Microsoft Word - numero 14 articolo 8 Li im Ab My ab_ AB is t ter res hav exp wit It i pre KE Fo IN qua Log cha eve all stre Th [Fig inv stru ME I T iquefac mprovem bdoullah N ysore University _namdar@ya BSTRACT. Th the largest a rritory, the s search. The d ve been coll periments ca th high level is applicable eviously con EYWORDS. oundation. NTRODUCTIO n recent ye Liquefactio Effective f alities, includ gical and rat aracters as en en after decad experimental ength increm he Bandar Ab g.1]. This reg vestigation co ucture founda ETHODOLO he expe Geotech stability I T ction ma ment str Namdar, A ty, India ahoo.com; sina_ he stability o and most im soil mechani data relating lected and, a an be used f l of structura e for improv nstructed bui Standard C ON ears, a numbe on due to ear foundations, i ing bad soil tional evalua ncountering an des of hard w l or experien ment of soft so bbas city is p gion should b ome in picture ation in this t OGY AND EX eriments wer hnical Engine based on su athemat ructures zam Khod _a_n@yahoo. of any struct mportant po ical properti g to the desig accordingly, for evaluatio al stability. U ving geotech ildings. Code; Mathe er of investiga rthquake is a including div strata substitu ation of liqu n earthquake work. The tw ntial [5-8]. Th oil may affect playing very i e safe and sta e for improvi territory. XPERIMENT re conducted eering site inv ubsoil load su A. Namdar et tical ana s stabili dashenas P .com ture is possi ort of Iran, w ies of differ gn of founda soil mechan on of geotec Ultimately, a hnical and s ematical Co ation on the e a big problem verse types of ution and fou efaction pot and for corre wo most popu here is differe t the stability important fu able during ea ing construct S by collectin vestigation. In ustainability. t alii, Frattura ed alysis fo ity Pelko, Asim ible if found with high se rent parts of ation for im nical propert chnical char a new metho structure cod oncept; Sou existence of s m to be dealt f piles and ta undation trea ential, basic esponding rei ular methods ent methods of soft groun nction in Ira arthquake or tion activities ng sample m n these experi Calculations d Integrità Strutt or ma Nusrath dation is app eismicity and f city have b provement o ties have be acteristics o od for calcula des and also uth Iran; S seismic hazard t with in eng anks, or other atment, are w and essentia inforcement, presently em for supporti nd treated wit an economic, other natural s. Authors ma method directl iments, sever of safe beari turale, 14 (2010) h propriately d d occurring been selecte of structure een evaluated f urban area ation of liqu o for reanaly Soil Mechan d for the Iran gineering prac r appropriate widely applied al work both is not very m mployed to as ing soft soil, th prefabricat , this city pla l disaster, for ade an attemp ly in the Ba ral data were a ing capacity 0) 75-80; DOI: 10 designed. Th strong eart d as the sub at different d. The resul a for develo uefaction for ysis of struc nical Prope nian region ha ctice all over e methods to d to resist the h for assessm mature and sat sess liquefact it is reporte ed vertical dr aced in Horm this purpose pt to achievin andar Abbas analyzed to im of any specim 0.3221/IGF-ESIS. he Bandar ab thquakes in bject of curr layer of sub ts of laborat opment a reg rce is sugges ture stability rties; Struct as appeared [1 the world [3 improve gro e possible fail ment of gro tisfied up to n tion potential ed that the sh rains [9-16]. mozgan prov geotechnical ng best design city of Iran mprove struc mens were m .14.08 75 bbas this rent bsoil tory gion sted. y of ture 1-2]. 