UDEC模擬實例與解析

1、精選文檔.精選文檔.UDEC實例翻譯與命令解析翻譯：珠穆朗瑪1地震誘發(fā)地層坍塌Seismic-InducedGroundfall問題描述本例展示使用UDEC模擬分析地震誘發(fā)地層坍塌的一類的問題,模型見圖1.1,該模型基于加拿大安大略省薩德伯里市鷹橋公司弗雷則礦34-1-554切割斷面的一個剖面圖的結(jié)構(gòu)和尺寸.用二維平面應(yīng)變模型代表垂直于超采軸向方向的平面效應(yīng)，超采面高5m,寬10m.Time-varyingStressAppliedIIIWIITIITTTFigure1.1UDECmodelforseismic-inducedgroundfall假定兩個連續(xù)節(jié)理交叉平面分析:一個角度為45度,

2、另一個為-9度,兩者節(jié)理間距均為5m,為了演示的目的,一個近似垂直的“虛擬節(jié)理”也被添加到塊體內(nèi)開挖面頂部以增強不穩(wěn)定性。圍巖參數(shù)來自試驗室平均測試數(shù)值，假定巖石塊體參數(shù)如下：density3000kg/m3YoungWmodulus75,000MPaPoissonsratio0.18假定塊體僅具有彈性行為，節(jié)理假定符合庫倫滑動準(zhǔn)則，選擇典型的教課書數(shù)值作為節(jié)理參數(shù)，如下：jointnomialstiihiess20,000MPa/m20.000MPa/m30jointsheaistiffiiessirictionanglecohesion初始應(yīng)力狀態(tài)按各向同性估計為24Mpa（假定垂直荷載由

3、覆蓋深度大約800m的巖層產(chǎn)生）。UDE分析UDEC模擬順序分三個階段,首先,模型在初始應(yīng)力狀態(tài)下進行無超采固結(jié).其次,進行開挖并且模型循環(huán)至平衡狀態(tài).本階段超采面周圍的應(yīng)力分布見圖1.2.超采正上方和下方的塊體滑動后穩(wěn)定.在第三階段.估計了兩個不同的峰值速度的地震事件.對所有地震模擬,在問題域的外周邊界引入粘滯邊界用以消除波的反射.從而模擬有限的巖體,地震事件用施加到模型頂部y方向的正弦應(yīng)力波表現(xiàn)應(yīng)力波被疊加到已存在的初始地應(yīng)力上在第一個模擬中，施加pa的峰值應(yīng)力,應(yīng)當(dāng)注意的是,由于粘滯邊界條件實際是在模型頂部,施加的有效影響應(yīng)力應(yīng)該是MPa/2,orMP秒后的開挖面拱頂?shù)膽?yīng)力分布見圖，兩點

4、的位移被監(jiān)測,1點位于開挖面的左角,點2位于拱頂塊體的右角,圖的位移時間曲線顯示兩點本質(zhì)上是彈性反應(yīng)JOBTITLE:SEISMICINDUCEDROOFCOLLAPSEUDEC(Version4.00LEGEND2F-Aug-D423:10cyde2040tme5.5E-O1sec捉ockpintprincipalminimum=-5.3fl3E+01maxirTwim=3.049E+(H02E2ItascaConsulthgGroup,Inc.Minneapolis,MinneEOtaUSA.i血-d苗o電油a_-SM_-nuoti,-HQCClFigure1.2Stressdinbitt

5、iouaroundexcavationatendofexcavationstageFigure1.4y-displficemenrhisronesfortwopointsonexcavarionboundaty(appliedstress=1.25xcos(2jt100r)J本例關(guān)心的問題是在模型頂部施加的速度和計算速度的對比,下面的公式可以用以估計施加的波速.(J2tpCp)(1-1)whereCp=(K-b廣使用這個方程，施加的最大波速大概是/sec，圖顯示的峰值波速小于/sec.估計的波速和監(jiān)測波速的不同在于使用的圍巖模量.而是沒有考慮節(jié)理變形的相等變形模量.在第二個案例中，施加應(yīng)力波峰

