博 士 論 文 地震を起因とする盛土ならびに自然斜面の 崩壊発生機構と
Contents
1.2.
3.
4.
5.
6. 2
7. 3
8. 2 3
9. 7
10. 2 9 2 9
11. 2
12. LabVIEW LabVIEW A D D A A D
13. W270 3 10 9 3 2 4 1
14. 2 JP 1 1 4 707 a EE r Li RT 9 N
15. 1 4 4 6 He i Nie MA 1
16. 3 3 Goodman and Bray 1
17. 17 2
18. 1 165 4 4 5 747
19. 2 2
20. RPM 188 12 13 14 15 4
21. OO 2 2 4
22. 2m 8 0X10 1 0X10
23. 4 1
24. Young 7 No R 2 1 Young
25. 2 2 2 1
26. 2 3 6
27. 1 FOSM 6 1
28. 066 ra 0 06
29. 3 2
30. 747 35 5
31. Bishop Bishop FLIP 193
32. 2 H 4 H 2 3H 4 H 3 2 0N
33. 49 3 4 8 3 2 3 3 9 4 9 4 9 3 2 118 4 4 9 67 3
34. 2 1 WP SR
35. i ii
36. i ii ii
37. 197
38. 2 747 42 1967 7 3 1 3 ii 50 35 55 105
39. Ye 165 4 2 166 4 4 4
40. A 95 10 4 2 50m 1 7 1995 10 938 1 10 000 1
41. 1 2
42. NH CD CC 35 18
43. 1 0X10 1 0X10 0X10 151 4 3
44. 10
45. sm DEM Digital Blevation Model 10m 0m 1 3km 71 3 1 8km 1 4km 3
46. 3 Bishop Bishop Bishop IFLIP
47. 2 3 2 1
48. 1 B A 2
49. 0m Som 125 000 10 20m 30 40m 30m 30m
50. 58 2 1 1986 2 332p 1992 8 3 pp 8 1 8 44 2000 i i 407p 1984 5 28 275p 1985 6 a 208p 1986 7 85p 198
51. 2 747 42 1967 7 3 1 3 ii 50 ii 35 55 ivy NW SE 4
52. 1 DP 4 39 32 39 9 5 9
53. 70 4 1707 M8 4 3 1 1 8km 700m 1 2 000 m 1834
54. 6 2 ml 194 MR SE 0 RS omi
55. KM 1 1 35 35 45 1 000 4 000m 100m 1 000m 1 2 40 30
56. 0 3 0 2 0 1 no 0 1 0 2 0 3 0 4 C 1 m 4 64 C SR 4 65 1 3
57. 29 2 150 Q max 117 6 gal 150 200 250 300 sec 2 9 0 50 100 150 200 250 300 sec 2 10 A EC 1 kP a 8 6 mi I HN on 50 100 150 200 250 300 sec 2 11 B 2 1 2 12 2 122 AB 2 12 2 1
58. 25 2 Bishop Fellenius Fellenius 1 OO A A gt W R sina k Wy cosa sin a tan FF 2 32
59. 2 93 199 10 7 2 1 10
60. 0 20S 6 7 3 2 a 3 3a b c 3 3b 65 3
61. 3 2 3 3 9 3 2 24 64 3 7
62. 2 TI a 9 PR CPP DO rape CC EC eS 1 1
63. OE A
64. SO ECC ES gt gt OR RN
65. EN g 2 6 k 2 3 2 18 Z 2 20
66. MO 2
67. 37cm 20cm 34 2 39cm
68. 3 2 3 2 3 2 4 2 2 1 10 000
69. 0 7 3 4 2 iV 3 4 Q tan 2 06 50m A H H H H B H H Hs H 3 TSD 2 3 1 3 5 7 O 0 42 2 72 ToD 4 4 3 5 73 3
70. 2 3 2 1 2 NR RI NIR 2 35 3 1 2 3 OT 37 2 0 ue AFOSM 3 a es 2 gt 9 lt F
71. RN CI EO Ma Me RE Do 2
72. B1 3 _B1 3 a EE 0 51 1 P lt WW 0P 0 0m m 1 EE _ 8 5 3 _ 10 Cr lt 8 6 9 6 4 10 30 15 10 30 10 30 10 30 N A N 2 25 N lt 2 26 2 quake2d4 46 2 quake2d4 quake2d
73. 7 2 29 2 3 b 2 2 2 6 g a 2 3
74. 747 42 1967 7 3 775 3 1 3 1 2 NT
75. Me hkd TE RE 2 0m
76. 9 9 a WNW 4 9 2 60 4 7 4 8 4 8 73 9 8 1 117 4
77. Newmark Makdisi and Seed gt Newmark Makdisi amp Seed Newmark
78. 2 2 19 2 19
79. 2 20 SQ 15 1 10 HHR 5 6 0 CD C3 C3 C3 gt mm CN C LO CO TS 6 a R 3 8 50 40 30 20 lt 8 0 15 15 gt 25 Ere35 35 gt 45 ABB5B 55 9 2 3 9 9 70 3 4 0 3 10 3 10 NW SE NE SW
80. 7 RI Ne Ne CR a 195
81. 30 40 ht 0 250 100 225 90 200 80 Si 70 150 60 125 50 sn 100 40 75 30 50 20 25 10 0 0 15 15 25 25 35 35 45 45 55 55 9 C 4 13 607 122 4 15 15 25 25 lt 35 35 45 45 lt 55 55 0r 4 14 6r 3
82. 4 5 B A
83. 2 o oc
84. 2 9 1 SSR Slope Stability Rating System SMR Slope Mass Rating 7
85. 3 2 2 A Ci i s i I 1 10 000 1 50 000 3 1
86. a 4 58 4 7 re D 4 7 156 4 m HB n m n m 6 n 4 58 b 4 58 4 8 4 58 9 4 9 4 8 4 9 0
87. 900
88. i i iv 5 6J 3
89. 125 4 5 126 4 4 3 4 3 1
90. 2 2 6 1 Fellenius
91. Bishop Bishop FLIP 35 2 36 2 2 3 2 3 1
92. 50 10 50 kN m 4 4 4 CD CD
93. Vol 58 No 1 pp 3 13 2003 16 2 2 1
94. Mt Vc Vemax 4 55 4 4 4 5 153 4 i 4 4 Vom XX 100 7 4 5 C s n Non 9 Non 4 55 1m 29 6 53 Vamax 10 Va 24 19 gt Vamas 10
95. CD 1 4 78 4 79 TT SU 4 78 175 4 4 79 20kN
96. eeniotoie 1 RE 5 2 4 1 3 4 2 3 3 2 3 3 2 2
97. 200 CC 0 2
98. 120 4 250 100 225 90 200 80 175 70 150 60 0 125 50 i 2 8 50 20 25 10 0 0 150 150 300 300 450 450 600 600 750 750 tm 4 11 150 150 lt 300 300 lt 450 450 600 600 lt 750 750 lt 7 tm 4 12 121 4
99. A B B A 6 C B
100. 7 1 0X10 1 0x10 3 0X10 187 4 8 9 10 11
101. LabVIEW 176 4 2 4 80 4
102. 3 2 3 3b a b EN 4 5 115 4 3 2 3 3c b 4 6a 4 6b NN a b
103. 41 2 2 23a 2 A 2 2 21a c 2 23b 1 B
104. 1 3 3 7 3 Lin et al 8 1996 6 13 2001 8 100mm 10 1 11 1999
105. 4 3 113 4 ER Sl 350 450 4 3 4 4 4 4 93 9 6 1 6 1 0 4 4
106. 1 gt gt HH 2
107. 1 N ScmX 10cm 10 1 2mm 75 106 250 425 850um 4 10 300g MG 4 10 EE um g um 9 2 000 000 0 250 45 53 96 07 0 106 64 61 50 76 56 0 075 17 24 172 4
108. CD CD
109. HRP 9 EN ER NO NNW 2 PR 61 3
110. 2 2 Newmark Goodman and Seed Newmark Newmark L2
111. 5 Wei As A Nhe WAC 3 2 NARA
112. 1 2 Fellenius Bishop
113. ce 0 p lt 5 7z 5 4 3 30 1 7g 7 0 2 gt p gt 7g7 3
