本科生畢業(yè)論文學(xué)院：礦業(yè)工程學(xué)院專業(yè)：采礦工程論文題目：濟(jì)三煤礦7.0Mt/a新井設(shè)計(jì)專題：摘要本設(shè)計(jì)全篇有三個(gè)部分：一般部分、專題部分和翻譯部分。一般部分為濟(jì)三礦7Mt/a井型設(shè)計(jì)。濟(jì)三煤礦位于山東省西南部，交通便利。井田走向（東西）長(zhǎng)約8km，傾向（南北）長(zhǎng)約7.5km，井田總面積為55km2。主采煤層為3上、3下及16上號(hào)煤，平均傾角為4°，煤層平均總厚為10.21m。井田地質(zhì)條件較為簡(jiǎn)單。井田工業(yè)儲(chǔ)量為91954萬t，礦井可采儲(chǔ)量66020萬t。礦井服務(wù)年限為72.55a。礦井涌水量較小，礦井正常涌水量為240m3/h。礦井瓦斯涌出量為0.65m3/t，為低瓦斯礦井。煤層具有自然發(fā)火井田為立井單水平開拓，水平標(biāo)高-540m。礦井采用盤區(qū)式準(zhǔn)備方式，主運(yùn)輸大巷采用膠帶運(yùn)輸機(jī)運(yùn)煤，輔助運(yùn)輸采用無軌膠輪車設(shè)備。礦井通風(fēng)方式為中央并列式通風(fēng)方式。礦井采用放頂煤采煤方法，采3.6m放5.66m。礦井年工作日為330d，工作制度為“四六”制。日循環(huán)進(jìn)九刀，截深0.865m。專題部分題目是“深部巷道變形機(jī)理及支護(hù)技術(shù)分析”。主要分析我國(guó)深部巷道在高應(yīng)力的狀態(tài)下所表現(xiàn)的變形特征，以及如何針對(duì)不同的條件選擇適當(dāng)?shù)闹ёo(hù)時(shí)機(jī)采取不同的支護(hù)方式。翻譯部分主要內(nèi)容為關(guān)于破碎軟巖巷道變形特征分析，英文題目為：Deformationcharacteristicsofsurroundingrockofbrokenandsoftrockroadway。關(guān)鍵詞：濟(jì)三煤礦設(shè)計(jì)；軟巖巷道；變形特征

ABSTRACTThisdesignconsistsofthreeparts:thegeneralpart,thespecialpartandtranslatedpart.ThegeneralpartisanewdesignofJiNingNO.3mine.JiningminelinesinSouthwestofJininginShanDongprovince.Thetrafficofroadandrailwaytothemineisveryconvenience.Thegeologicalstructureofthisareaissimple.Itisabout8kmintherunfromthenorthtothesouthoftheminefield,andItisabout8kmintherunfromtheeasttothewestoftheminefield.Theareais60km2.Thethirdandthesixteenseamisthemaincoalseam,anditsdipangleis4degree.Thethicknessofthemineisabout10.21minall.Theprovedreservesoftheminefieldare919.54milliontons.Therecoverablereservesare660.20milliontons.Thedesignedproductivecapacityis7milliontonspercentyear,andtheservicelifeofthemineis72.55years.Thenormalwaterinflowofthemineis240m3percenthour,andthegasoutflowis0.65ml/g，andthemineislowgaseousmine.Thecaolseamisself-ignitioninnature.Thefieldhasbeendividedtwomininglevels.Thefirstlevelshouldbelocatedattheleverof-540m,whichuseraiseanddipminingmethodofverticalshaftdevelopment.Themainshaftskipinstallskipandtheauxiliaryshaftinstallcage.Themainentrytransportationofthecoalisusingwiththebelts,andtheauxiliaryentryisusingoftrackandrubbertyrecar.Intheearlierstage,thesystemthatwingventilationislocatedatthecenterisusedinthemine.Inthelaterstage,thesystemthatwingventilationareloctedattheboundaryisusedinthemine.Thecaolminingisexcatingseamin3.6mandreleasingseamin5.66m.IntheJiningNO.3mine,therearethreefourteamseachday,andeachworkteamworkssixhours.Itproduced330d/a.Thetopicofthespecialpartisstratificationminingofthickseamanddeterminingreasonableposition.Mainanalysethedeeproadwayinastateofhighstressdeformationcharacteristicsshown,fordifferentconditionsandhowtoselecttheappropriatesupportingopportunitytotakeadifferentsupportways.ThetranslationpartmainintroducestheDeformationcharacteristicsofsurroundingrockofbrokenandsoftrockroadwayKeywords：minedesigning;softrockroadway;deformationcharacteristics.

