How to dig a tunnel: methodology dexcavation

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How to dig a tunnel: methodology of excavation

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A. COURTEOUS, P. SEMETE, A. SAIDANI

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Organization (S):

EDF-DIS/SEPTEN, EDF-R & D/MMC, ENS Cachan

Instruction manual
U2.04 booklet: Nonlinear mechanics
Document: U2.04.06

How to dig a tunnel: methodology
of excavation

Summary:

This note proposes a methodology to simulate the digging of an underground gallery with Code_Aster.
The basic method is a method usually used in this kind of studies: method “convergence
 containment “.

After a recall on the principle of the method, the main stages of the command file Code_Aster are
described. Various numerical examples make it possible to validate the procedure.

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1 How to simulate the digging of a tunnel with

Code_Aster?

1.1

Principle of the method, implemented and validation

Context

The studies of géomechanics are generally based on a simulation of roadway drivage
underground. Examples of application can be quoted:

to evaluate the area damaged by excavation (EDZ) around a gallery of storage;

to study the resaturation of an cell of storage by water of the site.

A certain number of studies were already carried out by department AMA on this subject, with
Code_Aster. However, few elements practice are available in documentations for
to reproduce this type of calculation. Department MMC undertook such a modeling with
Code_Aster, in order to adapt the procedure of application of the method classically used for
this kind of calculation: method “convergence containment”. It comes out from this experiment that
this application is not completely commonplace that it is necessary to raise some questions
techniques practice of implementation. To capitalize this experiment for the future users is
appeared like rather important, in the collective interest of the studies on storage in particular.

Objective

This note has as a main objective to provide some preliminary technical consultings to
users of Code_Aster wishing to modelize an underground excavation.

Methodology

This note presents an application to a command file of Code_Aster of the method
convergence containment. After a short recall on the principle of the method, a description
practical and operational of the controls to be used is given. The method is illustrated by
calculations of validation of Code_Aster, whose command files are provided in appendix.

Result

Thanks to the application of the protocol suggested, two calculations of validation of Code_Aster were
implemented. The relative difference between numerical results and analytical solution is lower than 2%.

Outlines

The method can be extended to the calculations nonlinear (plasticity, damage) and coupled in
THM, in particular within the framework of studies intended for the storage of nuclear waste.

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2 Introduction

For several years, studies have been carried out with Code_Aster in order to modelize it
behavior of works geotechnics (earth dams, tunnels, barriers worked for
storage of waste…).

Code_Aster was already used in particular to simulate the well or roadway drivage, in
tally of Stockage the geological project of nuclear waste HAVL (T4-01-10) or at the time of studies
former on major storage. Reports/ratios written until now (for example [bib6], [bib7] or
[bib4]) focus themselves naturally on the results, in order to answer the precise technical question
who justified the study. However to simulate an excavation using a code finite elements is not inevitably
an easy thing, and even if the general principles are recalled in the documents referred to above,
one finds finally few elements on the structure of the command files which served as
support with calculations.

In order to help the engineers in load of the future studies of underground excavation with Code_Aster,
this note indicates some useful recommendations to begin in the realization from this type of calculation.
Indeed, within the framework of the Storage project, MMC decided to adapt the step completely
implementation by AMA in 2000 and 2001. For that purpose, all the step was reproduced with
version 6 of Code_Aster, on the basis of mesh new and by exploring some alternatives.
MMC also profited from the assistance of the agents of AMA. In addition, this work led to one
validation of Code_Aster according to conventional analytical formulas in linear elasticity (formulas
kirsch and method convergence-containment, [bib5]).

This report/ratio thus presents:

conventional method of simulation of an underground excavation in 2D by means of a code
finite elements;

different the option available to apply this method with Code_Aster;

two case-tests of validation of Code_Aster for the problems of underground excavations.

Thenecessary one with an advantageous reading of this note is the basic training with the use of
Code_Aster as well as a minimum of familiarisation to the software package. The detail of the various controls
used is given by the user's documentation of Code_Aster (http://www.code-aster.org).

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A method to simulate the digging of a gallery with
to start from a model 2D

: the method convergence

containment

3.1 Principle

General

This part is inspired largely by [bib5]. Let us announce that the CIH and TEGG also carried out one
certain number of studies with this method (for example, [bib2]). It is advised with the reader of
to defer to these documents for more information on the principle of the method. The paragraphs which
follow summarize only the essence of the step.

The method convergence-containment is usually used in engineering of the works
undergrounds. Its objective is to obtain an order of magnitude of displacements of the walls of the tunnel
as well as the efforts taken again by the rock and supporting. This method makes it possible to simplify calculation
of a three-dimensional work by a two-dimensional calculation, the introduction of a parameter
adimensional

called “rate of déconfinement”. It rests on the following assumptions:

plane deformations with assumption of small disturbances;

the tunnel is supposed of circular section and horizontal axis;

homogeneous ground of infinite extension;

solid mass following a linear or elastoplastic elastic behavior;

initial state of the stresses presumedly isotropic and homogeneous;

deep tunnel: no significant variation of stresses on the height of the gallery. In
practical, if H is the average depth of the work and R its radius, this assumption is
presumedly satisfied if H/R>10;

quasi-static balance (not of terms of acceleration).

One is interested in a section located in a plan perpendicular to the axis of the tunnel and one wishes
to carry out a two-dimensional calculation. The parameter

is supposed to take into account the mechanical influence

proximity of the coal face to this section, i.e. of a phenomenon whose origin is
out of the plan considered by calculation.

depends on several parameters (rock, supporting, length

of nonconstant tunnel behind the coal face…) and its determination is not inevitably immediate
(many publications on the subject, for example [bib1]). This problem of analytical determination
rate of déconfinement leaves the framework of this document.

In fact, one introduces

to consider a fictitious tensor of the stresses

in the ground, which is one

fraction of the initial stress

(

)

with

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[Figure 3.1-a] below the evolution illustrates of

and of the radial stress

for a tunnel not

supported.

0>>

= (1

Appear 3.1-a: Evolution of the rate of déconfinement

and of the radial stress

in the case of a nonconstant tunnel

Let us notice that

1 corresponds to déconfinement total of the rock: the influence of the coal face

on the behavior of the section of tunnel disappeared and the tunnel is comparable to a very thick tube.

Since a part, even the totality of the stresses initially present within the solid mass
disappear (it is precisely the phenomenon of déconfinement), the walls of the excavation go
to tend to approach to reach a new mechanical balance. It is the phenomenon of
“convergence”. This phenomenon can lead to the ruin of the work if the structure does not arrive to
to find a state of steady balance following the excavation.

If, for reasons of security or stability, one decides to pose a supporting or a coating
to the wall of the tunnel, those go, from their mechanical stiffness, to be opposed to the natural phenomenon
convergence. In this case, final balance thus depends on the mechanical interaction between the rock and it
coating. Generally, this balance does not allow the stresses in the rock solid mass
to cancel itself like in the case of the nonconstant tunnel. It is said whereas the ground is confined, from where it
name of the method “convergence-containment”.

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Graphically, the application of this method amounts seeking the point of intersection of the curve
of convergence, deduced from the behavior of the ground, and curve of containment, deduced from
behavior of supporting [Figure 3.1-b].

Appear 3.1-b: Example of curves of convergence and containment

Equations of the method “convergence-containment” in the case of a linear elastic solid mass
are provided in [§Annexe 1].

That it is for analytical or numerical calculations, this method allows, using simple
model 2D, to deal with the 3D problem which the simulation of an excavation constitutes.

3.2 Application of the method for a numerical calculation by elements

finished

A characteristic of calculations of excavation by finite elements is the need for implementing
several models (in the broad sense).

Indeed, a conventional course of modeling can be summarized by the following stages:

stage 1: initialization of the in situ stresses;

stage 2: calculation of the nodal reactions on the level of the walls of the excavation;

stage 3: déconfinement solid mass to simulate the progressive excavation and the distance of
coal face;

stage 4: possible installation of a supporting/coating and end of déconfinement.

If the study requires it, the sequence of stages 2, 3 and 4 can be repeated (case of an excavation in
divided sections, for example).

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In the majority of the cases, the sequence of calculations is thus done on the basis of four configuration
[Figure 3.2-a].

Excavation of

gallery

Pose

coating concrete

Solid mass of ground

Initialization of

stresses

Solid mass of ground

Calculation of the reactions

nodal

Appear 1.2-a: typical Example of sequence of a calculation of excavation with a computer code

The first configuration is used for:

to initialize the stresses of origin geostatics;

to initialize the hydrostatic pressure due to the possible presence of water and the temperature (
present note does not discuss this precise item in detail);

The second configuration makes it possible to calculate the reactions to the nodes representing the edge of
the excavation.

At these stages of modeling, all the elements of the mesh thus correspond to a material of
ground type or rock. One thus obtains a solid mass of ground in which reign a state of stresses
corresponds to the state of in situ stresses in the plan perpendicular to the axis of the gallery. One knows
also nodal reactions at the edge of the excavation, which will allow déconfinement partial
or total of the solid mass in the stages which follow.

The third configuration is dedicated to déconfinement: one decreases the nodal reactions at the edge of
the excavation in order to simulate the digging of the tunnel. At the time of the realization of this stage, the elements
stop in the area corresponding inside the gallery do not have to take part more in the rigidity of
model. As it further will be seen, this can be taken into account in several ways in practice.

One possibly passes to a fourth stage if one wants to simulate the installation of a supporting concrete
in the course of déconfinement for example. In this case, one adds elements with
characteristics of concrete and one continues the reduction in the nodal reactions calculated in the stage n°1
to complete calculation.

It is thus noticed that certain parts of the initial model will be seen affecting successively
properties of ground, “concrete vacuum” then. In this sequence is the source of some
intrinsic difficulties with this kind of calculation.

The application of this step by means of Code_Aster is covered in the following chapters. It is
based on a simple case.

Before attacking card-indexing of Code_Aster control…

This chapter relates to some particular points of modeling which it seems important of
to comment before being interested in the command files themselves. It is made up of one
continuation of paragraphs treating each one a question which an engineer can put when it carries out one
conventional calculation of excavation using a standard code finite elements like Code_Aster.

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4.1

How to define the models starting from a simple mesh?

The mesh chosen in this study represents a quarter of model representing a gallery
cylindrical in infinite medium. The radius of the gallery is 1,50 meter, the thickness of concrete is 0,30
measure and the mesh is a square of 20 side meters. According to the usual rules of modeling, it
relationship between the radius excavated R and dimension characteristic of the mesh L is sufficient for
to consider that the boundary conditions do not disturb the behavior of the excavation
(L

10 X R).

Appear 2.1-a: Mesh used and materials

Ground or vacuum

Ground, empty

or concrete

Ground

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From the point of view of the models (with the Code_Aster direction), it is necessary to distinguish some particular areas from
mesh (in addition to the other more conventional areas, like the edges of the mesh) and to create the objects
following (the names refer to the command files presented in Appendix):

the excavated edge where will be applied the nodal reactions to simulate déconfinement
(called EDGE);

the two points which are located at the ends of this curve, which are concerned at the same time by
the loading of déconfinement and by the boundary conditions at the edge of the solid mass.

Appear 4.1-b: Points and of points particular to identify together in the Code_Aster models

One can thus define (for example, because several configurations are possible):

a model GROUND, in which all the mesh is affected finite elements;

a model

SOL_REST

who does not include/understand the meshs which correspond to the excavated part

(they are not affected finite elements);

a model

SOL_REST0

who includes/understands

SOL_REST

and meshs corresponding to the coating

out of concrete affected of finite elements.

Note:

The use of such a geometry to make a real calculation of excavation is partially
criticizable, because symmetry suggested risk to generate a nonphysical loading. In case
of application of the actual weight for example, the aforementioned would be directed upwards in the part
lower of the tunnel!

Gravity

Gravity induced by

boundary conditions

Part with a grid

Part nonwith a grid but

simulated by symmetry

Tunnel

Appear 4.1-c: Example of aberration which the use of a quarter of model can generate

in the simulation of a tunnel

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For a realistic study where one would wish to initialize the stresses using a loading in weight
clean, it would be thus necessary “to net the ground” to the rigid substratum (rock considered
indeformable), or all at least until a sufficient depth to be been free from the problem
evoked above. One thus nets a half-model in this case there.

However, within the framework of our study, this stress of mesh did not obstruct us, since
we took into account neither the actual weight, nor couplings THM. The simulated loading is very with
fact compatible with the analytical solutions tested.

4.2

How to initialize the stresses?

The in situ stresses are generally represented by a tensor of command 2 of which directions
main correspond to the vertical and the horizontal one. The vertical stress is generally
equalize with the weight of the various formations located above the point considered and the stress
horizontal is proportional to the vertical stress:

with

the voluminal weight of the overlying ground (in kN/m

for example) and

a coefficient without

dimension.

can be determined by in situ measurements or be estimated by relations more or less

empirical. In the case of a semi-infinite solid mass subjected to an external stress on its higher edge
or to its actual weight, the theory of linear elasticity provides a value of

according to

Poisson's ratio

Two methods were tested with Code_Aster to initialize the stresses in the ground
boxing:

realization of a calculation (control

STAT_NON_LINE

) with a fictitious material equipped with one

Poisson's ratio allowing to obtain the report/ratio

wished. This calculation is carried out on

model which takes again all the mesh of the study (for example, the model called GROUND in
preceding chapter). In this case,

1 (case of linear elasticity). There are the numerous ones

case where

1 (if the ground is subjected to tectonic stresses, for example). In this case,

the following method becomes obligatory;

to directly assign the stresses to all the elements of the mesh by the control

CREA_CHAMP (option: OPERATION = “AFFE”)

;

The first solution requires to define a fictitious material and to implement a calculation moreover.
However, if the loading is the actual weight (what is not the case of the case-test only us
let us propose), this method appeared at the same time intuitive to us and simple. In the case of a field of
stresses uniform, the use of

CREA_CHAMP

is unquestionably the most interesting method:

it saves time calculating and its call is even simpler. For distributions of
more complex stresses,

CREA_CHAMP

also function but we did not use it (it

paragraph [§3.5.3.1] of documentation [U4.72.04] B1 index gives an example adaptable to our
problem).

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4.3 How to calculate the nodal reactions at the edge of the “future one”

gallery?