114. a a No E 2 1 MM M 1 No E 3 Cc I No E 4 ww 2 84 No 50 100m 4 b b 4 18 2 Nc 12 Nc 12 126 4 1 No E 1 4 19 45
115. 2 27 1m 2 25 2 27a B 2 25 2 27b A 2 4
116. C 4 55 4 6 4 4 4 5 C C jo0 4 6 0090 0 5 7 2 Vx Vomax Young
117. 1 3 2 1 33 1978 7 40 1 000m 1 17 1 1 7 24 1949 39 1964
118. 2 3 7 2
119. 38 2 etc etc 2 19 3 3 3
120. 2 2 2 14 2 14 FEM EW Fc 31 2 2 2 4 c kPa PT 0 MI UU 506 5 Olt 20 5 30 35 40 45 50 a sec 2 14 2
121. 3 Z 2 39 2 40 2 39 2 40 Z Z Pr 2 41 Pr lt 0 2 41 Z 3 2 20 Pr Pr 2 42
122. 7 199 1 17 34 747 43 1968
123. 250 100 0 Xa 100 40 8 50 20 15 15 25 25 35 35 45 45 lt 55 55 0r 3 17 6r 7 3 25000 22500 20000 17500 15000 12500 10000 7500 o000 2500 4 0 3 0 2 5 2 0 1 5 1 0 0 5 0 0 5 15 25 25 lt 35 35 45 45 55 9 3 18 7 029 15 25 25 lt 35 35 lt 45 45 lt 55 9 3 19 7 78 oo 100 0W 3 3 3 20 3 21
124. 20 7 1 rr LL 1 1 1 2 5 1 3 1 3 1 1 3 2 1 3 3 1 4 2 2 1 2 2 12 gt 2 2 2 2 2 3 2 2 4 2 2 5 2 2 6 2 3 2 3 1 2 3 2
125. 2 25 5 W 2 26 105m 45 2 1m 2 25 W 5 2 26 AN 5
126. 3 2 35 gt 2 37 A C 2 35 2 36 A B A A
127. A B B A 54 2 3 C B
128. 3 44 0 000 050 10 0 15 0 20 0 25 0 30 0 35 0 40 0 45 0 50 3 44 3 44 No 1 27 5 No 2 43 0 No 1 44 7 2 102 3 No 2 MR 2 4 3
129. Fellenius 2 5 0 0 7 2 5 Fellenius Fellenius Fellenius
130. CD 35 18 44
131. Vol 33 No 1 pp 7 16 1980 23 Super FLUSH 2D VERSION3 1 155p 1996 24 Vol 10 pp 45 81 1992 25 18 3 pp 242 256 1990 26 Vol 44 No 4 pp 11 16 1992 27 N N N pp 121 122 1998 28 2 4 1 pp 105 112 1989 29 2 pp 1 21 1996 30
132. No R 1 4 9 170 4 4 9 em dc 4 73 7 03kN m 4 46kN m 4 74 4 74 0 15 0 25 10 eeev 9 03 4 46 c kN m 4 74 4 4 3
133. 68 3 2 1 3 2
134. 2
135. 2 A A 8 2 186 3 4 5 6 4
136. 3 41 Model B No 4 6 No 1 3
137. 35 6cm 1 B 17 1cm 1 7cm NN 2 30 B 26 9cm Tu b 4 TL FMTIITIITIITIII a 2 30 E NT 1 1 gt DAR TNI IST 19 3cm LE II ITILELE 1 LELII4ITLL wy kl LELH TL TL s
138. 4 23 40 45 2 5m 1 5m Ne 12 4 23 No R 1 131 4 6 No R 2 4 24 3 40 60
139. 7 199 10 10 938 3 1 4 2 3 2 Rh NA RA el
140. EE EN FLT EE EE 9 5 HI 5 EE i i Er rr Er rr 4 35 FEM 2 50mD EM Super FLUSH
141. Goodman and Bray DEM Distinct Element Method DDA Discontinuous Deformation Analysis 7 DEM DBM Goodman and Bray
142. i ee 63 3 3 1 50m 3 2 3 1 747 1 10 000 1
143. Vol 48 No 6 pp 15 21 1996 3 Vol No 11 pp 14 21 1972 4 Lin C W Shieh C L Yuan B D Shieh Y C Liu S H and Lee S Y Impact of Chi Chi Earthquake on the occurrence of landslides and debris flows Example from The Chenyulan Riverwatershed Nantou Taiwan Engineering Geology vol 71 pp 49 61 2004 5 1999 Vol 22 No 3 pp 225 270 2003 6 Vol 58 No 1 pp 3 13 2005 7 2000 Vol 26 No
144. 3 21 3 22 3 24 fg 2 cos szz 1 tan 3 25 EO Jn 1 Pn 1 n QR n 3 34 7 3 1 gt 3 26 2 92 3 XA Y lt tan 3 27 3 3 23 EO 3 29 SRODO
145. 127 127 127 139 152 164 CO 0 WW WW WM O 0 MN 4 4 4 4 1 2 4 4 4 A 6 2000 2 BN RW SB eS WININSNSN IS SN es se 4 167 167 167 171 175 183 184 186 190 193 1 1 1
146. 0 f u V 2 24 2 3 5 B B A A 1
147. 4 75 4 75 171 4 4 75 6 e No1 No1 1 10 1000 10000 100 kN m 4 75
148. 2 23c 2 C B C 1m 1m a Case 1 Case 2 Case 3 Case N Case 1 Case 2 Case 3 Case N c C 2 23 42 2 2 1 A
149. RW Reed ei 4 2 3 3 2 112 4
150. 20 30 40 50 10 265mm 200mm NE ERSR O 12 2000 12 2000 7 MR 3 1991 10 617mm 48mm 8 1996 9 406mm 66mm
151. Super FLUSH 4 36 140 4 4 36 30m Super FLUSH 2D 3
152. 3 2 0 29 NOLI No 2 3 1 2 104 3 3 4
153. 467gal 4 54b 1 0X10 a b 4 53 No N 6 a b 4 54 No N 7 4 5 4 5 ea gt gt
154. RE 0 otteriviegieanioyeaeidp 1 1 2 A Ne i RE i 1
155. 196
156. 1 1 1 3 2m 8 0X10 1 0X10
157. 4 4 2 4 3 4 4 2 3 2 4 1 1 1 248p 2007 2 1986 3 332p 1992 4 7 pp 317 358 2001 5 467p 1999 I
158. DBM DEM Ishida et al DEM DDA Goodman and Bray DDA Goodman and Bray
159. 7 199 10 10 938 90
160. 10 Vomar 125 4 6 155 4 1 A 4 4 a 4 5m S AA X AO V 4 57 No E 1 4 6 ao 9 gm cm mm 3 i 1 a
161. 3m 2m Mc 12 4 19 No E 1 2 No E 2 4 20 40 45 3m 2m 3 No E 3 4 21 45 2m 1 5m 129 4
162. Bishop 2 1993 3 Bishop
163. 1 Fellenius Bishop 2 1993 56 2
164. 7SD m f H Hs Hs Hs TH 4 6 3 6 3 13 cos A 0 3 6a 4 7 A 0 3 6b ER 9 W 3 13 9 5 4 3 7 4 x100 3 7 B N 4x Bx Fx 74 3 3 1
165. 2 No R 1 B B C BC B B B 3
166. 2 No E 1 4 57
167. 2 32 2 32 2 33 Bishop Bishop Bishop RY cb W ub tan 0 gt W R sina k Wy cos sin tan G F Bishop 2 10 2 34 2 11 2 32 7 47 Fellenius 4 Mxc 2 36 2 37
168. 3 0 X10 3 0X10 146 4 a b 4 44 No R 2 7 No R 3 4 45a 450gal 476gal 4 45b 6 0X10 7 6X10 a b 4 45 No R 3 8 No R 4 4 46a
169. Goodman and Bray 3 1 1 64 3 i 1 mm 3 1 mp WE F LM Wa 1 13 4 a mm _ Fm a 1 1 a L ai 1 3 1 3 3 3 2 3 26 Rock fall 3 27
