,. UBC,,

257 ,,....,. UBC R , Eurocode (q- ).,,, ( 1) ( u) ( u / 1) (q0). R- 2 ~ 6..,,. X, Y (X+0.3Y) (0.3X+Y). X Y

258 Z (X+0.3Y+0.3Z), (0.3X+Y+0.3Z), (0.3X+0.3Y+Z) UBC, , Eurocode 0.004, , 1/200, 1/ UBC Eurocode,

259 .,.,. UBC ,..,

260 Uniform Building Code : A= : A=0.12 ICBO CEC : Z= A : Z=0.15 2B : Z= : Z=0.3 4 : Z= Eurocode a 0.04 k < a 0.1 a > : I=1.5 2 : I=1.2 3 : I=1.0, : I=1.25,, : I=1.00 I : I = 1.4 II : I = 1.2 III : I = 1.0 IV : I = 0.8,

261 (1.0, 1.2, 1.5),, (q) : x (R) ( ) h (R) ( ) T <0.7 : x T 0.7 : x h h q = q 0 k D k R k W 1.5 : q = q 0 u 1 q 0 = , 1/200 d r h 1/100 d r h

262 ,,,,,.,,,. 10 CFR Part 100 A., (safe shutdown earthquake, SSE),,. (1) (2), (3) 10 CFR Part

263 7.3.2.,,, (safe shutdown earthquake, SSE) (operating basis earthquake, OBE) 2. OBE SSE 1/2. 0.2g..,.., 1, 2,

264 .,, , ,., 1, 2., 2. 3.,..,

265 7.3.4,.,.,,

266 7.3 USNRC Standard Review 2. Plan Regulatory Guide , :, SSE : 0.2g. SSE. OBE SSE 1/ : 1 : 2 : 2 : ) ) : : 3 : 3 :,, : :,

267 , , OBE(operational basis earthquake) %, MCE(maximum credible earthquake),., 0.18, 0.16,

268 ,.,, I(low), II(moderate), III(high), IV(extreme) 4, , 0.85, %, 20%

269 (pseudo static method),. 2, 3..,...., 1/2 1/2 1/ ,,.,

270 7.4 USCLD Guidelines for Selecting Seismic Parameters for Dam Project ( ) OBE : % - : , - : MCE : - : 0.13, -,,, I(low), II (mloderate), III(high), IV(extreme) %,. - : : % - :

271 : 2, - : 3, ,,, 3.,

272 , 475, , , ,,,,,

273 .,..,.., 4. C F 3m 0.06, 3m (1)., (0.3 ), 2.0,

274 .,,,,.,,., 3. (2).., AASHTO. (3), 1/

275 (1) 9. (2)...,,,,,

276 .., ,.,,.,

277 7.5 AREA AREA Manual for Railway Engineering : A= : A= ,,,,, - - 4,,, 3,,,,

278

279 ,..,,.,..,.. (1). (2). (3). (4)

280 8.2,., ,,.,.,. 8.3 (1) ( ) (2) (1998 ~2002 ) (3) (1999 )

281 1.,, ,, V, , (I), , (II), ,, ,, , 83-5 :,, , :, ,, ,, ,, ,, ,, ,, , :,, ,, ,, 1, pp , ,, , MANUAL, ,, 1 2 2, pp , ,,

282 22., ( ),, ,, ,,, American Association of State Highway and Transportation Officials (AASHTO), LRFD, Bridge Design Specification, American Association of State Highway and Transportation Officials (AASHTO), Standard Specifications for Highway Bridges, 16th Edition, Division I-A Seismic Design, American Railway Engineering Association (AREA), AREA Manual for Railway Engineering, ACI 349 : A standard for design of Seismic (Safety) Category I concrete, 199?. 29. AISC Specification : A standard for design of Seismic (Safety) Category I, 199? CFR 50, Appendix A : General Design Criteria for Nuclear Power Plant CFR 100, Appendix A : Seismic and Geologic Siting for Nuclear Power Plants 32. European Committee for Standardization, Eurocode 8, Design provision for earthquake resistance fo structures, IEEE 344 : Guide for Seismic Qualification of Class I Electrical Equipment. 34. International Association for Earthquake Engineering, Regulations for Seismic Design A World List, International Conference of Building Officials, Uniform Building Code(UBC), U. S. Nuclear Regulatory Commission, U. S. Atomic Energy Commission, Regulatory Guide 37. U. S. Nuclear Regulatory Commission, Standard Review Plan 38. USCE, USCE Standard 4-86 : A standard for seismic analysis of safery-related 39. U.S Committee on Large Dams, Guidelines for Selecting Seismic Parameters for Dam Project,

283 40., ( ), ( ), ,,, , -, , -, , JEAG , ,,

284

285 / 5. (I) / / / FAX 7. ( ) ,, ( ) 8. / / / / FAX ,.,,,,. 11.,,,,,,

286 REPORT DOCUMENT A T ION PA GE 1. Re port No. 2. Project Cla s s if ica t ion 3. Report Dat e NIDP Principal T it le a nd S ubt it le 5. Pe riod Cove red Study on the Seismic Design Policies and Criteria (I) Pe rforming Orga nizat ion Na me a nd Address 7. Aut hor(s ) National Institute for Disaster Prevention Gongdeok-Dong, Mapo-Ku, Seoul , Korea Jung, Gil Ho Park, Byung Cheol Choi, Jin You 8. Co- performing Orga nizat ion Name a nd Address 9. Sponsoring Agency Na me a nd Address 10. Abs t ra ct T he aim of the project is to analyze the differences of the seismic design criteria for various domestic facilities, and to provide the report as a reference when the seismic design criteria of the facilities in the law are established. In this study, the seismic design criteria of facilities, which include bridges, buildings, nuclear power plants and related facilities, dams, and high- speed rails, are investigated. T he investigation includes the criteria of domestic facilities as well as those of foreign facilities. The differences in the seismic design criteria also are analyzed. 11. Keywords Seismic Design, Seismic Design Criteria, Bridges, Buildings, Nuclear Power Plants and related facilities, Dams, High- speed Rails 12. S ecurit y Cla s s if ica t ion 13. No. of Pa ges 14. Dist ribut ion St at ement 15. P rice Unclassified 267 Release Unlimited

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