外文翻譯-軟土質(zhì)條件下管樁施工的技術(shù)措施

PAGE11畢業(yè)設(shè)計(jì)（論文）外文資料翻譯院（系）建筑工程學(xué)院專(zhuān)業(yè)土木工程班級(jí)姓名學(xué)號(hào)軟土質(zhì)條件下管樁施工的技術(shù)措施摘要：高強(qiáng)度預(yù)應(yīng)力混凝土管樁（PHC）以其樁身混凝土的強(qiáng)度高，適應(yīng)性強(qiáng)，具有較好的沖擊性能，穿透能力強(qiáng)，承載力高，抗彎抗裂性能好，施工方便快捷，質(zhì)量穩(wěn)定，可靠度高，耐久性好等優(yōu)點(diǎn)，被廣泛應(yīng)用到高層建筑基礎(chǔ)。本文討論了關(guān)于管樁施工中的技術(shù)措施。關(guān)鍵詞：管樁施工技術(shù)操作樁基處理1引言目前，高強(qiáng)度預(yù)應(yīng)力混凝土管樁已經(jīng)被應(yīng)用于房屋建筑和橋梁、碼頭和其他項(xiàng)目工程中。高強(qiáng)度的預(yù)應(yīng)力混凝土管樁（PHC）以其樁身混凝土的強(qiáng)度高，適應(yīng)性廣，具有較好的沖擊性能，穿透力強(qiáng)，具有承載力高，抗彎抗裂性能好，施工快捷、方便，質(zhì)量穩(wěn)定可靠，耐久性好等優(yōu)點(diǎn)，被廣泛應(yīng)用于高層建筑基礎(chǔ)。管樁屬于擠土樁，施工速度快，軟土地區(qū)大量施工后，土體超孔隙水壓力較大，開(kāi)挖時(shí)如果沒(méi)有很好的進(jìn)行控制，將會(huì)引起偏樁、斷樁等的質(zhì)量事故發(fā)生。因此，我們必須針對(duì)軟土的地質(zhì)特點(diǎn)，在管樁施工、土方開(kāi)挖方面采取有效的技術(shù)措施，保證樁基質(zhì)量和挖土進(jìn)度。2工藝原理軟土具有天然含水量高、天然孔隙比大、壓縮性高、抗剪強(qiáng)度低、固結(jié)系數(shù)小、固結(jié)時(shí)間長(zhǎng)、靈敏度高、擾動(dòng)性大、透水性差、土層分布復(fù)雜、各層之間物理力學(xué)性質(zhì)相差較大，縱向、橫向的擠壓均容易產(chǎn)生變形。同時(shí)，由于其含水量大，透水性差，受到擠壓容易產(chǎn)生較大的超孔隙水壓力，而且很難在短時(shí)間內(nèi)分散。其固結(jié)系數(shù)小、固結(jié)時(shí)間長(zhǎng)的特點(diǎn)又使得土體受到擾動(dòng)后很難迅速恢復(fù)。高強(qiáng)度預(yù)應(yīng)力混凝土管樁為擠土樁型，施工速度比較快，由此而造成施工區(qū)域內(nèi)的擠土效應(yīng)。管樁自身的抗壓強(qiáng)度較高，但是抗彎強(qiáng)度較低，不同土層間的水平力的作用容易引起樁身斷裂。因此，軟土地區(qū)管樁的施工對(duì)土方開(kāi)挖有著極大的影響。挖土的部署和采取的技術(shù)措施，都要圍繞“避免土體應(yīng)力釋放過(guò)快，避免土體施工荷載過(guò)大，合理控制土體的位移與應(yīng)力釋放”這樣的原則進(jìn)行。3操作要點(diǎn)3.1挖土部署1）軟土地區(qū)預(yù)應(yīng)力管樁基礎(chǔ)置換率一般為4％左右，土方開(kāi)挖前應(yīng)切實(shí)的了解以下情況，根據(jù)它來(lái)編制挖土施工方案，明確挖土部署和技術(shù)措施：a場(chǎng)地地質(zhì)情況，b周邊鄰近建（構(gòu)）筑物及需保護(hù)管線情況，c圍護(hù)設(shè)計(jì)，d樁長(zhǎng)、樁間距、置換率等樁基設(shè)計(jì)情況，e打樁順序、壓樁記錄等樁基施工情況。2）土方開(kāi)挖宜分皮進(jìn)行，每皮的厚度應(yīng)該控制在2m左右（土釘墻圍護(hù)結(jié)構(gòu)基坑根據(jù)土釘墻分層厚度控制），上皮挖除后再開(kāi)挖下皮?？