170. 40 45 70 2 5m 2m 132 4 5m 0 Mc 12 4 25 No R 3 5m 0 Ne 12 4 26 No R 4 9 No R 5 4 27
171. c 1 c 2 21 2 21a 2 21b 40
172. 3 3 Goodman and Bray 62 3 3 2 3 2 1
173. 0 0
174. 2 7 9
175. FEM 1 2 FEM FLUSH
176. Vol 13 pp 147 167 1993 5 7 pp 17 22 1995 6 7 6 pp 110 126 1996 8 50m 250m 1995 31p 1994 9 Vol1 No 11 pp 14 21 1972 10 115p 1983 11 No 40 B pp 97 114 1998 12 1978
177. 2 29 PHP
178. 3 11 3 2 2 1 1 630 oo 3 2 747 671 4 2 9 TSD 3 2 4 3 2 1 4 11
179. Re i Wi 0 SO MR 93 2
180. C Vol 63 No 1 pp 140 149 2007 38 22p 1999 39 No 8 pp 39 48 2004 40 No 396 OY 281 1998 41 pp 136 145 2000 42 CE pp 8 27 1987 192
181. COV q b 47 2 2 25 1mX1m 2 45 2 50 1m N 300 2 4 9 c kPa 60 so tes 0 040 to 309
182. 0 2 2 45 0 No 4 0 32 45 0 No 1 2 3 41 3 40 Model A No 1 3 540
183. BN 2 16 3 0 2 0 5 10 15 20 25 30 35 40 45 50 sec 2 16 FN BN 2 16 FN 2 0cm BN 0 6cm Fellenius Bishop 2 17 33 2 0 35 0 25F 021
184. 1m 1m 1m 0 6m Ne 12 4 24 No R 2 7 No R 3 4 25 42 0 7m 0 3m 0 2m 1m 8 No R 4 4 26
185. SR gt B4 BA 4 14a 77 PA p4 4 4 14b p4 gal p4 gal lt SA A SA SA BA e AA A SA n BAu n BA n 4 60 SR ei 4 61 159 4 f 4 60
186. Fellenius 10 OW 9 0 0 2 1 AM 2 1 rad sec kg m Mpw kN m Mpxg kN m kN m Mrxg kN m Mrc kN m 2 gt R 2 2 g My 2 x 23
187. N 0 50 40 30 WV 270 90 180 3 23 6 61 3 N 0 4000 3000 2000 WV 270 1 90 E gt 180 3 24 8 N oO 180 W270 3 25 6 62 3 3 2 5 1
188. 2 g e g 4 84 4 84 91 108 kN m 101 kN m 3 1 3 g g 3 4 4 2 g g g 4 85 4 85 57 76 kN m2 69 kN m 4 3
189. 12 1923 39 1964 53 1978 A 30 Mi 1 2m MNO 8 1
190. 2 3 3 2 3 4 2 3 5 2 3 6 2 4 lt lt 17 17 19 19 19 22 25 28 35 37 37 37 40 44 45 54 56 59 3 61 3_ 1 i a a a a a 6 1 3 2 63 3_ 2 1 i 63 3 2 63 3 2 3 64 3 2 4 7 1 3 2 5 83 3 3
191. No 596 pp 295 306 1998 2 Vol 27 CD ROM 2003 53 1 Vol 26 pp 449 452 2001 54 Vol 11 pp 769 774 2002 2 Vol 5 pp 665 670 2003 6 FEM Vo1 26 pp 1213 1216 2001 57 1978 Vol 20 No 8 pp 27 32 1978 S8
192. Vol 35 No 2 pp 3 15 1982 39 pp 95 102 Vol 28 No 6 1980 y 60 Ashby J Sliding and toppling models of failure in models and jointed rock slopes M Sc Thesis London Univ Imperial College 1971 61 No 358 pp 147 155 1985 15 1 62 2 DD 3 14 1998 63 4 pp 143 186 1998 64 Vol 8 No 9 1966 6 8 160p 1996 66 1986 67 Duncan C W Rock Slope Inventory Maintenance Programs Rockfall Mitigation Seminar
193. 13 938 36 1961 42 1967 42 1967 7 3 371 2mm 319 4mm 3 775 900 12 2000 13 2001
194. 10m Ne 12 4 20 No E 2 10m Ne 12 4 21 No E 3 4 No E 4 4 22 No E 2 4 18b 45 50 2 53m 2m 130 4 Ne 12 4 22 No E 4 5 No R 1
195. 1I C 1 0 2 10 2 11 A B 2 10 2 11 A B 30sec A B A 20 19kPa 22 70kPa B 9 36kPpa 7 53kPa 2 10 2 11 144 RN
196. B A B B A B m Dy res e e 4 A 4 A B m B 1 0 0 5 0 0 0 5 1 0 1 0 0 5 0 0 0 5 1 0 Dy es m Dy es m a b 2 35 A 5
197. 3 7 2 Ag 3 8 3 8 90 100 21 160 50 50 607 80 3 9 3 9 3 9 9 33 45
198. 1 2 35 3 4 2 rock fall sliding 2
199. ELIP a 2 15 Fellenius Bishop F AA 2 15 Bishop Bishop 2 AD 32 2 2 15 Fellenius Bishop b Fellenius FN Bishop
200. d 3 3c WW 450 400 NN a c 3 3 2 Rg 3 4 3 1 66 3 H
201. MR ME a an
202. Vol 20 No 8 pp 27 32 1978 13 Vol 28 No 8 pD 45 51 1980 14 pp 9 102 Vo1 28 No 6 1980 15 p 83 1996 16 6 3 2 108p 1993 17 pp 102 120 2000 18 7 pp 1 4 1995 19 pp 43 73 1991 20 Vol 23 No
203. 30m 3 24 NE SW WNW BESE NE SW WNW BSE WNW ESE ESE WNW 3 23 3 24 3 7 3 25 3 25 WE 1 2 1 0
204. 3 CD HHR ee oe 184 4 4 35 18 44
205. 0 196 Na MHR 8 2 DN
206. 4 3 3 2 Super FLUSH 2D 9 1 2 139 4 4 35
207. 50 pp 413 420 2003 25 Shinozuka M Digital simulation of random processes In engineering mechanics with the aid of FFT techniques Stochastic problems in mechanics DD 277 286 1974 26 N N pp 110 123 1998 27 pp 80 167 1977 28 DD 297 467 1988 29 pp 144 167 1997 30 pp 26 3 2004 31 FEM FEM 4lp 1998 32 p 22 2002 60 3
208. 1x10 0 0 0 5 1 0 1 5 2 0 2 5 3 0 3 5 4 0 m 4 66 162 4 1x102 1x103 KK 1x103 es M 1x10 0 4 0 3 0 2 0 1 00 0 1 0 2 0 3 0 4 C 1 m 1 4 67 C 4 68 45 20X10 4 69 2 0m 8 0X10 1 0 x10
209. 3 1 cm m 1
210. 3 3129 3 ij ii i 3 3227 A P OQ PO 3 3329 Xn Qn Jn 1 Pn Pr Mr Ln NN NN sc Kn R 3 32 3 3 33 z 3 12
211. CSA et 3 3 NR
212. 40 1m 133 4 M 12 4 27 No R 5 10 No N 1 4 28 30 0 8m 11 No N 2
213. 84 3 3 1 i a tC J a 84 3 3 2 85 3 3 3 89 3 3 4 93 3 3 5 96 3 3 6 5 101 3 3 7 a a a a a a a a 103 3 4 105 CC i i i 3 2 3 1 7 1 107 4 109 4 1 lt 109 4 2 112 4 2 1 112 4 2 2 a i a i i 112 4 2 3 112 4 2 4 CE a i i i a a 125 4 3
