沿空動(dòng)壓巷道煤柱寬度合理留設(shè)與支護(hù)方案探究,碩士論文

沿空動(dòng)壓巷道煤柱寬度合理留設(shè)與支護(hù)方案探究,碩士論文在不穩(wěn)定覆巖下沿空掘巷時(shí),巷道部分地段圍巖不但受掘巷及本工作面回采影響,而且將承受鄰近工作面?zhèn)认蚧卷斶\(yùn)動(dòng)帶來的動(dòng)壓作用,控制難度顯著提高.本文以恒昇煤礦9102綜放工作面沿空運(yùn)輸巷道為工程背景,采用現(xiàn)場調(diào)研、理論分析、數(shù)值模擬和工程實(shí)踐等手段,針對(duì)沿空動(dòng)壓巷道合理煤柱寬度及支護(hù)技術(shù)進(jìn)行了系統(tǒng)研究.首先,采用現(xiàn)場調(diào)研的方式方法,利用鉆孔窺視儀及多點(diǎn)位移計(jì)觀測9102綜放沿空巷道圍巖裂隙發(fā)育狀況和變形特征,初步分析了巷道變形毀壞原因及原有支護(hù)中存在的問題;然后建立沿空巷道覆巖構(gòu)造模型,對(duì)關(guān)鍵塊尺寸、斷裂位置和煤柱寬度進(jìn)行計(jì)算;采用flac3D數(shù)值模擬軟件研究了留設(shè)不同寬度煤柱時(shí)巷道圍巖在掘巷及回采期間應(yīng)力分布規(guī)律及位移演化特征,為確定合理煤柱寬度提供參考;接著構(gòu)建數(shù)值模型研究錨桿錨索耦合支護(hù)效應(yīng),運(yùn)用直觀分析法判別了9102綜放沿空巷道圍巖對(duì)錨桿錨索預(yù)緊力、錨索長度和間距四個(gè)支護(hù)參數(shù)的敏感程度,為巷道支護(hù)設(shè)計(jì)提供根據(jù);最后確定護(hù)巷煤柱寬度并提出圍巖控制對(duì)策,運(yùn)用模擬及現(xiàn)場試驗(yàn)驗(yàn)證支護(hù)方案及煤柱留設(shè)的合理性.論文獲得主要結(jié)論如下:1)9102綜放沿空巷道圍巖變形的主要原因在于采掘接替緊張,巷道在開挖經(jīng)過中受相鄰9104綜放工作面采空區(qū)側(cè)向厚硬基本頂破斷、回轉(zhuǎn)下沉擾動(dòng)影響,圍巖出現(xiàn)嚴(yán)重破裂且內(nèi)部離層裂隙發(fā)育.2)側(cè)向基本頂關(guān)鍵塊B在9104綜放工作面推進(jìn)方向的長度以及側(cè)向煤體內(nèi)的破斷長度為10.5m;斷裂位置距采空區(qū)邊緣4.54m,煤柱合理寬度為10m.3)定義了壓應(yīng)力區(qū)耦合系數(shù)來評(píng)價(jià)每組試驗(yàn)的支護(hù)性能,通過回歸分析得到了有效支護(hù)高度與壓應(yīng)力區(qū)耦合系數(shù)之間的關(guān)系,針對(duì)9102綜放沿空巷道圍巖進(jìn)行支護(hù)時(shí),應(yīng)使壓應(yīng)力區(qū)耦合系數(shù)大于1.4.9102綜放沿空巷道圍巖中錨索間距對(duì)有效支護(hù)應(yīng)力場高度影響最為顯著,錨索預(yù)緊力和長度的影響在四因素中居中,錨桿預(yù)緊力的影響最小.4)工業(yè)試驗(yàn)表示清楚煤柱寬度留設(shè)合理,支護(hù)方案知足控制圍巖變形的要求.本文關(guān)鍵詞語:綜放沿空掘巷,煤柱寬度,耦合支護(hù),數(shù)值模擬,支護(hù)應(yīng)力場AbstractWhendrivinggob-sideentryunderunstableoverburden,thesurroundingrockofsomesectionsofroadwayisnotonlyaffectedbytheexcavatingandtheminingoftheface,butalsowillbesubjecttodynamicpressurecausedbythelateralmovementofthebasicroofneartheworkingface,andthedifficultyofsurroundingrockcontrolhasbeengreatlyimproved.Basedontheengineeringbackgroundofthegob-sidetransportationentryof9102fullymechanizedtop-coalcavingfaceinHengshengcolliery,thispaperusesthemethodsofon-siteinvestigation,theoreticalanalysis,numericalsimulationandengineeringpracticetosystematicallystudythereasonablecoalpillarwidthandsupporttechnologyofthegob-sideentrysubjecttodynamicpressure.Firstly,thefractureanddeformationcharacteristicsofsurroundingrockof9102entrywereobservedbyboreholepeeperandmulti-pointdisplacementmeterthroughfieldinvestigation,andthecausesofdeformationandfailureofroadwayandtheproblemsexistinginoriginalsupportwerepreliminarilyanalyzed.Then,theoverburdenstructuremodelofgob-sideroadwaywasestablishedtocalculatethesizeofkeyblocks,fracturelocationandpillarwidth.Flac3Dnumericalsimulationsoftwarewasusedtostudythestressdistributionanddisplacementevolutioncharacteristicsofsurroundingrockofroadwayduringroadwayexcavationandminingwithdifferentwidthcoalpillars,whichprovidedareferencefordeterminingreasonablecoalpillarwidth.Thenthenumericalmodelswereconstructedtostudythecouplingeffectofboltsandcablescombinedsupport.Thesensitivityofsurroundingrocktofoursupportingparameters,i.e.pre-tighteningforceofboltsandcables,lengthandspacingofcables,wasjudgedbyvisualanalysismethod,whichprovidedabasisforroadwaysupportdesign.Finally,thewidthofthecoalpillarsoftheroadwaywasdeterminedandthesurroundingrockcontrolmeasureswereproposed.Thesimulationandfieldtestswereusedtoverifytherationalityofthesupportschemeandcoalpillarretention.Themainconclusionsofthepaperareasfollows:1)Themainreasonofsurroundingrockdeformationofgob-sideentryin9102fullymechanizedtop-coalcavingistheshortageofmininganddevelopmentreplacement.Duringtheexcavationprocess,theroadwayisaffectedbythelateralthickandhardbasicroofbreakandtherotarysubsidenceoftheadjacent9104fullymechanizedcavingface.Therefore,thesurroundingrockappearedseverelybrokenandtheinternalseparationcrackdeveloped.2)ThelengthofthekeyblockBofthelateralbasicroofintheadvancingdirectionof9104fullymechanizedtopcoalcavingfaceandthebreakinglengthofthelateralcoalmassare10.5m;thebreakingpositionis4.54mawayfromtheedgeofthegoaf,andthereasonablewidthofthecoalpillaris10m.3)Thecompressivestresszonecouplingcoefficientwasdefinedtoevaluatethesupportperformanceofeachtest.Therelationshipbetweentheeffectivesupportheightandthecouplingcoefficientofcompressivestresszoneisobtainedbyregressionanalysis.Whensupportingthesurroundingrockof9102entry,thecouplingcoefficientofcompressivestresszoneshouldbegreaterthan1.4.Thespacingofcablesinsurroundingrockofgob-sideroadwayin9102fullymechanizedtop-coalcavinghasthemostsignificanteffectontheheightofeffectivesupportstressfield.Theinfluenceofforceandlengthofcablesisinthemiddleoffourfactors,andtheinfluenceofforceofboltsisthesmallest.4)Theindustrialtestshowsthatthewidthofcoalpillarisreasonableandthesupportschememeetstherequirementsofcontrollingthedeformationofsurroundingrock.KeyWords:gob-sideentrydrivinginfullymechanizedcaving,widthofcoalpilla,couplingsupporting,numericalsimulation,supportstressfield目錄摘要...................................................................................................................IAbstract...................................................................................................................III1緒論....................................................................................................................11.1研究背景及意義......................................................................................11.2國內(nèi)外研究現(xiàn)在狀況......................................................................................21.2.1綜放沿空掘巷頂板巖層構(gòu)造及穩(wěn)定性研究.................................21.2.2綜放沿空掘巷窄煤柱寬度研究.....................................................31.2.3沿空巷道圍巖控制理論研究.........................................................41.2.4沿空巷道支護(hù)技術(shù)研究現(xiàn)在狀況.........................................................51.2.5研究現(xiàn)在狀況評(píng)述.................................................................................51.3