6、值Mpa(有效應(yīng)力p秒后的開挖拱頂應(yīng)力分布見圖該圖顯示出拱頂巖體不受力,表面該塊體已經(jīng)松散并正在下落.對于關(guān)心的問題,后來三個時間的幾何體和應(yīng)力分布見圖至圖1.10.在問題的頂部預(yù)測的波速(從上面的方程)是/sec.從模型中計算的波速見圖1.11,再次，由于使用的是原巖彈性模量而不是巖體的變形模量導(dǎo)致預(yù)測和監(jiān)測的波速之間的差異.節(jié)包含了該模型的數(shù)據(jù)列表，該列表包含了一個FISH函數(shù)(show)被用來創(chuàng)建坍塌的動畫文件，每隔秒俘獲一個顯示的圖片通過改變FISH參數(shù)timeint可以改變動畫幀的間隔.視圖的總數(shù)也可以通過改變snap_shot的數(shù)值進行改變.為了顯示80幀的顯示圖片而創(chuàng)建的該電影文

7、件需要大概13MB的硬盤空間.JOBTITLE:SEISMICINDUCEDROOFCOLLAPSEUDEC(Version4.00)LEGEND27-AU0-D423:1112432time2.500E-015bockplotprodpalstressesmhimium=-5.8Q3E+O1maxirnun=4.58QE+ODInniiiiihiiiiiiiilD2E2velocilyvectorsruafflinwn=3.01E+ffi01E1FtascaConsultingGroup,Inc.Minneapolis,MinnesotaUSA一dMo_-aFoe,-aouFigure1.8

8、StressdisrHbHtiottn尸onndexcavarionafter0.25seconds(appliedstress-12.5xcos(2tt100切JOBTITLE:SEISMICINDUCEDROOFCOLLAPSEUDEC(Version4.00LEGEND27-AU0-D423:13cyde225time5.QME-01sec帆ockplotprincipalstressmhimumi=-5.775E+O1naximwn=4.719E+M02E2velocilymainMn=4.968E+：,-UMUnri_乜血aiorodFigure1.9Stressdisfribnfi

9、otiaroundexcavtiriotiafter0.50seconds(appliedstress=12.5xcos(2tt100切UDEC(Version4.00)i；b4)D1)0.000.20Q-4DD.ea0_BDl.oa1_2D1.4(L6D1.302-DD(eXI2)JOBTITLE:SEISMICINDUCEDROOFCOLLAPSELEGEND27-AU0-D423:10cyde2B71time1.E-02sechiEloryplot-5,B6E-D16.O3E-O1Vs.2.41E-O42.DDE-a2kascaConsultingGroup,Ire.Minneapoli

10、s,Minng&otaUSAFigure1.11Plotofy-velocif)artopofmodel(appliedstress=12.5xcos(2jtio0t)數(shù)據(jù)文件列表ExampleSEISMIC.DATtitleSEISMICINDUCEDROOFCOLLAPSE地震誘發(fā)拱頂坍塌5roun;defineoriginalboundaryofmodeledregion定義模型區(qū)域的原始邊界block-25,-20-25,2025,2025,-20;generatejointpatternoverentireoriginalregion在整個原始區(qū)域生成節(jié)理形態(tài)jregionid1-2

11、5,-25-25,2525,2525,-25jset45,0200,00,05.0,0(0,0)rangejreg1jset-9,0200,00,05.0,0(0,0)rangejreg1;putinjointsneededforthelaterexcavation為了后面開挖而設(shè)置的節(jié)理crack-5.01,-2.515.01,-2.51crack-5.01,2.515.01,2.51crack-5,crack5,-2.55crack2.25,2.;generatefdefzonesandassignjointproperties(mat=1&jmat=1;default)生成單元和設(shè)置節(jié)理

12、參數(shù)generateedge9.0range-30,30-30,30propmat=1d=0300k=39060g=31780propjmat=1jkn=20000jks=20000propjmat=1jf;applyboundaryconditionsandinitialconditionsto在地應(yīng)力下施加邊界條件和初始條件;consolidatemodelunderfieldstressesboundstress=-24.0,0.0,-24.0ygrad=-0.30-0.3insitustress=-24.0,0.0,-24.0ygrad=-0.30-0.3boundyvel0.0ran

13、ge-26,26-21,-19grav0.0-1;trackthex-displacement,andy-displacementovertime追蹤位移histsolvehistxdis=0,7ydis=0,7type1solverat1e-5;saveconsolidatedstatesaveseismic1.sav;makeexcavationdeleterange-5,5-2.5,2.5solverat1e-5;saveexcavatedstatesaveseismic2.sav5restseismic2.sav;applyseismicloadfromtop(peakvelocity