目錄1礦區(qū)概述及井田地質(zhì)特征 頁英文原文DeformationcharacteristicsofsurroundingrockofbrokenandsoftrockroadwayWANGJin-xi1,LINMing-yue1,TIANDuan-xin2,ZHAOCun-liang11KeyLaboratoryofResourceSurveyandResearchofHebeiProvince,HebeiUniversityofEngineering,Handan,Hebei056038,China2TheBureauofLandandResourcesofWu’anCity,Wu’an,Hebei056300,ChinaAbstract:Asimilarmaterialmodelandanumericalsimulationwereconstructedandaredescribedherein.Thedeformationandfailureofsurroundingrockofbrokenandsoftroadwayarestudiedbyusingthesemodels.Thedeformationoftheroofandfloor,therelativedeformationofthetwosidesandthedeformationofthedeepsurroundingrockarepredictedusingthemodel.Measurementsinaworkingminearecomparedtotheresultsofthemodels.Theresultsshowthatthesurroundingrockshowsclearrheologicalfeaturesunderhighstressconditions.Deformationisunequallydistributedacrossthewholesection.Thesurroundingrockexhibitedthreedeformationstages:displacementcausedbystressconcentration,rheologicaldisplacementafterthediggingeffectshadstabilizedanddisplacementcausedbysupportingpressureoftheroadway.Floorheavewasserious,accountingfor65%ofthetotaldeformationoftheroofandfloor.Floorheaveisthemainreasonforfailureofthesurroundingrock.Thereasonsfordeformationofthesurroundingrockarediscussedbasedonthesimilarmaterialandnumericalsimulations.Keywords:softrockroadway;brokensurroundingrock;similaritysimulation;numericalsimulation;deformationcharacteristics1IntroductionAsthedepthofundergroundminingandrailwaytunnelconstructionincreasesfailureproblemsinthesoftrockgetincreasingattentionfromdepartmentsofscientificresearchandconstruction[1].Inthe1970’s,SalamonMDetal.proposedtheenergysupportingtheory.Theythoughtthatthesupportingstructureandsurroundingrockofaroadwayinteractwitheachotheranddeformedtogether.Thesupportingstructureabsorbspartoftheenergythatthesurroundingrockreleasesinthedeformationstage.However,thetotalenergydoesnotchange.YuXFetal.proposedthatthefailureofsurroundingrockofroadwaywastheresultofstressesexceedingthestrengthlimitsoftherock.Landslidechangestheaxisratiooftheroadway,whichleadstostressredistribution,i.e.areductioninhighstressandanincreaseinlowstresstoreachastablebalance.Theroadwaywouldbesteadywhenthestressisequallydistributed:Itsfinalshapeiselliptic.DongFTetal.proposedthetheoryofthebrokenrockzonearoundroadway.Hisbasicviewpointwasthatthebrokenrockzoneofabareroadwayisclosetozero.Althoughelasto-plasticdeformationofsurroundingrockoftheroadwayoccurs,therockneedsnosupporting.Deformationincreaseswithanincreaseinthebrokenrockzone.Andthebiggerthedeformationisthemoredifficultsupportis.Therefore,thepurposeofsupportistopreventharmfuldeforma-tioninthebrokenrockzonearoundroadway[1].ThedistributionoftheplasticzoneandanasymmetricalcontrolmechanismofthesurroundingroadwayrockusingweakstructureswerediscussedinReference[9].Meanwhile,thestabilityofsurroundingrocksofroadwayswasstudiedfromvariouspointsofview.Owingtothelackofresearchrelatedtosoftrockengineeringorlargedeformationsinsoftrock,mostsoftrockroadwaysarecurrentlymaintainedjustafterbeingdug.Theyaredifficulttosupport,whichisadisadvantageforsafeproductioninthemine.Thisseriouslyinfluencestheeconomicbenefitsoftheenterprise.Therefore,thedeformationandsupportofsoftrockroadwayisoneofthekeyproblemsofcoalmining.Developingsafeproductionrequiresbetterinformation[2].Thedeformationofabrokensoftrockroadwayissimulatedbyasimilar-materialexperi-mentandbyanumericalmodelbasedongeologicalconditionsandsupportingparametersofarefitroadway.Theresultsaredescribedinthispaper.Thedeformationandfailurecharacteristicsofabrokensoftrockroadwaywereanalyzedbasedonthemeasuredresults.2Analysisofengineeringconditions2.1GeologicalconditionsTheroadwaystudiedisatalevelof–600m.Thegroundelevationis+160msothetotaldepthoftheroadwayis760m.Theroofoftheroadwayis26mbelowCoal2andtheflooroftheroadwayis14maboveCoal3.Thesurroundingrocksoftheroadwayaremostlygreyandblacksandymudstone.Themine-fieldstructureiscomplex.Thegroundstressishigh:themaximumprincipalstressis25–30MPaatanazimuthof270o–275o.Thecleavagefracturesarewelldevelopedinthesurroundingrockandthereisseriousbrokendeformation.Normalworkwasaffectedbylargerapiddeformationsinmanyoftheroadways.Theeffectisparticularlyobviouswhentheroadwayisbeingdugandcoalisbeingmined.Shrinkageoftheroadwaycrosssectionisgenerally30%andcansometimesreach60%,whichseriouslyaffectssafetyduringproduction.Ageologichistog-ramoftheroadwayisshowninFig.1.Thesectionoftheoriginaldesignisastraightwallwithanarchatthetop.Theoriginalcrosssectionasdesignedwas4.5×3.85m2.AcombinedsupportofU36steeltogetherwithboltingandshotcretewithwiremeshwasapplied.Therowdistanceofthesteelwas600mm;thelengthoftheboltswas2.0m;thediameteroftheboltswas20mm.Aboltwasanchoredwithtworesincartridges.Therowdistanceoftheboltswasalso600mm.ThethicknessoftheshotcretewithC20was150mm.Theoriginalcross-sectionalareaoftheroadwaywas15.1m2.2.2On-the-spotobservationofthedeformationofthesurroundingrockThreestationsaresetinthenorthsecondcartwayforobservingconvergentdeformationofthesurroun-dingrock.Thedeformationoftheroof,floorandsidewallswasobservedandmeasured.Inaddition,multiplepointdisplacementmetersaresetintherooftomeasuremovementinthedeepsurroundingrock.TheconvergentdeformationofthreecrosssectionsisshowninTable1.TheembeddeddisplacementcurveisshowninFig.2.Table1showsthattheconvergentdeformationofthesidewallsisthemostseriousandthattheroofhasthesmallestamountofdeformation.Floorheaveis65%ofthetotaldeformationoftheroofandfloor.Thiscanbeexplainedasfollows.Theroofandsidewallsoftheroadwayhavebeensupported,whichinhibitsdeformationofthesurroundingrockandadjuststhestressinthem.Thefloorbecomestheweakestfreefaceand,therefore,thestressanddeformationmovetowardthefloorresultinginseveredeformationofthefloor[3–5].Theroofandfloorrockismostlyasandymudstonewithinthecoalstratasothestrengthoftherockislowandcleavagefracturesarewelldeveloped.Thatistosay,therockhasalowloadcarryingcapacity.3Simulationstudies3.1SimilarmaterialsimulationsSimilarmaterialsimulationtheorywasusedtoconstructamodelofthegeologicalconditionssurroundingtheroadway.Thedeformationandfailureoftheroadwayasstudiedwithsimilarmaterialsarereportedinthispaper.Becausetheroofandfloorrockoftheroadwayisbrittlethisrockissimulatedbysand,calciumcarbonateandgypsum.Sandistheaggregateandcalciumcarbonate/gypsumisusedasthecementingmaterial.Coallayersaresimulatedbymixingproportionsofflyashintosimilarmaterials.Cleavagerockissimulatedbymica.ThesimilarityparametersareshowninTable2.Themovingpeakstressmethodisusedforimulatingdynamicpressuremining.Thesizeoftheodelis2.0m×2.0m×0.1m.Theloadisappliedbynironmassandajack.Thecircumferentialdisplacementoftheroadway,whichincludesdisplacementsoftheroof,floorandthetwosidewalls,ismeasuredthroughoutloading.Therelationshipbetweenthedeformationofthesurroundingrocksandtheload,aswellastherelationshipbetweendeformationanddisplacementofthesurroundingrock,wasmeasured.ResultsfromthemodelareshowninFig.3.Fig.3showsthatunderalowload(lessthanclass7)theroofsinkingisrapidcomparedtothefloorandsides.Thisisbecausetheroofsurfacewasexposedwhentheroadwaywasexcavated.Theroofsurfaceandconcreteshotcreteclearlydeformtowardtheroadwayspace.Thedeformationofthefloorwasbiggerthantheconvergentdeformationofthesidewalls.Underhighloadsthespeedofdeformationofthefloorandthesidewallsrapidlyincreased;thesedeformationsexceededtheconvergenceoftheroof.Thesedeformationsprogressedfromasymmetrytoequalityandthenbacktoasymmetryagainontheanchoredsegmentsofthesidewallsandroof,inthesupportingmodel,whentheroadwaywasloadedwithanextremelyhighload.Theanchoredsegmentsseparatefromdeepersurroundingrockunderthishighload[6–8].Floorheaveoccurredinthemodelbutdidnotappearhomogeneouslyateverydeformationstage,althoughitwasobviousunderahighload.3.2NumericalsimulationsAsectionofrock40mlongperpendiculartothestrikeand40mhighweresimulated.Thismodelincludedatotalof12stratainthemodel.Theroadwayis5.0m×4.1minsizeandthepull-outlengtheverytimeis1m.ThematerialmechanicalpropertiesusedinthemodelareshowninTable3.Theroadwayisanundergroundroadwaywithbrokensurroundingrock.TheMoore-Coulombcriterion[9]wasusedfornumericallysimulatingthelinearbrokensurfacecorrespondingtotheshearfailure:whereσ1=(1+sinσ)(1-sinσ),σ1isthemaximumprincipalstress,σ3istheminimumprincipalstress,σisthefrictionangleandciscohesiveforce.Thebottomofthemodelisfixed.Thesidesandthetopofthemodelareforcefieldboundarieswiththevalues:Themodelismeshedinto38520geologicalunits,41937nodesand2094supportingunits.Thedisplace-mentandstresscontoursaredrawninFig.4.Thesurroundingrockoftheroofandtheshallowfloorarealowstressregionintheprimarydiggingtime;thestressislowerthanthatofthesidewalls.Theregionsatthebaseanglesoftheroadwayandbelowthebeltlineofthesidewallsareinaconcentratedstressregionwherethestressis10timesthatintheroof.Thestressinthesurroundingrockiscomplicatedandthedeformationoftherockislarge.Thedeformationofthesidewalls,theroof,andthefloorisirregular.Deformationoftheroofismostlyatthefirstdeformationstageafterexcavation,butthebrokenareasofthesidewallsandthefloordeveloprapidlyasthestressincreases.Thedeformationoftheflooristhemostserious[10–11].4ConclusionsThedeformationcharacteristicsofsurroundingrockofbrokenandsoftroadwayarecomplicatedandrelatedtolithology,burieddepth,effectsofthecoalminingfaceandsupportmethods[12].1)Theamountofdeformationislargeandthespeedofdeformationisrapid.Deformationcausesconstrictioninthewholecross-section.Thesurroun-dingrockintegrityisseriouslydamagedinthedepthdirectionwiththefallingoftheroof,spallingoftheribsandtheformationoffloorheave.2)Theresultsshowthatthecharacteristicdeformationofthebrokensoftsurroundingrockisavisiblerheologicaldeformationanddisplacementunderhighstress.Thedeformationanddisplacementareirregularwithinthewholesection.Thedeformationprogressesthroughthreestages:displacementcausedbystressconcentration,rheologicaldisplacementafterdiggingeffectstendtostabilizeanddisplacementcausedbysupportingpressure.3)Floorheaveisseriousandaccountsfor65%ofthetotaldeformationoftheroofandfloor.Floorheaveisthemainreasonforsurroundingrockfailure.Thetypeoffloorheaveisdeterminedbythestructureofthefloorrockintheroadway;theamountoffloorheaveisdeterminedbythestrengthofthefloorrock,itsthicknessanditsfracturehierarchicallevel.AcknowledgementsThisstudywasfinanciallysupportedbytheNationalBasicResearchProgramofChina(No.40773040).References[1]CaiMF,HeMC,LiuDY.RockMechanicsandEngineering.Beijing:SciencePress,2002.(InChinese)[2]WangJX.StudyonSupportingMechanismofShellBoltingandShotcreteinSoftRockRoadwaywithHighStress[Masterdissertation].Handan:HebeiUniversityofEngineering,2007.(InChinese)[3]HeMC,XuNX,YaoAJ,WangJC.Theoryofscstkpinsoftrockroadway.JournalofChinaUniversityofMining&Technology,2000,10(2):107–111.[4]FuGB,JiangZF.MiningPressureControlAroundtheRoadwayinDeepMine.Xuzhou:ChinaUniversityofMining&TechnologyPress,1996.(InChinese)[5]BaiJB,HouCJ.Controlprincipleofsurroundingrocksindeeproadwayanditsapplication.JournalofChinaUniversityofMining&Technology,2006,35(2):145–148.(InChinese)[6]LiJK,WangJA,CuiSH.Studyonpumpexcavationdeformationandfracturewithcomplexstressunderdeepminingandhighpressure.GroundPressureandStrataControl,2005,22(3):12–13.(InChinese)[7]ChenYG,LuSL.StrataControlAroundCoalMineRoadwaysinChina.Xuzhou:ChinaUniversityofMiningandTechnologyPress,1994.(InChinese)[8]WangJX,LiJK,CuiSH,WangY,HaoBB,ZhuYZ,GuoYN.Teststudyongroutingpumpwithhighrheologicalsurroundingrock.JournalofHebeiInstituteofArchitecturalScienceandTechnology,2006(3):87–89.