3-4]. ound lure. ound now l are hear vince l site n of for cture made http://www.gruppofrattura.it http://dx.medra.org/10.3221/IGF-ESIS.14.08&auth=true mailto: ab_namdar@yahoo.com mailto: sina_a_n@yahoo.com A. 76 usi of For Als Φ, cha liqu RE the Sho Th pro thr me not Th she loo but ind sur wit T Namdar et alii, ng the Terzag 1.5m and wid rmulas for ca 1fq  nfq q sq     so Nq, Nc and (was used aracteristics, c uefaction forc ESULTS AND he Band 27° 12' 0 with an e north, and M oor, which is he water table operties, whic rough the ge ethod. The an t excess of 11 he local shear ear failure ma ose. Tab.1 ind t based on u dicated that th rface. This w th structure st T Frattura ed Integ ghi calculatio dth of 2.5m*2 alculation of s .3 cCN D fq D nfq D f     d N are the g from sugge collected data ce to improve D DISCUSSIO dar Abbas is c 0” N with 15 average altitu Mt. Pooladi, rooted from Figure 1: B e was found v ch controllin otechnical si ngle of frictio 1 (kN/m2) an failure gener ay be assume dicated that b unit weight it here is place work draw att tability. egrità Strutturale, n method, an 2.5m for foun safe bearing c 0.4 qDN  general bearin stion by the a were interp ement of stru N capital city of 5 meters eleva ude of 9 m (3 16 km (10 m Mt. Geno an Bandar Abbas m very high and ng structure s ite investigati on in differen nd the soil uni rally occurs in ed, for Φ>36 ased on soil a t could predi of developing tention to the , 14 (2010) 75- nd cohesion, a ndation were capacity, sugg BN ng capacity fa e Terzaghi c preted and ma ucture stability f Hormozgan ation above s 30 ft) above s mi) to the no nd pours into map of Iran pl d it was show stability. The ion and the t depth and p it weight (γ) i n loose sand 6°, the genera angle of fricti ict that local g liquefaction e importance -80; DOI: 10.3221 angle of fricti assumed for gested by Terz actors which calculation m athematical c y at the time n province an ea level in the sea level. The rthwest of th the Persian G laced in Horm wn to have a e soil angle o safe bearing place in the s s vary from 1 while general al shear failur ion that there l shear failure n in some are e of designing 1/IGF-ESIS.14.08 ion and unit w calculation o zaghi, are pre depend on 1 method) [17] concept of wa of earthquake nd it is located e Persian Gul e nearest elev he city. The c Gulf, 10 km ( ozgan provinc high effect o of friction, co g capacity cal subsoil are be 15.5 to 18.3 (k l shear failure re may be as e is may local e will occur. ea of city with g foundation 8 weight were c f safe bearing esented below 1) depth of fo ], and accor ave theory us e in the Band d in Longitud lf (Fig. 1). Th vated areas are closest river t (6 mi) east of ce in close to P on the subsoi ohesion, unit lculated by a etween 29-33 kN/m3) (Figs e occurs in de ssumed, in th shear failure The cohesio h presence o n and improv calculated. In g capacity. w: ooting, 2) sha rdingly for a sed for accur dar Abbas of I de: 56° 15' 0” his city situate e Mt. Geno, to Bandar Ab f the city. Persian Gulf. il stability and t weight hav adopting Terz degree, and s. 2-3 and Tab ense sand, wh his investigati or general sh on less subso f undergroun vement metho all models de (1) (2) (3) ape of footing assessing sub ate estimation Iran. ” E and Latitu ed on flat gro 17 km (11 mi bbas is the R d soil mechan ve been obtai zaghi calcula soil cohesion b. 1). hen Φ<28° l on the subso hear failure oc oil of case st nd water near od, it is affec epth g, 3) bsoil n of ude: ound i) to River nical ined ation n (C) local oil is ccur tudy r the ctive http://www.gruppofrattura.it http://dx.medra.org/10.3221/IGF-ESIS.14.08&auth=true Specimen No 1 2 3 4 5 6 7 8 Table Fig F Specimen No 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 1: Experimen A. Namdar et gure 2: Angle o Figure 3: Unit W Depth of Investigation [m] 2 4 6 10 2 8 2 4 8 12 2 10 7 5 1 1 ts results of so t alii, Frattura ed of friction [deg Weight [kN/m n Φ [°] [kN 31 30 28 30 30 29 1 30 31 31 1 32 32 33 29 30 29 30 oil mechanical p d Integrità Strutt gree] vs Model m3] vs Model N C N/m2] γ [kN/ 0 15 0 15 8 16 7 16 0 15 11 16 0 15 0 16 10 15 0 16 0 16 0 16 3 18 6 18 0 17 0 17 properties in B turale, 14 (2010) No. No. γ /m3] S. B. [kN/m .5 338.5 .7 295.4 .5 368.3 .8 428.9 .5 291.6 .9 455.9 .8 297.3 6 349.4 .5 516.4 6 397.8 6 397.8 .2 451.8 8 354.2 .3 441.0 7 291.8 7 319.8 Bandar Abbas o 0) 75-80; DOI: 10 C m2] M.S.L [kN] 55 2115.9 42 1846.3 32 2301.9 96 2681.0 66 1822.8 96 2849.74 30 1858.1 47 2184.1 43 3227.6 87 2486.6 87 2486.6 85 2824.0 27 2214.2 07 2756.6 89 1824.3 88 1999.2 of Iran. 0.3221/IGF-ESIS. L 1 9 8 0 6 4 5 7 8 7 7 3 1 6 1 7 .14.08 77 http://www.gruppofrattura.it http://dx.medra.org/10.3221/IGF-ESIS.14.08&auth=true A. 78 It c dep red stru cau on ear ma a c Th afte cod res Int act des Mo sui goo and abb dat bet Th ear geo cod to sho Th wh F ρ D Cd Cm To vel pre wh P(F μ ( Th Namdar et alii, can be expla pth) could cr duction of th ucture, but in used mistake soil mechan rthquake shou apping macro ase-by-case b he structure s er the seismi de for this pa earch projec ternational Ci tivity give bet sign. It should ost of structu table code fo od representa d developing bas can be co ta to develop tween soil mi here is no geo rthquake, seis ology and str de, in this reg geological ch ould be emplo here is a meth 0.F  here = Force = Dens = Diam = Drag m = Inert better under locity and th esented for ob  P F  here F) = Force F) = Extre here is present Velocity Frattura ed Integ ained that the reated of mo he bearing ca n practical dur in structure s nical propertie uld did not c seismic for ac basis. hall be desig ic events. For articular territ ct conducted ivil Engineeri tter and upda d be noted th ures in this r or protecting ation of accel g site stress s onsidered in conventiona neralogy and otechnical ch smic waves w ructures posit gard different haracteristics oyee for analy od of calculat .5 dDC U U e sity of fluid meter of pile g coefficient tia coefficient rstanding of s e second is btaining that     0 F F dF     e maxima eme force rat ted wave spec y Spectrum S egrità Strutturale, e amplificatio ore affect on apacity. Ther ring site geot seismic design es through th ause any sign ccurate struct gned to withs r the damage tory not one d by local u ing Society as ate knowledg hat, for new c region are un life and mitig lerations, vel train guide m high consequ al (empirical) propagate se haracteristic si with several ch tion, it is imp t theories cou of subsoil d ysis of liquefa ting wave for 0.25U D t seismic force acceleration, [19-21]. F te density ctrum, in term   4uS f  , 14 (2010) 75- on of the ear n structure s re is strong e technical anal n. It may be he shaking ta nificant dama ture design fo stand without e limitation it code for the niversity and s well as the g ge to civil eng ode compreh nprepared fo gation of dam ocities and d map instant o uence events. attenuation s eismic force a imilarity in th haracteristics portant to ac uld be accepti during the ea action force in rces on piles [ 2 m du D C dt on structure and also th ms of velocity 22 2 cosh kf sinh -80; DOI: 10.3221 rthquake mot stability and earthquake co lysis, Poisson suggested th able for simu ages to buildin or earthquake t collapse and t is required whole of the d local civil government a gineering com hensive inform or earthquake mage from an displacements of only produ . This territor seismic mode and its affect o he whole of could be dev ccurate analys ing for develo