14、=0.04m/sec);setupnonreflectingboundaryboundmat=1boundxviscrange-26-23-2121boundxviscrange2326-2121boundxviscyviscrange-2626-21-19boundxviscyviscrange-26261921;applysinusoidalstresswaveboundstress00-1.25yhist=cos(100.0,0.0195)range-262619215resettimehistdisprothistydis(-4.48,2.57)histydis(0,2.57)yvel

15、(0,2.57)yvel(4,2.8,2.57)histyvel(0,20)yvel(25,10)yvel(25,-10)yvel(0,-20)histyvel(-25,-10)yvel(-25,10)histsxx(25,10)sxx(25,-10)sxx(-25,-10)sxx(-25,10)histsyy(0,20)5mass;0.02sec.cysaveseismic3.sav5restseismic2.sav;applyseismicloadfromtop(peakvelocity=0.4m/sec);setupnonreflectingboundaryboundmat=1bound

16、xviscrange-26-23-2121boundxviscrange2326-2121boundxviscyviscrange-2626-21-19boundxviscyviscrange-26261921;applysinusoidalstresswaveboundstress00-12.5yhist=cos(100.0,0.0195)range-26261921resettimehistdisphistydis(-4.48,2.57)histydis(0,2.57)yvel(0,2.57)yvel(4,2.8,2.57)histyvel(0,20)yvel(25,10)yvel(25,

17、-10)yvel(0,-20)histyvel(-25,-10)yvel(-25,10)histsxx(25,10)sxx(25,-10)sxx(-25,-10)sxx(-25,10)histsyy(0,20)5masssaveseismov.sav5;0.02sec.cysaveseismic4.sav;0.25sec.cysaveseismic5.sav;0.50sec.cysaveseismic6.sav;0.75seccysaveseismic7.sav5restseismov.sav;makeamovieofthegroundfall5wind-1212plotblockvelmax

18、2.0bluestressmax50movieonmoviefile=seismic.dcxmoviestep1000step40000隧道支護荷載TunnelSupportLoading問題陳述本例模擬展示了UDEC在檢查襯砌隧道方面的應(yīng)用,著重強調(diào)了荷載在混凝土襯砌中的發(fā)展,本例也解釋了模擬連續(xù)建造操作中獨立階段的模擬程序.隧道系統(tǒng)的理想幾何體見圖系統(tǒng)包含在海床下大約70m（中線）深度，中線間距12m的兩個隧道，初始水位在隧道中線上方110m處服務(wù)隧道直徑，襯砌厚度37cm.主隧道直徑,襯砌厚度46cm.服務(wù)隧道先于主隧道開挖和襯砌隨后設(shè)置主隧道襯砌，水位上升增加到100m.70mbene

19、athseabedMailitiiiiiieL.,22mdiameter.with46cmthickconcretelinerSen-icetimneL5.24mdiameter.with37cmthickconcreteliner12mFigure3.1Idealizedgeometryofsenicetunnelandmaintunnel施工順序是:(1)開挖服務(wù)隧道excavationoftheservicetunnel;(2)襯砌服務(wù)隧道liningoftheservicetunnel;(3)開挖主隧道excavationofthemaintunnel;(4)襯砌主隧道liningof

20、themaintunnel;and(5)升高水位raisingofthewaterlevel.分析的目的是評價每個施工階段服務(wù)隧道和主隧道支護狀況.本例的材料參數(shù)見下:巖體開挖隧道的圍巖參數(shù)為：彈性模量elasticmodulus0.89GPa泊松比Poisson單軸抗壓強度uniaxialcompressivestrength3.5MPa粘聚力cohesion1MPa密度density1340kg/m3混凝土襯砌彈性模量為24GPa，泊松比為0.19.假定襯砌為線彈性材料。UDEC分析本問題創(chuàng)建的UDEC模型見圖，隧道中心線在Y=-70的位置，注意，模型邊界距隧道開挖面很近，本模型為了演示的

21、目的只是提供一個快速計算，實際計算時應(yīng)采用大的模型。底邊和側(cè)邊界采用滾軸固定，海底之上海水的重量按30m的水頭施加在模型表面上，假定隧道為線性防水襯砌，因此不需要進行瞬態(tài)地下水流分析。忽略孔隙水壓力，而將巖體單位重量設(shè)置為浮容重。垂直對水平應(yīng)力比率假定為靜水壓力。對本例而言，上面列的5個施工順序按三個階段進行模擬，主隧道開挖和服務(wù)隧道襯砌按一個瞬時的活動進行模擬。主隧道襯砌和水位上升也假定瞬時產(chǎn)生，這些活動可以通過線性（梯度）降低隧道周圍反力或者設(shè)定產(chǎn)生一些松弛后安裝支護而被分開模擬。在模擬的第一階段，在重力應(yīng)力被初始化到塊體中后，服務(wù)隧道被開挖，UDEC循環(huán)直到達到平衡狀態(tài)，彈性位移結(jié)果見圖

