[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” width_tablet=”” width_phone=”100%” width_last_edited=”on|phone” custom_padding=”0px||0px||true|false” global_colors_info=”{}”][et_pb_column type=”4_4″ _builder_version=”4.9.7″ _module_preset=”default” global_colors_info=”{}”][et_pb_image src=”https:\/\/teleios-ing.it\/wp-content\/uploads\/2021\/08\/TELEIOS-MAGNETI-MARELLI-Riassunto-interventi-post-sisma-2012.jpg” title_text=”TELEIOS-MAGNETI-MARELLI-Riassunto-interventi-post-sisma-2012″ show_in_lightbox=”on” align=”center” _builder_version=”4.9.11″ _module_preset=”default” global_colors_info=”{}”][\/et_pb_image][\/et_pb_column][\/et_pb_row][et_pb_row column_structure=”1_2,1_2″ _builder_version=”4.9.9″ _module_preset=”default” global_colors_info=”{}”][et_pb_column type=”1_2″ _builder_version=”4.9.9″ _module_preset=”default” global_colors_info=”{}”][et_pb_blurb image=”https:\/\/teleios-ing.it\/wp-content\/uploads\/2021\/07\/intervento-post-sisma-magneti-marelli-stato-iniziale.jpg” _builder_version=”4.10.7″ _module_preset=”default” body_text_align=”center” body_font_size=”14px” animation=”off” custom_css_blurb_image=”margin-bottom: 0 !important;” global_colors_info=”{}”]<\/p>\n
Office building post earthquake 2012 – initial state before intervention<\/p>\n
[\/et_pb_blurb][\/et_pb_column][et_pb_column type=”1_2″ _builder_version=”4.9.9″ _module_preset=”default” global_colors_info=”{}”][et_pb_blurb image=”https:\/\/teleios-ing.it\/wp-content\/uploads\/2021\/07\/intervento-post-sisma-magneti-marelli-ultimazione-lavori.jpg” _builder_version=”4.10.7″ _module_preset=”default” body_text_align=”center” body_font_size=”14px” animation=”off” hover_enabled=”0″ custom_css_blurb_image=”margin-bottom: 0 !important;” global_colors_info=”{}” sticky_enabled=”0″]<\/p>\n
Office building post earthquake 2012 \u2013 works completed<\/p>\n
[\/et_pb_blurb][\/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 admin_label=”L\u2019EVENTO SISMICO E I DANNI SUBITI” _builder_version=”4.10.7″ _module_preset=”default” hover_enabled=”0″ global_colors_info=”{}” sticky_enabled=”0″]<\/p>\n
THE SEISMIC EVENT AND THE DAMAGES SUFFERED<\/strong><\/p>\n The office and service building annexed to the industrial sector of Magneti Marelli in Crevalcore (BO) is one of the many buildings damaged by the seismic events of May 2012. Therefore, the structural safety was verified and seismic upgrading interventions were designed. The final work adjusts to 100%, through a “steel exoskeleton in hierarchy of strengths”, the significant seismic vulnerability of a building designed in the early ’70s to withstand only vertical loads. [\/et_pb_text][et_pb_image src=”https:\/\/teleios-ing.it\/wp-content\/uploads\/2021\/07\/intervento-post-sisma-magneti-marelli-danni.jpg” title_text=”intervento-post-sisma-magneti-marelli-danni” align=”center” _builder_version=”4.9.11″ _module_preset=”default” global_colors_info=”{}”][\/et_pb_image][et_pb_text admin_label=”LO STUDIO DI RISPOSTA SISMICA LOCALE DEL COMPARTO INDUSTRIALE” _builder_version=”4.10.7″ _module_preset=”default” hover_enabled=”0″ global_colors_info=”{}” sticky_enabled=”0″]<\/p>\n THE LOCAL SEISMIC RESPONSE STUDY OF THE INDUSTRIAL SITE<\/strong><\/p>\n Teleios decided to perform a local seismic response analysis specific for the site of the plant. The analysis criteria that would be used were chosen, since only by knowing the geotechnical parameters would it be possible to design the geognostic investigation campaign in a coherent and effective way. [\/et_pb_text][et_pb_image src=”https:\/\/teleios-ing.it\/wp-content\/uploads\/2021\/07\/intervento-post-sisma-magneti-marelli-schemi-1.jpg” title_text=”intervento-post-sisma-magneti-marelli-schemi-1″ align=”center” _builder_version=”4.9.11″ _module_preset=”default” global_colors_info=”{}”][\/et_pb_image][et_pb_text admin_label=”3. Impianti” _builder_version=”4.10.7″ _module_preset=”default” hover_enabled=”0″ global_colors_info=”{}” sticky_enabled=”0″]<\/p>\n Once the analyses were carried out, the corresponding accelerograms and response spectra acting at ground level were obtained from the seismic input signals. The aim of the RSL analysis in question was not only the accurate seismic characterization of the site but also, and above all, the obtaining of tools for the design of interventions that would have affected Magneti Marelli\u2019s factory.<\/p>\n [\/et_pb_text][et_pb_image src=”https:\/\/teleios-ing.it\/wp-content\/uploads\/2021\/07\/intervento-post-sisma-magneti-marelli-schemi-2.jpg” title_text=”intervento-post-sisma-magneti-marelli-schemi-2″ align=”center” _builder_version=”4.9.11″ _module_preset=”default” global_colors_info=”{}”][\/et_pb_image][et_pb_text admin_label=”Il progetto di adeguamento sismico: un esoscheletro d\u2019acciaio in \u201cgerarchia delle resistenze\u201d” _builder_version=”4.10.7″ _module_preset=”default” hover_enabled=”0″ global_colors_info=”{}” sticky_enabled=”0″]<\/p>\n The seismic adaptation project: a steel exoskeleton in “hierarchy of strengths”<\/strong><\/p>\n The structural conception<\/strong> Foundations project<\/strong> [\/et_pb_text][et_pb_image src=”https:\/\/teleios-ing.it\/wp-content\/uploads\/2021\/07\/intervento-post-sisma-magneti-marelli-pianta-tracciamento.jpg” title_text=”intervento-post-sisma-magneti-marelli-pianta-tracciamento” 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 Given the geotechnical conditions and the need to operate adjacent to existing structures, it was decided to use drilled micropiles equipped with valves in the final section, so as to increase the resistance.<\/p>\n Design of structures<\/strong> [\/et_pb_text][et_pb_image src=”https:\/\/teleios-ing.it\/wp-content\/uploads\/2021\/07\/intervento-post-sisma-magneti-marelli-pianta-solaio.jpg” title_text=”intervento-post-sisma-magneti-marelli-pianta-solaio” 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 All new seismic bracing systems possess the same external geometries so as to have architectural consistency. The different requirements in terms of strength, deformability and hierarchy of resistances have been solved by playing on the thickness of the tubes and the quality of the materials. [\/et_pb_text][\/et_pb_column][\/et_pb_row][et_pb_row column_structure=”1_2,1_2″ _builder_version=”4.9.9″ _module_preset=”default” global_colors_info=”{}”][et_pb_column type=”1_2″ _builder_version=”4.9.9″ _module_preset=”default” global_colors_info=”{}”][et_pb_image src=”https:\/\/teleios-ing.it\/wp-content\/uploads\/2021\/07\/intervento-post-sisma-magneti-marelli-viste-di-montaggio.jpg” title_text=”intervento-post-sisma-magneti-marelli-viste-di-montaggio” align=”center” _builder_version=”4.9.11″ _module_preset=”default” global_colors_info=”{}”][\/et_pb_image][\/et_pb_column][et_pb_column type=”1_2″ _builder_version=”4.9.9″ _module_preset=”default” global_colors_info=”{}”][et_pb_image src=”https:\/\/teleios-ing.it\/wp-content\/uploads\/2021\/07\/intervento-post-sisma-magneti-marelli-dettagli-collegamento-base.jpg” title_text=”intervento-post-sisma-magneti-marelli-dettagli-collegamento-base” align=”center” _builder_version=”4.9.11″ _module_preset=”default” global_colors_info=”{}”][\/et_pb_image][\/et_pb_column][\/et_pb_row][et_pb_row _builder_version=”4.9.9″ _module_preset=”default” global_colors_info=”{}”][et_pb_column type=”4_4″ _builder_version=”4.9.9″ _module_preset=”default” global_colors_info=”{}”][et_pb_text _builder_version=”4.10.7″ _module_preset=”default” hover_enabled=”0″ global_colors_info=”{}” sticky_enabled=”0″]<\/p>\n