三维蒙特卡洛中子输运及燃耗程序Scale5.1使用手册说明书V1.0.pdf

FDS 4 使用说明（内部资料）这本指南描述怎样使用火灾动力学模拟模型 (FDS)。

它不提供背景理论,但提供了一份配套文件--FDS技术参考指南 [1] ，其中包括了详细的控制方程，数值方法和验证工作。

尽管用户指南中包含进行火灾模拟全部必要的信息，读者也应当熟悉技术参考指南里的一些背景理论。

软件和用户向导只能以对输入参数适当描述的形式提供有限的指导。

FDS 用户指南中结合FDS可视化程序只给出了怎样操作Smokeview的有限信息，它的全面描述在" Smokeview版本4的用户指南"里给出 [2]. 这本指南也包含关于怎样使用Smokeview设计FDS计算的内容，并提供关于使用两个模型的简短的指导。

免责声明美国商业部没有对FDS的用户作出保证、表达或暗示，并且对它们的使用不承担任何责任。

在联邦法律的许可下，FDS用户假定有唯一的责任决定它们在一些具体应用中适当的使用；一些从它们的计算结果中得出的结论；使用或不使用来自这些工具分析的结果。

用户必须注意FDS是专供那些在流体力学、热力学、燃烧学以及传热学有研究能力的用户使用和作为那些已有资格的用户在决策时的辅助。

当它被应用于一个精确的现实环境时，软件包是一个可以包含或不包含预测值的计算机模拟。

从关注火灾安全方面考虑，缺少了精确预测的模拟会导致错误的结论。

所有的结果都应该由一位有经验的用户进行评价。

本指南中所提及的计算机硬件或者商业软件未得到NIST的认可，也不表明其对于预定目标是最佳的选择。

各种形式的火灾动力学模拟模型开发研究已将近25年，但软件的公开发布只是从2000年开始。

很多的个人对模型的开发和验证作出了贡献，计算机程序的编写由一个相对较小的小组负责，FDS技术指南包含了一个全面的模型发展贡献者的名单。

但这里我们只认可参加程序实际编写的个人。

最初，基本流体力学方面由罗纳德雷姆（Ronald Rehm）和霍华德·鲍姆（Howard Baum），在NIST的计算与应用数学实验室(CAML)的Darcy Barnett, Dan Lozier ，Hai Tang 以及建筑与火灾研究实验室(BFRL)的丹·科利（Dan Corley）的协助下设计完成。

EGSnrc Code 系统（701）电子和光子传输的蒙特卡诺模拟I. Kawrakow1E. Mainegra-Hing1, D.W.O. Rogers2,F. Tessier1 and B.R.B. Walters11Ionizing Radiation Standards, NRC, Ottawa, Canada2Carleton University, Ottawa, Canadaiwan@irs.phy.nrc.cadrogers@physics.carleton.caJuly 10, 2009NRCC Report PIRS-701EGSnrc码系统牌照EGSnrc码系统（即所有作品代码表示均受EGSnrc牌照，包括例程有关1999年和更高版本EGSnrc和环境商品和服务的Windows中，所有相关的源代码，核管理委员会有关的多个数据库散射和自旋校正，以及美国国家研究委员会用户守则DOSRZnrc ， FLURZnrc ，CAVRZnrc和SPRRZnrc ，所有的脚本和所有相关文件）的版权材料所拥有的加拿大国家研究院，保留所有权利。

那些部分系统的版权拥有共同或完全由斯坦福大学线性加速器中心，分布核管理委员会下一次正式/斯坦福线性加速器中心的协议。

1 ）核管理委员会的赠款用户不可转让，非独占许可使用此系统免费只用于非商业研究或教育目的。

所有专利利益，权利，所有权和版权的EGSnrc代码系统仍然与核管理委员会。

2 ）表示，核管理委员会的书面同意，如果需要的EGSnrc代码系统或任何部分或衍生物或数据所产生的代码是用个人或组织对发展中国家的商业产品或服务。

3 ）表示，核管理委员会的书面同意，如果需要此代码系统或其中任何部分是用在服务收费的申请，无论是临床或顾问。

4 ）表示，书面同意，核管理委员会是美国国家研究委员会，如果需要修改或多个自旋散射数据基地将用于直接或间接地以任何其他应用程序，无论是商业或非商业。

(1) MCNP中物理量的默认单位长度：cm通量：MeV时间：刹shake (10-8秒)能量：MeV温度：MeV (kT)原子密度：1024个原子/cm3质量密度：g/cm3截面：巴barns (10-24/cm2)加热量：MeV/collision此外，原子质量按照中子质量为1.0计算，这种单位下阿佛伽德罗常数是0.59703109; 程序运行时间以分钟为单位。

