有効応力解析は実現象をシミュレート出来るか
Contents
1.2.
3. 0 1 69 onoonoononnon 6 1 Q eo eo Qn 9 uoneojeoov 20 150 00 Time msec UDDDUUDUDUDDUDUDBDUDDDUDUDDUDUDU 31 4m 750mm 60065 126mm 2330 o 5 3m PI PPT2332 ACGJ225 oPPT233 PPT2335 9 PPT2551 PPT58 5 1 D
4. 0 D 216 S000000000000000000 Multi mechanism 0O 0 00000000000000 0000000000000000 00 0 ol 2 15 0000000000000000 1 0 00 2 80 0
5. 6
6. Biot 20 LE a EXE a 1 41 4 oO 4 t 56 oO DO oOo Ooo Oooo m Oooo Li 3 10 1 5 4 LO Oo Ea POOR OO Oo oe D D D D Lj EJ E EI EI EJ EJ E 4 EJ C E EJ EJ E LE EJ E E EJ EJ Ed a EL Ep 1 0 3 mL I HAO HO OOOH AO l TE JT i rl EJ LJ p EJ
7. 0 0 0 0 ae n 0000000000000000000000000 5 3 o or O go mt t Doggles O DDDDD GP 000000 7 a P ZB D D OOO0 720000000000000000 00 110 0090000 00 0 0 0 0 375 0000000 5110101000
8. G 78310 kgfrcm oDooonononooononononononon 32 3 00000300000000 D0000 A 72296 00000000000000000000000 0 0 00 000000000000000 000 0000000000000000000000000 0000000000 0 0000000000000000000000000 20 00000 66 180 28m 000000000000000000000000 0000000000000000 00000000000000 G 44807 kgf cm O 512000000000000000000000 c q 2 0 72l0gG 1 12 kgf em 0000 8 250 0 000000000000 hs 21 oDooononononononononononon 80 000000 GL 18m 00000000 Go 10000 kgf cm 00000 6 0000000 D0000 Ana 23 NS000000 000 5 140 0 0000 00 5 130 GL 0D00000000000000000000000 00 6 6 00000000000000000 0 000000000000000000 0 0000000000000000000000 0 000 30969 2 9 0000000000000000000 2 000 000000000000000000000000 0000000 00 000000 0000 0000 0 0 000 0 0 000000 0 0 0 19 00000 00000000000 os T 00000 0000000000000 u 0000000 0000000 95116 v Disturbed 000 00000000000 9 a m Undisturved E 00000 00000000000 5
9. 10000200 11 10 0 0 5190000 YUSAYUSA ID O 520000U000000000000000000 O 5 180 0 0000000000 2000000000 YUSAYUSA 5 210 ooo 1 0000000000 OHOOO 522000000000000000000 1 An 000000000 00008000000000 Dj oe 0000000000000000800000000
10. 10000 EIE EH O 20000000000000 00000000 BIET EET a E E 0 8 8
11. Stress t kPa d 1 1 00 10 5 0 5 10 Strain y 96 WW L 0 20 60 80 Effective mean stress gm kPa D 79 000000000 1 1 100 10 5 0 5 10 Stress t kPa Strain y 70 30 N o T o T o T Stress kPa o 5 T L L 10 5 0 5 D 710 DODUDU Oooo HO HH VES a E Strain y o o L3 LE EI a duct o EIE ae Et Ye EST EE LJ ip T lr 131 P a a a o EJ 5 41 EST asa Oo E FS E LEE E EJ zi Eel zn CEST LECT El Oooo ET 3 ES a ET EST Ed 5 1 Ey Oo Oo H F 3 F Gd Oooo Oooo 3 ana Ea EJ 3 a 1 1 Oooo r ESI SES EZ Oo o
12. 0000000000 s akxe 0 000000000 40000000000 4 1 DaBpnmpuppnuauaupnaupaucupnupnapnanmnanp DODODOD w O00 ooo DODOU un oo oo M od U 0 u w 0 m Top u Sandhu as as 0 u U pD u w p0 0 0 u pD 0 Christian
13. DODOU DD BIET E EL ETE EI EY EE OOOOOO0O0000000000000000000 0 10 0 30000000000000000000000000 E e Strong motion Standard model ze 3 6 E KSIKRI North E 851 81 East 100 F E E A 5 OF 7 9 200 E 10 200r DIANA J 2 lt 100r OSA PR eA
14. 000000000000000000000 O000000000000000000000000 0000000000000000000000000 0000000000000000000000 O000000000000000000000000 0000000000000000000000000 0000000000000000000000000 0000000000000000000000 00000000000000 0000000000000000000000 000000000000000000000000 0000000000000000000000 000000000000000000000000 0000000000000000000000 O000000000000000000000000 0000000000000000000000 0000000000 0000800000000000000 00000000000000000000000 0000000000000000000000 O000000000000000000000000 0000000000000000000000 O000000000000000000000000 0000000000000000000000 O000000000000000000000000 00000000 0000000000000 88 00080080800008000007100000 0000000000000000000000 74 000000000000000 0000808008000000000000 7280 19930 00 00 0000800000 00000000000 0000 7 000000 000000000000000000000000 00000000000000 000008 O000000000000000000000000 000000000000000 000000 oooooooooooooooooooooonon 0000000 00000000000 D de
15. UT 0000 DODDDODDODODODOQDDODO cohesive Soils Case Western Reserve University 2 nee S 1992 A statistical analysis of submitted 88 1090909000 predictions for the Ashigara Valley blind prediction test Proc Int Symp On the Effect for the Surface Geology on 1 1000000000 0000 3 Amlanandan K and Scot R F cd 1993 Proc International Conference on the verification of Numerical D0000000000000000 D E ds Analysis of Soil Liquefaction Problems 9000 dumesegguagggaggggugduud 000 000000000000 00 50 136 00000009000080000 s gpp 80 pp 77 190 onooooooooooonoonoo 6 RO D AP YO L AS 7 Lambe TW and Whitman R V 1979
16. 00000000000 D 0 9 DUUDDUDDDUDDUDDUUDUDDDDUDDDUUDUDDDUDO
17. 650000300064 0000000000000 ugggugggggggugamu DODDDDDOD2DDDDDDODDQODODDQDQODDDO Bit DOUODODODODODDODODDODDODODDOD 1 88 9 89 089 890 0 8 000 0 3 0 L o pb p p DUDUDOD oooonoooooooooDoDDDDDDODOD 000000 200000000 000000000 000 000050000000000000000 Pay 00000000000000 MUR sb isa a9 009008000080000900090000000
18. 8 1 0 1 0000 00 0 oon 1 100 20 21
19. 0000 8120 0 0 00000 a 5 12 1 E EI 1 EJ Evelt Dra a a E DoonooopoDonn oO 0 E Ga re a E r ooo LJ 1 5 D OO D D D D D D D D D D D D D EZ EAE do Sy EZ a Ea a a ut E ooo 3 a 52 5 5 5 Es 3 EI 0 0 0 0 0 0 0 0 0 D 107 eau 2 100 OOOO
20. 2 else fen CJ 2 5 1 2 2 EE 27 E Be amp fa ee E EE 55 21 t ooo Ey L ET a O00 0 7 19 8 0 0005 00 D 0 0 0 2 EX a Ej E 00 00 0 1859 11 11190100000 E 5 E LEES HE goud EE Oooo Oooo Oo onon Eve 5 ESE Oo n oo Oo ai an a a at su a si ao BE ET oo 0 005 Acceleration m s Time t Acceleration m s Time sec 0 718 DODDDODDODODQDOD B 0 005 70 0005 8 80 1 35 Time sec 0 719 Rayleigh DOOOOOOOOOOOOOOOOOOO
21. time sec 0 52 000000000 0 5 3 000000000 iE 1 Ee E a 3 EE Et EE EE EE a SEST l Oo oO oO joes PT ES E EST 3H Eq Linear freq dep 2H Skeleton T 2 3 3 2 L 80 a BU i L 3r 1 1 1 3 1 4 0 2 0 0 0 2 0 4 2 Shear strain 3 0 g Bal 5 24 3H _ 1 1 1 0 4 0 2 0 0 0 2 0 4 Shear strain 90 0 54 00 0000000 HOTA ABUSO REO 2 E 10 40 105 opt ag 1o 10 X BE 5 SPAN 2 w mL DNF AA S N 5985 25 U ven ON AMADOU TH EHS SOME 2527172850 J E LE mu va 2 AAR IVE See JR EES GEO REI on ENS O Fik 8 FERRED 1 1 1 1 BRE RT SEMEL 2 BEBE OCR E 8838 L AKO n Lin 000 0 55 00000000 830 SO 0000000 30 30 Onserved Obseerbed SHAKE Hyperbolic 3 FDEL 5 I FIR E o hyo 820 620 pe SIL Yoshida 5 5 i E 2 7 8 Nu 5 2 a gr H i l lt n
22. 5 000000000 0000000000000 00 gunng 0 250 00000000000000000 00000000000000000000 t f y 2 8 0000000000000000000000 4 0000000 Sn 8 2 9 000000000000 2 2 ugggggggdggagggaggdgaggaapa 00000000 0000 00 000 sous 06 2900000000000002000000000 Masing 1 000000020000000000000 E 8888 8808008000 Doononoonoononoononoonoon Masing 10 OOOOOOODOO0D O000000000000 ppp ppg oooooo 258 ADODOODASBS DoDD BON TEU Ke 8808808888 800 ooobDDDODDODODOODODO 0000 8 gt 00000 000800000 000 ko ae sguaunun ng n nun 0000000000 gt 8000000000 00 A n S a gt gt 000000000000000000000 0 0000000000000 00000000 000000000000000000000000 0000000000000000000000000 000000 000000000 Maig000000000000 0 000000000000000000000000 0000000000
23. Hardin J Dmevich 1 1 1 0 DO Ramberg Osgood 0 1 1 Masing bilinear trilinear 1 111110 UO U U U t 49 9 88 YUSAYUSA QD 0000000000 1 1 DESRA
24. 9 0000 DU D 4 oL u u 005 OOOOOOOOOOOOOO LO o OOOO oO oo E32 EP sss TES a EI 1 0 a Shear stress kgf cm Shear strain 96 72 Stress kPa e Stress t kPa o Stress t kPa ZON aS 80 Effective mean stress o kPa AN B OD00000000000000000 000000
