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### 3DEC：离散元方法在地质工程中的应用与进展 #### 软件概述与历史背景《3DEC用户手册英文》是一份针对地质行业内用户的行业软件文档，全面介绍了3DEC（Three Dimensional Distinct Element Code）软件的功能、应用及最新进展。3DEC作为一款基于离散元法（DEM）的三维数值模拟工具，自1988年由Peter Cundall开发以来，已经历了多次迭代与扩展，成为地质工程师和科研人员手中不可或缺的分析利器。 #### 离散元法（DEM）简介离散元法是一种用于模拟颗粒材料或块体结构行为的数值计算方法，尤其适用于处理复杂的断裂、变形和动力学问题。相较于连续介质模型，DEM能够更精确地模拟材料内部的非连续性和复杂接触机制，从而提供更为真实可靠的模拟结果。3DEC正是基于这一理论框架，专注于岩石力学领域内的多关节岩体系统分析。 #### 3DEC的应用范围最初，3DEC主要用于研究岩石斜坡和地下开挖工程的稳定性分析。随着时间的推移，其应用领域不断拓展，涵盖了拱坝基础稳定性评估、地下电站设计、砌体结构极限承载力评价以及历史建筑如石拱桥的地震响应研究等。这些应用充分展示了3DEC在处理大规模、复杂非连续系统时的独特能力，使其成为地质工程分析中不可或缺的工具。 #### 3DEC Version 2.0的最新进展最新的3DEC Version 2.0版本于1998年12月发布，特别针对岩石力学领域的静态机械分析进行了优化。新版软件不仅提升了性能，还大幅降低了价格，使其更加亲民，促进了更广泛的应用。3DEC 2.0强化了对含有多个相交裂隙结构的岩体加载响应的模拟能力，支持大位移模拟、多重接触模式、显式求解方案、多种材料模型以及耦合问题的分析。 #### 培训与实践案例分享为了帮助用户更好地掌握3DEC的使用技巧，手册中还提供了“培训角”板块，旨在通过实际案例讲解，提升用户的操作技能。此外，手册收录了一系列近期利用3DEC完成的研究成果，覆盖了从拱坝安全分析到应力状态确定等多个方面，为读者提供了丰富的学习资源和灵感来源。 #### 结语《3DEC用户手册英文》不仅是一份详尽的技术文档，更是地质工程领域内前沿科技与实践智慧的结晶。它不仅记录了3DEC软件的发展历程与技术革新，也展现了离散元法在解决复杂地质工程问题上的强大潜力。对于地质行业的从业者而言，深入理解和掌握3DEC的使用方法，无疑将极大提升其在项目分析与决策制定过程中的专业水平和竞争力。

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Soft SpotSoft Spot

Itasca’s Software Newsletter

VOLUME 7 number 1

February 1999

In the Spotlight

3DEC was developed in 1988 as the three-dimensional

extension of Peter Cundall’s distinct element method.

Initially, the program was used as a research tool to sim-

ulate the progressive, large-scale movements of blocky

rock systems. The first applications were in stability

analyses of rock slopes and

underground excavations. Over

the past ten years, the applica-

tion of 3DEC has expanded to

several other engineering fields,

such as stability assessment of

arch dams on rock foundations,

design of underground power

houses, evaluation of the ulti-

mate capacity of masonry struc-

tures, and seismic studies of

historical columns and arches.

3DEC is now an accepted analy-

sis tool for applications involv-

ing jointed or blocky materials.

This issue of SoftSpot focuses on the recent

advancements and applications of 3DEC. The adjacent

article describes what is new with the December 1998

release of 3DEC Version 2.0. We have asked some of

our 3DEC users to provide examples of recent studies

they have performed. These are presented on page 2; a

list of recent 3DEC-related publications is provided on

page 7. I think you will find that 3DEC offers unique

capabilities in modeling large, complex discontinuous

systems.