22、3.3.JOBTITLE:UDEC(Version4.00)LEGEND27-Aug-D423:25cycle1980time7.365E-D1seczonesinfttefblocksblockplotItascaConsultingGroup,Inc.Mlinneapolts,MinnesotaUSAD.5WFigure3.2UDECmodelzoningwithservicetunnelexcavatedJOBTITLE:UDEC(Version4.00)LEGEND27-Aug-0423:25cycfe1980time7.365E-D1secdisplacementvectorsmax

23、imum=3.940E-0311111111111111111111102E-2boundaryplotItascaConsultingGroup,Inc.MinneapDlis,MinnesotaUSAFigure3.3Elasticdisplacementsduetoexcavationofservicetnfinel0igure3.4DisplacementsafterminingofmaintunnelJOBTITLE:C1EF1；UDEC(Version4.00)j_-5Ja5DLEGEND.-5.7S3lllllllllll3E-2structuraletenientsplotte

24、d_-.7S0-7Z5D.-7.7S025B2.TEO4J504.7EQItascaConsultingGnoup,Inc.Minneapolis,MinnesotaUSA27-Augi-O423:27cycfe3440tfnie1.281E+0Dsecblockplotdiisplacenientvectorsmaximum=7.375E-03i23D3.730ricpij在第二階段,襯砌服務(wù)隧道和開挖主隧道.采用16個梁單元來模擬服務(wù)隧道混凝土襯砌,圖和圖顯示了主隧道開挖后的位移和主應(yīng)力分布狀況.注意,整個服務(wù)隧道向主隧道轉(zhuǎn)移.JOBTITLE:UDEC(Version4.00)LEGEN

25、D27-Aug-0423:27cycfe3440time1.281E+O0secblockptotprincipalstressesminfmuni=-1.S82E+O6maxiiniLini=-1.142E+D401IE7structiuinalelementsplottedItascaConsultingGroup.,Inc.Minneapdis,IMinnesotaUSAr10*1j-S2S0_-5.7=0.7D,-7jaa,-7-7=nFigure3.5Principalstressdistributionafterminingofmaintunnel在第三個階段,一個額外的荷載被施加

26、在模型的頂部用來模擬增加的100m的水的重量,使用STRUCTapplypressure命令來施加靜水壓力荷載(施加到隧道襯砌上),用以代表隧道中心線上210m的水位.圖3.6和圖顯示了施加額外荷載后相應(yīng)的軸力和彎矩分布,服務(wù)隧道最大軸力為X106N,主隧道最大軸力為X106N.(10*1)-5.25DJOBinTLE:UDEC(Version4.00)LEGEND1Sep-0416:08cycle5110time1.903E+00secAxialForceonStructureType#Max.Valuestruct25.590E+06AxialForceonStructureType#Ma

27、x.Valuestruct19.055E+06structuralelementsplotted_-5.75D_-6.250_-6.75D_-7.250_-7.750ItascaConsultingGroup,Inc.Minneapolis,MinnesotaUSA2750-13J504.750Figure3.6inlinersafterwaterlevelisraisedFigure3.7MomentinlinersafterwaterlevElisraisedJOBIRTLE:UDEC(Version4.00)LEGEND_-5.7-6.25D_-o.75D-7.25D.-7.75D225

28、D27503.75Q4.25D4.75DItascaConsultingGroup,Inc.Minneapolas,MinnesotaUSA1Sep-0416:08cyde5110time1.903E+00seconStructureMax.Value1.381E+05onStructureMax.Value1.619E+05MomentType#struct2MomentType#struct1structuralelementsplotted32500,-9060,-9030,U42,0U630,-9042,-90數(shù)據(jù)文件列表ExampleTUNNE;tunnelsupportloadin

29、g5block0-3060-3060-900-90rouncrack0-7060-70crack30030-90crack42042-90tun30-704.1112tun42-702.628tun30-705.512tun42-705.512gened;initialstressstateboundstress1.02e501.02e5ygrad1.34e4;boundstresssxxosxyosyyoygradsxxysxyysyyy;sxx=sxxo+(sxxxx)+(sxxyy)insitstres1.02e524e40zgra01.34e4gravity0-10;rockprope