觾?nèi)分級(jí)挖土留設(shè)臺(tái)階，臺(tái)階寬度與臺(tái)階下挖土深度的比值應(yīng)在5以上?？觾?nèi)土方坡道設(shè)置應(yīng)該避開(kāi)塘泥等軟弱區(qū)塊，坡道兩側(cè)土體的放坡系數(shù)不超過(guò)1:1.5時(shí)應(yīng)考慮噴射砼護(hù)坡，土質(zhì)特別差的應(yīng)加設(shè)Φ6.5@200×200鋼筋網(wǎng)片。應(yīng)盡量避免工程樁位于土方坡道兩側(cè)斜坡上，如果樁基較密無(wú)法避免應(yīng)考慮灌芯或噴錨加固，或改用鋼結(jié)構(gòu)橋作為土方坡道。3）禁止邊壓樁邊開(kāi)挖，開(kāi)挖和樁基全部完成間隔時(shí)間應(yīng)該超過(guò)15天（鉆打法10天以上）。4）承臺(tái)、地梁的位置如果土質(zhì)仍較差，宜采用人工挖土，避免挖機(jī)荷載及震動(dòng)對(duì)土體的影響。5）截樁安排應(yīng)該要提前考慮。開(kāi)挖前，要先對(duì)露出表面的樁進(jìn)行截除；開(kāi)挖過(guò)程中，應(yīng)根據(jù)挖土流程分段截除。6）挖機(jī)、車(chē)輛選擇盡量避免采用大型設(shè)備。應(yīng)盡量選擇小挖機(jī)，如PC100以下?？觾?nèi)運(yùn)土車(chē)輛避免使用10t大車(chē)。3.2挖土技術(shù)措施1）挖土應(yīng)逐層均勻進(jìn)行，樁兩側(cè)土體高差不大于1m。2）禁止挖機(jī)碰撞樁身。機(jī)械開(kāi)挖到樁頂30cm時(shí)樁兩側(cè)1m內(nèi)土體采用人工開(kāi)挖。3）挖機(jī)、土方車(chē)輛行走路線及兩側(cè)工程樁應(yīng)當(dāng)視具體情況采取噴錨、鋪路基箱、填塘渣、換土等加固措施。4）坡區(qū)及坡頂內(nèi)外側(cè)3米范圍內(nèi)，管樁內(nèi)放入6米長(zhǎng)6Φ14的鋼筋籠，箍筋為Φ6@300，鋼筋籠頂標(biāo)高位于樁頂以下1米處，在鋼筋籠范圍內(nèi)灌入C20微膨脹混凝土。5）在場(chǎng)地軟硬土層交界的地方標(biāo)高上下2m范圍內(nèi)，也可采取管樁內(nèi)加筋灌砼的措施。6）為了減少靜力壓樁的擠土效應(yīng)對(duì)土方開(kāi)挖的影響，選擇以下的措施：a設(shè)置袋裝砂井或塑料排水板，用來(lái)消除部分超孔隙水壓力，減少擠土現(xiàn)象。袋裝砂井的直徑一般為70～80mm，間距l(xiāng)～1.5m，深度10～12m。塑料排水板的深度、間距與袋裝砂井相同。b應(yīng)力釋放孔，直徑400，均勻布置，深度10m左右或?yàn)闃堕L(zhǎng)的0.8倍。3.3樁基問(wèn)題的處理1）開(kāi)挖后如果發(fā)現(xiàn)樁偏差、傾斜問(wèn)題，可根據(jù)動(dòng)態(tài)測(cè)試情況判定樁身的質(zhì)量，分別進(jìn)行處理。如果樁身沒(méi)有斷裂，可以用千斤頂推（拉）和灌芯的方法進(jìn)行處理。千斤頂推（拉）力不應(yīng)大于單樁水平承載力。如果樁身有裂縫，可以用接樁、補(bǔ)錨樁的方法進(jìn)行處理。如果樁身裂縫很深，而且樁傾斜較大，沉井接樁也不能實(shí)施。同時(shí)，錨樁長(zhǎng)度25m承載力不夠。此時(shí)，可以考慮在底板相應(yīng)位置留孔，等到底板完成后，在來(lái)打鉆孔樁。2）打進(jìn)管樁時(shí)的擠土作用會(huì)使附近已經(jīng)打好的樁和原有建筑物或周?chē)渌O(shè)施產(chǎn)生破壞。擠土程度的大小除了和樁的截面積以及某處與樁間的距離有關(guān)外，還和樁長(zhǎng)、樁型、打樁的速率以及打樁順序有較大關(guān)系。3）考慮到管樁施工產(chǎn)生的擠土效應(yīng)對(duì)土方開(kāi)挖情況的影響較大，為了做好預(yù)控制，提出一些關(guān)于管樁施工技術(shù)措施的建議：(1)樁機(jī)自重與場(chǎng)地軟弱土層承載力以ZYJ－500液壓靜力壓樁機(jī)作為例子，樁機(jī)重達(dá)506T，平面尺寸12m×8.4m，平均壓力為5T/m2。