The Laboratory of Geotechnics and Soil Dynamics is a laboratory of excellence in Italy, equipped with all the standard testing facilities for the physical and mechanical characterisation of soils and rocks, as well as sophisticated equipment for performing tests under cyclic and dynamic loading conditions, which are essential for characterising the mechanical response of soils under seismic conditions.
The Geotechnical and Soil Dynamics Laboratory, with a surface area of approximately 400 square metres, is located on the ground floor of the KORE PLATFORM, a recently constructed building housing some of the laboratories of the Faculty of Engineering and Architecture, at the new Educational and Scientific Centre in Polo scientifico e tecnologico di Santa Panasia in Enna.
The laboratory’s administrative offices are located in the same building.
The activity of the laboratory is aimed at carrying out experimental tests on soils and rocks to be performed on behalf of third parties and is therefore closely linked to the construction of civil engineering and land protection works.
The main clients are mainly companies and public administrations for the design and construction of major works.
In addition, the laboratory carries out teaching and research activities for students in the course of their internships, dissertations and doctoral studies.
The laboratory employs highly specialised personnel who provide consultancy in studies for the geotechnical characterisation of soils for static, cyclic and dynamic stresses, for the study of landslide phenomena, for the prediction of the behaviour of important or strategic works and infrastructures (dams, bridges, road, port and railway infrastructures) and, finally, for the performance of all the laboratory tests necessary for the definition of soil behaviour.
The Geotechnical and Soil Dynamics Laboratory is authorised by law to issue official certificates in compliance with current Italian (laboratory recognised under Article 59 of Presidential Decree no. 380/2001) and European regulations.
With both pedestrian and vehicular access, the laboratory is equipped with a wet room for storing soil samples, a large room for opening samples and standard tests and a room for performing advanced tests, offices dedicated to administration and a meeting room.
The laboratory employs highly specialised staff consisting of 2 PhDs in Geotechnical Engineering and 2 Technicians with a degree in Engineering.
The laboratory has all the equipment for standardised tests for the physical and mechanical characterisation of soils and rocks and sophisticated equipment for performing tests under cyclic and dynamic loading conditions.
In particular, direct cutting equipment is available, equipped with sensors for the automatic measurement of stresses and displacements, front-loading load-increasing (IL) oedometers, consolidation bench and triaxial cells for load compression tests of the UU, CIU and CID type on standard specimens, accompanied by automatic data acquisition systems for recording all the quantities useful for an accurate description of the behaviour of the soil samples tested.
Specific equipment is also available such as the triaxial system for partially saturated soils with controlled suction, the permeameter with constant and variable hydraulic load and the apparatus for compression tests with free lateral expansion.
The laboratory is equipped with a Hoek cell for direct shear fracture testing of rock specimens and a triaxial press for testing rock samples with an automatic acquisition.
Finally, the laboratory is equipped with sophisticated equipment for carrying out tests under cyclic and dynamic loading conditions, making it one of the most important in Italy.
To perform in situ tests, the laboratory has a MOBILE LABORATORY suitably equipped to perform MASW (Multichannel Analysis of Surface Waves) tests to estimate the speed of surface seismic waves and classify, according to the Technical Standards for Construction, the substrate and electrical tomography that allows the reconstruction of the apparent resistivity trend along a horizontal section employing a linear spread of equidistant electrodes connected by a multi-conductor cable to a resistivity meter.
The laboratory carries out teaching and research activities for students during their internships, dissertations and doctoral theses.
Laboratory tests for the dynamic characterisation of soils and the study of the mechanical behaviour of partially saturated soils have been carried out as part of various research projects in which the University of Enna Kore is a partner or lead partner.
MIUR – Department for Universities, Higher Education in Art, Music and Dance and Research – Directorate-General for Research Coordination and Development – NATIONAL OPERATIONAL PROGRAMME FOR RESEARCH AND COMPETITIVENESS 2007-2013 for Convergence Objective Regions (Campania, Puglia, Calabria, Sicily) – Axis I:
“Support for Structural Change” (Operational Objective 4.1.1.4 “Strengthening scientific and technological structures and facilities – Action: structural reinforcement”).
Project PONa3_00374 – University of Enna “Kore” Laboratory “LEDA Laboratory of Earthquake engineering and Dynamic Analysis” (Years 2011-2014).
MIUR – Department for Universities, Higher Education in Art, Music and Dance and Research – Directorate-General for Research Coordination and Development – NATIONAL OPERATIONAL PROGRAMME FOR RESEARCH AND COMPETITIVENESS 2007-2013 for the Convergence Objective Regions (Campania, Puglia, Calabria, Sicily) – Smart Cities and Communities and Social Innovation (Axis and Objective:
Axis II – Integrated Action for the Information Society – Area:
Cloud Computing Technologies for Smart Government).
Project PON04a2_A “PRISMA – Interoperable Cloud Platforms for SMART-Government” (Years 2012-2015).
LIST OF AVAILABLE EQUIPMENT
The laboratory’s activity is to conduct experimental tests on soils and rocks for third parties.