(InChinese)[9]FanKG,JiangJQ.Deformationfailureandnonharmoniouscontrolmechanismofsurroundingrocksofroadwayswithweakstructures.JournalofChinaUniversityofMining&Technology,2007,36(1):54–59.(InChinese)[10]LuSL,FuGB,TangL.Regularityofdeformationofrocksaroundroadwayundermininginfluenceandchangeofrockboltresistance.JournalofChinaUniversityofMining&Technology,1999,28(3):201–203.(InChinese)[11]GaoQC,HeJM,WangDH.Researchonmechanismofrockburstgenerationanddevelopmentforhighstressrocktunnels.JournalofChinaUniversityofMining&Technology,2001,11(2):163–167.[12]QianMG,ShiPW.MiningPressureandStrataControl.Xuzhou:ChinaUniversityofMiningandTechnologyPress,2003.(InChinese)

中文譯文破碎軟巖巷道變形特征分析王金喜1，林明月1，田端心2，趙存良11河北省資源勘測(cè)研究重點(diǎn)實(shí)驗(yàn)室，河北工程大學(xué)，邯鄲，056038，中國(guó)2武安市土地資源局，武安市，河北056300，中國(guó)摘要：構(gòu)建相似材料模型和數(shù)值模擬，使用這些模型研究破碎軟巖巷道的破壞和失效。利用該模型預(yù)測(cè)頂?shù)装宓淖冃瘟亢蛢蓭拖鄬?duì)變形量和和深部圍巖的變形量。礦山實(shí)際測(cè)量的結(jié)果和模擬結(jié)果進(jìn)行比較表明圍巖在高應(yīng)力條件下顯示清晰的流變特性。變形是不均勻分布在整個(gè)過程中。圍巖變形表現(xiàn)出三個(gè)階段：開挖過程中應(yīng)力集中引起的變形、開挖后穩(wěn)定變形階段和支撐壓力引起的位移。底鼓嚴(yán)重，占頂?shù)装逡平康?5%以上。底鼓是圍巖破壞的主要原因。在相似材料模擬和數(shù)值模擬的基礎(chǔ)上對(duì)圍巖變形的原因進(jìn)行了討論。關(guān)鍵詞：軟巖巷道;破碎圍巖;相似模擬；數(shù)值模擬；變形特征1引言隨著地下采礦和隧道工程的不斷加深軟巖巷道所遇到的問題日益引起了研究和建設(shè)部門的重視。在20世紀(jì)70年代，薩拉蒙醫(yī)師等人提出了能量支撐理論。他們認(rèn)為，支持結(jié)構(gòu)和巷道圍巖相互作用并且一起變形。支撐結(jié)構(gòu)吸收了部分圍巖變形階段所釋放的能量。然而，總能量不會(huì)改變。于學(xué)峰等認(rèn)為巷道破壞是應(yīng)力超過了巖石的強(qiáng)度極限的結(jié)果。開挖改變了原有結(jié)構(gòu)從而導(dǎo)致應(yīng)力重新分布，即在高應(yīng)力區(qū)減少和在低應(yīng)力區(qū)增加，最終達(dá)到重新平衡狀態(tài)。巷道將處于穩(wěn)定狀態(tài)當(dāng)應(yīng)力分布均勻：其最終的形狀為橢圓形。董方庭等提出了圍巖松動(dòng)圈理論。他的基本理論是一個(gè)光禿禿的巷道圍巖破裂區(qū)接近于零。雖然圍巖發(fā)生彈塑性變形，巷道并不需要支撐。隨著圍巖松動(dòng)圈的增大巷道的支護(hù)越困難。因此，支持的目的是為了防止圍巖松動(dòng)圈的破壞。塑性區(qū)的分布及使用弱結(jié)構(gòu)控制巷道圍巖中非對(duì)稱控制在參考文獻(xiàn)[9]進(jìn)行了討論。同時(shí)，周邊巷道圍巖穩(wěn)定性從不同的觀點(diǎn)進(jìn)行了研究。由于軟巖有關(guān)的工程或軟巖大變形研究的缺乏，許多軟巖巷道再它開挖后就一直再不停的修復(fù)。軟巖巷道難以支撐，這不利在煤礦安全生產(chǎn)，嚴(yán)重影響了企業(yè)的經(jīng)濟(jì)效益。因此，軟巖巷道的變形和支護(hù)是煤炭開采中的關(guān)鍵問題之一。發(fā)展安全生產(chǎn)需要更好的信息[2]。利用類似的地質(zhì)條件參數(shù)和巷道支護(hù)參數(shù)的相似材料模擬實(shí)驗(yàn)和數(shù)值模擬實(shí)驗(yàn)對(duì)軟巖巷道進(jìn)行變形分析，結(jié)果將在下文介紹。軟巖巷道的變形和破壞特征是在測(cè)量結(jié)果基礎(chǔ)上進(jìn)行分析的。2工程地質(zhì)條件分析2.1地質(zhì)條件所研究巷道在-600米水平，地面標(biāo)高為+160m，所以巷道總深度為760米。該巷道頂板距2號(hào)煤26m，巷道底板下距3號(hào)煤14m左右。巷道圍巖大多是灰色和黑色砂質(zhì)泥巖。煤層結(jié)構(gòu)較復(fù)雜。地應(yīng)力高，最大主應(yīng)力為25-30Mpa，方位角為2700–2755。圍巖裂隙發(fā)育嚴(yán)重且有嚴(yán)重的破碎。許多巷道的正常工作受到快速變形的影響。在巷道開挖階段和回采階段變形尤為明顯。巷道斷面收縮率一般在30％左右，有時(shí)可能會(huì)達(dá)到60％，嚴(yán)重影響安全生產(chǎn)。巷道頂?shù)装逯鶢顖D如圖1所示。巷道的原設(shè)計(jì)斷面為拱形，掘進(jìn)斷面4.5m×3.85m，采用加錨網(wǎng)噴支護(hù)。U型鋼的排距為600毫米;錨桿的長(zhǎng)度為2.0米，直徑為20毫米，2個(gè)樹脂藥卷錨固，錨桿距離也為600毫米。噴層采用C20混凝土,厚度150mm;巷道斷面為15.1m2。2.2現(xiàn)場(chǎng)圍巖變形的觀測(cè)為了得到破碎軟巖巷道的變形特點(diǎn)，在北二采區(qū)運(yùn)輸巷中設(shè)置了3個(gè)觀測(cè)站。分別觀測(cè)巷道兩幫收縮量、頂板下沉量及底臌量。此外，頂板中設(shè)置多點(diǎn)位移計(jì)來分析深部圍巖的移動(dòng)變形。三個(gè)斷面收斂變形值見表1。多點(diǎn)測(cè)位儀數(shù)據(jù)見圖2。從表一可以看出，巷道兩幫