如果表層或者接近表層的土質(zhì)物理力學(xué)性能較差，樁機(jī)行走和施工時(shí)容易沉陷，不僅不利于施工，而且，表層的深陷導(dǎo)致深層土體的位移、周邊土體的隆起，容易引起管樁偏差、傾斜，甚至樁身斷裂。因此，在樁機(jī)選型和確定打樁路線時(shí)，應(yīng)考慮到表層土地基承載力和軟弱下臥層地基沉降問(wèn)題。采用表層鋪設(shè)塘渣、枕木、路基箱等方式加固地基，分散樁機(jī)荷載。(2)減小擠土效應(yīng)的技術(shù)措施a根據(jù)工程的經(jīng)驗(yàn)，白天打樁引起的土體位移增加值會(huì)在夜晚停止的時(shí)候大約有25％的下降，如果夜晚繼續(xù)打樁，擠土效應(yīng)引起的土體水平、豎向位移會(huì)一直增加不下降。因此，我們應(yīng)該避免24小時(shí)不停歇的打樁安排。b樁基置換率超過(guò)4％時(shí)可以用預(yù)鉆孔沉樁，孔徑大約比樁徑小50～100mm，深度根據(jù)樁距和土的密實(shí)度、滲透性來(lái)定，深度宜為樁長(zhǎng)的1/3～1/2（不超過(guò)12m），施工時(shí)應(yīng)隨鉆隨打。c工程周邊、分期施工的區(qū)塊周邊可以考慮應(yīng)力釋放孔、隔震溝、砂井等措施。(3)沉樁線路的選定沉樁線路應(yīng)盡量采取“走長(zhǎng)蛇形線路”，在鄰近建筑物或者需要保護(hù)管線的區(qū)域應(yīng)當(dāng)考慮“由近及遠(yuǎn)”的施工方向。由此，可以給超孔隙水壓力分散提供盡量長(zhǎng)的時(shí)間，避免其累積疊加，減小擠土影響。(4)壓樁的速度控制沉樁的速度最好控制在lm/min左右，使得各層的土體能夠正確反映其抗剪能力。當(dāng)?shù)鼗韺又写嬖诖髩K石頭等障礙物時(shí)，要避免壓偏。4)施工現(xiàn)場(chǎng)應(yīng)當(dāng)準(zhǔn)備有應(yīng)急措施的砂袋、鋼管、鋼筋、水泥、注漿機(jī)、發(fā)電機(jī)等施工工具。地面出現(xiàn)裂縫采用灌漿修復(fù)，避免地表水滲入，并及時(shí)組織項(xiàng)目部和有關(guān)專(zhuān)家查明裂縫產(chǎn)生原因。當(dāng)出現(xiàn)邊坡水平位移超過(guò)警戒值，要立即停止相應(yīng)范圍內(nèi)的土方開(kāi)挖，必要時(shí)采用回填或者設(shè)置臨時(shí)支撐松木樁鋼板樁加固，控制變形的發(fā)展?？傊谲浫跬恋牡刭|(zhì)條件下，土方開(kāi)挖過(guò)程中施工部署和技術(shù)措施的合理安排，以及管樁施工減小擠土效應(yīng)的有效控制，能有效地避免造成土體的位移引起樁的偏移、斷樁、周邊道路、建筑物沉降等問(wèn)題，社會(huì)效益明顯。同時(shí)，減少了樁基問(wèn)題的處理也降低了費(fèi)用。SoftsoilconditionsofthetechnicalmeasurespipeconstructionAbstractThehigh-strengthprestressedconcretepile(PHC)withitshighstrengthconcretepile,wideadaptabilityandgoodimpactresistance,penetration,withhighcapacity,flexuralcrackingperformance,constructionoffast,convenientstableandreliablequality,durability,etc.,andiswidelyusedinhigh-risebuildingfoundation.Thispaperdiscussesthetechnicalmeasuresinthepipeconstruction.