MCNP的源代码是用FORTRAN语言编写的。

(2) 输入INP文件的基本形式INP文件由一些被空行分隔的由一些被空行分隔的输入块组成，主要的输入块是信息块、标题和栅元块、曲面块和数据块等。

输入块又由一些被称为卡的输入行组成。

论坛的朋友可以参照对比一下，上一讲中的greatwall程序内容。

INP文件的格式如下：信息块(可选项)空行分隔符(可选项)标题卡栅元卡……空行分隔符曲面卡……空行分隔符数据卡……空行分隔符其它(可选项)说明如下：• 信息块的第一行，必须在它的1∼8列填写MESSAGE:，后面跟着用空格分隔的参数项。

其后的9∼80列和空行分隔符之前各行的1∼80列都看作信息块内容。

可用A=B参数项更改输出文件名，如OUTP = MYOUT。

信息块是可选的。

信息块提供给MCNP一个执行信息的方法。

• 在信息块之后的第一行是问题的标题卡，它仅限于一行，占用1∼80列，可以是任何信息，将作为OUTP文件中各个输出表的标题被复制。

• 用户在栅元块和曲面块中描述问题的几何。

栅元由栅元卡描述。

空间必须由彼此相邻的栅元填满，栅元之间不能重叠，也不能出现无栅元的空区，否则会出现错误。

构建栅元的曲面由曲面卡定义，曲面卡在曲面块中给出。

曲面卡和栅元卡的填写方法，将在以后的讲座中予以介绍。

• 曲面块之后是数据块，在数据块中用户描述源、记数方式、材料等。

数据卡在以后的讲座中予以详细介绍。

• 数据卡后不管有无空行分隔符均可以运行，不同之处是，如果数据卡后面有空行分隔符，则MCNP将不再读后面的附加行(如果附加行存在的话)。

Flac3D使⽤⼿册3INTERFACES3.1General CommentsThere are several instances in geomechanics in which it is desirable to represent planes on which sliding or separation can occur—for example:1.joint,fault or bedding planes in a geologic medium;2.an interface between a foundation and the soil;3.a contact plane between a bin or chute and the material that it contains;4.a contact between two colliding objects;and5.a planar“barrier”in space,which represents a?xed,non-deformable boundaryat an arbitrary position and orientation.FLAC3D provides interfaces that are characterized by Coulomb sliding and/or tensile and shear bonding.Interfaces have the properties of friction,cohesion,dilation,normal and shear stiffnesses, tensile and shear bond strength.Although there is no restriction on the number of interfaces or the complexity of their intersections,it is generally not reasonable to model more than a few simple interfaces with FLAC3D because it is awkward to specify complicated interface geometry.Theprogram3DEC(Itasca1998)is speci?cally designed to model many interacting bodies in three dimensions;it should be used instead of FLAC3D for the more complicated interface problems. Interfaces may also be used to join regions that have different zone sizes.In general,the ATTACH command should be used to join grids together.However,in some circumstances it may be more convenient to use an interface for this purpose.In this case,the interface is prevented from sliding or opening because it does not correspond to any physical entity.3.2FormulationFLAC 3D represents interfaces as collections of triangular elements (interface elements),each of which is de?ned by three nodes (interface nodes).Interface elements can be created at any location in space.Generally,interface elements are attached to a zone surface face;two triangular interface elements are de?ned for every quadrilateral zone face.Interface nodes are then created automatically at every interface element vertex.When another grid surface comes into contact with an interface element,the contact is detected at the interface node,and is characterized by normal and shear stiffnesses,and sliding properties.Each interface element distributes its area to its nodes in a weighted fashion.Each interface node has an associated representative area.The entire interface is thus divided into active interface nodes representing the total area of the interface.Figure 3.1illustrates the relation between interface elements and interface nodes and the representative area associated with an individual node.elementinterfaceFigure 3.1Distribution of representative areas to interface nodesIt is important to note that interfaces are one-sided in FLAC 3D .(This differs from the formulation of two-sided interfaces in two-dimensional FLAC (Itasca 2000).)It may be helpful to think of FLAC 3D interfaces as “shrink-wrap”that is stretched over the desired surface,causing the surface to become sensitive to interpenetration with any other face with which it may come into contact.The fundamental contact relation is de?ned between the interface node and a zone surface face,also known as the target face .The normal direction of the interface force is determined by the orientation of the target face.During each timestep,the absolute normal penetration and the relative shear velocity are calculated for each interface node and its contacting target face.Both of these values are then used by the interface constitutive model to calculate a normal force and a shear-force vector.The constitutive model is de?ned by a linear Coulomb shear-strength criterion that limits the shear force acting at an interface node,normal and shear stiffnesses,tensile and shear bond strengths,and a dilation angle that causes an increase in effective normal force on the target face after the shear-strength limit is reached.By default,pore pressure is used in the interface effective stress calculation.This option