The reticular septa need to be stabilized orthogonally to their plane and for this purpose additional wall bracing systems (located on the building elevations) have been provided by means of horizontal beams and S.Andrea cross bracing. The corner closure between the levels of the six-sept crossbeams around the building has only an aesthetic function. [\/et_pb_text][et_pb_gallery gallery_ids=”333,334,335,336″ show_title_and_caption=”off” show_pagination=”off” _builder_version=”4.9.11″ _module_preset=”default” global_colors_info=”{}”][\/et_pb_gallery][\/et_pb_column][\/et_pb_row][\/et_pb_section]<\/p>\n","protected":false},"excerpt":{"rendered":" MAGNETI MARELLI – SEISMIC UPGRADING OF THE OFFICE BUILDINGOffice building post earthquake 2012 – initial state before interventionOffice building post earthquake 2012 \u2013 works completedTHE SEISMIC EVENT AND THE DAMAGES SUFFERED The office and service building annexed to the industrial sector of Magneti Marelli in Crevalcore (BO) is one of the many buildings damaged by […]<\/p>\n","protected":false},"author":5,"featured_media":1559,"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\" width_tablet=\"\" width_phone=\"100%\" width_last_edited=\"on|phone\" custom_padding=\"0px||0px||true|false\" global_colors_info=\"{}\"][et_pb_column type=\"4_4\" _builder_version=\"4.9.7\" _module_preset=\"default\" global_colors_info=\"{}\"][et_pb_image src=\"https:\/\/teleios-ing.it\/wp-content\/uploads\/2021\/08\/TELEIOS-MAGNETI-MARELLI-Riassunto-interventi-post-sisma-2012.jpg\" title_text=\"TELEIOS-MAGNETI-MARELLI-Riassunto-interventi-post-sisma-2012\" show_in_lightbox=\"on\" 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_row column_structure=\"1_2,1_2\" _builder_version=\"4.9.9\" _module_preset=\"default\" global_colors_info=\"{}\"][et_pb_column type=\"1_2\" _builder_version=\"4.9.9\" _module_preset=\"default\" global_colors_info=\"{}\"][et_pb_blurb image=\"https:\/\/teleios-ing.it\/wp-content\/uploads\/2021\/07\/intervento-post-sisma-magneti-marelli-stato-iniziale.jpg\" _builder_version=\"4.9.11\" _module_preset=\"default\" body_text_align=\"center\" body_font_size=\"14px\" animation=\"off\" custom_css_blurb_image=\"margin-bottom: 0 !important;\" global_colors_info=\"{}\" title_text=\"intervento-post-sisma-magneti-marelli-stato-iniziale\"]<\/p> Palazzina uffici post sisma 2012 - stato iniziale pre intervento<\/p> [\/et_pb_blurb][\/et_pb_column][et_pb_column type=\"1_2\" _builder_version=\"4.9.9\" _module_preset=\"default\" global_colors_info=\"{}\"][et_pb_blurb image=\"https:\/\/teleios-ing.it\/wp-content\/uploads\/2021\/07\/intervento-post-sisma-magneti-marelli-ultimazione-lavori.jpg\" _builder_version=\"4.9.11\" _module_preset=\"default\" body_text_align=\"center\" body_font_size=\"14px\" animation=\"off\" hover_enabled=\"0\" custom_css_blurb_image=\"margin-bottom: 0 !important;\" global_colors_info=\"{}\" title_text=\"intervento-post-sisma-magneti-marelli-ultimazione-lavori\" sticky_enabled=\"0\"]<\/p> Palazzina uffici post sisma 2012 - ultimazione lavori<\/p> [\/et_pb_blurb][\/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 admin_label=\"L\u2019EVENTO SISMICO E I DANNI SUBITI\" _builder_version=\"4.9.9\" _module_preset=\"default\" global_colors_info=\"{}\"]<\/p> L\u2019EVENTO SISMICO E I DANNI SUBITI<\/strong><\/p> La palazzina uffici e servizi annessa al comparto industriale della Magneti Marelli di Crevalcore (BO) si annovera tra i numerosi edifici danneggiati dagli eventi sismici del Maggio 2012. Si \u00e8 quindi provveduto alla verifica della sicurezza strutturale e la progettazione degli interventi di adeguamento sismico. L\u2019opera finale adegua al 100%, attraverso un \u201cesoscheletro d\u2019acciaio in gerarchia delle