—Roger Hart

Director, Software Services

3DEC Version 2.0 Released ...............1 Modeling Hints..............................4

In the Spotlight .....................1 Linking Itasca Codes: Interactive

3DEC Applications ...................2 Analyses of Coupled 3D Problems .............5

Seismic Response of Stone Masonry Arches Recent 3DEC-Related Publications ..............7

State-of-Stress Determination SoftNotes...................................8

3DEC Arch Dam - Safety Analysis of Rock Foundation Training Corner .............................8

Soft Spot

3DEC Version 2.0 Released

tasca is pleased to announce the release of 3DEC Version

2.0. The new version of the code is specifically designed

for static, mechanical analyses in rock mechanics—and is

available at a price nearly half that of previous versions.

3DEC was created to model the quasi-static or dynamic

response to loading of rock media

that contain multiple, intersecting

joint structures. 3DEC simulates

large displacements, allows multi-

ple contact modes between blocks,

offers an explicit solution scheme,

provides multiple material models,

and can simulate excavation or

backfilling through the use of

“null blocks.” Tools available in

the code include a preprocessor

that reads AutoCAD files, interac-

tive manipulation of screen

images, mesh-generation tools, a

tunnel generator, and a statistically

based joint-set generator.

Features new to 3DEC with the release of Version 2.0

include the following items.

Built-in Programming Language FISH —The Itasca

programming language, FISH, enables users to define new

variables and functions to customize a numerical model to

suit their particular needs. FISH can vary block and joint

properties within the block structure, define variables for

plotting, implement joint generation schemes, apply a

servo-control of a numerical test, specify different boundary

conditions and automate parameter studies.

(Continued on page 6)

3DEC model of an arch dam

on a jointed rock foundation

3DEC Applications

Seismic Response of Stone Masonry

Arches

DEC is well suited to perform both static and dynamic

analyses of masonry structures. In this application, 3DEC

is applied to evaluate the seismic behavior of stone masonry

arches. The code performs a detailed simulation of the

architectural components of stone masonry arches under

earthquake loading. Free-standing arches are often found in

partially ruined structures, and their safety is always a cause

for concern. 3DEC models have been created for several

types of arches. A pointed arch model with a T-shape section

is illustrated in Figure 1.

The arch is first subjected to self-weight, and then

dynamic loading is applied in the form of a prescribed

motion at the support blocks. Pointed arches are shown to

withstand a higher loading than circular arches.

Out-of-plane collapse is a predominant failure mode, as

shown in Figure 2. Lemos (1997) provides further informa-

tion on this analysis, including evaluation of other arch

shapes.

The article mentioned above appears in the list of recent

3DEC-related publications that appears on page 7.

1.0 m

0.55

7.5 m

5.3 m

Figure 1 Pointed arch model

Figure 2 Failure mode for pointed arch model

State-of-Stress Determination

nowledge of the virgin stress field is obtained from

3DEC analyses in the design for a nuclear-waste reposi-

tory site in Switzerland. The 3DEC model simulates the

topography, complicated geology and applied tectonic forces

at the site. The model is calibrated using hydrofrac stress

measurements, borehole breakout data and geological

indicators.

Figure 3 illustrates the 3DEC model for the repository site.

The different colored blocks in the model correspond to the

various geologic materials at the site. The blocky model con-

sists of approximately 365,000 cubic blocks and is considered

sufficient to evaluate the regional stress state. Figure 4 shows

the inner region of the model in the vicinity of the repository

horizon. The virgin stress field is indicated in Figure 5 by

the plot of principal stress tensors and contours of maximum

principal stress through the repository horizon. Compari-

sons to stress measurements are made at the locations shown

on the figure.

Drs. Heinz Konietzky and Lothar te Kamp of Itasca’s

office in Germany provided this contribution.

3DEC Arch Dam - Safety Analysis of

Rock Foundation

he Santa Maria arch dam is located in the eastern Swiss

Alps. It is 117 m high and has a crest length of 650 m.