Keywords:pileconstruction;technicaloperations;piletreatment.

1IntroductionCurrently,high-strengthprestressedconcretepipehasbeenappliedtohousingconstructionandbridges,piersandotherprojects.High-strengthprestressedconcretepipe(PHC)withitshighstrengthconcretepile,wideadaptability,goodimpactresistance,penetration,withhighcapacity,flexuralcrackinggoodperformance,constructionspeed,convenience,qualityreliability,durabilityandgood,andiswidelyusedinhigh-risebuildingfoundation.Pipeissoilcompactionpiles,constructionspeed,alargenumberofinjectionsinsoftsoilarea,thesoilporewaterpressure,excavationwithouteffectivecontrol,willcausepartialpiles,suchasthequalityofthebrokenpileaccident.Therefore,wemustforthequalitycharacteristicsofsoftsoilinthepipeconstruction,earthexcavationtechniquesandadopteffectivemeasurestoguaranteetheprogressofpilefoundationandexcavation.

2ProcessPrinciple

Highwatercontentsoftsoilhasanatural,naturalvoidratio,highcompressibility,lowshearstrength,coefficientofconsolidation,consolidationforalongtime,highsensitivity,disturbanceofthelarge,poorpermeability,complexdistributionofsoillayer,thephysicalandmechanicalpropertiesbetweenthelayersofdifferencebetweenthelarger,vertical,horizontalsqueezeallpronetodeformation.Also,becauseofitslargewatercontent,poorpermeability,squeezedeasilyhaveagreaterexcessporewaterpressure,anddifficulttodisperseinashorttime.Thecoefficientofconsolidation,consolidationcharacteristicsofalongtimeanddisturbedthesoilafteritdifficulttoquicklyrecover.High-strengthprestressedconcretepipepiletosoilcompaction,construction,faster,andtheresultingsoilcompactionwithintheconstructionareaeffect.Pileitselfhighcompressivestrength,flexuralstrengthbutlowlevelsofpowerbetweenthedifferentroleofsoilpronetopilefracture.Therefore,theconstructionofsoftsoilontheearthexcavationpipehasagreatimpact.Excavationofthedeploymentandtechnicalmeasures,shouldbearound"toavoidexcessivesoilstressrelease,toavoidexcessiveconstructionloadofsoil,reasonablecontrolofsoildisplacementandstressrelease,"suchprinciples.

