英文原文Shahgholi,M.,Fakher,A.&Jones,C.J.F.P.(2001).Geotechnique51,No.10,881-885TECHNICALNOTEHorizontalslicemethodofanalysisM.SHAHGHOLI,? A.FAKHER? andC.J.F.P.JONES{KEYWORDS:design;reinforcedsoils;theoreticalanalysis.INTRODUCTIONTherearenumerousmethodsavailableforthestabilityanalysisofslopes.Mostofthesemaybecategorisedaslimitequilibriummethods\l"5#5"(Fang&Mikroudis,1991).Thegeneralapproachistoassumeafailuresurfaceanddeterminethefactorofsafetyofasoilwedgeagainstslidingusingequilibriumequations.ThebasicassumptionisthatCoulomb'sfailurecriterionissatisfiedalongtheassumedfailuresurface,andthefactorofsafetyisoftendefinedastheratioofavailableshearresistancetotherequiredshearresistance.Limitequilibriummethodscanbedividedintotwomaingroups.Thefirstgroupconsiderstheequilibriumofthewholefailingmass,assumingafailuresurface.Thesemethodsaresuitablefortheanalysisofhomogeneoussoilsandspecificfailuresurfaces.Culmann'smethodisanexampleofthisgroup\l"5#5"(Taylor,1984).Inthesecondgroup,aslidingwedgeor`active'massisdividedintoanumberofverticalslices,andtheequilibriumofeachindividualsliceisconsidered.Thisprocedure,knownasthemethodofslices,hasbeenadaptedtoanytypeoffailuresurfaceandsoil.Fig.\l"1#1"1illustratesthemethodandtheforcesthatactonatypicalslice.Alistofthegoverningequationsandunknownparametersinherenttotheverticalslicemethodisshownin\l"2#2"Table1.Itcanbeseenthatthenumberofunknownparametersisgreaterthanthenumberofequations,andaccord-inglyitisnecessarytomakefurthersimplifyingassumptionstoreducethenumberofunknowns.Variousauthorshavepresentedverticalslicemethodsofanalysis.Theproceduresdifferprincipallyintheequilibriumrequirementsthattheysatisfyandthemannerinwhichtheyhandleintersliceforces,whicharenormallydealtwithintermsofverticalandhorizontalcomponents\l"5#5"(Sharma,1991).Thecharacteristicsandtheassumptionsinvolvedinsomeofthesemethodsareillustratedin\l"2#2"Table2.Inadditiontoconventionalanalysis,limitequilibriummeth-odscanbeusedforthepseudo-staticanalysisofslopesagainstseismicloadsandfortheanalysisofreinforcedsoil.InthecaseofseismicslopeanalysistheMononobe-Okabemethodisoftenused\l"5#5"(Mononobe,1926;Okabe,1926).TheMononobe-Okabeanalysisbecanalsousedasthebasisfortheseismicanalysisofreinforcedsoilstructures\l"5#5"(Richardson&Lee,1975;\l"5#5"Bathurst&Cai,1995).Intheseanalyticalmethodsaplanarfailuresurfaceisassumed,andadynamicearthpressurecomponentisaddedtothestaticearthpressureforcestodeterminetherequiredreinforcementforce.Intheanalysisofthestabilityofreinforcedsoilslopesthetensionforcesinthereinforcingelementsneedtobeconsidered.Owingtothemethodofconstructionandtheusualorientationofthereinforcement,theseforcesareusuallyassumedtoacthorizontally.Thelimitingforcedevelopedinanyreinforcingelement, tj,isthelesseroftherupturestrengthofthereinforce-mentandthepull-outresistance(Fig.\l"2#2"2).ItcanbeseenfromFig.\l"2#2"2thattheorientationofthereinforcementhasadirectinfluenceontheintersliceforces,andthatthereinforcementtensionsareadditionalunknownsintheverticalslicemethodofanalysis.Asaresulttheverticalslicemethodisnotparticularlysuitedtotheanalysisofreinforcedsoilslopes.Thedesignofreinforcedslopesinseismicareashasbeenconsideredby\l"5"Bonaparte \l"5"etal. (1986)usingapsuedo-staticlimitequilibriumapproach,inwhichtheinternalstabilitycanbeassessedusingatwo-partwedgemechanism\l"5"(Jewell \l"5"etal.\l"5",1984).ThesameproceduresareusedinJapanbytheJapaneseRailwayTechnicalResearchInstituteandthePublicWorksManuscriptreceived30July2000;revisedmanuscriptaccepted8August2001.Discussiononthispapercloses1May2002,forfurtherdetailsseeinsidebackcover.?UniversityofTehran,{UniversityofNewcastle,ResearchInstituteforthedesignofreinforcedsoilwallsandslopes.Astaticequilibriumapproachforthedesignofreinforcedsoilhasalsobeenadoptedby\l"5"Leshchinsky \l"5"etal. (1995),andhasbeenextendedtocovertheseismiccase\l"5"(Ling \l"5"etal.\l"5",1997).Inthelatterapproachtheseismichorizontalforceisconsideredaspseudo-static,andisobtainedthroughaseismiccoefficientthatistakenasapercentageofthedeadloadofthepotentialfailuresoilmassactinghorizontallyatthecentreofgravity.Themethodassumesalog-spiralfailuremechanism,andhasbeendevelopedasacomputerprogram,ReSlope\l"5"(Leshchinsky,1997).HORIZONTALSLICEMETHODOFANALYSISThelimitationsoftheverticalslicemethodfortheanalysisofreinforcedsoilcanberesolvedbytheuseofhorizontalslices,knownasthehorizontalslicemethod(HSM).Inthismethodafailuresurfaceisassumed,andthefailurewedgeisdividedintoanumberofhorizontalslices.TheforcesthatactoneachsliceareshowninFig.\l"3"3.FromFig.