Dear List members,
there are still places available on the conference Param 2002, to be held
shortly. Please see the attached description of the conference themes and
programme and contact Jean-Pierre if you are interested in attending:
Jean-Pierre Magnan [mailto:[log in to unmask]]
:-)hilary

Dear Colleagues,
I am now finalising the organisation of  PARAM 2002, which will be held in
Paris on September 2-3. We have already over 100 participants registered.
But I am a bit concerned by the
very small number of participants from the United Kingdom (only one doctoral
student from Cambridge)!
I send to you, in the two attached files, the pre-final programme and a note
presenting the abstracts of the 65 papers which will be published in the
proceedings volume (a second publication is foreseen after the Symposium).
Sincerely yours,
JPMagnan





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\fet0\sectd \linex0\headery567\footery454\colsx709\endnhere\sectdefaultcl {\header \pard\plain \s19\widctlpar\tqc\tx4536\tqr\tx9072\adjustright \f4\lang1036\cgrid {\f1\fs20\ul J.P.Magnan DTG\'e9otechnique, LCPC
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Note about the next PARAM 2002 International Symposium
\par }\pard\plain \qj\widctlpar\adjustright \fs20\lang1036\cgrid {\f1\fs24\lang2057 
\par The PARAM 2002 Symposium will be held in Paris on September 2-3, 2002.
\par }\pard\plain \s17\qj\widctlpar\adjustright \f1\lang2057\cgrid {It is intended to gather, analyse and discuss problems related to the \ldblquote Identification and determination of soil and rock parameters for geotechnical design\rdblquote . 
\par }\pard\plain \qj\widctlpar\adjustright \fs20\lang1036\cgrid {\f1\fs24\lang2057 The initial scope of the symposium was covering the problems associated with design (testing and use of test results) a
nd I hoped to attract mainly people from practice or research applied to design. The scope was later extended to questions related to modelling and models, because this is the subject of many researches around the world. 65 papers were received and gather
e
d in a volume which will be given to the participants in the Symposium and later sold by LCPC and ENPC, The invited lectures and state of the art report, discussion report and synthesis of the symposium will be published in a later volume, which may be a 
special issue of the Bulletin des Laboratoires des Ponts et Chauss\'e9es, in French and in English.
\par The pre-final programme of the symposium is given in a separate file. 
\par I am now trying to organise the final discussion about Eurocode 7, from the point of view of the users who have to find soil and rock parameters for design.
\par 
\par If some of you would participate in this discussion, they would be welcome. 
\par I have the feeling that some interesting contributions have been made and that the symposium will be useful.
\par 
\par In order to give you some more information about the papers, I prepared a collection of abstracts, which are given below.
\par 
\par 
\par 
\par }\pard \qc\widctlpar\adjustright {\f1\fs28\lang2057 Theme 1  }{\b\f1\fs28\cf1\lang2057 PROPERTIES OF SOILS AND ROCKS}{\b\f1\fs28\lang2057 
\par }\pard\plain \s15\widctlpar\adjustright \fs20\lang1036\cgrid {\f1\lang2057 
\par 
\par }\pard\plain \qc\widctlpar\adjustright \fs20\lang1036\cgrid {\b\f1\fs28\cf1\lang2057 1.1 In situ and laboratory measurement (saturated soils and rocks)
\par }\pard\plain \s19\widctlpar\adjustright \f4\lang1036\cgrid {\f1\fs20\lang2057 
\par }\pard\plain \qj\li-11\widctlpar\adjustright \fs20\lang1036\cgrid {\f1\fs24\lang2057 1. Combining geophysical and laboratory measurements for civil engineering
\par }\pard \qj\widctlpar\adjustright {\f1\lang2057 \tab Baron L., Huot F. (Lausanne)
\par }\pard\plain \s25\qj\widctlpar\adjustright \b\f5\fs50\cf3\lang1024\cgrid {\b0\f1\fs20\cf1 
\par }{\b0\f1\fs20\cf1\cgrid0 The study of wave propagation at sonic frequency in soil leads to elasticity parameter determination. These parameters are compatible to those measure
d simultaneously by static loading. The acquisition of in situ elasticity parameter combined with laboratory description of the elastoplastic behaviour can lead to in situ elastoplastic curves.}{\b0\f1\fs20\cf1 
\par 
\par }{\b0\f1\fs24\cf1 2. }{\b0\f1\fs24\cf0\lang1033 Determination of the degradation curve of the shear modulus of a soil from field tests}{\b0\f1\fs24\cf1 
\par }{\b0\i\f1\fs24\cf1 (D\'e9termination de la courbe d\rquote \'e9volution du module de cisaillement d\rquote un sol en fonction de sa d\'e9formation \'e0 partir d\rquote essais en place}{\b0\i\f1\fs24\cf0 ) 
\par }\pard\plain \qj\widctlpar\adjustright \fs20\lang1036\cgrid {\f1 \tab }{\f1\lang2057 Can\'e9pa}{\f1\lang2057\super  }{\f1\lang2057 Y., Borel S., Deconinck  J.}{\f1\fs22\lang2057 
\par }\pard\plain \s23\qj\widctlpar\tx567\outlinelevel0\adjustright \b\caps\f1\lang1036\kerning28\cgrid {\b0\caps0\fs20\lang2057\kerning0 
\par }\pard\plain \qj\widctlpar\adjustright \fs20\lang1036\cgrid {\f1\lang1033 An in-situ soil investigation has been carried out to measure the stress-strain characteristics of the clay encountered on an experimental site of the \ldblquote Ponts et Chauss\'e9
es\rdblquote  Laboratory network. The paper presents the main mechanical and seismic tests performed and the method to assess th
e shear modulus degradation curve of the clay from these in-situ soil tests. An application is then given. The experimental load-settlement curves of shallow foundations established on the same soil are compared with the settlement calculations based on a
 non linear behaviour of the clay determined from this method.
\par }\pard\plain \s23\widctlpar\tx567\outlinelevel0\adjustright \b\caps\f1\lang1036\kerning28\cgrid {\b0\caps0\fs20\lang1033\kerning0 
\par 
\par }{\b0\caps0\lang2057\kerning0 3. {\*\bkmkstart _Toc755776}{\*\bkmkstart _Toc1810622}{\*\bkmkstart _Toc3088905}{\*\bkmkstart _Toc3107128}Identification of viscous properties of an argillaceous rock{\*\bkmkend _Toc755776}{\*\bkmkend _Toc1810622}
{\*\bkmkend _Toc3088905}{\*\bkmkend _Toc3107128}
\par }{\b0\i\caps0\kerning0 (Identification des caract\'e9ristiques visqueuses d\rquote une roche argileuse)
\par }\pard\plain \widctlpar\adjustright \fs20\lang1036\cgrid {\f1 \tab Fabre G., Pellet F.
\par }\pard \qj\widctlpar\tx567\adjustright {\f1 
\par }{\f1\lang2057 Constant strain rate tests, creep tests and relaxation tests have shown the mechanical time-dependent behaviour of an argillaceous rock. The results permitted to determine the parameters of Lemaitre\rquote s rheo
logical model for a long time prediction of the viscoplastic strain.
\par 
\par }\pard \widctlpar\tx567\adjustright {\f1\fs24\lang2057 4. Contribution of the seismic methods to the determination of initial moduli: application on the experimental site of Merville
\par }\pard\plain \s22\widctlpar\tx567\adjustright \i\f1\lang2057\cgrid {\lang1036 (Apport des m\'e9thodes sismiques pour la d\'e9termination des modules \'e9lastiques initiaux : application au site exp\'e9rimental de Merville)
\par }\pard\plain \widctlpar\adjustright \fs20\lang1036\cgrid {\f1 \tab }{\f1\lang1031 Ferber V., Abraham O.
\par 
\par }\pard \qj\widctlpar\adjustright {\f1\lang2057 Seismic wave velocities were measured by the Cross-Hole, Down-Hole and surface waves methods in the upper fifteen meters of an overconsolida
ted clay in the North of France (Flandres clay). An evident constrast between the results of the different methods is observed. The causes of these differences are discussed.
\par }\pard\plain \s15\widctlpar\adjustright \fs20\lang1036\cgrid {\f1\lang2057 
\par }\pard\plain \qj\widctlpar\adjustright \fs20\lang1036\cgrid {\f1\fs24\lang1033 5. Validity of the small to medium strain E-modulus as measured by in situ loading tests
\par }{\i\f1\fs24 (Validit\'e9 de la mesure du module dans le domaine des petites aux moyennes d\'e9formations par essais de chargement in situ)
\par }{\f1 \tab }{\f1\lang2057 Gambin M., Gomes Correia A., Antao A.
\par }\pard \qj\widctlpar\tx567\adjustright {\f1\lang2057 
\par }{\f1\lang1033 During an in situ loading test, the soil response exhibits a very large range of E-mod
uli values. It is necessary to use a back-analysis involving a non linear constitutive law for the very small to medium strains so as to obtain an E-modulus as a function of strain. For the plate load tests a comparison was carried out with results of tri
axial tests.
\par }\pard \widctlpar\tx567\adjustright {\f1\lang1033 
\par }{\f1\fs24\lang2057 6. The behaviour of reconstituted materials of extremely weak-soft sandstone and shale of Toukoshan formation in Taiwan
\par }\pard \widctlpar\adjustright {\f1\lang2057 \tab Lee Y.L.
\par }\pard \widctlpar\tx567\adjustright {\f1\lang2057 
\par }\pard \qj\widctlpar\tx567\adjustright {\f1\lang1033 In this research, the extremely weak-soft sandstone and shale of the Toukoshan Formation in Taiwan are studied f
or potential use as backfill compacted construction materials in foundation engineering. The density, porosity, clay content and compaction water content of these materials have been studied together with their permeability, deformability and strength. Re
s
ults of laboratory investigations are presented to show the influences of clay content and compaction water content. Finite elements calculations involving the Nova model (1982), which can simulate the strain hardening and the volumetric dilatancy of soil
s are also examined for these reconstituted materials.
\par }\pard\plain \s19\widctlpar\tx567\adjustright \f4\lang1036\cgrid {\f1\fs20\lang1033 
\par }{\f1\lang2057 7. Model and field tests to study influence of stress conditions on measured shear strength
\par }\pard\plain \widctlpar\adjustright \fs20\lang1036\cgrid {\f1\lang2057 \tab L\'f6froth H.
\par }\pard \widctlpar\tx567\adjustright {\f1\lang2057 
\par }\pard \qj\widctlpar\tx567\adjustright {\f1\lang2057 A research project has been started to evaluate the influence of horizontal stresses on the undr
ained shear strength determined with CPT and field vane tests in clay, with special focus on clay slopes. This will be done by means of model tests with a mini piezocone and a mini vane in large triaxial cells. Therefore, two types of triaxial cells have 
b
een designed, one for horizontal stresses larger than vertical stresses and one for vertical stresses larger than horizontal stresses. Comparisons of the shear strength determined by CPT, field vane tests and direct simple shear tests in selected slopes a
re also made.
\par }\pard\plain \s15\widctlpar\tx567\adjustright \fs20\lang1036\cgrid {\f1\lang2057 
\par }\pard\plain \widctlpar\tx567\adjustright \fs20\lang1036\cgrid {\f1\fs24\lang2057 8. The pi\'e9zoc\'f4ne for the interpretation of soil parameters: should u}{\f1\fs24\lang2057\sub 1}{\f1\fs24\lang2057  or u}{\f1\fs24\lang2057\sub 2}{\f1\fs24\lang2057 
 be measured?
\par }{\i\f1\fs24 (Le pi\'e9zoc\'f4ne pour l\rquote interpr\'e9tation de param\'e8tres du sol. Faut-il mesurer u}{\i\f1\fs24\sub 1}{\i\f1\fs24  ou u}{\i\f1\fs24\sub 2}{\i\f1\fs24  ?)
\par }\pard \widctlpar\adjustright {\f1 \tab }{\f1\lang1043 Van De Graaf H.C.
\par }\pard \qj\widctlpar\adjustright {\f1\lang1043 
\par }{\f1\lang2057 The French standard NF P 94-119 specifies a pore pressure element located in the shoulder between the cone tip and the friction sleeve (u}{\f1\lang2057\sub 2}{\f1\lang2057 
). The International recommendations also accept a location at the face of the cone tip (u}{\f1\lang2057\sub 1}{\f1\lang2057 ). The best choice depends on the type of soil and the soil parameters to be derived.
\par }{\b\caps\f1\lang2057 
\par 
\par 
\par }\pard\plain \s23\qc\widctlpar\adjustright \b\caps\f1\lang1036\kerning28\cgrid {\b0\caps0\fs28\lang2057\kerning0 1. 2  }{\caps0\fs28\lang2057\kerning0 Unsaturated }{\caps0\fs28\lang2057 soils}{\b0\caps0\fs28\lang2057\kerning0 
\par }\pard\plain \qj\widctlpar\adjustright \fs20\lang1036\cgrid {\f1\lang2057 
\par }{\f1\fs24\lang2057 1. Identification of soil unsaturated hydraulic parameters from in situ infiltration tests
\par }{\f1\cf1\lang2057 \tab Abdallah A., Masrouri F. }{\f1\lang2057 
\par 
\par During }{\i\f1\lang2057 in situ}{\f1\lang2057  infiltration tests, the unsaturated
 flow phase is frequently neglected and transient flux measurements are performed only to verify permanent flow occurrence. We present a model for the transient phase simulation of }{\i\f1\lang2057 in situ}{\f1\lang2057 
 single ring permeability tests. Numerical results demonstrate the difficulty of the determination of the soil unsaturated hydraulic parameters. The feasibility of inverse identification of these parameters using test data is studied.