研究內(nèi)容..................................................................................................61.3.1主要研究內(nèi)容.................................................................................61.3.2研究方式方法與技術(shù)道路.....................................................................72地質(zhì)條件及礦壓顯現(xiàn)特征................................................................................92.1地質(zhì)條件..................................................................................................92.1.1礦井大概情況.........................................................................................92.1.29102工作面地質(zhì)生產(chǎn)條件............................................................92.1.39102運(yùn)輸巷開掘初期支護(hù)方案..................................................102.2巷道礦壓顯現(xiàn)特征................................................................................122.3變形原因分析........................................................................................132.4存在的一些主要問題....................................................................................142.5本章小結(jié)................................................................................................143沿空巷道覆巖構(gòu)造及穩(wěn)定性分析..................................................................153.1綜放沿空掘巷圍巖變形特征................................................................153.29102沿空巷道覆巖構(gòu)造模型...............................................................153.2.1關(guān)鍵塊參數(shù)確定...........................................................................163.2.2煤柱寬度理論計(jì)算.......................................................................193.3本章小結(jié).................................................................................................204合理煤柱寬度模擬研究...................................................................................214.1模型建立.................................................................................................214.1.1數(shù)值模型建立...............................................................................214.1.2邊界條件.......................................................................................214.1.3巖石力學(xué)參數(shù)及本構(gòu)模型...........................................................224.2數(shù)值模擬方案.........................................................................................244.2.1模擬內(nèi)容.......................................................................................244.2.2數(shù)值模擬經(jīng)過...............................................................................244.3采空區(qū)側(cè)向煤巖體應(yīng)力分布.................................................................244.4掘巷時(shí)圍巖應(yīng)力及位移分布特征.........................................................254.4.1掘巷后側(cè)向支承壓力分布...........................................................254.4.2掘巷期間圍巖垂直應(yīng)力分布.......................................................