3OperatingPoints

3.1Excavatorsdeployed

1)Thebasisofsoftsoilprestressedconcretepipereplacementrateisgenerallyaround4%,beforeexcavationpracticalunderstandingofthefollowingcircumstancesunderwhichthepreparationofexcavationconstructionplan,deploy,andtechnicalmeasuresclearlydigging:asitegeologicalconditions,baroundadjacentbuilding(structure)andtheneedtoprotectthepipelinecase,cenclosuredesign,dpilelength,pilespacing,pilefoundationdesignexchangeratesituation,epilingorder,pilingrecordsandotherfoundationconstructionsituation.2)Excavationshouldbecarriedoutsub-skin,skinthicknessshouldbecontrolledineachofabout2m(soilnailingpitenvelopelayerunderthesoilnailwallthicknesscontrol),aftertheexcavationofexcavationundertheskinepithelium.Pitexcavationleavingingradedsteps,stepwidthandthedepthofexcavationoverthenextstepsshouldbe5ormore.Earthpitshouldbesettoavoidthepondscumrampsoweakblock,putthesoilonbothsidesoftherampslopecoefficientoflessthan1:1.5shouldbeconsideredinthesprayedconcreteslopeprotection,soilparticularlybadshouldbeaddedΦ6.5@200×200steelmesh.Shouldbeavoidedintheearthpilesonbothsidesoftherampslope,suchasdensepilecannotbeavoidedshouldbeconsideredorgunitereinforcedgrouted,orswitchtosteelbridgeastheearthworkramp.3)Edgeagainstedgepilingexcavation,excavationandpileintervalshouldbecompletedin15daysormore(morethan10daysdrillingplay).4)Caps,groundbeampositionifthesoilisstillpoor,theappropriateuseofartificialexcavation,avoiddiggingmachineloadingandvibrationeffectsonthesoil.5)Cutpilearrangementshouldthinkahead.Excavationbeforeexposingthesurfaceofthepileshouldbecutfirst;excavationprocess,theprocessshouldbebasedonsub-excavationcutoff.6)Diggingmachines,vehiclesshouldbechosentoavoidusinglargeequipment.Shouldtrytochooseasmalldiggingmachines,suchasPC100below.Vehiclestoavoidtheuseofearthpit10tcart.

3.2Technicalmeasuresdigging

1)Excavationshouldbecarriedoutlayerbylayerevenly,onbothsidesofthesoilpileheightshallnotexceed1m.2)Collisionagainstdiggingmachineshaft.Mechanicalexcavationtothetopofthepile1m30cmonbothsidesofthepilewiththesoilexcavated.3)Diggingmachines,movingvehicles,routesandbothsidesofthepile,asthecaseshouldbetakentosprayanchor,pavingthewayforthebasebox,pondresidue,suchasforsoilreinforcement.4)Topofthehillslopeareasandwithin3metersinsideandoutside,intothe6-meterlongpipe6Φ14withinthereinforcementcage,stirruptoΦ6@300,topelevationofthereinforcementcageislocatedat1mbelowtopofthepile,thereinforcementcagewithintheirrigationC20micro-expansionintotheconcrete.5)Softandhardlayeratthejunctionofthevenueupanddownelevationrangeof2m,butalsotakeconcreteirrigationpipewithinthereinforcementmeasures.6)Toreducestaticpilingofthesqueezingeffectontheimpactofexcavation,thechoiceofthefollowingmeasures:asetofsandbagsorplasticdrainwelltoremovepartoftheexcessporewaterpressure,reducesoilcompactionphenomenon.SandWickdiameterisgenerally70~80mm,spacingl~1.5m,thedepthof10~12m.Plasticdraindepth,spacingandthesameSandWick.bstressreleaseholes,diameterof400,uniformlyarrangedaroundthedepthof10mor0.8timesthepilelength.

3.3Handlingofpile

1)Pileafterexcavation,suchasfacedeviation,skewproblems,accordingtopiledynamictestingconditionstodeterminethequalityof,respectively,tobeaddressed.Ifthepilewithoutbreaking,jackcanbeusedtopush(pull)andthecoreofthemethodofirrigationtreatment.Jackpush(pull)forceshallnotbegreaterthanthehorizontalbearingcapacityofsinglepile.Iftherearecracksinthepile,canbeconnectedpiles,anchorpilesmakewayforprocessing.Ifdeepcracksinthepile,andpileinclinationlargercaissonpilecannotbeimplementedthen.Meanwhile,thelengthof25manchorpilebearingcapacityisnotenough.Atthispoint,considerthecorrespondingbottomholelocationtostayuntiltheflooriscompleted,settoplayboredpiles.