214. C 1 4 12a C 1 R 4 12b C 1 m 4 59 C e 4 60 2 4 13 SR ZA 4 14a 4 61 4 14b SR 47gr S4 4 4 13 158 4
215. 7 Goodman and Bray 8 9 COW 2 0 29 Noe 1
216. LEM FEM Vol 38 No 3 pp 169 179 2001 18 FEM Vol 39 No 4 pp 9 16 2003 19 Bishop A W The Use of the Slip Circle in the Stability Analysis of Slopes Geotechnique Vol 5 No 1 pp 7 17 1955 20 1993 Vol 42 No3 pp 7 62 1994 21 2 No 703 pp 327 343 2002 22 http geotech ceri go jp tomakomaiarray index htm 2004 2 1 23 71p 2000 24 59 2
217. No 2 3 1 2 5 106 3 1 2 pp 14 27 2000 2 No 358 pp 147 155 1985 3 oodman E and Bray J W Toppling of rock slopes Proceedings of Speciality Conference on Rock Engineering for Foundation and Slopes ASCE Vol 2 pp 201 234 1976 4
218. 1 2 NOM MR 3 1 1 i 2 11 3
219. 1 1 1 0 0 0 0 5 1 0 1 5 2 0 2 5 3 0 3 5 4 0 D m 4 62 SR 160 4 gt 0 4 0 3 0 2 0 1 no 0 1 0 2 0 3 0 4 C 1 m 4 63 SR C 4 64 1 5m 1 1 1 1 2 0m
220. 4 15 7 gt 4 15 7 1 2 a 4 62 4 63 4 62 2 0m 1 1 3 Sm 1 25 4 63 1 1
221. Nc 4 1 PAN 4 2 7 Nc CT 7 C 4 3 Nc gt 4 1 1 0 30M 4 1a Ac 4 0 66M 4 1b ON 2 4 2 G 4 3 4 g 9 81m s y CZC 7 4 3 4 4 4 37 4 3 141
222. a b 4 42 No E 4 5 No R 1 4 43a 4S0gal 4 486gal 4 43b 4 0X10 5 0X10 5 0X10 b No R 1 6 No R 2 4 44a 484gal 4 44b
223. 4 15 4 15 3 20 3 20 4 15 3 21 3 7 4 16 3 22 4 16 3 0 15 0m 1 2 9m
224. 44 1 169 4 1 1 10 000 1995 2
225. B 3 39 96 3 No 1 2 3 4 5 6 7 8 9 10 0 00 0 0 25 9 20 3 0 40 0 45 0 50 No 1 a No 1 No 1 2 3 4 5 6 7 8 9 10 0 00 0 0 25 9 20 0 35 _0 40 0 45 0 50 No 2 b No 2 No 1 2 3 4 5 6 7 8 9 10 0 00 60 0 25 0 30 0 35 0 40 0 45 0 50 No 3 c No 3 3 40 Model A 99 3
226. LE EL LIU TII WT I 2 30 6 9cm 1 hi 16 3cm 2 31 2 29 B 2 31 HHHHHT 0 27m 0 36m B b 4 TL 49 2 31 EN B 3 LL 2 gt 3
227. 4 2 4 3 1 pl RPM MI 1 7 1995 10 iinet sigan dao ttle a ni ERR
228. 50m 3 11 87 512 1 10 000 3 11 2 1 1 671 50m 50m 3 11 2 1 4 3 12 3 3 72 3 4 3 3 3 12 2
229. Vs F zix 2 55 kh fjx ylx lt 2 36 qo xyx 2 57 xyx Vz c pg c oc 2 2 1 YAry a A 2 55 60 pa be OY y 1 pg 2 56 kyxy KAly xr 2 97 44 2 c
230. 9 2 15 Ep Zs 1 F lt 1 9 7 FF 2 15 2 4 22 2 2 4
231. 9 25 35 12 i 22 2 3 2 30 40 2 3 2 30m 30m a
232. 4 3 110 4 oo Tew PAE 4 4 111 4 4 2 4 2 1
233. NW SE Goodman and Bray
234. 13 2001 10 11 1999 2 15mm h S0mm 1 4 5
235. 470p 1999 7 lt LT 360p 1998 SH EDT 703p 2007 9 2 2 pp 3 18 2007 10 8 3 pp 8 1 8 44 2000 11 2 pp 14 27 2000 12 Vol 28 No 8 DD 45 51 1980 13 Vol 38 No 3 pp 20 22 1985 14 Vol 38 No pp 12 15 1986 15
236. Goodman and Mi YR VishidPt 1 Goodman and ON TO a 103 3 2
237. b a 2 210 a 0 0052 o max SD 0 0163 10 2 22 b 0 0910 a max SD 0 0787 107 2 23 9 sy 1sec 2 Ssec 2 5 9 Svdt 2 24 2 4 0 Sy h 209 7 s C 1 1 0 TH 1 0 R lt 0 1 C 33 3 R 0 67 0 1 lt R lt 0 4 2 25 2 0 0 4 lt R 0 0882 JN 1 7 N lt 14 2 26 0 0882 N 1 7 1 6 10 N 14 N gt 14 NRCrN FE 2 27 N 170 n o 70 2 28 e F 40 50 10 lt F lt 80 2 29 c F 10 18 10 lt FE 2 30 NN
238. Ni N 39 2 fu Vs Fr 0 bk lt 2 20 ra 2 42 2 43 1 1 2 43 Fs 1 0 Pr 2 3 3 y
239. 492gal 4 52b 7 0 X10 1 0X10 b 4 52 No N 5 15 No N 6 4 53a 5 fetetiniiegiipreiiohotoe gdherin tianige ig FPW NN 5 5X10 150 4 16 No N 7 4 54a
240. 2 44 Ed 2 44 2 B C B 1 1 2 45 f f z f z 2 46 Nz dm 0 2x km 2 47 A 2 48 2 47 k Ak 2
241. 42 7 9 5 pp 73 76 1968 15 p 83 1996 16 pp 102 120 2000 17 1978 Vol 20 No 8 DD 27 32 1978 190 4 18 Vol 28 No 8 DD 45 51 1980 19 Vo1 49 No 3 pp 11 19 1996 20 Vol 23 No 4 pp 21 26 1981 21 Okimura T Tori1 N and Sugimoto K The seismic amplification effect of topographic conditions and depth of surface soil layer on mountain slope Proceedings of Joint workshop on US Japan Cooperative Research in Urban Earthquake Disaster Mitigation DD 169 176 2003 22
242. kPa gs 0 0 S 0 0 At t t At 0 t Qmax t gz S 7 2 7 9 2 8 2 2 5 28 2 1 2 2 4
243. 1 1 2 2 2 1 FOSM First Order Reliability Method 1 AFOSM Advanced First Order Reliability Method 3 3
244. Sliding 3 28 Toppling 65 3 2 Toppling 3 26 Rock fall 3 27 Siliding 66 3 ru AMNWm N UM 3 28 Toppling 1 3 29
245. 1P lt 0 skN 6 3 3 4 Goodman and Ma 3 35 3 21 3 22 R W cosd ksind P P tan 3 28 S W sind kcosd 3 29 3 300 3 36 7 797 MW 2 Ysind x c
246. mz 727 tan 3 27 3 P 3 30 3 31 P NO PP 0 P P 4 rz 1 NICON WW 8 7 ON y P 1 1
247. 1 1 g g a 3 2 WO 2 2 2 g g g 4 83 4 83 81 90 kN m 81 kN m 2 1 ga 7 g g 1 1 3 3 3
248. 2 4 13 4 13 45 206 45 50 3 17 4 13 Nr 3 18 3 7 4 14 PPE 4 14 PVP
249. W W gt 100kPa W W XM 7 cj gt MN 2 16 2 15 24 2 U 1 0 XG 2 31 U kPa C kPa 2 2 4 1 Bishop Fellenius
250. 0 4 29 No N 2 135 4 5m Mc 12 4 30 No N 3 13 No N 4 4 31 40 0 8m 1 4m 1 8m A C 5m F 9 e 0 H J Pd a K L M 12 4 31 No N 4 136 4 14 No N 5