25. L Os 3 4 0 0 kPa 00000 kPa 0 56 100 2 1 7g 71 OO 00000 kPa 26 Dn BU 0D 0 72 00000000000 Ou Ou Ou Ou Es Est a SE 1 Etenn E 153 ae E ESI ESI EE 0 1 0 ave ya 110000 06 24 27 22 6 0 LI 000000 100 2 4 0 1 2 000000 o OOOO 0 73 00000000 E 5 9 OO O a 000 kPa 0 0 0 kPa OO Er 0 6 3O 5 4 3 2 4 0 12 3 4 5 9 OOOOO kPa 000000 2 0 74 0000000000 a o T oo 21 eJ EST Ed EST AES gg El a SS oes DF E A esa UE Oooo EX EM ae Oo od 0 0 D 0 0 D a J
26. Vs23km sQ 0 OOO Vs2700m s OO vs2350m NO SOD OOO000000000 n isu E E L3 E3 C3 Ci E3 C3 EE 1 2 1 ECTE tr os FS EST ETE E3 C3 C3 C3 p tap EST EI ES DET EZ E L3 C3 E3 Un E3 C3 C3 C3 Ej ODO aaa Ez3 ses ead E ESI ESEES 3 sm es do e
27. 00000 3 Eel et Oo au Et qos Oo Oo GE ES CE3 a EP E gt 1 Oo Jm Oooo Oo oo Er Er OOOO 3 oo ou EI E a EE ES Ea ao Fd El ES ESTEE a a 1 FET ES ET SERT ESI Sp rs Ooo Oooo FT ata a a EE a a a AE LESE ES LET ca aE ao gp
28. 2 OD00000000000000000 0 0 g AT G C D G rT 4y ty MO000000 G X yar 47 5 oDonoooonnn onooooDno DonDD 9 9 2 27 G 2000000 Oooo CES 3 RY EJ aa ESI ES EI Oooo OA Eh EI Volumetric strain 96 RAE es A N o N A Shear strain Yo 0 212 D UD 2830 Liquefaction front Q OQO 0000000000000 0000000 ODDDODODODDODODDODOD 21 0 6 w w ws w S 0 4 S w w w gt w 0 Oooo 2 28 0 0 4 Liquefaction front S So a D z13
29. 000 0000 DOUKOU 5 Gah a Ewa Eka E HH 5 1 EE E 1 Shear stress kNim2 o 1 1 04 03 02 01 00 01 02 03 Shear strain D D D OOOOOOOOOOOOOOO2 e D D D 5 L3 5 9 5 9 o a EE o o o EI ES qe ES EST Ss Ee 20 5 EE o o S Oooo oO Oo o EJ o L3 o L3 EI E o o eee o o L oo Shear stress kN m o NN Shear stress kN n o 20 20 O 5 9 oO o Cl o 1 1 1 1 04 43 02 01 00 01 02 03 04 03 02 0 1 Shear strain 1 00 01 02 03 Shear strain in El EJ o L3 5 5 53 a a Oooo O ac a a Oooo oO 5 nas 00000000 11 0 0 0 722 1 1 0 OO OO OO 51 1 a F E El OO OO OO OO ET 5 21
30. 0 DODODODOU 0 Ramberg Osgood 0 0 0 0 b Oo CJ oO Oo ECT SL E ELE F Oooo Oo onon 0 0 0 0000 0000 0000 0000 D 0000 o O 5 000 OoOo 0000000000000000000 Q c ux 0 DO00000000000000000 B de de 2 21 080000000000 0000000 4400 0000s A00000000000000000 DO0 00000000000000000000 0000 DO0 00000000000000000000 E a E a ca Oooo 4 a usai SIE ss a 0 0 0 e G max n Tl T 1100 ab DODDODODODDODDODDQDQDODDO
31. 00000000000000 0 724 000000000000000000000000 0 0 000 00 00 00 0 00 0 0 0008 0000000000000 0 2 222 DOUODODDDDDDDooDooDCDDDDDDDODOD 0D0000000000000000724000000 C 0 C OC00000000 000000000000 80800 D000000000000000000s000000 OOOO 72000000000000000000 0 000000000000000000000080 H unununu nuuunununuunuunnnununnnnnun 00 00000000000000 0000000000 do K o de 72 000000000000000000000000 000 0000000000000000000 000000000 0 00 0000000000 00 000000000000000000000000 000080 0090090000 A m cs 78 00000000000000000 Koo cer ooo eMoo00000000000000000000 oo0000000000000 00000000000000000000000000 000000000000000000000000 000000000000000000000000 0O000000000000000000000000 O000000000000000000000000 0 0 00 0000 20000000000000 0000000000000000000000000 0008000000000000000000000 8008000000000
32. OO multi mechanism p OOOOOOOOOOO OOO D OOU00 280000000000000000000 DODOU 12 0O000Kx 00000000000000000000 808 80 0 70000000000000 0vw p0 0 0
33. 1 01 A Cy CE CsE 2 12 0 O rebound modulus 00 Au E Ae e m 2 13 mK o 00e 1 1110 11 1100001000 11 Martin Finn Seed 1000000000 0 0 cup 70 DOU Ag Ce 2 14 1 Oo 1 a Ooo 3 o Oooo Q YUSAYUSA 0000000 r e pDDDDDODDODODDODOD OOOU000 7000000000000000000 UUDDUDUDDUDUD 0 27 OO000 9 o DOU 90000 gt 0000 1 B 2
34. 2 22 0 00000000000000010 0 s1s00000000000000000500000 o000s0000000000000000000 0 000000000000000000000 000000000000000000000000 000000000000000000000000 zo 0000000 00000000000000000 515 E 0000 8 00000000000000 o F 0000000000 0 0 0 8 8 0000 E gs E 0000000000000000000000000 ME 0000000 vusavusa 000000000000 0 0 00000000000000000000000 ine Sec 00000000000000 0yvsayusa 0 n 0 515 DOOUDODODDOD oooooooonoooononauno 0 00000000000000000000 aji dak ea Din al aba a n a nests 6 0 0 0 000000000 164m Q0O00000000000000000000 00000000000000000000000 5 00000000000000000000000 0000000000000000000000 00000000000000000000000 T 0000000000 GL 164m0 00000000 00 45 1 To ine eee O000000000000000000000000 0 000000000000000000000 0 M 0000000000000000000000 00000000000000 20 1 1 Er oo E Eo o A 2 Period sec b E gU 0 517 000 GL 32 4m0 000000 E o Eo DUM 4 oe Ld LL 7 76060 800 0007 mm INTENTE 0 516 0000000 00000 auccm MA e ES Observed 00000000 464 000000000
35. L3 000 DU D B D Bu Er Eta EJ 0 0 0 Input Top of embankment W z En ti a 1 y i u ud O 7I00000000000000 000000 00000
36. on i 000000 lt 0000000000000000000000 000 8 08 0000000000000000 0000 70 63 I 0000000000000000 0000m0 Kronecker 0 A 000000000 pu do om m Je 3 7 DODDDODDDDODDDODDDODDODDDOD DODDDODDDDODDDODDDDDODDDOD 84 gt owes 0 M J U c C U 3 8 jju F T eE M N p np N av M N np N dy C N p gk C p gk n N dv CY p gk nN aV rwy 1 5 x one jar ki n f v v Ja k v N ar VN nk VIN av MODDODQD410DODOD L3 asa SES SY s E 1 00000
37. 0 0 2 OOO000000000 HU EEFH EE EE 0000890000800000 0 0 7 9 2 29 el 6 OO00040y 000000000 0 1 EI OOO aie ao sa 5 5 63 4 1 OO Oooo OOO EJ a a a EE EES E EE 3 E BI EF EE E 121 124 E 226 er 4 1 30 DODDDDDDODDODDODDDDOD 9 dt ju do 00000000000 2140000000 00000000000000 0000 00000000 DODOD 300 0100020000000000 dy D N 30 0 0 AT Uy boo SST C or do Jo o do Bo 0 214
38. 000000000000 1 DOD Am Oe Tay too 553 DOU gt 0000000000000000000 4 b c 0 28 0000000000000000000000000 Bgggagagggguagagagagggaganuggu w0 0 0 DDDDODODODODOODDODDODDODODODODOD 1 20 00000 40000 00 000 0 0000000000000000 1 000000000000000000000000 0
39. 1 10 OOU 97000000000000000 1 10 5 0 5 10 Strain y D D 7 90 100 D D 8D D 4D 33 73 000 O 71000000000 0000000000 30000000000000 0 01 10 05 0 901 00000000000000 530 7 120 DaupgupnpnupgupnupnapDpaunpa 1 0080000000 015 000 D Uu 000 000000 ESL Es E Oo a ano Oooo oO E
40. E3 OU C3 EE a EE EHI C3 C3 E3 OU C3 C3 aso Ea ea ed 31 FT 4 4 0000
41. aa Bam E E Ed tI Ew aa E t BEIGE 121 Eg a a ESI ES a EST EP 5 1 021 1 EE Ena IET CERTE SE 1 B Ewa EE E a dj a d ao aa gt Foo Ton o Ei t Ba E E a ao EE ESSE ge a a 3 35 Pou L3 oF oO Eos Ja E a a a Es EC ao ores a es aa osa a op do 527 LE C3 C3 C C C CJ D C D C DL Ci Eva a a E3 EC E E34 Ed on nooo o Er ev 3 E E G EL 121 Ej 21 EE Oo ooo 41 OA woo L OOOO OOOO m 2 1 1 2 2 1 2 l ES y EX ES EI LI 1 ES A E33 El 1 ZT EE Ed HF E E 3 3 ESI SES BE a am aun oo oO oo 551 1 21 Ep AEST 1 1 L LE Ej T Ooo EE dE E Oo OOOO PS gt EJ LESE gt 32 EST EE E oO l ao Ea El 40 79 00000000000
42. 080 000000000000000000000 0 0 00000000000000000000000 0 00000000000000000000000 D Du 1 000000000000000 000000000000 0000 gt External force F 000000000000000 Nonlinear spring 2 3 c ase e 39e 2 20 May s 0 6 0 00000 way e amp 3000000 e e 0 00000 Rigid wall 7 2 7 HOOO3200000000000000000000 0 00000000000000000000000 Ke 0 29 00000000000 000 8 0000000 oonoonoooonooooononoononon HDDDDRambeg
43. go s L 0 35 40 Time sec D 714 D UD 300 400 D JD D l Epa o o 12 Layer 6 Layer 7 ES Tek TES a E ao 3 3 El GL 4 8m GL 175m 0000000000000 1 O LI Stress kPa e 32 9 13 21 1 LESS EST aa OOO0000 7 4000000000000 00000000000 0 00 440 0040 Dr D 0 48 TIGE EISE EP EE EET ODE EIE 000000142w 00000 0000000000 0 0 GL 4 8m OOOO 7150 00 032 920 0000000000000000 Strain y Strain y 6 1 1 1 0 04 0 0 04 0 3 0 2 0 1 0 0 1 0 2 0 715 0 1 q 2 OOO
