[et_pb_section fb_built=”1″ _builder_version=”4.9.7″ _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>: Sorgenia S.p.a, Via del Pozzo, 10 – S. Giuseppe di Comacchio (FE) [\/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><\/p>\n The work in question was carried out to evaluate, on the basis of geotechnical analysis in situ and in the laboratory, the types of foundations that can be used in the executive and constructive design for the foundations of n.6 wind towers, of an anemometer and for an SSE. The wind towers are of the type: WGT REPOWER MM92 – Blades LM\/RE – Hub height 80 m – IEC class 2. The survey campaign was carried out by Georeflex of Piacenza; each stake included: geophysical analysis down hole type, survey with laboratory tests, CPT. Excavation phase for consolidation analysis: [\/et_pb_text][et_pb_image src=”https:\/\/teleios-ing.it\/wp-content\/uploads\/2021\/07\/torri-eoliche-mozzo-san-martino-modello-globale.jpg” title_text=”torri-eoliche-mozzo-san-martino-modello-globale” align=”center” _builder_version=”4.9.11″ _module_preset=”default” custom_margin=”||0px||false|false” global_colors_info=”{}”][\/et_pb_image][et_pb_image src=”https:\/\/teleios-ing.it\/wp-content\/uploads\/2021\/07\/torri-eoliche-mozzo-san-martino-schemi.jpg” title_text=”torri-eoliche-mozzo-san-martino-schemi” 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\/torri-eoliche-mozzo-san-martino-valutazioni.jpg” title_text=”torri-eoliche-mozzo-san-martino-valutazioni” 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":" GEOTECHNICAL AND FOUNDATION ANALYSIS FOR 80MT HIGH WIND TOWERS AT THE HUB IN SAN MARTINO IN PENSILISCLIENT: Sorgenia S.p.a, Via del Pozzo, 10 – S. Giuseppe di Comacchio (FE)LOCATION OF INTERVENTION: San Martino in Pensilis (CB)SERVICES RENDERED: surveyBEGINNING\/END OF WORKS: 2009CONTRACTOR: Georeflex S.r.l, Via Fioruzzi 15 – PiacenzaPROJECT DESCRIPTION The work in question was carried […]<\/p>\n","protected":false},"author":5,"featured_media":1469,"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=\"4.9.7\" _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>: Sorgenia S.p.a, Via del Pozzo, 10 \u2013 S. Giuseppe di Comacchio (FE) [\/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> Il lavoro in oggetto \u00e8 stato eseguito per valutare, sulla scorta delle analisi geotecniche in situ e in laboratorio, le tipologie di fondazioni che possono essere utilizzate nel progetto esecutivo e costruttivo per le fondazioni di n.6 torri eoliche, di un anemometro e per una SSE. Le torri eoliche sono del tipo: WGT REPOWER MM92 \u2013 Pale LM\/RE \u2013 Altezza mozzo 80 m \u2013 IEC classe 2\u00b0<\/strong>. La campagna indagini \u00e8 stata eseguita dalla Soc. Georeflex di Piacenza; ogni picchetto ha compreso: analisi geofisica tipo down hole, sondaggio con prove di laboratorio, CPT. Fase di scavo per analisi di consolidamento:<\/strong> [\/et_pb_text][et_pb_image src=\"https:\/\/teleios-ing.it\/wp-content\/uploads\/2021\/07\/torri-eoliche-mozzo-san-martino-modello-globale.jpg\" title_text=\"torri-eoliche-mozzo-san-martino-modello-globale\" align=\"center\" _builder_version=\"4.9.11\" _module_preset=\"default\" custom_margin=\"||0px||false|false\" global_colors_info=\"{}\"][\/et_pb_image][et_pb_image src=\"https:\/\/teleios-ing.it\/wp-content\/uploads\/2021\/07\/torri-eoliche-mozzo-san-martino-schemi.jpg\" title_text=\"torri-eoliche-mozzo-san-martino-schemi\" 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\/torri-eoliche-mozzo-san-martino-valutazioni.jpg\" title_text=\"torri-eoliche-mozzo-san-martino-valutazioni\" 