To calculate the nodal reactions at the edge of the gallery, it is necessary to lock this part of
mesh. This operation should not generate nonphysical stresses by incompatibility with
the loading applied at the time of the phase of initialization. stresses. A possibility offered consists
to impose the same loading as at the time of the initialization of the stresses by locking the nodes of
edge of the gallery only during this stage of calculation. This operation is without effect on
total result, which remains identical to that of the preceding stage, but the “temporary” blocking of
nodes of the edge of the gallery makes it possible to evaluate the nodal reactions there.

Even loading

that at the stage

the preceding one

Locked nodes

U = 0

Appear 4.3-a: Blocking of the nodes of the edge of the gallery to calculate there

nodal reactions

Concretely, this relative blocking of the edge of the gallery is possible thanks to option DIDI (for DIrichlet
Differential) of the key word

EXCIT

of the operator

STAT_NON_LINE

(Doc. Aster [U4.51.03] F4 index,

paragraph [§3.2.2]). The blocking of these nodes applies only to the increment of displacement
considered and not on total displacement (one imposes

U = 0 and not U = 0).

The initial state of this calculation (key word

ETAT_INIT

of the operator

STAT_NON_LINE

) is defined by the field

stresses obtained at the end of the preceding stage.

Once this intermediate calculation carried out, the calculation of the nodal reactions is carried out simply by
the call to a control

CALC_NO

fitted with the option

OPTION = “REAC_NODA”

. It is appropriate then of

to provide to the control

CALC_NO

all loadings having produced the result from which one

calculate the nodal reactions, without omitting the loading voluminal if they exist (not taken in
count in the examples treated here).

One then builds a vector of loading by the recovery of the nodal reactions (

CREA_CHAMP

with the key words

TYPE_CHAM = “NOEU_DEPL_R”

NOM_CHAM = “REAC_NODA”

and

OPERATION =

“EXTR”

). It should be noted that according to the paragraph [§3.1.1] of the user's documentation of

Code_Aster [U4.72.04] index B1, the option

TYPE_CHAM = “NOEU_DEPL_R”

control

CREA_CHAMP

is in fact without effect here (but nevertheless obligatory from the syntactic point of view),

since an extraction is carried out. This vector is then defined by the control

AFFE_CHAR_MECA

with

the key word

VECT_ASSE

as a loading for the call following to the control

STAT_NON_LINE

(corresponding to the progressive excavation of the gallery). This loading is associated a function
(operator

DEFI_FONCTION

) describing the evolution of the rate of déconfinement progressively with

progression of the digging.

Also let us notice that all the nodal reactions are extracted: those which act on the edge
gallery as those which act on the other edges of the model. Since these last
act on points locked with all the stages of the calculation of excavation, their injection as
loading in

STAT_NON_LINE

according to is without effect on the stresses and the deformations with

center of the structure.

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4.4

How to simulate the creation of a “vacuum” in the solid mass and the installation
concrete?

Once carried out the calculation of the nodal reactions the question of the “elimination” of the part arises
excavated digital model so that its rigidity does not block the convergence of the tunnel. For y
to arrive, we adopted two methods [Figure 4.4-a]:

method a: quasi-cancellation of the mechanical properties of the elements located in the area
excavated (example: E = 0,0001 AP), then introduction of more realistic properties at the time of
pose supporting or coating. This method makes it possible to simplify the file of
order Code_Aster and gives correct results for the simple case that we have
studied (small circular gallery, excavated in only one section in an elastic solid mass). For
to undertake more elaborate studies where the digital processing could be affected by
presence of element with very low rigidity, it seems nevertheless preferable to us to rest on
following method;

method b: initialization of the stresses directly by creation of fields at the points of
Gauss resulting from a calculation concerning a preceding stage.

Method A

Method B

Ground

“

Vacuum

”

Concrete

Appear 4.4-a: Various principles of modeling to simulate déconfinement solid mass

Other methods which we did not test can undoubtedly be applied to the problem
studied (as the creation of double nodes at the borders between materials which make it possible to bind or
not two structures).

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4.4.1 Method

With

Method A does not call for a particular observation: it is enough to affect characteristics
very weak mechanics with the meshs becoming “empty” during calculation of déconfinement.

One proceeds in two times:

a first control

STAT_NON_LINE

, which makes it possible to reinject the made up loading

vector of the nodal reactions and boundary conditions. “Empty” meshs
thus correspond to a very soft material;

a second call to

STAT_NON_LINE

who introduces supporting or the concrete pavement

by assigning to the corresponding meshs realistic characteristics for such a material.

With each call, the initialization of calculation takes again the entirety of the fields resulting from preceding calculations
(operand

EVOL_NOLI

for the key word

ETAT_INIT

4.4.2 Method

This procedure is based on the sequence of several models (with the Code_Aster direction). Calculation
be carried out by copying certain fields from one model to another.

The fields to be assigned to the model corresponding at the B-3 stage of [Figure 4.4-a] are formally
linear combination of two fields:

fields resulting from the preceding stage of calculation (B-2) and which relates to only the model
corresponding to the solid mass of private ground of the excavated area;

fields assigned to the elements of the group of mesh which represent the voussoirs in
concrete, in the model which includes/understands the solid mass and the gallery lining. In our case,
these fields must be initialized to 0 in B-3. For that, one can for example affect one
null weight with their contribution in the linear combination. Thus these fields can in fact
to be obtained by an intermediate calculation without real physical significance, for example
the simple application of the boundary conditions.

The control is used

CREA_CHAMP

with the option

ADZE

to assign to the points of Gauss

third models the linear combination of fields resulting from preceding calculations.

4.5

Summary of the methods suggested

To initialize the stresses, one can call upon two methods:

Method I: to make a calculation (call to

STAT_NON_LINE

) on fictitious material;

Method II: to create the stress field wished by

CREA_CHAMP

To simulate the digging and the installation of the voussoirs, there are the choice between:

Method a: which consists in mechanically affecting “flexible” characteristics very in
the excavated area;

Method b: which makes the use of several models which are connected and which is more
near to the physical reality of the modelized structure, materials appearing and
disappearing by activation from one model to another.

A synthetic flow chart is proposed in [§Annexe2].

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Examples of command files

This part presents examples of structures of command file Code_Aster concerning
a circular excavation in infinite and elastic medium linear, within the framework of a study purely
mechanics (not of coupling THM).

Three calculation cases are presented in this part:

an excavation without supporting with initialization by a bearing calculation on a fictitious material
to obtain the stress field wished (method I);

an excavation with supporting, initialization of the stresses by a call to

CREA_CHAMP

and

followed method A for déconfinement and poses it voussoirs (methods II + A);

an excavation with supporting, initialization of the stresses by a call to

CREA_CHAMP

and

followed method B for déconfinement and voussoirs (methods II + B) poses it.

For cases 2 and 3, the scenario of digging is as follows: excavation, déconfinement to 50%
(

= 0,5), poses voussoirs of 30 cm thickness and end of déconfinement. These two cases are the object

of case-test of validation of Code_Aster (implemented planned for the beginning of 2003).

5.1

The dealt with problem

The geometry of the mesh is listed in the paragraph [§4.1]. It contains 8477 nodes and 3304 elements.
The radius of the gallery is 1,50 meter, the thickness of concrete is 0,30 meter and the mesh is a square
of 20 meters of with dimensions. The other data are summarized in the following table.

Material Parameter

Value

Rock

5 MPa

GPa

0,3

Concrete

E 20

GPa

0,2

Table 5.1-1:Data of the cases tests suggested

The boundary conditions and the loading are illustrated by the following figure:

Ux = 0

Uy = 0

Ux = 0

Déconfinement

Unclaimed rock pressure known (5 MPa)

Appear 5.1-a: Boundary conditions imposed and loading

Code_Aster

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At the end of the process of déconfinement,

An example of file of mesh in language gibiane (mail.dgib) is presented in [§Annexe 3].

5.2 Case n° 1: excavation without supporting with initialization of

stresses by a calculation and “softening” of the elements
“excavated”

This example is relatively simple: it is a question of simulating an excavation without installation of supporting,
with déconfinement total at the edge of the gallery. One thus uses one model for all calculation.

The initial state is generated by a calculation (

STAT_NON_LINE

) which relates to the whole of the mesh.

properties of the elements are affected according to the state of stresses which one wants to reach (here

= 1 thus

= 0,4999, the value of 0,5 meaning the incompressibility of the rock not being able to be

used).

Following calculation relates to the nodal reactions at the edge of the future gallery. It is initialized from
stresses resulting from the first call to

STAT_NON_LINE

The last call to

STAT_NON_LINE

is used to reinject the nodal reactions in a model where

mechanical properties of the excavated elements were very strongly weakened (E tends towards 0.). One
déconfine then completely the ground while making tighten these reactions towards 0.

The corresponding command file is presented in [§Annexe 4].

5.3 Case n°2: excavation with supporting with initialization of

stresses by call to

CREA_CHAMP

and déconfinement according to

method A

One follows the scenario of excavation described above. One uses that only one model for all calculation. One
order

STAT_NON_LINE

additional allows to introduce the voussoirs with a rigidity

realistic after déconfinement of 50%.

The corresponding command file is presented in [§Annexe 5].

5.4 Case n°3: excavation with supporting with initialization of

stresses by call to

CREA_CHAMP

and déconfinement according to

method B

One always follows the scenario of excavation describes higher. This time, three models are used and one
intermediate calculation (without physical reality, called “can”) is necessary to transfer them
fields of variables from one model to another at the time of the installation of the voussoirs afterwards
déconfinement of 50%.

The corresponding command file is presented in [§Annexe 6].

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6 Validation

Code_Aster on an example of excavation in

linear springy medium

The validation of Code_Aster rests on the comparison of the numerical results resulting from the cases n°1, 2
and 3 listed above with the analytical solution of [§Annexe 1]. For each calculation, one presents them
results obtained on the level of the keystone and the oven wall of the gallery, in term of stress
radial

stress orthoradiale

and radial displacement

([Table 6-1], [Table 6-2] and

Table 6-3]). [§Annexe 7] presents two graphs describing the space evolution of the stresses it
length of the vertical axis of the model, with the right of the excavation. The good agreement between analytical solution and
numerical results makes that the difference between these curves is hardly visible.

(y)

With

Appear 6-a: Sizes compared for the validation of Code_Aster

Not A

Not B

Analytical variable

Aster Variation

relative Analytical

Aster

Variation

relative

(

AP)

- 8.411 E3

One checks

that

| << |

0. - 1.625

It is checked that
|

| << |

(AP)

- 1. E7

- 9.883 E6 1,2%

- 1. E7

- 1.011 E7

1,1%

(m)

- 0.0024375 - 0.0024772

1,7%

- 0.0024375 - 0.0023982

1,6%

Table 6-1: Case n°1, analytical comparison solution/Code_Aster results for

stresses radial and orthoradiale and for radial displacement in A and B

Not A

Not B

Analytical variable

Aster Variation

relative Analytical

Aster

Variation

relative

(

AP)

- 1.52821

- 1.52974 E6

0,1%

- 1.52821

- 1.52652 E6

0,1%

(AP)

- 8.47179

- 8.40987 E6

0,7%

- 8.47179

- 8.52586 E6 0,6%

(m)

- 0.0016925 - 0.0017218

1,7%

- 0.0016925 - 0.0016664

1,5%

Table 6-2: Case n°2, analytical comparison solution/Code_Aster results for

stresses radial and orthoradiale and for radial displacement in A and B

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Not A

Not B

Analytical variable

Aster Variation

relative Analytical

Aster

Variation

relative

(

AP)

- 1.52821

- 1.52943

0,1%

- 1.52821

- 1.53171

0,2%

(AP)

- 8.47179

- 8.40822 E6

0,8%

- 8.47179

- 8.52418

0,6%

(m)

- 0.0016925 - 0.0017211

1,7%

- 0.0016925 - 0.0016658

1,6%

Table 6-3: Case n°3, analytical comparison solution/Code_Aster results for

stresses radial and orthoradiale and for radial displacement in A and B

The maximum difference between analytical and numerical results is lower than 2%, with share for the stress
radial at the edge of the gallery excavated in the case n°1, where the theoretical value is 0. The validity of calculation
is checked by considering that the radial stress is quite negligible in front of the stress
orthoradiale.

Of course, all these variations can be reduced if the mesh is still refined.

As a conclusion: consultings and prospects

This note proposes a methodology which makes it possible to carry out calculations of excavation using
Code_Aster. Several scénarii of excavation reviewed and several methods are
proposed.

The method and the software package are validated in the case of a circular gallery, dug in a solid mass
infinite constituted by a linear elastic material. Code_Aster reproduces way completely
satisfactory the behavior of such an underground structure, with or without taking into account of
supporting and/or of the coating.

From the point of view of the user, it seems more practical and more rapid to initialize the stresses by one
call to the control

CREA_CHAMP

rather than by a calculation on fictitious material.

If one seeks to modelize a purely mechanical behavior and if the phasage of the excavation is
relatively simple, to work with only one model appears to be the easiest method. It is enough
to assign very weak material properties to the meshs becoming “empty”. In the cases more
complicated, the implementation of several models used successively can prove more reliable
from the point of view of implementation the practical (error of modeling) and from the numerical point of view
(computational error), in spite of the intermediate procedures of transfer of the fields (forced,
displacements, pressures, temperatures, variables intern…) from one model to another.

A later stage of validation of Code_Aster could be done on the linear coupled problems
(THM in saturated and elastic medium) or coupled and/or nonlinear (being connected model CJS 1 with
model of Mohr Coulomb, short-term excavation in not drained to compare with [bib3]).

Code_Aster

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8 Bibliography

[1]

D. BERNAUD and G. ROUSSET: “New implicit method” for the study of
dimensioning of the tunnels, French Review of Geotechnics n°60, p 5-26, - 1992

[2]

P. CATEL: Downstream of the Cycle site of Bore-hole Fiche 13 Méthode convergence-containment,
note EDF TEGG EFT GG/00 168 A 2000

[3]

A. GIRAUD

: Hydro-mechanical Thermo couplings in the porous environments little

permeable: application to deep clays, thesis of the ENPC 1993

[4]

D. The BOULCH: Comparison of modelings THM 3D and 2D of a work of storage
with Code_Aster, report/ratio Ajilon Technologies Cénergys 01-A 2002

[5]

Mr. PANET: The calculation of the tunnels by the method convergence-containment, Presses of
the ENPC 1995

[6]

NR. SELLALI, C. CHAVANT and G. DEBRUYNE: Hydroplastic modeling of the excavation
of an underground gallery with Code_Aster, EDF MN HI-74/00/009/A 2000 notes

[7]

NR. SELLALI, C. CHAVANT and G. DEBRUYNE: Modeling THM of an underground work of
storage with Code_Aster, notes EDF MN HI-74/01/014/A 2001

Code_Aster

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Appendix

1 analytical Formulas to apply the method

convergence-containment with the case of a rock solid mass
and of a supporting rubber bands and linear

The medium is supposed to be elastic linear isotropic and subjected to an also isotropic stress field initial
(

= 1).

