{"id":1549,"date":"2021-09-17T10:55:55","date_gmt":"2021-09-17T08:55:55","guid":{"rendered":"https:\/\/teleios-ing.it\/?post_type=project&#038;p=1549"},"modified":"2021-09-17T10:55:55","modified_gmt":"2021-09-17T08:55:55","slug":"geotechnical-modeling-of-the-soil-inside-the-bunge-plant","status":"publish","type":"project","link":"https:\/\/teleios-ing.it\/en\/projects\/geotechnical-modeling-of-the-soil-inside-the-bunge-plant\/","title":{"rendered":"Geotechnical modeling of the soil inside the Bunge plant"},"content":{"rendered":"<p>[et_pb_section fb_built=&#8221;1&#8243; _builder_version=&#8221;4.9.9&#8243; _module_preset=&#8221;default&#8221; global_colors_info=&#8221;{}&#8221;][et_pb_row _builder_version=&#8221;4.9.7&#8243; _module_preset=&#8221;default&#8221; global_colors_info=&#8221;{}&#8221;][et_pb_column type=&#8221;4_4&#8243; _builder_version=&#8221;4.9.7&#8243; _module_preset=&#8221;default&#8221; global_colors_info=&#8221;{}&#8221;][et_pb_text admin_label=&#8221;Titolo&#8221; _builder_version=&#8221;4.10.7&#8243; _module_preset=&#8221;default&#8221; header_3_font=&#8221;|600||on|||||&#8221; header_3_text_align=&#8221;center&#8221; header_3_text_color=&#8221;#4c4566&#8243; header_3_line_height=&#8221;1.6em&#8221; hover_enabled=&#8221;0&#8243; header_3_font_size_tablet=&#8221;20px&#8221; header_3_font_size_phone=&#8221;16px&#8221; header_3_font_size_last_edited=&#8221;on|phone&#8221; header_3_line_height_tablet=&#8221;&#8221; header_3_line_height_phone=&#8221;1.5em&#8221; header_3_line_height_last_edited=&#8221;on|phone&#8221; locked=&#8221;off&#8221; global_colors_info=&#8221;{}&#8221; sticky_enabled=&#8221;0&#8243;]<\/p>\n<h3>ANALYSIS OF GEOTECHNICAL MODELING OF THE SOIL INSIDE THE BUNGE PLANT LOCATED IN PORTO CORSINI, RAVENNA<\/h3>\n<p>[\/et_pb_text][\/et_pb_column][\/et_pb_row][et_pb_row _builder_version=&#8221;4.9.7&#8243; _module_preset=&#8221;default&#8221; global_colors_info=&#8221;{}&#8221;][et_pb_column type=&#8221;4_4&#8243; _builder_version=&#8221;4.9.7&#8243; _module_preset=&#8221;default&#8221; global_colors_info=&#8221;{}&#8221;][et_pb_text _builder_version=&#8221;4.10.7&#8243; _module_preset=&#8221;default&#8221; background_color=&#8221;#f7f7f7&#8243; custom_padding=&#8221;20px|30px|20px|30px|true|true&#8221; hover_enabled=&#8221;0&#8243; text_font_size_tablet=&#8221;&#8221; text_font_size_phone=&#8221;14px&#8221; text_font_size_last_edited=&#8221;on|phone&#8221; text_line_height_tablet=&#8221;&#8221; text_line_height_phone=&#8221;1.7em&#8221; text_line_height_last_edited=&#8221;on|phone&#8221; locked=&#8221;off&#8221; global_colors_info=&#8221;{}&#8221; sticky_enabled=&#8221;0&#8243;]<\/p>\n<p><strong>CLIENT<\/strong>: Bunge<br \/><strong>LOCATION OF INTERVENTION<\/strong>: Municipality of Ravenna, Porto Corsini locality.<br \/><strong>SERVICES RENDERED<\/strong>: geotechnical modeling and load bearing calculations of foundations<br \/><strong>BEGINNING\/END OF WORKS<\/strong>: 2014<\/p>\n<p>[\/et_pb_text][et_pb_text admin_label=&#8221;PROJECT DESCRIPTION&#8221; _builder_version=&#8221;4.10.7&#8243; _module_preset=&#8221;default&#8221; hover_enabled=&#8221;0&#8243; global_colors_info=&#8221;{}&#8221; sticky_enabled=&#8221;0&#8243;]<\/p>\n<p><strong>PROJECT DESCRIPTION<\/strong><\/p>\n<p>An accurate <strong>geotechnical model<\/strong> of the ground inside the Bunge plant located in Porto Corsini in the Municipality of Ravenna has been elaborated.<br \/>For this purpose has been conducted an extensive campaign of geognostic investigations, agreed with the customer.<br \/>Since it is known that the soil is highly compressible, the water table is found close to the level of the country floor and we are in an area with high seismicity, the investigations have provided mainly in situ tests (<strong>CPTu and DMT<\/strong>) as it is known that these investigations are those that best suit the land found and cause the least disturbance.<br \/>These investigations have also been accompanied by <strong>surveys<\/strong> that have the purpose, in addition to the collection of samples for laboratory tests, to be the site of geophysical investigation in down hole and environmental investigations (installation of piezometers).