\l"3"3itcanbeseenthatnointersliceforcesaregeneratedbythereinforcements.Thefollowingassumptionsaremade:(a)Theverticalstressonanelementinthesoilmassisequaltotheoverburdenpressure.[Overburdenpressureunderseismicloadsisequalto(1+Kv)rh.](b)Thefactorofsafety(FS)isequaltotheratiooftheavailableshearresistancetotherequiredshearresistancealongthefailuresurface.(c)Thefactorofsafetyforallslicesisequal.(d)Thefailuresurfacecanhaveanyarbitraryshape,butitdoesnotpassbelowthetoeoftheslopeorwall.Thusifthefailurewedgeisdividedinto N horizontalslicesthereare4Nunknowns,whichcanbedeterminedby4Nequa-tions,andacompleteformulationispossible,asdetailedin\l"3#3"Table3.Thesolutionofthegeneralformulationofthehorizon-talslicemethodwith4Nunknownsisdifficult,andneedsextensivemathematicaleffort;itisthesubjectoffurtherresearch.However,asimplifiedformulationispresentedheretoshowtheadvantageofthehorizontalslicemethodincompari-sonwithverticalslicemethodsintheanalysisofreinforcedsoilstructures.SIMPLIFIEDFORMULATIONThecompleteformulationcanbesimplifiedifonlyverticalequilibriumisconsideredforindividualslicestogetherwithoverallhorizontalequilibriumforthewholewedge,noaccountbeingtakenofmomentequilibrium.Inthiscase,thenumberofequationsandunknownsisreducedto2N+1\l"3#3"(Table4).Therefore,fromFig.\l"3#3"3:and Siisderivedfromequation\l"3#3"(2)andsubstitutedintoequation(1). NiisderivedasafunctionoftheFSasfollows:AsaresultSicanbederivedasafunctionoftheFSusingequation\l"3#3"(2).HavingdeterminedSiandNi,thevalueofFScanbedeterminedusingequation(3)when∑tjisknownandviceversa.Itcanbeseenfromequation(3)thatdistributionofreinforcementforceshasnoeffecton ∑tj.Ifthecalculatedvalueof Nifromequation\l"3#3"(4)issmallerthanzero,then Niequalszeroand Si=cbi/FSisusedinequation(1)tocalculateVi+1.Notethatverticalintersliceforces(Viand Vi+1)couldbecalculatedbyintegrationofoverburdenpressuresonhorizontalborders.Asanexample,forawallwithahorizontalsoilsurfaceViisequalto(1 Kv)?hiliandhasaconstantdistributiononanelement.Overburdenpressureincreaseswithincreaseof hi(verticaldistancebetweenanypointandtheexternalborderofsoilmass).Therefore,inthecaseofaverticalwallwithslopingsoilsurface,thedistributionofverticalstressonahorizontalelementistrapezoidal.Thisassumptionmaynotbepreciselytrueforpointsneartothebordersofthesoilmass.However,itisconsideredtobereasonablewhenapplyingthehorizontalslicemethod,andhasbeenacceptedpreviously\l"5#5"(Atkinson,1993).Momentequilibriumisnotconsideredinthesimpli?edformulationofthehorizontalslicemethod,andthisisalimitation.COMPARISONOFTHEHORIZONTALSLICEMETHODWITHRESLOPEThehorizontalslicemethodhasbeenusedtoanalysere-inforcedsoilstructures,andresultsshowcloseagreementwithpublisheddata.Inordertoillustratetheuseofthemethod,theanalysisofatypicalreinforcedsoilwallispresentedandcomparedwiththeresultsproducedbyanestablishedanalyticalcomputerprogram,ReSlope\l"5#5"(Leshchinsky,1997;Ling\l"5#5"etal.\l"5#5",1997).Detailsofthewallaregivenin\l"4#4"Table5andFig.\l"4#4"4.InFig.\l"4#4"4,reinforcementlayers1-m areextendedbeyondthefailureplanede?nedinatiebackanalysis,sothattheirallowabletensilestrengthscanbedeveloped.Ifthepulloutresistanceofthereinforcement,basedupontj-allowableofallmlayers,isgreaterthanrequired,thelengthofthereinforcementscanbetruncated.Ifthepulloutresistanceisinadequatethelengthisincreased.Anumberoffailureplanes, i,areconsideredtoidentifythecriticalcondition.Thevaluesof ∑tjmax determinedusingtheReSlopeprogramcanbecomparedwiththevaluesof ∑tjmax determinedusingthehorizontalslicemethodfordifferentvaluesofKhand?\l"4#4"(Table6).NotethatintheReSlopeprogramtheslipsurfaceisassumedtobeaspiral,andinthehorizontalslicemethoditisassumedtobepolylinear.Thecriticalslipsurfaceisnotnecessarilyidenticalinbothmethods.CONCLUSIONThehorizontalslicemethodovercomesthedifficultiesinherentinadoptingtheverticalslicemethodofanalysisforthedesignofreinforcedsoilstructures.inparticular:(a)Therearenointersliceforcesdevelopedbytheactionofthereinforcement.(b)Differentseismicaccelerationsatdifferentheightsofthesoilstructurescanbemodelled.Theresultsofatrialanalysisofareinforcedsoilstructuresubjectedtoseismicforcesagreecloselywiththeresultsproducedusingalog-spiralassumptionofafailureplane.NOTATIONbi lengthofbaseofslicec cohesionofsoilFSfactorofsafetyh verticaldistancebetweenanypointinsoilmassandexternalbordersofsoilmassHi horizontalintersliceforcehi depthofhorizontalborderofslicesKh horizontalseismiccoef?cientKvverticalseismiccoefficientli lengthofhorizontalborderofslicesm numberofreinforcementlayersN numberofslicesNi normalforceuponbaseofsliceSishearforceuponbaseofslicetj tensileforceofreinforcementWiweightofsliceai angleofbaseofslice? unitweightofsoil?i angleoffrictionoffill?f failureshearstress?r requiredshearstressREFERENCESAtkinson,J.