Radial stress, forced orthoradiale and radial displacement with the wall of the tunnel in springy medium
subjected toa rate of déconfinement

is given by the following relation:

)

(

Behavior of supporting:

That is to say

the stiffness of supporting, it is given by the following relation if it is considered that supporting

is comparable to a thick or thin tube (

is the Poisson's ratio of the concrete):

() ()

()

(

)

[

]

That is to say

confining pressure defined on the following figure

Code_Aster

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Appendix

Flow chart of synthesis on the methods
allowing to simulate an excavation in
Code_Aster

Notations

The names of the objects are those of the command files presented in the appendices following.

SNL means

STAT_NON_LINE

; DC means

CREA_CHAMP

; CL means boundary conditions

Stage 1: Initialization of the stresses

I: SNL1 with the actual loading of weight
or of pressure wished and an equipped material
of a Poisson's ratio possibly
fiction

II: assignment by control DC of the field
wished

GROUND

Stage 2: Recovery of the nodal reactions at the edge of the future gallery

DC to extract the stresses resulting from
SNL1
SNL 2 with CL on the EDGE object in DIDI
Recovery of the reactions

SNL 1 with CL on
the EDGE object in DIDI
on model GROUND
Recovery of
reactions

SNL 1 with CL on the object
EDGE in DIDI on
model

SOL_REST

Recovery of
reactions

SOL_REST

EDGE

Stage 3: Déconfinement

SNL 3 with
loading of
vector of
nodal reactions and
a “soft” material
in the place of
“vacuum”

SOL_REST

EDGE

Soft elements

SNL 2 (model GROUND)
with the loading
vector of
nodal reactions and
a “soft” material
in the place of the “vacuum”

SNL 2 (only one material
and model

SOL_REST

)

with the loading of
vector of the reactions
nodal

SOL_REST

EDGE

Stage 4: Pose supporting

SNL 4 with 3
materials:

rock,

concrete and vacuum
(method A) for
to complete it
déconfinement

SOL_REST

EDGE

Soft elements

SNL 3 with 3
materials:

rock,

concrete and vacuum
(method A) for
to complete it
déconfinement

DC to extract them
results of SNL 2
SNL 3 on model

SOL_REST

CONCRETE

)

for calculation intermédiare
Combianson of the fields
DC
SNL 4 to complete it
déconfinement

SOL_REST

EDGE

CONCRETE

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Appendix 3 File of mesh carried out with GIBI

********************************************************
* BACK UP IN A FILE .MGIB AFTER COMPILATION *
********************************************************

OPTION SAUV FORM “mail.mgib”;

********************************************************
* OPTION OF MODELING *
********************************************************

OPTI DIME 2 ELEM QUA8;

********************************************************
* POINTS *
********************************************************

E1 = 0. 0. ;
E2 = 0.9 0. ;
E3 = 0.7.0.7;
E4 = 0. 0.9;

B1 = 1.2 0. ;
B2 = 0. 1.2;

S1 = 1.5 0. ;
S2 = 20. 0. ;
S3 = 20. 20. ;
S4 = 0. 20. ;
S5 = 0. 1.5;
S6 = (1.5 * (SIN 45)) (1.5 * (COS 45)) ;

********************************************************
* STRAIGHT LINES *
********************************************************

E1E2 = E1 DROI 16e2;
E 2E3 = E2 DROI 16E3;
E 3E4 = E3 DROI 16E4;
E 4E1 = E4 DROI 16E1;

B1S1 = B1 DROI 4 S1;
S5B2 = S5 DROI 4 B2;
E2B1 = E2 DROI 4 B1;
B 2E4 = B2 DROI 4E4;

S1S2 = S1 DROI - 70 S2 DINI 0.01 DFIN 0.50;
S2S3 = S2 DROI 16 S3;
S3S4 = S3 DROI 16 S4;
S2S3S4 = S2S3 AND S3S4;
S4S5 = S4 DROI - 70 S5 DINI 0.50 DFIN 0.01;
S3S6 = S3 DROI - 70 S6 DINI 0.70 DFIN 0.001;

********************************************************
* ARCS *
********************************************************

Code_Aster

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S1S5 = 32 CERC S1 E1 S5;
S5S6 = 16 CERC S 5E1 S6;
S6S1 = 16 CERC S 6E1 S1;
B2B1 = 32 CERC B 2E1 B1;

********************************************************
* DEFINITION OF THE GROUPS OF MESH *
********************************************************

EDGE = S1S5;
MA_HAUT = S3S4;
BAS_BETO = B1S1;
LEFT_BET = S5B2;
NO_DROIT = S2S3;
NO_LEFT2 = S4S5;
NO_BAS2 = S1S2;
NO_LEFT3 = NO_LEFT2 AND LEFT_BET;
NO_BAS3 = BAS_BETO AND NO_BAS2;
NO_LEFT1 = NO_LEFT3 AND B 2E4 AND E 4E1;
NO_BAS1 = E1E2 AND E2B1 AND NO_BAS3;

********************************************************
* SURFACES *
********************************************************

*----------------------*
* EXCAVATION PART *
*----------------------*

EXCAV1 = DALL E1E 2nd 2nd 3rd 3rd 4th 4e1;
TRAC EXCAV1;

E 4TH 3E2 = (INVE E 3E4) AND (INVE E 2E3);
EXCAV2 = DALL E2B1 (INVE B2B1) B 2ND 4TH 4TH 3E2;
TRAC EXCAV2;

EXCAV = EXCAV1 AND EXCAV2;
ELIM .005 EXCAV;
TRAC EXCAV;

*----------------------*
* CONCRETE PART *
*----------------------*

CONCRETE = DALL BAS_BETO “PLANE” EDGE LEFT_BET B2B1;
ELIM .005 CONCRETE;
TRAC CONCRETE;

*----------------------*
* PART SOL_REST *
*----------------------*

SOL1 = “PLANE” DALL NO_BAS2 NO_DROIT S3S6 S6S1;
TRAC SOL1;

SOL2 = DALL MA_HAUT NO_LEFT2 S5S6 (INVE S3S6) “PLANE”;
TRAC SOL2;

Code_Aster

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SOL_REST = SOL1 AND SOL2;
ELIM .025 SOL_REST;
TRACE SOL_REST;

*----------------------*
* PART SOL_RES0 *
*----------------------*

SOL_RES0 = CONCRETE AND SOL_REST;
ELIM .005 SOL_RES0;
TRAC SOL_RES0;

*----------------------*
* TOTALITY = GROUND *
*----------------------*

GROUND = SOL_REST AND CONCRETE AND EXCAV;
ELIM 0.015 GROUND;
TRACE GROUND;

********************************************************
* BACK UP FORMAT *
********************************************************

SAUV FORMAT GROUND;

END;

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Appendix 4 Excavation without supporting, on the basis of only one

model (case n°1). Command file Code_Aster

# NO_LEFT1: GROUP NODES OF THE LEFT EDGE OF ALL THE SOLID MASS
# BEFORE EXCAVATION.
# NO_LEFT2: GROUP NODES OF THE LEFT EDGE OF ALL THE SOLID MASS
# AFTER EXCAVATION, BUT BEFORE INSTALLATION OF THE VOUSSOIRS.
# NO_LEFT2: GROUP NODES OF THE LEFT EDGE AFTER EXCAVATION
# AND POSES VOUSSOIRS.
# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #

# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #
# DEFINITION OF THE GROUPS OF NEOUDS
# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #
# OPTION “DIFFE” MAKES IT POSSIBLE TO INSULATE
# OF THE BORD_SOL THE NEOUDS N1 AND N8359
# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #

MALL = DEFI_GROUP (reuse=MAIL,

MAILLAGE=MAIL,

CREA_GROUP_NO= (_F (GROUP_MA=' SOL'),

_F (GROUP_MA=' SOL_REST'),

_F (GROUP_MA=' EXCAV'),

_F (NOM=' NO_HAUT',

GROUP_MA=' MA_HAUT'),

_F (GROUP_MA=' NO_DROIT'),

_F (GROUP_MA=' NO_LEFT1'),

_F (GROUP_MA=' NO_LEFT2'),

Code_Aster

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_F (GROUP_MA=' NO_LEFT3'),

_F (GROUP_MA=' NO_BAS1'),

_F (GROUP_MA=' NO_BAS2'),

_F (GROUP_MA=' NO_BAS3'),

_F (GROUP_MA=' LEFT_BET'),

_F (GROUP_MA=' BAS_BETO'),

_F (GROUP_MA=' BORD'),

_F (NOM=' NOEUD1',

NOEUD=' N1'),

_F (NOM=' NOEUD8359',

NOEUD=' N8359'),

_F (NOM=' BORD_SOL',

DIFFE= (“EDGE”, “NOEUD1”, “NOEUD8359”),),),),

# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #
# MODELS GROUND BEFORE L EXCAVATION FOR the STAGE
# Of INITIIALISATION OF the STRESS FIELD
# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #
# “MA_HAUT” APPEARS IN THE MODEL CONSIDERING THAT ONE
# APPLIES THE TOP A LOADING
# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #

MO=AFFE_MODELE (MAILLAGE=MAIL,
AFFE= (_F (GROUP_MA= (“GROUND”, “MA_HAUT”),
PHENOMENE=' MECANIQUE',
MODELISATION=' D_PLAN',),),);

# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #
# GROUND TO INITIALIZE THE STRESSES
# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #

SOL0=DEFI_MATERIAU (ELAS=_F (E=4.0E9,
NU=0.4999,
RHO=2000.0,
ALPHA=0.0,),);

# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #
# MATERIAL UNMADE GROUND (DATA OF CALCULATION)
# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #

SOL=DEFI_MATERIAU (ELAS=_F (E=4.0E9,
NU=0.3000,
RHO=2000.0,
ALPHA=0.0,),);

# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #
# MECHANICAL PROPERTIES OF THE ELEMENTS EXCAVATE
# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #

VIDE=DEFI_MATERIAU (ELAS=_F (E=0.0001,
NU=0.2,
RHO=0.0,
ALPHA=0.0,),);

Code_Aster

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# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #
# MATERIAL ELASTIC DESIGN ===> CHMAT0
# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #

CHMAT0=AFFE_MATERIAU (MAILLAGE=MAIL,
AFFE= (_F (GROUP_MA=' SOL',
MATER=SOL0,),),);

# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #
# MATERIAL WITH THE DATA OF L STUDY ===> CHMAT1
# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #

CHMAT1=AFFE_MATERIAU (MAILLAGE=MAIL,
AFFE= (_F (GROUP_MA=' SOL_REST',
MATER=SOL,),
_F (GROUP_MA=' EXCAV',
MATER=VIDE,),
_F (GROUP_MA=' BETON',
MATER=VIDE,),),);

# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #
# LISTS MOMENTS OF CALCULATION
# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #
# OF 0 A 1 ==> FOR the PHASE Of INITIALIZATION
# OF 1 A 10 ==> FOR THE BLOCKING OF THE EDGE OF THE GALLERY
# 10 CORRESPONDS A A TIME OF DECONFINEMENT = 0
# 500 CORRESPONDS A A TIME OF DECONFINEMENT = 50%
# 1000 CORRESPONDS A A TIME OF DECONFINEMENT = 100%
# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #

LI=DEFI_LIST_REEL (DEBUT=0,
INTERVALLE= (_F (JUSQU_A=1.0,
NOMBRE=1,),
_F (JUSQU_A=10.0,
NOMBRE=1,),
_F (JUSQU_A=500.0,
NOMBRE=1,),
_F (JUSQU_A=1000,
NOMBRE=1,),),);

# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #
# FO MULTIPLYING FUNCTION FOR THE DECONFINEMENT
# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #

F0=DEFI_FONCTION (NOM_PARA=' INST',
VALE= (10.0, 1.0,
500.0, 0.5,
1000.0, 0.0,),);

Code_Aster

Version

6.5

Titrate:

How to dig a tunnel: methodology of excavation

Date

11/06/04

Author (S):

A. COURTEOUS, P. SEMETE, A. SAIDANI

Key

U2.04.06-A

Page

29/62

Instruction manual

U2.04 booklet: Nonlinear mechanics

HT-66/04/004/A

# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #
# BOUNDARY CONDITIONS IN DISPLACEMENTS:
# SYMMETRY ON THE DIMENSIONS SIDE => DX=0
# CONTINUITY ON THE LOWER PART => DY=0
# WEIGHT OF THE GROUNDS ON THE HIGHER FACE => NEAR
# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #

CH0=AFFE_CHAR_MECA (MODELE=MO,
DDL_IMPO= (_F (GROUP_NO=' NO_DROIT',
DX=0.0,),
_F (GROUP_NO=' NO_LEFT1',
DX=0.0,),
_F (GROUP_NO=' NO_BAS1',
DY=0.0,),),
PRES_REP=_F (GROUP_MA=' MA_HAUT',
PRES=5.0E6,),);

# # # # # # # # # # # # # # # # # # # # # # # # # #
# FIRST STAT NOT LINE #
# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #
# 1ERE PHASE: INITIALIZATION OF THE FIELD OF THE STRESSES
# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #

RESU1=STAT_NON_LINE (MODELE=MO,
CHAM_MATER=CHMAT0,
EXCIT= (_F (CHARGE=CH0,),),
COMP_INCR= (_F (RELATION=' ELAS',
GROUP_MA=' SOL',),),
INCREMENT=_F (LIST_INST=LI,
INST_INIT=0.,
INST_FIN =1.,),
NEWTON=_F (MATRICE=' TANGENTE',
REAC_ITER=10,),
CONVERGENCE=_F (ITER_GLOB_MAXI=10,
ITER_INTE_MAXI=5,),
PARM_THETA=0.57,);

# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #
# EXTRACTION OF THE STRESSES
# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #

RES1=CREA_CHAMP (TYPE_CHAM=' ELGA_SIEF_R',
OPERATION=' EXTR',
RESULTAT=RESU1,
NOM_CHAM=' SIEF_ELGA',
INST=1,);