<\/p>\n<p><strong>1. List of investigations carried out<\/strong><\/p>\n<p><strong>ON-SITE TESTS<\/strong><\/p>\n<ul>\n<li>10 static penetrometric tests with piezocone CPTu with lengths between 25.0 and 40.0 m from the ground level;<\/li>\n<li>2 dilatometric tests with flat dilatometer Marchetti DMT having lengths of 30.0 m from the ground level;<\/li>\n<li>3 continuous core drilling with lengths of 40.0 m from the ground level;<\/li>\n<li>Installation of 2 piezometers in borehole;<\/li>\n<li>Execution of a geophysical test in hole type Down-Hole DH for the measurement of the propagation speed of seismic waves of shear Vs;<\/li>\n<li>Execution of 3 single station measurements of microtremors with HVSR technique for the measurement of the propagation velocities of seismic shear waves Vs.<\/li>\n<\/ul>\n<p><strong>LABORATORY TESTS<\/strong><\/p>\n<ul>\n<li>Sampling of 5 undisturbed soil samples from cohesive soil horizons;<\/li>\n<li>6 tests for the determination of the physical parameters of the samples and for the measurement of the limits;<\/li>\n<li>Execution of 4 edometric compression tests to determine the parameters of deformability and consolidation;<\/li>\n<li>Execution of 1 direct shear test for the determination of shear strength parameters in drained conditions;<\/li>\n<li>1 consolidated and drained triaxial test TX CD for the determination of the parameters of deformability and shear strength in drained conditions;<\/li>\n<li>2 consolidated and undrained triaxial tests TX CIU for the determination of the parameters of deformability and shear strength in undrained conditions;<\/li>\n<li>1 RC resonant column test for the measurement of the stiffness degradation and for the variation of the damping coefficient as a function of the magnitude of the tangential deformation.<\/li>\n<\/ul>\n<p>We will propose, <strong>only for the main geotechnical parameters<\/strong>, comparisons between the interpretations of all 10 CPTu performed, so as to screen the uniformity of the geotechnical conditions measured and, subsequently, we will illustrate an interpretation of the DMT dilatometric test.<\/p>\n<p><strong>This will give a complete picture of the results of the tests conducted in situ, their spatial variability and the correlation obtained between the two different types of investigation, all demonstrating the robustness of the geotechnical modeling performed.<\/strong><\/p>\n<p>[\/et_pb_text][et_pb_image src=&#8221;https:\/\/teleios-ing.it\/wp-content\/uploads\/2021\/07\/modellazione-geotecnica-del-terreno-bunge-litologia.jpg&#8221; title_text=&#8221;modellazione-geotecnica-del-terreno-bunge-litologia&#8221; align=&#8221;center&#8221; _builder_version=&#8221;4.9.11&#8243; _module_preset=&#8221;default&#8221; global_colors_info=&#8221;{}&#8221;][\/et_pb_image][et_pb_text admin_label=&#8221;2. Modello geotecnico&#8221; _builder_version=&#8221;4.10.7&#8243; _module_preset=&#8221;default&#8221; hover_enabled=&#8221;0&#8243; global_colors_info=&#8221;{}&#8221; sticky_enabled=&#8221;0&#8243;]<\/p>\n<p>From a lithological point of view, after an initial altered surface layer, a sandy layer is encountered, formed by poorly thickened sands if not dissolved, in the water table, with low mechanical properties. This layer, of power about 9.0 m, from the analysis conducted shows a high susceptibility to liquefaction.<br \/>This aspect is to be seen as completely determinant both for the choice of the foundations to be used and for the characteristics of the foundation itself.<br \/>A next layer of about 17 m thickness, that is from -9.0 m to -26.0 m, is of clayey, or silt-clay nature. In this layer there are only local intercalations of an inconsistent nature which, however, according to the deduction of the geotechnical parameterization, do not change the general behavior of the layer.<br \/>This layer can in turn be separated into two, but only from the lithological point of view, having found in the lower half a higher sandy component. In any case, from the mechanical and deformation point of view, all the in situ analyses conducted converge in asserting that this layer behaves in a rather homogeneous way and can be well equated to a so-called &#8220;soft soil&#8221;, that is a layer of silt-clay nature with sandy intercalations of high compressibility and poor mechanical characteristics.