(1993). 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Trans.2ndInt.Cong.LargeDams,Washington4,445±459.Janbu,N.(1954).Applicationofcompositeslipsurfaceforstabilityanalysis.Proc.Eur.Conf.StabilityofEarthSlopes,Stockholm.Janbu,N.,Bjerrum,L.&Kjaernsli,B.(1956).Soilmechanicsappliedtosomeengineeringproblems,NorwegianGeotech.Inst.Pub.No.16,Chs1and2.Jewell,R.A.,Paine,N.&Woods,R.I.(1984).Designmethodsforsteepreinforcedembankments, Proceedingsofsymposiumonpoly-mergridreinforcementincivilengineering,pp.1±12.London:ThomasTelford.Leshchinsky,D.(1997).ReSlope. Geotech.FabricRep. 15,No.1,40±46.Leshchinsky,D.,Ling,H.I.&Hanks,G.(1995).Uni?eddesignapproachtogeosyntheticreinforcedslopesandsegmentalwalls.GeosyntheticsInt.2,No.5,845-881.Ling,H.I.,Leshchinsky,D.&Perry,E.B.(1997).Seismicdesignandperformanceofgeosynthetic-reinforcedsoilstructures. Ge?otechnique47,No.5,933±952.Mononobe,N.(1926).Aninvestigationonverticalearthquakeaccelerationandstructuralvibration. Proc.JapanSoc.Civ.Engrs 10,No.5,pp.1063±1094(inJapanese).Morgenstern,N.R.&Price,V.E.(1965).TheanalysisofthestabilityofgeneralisedslipsurfacesGe?otechnique 15,No.1,79±93.Okabe,S.(1926).Generaltheoryofearthpressuresandseismicstabilityofretainingwallsanddams. J.Japan.Soc.Civ.Engrs 10,No.6,1277±1288.Richardson,G.N.&Lee,K.L.(1975).Seismicdesignofreinforcedearthwalls. J.Geotech.Engng,ASCE101,No.2,167±188.Sharma,H.D.(1991).Embankmentdams,p.359.NewDelhi:IBH.Spencer,E.(1967).Amethodofanalysisofthestabilityofembankmentsassumingparallelinter-sliceforces. Ge?otechnique 17,No.1,11-26.Taylor,D.W.(1984). Fundamentalsofsoilmechanics.NewYork:Wiley.英文譯文水平切片分析法關(guān)鍵字：設(shè)計(jì)；加筋土；理論分析。引言斜井的穩(wěn)定性分析有許多種方法。這許多種方法可以被歸類為極限平衡法（Fang&Mikroudis,1991）。一般方法是假設(shè)一個(gè)破壞面，同時(shí)用平衡方程確定滑動(dòng)土楔的穩(wěn)定系數(shù)。一般我們假定先前假設(shè)的破壞面滿足庫(kù)侖破壞準(zhǔn)則，而且該穩(wěn)定系數(shù)通常被定義為可用抗剪系數(shù)與必需抗剪系數(shù)的比值。極限平衡法可以被分為主要的兩大類。第一類方法考慮整個(gè)破壞體的平衡，這一類方法適用于均質(zhì)土壤和特定破壞面的分析。Culmann方法是這類方法的一個(gè)例子（Taylor,1984）。在第二類方法中，一個(gè)滑楔或者“活性”物質(zhì)被分隔成許多縱向切片，同時(shí)考慮每一個(gè)獨(dú)立切面的平衡性。這個(gè)以切片法命名的過程已經(jīng)被運(yùn)用于任何破壞面和土壤。圖1顯示了這一方法在一個(gè)特定切片上的應(yīng)用。表格1顯示了一系列縱向切面所固有的控制方程和未知參數(shù)?？梢娢粗獏?shù)的數(shù)量要多于方程的數(shù)量，同時(shí)相應(yīng)地進(jìn)一步簡(jiǎn)化假設(shè)以減少未知參數(shù)的數(shù)量是必要的。