\par 
\par }{\f1\fs24\lang1033 2. On the intrinsic permeability of compacted soils permeated by oil, water and air flow
\par }{\f1\cf1\lang1033 \tab Delage P., }{\f1\lang1033 Alzoghbi-Massaad P., Cui Y. J.
\par 
\par The permeabilities to water, air and oil (Soltrol 170) of an unsaturated low plasticity silt compacted dry of normal Proctor optimum are experimentally determined. Water and oil permeabilities are measured in th
e oedometer using the standard variable head device, whereas air permeability is investigated using Yoshimi & Osterberg\rquote 
s (1963) device. Some interactions between the oil and the unsaturated silt are macroscopically observed during oedometer compression. These interactions are confirmed by the differences observed in terms of \ldblquote intrinsic\rdblquote 
 permeabilities, which are observed to be dependent on the fluid circulated through the soil.
\par 
\par }{\f1\fs24\lang1033 3. Experimental determination of relative permeability of sand
\par }{\i\f1\fs24\lang6156 (D}{\i\f1\fs24 \'e9termination exp\'e9rimentale de la perm\'e9abilit\'e9 relative d\rquote un sable)}{\i\f1\fs24\lang6156 
\par }{\f1\cf1 \tab Lafhaj Z., Skoczylas F}{\f1 
\par 
\par }{\f1\lang1033 This paper is devoted to the adaptation of a permeability cell designed initially for the determination of relative permeability of low permeability material such rock for use w
ith highly permeable material as sand. A focus will be done on the various steps, which finally led to the feasibility of this device. The cell was used to instigate the relative permeability (gas/liquid and liquid/gas) of a sand. The permeability and the
 retention curves of the sand are presented.
\par 
\par }\pard\plain \s20\qj\widctlpar\adjustright \b\f1\cf1\lang1036\cgrid {\b0\lang2057 4. Model test for determination of permeability and collapse potential of a partially saturated sand
\par }\pard\plain \qj\widctlpar\adjustright \fs20\lang1036\cgrid {\f1\cf1\lang2057 \tab Schanz T., Lins Y., Tripathy S., Agus S.S.}{\f1\fs22\lang2057 
\par }{\f1\lang2057 
\par This paper brings out the influence of different parameters in describing the collapse phenomenon in the case of sand. Laboratory tests such as, the saturated coefficient of permeability, oedometer compression \endash 
 rebound tests, and water retention study were carried out. A large scale model test set up was also fabricated to simulate the field conditions more realistically. Only the preliminary test results are presented in this paper.
\par 
\par }\pard \qc\widctlpar\adjustright {\f1\fs28\lang1033 1.3  }{\b\f1\fs28\lang1033 Expansive soils}{\f1\fs28\lang1033 
\par }\pard\plain \s23\qj\widctlpar\adjustright \b\caps\f1\lang1036\kerning28\cgrid {\b0\caps0\lang1033\kerning0 
\par }\pard\plain \s20\qj\widctlpar\adjustright \b\f1\cf1\lang1036\cgrid {\b0\lang1033 1. Identification and prediction of the swelling of Tlemcen marls (Algeria)
\par }{\b0\i (Identification et pr\'e9vision du gonflement des marnes de Tlemcen (Alg\'e9rie))
\par }\pard\plain \qj\widctlpar\tx567\adjustright \fs20\lang1036\cgrid {\f1\cf1 \tab }{\f1 Bekkouche}{\f1\super  }{\f1 A., Djedid}{\f1\super  }{\f1 A., Aissa Mamoune S.M.}{\f1\cf1 
\par }\pard\plain \s23\qj\widctlpar\adjustright \b\caps\f1\lang1036\kerning28\cgrid {\b0\caps0\fs20\kerning0 
\par }\pard\plain \qj\widctlpar\adjustright \fs20\lang1036\cgrid {\f1\lang1033 The region of Tlemcen recently lost a few structures because of the swelling and shrinkage of the foundation soils. In this paper, the swelling potential of
 Tlemcen marls is assessed by using published classifications, confirmed by laboratory tests. A correlation formula aimed at estimating the parameters of the swelling soils is then proposed.}{\b\caps\f1\lang1033 
\par }{\f1\lang1033 
\par }\pard \widctlpar\adjustright {\f1\fs24\lang2057 2. }{\f1\fs24\cf1\lang2057 Identification of the swelling parameters of a soil from Bir Ali Ben Khalifa (Tunisia)}{\f1\fs24\lang2057 
\par }\pard\plain \s22\widctlpar\adjustright \i\f1\lang2057\cgrid {\lang1036 (Identification des param\'e8tres de gonflement du sol de Bir Ali Ben Khalifa (Tunisie))
\par }\pard\plain \widctlpar\adjustright \fs20\lang1036\cgrid {\f1\cf1 \tab }{\f1\cf1\lang1043 Khemakhem M., Ben Jdidia M., Bouarada Z.}{\f1\lang1043 
\par 
\par }\pard \qj\widctlpar\adjustright {\f1\lang1033 This paper presents the characteristics of an expansive soil from Bir Ali Ben Khalifa, which partly d
estroyed a few buildings. The phenomenon of shrinkage and swelling of this soil induced deteriorations in the masonry as well in the structure bearing frame. The experimental study (mechanical and identification tests) showed that the soil was subject to 
shrinkage and swelling, and enabled to identify the origin of disorders and to make recommendations to reduce the gravity of this phenomenon.
\par }\pard \widctlpar\adjustright {\f1\lang1033 
\par }{\f1\fs24\lang2057 3. Experimental study of the swelling behaviour of Flandres clay
\par }\pard\plain \s22\widctlpar\adjustright \i\f1\lang2057\cgrid {\lang1036 (\'c9tude en laboratoire du gonflement de l'argile des Flandres)
\par }\pard\plain \widctlpar\adjustright \fs20\lang1036\cgrid {\f1\cf1 \tab }{\f1\lang2057 Lancelot L. , Shahrour I., Khaddaj S.
\par }\pard\plain \s23\qj\widctlpar\adjustright \b\caps\f1\lang1036\kerning28\cgrid {\b0\caps0\lang2057\kerning0 
\par }\pard\plain \qj\widctlpar\adjustright \fs20\lang1036\cgrid {\f1\lang2057 
This paper presents an experimental study of the swelling behaviour of the Flandres clay, which is frequently encountered in the North of France. Different oedometer procedures are used and compared. The
 influence on the clay swelling of the initial water content and preloading is also examined.}{\caps\f1\lang2057 
\par }{\b\caps\f1\lang2057 
\par }\pard\plain \s19\widctlpar\adjustright \f4\lang1036\cgrid {\f1\lang2057 4. Determination of residual shear strength parameters of swelling soils
\par }\pard\plain \widctlpar\adjustright \fs20\lang1036\cgrid {\f1\lang2057 \tab }{\f1\lang1043 Markou I.N.}{\caps\f1\lang1043 
\par }\pard\plain \s23\qj\widctlpar\adjustright \b\caps\f1\lang1036\kerning28\cgrid {\b0\caps0\fs20\lang1043\kerning0 
\par }\pard\plain \qj\widctlpar\adjustright \fs20\lang1036\cgrid {\f1\lang2057 
Swelling soils from the region of Thrace (North-Eastern Greece) are tested in ring shear and multi-reversal direct shear. Tests were conducted with and without allowing the soils to swell before testing. Residual failure envelopes are linear at normal eff
ective stresses greater than 100 kPa. Swelling causes a reduction of residual friction angle ranging from 2 to 7.5 degrees. The residual friction angle after swelling depends on the magnitude of normal effective stress.}{\b\caps\f1\lang2057 
\par }\pard\plain \s23\qj\widctlpar\adjustright \b\caps\f1\lang1036\kerning28\cgrid {\b0\caps0\fs20\lang2057\kerning0 
\par }\pard\plain \s19\widctlpar\adjustright \f4\lang1036\cgrid {\f1\lang2057 5. Characterisation of swelling rocks by Huder-Amberg oedometric test
\par }\pard\plain \widctlpar\adjustright \fs20\lang1036\cgrid {\f1\cf1\lang2057 \tab Seron M., Garrido E., Romana M.}{\caps\f1\lang2057 
\par }\pard\plain \s23\qj\widctlpar\adjustright \b\caps\f1\lang1036\kerning28\cgrid {\b0\caps0\fs20\lang2057\kerning0 
\par }\pard\plain \qj\widctlpar\adjustright \fs20\lang1036\cgrid {\f1\lang2057 
The Geotechnical Engineering Department of the Polytechnic University of Valencia is currently doing a research program on swelling materials and their effect on tunnels. This paper descri
bes the testing technique, discusses numerical models to forecast the end of each swelling step (in order to reduce as much as possible the testing time) and gives some results of the expansion parameters for clayey rocks, compared with other published da
ta.}{\caps\f1\lang2057 
\par }\pard\plain \s23\qj\widctlpar\adjustright \b\caps\f1\lang1036\kerning28\cgrid {\b0\caps0\fs20\lang2057\kerning0 
\par }\pard\plain \widctlpar\adjustright \fs20\lang1036\cgrid {\f1\fs24\lang2057 6. Swelling and shrinkage parameters for clays \endash  Standard testing in France
\par }\pard\plain \s22\widctlpar\adjustright \i\f1\lang2057\cgrid {\lang1036 (Param\'e8tres de gonflement et retrait des argiles \endash  Essais normalis\'e9s en France)
\par }\pard\plain \widctlpar\adjustright \fs20\lang1036\cgrid {\f1\cf1 \tab }{\f1\cf1\lang2057 Zerhouni M., Dhouib A., Hubert B.}{\caps\f1\lang2057 
\par }{\f1\lang2057 
\par }\pard \qj\widctlpar\adjustright {\f1\lang2057 This paper presents the methods and standard equipments avai
lable in France for evaluating the swelling and shrinkage potentials of clays and identifying the risk of displacements of buildings foundation soils. The results obtained from standard test methods, such as drying tests and swelling tests, the analysis o
f
 the magnitude and the variation of the water content in the soil, and the understanding of site conditions in the vicinity of the structure and potential sources of displacements, allow the engineer to select suitable techniques and optimise the project.
}{\b\caps\f1\lang2057 
\par }\pard\plain \s23\qj\widctlpar\adjustright \b\caps\f1\lang1036\kerning28\cgrid {\b0\caps0\fs20\lang2057\kerning0 
\par 
\par }\pard\plain \qc\widctlpar\adjustright \fs20\lang1036\cgrid {\f1\fs28\lang2057 1.4}{\b\caps\f1\fs28\lang2057    }{\b\f1\fs28\lang2057 Dynamic properties}{\b\caps\f1\fs28\lang2057 
\par }\pard \widctlpar\adjustright {\f1\lang2057 
\par }\pard\plain \s20\widctlpar\tx7655\adjustright \b\f1\cf1\lang1036\cgrid {\b0\lang2057 1. Characterisation of heterogeneous soils using seismic waves: Physical small scale model
\par }{\b0\i (Caract\'e9risation des sols h\'e9t\'e9rog\'e8nes gr\'e2ce aux ondes sismiques : mod\'e8les physiques \'e0 \'e9chelle r\'e9duite) 
\par }\pard\plain \widctlpar\adjustright \fs20\lang1036\cgrid {\f1\cf1 \tab }{\f1\cf1\lang2057 Chammas R., Abraham O., Cote Ph., Pedersen H.A., Semblat J.-F.}{\f1\lang2057 
\par 
\par }\pard \qj\widctlpar\adjustright {\f1\lang1033 
A physical small scale model is carried out to better understand the behaviour of seismic waves in heterogeneous soils of the matrix-inclusions type (sand-sandstone) The results show that the equivalent stiffness increases i
n these kind of soils with the concentration of inclusions. These results coincide with those predicted by a self-consistent homogenization method.
\par }\pard \widctlpar\adjustright {\f1\lang1033 
\par }\pard\plain \s20\widctlpar\tx7655\adjustright \b\f1\cf1\lang1036\cgrid {\b0\lang2057 2. Linear analysis to evaluate dynamic soil properties at SCT site in Mexico City}{\b0\fs22\lang2057 
\par }\pard\plain \qj\fi708\widctlpar\adjustright \fs20\lang1036\cgrid {\f1\lang2057 Hernandez-Martinez F.G., Taboada-Urtuzuastegui V.M., Elgama A.W., Romo M.P.
\par }\pard \qj\widctlpar\adjustright {\f1\lang2057 
\par }{\f1\lang1033 The system identification technique that involves 1-D wave propagation models for horizontally stratified soil deposits is used to evaluate the dynamic soil properties at the Minist
ry of Transport and Communications (SCT) site in Mexico city. This paper presents and discusses the results obtained from three different analyses. The identified parameters are in good agreement with those obtained using laboratory and field techniques.

\par 
\par }\pard\plain \s20\qj\widctlpar\tx7655\adjustright \b\f1\cf1\lang1036\cgrid {\b0\lang2057 3. Paramater identification for modelling sand liquefaction
\par }{\b0\i (Identification des param\'e8tres pour la mod\'e9lisation de la liqu\'e9faction des sables)
\par }\pard\plain \qj\widctlpar\adjustright \fs20\lang1036\cgrid {\f1\cf1 \tab }{\f1\cf1\lang2057 Lopez-Caballero F., Modaressi A.}{\f1\lang2057 
\par 
\par Non linear soil behaviour plays an important role in the seismic risk estimati
on. Simple but efficient models for which the parameters can be easily determined are very interesting in this framework. A methodology based on the use of the relative density and the grain size distribution to identify the parameters of such a model for
 sands is presented in this paper.
