UDEC模擬實(shí)例與解析

.與令解析文檔..1Groundfall1.1UDEC,1.1,

.,,:

45,-9,,虛也被添到體內(nèi)開(kāi)頂部以增強(qiáng)不性。圍巖參數(shù)來(lái)自試驗(yàn)室測(cè)試數(shù)值巖石塊體參數(shù)如：塊體僅具有性合庫(kù)滑動(dòng)選擇典參文檔..24Mpa800m分析UDEC模擬順序分三個(gè)階,首先,模型在下進(jìn)行超采結(jié)其次,進(jìn)行開(kāi)挖并且型循至平本階段超采面周?chē)植?.2.超正上方和下塊體滑穩(wěn).在第階了個(gè)不峰值地震事.對(duì)所有地模題域周邊引入滯邊用以除波反從而模有限體地事件用施加到模型頂部弦表.波到地上.在個(gè)擬施加pa值粘滯邊件在模型頂施加有

MPa/2,挖面分布見(jiàn)圖,兩被挖面,頂,圖兩本上.文檔..文檔..,,/sec,..,

Mpa(..1.10.

,()/sec.1.11,,

.一FISH函()被創(chuàng)建塌動(dòng)畫(huà)件,隔俘獲.通改FISHtime_int改動(dòng)畫(huà)幀文檔...snap_shot.為顯示幀片而創(chuàng)該電影文件B硬盤(pán)空.文檔..文檔..文檔..1.3SEISMICROOFCOLLAPSE;;-25,-20-25,2025,2025,-20;1-25,-25-25,2525,2545,0200,00,05.0,0-9,00,05.0,01;5.01,-2.51crack2.515.01,2.51crack-5,crack5,-2.55crack2.25,2.;zonesedge9.0range-30,30-30,30k=39060g=31780jks=20000;下施加條初條;consolidatestressesstress=-24.0,0.0,-24.00-0.3stress=-24.0,-24.00-0.30.0-26,26grav0.0-1;y-displacementsolve11e-5;save;makeexcavationdeleterange-5,5-2.5,2.51e-5;excavatedsave;seismic2.sav;seismic;文檔.

追蹤位移.;-26-23-21visc-2121viscvisc-2626viscvisc-2626;apply00-1.25hist=cos(100.0,0.0195)261921;disp(-4.48,2.57)(0,2.57)vel(0,2.57)yvel(4,2.8,2.57)yvel(0,20)y(25,10)y(25,-10)vel(-25,-10)vel(-25,10)sxx(25,10)x(25,-10)sxx(-25,-10)x(-25,10)syy(0,20);mass;0.02cysaveseismic3.sav;;applyseismic=0.4;-26-23-21visc-2121viscvisc-2626viscvisc-2626;applystress00-12.5hist=cos(100.0,0.0195)-26261921(-4.48,2.57)(0,2.57)vel(0,2.57)yvel(4,2.8,2.57)yvel(0,20)y(25,10)y(25,-10)vel(-25,-10)vel(-25,10)sxx(25,10)sxx(25,-10)x(-25,-10)x(-25,10)syy(0,20);seismov.sav;;文檔..cysaveseismic4.sav;0.25cysaveseismic5.sav;0.50cysaveseismic6.sav;0.75seccysaveseismic7.sav;;make;12max2.0maxseismic.dcx10003nnelSupport3.1UDEC,,

.

70m()

上.務(wù)徑厚主直徑,100m.

46cm..,到文檔..:

(3)cavation(4)level..:—

0.89GPa’單軸壓度3.5粘聚密度

1density13403混凝—24，0.19.假定線(xiàn)3.2UDEC題創(chuàng)建UDEC型圖中線(xiàn)在置文檔..。底邊和側(cè)邊界軸固定海底之上海水量按水頭施加在表上假隧線(xiàn)性防水襯砌此需要進(jìn)行態(tài)地下水流分析忽略孔隙壓力而巖單重設(shè)置浮重垂對(duì)平力比率假定水力。對(duì)例言列