30、rtiespropmat=1d=1340zonemodelmohrzoneshear=.33e9bulk=.99e9coh=1e;propmat=1d=1340g=.33e9k=.99e9coh=1;changecon=3;elasticjointpropertiespropjmat=1jkn=1e9jks=1e9jcoh=1e10jtens=1e10;cycletoinitialequilibriumhistsolvetype1solverat1e-5savetun1.sav;excavateservicetunneldel4044-72-68bound-11-910 xvel=0.0bou

31、nd-190-91-89yvel=0.0bound5961-910 xvel=0.0;historiesaroundtunnel1histydis42-67sxx42-67histydis42-73sxx42-73histxdis39-70syy39-70histxdis45-70syy39-70;historiesaroundtunnel2-70syy35.0-70resetdispjdispsolverat1e-5savetun2.sav;lineservicetunnelstructgenxc=42yc=-70npoint=16mattheta360propmat=5st_d=2400p

32、ropmat=5if_kn=1e8if_ks=1e7if_cohe10;excavatemaintunneldel2832-72-68resetdispsolverat1e-5savetun3.sav;linemaintunnelstrucgenxc=30yc=-70npoint=8mat=5thick=0.46fang=22.5theta-360;addadditionalloadrepresentingraisedwaterlevelboundstree6range-191-31-29;addhydrostaticloadstotunnellinersstructapplyp6e6rese

33、tdispsolverat1e-5savetun4.savret流體和動態(tài)荷載下的重力壩分析問題描述本例展示了一個坐落在節(jié)理巖體基礎(chǔ)上的100m高混凝土重力壩建造問題,節(jié)理平均間距是50m,節(jié)理方向為20度和-70度，主要研究了兩個荷載條件,首先是研究包含流體在巖體裂隙內(nèi)滲流的水庫蓄水效應(yīng)分析.其次,為了研究潛在地震類型的荷載,一個動態(tài)波被施加在模型的基礎(chǔ)上進行分析.UDEC分析本問題的UDEC模型見圖。模型理想化的展示了一個坐落在節(jié)理巖體基礎(chǔ)上的重力壩目的是展示這種類型問題的推薦求解過程。數(shù)據(jù)文件見節(jié)，按下面的順序進行分析。Figure4.1UDECmodelofgravitydamwith

34、principalstressesplottedatStage1第一步：重力荷載空的水庫假定初始應(yīng)力狀態(tài)下的有效應(yīng)力比率為oH/oV=，水位假定在y=0，由大壩重量產(chǎn)生的初始應(yīng)力狀態(tài)和未蓄水的水庫見圖。注意，使用INSITU命令設(shè)定的應(yīng)力是總應(yīng)力，被加載在塊體上。對節(jié)理裂隙，UDEC計算有效應(yīng)力并將域壓力設(shè)置到靜水壓力。第二步：水庫蓄水本階段，假定水位上升到大壩的頂部，在大壩上游側(cè)和巖石基礎(chǔ)處施加靜水壓力作用，在側(cè)邊界由于施加在大壩上的荷載產(chǎn)生的水平反作用力被認(rèn)為是滾軸支撐。對于流體滲流假定下面的條件：假定沿著模型底部和側(cè)邊的節(jié)理裂隙連接滲透性為零。大壩上游的巖體面，通過使用BOUND命P令將

35、水頭固定在100m(pa)下游面，水頭設(shè)置為零。大壩和巖體基礎(chǔ)交界面假定有較低的滲透性。使用穩(wěn)定流體算法(SETflowsteady)選定的第二步結(jié)果見圖至圖，蓄水后的位移結(jié)果見圖。大壩頂部的X方向和Y方向位移歷史見圖。后來的圖形顯示蓄水后模型處于平衡狀態(tài)。圖的流體速率顯示了大多數(shù)流體被集中在大壩基礎(chǔ)下面的裂隙內(nèi)。圖顯示了沿著節(jié)理(atx=-33.42,y=7)的法向和剪切位移。正法向位移表明在本階段節(jié)理張開。在位置x=-22.1,y=處沿著裂隙的流體壓力歷史見圖。Citral旳日E1LE:WATERLOADSANDFLOWUDEC(Version4.CKJfLEGEND27-Ajug-(M2