can be activated/deactivated using the command INTERFACE i effective=on/off.Figure3.2 illustrates the components of the constitutive model acting at interface node(P).Figure3.2Components of the bonded interface constitutive modelThe normal and shear forces that describe the elastic interface response are determined at calculation time(t+ t)using the following relations.F(t+ t)n=k n u n A+σn A(3.1)F(t+ t) si =F(t)si+k s u(t+(1/2) t)siA+σsi Awhere F(t+ t)n is the normal force at time(t+ t)[force];F(t+ t)si is the shear force vector at time(t+ t)[force];u n is the absolute normal penetration of the interface nodeinto the target face[displacement];u si is the incremental relative shear displacement vector[displacement];σn is the additional normal stress added due to interface stressinitialization[force/displacement];k n is the normal stiffness[stress/displacement];k s is the shear stiffness[stress/displacement];σsi is the additional shear stress vector due to interface stressinitialization;andA is the representative area associated with the interface node[length2].The inelastic interface logic works in the following way:(1)Bonded interface—The interface remains elastic if stresses remain below the bond strengths:there is a shear bond strength as well as a tensile bond strength.The nor-mal bond strength is set using the tension interface property keyword.The command INTERFACE n prop sbratio=sbr sets the shear bond strength to sbr times the normal bond strength.The default value of sbratio(if not given)is100.0.The bond breaks if either the shear stress exceeds the shear strength,or the tensile effective normal stress exceeds the normal strength.Note that giving sbratio alone does not cause a bond to be established; the tensile bond strength must also be set.(2)Slip while bonded—An intact bond,by default,prevents all yield behavior(slip and separation).There is an optional property switch(bslip)that causes just separationto be prevented if the bond is intact(but allows shear yield,under the control of the friction and cohesion parameters,using abs(F n)as the normal force).The command to allow/disallow slip for a bonded interface segment isINTER n PROP bslip=onbslip=offThe default state of bslip(if not given)is off.(3)Coulomb sliding—A bond is either intact or broken.If it is broken,then the behaviorof the interface segment is determined by the friction and cohesion(and of course the stiffnesses).This is the default behavior,if bond strengths are not set(zero).A broken bond segment cannot take effective tension(which may occur under compressive normal force,if the pore pressure is greater).The shear force is zero(for a non-bonded segment)if the effective normal force is tensile or zero.The Coulomb shear-strength criterion limits the shear force by the following relation.F smax=cA+tanφ(F n?pA)(3.2)where c is the cohesion[stress]along the interface;φis the friction angle[degrees]of the interface surface;andp is pore pressure(interpolated from the target face),provided the keywordeffective=off has not been issued for the interface.If the criterion is satis?ed(i.e.,if|F s|≥F smax),then sliding is assumed to occur,and |F s|=F smax,with the direction of shear force preserved.During sliding,shear displacement may cause an increase in the effective normal stress on the joint,according to the relation:σn:=σn+|F s|o?F smaxAk s tanψk n(3.3)whereψis the dilation angle[degrees]of the interface surface;and|F s|o is the magnitude of shear force before the above correction is made.On printout(PRINT interface n prop tens),the value of tension denotes if a bond is intact or broken (or not set)—non-zero or zero,respectively.The normal and shear forces calculated at the interface nodes are distributed in equal and opposite directions to both the target face and the face to which the interface node is connected(the host face). Weighting functions are used to distribute the forces to the gridpoints on each face.The interface stiffnesses are added to the accumulated stiffnesses at gridpoints on both sides of the interface,in order to maintain numerical stability.Interface contacts are detected only at interface nodes,and contact forces are transferred only at interface nodes.The stress state associated with a node is assumed to be uniformly distributed over the entire representative area of the node.Interface properties are associated with each node; properties may vary from node to node.By default,the effect of pore pressure is included in the interface calculation by using effective stress as the basis for the slip condition.