Code_Aster

Version

6.5

Titrate:

How to dig a tunnel: methodology of excavation

Date

11/06/04

Author (S):

A. COURTEOUS, P. SEMETE, A. SAIDANI

Key

U2.04.06-A

Page

30/62

Instruction manual

U2.04 booklet: Nonlinear mechanics

HT-66/04/004/A

# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #
# BLOCKING OF THE NODES AT THE EDGE OF PART EXCAVEE => DX+DY=0
# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #

CH210=AFFE_CHAR_MECA (MODELE=MO,
DDL_IMPO= (_F (GROUP_NO=' BORD_SOL',
DX=0.0,
DY=0.0,),
_F (NOEUD= (“N1”),
DX=0.0,),
_F (NOEUD= (“N8359”),
DY=0.0,),),);

# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #
# BOUNDARY CONDITIONS IN DISPLACEMENTS:
# SYMMETRY ON THE DIMENSIONS SIDE => DX=0
# CONTINUITY ON THE LOWER PART => DY=0
# WEIGHT OF THE GROUNDS ON THE HIGHER FACE => NEAR
# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #

CH220=AFFE_CHAR_MECA (MODELE=MO,
DDL_IMPO= (_F (GROUP_NO=' NO_DROIT',
DX=0.0,),
_F (GROUP_NO=' NO_LEFT2',
DX=0.0,),
_F (GROUP_NO=' NO_BAS2',
DY=0.0,),
_F (GROUP_NO= (“BAS_BETO”),
DY=0.0,),
_F (GROUP_NO= (“LEFT_BET”),
DX=0.0,),),
PRES_REP=_F (GROUP_MA=' MA_HAUT',
PRES=5.0E6,),),

# # # # # # # # # # # # # # # # # # # # # # # # # #
# SECOND STAT NOT LINE #
# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #
# 2ND PHASE BLOCKING OF THE EDGE OF THE GALLERY IN DIDI
# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #
# RMQ: DIDI ===> DELTA U = 0
# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #

RESU1=STAT_NON_LINE (reuse =RESU1,
MODELE=MO,
CHAM_MATER=CHMAT0,
EXCIT= (_F (CHARGE=CH210,
TYPE_CHARGE=' DIDI'),
_F (CHARGE=CH220,),),
COMP_INCR= (_F (RELATION=' ELAS',
GROUP_MA=' SOL',),),
ETAT_INIT=_F (SIGM=RES1,),
INCREMENT=_F (LIST_INST=LI,
INST_INIT=1,
INST_FIN=10,),
NEWTON=_F (MATRICE=' TANGENTE',
REAC_ITER=1,),
CONVERGENCE=_F (RESI_GLOB_RELA=5.E-6,
ITER_GLOB_MAXI=200,
ITER_INTE_MAXI=50,

Code_Aster

Version

6.5

Titrate:

How to dig a tunnel: methodology of excavation

Date

11/06/04

Author (S):

A. COURTEOUS, P. SEMETE, A. SAIDANI

Key

U2.04.06-A

Page

31/62

Instruction manual

U2.04 booklet: Nonlinear mechanics

HT-66/04/004/A

ITER_INTE_PAS=-40,),
PARM_THETA=0.57,);

# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #
# BOUNDARY CONDITIONS IN DISPLACEMENTS:
# SYMMETRY ON THE DIMENSIONS SIDE => DX=0
# CONTINUITY ON THE LOWER PART => DY=0
# WEIGHT OF THE GROUNDS ON THE HIGHER FACE => NEAR
# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #

CH51=AFFE_CHAR_MECA (MODELE=MO,
DDL_IMPO= (_F (GROUP_NO=' NO_DROIT',
DX=0.0,),
_F (GROUP_NO=' NO_LEFT3',
DX=0.0,),
_F (NOEUD=' N1',
DY=0.0,),
_F (GROUP_NO= (“NO_BAS3”),
DY=0.0,),
_F (NOEUD=' N8359',
DX=0.0,),),
PRES_REP=_F (GROUP_MA=' MA_HAUT',
PRES=5.0E6,),);

# # # # # # # # # # # # # # # # # # # # # # # #
# CALCULATION OF THE REACTIONS
# # # # # # # # # # # # # # # # # # # # # # # #

RESU1=CALC_NO (reuse =RESU1,
RESULTAT=RESU1,
INST=10.,
OPTION=' REAC_NODA',
MODELE=MO,
CHAM_MATER=CHMAT0,
EXCIT=_F (CHARGE=CH220,),);

# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #
# RECOVERY OF THE NODAL REACTIONS
# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #

REANODA=CREA_CHAMP (TYPE_CHAM=' NOEU_DEPL_R',
OPERATION=' EXTR',
RESULTAT=RESU1,
NOM_CHAM=' REAC_NODA',
INST=10.,);

# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #
# CONSTITUTION D A VECTOR LOADING OBTAINED CONSTITUTES REACTIONS
# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #

CH3=AFFE_CHAR_MECA (MODELE=MO,
VECT_ASSE=REANODA,);

Code_Aster

Version

6.5

Titrate:

How to dig a tunnel: methodology of excavation

Date

11/06/04

Author (S):

A. COURTEOUS, P. SEMETE, A. SAIDANI

Key

U2.04.06-A

Page

32/62

Instruction manual

U2.04 booklet: Nonlinear mechanics

HT-66/04/004/A

# # # # # # # # # # # # # # # # # # # # # # # # # # #
# THIRD STAT NOT LINE #
# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #
# 3rd PHASE: RE-INJECTION OF THE REACTION
# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #

RESU1=STAT_NON_LINE (reuse =RESU1,
MODELE=MO,
CHAM_MATER=CHMAT1,
EXCIT= (_F (CHARGE=CH3,
FONC_MULT=F0,),
_F (CHARGE=CH51,),),
COMP_INCR= (_F (RELATION=' ELAS',
GROUP_MA=' SOL_REST',),
_F (RELATION=' ELAS',
GROUP_MA=' EXCAV',),
_F (RELATION=' ELAS',
GROUP_MA= (“CONCRETE”),),),
ETAT_INIT=_F (EVOL_NOLI=RESU1,),
INCREMENT=_F (LIST_INST=LI,
INST_INIT=10,
INST_FIN=1000,),
NEWTON=_F (MATRICE=' TANGENTE',
REAC_ITER=1,),
CONVERGENCE=_F (RESI_GLOB_RELA=5.E-6,
ITER_GLOB_MAXI=500,
ITER_INTE_MAXI=100,
ITER_INTE_PAS=-10,),
PARM_THETA=0.57,);

# # # # # # # # # # # # # # # # # # # # # # # # # # # # #
# CALCULATIONS AND POST PROCESSING
# # # # # # # # # # # # # # # # # # # # # # # # # # # # #

RESU1=CALC_ELEM (reuse =RESU1,
MODELE=MO,
GROUP_MA=' SOL_REST',
CHAM_MATER=CHMAT1,
OPTION= (“SIEF_ELNO_ELGA”,),
RESULTAT=RESU1,);

RESU1=CALC_NO (reuse=RESU1,
CHAM_MATER=CHMAT1,
OPTION= (“SIEF_NOEU_ELGA”,),
RESULTAT=RESU1)

# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #
# IMPRESSION OF THE RESULTS IN FORMAT CASTEM
# FOR VISUALIZATION OF THE ISOVALEURS
# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #

IMPR_RESU (MODELE=MO,
RESU=_F (FORMAT=' CASTEM',
MAILLAGE=MAIL,
RESULTAT=RESU1,),);

Code_Aster

Version

6.5

Titrate:

How to dig a tunnel: methodology of excavation

Date

11/06/04

Author (S):

A. COURTEOUS, P. SEMETE, A. SAIDANI

Key

U2.04.06-A

Page

33/62

Instruction manual

U2.04 booklet: Nonlinear mechanics

HT-66/04/004/A

# # # # # # # # # # # # # # # # # # # # # # # # # # # # #
# TABLES OF POSTPROCESSING
# # # # # # # # # # # # # # # # # # # # # # # # # # # # #

#-------------------------------------------------
# DISPLACEMENTS NODE N1 FUNCTION OF THE DECONFINEMENT
#-------------------------------------------------

DEP_1=POST_RELEVE_T (ACTION=_F (INTITULE=' DEPL_FONC_DECONF_N1',
NOEUD=' N1',
RESULTAT=RESU1,
NOM_CHAM=' DEPL',
TOUT_ORDRE=' OUI',
TOUT_CMP=' OUI',
OPERATION=' EXTRACTION',),);

IMPR_TABLE (TABLE=DEP_1,
FICHIER=' RESULTAT',
FORMAT=' AGRAF',
NOM_PARA= (“INST”, “DX”, “DY”,),);

#------------------------------------------------
# FORCED NODE N1 FUNCTION OF THE DECONFINEMENT
#------------------------------------------------

SIG_1=POST_RELEVE_T (ACTION=_F (INTITULE=' SIEF_FONC_DECONF_N1',
NOEUD=' N1',
RESULTAT=RESU1,
NOM_CHAM=' SIEF_ELNO_ELGA',
TOUT_ORDRE=' OUI',
NOM_CMP= (“SIXX”, “SIYY”),
OPERATION=' EXTRACTION',),);

IMPR_TABLE (TABLE=SIG_1,
FICHIER=' RESULTAT',
FORMAT=' AGRAF',
NOM_PARA= (“INST”, “SIXX”, “SIYY”),);

#----------------------------------------------------
# DISPLACEMENTS NODE N8359 FUNCTION OF THE DECONFINEMENT
#----------------------------------------------------

DEP_8359=POST_RELEVE_T (ACTION=_F (INTITULE=' DEPL_FONC_DECONF_N8359',
NOEUD=' N8359',
RESULTAT=RESU1,
NOM_CHAM=' DEPL',
TOUT_ORDRE=' OUI',
TOUT_CMP=' OUI',
OPERATION=' EXTRACTION',),);

IMPR_TABLE (TABLE=DEP_8359,
FICHIER=' RESULTAT',
FORMAT=' AGRAF',
NOM_PARA= (“INST”, “DX”, “DY”,),);

#---------------------------------------------------
# FORCED NODE N8359 FUNCTION OF THE DECONFINEMENT
#---------------------------------------------------

Code_Aster

Version

6.5

Titrate:

How to dig a tunnel: methodology of excavation

Date

11/06/04

Author (S):

A. COURTEOUS, P. SEMETE, A. SAIDANI

Key

U2.04.06-A

Page

34/62

Instruction manual

U2.04 booklet: Nonlinear mechanics

HT-66/04/004/A

SIG_8359=POST_RELEVE_T (ACTION=_F (INTITULE=' SIEF_FONC_DECONF_N8359',
NOEUD=' N8359',
RESULTAT=RESU1,
NOM_CHAM=' SIEF_ELNO_ELGA',
TOUT_ORDRE=' OUI',
NOM_CMP= (“SIXX”, “SIYY”),
OPERATION=' EXTRACTION',),);

IMPR_TABLE (TABLE=SIG_8359,
FICHIER=' RESULTAT',
FORMAT=' AGRAF',
NOM_PARA= (“INST”, “SIXX”, “SIYY”),);

#-------------------------------------------
# DISPLACEMENTS NO_LEFT2 ===> 50%
#-------------------------------------------

DEP_L50=POST_RELEVE_T (ACTION=_F (INTITULE=' DEPL_LEFT2_50%',
GROUP_NO=' NO_LEFT2',
RESULTAT=RESU1,
NOM_CHAM=' DEPL',
INST= (500),
TOUT_CMP=' OUI',
OPERATION=' EXTRACTION',),);

IMPR_TABLE (TABLE=DEP_L50,
FICHIER=' RESULTAT',
FORMAT=' AGRAF',
NOM_PARA= (“NODE”, “COOR_X”, “COOR_Y”, “DX”, “DY”,),);

#-------------------------------------------
# DISPLACEMENTS NO_LEFT2 ===> 100%
#-------------------------------------------

DEP_L100=POST_RELEVE_T (ACTION=_F (INTITULE=' DEPL_LEFT2_100%',
GROUP_NO=' NO_LEFT2',
RESULTAT=RESU1,
NOM_CHAM=' DEPL',
INST= (1000),
TOUT_CMP=' OUI',
OPERATION=' EXTRACTION',),);

IMPR_TABLE (TABLE=DEP_L100,
FICHIER=' RESULTAT',
FORMAT=' AGRAF',
NOM_PARA= (“NODE”, “COOR_X”, “COOR_Y”, “DX”, “DY”,),);

#--------------------------------------------
# FORCED NO_LEFT2 URGENT ===> 50%
#--------------------------------------------

SIG_L50=POST_RELEVE_T (ACTION=_F (INTITULE=' SIEF_ELNO_ELGA_NO_LEFT2_50%',
GROUP_NO=' NO_LEFT2',
RESULTAT=RESU1,
NOM_CHAM=' SIEF_ELNO_ELGA',
INST= (500),
NOM_CMP= (“SIXX”, “SIYY”),
OPERATION=' EXTRACTION',),);

IMPR_TABLE (TABLE=SIG_L50,

Code_Aster

Version

6.5

Titrate:

How to dig a tunnel: methodology of excavation

Date

11/06/04

Author (S):

A. COURTEOUS, P. SEMETE, A. SAIDANI

Key

U2.04.06-A

Page

35/62

Instruction manual

U2.04 booklet: Nonlinear mechanics

HT-66/04/004/A

FICHIER=' RESULTAT',
FORMAT=' AGRAF',
NOM_PARA= (“NODE”, “COOR_X”, “COOR_Y”, “SIXX”, “SIYY”),);

#--------------------------------------------
# FORCED NO_LEFT2 URGENT ===> 100%
#--------------------------------------------

SIG_L100=POST_RELEVE_T (ACTION=_F (INTITULE=' SIEF_ELNO_ELGA_NO_LEFT2_100%',
GROUP_NO=' NO_LEFT2',
RESULTAT=RESU1,
NOM_CHAM=' SIEF_ELNO_ELGA',
INST= (1000),
NOM_CMP= (“SIXX”, “SIYY”),
OPERATION=' EXTRACTION',),);

IMPR_TABLE (TABLE=SIG_L100,
FICHIER=' RESULTAT',
FORMAT=' AGRAF',
NOM_PARA= (“NODE”, “COOR_X”, “COOR_Y”, “SIXX”, “SIYY”),);

