[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=”4.10.7″ _module_preset=”default” header_3_font=”|600||on|||||” header_3_text_align=”center” header_3_text_color=”#4c4566″ header_3_line_height=”1.6em” hover_enabled=”0″ 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=”{}” sticky_enabled=”0″]<\/p>\n
[\/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=”4.10.7″ _module_preset=”default” background_color=”#f7f7f7″ custom_padding=”20px|30px|20px|30px|true|true” hover_enabled=”0″ 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=”{}” sticky_enabled=”0″]<\/p>\n
CLIENT<\/strong>: Ceramica Sant’Agostino [\/et_pb_text][et_pb_text admin_label=”PROJECT DESCRIPTION” _builder_version=”4.10.7″ _module_preset=”default” hover_enabled=”0″ global_colors_info=”{}” sticky_enabled=”0″]<\/p>\n PROJECT DESCRIPTION<\/strong> 1. FDP piles<\/strong> The FDP piles of the test field are roto-fixed piles without soil removal, made by means of a machine, similar to the one that makes drilled piles, which, however, uses a special excavation tool that, during the advancement by rotation in the soil, moves the latter laterally, compacting it and avoiding its removal.<\/p>\n The result is a pile that performs much better than a drilled pile, in which the removal of soil from the hole causes detensioning in the hole itself with consequent lower performance in terms of resistance and rigidity, which is similar, even conceptually, to the performance of an infixed pile, known as a “soil displacement pile”.<\/p>\n [\/et_pb_text][et_pb_image src=”https:\/\/teleios-ing.it\/wp-content\/uploads\/2021\/07\/campo-prove-pali-fdp.jpg” title_text=”campo-prove-pali-fdp” align=”center” _builder_version=”4.9.11″ _module_preset=”default” global_colors_info=”{}”][\/et_pb_image][et_pb_text admin_label=”2. Layout CAMPO PROVE” _builder_version=”4.10.7″ _module_preset=”default” hover_enabled=”0″ global_colors_info=”{}” sticky_enabled=”0″]<\/p>\n When the tool has reached the required depth, the concrete casting starts from the bottom of the hole, withdrawing the tool in parallel. When the tool has been completely withdrawn and the hole is filled with concrete, the reinforcement cage is inserted by crane.<\/p>\n 2. TEST FIELD Layout<\/strong> [\/et_pb_text][et_pb_image src=”https:\/\/teleios-ing.it\/wp-content\/uploads\/2021\/07\/campo-prove-pali-fdp-layout.jpg” title_text=”campo-prove-pali-fdp-layout” align=”center” _builder_version=”4.9.11″ _module_preset=”default” global_colors_info=”{}”][\/et_pb_image][et_pb_text _builder_version=”4.10.7″ _module_preset=”default” hover_enabled=”0″ global_colors_info=”{}” sticky_enabled=”0″]<\/p>\n It was decided to test poles of three different diameters:<\/strong> Three FDP contrast poles \u00d8 = 510 mm were constructed in a triangular arrangement. Load tests performed<\/strong> [\/et_pb_text][et_pb_image src=”https:\/\/teleios-ing.it\/wp-content\/uploads\/2021\/07\/campo-prove-pali-fdp-prove-carico-eseguite.png” title_text=”campo-prove-pali-fdp-prove-carico-eseguite” align=”center” _builder_version=”4.9.11″ _module_preset=”default” global_colors_info=”{}”][\/et_pb_image][et_pb_text _builder_version=”4.10.7″ _module_preset=”default” hover_enabled=”0″ global_colors_info=”{}” sticky_enabled=”0″]<\/p>\n Among the dynamic tests with a high level of deformation, the most widespread is the so-called CASE test, whose purpose is the determination of the limit load of the pile-soil assembly.