<br \/>Therefore, barring purely lithological evaluations, this layer can be uniformly defined from a mechanical point of view.<\/p>\n<p>[\/et_pb_text][et_pb_image src=&#8221;https:\/\/teleios-ing.it\/wp-content\/uploads\/2021\/07\/modellazione-geotecnica-del-terreno-bunge-angolo-di-attrito.jpg&#8221; title_text=&#8221;modellazione-geotecnica-del-terreno-bunge-angolo-di-attrito&#8221; align=&#8221;center&#8221; _builder_version=&#8221;4.9.11&#8243; _module_preset=&#8221;default&#8221; global_colors_info=&#8221;{}&#8221;][\/et_pb_image][et_pb_image src=&#8221;https:\/\/teleios-ing.it\/wp-content\/uploads\/2021\/07\/modellazione-geotecnica-del-terreno-bunge-resistenza-non-drenata.jpg&#8221; title_text=&#8221;modellazione-geotecnica-del-terreno-bunge-resistenza-non-drenata&#8221; align=&#8221;center&#8221; _builder_version=&#8221;4.9.11&#8243; _module_preset=&#8221;default&#8221; global_colors_info=&#8221;{}&#8221;][\/et_pb_image][et_pb_image src=&#8221;https:\/\/teleios-ing.it\/wp-content\/uploads\/2021\/07\/modellazione-geotecnica-del-terreno-bunge-densita-relativa.jpg&#8221; title_text=&#8221;modellazione-geotecnica-del-terreno-bunge-densita-relativa&#8221; align=&#8221;center&#8221; _builder_version=&#8221;4.9.11&#8243; _module_preset=&#8221;default&#8221; locked=&#8221;off&#8221; global_colors_info=&#8221;{}&#8221;][\/et_pb_image][et_pb_image src=&#8221;https:\/\/teleios-ing.it\/wp-content\/uploads\/2021\/07\/modellazione-geotecnica-del-terreno-bunge-velocita-onde-sismiche.jpg&#8221; title_text=&#8221;modellazione-geotecnica-del-terreno-bunge-velocita-onde-sismiche&#8221; align=&#8221;center&#8221; _builder_version=&#8221;4.9.11&#8243; _module_preset=&#8221;default&#8221; locked=&#8221;off&#8221; global_colors_info=&#8221;{}&#8221;][\/et_pb_image][et_pb_image src=&#8221;https:\/\/teleios-ing.it\/wp-content\/uploads\/2021\/07\/modellazione-geotecnica-del-terreno-bunge-modulo-elasticita-tangenziale.jpg&#8221; title_text=&#8221;modellazione-geotecnica-del-terreno-bunge-modulo-elasticita-tangenziale&#8221; align=&#8221;center&#8221; _builder_version=&#8221;4.9.11&#8243; _module_preset=&#8221;default&#8221; locked=&#8221;off&#8221; global_colors_info=&#8221;{}&#8221;][\/et_pb_image][et_pb_image src=&#8221;https:\/\/teleios-ing.it\/wp-content\/uploads\/2021\/07\/modellazione-geotecnica-del-terreno-bunge-modulo-edometrico-sabbia.jpg&#8221; title_text=&#8221;modellazione-geotecnica-del-terreno-bunge-modulo-edometrico-sabbia&#8221; align=&#8221;center&#8221; _builder_version=&#8221;4.9.11&#8243; _module_preset=&#8221;default&#8221; locked=&#8221;off&#8221; global_colors_info=&#8221;{}&#8221;][\/et_pb_image][et_pb_image src=&#8221;https:\/\/teleios-ing.it\/wp-content\/uploads\/2021\/07\/modellazione-geotecnica-del-terreno-bunge-modulo-edometrico-argilla.jpg&#8221; title_text=&#8221;modellazione-geotecnica-del-terreno-bunge-modulo-edometrico-argilla&#8221; align=&#8221;center&#8221; _builder_version=&#8221;4.9.11&#8243; _module_preset=&#8221;default&#8221; locked=&#8221;off&#8221; global_colors_info=&#8221;{}&#8221;][\/et_pb_image][et_pb_text admin_label=&#8221;Principali grafici di interpretazione prova dilatometrica&#8221; _builder_version=&#8221;4.10.7&#8243; _module_preset=&#8221;default&#8221; text_orientation=&#8221;center&#8221; custom_margin=&#8221;||5px||false|false&#8221; hover_enabled=&#8221;0&#8243; locked=&#8221;off&#8221; global_colors_info=&#8221;{}&#8221; sticky_enabled=&#8221;0&#8243;]<\/p>\n<p><strong>Main graphics of dilatometric test interpretation<\/strong><\/p>\n<p>[\/et_pb_text][et_pb_image src=&#8221;https:\/\/teleios-ing.it\/wp-content\/uploads\/2021\/07\/modellazione-geotecnica-del-terreno-bunge-parametri-intermedi-da-dmt.jpg&#8221; title_text=&#8221;modellazione-geotecnica-del-terreno-bunge-parametri-intermedi-da-dmt&#8221; align=&#8221;center&#8221; _builder_version=&#8221;4.9.11&#8243; _module_preset=&#8221;default&#8221; locked=&#8221;off&#8221; global_colors_info=&#8221;{}&#8221;][\/et_pb_image][et_pb_image src=&#8221;https:\/\/teleios-ing.it\/wp-content\/uploads\/2021\/07\/modellazione-geotecnica-del-terreno-bunge-litologia-da-dmt.jpg&#8221; title_text=&#8221;modellazione-geotecnica-del-terreno-bunge-litologia-da-dmt&#8221; align=&#8221;center&#8221; _builder_version=&#8221;4.9.11&#8243; _module_preset=&#8221;default&#8221; locked=&#8221;off&#8221; global_colors_info=&#8221;{}&#8221;][\/et_pb_image][et_pb_image