許多作者都已經(jīng)對(duì)縱向切片分析法作了介紹，這些介紹的主要不同點(diǎn)在于這些分析法所滿足的平衡條件和對(duì)間力的處理方法各有差異，而這一差異在縱向和橫向組件問題的處理中是很正常的（Sharma,1991）。表格2顯示了與這些不同方法相關(guān)聯(lián)的特點(diǎn)和假設(shè)。優(yōu)于的通常分析法，極限平衡法可以被用于地震荷載的偽靜態(tài)分析，也可以被用于加筋土的分析中。Mononobe-Okabe分析法經(jīng)常用于地震荷載的分析中（Mononobe，1926；Okabe，1926）。Mononobe-Okabe分析法也可以作為加筋土結(jié)構(gòu)的地震荷載分析的基礎(chǔ)（Richardson&Lee,1975；Bathurst&Cai,1995）。在加筋土斜坡的分析中，加強(qiáng)元素中的張力應(yīng)該被考慮在內(nèi)。由于施工方法和加固的一貫方向的原因，我們通常假設(shè)這些張力是在水平方向起作用的。在任意加強(qiáng)元素中形成的限制力tj是加強(qiáng)中的斷裂強(qiáng)度和拉電阻中較小的那一個(gè)值（圖2）?？梢詮膱D2看出增援的方向?qū)﹂g力有直接的影響，我們也可以看出在縱向切片分析法中拉筋是額外的未知量。因此垂直切片方法不是特別適合用于加筋土斜坡的分析。Bbnaparte(1986)等人使用偽靜態(tài)極限平衡法進(jìn)行了地震地區(qū)的邊坡加固的設(shè)計(jì)，在這一方法中用由兩部分組成的楔形機(jī)制測(cè)定了內(nèi)部穩(wěn)定性。這一方法也被日本鐵路技術(shù)和公共事務(wù)研究所使用，用于加筋土墻和加筋土斜坡的設(shè)計(jì)。加筋土的設(shè)計(jì)中的靜平衡方法也已經(jīng)被Leshchinsky(1995)等人采用，這一方法已經(jīng)被擴(kuò)展到地震事件的分析中（Ling等，1997）。在后一種方法中，地震水平力被認(rèn)為是偽靜態(tài)的，這一水平力通過一個(gè)被認(rèn)為是潛在的故障土體靜載水平重心的百分比的地震系數(shù)獲得。這一方法假定了一個(gè)對(duì)數(shù)螺旋破壞機(jī)制，這一方法已經(jīng)被發(fā)展成一個(gè)名為ReSlope(Leshchinsky,1997)的電腦程序。水平切片分析法縱向切片分析法分析加筋土的局限性可以被簡(jiǎn)稱為HSM的水平切片分析法解決。在這一方法中，我們假設(shè)了一個(gè)破壞面，同時(shí)破壞楔面被分割成了許多水平切面。圖3顯示了作用在每一個(gè)切片上的作用力。從圖3中我們還可以看出，增援沒有形成切片間的間力。以下是我們做出的一系列假設(shè)：作用在土體中元素上的立式壓力和覆壓等同。（在地震負(fù)荷下的覆壓等于(1+Kv)rh安全系數(shù)（FS）等于可用的剪切阻力比沿著破壞面所需的剪切阻力的比值。所有切片的安全系數(shù)都相等。破壞面可以有任意的形狀，但是他不通過下面的斜坡或墻壁的底部。這樣，如果破壞楔面被分割為N個(gè)水平切片，就有4N個(gè)由4N個(gè)方程確定的未知量，那么就如表格3所述，我們有可能得到一個(gè)完整的方程。解出有4N未知量的水平切割法的通式是困難的，這需要廣泛的數(shù)學(xué)知識(shí)。這正是以后研究的主題。然而，我們?cè)谶@里展示一個(gè)簡(jiǎn)化的方程，以便顯示出在分析加緊土結(jié)構(gòu)時(shí)水平切片法優(yōu)于縱向切片法。簡(jiǎn)化的方程如果只考慮單個(gè)切片的垂直平衡和整個(gè)楔形的整體水平平衡，不考慮力矩平衡，完整的方程可以被簡(jiǎn)化。在這個(gè)例子中，方程和未知數(shù)的數(shù)量被減少到2N+1個(gè)（表格4）。因此，從圖3中，我們可以得到：Si由方程2得出，將其帶入方程1。Ni由以下安全系數(shù)的性質(zhì)得出：所以Si可以用方程2同時(shí)考慮安全系數(shù)的性質(zhì)得出。既然已經(jīng)確定了Si和Ni的值，那么當(dāng)tj之和的值已知時(shí)，安全系數(shù)的值就可以由方程3得出，反之亦然。從方程3可以看出，增援力量的分布對(duì)tj之和的值沒有影響。如果由方程4得出的Ni的值小于零，那么令Ni的值為零，同時(shí)在方程1中用Si=cbi計(jì)算Vi+1。我們注意到垂直間力（Vi和Vi+1）可以由在水平邊界上對(duì)覆壓積分得到。舉個(gè)例子說(shuō)，對(duì)于擁有水平土壤表層的墻面來(lái)說(shuō)，Vi和(1+KV)rhili是相等的，而且Vi有一個(gè)上常量元素分布。當(dāng)hi（任一點(diǎn)和土壤塊體間的垂直距離）增加時(shí)，覆壓也隨之增長(zhǎng)。因此，在坡地土壤表面與垂直墻的例子中，橫向元素上的垂直壓力是梯形分布的。這個(gè)假設(shè)對(duì)于土壤體邊界的點(diǎn)來(lái)說(shuō)也許是不準(zhǔn)確的，然而，當(dāng)使用水平切割法時(shí)這一假設(shè)被認(rèn)為是合理的，而且這一假設(shè)之前被采納過（Atkinson,1993）。