arthquake, liq n presence of [18], foundation t e force maxi y, acceleration    2 d k z d S h k   1/IGF-ESIS.14.08 tion through appearing of ode [Iran 28 ratio and mo at obtain of P ulation seismi ngs and struc e resistance, a d maintain ac to provide s e country, the engineering authority at m mmunity and mation on soi es and also th earthquake e for sites to ucing of eart ry has not ca ls in data coll on the structu the country, veloped and it sis of site ge oping seismic quefaction occ f seismic forc the force requ ima p(F) is m n and force fo  f 8 h soft subsoil f differential 800 Code] fo odulus elastic Poisson ratio ic force may ctures in the and it should cceptable soi structure and e local code m society and ministerial leve lead to enha il dynamic pr here is impo event. A new better assessi thquake risk aptured suffic lection it is al ure stability. and it could t is affected t ological char c wave. It is im cur and in th ce. uired to be in more difficul or analysis of l in Bandarab settlement a or seismic res city have been o and modulu be applied o region. There determine fo il foundation geotechnical may be result d it should b el, it is clear th ancement of roperties is es ortant to con w code has to ing geomorp map. Earthq cient near-fiel lso needed to be conclude to the structu racteristics be mportant to m his investigat nvestigated in lt to calculat f wave charact bbas (up to 1 and consider sistant design n assumed, th us elasticity ba on structure. e is no appro r each projec bearing capa l suitable seis of the long t be approved hat such resea structure seis sential step. nsider develop develop for v hology of reg quakes in Ban ld strong mo o find correla ed that during ures based on efore establish mention that tion wave the (4) n two parts on te but a form (5) teristics [22]. (6) 12m rably n of his is ased The oved ct on acity smic term d by arch smic ping very gion ndar otion ation g an n site hing due eory ne is mula http://www.gruppofrattura.it http://dx.medra.org/10.3221/IGF-ESIS.14.08&auth=true wh f k z d S dK uQ iK All at t of for the on pro con CO      RE [1] [2] [3] [4] [5] [6] [7] [8] Accelle Force S here = Sectio = Num = Half = Dept  f = Wave d = 0.5 ρ u = Horiz i =      l formula are the time of an wave force c rce in liquefie e region. Base the length, operties lique nsidering wav ONCLUSION The result improveme For analysi dynamic pro The local co engineering In foundati with earthq The site geo liquefied su EFERENCES A. Shafiee, A G. G. Amir J. P. Bardet, A. King Ste R. O. Davis D. Sam Liya John M. Fer Felix Y. Yok ration Spectr Spectrum FS onal force on mber of wave length of wav th of liquid e spectrum D Cd zontal velocit 2 4 m D C     presented ab n earthquake created by liq d subsoil cou ed on data pre depth, numb efaction magn ve characteris N revealed that nt of structur s of soil me operties. ode may be d g society and i on seismic d uake force. ological struc ubsoil. S A. Azadi, Jou ri, R. Motame , M. Kapuska ephanie, S. Ki s, J. B. Berrill, anapathirana, rritto, Journa kel, R. Dobry rum  aS f    28 df K  n pile ve ty bove could be . In structure quid soil and uld be calcula esented in Ta ber and spec nitude fluctua tics in liquefi t there is nee re have been chanical stab developed thr it should be a design it is req cture will affe urnal of Asian ed, R. Hashem ar, Journal of iremidjian An , Geotechniqu , H.G. Poulos al of the Tech y, David J. Po A. Namdar et 4 41 6 co f  2 2 u uQ S f  e applied for u e stability not applied on ted using Eqs ab. 1 and usin ctrum of wav ate. This inve ied subsoil. ed of establi constructed p bility need of rough the lon approved by I quire analysis ect on the len n Earth Scien mi, H. R. Nou