251. e 0 87 0 94 0 92 0 02 200 kN m5 50 2 4 76 173 4 300 250 200 kN m II I 7 EE 1 gt EE 1 Il A EE MI EE EE EE EE ES MWMl WMl ll T d i I I ua 0 0 20 40 60 80 100 S 4 77 7 4 11 S qu kN m No 4 76 4 77 174 4
252. 3 1 3 39 Model A 7 6 Model B 3 38 3 1 5 No No Pe sw EE 25 3 45 40 35 30 25 0 00 0 05 0 10 0 15 0 20 0 25 0 30 0 35 0 40 0 45 0 50 a Model A J Mil KR Rh HO 1 wi or 1 1 1 1 FC H 0 00 0 05 0 10 0 15 0 20 0 25 0 30 0 35 0 40 0 45 0 50 b ModelB 3 39 Model A No 1 3 No 1 No 2
253. 58Sgal 4 39b RNN 1 0 x10 3 9X10 4 0 x 103 3 5x 10 3 0 x 10 2 5x 10 2 0x10 1 5 x 103 1 0 x 103 5 0 x 10 a b 4 39 No E 1 2 No E 2 4 40a I a 0 Pi 0 2 1Ix10 144 4 2 00 x 103 1 75 x 10 1 50 x 10 1 25 x 10 1 00 x 10 7 50 x 10 5 00x
254. No 2 No 1 1 5m No 1 No 2 1 2 500 3 43 3 2 3 2 ON FE A gt ry Ht IIIEUIIIITIUU 6 ee 1 A li RN NN gt 3 NAK jj Q NN 1 SS Re 1 A NT 8 CNNNNSS SS NY NN AM WN lt NNN ww mL SN SN 3 42 101 3 0 3m No 1 SS 3 43
255. 123 4 450 400 350 300 250 200 150 100 50 4 16 3 6 6 9 9 12 12 15 15 7S m 4 15 7SD 100 90 80 70 60 50 40 30 20 10 3 lt 6 6 9 9 12 12 15 15 lt 75 m 7 SD 124 6 4 4 2 4 1 2 3 4 5 7 199 10 10 938 NRN 93 9
256. 2 1 2 2 2 2 2 1 2 2 2 Newmark
257. 3 14 3 15 3 14 300 430m 237 150m 750m 20 3 15 420m 80 300 450m NM 450m 3 14 3 15 WM 3 7 3 16 3 16 420 600m 1 6 600 750m 1 4 0 8
258. 44 Ps 0 18 4 86 1 3 44 4 86 1 3 4
259. pp 689 692 2001 42 pp 271 276 1996 43 407p 1984 44 28 273p 1985 4 208p 1986 46 85p 1988 47 No 196 pp 75 86 1971 48 No 208 pp 65 75 1972 49 Matsuo M and Kuroda K Probability approach to design of embankments Soils 427 Foundations Vol 14 No 2 pp 1 17 1974 0 No 400 pp 123 130 1988 51
260. 4 3 2 1 4 17 1 NE 1 au Fa FL Lf pk rm Li ea Ln EL i ru TE Te ent i hh RR EE rE Wa uw lr i kl i mr Fn er 1 IN ET EB mt 1 1 1 Tn NE hu ln we 4 17 127 4 4 17 Re 4 No E 1 b PPPcP 5 No R 1 E 5 4 18 E 4 f 7 No N 1 N 7 16
261. 1993 GL 10 Sm A GL 14 Sm B W zg F 20 0 2 1 2 1 gag kPa O kPa 2 9 2 92 117 6gal
262. M8 4 0 57km 350m 59 1984 M6 8 3 600 m 700 2
263. No 1 2 3 4 5 6 7 8 9 10 COO O w No 4 2 a No 4 No 1 2 3 4 5 6 7 8 9 10 k um COCOO NO NND OTOTOTMN On 3 LIL 7 No 5 b No 5 No 1 2 3 4 5 6 7 8 9 10 mm COCO NO DD OTOTOT On No 6 2 A c No 6 3 41 Model B 100 3 3 3 6 3 42 No 1
264. 30 45 0 5m 0 8m 2 0m 16 No N 4 34 MM No N 2 4 18a ei 137 4 40 2 8m 1 Sm 0 5m Mc 12
265. FE A 7 IE 2 32 3 B lt So gt Q HHHHHTHHT HH NN lt xQ TLLTHTTTLTL J JJ EE KA dn 4 2 LTTLLTTLLHTTTT HHHHHHTFHH 3 8 nG kJ TA 4 Ww 8 2 Qi 5 8 EC HH CC QR ATITTIIIIIITTTT THHTLHHLHTTH AS HH 33323 HG K uo TTFTTHTTFFTTTFTFFHTT 4 RE gt EE NN TELE TC THTTHTTTTFFHTH lt REN CN 393 gt ffr 4 HHHHHHHHHH 1 R gt
266. 3 2m 0 5m 1 0m 1 5m 7 3SkN m 14 70kN m 22 0SkN m 1 0mm min 15 30mm 35mm 2 4 7 4 8 4 71 rt 6 4 72 r o 4 72a A cg
267. 4 29 30 No N 1 0 Sm 1 5m 12 No N 3 4 30 No R 1 4 18a 42 0 8m 134 4 Mc 12 4 28 No N 1
268. 4 32 No R 4 18a 30 40 50 1 5 3 8m 0 Sm 10m Mc 12 4 32 No N 5 15 No N 6 4 33 No R 2 4 18a
269. 4 33 No N 6 10m A Mc 12 4 34 No N 7 4 2 4 2 No E 1 E 4 3 2 45 138 4 No R 1CR 4 2 No R 4 40 4S No N 1 N 7 45 30 40 4 2
270. 9 3 2 2 10m 3 2 3 5 ie 9 4 10 4 10 9 33 45 32 272 43 5 29 253 6 70 3 9 9 9 35 5S 10 50 0 15 15 25 25 35 35 45 45 55 55 9 4 10 9 119 4
271. 0 95 2 57 80 100 30 40 4 13 GA Leg ss ee sw em CE ee wm sw ws 4 1 1 2 g e g 4 82 4 82 115 133kN m 123 kN m 3
272. CD 4 12 OC 4 80 4 12 177 4 1 0 hh 1 e W ps V A eV 4 16 W g cm o g cm 2
273. 3 7 4 1 eye 3 160 4 EE O kN m cn ae wo MN g JJ 1 LY EE EE 1 0 5 m2 a 9 9 CkN g lt TT 2 J A A hs 10 g 4 83 q ga gv ga 2 150 100 gt x S 50 a 2 gt 3 3 0 4 84 og g g g 3 181 4 9 0 kN m
274. 3 20 3 21 3m 55 6m 852 3m 72 6m 90 3 20 3 21 3 7 3 22 3 22 3 20 3 21 500 100 450 90 400 80 NN 350 70 we 300 60 NL 250 50 NO 200 40 BK 150 30 100 20 50 10 0 0 3
275. 101 kN m2 18 1 2 1 123 kN m 2 81 kN m 35 3 4 3 101 162 4 kN m 4 69 kN m 32 1 2 3 4 1 4 1 123 kN m 4 69 kN m
276. 4 11 420 600m 171 300 450m 162 600 750m 144 300 750m 477 70 3 14 4 11 3 15 3 7 4 12 3 16 4 12 600 750m 2 2 420 600m 1 6 450 600m 1 6 600 750m 1 4
277. 76 3 2 3 17 3 18 3 17 45 55 250 35 20 3 18 15 5s 3 17 3 18 3 7 3 19 3 19 45 55 55
278. 4 5 339 486 1 5x1056 2x10 383 484 1 5x10 6 3x10 334 476 1 4x10 7 6x10 372 514 2 5x10 8 8x10 348 482 2 1x10 8 0x10 4 3 4 152 4 9 NN ON
279. 468gal 4 49b 3 0 X10 6 0X10 8 0x10 7 0x10 6 0 x 10 5 0x10 4 0x10 3 0x 10 2 0x10 1 0x10 b 4 49 No N 2 12 No N 3 4 50a 468gal 2 100gal 2 4 50b 6 0X10