264.4.3掘巷期間圍巖水平應(yīng)力分布.......................................................274.4.4掘巷期間圍巖垂直位移分布.......................................................294.4.5掘巷期間圍巖水平位移分布.......................................................304.4.6掘巷期間煤柱內(nèi)應(yīng)力及位移分布曲線.......................................314.5回采時(shí)圍巖應(yīng)力及位移分布特征.........................................................324.5.1回采期間煤柱垂直應(yīng)力分布.......................................................324.5.2回采期間煤柱水平應(yīng)力分布.......................................................344.5.3回采期間煤柱垂直位移分布.......................................................354.5.4回采期間煤柱水平位移分布.......................................................364.5.5回采期間煤柱內(nèi)應(yīng)力及位移分布曲線.......................................384.6煤柱寬度確定.........................................................................................394.6.1煤柱寬度設(shè)計(jì)原則.......................................................................394.6.29102沿空巷道煤柱寬度確定......................................................404.7本章小結(jié).................................................................................................405沿空巷道支護(hù)及控制對(duì)策...............................................................................415.1錨桿錨索耦合支護(hù)效應(yīng)研究.................................................................415.1.1模型建立及模擬方案...................................................................415.1.2錨桿預(yù)緊力對(duì)支護(hù)應(yīng)力場的影響...............................................425.1.3錨索預(yù)緊力對(duì)支護(hù)應(yīng)力場的影響...............................................455.1.4錨索長度對(duì)支護(hù)應(yīng)力場的影響...................................................455.1.5錨索間距對(duì)支護(hù)應(yīng)力場的影響...................................................465.2支護(hù)參數(shù)敏感性分析............................................................................485.3耦合性能評(píng)價(jià)........................................................................................505.4支護(hù)對(duì)策................................................................................................515.4.1支護(hù)設(shè)計(jì)原則...............................................................................515.4.2沿空巷道圍巖控制對(duì)策...............................................................525.5圍巖控制效果模擬................................................................................535.5.1數(shù)值模型的建立...........................................................................535.5.2頂板圍巖偏應(yīng)力分布特征...........................................................535.5.3圍巖位移分布特征.......................................................................545.6本章小結(jié)................................................................................................556現(xiàn)場實(shí)踐及礦壓觀測......................................................................................576.1礦壓觀測內(nèi)容及方案............