5施工順序按三階段進(jìn)行擬隧服務(wù)隧襯砌按瞬活進(jìn)行擬主襯砌和位上也假定產(chǎn)生些動(dòng)以通過(guò)線(xiàn)性（度）隧設(shè)產(chǎn)些分。在階段體服務(wù)隧UDEC直平位3.3.文檔...個(gè)梁?jiǎn)卧M凝土,圖顯示后的位應(yīng)力分狀況.注意,整個(gè)轉(zhuǎn)移.文檔..,一,STRUCTapplypressure(.3.6

,×6×10文檔..3.3TUNNE;;06060-900-90060crack3030

crack424230-704.111242-702.62830-705.51242-7012gen;initialstressstate1.02e501.34e4;syyoygradsxxysxyy

0,-30-700,-9030,-90

42,-90

60,-70;sxx=sxxo·+(sxxy·1.02e524e4zgra01.34e40-10;d=1340zonezoneshear=.33e9文檔..coh=1con=3;elasticjks=1e9jcoh=1e10jtens=1e10;cyclesolvepe11e-5save;cavateservice4044-72-681-910vel=0.0-190-91-8959610;1dissxx42dissxx42dis39syy3945-70y;-70y-70disp1e-5save;genc=42yc=-70360st_d=2400st_yif_cohe10;ex2832-72-681e-5save;genc=30y;-191-29;1e-5save文檔..44.1

,-70,,.,4.2DECUDEC

—空假定初始狀有比率

/V=位假0量生初狀未。意使命設(shè)定總塊。UDEC計(jì)算有并將域壓設(shè)置到靜壓。

二階段假定位升到大頂部大游側(cè)石處?kù)o壓作用文檔.。對(duì)流體滲流假定下面件：假定著型部和節(jié)理隙接透零。游巖面，通過(guò)使（，頭設(shè)置零。和巖體礎(chǔ)面假有低滲透性使穩(wěn)定流體算法SETflow）選定第二步果見(jiàn)至，后位移結(jié)果見(jiàn)。頂部X方和Y方向位移歷史見(jiàn)圖。來(lái)圖顯示后型處衡態(tài)圖流速率顯示了多數(shù)流體中基礎(chǔ)下面裂隙內(nèi)。顯示沿著節(jié)（=）法切=處著裂流體壓歷史見(jiàn)。文檔..文檔..三步：動(dòng)態(tài)荷載文檔..5。下邊界條件采假定部邊水平切向無(wú)邊且定向態(tài)以切應(yīng)力史式類(lèi)似條件由區(qū)域底部。成20為自由區(qū)域使

命4.動(dòng)態(tài)滲產(chǎn)靜力用體因無(wú)荷作用塊體處平衡。計(jì)關(guān)(SET這近似假定當(dāng)10動(dòng)態(tài)荷載時(shí)無(wú)流體生。圖至顯示

動(dòng)態(tài)荷作用下。荷載部XY方歷。下方切方圖顯切。圖產(chǎn)

無(wú)力邊產(chǎn)計(jì)顯圖4.8.。文..文檔..4.3DAM.DAT;;------:20deg.20;---stresses(k=0.5)(K=0.5)?,;---(20---onlyphase3(20),;一重荷載;固X向邊界;1---x-fixedboundaries;(DAM1)IN-SITUSTRESSESGRAVITY;;;巖塊無(wú)黏聚g=20000jf=30.0;參prop命令呢?下同;

基礎(chǔ)g=12500jks=1000jf=30.0jcoh=2;above=-150:;;=-150上部（低聚）無(wú)黏聚f=30.0coh=文檔..jks=1000;y=-150:;;y=-150下的由域（黏力）節(jié)理（黏聚）d=0265k=33333g=20000f=30.0coh=2jks=1000jf=30.0;viscouselastic;;粘邊界等價(jià)彈性數(shù)），理（黏聚）g=11111jks=1000jf=30.0;;edge設(shè)置最邊長(zhǎng);設(shè)置最小連接set;-200,100200,100;模型塊體;;:結(jié)構(gòu)重力壩crack-201,0201,0;根幾何體對(duì)塊體進(jìn)分割crack-40,-1-40,101crack40,0-40,100range0,100;刪除多余部分,形成體delete40,2000,100;id=1-200,-200-200,0200,0200,-200;理生區(qū)域-基礎(chǔ)區(qū)(50,0)1;20-70,0range;-70度-70,050,050,050,0(-10.40,-28)1;-70;range-200,0-40,400,100edge60range-200,0;壩下基礎(chǔ)網(wǎng)格長(zhǎng)度0range-40,400,100;壩網(wǎng)格長(zhǎng)度0;;所有節(jié)理change-210,210-210,10;cohesion=-150change-210,210-210,-150;基礎(chǔ)下節(jié)理-41,41-1,1ang=-5,5;;::;:y邊條件0;左文檔..-201,1;vel=0-201,-199;;為始域力設(shè)置體密度;densitydens0.0010.0