(The interface pore pressure is interpolated from the target face.)This applies either in CONFIG?uid mode,or if pore pressures are assigned with the WATER table or INITIAL pp command without specifying CONFIG?uid.The user can switch options for interface i by using the command INTERFACE i effective=on/off.By default,in the FLAC3D logic,?uid?ow—saturated or unsaturated—is carried across an interface,provided the interface keyword maxedge is not used for that particular interface.The permeable interface option can be deactivated/reactivated for interface i by using the command INTERFACE i perm=on/off.Note that if the keyword maxedge is used,and perm is on for a particular interface,a warning is issued to inform the user that this interface will be considered as impermeable to?uid?ow.(Note that, for?uid?ow calculation only,a mechanical model must be present.Also,the command CYCLE 0with SET mech on should be used to initialize the weighting factors used to transfer?uid?ow information across the interface.)No pressure drop normal to the joint and no in? uence of normal displacement on pore pressure are calculated.Also,?ow of?uid along the interface is not modeled.3.3Creation of Interface GeometryInterfaces are created with the INTERFACE command.For cases in which an interface is required between two separate grids in the model,the command INTERFACE i face range...should be used to attach an interface to one of the grid surfaces.This command generates interface elements for interface i along all surface zone faces with a center point that fall within a speci?ed range.Any surfaces on which an interface is to be created must be generated initially with some separation between the adjacent surfaces;it must be possible to specify an existing surface in order to create the interface elements. (Also,a gap must be speci?ed between the two grids because the grid generator will automatically merge surface gridpoints if they are created at the same location in space.)By default,two interface elements are created for each zone face.The number of interface elements can be increased by using the command INTERFACE i maxedge v.*This causes all interface elements with edge lengths larger than v to subdivide into smaller elements until their lengths are smaller than v.This command can be used to increase the resolution and decrease arching of forces in portions of a model that have large contrasts in zone size across an interface.The following rules should be followed when using interface elements in FLAC3D.1.If a smaller surface area contacts a larger surface area(e.g.,a small block restingon a large block),the interface should be attached to the smaller region.2.If there is a difference in zone density between two adjacent grids,the interfaceshould be attached to the grid with the greater zone density(i.e.,the greaternumber of zones within the same area).3.The size of interface elements should always be equal to or smaller than thetarget faces with which they will come into contact.If this is not the case,theinterface elements should be subdivided into smaller elements.4.Interface elements should be limited to grid surfaces that will actually comeinto contact with another grid.A simple example illustrating the procedure for interface creation is provided in Example3.1.The example is a block specimen containing a single joint dipping at an angle of45?.Example3.1Creating a model with a dipping joint;Create Basegen zone brick size333&p0(0,0,0)p1(3,0,0)p2(0,3,0)p3(0,0,1.5)&p4(3,3,0)p5(0,3,1.5)p6(3,0,4.5)p7(3,3,4.5)group Base*Note that if CONFIG?uid is invoked,and perm is on for a particular interface,specifying maxedge for that interface will automatically make it impermeable.Do not specify maxedge if?ow across the interface is desired.;Create Top-1unit high for initial spacinggen zone brick size333&p0(0,0,2.5)p1(3,0,5.5)p2(0,3,2.5)p3(0,0,7)&p4(3,3,5.5)p5(0,3,7)p6(3,0,7)p7(3,3,7)group Top range group Base not;;Create interface elements on the top surface of the baseinterface1face range plane norm(-1,0,1)origin(1.5,1.5,3)dist0.1;plot create view_intplot add surfaceplot add interface redplot showpause;;Lower top to complete geometryini z add-1.0range group Topsave int.savFigure3.3shows the grid before the interface is created.Two sub-grid groups are de?ned:a Base grid,and a Topgrid.Figure3.4shows the model with the interface elements attached to the Base grid.Figure3.5shows the?nal geometry with the sub-grids moved together.A uniaxial compression test with this model is described later in Section3.4.3.Figure3.3Initial geometry before creation of the interfaceFigure3.4Interface elements addedFigure3.5Final geometry3.4Choice of Material PropertiesAssignment of material properties(particularly stiffnesses)to an interface depends on the way in which the interface is used.Three possibilities are common.The interface may be:1.an arti?cial device to connect two sub-grids together;2.a real interface that is stiff compared to the surrounding material,but which canslip and perhaps open in response to the anticipated loading.