<\/p>\n The test, now defined by ASTM D4945-08 “Standard Test Method for High Strain Dynamic Testing of Deep Foundations”, is performed by acquiring the force and speed values of a mechanical wave propagating in the pile following the impact generated by the fall of a hammer on the head of the same.<\/p>\n [\/et_pb_text][et_pb_image src=”https:\/\/teleios-ing.it\/wp-content\/uploads\/2021\/07\/campo-prove-pali-fdp-grafico.jpg” title_text=”campo-prove-pali-fdp-grafico” align=”center” _builder_version=”4.9.11″ _module_preset=”default” global_colors_info=”{}”][\/et_pb_image][et_pb_text admin_label=”3. Interpretazione prove di carico” _builder_version=”4.10.7″ _module_preset=”default” hover_enabled=”0″ global_colors_info=”{}” sticky_enabled=”0″]<\/p>\n 3. Load Test Interpretation<\/strong> [\/et_pb_text][et_pb_text admin_label=”CHIN – Choice of straight lines” _builder_version=”4.10.7″ _module_preset=”default” custom_margin=”||4px||false|false” hover_enabled=”0″ global_colors_info=”{}” sticky_enabled=”0″]<\/p>\n CHIN – Choice of straight lines<\/strong><\/p>\n [\/et_pb_text][et_pb_image src=”https:\/\/teleios-ing.it\/wp-content\/uploads\/2021\/07\/campo-prove-pali-fdp-scelta-delle-rette.jpg” title_text=”campo-prove-pali-fdp-scelta-delle-rette” align=”center” _builder_version=”4.9.11″ _module_preset=”default” global_colors_info=”{}”][\/et_pb_image][et_pb_text admin_label=”Equation of straight lines and limit load calculation” _builder_version=”4.10.7″ _module_preset=”default” custom_margin=”||4px||false|false” hover_enabled=”0″ global_colors_info=”{}” sticky_enabled=”0″]<\/p>\n Equation of straight lines and limit load calculation<\/strong><\/p>\n [\/et_pb_text][et_pb_image src=”https:\/\/teleios-ing.it\/wp-content\/uploads\/2021\/07\/campo-prove-pali-fdp-equazione-delle-rette.jpg” title_text=”campo-prove-pali-fdp-equazione-delle-rette” align=”center” _builder_version=”4.9.11″ _module_preset=”default” global_colors_info=”{}”][\/et_pb_image][et_pb_text admin_label=”Simulation of the load-slip curve and comparison with experimental curve” _builder_version=”4.10.7″ _module_preset=”default” custom_margin=”||4px||false|false” hover_enabled=”0″ global_colors_info=”{}” sticky_enabled=”0″]<\/p>\n Simulation of the load-slip curve and comparison with experimental curve<\/strong><\/p>\n [\/et_pb_text][et_pb_image src=”https:\/\/teleios-ing.it\/wp-content\/uploads\/2021\/07\/campo-prove-pali-fdp-simulazione-curva-carico-cedimento.jpg” title_text=”campo-prove-pali-fdp-simulazione-curva-carico-cedimento” align=”center” _builder_version=”4.9.11″ _module_preset=”default” custom_margin=”||5px||false|false” global_colors_info=”{}”][\/et_pb_image][et_pb_image src=”https:\/\/teleios-ing.it\/wp-content\/uploads\/2021\/07\/campo-prove-pali-fdp-simulazione-curva-carico-cedimento-grafico.jpg” title_text=”campo-prove-pali-fdp-simulazione-curva-carico-cedimento-grafico” align=”center” _builder_version=”4.9.11″ _module_preset=”default” global_colors_info=”{}”][\/et_pb_image][et_pb_text admin_label=”DAVISSON” _builder_version=”4.9.9″ _module_preset=”default” custom_margin=”||4px||false|false” global_colors_info=”{}”]<\/p>\n DAVISSON<\/strong><\/p>\n [\/et_pb_text][et_pb_image src=”https:\/\/teleios-ing.it\/wp-content\/uploads\/2021\/07\/campo-prove-pali-fdp-metodo-davisson.jpg” title_text=”campo-prove-pali-fdp-metodo-davisson” align=”center” _builder_version=”4.9.11″ _module_preset=”default” custom_margin=”||5px||false|false” global_colors_info=”{}”][\/et_pb_image][et_pb_image src=”https:\/\/teleios-ing.it\/wp-content\/uploads\/2021\/07\/campo-prove-pali-fdp-metodo-davisson-grafico.jpg” title_text=”campo-prove-pali-fdp-metodo-davisson-grafico” align=”center” _builder_version=”4.9.11″ _module_preset=”default” global_colors_info=”{}”][\/et_pb_image][et_pb_text admin_label=”CONFRONTO” _builder_version=”4.10.7″ _module_preset=”default” hover_enabled=”0″ global_colors_info=”{}” sticky_enabled=”0″]<\/p>\n COMPARISON<\/strong> CASE load test<\/strong> [\/et_pb_text][et_pb_image src=”https:\/\/teleios-ing.it\/wp-content\/uploads\/2021\/07\/campo-prove-pali-fdp-prova-di-carico.jpg” title_text=”campo-prove-pali-fdp-prova-di-carico” align=”center” _builder_version=”4.9.11″ _module_preset=”default” global_colors_info=”{}”][\/et_pb_image][et_pb_text admin_label=”Lateral resistance distribution along the pile shaft.” _builder_version=”4.10.7″ _module_preset=”default” custom_margin=”||4px||false|false” hover_enabled=”0″ global_colors_info=”{}” sticky_enabled=”0″]<\/p>\n Lateral resistance distribution along the pile shaft<\/strong><\/p>\n [\/et_pb_text][et_pb_image src=”https:\/\/teleios-ing.it\/wp-content\/uploads\/2021\/07\/campo-prove-pali-fdp-distribuzione-resistenza.jpg” title_text=”campo-prove-pali-fdp-distribuzione-resistenza” align=”center” _builder_version=”4.9.11″ _module_preset=”default” global_colors_info=”{}”][\/et_pb_image][\/et_pb_column][\/et_pb_row][\/et_pb_section]<\/p>\n","protected":false},"excerpt":{"rendered":" FIELD TESTS ON FDP PILES (FULL DISPLACEMENT PILE) AT THE COMPANY CERAMICA SANT’AGOSTINOCLIENT: Ceramica Sant’AgostinoLOCATION OF INTERVENTION: Ceramica Sant’Agostino S.p.a., Sant’Agostino (FE)SERVICES RENDERED: design of testing field, definition of load tests,analysis of the results of static and dynamic tests on pilesSTART\/END OF WORKS: 2013PROJECT DESCRIPTIONAt the Ceramica Sant’Agostino plant, a test field on pilot piles […]<\/p>\n","protected":false},"author":5,"featured_media":1517,"comment_status":"open","ping_status":"closed","template":"","meta":{"_et_pb_use_builder":"on","_et_pb_old_content":" [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> [\/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> COMMITTENTE<\/strong>: Ceramica Sant\u2019Agostino [\/et_pb_text][et_pb_text admin_label=\"DESCRIZIONE PROGETTO\" _builder_version=\"4.9.9\" _module_preset=\"default\" global_colors_info=\"{}\"]<\/p> DESCRIZIONE PROGETTO<\/strong><\/p> \u00c8 stato realizzato, presso lo stabilimento della societ\u00e0 Ceramica Sant\u2019Agostino, un campo prove su pali pilota per affinare le conoscenze riguardo alle prestazioni dei pali FDP (Full Displacement Pile) al fine di razionalizzare ed ottimizzare la progettazione di nuove fondazioni, nell\u2019ambito degli interventi di miglioramento sismico e di ricostruzione che interesseranno diversi edifici ad uso industriale del citato complesso industriale. Infatti, a seguito agli eventi sismici che hanno colpito la Regione Emilia-Romagna del Maggio \u2013 Giugno 2012, diversi capannoni presso lo stabilimento della Ceramica Sant\u2019Agostino sono stati irrimediabilmente danneggiati, e quindi demoliti, o necessitano di essere adeguati per fornire loro un\u2019idonea resistenza alle azioni sismiche orizzontali.