44. Oo Et gO EP ae OA Ed 3 EF ESAE ESTE 52 1 1 T 1 o Cd DJ CJ 5 4 a SE s a oua ESI p EET AE c ooo 1 OOOO OOO p p 1 to oo Lt EE CEST ES Ea Ea ao go Eafe SEES ES EC EJ EE EI EI 5 EI L C a ac ao ao ac a OOO Oo ooo ESE ar pasa LESE ESI 21 1 58 EL ano ESL EIE o kPa 50 100 0 1 1 1 0 727 L3 Oooo oO oO Gae DW ES EE eos EZ EFC so ES a Ed Fa PQ sa BE E a a ana Bb a a IO 3 eas P EJ k Oooo 3 mi eo a a ao 8 a Q Oooo O E OOOO 1 oo mm 2 E Er Es Fr Oo
45. Yi 1 N 40000000000000000 ASD OO 2300 0000000000000 DODDODDODODODODODIDODOU 0000 000000 Newmark 0 BO 00000 1 09000200090000 0 00000000 og o O Ee EST es l SEI E aa ae ao 9 F a 0 0 D 0 D 0 D 0 2 30 A EFE 55 OO 20000000000000000 0 2300 9 0020000000000000 DO N ii EL aso oo g LJ EJ g EE Pg a E m g 3 LC gt DOU DOU DOU DOU DOU 5 0 00000
46. 000000000000000000000000 Tur E s mi LE TO 0000000000000000000000000 O0000000000000000000000 BEE LSDORBE 200000000000 00000000 0 21 000000000000000000000000 000008000000000000000000 E i 000000000000000000000000 B me 000008000000000000000000 f Qoo NP Un gt A 7 7 wx 000000000000000 oj 1 p 000000000000 0 22 000000000 21 goggoo 2 00000 00000000000000000 0000000000000000000000000 o 0 0 23 0080008880000000000000 A000 00000 000000000 00000000 011818 e e Ki a a a a a a e e 88 8 8 8 8 Ana BHBHDHDODDDUDH 000090000008 80000000000 00000000000000000000000000 OUO0000 0000000000000000000000000 UDDUDDDUUBDDUUDDUDUDUUBDDUDUDU 0000000000000000000000 Rando 8 00810000188 8888 8808868 88800 389 0 papam p Bd ag pH ODDO n
47. E L 3 Oo oo ER EI E SE E asa CE EE S i Da ga L3 Ed E ES a aa ELI SE EE SES a ES Eta L a EE IE 3 EE aa ES Baz SY us HH 9 ES EI a L ca ca a co pr ESL at EI EJ D EST EST 5 0 0 D 0 0 0 D 0 0 0 Ew ET 6 0 D On oof 6 0 0 000000 4190 00 00000 00 E B 111 1 11 11 1 11111 11 111 111111 9 200m 111110110000000000 9000 EE ESI EI ooo 0 0 9 oO oo SO EG l EI 0 D Oooo ava ET EN EI T 2 ooooou oooo0o 000000
48. 6 0 550 5m0 00000 00 00000000000 OO0 7200000000000000000000 32 EJ o E E 3 2 oA g a Oooo Oooo al aa a a o E E E E EJ ES J EJ lu rar So ESOS EST oo L3 3 ea EE L3 Ed C3 C3 CJ BGs ata aa do F3 Cd ooo C3 C3 C3 C3 C3 C3 C3 C3 C3 C3 C3 oOo 5 113 ESI EE ate 4 a EN 3 a oDooDJoooD OOO E E E Et 3 3 a SES a op 2 o e o a A L 0 05 0400 05 Shear strain Effective mean stress ratio 0 77 0000000000000 gt
49. Wilson Q 60 1371001900009000 0 0 0 FIA 000000000000000 0 DNewmark 6000 75 DODDODODDDODODODOODODODOD 0000000000000000000730000 00000000000000000000000 0 000000000000000000000000 0000000000 000000000000000000000000 720000000000000000 00000 2 22 0 OO B80000000000000000000000 0000000000000000000000000 000000000000000000000000 0000000000000000000000000 0000000000000000 000000000000000000000000 0000000000 726000000000000 N MERE ui 0000 000000000000000 000000000000000000000000 JV 00000000000000000000 60000 2228 KM 000000000000000000000000 jhooon 0000000000000000000000000 1 v 2 2 n 0 0 8 6 A i 0 0 0000 00000000000000000000 7 20 0 0000000000000000000000000 000006 809076 9 9 980895868 91900 D000000000000000000000000 000000000000000000000000 M 000
50. 0 716 Oooo 3 E ET ESL a LJ E E ESL ESI Oooo O EJ Ez E SL 34 0000000 00000000000000 00000000000 0 716000 00000000000000000 O0000000000000000000000000 00000000000000 gt A4A0000000000 O0O 000000000000000000000000 0000A4A00000000000000000Newmark 0Q000000000000000000000000 O000000000000000000000000 0 000000000000000000 800000 O000000000000000000000000 000000000000000000000000 0000 000000000000 B00000000000 000000 GL 17 5m00 0 00000000 GL 4 8m 0000000000000000000 0000 O000000000000000000000000 0D0000080c00000000040000000 00000000000000 0069 000000000 000000000000000000000000 O 000000000000000000000000 0000000000000000 000000000 0 0 0000000000000000000 gt 000000000000000000000000 0 0000000000000000 00000000000000253 4900000000 0 00 00 0488 00000000000000 000000000000000000000000 000000000000000000000000 0 0000000000000000000000000 000 0 00000000000000000000 0 000000000000000000000000 O000000000000000000000000 000000000000
51. 9 400 900 pp 39 43 1995 9 30000 1995 99 pp 169 175 5 9 9980 OOOOOOOOOOOOO 3300 1 1 1 0 00 0 pp 103 104 92 Lysmer J et al A Computer program For approximate3 D analysis of soil structure interaction problems EERC Report NO 75 30 UBC 1975 9 00 000 000 00000000 8 1995 D pp 11360 1137 98 95 pp 53 70 96 Hamada M Yasuda S Isoyama R and Emoto K 1986 Study on Liquefaction Induced Permanent Ground Displacement Association for the Development of Earthquake Prediction Tokyo 97 Yoshida N Yasuda S Kiku H Masuda T and Finn W D L 1994 Behavior of Sand After Liquefaction
52. Ooo 4 000000000000000000000000 O00000000000000000000000000 000000000000000000000000 0000000000000000000000000 000000000002000000000000 O0000000000000000000000000 000000000000000000000000 O000000000000000000000000 000000000000000000000000 O000000000000000000000000 O000000000000000000000000 000000000000000000000000 O00000000000000000 10000000 0000000000000000000000000 0000000000000000000000000 000000000000000000000000 O000000000000000000000000 000000000000000000000000 O0000000000000000000000000 000000000000000000000000 0 0 4900000 O000000000000000000000000 000000000000000000000000 O000000000000000000000000 DDDD Wisonge0000000000000000 000000000000000000 902000 O0000000600000000000000000 00000000000 5020000000000 O0000000000000000000000000 00000000000000000000000000 0000000000006000000000000 000000000000000000000000 DD 000000000000000000000000 00000000000000000000 D 000000000000000000000000 O000000000000000000000000 00000000000000000
53. oO 3 Oo da 5 9 EL 11 E53 Sp p Tura a oO ET LEE a a a 1 E LI EI yon Dra 521 Eb Ee E E CEST a a a ET ESI 3 Es EE Eph EL 121 0E 04 oOo E a a 3 SES q ET BE 0 0 0 LJ EJ Cd Ed EJ Ed C3 C3 1 a a a o O a LI 00 2 D 9111111311 1111110913 51088 ls DIANA J Mult mechanizm Ou Ou Ou LO LI 000000 o N T T 00000000000000000000 000000000000000000 000000000000000000 0 1 1 11111 pj 1 2 5 10 20 50 D 0000 75 Oooo oO oo FT en EE ET 51 53 E 3 31 0 J oo
54. 0 0 DODUD 0000 s 7 _ 1G Y Tu 0000000000 MasnglOOOOOOOOOODO DUODUD ZI ZU z n Y Y Y n OOO0 OOOO ut rHardin Drnevich 0000 O00 Modified Hardin Dmevich 1 B 1 d B B DDD O hyperbolic model 0 10100 000000000 O260000000000000000000000 e ooo 9 2 108 2 10b Y gt Y up Y 5 ayy a b Ramberg Osgood 0 0 0 26 00000000000 2 Ramberg Osgood 1 Ba yore 1 T G nax T Masing 2 11a 2 551 G uz 2 11b D 260
55. 7 1 0000 30 1
56. D 000 4 3 Oo oo G 3 OOO E a op E 1 4 OO c Oa GOG oO oo T Q G OOO a a LE aO OOO co EI deconvolutio 5 ES a ES ES do 1 1 1 1 1 EFI ju L3 p c CE C rcr C C C3 r3 da ir a a go a ELE p m 2 00000 5 citu oO 00000 o uu ua n deconvolution On 0 00 0 OO 0 D D D 00 Ou Ou Ou Ou Ou Ou Ou Ou D D D D oo 1 a EI ESSE EZ ESI SES cv 1 4 a Ooo Ooo Ooo 3 sm 3 OOO Lr a ac 34 41 4 Cl 0 0 y 1 gd LJ
57. Ep C3 C3 r4 EJ El oe o a aaa EI E3 3 1 Christian DODODOD upQOOOO000000 Christian 0 D 0 D D HD h h Q dtsk c alp p xa b Ye i l AV m K du K 5 Pia w 3 10 3 11 10101 0 0 8 0 0110000000 9 4 Ooo EJ E ai Et 0 00000000 0000000000000000 4 1 DODODDODODOD Mi 0 MI ii
58. 0 D DODDDDODDODODDODQDODOQDODOD EE Ge cee 8 aR r PSI 3 20 1 10101 1100000000000 J 0 0 0 9 10 a LA 0 15F 2 0 104 0 05 2 0 00 70 05 1 75 200 2 0 10 0 15 0 1 90 230 ELTE Newmark B 0 04 N oo 210 230 Central dif 0 002 O 7 12 530000000000 2 10 480 D 713 DODODDOD 74 DODDDDDDODOD O 7 130008000000000000000 0000000000 4 000 00000000 0000 0 os N T Y At 0 04 sec 142 21 seen At 0 004 sec 1 0 35 40 Time sec Acceleration mis Ooo r3 EJ a E3 C Oooo At 0 04 sec ren At 0 004 sec F GL 17 5m 9 OHOOUO3000000000000000000 D 10 Newmark J BQ O 440 040 OO 20 Newmark 40 0040 03000000 40 0020 2001003000000 0 o Y axis e gt N