,0

;;;stresses-210,210-210,0gra178817885;pe=2dis=-40,100ydis=-40,100;;1e-5;;;;;phase2aterand;(DAM2)WATERANDFLOW;;;;=-150jperm=3.0e8azares05文檔..az;;y=-150jperm=3.0e8ares05azero=0005;;jperm=3.0e8az;;.setcaprat=2.0;;boundarycontactszchangerange-201,-199-150,1changerange199,201-150,1changerange-201,-199-201,-150changerange199,201-201,-150change-201,201-201,-199;上游固水(蓄水后)下游為零;;zpp=0.980range-201,-39-1,1;上施加垂水荷載;-201,-39-1,1;對(duì)施水平荷載;apply0.0098,0,0-40,;固側(cè)邊界水平);fix(horiz)boundxvel=0;左;右側(cè)boundrange;左側(cè)yrange199,201-199,1;右側(cè);;variables=-33.42=-30.37pe=1xdis(-40,100);contact);=-22.14,y;;文檔..0.001;;steady;1e-5;;;3---namicloading:shearwaveatof;;;by;dens0.001;possible;0.001200;dylessless;(DAM3);;dens0.0;;(20;=-150;(-200,0)20changecons=3ycons=3rangey-200,-150;;FFas85szz08798;;base;;cycleFF;FF11文檔..x-100cycle;;;applyboundary:viscous-201,-199-201,1range199,201-201,1viscrange-201,-199;;:0.2MPa;=5hz.stress0,0.4,0hist=sin(5.0,10.0)-201,-199;;fix-velvel=0-201,-199;;yhist=sin(5.0,10.0)xvisc;=3xvel(-40,100)yvel(-40,100)xdis(-40,100)sdis(-33.42,-30.37)ndis(-33.42,-30.37)sstr(-33.47)srat(-33.42,-30.37)0,10,20,10,1-200,2-200,200;;damping0.102.0mass;;scaling;cy;1XVelocity2YVelocity文檔..3X4Y5JointShear6hist2hist45dispstress;5CementGroutingSimulation5.1一(,

(1982),(1987)UDEC.一一()

(

=0.2σ

0.1,:文檔..5.2UDECUDEC5.1,FLUIDcohw.上2000Pa增FISH函數(shù)hole進(jìn)行,數(shù)據(jù)文節(jié).直內(nèi)到時(shí),才產(chǎn)生不穩(wěn).相對(duì)速10000Pa,12000Pa時(shí)示5.3,5.4相注化參考文獻(xiàn)

到L.,H.StilleandU.Hakansson.“SimulationofGroutinginJointedRock,inProceedingsof6thInternationalCongressMechanics(Montreal,pp.943-946.Rotterdam:A.Littlejohn,G.S.“DesignofementedGrouts,”inoftheConferenceGroutinginGeotechnicalEngineering,HayBaker,Ed.1982.LomG.“TheRoleofCohesioninCeRock,”TransactionsofConferenceDams1985),pp.(1985).文檔..文檔..文檔..文檔..;下;groutingsimulationwith;binghamfluidflowlogic;titleGROUTINGSIMULATION;;problemgeometryround0.01;

5,95,block000101010100;

9,5

10,5tunnel550.612;jset001000020;jset9001000020;genedge1.25;;顯示設(shè)置;setback;setcolorred;plotblzones