<\/p> 1. I pali FDP<\/strong> I pali tipo FDP del campo prova sono pali rotoinfissi senza asportazione di terreno<\/strong>, realizzati mediante un macchinario, simile a quello che realizza pali trivellati, che per\u00f2 impiega un particolare utensile di scavo che, durante l\u2019avanzamento per rotazione nel terreno, sposta quest\u2019ultimo lateralmente, compattandolo ed evitandone l\u2019asportazione.<\/p> Si realizza un palo che ha quindi prestazioni molto migliori di quelle di un palo trivellato, nel quale l\u2019asportazione del terreno dal foro causa un detensionamento nello stesso con conseguenti minori prestazioni in termini di resistenza e rigidezza, che si avvicinano, anche concettualmente, alle prestazioni di un palo infisso, detto infatti \u201cpalo a spostamento di terreno\u201d.<\/p> [\/et_pb_text][et_pb_image src=\"https:\/\/teleios-ing.it\/wp-content\/uploads\/2021\/07\/campo-prove-pali-fdp.jpg\" title_text=\"campo-prove-pali-fdp\" align=\"center\" _builder_version=\"4.9.11\" _module_preset=\"default\" global_colors_info=\"{}\"][\/et_pb_image][et_pb_text admin_label=\"2. Layout CAMPO PROVE\" _builder_version=\"4.9.9\" _module_preset=\"default\" global_colors_info=\"{}\"]<\/p> Quando l\u2019utensile \u00e8 giunto alla profondit\u00e0 prevista, inizia il getto di calcestruzzo da fondo foro, ritirando parallelamente l\u2019utensile. Quando questo \u00e8 stato completamente estratto, e quindi il foro e pieno di cls, si inserisce tramite una gru la gabbia di armatura prevista.<\/p> 2. Layout CAMPO PROVE<\/strong> [\/et_pb_text][et_pb_image src=\"https:\/\/teleios-ing.it\/wp-content\/uploads\/2021\/07\/campo-prove-pali-fdp-layout.jpg\" title_text=\"campo-prove-pali-fdp-layout\" align=\"center\" _builder_version=\"4.9.11\" _module_preset=\"default\" global_colors_info=\"{}\"][\/et_pb_image][et_pb_text _builder_version=\"4.9.9\" _module_preset=\"default\" global_colors_info=\"{}\"]<\/p> Si \u00e8 scelto di sottoporre a prova pali di tre differenti diametri:<\/strong> Sono stati realizzati tre pali di contrasto FDP \u00d8\u00a0= 510 mm, con disposizione a triangolo. Prove di carico eseguite<\/strong> [\/et_pb_text][et_pb_image src=\"https:\/\/teleios-ing.it\/wp-content\/uploads\/2021\/07\/campo-prove-pali-fdp-prove-carico-eseguite.png\" title_text=\"campo-prove-pali-fdp-prove-carico-eseguite\" align=\"center\" _builder_version=\"4.9.11\" _module_preset=\"default\" global_colors_info=\"{}\"][\/et_pb_image][et_pb_text _builder_version=\"4.9.9\" _module_preset=\"default\" global_colors_info=\"{}\"]<\/p> Tra le prove dinamiche ad alto livello di deformazione, la pi\u00f9 diffusa \u00e8 la cosiddetta prova CASE<\/strong>, la cui finalit\u00e0 \u00e8 la determinazione del carico limite dell\u2019insieme palo - terreno.<\/p> La prova, oggi definita dalla norma ASTM D4945-08 \u201cStandard Test Method for High Strain Dynamic Testing of Deep Foundations\u201d, avviene mediante l\u2019acquisizione dei valori di forza e velocit\u00e0 di un\u2019onda meccanica che si propaga nel palo a seguito dell\u2019impatto generato dalla caduta di un maglio sulla testa dello stesso.