59. O 19831 80 81 11 1 1 1 M 6 000 0 22km700000000000000000 0 0 5 OO 5200000000000 OD0000000000 000000000000 Ramberg Osgood 6 OOO O000005300000000000 DODODDOODODOODQDODODODODUODODQODO O 4000000000 00000000000 Depth Soil Vs w SPT m type m s Nue Smax cm 4 Ek opm Upper scoria 125 1 46 w rome Andosol 130 1 48 10 Beper 252 8 w scoria Upper 20 w scoria 25 Upper s dria 780 1 95 0 neni Eq linear freq depen SASA Yoshida Ishihara method 2 Eq linear 7 Hyperbolic model Ramberg Osgood model B 1 0 51 000000000 QO Rayleigh ee EI ED i 0 0 gt 00 F ELE ena a 4 OO
60. Ed Ed EJ E3 EJ LJ p3 pj EF m na E Li Lo err 00000000000000 000 000000 21 4 Ea Oooo Oooo no o
61. o Ooo o gt O 9 a aa asa OS aa Sa ee a C3 L3 E3 LJ LE EE EJ r3 r3 r3 C3 c 2 r3 g 53 r3 Oooo oO 1 ago a 1 A DOD 0000000 Rayleigeh 0 000000 BK 4 12 DO0 000 0000000000 0 0000000000000000 0 0000 DO0 000000000000000000 00 Ooo DO 2 oo 1 OOOO A ODODODODOD OOOO h 4 13 Oooo a ET SES Oooo Et EZ ae 3 Ek EE EE ae EIE Ooo Lr EN ES ESI 0 DDODOU D UDDuD E a o 3 oO Eh Eo E ESL L HAEL E p Ea E ao ane 5 9 o E 51 00000000 Oooo 5 Eta a NN Bsa B ao EZ TESI Oo
62. ESI EET ao sa a ES CES i ata Eq E EGET ER Ss 3 E 17 a ga EE a Ffsr a ao ER TET 3 SF a EST EST ESI co EE E aaa a ESL ESSE ESI 5 3 GA O OCO 1 G OOO E EN 1 L 1 Et 1 L EZ F EKI EE EZ 7 ET E EJ Sa 1 0 ss ef EE EE EL EE EE Oo EZ E 1 14 ae 4 4 4 1 E EST ED EE Go DF ores E EE ES es BE EE 1 ses EE 1 EZ 2 22 2 3 3 2 2 2 5 1 ae pop
63. pdy DEn odo 7 ijkl ijkl of de of de Dii p do do 9E Oo 0000000020000000 0 350 00 EJ 4 Li EE 2 39 2 40 2 41 L3 4 4 14 O 0a oO Oooo Oooo oO LE 1 ct 4 p c Oooo oO OO Oooo 3 Oooo oO Oooo OO GC O 0 oO E Cy L3 ao 1 34 1 1 5 1 E El O 0O 00000000000 000000000 00 0000 f nle n le 00 000000000000200000000 2 42 leit ay 2 43 D gpannpd g nla n n Ino 2 44 ge ONA 2 45 M 0 21 9 NON OOOO fen k OOU0 700000000 2 46 0 EL 2 47 O ma 0000 _ iy G7 0000000 k 2 48 Mn 000000 0000 f2e p 0 2 49 a lt p d
64. v00000 wo ooo D000000000000000000000000 w n U u 3 4 w0000000000 0 uvp00000000000000000 00000 300000000000 0000000000 p000 20630 OoO0 2I000000000000000000000 0000 00000000000000 0O000000000000000000000000 0O000000000000000000000000 0 0O00000000 000000000000000 00000000000 L o pb p 0 3 5 v Vp p p b m l 3 6 p 8 PD K Dooooooooooooooooooosoonon 0000 000000000000000000 0 0000 860 0000 00000 0 000000 88 9889889889 7 090 0290 880
65. m 1 2 15 m 8 gt m c 2xo 0 T Ao a 7 al epe 2 16 Oo O c lt xo OOO 07 do o 2 17 dt BOOO00000000000000O iw gt tae 00000 000 OOO 4000000 o Y T E m mtan 0 Dagpeunagapngupnupnungapnapbppanmnunp tan0 1 4tan 9 2 18 2 19 UUDdIDUDUDUDDUUBDDDDUDDDUDDUDBDU UD vo c3 E oO c3 oO c3 oO c3 00000 artin Finn Seed 0 00000000000000 dochronc 0000000000000000 000000000190200 000000 00000000 HI Endochronic OOO Dagpngngaunuopnunagagunp DODDDODDDODODODODODUDODOD L3 Lr EE a
66. 1 1 1010 0 0 n n 6 2 23 O22 0000000000000000000 400 Ramberg Osgood 1 00000 00000000 E n l 0000000 0 4 0 222 OO200000000000000 de de G nax Tmax 0 2 250 0 2 230 000000000000 6 2 22 E n l an 2 24 2 25 gt Sy 0 8d max 2 26 0000m 000007000000 21000000020000 00000000000 Masing 0 Ag 00000 O 211 D
67. ga 0 EN p El ES EI ALE 5 11 E aa AEST o ESTE a co ES Apa 2 1 3 34 Lr o oo mx uE reg EL E34 Oooo Oo 3 9 o E ES ESSET ESI Ooo 3 EJ E ES ESL Zl D 0 D DEuleriaa 00000000000000 D 1091 PEM DG D 1 D D 0000 Ou
68. mde 74 0 000 4 00 D0 000000000000 MEE 00000 00000000 ees o ERE 00000000000000 0 30808 H 000 koooDDDDDDDoDDD0DD0DD 00088800080000000000000 0000000000000000000000 0 0000808000080800000 7000 0000000000000000000000 0000000000000000 40050 4 0 00 0000000000000 000000000 E 0000000000000000000000 EM 000000000000000000000000 gna MDD DMN ANE 010 0000000000000000000000 41 1 Fernando OO W EE Ga an wo LI 5 3 Oooo 3 3 1 7 34 5 a ase a E r3 L3 r3 C3 r3 Es I nooo DO o
69. EE EE SEE o Oo Oooo Er EIL t Pa ESSE ES aS ra ESE ae LES S a ra A EE Fa Oo LL 1 41 1 oO 3 Oooo oO oO E Ee ES N T o o Shear Stress tin T Shear Stress t m T Y 2 4 6 8 Effective mean stress o tfim ES o E 1 1 1 1 10 0 3 0 2 0 1 0 0 1 02 0 3 Strain y a Ay 0 00196 4 E 1 1 1 1 03 02 0 1 0 0 1 02 03 Strain y c Ay 0 05 T N T o o Shear Stress t tin m Shear Stress 7 T E 1 1 1 1 0 3 0 2 0 1 0 0 1 02 03 Strain y b Ay 0 0196 7 11 Bn P vs Max Acceleration Max Displacement Max Stress Max Strain 0 d 2 2 m sec cm KN m m ums m s 2 M M w 10 20 30 40 398 0 l DODODDODODDOCODODOODQDOODODOD 0
70. 000 00000008 0000 0 0000000000000000000 0 00000000000000000 00000000000000000000000000 00000000000000000000000 0000000000000000000000000 000000000000000000000000 00000 000000000000000000000000 0 00000000000000000000000 000000000000000000000000 O0O000000000000000000000000 OO 00000000000000000000000 0 000000000000000000000000 O0O000000000000000000000000 000000000000000000000000 O0O000000000000000000000000 00000000000000000 3000000 0000000000000000000 0 000000000000000000000000 0 00000000000000000000000 0000000000000000000000 O000000000000000000000000 000000000000000000000000 O0O000000000000000000000000 000000000000000000000000 O0O000000000000000000000000 71410000000000 00000000 0 00000000000000000000000 000000000000000000000000 000000000000000000000000 O 000000000000000000000000 000000000000000000000000 O0O000000000000000000000000 000 0 900000000000000 000000000000000000000000 000000000000000000000000 000000000000000000000000 000000000000000000000000 20 000000000000000000000000 a 0000000000000000000 0 00000000000000000000000 201 000000000000000000000000 ail 0 10 0 0 10 0 20 YUSAYUSAD 000000000000000000 Strany A D0000000000000000000 0 717 DO00000 00000 35
71. 51 000000 EE lel ola 4320 REE E 18 EN 120 7746 933 7746 84595 7275 SEs Asl 8 2 175 120 n 18627 zum EFF 3 27982 0 33 0 33 0 33 Dssia 29559 0 20 260 22904 033 SP 37268 42737 Dsia 2 0 290 45506 48256 2 D D 0 930 5 210 UUDDUUDDUDDDDDGLI GL 19 6 OOOOU00000 21I000000 GL 83mQ 00 Co 34 1 ao ao ao EJ EJ EJ EJ Ei E 2 Dua B D 5230 D D lU D OO0000 1 0 su D BDUDU O4mQO0U0000L2000000000 52400 0000000000000000 GL l3mQO0000000000000000 il PNK FE E 0 0 0 5 1 1 5 DU D D 6 O El 0 0 Ooo Oooo Ol MAN Ey 3 a c
72. EE AN Fa AR ee RA am E aso do 3 3 jp aG mi x A L3 r p a Hm 11 1 ana 5 1 1 Ev asa en En ao En an ata EI ES a oGa g oo 3 aaa passe E 0 0 D 0 D EJ EJ EJ S ET ET Es T CJ E 1 2 C 2 2 L1 r3 EJ Cd C3 2 EJ 1 ES JE USE 7 ES a E L1 r3 Ed Cd od O C pb pb E ogo H C pb 1 E 1 oo H oOo od nm gt L3 r3 EJ 1 C3 C3 O C og 2 22 DIANA J NAFSS NONSOLAN 1 Multi mechanism model 2 D EM GL 2 3 5m Paster Zienkiewicz model 10 OO sec 0 76 000000000 DODDDODDDDODDOODOODDDODODDODDQDOD
73. I 6 00 f Shear stress kN m o Shear stress kN m 7 00 ree 1 small eq at frst 000 9 00 7 050 5 small after large eq K 0 5 small eq at first 0 723 8 00 10 00 D 72101 D0000 38 000 7 24 0 0000000000000 77 000000000000000000000000 0000000000000000000 0 7 24 0 O0O0000000000000000000000000 O000000000000000000000000 0000000000 000 0 nnnnn 5 pia 009 o ooo EKZ ms s ARRAS 0 10 20 30 40 50 e 96 11 00 0000 00 0 725 B Pd 0000000