src=&#8221;https:\/\/teleios-ing.it\/wp-content\/uploads\/2021\/07\/modellazione-geotecnica-del-terreno-bunge-resistenza-non-drenata-2.jpg&#8221; title_text=&#8221;modellazione-geotecnica-del-terreno-bunge-resistenza-non-drenata-2&#8243; align=&#8221;center&#8221; _builder_version=&#8221;4.9.11&#8243; _module_preset=&#8221;default&#8221; locked=&#8221;off&#8221; global_colors_info=&#8221;{}&#8221;][\/et_pb_image][et_pb_image src=&#8221;https:\/\/teleios-ing.it\/wp-content\/uploads\/2021\/07\/modellazione-geotecnica-del-terreno-bunge-angolo-di-attrito-2.jpg&#8221; title_text=&#8221;modellazione-geotecnica-del-terreno-bunge-angolo-di-attrito-2&#8243; align=&#8221;center&#8221; _builder_version=&#8221;4.9.11&#8243; _module_preset=&#8221;default&#8221; locked=&#8221;off&#8221; global_colors_info=&#8221;{}&#8221;][\/et_pb_image][et_pb_image src=&#8221;https:\/\/teleios-ing.it\/wp-content\/uploads\/2021\/07\/modellazione-geotecnica-del-terreno-bunge-velocita-onde-di-taglio.jpg&#8221; title_text=&#8221;modellazione-geotecnica-del-terreno-bunge-velocita-onde-di-taglio&#8221; align=&#8221;center&#8221; _builder_version=&#8221;4.9.11&#8243; _module_preset=&#8221;default&#8221; locked=&#8221;off&#8221; global_colors_info=&#8221;{}&#8221;][\/et_pb_image][et_pb_image src=&#8221;https:\/\/teleios-ing.it\/wp-content\/uploads\/2021\/07\/modellazione-geotecnica-del-terreno-bunge-modulo-elasticita-tangenziale-2.jpg&#8221; title_text=&#8221;modellazione-geotecnica-del-terreno-bunge-modulo-elasticita-tangenziale-2&#8243; align=&#8221;center&#8221; _builder_version=&#8221;4.9.11&#8243; _module_preset=&#8221;default&#8221; locked=&#8221;off&#8221; global_colors_info=&#8221;{}&#8221;][\/et_pb_image][et_pb_image src=&#8221;https:\/\/teleios-ing.it\/wp-content\/uploads\/2021\/07\/modellazione-geotecnica-del-terreno-bunge-modulo-edometrico.jpg&#8221; title_text=&#8221;modellazione-geotecnica-del-terreno-bunge-modulo-edometrico&#8221; align=&#8221;center&#8221; _builder_version=&#8221;4.9.11&#8243; _module_preset=&#8221;default&#8221; locked=&#8221;off&#8221; global_colors_info=&#8221;{}&#8221;][\/et_pb_image][et_pb_image src=&#8221;https:\/\/teleios-ing.it\/wp-content\/uploads\/2021\/07\/modellazione-geotecnica-del-terreno-bunge-coefficente-di-spinta.jpg&#8221; title_text=&#8221;modellazione-geotecnica-del-terreno-bunge-coefficente-di-spinta&#8221; align=&#8221;center&#8221; _builder_version=&#8221;4.9.11&#8243; _module_preset=&#8221;default&#8221; locked=&#8221;off&#8221; global_colors_info=&#8221;{}&#8221;][\/et_pb_image][et_pb_text admin_label=&#8221;3. Progetto fondazioni passerella&#8221; _builder_version=&#8221;4.10.7&#8243; _module_preset=&#8221;default&#8221; hover_enabled=&#8221;0&#8243; locked=&#8221;off&#8221; global_colors_info=&#8221;{}&#8221; sticky_enabled=&#8221;0&#8243;]<\/p>\n<p>All data have been elaborated by Teleios using the most recent theories on the subject, crossing more data and more variables, in order to reach an accurate series of geotechnical models suitable for all the different foundation hypothesis that can be adapted to the works and to the geotechnical characteristics in question.<br \/>The programs with which the parameters constituting the geotechnical models have been deduced have been directly elaborated by Teleios based on the most updated scientific bibliography produced at international level.<br \/>The models created range from those suitable for the calculation of piles and surface foundations, both in terms of strength and deformability, to hardening soil models to be used in finite element programs such as Plaxis, and hyperbolic models for a BEM calculation program, specific for the calculation of pile foundations, such as Repute (Geocentrix).<br \/>An example of a small HS geotechnical model that can be used in Plaxis is shown.