280. OO3 Mr 005g 5 OE 0 25 30 35 40 45 50 sec 0 15 0 25 0 35 2 17 k 2 17 0 21 0 03 2 18 BN 0 03 BN 0 21 100 90 80 70 60 0 40 30 20 10 0 cm 0 5 10 15 20 25 30 35 40 45 50 sec 2 18 BN 2 18 BN 74cm
281. 1x102 1x10 0 10 20 30 40 50 60 9 4 68 163 4 lt 2x103 2x10 4x103 4x10 6x10 6x104 8x10 8x10 1x10 1x10 0 0 0 4 0 3 0 2 0 1 no 0 1 0 2 0 3 0 4 C 1 m 4 69 C NM 4 3 5
282. HH 78P a eu rr i EE a a 2 Es ri HE _ gt J J 55O 4 70 167 4 200mm 200mm 100mm 50mm 2
283. 1 3 1 2 3 1 3 1 1
284. 24 2 CN 1 0 5mm min 2 3 w w 2 650g cm e 4 4 11 4 76 c g 4 77 S g 4 11
285. 4 4 5 4 4 3 36 4 4 4 4 4 3 103 18 2m
286. W N c 4 6 116 4 4 6c i 3 2 3 3b 3 2 3 3c 4 7 4 7 76 0 3 7 6 0
287. 3 3 3 Goodman and Bray 1 3 317 90 9 9 ag gg fg7 0 7 3 8 XX7g7 62 3 9 c x Xtan BB 3 10 xz m CG 3 11 6 3 12 el o Xn gt 2 8 CC GS vu V 67 3 31 2 69 3
288. 40 207 43 5 38 198 9 80 69 3 33 30 40 60 80 25
289. 480gal 14gal 4 46b No R 3 7 0X10 8 8X10 9 No R 5 4 47a 450gal 482gal 4 47b 2 0X10 5 5X10 147 4 9 0x10 8 0x10 a 7 0x10 6 0x10 5 0x10 4 0x10 3 0 x 10 2 0 x 10 1 0x10 a b 4 46 No R 4 8 0x10 7 0 x 10 6 0 x 10 5 0x
290. 1 4 L WM 1 L thAl 1 1 3 _ 0 1 2 4 5 2 4 Fi R L 2 16 R CRi 2 17 L Yakig Ov Gy 2 18 ya 1 0 0 015x 2 19 X Rz kPa kPa x m 7 LI LC 2 20 23 2
291. 170 2 2 38 2 38 2 27a B 2 39 52 2 2 40 2 30 2 31 B 80 150 220 Vs m sec 2 38 V 14 5cm 25 2cm 0 8cm 35 5cm 0 4cm 3 8cm KERR 15 6cm MEISSSSSN Glam LTLTITT LU TTTTFHHHLLHHHL STTTTTTTTTTTTTTTTTTTTTTTTT FELLLEITLTHTTIJTITTITLHL LEDDeU LETLLTELDLTLLT1L1L 3 PeP hh ELL PSWLF TLTITTETLLITLTIHTITI
292. 230m A RR WAM 2 2 0 29 No 1 No 2 3 1 2 3 45 No 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 No 1 No 2 3 45 3 3 7 1
293. 43 1968 49 1974 30 1975 53 1978 31 40 1 1 2 2
294. a b 4 56 154 4 4 56 3 4 56a 6 53 4 56b 24 19 10 5 3 1 gt measz 3 1 mac
295. 1 pp 58 59 1989 31 10 pp 345 388 1988 32 No 2 pp 1 17 1998 33 303p 1976 34 1 pp 190 191 2003 3S Vol 42 No 6 pp 1 10 2006 36 Young A Slope profile analysis the system of best unit Institute of British Geographers Special Publication No 3 pp l 13 1971 191 4 37
296. pp 7 4 5 lt 7gze 87 3 p tan b h lt tand 0 10 20 30 40 50 60 70 80 90 3 30 1 0 1 2 3 4 69 3 Goodman and Bray
297. 119mm day 20mm hr 6 30 7 7 263mm 73mm day 18mm hr 7 99 4 1 10 13 1938 36 1961 42 1967 42 1967 7 3 371 2mm 319 4mm 3 775 mm DH 0 LL NIT 17
298. 7 199 10 10 935 7 1995 10 ee i 6
299. 1 0X10 1 0X10 5 0X10 164 3 4 5 6 4
300. 450 700m 2 Sg 250 100 225 90 200 80 175 70 150 60 XK 125 50 100 40 N75 30 SS so 20 25 10 0 0 150 150 lt 300 300 450 450 600 600 lt 750 750 7 tm 3 14 75 3 25000 100 90 20000 80 70 mg 15000 60 px v N 50 SH 10000 40 30 SQ 5000 20 10 0 0 150 150 300 300 450 450 600 600 750 750 m 3 15 2 0 1 5 lt 1 0 HE 0 5 0 0 gt 150 150 300 300 450 _ 450 600 600 750 750 7 m 3 16
301. 8 2 2 0
302. 1 10 000 67 3 3 5 9 4 9 3 6 N 9 3 6 9 2 1 747 3 7 3 7 266 226 249 1 3 6
303. 4 Ne 4 3 kN m V m s G MPa ho 0 19 4 4 Go ON i Pa ET 4 te sa 29 4 29 4 I 29 4 4 38 G G 142 4 4 2 4 39 400 400 300 Az 269 3 gal 300 Az 356 9 dal 5 8 Q 8 8 Q 200 Time sec 8 200 Time sec 300 300 400 400 a No E 1 b No E 2 E 4 400 400 300 Az 283 8 gal 300 Anax 259 9 gal 200 100 S 0 Q _100 80 100 Q 200 Time SeCc 6 200 Time SeCc 300 300 400 400 c No E 3 d No R 1
304. P gt 0 95 3 lt 0 P P lt 0 SkN 6 CN 3 3 5 3 38 Model A Model B
305. 2 2 21b 2 21c 2 21b 2 22a 2 2 21c 2 22b A B V V a b A 2 21 a A b B 2 22 2 21c
306. 2 23 2 7 Z 7 lt 7 0 0 4 ek 9 0 01 Z 7 2 31 Me 2 38 2 36 2 34 MR MNO 27 2 U t U AU t 2 38 CO kPa
307. 2 28 EW 2 25 10m W 50 0 Rayleigh 0 2 2 0sec 3 0 172 0 00174 Ey 1 4 4 P ey ENIC 4 L LL le cenebs Bs Lal fee Cal EE i el lhl Fil Ssl les Viied Wall Bcd las nd bl EA hl oad Ll i ll il al hall bt E22 lt Vi a ad Kk oad hah bo El dl ta i a FT 1 5 E 2 27 2 5
308. 1 0X10 4 0X10 b 4 50 No N 3 13 No N 4 4 51a 487gal No N 3 4 51b 149 4 2 0X10 5 0X10 7 0X10 1 0X10 1 0 x 103 8 0 x 10 6 0x10 4 0x10 2 0x10 a b 4 51 No N 4 14 No N 5 4 52a
309. 4 4 2 4 RMA 5 CD 0 1 min 6 3 4 13 4 13 0 92
310. 1 0 4 4 0 9 10 15 20 25 30 0 5 10 15 20 25 30 kN nY kN mY a b 4 72 ty 9 4 73 4 73 0 B A 24 B 48 36 10 A 9 4 QO g 42 MR lt 38 a 4 73
311. 20 2 Mga k Mig 2 YW 2 4 May R gt W ul cosa cosa tan 2 5 4 kMag gt Wsina tan 2 6 Mec R gt c7 2 7 kN g m sec c kKN m SI 3 g kPa m OY 1 m m Mpx kN m Mrx kN m eaMSN 28 F Mag Mey Moe My Mp 2 8 N28 RY el W cosa ub cosa k W sina tan F YM x Wy 1 0 Fellenius 2 10 54 k May Mpy Mae Mog Mek 2 10 210 C1 IIU 21