36、2:52cycle1790tine3-)E+DDs&cflowtire=3.390E+(X)secblockplatdisphcemefitvectormaximuim=2.923E-020IEprinicipalstressesminimum=-5.382E+OT02E1-L-二.2-ItSEcaConsultingGroup,Inc.Minneapolis,MinneeGtaUSAiiiiiiiir嚴(yán)疔2mastinwri=2.75QE-Q2Figure4.2PrincipalstressstateanddisplacettietHsatStage2旳日TTinLE:(D曲M2WATERL

37、OADSANDFLOWe)D2)UDEC(Version4.(f0)LEGEND27-Aug4M22:52cycle1790time3_S)E+DDsecflowtime=3.390E+00secItascaConsultingGroup,ln&Minneapolis,MinnesotaUSAhistoryplotXDiEplaconentjtCrestDisplacementstCrestVs.1-2BErfH)3.a9E+O0Figure4.4FIoumfesafSrage2Figure5Shea尸andttorittaldisplaeettietitsulongJobnarx=-33.4

38、2,y=3fU7坨日E1LE:QAM2WATERLOADSANDFLOWUDEC(Version4.00)LEGEND2.DD-ItascaConsultingGroup,Inc.Minneapalis；,MinngsotaUSA2.5Dr27-Aug-0422:52cycle1790time3_S)E+DDs&cflowtirre=3.99QE+O0sechistoryplotShearDisplacementNormalDislplrceneritVs.1-2BErf)D3.a9E+DDFigure4.6Fluidpressuretndotnahiatloeatioux=22厶y=-26.

39、3UDECfVeraJcjn4.00L角END2.QD2.5DrtaccaConEulilngGroup,ln&.MinnEapD,MinpgEataUSAhJsloiyplatFluidPressmievs.13.39E+0D27-AugJ422:52CdS179Dlime3.3E0E4-M&EC11DWQme-3.B9DE+0DM!CJO3TITLE:DAlM2WATERLOADSANDFLOW第三步：動態(tài)荷載本階段中，一個垂直傳播的正弦波（frequency=5Hz）被施加在模型基礎(chǔ)上10秒種。下面的邊界條件被采用。假定底部邊界在水平（剪切）方向為無反射邊界且固定垂直方向，動態(tài)輸入以剪切

40、應(yīng)力歷史的形式被施加。類似的條件施加在自由區(qū)域的的底部?；A(chǔ)一邊的節(jié)點與自由區(qū)域的計算相關(guān)聯(lián)。自由區(qū)域被離散化成20個單元，并設(shè)定為彈塑性行為。在自由區(qū)域使用FFIELDinit命令初始化當(dāng)前靜力水平以匹配模型中的網(wǎng)格。在動態(tài)階段，由滲流階段產(chǎn)生的靜力作用仍舊被施加塊體上。因此，在無動態(tài)荷載作用時，塊體仍處于平衡狀態(tài)。在本階段，滲流計算被關(guān)閉（SETflowoff）。這是近似假定當(dāng)10秒動態(tài)荷載時無流體產(chǎn)生。圖至顯示了本階段在秒后動態(tài)荷載作用下的分析結(jié)果。每個荷載下大壩頂部X和Y方向的位移歷史見圖。在大壩下方節(jié)理的剪切和方向位移（圖）顯示了剪切位移的累積情況。注意，在圖4.10中，沿著大壩基礎(chǔ)

41、下的第一個節(jié)理產(chǎn)生了大量滑移；上游70度節(jié)理張開（無有效應(yīng)力），這個邊產(chǎn)生了較大位移，連同累計的位移顯示在圖4.8和.表明大壩很可能破壞。精選文檔.x-andy-dispIacementsatdamcrestatStageSJOBTTTLE:，；DAA工iDYNAMICLOADINGUDEC(Version4.00)LEGEB0.6DD.EiItascaConsuliJrgGroup,MMlPHE3p1.5DE-MX1CSJ4.5Dt27-AjjD22:53cycle3EJDinei.5DCF+JOBTIT1LE.:(DAM3)DYNAMICLOADINGUDEC(VersionLEGEND2

42、7-Aug-O422:53cycle3030time1-54XJE+DDsecflowtime=1.500E+(X)secblockplotdisphcementvectcrsmaxirrajm=3.801E-Q202E-1sheardisplaconent口仃fontmaxshea-disp=141IE-02gadili用thick=2.a22E-03principalstressesminimum=-6.473E+4X)maximon=-2-767E-02ItaEcainsultingGroup.Inc.Minneapolis,Minne&DlaUSAFigure4.10Dtsplaeet