#-------------------------------------------
# DISPLACEMENTS NO_BAS2 ===> 50%
#-------------------------------------------

DEP_B50=POST_RELEVE_T (ACTION=_F (INTITULE=' DEPL_NO_BAS2_50%',
GROUP_NO=' NO_BAS2',
RESULTAT=RESU1,
NOM_CHAM=' DEPL',
INST= (500),
TOUT_CMP=' OUI',
OPERATION=' EXTRACTION',),);

IMPR_TABLE (TABLE=DEP_B50,
FICHIER=' RESULTAT',
FORMAT=' AGRAF',
NOM_PARA= (“NODE”, “COOR_X”, “COOR_Y”, “DX”, “DY”,),);

#-------------------------------------------
# DISPLACEMENTS NO_BAS2 ===> 100%
#-------------------------------------------

DEP_B100=POST_RELEVE_T (ACTION=_F (INTITULE=' DEPL_NO_BAS2_100%',
GROUP_NO=' NO_BAS2',
RESULTAT=RESU1,
NOM_CHAM=' DEPL',
INST= (1000),
TOUT_CMP=' OUI',
OPERATION=' EXTRACTION',),);

IMPR_TABLE (TABLE=DEP_B100,
FICHIER=' RESULTAT',
FORMAT=' AGRAF',
NOM_PARA= (“NODE”, “COOR_X”, “COOR_Y”, “DX”, “DY”,),);

Code_Aster

Version

6.5

Titrate:

How to dig a tunnel: methodology of excavation

Date

11/06/04

Author (S):

A. COURTEOUS, P. SEMETE, A. SAIDANI

Key

U2.04.06-A

Page

36/62

Instruction manual

U2.04 booklet: Nonlinear mechanics

HT-66/04/004/A

#--------------------------------------------
# FORCED NO_BAS2 URGENT ===> 50%
#--------------------------------------------

SIG_B50=POST_RELEVE_T (ACTION=_F (INTITULE=' SIEF_ELNO_ELGA_NO_BAS2_50%',
GROUP_NO=' NO_BAS2',
RESULTAT=RESU1,
NOM_CHAM=' SIEF_ELNO_ELGA',
INST= (500),
NOM_CMP= (“SIXX”, “SIYY”),
OPERATION=' EXTRACTION',),);

IMPR_TABLE (TABLE=SIG_B50,
FICHIER=' RESULTAT',
FORMAT=' AGRAF',
NOM_PARA= (“NODE”, “COOR_X”, “COOR_Y”, “SIXX”, “SIYY”),);

#--------------------------------------------
# FORCED NO_BAS2 URGENT ===> 100%
#--------------------------------------------

SIG_B100=POST_RELEVE_T (ACTION=_F (INTITULE=' SIEF_ELNO_ELGA_NO_BAS2_100%',
GROUP_NO=' NO_BAS2',
RESULTAT=RESU1,
NOM_CHAM=' SIEF_ELNO_ELGA',
INST= (1000),
NOM_CMP= (“SIXX”, “SIYY”),
OPERATION=' EXTRACTION',),);

IMPR_TABLE (TABLE=SIG_B100,
FICHIER=' RESULTAT',
FORMAT=' AGRAF',
NOM_PARA= (“NODE”, “COOR_X”, “COOR_Y”, “SIXX”, “SIYY”),);
END ();

Code_Aster

Version

6.5

Titrate:

How to dig a tunnel: methodology of excavation

Date

11/06/04

Author (S):

A. COURTEOUS, P. SEMETE, A. SAIDANI

Key

U2.04.06-A

Page

37/62

Instruction manual

U2.04 booklet: Nonlinear mechanics

HT-66/04/004/A

Appendix 5 Excavation with supporting, method A (case n°2).

Command file Code_Aster

BEGINNING ();

# # # # # # # # # # # # # # # # # # # # # # # # # #
# READING MESH GIBI
# # # # # # # # # # # # # # # # # # # # # # # # # #

PRE_GIBI ();

MAIL=LIRE_MAILLAGE ();

# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #
# MODELING Of an EXCAVATION WITH SUPPORTING Of a TUNNEL IN D.P
# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #
# DEFINITION OF THE GROUPS OF NODES FOR WHICH THERE WILL BE
# OF DISPLACEMENTS IMPOSE
#
# NO_BAS1: GROUP NODES OF THE LOWER EDGE OF ALL THE SOLID MASS
# BEFORE EXCAVATION.
# NO_BAS2: GROUP NODES OF THE LOWER EDGE AFTER EXCAVATION,
# BUT BEFORE INSTALLATION OF THE VOUSSOIRS.
# NO_BAS3: GROUP NODES OF THE LOWER EDGE AFTER EXCAVATION,
# AND POSES VOUSSOIRS.
#
# NO_DROIT: GROUP NODES OF THE FLAT RIM.
#
# NO_HAUT: GROUP NODES OF THE HIGHER EDGE.
#
# NO_LEFT1: GROUP NODES OF THE LEFT EDGE OF ALL THE SOLID MASS
# BEFORE EXCAVATION.
# NO_LEFT2: GROUP NODES OF THE LEFT EDGE OF ALL THE SOLID MASS
# AFTER EXCAVATION, BUT BEFORE INSTALLATION OF THE VOUSSOIRS.
# NO_LEFT2: GROUP NODES OF THE LEFT EDGE AFTER EXCAVATION
# AND POSES VOUSSOIRS.
# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #

# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #
# DEFINITION OF THE GROUPS OF NEOUDS
# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #
# OPTION “DIFFE” MAKES IT POSSIBLE TO INSULATE
# OF THE BORD_SOL THE NEOUDS N1 AND N8359
# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #

MALL = DEFI_GROUP (reuse=MAIL,
MAILLAGE=MAIL,
CREA_GROUP_NO= (_F (GROUP_MA=' SOL'),
_F (GROUP_MA=' SOL_REST'),
_F (GROUP_MA=' EXCAV'),
_F (NOM=' NO_HAUT',
GROUP_MA=' MA_HAUT'),
_F (GROUP_MA=' NO_DROIT'),
_F (GROUP_MA=' NO_LEFT1'),
_F (GROUP_MA=' NO_LEFT2'),
_F (GROUP_MA=' NO_LEFT3'),

Code_Aster

Version

6.5

Titrate:

How to dig a tunnel: methodology of excavation

Date

11/06/04

Author (S):

A. COURTEOUS, P. SEMETE, A. SAIDANI

Key

U2.04.06-A

Page

38/62

Instruction manual

U2.04 booklet: Nonlinear mechanics

HT-66/04/004/A

_F (GROUP_MA=' NO_BAS1'),
_F (GROUP_MA=' NO_BAS2'),
_F (GROUP_MA=' NO_BAS3'),
_F (GROUP_MA=' LEFT_BET'),
_F (GROUP_MA=' BAS_BETO'),
_F (GROUP_MA=' BORD'),
_F (NOM=' NOEUD1',
NOEUD=' N1'),
_F (NOM=' NOEUD8359',
NOEUD=' N8359'),
_F (NOM=' BORD_SOL',
DIFFE= (“EDGE”, “NOEUD1”, “NOEUD8359”),),),),

# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #
# MODELS GROUND BEFORE L EXCAVATION FOR the STAGE
# Of INITIIALISATION OF the STRESS FIELD
# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #
# “MA_HAUT” APPEARS IN THE MODEL CONSIDERING THAT ONE
# APPLIES THE TOP A LOADING
# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #

MO=AFFE_MODELE (MAILLAGE=MAIL,
AFFE= (_F (GROUP_MA= (“GROUND”, “MA_HAUT”),
PHENOMENE=' MECANIQUE',
MODELISATION=' D_PLAN',),),);

# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #
# GROUND FOR CALCULATION NODAL REACTIONS
# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #

SOL=DEFI_MATERIAU (ELAS=_F (E=4.0E9,
NU=0.4999,
RHO=2000.0,
ALPHA=0.0,),);

# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #
# MATERIAL UNMADE GROUND
# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #

SOL2=DEFI_MATERIAU (ELAS=_F (E=4.0E9,
NU=0.3000,
RHO=2000.0,
ALPHA=0.0,),);

# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #
# EMPTY
# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #

VIDE=DEFI_MATERIAU (ELAS=_F (E=0.001,
NU=0.2,
RHO=0.0,
ALPHA=0.0,),);

# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #
# MECHANICAL PROPERTIES OF THE CONCRETE VOUSSOIRS
# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #

BETON1=DEFI_MATERIAU (ELAS=_F (E=2.E10,
NU=0.2,
RHO=0.0,
ALPHA=0.0,),);

Code_Aster

Version

6.5

Titrate:

How to dig a tunnel: methodology of excavation

Date

11/06/04

Author (S):

A. COURTEOUS, P. SEMETE, A. SAIDANI

Key

U2.04.06-A

Page

39/62

Instruction manual

U2.04 booklet: Nonlinear mechanics

HT-66/04/004/A

# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #
# MATERIAL ELASTIC DESIGN ===> CHMAT0
# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #

CHMAT0=AFFE_MATERIAU (MAILLAGE=MAIL,
AFFE= (_F (GROUP_MA=' SOL',
MATER=SOL,),),);

# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #
# MATERIAL WITH THE DATA OF L STUDY ===> CHMAT2
# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #

CHMAT2=AFFE_MATERIAU (MAILLAGE=MAIL,
AFFE= (_F (GROUP_MA=' SOL_REST',
MATER=SOL2,),
_F (GROUP_MA=' EXCAV',
MATER=VIDE,),
_F (GROUP_MA=' BETON',
MATER=VIDE,),),);

# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #
# MATERIAL WITH THE DATA OF L STUDY ===> CHMAT3
# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #

CHMAT3=AFFE_MATERIAU (MAILLAGE=MAIL,
AFFE= (_F (GROUP_MA=' SOL_REST',
MATER=SOL2,),
_F (GROUP_MA=' EXCAV',
MATER=VIDE,),
_F (GROUP_MA=' BETON',
MATER=BETON1,),),);

# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #
# LISTS MOMENTS OF CALCULATION
# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #
# OF 0 A 1 ==> FOR the PHASE Of INITIALIZATION
# OF 1 A 10 ==> FOR THE BLOCKING OF THE EDGE OF THE GALLERY
# 10 CORRESPONDS A A TIME OF DECONFINEMENT = 0
# 500 CORRESPONDS A A TIME OF DECONFINEMENT = 50%
# 1000 CORRESPONDS A A TIME OF DECONFINEMENT = 100%
# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #

LI=DEFI_LIST_REEL (DEBUT=0,
INTERVALLE= (_F (JUSQU_A=1.0,
NOMBRE=1,),
_F (JUSQU_A=10.0,
NOMBRE=1,),
_F (JUSQU_A=500,
NOMBRE=1,),
_F (JUSQU_A=1000,
NOMBRE=1,),),);

Code_Aster

Version

6.5

Titrate:

How to dig a tunnel: methodology of excavation

Date

11/06/04

Author (S):

A. COURTEOUS, P. SEMETE, A. SAIDANI

Key

U2.04.06-A

Page

40/62

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U2.04 booklet: Nonlinear mechanics

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# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #
# FO MULTIPLYING FUNCTION FOR THE DECONFINEMENT
# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #

F0=DEFI_FONCTION (NOM_PARA=' INST',
VALE= (10.0, 1.0,
500.0, 0.5,
1000.0, 0.0,),);

# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #
# CREATED FIELD BY OPERATOR “AFFE”
# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #
# 1ERE PHASE: INITIALIZATION OF THE STRESSES
# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #

RES1=CREA_CHAMP (TYPE_CHAM=' ELNO_SIEF_R',
OPERATION=' AFFE',
MODELE=MO,
AFFE= (_F (TOUT=' OUI',
NOM_CMP= (“SIXX”, “SIYY”, “SIZZ”, “SIXY”),
VALE= (5.0E6,5.0E6,0., 0.),),),),

# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #
# BLOCKING OF THE NODES AT THE EDGE OF PART EXCAVEE => DX+DY=0
# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #

CH210=AFFE_CHAR_MECA (MODELE=MO,
DDL_IMPO= (_F (GROUP_NO=' BORD_SOL',
DX=0.0,
DY=0.0,),
_F (NOEUD= (“N1”),
DX=0.0,),
_F (NOEUD= (“N8359”),
DY=0.0,),),);

# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #
# BOUNDARY CONDITIONS IN DISPLACEMENTS:
# SYMMETRY ON THE DIMENSIONS SIDE => DX=0
# CONTINUITY ON THE LOWER PART => DY=0
# WEIGHT OF THE GROUNDS ON THE HIGHER FACE => NEAR
# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #

CH220=AFFE_CHAR_MECA (MODELE=MO,
DDL_IMPO= (_F (GROUP_NO=' NO_DROIT',
DX=0.0,),
_F (GROUP_NO=' NO_LEFT2',
DX=0.0,),
_F (GROUP_NO=' NO_BAS2',
DY=0.0,),
_F (GROUP_NO= (“BAS_BETO”),
DY=0.0,),
_F (GROUP_NO= (“LEFT_BET”),
DX=0.0,),),
PRES_REP=_F (GROUP_MA=' MA_HAUT',
PRES=5.0E6,),),

Code_Aster

Version

6.5

Titrate:

How to dig a tunnel: methodology of excavation

Date

11/06/04

Author (S):

A. COURTEOUS, P. SEMETE, A. SAIDANI

Key

U2.04.06-A

Page

41/62

Instruction manual

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# # # # # # # # # # # # # # # # # # # # # # # # # #
# FIRST STAT NOT LINE #
# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #
# 2ND PHASE BLOCKING OF THE EDGE OF THE GALLERY IN DIDI
# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #
# RMQ: DIDI ===> DELTA U = 0
# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #

RESU1=STAT_NON_LINE (MODELE=MO,
CHAM_MATER=CHMAT0,
EXCIT= (_F (CHARGE=CH210,
TYPE_CHARGE=' DIDI'),
_F (CHARGE=CH220,),),
COMP_INCR= (_F (RELATION=' ELAS',
GROUP_MA=' SOL',),),
ETAT_INIT=_F (SIGM=RES1,),
INCREMENT=_F (LIST_INST=LI,
INST_INIT=1,
INST_FIN=10,),
NEWTON=_F (MATRICE=' TANGENTE',
REAC_ITER=1,),
CONVERGENCE=_F (RESI_GLOB_RELA=5.E-6,
ITER_GLOB_MAXI=200,
ITER_INTE_MAXI=50,
ITER_INTE_PAS=-40,),
PARM_THETA=0.57,);

# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #
# EXTRACTION OF THE STRESSES
# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #

RES2=CREA_CHAMP (TYPE_CHAM=' ELGA_SIEF_R',
OPERATION=' EXTR',
RESULTAT=RESU1,
NOM_CHAM=' SIEF_ELGA',
INST=10,);

# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #
# BOUNDARY CONDITIONS IN DISPLACEMENTS:
# SYMMETRY ON THE DIMENSIONS SIDE => DX=0
# CONTINUITY ON THE LOWER PART => DY=0
# WEIGHT OF THE GROUNDS ON THE HIGHER FACE => NEAR
# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #

CH51=AFFE_CHAR_MECA (MODELE=MO,
DDL_IMPO= (_F (GROUP_NO=' NO_DROIT',
DX=0.0,),
_F (GROUP_NO=' NO_LEFT3',
DX=0.0,),
_F (NOEUD=' N1',
DY=0.0,),
_F (GROUP_NO= (“NO_BAS3”),
DY=0.0,),
_F (NOEUD=' N8359',
DX=0.0,),),
PRES_REP=_F (GROUP_MA=' MA_HAUT',
PRES=5.0E6,),);

Code_Aster

Version

6.5

Titrate:

How to dig a tunnel: methodology of excavation

Date

11/06/04

Author (S):

A. COURTEOUS, P. SEMETE, A. SAIDANI

Key

U2.04.06-A

Page

42/62

Instruction manual

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# # # # # # # # # # # # # # # # # # # # # # # #
# CALCULATION OF THE REACTIONS
# # # # # # # # # # # # # # # # # # # # # # # #

RESU1=CALC_NO (reuse =RESU1,
RESULTAT=RESU1,
INST=10.,
OPTION=' REAC_NODA',
MODELE=MO,
CHAM_MATER=CHMAT0,
EXCIT=_F (CHARGE=CH220,),);

# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #
# RECOVERY OF THE NODAL REACTIONS
# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #

REANODA=CREA_CHAMP (TYPE_CHAM=' NOEU_DEPL_R',
OPERATION=' EXTR',
RESULTAT=RESU1,
NOM_CHAM=' REAC_NODA',
INST=10.,);

# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #
# CONSTITUTION D A VECTOR LOADING OBTAINED CONSTITUTES REACTIONS
# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #

CH3=AFFE_CHAR_MECA (MODELE=MO,
VECT_ASSE=REANODA,);

# # # # # # # # # # # # # # # # # # # # # # # # # # #
# SECOND STAT NOT LINE #
# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #
# 3rd PHASE: RE-INJECTION OF THE REACTION
# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #

RESU1=STAT_NON_LINE (reuse =RESU1,
MODELE=MO,
CHAM_MATER=CHMAT2,
EXCIT= (_F (CHARGE=CH3,
FONC_MULT=F0,),
_F (CHARGE=CH51,),),
COMP_INCR= (_F (RELATION=' ELAS',
GROUP_MA=' SOL_REST',),
_F (RELATION=' ELAS',
GROUP_MA=' EXCAV',),
_F (RELATION=' ELAS',
GROUP_MA= (“CONCRETE”),),),
ETAT_INIT=_F (EVOL_NOLI=RESU1,),
INCREMENT=_F (LIST_INST=LI,
INST_INIT=10,
INST_FIN=500,),
NEWTON=_F (MATRICE=' TANGENTE',
REAC_ITER=1,),
CONVERGENCE=_F (RESI_GLOB_RELA=5.E-6,
ITER_GLOB_MAXI=500,
ITER_INTE_MAXI=100,
ITER_INTE_PAS=-10,),
PARM_THETA=0.57,);

Code_Aster

Version

6.5

Titrate:

How to dig a tunnel: methodology of excavation

Date

11/06/04

Author (S):

A. COURTEOUS, P. SEMETE, A. SAIDANI

Key

U2.04.06-A

Page

43/62

Instruction manual

U2.04 booklet: Nonlinear mechanics

HT-66/04/004/A

# # # # # # # # # # # # # # # # # # # # # # # # # # # #
# THIRD STAT NOT LINE #
# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #
# 4th PHASE: ACTIVATION OF THE CONCRETE
# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #
RESU1=STAT_NON_LINE (reuse =RESU1,
MODELE=MO,
CHAM_MATER=CHMAT3,
EXCIT= (_F (CHARGE=CH3,
FONC_MULT=F0,),
_F (CHARGE=CH51,),),
COMP_INCR= (_F (RELATION=' ELAS',
GROUP_MA=' SOL_REST',),
_F (RELATION=' ELAS',
GROUP_MA=' EXCAV',),
_F (RELATION=' ELAS',
GROUP_MA= (“CONCRETE”),),),
ETAT_INIT=_F (EVOL_NOLI=RESU1,),
INCREMENT=_F (LIST_INST=LI,
INST_INIT=500,
INST_FIN=1000,),
NEWTON=_F (MATRICE=' TANGENTE',
REAC_ITER=1,),
CONVERGENCE=_F (RESI_GLOB_RELA=5.E-6,
ITER_GLOB_MAXI=500,
ITER_INTE_MAXI=100,
ITER_INTE_PAS=-10,),
PARM_THETA=0.57,);

# # # # # # # # # # # # # # # # # # # # # # # # # # # # #
# CALCULATIONS AND POST PROCESSING
# # # # # # # # # # # # # # # # # # # # # # # # # # # # #

RESU1=CALC_ELEM (reuse = RESU1,
MODELE=MO,
CHAM_MATER=CHMAT2,
GROUP_MA=' SOL_REST',
OPTION= (“SIEF_ELNO_ELGA”,),
RESULTAT=RESU1,);

RESU1=CALC_NO (reuse = RESU1,
CHAM_MATER=CHMAT2,
OPTION= (“SIEF_NOEU_ELGA”,),
RESULTAT=RESU1)

# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #
# IMPRESSION OF THE RESULTS IN FORMAT CASTEM
# FOR VISUALIZATION OF THE ISOVALEURS
# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #

# IMPR_RESU (MODELE=MO2,
# RESU=_F (FORMAT=' CASTEM',
# MAILLAGE=MAIL,
# RESULTAT=RESU1,),);

Code_Aster

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A. COURTEOUS, P. SEMETE, A. SAIDANI

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Titrate:

How to dig a tunnel: methodology of excavation

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A. COURTEOUS, P. SEMETE, A. SAIDANI

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Code_Aster

Version

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Titrate:

How to dig a tunnel: methodology of excavation

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Author (S):

A. COURTEOUS, P. SEMETE, A. SAIDANI

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HT-66/04/004/A

IMPR_TABLE (TABLE=SIG_L50,
FICHIER=' RESULTAT',
FORMAT=' AGRAF',
NOM_PARA= (“NODE”, “COOR_X”, “COOR_Y”, “SIXX”, “SIYY”),);

#--------------------------------------------
# FORCED NO_LEFT2 URGENT ===> 100%
#--------------------------------------------

SIG_L100=POST_RELEVE_T (ACTION=_F (INTITULE=' SIEF_ELNO_ELGA_NO_LEFT2_100%',
GROUP_NO=' NO_LEFT2',
RESULTAT=RESU1,
NOM_CHAM=' SIEF_ELNO_ELGA',
INST= (1000),
NOM_CMP= (“SIXX”, “SIYY”),
OPERATION=' EXTRACTION',),);

IMPR_TABLE (TABLE=SIG_L100,
FICHIER=' RESULTAT',
FORMAT=' AGRAF',
NOM_PARA= (“NODE”, “COOR_X”, “COOR_Y”, “SIXX”, “SIYY”),);

#-------------------------------------------
# DISPLACEMENTS NO_BAS2 ===> 50%
#-------------------------------------------

DEP_B50=POST_RELEVE_T (ACTION=_F (INTITULE=' DEPL_NO_BAS2_50%',
GROUP_NO=' NO_BAS2',
RESULTAT=RESU1,
NOM_CHAM=' DEPL',
INST= (500),
TOUT_CMP=' OUI',
OPERATION=' EXTRACTION',),);

IMPR_TABLE (TABLE=DEP_B50,
FICHIER=' RESULTAT',
FORMAT=' AGRAF',
NOM_PARA= (“NODE”, “COOR_X”, “COOR_Y”, “DX”, “DY”,),);

#-------------------------------------------
# DISPLACEMENTS NO_BAS2 ===> 100%
#-------------------------------------------

DEP_B100=POST_RELEVE_T (ACTION=_F (INTITULE=' DEPL_NO_BAS2_100%',
GROUP_NO=' NO_BAS2',
RESULTAT=RESU1,
NOM_CHAM=' DEPL',
INST= (1000),
TOUT_CMP=' OUI',
OPERATION=' EXTRACTION',),);

IMPR_TABLE (TABLE=DEP_B100,
FICHIER=' RESULTAT',
FORMAT=' AGRAF',
NOM_PARA= (“NODE”, “COOR_X”, “COOR_Y”, “DX”, “DY”,),);

Code_Aster

Version

6.5

Titrate:

How to dig a tunnel: methodology of excavation

Date

11/06/04

Author (S):

A. COURTEOUS, P. SEMETE, A. SAIDANI

Key

U2.04.06-A

Page

47/62

Instruction manual

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HT-66/04/004/A

Code_Aster

Version

6.5

Titrate:

How to dig a tunnel: methodology of excavation

Date

11/06/04

Author (S):

A. COURTEOUS, P. SEMETE, A. SAIDANI

Key

U2.04.06-A

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Appendix 6 Excavation with supporting, method B (case n°3).

Command file Code_Aster

BEGINNING ();

# # # # # # # # # # # # # # # # # # # # # # # # # #
# READING MESH GIBI
# # # # # # # # # # # # # # # # # # # # # # # # # #

PRE_GIBI ();

MAIL=LIRE_MAILLAGE ();

# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #
# MODELING Of an EXCAVATION WITH SUPPORTING Of a TUNNEL IN D.P
# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #
# DEFINITION OF THE GROUPS OF NODES FOR WHICH THERE WILL BE
# OF DISPLACEMENTS IMPOSE
#
# NO_BAS1: GROUP NODES OF THE LOWER EDGE OF ALL THE SOLID MASS
# BEFORE EXCAVATION.
# NO_BAS2: GROUP NODES OF THE LOWER EDGE AFTER EXCAVATION,
# BUT BEFORE INSTALLATION OF THE VOUSSOIRS.
# NO_BAS3: GROUP NODES OF THE LOWER EDGE AFTER EXCAVATION,
# AND POSES VOUSSOIRS.
#
# NO_DROIT: GROUP NODES OF THE FLAT RIM.
#
# NO_HAUT: GROUP NODES OF THE HIGHER EDGE.
#
# NO_LEFT1: GROUP NODES OF THE LEFT EDGE OF ALL THE SOLID MASS
# BEFORE EXCAVATION.
# NO_LEFT2: GROUP NODES OF THE LEFT EDGE OF ALL THE SOLID MASS
# AFTER EXCAVATION, BUT BEFORE INSTALLATION OF THE VOUSSOIRS.
# NO_LEFT2: GROUP NODES OF THE LEFT EDGE AFTER EXCAVATION
# AND POSES VOUSSOIRS.
# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #

# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #
# DEFINITION OF THE GROUPS OF NEOUDS
# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #
# OPTION “DIFFE” MAKES IT POSSIBLE TO INSULATE
# OF THE BORD_SOL THE NEOUDS N1 AND N8359
# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #

MALL = DEFI_GROUP (reuse=MAIL,
MAILLAGE=MAIL,
CREA_GROUP_NO= (_F (GROUP_MA=' SOL'),
_F (GROUP_MA=' SOL_REST'),
_F (NOM=' NO_HAUT',
GROUP_MA=' MA_HAUT'),
_F (GROUP_MA=' NO_DROIT'),
_F (GROUP_MA=' NO_LEFT1'),
_F (GROUP_MA=' NO_LEFT2'),
_F (GROUP_MA=' NO_LEFT3'),
_F (GROUP_MA=' NO_BAS1'),

Code_Aster

Version

6.5

Titrate:

How to dig a tunnel: methodology of excavation

Date

11/06/04

Author (S):

A. COURTEOUS, P. SEMETE, A. SAIDANI

Key

U2.04.06-A

Page

49/62

Instruction manual

U2.04 booklet: Nonlinear mechanics

HT-66/04/004/A

_F (GROUP_MA=' NO_BAS2'),
_F (GROUP_MA=' NO_BAS3'),
_F (GROUP_MA=' LEFT_BET'),
_F (GROUP_MA=' BAS_BETO'),
_F (GROUP_MA=' BORD'),
_F (NOM=' NOEUD1',
NOEUD=' N1'),
_F (NOM=' NOEUD8359',
NOEUD=' N8359'),
_F (NOM=' BORD_SOL',
DIFFE= (“EDGE”, “NOEUD1”, “NOEUD8359”),),),),

# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #
# MODELS GROUND BEFORE L EXCAVATION FOR the STAGE
# Of INITIIALISATION OF the STRESS FIELD
# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #
# “MA_HAUT” APPEARS IN THE MODEL CONSIDERING THAT ONE
# APPLIES THE TOP A LOADING
# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #

MO=AFFE_MODELE (MAILLAGE=MAIL,
AFFE= (_F (GROUP_MA= (“GROUND”, “MA_HAUT”),
PHENOMENE=' MECANIQUE',
MODELISATION=' D_PLAN',),),);

# # # # # # # # # # # # # # # # # # # #
# MODEL SOL_REST
# # # # # # # # # # # # # # # # # # # #

MO1=AFFE_MODELE (MAILLAGE=MAIL,
AFFE= (_F (GROUP_MA= (“SOL_REST”, “MA_HAUT”),
PHENOMENE=' MECANIQUE',
MODELISATION=' D_PLAN',),),);

# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #
# MODELS GROUND AFTER L EXCAVATION
# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #

MO2=AFFE_MODELE (MAILLAGE=MAIL,
AFFE= (_F (GROUP_MA=' BETON',
PHENOMENE=' MECANIQUE',
MODELISATION=' D_PLAN',),
_F (GROUP_MA= (“SOL_REST”, “MA_HAUT”),
PHENOMENE=' MECANIQUE',
MODELISATION=' D_PLAN',),),);

# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #
# GROUND FOR CALCULATION NODAL REACTIONS
# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #

SOL0=DEFI_MATERIAU (ELAS=_F (E=4.0E9,
NU=0.4999,
RHO=2000.0,
ALPHA=0.0,),);

Code_Aster

Version

6.5

Titrate:

How to dig a tunnel: methodology of excavation

Date

11/06/04

Author (S):

A. COURTEOUS, P. SEMETE, A. SAIDANI

Key

U2.04.06-A

Page

50/62

Instruction manual

U2.04 booklet: Nonlinear mechanics

HT-66/04/004/A

# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #
# MATERIAL UNMADE GROUND (DATA OF CALCULATION)
# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #

SOL=DEFI_MATERIAU (ELAS=_F (E=4.0E9,
NU=0.30,
RHO=2000.0,
ALPHA=0.0,),);

# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #
# MECHANICAL PROPERTIES OF THE CONCRETE VOUSSOIRS
# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #

BETON=DEFI_MATERIAU (ELAS=_F (E=2.E10,
NU=0.2,
RHO=0.0,
ALPHA=0.0,),);

# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #
# MATERIAL ELASTIC DESIGN ===> CHMAT0
# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #

CHMAT0=AFFE_MATERIAU (MAILLAGE=MAIL,
AFFE= (_F (GROUP_MA=' SOL',
MATER=SOL0,),),);

# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #
# MATERIAL PHASE D INITIALIZATION ===> CHMAT
# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #

CHMAT=AFFE_MATERIAU (MAILLAGE=MAIL,
AFFE= (_F (GROUP_MA=' SOL_REST',
MATER=SOL0,),),);

# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #
# MATERIAL PHASE OF RE-INJECTION OF THE REACTION ===> CHMAT1
# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #

CHMAT1=AFFE_MATERIAU (MAILLAGE=MAIL,
AFFE= (_F (GROUP_MA=' SOL_REST',
MATER=SOL,),),);

# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #
# MATERIAL WITH THE DATA OF L STUDY ===> CHMAT2
# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #

CHMAT2=AFFE_MATERIAU (MAILLAGE=MAIL,
AFFE= (_F (GROUP_MA=' SOL_REST',
MATER=SOL,),
_F (GROUP_MA=' BETON',
MATER=BETON,),),);

Code_Aster

Version

6.5

Titrate:

How to dig a tunnel: methodology of excavation

Date

11/06/04

Author (S):

A. COURTEOUS, P. SEMETE, A. SAIDANI

Key

U2.04.06-A

Page

51/62

Instruction manual

U2.04 booklet: Nonlinear mechanics

HT-66/04/004/A

# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #
# LISTS MOMENTS OF CALCULATION
# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #
# OF 0 A 1 ==> FOR the PHASE Of INITIALIZATION
# OF 1 A 10 ==> FOR THE BLOCKING OF THE EDGE OF THE GALLERY
# 10 CORRESPONDS A A TIME OF DECONFINEMENT = 0
# 500 CORRESPONDS A A TIME OF DECONFINEMENT = 50%
# 1000 CORRESPONDS A A TIME OF DECONFINEMENT = 100%
# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #

LI=DEFI_LIST_REEL (DEBUT=0,
INTERVALLE= (_F (JUSQU_A=1.0,
NOMBRE=1,),
_F (JUSQU_A=10.0,
NOMBRE=1,),
_F (JUSQU_A=500.0,
NOMBRE=1,),
_F (JUSQU_A=1000,
NOMBRE=1,),),);

# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #
# LISTS MOMENTS FOR CALCULATION CAN FOR
# TO INITIALIZE FIELDS A 0 DALS CONCRETE
# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #

LI1=DEFI_LIST_REEL (DEBUT=0,
INTERVALLE= (_F (JUSQU_A=1.E6,
NOMBRE=1),),);

# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #
# FO MULTIPLYING FUNCTION FOR THE DECONFINEMENT
# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #

F0=DEFI_FONCTION (NOM_PARA=' INST',
VALE= (10.0, 1.0,
500.0, 0.5,
1000.0, 0.0,),);

# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #
# CREATED FIELD BY OPERATOR “AFFE”
# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #
# 1ERE PHASE: INITIALIZATION OF THE STRESSES
# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #

RES1=CREA_CHAMP (TYPE_CHAM=' ELNO_SIEF_R',
OPERATION=' AFFE',
MODELE=MO,
AFFE= (_F (TOUT=' OUI',
NOM_CMP= (“SIXX”, “SIYY”, “SIZZ”, “SIXY”),
VALE= (5.0E6,5.0E6,0., 0.),),),),

Code_Aster

Version

6.5

Titrate:

How to dig a tunnel: methodology of excavation

Date

11/06/04

Author (S):

A. COURTEOUS, P. SEMETE, A. SAIDANI

Key

U2.04.06-A

Page

52/62

Instruction manual

U2.04 booklet: Nonlinear mechanics

HT-66/04/004/A

# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #
# BLOCKING OF THE NODES AT THE EDGE OF PART EXCAVEE => DX+DY=0
# RQ = ONE WORKS NOW WITH MODEL MO2
# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #

CH210=AFFE_CHAR_MECA (MODELE=MO1,
DDL_IMPO= (_F (GROUP_NO=' BORD_SOL',
DX=0.0,
DY=0.0,),
_F (NOEUD= (“N1”),
DX=0.0,),
_F (NOEUD= (“N8359”),
DY=0.0,),),);

# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #
# BOUNDARY CONDITIONS IN DISPLACEMENTS =
# SYMMETRY ON THE DIMENSIONS SIDE => DX=0
# CONTINUITY ON THE LOWER PART => DY=0
# WEIGHT OF THE GROUNDS ON THE HIGHER FACE => NEAR
# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #

CH220=AFFE_CHAR_MECA (MODELE=MO1,
DDL_IMPO= (_F (GROUP_NO=' NO_DROIT',
DX=0.0,),
_F (GROUP_NO=' NO_LEFT2',
DX=0.0,),
_F (GROUP_NO=' NO_BAS2',
DY=0.0,),),
PRES_REP=_F (GROUP_MA=' MA_HAUT',
PRES=5.0E6,),),

# # # # # # # # # # # # # # # # # # # # # # # # # #
# FIRST STAT NOT LINE #
# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #
# 2ND PHASE BLOCKING OF THE EDGE OF THE GALLERY IN DIDI
# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #

RESU1=STAT_NON_LINE (MODELE=MO1,
CHAM_MATER=CHMAT,
EXCIT= (_F (CHARGE=CH210,
TYPE_CHARGE=' DIDI'),
_F (CHARGE=CH220,),),
COMP_INCR= (_F (RELATION=' ELAS',
GROUP_MA=' SOL_REST',),),
ETAT_INIT=_F (SIGM=RES1,),
INCREMENT=_F (LIST_INST=LI,
INST_INIT=1,
INST_FIN=10,),
NEWTON=_F (MATRICE=' TANGENTE',
REAC_ITER=1,),
CONVERGENCE=_F (RESI_GLOB_RELA=5.E-6,
ITER_GLOB_MAXI=200,
ITER_INTE_MAXI=50,
ITER_INTE_PAS=-40,),
PARM_THETA=0.57,);

Code_Aster

Version

6.5

Titrate:

How to dig a tunnel: methodology of excavation

Date

11/06/04

Author (S):

A. COURTEOUS, P. SEMETE, A. SAIDANI

Key

U2.04.06-A

Page

53/62

Instruction manual

U2.04 booklet: Nonlinear mechanics

HT-66/04/004/A

# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #
# EXTRACTION OF THE STRESSES
# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #

RES2=CREA_CHAMP (TYPE_CHAM=' ELGA_SIEF_R',
OPERATION=' EXTR',
RESULTAT=RESU1,
NOM_CHAM=' SIEF_ELGA',
INST=10,);

# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #
# BOUNDARY CONDITIONS IN DISPLACEMENTS =
# SYMMETRY ON THE DIMENSIONS SIDE => DX=0
# CONTINUITY ON THE LOWER PART => DY=0
# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #

CH51=AFFE_CHAR_MECA (MODELE=MO2,
DDL_IMPO= (_F (GROUP_NO=' NO_DROIT',
DX=0.0,),
_F (GROUP_NO=' NO_LEFT3',
DX=0.0,),
_F (NOEUD=' N1',
DY=0.0,),
_F (GROUP_NO= (“NO_BAS3”),
DY=0.0,),
_F (NOEUD=' N8359',
DX=0.0,),),
PRES_REP=_F (GROUP_MA=' MA_HAUT',
PRES=5.0E6,),);

# # # # # # # # # # # # # # # # # # # # # # # #
# CALCULATION OF THE REACTIONS
# # # # # # # # # # # # # # # # # # # # # # # #

RESU1=CALC_NO (reuse =RESU1,
RESULTAT=RESU1,
INST=10.,
OPTION=' REAC_NODA',
MODELE=MO1,
CHAM_MATER=CHMAT,
EXCIT=_F (CHARGE=CH220,),);

# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #
# RECOVERY OF THE NODAL REACTIONS
# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #

REANODA=CREA_CHAMP (TYPE_CHAM=' NOEU_DEPL_R',
OPERATION=' EXTR',
RESULTAT=RESU1,
NOM_CHAM=' REAC_NODA',
INST=10.,);

Code_Aster

Version

6.5

Titrate:

How to dig a tunnel: methodology of excavation

Date

11/06/04

Author (S):

A. COURTEOUS, P. SEMETE, A. SAIDANI

Key

U2.04.06-A

Page

54/62

Instruction manual

U2.04 booklet: Nonlinear mechanics

HT-66/04/004/A

# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #
# CONSTITUTION D A VECTOR LOADING OBTAINED CONSTITUTES REACTIONS
# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #

CH3=AFFE_CHAR_MECA (MODELE=MO1,
VECT_ASSE=REANODA,);

# # # # # # # # # # # # # # # # # # # # # # # # # # #
# SECOND STAT NOT LINE #
# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #
# 3RD PHASE = RE-INJECTION OF THE REACTION
# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #

RESU1=STAT_NON_LINE (reuse=RESU1,
MODELE=MO1,
CHAM_MATER=CHMAT1,
EXCIT= (_F (CHARGE=CH3,
FONC_MULT=F0,),
_F (CHARGE=CH220,),),
COMP_INCR= (_F (RELATION=' ELAS',
GROUP_MA=' SOL_REST',),),
ETAT_INIT=_F (EVOL_NOLI=RESU1),
INCREMENT=_F (LIST_INST=LI,
INST_INIT=10,
INST_FIN=500,),
NEWTON=_F (MATRICE=' TANGENTE',
REAC_ITER=1,),
CONVERGENCE=_F (RESI_GLOB_RELA=5.E-6,
ITER_GLOB_MAXI=500,
ITER_INTE_MAXI=100,
ITER_INTE_PAS=-10,),
PARM_THETA=0.57,);

# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #
# EXTRACTION OF THE FIELDS = DISPLACEMENTS, FORCED,
# AND VARIABLES INTERNAL OBTAINED DURING PRECEDING CALCULATION
# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #

SIG1=CREA_CHAMP (TYPE_CHAM=' ELGA_SIEF_R',
OPERATION=' EXTR',
RESULTAT=RESU1,
NOM_CHAM=' SIEF_ELGA',
INST=500.,);

DEP1=CREA_CHAMP (TYPE_CHAM=' NOEU_DEPL_R',
OPERATION=' EXTR',
RESULTAT=RESU1,
NOM_CHAM=' DEPL',
INST=500.,);

CHBID = AFFE_CHAR_MECA (MODELE=MO1,
DDL_IMPO= (_F (GROUP_NO=' NO_DROIT',
DX=0.0,),
_F (GROUP_NO=' NO_LEFT2',
DX=0.0,),
_F (GROUP_NO=' NO_BAS2',
DY=0.0,),),),

Code_Aster

Version

6.5

Titrate:

How to dig a tunnel: methodology of excavation

Date

11/06/04

Author (S):

A. COURTEOUS, P. SEMETE, A. SAIDANI

Key

U2.04.06-A

Page

55/62

Instruction manual

U2.04 booklet: Nonlinear mechanics

HT-66/04/004/A

# # # # # # # # # # # # # # # # # # # # # # # # # # #
# THIRD STAT NOT LINE #
# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #
# 4TH PHASE = LOADING CAN,
# CALCULATION CAN TO ALLOW:
# - AN INITIALIZATION OF FIELDS A 0 IN THE CONCRETE,
# - AND THEN ASSEMBLY
# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #

BIDON=STAT_NON_LINE (MODELE=MO2,
CHAM_MATER=CHMAT2,
EXCIT=_F (CHARGE=CHBID),
COMP_INCR= (_F (RELATION=' ELAS',
GROUP_MA=' SOL_REST',),
_F (RELATION=' ELAS',
GROUP_MA=' BETON',),),
INCREMENT=_F (LIST_INST=LI1,),
NEWTON=_F (MATRICE=' TANGENTE',
REAC_ITER=1,),
CONVERGENCE=_F (RESI_GLOB_MAXI=1.,
ITER_GLOB_MAXI=1,
ITER_INTE_MAXI=10,
ITER_INTE_PAS=-10,),
PARM_THETA=0.57,);

DEP2=CREA_CHAMP (TYPE_CHAM=' NOEU_DEPL_R',
OPERATION=' EXTR',
RESULTAT=BIDON,
NOM_CHAM=' DEPL',
INST=1.E6);

SIG2=CREA_CHAMP (TYPE_CHAM=' ELGA_SIEF_R',
OPERATION=' EXTR',
RESULTAT=BIDON,
NOM_CHAM=' SIEF_ELGA',
INST=1.E6);

# # # # # # # # # # # # # # # # # # #
# ASSEMBLY
# # # # # # # # # # # # # # # # # # #

DEPINI=CREA_CHAMP (TYPE_CHAM=' NOEU_DEPL_R',
OPERATION=' ASSE',
MAILLAGE=MAIL,
ASSE= (_F (CHAM_GD=DEP2,
GROUP_MA=' BETON',
CUMUL=' OUI',
COEF_R=0.),
_F (CHAM_GD=DEP1,
GROUP_MA=' SOL_REST',
CUMUL=' OUI',),),);

SIGINI=CREA_CHAMP (TYPE_CHAM=' ELGA_SIEF_R',
OPERATION=' ASSE',
MODELE=MO2,
ASSE= (_F (CHAM_GD=SIG2,
GROUP_MA=' BETON',
CUMUL=' OUI',
COEF_R=0.),

