Magny-les-Hameaux, France
Magny-les-Hameaux, France

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Baud J.-P.,Eurogeo | Gambin M.P.,Apageo | Schlosser F.,University Paris Est Creteil
Geotechnical and Geophysical Site Characterization 4 - Proceedings of the 4th International Conference on Site Characterization 4, ISC-4 | Year: 2013

This is the follow-up of a previous work on the hyperbolic Menard PMT curves by two of the three authors of this paper (Baud & Gambin 2007). It includes a review of the research work undertaken since 2007 to date, mostly using special self-boring techniques (Arsonnet, Baud, Gambin 2005) and largely developed since then: a self-bored slotted tube, implemented either by a hydraulic drifter-the original STAF® technique-or by a specific rotary drill-rig-the new ROTOSTAFR technique. A large number of tests results on various soils are submitted which correctly fit the developed hyperbolic model. An original analytic expression of the hyperbolic model ε =?f(G 0, p0, pLM, pL) is demonstrated. Many of these tests are run with a new pressuremeter control unit GeoPacR based on a totally new concept. It permits: a) to smoothly reach the close contact between the probe cover and the borehole wall by a constant fluid rate inflation procedure, and b) to perform the test on a continuous feed-back process during pressure increments. It is shown that for each test, typical curves of the true tangent modulus Gtversus strain ε and Gt/G 0 versus ε, can be obtained. These in situ test results compare well with laboratory and geophysical tests results exhibiting secant or tangent G modulus degradation when the strain increases. © 2013 Taylor & Francis Group.


Arsonnet G.,Geomatech | Baud J.-P.,Eurogeo | Gambin M.,Apageo | Heintz R.,Eurasol
Geotechnical and Geological Engineering | Year: 2013

The bore hole expansion test can be used in any ground material, from the softer to the harder one, so as to obtain its stress-strain behaviour in situ. The authors submit their research work on equipment which permits to extend the use of the Ménard pressuremeter up to 25 MPa test pressure. They also give the first test diagrams up to this pressure in slightly fractured rocks. © 2013 The Author(s).


Jean-Pierre B.,Eurogeo | Michel G.,Apageo
Geotechnical and Geological Engineering | Year: 2013

Physical and mechanical properties used to characterize soil and rock are different according to the various approaches and targets of the different activities involved, namely soil mechanics, rock mechanics or engineering geology. The Authors suggest that the data obtained during a borehole expansion test, which can be summarized by a Ménard E-modulus and a limit pressure, be used in an overall classification ranging from loose soils to hard rock without any discontinuity based on the soil Pressiorama® as developed for soils these last 10 years. © 2013 The Author(s).


Arsonnet G.,Geomatech | Baud J.-P.,Eurogeo | Gambin M.,Apageo | Heintz R.,Eurasol
Geotechnical and Geological Engineering | Year: 2014

The borehole expansion test can be used in any ground material, from the softer to the harder one, so as to obtain its stress–strain behaviour in situ. The authors submit their research work on equipment which permits to extend the use of the Ménard pressuremeter up to 25 MPa test pressure. They also give the first test diagrams up to this pressure in slightly fractured rocks. © 2011, The authors and IOS Press, All rights reserved.*.


Physical and mechanical properties used to characterize soil and rock are different according to the various approaches and targets of the different activities involved, namely soil mechanics, rock mechanics or engineering geology. The Authors suggest that the data obtained during a borehole expansion test, which can be summarized by a Ménard E-modulus and a limit pressure, be used in an overall classification ranging from loose soils to hard rock without any discontinuity based on the soil Pressiorama® as developed for soils these last 10 years. © 2011, The authors and IOS Press, All rights reserved.*.


Hamidi B.,Curtin University Australia | Nikraz H.,Curtin University Australia | Varaksin S.,Apageo
Australian Geomechanics Journal | Year: 2015

Regardless of the reclamation technique that is used, sand reclamations are placed in a loose state, and are potentially subject to settlement under self-weight, insufficient bearing capacity and excessive settlements under loads. Dynamic compaction has proven to be a suitable ground improvement technique for the treatment of reclaimed sands, whether with silica or carbonate mineralogy. The pressuremeter test (PMT) has been systematically used in many dynamic compaction projects, but occasionally other tests such as the Cone Penetration Test (CPT) are used for quality control and verification purposes, and it would advantageous to be able to compare the results of the CPT with previously published projects that have used the PMT. While there are publications that have correlated CPT to PMT, the authors are not aware of any such publications for calcareous sands. In this paper, after a brief review of dynamic compaction, previous PMT and CPT correlations will be presented, and two projects in Qatar and UAE in which reclamation was done by hydraulic filling of calcareous sand will be discussed. The loose fills were improved by dynamic compaction, and CPTs and PMTs were carried out for testing purposes. This study suggests that PMT-CPT correlations derived in the two projects are in the same order, and do not appear to be dependent on depth. A relationship is proposed for estimating the elasticity modulus of improved calcareous sand using CPT cone resistance.


Hamidi B.,GFWA | Masse F.,Menard United States | Racinais J.,Menard | Varaksin S.,Apageo
Proceedings of the Institution of Civil Engineers: Geotechnical Engineering | Year: 2016

Deep foundations by implementation of piles have been the historical and conventional solution for supporting heavy loads in low-strength or highly compressible soils. During recent decades, however, ground improvement has successfully been able to provide competitive and economical technical foundation solutions by increasing the ground’s mechanical properties, thereby increasing bearing capacity and reducing total, differential and creep settlements. Controlled modulus columns are formed by installing cementitious columnar rigid inclusions into soft ground, and can be considered as the boundary between the classical deep foundations and ground improvement technologies. These elements have a pile-like appearance, but are designed as ground improvement inclusions. This paper discusses the concept of the controlled modulus column, its design philosophy and the way it behaves; a case study of the world record for depth of a controlled modulus column installation is also presented to demonstrate its application. © ICE Publishing. All rights reserved.

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