74. L ao Ed Ex EE 3 a a a a m T ESL EE 6 EL EST EN EST Em EE OooOOO OOOO OO O L3 Cr ao oo a co DU D 8 YUSAYUSA o 5 D 0 0 EI EG L3 o 5 Et piano AES 0000000 2 0 0 0000000 1 1
75. O OO OO O OO OO EE L3 o 5 1 EST E 20 000000000000 000000 1 00000000000 KOU 000000000 000000000 000000000 000000000 LO LO LO LO LO LO LO LO LO LO LO LO LO LO LO LO LO LO LO Shear stress kN n 1 Shear stress kN m o ET oO 3 L CJ oO OO El 696 E E OO O a Ed ata ET aa a El EF P ce a a yb a EE TET aa aso OHO OO OOD OOOO OOOO OOOO 4 4 24 1 E ly 1 3 4 ESTEE EST TEST es ao san ED Na 3 5 5 o EA L3 a 5 9 E Ez Oooo Oooo Oooo Ooo E 5 5 D D D D o 5 Depth m Shear stress kN n o L Shear stress kN n peak CM S Tpeak KN m 10 20 LON ea e e I 2 00 f 300 ES Eee I 4 00 L 500 c E pede hes
76. vw 10 841110 00000000 009000000809 DDD 90 901 1000000000 O0 p0 000000000000000 Sadhu 0000000 002000 OOOOOOOOOOOOOOOOOPO u 00000000000000 00 0 ular lal x lalla 3 1 or IE CES E 0 J ooo oo ETI E End p EI P oOo oo 3 9 L3 0000 Oooo Bsa Et Ez EZ ora LT O oO 3 EX 5 3 El Es aa OH 9 O o EJ Ee ES 3 EGET DI CET E E LT OO EJ E3 51 E FH E a a a Oo E SEM ETE EC COE Oooo EI E FF OH a 3 n a ESY E53 a ap a a a Eau a EE c 0 0 0 0 0 0 D a a aa g pj EJ aa C3 C3 g Ej EJ Ed ES a a See eee aaa SS aa Sa ae So eS EJ Cd EJ EJ
77. 083 4 80000000000000 0 000000000000000000000000 000000000000000000000000 0 000000000000000000000000 000000000000 00 00000000000000000000000 w 21 6 a ea ag 10 20 3040 80 0 DN M 1 as 090000 10 EE i 0 21 0 78 000 GL 32 4m0 0000000 NSJDUDDD 86 55 LIS ig 2 00000 Hardin Drnevich 0 0000000000000 NL fil ow im 000090000000900000000000000 ko a SCL 00000000 K spo Res v 0 055 0 0 0 0 0 0 0 0 3 000 6 ET 0000000000 000000000 ge GL 280 37m0 sol 8 41 554 io TE 0 350 1 61 1 0 25 3 08 L 20 2 i s or 5 704 jn 0 303 1 61 5 T v il s 4 041 alee lin o L GE MARE GL SKP tam En lal TTT eee e RARA e tE 0 0001 0 001 0 01 0 1 1 10 0 58 00000000000 0 v 0 0 0 s8600 0 Shear strain y 1 1 0 510 000000000000 500 FNS GL FE Fu Ea o E Ped eene aep cai te E ca e SEER 500 NS GL16 4m F EW GL16 4m F UD GL 16 4m Papas eus Fen eeu Eua E Een NIMM MON MODE TERRENCE a plus toga ate aa rt 900 r GL 83 4m GL 83 4m oF l hylet hoea E KUWA Mr n 500 F CR aa s e aa Du aa Je ele lira yy payna 10 15 20 5 10 15 20 5 10 15 20 time sec time sec time sec 0 59 00000000000000000 24
78. L D D D 00 D DU OOOO Oooo 0 0 0 B fib ik 1 6 5 O 10 15 8 AMIGA 5 EU ABO 0 l Aba 0 523 OG F m PEEL 0 2 4 6 0 2 4 6 3 AMI 2 RACAMUTA Ligo L200 O 5 24 Excess PWP ratio o a Time sec O 5 25 28 DOU ODDDODODU Ezi L3 a 5 o o Es E D 0 G 0 0 0 D p Dr E El pan E Sea oe eS Sa SoS aka a eo Sao C C3 Ena EX a aa a aa a a Hi IFE ALHKtfm 0 10000 20000 0 BITE ALKtfm 10000 20000 30000 4 X Ax 13 coge ERR A 25 60 385 71 n n ib27 i Ma E 0 I 0 2000 4000 0 20000 i
79. Period sec Period sec 8 D D 56 30 30 Observed Observed SHAKE Hyperbolic q FDEL u RO 20b 20 Yoshida E E o 2 8 1072 81 lt lt oo 1 Period sec ao OOOO D 57 0000000 23 1 Period sec D D 0 00000000000000000000000 52 000000010 0000000 000000 7000000000 199950000000000000000000000 0000000000000 00 5 800000 0 5 9 SHAKE FDEL 0 0 0 00 0000 0 SHAKE O FODEL 000000000000000000000000 0 0000 000000000000000 82 0 0000 0000000000000000 0000000000000100000000000 38 000200000000000000000 00000009899000000000000000 6 169032
80. Soil Mechanics 1 00000000000000 0 SI Version John Wiley and Sons pp 241 242 8 Towhata I 1989 Models for cyclic loading Mechanics 0 of granular materials Report of ISSMFE Technical DoOonnnooooooonoDnDo0D Committee on Mechanics of Granular materials ISSMFE pp 80 90 43 9 Opp 147 221 1001000000 00 D 19790 0 MODIFIED HARDIN DRNEVICH 0 000000000000 330000 OOO 1181 1184 11 Kondner R L 1963 Hyperbolic Stress strain Response Cohesive Soils Proc ASCE SM1 pp 115 143 12 Lee M K W and Finn W D L 1978 DESRA 2 Dynamic Effective Stress Program for Earthquake Response Analysis of Soil Deposits with Energy Transmitting Boundary Including Assessment of Liquefaction Potential The University of British Columbia Faculty of Applies Science Revised in 1985 13 DD 9970000000000 0000000 UUDDUDUDUDUUDDBDBDBDBUDDUDDUDUDL pp 236 260 14 Jennings P C 1964 Periodic Response of a General Yielding Structure Proc ASCE EM2 pp 131 163 15 Hardin B O and Drnevich V P 1972 Shear Modulus and Damping in Soils Design Equations and Curves J SMFD Proc ASCE Vol 98 No SM7 pp 667 692 16 Ishihara K and Towhata I 1980 One dimensional Soil Response Analysis during Earthquake Based on Effective Stress Method Journal
81. for Wave Propagation Problems Journal of Computational Physics Vol 15 pp 492 503 1974 70 Kunar R B and Rodrigue Ovejero L A A Model with Non reflecting Boundaries for Use in Explicit Soil Structure Interaction Analysis Earthquake Engineering Structural Dynamics Vol 8 pp 2328 2331 1980 71 Joyner W B a Method for Calculating Nonlinear Response in Two Dimensions Bulletin of the Seismological Society of America Vol 65 No 5 pp 1337 1357 October 1975 72 Lysmer J and Kuhlemeyer R L Finite Dynamic Model for Infinite Media Journal of Engineering Mechanics Division Proc ASCE Vol 95 No EM4 1969 pp 859 877 73 Clough R W and Penzien J 1975 Dynamics of Structures McGraw Hill Kogakusha Tokyo M 4 OOUO0000U0U00000000000000000 33000000000000000 10 pp 49 50 1983 7 410 12 pp 395 404 1989 7 1 010100100 0 99440000000 No 4930 pp 49 58 7 9970000000 No 5
82. o 2 T 6087 2 cos 2a 6 9 j cos 2 0 00 z 0 0 1 2 1 04346 1 2 Ite 1 S cos2a R S cos2 a 6 R nS 00820 R uh R s cos2a R s cos2la 8 R ns cos2a 1 0 4346 1 2 Ite 0 2R sin 2a 2R sin 2 2R sin 2a 7 000 c ES 400000000000000000 40
83. program for approximate 3 D analysis of soil structure interaction problems Report No EERC75 30 University of California Berkeley 60 99 1 1 1 0 00000 61 Souza A F D and Garg V K 1984 Advanced dynamics modeling and analysis Prentice Hill pp 213 227 62 Gudehus G ed Finite Elements in Geomechanics John Wiley amp Sons 19770 000000000000000 102000000 1981 63 Gudehus G ed Finite Elements in Geomechanics John Wiley amp Sons 1977 000000000000000 102000000 1981 64 1 199411 1 111111 01 1 DODOD 65 Martin P P and Seed H B 1978 MASH A computer program for the non linear analysis of vertically 45 propagating shear waves in horizontally layered deposits Report No YCB EERC 78 23 University of California Berkeley 66 Martin P P and Seed H B 1978 APPOLO A computer program for the analysis of pressure generation and dissipation in horizontal sand layers during cyclic or earthquake loading Report No YCB EERC 78 21 University of California Berkeley 00000000 6 D D B OD 438p 68 Cohen M and Jennings P C Silent Boundary for Transient Analysis Computational Methods for Transient Analysis Elsevier pp 301 360 1983 69 Smith W D A Nonreflecting Boundary
84. 0 L A a Si Doononoonoononoononoonnoon dit di a 4 7 0000000000000000000000000 80 058 FMI dii D000000000000000000000000 0 000000000000000000000000 000000 0000000000000000000000000 00000 0 00000000 0000000 000000000000000000000000 00000000000000000000 00000000000000000000000000 a y d u di 4 42 2dt 0000000000000000000000000 i A 000030 3 aon 00200 0 00888 88888 8 0 888880088 88 a amma pili nia ae A eee t DESDE 0000000000000000 OOOO DNewmark BO Wilson 60 OOO Newmark 5 80 0 0000 0000000000000000 E see Ko 000 4 5 a d f 1 y dr ydr G d 4 82 3 d EL di MI 0 dr u t dt amp r 0 5 B ar t Bar t dt 0 40000000 a DDDDD 4 8b 0000000008000000000000 coo 60 0508 0 050 00000000000000 00 000000000000000000000 0 00000000000 000000000000 OOO 8 00008 00000000000000 000000000000000000000000 0 000000000000000000000000 00000 0000000000000000000000000 Newmark 0 60 0 0 00000000000000 00000000000