Code_Aster

Version

6.5

Titrate:

How to dig a tunnel: methodology of excavation

Date

11/06/04

Author (S):

A. COURTEOUS, P. SEMETE, A. SAIDANI

Key

U2.04.06-A

Page

56/62

Instruction manual

U2.04 booklet: Nonlinear mechanics

HT-66/04/004/A

_F (CHAM_GD=SIG1,
GROUP_MA=' SOL_REST',
CUMUL=' OUI',),),);

# VARINI=CREA_CHAMP (TYPE_CHAM=' ELGA_VARI_R',
# OPERATION=' ASSE',
# MAILLAGE=MAIL,
# MODELE=MO2,
# ASSE=_F (CHAM_GD=VAR2,
# GROUP_MA= (CONCRETE,),
# CUMUL=' OUI',
# COEF_R=0.),
# ASSE=_F (CHAM_GD=VAR1,
# GROUP_MA= (SOL_REST,),
# CUMUL=' OUI',),);

# # # # # # # # # # # # # # # # # # # # # # # # # # # #
# FOURTH STAT NOT LINE #
# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #
# 5TH PHASE = PRESENCE OF THE VOUSSOIRS,
# DECONFINEMENT OF 50 A 100%
# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #

RESU1=STAT_NON_LINE (reuse=RESU1,
MODELE=MO2,
CHAM_MATER=CHMAT2,
EXCIT= (_F (CHARGE=CH3,
FONC_MULT=F0,),
_F (CHARGE=CH51,),),
COMP_INCR= (_F (RELATION=' ELAS',
GROUP_MA=' SOL_REST',),
_F (RELATION=' ELAS',
GROUP_MA=' BETON',),),
ETAT_INIT=_F (DEPL=DEPINI,
SIGM=SIGINI,),
INCREMENT=_F (LIST_INST=LI,
INST_INIT=500.,
INST_FIN=1000.,),
NEWTON=_F (MATRICE=' TANGENTE',
REAC_ITER=1,),
CONVERGENCE=_F (RESI_GLOB_RELA=5.E-6,
ITER_GLOB_MAXI=500,
ITER_INTE_MAXI=100,
ITER_INTE_PAS=-10,),
PARM_THETA=0.57,);

# # # # # # # # # # # # # # # # # # # # # # # # # # # # #
# CALCULATIONS AND POST PROCESSING
# # # # # # # # # # # # # # # # # # # # # # # # # # # # #

RESU1=CALC_ELEM (reuse=RESU1,
MODELE=MO2,
CHAM_MATER=CHMAT2,
OPTION= (“SIEF_ELNO_ELGA”,),
RESULTAT=RESU1,);

RESU1=CALC_NO (reuse=RESU1,
CHAM_MATER=CHMAT2,
OPTION= (“SIEF_NOEU_ELGA”,),
RESULTAT=RESU1);

Code_Aster

Version

6.5

Titrate:

How to dig a tunnel: methodology of excavation

Date

11/06/04

Author (S):

A. COURTEOUS, P. SEMETE, A. SAIDANI

Key

U2.04.06-A

Page

57/62

Instruction manual

U2.04 booklet: Nonlinear mechanics

HT-66/04/004/A

# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #
# IMPRESSION OF THE RESULTS IN FORMAT CASTEM
# FOR VISUALIZATION OF THE ISOVALEURS
# # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #
# IMPR_RESU (MODELE=MO2,
# RESU=_F (FORMAT=' CASTEM',
# MAILLAGE=MAIL,
# RESULTAT=RESU1,),);

# # # # # # # # # # # # # # # # # # # # # # # # # # # # #
# TABLES OF POSTPROCESSING
# # # # # # # # # # # # # # # # # # # # # # # # # # # # #

#-------------------------------------------------
# DISPLACEMENTS NODE N1 FUNCTION OF THE DECONFINEMENT
#-------------------------------------------------

DEP_1=POST_RELEVE_T (ACTION=_F (INTITULE=' DEPL_FONC_DECONF_N1',
NOEUD=' N1',
RESULTAT=RESU1,
NOM_CHAM=' DEPL',
TOUT_ORDRE=' OUI',
TOUT_CMP=' OUI',
OPERATION=' EXTRACTION',),);

IMPR_TABLE (TABLE=DEP_1,
FICHIER=' RESULTAT',
FORMAT=' AGRAF',
NOM_PARA= (“INST”, “DX”, “DY”,),);

#------------------------------------------------
# FORCED NODE N1 FUNCTION OF THE DECONFINEMENT
#------------------------------------------------

SIG_1=POST_RELEVE_T (ACTION=_F (INTITULE=' SIEF_FONC_DECONF_N1',
NOEUD=' N1',
RESULTAT=RESU1,
NOM_CHAM=' SIEF_ELNO_ELGA',
TOUT_ORDRE=' OUI',
NOM_CMP= (“SIXX”, “SIYY”),
OPERATION=' EXTRACTION',),);

IMPR_TABLE (TABLE=SIG_1,
FICHIER=' RESULTAT',
FORMAT=' AGRAF',
NOM_PARA= (“INST”, “SIXX”, “SIYY”),);

#----------------------------------------------------
# DISPLACEMENTS NODE N8359 FUNCTION OF THE DECONFINEMENT
#----------------------------------------------------

DEP_8359=POST_RELEVE_T (ACTION=_F (INTITULE=' DEPL_FONC_DECONF_N8359',
NOEUD=' N8359',
RESULTAT=RESU1,
NOM_CHAM=' DEPL',
TOUT_ORDRE=' OUI',
TOUT_CMP=' OUI',
OPERATION=' EXTRACTION',),);

Code_Aster

Version

6.5

Titrate:

How to dig a tunnel: methodology of excavation

Date

11/06/04

Author (S):

A. COURTEOUS, P. SEMETE, A. SAIDANI

Key

U2.04.06-A

Page

58/62

Instruction manual

U2.04 booklet: Nonlinear mechanics

HT-66/04/004/A

IMPR_TABLE (TABLE=DEP_8359,
FICHIER=' RESULTAT',
FORMAT=' AGRAF',
NOM_PARA= (“INST”, “DX”, “DY”,),);

#---------------------------------------------------
# FORCED NODE N8359 FUNCTION OF THE DECONFINEMENT
#---------------------------------------------------

SIG_8359=POST_RELEVE_T (ACTION=_F (INTITULE=' SIEF_FONC_DECONF_N8359',
NOEUD=' N8359',
RESULTAT=RESU1,
NOM_CHAM=' SIEF_ELNO_ELGA',
TOUT_ORDRE=' OUI',
NOM_CMP= (“SIXX”, “SIYY”),
OPERATION=' EXTRACTION',),);

IMPR_TABLE (TABLE=SIG_8359,
FICHIER=' RESULTAT',
FORMAT=' AGRAF',
NOM_PARA= (“INST”, “SIXX”, “SIYY”),);

#-------------------------------------------
# DISPLACEMENTS NO_LEFT2 ===> 50%
#-------------------------------------------

DEP_L50=POST_RELEVE_T (ACTION=_F (INTITULE=' DEPL_LEFT2_50%',
GROUP_NO=' NO_LEFT2',
RESULTAT=RESU1,
NOM_CHAM=' DEPL',
INST= (500),
TOUT_CMP=' OUI',
OPERATION=' EXTRACTION',),);

IMPR_TABLE (TABLE=DEP_L50,
FICHIER=' RESULTAT',
FORMAT=' AGRAF',
NOM_PARA= (“NODE”, “COOR_X”, “COOR_Y”, “DX”, “DY”,),);

#-------------------------------------------
# DISPLACEMENTS NO_LEFT2 ===> 100%
#-------------------------------------------

DEP_L100=POST_RELEVE_T (ACTION=_F (INTITULE=' DEPL_LEFT2_100%',
GROUP_NO=' NO_LEFT2',
RESULTAT=RESU1,
NOM_CHAM=' DEPL',
INST= (1000),
TOUT_CMP=' OUI',
OPERATION=' EXTRACTION',),);

IMPR_TABLE (TABLE=DEP_L100,
FICHIER=' RESULTAT',
FORMAT=' AGRAF',
NOM_PARA= (“NODE”, “COOR_X”, “COOR_Y”, “DX”, “DY”,),);

Code_Aster

Version

6.5

Titrate:

How to dig a tunnel: methodology of excavation

Date

11/06/04

Author (S):

A. COURTEOUS, P. SEMETE, A. SAIDANI

Key

U2.04.06-A

Page

59/62

Instruction manual

U2.04 booklet: Nonlinear mechanics

HT-66/04/004/A

#--------------------------------------------
# FORCED NO_LEFT2 URGENT ===> 50%
#--------------------------------------------

SIG_L50=POST_RELEVE_T (ACTION=_F (INTITULE=' SIEF_ELNO_ELGA_NO_LEFT2_50%',
GROUP_NO=' NO_LEFT2',
RESULTAT=RESU1,
NOM_CHAM=' SIEF_ELNO_ELGA',
INST= (500),
NOM_CMP= (“SIXX”, “SIYY”),
OPERATION=' EXTRACTION',),);

IMPR_TABLE (TABLE=SIG_L50,
FICHIER=' RESULTAT',
FORMAT=' AGRAF',
NOM_PARA= (“NODE”, “COOR_X”, “COOR_Y”, “SIXX”, “SIYY”),);

#--------------------------------------------
# FORCED NO_LEFT2 URGENT ===> 100%
#--------------------------------------------

SIG_L100=POST_RELEVE_T (ACTION=_F (INTITULE=' SIEF_ELNO_ELGA_NO_LEFT2_100%',
GROUP_NO=' NO_LEFT2',
RESULTAT=RESU1,
NOM_CHAM=' SIEF_ELNO_ELGA',
INST= (1000),
NOM_CMP= (“SIXX”, “SIYY”),
OPERATION=' EXTRACTION',),);

IMPR_TABLE (TABLE=SIG_L100,
FICHIER=' RESULTAT',
FORMAT=' AGRAF',
NOM_PARA= (“NODE”, “COOR_X”, “COOR_Y”, “SIXX”, “SIYY”),);

#-------------------------------------------
# DISPLACEMENTS NO_BAS2 ===> 50%
#-------------------------------------------

DEP_B50=POST_RELEVE_T (ACTION=_F (INTITULE=' DEPL_NO_BAS2_50%',
GROUP_NO=' NO_BAS2',
RESULTAT=RESU1,
NOM_CHAM=' DEPL',
INST= (500),
TOUT_CMP=' OUI',
OPERATION=' EXTRACTION',),);

IMPR_TABLE (TABLE=DEP_B50,
FICHIER=' RESULTAT',
FORMAT=' AGRAF',
NOM_PARA= (“NODE”, “COOR_X”, “COOR_Y”, “DX”, “DY”,),);

#-------------------------------------------
# DISPLACEMENTS NO_BAS2 ===> 100%
#-------------------------------------------

DEP_B100=POST_RELEVE_T (ACTION=_F (INTITULE=' DEPL_NO_BAS2_100%',
GROUP_NO=' NO_BAS2',
RESULTAT=RESU1,
NOM_CHAM=' DEPL',
INST= (1000),
TOUT_CMP=' OUI',

Code_Aster

Version

6.5

Titrate:

How to dig a tunnel: methodology of excavation

Date

11/06/04

Author (S):

A. COURTEOUS, P. SEMETE, A. SAIDANI

Key

U2.04.06-A

Page

60/62

Instruction manual

U2.04 booklet: Nonlinear mechanics

HT-66/04/004/A

OPERATION=' EXTRACTION',),);

IMPR_TABLE (TABLE=DEP_B100,
FICHIER=' RESULTAT',
FORMAT=' AGRAF',
NOM_PARA= (“NODE”, “COOR_X”, “COOR_Y”, “DX”, “DY”,),);

#--------------------------------------------
# FORCED NO_BAS2 URGENT ===> 50%
#--------------------------------------------

SIG_B50=POST_RELEVE_T (ACTION=_F (INTITULE=' SIEF_ELNO_ELGA_NO_BAS2_50%',
GROUP_NO=' NO_BAS2',
RESULTAT=RESU1,
NOM_CHAM=' SIEF_ELNO_ELGA',
INST= (500),
NOM_CMP= (“SIXX”, “SIYY”),
OPERATION=' EXTRACTION',),);

IMPR_TABLE (TABLE=SIG_B50,
FICHIER=' RESULTAT',
FORMAT=' AGRAF',
NOM_PARA= (“NODE”, “COOR_X”, “COOR_Y”, “SIXX”, “SIYY”),);

#--------------------------------------------
# FORCED NO_BAS2 URGENT ===> 100%
#--------------------------------------------

SIG_B100=POST_RELEVE_T (ACTION=_F (INTITULE=' SIEF_ELNO_ELGA_NO_BAS2_100%',
GROUP_NO=' NO_BAS2',
RESULTAT=RESU1,
NOM_CHAM=' SIEF_ELNO_ELGA',
INST= (1000),
NOM_CMP= (“SIXX”, “SIYY”),
OPERATION=' EXTRACTION',),);

IMPR_TABLE (TABLE=SIG_B100,
FICHIER=' RESULTAT',
FORMAT=' AGRAF',
NOM_PARA= (“NODE”, “COOR_X”, “COOR_Y”, “SIXX”, “SIYY”),);

END ();

Code_Aster

Version

6.5

Titrate:

How to dig a tunnel: methodology of excavation

Date

11/06/04

Author (S):

A. COURTEOUS, P. SEMETE, A. SAIDANI

Key

U2.04.06-A

Page

61/62

Instruction manual

U2.04 booklet: Nonlinear mechanics

HT-66/04/004/A

Appendix 7 Comparison of the stresses obtained by calculation

numerical and by the analytical solution

Case of the nonconstant tunnel

Case of the constant tunnel (from 50% of déconfinement)

Evolution of the stresses according to the vertical axis

- 10

- 8

- 6

- 4

- 2

R/R

Stresses (MPa)

Analytical solution radial Stress
Analytical solution Stress orthoradiale
Code_Aster calculation Forced radial
Code_Aster calculation Forced orthoradiale

Evolution of the stresses according to the vertical axis

- 12

- 10

- 8

- 6

- 4

- 2

R/R

Stress (MPa)

Analytical solution radial Stress

Analytical solution Stress orthoradiale

Code_Aster calculation Forced radial

Code_Aster calculation Forced orthoradiale