\par }\pard \qc\widctlpar\adjustright {\f1\lang2057 
\par 
\par }{\f1\fs28\lang2057 Theme 2  }{\b\f1\fs28\cf1\lang2057 NEW TESTS AND TEST DEVICES}{\b\f1\fs28\lang2057 
\par }\pard\plain \s15\widctlpar\adjustright \fs20\lang1036\cgrid {\f1\lang2057 
\par }\pard\plain \qj\widctlpar\adjustright \fs20\lang1036\cgrid {\f1\fs24\cf1\lang2057 1. }{\f1\fs24\lang2057 New technologies for testing in soil mechanics. State of the art}{\f1\fs24\cf1\lang2057 
\par }{\i\f1\fs24\cf1 (Nouvelles technologies d\rquote essai en m\'e9canique des sols. \'c9tat de l\rquote art)}{\i\f1\fs24 
\par }\pard \qj\widctlpar\tx567\adjustright {\f1\cf1 \tab }{\f1\cf1\lang2057 Reiffsteck Ph.
\par }\pard\plain \s19\qj\widctlpar\tx567\adjustright \f4\lang1036\cgrid {\f1\fs20\lang2057 
\par For two decades, the developments in the field of measurement, data acquisition and processing have made it possible to increase the number of measurements taken during a test. This evolution contributed to the sophistication of the tests and allowed for 
some innovations. This report presents a state of the art on new technologies for in situ and laboratory tests in soil mechanics. Special attention is paid to the characterisation of deformability.
\par 
\par }\pard\plain \s8\qj\keepn\widctlpar\outlinelevel7\adjustright \b\f1\cf1\lang1036\cgrid {\b0\lang2057 2. Analysis of infiltration phenomena in porous medium by fluorescence
\par }{\b0\i (\'c9tude des ph\'e9nom\'e8nes d\rquote infiltration dans un milieu poreux par fluorescence)
\par }\pard\plain \qj\widctlpar\tx567\adjustright \fs20\lang1036\cgrid {\f1\cf1 \tab }{\f1\cf1\lang2057 Abriak N.E., Gondola F. , Picot G. , Boul\'e9mia C. 
\par 
\par }{\f1\lang2057 We present an experimental non-destructive method for the characterization of axisymetric infiltration in an unsat
urated porous medium. This method is based on the visualisation of phenomena by fluorescence. It allows to follow the evolution of the wet front during the infiltration phase. Image processing is used for defining the flow parameters.}{\f1\cf1\lang2057 

\par }\pard \qj\widctlpar\adjustright {\f1\lang2057 
\par }{\f1\fs24\lang2057 3. DECART: Experimental device for trafficability characterisation 
\par }\pard \qj\widctlpar\tx567\adjustright {\f1\cf1\lang2057 \tab Benoit O., Gotteland Ph.
\par 
\par }{\f1\lang2057 DECART is an experimental device which was developed at the Lirigm to study vehicle trafficability. It is able to carry out
 penetration tests and shear tests both in the laboratory and in-situ. The penetration tests are aimed at: identifying the soil nature, establishing the surface soil parameters and analytical modelling of motion resistance for tracked vehicles.}{
\f1\cf1\lang2057 
\par 
\par }\pard\plain \s20\qj\widctlpar\tx567\adjustright \b\f1\cf1\lang1036\cgrid {\b0\lang2057 4. Soil/structure interface tests using simple annular shear apparatus
\par }{\b0\i (Essais d'interface sol/structure utilisant l'appareil de cisaillement simple annulaire)
\par }\pard\plain \qj\widctlpar\tx567\adjustright \fs20\lang1036\cgrid {\f1\cf1 \tab Chambon G., Corfdir A., Lerat P., Schmittbuhl J.
\par 
\par }{\f1\cf1\lang2057\cgrid0 A test}{\f1\cf1\revised\lang2057\revauth1\revdttm-1503188327\cgrid0 ing}{\f1\cf1\lang2057\cgrid0  device, the ACSA (device of annular simple sh
ear) was developed in the CERMES, common centre of the ENPC and the LCPC. This device is intended for the study of ground / structure interfaces. After the presentation of this device, we }{
\deleted\f1\cf1\lang2057\revauthdel1\revdttmdel-1503188327\cgrid0 shall }{\f1\cf1\revised\lang2057\revauth1\revdttm-1503188327\cgrid0 will }{\f1\cf1\lang2057\cgrid0 give test examples where the ACSA offers interesting poss
ibilities: monotonous tests, cyclic tests, study of the influence of the speed and tests with very large displacement.}{\f1\cf1\lang2057 
\par 
\par }\pard\plain \s20\qj\widctlpar\tx567\adjustright \b\f1\cf1\lang1036\cgrid {\b0\lang1033 5. }{\b0\cf0\lang1033 Measurement of the shear modulus of various materials using bender elements}{\b0\lang1033 
\par }{\b0\i (Mesure du module de cisaillement de diff\'e9rents mat\'e9riaux par la m\'e9thode des bender \'e9l\'e9ments) 
\par }\pard\plain \qj\widctlpar\tx567\adjustright \fs20\lang1036\cgrid {\f1\cf1 \tab Dano C., Hicher P.-Y.
\par 
\par }{\f1\lang1033 Bender elements are piezoelectric transducers which allow to follow the evolution of elastic properties of many soils in the small strain domain. Technological aspects are first exposed. The met
hod of interpretation of the transmitted and received electric signals, based on a synthetic analysis of the literature, is then described. Some experimental results are finally presented.}{\f1\cf1\lang1033 
\par 
\par }\pard\plain \s21\qj\widctlpar\adjustright \b\i\caps\f1\lang1036\cgrid {\b0\i0\caps0\lang1033 6. Deformation characteristics of Hostun and Toyoura sand in the quasi-elastic domain
\par }\pard\plain \qj\widctlpar\tx567\adjustright \fs20\lang1036\cgrid {\f1\cf1\lang1033 \tab }{\f1\cf1\lang2057 Geoffroy H., di Benedetto H., Sauzeat C., Duttine A.
\par 
\par }{\f1\lang2057 A torsional hollow cylinder device called \ldblquote T4C StaDy\rdblquote }{\lang2057  }{\f1\lang2057 was developed to study the behaviour of sand in a wide range of strains (from approx. 10}{\f1\lang2057\super -6}{\f1\lang2057  to 10}{
\f1\lang2057\super -2}{\f1\lang2057 ). The existence of a limit tensor has been observed for very small amplitude cycles. Eight terms of the compliance tensor can be determined from \ldblquote T4C StaDy\rdblquote 
 tests. A new hypoelastic model called DBGS, for this limit tensor is proposed to take into account some experimental observations. Simulations are presented for two kinds of sands in the case of general stress-strain condition.}{\f1\cf1\lang2057 
\par 
\par }\pard\plain \s20\qj\widctlpar\tx567\adjustright \b\f1\cf1\lang1036\cgrid {\b0\lang2057 7. }{\b0\cf0\lang2057 Small strains measurement with the precision triaxial apparatus: error analysis and modifications applied}{\b0\lang2057 
\par }{\b0\i (Mesure des petites d\'e9formations \'e0 l'appareil triaxial de pr\'e9cision : calcul de l'erreur et modifications apport\'e9es) 
\par }\pard\plain \qj\widctlpar\tx567\adjustright \fs20\lang1036\cgrid {\f1\cf1 \tab }{\f1\cf1\lang2057 Lacaze C., Dufour-Laridan E. 
\par 
\par }{\f1\lang2057 Small strains measurements in soil mechanics require a good knowledge of the equipment used. The Ecole Centrale Paris acqu
ired a commercial precision triaxial apparatus. This kind of apparatus has some limits that have to be known. Therefore, a study of the various error sources and uncertainty was undertaken. This study made it possible to correct certain errors by the modi
fication of a part of the original equipment. Finally, to validate this procedure, some tests were realized on Hostun RF sand as well as on a silty sand.}{\f1\cf1\lang2057 
\par 
\par }\pard\plain \s20\qj\widctlpar\tx567\adjustright \b\f1\cf1\lang1036\cgrid {\b0\lang2057 8. Development of a new soil investigation technique: the in situ triaxial test
\par }{\b0\i (Proposition d\rquote une nouvelle technique d\rquote essai en place : l\rquote appareil triaxial in situ)
\par }\pard\plain \qj\widctlpar\tx567\adjustright \fs20\lang1036\cgrid {\f1\cf1 \tab }{\f1\cf1\lang2057 Reiffsteck Ph., Borel S.
\par 
\par }{\f1\lang2057 The triaxial in situ testing device is an apparatus aimed at reproducing the testing conditions of the triaxial apparatus, in si
tu. The apparatus is a sampler the internal sides of which are equipped with a membrane, with the head comprising a piston. It creates a homogeneous stress field and makes it possible to impose a stress path to the sample and to study the behaviour of soi
ls at a small deformation level.}{\f1\cf1\lang2057 
\par 
\par }\pard\plain \s20\qj\widctlpar\tx567\adjustright \b\f1\cf1\lang1036\cgrid {\b0\lang2057 9. Hollow cylinder apparatus and determination of mechanical parameters
\par }{\b0\i (Cylindre creux et d\'e9termination de param\'e8tres de lois de comportement des sols)
\par }\pard\plain \qj\widctlpar\tx567\adjustright \fs20\lang1036\cgrid {\f1\cf1 \tab }{\f1\cf1\lang1031 Reiffsteck Ph., Nasreddine K.
\par 
\par }{\f1\lang2057 In this paper, a methodology for the d
etermination of soil behaviour parameters based on tests performed by means of a hollow cylinder apparatus is presented. Some experimental results are analysed together with the possible type of constitutive models taking into consideration the principal 
stress rotation. Finally, the influence of the principal stress rotation on urban construction behaviour is compared to results obtained using standard triaxial apparatus.}{\f1\cf1\lang2057 
\par 
\par }{\f1\fs24\cf1\lang1033 10. }{\f1\fs24\lang1033 Tools and procedures for characterizing indurated soils and soft rocks: experience gained at Aix-en-Provence LRPC}{\f1\fs24\cf1\lang1033 
\par }{\i\f1\fs24\cf1 (Outils et proc\'e9dures de caract\'e9risation des sols indur\'e9s et des roches tendres : l'exp\'e9rience du laboratoire r\'e9gional d'Aix-en-Provence) 
\par }{\f1\cf1 \tab }{\f1\cf1\lang2057 Serratrice J.F
\par 
\par }{\f1\lang2057 Various types of equipment are used at Aix-en-Provence Regional La
boratory (LRPC) to study the behaviour of marls in their natural state and measure their mechanical properties. These devices and the principles of the test procedures are presented in the paper, in the light of test results which illustrate various aspec
ts of the behaviour of natural marls and the present state of knowledge of this family of indurated soils and soft rocks.}{\f1\cf1\lang2057 
\par 
\par }\pard\plain \s20\qj\widctlpar\tx567\adjustright \b\f1\cf1\lang1036\cgrid {\b0\lang2057 11. Use of a flexible odometer for the investigation of the three-dimensional properties of swelling soils 
\par }\pard\plain \qj\widctlpar\tx567\adjustright \fs20\lang1036\cgrid {\f1\cf1\lang2057 \tab Windal T., Shahrour I.
\par 
\par }{\f1\lang2057 T
his paper presents a flexible oedometer, which allows for lateral deformation during soil expansion and for the measurement of the lateral swelling pressure. The paper is composed of two parts. The first one describes the construction and calibration of t
he flexible ring, while the second presents experimental results and discusses the influence of the rigidity of the oedometer ring on the swelling behaviour of a compacted clay and a marl.}{\f1\cf1\lang2057 
\par 
\par }{\f1\fs24\cf1\lang2057 12. }{\f1\fs24\lang2057 In situ shear resistance measurement in special materials using a Phicometer}{\f1\fs24\cf1\lang2057 
\par }{\i\f1\fs24\cf1 (R\'e9sistance au cisaillement mesur\'e9e en place au Phicom\'e8tre dans des sols et mat\'e9riaux particuliers) 
\par }\pard \qj\widctlpar\adjustright {\f1\cf1 \tab }{\f1\cf1\lang1043 Zerhouni M.I., Dhouib A., Perello D.}{\f1\fs22\lang1043 
\par }\pard\plain \s23\qj\widctlpar\adjustright \b\caps\f1\lang1036\kerning28\cgrid {\b0\caps0\fs20\lang1043\kerning0 
\par }{\b0\caps0\fs20\lang2057 More than 1500 }{\b0\i\caps0\fs20\lang2057 in-situ}{\b0\caps0\fs20\lang2057  shearing test
s have been carried out in various soils using the Phicometer Device. The paper presents the results of tests performed in special materials such as coarse soils, municipal waste, clinker from the incineration of waste, etc. The Phicometer test is covered
 by the French standard Afnor XP P94-120 and provides a rapid }{\b0\i\caps0\fs20\lang2057 in-situ}{\b0\caps0\fs20\lang2057  mean of determining the shear resistance (cohesion and friction angle).}{\b0\caps0\fs20\lang2057\kerning0 
\par }\pard\plain \widctlpar\adjustright \fs20\lang1036\cgrid {\f1\lang2057 
\par }\pard\plain \s23\qj\widctlpar\adjustright \b\caps\f1\lang1036\kerning28\cgrid {\b0\caps0\fs20\lang2057\kerning0 
\par }\pard\plain \qc\widctlpar\adjustright \fs20\lang1036\cgrid {\f1\fs28\lang2057 Th\'e8me 3  }{\b\f1\fs28\cf1\lang2057 DETERMINATION OF MODEL PARAMETERS}{\b\f1\fs28\lang2057 
\par }\pard \widctlpar\adjustright {\f1\lang2057 
\par }\pard\plain \s23\qj\widctlpar\adjustright \b\caps\f1\lang1036\kerning28\cgrid {\b0\caps0\lang2057\kerning0 1. }{\b0\caps0\lang2057 Use of the constitutive relation of Alonso for modelling the behaviour of a compacted soil}{\b0\caps0\lang2057\kerning0 

\par }{\b0\i\caps0\kerning0 (Mod\'e9lisation du comportement d\rquote un sol compact\'e9 \'e0 l\rquote aide du mod\'e8le d\rquote Alonso)}{\b0\i\caps0\cf1\kerning0 
\par }\pard\plain \qj\widctlpar\adjustright \fs20\lang1036\cgrid {\f1\cf1 \tab }{\f1 O. Alshihabi, C. Mieussens, I. Shahrour
\par 
\par }{\f1\lang2057 This paper is composed of four parts. The firs
t one presents the model of Alonso and its parameters; the second describes experimental results obtained by using a controlled suction oedometer. The third part presents the determination of constitutive parameters of the Alonso \lquote 
s model, while the last one discusses the verification of this model on tests with and without drying \endash  wetting  cycles.