<\/p>\n<p>[\/et_pb_text][et_pb_image src=&#8221;https:\/\/teleios-ing.it\/wp-content\/uploads\/2021\/07\/modellazione-geotecnica-del-terreno-bunge-tabella-parametri.png&#8221; title_text=&#8221;modellazione-geotecnica-del-terreno-bunge-tabella-parametri&#8221; align=&#8221;center&#8221; _builder_version=&#8221;4.9.11&#8243; _module_preset=&#8221;default&#8221; locked=&#8221;off&#8221; global_colors_info=&#8221;{}&#8221;][\/et_pb_image][\/et_pb_column][\/et_pb_row][\/et_pb_section]<\/p>\n","protected":false},"excerpt":{"rendered":"<p>ANALYSIS OF GEOTECHNICAL MODELING OF THE SOIL INSIDE THE BUNGE PLANT LOCATED IN PORTO CORSINI, RAVENNACLIENT: BungeLOCATION OF INTERVENTION: Municipality of Ravenna, Porto Corsini locality.SERVICES RENDERED: geotechnical modeling and load bearing calculations of foundationsBEGINNING\/END OF WORKS: 2014PROJECT DESCRIPTION An accurate geotechnical model of the ground inside the Bunge plant located in Porto Corsini in the [&hellip;]<\/p>\n","protected":false},"author":5,"featured_media":1552,"comment_status":"open","ping_status":"closed","template":"","meta":{"_et_pb_use_builder":"on","_et_pb_old_content":"<p>[et_pb_section fb_built=\"1\" _builder_version=\"4.9.9\" _module_preset=\"default\" global_colors_info=\"{}\"][et_pb_row _builder_version=\"4.9.7\" _module_preset=\"default\" global_colors_info=\"{}\"][et_pb_column type=\"4_4\" _builder_version=\"4.9.7\" _module_preset=\"default\" global_colors_info=\"{}\"][et_pb_text admin_label=\"Titolo\" _builder_version=\"4.9.9\" _module_preset=\"default\" header_3_font=\"|600||on|||||\" header_3_text_align=\"center\" header_3_text_color=\"#4c4566\" header_3_line_height=\"1.6em\" header_3_font_size_tablet=\"20px\" header_3_font_size_phone=\"16px\" header_3_font_size_last_edited=\"on|phone\" header_3_line_height_tablet=\"\" header_3_line_height_phone=\"1.5em\" header_3_line_height_last_edited=\"on|phone\" locked=\"off\" global_colors_info=\"{}\"]<\/p><h3>ANALISI DI MODELLAZIONE GEOTECNICA DEL TERRENO ALL\u2019INTERNO DELLO STABILIMENTO BUNGE SITO IN LOCALITA\u2019 PORTO CORSINI, RAVENNA<\/h3><p>[\/et_pb_text][\/et_pb_column][\/et_pb_row][et_pb_row _builder_version=\"4.9.7\" _module_preset=\"default\" global_colors_info=\"{}\"][et_pb_column type=\"4_4\" _builder_version=\"4.9.7\" _module_preset=\"default\" global_colors_info=\"{}\"][et_pb_text _builder_version=\"4.9.9\" _module_preset=\"default\" background_color=\"#f7f7f7\" custom_padding=\"20px|30px|20px|30px|true|true\" text_font_size_tablet=\"\" text_font_size_phone=\"14px\" text_font_size_last_edited=\"on|phone\" text_line_height_tablet=\"\" text_line_height_phone=\"1.7em\" text_line_height_last_edited=\"on|phone\" locked=\"off\" global_colors_info=\"{}\"]<\/p><p><strong>COMMITTENTE<\/strong>: Bunge<br \/><strong>UBICAZIONE INTERVENTO<\/strong>: Comune di Ravenna, localit\u00e0 Porto Corsini<br \/><strong>PRESTAZIONI SVOLTE<\/strong>: modellazione geotecnica e calcoli di portata delle fondazioni<br \/><strong>INIZIO\/FINE LAVORI<\/strong>: 2014<\/p><p>[\/et_pb_text][et_pb_text admin_label=\"DESCRIZIONE PROGETTO\" _builder_version=\"4.9.9\" _module_preset=\"default\" global_colors_info=\"{}\"]<\/p><p><strong>DESCRIZIONE PROGETTO<\/strong><\/p><p>\u00c8 stato elaborato un accurato <strong>modello geotecnico<\/strong> del terreno all\u2019interno dello stabilimento Bunge sito in localit\u00e0 Porto Corsini nel Comune di Ravenna.<br \/>Per questo scopo \u00e8 stata condotta un\u2019ampia campagna di indagini geognostiche, concordata assieme al Cliente.<br \/>Essendo noto che il terreno ivi presente \u00e8 di natura fortemente compressibile, si riscontra la falda prossima al livello del piano campagna e ci si trova in zona ad elevata sismicit\u00e0, le indagini hanno previsto principalmente prove in situ (<strong>CPTu e DMT<\/strong>) in quanto \u00e8 conosciuto che tali indagini sono quelle che meglio si adattano ai terreni riscontrati e vi arrecano il minore disturbo.<br \/>Tali indagini sono state accompagnate anche da <strong>sondaggi<\/strong> che hanno anche lo scopo, oltre al prelievo di campioni per l\u2019esecuzione di prove di laboratorio, di essere sede di indagine geofisica in foro down hole e di indagini ambientali (installazione di piezometri).<\/p><p><strong>1. Elenco indagini eseguite<\/strong><\/p><p><strong>PROVE IN SITO<\/strong><\/p><ul><li>N.ro 10 prove penetrometriche statiche con piezocono CPTu aventi lunghezze comprese tra 25.0 e 40.0 m dal p.c.<\/li><li>N.ro 2 prove dilatometriche con dilatometro piatto Marchetti DMT aventi lunghezze di 30.0 m dal p.c.<\/li><li>N.ro 3 sondaggi a carotaggio continuo aventi lunghezze di 40.0 m dal p.c.