Geotechnica nne, H. Law K ue, 48(2) (199 s, Soil Dynam hnical Council owell, Richard t alii, Frattura ed    2 2 d osh k z d sinh k   2 i aK S f understanding t only earthqu structure fou s 4-8. Tab.1 a ng Eqs. 4-8, c ve in the liq estigation can ishing better previously wi f accurate ma ng term resea International s of wave for ngth, depth, n ces, 29 (2007 uri, In: ICE, G al Engineering Kincho, In: C 98) 289. mics and Earth ls of ASCE: P d S. Ladd, Mi d Integrità Strutt    d S f g liquefaction uake force sh undation. The and Figs. 2-3 could finalize quefied subso n be leads to geotechnical ithout conside athematical m arch project c Civil Engine rces created b number, spec )105. Geotechnical g, 119(3) (199 Conference on hquake Engin Proceedings o icrostructural turale, 14 (2010) n force is subj ould be calcu e force maxim indicated the that the site g oil, and due o develop a h l code as wel ering geotech modeling for conducted by ering Society by liquid soil trum, velocit Engineering, 93) 543. n Natural Dis neering, 24(1 of the ASCE, Science, 2 (1 0) 75-80; DOI: 10 jected to stru ulated it is ess ma, velocity, e soil mechan geological str to changing hypothesis fo ll as seismic hnical site inv better unde y local univer . l based on w ty and acceler , 159 (2006) 2 saster Reducti 1) (2004) 867 103(1) (1977 980) 571. 0.3221/IGF-ESIS. (7) (8) ucture founda sential to ana acceleration nical propertie ructure will af g soil mechan or mathematic map zoning vestigation. rstanding of rsity or local wave theory al ration of wav 275. ion, (1996) 12 7. 7) 65. .14.08 79 ation alysis and es of ffect nical cally g for soil civil long ve in 23. http://www.gruppofrattura.it http://dx.medra.org/10.3221/IGF-ESIS.14.08&auth=true A. 80 [9] [10 [11 [12 [13 [14 [15 [16 [17 [18 [19 [20 [21 [22 NO Φ C [ OM S.B γ [k μ Es f M.S F ρ D Cd Cm p(F μ ( f k z d S dK uQ iK Namdar et alii, R. Peck, B. 0] G. W. Clou Ithaca New ] O.U. Chang 2] P. T. Brown 3] H.-W. Ying 4] R.-L. Wei, C 5] J.-L. Yu, X- 6] Y. Guanbao 7] B. C. Punm 8] J. R. Moriso 9] C. C. Tung, 0] V. J. Cardon ] R. G. Ticke 2] L. E. Borgm OMENCLATU [°] [kN/m2] MC % B.C [kN/m2] kN/m3] S.L m F) F)  f d u i Frattura ed Integ Deep, In: 7th ugh, T. D. O’ w York, (1990) g-yu, Lai Chan n, Computers g, X.-Y. Xie, K Chinese Journ -N. Gong, Ch o, G. Yongfa, mia, Soil Mech on et al., Petro J. Eng. Mech ne et al., J. Pe ll, The Struct man, In: Offsh URE = F = S = O = S = U = P = M = S = M = F = D = D = D = I = F = E = S = N = H = D = W = 0 = H =  egrità Strutturale, ICSMKFE. Rourke, In: D ) 439. ng-her, Can. s and Geotech K.-H. Xie, Jou nal of Geotec hina Civil Eng , EJGE, 15A hanics and Fo ol. Trans, AIM h. Div., ASCE etrol. Tech., 2 tural Enginee hore Tech. C Friction Angle Soil Cohesion Optimum Mo Safe Bearing C Unit Weight Poisson ratio Modulus Elas Soil Safety Fa Max Safe Loa Force Density of flu Diameter of p Drag coefficie Inertia coeffic Force maxima Extreme force Sectional forc Number of w Half length of Depth of liqu Wave spectru 0.5 ρ D Cd Horizontal ve 2 4 m D C         , 14 (2010) 75- State-of-the-A Design and P Geotech. J., 3 h, 1(3) (1995) urnal of Build chnical Engin gineering Jou (2010). undations, M ME, 189 (195 E, 100 (1974) 28 (1976) 385 r, 55 (1977) 2 Conf., Housto e n oisture Conten Capacity sticity [kN/m ctor ad [kN] uid pile ent cient a e rate density ce on pile wave f wave uid m elocity m -80; DOI: 10.3221 Art-Volume, Performance o 31 (1994) 204 ) 8. ding Structure neering, 19(6) rnal, 35(4) (2 Madras (1988). 50) 149. ) 873. . 209. n, (1969) 721 nt % m2] y 1/IGF-ESIS.14.08 Mexico City, of Earth Reta 4. es, 20(4) (199 (1997) 88. 002) 86. . 1. 