\par 
\par }\pard\plain \s20\qj\widctlpar\adjustright \b\f1\cf1\lang1036\cgrid {\b0\lang2057 2. Laboratory tests to validate and determine parameters of an elastoplastic model for unsaturated soils}{\b0\fs22\lang2057 
\par }\pard\plain \qj\widctlpar\adjustright \fs20\lang1036\cgrid {\f1\cf1\lang2057 \tab }{\f1\cf1 Barrera M., Romero E., Sanchez M., Lloret A}{\f1 
\par 
\par }{\f1\lang1033 This pap
er reports an experimental study and a subsequent constitutive model validation that is focused on the mechanical response of a partially saturated soil. A series of triaxial shearing tests at constant suction are presented. A suction dependent elastoplas
tic model is validated against the experimental results. Material parameters within the context of the model are also determined.
\par 
\par }\pard\plain \s20\qj\widctlpar\adjustright \b\f1\cf1\lang1036\cgrid {\b0\lang1033 3. State of stress parameters in rock masses
\par }{\b0\i (Param\'e8tres caract\'e9risant l\rquote \'e9tat de contraintes naturel dans les massifs rocheux)
\par }\pard\plain \qj\widctlpar\adjustright \fs20\lang1036\cgrid {\f1\cf1 \tab Fabre D., Mayeur B., Sirieys P.}{\f1 
\par 
\par }{\f1\lang1033 Modelling of rock mass behaviour, especially in the case of underground excavation stability studies, needs a good knowledge of the initial state of stress }{\f1 \u-4013\'3f}{\f1\sub \u-4048\'3f}{\f1\lang1033 
 within the rock mass. This paper presents general hypothesis a
nd results of measurements of stress particularly obtained during the last decade in the Alps. Some results of stress modelling showing  the effects of natural relief and tectonic conditions upon rock stress tensor parameters are also shown.
\par 
\par }\pard\plain \s20\qj\widctlpar\adjustright \b\f1\cf1\lang1036\cgrid {\b0\lang2057 4. Models for large strain behaviour of sand and remoulded clays in oedometer and triaxial tests
\par }{\b0\i (Mod\'e8les de comportement en grandes d\'e9formations des sables et des argiles remani\'e9es \'e0 l\rquote \'9cdom\'e8tre et au triaxial)
\par }\pard\plain \qj\widctlpar\adjustright \fs20\lang1036\cgrid {\f1\cf1 \tab Favre J.L., Biarez J., Mekkaoui S.}{\f1 
\par 
\par }{\f1\lang2057 The paper gives the r
eference behaviour models for sands and remoulded clays in oedometer and drained triaxial tests and the reference model for sands in undrained triaxial tests. It demonstrates the analogy of this last model with the behaviour of the very loose moist sands 
(sands with flakes).
\par 
\par 
\par 
\par 
\par 
\par }\pard\plain \s20\qj\widctlpar\adjustright \b\f1\cf1\lang1036\cgrid {\b0\lang2057 5. Determination of soil parameters by triaxial tests for numerical modelling of embedded wall
\par }{\b0\i (Caract\'e9risation du comportement d\rquote un sol par essais triaxiaux pour la mod\'e9lisation num\'e9rique d\rquote un \'e9cran de sout\'e8nement)
\par }\pard\plain \qj\widctlpar\adjustright \fs20\lang1036\cgrid {\f1\cf1 \tab }{\f1\cf1\lang2057 Gaudin C., Serratrice J.F., Thorel L., Garnier J.}{\f1\lang2057 
\par 
\par A large number of triaxial tests has been performed to }{\f1\cf1\lang2057\cgrid0 characterize the Fontainebleau sand behaviour on specific stres
s paths existing in excavation problems. The obtained parameters are used for numerical modelling of these triaxial tests.}{\f1\lang2057 
\par 
\par }\pard\plain \s20\qj\widctlpar\adjustright \b\f1\cf1\lang1036\cgrid {\b0\lang1033 6. }{\b0\cf0\lang1033 Deformation moduli in soil mechanics: definitions, determination from triaxial tests and uncertainty}{\b0\lang1033 
\par }{\b0\i (Modules de d\'e9formation en m\'e9canique des sols\~: d\'e9finitions, d\'e9termination \'e0 partir des essais triaxiaux et incertitude)
\par }\pard\plain \qj\widctlpar\adjustright \fs20\lang1036\cgrid {\f1\cf1 \tab }{\f1\cf1\lang1031 Mestat Ph., Reiffsteck Ph.}{\f1\lang1031 
\par 
\par }{\f1\lang2057 This paper tries to clear up the definition of the moduli used in soil mechanics and more particularly moduli of deformation. This par
ameter acquired a great importance since the control of the deformations of structures and earthworks requires increasingly precise modelling of the deformations. The sources of errors commonly met in the determination of the deformation moduli are analys
ed.
\par 
\par }\pard\plain \s20\qj\widctlpar\adjustright \b\f1\cf1\lang1036\cgrid {\b0\lang2057 7. Application of the database MOMIS to the analysis of the values of parameters for finite element computations
\par }{\b0\i (Application de la base de donn\'e9es Momis \'e0 l\rquote analyse des valeurs des param\'e8tres introduites dans les calculs par \'e9l\'e9ments finis)
\par }\pard\plain \qj\widctlpar\adjustright \fs20\lang1036\cgrid {\f1\cf1 \tab Mestat Ph., Riou Y.}{\f1 
\par 
\par }{\f1\lang2057 
A database dedicated to the numerical modelling of geotechnical structures as well as to the comparison between computational results and in-situ measurements has been set up at LCPC. This database is used to analyse the pertinence of predictio
ns in relation with the modelling parameters. A specific version of this database, related to the A class of prediction according to Lambe, is now being developed.
\par 
\par }\pard\plain \s20\qj\widctlpar\adjustright \b\f1\cf1\lang1036\cgrid {\b0\lang2057 8. Calibration of the parameters used in the MCK theoretical model for several natural soils
\par }\pard\plain \qj\widctlpar\adjustright \fs20\lang1036\cgrid {\f1\cf1\lang2057 \tab }{\f1\cf1 Monnet J., Allagnat D.}{\f1 
\par 
\par }{\f1\lang2057 The MCK model of soil uses physical parameters. Their significance and calibration with respect to laboratory or in-situ tests are presented in this paper. The correlation between the soil classes and the interparticle angle of f
riction is discussed.
\par 
\par }{\f1\fs24\cf1\lang2057 9. Modified Cam-Clay parameters identification from pressuremeter test
\par }{\f1\cf1\lang2057 \tab Rangeard D., Zentar R., Hicher P.Y., Moulin G.}{\f1\lang2057 
\par 
\par This paper presents a methodology for identifying the Modified Cam-Clay pa
rameters from a pressuremeter test. The identification procedure is based on an inverse analysis approach, which consists of minimising the function representing the difference between experimental data and the data obtain by simulating the test. The prop
osed method is applied on pressio-triax tests realised on the natural Saint-Herblain clay.
\par 
\par }\pard\plain \s20\qj\widctlpar\adjustright \b\f1\cf1\lang1036\cgrid {\b0\lang2057 10. Hyperbolic model parameters for FEM analysis of a footing load test on a residual soil from granite \endash  a database for numerical modelling
\par }\pard\plain \qj\widctlpar\adjustright \fs20\lang1036\cgrid {\f1\cf1\lang2057 \tab }{\f1\cf1\lang1031 Viana da Fonseca A., Sousa J.A.}{\f1\lang1031 
\par 
\par }{\f1\lang2057 
A FEM numerical analysis of load test of a carefully instrumented concrete footing, resting on a residual soil from granite of Porto, is described. The hyperbolic model was adopted in order to discuss the ideal range of stress-strain level data f
or parametrical evaluation, when the purpose is to simulate foundations (and else) pressure-settlement relations, on service conditions. The importance of the good definition of the volumetric answer for the overall simulation of such a test, taken up to 
failure, is also emphasised.
\par }\pard \qc\widctlpar\adjustright {\f1\lang2057 
\par 
\par 
\par }{\f1\fs28\lang2057 Theme 4  }{\b\f1\fs28\lang2057 PARAMETER VALUES FOR DESIGN
\par }\pard\plain \s19\widctlpar\adjustright \f4\lang1036\cgrid {\f1\lang2057 
\par }\pard\plain \qc\widctlpar\adjustright \fs20\lang1036\cgrid {\b\f1\fs28\cf1\lang2057 4.1 Variability and correlations}{\f1\fs28\lang2057 
\par }\pard \widctlpar\adjustright {\f1\lang2057 
\par }\pard\plain \s20\qj\widctlpar\adjustright \b\f1\cf1\lang1036\cgrid {\b0\lang2057 1. Design parameters versus parameters to predict the real behaviour of a structure : the case of a noise barrier foundation
\par }{\b0\i (Param\'e8tres de dimensionnement et param\'e8tres de pr\'e9vision du comportement r\'e9el d\rquote un ouvrage\~: l\rquote exemple des fondations d\rquote un mur anti-bruit) }{\b0\i\fs22 
\par }\pard\plain \qj\widctlpar\adjustright \fs20\lang1036\cgrid {\f1\cf1 \tab }{\f1\cf1\lang2057 Borel S.}{\f1\lang2057 
\par 
\par A full-scale static lateral loading test was carried out on the foundations of a noise barrier made of two micropiles connected by a
 rigid cap. The parameters that predicted well the behaviour of the foundation differ sharply from the design parameters. These differences are analysed and explained with particular attention to the rotation of the cap, which is multiplied by a factor 8 
depending on the choice of parameters.
\par 
\par }\pard\plain \s8\qj\keepn\widctlpar\outlinelevel7\adjustright \b\f1\cf1\lang1036\cgrid {\b0\lang2057 2. Variability-based parameters for the soil zonation
\par }\pard\plain \qj\widctlpar\adjustright \fs20\lang1036\cgrid {\f1\cf1\lang2057 \tab }{\f1\cf1 Cherubini C., Cafaro F., De Venuto G.}{\f1 
\par 
\par }{\f1\lang2057 In this paper, two variability-based parameters are proposed to detect boundaries between soil layers and to weight the sca
le of fluctuation of a geotechnical property with respect to local variations of trend. The processing has concerned CPT and CPTU profiles measured in fine-grained soils. It is explained how the proposed parameters should help }{\f1\cf1\lang2057 
the soil zonation and the variability assessment in a low-cost site characterisation program.}{\f1\lang2057 
\par 
\par }\pard\plain \s8\qj\keepn\widctlpar\outlinelevel7\adjustright \b\f1\cf1\lang1036\cgrid {\b0\lang2057 3. Variations of soil parameters measured by M\'e9nard pressuremeter
\par }{\b0\i (Variations des param\'e8tres mesur\'e9s par le pressiom\'e8tre M\'e9nard)
\par }\pard\plain \qj\widctlpar\adjustright \fs20\lang1036\cgrid {\f1\cf1 \tab Dhouib A., Caquineau X., Gambin M.}{\f1 
\par 
\par }{\f1\lang2057 After recalling the procedures used to obtain the various soil parameters which can be derived from a pressuremeter test, the factors  which may affect the Menard E-modulus are analysed through the \ldblquote tangent modulus\rdblquote 
 curve. Then, a comparison is made between the standardised modulus and limit pressure and their back-calculated value in hard soil or soft rock. Finally, the reload E-modulus from cyclic tests is analysed.
\par 
\par }\pard\plain \s20\qj\widctlpar\adjustright \b\f1\cf1\lang1036\cgrid {\b0\lang2057 4. Variations of laboratory soil parameters and their relationships
\par }{\b0\i (Variations et corr\'e9lations entre param\'e8tres des sols \'e0 partir des essais de laboratoire)
\par }\pard\plain \qj\widctlpar\adjustright \fs20\lang1036\cgrid {\f1\cf1 \tab Dhouib A., Zerhouni M., Glandut L.}{\f1 
\par 
\par }{\f1\lang2057 This paper aims at presenting several relationships between geotechnical parameters obtained from laboratory tests. First, the effect on the plastic p
otential of particles finer than 0,002 mm is shown. Then, approximate relationships between this potential and compressibility and shear resistance parameters are given. Correlations between swelling and shrinkage soils parameters complete this study.