<\/li><li>Installazione di n.ro 2 piezometri in foro di sondaggio;<\/li><li>Esecuzione di n.ro 1 prova geofisica in foro tipo Down-Hole DH per la misura delle velocit\u00e0 di propagazione delle onde sismiche di taglio Vs;<\/li><li>Esecuzione di n.ro 3 misure a stazione singola dei microtremori con tecnica HVSR per la misura delle velocit\u00e0 di propagazione delle onde sismiche di taglio Vs.<\/li><\/ul><p><strong>PROVE IN LABORATORIO<\/strong><\/p><ul><li>Prelievo di n.ro 5 campioni indisturbati di terreno dagli orizzonti di terreno a carattere coesivo;<\/li><li>N.ro 6 prove per la determinazione dei parametri fisici dei campioni e per la misura dei limiti;<\/li><li>Esecuzione di n.ro 4 prove di compressione edometrica per la determinazione dei parametri di deformabilit\u00e0 e di consolidazione;<\/li><li>Esecuzione di n.ro 1 prova di taglio diretto per la determinazione dei parametri di resistenza al taglio in condizioni drenate;<\/li><li>N.ro 1 prova triassiale consolidata e drenata TX CD per la determinazione dei parametri di deformabilit\u00e0 e di resistenza al taglio in condizioni drenate;<\/li><li>N.ro 2 prove triassiali consolidate non drenate TX CIU per la determinazione dei parametri di deformabilit\u00e0 e di resistenza al taglio in condizioni non drenate;<\/li><li>N.ro 1 prova in colonna risonante RC per la misura del degrado della rigidezza e per la variazione del coefficiente di smorzamento in funzione dell\u2019entit\u00e0 della deformazione tangenziale.<\/li><\/ul><p>Si proporranno, <strong>solo per i principali parametri geotecnici<\/strong>, i confronti tra le interpretazioni di tutte le 10 CPTu eseguite, cos\u00ec da vagliare l\u2019uniformit\u00e0 delle condizioni geotecniche misurate e, successivamente, si illustrer\u00e0 un\u2019interpretazione della prova dilatometrica DMT.<\/p><p><strong>In tal maniera si avr\u00e0 un quadro completo dei risultati delle prove condotte in sito, della loro variabilit\u00e0 spaziale e della correlazione che si ottiene tra i due diversi tipi di indagine, il tutto a dimostrazione della robustezza della modellazione geotecnica eseguita.<\/strong><\/p><p>[\/et_pb_text][et_pb_image src=\"https:\/\/teleios-ing.it\/wp-content\/uploads\/2021\/07\/modellazione-geotecnica-del-terreno-bunge-litologia.jpg\" title_text=\"modellazione-geotecnica-del-terreno-bunge-litologia\" align=\"center\" _builder_version=\"4.9.11\" _module_preset=\"default\" global_colors_info=\"{}\"][\/et_pb_image][et_pb_text admin_label=\"2. Modello geotecnico\" _builder_version=\"4.9.9\" _module_preset=\"default\" global_colors_info=\"{}\"]<\/p><p>Dal punto di vista litologico, dopo un primo strato superficiale alterato si rincontra uno strato sabbioso, formato da sabbie poco addensate se non sciolte, in falda, di basse propriet\u00e0 meccaniche. Questo strato, di potenza circa 9.0 m, dalle analisi condotte mostra un\u2019elevata suscettibilit\u00e0 alla liquefazione.<br \/>Questo aspetto \u00e8 da vedersi del tutto determinante sia per la scelta delle fondazioni da utilizzarsi sia per le caratteristiche della fondazione stessa.<br \/>Uno strato successivo di circa 17 m di spessore, ovvero da -9.0 m a -26.0 m, si presenta di natura argillosa, o limo argillosa. In questo strato sono presenti solo locali intercalazioni di natura incoerente che per\u00f2, secondo quanto dedotto dalla parametrizzazione geotecnica, non modificano il comportamento generale dello strato.<br \/>Questo strato pu\u00f2 a sua volta essere separato in due, ma solo dal punto di vista litologico, avendo riscontato nella met\u00e0 inferiore una pi\u00f9 alta componente sabbiosa. In ogni caso dal punto di vista meccanico e deformativo, tutte le analisi in situ condotte convergono nell\u2019asserire che questo strato si comporta in modo piuttosto omogeneo pu\u00f2 essere ben equiparato ad un cosiddetto \u201csoft soil\u201d, ovvero ad uno strato di natura limo argillosa con intercalazioni sabbiose di elevata compressibilit\u00e0 e di caratteristiche meccaniche scadenti.<br \/>Pertanto, a meno di valutazioni prettamente litologiche, questo strato pu\u00f2 essere definito in modo uniforme dal punto di vista meccanico.