................................................................576.2觀測結(jié)果分析........................................................................................586.2.1外表位移分析...............................................................................586.2.2深部位移觀測分析.......................................................................636.2.3錨桿錨索受力分析.......................................................................656.3本章小結(jié)................................................................................................667結(jié)論..................................................................................................................677.1主要結(jié)論................................................................................................677.2研究瞻望................................................................................................68以下為參考文獻(xiàn)................................................................................................................69致謝........................................................................................................................75作者簡介及讀研期間主要科研成果....................................................................771緒論1.1研究背景及意義我們國家自然資源部2021年發(fā)布的(中國礦產(chǎn)資源報(bào)告〕中指出,我們國家煤炭產(chǎn)量已經(jīng)連續(xù)30年位居世界幅較長,部分內(nèi)容省略,具體全文見文末附件7結(jié)論7.1主要結(jié)論本文以恒昇煤礦9102綜放工作面沿空運(yùn)輸巷道為工程背景,運(yùn)用理論分析、數(shù)值模擬和現(xiàn)場試驗(yàn)等手段針對(duì)巷道護(hù)巷煤柱寬度及沿空巷道圍巖控制對(duì)策進(jìn)行研究,主要結(jié)論如下:1)通過現(xiàn)場調(diào)研和觀測9102綜放沿空巷道圍巖變形、離層和裂隙發(fā)育等特征,揭示了9102綜放沿空巷道圍巖變形的主要原因在于采掘接替緊張,巷道在開挖經(jīng)過中受相鄰9104工作面采空區(qū)側(cè)向厚硬基本頂破斷、回轉(zhuǎn)下沉擾動(dòng)影響,圍巖出現(xiàn)嚴(yán)重破裂且內(nèi)部離層裂隙發(fā)育.2)扼要分析了9102綜放沿空巷道在四個(gè)典型階段的變形特征,建立巷道覆巖構(gòu)造模型,求得側(cè)向基本頂關(guān)鍵塊B在9104工作面推進(jìn)方向的長度以及基本頂在側(cè)向煤體內(nèi)的破斷長度為10.5m;分析了9102綜放沿空巷道側(cè)向基本頂斷裂位置處于煤柱上方、巷道上方、采空區(qū)側(cè)、實(shí)體煤側(cè)四種情況時(shí)巷道圍巖控制的難易程度,并計(jì)算出9104綜放工作面?zhèn)认蚧卷數(shù)臄嗔盐恢镁嗖煽諈^(qū)邊緣4.54m,煤柱理論寬度為10m.3)探究了9104工作面回采及沿空巷道開掘?qū)Σ煽諈^(qū)側(cè)向邊緣煤巖體應(yīng)力分布的影響規(guī)律,分析了在掘巷及回采期間采用不同寬度煤柱時(shí)巷道圍巖應(yīng)力分布規(guī)律及位移演化特征,確定了煤壁邊緣6m范圍內(nèi)不適宜布置巷道,在遵循煤柱設(shè)計(jì)基本原則的基礎(chǔ)上,結(jié)合理論計(jì)算及數(shù)值模擬結(jié)果,確定了9102綜放沿空巷道護(hù)巷煤柱最優(yōu)寬度為10m.4)運(yùn)用FLAC3D模擬了錨桿錨索在9102綜放沿空巷道頂板圍巖內(nèi)支護(hù)應(yīng)力場分布情況,把握了錨桿錨索預(yù)緊力、錨索長度和間距對(duì)支護(hù)應(yīng)力場分布的影響規(guī)律,定義了壓應(yīng)力區(qū)耦合系數(shù)來評(píng)價(jià)每組試驗(yàn)的支護(hù)性能,通過回歸分析得到了有效支護(hù)高度與壓應(yīng)力區(qū)耦合系數(shù)之間的關(guān)系,針對(duì)9102綜放沿空巷道圍巖進(jìn)行支護(hù)時(shí),應(yīng)使壓應(yīng)力區(qū)耦合系數(shù)大于1.4.5)通過直觀分析得出9102綜放沿空巷道圍巖中錨索間距對(duì)有效支護(hù)應(yīng)力場高度影響最為顯著,錨索預(yù)緊力和長度的影響在四因素中居中,錨桿預(yù)緊力的影響最小,并根據(jù)地質(zhì)條件和礦壓顯現(xiàn),提出圍巖控制對(duì)策,模擬比照巷道采用原有支護(hù)方案及改良支護(hù)方案時(shí)圍巖的偏應(yīng)力分布規(guī)律及位移特征,初步驗(yàn)證了支護(hù)對(duì)策的合理性.6)9102綜放沿空巷道留設(shè)10m煤柱,采用改良的支護(hù)對(duì)策后,對(duì)巷道外表變形、深部離層以及錨桿錨索受力進(jìn)行了觀測分析,觀測結(jié)果表示清楚煤柱寬度留設(shè)合理,支護(hù)方案能夠有效控制圍巖變形.7.2研究瞻望本文針對(duì)恒昇煤礦9102綜放工作面沿空動(dòng)壓巷道煤柱合理寬度及支護(hù)對(duì)策進(jìn)行了一些研究,但仍然存在很多缺乏和缺陷,如采用數(shù)值軟件研究錨桿錨索聯(lián)合支護(hù)時(shí)沒有能考慮地應(yīng)力的影響,模擬參數(shù)較少,缺乏室內(nèi)試驗(yàn)研究,模擬得到的結(jié)果可能與實(shí)際存在一定差異;針對(duì)巷道側(cè)向基本頂斷裂位置確實(shí)定,采用理論計(jì)算,沒有能在現(xiàn)場實(shí)測中確定其真實(shí)斷裂位置.