312. No 3 0 1 No 1 No 2 23 9 No 3 41 25 No 1 No 2 23 9 No 3 41 45 Model B No 4 6 Model A 97 3 Model A Model B Ne
313. g 3 13 M Y b 3 14 3 15 M Y b 3 16 LL 3 17 2 0 K 0 3 18 QO P tan 3 19 7727 3 20 91 3 R W cos amp PP 727 3 21 W sing 322 3 23 P M x tan W 2 Ysindg xcoy 3 23 3 34 S R tan 3 24
314. 13 2001 3 2 i 4 2 3 2
315. 2 0 k 7 7 7 2 11 2 11 9 9 dt 2 12 9 dt 2 13 CR 0 t 0 s 6 amp 2 14 o R Y 2 14 g 2 2 3 EE
316. 3 3 3 3 1 3 1 3 2 3 3
317. 4 4 1 4 4 2
318. I Newmark 36 pD 1337 1338 2001 36 Vol 46 No 1 pp 60 63 1993 0 pp 101 117 1995 1 1978 pp 203 217 1993 39 No 623 pp 259 270 1999 14 1 40 No 582 pp 28 37 2000 41 26
319. kK May My Mac M pg 2 34 9 7 7 2 35 _RY 4 cosg tan Mn gt cosg sing tan 7 0 7 2 37 gt cosa sina tan F FF ECR TO0 2 2 2 3 Bishop 26 2 2 6 i
320. 0 c RR 4 4 58 4 10 77 Lg 4 11 RR Y HE i l 4A 4 10 77 RR LB LB 100 4 11 7 a AA mp m 157 4 Lgs m 27 m d C 4 59 C 4 12 0
321. 114 4 2 NY CIC 9 a 4 5a 4 5b
322. 6 76kN m 37 9 B cg 7 29kN m 38 6 B A 4 72b A cg 5 11kN m 37 9 B cg 3 80kN m 38 8 A B 168 4 4 7 4 8 iNo Sak S o kN m2 A BB o kN m2 B t kN nY z kN nY 10 15 20 25 30 35 10 15 20 25 30 35 mm 6 mm a b 4 71 r 38 169 4 E E x gt
323. 9 4 85 g g g 4 4 4 86 150 123kN m2 a _ RLL 1 101kN m2 gt 100H eee El 2 B34 0 4 69kN m 2 i a ll R50 Ll 0 1 1 3 4 86 1 3 2 4 1 3 1 123 kN m 3
324. pittediingoneiniiiny cts DN We Re 2 0m 1 1 1 3
325. x1000 H H Hs Hr 350 3 9 3 5 10m 9 3 1 m m m L L 450 gt A 7 9 3 4 2 3 2 9 a a OO tan ooo 0 001x x10000 tan 5 ie mm 6 3 2 3 2a 3 2a 10m
326. 30 2 pp 347 354 2000 31 3 No 554 pp 119 128 1996 32 pp 13 18 1999 33 38 pp 2047 2048 2003 34 pp 145 154 1999 35
327. HH No SGS 5 1 J QR 3 A R Ne HHTHHHHTHH lt 5 HEHHHHH HH CN Oo LV MW 2 MY 8 Jen HE W EK 8 S I A 1J j Q lt Q HHHHHHHH 50 2 34 A 2 4 2 27b A 2 25 C
328. so 165 0 o4o ieo 500 400 _ _ 300 Q max 42 4 gal 200 SoE ll ti 0 WAY MM PD YU A 1006 20 0 40 50 200 sec 300 400 500 2 28 2 5 Fw 48 quake2d4 0 XN w 0 1GA2D4 00 GA2D4 ra 2 H Bb ZN 1 B To HH 1 80 3 2 29 LT TIIIIIIITII Ll TIIIIIIIII Ll TI TIIIIITIII SELLT TE LELI
329. 13th Northwest eotechnical Workshop 1987 6S Romana M R New adjustment ratings for application of Bieniawski s classification to slopes Proceedings of ISRM Symposium on Rock Mechanics pp 49 53 1985 69 Goodman E and Bray J W Toppling of rock slopes Proceedings of Speciality Conference on Rock Engineering for Foundation and Slopes ASCE Vol 2 pp 201 234 1976 70 Cundall P A A computer model for simulating progressive large scale movements in blocky rock systems Proceedings of Symposium of International Society of Rock Mechanics pp l1 19 1971 Tl Shi G H and Goodman R E Discontinuous deformation analysis A new method for computing stress Strain and Sliding of Block Systems Proceedings of 29th U S Symposium on Rock Mechanics pp 381 393 1988 72 Ishida T Chigira M and Hibino S Application of the Distinct Element Method for Analysis of Toppling Observed on a Fissured Rock Slope Rock Mechanics and Rock Engineering Vol 20 pp 277 283 1987 73 9 pp 255 342 1998 74 Lin C W Shieh C L Yuan B D Shieh Y C Liu S H and Lee S Y Impact of Chi Chi Earthquake on the occurrence of landslides and debris flows Example from The Chenyulan Riverwatershed Nantou 1aiwan Engineering Geology vol 71 pp 49 61 2004 75
330. 161 4 0a 1 0 10 20 30 40 50 60 70 80 90 100 RR 9 4 65 PR RR b 4 66 4 67 4 66 NMe 2 0m 8 0X10 4 67 1 0X10 1 0X10
331. 3 4 6 iv NW gt SB NN i ii ii iv CN RR
332. CR RE 7 DO KC 2 CO 6 P 4 1 PVR NN 68 An Or R EE AO 0 2 1 P gt 0 lt 0 P
333. EL EE LL LILLIZEIIE 1 EEIETTEMEE HI ES S HIIITITTSARSIULTILTITITITITIITIII IITITIIIIHII ELL EA EC CE EL EE EE EDGEEEE EE LEE EE EL EL ELLE LIL EEIIEUEEIEEILIE EE II EMILTESE LL L HEEEEEEEEEEEEUEUILE LILEL L 3 LEJELJILILMLL EL JIL LIL IEIEILIEIELILILIEI EEILIEE ELILEIULILLLEUILILIIEEILLEIEE 4 1 LE 1 Jl ILIELILLILLI LIL LILIEIPMIEIILELE3 3 EBILILILE LELEJUILILELLL EL LT JILELL LILL 1 1 EL LIL LE IIEIEIIEIELILIEILMRIIEILII ELLE IBILIEIE ELI LILILILLUEILILIIILILLJL EEMLH EE CE GC LAA A EE GE i a i 1 4 ELILLL LULILLILMLJLJILLAEIGMIIILUI LIU ELEMUILLUL LULLLIHMLILMIU LM4A EE ENIIELUULEELUELEULUILLLILELELLL 4L1443Mi EL IIIEU IEEEIIEUIEUIELILLE ELLELIMILI LIL IIJJELE ELLELLUEMLUEEELUELEELILL LILEUILI 4 4 IEEE LIIEESLSOL EEIEEUEILLL UL LIL ELEILELELJL LU LalLMLEIELLEELELEELELEMUELEI LELL LLS LM 4 4 2 40 MP Moon hpi