2)Pileintothesoilcompactionwhentherolewillhavetoplaywellneartheoriginalbuildingorthesurroundingpilesandotherfacilitieshavedestroyed.Inadditiontothesizeofsoilcompactionandthedegreeofcross-sectionalareaandsomewhereinthepileandthedistancebetweenpiles,butalsowiththepilelength,pile,pilingrateandmorerelatedtothepilingsequence.

3)Takingintoaccountthepipeconstructionsqueezingeffectgeneratedbythesituationontheimpactoflargeearthexcavation,inordertomakepre-control,tomakeafewsuggestionsontechnicalmeasurespipeconstruction:

(1)PileweightbearingcapacityofsoftsoilwiththesitetoZYJ-500asanexampleofhydraulicstaticpiledriver,piledriverweight506T,planesize12m×8.4m,theaveragepressureofabout5T/m2.Surfaceornearthesurface,suchasphysicalandmechanicalpropertiesofsoilispoor,whenthepiledriveriseasywalkingandinjectionsofsettlement,isnotconducivetoconstruction,andthatledtothedeepsurfaceofthedeepsoildisplacement,upliftofthesurroundingsoil,easilyleadpipepileoffset,tilt,orpilefracture.Therefore,inthepiledriver,routeselectionanddeterminethepilingshouldtakeintoaccountthelandsurfaceofthebaseloadcapacityandweakunderlyinglayeroffoundationsettlementproblems.Pondbylayingthesurfaceresidue,ties,roadbedfoundationreinforcementboxes,etc.,scatteredpiledriverload.(2)Effectoftechnicalmeasurestoreducesoilcompaction,accordingtoengineeringexperienceadayandpilingsoildisplacementcausedbytheaddedvaluewillstopatnightwhenabout25%ofthedecline,suchasthenightcontinuedpiling,compactingeffectofsoilcausedbythelevelofverticalwillalwaysincreaseindisplacementdoesnotcomedown.Therefore,weshouldavoidthe24-hournon-stoppilingarrangements.bpilereplacementrateofmorethan4%canbepre-boredpiling,pilediametersmallerthantheporesizeofabout50~100mm,depthofsoilasthepilespacinganddensity,permeability,dependingonthedepthofthepilelengthof1shouldbe/3to1/2(lessthan12m),constructionshouldbedrillingwiththefight.cprojectsaround,stageconstructionoftheblocksaroundtheholecouldbeconsideredstressrelease,isolationtrenches,sandwellsandothermeasures.(3)Pilepileselectedlinerouteshouldbetakento"takethelongsnake-likelines"intheadjacentbuildingorareashouldconsidertheneedtoprotectthepipeline,"fromnearandfar,"theconstructionofdirection.Asaresult,candissipateexcessporewaterpressuretoprovideaslongaspossible,toavoidtheaccumulationofsuperimposed,reducingthesqueezingeffect.(4)Pilepilingspeedcontrolspeedcontrolingenerallm/minisappropriate,toproperlyreflectthephysicallayersofsoilshearstrength.Existinthelocalbasesurfaceobstructionssuchaslargestones,itisnecessarytoavoidthepressureside.

4)Theconstructionsiteshouldbeequippedwithemergencymeasuresofsandbags,steel,steel,cement,groutingmachines,generatorsandotherconstructiontools.Groutingtorepaircracksinthegroundtopreventsurfacewaterinfiltration,andpromptlyorganizetheprojectdepartmentandexpertstoidentifycauseofthecracks.Whenthehorizontaldisplacementoftheslopeabovethewarningvalue,shouldimmediatelystoptheappropriaterangeofearthexcavation,backfill,or,whennecessary,temporarysteelsheetpilesofpinepilesupporttocontrolthedeformationdevelopment.