因而,針對(duì)上述問題,在今后還需進(jìn)行愈加深切進(jìn)入、細(xì)致的研究工作.致謝自進(jìn)入安徽理工大學(xué),至碩士學(xué)習(xí)生涯即將結(jié)束,求學(xué)七載,人生七年,光陰漫長卻自覺短暫,在論文完成之際,回顧在安徽理工大學(xué)的求學(xué)之路,有心酸和汗水,也有快樂和收獲.經(jīng)師易得,人師難求.有幸成為孟祥瑞教授和趙光明教授的學(xué)生,在三年的碩士學(xué)習(xí)生涯中,兩位教師不僅在科研上給予了我莫大的幫助,讓我樹立了遠(yuǎn)大的學(xué)術(shù)目的,而且教師在生活中更是平易近人、樸實(shí)無華,讓我懂得了很多為人處世之道.在這里,謹(jǐn)向我的導(dǎo)師孟祥瑞教授和趙光明教授表示誠擎的謝意!在撰寫碩士論文的經(jīng)過中,趙光明教授傾注了大量的心血和汗水,無論是在論文的選題構(gòu)思和資料的收集方面,還是在論文的研究方式方法以及成文定稿方面,都得到了趙光明教授悉心細(xì)致的教導(dǎo)和無私的幫助,十分是他廣博的學(xué)識(shí)、深切厚重的學(xué)術(shù)素養(yǎng)、嚴(yán)謹(jǐn)?shù)闹螌W(xué)精神和一絲不茍的工作作風(fēng)使我終生受益,在這里表示真誠地感謝和深深的謝意!同時(shí)感謝恒昇煤礦的領(lǐng)導(dǎo)和技術(shù)工作人員給予的大量難得珍貴現(xiàn)場資料和實(shí)測數(shù)據(jù)!本論文的順利完成,與各位教師、同學(xué)的關(guān)心與幫助同樣是分不開的.在這里感謝課題教師李英明教授、高召寧教授、劉增輝教授、孫建副教授、董春亮副教授和考四明等教師的關(guān)心和指導(dǎo)!感謝課題組師兄弟以及班級(jí)所有同學(xué)在論文寫作及生活中給予的關(guān)心與幫助!感謝我的父母及家人養(yǎng)育之恩,是你們的默默支持和殷切鼓勵(lì)才讓我順利完成學(xué)業(yè)!最后,衷心感謝各位評(píng)審專家百忙之中評(píng)審本文,感謝你們對(duì)本文提出的難得珍貴意見!以下為參考文獻(xiàn)[1]張金鎖,姚書志,齊琪.我們國家煤炭資源安全綠色高效開發(fā)研究綜述[J].資源與產(chǎn)業(yè),2020(2):79-84.[2]謝和平,錢鳴高,彭蘇萍,等.煤炭科學(xué)產(chǎn)能及發(fā)展戰(zhàn)略初探[J].中國工程科學(xué),2018,13(6):44-50.[3]徐永圻.煤礦開采學(xué)[M].徐州:中國礦業(yè)大學(xué)出版社,2003.[4]韓可琦,王玉浚.中國能源消費(fèi)的發(fā)展趨勢與前景瞻望[J].中國礦業(yè)大學(xué)學(xué)報(bào),2004,33(1):1-5.[5]申寶宏.我們國家煤炭開采技術(shù)發(fā)展現(xiàn)在狀況及瞻望[C].中國科協(xié)學(xué)術(shù)年會(huì).2004.[6]曲天智.深井綜放沿空巷道圍巖變形演化規(guī)律及控制[D].中國礦業(yè)大學(xué),2008.[7]溫克珩.深井綜放面沿空掘巷窄煤柱毀壞規(guī)律及其控制機(jī)理研究[D].西安科技大學(xué),2018.a[8]王有俊,趙慶彪.大采高綜采沿空掘巷礦壓顯現(xiàn)及應(yīng)用效果[J].煤炭科學(xué)技術(shù),1994(3):7-10.[9]SalamonMDG.Energyconsiderationinrockmechanics:fundamentalresults[J].SouthAfrlnstMetall,1984,84(8):63-67.[10]何滿潮.煤礦軟巖變形力學(xué)機(jī)制與支護(hù)對(duì)策[J].煤礦支護(hù),1997(1):1-10.[11]王海東,張永吉.軟巖巷道的支護(hù)機(jī)理及應(yīng)用[J].遼寧工程技術(shù)大學(xué)學(xué)報(bào):自然科學(xué)版,2005,24(z1):26-28.[12]王衛(wèi)軍,馮濤,侯朝炯,等.沿空掘巷實(shí)體煤幫應(yīng)力分布與圍巖損傷關(guān)系分析[J].巖石力學(xué)與工程學(xué)報(bào),2002,21(11):000590-593.[13]司利軍,王軍.淺談推廣沿空掘巷的必要性和可行性[J].煤炭工程,2003(10):49-51.[14]IME.ThirdProgressReportofInvestigationintoCausesofFalls,andAccidentsduetoFallsinBordandPillarWholeWorkings-Roof-FractureControlinBords[J].TransInstMinEng1936;90(4):241-2.[15]IME.SeventhProgressReportofInvestigationintoCausesofFallsandAccidentsduetoFalls-ImprovementofWorkingConditionsbyControlledTransferenceofRoofLoad[J].TransInstMinEng1949;108(11):489-504.[16]SofianosAI,KapenisAP.Numericalevaluationoftheresponseinbendingofanundergroundhardrockvoussoirbeamroof[J].InternationalJournalofRockMechanicsMiningSciences,1998,35(8):1071-1086.[17]SofianosAI.Analysisanddesignofanundergroundhardrockvoussoirbeamroof[J].InternationalJournalofRockMechanicsMiningSciencesGeomechanicsAbstracts,1996,33(2):153-166.