85. 00 0000 000000 0 00008 08 000000000000000 Runge Kuta DO 000000000000 00000 00000 94 000000000100000 00000000000000000000 688 00000000000000000 0000000000 000000 0 0000 0 00000000000000000000000 000000 00000000000000000 00 Nigmooo 000000000000000000000000 D0000000000000000000000000 0000000000000000000000 0 nnnnnnnnnnnnnnnnnnnnnnnunn OOOO 0 8 00000000000 000 0000000000000000000000 00000 0000 0 00 0 8 8 80 4 7 8 04 40 ao 08000000000000000000 00000 id 0000000000000000000000000 00 0 0000000000000000000000 0 0 OO too DO00000000 0000000000000040 OOOO 000000000000000000 0 0000000000000000000000000 0 00000000000000000000000 000000000000000000000 VA 0 000000000000000000000000 1888861808 80818 117808 SG A una 0000 00000 00800800000000008 DUDODDDDDDDODDDDDODDODDDODODOD 0000000000000000000 0 0000 00000 00000000 EEr
86. 00 BUB Neto Magie e rsa 00000000000000000000000 a 0000000000000000 000000000 d O000000000000000000000000 E O000000000000000000000000 O000000000000000000000000 5 18 0 26 uuuunununnunpunnupupuununun 00000000000 00 0 0 000000 53 0 000000000000
87. 0000 fo e 0 Q 31 onejoonoonoononoonoonnon 1 010100 00 53000 0 400 Xa 2 32 Ooo 3 D DD DD n df do Haul 2 33 U OOO BE ano Evi 2 34 000000 340 320 0000400000000 Yf 2 35 l de do 023500 3411 000000000000 BW de jad Bas 88 2 36 f I de do 9 1 1 de de de 2 37 u do Di Ej 2 38 0 0000000000 236 000000000 0000000000 039 e370 00000000000 0000000 Oooo Oooo 0 do Diy de DO
88. 0000000 O000000000000000000000000 DNewmak 000000000000 O0C000000000000000000000000 0 0000000000000000000000000 TE 49 D0D0O000000000000000000000 o1 4B 0000000000000 Wilson 00 00000 000900000000000 0 0 0 00 3000000000000000000000 000000000000000000000000 2 2 2 D00000000000000000000000 000000000000000000000000 00074000000000000000000000 OD00000000000000000000000 000000000000000000000000 000000000000000 0 Witson 0 eo OOO D00000000000000000000000 000000000000000000000000 D00000000000000000000000 000000000000000000000000 DoDGSDODDODDDODODOOOO0OODFM 00000000000000 000000000000000000000000 000000000000000000000000 42 000000 00000000004A000000000000 000000000000000000000000 00000000 0000000000000000000000000 WionD 800000000000000 513 0 O0000000000000000000000 111 19111010 0011000001000 SHAKE 00000000 SHAKE O00000000000014000000000 000000000000000000000000 0000000000000000000000000 69 00000000000000000000 000000000000
89. 00000000 000000000000 200000000000 0 000 00 000000000000 000 0 0 00000000000000000000 0D000000000000000000000000 00000000000000000000 D000000000000000000000000 S o p 2 1 DDDD DDUDDDDDDUDDDDDDO DDD O00 0000000000000000000000 20000000000000000000000000 000000000000000000 00000000000 0000000 8 0000000000 0000000000800 O000000000000000000000000 0 0000000000000000000000 0 000 00000000000000000000 000000000000000 00 2200000000000000000000 000000000000 220000 0000000 0 000000000000000000000 000000000000000000000000 000000000000 000000000000000000000 8 80 0 000 000000000000000 8
90. 00000000 00000000 G 0 1 0000000000000000000 a lg a yes al g aa je 410 0000000000 0000000000000 00000000000000000000000 F 22 0 F l e e 416 0000000800000000000000 0 0 0000000000000000000000 818 1818808181 AS ANKO Res On AS D00 0000 00000000000000000 Aaa 0000000000000000000000000 He career MER 1 0000000000000000000000000 8880800 0980 00 000000180 00 E EE R 0000000000000000000000000 41 0 0000 00 00000 0 000000000 100000 8 88 0 0 000 0 nooo 1000000100000 00000000000000000 000 0000000000000000 n 0000 onon 0000000 P 43 0000000000 000000000000000000000000 00000000000000000000000000 n EDD DEED Dd d Hd 0 0 00 000000000000000 HUDUDUDUDDUDDUDDHDDDUDDUDDH 0000 0 0 000 0 0000 0 0 0 000000000000000000000 880 0090 0000000099990090 eee ee ONDE 000 008 000000000000000000 g aocnoa L3 L3 C3 C3 E3 Ez Ez Ez EZ T Ed ISTERI L3 C3 C3 E3 C3 51 1 E EST am Ena EI
91. 0000000000000 Yap AY max 4 11 000000808000 0000000000000 006 1 000000 00000000000000 00000000000000 000000000000000000000000 0000000000000000000000000 0000000000000000000000000 000000000000 000000000000 0000000000000000000000000 0000000000000000000000000 000000000000000000000 00 0000000000000000000000000 100 00000 0 000000000000000 0 0000000000000000000000000 O4I000000000000000000000 DODODODOD aiopDDDODDDDODDDDDDDDO 0 0 0 0000000000000000000000000 C000000000000000
92. 0000000000000 000000000000000000000000 O000000000000000000000000 39 Oooo ELENE ooo TT Ek Ez aa a EP a op EE 1 a VEL aa a ES ET a qap ED a EPF ETT ap EET 5 ET Tl EES Ooo J p OOOO OO Oooo oO oo og OO L CJ EN L3 5 9 EI 1 EJ E qp EX EIE CS aa Sh Se 22 3 ooo go 2 So E p aa op DE a LEES E a CEST l a ES RF a IE IESU CES BE E53 ESSE a E CEST A gt GO GE 43 ESI E E SE EA FE E ETE aa a os asyet ES E ago EE 3 EX a HB 0 9 9 BO D E ao a E aa LEE 9 LM Ga E EI 1 23 12 GEE E C3 EE 3 2 EX aaa aa ES EE ee 52 LP EX EFE
93. 00000000000000 000000000000000000000000 000000 00000 00000 0000000000000 00000 Maing 0 0000000000000000 0000000000000000 MaingD 000000 0 2 5 000000000 N LO O 5000000000000000 0000 2 Gg E gr ET B89 BE EEGA ao C 2 BS SSeS el ap Eta aa EL EX E 4 3 SM Oo OO ao a a ea a pay 2 a OAD OO as a a ET a ga ooo 4 D DU D D D D D ESR E 7 ena e TI En iE EE ESI ESI ET TI Oo oo EJ EE EE EST Ga IT EI oDoooononnzn u El pis aa EK ns Sh ad DOU DOU D Uu 000 D Uu 000 OOO GH A C 0 D 0 Ba Ed E E Gay EE EZ ESTEE E aa AEST E i 00 00 888
94. 000000000000000000000 000000000000000000000000 A e eke EU DTE REI eke D000000000000000000000000 1000808608 0000000000000000000000000 00000000000000000000000 76 000000000000 0 00000000900000000000000 A s 000000000000 4x0 az n 0 720G0 0 8 000000000000000000000000 0000000000000000000000000 UOI TURON eae ae seas r nun FERAYE 00000000000000000 7 20 TE EO 88 88 8608880 0098 8 000000000000000000000000 A A 0000000000000000000000000 n 000 5 00000 90000000000000000000 ae Ay GOGO AD OO E 008 8 9 OCOD DEDERE com PTT DS 00000000000000000 00 00 0000000000000000000000000 00000000000000000 000000000000000000000000 00 23000 000000000000000000048 0000000 1000000000000 0000 0 9 00000000000 80000 00000000000000000 000000 000000 000 7206 000000000 400 000000000 00000000000000 2 K 0000000000000000000000000 TRACER RUD Use 37 DUIDDUDDDDDDDUDDDUDDDDDBBDUDUUD OO DODODOD
95. 02 8 00000 00000000000 Pog 00000 00000000000 Shear strain y 1 npn po 00090000 p m 000000000 JE 0 4 T E 0 3 6 m 2 02 a E 0 1 19 15 00 La a dan 1 08 20 nool i 1 10 100 YUSAYUSA Number of cycles causing liquefaction 00 0 95 12 00000000 514 2 ilies a ie eel ff SD A av 81 w EE 7 B wol QUANH Computed 200 2 Computed 200 iub al iE M Dee lt a Mete A E mwe Ph pd e i i mor oS wae S Qe Y 2 6 01000000 0100000000 c YUSAYUSA D 513 25 0 000000000000000000000 00 0000000000000000000000 000000000000000000000000 won onoooooooooooooooooooonon 0000000000000000000000 0000000000000000000000 0 06 15480 0000 7000800000000 00080000000000000000000 00000000000000000000000000 000000 000007 00000000000000 000 0000000000000000000000000