文檔..;;materialproperties;intactrockpropmat1k1e10g3e9d3000;discontinuities不續(xù)體propjmat1jkn1e10jks1e10jfric45;insitustressandboundaryconditons初始應(yīng)力和邊界條insitustress-2e50-1e5nodis;nodis作在于禁止算節(jié)法向方向位(例,節(jié)理初始時(shí)封閉的)boundstress-2e50-1e5;conditionsduringsolution解條件;createhole鉆刪鉆孔區(qū);plotblzonesstress;圖;cycletoequilibrium環(huán)到平衡histunbal;記不平衡力solverat1e-5;求解速率savegr0.sav;保存;plothist;usesteadystatefluidlogic

采穩(wěn)定體規(guī)setflowsteadyresethist重置錄histn=1000;設(shè)記錄步=1000histpp5,5記錄點(diǎn)的孔隙壓力histflowrate9,5flowrate5,9記錄(和5,9)的流;groutproperties(density-cohesion)漿液(密度粘聚力fluidden1000coh.1;pressurizeholein.2e4increments力增量;FISH函定義孔增加壓力defpress_hole;函名loopi(1,8)定義環(huán)步nam_t=’gr’+string(i)+’.sav;保存的文名p_hole=float(i)*0.2e4;以.2e4增量的孔command;udec命令始pfixpresp_holerange4.9,5.14.9,5.1;在鉆孔周邊加壓力cy1000

;循1000步savenam_t;以義的文件保存文endcommandendloopendpress_hole;plothist23vs;圖

;命令束;循結(jié)束;函定完畢;調(diào)定義的fish函文檔..;plotboundretplotblstress;plotboundpp;plotboundflowplotboundflow;5.4plotboundpp;7InflowintoTunnel7.1.).()(,,).一個(gè)單見(jiàn)料參(:,度,度(由).,一個(gè).7.2,(),10m.參文檔..,(0.2GPa):(1),(2),.,,..、內(nèi)塊內(nèi)法向化不.此，變形裂縫法向剛本例總變束零縫成見(jiàn)，分見(jiàn)7.3.由步文檔..的（邊界上總殘降低為（邊界上的孔壓降低至零）引了個(gè)動(dòng)但巖內(nèi)學(xué)程標(biāo)節(jié)理內(nèi)流進(jìn)程時(shí)具不的數(shù)量本的反需很的間度反瞬的因引起的第步反不排形節(jié)理孔變形的積（沒(méi)流函產(chǎn)形不時(shí)孔見(jiàn)。文檔..文檔..

UDECSETflow(SET3SETflowtransient—孔隙位但問(wèn)題從上元透極零種式該極限收

加證些從獲得獲得途用canandcompressibleandapproach點(diǎn)位置見(jiàn)需要注,對(duì)be文檔..,,（在狀被更正。狀隙壓力圖，在顯示水被限隙水分所示節(jié)內(nèi)速見(jiàn)7.11。文檔..文檔..文檔..7.3;;INFLOWINTOAFROMAFREESURFACE;;;SETflowtransient0,100200,200200,100;200.150.40;200,150;;sets;020000010050020000010005;set;白;模型為黑文檔..;set;;set;edge=200200200zones;;bulk=2.e10g10jks=1.e10jcoh=0jfric=30.0jmat=1azero=1.e-3arese-3dens=1000bulk=2e93。;;5.);;stress-5.4e600range-200.1;x=0,y=100~2002e6range-200.1;01e6-0.199.9100.1;xvel099.9200.1;X0-0.1200.1199.9200.1;,200,200stresse6

,

;;;0-10-5.4e602.7e4;

assignedpressure,;steadystateflowonly;;;;100,200;文檔..1e-5;save;PRINT，asactualnumberof;iterationsperformedinlatestfluidstep;;compressibleflow;;resetdispsetflow200e6

；setflowset3.;;removeandcalculatedeformation;delete200150010150150ydisp2001e-5sav;;cycletosteadystate;ncy100;191196158150150disp;setflow;200e6文檔..;setnfmech5;setnfmechn:mechanicalstepsstepsSETflowcy1

