UDEC模拟实例与解析

.与令解析文档..1Groundfall1.1UDEC,1.1,

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45,-9,,虚也被添到体内开顶部以增强不性。围岩参数来自试验室测试数值岩石块体参数如：块体仅具有性合库滑动选择典参文档..24Mpa800m分析UDEC模拟顺序分三个阶,首先,模型在下进行超采结其次,进行开挖并且型循至平本阶段超采面周围分布1.2.超正上方和下块体滑稳.在第阶了个不峰值地震事.对所有地模题域周边引入滞边用以除波反从而模有限体地事件用施加到模型顶部弦表.波到地上.在个拟施加pa值粘滞边件在模型顶施加有

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追踪位移.;-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;;文档..cysaveseismic4.sav;0.25cysaveseismic5.sav;0.50cysaveseismic6.sav;0.75seccysaveseismic7.sav;;make;12max2.0maxseismic.dcx10003nnelSupport3.1UDEC,,

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1density13403混凝—24，0.19.假定线3.2UDEC题创建UDEC型图中线在置文档..。底边和侧边界轴固定海底之上海水量按水头施加在表上假隧线性防水衬砌此需要进行态地下水流分析忽略孔隙压力而岩单重设置浮重垂对平力比率假定水力。对例言列

5施工顺序按三阶段进行拟隧服务隧衬砌按瞬活进行拟主衬砌和位上也假定产生些动以通过线性（度）隧设产些分。在阶段体服务隧UDEC直平位3.3.文档...个梁单元模拟凝土,图显示后的位应力分状况.注意,整个转移.文档..,一,STRUCTapplypressure(.3.6

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,-70,,.,4.2DECUDEC

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二阶段假定位升到大顶部大游侧石处静压作用文档.。对流体渗流假定下面件：假定着型部和节理隙接透零。游岩面，通过使（，头设置零。和岩体础面假有低渗透性使稳定流体算法SETflow）选定第二步果见至，后位移结果见。顶部X方和Y方向位移历史见图。来图显示后型处衡态图流速率显示了多数流体中基础下面裂隙内。显示沿着节（=）法切=处着裂流体压历史见。文档..文档..三步：动态荷载文档..5。下边界条件采假定部边水平切向无边且定向态以切应力史式类似条件由区域底部。成20为自由区域使

命4.动态渗产静力用体因无荷作用块体处平衡。计关(SET这近似假定当10动态荷载时无流体生。图至显示

动态荷作用下。荷载部XY方历。下方切方图显切。图产

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基础g=12500jks=1000jf=30.0jcoh=2;above=-150:;;=-150上部（低聚）无黏聚f=30.0coh=文档..jks=1000;y=-150:;;y=-150下的由域（黏力）节理（黏聚）d=0265k=33333g=20000f=30.0coh=2jks=1000jf=30.0;viscouselastic;;粘边界等价弹性数），理（黏聚）g=11111jks=1000jf=30.0;;edge设置最边长;设置最小连接set;-200,100200,100;模型块体;;:结构重力坝crack-201,0201,0;根几何体对块体进分割crack-40,-1-40,101crack40,0-40,100range0,100;删除多余部分,形成体delete40,2000,100;id=1-200,-200-200,0200,0200,-200;理生区域-基础区(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;坝下基础网格长度0range-40,400,100;坝网格长度0;;所有节理change-210,210-210,10;cohesion=-150change-210,210-210,-150;基础下节理-41,41-1,1ang=-5,5;;::;:y边条件0;左文档..-201,1;vel=0-201,-199;;为始域力设置体密度;densitydens0.0010.0

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(1982),(1987)UDEC.一一()

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0.1,:文档..5.2UDECUDEC5.1,FLUIDcohw.上2000Pa增FISH函数hole进行,数据文节.直内到时,才产生不稳.相对速10000Pa,12000Pa时示5.3,5.4相注化参考文献

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).文档..文档..文档..文档..;下;groutingsimulationwith;binghamfluidflowlogic;titleGROUTINGSIMULATION;;problemgeometryround0.01;

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采稳定体规setflowsteadyresethist重置录histn=1000;设记录步=1000histpp5,5记录点的孔隙压力histflowrate9,5flowrate5,9记录(和5,9)的流;groutproperties(density-cohesion)浆液(密度粘聚力fluidden1000coh.1;pressurizeholein.2e4increments力增量;FISH函定义孔增加压力defpress_hole;函名loopi(1,8)定义环步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;在钻孔周边加压力cy1000