在這一水平切割法的簡(jiǎn)化方程中沒有考慮力矩平衡，這是這一方法的一個(gè)有局限性的地方。水平切割法與Reslope的比較水平切割法被應(yīng)用于加筋土結(jié)構(gòu)的分析中，實(shí)驗(yàn)結(jié)果顯示出了和已公布的數(shù)據(jù)的緊密的一致性。為了展示這一方法的應(yīng)用，一個(gè)典型的加筋土壁的分析結(jié)果和由一個(gè)已建立的分析性電腦程序Reslope(Leshchinsky，1997；Ling等人，1997)得出的結(jié)果進(jìn)行了比較。土墻的詳細(xì)信息由表格5和圖4給出。在圖4中，加固層1-m延展到到由回接分析定義的破壞面之外，以便于形成他們所允許的拉伸強(qiáng)度。如果基于所有m層允許的tj值之上的鋼筋抗拔力必須要的值大，那么增援的長(zhǎng)度可以被截?cái)?。如果抗拔力不足，增援的長(zhǎng)度就會(huì)增長(zhǎng)。破壞面數(shù)量的描繪量i被認(rèn)為用來(lái)定義臨界條件。在Kh取不同值的情況下，由ReSlope程序確定的tjmax之和可以和由水平切割法確定的tjmax之和進(jìn)行比較（表格6）。我們注意到在ReSlope程序中滑動(dòng)面被認(rèn)為是螺旋的，而在水平切割法中滑動(dòng)面是軸承滾道。在這兩種方法中，臨界滑動(dòng)面不必要是相同的。結(jié)論水平切割法克服了采用縱向切割分析法設(shè)計(jì)加緊土結(jié)構(gòu)時(shí)的固有缺點(diǎn)。特別地：這里沒有由于加固的作用引發(fā)的間力。在土壤結(jié)構(gòu)的不同高度上不同的地震加速度可以用模型描述。受地震力的加筋土結(jié)構(gòu)的實(shí)驗(yàn)分析結(jié)果和采用對(duì)數(shù)螺線假設(shè)的破壞面的研究結(jié)果十分一致。注釋bi基地切片的長(zhǎng)度c土壤凝聚力h任一點(diǎn)和土壤塊體外邊界間的垂直距離Hi橫向間力hi切片的水平邊界深度Kh水平地震系數(shù)Kv垂直地震系數(shù)Li切片的水平邊界長(zhǎng)度m加固層的數(shù)量N切片數(shù)量Ni切片上基礎(chǔ)力Si剪切力Tj加固力W重量切應(yīng)力ai切角大小?重度?i摩擦角角度?f負(fù)剪切應(yīng)力?r正剪切應(yīng)力參考文獻(xiàn)Atkinson,J.(1993). Anintroductiontothemechanicsofsoilsandfoundations.London:McGraw-Hill.Bathurst,R.J.&Cai,Z.(1995).Psuedo-staticseismicanalysisofgeosyntheticreinforcedsegmentalretainingwalls.GeosyntheticsInt.2,No.5,pp.787±830.Bishop,A.W.(1955).Theuseoftheslipcircleinthestabilityanalysisofearthslopes.Ge?otechnique 5,No.1,7±17.Bonaparte,R.,Schwertmann,G.R.andWilliams,N.D.,(1986).Seismicdesignofslopesreinforcedwithgridsandgeotextiles.Proc.3rdInt.Conf.Geotextiles,Vienna,Fang,H.-Y.&Mikroudis,G.K.(1991).Stabilityofearthslopes.InFoundationengineeringhandbook,2ndedn(ed.H.-Y.Fang),pp.379±409.NewYork:VanNostrandReinhold.Fellenius,W.(1936).Calculationofthestabilityofearthdams. Trans.2ndInt.Cong.LargeDams,Washington4,445±459.Janbu,N.(1954).Applicationofcompositeslipsurfaceforstabilityanalysis.Proc.Eur.Conf.StabilityofEarthSlopes,Stockholm.Janbu,N.,Bjerrum,L.&Kjaernsli,B.(1956).Soilmechanicsappliedtosomeengineeringproblems,NorwegianGeotech.Inst.Pub.No.16,Chs1and2.Jewell,R.A.,Paine,N.&Woods,R.I.(1984).Designmethodsforsteepreinforcedembankments, Proceedingsofsymposiumonpoly-mergridreinforcementincivilengineering,pp.1±12.London:ThomasTelford.Leshchinsky,D.(1997).ReSlope. Geotech.FabricRep. 15,No.1,40±46.Leshchinsky,D.,Ling,H.I.