<\/p> [\/et_pb_text][et_pb_image src=\"https:\/\/teleios-ing.it\/wp-content\/uploads\/2021\/07\/campo-prove-pali-fdp-grafico.jpg\" title_text=\"campo-prove-pali-fdp-grafico\" align=\"center\" _builder_version=\"4.9.11\" _module_preset=\"default\" global_colors_info=\"{}\"][\/et_pb_image][et_pb_text admin_label=\"3. Interpretazione prove di carico\" _builder_version=\"4.9.9\" _module_preset=\"default\" global_colors_info=\"{}\"]<\/p> 3. Interpretazione prove di carico<\/strong> [\/et_pb_text][et_pb_text admin_label=\"CHIN - Scelta delle rette\" _builder_version=\"4.9.9\" _module_preset=\"default\" custom_margin=\"||4px||false|false\" global_colors_info=\"{}\"]<\/p> CHIN - Scelta delle rette<\/strong><\/p> [\/et_pb_text][et_pb_image src=\"https:\/\/teleios-ing.it\/wp-content\/uploads\/2021\/07\/campo-prove-pali-fdp-scelta-delle-rette.jpg\" title_text=\"campo-prove-pali-fdp-scelta-delle-rette\" align=\"center\" _builder_version=\"4.9.11\" _module_preset=\"default\" global_colors_info=\"{}\"][\/et_pb_image][et_pb_text admin_label=\"Equazione delle rette e calcolo carico limite\" _builder_version=\"4.9.9\" _module_preset=\"default\" custom_margin=\"||4px||false|false\" global_colors_info=\"{}\"]<\/p> Equazione delle rette e calcolo carico limite<\/strong><\/p> [\/et_pb_text][et_pb_image src=\"https:\/\/teleios-ing.it\/wp-content\/uploads\/2021\/07\/campo-prove-pali-fdp-equazione-delle-rette.jpg\" title_text=\"campo-prove-pali-fdp-equazione-delle-rette\" align=\"center\" _builder_version=\"4.9.11\" _module_preset=\"default\" global_colors_info=\"{}\"][\/et_pb_image][et_pb_text admin_label=\"3. Progetto fondazione faro\" _builder_version=\"4.9.9\" _module_preset=\"default\" custom_margin=\"||4px||false|false\" global_colors_info=\"{}\"]<\/p> Simulazione curva carico-cedimento e confronto con curva sperimentale<\/strong><\/p> [\/et_pb_text][et_pb_image src=\"https:\/\/teleios-ing.it\/wp-content\/uploads\/2021\/07\/campo-prove-pali-fdp-simulazione-curva-carico-cedimento.jpg\" title_text=\"campo-prove-pali-fdp-simulazione-curva-carico-cedimento\" align=\"center\" _builder_version=\"4.9.11\" _module_preset=\"default\" custom_margin=\"||5px||false|false\" global_colors_info=\"{}\"][\/et_pb_image][et_pb_image src=\"https:\/\/teleios-ing.it\/wp-content\/uploads\/2021\/07\/campo-prove-pali-fdp-simulazione-curva-carico-cedimento-grafico.jpg\" title_text=\"campo-prove-pali-fdp-simulazione-curva-carico-cedimento-grafico\" align=\"center\" _builder_version=\"4.9.11\" _module_preset=\"default\" global_colors_info=\"{}\"][\/et_pb_image][et_pb_text admin_label=\"DAVISSON\" _builder_version=\"4.9.9\" _module_preset=\"default\" custom_margin=\"||4px||false|false\" global_colors_info=\"{}\"]<\/p> DAVISSON<\/strong><\/p> [\/et_pb_text][et_pb_image src=\"https:\/\/teleios-ing.it\/wp-content\/uploads\/2021\/07\/campo-prove-pali-fdp-metodo-davisson.jpg\" title_text=\"campo-prove-pali-fdp-metodo-davisson\" align=\"center\" _builder_version=\"4.9.11\" _module_preset=\"default\" custom_margin=\"||5px||false|false\" global_colors_info=\"{}\"][\/et_pb_image][et_pb_image src=\"https:\/\/teleios-ing.it\/wp-content\/uploads\/2021\/07\/campo-prove-pali-fdp-metodo-davisson-grafico.jpg\" title_text=\"campo-prove-pali-fdp-metodo-davisson-grafico\" align=\"center\" _builder_version=\"4.9.11\" _module_preset=\"default\" global_colors_info=\"{}\"][\/et_pb_image][et_pb_text admin_label=\"CONFRONTO\" _builder_version=\"4.9.9\" _module_preset=\"default\" global_colors_info=\"{}\"]<\/p> CONFRONTO<\/strong> Prova di carico CASE<\/strong> [\/et_pb_text][et_pb_image