<\/p><p>[\/et_pb_text][et_pb_image src=\"https:\/\/teleios-ing.it\/wp-content\/uploads\/2021\/07\/modellazione-geotecnica-del-terreno-bunge-angolo-di-attrito.jpg\" title_text=\"modellazione-geotecnica-del-terreno-bunge-angolo-di-attrito\" align=\"center\" _builder_version=\"4.9.11\" _module_preset=\"default\" global_colors_info=\"{}\"][\/et_pb_image][et_pb_image src=\"https:\/\/teleios-ing.it\/wp-content\/uploads\/2021\/07\/modellazione-geotecnica-del-terreno-bunge-resistenza-non-drenata.jpg\" title_text=\"modellazione-geotecnica-del-terreno-bunge-resistenza-non-drenata\" align=\"center\" _builder_version=\"4.9.11\" _module_preset=\"default\" global_colors_info=\"{}\"][\/et_pb_image][et_pb_image src=\"https:\/\/teleios-ing.it\/wp-content\/uploads\/2021\/07\/modellazione-geotecnica-del-terreno-bunge-densita-relativa.jpg\" title_text=\"modellazione-geotecnica-del-terreno-bunge-densita-relativa\" align=\"center\" _builder_version=\"4.9.11\" _module_preset=\"default\" locked=\"off\" global_colors_info=\"{}\"][\/et_pb_image][et_pb_image src=\"https:\/\/teleios-ing.it\/wp-content\/uploads\/2021\/07\/modellazione-geotecnica-del-terreno-bunge-velocita-onde-sismiche.jpg\" title_text=\"modellazione-geotecnica-del-terreno-bunge-velocita-onde-sismiche\" align=\"center\" _builder_version=\"4.9.11\" _module_preset=\"default\" locked=\"off\" global_colors_info=\"{}\"][\/et_pb_image][et_pb_image src=\"https:\/\/teleios-ing.it\/wp-content\/uploads\/2021\/07\/modellazione-geotecnica-del-terreno-bunge-modulo-elasticita-tangenziale.jpg\" title_text=\"modellazione-geotecnica-del-terreno-bunge-modulo-elasticita-tangenziale\" align=\"center\" _builder_version=\"4.9.11\" _module_preset=\"default\" locked=\"off\" global_colors_info=\"{}\"][\/et_pb_image][et_pb_image src=\"https:\/\/teleios-ing.it\/wp-content\/uploads\/2021\/07\/modellazione-geotecnica-del-terreno-bunge-modulo-edometrico-sabbia.jpg\" title_text=\"modellazione-geotecnica-del-terreno-bunge-modulo-edometrico-sabbia\" align=\"center\" _builder_version=\"4.9.11\" _module_preset=\"default\" locked=\"off\" global_colors_info=\"{}\"][\/et_pb_image][et_pb_image src=\"https:\/\/teleios-ing.it\/wp-content\/uploads\/2021\/07\/modellazione-geotecnica-del-terreno-bunge-modulo-edometrico-argilla.jpg\" title_text=\"modellazione-geotecnica-del-terreno-bunge-modulo-edometrico-argilla\" align=\"center\" _builder_version=\"4.9.11\" _module_preset=\"default\" locked=\"off\" global_colors_info=\"{}\"][\/et_pb_image][et_pb_text admin_label=\"Principali grafici di interpretazione prova dilatometrica\" _builder_version=\"4.9.9\" _module_preset=\"default\" text_orientation=\"center\" custom_margin=\"||5px||false|false\" locked=\"off\" global_colors_info=\"{}\"]<\/p><p><strong>Principali grafici di interpretazione prova dilatometrica<\/strong><\/p><p>[\/et_pb_text][et_pb_image src=\"https:\/\/teleios-ing.it\/wp-content\/uploads\/2021\/07\/modellazione-geotecnica-del-terreno-bunge-parametri-intermedi-da-dmt.jpg\" title_text=\"modellazione-geotecnica-del-terreno-bunge-parametri-intermedi-da-dmt\" align=\"center\" _builder_version=\"4.9.11\" _module_preset=\"default\" locked=\"off\" global_colors_info=\"{}\"][\/et_pb_image][et_pb_image src=\"https:\/\/teleios-ing.it\/wp-content\/uploads\/2021\/07\/modellazione-geotecnica-del-terreno-bunge-litologia-da-dmt.jpg\" title_text=\"modellazione-geotecnica-del-terreno-bunge-litologia-da-dmt\" align=\"center\" _builder_version=\"4.9.11\" _module_preset=\"default\" locked=\"off\" global_colors_info=\"{}\"][\/et_pb_image][et_pb_image src=\"https:\/\/teleios-ing.it\/wp-content\/uploads\/2021\/07\/modellazione-geotecnica-del-terreno-bunge-resistenza-non-drenata-2.jpg\" title_text=\"modellazione-geotecnica-del-terreno-bunge-resistenza-non-drenata-2\" align=\"center\" _builder_version=\"4.9.11\" _module_preset=\"default\" locked=\"off\" global_colors_info=\"{}\"][\/et_pb_image][et_pb_image src=\"https:\/\/teleios-ing.it\/wp-content\/uploads\/2021\/07\/modellazione-geotecnica-del-terreno-bunge-angolo-di-attrito-2.jpg\" title_text=\"modellazione-geotecnica-del-terreno-bunge-angolo-di-attrito-2\" align=\"center\" _builder_version=\"4.9.11\" _module_preset=\"default\" locked=\"off\" global_colors_info=\"{}\"][\/et_pb_image][et_pb_image src=\"https:\/\/teleios-ing.it\/wp-content\/uploads\/2021\/07\/modellazione-geotecnica-del-terreno-bunge-velocita-onde-di-taglio.jpg\" title_text=\"modellazione-geotecnica-del-terreno-bunge-velocita-onde-di-taglio\" align=\"center\" _builder_version=\"4.9.11\" _module_preset=\"default\" locked=\"off\" global_colors_info=\"{}\"][\/et_pb_image][et_pb_image