&Hanks,G.(1995).Uni?eddesignapproachtogeosyntheticreinforcedslopesandsegmentalwalls.GeosyntheticsInt.2,No.5,845-881.Ling,H.I.,Leshchinsky,D.&Perry,E.B.(1997).Seismicdesignandperformanceofgeosynthetic-reinforcedsoilstructures. Ge?otechnique47,No.5,933±952.Mononobe,N.(1926).Aninvestigationonverticalearthquakeaccelerationandstructuralvibration. Proc.JapanSoc.Civ.Engrs 10,No.5,pp.1063±1094(inJapanese).Morgenstern,N.R.&Price,V.E.(1965).TheanalysisofthestabilityofgeneralisedslipsurfacesGe?otechnique 15,No.1,79±93.Okabe,S.(1926).Generaltheoryofearthpressuresandseismicstabilityofretainingwallsanddams. J.Japan.Soc.Civ.Engrs 10,No.6,1277±1288.Richardson,G.N.&Lee,K.L.(1975).Seismicdesignofreinforcedearthwalls. J.Geotech.Engng,ASCE101,No.2,167±188.Sharma,H.D.(1991).Embankmentdams,p.359.NewDelhi:IBH.Spencer,E.(1967).Amethodofanalysisofthestabilityofembankmentsassumingparallelinter-sliceforces. Ge?otechnique 17,No.1,11-26.Taylor,D.W.(1984). Fundamentalsofsoilmechanics.NewYork:Wiley.基于C8051F單片機(jī)直流電動(dòng)機(jī)反饋控制系統(tǒng)的設(shè)計(jì)與研究基于單片機(jī)的嵌入式Web服務(wù)器的研究MOTOROLA單片機(jī)MC68HC（8）05PV8/A內(nèi)嵌EEPROM的工藝和制程方法及對(duì)良率的影響研究基于模糊控制的電阻釬焊單片機(jī)溫度控制系統(tǒng)的研制基于MCS-51系列單片機(jī)的通用控制模塊的研究基于單片機(jī)實(shí)現(xiàn)的供暖系統(tǒng)最佳啟停自校正（STR）調(diào)節(jié)器單片機(jī)控制的二級(jí)倒立擺系統(tǒng)的研究基于增強(qiáng)型51系列單片機(jī)的TCP/IP協(xié)議棧的實(shí)現(xiàn)基于單片機(jī)的蓄電池自動(dòng)監(jiān)測(cè)系統(tǒng)基于32位嵌入式單片機(jī)系統(tǒng)的圖像采集與處理技術(shù)的研究基于單片機(jī)的作物營(yíng)養(yǎng)診斷專家系統(tǒng)的研究基于單片機(jī)的交流伺服電機(jī)運(yùn)動(dòng)控制系統(tǒng)研究與開發(fā)基于單片機(jī)的泵管內(nèi)壁硬度測(cè)試儀的研制基于單片機(jī)的自動(dòng)找平控制系統(tǒng)研究基于C8051F040單片機(jī)的嵌入式系統(tǒng)開發(fā)基于單片機(jī)的液壓動(dòng)力系統(tǒng)狀態(tài)監(jiān)測(cè)儀開發(fā)模糊Smith智能控制方法的研究及其單片機(jī)實(shí)現(xiàn)一種基于單片機(jī)的軸快流CO〈,2〉激光器的手持控制面板的研制基于雙單片機(jī)沖床數(shù)控系統(tǒng)的研究基于CYGNAL單片機(jī)的在線間歇式濁度儀的研制基于單片機(jī)的噴油泵試驗(yàn)臺(tái)控制器的研制基于單片機(jī)的軟起動(dòng)器的研究和設(shè)計(jì)基于單片機(jī)控制的高速快走絲電火花線切割機(jī)床短循環(huán)走絲方式研究基于單片機(jī)的機(jī)電產(chǎn)品控制系統(tǒng)開發(fā)基于PIC單片機(jī)的智能手機(jī)充電器基于單片機(jī)的實(shí)時(shí)內(nèi)核設(shè)計(jì)及其應(yīng)用研究基于單片機(jī)的遠(yuǎn)程抄表系統(tǒng)的設(shè)計(jì)與研究基于單片機(jī)的煙氣二氧化硫濃度檢測(cè)儀的研制基于微型光譜儀的單片機(jī)系統(tǒng)單片機(jī)系統(tǒng)軟件構(gòu)件開發(fā)的技術(shù)研究基于單片機(jī)的液體點(diǎn)滴速度自動(dòng)檢測(cè)儀的研制基于單片機(jī)系統(tǒng)的多功能溫度測(cè)量?jī)x的研制基于PIC單片機(jī)的電能采集終端的設(shè)計(jì)和應(yīng)用基于單片機(jī)的光纖光柵解調(diào)儀的研制