Due to the wide span, the dam is subjected to large displace-

ments in the center part of the dam foot. The dam survives

these displacements without cracking because several large

joints in the ground open and allow movement. The arrange-

ment of those joints led to the investigation of the safety of

the foundation of the dam. All the major joints down to a

spacing of 15 m were modeled. It can be shown that the

foundation can withstand an increase of the load from full

reservoir by at least a factor of 2. This is much greater than

can be expected due to an earthquake or an overtopping of

the water. Figures 6 and 7 show the components of the arch

dam represented by the 3DEC model.

We thank Mr. Christian Moor of Nordostschweizerische

Kraftwerke (NOK), Baden, Switzerland, for providing this

3DEC application.

For other studies on modeling arch dams with 3DEC, see

Lemos (1996) in the bibliography of recent 3DEC-related

publications that appears on page 7.

Modeling Hints

Changing the Water Level

Settlement or heave resulting from the lowering or raising

of the groundwater table is a common situation in soil engi-

neering. The analysis of this condition can be conducted

with FLAC for various types of problem settings. When a

fully coupled calculation is performed, the displacement

changes arise automatically as the phreatic surface changes.

However in many cases—for example, in the dewatering of

an excavation—it may often be assumed that the water level

is instantaneously changed; thus, a steady-state flow state is

obtained without performing a fluid-flow calculation. The

pore pressure is then changed to correspond to the change in

the water level.

This simplified analysis may be run either outside the

groundwater configuration or within the groundwater con-

figuration—but with flow turned off. For both approaches,

there is an imposed change in the pore pressures: outside of

CONFIG gw, this can be done with either the WATER table

or INI pp command; within CONFIG gw, it can be done

with the INI pp and INI sat commands.

In addition, for both approaches, there must also be an

adjustment made to the total stresses in zones in which pore

pressures are changed. The total stresses must be corrected

because an imposed instantaneous change in pore pressure in

a material does not affect inter-granular forces; hence, the

effective stress is unchanged in the short term.

The adjustment to total stress can be done conveniently by

subtracting the pore-pressure change from the total stresses

in the affected zones, using the INI sxx add -Dp, INI syy

add -Dp and INI szz add -Dp commands, where Dp is the

change in the pore pressure in the zone affected by the

change in the water level (Dp=p(new) - p(old)).

A simple demonstration of the effect of changing water

level is given by the accompanying data file. A box filled with

soil is initially dry. The soil is instantaneously saturated, and

the soil heaves as indicated in the plot.

Note that gravity is not acting in this example. Saturated

and unsaturated densities must also be adjusted if gravity is

acting and the water level is changed. In CONFIG gw

mode, this is performed automatically for zones in which the

pore pressure is changed; only the unsaturated density needs

to be specified. Outside of the CONFIG gw mode, the

unsaturated density must be assigned by the user to all zones

above the water table and the saturated density to all zones

below, when the water level is changed.

For further discussion and examples on changing the water

level, see Section 6.11.9 of the Theory and Background vol-

ume of the FLAC Manual.

; add water to a box of soil and produce heave

config gw

grid 4 8

m elas

prop dens 1500 sh 1e8 bu 2e8

water dens 1000 bulk 0

set flow off

fixxi1

fixxi5

fixxy j1

ini sxx -1e4

ini szz -1e4

solve ; Initial equilibrium

;

ini pp 1e4 ; Add water

ini sxx add -1e4 ; Adjust total stresses

ini syy add -1e4 ; to account for pore-pressure

ini szz add -1e4 ; change

;

his ydispi1j9

solve

plot hold bo disp str

FLAC (Ver s io n 3.40)

LEGEND

7-Jan-99 15:01

step 614

-3.333E+00 <x< 7.333E+00

-1.333E+00 <y< 9.333E+00

Boundary plot

02E0

Displacement vectors

Max Vector = 2.390E-04

05E-4

Principal stresses

Max. Value = 1.603E+04

05E4

0.000

2.000

4.000

6.000

8.000

-2.000 0.000 2.000 4.000 6.000

JOB TITLE :

Itasca Consulting Group, Inc.