Insummary,weakgeologicalcondition,theprocessofconstructionofearthexcavationandtechnicalmeasurestodeployareasonablearrangement,andthepipeconstructionreducestheeffectivecontrolofsqueezingeffect,caneffectivelyavoidthepilesoildisplacementcausedbypartialshift,brokenpile,thesurroundingroads,buildingsettlementandotherissues,socialbenefits.Atthesametime,reducethepile'shandlingalsoreducesexpenses.

論大學(xué)生寫(xiě)作能力寫(xiě)作能力是對(duì)自己所積累的信息進(jìn)行選擇、提取、加工、改造并將之形成為書(shū)面文字的能力。積累是寫(xiě)作的基礎(chǔ)，積累越厚實(shí)，寫(xiě)作就越有基礎(chǔ)，文章就能根深葉茂開(kāi)奇葩。沒(méi)有積累，胸?zé)o點(diǎn)墨，怎么也不會(huì)寫(xiě)出作文來(lái)的。寫(xiě)作能力是每個(gè)大學(xué)生必須具備的能力。從目前高校整體情況上看，大學(xué)生的寫(xiě)作能力較為欠缺。一、大學(xué)生應(yīng)用文寫(xiě)作能力的定義那么，大學(xué)生的寫(xiě)作能力究竟是指什么呢？葉圣陶先生曾經(jīng)說(shuō)過(guò)，“大學(xué)畢業(yè)生不一定能寫(xiě)小說(shuō)詩(shī)歌，但是一定要寫(xiě)工作和生活中實(shí)用的文章，而且非寫(xiě)得既通順又扎實(shí)不可?！睂?duì)于大學(xué)生的寫(xiě)作能力應(yīng)包含什么，可能有多種理解，但從葉圣陶先生的談話中，我認(rèn)為：大學(xué)生寫(xiě)作能力應(yīng)包括應(yīng)用寫(xiě)作能力和文學(xué)寫(xiě)作能力，而前者是必須的，后者是“不一定”要具備，能具備則更好。眾所周知，對(duì)于大學(xué)生來(lái)說(shuō)，是要寫(xiě)畢業(yè)論文的，我認(rèn)為寫(xiě)作論文的能力可以包含在應(yīng)用寫(xiě)作能力之中。大學(xué)生寫(xiě)作能力的體現(xiàn)，也往往是在撰寫(xiě)畢業(yè)論文中集中體現(xiàn)出來(lái)的。本科畢業(yè)論文無(wú)論是對(duì)于學(xué)生個(gè)人還是對(duì)于院系和學(xué)校來(lái)說(shuō)，都是十分重要的。如何提高本科畢業(yè)論文的質(zhì)量和水平，就成為教育行政部門(mén)和高校都很重視的一個(gè)重要課題。如何提高大學(xué)生的寫(xiě)作能力的問(wèn)題必須得到社會(huì)的廣泛關(guān)注，并且提出對(duì)策去實(shí)施解決。二、造成大學(xué)生應(yīng)用文寫(xiě)作困境的原因：（一）大學(xué)寫(xiě)作課開(kāi)設(shè)結(jié)構(gòu)不合理。就目前中國(guó)多數(shù)高校的學(xué)科設(shè)置來(lái)看，除了中文專(zhuān)業(yè)會(huì)系統(tǒng)開(kāi)設(shè)寫(xiě)作的系列課程外，其他專(zhuān)業(yè)的學(xué)生都只開(kāi)設(shè)了普及性的《大學(xué)語(yǔ)文》課。學(xué)生寫(xiě)作能力的提高是一項(xiàng)艱巨復(fù)雜的任務(wù)，而我們的課程設(shè)置僅把這一任務(wù)交給了大學(xué)語(yǔ)文教師，可大學(xué)語(yǔ)文教師既要在有限課時(shí)時(shí)間內(nèi)普及相關(guān)經(jīng)典名著知識(shí)，又要適度提高學(xué)生的鑒賞能力，且要教會(huì)學(xué)生寫(xiě)作規(guī)律并提高寫(xiě)作能力，任務(wù)之重實(shí)