(This case alsoencompasses the situation in which stiffnesses are unknown or unimportant,but where slip and/or separation will occur—e.g.,?ow of frictional materialin a bin);or3.a real interface that is soft enough to in?uence the behavior of the system(e.g.,a joint with soft clay?lling or a dyke containing heavily fractured material).These cases are examined in detail.3.4.1Interface Used to Join Two Sub-gridsIf possible,sub-grids should be joined with the ATTACH command.It is more computationally-ef?cient to use ATTACH than INTERFACE to join sub-grids.See Section3.2.1.2in the User’s Guide, for a description of,and restrictions on,the ATTACH command.Under some circumstances it may be necessary to use an interface to join two sub-grids.This type of interface is assigned high strength properties with the INTERFACE command,thus preventing any slip or separation.(This is the equivalent ofa“glued”interface in FLAC.)Shear and normal stiffnesses must also be provided;values of friction and cohesion are not needed.It is tempting (particularly for people familiar with?nite element methods)to give a very high value for these stiffnesses to prevent movement on the interface.However,FLAC3D does“mass scaling”(see Section1.1.2.6)based on stiffnesses—the response(and solution convergence)will be very slow if very high stiffnesses are speci?ed.It is recommended that the lowest stiffness consistent with small interface deformation be used.A good rule-of-thumb is that k n and k s be set to ten times the equivalent stiffness of the stiffest neighboring zone.The apparent stiffness(expressed in stress-per-distance units)of a zone in the normal direction ismax K+43Gz min(3.4)where K&G are the bulk and shear moduli,respectively;andz min is the smallest width of an adjoining zone in the normal direction—seeFigure3.6.The max[]notation indicates that the maximum value over all zones adjacent to the interface is to be used(e.g.,there may be several materials adjoining the interface).InterfaceFigure3.6Zone dimension used in stiffness calculationTo illustrate the approach,consider Figure3.7,in which two sub-grids of unequal zoning are joined by the commands in Example3.2and are loaded by a pressure on the left-hand part of the upper surface:Example3.2Joining two sub-gridsgen zone brick size444p00,0,0p14,0,0p20,4,0p30,0,2gen zone brick size884p00,0,3p14,0,3p20,4,3p30,0,5inter1face range z 2.9,3.1inter1prop kn300e9ks300e9tens1e10SBRATIO=1ini z add-1.0range z 2.9,5.1model elasprop bulk8e9shear5e9fix z range z-.1.1fix x range x-.1.1fix x range x 3.9 4.1fix y range y-.1.1fix y range y 3.9 4.1apply szz-1e6range z 3.9 4.1x0,2y0,2hist unbalsolvesave join.savThe value of(K+4G/3)is15GPa,and the minimum zone size adjacent to the interface is 0.5m.Hence,we choose both shear stiffness and normal stiffness to be150×109/0.5—i.e., k n=k s=3×1011Pa/m.The resulting contours of z-displacement are shown in Figure3.8.Compare this result to that for a single grid,shown in Figure3.7in the User’s Guide.This plot is at the same scale and contour intervals as Figure3.8.The two plots are almost identical,which indicates that the interface does not affect the behavior to any great extent.The prescription given in Eq.(3.4)is reasonable if the materials on the two sides of the interface are similar,and variations ofstiffness occur only in the lateral directions.However,if the material on one side of the interface is much stiffer than that on the other,then Eq.(3.4)should be applied to the softer side.In this case,the deformability of the whole system is dominated by the soft side;making the interface stiffness ten times the soft-side stiffness will ensure that the interface has minimal in?uence on system compliance.Figure3.7Two unequal sub-grids joined by an interfaceFigure3.8Vertical displacement contours—two joined grids3.4.2Real Interface—Slip and Separation OnlyIn this case,we simply need to provide a means for one sub-grid to slide and/or open relative to another sub-grid.The friction(and perhaps cohesion,dilation,and tensile strength)is important, but the elastic stiffness is not.The approach of Section3.4.1is used here to determine k n and k s. However,the other material properties are given real values(see Section3.4.3for advice on choice of