96. 1 1 OOOO uuuuunununnununununnununnuun 000000000000 RayleighO OO 460000 C oM BK 4 12 B 0 oosgOGOOOOOOOOOOOOOOO 4000 hag 4 13 O00000000000000000 7000 OO WO 155 7m secQ 2 T 2240 7 1 C 4H DODODOOQ Z18D 0 DD 0000000 36 0 00 175 81 1000 DODDDODODODOD
97. 100 F NN 200 2 X Hl a priu 04 ul 1 1111 11 1 LLLI 200 5 1 PELLIT DEC NL 200 p NONSOLAN TU 100 Strong motion 0 En ther Mean aa North SOU Eas 2200 E 500 aa Hur 0 2 4 6 6 10 85400 07707777 8 B M EN pu E Time sec 200 3o Xo 200 a 100 Standard cnn W 8 tool SON oS x Multi mechanism model ket ke KDI O ket KS2 KDI 2 Paster Zienkiewicz model 9 lt 12 00000000000000 0 11 0 0 0000 0 0000000000000 00000000000000000000000 00 oonoonoooonoonoononoonnDOoO 0000000 000000000000000000000000 000000000000000000000000 8 0 0 0000 0 00000
98. 15 0000 0 c ar 32 Bio 1 1 U U 1 q oo OOOO 000000000000000000000000 000000000000000000000000 D00000000000000000000000 0000000000000000000000000 000000000000000000000000 0000000000000000000000000 000000000000000000000000 0000000000000000000000000 000000000000000000000000 00000000000000 8000000000 0000 0000000000000 0000000 ut Ja e 4 3 57 DON TUTOR NG koko pape e la pa K D DD Serial cd a 00000000008000000000000000 0 90990 800000300000000000000000 0000000010 91008081001 OG DOOOOUOOCCOUMOOOMOOMO 80800080000000000000000000 tes 00000000008008000000000000 90 907 800000000000000000000000 ODOGOODGODBOOOOGOODODOOO 8 0000000000000000000000 a ee ARMM ODT HD Hm Aaa yo menen 600255 goooooooooooooooooooooo
99. 40 AD DODODOD 0 23 13r 12 e 974 3 1 0 f 9L ee 08 gt 0 64 Boston bule clay I gt 50 100 500 Ola M 1000 As 00000000000000 ASME kPa ARNE kPa logo 000000000 A gt B gt D0 a O by D D gt 0000000000000 24 DDDDDDUOD G Ek ET 3 a ga E Oooo E EXE LES SEE ap a a E oOo oo Doononoonoononoononoonoon 23 000000000000000 oDoononoonoononoononoonoon 00000 000000000000000000 noon 0000 0000000000000000 6 0000000 000000 0000000000000000000 000000000 0000000000000 000000 0000 00000 000000000000000000 000000000 000 00000 000000 0000000000000000000000000 Doononoonoononoonoononoon 00000000000000 250000000000 0000000000000 00000000000 ON 0 gt A gt c00A00000000000 A gt B0 B nana 000000000 B gt A0000000000000 jad 2 0000 000000000000000000000 e Cn 0D000000000000000000000000 ooonoooooooooD
100. 77 pp 53 64 70 194000000000 SHAKE DI OOOO QO pp 14 31 7 000000199000 32000000000000 pp 877 878 80 1975 111111111100100 0 0000 sDOO0O0OO0O0O0O0O0O0O 1970000000000000 000000 255 pp 35 45 OO 99000000000 uggamggauuuu 200000000000 OOOO pp 49 52 83 Tatsuoka F and Shibuya S 1992 Deformation characteristics of soils and rocks from field and laboratory 6 37000 1 pp 1 136 Ishihara K 1982 Evaluation of soil properties for use in 84 earthquake response analysis Proc Int Symp on Numerical Models in Geomechanics Zurich pp 237 259 8000000000 19960 0 DYNEQI D 10 1 1 000 0 61 70 9 87 199500 1995 0000000000000 761 43 No 10 pp 49 54
101. O 53 1 1 Sr Sr aa LE SES EI 3 EJ 3 3 a Da L3 1 C3 C3 C3 C3 a oDoondonnnunn apa z E EXCEL g 0 00 D 0 OO D D Banmnanp Et H F 0 730 updated Lagrangian 0 0000000000 EX E3 EE 42 0 0 l co E Eu Se eS EE a ad FB Et aaa a aaa a a EIE EE so ae ee eS Sere ee Ea O Ed Ed Ed Ld Ed Ed Ed Ld Ed Ed Ed Ed 4 Ed Ed Ed Ed Ed Ed EJ Ed Ed Ed Ed Ed Ed Ld EJ Ed Cd r3 BH EIE EZ a da a ES Aa a a Aa dB BB a ae a a aE ad a E a a aaa Oooo Lr E Ld Ed Ed Ed Ld Ed Ed Ed Ed Ed Ed Ed Ed Ed Ed EJ Ed Ed Ed EJ Ed Ed EJ Ed Ed Ld EJ Ed Ed L3 C3 r3 LH 4 Oooo Oo oo ET
102. O Oo oO oo 5 1 EET a SEE EL Ba a El a ESI o ESE e ar Ed 6E SJ ELa 24 6 1 a EITd B eat 3 523 En 1 ESE OH E E 2E EFL 0 5 50 E Eq linedr 2 5 j Ea linea ER depend 4 1117 F Observed AAA WW l I I EAE aa SaaS iT l SERA x P 3 AJ Ala ay MA AAA 1 0 2 E e cc Iwasaki et al SOE Hyperbolic 20 8 20 6 ee 3 U 2 20 4 s B E i a E02 5 1 05 0 0 Loss tt 154 3 001 041 id Shear strain y 20
103. Osgoodl 00000000000 0 11010700000000 1189 0 0 Oo a Oo ooo F ctl T T 5 4 ET a a Pp asa TEN ap aE a 0 a a WY zz 5 ESE ss ESI 53 ES a E dS a a a ad ac IE E do a Em E a E L1 LX Eee 1 4 1121 021 ope Ez EFT ESE Er L Tat A s 53 a EST ESI ELT Eb EST SERE ESL EST ant 3 T EET gt lt ESI EE E EE aa TEST 1 ET ESSE 1 ES Et ESI EST a ao EJ 19 4 124 ata CEST a 1 a a EST LES E ES a a EST O A A O oo E LE 6E asa pa E Ez OO 0 DOO 0 OA SDH 000 GO GOG D MOD DOU 01 08 20 0 0 ET aa ESE a Ou Ou D D D E ETE SESE D D
104. Proc 5th U S Japan Workshop on Earthquake Resistant Design of Lifeline Facilities and Countermeasures Against Soil Liquefaction Salt Lake City pp 181 198 390 pp 23 35 8 1 100 Nagase H and Ishihara K 1988 Liquefaction induced compaction and settlement of sand during earthquakes Soils and Foundation Vol 28 No 1 pp 65 76 101 Peiris T A and Yoshida N 1996 Modeling of Volume Change Characteristics of Sand under Cyclic Loading Proc Eleventh World Conference on Earthquake Engineering Acapulco Mexico Paper No 1087 Ou 99 D 0 D p 859 46 100 DOOOOOOOOOOOOOOOOOOOOOO 400000000000000 300 pp 644 645 1989 10 1111101100 0 1998000000000 220000000000 33 J 0 pp 967 968 106 Miura K Yoshida N and Wakamatsu K 1995 Damage to fill embankment during the 1993 Kushiro oki earthquake Proc First International Conference on Earthquake Geotechnical Engineering Tokyo pp 1057 1062 107 98307 DDDQDQDDDQDDDDDDDQDDQDD 8 0 pp 270 301 108 DD 1996 UD DU D pp 407 416 109 Uzuoka R Yashima A and Kawaka
105. Se ac 7 ana a 4 Da 3 l DODOD 000000000000000 0000 000000000000000000 4300 111111111 11 3111111 11111111 Ooo EJ LE oo 5 D D D D D D D DU D D 00 Ou Ou 00 DU D D D D D D D 00 Ou 00 DD D D D Oooo 34 a E E t Equivalent linear aor T a Yr Th 1 QY Yp Hyperbolic model T _ Ya Tmax i 147 78 YR OOOO 00 000 10 0 00 00090000000000 aH EJ a ELE EI O a CJ DJ Ed Ed CJ EJ EJ Ed Ed Oooo L3 CJ Ed Ed Ed C3 EJ CJ E EJ EXE ee eee EE Ed L3 r3 EJ EJ EJ m E L3 oo r3 L3 E EI 023
106. TN D D D No 51 pp 7 141 1995 4 0 000000000000 Multi Mechanism DO Opp 74 8301989 4 OOOO B LU 319pp 44 Satake M ed 1989 Mechanics of granular materials Report of ISSMFE technical committee on mechanics of granular materials JSSMFE 188pp 45 Biot M A 1941 General Theory of Three dimensional Consolidation J Appl Phys Vol 12 pp 155 164 46 Zienkiewicz O C and Shiomi T 1984 Dynamic Behavior of Saturated Porous Media The generalized Biot formulation and its numerical solution Int J of Num and Applied Method in Geomechanics Vol 8 pp 71 96 47 Kohgo Y 1992 Deformation analysis of fill type dams during reservoir filling Proc 4th Int Symposium on Numerical Models in Geomechanics NUMOG IV Vol 2 pp 777 787 48 Zienkiewicz O C Chang C T and Bettess P Drained Undrained Consolidation Behavior Assumptions in Soils Limits of Validity Geotechnique Vol 30 pp 385 395 1980 49 OOOOOOOOOOOOOOOOOOOO OOOO000 4000000000000000 300 pp 644 645 1989 50 Sandhu R S and Wilson E L 1969 Finite element Analysis of Seepage in Elastic Media Proc ASCE Vol 95 No EM3 pp 641 652 51 Christian J T and Boehmar J W Plane strain consolidat
107. a on E E WA A en a um huhu Kan a e n m n na an ae a e in ae JUoguguouooooog 0000000000000000000000000 000000000 6 5 8 2200000000000000 000000000000000000000000 UDDUDDUUUDDDUUDDUDDUDUUDUDDDUD 00000000000000000000000 000000000000088880000000000 80 ge ae sae e DD 000000000000 gpg 0000000000000000000000000 do Kae 23 000000 00000000000000 OU000 0000000000 000000000000000 O23000000000000000000000 1 1 1 0 0800808098 0000000 00000000000000 8 8 0 000000000000 00000000000000 S np ea 000000000000000000000000 car T 0000000000000000000000000 3 0 000000000000000000000000 8000000000000000000000 000000000000000000000000 00 000000000000000000000 5 ACH J o ol 0 LZ 8 PO 0 05 4 2 Shear strain y Shear strain y UD UD 0000 OOOO0O0000000000 240000000 00000000000000 oes 2 0000 1010 0000 0 0 0 10 00 0 O0 2