Minneapolis, Minnesota USA

Heave resulting from adding water to a box of soil

End Bearing Piles

Pile elements in FLAC are specifically designed to simulate

the effect of a soil squeezing around a single foundation pile.

The pile element transfers loads to the soil via the coupling

springs connected between the pile nodes and the grid. Pile

elements are thus intended to represent the behavior of fric-

tion piles.

It is possible to also model end-bearing loading with

FLAC’s pile elements. This can be accomplished by neglect-

ing the shear friction along the bottom segment of the pile,

adjusting instead the properties of the corresponding cou-

pling shear spring to account for the pile bearing capacity.

The end-bearing spring can be assigned a limit load evaluated

using an engineering bearing capacity formula. An example

application of this approach is provided in Section 5.4.4.1 in

the Theory and Background volume of the FLAC Manual.

Linking Itasca Codes: Interactive

Analyses of Coupled 3D Problems

s publicized in the last SoftSpot, transfer of information

between Itasca codes is now possible by using FISH.

Recently, this feature was used to couple FLAC

and PFC

to investigate the effects of a coupled mechanical and fluid

flow response. FLAC

was used to model the fluid flow,

while PFC

was used to model the porous solid response.

Exchange of necessary information between the two codes

was accomplished by binary file exchange through respective

FISH functions, using a simple DOS batch-file to manage the

sequential execution of the two codes.

The physical scenario is that of fluid flow through a weak

porous medium as a result of a relatively sudden pressure

drop in a local region. The fluid passing through the pore

space imposes drag forces on the solid material that tend to

“push” the material in the direction of flow. Deformation

and break-up of the porous solid occurs as a result of the drag

forces, and affects its local permeability.

Asgian et al. (1995) derived an expression for the drag

force when an assembly of bonded particles represents the

solid material. The pore pressure gradient is part of this

expression and can be obtained from the FLAC

fluid flow

model. This gradient is output and subsequently used in the

PFC

model to determine the individual drag force (i.e.,

body force) on each particle.

The permeability associated with any volume in the PFC

solid model can be estimated from porosity using the

Kozeny-Carman equation, for example. Updated

permeabilities resulting from deformations of the porous

solid are passed to the FLAC

model to determine a new

fluid flow state.

Depending on the selected time increment, discrete calcu-

lations of fluid flow and mechanical states can be used in this

manner to simulate a 3D transient dynamic coupled fluid

flow/mechanical response. Figure 1 outlines the approach.

The approach requires a division of the PFC

model into

a virtual 3D cell space equivalent to that of the FLAC

model grid. Information is exchanged between the virtual

cell space in PFC

and the cell space of the equivalent

FLAC

grid. Note that,

while the FLAC

flow

model must encompass the

entire geometric domain of

the PFC

solid model, the

opposite is not necessary.

Figure 2 shows an example

of volumes occupied by the

two models. As seen in

Figure 2, only the blue vol-

ume in the FLAC

model

is represented by the

PFC

model. Figure 2 also

shows a cut through the

models, illustrating the vir-

tual cell space in PFC

and the equivalent cell

space in FLAC

. The

boundary location of low

pressure is also indicated.

Pore pressure contours in

the FLAC

model and the

corresponding drag forces

Figure 1 Linkage of FLAC

and PFC

Pressurized Medium

Point

Low Pressure

Figure 2 Volumes occupied by FLAC

(left) and PFC

(right) models

(Continued on page 8)

剩余1467页未读，继续阅读

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casio24

2012-12-27

谢谢，好像是4.0版本的。最好介绍下版本号

wwyp

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