properties).As an example,we can allow slip in a bin-?ow problem,as shown in Figure3.9,corresponding to the data?le inExample3.3.The bond strengths are not set(i.e.,they default to zero);the interface stiffnesses are set to approximately ten times the equivalent stiffness of the neighboring zones.Figure3.9Flow of frictional material in a“bin”Example3.3Slip in a bin-?ow problem;Create Material Zonesgen zone brick size555&p0(0,0,0)p1(3,0,0)p2(0,3,0)p3(0,0,5)&p4(3,3,0)p5(0,5,5)p6(5,0,5)p7(5,5,5) gen zone brick size555p0(0,0,5)edge 5.0 group Material;Create Bin Zonesgen zone brick size155&p0(4,1,0)p1add(3,0,0)p2add(0,3,0)&p3add(2,0,5)p4add(3,6,0)p5add(2,5,5)&p6add(3,0,5)p7add(3,6,5)gen zone brick size155&p0(6,1,5)p1add(1,0,0)p2add(0,5,0)&p3add(0,0,5)p4add(1,6,0)p5add(0,5,5)&p6add(1,0,5)p7add(1,6,5)gen zone brick size515&p0(1,4,0)p1add(3,0,0)p2add(0,3,0)&p3add(0,2,5)p4add(6,3,0)p5add(0,3,5)&p6add(5,2,5)p7add(6,3,5)gen zone brick size515&p0(1,6,5)p1add(5,0,0)p2add(0,1,0)&p3add(0,0,5)p4add(6,1,0)p5add(0,1,5)&p6add(5,0,5)p7add(6,1,5)group Bin range group Material not;Create named range synonymsrange name=Bin group Binrange name=Material group Material;Assign models to groupsmodel mohr range Materialmodel elas range Bin;Create interface elementsint1face ran plane ori(4,0,0)nor(-5,0,2)dist0.01z(0,5)y(1,6) int2face ran plane ori(0,4,0)nor(0,-5,2)dist0.01z(0,5)x(1,6) int1face ran x 5.9 6.1y16z510int2face ran x16y 5.9 6.1z510int1maxedge0.55int2maxedge0.55;Move bin toward materialini x add-1.0range Binini y add-1.0range Bin;Assign propertiesprop shear1e8bulk2e8fric30range Materialprop shear1e8bulk2e8range Binini den2000int1prop ks2e9kn2e9fric15int2prop ks2e9kn2e9fric15;Assign Boundary Conditionsfix x range x-0.10.1any x 5.9 6.1anyfix y range y-0.10.1any y 5.9 6.1anyfix z range z-0.10.1Bin;Monitor historieshist unbalhist gp zdisp(6,6,10)hist gp zdisp(0,0,10)hist gp zdisp(0,0,0);Settingsset largeset grav0,0,-10;Cyclingstep4000save bin.sav3.4.3All Properties Have Physical Signi?canceIn this case,properties should be derived from tests on real joints*(suitably scaled to account for size effect),or from published data on materials similar to the material being modeled.However, the comments of Section3.4.1also apply here with respect to the maximum stiffnesses that are reasonable to use.If the physical normal and shear stiffnesses are less than ten times the equivalent stiffness of adjacent zones,then there is no problem in using physical values.If the ratio is much more than ten,the solution time will be signi?cantly longer than for the case in which the ratio is limited to ten,without much change in the behavior of the system.Serious consideration should be given to reducing supplied values of normal and shear stiffnesses to improve solution ef?ciency. There may also be problems with interpenetration if the normal stiffness,k n,is very low.A rough estimate should be made of the joint normal displacement that would result from the application of typical stresses in the system(u=σ/k n).This displacement should be small compared to a typical zone size.If it is greater than,say,10%of an adjacent zone size,then there is either an error in one of the numbers,or the stiffness should be increased if calculations are to be done in large-strain mode.Joint properties are conventionally derived from laboratory testing(e.g.,triaxial and direct shear tests).These tests can supply physical properties for joint friction angle,cohesion,dilation angle, and tensile strength,as well as joint normal and shear stiffnesses.The joint cohesion and friction angle correspond to the parameters in the Coulomb strength criterion?described in Section3.2. Values for normal and shear stiffnesses for rock joints typically can range from roughly10to100 MPa/m for joints with soft clay in-?lling,to over100GPa/m for tight joints in granite and basalt. Published data on stiffness properties for rock joints are limited;summaries of data can be found in Kulhawy(1975),Rosso(1976),and Bandis et al.