The Geotechnical Laboratory applies the rates set out in the Tariff of Tests on behalf of Third Parties approved by the Council of the Faculty of Engineering and Architecture, which can be consulted at its offices.
Fees include testing, processing of experimental data and certification.
The Tariff of Tests for Third Parties provides for the possibility of percentage reductions in the unit amounts concerning the number of tests required or in the case of services of particular interest from a scientific and engineering point of view.
| Cod2 | TESTS | ||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| A1 | Opening a sample contained in cylindrical die by extrusion, including recognition, sample description and photograph. | ||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| A2 | Opening a reworked sample contained in a bag or other container, including identification, sample description, and photographs. | ||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| I1 | Determination of natural water content by oven drying. | ||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| I2 | Determination of the weight of the unit volume in its natural state employing a calibrated dinking die with a diameter ≤ 38 mm (average over three values). | ||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| I3 | Determination of the specific gravity of the granules (average of three values). | ||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| I4 | Determination of intergranular voids; voids percentage; voids index. | ||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| I5 | Determination of liquidity and plasticity limits jointly. | ||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| I6 | Determination of the shrinkage limit. | ||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| I7 | Determination of minimum and maximum density on Inconsistent soils employing a vibrating table (ASTM D4253). | ||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| I8 | Particle size analysis by dry sieving of samples weighing up to 5 kg, with a maximum of 8 sieves. | ||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| I9 | Particle size analysis by wet sieving of samples weighing up to 5 kg with a maximum of 8 sieves. | ||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| I10 | Particle size analysis by sedimentation with an aerometer. | ||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| D1 | Oedometric consolidation test with controlled load increments (IL) on specimens with a diameter of 40 to 100 mm with each load step maintained for a time interval of less than 48 h, with maximum pressure not exceeding 6.4 MPa for a maximum number of 8 increments in the loading phase and 4 decrements in the unloading phase, with measurement of at least 5 values of the oedometric modulus. | ||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| D2 | Surcharge for each additional load increase. | ||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| D3 | Surcharge for calculation and preparation of log Eed/log σv diagram. | ||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| D4 | Determination of Cv (coefficient of consolidation) kV (permeability) Mv (modulus of compressibility) during oedometric tests, including the preparation of failure/time diagrams and Cv – log σv to be carried out for each load increase. | ||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| D5 | Determination of the swelling pressure, at constant volume, employing an oedometer-type apparatus, with controlled load increments ≤ 0.025 N/mm2. | ||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| R1 | Unconfined simple compression failure test(ELL) with relief and representation of the stress-strain curve. | ||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| R2 | Direct shear test to be performed on at least no. Three specimens with Casagrande box in consolidated – drained condition (CD) with relief and representation of the failure/time and stress/deformation curves with breaking speed between 0.02 mm/min. and 0.002 mm/min. | ||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| R3 | Direct shear test to be performed on at least no. Three specimens with Casagrande box in consolidated – drained condition (CD) with survey and representation of the failure/time and stress/deformation curves with failure rate ≤ 0.002 mm/min. | ||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| R4 | Determination of residual strength to be carried out on at least 3 specimens, during a direct shear test, with at least 3 breaking cycles at high speed and the last ones at twice the peak speed. | ||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| R5 | Unconsolidated triaxial test – undrained(UU) to be carried out on at least 3 specimens with diameter ≤ 38 mm, height ≤ 76 mm, with preliminary saturation. | ||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| R6 | Consolidated triaxial test – undrained(CIU) to be carried out on at least 3 specimens with diameter ≤ 38 mm, height ≤ 76 mm, preliminary saturation by back-pressure and measurement of interstitial pressures during the breaking phase. | ||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| R7 | Consolidated triaxial test – drained(CID) to be carried out on at least 3 specimens with diameter ≤ 38 mm, height ≤ 76 mm. | ||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| R8 | Consolidated triaxial test – undrained(Ck0U) to be performed on at least 3 specimens with diameter ≤ 38 mm, height ≤ 76 mm, with preliminary saturation by back-pressure. | ||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| R9 | Preparation of cylindrical specimens reconstituted from reworked material, with correction of the water content and/or density to achieve particular conditions or characteristics: – up to 38 mm in diameter – 38 mm to 70 mm in diameter |