\par 
\par }\pard\plain \s20\ri-212\widctlpar\adjustright \b\f1\cf1\lang1036\cgrid {\b0\lang2057 5. Correlations between Standard Proctor parameters, Californian Bearing Ratio and Methylen Blue value
\par }\pard\plain \widctlpar\adjustright \fs20\lang1036\cgrid {\f1\cf1\lang2057 \tab }{\f1\cf1 Gress J.C., Autret A.}{\f1 
\par 
\par }\pard \qj\widctlpar\adjustright {\f1\lang2057 Some correlations have been found between the blue methylen value and the water content and density at the normal optimum Proctor an
d furthermore between some important parameters of the CBR curve, before and after treatment with lime, during the studies of the A40 motorway. This kind of correlations issued from important earthworks enables to draw experiences for less important proje
cts.
\par }\pard \widctlpar\adjustright {\f1\lang2057 
\par }\pard\plain \s20\qj\widctlpar\adjustright \b\f1\cf1\lang1036\cgrid {\b0\lang1033 6. Combination of pressuremeter tests and boring measurements for estimating the reliability of a foundation
\par }{\b0\i (Combinaison des essais pressiom\'e9triques et des enregistrements de param\'e8tres de forage pour estimer le degr\'e9 de fiabilit\'e9 d\rquote une fondation)
\par }\pard\plain \qj\widctlpar\adjustright \fs20\lang1036\cgrid {\f1\cf1 \tab }{\f1\cf1\lang1033 Moussouteguy N., Breysse D.}{\f1\lang1033 
\par }\pard \widctlpar\adjustright {\f1\lang1033 
\par }\pard \qj\widctlpar\adjustright {\f1\lang1033 
Forces measured during the geotechnical boring (well logging) and pressuremeter results are combined for building a picture of the soil. Knowledge of geologists and geotechnical experts is used such as mathematical correlations 
between parameters and a plausible lithology is deduced. Confidence intervals for the local mechanical characteristics are estimated and the reliability level of a given design value for the foundation system is computed.
\par }\pard \widctlpar\adjustright {\f1\lang1033 
\par }\pard\plain \s20\widctlpar\adjustright \b\f1\cf1\lang1036\cgrid {\b0\lang2057 7. Influence of the soil-structure rigidity in the calculation of a frame on an elastic soil
\par }{\b0\i (Prise en compte de la rigidit\'e9 sol-structure dans le calcul d'un portique sur sol \'e9lastique)
\par }\pard\plain \widctlpar\adjustright \fs20\lang1036\cgrid {\f1\cf1 \tab }{\f1\cf1\lang2057 Vaillant J.M., Mroueh H., Shahrour I.}{\f1\lang2057 
\par 
\par }\pard \qj\widctlpar\adjustright {\f1\lang2057 
This paper presents the elaboration of a methodology taking into account the soil-structure rigidity in the calculation of a frame on an elastic soil. The first part of the paper outlines the methodology followed in this work and its application to a refe
rence case. The influence of major parameters on the soil-structure interaction is then analysed. Finally, design charts, which allow to account for the soil-structure interaction in the frame calculation are presented.
\par }\pard\plain \s23\qj\widctlpar\adjustright \b\caps\f1\lang1036\kerning28\cgrid {\b0\caps0\fs20\lang2057\kerning0 
\par }\pard\plain \s5\qc\keepn\widctlpar\outlinelevel4\adjustright \b\f1\cf1\lang1036\cgrid {\caps\fs28\lang2057 4.2  }{\fs28\lang2057 Choice and validation of parameter values for design}{\caps\fs28\lang2057 
\par }\pard\plain \s23\qj\widctlpar\adjustright \b\caps\f1\lang1036\kerning28\cgrid {\b0\caps0\fs20\lang2057\kerning0 
\par }\pard \s23\ri-567\widctlpar\adjustright {\b0\caps0\lang2057\kerning0 1. Approaches for the determination of stiffness parameters in shallow foundation design
\par }\pard \s23\qj\widctlpar\adjustright {\b0\caps0\lang2057 \tab }{\b0\caps0\lang1043 Berardi R., Bovolenta R.}{\b0\caps0\lang1043\kerning0 
\par }{\b0\caps0\fs20\lang1043\kerning0 
\par }{\b0\caps0\fs20\lang2057 In the present paper the behaviour of shallow foundations on sands is examined by the analysis of triaxial tests, by 
the results of plate load tests (performed in calibration chamber) and of in situ tests as well. Simple approaches are proposed for the choice of parameters for the evaluation of settlements, taking into consideration non linearity and starting from the k
nowledge of the initial soil stiffness.}{\b0\caps0\fs20\lang2057\kerning0 
\par 
\par }\pard\plain \s8\ri-114\keepn\widctlpar\outlinelevel7\adjustright \b\f1\cf1\lang1036\cgrid {\b0\lang2057 2. Analysis of lateral reaction modulus for piles in sand from CPT test
\par }\pard\plain \s23\qj\widctlpar\adjustright \b\caps\f1\lang1036\kerning28\cgrid {\b0\caps0\cf1\lang2057 \tab Bouafia A.}{\b0\caps0\lang2057\kerning0 
\par }{\b0\caps0\fs20\lang2057\kerning0 
\par }{\b0\caps0\fs20\cf1\lang2057 This paper presents the results of analysis of lateral reaction modulus in correlation with the cone penetration resistance, the sl
enderness ratio and flexural soil/pile rigidity, on the basis of interpretation of full-scale lateral loading tests conducted by the LCPC in homogeneous sandy soils. Moreover, correlation between CPT and PMT tests is analysed in order to suggest a simple 
relationship between the lateral reaction modulus and the cone resistance.}{\b0\caps0\fs20\lang2057\kerning0 
\par 
\par }\pard\plain \s20\widctlpar\adjustright \b\f1\cf1\lang1036\cgrid {\b0\lang2057 3. Characterisation of the behaviour of a marl for an excavation
\par }{\b0\i (Caract\'e9risation du comportement d'une marne en vue de la r\'e9alisation d'un d\'e9blai)
\par }\pard\plain \s23\qj\widctlpar\adjustright \b\caps\f1\lang1036\kerning28\cgrid {\b0\caps0\cf1 \tab Boutonnier L., Serratrice J.F.}{\b0\caps0\kerning0 
\par }{\b0\caps0\fs20\kerning0 
\par }{\b0\caps0\fs20\lang1033 
During the geotechnical investigations for the new high speed East European railway line in France (LGV Est), special soil mechanics tests were performed in order to estimate the swelling potential of a marl at the location of a large trench. The results 
of the tests are discussed as well as the prediction of the effects of swelling.}{\b0\caps0\fs20\lang1033\kerning0 
\par 
\par }\pard\plain \s8\keepn\widctlpar\outlinelevel7\adjustright \b\f1\cf1\lang1036\cgrid {\b0\lang2057 4. About the assessment of the angle of shearing resistance for shallow foundations design
\par }{\b0\i (\'c0 propos du choix de l\rquote angle de frottement interne pour le calcul des fondations superficielles)
\par }\pard\plain \s23\qj\widctlpar\adjustright \b\caps\f1\lang1036\kerning28\cgrid {\b0\caps0 \tab Droniuc N., Magnan J.P.}{\b0\caps0\kerning0 
\par }{\b0\caps0\fs20\kerning0 
\par }{\b0\caps0\fs20\lang2057 This paper shows that modern methods for estimating limit loads by kinematical limit analysis and static d
isplacement calculations yield compatible results. But these results are difficult to validate because failure is often hard to define in full scale experimental studies. Finally, our shape factor analysis recalled the usefulness of using alternatively pl
ane strain and triaxial angles of shear resistance, either explicitly or implicitly in the design formulae.}{\b0\caps0\fs20\lang2057\kerning0 
\par 
\par }\pard\plain \s20\qj\widctlpar\adjustright \b\f1\cf1\lang1036\cgrid {\b0\lang2057 5. Mechanical characterisation of a large instable rock slope using the Rock mass rating system \endash  Case of \ldblquote la Clapi\'e8re\rdblquote  (French Alps)
\par }{\b0\i (Caract\'e9risation m\'e9canique d\rquote un grand versant rocheux instable au moyen du Syst\'e8me RMR - Cas de La Clapi\'e8re (Alpes fran\'e7aises))
\par }\pard\plain \s23\qj\widctlpar\adjustright \b\caps\f1\lang1036\kerning28\cgrid {\b0\caps0\fs20\cf1 \tab }{\b0\caps0\fs20\cf1\lang1031 Gunzburger Y.,  Merrien-Soukatchoff V.}{\b0\caps0\fs20\lang1031\kerning0 
\par 
\par }{\b0\caps0\fs20\lang2057 The study of large rock slopes deformation mechanisms by mean of numerical modelling cannot be undert
aken without having determined the mechanical characteristics of the involved materials at the scale of the mesh elements. Theses characteristics cannot be measured by laboratory tests. Here we propose a methodology to determine them using the RMR System.
 This methodology has been tested on the \ldblquote La Clapi\'e8re\rdblquote  slope instability (French Alps).}{\b0\caps0\fs20\lang2057\kerning0 
\par 
\par }\pard\plain \s8\keepn\widctlpar\outlinelevel7\adjustright \b\f1\cf1\lang1036\cgrid {\b0\lang2057 6. Parameters for creep of rockfill
\par }\pard\plain \s23\qj\widctlpar\adjustright \b\caps\f1\lang1036\kerning28\cgrid {\b0\caps0\fs20\lang2057 \tab }{\b0\caps0\fs20\lang1031 Justo J.L., Durand P., Justo E.}{\b0\caps0\fs20\lang1031\kerning0 
\par 
\par }{\b0\caps0\fs20\lang1033 Viscoelastic models have been chosen to represent the creep of granular materials. Explicit expres
sions for one-dimensional viscoelastic settlements allow the calculation of the viscoelastic parameters from field records of settlement obtained during and after construction of an embankment. Three-dimensional calculations show a good agreement between 
measured and calculated settlements during and after the end of construction.}{\b0\caps0\fs20\lang1033\kerning0 
\par 
\par }\pard\plain \s8\keepn\widctlpar\outlinelevel7\adjustright \b\f1\cf1\lang1036\cgrid {\b0\lang2057 7. Continuous model validation for a large navigable lock
\par }\pard\plain \s23\qj\widctlpar\adjustright \b\caps\f1\lang1036\kerning28\cgrid {\b0\caps0\fs20\lang2057 \tab }{\b0\caps0\fs20\lang1031 Kayser J., Schwab R.}{\b0\caps0\fs20\lang1031\kerning0 
\par }\pard\plain \qj\widctlpar\adjustright \fs20\lang1036\cgrid {\f1\lang1031 
\par }{\f1\lang2057 The construction of a large navigable lock was accompanied by a finite element model and an extensive surveying programme. A comparison between the \lquote a priori\rquote 
 and a mid-time (end-of-excavation stage) prediction enabled the advantages and difficulties of the models and calibration methods used to be shown. Long-term soil settlements under quasi-static cyclic loading were observed.
\par 
\par }\pard\plain \s8\qj\keepn\widctlpar\outlinelevel7\adjustright \b\f1\cf1\lang1036\cgrid {\b0\lang2057 8. Analysis of borehole water tests in layered and heterogeneous soils
\par }\pard\plain \qj\widctlpar\adjustright \fs20\lang1036\cgrid {\f1\lang2057 \tab Lafhaj Z., Shahrour I.
\par }\pard \widctlpar\adjustright {\f1\lang2057 
\par }\pard \qj\widctlpar\adjustright {\f1\lang1033 This paper presents a study of the shape factor in heterogeneous soils using both numerical and experimental tools. The paper is 
composed of two parts. The first part deals with the analysis of water tests in layered soils using the boundary element method. The second part presents the use of the electrical analogy for the interpretation of borehole water tests performed in the vic
inity of impermeable or permeable heterogeneities.
\par }\pard\plain \s15\widctlpar\adjustright \fs20\lang1036\cgrid {\f1\lang2057 
\par }\pard\plain \s8\keepn\widctlpar\outlinelevel7\adjustright \b\f1\cf1\lang1036\cgrid {\b0\lang2057 9. Influence of soil parameters on numerical analysis of a deep excavation
\par }\pard\plain \widctlpar\adjustright \fs20\lang1036\cgrid {\f1\cf1\lang2057 \tab }{\f1\cf1\lang1031 Schweiger H.F.}{\f1\lang1031 
\par }\pard\plain \s19\widctlpar\adjustright \f4\lang1036\cgrid {\f1\fs20\lang1031 
\par }\pard \s19\qj\widctlpar\adjustright {\f1\fs20\lang1033 The influence of soil paramete
rs on the results of a numerical analysis of a deep excavation problem is discussed. The problem is a simplification of an actual project in Berlin. Based on a reference solution, which claims to represent closely the actual behaviour observed in situ, a 
parametric study is performed, varying stiffness and strength properties of the soil as well as the properties of the interface between structure and soil}{\f1\fs20\cf1\lang1033 .}{\f1\fs20\lang1033 
\par }\pard \s19\widctlpar\adjustright {\f1\fs20\lang1033 
\par }\pard\plain \s8\keepn\widctlpar\outlinelevel7\adjustright \b\f1\cf1\lang1036\cgrid {\b0\lang2057 10. Shear strength analysis of backfill reinforced with shredded tires
\par }\pard\plain \widctlpar\adjustright \fs20\lang1036\cgrid {\f1\cf1\lang2057 \tab Shariatmadari N., Garga V.K., Zargarbashi S.}{\f1\lang2057 
\par 
\par }\pard \qj\widctlpar\adjustright {\f1\lang2057 
A 1-m-high physical model of retaining wall was constructed to investigate the feasibility of using shredded waste tires to reinforce sand as backfill material. The front wall could be rotated outward away form
 the fill and was instrumented to measure the horizontal stress. Results of samples with 0, 10 and 20 volume percent of shredded tires, show adding of tire content significantly reduces the horizontal stresses on the wall and will increase the shear stren
gth of sand.
\par }\pard \widctlpar\adjustright {\f1\lang2057 
\par 
\par }\pard\plain \s8\keepn\widctlpar\outlinelevel7\adjustright \b\f1\cf1\lang1036\cgrid {\b0\lang2057 11. Geotechnical characterisation of an industrial sludge
\par }\pard\plain \widctlpar\adjustright \fs20\lang1036\cgrid {\f1\cf1\lang2057 \tab }{\f1\cf1\lang1043 Tennekoon J., Van Gemert D., Maertens J., Houtmeyers J., D\rquote haeyer J.}{\f1\lang1043 
\par 
\par }\pard \qj\widctlpar\adjustright {\f1\lang2057 A fine-grained industrial sludge is to be used to construct an embankment founded on previously disposed and comp
aratively consolidated sludge. Various laboratory and in situ tests have been carried out to ascertain the engineering properties of the sludge and to investigate the stability of the dam. The general properties and behaviour of the sludge have been found
 to correspond closely to that of clay and it is suitable for the construction of the dam.
\par }\pard \widctlpar\adjustright {\f1\lang2057 
\par 
\par }\pard\plain \s8\keepn\widctlpar\outlinelevel7\adjustright \b\f1\cf1\lang1036\cgrid {\b0\lang2057 12. Parameter selection for submarine cable burial assessment
\par }\pard\plain \widctlpar\adjustright \fs20\lang1036\cgrid {\f1\cf1\lang2057 \tab }{\f1\cf1 Tuenter H.J.}{\f1 
\par 
\par }\pard \qj\widctlpar\adjustright {\f1\lang2057 Parameter value selection for submarine cable burial assessment focuses on soil identif
ication and characterisation, using a combination of standard and novel geophysical techniques, sampling and in-situ Cone Penetration Testing. This integrated approach is the key to obtaining representative parameter values continuously along the entire r
oute. Results of analyses compare favourably with observed cable installation data.
\par }\pard \widctlpar\adjustright {\f1\lang2057 
\par }\pard\plain \s8\keepn\widctlpar\outlinelevel7\adjustright \b\f1\cf1\lang1036\cgrid {\b0\lang2057 13. Examples of \'ab\~arbitrary\~\'bb choices of parameters
\par }{\b0\i (Exemples de choix \'ab\~arbitraires\~\'bb de param\'e8tres)
\par }\pard\plain \widctlpar\adjustright \fs20\lang1036\cgrid {\f1\cf1 \tab }{\f1\cf1\lang2057 Vezole P.}{\f1\lang2057 
\par }\pard\plain \s19\widctlpar\adjustright \f4\lang1036\cgrid {\f1\fs20\lang2057 
\par }\pard \s19\qj\widctlpar\adjustright {\f1\fs20\lang2057 We show here some reflections about parameters, which affe
ct retaining walls behaviour and a case of adjustment of the shear of top soils on a steep area in a seismic zone. We also show two cases of micropiles proving the interest of loading tests.
\par }\pard \s19\widctlpar\adjustright {\f1\fs20\lang2057 
\par }\pard\plain \s17\qj\widctlpar\adjustright \f1\lang2057\cgrid {14. Damages in buildings on clay induced by fluctuations in the soil moisture content
\par }\pard\plain \widctlpar\adjustright \fs20\lang1036\cgrid {\f1\cf1\lang2057 \tab }{\f1\cf1\lang1031 Witte M., Bachmann M.}{\f1\lang1031 
\par 
\par }\pard\plain \s23\qj\widctlpar\adjustright \b\caps\f1\lang1036\kerning28\cgrid {\b0\caps0\fs20\lang2057\cgrid0 
Soil deformations have induced damages to historical religious buildings over the past 10 years in the region located South-East of Braunschweig (Northern Germany). New and old buildings are equally affected. Detailed investigations in the areas surroundi
ng the churches in Hedeper, Gilzum, Wittmar and Uehrde have revealed that both shrinkage and swelling processes of plastic clays are involved in these deformations.}{\b0\caps0\fs20\lang2057\kerning0 
\par }\pard\plain \qj\widctlpar\adjustright \fs20\lang1036\cgrid {\f1\fs24\lang2057 
\par 
\par 
\par }}


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{\listoverride\listid1793598988\listoverridecount0\ls1}{\listoverride\listid1667241716\listoverridecount0\ls2}}{\info{\title N/R\'e9f. : EC/LG/RGR97_Paris, le 31 janvier 1997}{\author Emmanuel CARRIER}{\operator Hilary Skinner}
{\creatim\yr2002\mo8\dy23\hr9\min45}{\revtim\yr2002\mo8\dy23\hr9\min45}{\printim\yr2002\mo8\dy19\hr16\min52}{\version2}{\edmins0}{\nofpages2}{\nofwords768}{\nofchars4381}{\*\company PFE}{\nofcharsws0}{\vern113}}
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\par }\pard \s57\qr\widctlpar\tqc\tx4536\tqr\tx9072\adjustright {version du 19/08/2002
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\brdrr\brdrs\brdrw10\brsp80 \adjustright \f1\fs20\lang1024\cgrid {\b\fs24 PARAM 2002  -}{\b   }{\b\fs24 International}{\b  }{\b\fs24 Symposium}{\b 
\par }{\b\fs22 "Identification and determination of soil and rock parameters for geotechnical design"
\par }\pard \qj\widctlpar\adjustright {\b\fs16\ul 
\par }\pard\plain \s5\qc\keepn\widctlpar\outlinelevel4\adjustright \b\f1\fs22\ul\lang1024\cgrid {\i\fs24\ulnone Programme
\par }\pard\plain \qj\widctlpar\adjustright \f1\fs20\lang1024\cgrid {\fs16 
\par }\trowd \trgaph70\trleft-70\trbrdrt\brdrs\brdrw10 \trbrdrl\brdrs\brdrw10 \trbrdrb\brdrs\brdrw10 \trbrdrr\brdrs\brdrw10 \clvertalt\clbrdrt\brdrs\brdrw10 \clbrdrl\brdrs\brdrw10 \clbrdrr\brdrs\brdrw10 \cltxlrtb \cellx10348\pard 
\qc\widctlpar\intbl\adjustright {\b\fs22 Monday, September 2, 2002}{\fs22 \cell }\pard \widctlpar\intbl\adjustright {\row }\trowd \trgaph70\trleft-70\trbrdrt\brdrs\brdrw10 \trbrdrl\brdrs\brdrw10 \trbrdrb\brdrs\brdrw10 \trbrdrr\brdrs\brdrw10 \clvertalt
\clbrdrl\brdrs\brdrw10 \cltxlrtb \cellx1276\clvertalt\cltxlrtb \cellx6379\clvertalt\clbrdrr\brdrs\brdrw10 \cltxlrtb \cellx10348\pard \qj\sb60\sa60\widctlpar\intbl\adjustright {8h00-9h00\cell Registration\cell \cell }\pard \widctlpar\intbl\adjustright {
\row }\pard \qj\sb60\widctlpar\intbl\adjustright {9h00-9h30\cell Opening session
\par \cell }{\b Jacques ROUDIER}{, Director of LCPC
\par                 , ENPC
\par }{\b Jean-Pierre MAGNAN}{, Organ. Com.\cell }\pard \widctlpar\intbl\adjustright {\row }\pard \qj\sb60\widctlpar\intbl\adjustright {9h30-10h15\cell }\pard \sb60\widctlpar\intbl\adjustright {\b Chairman: }{ }{\b\highlight16 (pr\'e9sident du CFGI)}{
\par }{\b Lecture\~:}{ }{\b Geology and geotechnical design}{\cell }\pard \qj\sb60\widctlpar\intbl\adjustright {
\par }{\b Marcel RAT}{\cell }\pard \widctlpar\intbl\adjustright {\row }\trowd \trgaph70\trleft-70\trbrdrt\brdrs\brdrw10 \trbrdrl\brdrs\brdrw10 \trbrdrb\brdrs\brdrw10 \trbrdrr\brdrs\brdrw10 \clvertalt\clbrdrl\brdrs\brdrw10 \clshdng1000\cltxlrtb \cellx1276
\clvertalt\clshdng1000\cltxlrtb \cellx6379\clvertalt\clbrdrr\brdrs\brdrw10 \clshdng1000\cltxlrtb \cellx10348\pard \qj\sb60\sa60\widctlpar\intbl\adjustright {\i 10h15-10h45}{\cell }{\i Coffee break and poster installation}{\cell \cell }\pard 
\widctlpar\intbl\adjustright {\row }\trowd \trgaph70\trleft-70\trbrdrt\brdrs\brdrw10 \trbrdrl\brdrs\brdrw10 \trbrdrb\brdrs\brdrw10 \trbrdrr\brdrs\brdrw10 \clvertalt\clbrdrl\brdrs\brdrw10 \cltxlrtb \cellx1276\clvertalt\cltxlrtb \cellx6379\clvertalt\clbrdrr
\brdrs\brdrw10 \cltxlrtb \cellx10348\pard \qj\sb60\widctlpar\intbl\adjustright {10h45-11h30\cell }{\b Chairman\~; Fran\'e7ois Schlosser
\par }\pard \sb60\widctlpar\intbl\adjustright {\b Lecture: From theory to practice in geotechnical engineering\cell }\pard \qj\sb60\widctlpar\intbl\adjustright {
\par }{\b Jean-Pierre MAGNAN}{\cell }\pard \widctlpar\intbl\adjustright {\row }\trowd \trgaph70\trleft-70\trkeep\trbrdrt\brdrs\brdrw10 \trbrdrl\brdrs\brdrw10 \trbrdrb\brdrs\brdrw10 \trbrdrr\brdrs\brdrw10 \clvertalt\clbrdrl\brdrs\brdrw10 \clshdng2500\cltxlrtb 
\cellx5954\clvertalt\clbrdrr\brdrs\brdrw10 \clshdng2500\cltxlrtb \cellx10348\pard \qc\sb60\sa60\widctlpar\intbl\adjustright {\b Session 1 : "Properties of soils and rocks "\cell }\pard\plain \s56\sb60\sa60\widctlpar\intbl\tx497\adjustright 
\f1\fs20\lang1024\cgrid {\tab Secretary\~: Pierre Delage\cell }\pard\plain \widctlpar\intbl\adjustright \f1\fs20\lang1024\cgrid {\b \row }\trowd \trgaph70\trleft-70\trbrdrt\brdrs\brdrw10 \trbrdrl\brdrs\brdrw10 \trbrdrb\brdrs\brdrw10 \trbrdrr
\brdrs\brdrw10 \clvertalt\clbrdrl\brdrs\brdrw10 \cltxlrtb \cellx1276\clvertalt\cltxlrtb \cellx6379\clvertalt\clbrdrr\brdrs\brdrw10 \cltxlrtb \cellx10348\pard \qj\sb60\widctlpar\intbl\adjustright {\fs18 \cell }{\b Chairman:}{ }{\b Isam Shahrour}{\cell 
\cell }\pard \widctlpar\intbl\adjustright {\row }\pard \qj\sb60\widctlpar\intbl\adjustright {11h30-11h45\cell }\pard\plain \s8\qj\sb60\keepn\widctlpar\intbl\outlinelevel7\adjustright \b\f1\fs20\lang1024\cgrid {Review of papers of session 1\cell 
}\pard\plain \qj\sb60\widctlpar\intbl\adjustright \f1\fs20\lang1024\cgrid {\b\ul P. Delage\cell }\pard \widctlpar\intbl\adjustright {\row }\pard \qj\sb60\widctlpar\intbl\adjustright {11h45-12h00\cell }\pard \sb60\widctlpar\intbl\adjustright {\b 
Model and field tests to study influence of stress conditions on measured shear strength\cell }\pard \qj\sb60\widctlpar\intbl\adjustright {\b\ul H. L\'f6froth\cell }\pard \widctlpar\intbl\adjustright {\row }\pard \qj\sb60\widctlpar\intbl\adjustright {
12h00-12h15\cell }\pard \sb60\widctlpar\intbl\adjustright {\b Validit\'e9 de la mesure du module dans le domaine des petites aux moyennes d\'e9formations par essais de chargement in situ\cell }\pard \qj\sb60\widctlpar\intbl\adjustright {\b\ul 
A. Gomes Correia\cell }\pard \widctlpar\intbl\adjustright {\row }\pard \qj\sb60\widctlpar\intbl\adjustright {12h15-12h30\cell }\pard \sb60\widctlpar\intbl\adjustright {\b Le pi\'e9zoc\'f4ne pour l\rquote interpr\'e9tation de param\'e8