(1983).Approximate stiffness values can be back-calculated from information on the deformability and joint structure in the jointed rock mass and the deformability of the intact rock.If the jointed rock mass is assumed to have the same deformational response as an equivalent elastic continuum,then relations can be derived between jointed rock properties and equivalent continuum properties. For uniaxial loading of rock containing a single set of uniformly spaced joints oriented normal to the direction of loading,the following relation applies.1=1r +1n(3.5)*“Joint”is used here as a generic term.The Coulomb yield surface provides a reasonable approximation for joint strength for most engi-neering calculations.More complex joint models are available which include,for example,effects of continuous yielding and displacement weakening.For analysis with other joint models,the user is referred to UDEC(Itasca1996).ork n=E E rs(E r?E)(3.6)where E=rock mass Young’s modulus;E r=intact rock Young’s modulus;k n=joint normal stiffness;ands=joint spacing.A similar expression can be derived for joint shear stiffness:k s=G G rs(G r?G)(3.7)where G=rock mass shear modulus;G r=intact rock shear modulus;andk s=joint shear stiffness.The equivalent continuum assumption,when extended to three orthogonal joint sets,produces the following relations:E i=1r+1i ni1(i=1,2,3)(3.8)G ij=1G r+1s i k si+1s j k sj1(i,j=1,2,3)(3.9)Several expressions have been derived for two-and three-dimensional characterizations and multiple joint sets.References for these derivations can be found in Singh(1973),Gerrard(1982(a)and (b)),and Fossum(1985).Published strength properties for joints are more readily available than stiffness properties.Sum-maries can be found,for example,in Jaeger and Cook(1979),Kulhawy(1975),and Barton(1976). Friction angles can vary from less than10?for smooth joints in weak rock,such as tuff,to over 50?for rough joints in hard rock,such as granite.Joint cohesion can range from zero to values approaching the compressive strength of the surrounding rock.It is important to recognize that joint properties measured in the laboratory typically are not rep-resentative of those for real joints in the?eld.Scale dependence of joint properties is a major question in rock mechanics.Often,the only way to guide the choice of appropriate parameters is by comparison to similar joint properties derived from?eld tests.However,?eld test observations are extremely limited.Some results are reported by Kulhawy(1975).The following example illustrates an application of the interface logic to simulate the physical response of a rock joint subjected to normal and shear loading.The model represents a direct shear test,which consists of a single horizontal joint that is?rst subjected to a normal con?ning stress, and then to a unidirectional shear displacement.Figure3.10shows the model.Figure3.10Direct shear test modelFirst,a normal stress of10MPa is applied that is representative of the con?ning stress acting on the joint.A horizontal velocity is then applied to the top sub-grid to produce a shear displacement along the interface.For demonstration purposes,we only apply a small shear displacement of less than2mm to this model.The average normal and shear stresses,and normal and shear displacements along the joint,are measured with a FISH function.With this information we can determine the shear strength and dilation that are produced.The data?le for this test is contained in Example3.4.Example3.4Direct shear testtitleDirect shear testgen zone brick size12110p0406p11606p2416p34011 gen zone brick size20110p12000p2010p3005range name bot z05range name top z611interface1face range z5int1prop ks4e4kn4e4fric30dil6;tension1e10bslip=onini z add-1.0range top;plo surf lorange interface white axes blackmodel eprop bulk45e3sh30e3fix x y z range z0fix x range x0fix x range x20apply nstress-10range z10step0plot contour szz interface white axes blacksolvesave dsta.savini xvel5e-7range topfix xvel range topdef ini_jdispvalnd=0.0count=0.0p_in=i_node_head(i_head)loop while p_in#nullif in_ztarget(p_in)#null thenvalnd=valnd+in_pen(p_in)count=count+ 1.0end_ifp_in=in_next(p_in)end_loopnjdisp0=valnd/countendini_jdispdef sstavvalns=0.0valss=0.0valsd=0.0valnd=0.0count=0.0p_in=i_node_head(i_head)loop while p_in#nullif in_ztarget(p_in)#null thenvalns=valns+in_nstr(p_in)*in_area(p_in) valss=valss+in_sstr(p_in,1)*in_area(p_in) valsd=valsd+in_sdisp(p_in,1)valnd=valnd+in_pen(p_in)count=count+ 1.0end_ifp_in=in_next(p_in)end_loopsstav=valss/(12.0*1.0)nstav=valns/(12.0*1.0)sjdisp=valsd/countnjdisp=valnd/count-njdisp0endhist ns1hist sstav nstav sjdisp njdispini xdis0ydis0zdis0step2500save dst.savplot his-1vs-3pauseplot his-4vs-3pauseretThe average shear stress versus shear displacement along the joint is plotted in Figure3.11,and the average normal displacement versus shear displacement is plotted in Figure3.12.These plots indicate that joint slip occurs for the prescribed properties and conditions.The loading slope in Figure3.11is initially linear and then becomes nonlinear as interface nodes begin to fail until a peak shear strength of approximately5.8MPa is reached.As indicated in Figure3.12,the joint begins to dilate when the interface nodes begin to fail in shear.。