334. Vol 37 No 4 pp 19 22 1984 16 pp 127 142 1996 17 Vol 48 No 6 pp 15 21 1996 18 Vol 5 No 11 pp 14 21 1972 19 2000 1 Vol 26 No 3 pp 205 224 2003 20 15 pp 50 1 2003 21 13 49 16 DD 307 314 2004 22 Newmark N M Effects of Earthqguakes on Dams and Embankments Geotechnigue Vol 15 No 2 pp 137 160 1965 23 Makdisi F 1 and Seed H B Simplified procedure for estimating dam and emba
335. 05 amp th Ycosd x sind 1L 3 30 93 3 Xn Qn Pr Mn cs Kn R 3 35 3 31 3 37 P P W tan cosd s77 ki cosd sind tan 1 tan 3 31 3 36 94 3 Rr 3 37 1 gt d tan 3 32 2
336. 1 2 m Dy res e e 4 A 4 A B B 1 0 0 5 0 0 0 5 1 0 1 0 0 5 0 0 0 5 1 0 Dy es m Dx es m a b 2 36 B 2 37 C A B 1 3 B Dy m a b 2 37 C C B
337. 1 271 371 401 571 6 1 7 1 871 9 1071 11 1 1271 7 1985 4 1 7 1995 109 4 4 1 10 mm hour mm day mm year REF 9 sw tgss REF sa sm to 900 te ea ee RY 11 1999 9 12 2000 7 7
338. 10 2 50 x 10 b No E 2 3 No E 3 4 41a 0 600gal Ei 4 41b Ni MP lt 8 0x10 1 1X10 KN gt a b 4 41 No E 3 4 No E 4 4 42a 607gal Ni No E 3 i 1 1x103 ra 145 4
339. 10 4 0x10 3 0 x 10 2 0 x 10 1 0 x 10 Ny 480 gt a b 4 47 No R 5 10 No N 1 4 48a 456gal 4 48b 2 0X10 5 0x10 8 0x10 a b 4 48 No N 1 148 4 11 No N 2 4 49a No N 1
340. 2 30 2 a C A 5Om IN mm NM 2 1 N 2 12 2Ocm 2 5Ocm 2 13 AB 2 13 P 20cm Q 50cm 2 132 FLIP
341. 3 pp 205 224 2005 8 15 pp 50 51 2003 9 13 49 16 DD 307 314 2004 10 No 40 B pp 97 114 1998 11 0kimura T and Torin N Post Ouake Mountain Slope Failures Caused by Rainfalls Proceedings of The Second JAPAN IRAN Workshop on Earthquake Engineering 7 Disaster Mitigation pp 7 7 62 2000 12 50m 250m 31 p 1994 13 6 3 2 108p 1995 14
342. 3 6 6 9 9 12 12 15 15 76 m 3 20 7SD 79 3 100000 90000 60000 70000 60000 S0000 40000 30000 20000 10000 3 21 4 0 3 0 2 5 2 0 1 5 1 0 0 5 0 0 3 6 6 9 9 12 12 15 7S6 m 7SD 3 2 6 3 22 6 9 9 12 12 15 7S m TSD 80 100 90 80 70 60 50 40 30 20 10 NO 3 4 3 23 3 24 3 23 NW SE WE 3 10
343. 4 3 4 4 3 4 4 4 4 4 4 163 4
344. 4 pp 21 26 1981 107 3 21 85p 1971 22 Vo1 49 No 3 pp 11 19 1996 23 Vol 11 No 2 pp 23 29 1978 24 Vol 49 No 6 pp 9 16 1997 2 Vol 4 No 2 pp 241 249 1983 26 Ashby J Sliding and toppling models of failure in models and jointed rock slopes M Sc Thesis of London Univ Imperial College 1971 27 293p 1979 28 Okimura T and Yoshida N and Toril N Analysis of Toppling Failure of Mountain Slope Caused by Th
345. 49 S k 2 o c 2 2 45 Ng f z2 Y2X 4 cos b 7 2 46 m kp k mAk 2 47 4 2y Ak 2 48 2 S k S k 2 49 2 4 C 2 2 1 2 2 50 2 34 x 1 43 2 Z
346. 650 2 1 0 1 sm 20 kN m 3 3 4 a 0 2 1 20 4 81 Noe 3 1 0 2 co o 20 kN m kN m 4 81 No 3 1 178
347. 8 8 32 pp 1895 1896 1997 9 Newmark N M Effects of Earthquakes on Dams and Bmbankments Geotechnigue Vol 15 No 2 pp 137 160 1965 10 pp 317 329 1999 11 FLIP DD 94 103 1989 12 V pp 37 4 1990 13 V pp 119 126 2002 14 No 610 pp 83 96 1998 15 Housner G W Spectrum Intensities of Strong Motion Earthquakes Proceedings of the Symposium of Earthguake and Blast effects on Structures EERI pp 21 36 1952 16 30 PR pp 401 406 2003 17
348. N 1 N 3 400 400 300 Amax 274 7 gal 300 Az 263 8 gal 5 E G 1 8 8 200 Time sec 6 200 Time SeCc 300 300 400 400 e No R 2 N 6 f No R 3 400 400 300 Az 285 6 gal 300 Anax 282 6 gal 5 E G Q 200 Time SeCc 6 200 Time SeCc 300 300 400 400 9 No R 4 h No R 5 N 5 4 38 143 4 400 300 200 100 Amax 282 6 gal Az 269 4 gal 100 100 80 80 Acceleration 9al Acceleration gal 100 100 200 Time sec 200 Time sec 300 300 400 400 i No N 2 N 7 j No N 4 4 38 4 4 39 4 54 1 No E 1 4 39a
349. e Hyogoken Nanbu Earthquake Proceedings of The International Symposium on Slope Stability Engineering IS SHIKOKU 99 Balkema Vol 1 pp 571 576 1999 108 4 4 1 747 1 10 000 7 199 10 10 935 4 1 5 11 15 233mm
350. nkment 13 1 earthquake induced detormation Journal of the geotechnical engineering divisions ASCE Vol 104 No 7 pp 849 867 1978 24 Makdisi F 1 and Seed H B Simplified procedure for evaluating embankment response Journal of the geotechnical engineering divisions ASCE Vol 105 No 12 pp 1427 1434 1979 25 2 3 62p 2000 26 I 38 pp 2047 2048 2003 27 roodman R E and Seed H B Barthquake induced displacements in sand embankments Journal of the soil mechanics and foundations division Vol 92 No SM2 pp 125 146 1966 28 NN 32 pp 1895 1896 1997 29 om 33 pp 6 66 1998
351. zz Z 2 50 N N f z x 2 4 cos 2 a 0 cos W a ON 2 51 77 1 7 1 ki k IAk 2 32 2 AAk 2 53 2 b b b 2 b 2 S S exD 2 54 4z 4 4 2 3 4 2 Mat Vs VK c GR ct I c lt 2 c c x qo 4 op 2 24 KM F zix 2 50
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