43、nenfe,prineipaIstressesandjointsheardisplacesenrarStage3數(shù)據(jù)文件列表ExampleDAM.DAT;-dam-discontinuousjoints:20and-70deg.大壩-不連續(xù)節(jié)理20和-70度;-insitustresses(k=0.5)初始應(yīng)力(K=0.5)?與文中敘述不符,應(yīng)為否;-free-field(20nodes)-appliedonlyinphase3自由區(qū)域(20節(jié)點),僅在第三階段應(yīng)用;第一階段一重力荷載;固定X方向邊界;-phase1-gravityloading;x-fixedboundaries5title

44、(DAM1)IN-SITUSTRESSES;GRAVITY5;rockblocks;joints(nocohesion)巖塊節(jié)理無黏聚力propmat=1d=0265k=33333g=20000propmat=1jkn=1000jks=1000jf=30.0;節(jié)理參數(shù)為啥不用propjmat命令呢？下同;damandfoundationjoint大壩和基礎(chǔ)節(jié)理propmat=2d=0240k=16667g=12500propmat=2jkn=1000jks=1000jf=30.0jcoh=2jtens=2;abovey=-150:freefield(lowcohesion);joints(no

45、cohesion);y=-150上部自由區(qū)域(低黏聚力)節(jié)理無黏聚力propmat=3d=0265k=33333g=20000f=30.0coh=精選文檔.propmat=3jkn=1000jks=1000jf=3;belowy=-150:freefield(cohesion);joints(cohesion);y=-150下的自由區(qū)域(黏聚力)，節(jié)理(黏聚力)propmat=4d=0265k=33333g=20000f=30.0coh=2propmat=4jkn=1000jks=1000jf=30.0jcoh=2;viscousboundaries(equivalentelasticprop

46、erties);joints(cohesion);粘結(jié)邊界(等價彈性參數(shù))，節(jié)理(黏聚力)propmat=5d=0265k=11680g=11111propmat=5jkn=1000jks=1000jf=30.0jcoh=25roun;setminimumedgelength設(shè)置最小邊長setedg;setminimumcontactlength設(shè)置最小連接長setclemin=5block-200,-200-200,100200,100200,-200;模型塊體5;structure:gravitydam結(jié)構(gòu)重力壩crack-201,0201,0;根據(jù)幾何形體對塊體進行分割crack-40,

47、-1-40,101crack40,0-40,100deleterange-200,-400,100;刪除多余部分,形成壩體deleterange40,2000,1005jregionid=1-200,-200-200,0200,0200,-200;節(jié)理生成區(qū)域-基礎(chǔ)區(qū)jset20,0800,00,050,0(50,0)rangejreg1;20度jset-70,055)rangejreg1;-70度jset-70,050,050,050,0(10.40,-28)rangejreg1;-70度5changemat=1range-200,200-200,0changemat=2range-40,4

48、00,100generateedge60range-200,200-200,0;壩下基礎(chǔ)網(wǎng)格長度60generateedge30range-40,400,100;壩體網(wǎng)格長度305;alljoints所有節(jié)理changejmat=1range-210,210-210,10;cohesionbelowy=-150changejmat=4range-210,210-210,-150;foundationjoint基礎(chǔ)下節(jié)理changejmat=2range-41,41-1,1ang=-5,55;boundaryconditions:lateral:x-fixed;bottom:y-fixed邊界條

49、件boundxvel0range-201,-199-201,1;左側(cè)精選文檔.精選文檔.boundxvel0range199,201-201,1;右側(cè)boundyvel=0range-201,201-201,-199;底部;為初始域壓力設(shè)置流體密度;setfluiddensity(forinsitudomainpressures)fluiddens0.001bulk0.0setflowoffcrack-200,1005070X-FIXX-FIX-200,-200200,-200-FIX;setgravity;setin-situstresses(total)insitu-210,210-210

50、,0ygra1788&17885ywtab=05histtype=2histunbalsolve_ratiohistxdis=-40,100ydis=-40,1005;dampautosolverat1e-5;-phase2-waterloadsandflowtitle(DAM2)WATERLOADSANDFLOWresetdisjdishist;flowproperties;abovey=-150propmat=1jperm=3.0e8azero=01ares05propmat=3jperm=0.0azero=00055;belowy=-150propmat=4jperm=3.0e8azer

51、o=01ares05propmat=5jperm=0.0azero=00055;foundationjointpropmat=2jperm=3.0e8azero=002ares015;setmax.aperturesetcaprat=2.05;setlateralandbottomboundarycontactstozeropermeabilitychangejmat=3range-201,-199-150,1changejmat=3range199,201-150,1changejmat=5range-201,-199-201,-150changejmat=5range199,201-201