使用说明书使用说明书的提供z下面所提的使用说明书2是以光盘形式提供的PDF格式文档，阅读时需要安装Adobe Reader阅读器，Adobe网站主页上有最新版本Adobe Reader阅读器供下载。

z SETX随机提供有2本使用说明书：1.SETX系列电子全站仪使用说明书（本说明书）。

介绍SETX的基本功能和基本操作方法。

2.索佳外业数据速递系统SFX使用说明书介绍SETX系列电子全站仪如何通过拨号软件和SFX功能进行数据的通信交流。

符号约定本说明书使用下列符号和约定：：表示操作前应阅读的注意事项和重要内容。

：表示参阅章节及其名称。

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：表示一特别术语或操作的说明。

[软键]等：表示所显示的软键内容。

{按键}等：表示SETX操作键盘上的操作键。

<放样>等：表示屏幕提示名称。

使用说明书的说明z除特殊说明外，说明书中的SETX均表示SET1X/SET2X/SET3X/SET5X。

z说明书中所用界面和插图均来自内置蓝牙的SET3X仪器。

z说明书界面中所采用的软键功能菜单均为出厂时的默认值，软键功能菜单是可以由用户自行改变的。

“28.6 键功能定义”iiz在阅读各测量操作章节之前，请先阅读“4.产品简介”和“5.基本操作”的内容，了解仪器的基本操作方法；“4.1功能介绍”中对SETX的功能进行简要介绍；有关设置项的选取和数据的输入方法请参阅“5.1键盘基本操作”。

z本说明书介绍的均为连续测量模式下的操作程序。

当选取其它测量模式时，有关的操作程序信息将在给出。

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1・1模型参数代码可参考manual 中各个章节的comma nd 命令及说明，注意单位。

用 prop 赋值。

1.1.1各向同性弹性模型1.1・4德鲁克•普拉格模型1.1.5摩尔•库伦模型1.1.6多节理模型1.1.7应变硬化/软化模型1.1.18粘塑形模型1.2模型适用说明遍布节理模型适用于Mohr・Coulomb材料来明确显示力在各个方向上的差异性。

双线性软化应变遍布节理模型综合了软化应变Mohr・Coulomb模型和遍布节理模型，这种模型包含面向矩阵和遍布节理的一个双线性断裂点集。

改进的Cam-clay模型反映了形变度和抗破坏能力对体积变化的影响。

Mohr-Coulomb模型最适用于一般工程研究，同时，Mohr-Coulomb的聚力和摩擦角参数相对于地质工程材料的其它属性，更容易获得。

软化应变和遍布节理塑性模型实际上是Mohr・Coulomb 模型的变形，这些模型如果在附加材料参数的值较高时将得出与Mohr-Coulomb模型同样的结果。

Druck-Prager模型是一个相对于Mohr・Coulomb模型的破坏标准的简化体，但是它一般不适于用来描述地质工程材料的破坏情况。

它主要是用来把FLAC3D与其它一些有Druck-Prager模型但却没有Mohr-Coulomb模型的数学软件作比较。

在摩擦力为零的时候请注意，此时Mohr・Coulomb模型退化为Tresca模型，而Druck-Prager模型退化为Von Mises模型。

Druck-Prager模型和Mohr・Coulomb模型是计算起来效率最高的塑性模型，而其它的塑性模型在计算时却需要更多的存和额外的时间。

例如，塑性应变不能在Mohr・Coulomb模型中直接计算出来（参见附录G ）。

如果需要计算塑性应变，则必需要用应变软化模型。

这种模型主要是用于破坏后的情况对工程影响重大的工程活动中，如弯曲柱、开采塌落或回填研究。

Druck-Prager模型、Mohr・Coulomb模型、遍布节理模型、应变软化Mohr-Coulomb模型和双线性应变软化遍布节理模型中的拉伸破坏标准是相同的。