resistenze\u201d, l\u2019importante vulnerabilit\u00e0 sismica di un edificio concepito all\u2019inizio degli anni \u201970 per resistere ai soli carichi verticali. [\/et_pb_text][et_pb_image src=\"https:\/\/teleios-ing.it\/wp-content\/uploads\/2021\/07\/intervento-post-sisma-magneti-marelli-danni.jpg\" title_text=\"intervento-post-sisma-magneti-marelli-danni\" align=\"center\" _builder_version=\"4.9.11\" _module_preset=\"default\" global_colors_info=\"{}\"][\/et_pb_image][et_pb_text admin_label=\"LO STUDIO DI RISPOSTA SISMICA LOCALE DEL COMPARTO INDUSTRIALE\" _builder_version=\"4.9.9\" _module_preset=\"default\" global_colors_info=\"{}\"]<\/p> LO STUDIO DI RISPOSTA SISMICA LOCALE DEL COMPARTO INDUSTRIALE<\/strong><\/p> Teleios ha deciso di eseguire un\u2019analisi di risposta sismica locale specifica per il sito sede dello stabilimento. Sono stati scelti i criteri di analisi che sarebbero stati impiegati, in quanto solo conoscendo i parametri geotecnici sarebbe stato possibile progettare in modo coerente ed efficace la campagna di indagini geognostiche. [\/et_pb_text][et_pb_image src=\"https:\/\/teleios-ing.it\/wp-content\/uploads\/2021\/07\/intervento-post-sisma-magneti-marelli-schemi-1.jpg\" title_text=\"intervento-post-sisma-magneti-marelli-schemi-1\" align=\"center\" _builder_version=\"4.9.11\" _module_preset=\"default\" global_colors_info=\"{}\"][\/et_pb_image][et_pb_text admin_label=\"3. Impianti\" _builder_version=\"4.9.9\" _module_preset=\"default\" global_colors_info=\"{}\"]<\/p> Eseguite le analisi sono stati ricavati, relativamente ai segnali sismici di input, i corrispondenti accelerogrammi e spettri di risposta agenti a livello del piano campagna. Scopo dell\u2019analisi RSL in oggetto era non solo l\u2019accurata caratterizzazione sismica del sito ma anche, e soprattutto, l\u2019ottenimento di strumenti per la progettazione degli interventi che avrebbero interessato lo stabilimento Magneti Marelli.<\/p> [\/et_pb_text][et_pb_image src=\"https:\/\/teleios-ing.it\/wp-content\/uploads\/2021\/07\/intervento-post-sisma-magneti-marelli-schemi-2.jpg\" title_text=\"intervento-post-sisma-magneti-marelli-schemi-2\" align=\"center\" _builder_version=\"4.9.11\" _module_preset=\"default\" global_colors_info=\"{}\"][\/et_pb_image][et_pb_text admin_label=\"Il progetto di adeguamento sismico: un esoscheletro d\u2019acciaio in \u201cgerarchia delle resistenze\u201d\" _builder_version=\"4.9.9\" _module_preset=\"default\" global_colors_info=\"{}\"]<\/p> Il progetto di adeguamento sismico: un esoscheletro d\u2019acciaio in \u201cgerarchia delle resistenze\u201d<\/strong><\/p> La concezione strutturale<\/strong> Progetto delle fondazioni<\/strong> [\/et_pb_text][et_pb_image src=\"https:\/\/teleios-ing.it\/wp-content\/uploads\/2021\/07\/intervento-post-sisma-magneti-marelli-pianta-tracciamento.jpg\" title_text=\"intervento-post-sisma-magneti-marelli-pianta-tracciamento\" 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> Viste le condizioni geotecniche e la necessit\u00e0 di operare in adiacenza a strutture esistenti si \u00e8 scelto di impiegare micropali trivellati dotati di valvole nel tratto finale, cos\u00ec da incrementarne la resistenza.<\/p> Progetto delle strutture<\/strong> [\/et_pb_text][et_pb_image src=\"https:\/\/teleios-ing.it\/wp-content\/uploads\/2021\/07\/intervento-post-sisma-magneti-marelli-pianta-solaio.jpg\" title_text=\"intervento-post-sisma-magneti-marelli-pianta-solaio\" 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> Tutti i nuovi sistemi di controvento sismico possiedono le medesime geometrie esterne in modo da avere una coerenza architettonica. Le differenti esigenze in termini di resistenza, deformabilit\u00e0 e gerarchia delle resistenze sono state risolte giocando