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| P1 | Variable load permeability test in oedometer cell on a specimen with diameter ≤ 80 mm and height ≤ 25 mm for k < 10-5 cm/sec. | ||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| P2 | Variable load permeability test in oedometer cell on a specimen with diameter ≤ 80 mm and height ≤ 25 mm for k < 10-5 cm/sec. | ||||||||||||||||||||||||||||||||||||||||||||||||||||||||||
| P3 | Direct permeability test with permeameter at constant load (with k > 10-5 cm/sec). | P4 | Direct permeability test with variable load permeameter for k < 10-5 cm/sec. | P5 | Direct permeability test with variable load permeameter for k < 10-5 cm/sec. | P6 | Direct permeability test in a triaxial cell, on a specimen with diameter ≤ 40 mm and height ≤ 80 mm for k ≥ [1}10-5{2] cm/sec. | P7 | Direct permeability test in a triaxial cell on a specimen with diameter ≤ 40 mm and height ≤ 80 mm for k < 10-5 cm/sec. | C1 | Determination of chlorides, sulphates and sulphides. | C2 | Determination of organic matter content by an attack with hydrogen peroxide. | R1 | Preparation of cylindrical specimens, cutting and grinding, from cores of the same diameter. | R2 | Preparation, cutting and mechanical grinding of cubic specimens from shapeless samples. | R3 | Determination of natural water content. (ISRM 1972; ASTM D 2216-10). | R4 | The geometric method determines apparent density on regular shaped samples (ISRM 1972; ASTM C97-02). | R5 | Uniaxial compressive strength test. UNI EN 1926:2000; ISRM 1972; ASTM D2938-95; ASTM D7012-04; R.D. 2232/1939. | R6 | The triaxial compressive strength test with Hoek cell was performed on three specimens (ISRM 1977; ASTM D7012-04). | R7 | Triaxial compression strength test with Hoek cell, with axial and radial deformation measurement using strain gauges and calculation of Young’s modulus and Poisson’s coefficient, to be performed on 3 specimens (ISRM 1977; ASTM D7012-04). | R8 | Direct shear test with Hoek cell, with stress-strain curve diagram, including specimen preparation (ASTM D5607-06). | R9 | Determination of the Schmidt index using a rock sclerometer (ASTM D5873-00). | R10 | Determination of the roughness profile of joints using a Burton profilometer (ISRM 1977). | A1 | Particle size analysis by sieving was performed on aggregates with a maximum diameter of up to 63 mm (UNI EN 933-1:2009). | A2 | Determination of the density in piles (UNI EN 1097-3:1999). | A3 | Determination of water content by drying in a ventilated oven (UNI EN 1097-5:2008). | A4 | Determination of real density (CNR 64-1978) | A5 | Determination of wear resistance (CNR 109-1985). | A6 | Determination of water absorption (UNI EN 1097-6:2008). | S1 | Resonant column (RC) test on a 50 mm diameter solid cylindrical specimen (ASTM D4015-07) for the determination of the damping ratio using the half-power band method and decay of the free oscillations and the shear modulus as the deformation level varies (maximum 12 determinations). The test shall include the saturation and isotropic consolidation phases if the test is carried out in succession to the cyclic torsional shear test, the resetting of the specimen for 24 hours at the required effective consolidation pressure, excluding any reconstitution of the specimen. |
S2 | Cyclic torsional shear test on a 50 mm diameter solid cylindrical specimen (ASTM D4015-07) to determine the decay curve of the shear modulus G and the damping ratio D from hysteresis cycles as the deformation level varies (maximum 12 determinations). The test includes the phases of saturation and isotropic consolidation. If the test is performed in succession to the resonant column test, the resetting of the specimen for 24 hours at the required effective consolidation pressure, excluding any reconstitution of the specimen. |
S3 | Cyclic triaxial test (ASTM D3999-03, ASTM D5311-04) on 38 mm diameter soil test specimens to determine the damping ratio from hysteresis cycles and the shear modulus as the deformation level changes, excluding any reconstitution of the test specimen. | S4 | Cyclic triaxial test (ASTM D3999-03, ASTM D5311-04) on soil specimens with a diameter of 70 mm, to determine the damping ratio from hysteresis cycles and the shear modulus as the deformation level changes, excluding any reconstitution of the specimen. | S5 | Cyclic triaxial test (ASTM D3999-03, ASTM D5311-04) controlled load path under cyclic loading conditions on 38 mm diameter soil specimens to determine the liquefaction resistance, excluding the possible reconstitution of the specimen (at least no. 3 specimens). | S6 | Cyclic triaxial test (ASTM D3999-03, ASTM D5311-04) controlled load path under cyclic loading conditions on 70 mm diameter soil specimens to determine the liquefaction resistance, excluding the eventual reconstitution of the specimen (at least no. 3 specimens). | S7 | Simple cyclic shear test (ASTM D6528), for the determination of the stiffness and damping characteristics of soils from small to large deformations (10-2 % < 5%) and the evaluation of the liquefaction potential, excluding any reconstitution of the specimen. |
Engineering and Architecture Research Centre, Polo scientifico e tecnologico di Santa Panasia, 94100 Enna EN
Email: laboratorio.geotecnica@unikore.it
Laboratory manager: Prof. Francesco Castelli
Email: francesco.castelli@unikore.it
Responsible for activities: Prof. Valentina Lentini
Email: valentina.lentini@unikore.it
Università degli Studi di Enna “Kore” – Cittadella Universitaria – 94100 Enna (EN)
C.F.: 01094410865- PARTITA IVA COMUNITARIA: IT01094410865 – P.E.C.: protocollo@pec.unikore.it
Fatturazione elettronica – Codice Destinatario: KRRH6B9
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