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UDECSETflow(SET3SETflowtransient—孔隙位但问题从上元透极零种式该极限收

加证些从获得获得途用canandcompressibleandapproach点位置见需要注,对be文档..,,（在状被更正。状隙压力图，在显示水被限隙水分所示节内速见7.11。文档..文档..文档..7.3;;INFLOWINTOAFROMAFREESURFACE;;;SETflowtransient0,100200,200200,100;200.150.40;200,150;;sets;020000010050020000010005;set;白;模型为黑文档..;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

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假下参文档..8.2UDEC8.2,SETflowsteady,升采BOUNDpppygrad改变每阶段体压力梯来实数文件节.首先边坡在重荷载下达平然后右侧上升到坡址高度处;左侧保持坡址平在体力条,坡是此条件下态8.3.接下来右侧上升到高度条下态.系统再次到平衡.然后上升.体状态,边仍旧保.最后达到边,此条件下8.6.在,坡滑动,岩石楔形体注意采用了SETdelcoff它将止接触后面破坏岩楔形体被删除,否,与这些接触相区域将变成外区并且体压力将会消当楔体产移.这将很难确际体压保守估计假体压消文档..文档..文档..文档..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;;1010三形单元z;单划分格;参k=16667g=10000jkn=10000jks=10000jfric=4jperm=1.0e8az;jcons=2;初应力-0.125-0.25yg125;界条vel=0-1,1-6vel=0range-1,31-4vel=021,23-611文档..;0-10;11,10ydis11,10;求保存1e-5saveslfl1.sav;查计算果12;--------------------------------------;y=6m;;------;;0.001;流体密range-1,31-6-4;可渗边界-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;稳定;1.541.54;saveslfl2.sav;计结果示yel

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x=80y=0;setpline01.25101.2510

setpline<xbybxeyen>00setpline01.25401.2540;;;excavatechamber1一个间zonemodelnullrange01002.5回材料数

文档..;;backfillchamber1zonemodeldyrangemat2zoneshe600e6bul450e6fricdilrangematzonecap1e4cptable2rangemat2tab2.12,8.5e6.14,11.5e6.16,19e6.18,34e6.2,50e6;excavatechamber2zonemodelnullrangemat3zoneshe600e6bul450e6rangematsolverat1e-5plotblockstresspline1sig1fill;;backfillchamber2zonemodeldyrangemat3zoneshe600e6bul450e6fricdil5rangematzonecap1e4cptable2rangemat3;excavatechamber3zonemodelnullrangemat4zoneshe600e6bul450e6rangematsolverat1e-5plotblockstresspline2sig1fill;;backfillchamber3zonemodeldyrangemat4zoneshe600e6bul450e6fricdil5rangematzonecap1e4cptable2rangemat4;excavatechamber4zonemodelnullrangemat5zoneshe600e6bul450e6rangematsolverat1e-5plotblockstresspline3sig1fill;;backfillchamber4zonemodeldyrangemat5zoneshe600e6bul450e6fricdil5rangematzonecap1e4cptable2rangemat5;excavatechamber5文档..zonemodelnullrangemat6zoneshe600e6bul450e6rangematsolverat1e-5plotblockstressplinesig1fillret11.1本几体见，隧，节倾，平均间距穿于内一垂直层，在隧道顶成了一三角楔行体。图在包含倾角节理垂直断层岩内进行文档..—shear0.62500normal2GPa/mshearstiffness2GPa/m10cohesion100Pastrength:thickness0.1mdensity250021泊比Poisson’sratio伸2MPa残余屈服1压屈服compressive4MPa触Interface:normal1shearstiffness145strength1伸strength1CableBolts:cablearea文档..cablelength(E)tensilestrengthMNgroutbondgroutcohesive。两分析呈先施加喷射砼砌其射合供。本例中参选择不故意择具有表典型喷砼参数用这参了提供一构单式清对这个例子而言喷砼压被设置成个非常低值在第一步显线性破坏在随后第步分析中可清晰看到供。分析一分被置上部在之前型达平状后被置一y被部在。显了衬砌；衬破。

在文档..CABLE(radius2)FISH”

下面义目贯穿块setsettheta1=80.0当时部已m达状显Y方向历史；大约

运动稳轴力显示文档..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文档..;;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文档..r.finsetechosetup;Createvarsforuse,xOrigin=0.0;x-coordcablecentroidyOrigin=0.0;cabletheta1=0.0;angleforcablestheta2=180.0;endinganglecablesr=0.0;staradiusforrofr=0.0;radiusfor;Thisexamplepl