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-1467","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\/1467","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=1467"}],"version-history":[{"count":5,"href":"https:\/\/teleios-ing.it\/en\/wp-json\/wp\/v2\/project\/1467\/revisions"}],"predecessor-version":[{"id":1474,"href":"https:\/\/teleios-ing.it\/en\/wp-json\/wp\/v2\/project\/1467\/revisions\/1474"}],"wp:featuredmedia":[{"embeddable":true,"href":"https:\/\/teleios-ing.it\/en\/wp-json\/wp\/v2\/media\/1469"}],"wp:attachment":[{"href":"https:\/\/teleios-ing.it\/en\/wp-json\/wp\/v2\/media?parent=1467"}],"wp:term":[{"taxonomy":"project_category","embeddable":true,"href":"https:\/\/teleios-ing.it\/en\/wp-json\/wp\/v2\/project_category?post=1467"},{"taxonomy":"project_tag","embeddable":true,"href":"https:\/\/teleios-ing.it\/en\/wp-json\/wp\/v2\/project_tag?post=1467"}],"curies":[{"name":"wp","href":"https:\/\/api.w.org\/{rel}","templated":true}]}}
LOCATION OF INTERVENTION<\/strong>: San Martino in Pensilis (CB)
SERVICES RENDERED<\/strong>: survey
BEGINNING\/END OF WORKS<\/strong>: 2009
CONTRACTOR<\/strong>: Georeflex S.r.l, Via Fioruzzi 15 – Piacenza<\/p>\n
With the help of these tests, for each picket examined, a stratigraphy was constructed that was completely adequate for the calculation of the bearing capacity of the surface foundations or the axial and transverse bearing capacity for foundation piles. The dimensions of the foundations assumed for the verification are 17 m x 17 m and the laying plane of the foundation at 3 m from ground level; these dimensions respect the EQU verification provided in NT2008.
The calculation of the load-bearing capacity has been carried out in the static field both with the approach 1 and with the approach 2 foreseen in the NT2008; for the seismic field the calculation criterion of Maugeri exposed in the document: “M.Maugeri – D. Novelty: “Numerical model for the evalutation of the soil inertia effects on bearing capacity- Proc. Int. Conf. On Soil Dynamics and Earthquake Eng. 2004” and also explicated in the document: Franceschini – Carbonella “Comparison between the various methods of calculation of the bearing capacity of superficial foundations in sandy soils in seismic zone”. – INARCOS n.666 – January\/February 2006.
For the evaluation of the settlements of the foundations, given the extreme sensitivity of these structures to differential settlements and for the determinant character on the choice of the typology of the foundations, it has been opted for an analysis to finite elements with the program Plaxis vers. 9.0. that allows a high reliability of the results.
The FEM analysis allows a higher degree of accuracy especially in problems where we must compare with the analysis by phases of excavation and as a function of time.
The problem posed by the general designer is that of the evaluation of settlements in the following situations:
1. Applied vertical loads due to the weight of the plinth and tower \/ 2. Applied vertical permanent loads due to the off-axis of the tower.
The stratigraphic soil model has dimensions 47 m x 30 m depth. In order to perform the analysis, three variants of the main model were analyzed:
A. Model with the soil and wind tower structure simulated as an infinitely rigid pillar in order to properly place the eccentric load required by the
general design and understand the heeling of the same.
B. Model with the soil and with the eccentric load evaluated by model A; this modeling allows to perform the consolidation analysis with the real plate and the evaluation of the displacements and the inclination of the foundation through an analysis that also allows to evaluate the time of exhaustion of the failures themselves.
C. Model with the soil and with an eccentric load evaluated by A, which allows to perform a time-independent plastic analysis for the evaluation of displacements at infinite time. This model is controlling with respect to the results obtained in B.<\/p>\n
Excavation (plastic analisys) \/ Foundation laying and filling (consolidation 30 day) \/ Tower laying (consolidation 30 day) \/ Tower operation and off-axis (plastic
analisys) \/ Minumum pore pressure up to 1 kP.