52、,-150changejmat=5range-201,201-201,-199;在大壩上游固定水頭(蓄水后);下游為零;fixheadupstreamofdam(fullreservoir);downstreamiszeroboundpp=0.980range-201,-39-1,1;在大壩上游施加垂直水荷載;applyverticalwaterloadupstreamofdamboundstrerange-201,-39-1,1;對大壩施加水平荷載;applyhorizontalloadtodamboundstress=-0.980,0,0ygrad0.0098,0,0range-40,;固

53、定側(cè)邊界(水平);fixlateralboundaries(horizontally)boundxvel=0range-201,-199-201,1;左側(cè)boundxvel=0range199,201-201,1;右側(cè)boundyfreerange-201,-199-199,-1;左側(cè)boundyfreerange199,201-199,1;右側(cè);monitorcontactvariablesatx=-33.42y=-30.37histsolve_ratiotype=1histxdis(-40,100)ydis(-40,100)histsdis(-33.42,-30.37)ndis(-33.4

54、2,-30.37);(flowratethrucontact)histflowrate(-33.42,-37);(domainhead)x=-22.14,y=-26.27histpp-25;fluidproperties(nonzerobulkmodulus)fluiddens0.001bulk200;switchonfastflowlogicsetflowsteady5solverat1e-55s5;-phase3-dynamicloading:shearwaveatbaseofmodel;free-fieldlateralboundaries;withconstantdomainpress

55、ures;nofluidflowbysetting:;fluiddens0.001bul;dynamicdomainpressureisalsopossiblebysetting:;fluiddens0.001bulk200;thedynamicsolutionislessconservativeandpredictslessmovement.5title(DAM3)DYNAMICLOADING5;switchoffflowfluiddens0.001bulk0.0setflowoff5;generatefree-field(20nodes);cohesionbelowy=-150;fixed

56、bottomffieldgenyrange(-200,0)np20ffieldchangemat=3cons=3rangey-150,0ffieldchangemat=4cons=3rangey-200,-1505;initializeFFstresses(sameasinsitustresses)85ffieldiniszz087985;fixbottomffieldbasexvel=0ffieldbaseyvel=05;cyclewithFFnotappliedtogrid;toverifythatFFstressesareinequilibriumresettimehisthistn1h

57、istffyd-1001histffsxx-1001cycle100savedam2a.sav5resettimehist5;applydynamicboundaryconditions:viscousboundariesandfree-fieldboundmat=5boundffrange-201,-199-201,1boundffrange199,201-201,1boundxviscrange-201,201-201,-1995;amplitudeofshearwave:0.2MPa;freq.=5hz.boundstress0,0.4,0hist=sin(5.0,10.0)range-

58、201,201-201,-1995;fixy-velatbottomboundyvel=0range-201,201-201,-1995;bound.cond.atbaseoffree-fieldffieldbasesxy=0.4hist=sin(5.0,10.0)ffieldbasexvisc5histty=3histxvel(-40,100)yvel(-40,100)histxdis(-40,100)ydis(-40,100)histsdis(-33.42,-30.37)ndis(-33.42,-30.37)histsstr(-33.47)srat(-33.42,-30.37)histff

59、xdis0,1ffxdis0,2histffxvel0,1ffyvel0,1ffxvel-200,2ffyvel-200,2histxdis-2000ydis-20005;dynamicdampingdamp0.102.0mass5;nomassscalingmscaleoff5cy5labelhist1XVelocitylabelhist2YVelocitylabelhist3XDisplacementlabelhist4YDisplacementlabelhist5JointShearDisplacementlabelhist6JointNormalDisplacementsplhist1

60、2plhist34plhist56plbldispshearstress5ret水泥注漿模擬CementGroutingSimulation問題描述賓漢姆流體模型作為一個合適的水泥基注漿模型被廣泛接受(見,例如Littlejohn(1982),Hassleretal.(1987)andLombardi(1985),本模擬展示了在UDEC中賓漢姆流體的應(yīng)用.問題幾何體展示了一個包含一個圓柱形鉆孔(直徑)的規(guī)則節(jié)理巖體橫斷面.巖體假定服從平面應(yīng)力狀態(tài)(oxx=0.2MPaandoyy=0.1MPa).通過保持鉆孔內(nèi)的指定壓力來模擬漿液注入過程，壓力增量為2000Pa,每一步均進行流體條件的檢查.巖