sugli spessore dei tubi e sulle qualit\u00e0 dei materiali. [\/et_pb_text][\/et_pb_column][\/et_pb_row][et_pb_row column_structure=\"1_2,1_2\" _builder_version=\"4.9.9\" _module_preset=\"default\" global_colors_info=\"{}\"][et_pb_column type=\"1_2\" _builder_version=\"4.9.9\" _module_preset=\"default\" global_colors_info=\"{}\"][et_pb_image src=\"https:\/\/teleios-ing.it\/wp-content\/uploads\/2021\/07\/intervento-post-sisma-magneti-marelli-viste-di-montaggio.jpg\" title_text=\"intervento-post-sisma-magneti-marelli-viste-di-montaggio\" align=\"center\" _builder_version=\"4.9.11\" _module_preset=\"default\" global_colors_info=\"{}\"][\/et_pb_image][\/et_pb_column][et_pb_column type=\"1_2\" _builder_version=\"4.9.9\" _module_preset=\"default\" global_colors_info=\"{}\"][et_pb_image src=\"https:\/\/teleios-ing.it\/wp-content\/uploads\/2021\/07\/intervento-post-sisma-magneti-marelli-dettagli-collegamento-base.jpg\" title_text=\"intervento-post-sisma-magneti-marelli-dettagli-collegamento-base\" align=\"center\" _builder_version=\"4.9.11\" _module_preset=\"default\" global_colors_info=\"{}\"][\/et_pb_image][\/et_pb_column][\/et_pb_row][et_pb_row _builder_version=\"4.9.9\" _module_preset=\"default\" global_colors_info=\"{}\"][et_pb_column type=\"4_4\" _builder_version=\"4.9.9\" _module_preset=\"default\" global_colors_info=\"{}\"][et_pb_text _builder_version=\"4.9.9\" _module_preset=\"default\" global_colors_info=\"{}\"]<\/p> I setti reticolari hanno bisogno di essere stabilizzati in senso ortogonale al loro piano ed a tal fine sono stati previsti ulteriori sistemi di controvento di parete (ubicati sui prospetti dell\u2019edificio) mediante correnti orizzontali e controventi a croce di S.Andrea. La chiusura d\u2019angolo fra i livelli dei traversi sei setti intorno alla palazzina ha solo una funzione estetica. [\/et_pb_text][et_pb_gallery gallery_ids=\"333,334,335,336\" show_title_and_caption=\"off\" show_pagination=\"off\" _builder_version=\"4.9.11\" _module_preset=\"default\" hover_enabled=\"0\" global_colors_info=\"{}\" sticky_enabled=\"0\"][\/et_pb_gallery][\/et_pb_column][\/et_pb_row][\/et_pb_section]<\/p>","_et_gb_content_width":"","footnotes":""},"project_category":[9,11],"project_tag":[],"class_list":["post-1556","project","type-project","status-publish","has-post-thumbnail","hentry","project_category-buildings-and-structures","project_category-geotechnics-and-foundations"],"_links":{"self":[{"href":"https:\/\/teleios-ing.it\/en\/wp-json\/wp\/v2\/project\/1556","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=1556"}],"version-history":[{"count":4,"href":"https:\/\/teleios-ing.it\/en\/wp-json\/wp\/v2\/project\/1556\/revisions"}],"predecessor-version":[{"id":1562,"href":"https:\/\/teleios-ing.it\/en\/wp-json\/wp\/v2\/project\/1556\/revisions\/1562"}],"wp:featuredmedia":[{"embeddable":true,"href":"https:\/\/teleios-ing.it\/en\/wp-json\/wp\/v2\/media\/1559"}],"wp:attachment":[{"href":"https:\/\/teleios-ing.it\/en\/wp-json\/wp\/v2\/media?parent=1556"}],"wp:term":[{"taxonomy":"project_category","embeddable":true,"href":"https:\/\/teleios-ing.it\/en\/wp-json\/wp\/v2\/project_category?post=1556"},{"taxonomy":"project_tag","embeddable":true,"href":"https:\/\/teleios-ing.it\/en\/wp-json\/wp\/v2\/project_tag?post=1556"}],"curies":[{"name":"wp","href":"https:\/\/api.w.org\/{rel}","templated":true}]}}
The office building, together with the entire production area, was built between 1973 and 1974. Over the years, it has not undergone any substantial modifications or significant seismic events.
The building consists of 2 floors above ground and a basement, rectangular elongated planimetric conformation with dimensions of 56mx12.25m for the mezzanine floor with basement and 55.55mx13.75m for the 1st floor.