(default:1);cycletimetset4cle2set3cle32cle4set1cy5saveset1cle10saveinflo1c2.savsetnflow

t

isproblemtimeduration,inforthisofcycling;setnflow

fluid-flowperformedduringcycle=1)for;flow.cycle10save10cycle20save50cycle50save;;steady-stateflow;set3.;;;delete2001500;;steady;文檔..;191196158150150disp;steadycy5000;;;resncy1;191196158150150disp;setflowtransset1000set0.0001;;setdtflow0.01cle10save0.03cyclesave0.1cycle10save0.3cle10save文檔..cyclesave8FlowthroughaJointedRockSlope8.1每一均

假下參文檔..8.2UDEC8.2,SETflowsteady,升采BOUNDpppygrad改變每階段體壓力梯來(lái)實(shí)數(shù)文件節(jié).首先邊坡在重荷載下達(dá)平然后右側(cè)上升到坡址高度處;左側(cè)保持坡址平在體力條,坡是此條件下態(tài)8.3.接下來(lái)右側(cè)上升到高度條下態(tài).系統(tǒng)再次到平衡.然后上升.體狀態(tài),邊仍舊保.最后達(dá)到邊,此條件下8.6.在,坡滑動(dòng),巖石楔形體注意采用了SETdelcoff它將止接觸后面破壞巖楔形體被刪除,否,與這些接觸相區(qū)域?qū)⒆兂赏鈪^(qū)并且體壓力將會(huì)消當(dāng)楔體產(chǎn)移.這將很難確際體壓保守估計(jì)假體壓消文檔..文檔..文檔..文檔..8.3;;;------;---:10---;;---2:20and;30deg.;;---r.h.s.:------;8m;9m;10------;;================================================;0.05;delc;;0,-50,05,011,1022,-5;;20,0100,00,02,0;2080,0100,00,03,0;80;0.1;;1010三形單元z;單劃分格;參k=16667g=10000jkn=10000jks=10000jfric=4jperm=1.0e8az;jcons=2;初應(yīng)力-0.125-0.25yg125;界條vel=0-1,1-6vel=0range-1,31-4vel=021,23-611文檔..;0-10;11,10ydis11,10;求保存1e-5saveslfl1.sav;查計(jì)算果12;--------------------------------------;y=6m;;------;;0.001;流體密range-1,31-6-4;可滲邊界-0.01range-1,1-61;左水0,x=0,y=-6~1-0.01range21,23;右升高到6m,x=22,y=-6~6;setsteady;穩(wěn)定;1.541.54;saveslfl2.sav;計(jì)結(jié)果示yel

顯示流體矢量黃色顯示塊體顯示節(jié)理隙水壓;--------------------------------------;y=8m;;---some---;;pp=0.08-0.01range21,23-68文檔..cy500saveslfl3.sav;y-

()(shel

;;;;------;;-0.01range21,23-69cysaveslfl4.sav;;;=10m;;;;-0.01range21,23-611c15000saveslfl5.sav99.1。如：文檔..xxxyp圍巖塊數(shù)如：間距參如下法剛度剪切剛滲透數(shù)殘余裂寬度法下裂隙9.2分析本問(wèn)題模型圖。據(jù)文見(jiàn)分(SETflow)采命令以恒量注對(duì)于同水平優(yōu)勢(shì)。圖示了15秒后線(xiàn)秒后水裂變通裂示圖。中5點(diǎn)見(jiàn)）歷史見(jiàn)圖于上點(diǎn)13比于垂直點(diǎn)24反快速。文檔.文檔..9.3;;;pressurized---文檔.;;sxx=-25;;;;;ro10101010-10jset0020002.502000002.508del0gen10prop1d0.0025k66667g4000012e52e53013e81e-42e-5;-250-20p=10.0-250;0range-10.1-9.9-111111boundyv011-10.1-11;

.100000;1e-5;reset;

(x,y)10-50-5-9-90;

不衡量不set100

設(shè)置接觸裂縫殘余裂100設(shè)置為瞬態(tài)voltol=1e-4設(shè)規(guī)定步為設(shè)置當(dāng)不衡積積于1內(nèi)文檔..。Maxmech為態(tài)流分析中體循環(huán)的最松弛步數(shù);pp=10.0;d_near(0.00,0.00)pfreerang.5.5elldom01