[18]錢鳴高,張頂立,黎良杰,等.砌體梁的S-R穩(wěn)定及其應(yīng)用[J].礦山壓力與頂板管理,1994(3):6-11.[19]錢鳴高,繆協(xié)興.采場砌體梁構(gòu)造的關(guān)鍵塊分析[J].煤炭學(xué)報(bào),1994(6):557-563.[20]曹勝根,繆協(xié)興,錢鳴高.砌體梁構(gòu)造的穩(wěn)定性及其應(yīng)用[J].東北煤炭技術(shù),1998(5):21-25.[21]錢鳴高.巖層控制的關(guān)鍵層理論[M].中國礦業(yè)大學(xué)出版社,2003.[22]錢鳴高,繆協(xié)興.采場上覆巖層構(gòu)造的形態(tài)與受力分析[J].巖石力學(xué)與工程學(xué)報(bào),1995,14(02):97-097.[23]宋振騏.實(shí)用礦山壓力控制[M].中國礦業(yè)大學(xué)出版社,1988.[24]盧國志,湯建泉,宋振騏.傳遞巖梁周期裂斷步距與周期來壓步距差異分析[J].巖土工程學(xué)報(bào),2018,32(4):538-541.[25]朱德仁.長壁工作面老頂?shù)钠茢嘁?guī)律及其應(yīng)用[D].中國礦業(yè)大學(xué),1987.[26]何廷峻.工作面端頭懸頂在沿空巷道中破斷位置的預(yù)測[J].煤炭學(xué)報(bào),2000,25(1):28-31.[27]侯朝炯,李學(xué)華.綜放沿空掘巷圍巖大、小構(gòu)造的穩(wěn)定性原理[J].煤炭學(xué)報(bào),2001,26(1):1-7.[28]柏建彪.沿空掘巷圍巖控制[M].中國礦業(yè)大學(xué)出版社,2006.[29]宋振騏,蔣金泉.煤礦巖層控制的研究重點(diǎn)與方向[J].巖石力學(xué)與工程學(xué)報(bào),1996,15(2):109-109.[30]王紅勝.沿空巷道窄幫蠕變特性及其穩(wěn)定性控制技術(shù)研究[D].中國礦業(yè)大學(xué),2018.[31]姜耀東,宋紅華,馬振乾,等.基于地應(yīng)力反演的構(gòu)造應(yīng)力區(qū)沿空巷道窄煤柱寬度優(yōu)化研究[J].煤炭學(xué)報(bào),2021,43(02):319-326.[32]張鵬鵬,郝兵元,王凱,等.綜放開采沿空掘巷小煤柱寬度留設(shè)及支護(hù)技術(shù)研究[J].煤炭科學(xué)技術(shù),2021,46(05):40-46.[33]崔楠,馬占國,楊委,等.孤島面沿空掘巷煤柱尺寸優(yōu)化及能量分析[J].采礦與安全工程學(xué)報(bào),2021,34(05):914-920.[34]SalmiEF,NazemM,KarakusM.Theeffectofrockmassgradualdeteriorationonthemechanismofpost-miningsubsidenceovershallowabandonedcoalmines[J].InternationalJournalofRockMechanicsMiningSciences,2021,91:59-71.[35]HamiltonD,ELF,ArnoldDA,HaganTO,Miningatdepth-themajorissues[C]:in2ndProc.GroupMiningSymposium,Johannesburg,Se.Pt.1985:165-171.Johannesburg:AngloAmericanCorporation,1985.[36]MarkC,BartonTM.Anewlookattheuniaxialcompressivestrengthofcoal[C].The2ndNorthAmericanrockmechanicssymposium.Rotterdam,Netherlands:Balkema,1996:405-412.[37]JaegerJC,CookNGW,ZimmermanR.Fundamentalsofrockmechanics[M].JohnWileySons,2018.[38]PileckiZ.Dynamicanalysisofminingtremorimpactonexcavationincoalmine[J].FLACandNumericalModelinginGeomechanics,1999:397-400.[39]陳炎光,陸士良.中國煤礦巷道圍巖控制[M].徐州:中國礦業(yè)大學(xué)出版社,1994.[40]劉貴,張華興,徐乃忠.深部厚煤層條帶開采煤柱的穩(wěn)定性[J].煤炭學(xué)報(bào),2008,33(10).[41]王永,朱川曲,陳淼明,等.窄煤柱沿空掘巷煤柱穩(wěn)定核區(qū)理論研究[J].湖南科技大學(xué)學(xué)報(bào),2018,25(4).[42]劉增輝,康天合.綜放煤巷合理煤柱尺寸的物理模擬研究[J].礦山壓力與頂板管理,2005(1):24-26.[43]趙國貞.厚松懈層特厚煤層綜放開采巷道圍巖變形機(jī)理及控制研究[D].中國礦業(yè)大學(xué),2020.[44]BrownET.PuttingtheNATMintoperspective[J].TunnelsTunnellingInternational,1981,13(10).[45]韓瑞庚.地下工程新奧法[M].科學(xué)出版社,1987.[46]于學(xué)馥,喬端.軸變論和圍巖穩(wěn)定軸比三規(guī)律[J].有色金屬,1981(3):18-25.[47]于學(xué)馥.軸變論與圍巖變形毀壞的基本規(guī)律[J].鈾礦冶,1982(1):10-19+9.[48]馮豫.我們國家軟巖巷道支護(hù)的研究[J].礦山壓力與頂板管理,1990,2(2):1-5.[49]陸家梁.軟巖巷道支護(hù)原則及支護(hù)方式方法[J].軟巖工程,1990,3(3):20-24.[50]鄭雨天.關(guān)于軟巖巷道地壓與支護(hù)的基本觀點(diǎn)[J].軟巖巷道掘進(jìn)與支護(hù)論文集,1985,5:31-35.[51]朱效嘉.錨桿支護(hù)理論進(jìn)展[J].光爆錨噴,1996,3(1):14.[52]董方庭等.巷道圍巖松動(dòng)圈支護(hù)理論及其應(yīng)用技術(shù)[M].北京:煤炭工業(yè)出版社,2001.[53]方祖烈.拉壓域特征及主次承載區(qū)的維護(hù)理論[J].世紀(jì)之交軟巖工程技術(shù)現(xiàn)在狀況與瞻望,1999.[54]何滿潮,謝和平,彭蘇萍,等.深部開采巖體力學(xué)研究[