tres du sol. Faut-il mesurer u}{\b\sub 1}{\b  ou u}{\b\sub 2}{\b  ?\cell }\pard \qj\sb60\widctlpar\intbl\adjustright {\b\ul H.C. Van De Graaf\cell }\pard \widctlpar\intbl\adjustright {\row }\pard \qj\sb60\widctlpar\intbl\adjustright {12h30-12h45\cell 
}\pard \sb60\widctlpar\intbl\adjustright {\b Combining geophysical and laboratory measurements for civil engineering\cell }\pard \qj\sb60\widctlpar\intbl\adjustright {L. Baron, F. Huot\cell }\pard \widctlpar\intbl\adjustright {\row }\pard 
\qj\sb60\sa60\widctlpar\intbl\adjustright {12h45-13h00\cell }\pard \sb60\sa60\widctlpar\intbl\adjustright {\b Model test for determination of permeability and collapse potential of a partially saturated sand}{\cell }\pard \widctlpar\intbl\adjustright {
\b\ul\cf1 Y. Lins\cell }\pard \widctlpar\intbl\adjustright {\row }\trowd \trgaph70\trleft-70\trbrdrt\brdrs\brdrw10 \trbrdrl\brdrs\brdrw10 \trbrdrb\brdrs\brdrw10 \trbrdrr\brdrs\brdrw10 \clvertalt\clbrdrl\brdrs\brdrw10 \clshdng1000\cltxlrtb \cellx1276
\clvertalt\clshdng1000\cltxlrtb \cellx6379\clvertalt\clbrdrr\brdrs\brdrw10 \clshdng1000\cltxlrtb \cellx10348\pard \qj\sb60\sa60\widctlpar\intbl\adjustright {\i 13h00-14h30\cell Lunch and posters\cell Presentation of posters of Session 1\cell }\pard 
\widctlpar\intbl\adjustright {\i \row }\trowd \trgaph70\trleft-70\trbrdrt\brdrs\brdrw10 \trbrdrl\brdrs\brdrw10 \trbrdrb\brdrs\brdrw10 \trbrdrr\brdrs\brdrw10 \clvertalt\clbrdrl\brdrs\brdrw10 \cltxlrtb \cellx1276\clvertalt\cltxlrtb \cellx6379\clvertalt
\clbrdrr\brdrs\brdrw10 \cltxlrtb \cellx10348\pard \qj\sb60\widctlpar\intbl\adjustright {14h30-14h45\cell }\pard \sb60\widctlpar\intbl\adjustright {\b Identification of soil unsaturated hydraulic parameters from in situ infiltration tests\cell }\pard 
\qj\sb60\widctlpar\intbl\adjustright {A. Abdallah, F. Masrouri\cell }\pard \widctlpar\intbl\adjustright {\row }\pard \qj\sb60\widctlpar\intbl\adjustright {14h45-15h00\cell }\pard \sb60\widctlpar\intbl\adjustright {\b 
Characterisation of swelling rocks by Huder-Amberg oedometric test\cell }\pard \qj\sb60\widctlpar\intbl\adjustright {M. Seron, E. Garrido, M. Romana\cell }\pard \widctlpar\intbl\adjustright {\row }\pard \qj\sb60\widctlpar\intbl\adjustright {15h00-15h15
\cell }\pard \sb60\widctlpar\intbl\adjustright {\b Determination of residual shear strength parameters of swelling soils\cell }\pard \qj\sb60\widctlpar\intbl\adjustright {\b\ul I.N. Markou\cell }\pard \widctlpar\intbl\adjustright {\row }\pard 
\qj\sb60\widctlpar\intbl\adjustright {15h15-15h30\cell }\pard \sb60\widctlpar\intbl\adjustright {\b Linear analysis to evaluate dynamic soil properties at SCT site in Mexico City\cell }\pard\plain \s56\sb60\widctlpar\intbl\adjustright 
\f1\fs20\lang1024\cgrid {Hernandez-Martinez, Taboada-Urtuzuastegui, Elgama A.W., Romo M.\cell }\pard\plain \widctlpar\intbl\adjustright \f1\fs20\lang1024\cgrid {\row }\pard \qj\sb60\sa60\widctlpar\intbl\adjustright {15h30-15h45\cell }\pard 
\sb60\sa60\widctlpar\intbl\adjustright {\b Caract\'e9risation des sols h\'e9t\'e9rog\'e8nes gr\'e2ce aux ondes sismiques : mod\'e8les physiques \'e0 \'e9chelle r\'e9duite\cell }\pard \qj\sb60\sa60\widctlpar\intbl\adjustright {\b\ul O. Abraham\cell }\pard 
\widctlpar\intbl\adjustright {\row }\trowd \trgaph70\trleft-70\trbrdrt\brdrs\brdrw10 \trbrdrl\brdrs\brdrw10 \trbrdrb\brdrs\brdrw10 \trbrdrr\brdrs\brdrw10 \clvertalt\clbrdrl\brdrs\brdrw10 \clshdng1000\cltxlrtb \cellx1276\clvertalt\clshdng1000\cltxlrtb 
\cellx6379\clvertalt\clbrdrr\brdrs\brdrw10 \clshdng1000\cltxlrtb \cellx10348\pard \qj\sb60\sa60\widctlpar\intbl\adjustright {\i 15h45-17h00\cell Coffee break and posters\cell Presentation of posters of Session 1\cell }\pard \widctlpar\intbl\adjustright {
\i \row }\trowd \trgaph70\trleft-70\trkeep\trbrdrt\brdrs\brdrw10 \trbrdrl\brdrs\brdrw10 \trbrdrb\brdrs\brdrw10 \trbrdrr\brdrs\brdrw10 \clvertalt\clbrdrl\brdrs\brdrw10 \clshdng2500\cltxlrtb \cellx5954\clvertalt\clbrdrr\brdrs\brdrw10 \clshdng2500\cltxlrtb 
\cellx10348\pard \qc\sb60\sa60\widctlpar\intbl\adjustright {\b Session 2 : " New tests and test procedures"\cell }\pard\plain \s56\sb60\sa60\widctlpar\intbl\tx497\adjustright \f1\fs20\lang1024\cgrid {\tab Secretary : Patrick Lerat\cell }\pard\plain 
\widctlpar\intbl\adjustright \f1\fs20\lang1024\cgrid {\row }\trowd \trgaph70\trleft-70\trbrdrt\brdrs\brdrw10 \trbrdrl\brdrs\brdrw10 \trbrdrb\brdrs\brdrw10 \trbrdrr\brdrs\brdrw10 \clvertalt\clbrdrl\brdrs\brdrw10 \cltxlrtb \cellx1276\clvertalt\cltxlrtb 
\cellx6379\clvertalt\clbrdrr\brdrs\brdrw10 \cltxlrtb \cellx10348\pard \qj\sb60\widctlpar\intbl\adjustright {
\par 17h00-17h30\cell }{\b Chairman\~:}{ }{\b Jean Biarez}{
\par }\pard \sb60\widctlpar\intbl\adjustright {\b Lecture\~: }{\b\cf1 Nouvelles technologies d\rquote essai en m\'e9canique des sols. \'c9tat de l\rquote art}{\b \cell }\pard \qj\sb60\widctlpar\intbl\adjustright {
\par }\pard\plain \s7\qj\sb60\keepn\widctlpar\intbl\outlinelevel6\adjustright \f1\fs20\ul\lang1024\cgrid {\b Ph. Reiffsteck\cell }\pard\plain \widctlpar\intbl\adjustright \f1\fs20\lang1024\cgrid {\row }\pard \qj\sb60\widctlpar\intbl\adjustright {17h30-17h45
\cell }\pard \sb60\widctlpar\intbl\adjustright {\b Deformation characteristics of Hostun and Toyoura sand in the quasi-elastic domain\cell }\pard \qj\sb60\widctlpar\intbl\adjustright {\cf1 H. Geoffroy, H. di Benedetto, C. Sauz\'e9at, A. Duttine}{\cell 
}\pard \widctlpar\intbl\adjustright {\row }\pard \qj\sb60\widctlpar\intbl\adjustright {17h45-18h00\cell }\pard \sb60\widctlpar\intbl\adjustright {\b DECART: Experimental device for trafficability characterisation\cell }\pard 
\qj\sb60\widctlpar\intbl\adjustright {\cf1 O. Benoit, Ph. Gotteland}{\i \cell }\pard \widctlpar\intbl\adjustright {\row }\pard \qj\sb60\widctlpar\intbl\adjustright {18h00-18h15\cell }\pard \sb60\widctlpar\intbl\adjustright {\b 
Mesure du module de cisaillement de diff\'e9rents mat\'e9riaux par la m\'e9thode des bender \'e9l\'e9ments\cell }\pard \qj\sb60\widctlpar\intbl\adjustright {\cf1 C. Dano, P.Y. Hicher\cell }\pard \widctlpar\intbl\adjustright {\row }\pard 
\qj\sb60\widctlpar\intbl\adjustright {18h15-18h30\cell }\pard \sb60\widctlpar\intbl\adjustright {\b\cf1 R\'e9sistance au cisaillement mesur\'e9e en place au Phicom\'e8tre dans des sols et mat\'e9riaux particuliers}{\b \cell }\pard 
\qj\sb60\widctlpar\intbl\adjustright {\cf1 M. Zerhouni, A. Dhouib}{\i \cell }\pard \widctlpar\intbl\adjustright {\row }\pard \qj\sb60\widctlpar\intbl\adjustright {18h30-18h45\cell }\pard \sb60\widctlpar\intbl\adjustright {\b 
Use of a flexible oedometer for the investigation of the three-dimensional properties of swelling soils\cell }\pard \qj\sb60\widctlpar\intbl\adjustright {\cf1\lang2057 T. Windal, I. Shahrour}{\i \cell }\pard \widctlpar\intbl\adjustright {\row }\pard 
\qj\sb60\sa60\widctlpar\intbl\adjustright {18h45-19h15\cell }\pard \sb60\sa60\widctlpar\intbl\adjustright {\b Discussion\cell }\pard \qj\sb60\sa60\widctlpar\intbl\adjustright {\cf1\lang2057 \cell }\pard \widctlpar\intbl\adjustright {\row }\trowd 
\trgaph70\trleft-70 \clvertalt\clbrdrt\brdrs\brdrw10 \clbrdrl\brdrs\brdrw10 \clbrdrb\brdrs\brdrw10 \clshdng1000\cltxlrtb \cellx1276\clvertalt\clbrdrt\brdrs\brdrw10 \clbrdrb\brdrs\brdrw10 \clshdng1000\cltxlrtb \cellx6379\clvertalt\clbrdrt\brdrs\brdrw10 
\clbrdrb\brdrs\brdrw10 \clbrdrr\brdrs\brdrw10 \clshdng1000\cltxlrtb \cellx10348\pard \qj\sb60\sa60\widctlpar\intbl\adjustright {\i\fs18 19h30\endash 21h00\cell }\pard\plain \s4\qj\sb60\sa60\widctlpar\intbl\outlinelevel3\adjustright 
\i\f1\fs18\lang1024\cgrid {\fs20 Dinner Cocktail  at  l'ENST\cell }\pard\plain \qj\sb60\sa60\widctlpar\intbl\adjustright \f1\fs20\lang1024\cgrid {\i \cell }\pard \widctlpar\intbl\adjustright {\i \row }\trowd \trgaph70\trleft-70 \clvertalt\cltxlrtb 
\cellx1276\clvertalt\cltxlrtb \cellx6663\clvertalt\cltxlrtb \cellx10348\pard \qj\widctlpar\intbl\adjustright {\fs10 
\par \cell \cell \cell }\pard \widctlpar\intbl\adjustright {\fs10 \row }\trowd \trgaph70\trleft-70\trkeep \clvertalt\clbrdrt\brdrs\brdrw10 \clbrdrl\brdrs\brdrw10 \clbrdrr\brdrs\brdrw10 \cltxlrtb \cellx10348\pard\plain 
\s6\qc\sb60\sa60\keepn\widctlpar\intbl\outlinelevel5\adjustright \b\f1\fs22\lang1024\cgrid {Tuesday, September 3,  2002\cell }\pard\plain \widctlpar\intbl\adjustright \f1\fs20\lang1024\cgrid {\fs22 \row }\trowd \trgaph70\trleft-70\trkeep\trbrdrt
\brdrs\brdrw10 \trbrdrl\brdrs\brdrw10 \trbrdrb\brdrs\brdrw10 \trbrdrr\brdrs\brdrw10 \clvertalt\clbrdrl\brdrs\brdrw10 \clshdng2500\cltxlrtb \cellx5954\clvertalt\clbrdrr\brdrs\brdrw10 \clshdng2500\cltxlrtb \cellx10348\pard 
\qc\sb60\sa60\widctlpar\intbl\adjustright {\b Session 3 : " Parameters of models "\cell }\pard\plain \s56\sb60\sa60\widctlpar\intbl\tx497\adjustright \f1\fs20\lang1024\cgrid {\tab Secretary\~: Luc Thorel \cell }\pard\plain \widctlpar\intbl\adjustright 
\f1\fs20\lang1024\cgrid {\row }\trowd \trgaph70\trleft-70\trbrdrt\brdrs\brdrw10 \trbrdrl\brdrs\brdrw10 \trbrdrb\brdrs\brdrw10 \trbrdrr\brdrs\brdrw10 \clvertalt\clbrdrl\brdrs\brdrw10 \cltxlrtb \cellx1276\clvertalt\cltxlrtb \cellx6379\clvertalt\clbrdrr
\brdrs\brdrw10 \cltxlrtb \cellx10348\pard \qj\sb60\widctlpar\intbl\adjustright {
\par  9h00-9h20\cell }\pard\plain \s8\qj\sb60\keepn\widctlpar\intbl\outlinelevel7\adjustright \b\f1\fs20\lang1024\cgrid {Chairman: Frans B.J. Barends