；放范圍內(nèi)；iswell_id.;stepftime15；設(shè)置流體時(shí)間為1;10.1問(wèn)描述在展示在層段開(kāi)過(guò)破產(chǎn)時(shí)巖凝急降和2在作下填的服在個(gè)水節(jié)和距的垂直節(jié)理構(gòu)成的狀巖體一個(gè)5米的煤層開(kāi)挖，采用對(duì)稱(chēng)性，僅選取煤層一半的厚（行分，四水平理分位于層中線(xiàn)上部標(biāo)高的位置，的模型。本分析包含5個(gè)開(kāi)步層假的直理設(shè)置一個(gè)來(lái)擬階段開(kāi)挖步，第一個(gè)先挖然回，二段后開(kāi)挖，這方重5步直到開(kāi)挖和回填完成。文檔..10.1modelofdeepshearmodulus29.9450cohesion20,03%。節(jié)理如徑向剛normal/m剛shearGPa/m30cohesion0.05抗拉強(qiáng)0回填料如bulk0.45shearmodulus0.6GPa文檔..frictionangle405cohesion0。10.2σv=h=-33.8文檔..10.3(modeldouble-yield(dy)實(shí)現(xiàn)段(nlling)底段作段被后該被填并且段回瞬顯第/回填料回填材料

10.4

了時(shí)回填材料顯了broad被回材料(67.5

后回填材料

雙double-yield填回填材料文檔..10.4一回10.5后應(yīng)狀文檔..10.6力狀力狀文檔..10.8力狀力狀態(tài)文檔..50;Influenceoftheplacementofbackfill;indeeplong-wallexcavation;round=0.01setovtol0.2block0,00,5080,5080,0

;

<key122...;;realjoints

;1x2,y..

n>

;vertical"joints"definingthefuturechambers;willbeassignedhighproperties“”定將要空設(shè)置參。crack10,0crack20,0crack30,0文檔..;;"artificial"jointsforbetterzoningofthenearroof;“擬節(jié)理crack0,3.580,3.5crack0,280,2;genquad21range08002；令格式genquadrange（，）（，yu）genquad166.5range08017.550;;assignmaterialnumberstochambers；開(kāi)挖空材料號(hào)changemat=1range050changemat2range0changemat3range0changemat4range0changemat5range0changemat6range0;;assignmaterialnumberstorealandartificialjoints;對(duì)際節(jié)理和擬節(jié)理材料changejmat=2range08002.4angle=-1,1changejmat=1range0802.42.6angle=-1,1changejmat=2range0802.64.9angle=-1,1changejmat=1range0804.950angle=-1,1changejmat=2range080050angle=89,91setjmatdf；新接默認(rèn)材料號(hào)2（環(huán)一后產(chǎn)）;;definematerialproperties材料參數(shù)propmat1dens=27001prop2propmat2den1000propmat3den1000propmat4den1000文檔..propmat5den1000propmat6den1000;;rockmassisstrain-softeningmaterialzonemodelssrange080050zonebulk=38.9e9shear=29.9e9fric=45dil=0range80050zonecoh=20e6ctable=1range080050table10,20e60.03,0;;initialstressesinsitustress-33.8e60-67.5e6szz-50e6;;boundaryconditionsboundstress-33.8e60-67.5e6range-0.0180.0149.9950.01boundxvel0range-0.010.01-0.0150.01x=0boundxvel0range79.9980.01-0.0150.01boundyvel0range-0.0180.10-0.010.01;histsolve_rattype1histunbal;

x=80y=0;setpline01.25101.2510

setpline<xbybxeyen>00setpline01.25401.2540;;;excavatechamber1一個(gè)間zonemodelnullrange01002.5回材料數(shù)