src=\"https:\/\/teleios-ing.it\/wp-content\/uploads\/2021\/07\/campo-prove-pali-fdp-prova-di-carico.jpg\" title_text=\"campo-prove-pali-fdp-prova-di-carico\" align=\"center\" _builder_version=\"4.9.11\" _module_preset=\"default\" global_colors_info=\"{}\"][\/et_pb_image][et_pb_text admin_label=\"Distribuzione della resistenza laterale lungo il fusto del palo\" _builder_version=\"4.9.9\" _module_preset=\"default\" custom_margin=\"||4px||false|false\" global_colors_info=\"{}\"]<\/p> Distribuzione della resistenza laterale lungo il fusto del palo<\/strong><\/p> [\/et_pb_text][et_pb_image src=\"https:\/\/teleios-ing.it\/wp-content\/uploads\/2021\/07\/campo-prove-pali-fdp-distribuzione-resistenza.jpg\" title_text=\"campo-prove-pali-fdp-distribuzione-resistenza\" align=\"center\" _builder_version=\"4.9.11\" _module_preset=\"default\" hover_enabled=\"0\" 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-1515","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\/1515","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=1515"}],"version-history":[{"count":3,"href":"https:\/\/teleios-ing.it\/en\/wp-json\/wp\/v2\/project\/1515\/revisions"}],"predecessor-version":[{"id":1521,"href":"https:\/\/teleios-ing.it\/en\/wp-json\/wp\/v2\/project\/1515\/revisions\/1521"}],"wp:featuredmedia":[{"embeddable":true,"href":"https:\/\/teleios-ing.it\/en\/wp-json\/wp\/v2\/media\/1517"}],"wp:attachment":[{"href":"https:\/\/teleios-ing.it\/en\/wp-json\/wp\/v2\/media?parent=1515"}],"wp:term":[{"taxonomy":"project_category","embeddable":true,"href":"https:\/\/teleios-ing.it\/en\/wp-json\/wp\/v2\/project_category?post=1515"},{"taxonomy":"project_tag","embeddable":true,"href":"https:\/\/teleios-ing.it\/en\/wp-json\/wp\/v2\/project_tag?post=1515"}],"curies":[{"name":"wp","href":"https:\/\/api.w.org\/{rel}","templated":true}]}}
LOCATION OF INTERVENTION<\/strong>: Ceramica Sant’Agostino S.p.a., Sant’Agostino (FE)
SERVICES RENDERED<\/strong>: design of testing field, definition of load tests,
analysis of the results of static and dynamic tests on piles
START\/END OF WORKS<\/strong>: 2013<\/p>\n
At the Ceramica Sant’Agostino plant, a test field on pilot piles has been realized in order to refine the knowledge about the performance of FDP piles (Full Displacement Pile) in order to rationalize and optimize the design of new foundations, within the seismic improvement and reconstruction interventions that will affect several industrial buildings of the above mentioned industrial complex. In fact, following the seismic events that hit the Emilia-Romagna Region in May – June 2012, several warehouses at the Ceramica Sant’Agostino plant have been irreparably damaged, and therefore demolished, or need to be adapted to provide them with a suitable resistance to horizontal seismic actions.<\/p>\n
It was chosen to use FDP piles because:<\/p>\n\n
The layout of the testing field has been studied to optimize the distribution of the piles and to maximize the number of load tests that can be performed.
A planimetric scheme is shown below.<\/p>\n
1) FDP pole diameter \u00d8 = 320 mm length L = 20.0 m<\/strong>
2) FDP pole diameter \u00d8 = 420 mm length L = 24.0 m<\/strong>
3) FDP pole, diameter \u00d8 = 510 mm, length L = 16.0 m.<\/strong><\/p>\n
Three poles of the three different diameters were made in the middle of each side of the triangle.