\par }\pard\plain \s9\sb60\keepn\widctlpar\intbl\outlinelevel8\adjustright \b\f1\fs20\lang1024\cgrid {Review of papers presented to Session 3\cell }\pard\plain \qj\sb60\widctlpar\intbl\adjustright \f1\fs20\lang1024\cgrid {
\par }{\b\ul L. Thorel \cell }\pard \widctlpar\intbl\adjustright {\row }\pard \qj\sb60\widctlpar\intbl\adjustright { 9h20-9h40\cell }\pard \sb60\widctlpar\intbl\adjustright {\b 
Hyperbolic model parameters for FEM analysis of a footing load test on a residual soil from granite \endash  a database for numerical modelling\cell }\pard \qj\sb60\widctlpar\intbl\adjustright {\b\ul\cf1 A. Viana da Fonseca}{\cell }\pard 
\widctlpar\intbl\adjustright {\row }\pard \qj\sb60\widctlpar\intbl\adjustright { 9h40-10h00\cell }\pard \sb60\widctlpar\intbl\adjustright {\b Mod\'e8les de comportement en grandes d\'e9forma-tions des sables et des argiles remani\'e9es \'e0 l\rquote \'9c
dom\'e8tre et au triaxial\cell }\pard \qj\sb60\widctlpar\intbl\adjustright {\b\ul\cf1 J.L. Favre}{\i \cell }\pard \widctlpar\intbl\adjustright {\row }\pard \qj\sb60\widctlpar\intbl\adjustright {10h00-10h20\cell }\pard \sb60\widctlpar\intbl\adjustright {
\b Calibration of the parameters used in the MCK theoretical model for several natural soils\cell }\pard \qj\sb60\widctlpar\intbl\adjustright {\cf1 J. Monnet, D. Allagnat}{\i \cell }\pard \widctlpar\intbl\adjustright {\row }\pard 
\qj\sb60\widctlpar\intbl\adjustright {10h20-10h40\cell }\pard \sb60\widctlpar\intbl\adjustright {\b Param\'e8tres caract\'e9risant l\rquote \'e9tat de contraintes naturel dans les massifs rocheux\cell }\pard \qj\sb60\widctlpar\intbl\adjustright {\cf1 
D. Fabre, B. Mayeur, P. Sirieys}{\i \cell }\pard \widctlpar\intbl\adjustright {\row }\pard \qj\sb60\sa60\widctlpar\intbl\adjustright {10h40-11h00\cell }\pard\plain \s8\qj\sb60\sa60\keepn\widctlpar\intbl\outlinelevel7\adjustright \b\f1\fs20\lang1024\cgrid 
{Discussion\cell }\pard\plain \qj\sb60\sa60\widctlpar\intbl\adjustright \f1\fs20\lang1024\cgrid {\cell }\pard \widctlpar\intbl\adjustright {\row }\trowd \trgaph70\trleft-70\trbrdrt\brdrs\brdrw10 \trbrdrl\brdrs\brdrw10 \trbrdrb\brdrs\brdrw10 \trbrdrr
\brdrs\brdrw10 \clvertalt\clbrdrl\brdrs\brdrw10 \clshdng1000\cltxlrtb \cellx1276\clvertalt\clshdng1000\cltxlrtb \cellx6379\clvertalt\clbrdrr\brdrs\brdrw10 \clshdng1000\cltxlrtb \cellx10348\pard \qj\sb60\sa60\widctlpar\intbl\adjustright {\i 11h00-11h30}{
\cell }{\i Coffee break  (and preparation of posters)}{\cell \cell }\pard \widctlpar\intbl\adjustright {\row }\trowd \trgaph70\trleft-70\trkeep\trbrdrt\brdrs\brdrw10 \trbrdrl\brdrs\brdrw10 \trbrdrb\brdrs\brdrw10 \trbrdrr\brdrs\brdrw10 \clvertalt\clbrdrl
\brdrs\brdrw10 \clshdng2500\cltxlrtb \cellx5812\clvertalt\clbrdrr\brdrs\brdrw10 \clshdng2500\cltxlrtb \cellx10348\pard \qc\sb60\sa60\widctlpar\intbl\adjustright {\b Session 4 : " Parameter values for design "\cell }\pard\plain 
\s56\sb60\sa60\widctlpar\intbl\tx639\adjustright \f1\fs20\lang1024\cgrid {\tab Secretary : Serge Borel\cell }\pard\plain \widctlpar\intbl\adjustright \f1\fs20\lang1024\cgrid {\row }\trowd \trgaph70\trleft-70\trbrdrt\brdrs\brdrw10 \trbrdrl\brdrs\brdrw10 
\trbrdrb\brdrs\brdrw10 \trbrdrr\brdrs\brdrw10 \clvertalt\clbrdrl\brdrs\brdrw10 \cltxlrtb \cellx1276\clvertalt\cltxlrtb \cellx6379\clvertalt\clbrdrr\brdrs\brdrw10 \cltxlrtb \cellx10348\pard \qj\sb60\widctlpar\intbl\adjustright {
\par 11h30-12h00\cell }{\b Chairman:}{ }{\b Jean Launay}{
\par }\pard \sb60\widctlpar\intbl\adjustright {\b Lecture: L\rquote exp\'e9rience du LRPC d\rquote Aix en Provence\cell }\pard \qj\sb60\widctlpar\intbl\adjustright {
\par }{\b\ul J.F. Serratrice \cell }\pard \widctlpar\intbl\adjustright {\row }\pard \qj\sb60\widctlpar\intbl\adjustright {12h00-12h15\cell }\pard \sb60\widctlpar\intbl\adjustright {\b Geotechnical characterisation of an industrial sludge\cell }\pard 
\qj\sb60\widctlpar\intbl\adjustright {Tennekoon J., van Gemert, Maertens, Houtmeyers, D\rquote haeyer\cell }\pard \widctlpar\intbl\adjustright {\row }\pard \qj\sb60\widctlpar\intbl\adjustright {12h15-12h30\cell }\pard \sb60\widctlpar\intbl\adjustright {
\b Influence of soil parameters on numerical analysis of a deep excavation\cell }\pard \qj\sb60\widctlpar\intbl\adjustright {\b\ul H.F. Schweiger \cell }\pard \widctlpar\intbl\adjustright {\row }\pard \qj\sb60\widctlpar\intbl\adjustright {12h30-12h45
\cell }\pard\plain \s8\qj\sb60\keepn\widctlpar\intbl\outlinelevel7\adjustright \b\f1\fs20\lang1024\cgrid {Exemples de choix \'ab\~arbitraires\~\'bb de param\'e8tres\cell }\pard\plain \qj\sb60\widctlpar\intbl\adjustright \f1\fs20\lang1024\cgrid {\b\ul 
P. Vezole\cell }\pard \widctlpar\intbl\adjustright {\row }\pard \qj\sb60\sa60\widctlpar\intbl\adjustright {12h45-13h00\cell }{\b Variability-based parameters for the soil zonation}{\cell }{\b\ul C. Cherubini \cell }\pard \widctlpar\intbl\adjustright {
\row }\trowd \trgaph70\trleft-70\trbrdrt\brdrs\brdrw10 \trbrdrl\brdrs\brdrw10 \trbrdrb\brdrs\brdrw10 \trbrdrr\brdrs\brdrw10 \clvertalt\clbrdrl\brdrs\brdrw10 \clshdng1000\cltxlrtb \cellx1276\clvertalt\clshdng1000\cltxlrtb \cellx6379\clvertalt\clbrdrr
\brdrs\brdrw10 \clshdng1000\cltxlrtb \cellx10348\pard \qj\sb60\sa120\widctlpar\intbl\adjustright {\i 13h00-14h30\cell Lunch and posters\cell Presentation of posters of Sessions 3 & 4\cell }\pard \widctlpar\intbl\adjustright {\i \row }\trowd 
\trgaph70\trleft-70\trbrdrt\brdrs\brdrw10 \trbrdrl\brdrs\brdrw10 \trbrdrb\brdrs\brdrw10 \trbrdrr\brdrs\brdrw10 \clvertalt\clbrdrl\brdrs\brdrw10 \cltxlrtb \cellx1276\clvertalt\cltxlrtb \cellx6379\clvertalt\clbrdrr\brdrs\brdrw10 \cltxlrtb \cellx10348\pard 
\qj\sb60\widctlpar\intbl\adjustright {14h30-14h45\cell }\pard \sb60\widctlpar\intbl\adjustright {\b Caract\'e9risation m\'e9canique d\rquote un grand versant rocheux instable au moyen du Syst\'e8me RMR - \line Cas de La Clapi\'e8re (Alpes fran\'e7aises)
\cell }\pard \qj\sb60\widctlpar\intbl\adjustright {\b\ul\cf1 Y. Gunzburger}{\b\ul \cell }\pard \widctlpar\intbl\adjustright {\row }\pard \qj\sb60\widctlpar\intbl\adjustright {14h45-15h00\cell }\pard \sb60\widctlpar\intbl\adjustright {\b 
Shear strength analysis of backfill reinforced with shredded tires\cell }\pard \qj\sb60\widctlpar\intbl\adjustright {\b\ul N. Shariatmadari}{\cell }\pard \widctlpar\intbl\adjustright {\row }\pard \qj\sb60\widctlpar\intbl\adjustright {15h00-15h15\cell 
}\pard \sb60\widctlpar\intbl\adjustright {\b \'c0 propos du choix de l\rquote angle de frottement interne pour le calcul des fondations superficielles\cell }\pard \qj\sb60\widctlpar\intbl\adjustright {\b\ul N. Droniuc\cell }\pard 
\widctlpar\intbl\adjustright {\row }\pard \qj\sb60\widctlpar\intbl\adjustright {15h15-15h30\cell }\pard \sb60\widctlpar\intbl\adjustright {\b Continuous model validation for a large navigable lock\cell }\pard \qj\sb60\widctlpar\intbl\adjustright {
J. Kayser, R. Schwab\cell }\pard \widctlpar\intbl\adjustright {\row }\pard \qj\sb60\widctlpar\intbl\adjustright {15h30-15h45\cell }\pard\plain \s8\qj\sb60\keepn\widctlpar\intbl\outlinelevel7\adjustright \b\f1\fs20\lang1024\cgrid {
Parameters for undrained analysis of soft soil\cell }\pard\plain \qj\sb60\widctlpar\intbl\adjustright \f1\fs20\lang1024\cgrid {\lang1033 J.L. Justo, E. Justo, P. Durand, C. Soriano, M. Romero}{\cell }\pard \widctlpar\intbl\adjustright {\row }\pard 
\qj\sb60\sa60\widctlpar\intbl\adjustright {15h45-16h00\cell }{\b Discussion\cell }{\cell }\pard \widctlpar\intbl\adjustright {\row }\trowd \trgaph70\trleft-70\trbrdrt\brdrs\brdrw10 \trbrdrl\brdrs\brdrw10 \trbrdrb\brdrs\brdrw10 \trbrdrr\brdrs\brdrw10 
\clvertalt\clbrdrl\brdrs\brdrw10 \clshdng1000\cltxlrtb \cellx1276\clvertalt\clshdng1000\cltxlrtb \cellx6379\clvertalt\clbrdrr\brdrs\brdrw10 \clshdng1000\cltxlrtb \cellx10348\pard \qj\sb60\sa120\widctlpar\intbl\adjustright {\i 16h00-17h00\cell 
Coffee break and posters\cell Presentation of posters of Sessions 3 & 4\cell }\pard \widctlpar\intbl\adjustright {\i \row }\trowd \trgaph70\trleft-70\trbrdrt\brdrs\brdrw10 \trbrdrl\brdrs\brdrw10 \trbrdrb\brdrs\brdrw10 \trbrdrr\brdrs\brdrw10 \clvertalt
\clbrdrl\brdrs\brdrw10 \cltxlrtb \cellx1276\clvertalt\cltxlrtb \cellx6379\clvertalt\clbrdrr\brdrs\brdrw10 \cltxlrtb \cellx10348\pard \qj\sb60\widctlpar\intbl\adjustright {
\par 17h00-18h00\cell }\pard\plain \s8\qj\sb60\keepn\widctlpar\intbl\outlinelevel7\adjustright \b\f1\fs20\lang1024\cgrid {Chairman: Roger Frank
\par Discussion session on Eurocode 7\cell }\pard\plain \qj\sb60\widctlpar\intbl\adjustright \f1\fs20\lang1024\cgrid {\cell }\pard \widctlpar\intbl\adjustright {\row }\pard \qj\widctlpar\intbl\adjustright {
\par 
\par 
\par \cell Presentations\~: 
\par - 
\par - 
\par Discussion\cell \cell }\pard \widctlpar\intbl\adjustright {\row }\trowd \trgaph70\trleft-70\trbrdrt\brdrs\brdrw10 \trbrdrl\brdrs\brdrw10 \trbrdrb\brdrs\brdrw10 \trbrdrr\brdrs\brdrw10 \clvertalt\clbrdrl\brdrs\brdrw10 \clbrdrb\brdrs\brdrw10 \cltxlrtb 
\cellx1276\clvertalt\clbrdrb\brdrs\brdrw10 \cltxlrtb \cellx6379\clvertalt\clbrdrb\brdrs\brdrw10 \clbrdrr\brdrs\brdrw10 \cltxlrtb \cellx10348\pard \qj\sb60\sa120\widctlpar\intbl\adjustright {18h00-18h30\cell Closing session \cell }\pard\plain 
\s4\qj\sb60\sa120\widctlpar\intbl\outlinelevel3\adjustright \i\f1\fs18\lang1024\cgrid {\fs20 Chairman of Scientific Committee\cell }\pard\plain \widctlpar\intbl\adjustright \f1\fs20\lang1024\cgrid {\row }\pard \qj\ri-141\widctlpar\adjustright {
\par }}