src=\"https:\/\/teleios-ing.it\/wp-content\/uploads\/2021\/07\/modellazione-geotecnica-del-terreno-bunge-modulo-elasticita-tangenziale-2.jpg\" title_text=\"modellazione-geotecnica-del-terreno-bunge-modulo-elasticita-tangenziale-2\" align=\"center\" _builder_version=\"4.9.11\" _module_preset=\"default\" locked=\"off\" global_colors_info=\"{}\"][\/et_pb_image][et_pb_image src=\"https:\/\/teleios-ing.it\/wp-content\/uploads\/2021\/07\/modellazione-geotecnica-del-terreno-bunge-modulo-edometrico.jpg\" title_text=\"modellazione-geotecnica-del-terreno-bunge-modulo-edometrico\" align=\"center\" _builder_version=\"4.9.11\" _module_preset=\"default\" locked=\"off\" global_colors_info=\"{}\"][\/et_pb_image][et_pb_image src=\"https:\/\/teleios-ing.it\/wp-content\/uploads\/2021\/07\/modellazione-geotecnica-del-terreno-bunge-coefficente-di-spinta.jpg\" title_text=\"modellazione-geotecnica-del-terreno-bunge-coefficente-di-spinta\" align=\"center\" _builder_version=\"4.9.11\" _module_preset=\"default\" locked=\"off\" global_colors_info=\"{}\"][\/et_pb_image][et_pb_text admin_label=\"3. Progetto fondazioni passerella\" _builder_version=\"4.9.9\" _module_preset=\"default\" locked=\"off\" global_colors_info=\"{}\"]<\/p><p>Tutti i dati sono stati elaborati da Teleios utilizzando le pi\u00f9 recenti teorie in materia, incrociando pi\u00f9 dati e pi\u00f9 variabili, al fine di pervenire ad <strong>un\u2019accurata serie di modelli geotecnici<\/strong> atti a tutte le svariate ipotesi di fondazioni che possono adattarsi alle opere ed alle caratteristiche geotecniche in oggetto.<br \/>I programmi con cui sono stati dedotti i parametri costituenti i modelli geotecnici sono stati direttamente elaborati da Teleios basandosi sulla pi\u00f9 aggiornata bibliografia scientifica prodotta a livello internazionale.<br \/>I modelli creati vanno da quelli adeguati per il calcolo di pali e di fondazioni superficiali, sia in termini di resistenza che di deformabilit\u00e0, sia modelli hardening soil da utilizzarsi in programmi ad elementi finiti quale Plaxis, sia modelli iperbolici per un programma di calcolo BEM, specifico per il calcolo di fondazioni su pali, come ad esempio Repute (Geocentrix).<br \/>Si riporta un esempio di modello geotecnico HS small che pu\u00f2 essere usato in Plaxis.<\/p><p>[\/et_pb_text][et_pb_image src=\"https:\/\/teleios-ing.it\/wp-content\/uploads\/2021\/07\/modellazione-geotecnica-del-terreno-bunge-tabella-parametri.png\" title_text=\"modellazione-geotecnica-del-terreno-bunge-tabella-parametri\" align=\"center\" _builder_version=\"4.9.11\" _module_preset=\"default\" hover_enabled=\"0\" locked=\"off\" global_colors_info=\"{}\" sticky_enabled=\"0\"][\/et_pb_image][\/et_pb_column][\/et_pb_row][\/et_pb_section]<\/p>","_et_gb_content_width":"","footnotes":""},"project_category":[11],"project_tag":[],"class_list":["post-1549","project","type-project","status-publish","has-post-thumbnail","hentry","project_category-geotechnics-and-foundations"],"_links":{"self":[{"href":"https:\/\/teleios-ing.it\/en\/wp-json\/wp\/v2\/project\/1549","targetHints":{"allow":["GET"]}}],"collection":[{"href":"https:\/\/teleios-ing.it\/en\/wp-json\/wp\/v2\/project"}],"about":[{"href":"https:\/\/teleios-ing.it\/en\/wp-json\/wp\/v2\/types\/project"}],"author":[{"embeddable":true,"href":"https:\/\/teleios-ing.it\/en\/wp-json\/wp\/v2\/users\/5"}],"replies":[{"embeddable":true,"href":"https:\/\/teleios-ing.it\/en\/wp-json\/wp\/v2\/comments?post=1549"}],"version-history":[{"count":4,"href":"https:\/\/teleios-ing.it\/en\/wp-json\/wp\/v2\/project\/1549\/revisions"}],"predecessor-version":[{"id":1555,"href":"https:\/\/teleios-ing.it\/en\/wp-json\/wp\/v2\/project\/1549\/revisions\/1555"}],"wp:featuredmedia":[{"embeddable":true,"href":"https:\/\/teleios-ing.it\/en\/wp-json\/wp\/v2\/media\/1552"}],"wp:attachment":[{"href":"https:\/\/teleios-ing.it\/en\/wp-json\/wp\/v2\/media?parent=1549"}],"wp:term":[{"taxonomy":"project_category","embeddable":true,"href":"https:\/\/teleios-ing.it\/en\/wp-json\/wp\/v2\/project_category?post=1549"},{"taxonomy":"project_tag","embeddable":true,"href":"https:\/\/teleios-ing.it\/en\/wp-json\/wp\/v2\/project_tag?post=1549"}],"curies":[{"name":"wp","href":"https:\/\/api.w.org\/{rel}","templated":true}]}}