8 , (1969) 225. aining Structu 99) 59. ure. ASCE Sp pecial confere ence http://www.gruppofrattura.it http://dx.medra.org/10.3221/IGF-ESIS.14.08&auth=true << /ASCII85EncodePages false /AllowTransparency false /AutoPositionEPSFiles true /AutoRotatePages /None /Binding /Left /CalGrayProfile (Dot Gain 20%) /CalRGBProfile (sRGB IEC61966-2.1) /CalCMYKProfile (U.S. Web Coated \050SWOP\051 v2) /sRGBProfile (sRGB IEC61966-2.1) /CannotEmbedFontPolicy /Error /CompatibilityLevel 1.4 /CompressObjects /Tags /CompressPages true /ConvertImagesToIndexed true /PassThroughJPEGImages true /CreateJobTicket false /DefaultRenderingIntent /Default /DetectBlends true /DetectCurves 0.0000 /ColorConversionStrategy /CMYK /DoThumbnails false /EmbedAllFonts true /EmbedOpenType false /ParseICCProfilesInComments true /EmbedJobOptions true /DSCReportingLevel 0 /EmitDSCWarnings false /EndPage -1 /ImageMemory 1048576 /LockDistillerParams false /MaxSubsetPct 100 /Optimize true /OPM 1 /ParseDSCComments true /ParseDSCCommentsForDocInfo true /PreserveCopyPage true /PreserveDICMYKValues true /PreserveEPSInfo true /PreserveFlatness true /PreserveHalftoneInfo false /PreserveOPIComments true /PreserveOverprintSettings true /StartPage 1 /SubsetFonts true /TransferFunctionInfo /Apply /UCRandBGInfo /Preserve /UsePrologue false /ColorSettingsFile () /AlwaysEmbed [ true ] /NeverEmbed [ true ] /AntiAliasColorImages false /CropColorImages true /ColorImageMinResolution 300 /ColorImageMinResolutionPolicy /OK /DownsampleColorImages true /ColorImageDownsampleType /Bicubic /ColorImageResolution 300 /ColorImageDepth -1 /ColorImageMinDownsampleDepth 1 /ColorImageDownsampleThreshold 1.50000 /EncodeColorImages true /ColorImageFilter /DCTEncode /AutoFilterColorImages true /ColorImageAutoFilterStrategy /JPEG /ColorACSImageDict << /QFactor 0.15 /HSamples [1 1 1 1] /VSamples [1 1 1 1] >> /ColorImageDict << /QFactor 0.15 /HSamples [1 1 1 1] /VSamples [1 1 1 1] >> /JPEG2000ColorACSImageDict << /TileWidth 256 /TileHeight 256 /Quality 30 >> /JPEG2000ColorImageDict << /TileWidth 256 /TileHeight 256 /Quality 30 >> /AntiAliasGrayImages false /CropGrayImages true /GrayImageMinResolution 300 /GrayImageMinResolutionPolicy /OK /DownsampleGrayImages true /GrayImageDownsampleType /Bicubic /GrayImageResolution 300 /GrayImageDepth -1 /GrayImageMinDownsampleDepth 2 /GrayImageDownsampleThreshold 1.50000 /EncodeGrayImages true /GrayImageFilter /DCTEncode /AutoFilterGrayImages true /GrayImageAutoFilterStrategy /JPEG /GrayACSImageDict << /QFactor 0.15 /HSamples [1 1 1 1] /VSamples [1 1 1 1] >> /GrayImageDict << /QFactor 0.15 /HSamples [1 1 1 1] /VSamples [1 1 1 1] >> /JPEG2000GrayACSImageDict << /TileWidth 256 /TileHeight 256 /Quality 30 >> /JPEG2000GrayImageDict << /TileWidth 256 /TileHeight 256 /Quality 30 >> /AntiAliasMonoImages false /CropMonoImages true /MonoImageMinResolution 1200 /MonoImageMinResolutionPolicy /OK /DownsampleMonoImages true /MonoImageDownsampleType /Bicubic /MonoImageResolution 1200 /MonoImageDepth -1 /MonoImageDownsampleThreshold 1.50000 /EncodeMonoImages true /MonoImageFilter /CCITTFaxEncode /MonoImageDict << /K -1 >> /AllowPSXObjects false /CheckCompliance [ /None ] /PDFX1aCheck false /PDFX3Check false /PDFXCompliantPDFOnly false /PDFXNoTrimBoxError true /PDFXTrimBoxToMediaBoxOffset [ 0.00000 0.00000 0.00000 0.00000 ] /PDFXSetBleedBoxToMediaBox true /PDFXBleedBoxToTrimBoxOffset [ 0.00000 0.00000 0.00000 0.00000 ] /PDFXOutputIntentProfile () /PDFXOutputConditionIdentifier () /PDFXOutputCondition () /PDFXRegistryName () /PDFXTrapped /False /CreateJDFFile false /Description << /ARA /BGR /CHS /CHT /CZE /DAN /DEU /ESP /ETI /FRA /GRE /HEB /HRV (Za stvaranje Adobe PDF dokumenata najpogodnijih za visokokvalitetni ispis prije tiskanja koristite ove postavke. 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