This arrangement will make it possible to carry out a static load test on each of the three diameters of FDP pole, using a pair of the vertex poles for the contrast each time.
At the end of the static load tests, it will be possible to perform CASE dynamic tests on the contrasting poles, which, working in pairs, are not pushed to failure, so as to cross-reference and compare the results.<\/p>\n
In total, therefore, the following load tests were performed, by type and numerosity:<\/p>\n
The interpretation of a static load test can be carried out with many analytical methods, among which Chin’s (1970) and Davisson’s methods are the most calibrated and known in the international scientific literature.
In Chin’s method, with the values considered most significant in each load step, a yield-flexibility graph is constructed, where flexibility is defined as the yield\/load ratio.
Davisson’s method (1972), starting from the load-breakdown curve measured in a static load test on a pile, allows to calculate the limit load, which is defined as the load that corresponds to a breakage that exceeds the elastic shortening of the pile by a certain value.
By way of example, an interpretation of a static load test and one of the dynamic test is given.<\/p>\n
The final result is obtained:<\/p>\n\n
Load curve simulation – failure<\/p>\nCAMPO PROVE SU PALI FDP (Full Displacement Pile) PRESSO LA SOCIET\u00c0 CERAMICA SANT\u2019AGOSTINO<\/h3>
UBICAZIONE INTERVENTO<\/strong>: Ceramica Sant\u2019Agostino S.p.a., Sant\u2019Agostino (FE)
PRESTAZIONI SVOLTE<\/strong>: progettazione campo prove, definizione delle prove di carico,
analisi dei risultati delle prove statiche e dinamiche sui pali
INIZIO\/FINE LAVORI<\/strong>: 2013<\/p>
Si \u00e8 scelto di impiegare pali FDP in quanto:<\/p>
Il layout del campo prove \u00e8 stato studiato per ottimizzare la distribuzione dei pali e per massimizzare il numero di prove di carico eseguibili.
Se ne riporta uno schema planimetrico.<\/p>
1) Palo FDP diametro \u00d8 = 320 mm lunghezza L = 20.0 m<\/strong>
2) Palo FDP diametro \u00d8 = 420 mm lunghezza L = 24.0 m<\/strong>
3) Palo FDP diametro \u00d8 = 510 mm lunghezza L = 16.0 m<\/strong><\/p>
Nella mezzeria di ogni lato del triangolo sono stati realizzati tre pali dei tre differenti diametri.
Tale disposizione consentir\u00e0 di realizzare una prova di carico statica su ognuno dei tre diametri di palo FDP, sfruttando per il contrasto di volta in volta una coppia dei pali di vertice.
Al termine delle prove di carico statiche, sui pali di contrasto, che lavorando in coppia non sono spinti a rottura, sar\u00e0 possibile eseguire le prove dinamiche CASE, cos\u00ec da poter incrociare e confrontare i risultati.<\/p>
In totale, quindi sono state realizzate le seguenti prove di carico, per tipo e numerosit\u00e0:<\/p>
L\u2019interpretazione di una prova di carico statica<\/strong> pu\u00f2 essere effettuata con molti metodi analitici, tra i quali quello di Chin (1970) e quello di Davisson sono quelli pi\u00f9 tarati e conosciuti nella letteratura scientifica internazionale.
Nel metodo di Chin con i valori ritenuti pi\u00f9 significativi in ogni step di carico si costruisce un grafico cedimento - flessibilit\u00e0, dove per flessibilit\u00e0 si intende il rapporto cedimento\/carico.
Il metodo di Davisson (1972), partendo dalla curva carico-cedimento misurata in una prova di carico statica su di un palo, permette di calcolarne il carico limite, che \u00e8 definito come il carico cui corrisponde un cedimento che supera l\u2019accorciamento elastico del palo di un certo valore.
A titolo di esempio si riporta un\u2019interpretazione di prova di carico statica e una della prova dinamica.<\/p>
Si ottiene in definitiva:<\/p>
Simulazione curva carico - cedimento<\/p>