文檔..;;backfillchamber1zonemodeldyrangemat2zoneshe600e6bul450e6fricdilrangematzonecap1e4cptable2rangemat2tab2.12,8.5e6.14,11.5e6.16,19e6.18,34e6.2,50e6;excavatechamber2zonemodelnullrangemat3zoneshe600e6bul450e6rangematsolverat1e-5plotblockstresspline1sig1fill;;backfillchamber2zonemodeldyrangemat3zoneshe600e6bul450e6fricdil5rangematzonecap1e4cptable2rangemat3;excavatechamber3zonemodelnullrangemat4zoneshe600e6bul450e6rangematsolverat1e-5plotblockstresspline2sig1fill;;backfillchamber3zonemodeldyrangemat4zoneshe600e6bul450e6fricdil5rangematzonecap1e4cptable2rangemat4;excavatechamber4zonemodelnullrangemat5zoneshe600e6bul450e6rangematsolverat1e-5plotblockstresspline3sig1fill;;backfillchamber4zonemodeldyrangemat5zoneshe600e6bul450e6fricdil5rangematzonecap1e4cptable2rangemat5;excavatechamber5文檔..zonemodelnullrangemat6zoneshe600e6bul450e6rangematsolverat1e-5plotblockstressplinesig1fillret11.1本幾體見(jiàn)，隧，節(jié)傾，平均間距穿于內(nèi)一垂直層，在隧道頂成了一三角楔行體。圖在包含傾角節(jié)理垂直斷層巖內(nèi)進(jìn)行文檔..—shear0.62500normal2GPa/mshearstiffness2GPa/m10cohesion100Pastrength:thickness0.1mdensity250021泊比Poisson’sratio伸2MPa殘余屈服1壓屈服compressive4MPa觸Interface:normal1shearstiffness145strength1伸strength1CableBolts:cablearea文檔..cablelength(E)tensilestrengthMNgroutbondgroutcohesive。兩分析呈先施加噴射砼砌其射合供。本例中參選擇不故意擇具有表典型噴砼參數(shù)用這參了提供一構(gòu)單式清對(duì)這個(gè)例子而言噴砼壓被設(shè)置成個(gè)非常低值在第一步顯線(xiàn)性破壞在隨后第步分析中可清晰看到供。分析一分被置上部在之前型達(dá)平狀后被置一y被部在。顯了襯砌；襯破。

在文檔..CABLE(radius2)FISH”

下面義目貫穿塊setsettheta1=80.0當(dāng)時(shí)部已m達(dá)狀顯Y方向歷史；大約

運(yùn)動(dòng)穩(wěn)軸力顯示文檔..件表Examplerdk-50.0,-50.050.0,50.0,-50.0jset100,00,00crack-6-650tel16rangeareaedge;00-10.0e6yranboundyvel=0.0reyran-51-49xvel=0.0rexran-51-49xvel=0.0rexran49,51setgrav0-10;12500k1.5e9prop2e9jks1e9jfric10.0j100.0jt10;solve_ratt1solve1e-5save.sav;;excavateandwithlirest.savresettimedisphist0,5ll1YDisplt;rangeannulus(0.0,0.09文檔..;;applyshotcretetonstructxc0.036mat2thick0.1fang0t180structarea0.20.0252st_dens25000.1521e92st4e6ield2e6st_yresid2if_kn1.0e9if_ks1.0e9ific=45if_ten1e6if_1e6;save.sav1axialfillstructlmag;excavateandwithliandcablerest.savresettimedisphist0,5ll1YDisplt;rangeannulus(0.0,0.09;;applyshotcretetonstructxc0.018mat2thick0.1fang0t180structarea0.20.0252st_dens25000.1521e92st4e6ield2e6st_yresid2if_kn1.0e9if_ks1.0e9ific=45if_ten1e6if_1e6;;stalllescallsup_cab.fissetradius120radius2200.0in0.0theta2e_cables3cb_denscb_ymod1e71e103cb_kb1e91e6stepsave.sav1axialfillcableaxialfilllmagcablelret文檔..r.finsetechosetup;Createvarsforuse,xOrigin=0.0;x-coordcablecentroidyOrigin=0.0;cabletheta1=0.0;angleforcablestheta2=180.0;endinganglecablesr=0.0;staradiusforrofr=0.0;radiusfor;Thisexamplepl