108. e q ude de 2 50 TA 000000000000010 _ 6 a T 2 51 6 Multi mechanism OO 21111111101000000 0000000 11100 OHOOUO 4000000000000 2 160 OHOOO000 000000 0000 d do do de t pl ido t ln D 446 2 52 dy dt dt a ET LJ ac E a a AO 3 3 L3 LJ r3 0 D 0 0 0 2 0 0 Ooo 000000000000 0 Multi mechanism 2 15 J 0 0 0 27 8 0 0 0 2 81029 c o sin 29 c o sin 26 o
109. eet V as 3 Mew um 4 g8 6 70 a Vp 1430 0 498 7 05 TNS 90 xj 4 AA Ac Vp 1540 10 10 ah T q 10 Ag VS 190 3 6 3 Vp 1670 0 493 4 Vs 190 9 z 14 20 A 17 00 c L E E ps1 19 55 x 6 1 a 1 8 E os 178 Fura 27 85 00000 J 888 TTTT M 307 De 0 486 11500 jam 50 32 65 3 Vp 330 0 486 bw 15575 pM 0 gu 1 Won MR 0 486 s es ogee e gt e 5 20 DOU 111 121 leset Be 6 NS d a 360010 10 O 10 0 nu jn jn jp jn 0 0 5 Po uid ooo n n uu oto n n zoo E S PL E 02 a AT go e e iso 57 os hat REL E od 10 100 o o zum an 19 pete a 19 Number of cycles causing 5 double amplitude D s19 0000000 O 5 21 000000000000 27 DUUDDUDDUDDDBDUDDUDUDIIDDD BID OO 0 0 t LE rrt O u ao 0 0 0 Al gt gt gt gt ff Geo scale g D 522
110. eomechanics Nagoya Vol 1 pp 523 530 24 Iai S 1991 A strain space multiple mechanism model for cyclic behavior of sand and its application Earthquake Engineering Research Note No 43 Port and Harbor Research Institute Ministry of Transport Japan 11 11 997000000000 000000 1 00 9 OO 27 Yoshida N STADAS A computer program for static and dynamic analysis of ground and soil structure interaction 00000 2900000 00000 problems Report Soil Dynamics Group The University of British Columbia Vancouver Canada 1993 28 Ishihara K Yoshida N and Tsujino S Modelling of Stress strain Relations of Soils in Cyclic Loading Proc 5th International Conference for Numerical Method in Geomechanics Nagoya Vol 1 pp 373 380 1985 29 pp 1639 1640 1990 30 Tsujino S Yoshida N and Yasuda S 1994 simplified practical stress strain model in multi dimensional analysis Proc International Symposium on Pre failure Deformation Characteristics of geomaterials Sapporo pp 463 468 31 Yoshida N 1996 Initial Stress Effect on Response of Level Ground P
111. ion by finite elements Proc ASCE Vol 96 No SM4 pp 1435 1457 1968 53111 1 10 970000000000000 26900 pp 95 104 53 Yoshida N 1993 STADAS A computer program for static and dynamic analysis of ground and soil structure interaction problems Report Soil Dynamics Group The University of British Columbia Vancouver Canada 5 5 1 11 000 000 000 1 11 1 1 18 pp 107 1157 2 54 Zienkiewicz O C Chang C T and Bettess P Drained Undrained Consolidation Behavior Assumptions in Soils Limits of Validity Geotechnique Vol 30 pp 385 395 1980 55 Schnabel P B Lysmer J and Seed H B 1972 SHAKE A Computer program for earthquake response analysis of horizontally layered sites Report No EERC72 12 University of California Berkeley 56 19s00000000000000000 0000 57 Lysmer J Udaka T Tsai C F and Seed H B 1975 FLUSH a computer program for approximate 3 D analysis of soil structure interaction problems Report No EERC75 30 University of California Berkeley 58 Cook R D Malkus D S and Plesha M E Concepts and Applications of Finite Element Analysis Third edition John Wiley amp Sons 1989 59 Lysmer J Udaka T Tsai C F and Seed H B 1975 FLUSH a computer
112. mi T 1977 An analysis of lateral spreading of liquefied subsoil based on Bingham model Proc of Int Sym of Numerical Models in Geomechanics pp 685 690 1997 110 00000000000 1995000 pp 489 492 0000 0 240
113. nit cm s HARDE 0 527 40000 5 260 00 0 0 0100300000000000 5 2100 1009019090000000000 00 3 DOU 29 Es gat LESSER ey a C3 oa 000 BJ pr EJ DEI La c3 c C3 c BC g 0 0 5 3 r3 g 5 83 r3 g Oe t C g EE E a E
114. of the Faculty of Engineering Vol XXXV No 4 The University of Tokyo pp 656 700 00000000 19910 YUSAYUSA2T 0000 17 Martin G R Finn W D L and Seed H B 1975 Fundamentals of Liquefaction under Cyclic Loading FED ASCE Vol 101 No GTS pp 423 438 18 Byrne P M 1991 A cyclic shear volume coupling and pore pressure model for sand Proc 2nd International Conference on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics University of Missouri Rolla Vol 1 p 47 56 19 Finn W D L and Bhatia S 1980 Endochronic theory of sand liquefaction Proc 7WCEE Vol 3 pp 149 155 20 Zienkiewicz O C Leung K H Hinton E and Chang C T 1982 Liquefaction and permanent deformation under dynamic conditions numerical solution and constitutive relations Soil Mechanics Transient and Cyclic Loads Pande G N and Zienkiewicz O C ed John Wiley and Sons pp 71 103 21 Finn W D L Yogendrakumar M Yoshida N and Yoshida H 1986 TARA 3 a program for nonlinear static and dynamic effective stress analysis Soil Dynamic Group University of British Columbia Vancouver 223 01 0 00 199300 0 0 00 00000 000 8 0 Opp 125 134 23 Towhata 1 and Ishihara K 1985 Modelling soil behavior under principal stress axes rotation Proc 5th International Conference for Numerical Method in G
115. oo Seto a 0000000000000000000000000 uices iei is nn 1885 030000000000000000000000 aa Dn ee oD Dg DCA TOON sas an CHA ERAGE Ci ooocooooooocolclloloOSC 80 8000000000000000000000 1910900100 00000900000000000009000000 E E S 55 goooonoooooooooooooooooo uuugnuHpgD20HHDHHDHHUDHUSUDH gggoonoonoooooooonooooooooo eee 0000900000000000000000000 00000 e4 7 0000000000000000000000000 AP 0000008000008000008000000009 00000 12 42 000000000900000000000000 Le pua eu n e o a de Ran ae UG 0000000000800000000000000 000000000000000000000000 0000000000000000000000000 000000000000000000000000 0000000000000000000000000 000000000000000000000000 m No kon naa EDD DDD nan nD Damn nD 0000900090 63 0000009000089000 000000908009000000000 000 FEM AA JOU DONE 00000900000000000080000000 000000000000000000000000 aaa nnn TIO A mann 0000000000000000000000000 000000000000000000000000 aoa na on 181018 00000 009001 100 At ena e en SMT DD nm Ann 00000008008000000000000000 000046600000 D000000000000000000000000 0000000000000008000 000000000
116. roc Eleventh World Conference on Earthquake Engineering Acapulco Mexico Paper No 1023 32 Pradhan T E B 1990 The behavior of sand subjected to monotonic and cyclic loadings 1 33 Towhata I and Ishihara K 1985 Shear work and pore water pressure in undrained shear Soils and Foundations Vol 25 No 3 pp 73 84 34 440000000000 300 pp 418 419 350 0000000000000 0 0 88 19970000 Da appuaupaupnapnaunpaununddndubnduu 320 OO D D D pp 1031 1032 36 Nishi K and Esashi Y 1978 Stress strain relationship of sand based on elasto plastic theory Proc JSCE No 280 pp 111 122 3 11 0 10 19940 0 0 0000 O No 505 III pp 49 58 JD D BB 199300 LIQCA OOOO pp 165 174 39 Tobita Y and Yoshida N 1994 An isotropic bounding surface model for undrained cyclic behavior of sand Limitation and Modification Proc International Symposium on Pre failure Deformation Characteristics of geomaterials Sapporo pp 457 462 38 EFF a Ka Ez 40 1 988sg000000000000 40 p pk 10 pp 103 112 4 OQOOOOOOOOOOOOOOOO OO EFEC
Download Pdf Manuals
Related Search