The work also includes foundation hypothesis on drilled piles \/ Notes on soil-structure interaction analysis \/ Pile group analysis in non-linear field.<\/p>\nANALISI GEOTECNICA E DELLE FONDAZIONI PER TORRI EOLICHE DI ALTEZZA 80mt AL MOZZO IN SAN MARTINO IN PENSILIS<\/h3>
UBICAZIONE INTERVENTO<\/strong>: San Martino in Pensilis (CB)
PRESTAZIONI SVOLTE<\/strong>: perizia
INIZIO\/FINE LAVORI<\/strong>: 2009
IMPRESA ESECUTRICE<\/strong>: Georeflex S.r.l, Via Fioruzzi 15 - Piacenza<\/p>
Con l\u2019ausilio di queste prove, per ogni picchetto esaminato \u00e8 stata costruita una stratigrafia del tutto adeguata per il calcolo di una capacit\u00e0 portante della fondazioni superficiali o della capacit\u00e0 portante assiale e trasversale per pali di fondazione. Le dimensioni delle fondazioni ipotizzate per la verifica sono di 17 m x 17 m e piano di posa della fondazione a 3 m dal piano di campagna; queste dimensioni rispettano la verifica EQU prevista nelle NT2008.
Il calcolo della capacit\u00e0 portante \u00e8 stato eseguito in campo statico sia con l\u2019approccio 1 che con l\u2019approccio 2 previste nelle NT2008<\/strong>; per il campo sismico si \u00e8 utilizzato il criterio di calcolo di Maugeri esposto nel documento: \u201cM.Maugeri \u2013 D.Novit\u00e0: \u201cNumerical model for the evalutation of the soil inertia effects on bearing capacity- Proc. Int. Conf. On Soil Dynamics and Earthquake Eng. 2004\u201d ed esplicitato anche nel documento: Franceschini \u2013 Carbonella \u201cConfronto tra i vari metodi di calcolo dellecapacit\u00e0 portanti di fondazioni superficiali in terreni sabbiosi in zona sismica\u201d. - INARCOS n.666 \u2013 Gennaio\/Febbraio 2006.
Per la valutazione dei cedimenti delle fondazioni, vista l\u2019estrema sensibilit\u00e0 di queste strutture ai cedimenti differenziati e per il carattere determinante sulla scelta della tipologia delle fondazioni, si \u00e8 optato per una analisi ad elementi finiti con il programma Plaxis vers. 9.0<\/strong>. che permette una elevata affidabilit\u00e0 dei risultati.
L\u2019analisi fem, permette un grado di accuratezza di livello superiore soprattutto in problemi dove ci si deve raffrontare con l\u2019analisi per fasi di scavo e in funzione del tempo.
Il problema posto dal progettista generale \u00e8 quello della valutazione dei cedimenti nelle seguenti situazioni:
1. Carichi verticali applicati dovuti al peso del plinto e della torre \/ 2. Applicazione dei carichi permanenti verticali dovuti al fuori asse della torre.
Il modello stratigrafico<\/strong> del terreno ha dimensioni 47 m x 30 m di profondit\u00e0. Al fine di eseguire l\u2019analisi sono stati analizzati tre varianti del modello principale:
A.<\/strong> Modello con il terreno e con la struttura della torre eolica simulata come un pilastro infinitamente rigido al fine di porre in modo corretto il carico eccentrico richiesto dalla
progettazione generale e comprendere lo sbandamento dello stesso.
B.<\/strong> Modello con il terreno e con il carico eccentrico valutato dal modello A; tale modellazione permette di eseguire l\u2019analisi di consolidamento con la piastra reale e la valutazione degli spostamenti e della inclinazione della fondazione attraverso una analisi che consente anche di valutare il tempo di esaurimento dei cedimenti stessi.
C.<\/strong> Modello con il terreno e con un carico eccentrico valutato da A, che permette di eseguire una analisi plastica indipendente dal tempo per la valutazione degli spostamenti a tempo infinito. Questo modello \u00e8 di controllo rispetto ai risultati ottenuti in B.<\/p>
Scavo<\/strong> (plastic analisys) \/ Posa fondazione e riempimento<\/strong> (consolidation 30 day) \/ Posa torre<\/strong> (consolidation 30 day) \/ Funzionamento torre e fuori asse<\/strong> (plastic
analisys) \/ Minumum pore pressure<\/strong> fino a 1 kP.
Il lavoro comprende anche ipotesi di fondazione su pali trivellati \/ cenni sull\u2019analisi di interazione terreno - struttura \/ analisi del gruppo di pali in campo non lineare.<\/strong><\/p>