Following the two seismic events of May 2012, the following damages have developed:<\/p>\n\n
Therefore, an extensive and specialized on-site and laboratory testing campaign was performed, which included the execution of:<\/p>\n\n
In light of the vulnerabilities highlighted in the structural safety verification, the structural conception of the intervention was based on the idea of deputing the existing structures to the only static function for which they were actually designed, i.e. the prevailing resistance to vertical loads only. Invec for actions not appropriate to the existing structure it was decided to place them side by side to an “exoskeleton” of steel, based on valved micropiles, seismic-resistant to 100% of the performance required by the Ministerial Decree 14\/01\/2008 as well as by the will of the client who has not limited itself to 60% required by the Legislative Decree 06\/06\/2012. Since a structure, in spite of itself, reacts for stiffness, we tried to further respect its own attitudes, excluding the involuntary reactive capacity towards seismic forces through the modification of the degree of constraint at the base of the pillars of the two floors in elevation carried out with the formation of Mesnager type hinges. In such a way the seismic responses of the two structural typologies constituted by the new structures and by the existing ones have been untied. The new seismic resistant systems have been dimensioned also in function of the damage limit state (SDL) assuming as limit of interstorey displacement for the existing columns that of 0,5% of the height even if it has been foreseen to substitute all the rigid panels and the brick counter walls with more flexible elements and less subject to damages. Moreover, it has been decided to demolish and replace the two damaged internal staircases in reinforced concrete with new, lighter metal staircases, hanging from the main reinforced concrete beams or from new steel beams.<\/p>\n
The geotechnical conditions found and the mainly flexural stresses in the seismic field to be transmitted to the ground do not allow the use of surface foundations. The design choice was therefore to use plinths on piles arranged in a punctual manner at the seismic-resistant structures.
The exoskeleton has two types of seismic-resistant trusses. For each of the two types a different foundation has been provided: plinths with two piles for the “longitudinal” ones and plinths with 12 piles for the “transversal” ones.<\/p>\n
The seismic-resistant structures consist of steel trusses, dissipative type, arranged according to the two main orthogonal directions identified by the major and minor sides of the building. Each truss is made of CHS round tubes and has been designed as a single welded assembly that arrives at the site hot-dip galvanized and painted in the workshop, ready to be housed on the ties.
The structural scheme of the trusses is such as to be able to dissipate both as a frame structure and as a concentric braced structure, thanks to the formation of the Vierendel type mechanism between columns and transoms and of the diagonal active tension type of the St. Andrew’s cross bracing.
The arrangement of the reticular baffles on the longer sides of the building coincides with the interaxis of the existing main reinforced concrete frames so that each baffle absorbs the seismic rate competent to the single reinforced concrete frame. The distribution of the baffles on the two short sides is instead designed to block the movements of the frames both at the heads and at the bases of the columns, and in an intermediate position at the main trusses.
In order to relieve the floors from parasitic plane actions and to make the distribution of seismic forcing uniform in the plane, systems of struts and small flat reticulars have been provided, immediately under the floors, connected to the main beams and columns.<\/p>\n
The basic connections of the reticular partitions are made by means of pins and anchor bolts embedded in the reinforced concrete plinths. The connections between new and existing structures are made with tubular profiles working as struts or tie-rods thanks to hinge-type connections and anchorages with contrasting or restoring systems with existing reinforcements. The choice of using for the basic connection the perfect pivot hinges allows on the one hand to assign to each reticular septum the specific seismic direction of work and on the other hand to optimize the joint when applying the rules of GdR thus avoiding significant differences between the stress resulting from the analysis and the calculation stress resulting precisely from the criterion of over-resistance.<\/p>\n
The elliptical shapes of the unions optimize the distances from the edges provided by Eurocode 3 – UNI EN 1993 for the unions with pins providing also a certain aesthetic value.
From what has been reported, it can be seen that the aesthetic appreciation received by the work is derived predominantly from an adequate design response to its structural needs.<\/p>\nMAGNETI MARELLI \u2013 INTERVENTO DI ADEGUAMENTO SISMICO SULLA PALAZZINA UFFICI<\/h3>
La palazzina uffici, insieme all\u2019intero comparto produttivo, fu costruita tra il 1973 e il 1974. Nel corso degli anni non ha subito modifiche sostanziali n\u00e9 eventi sismici rilevanti.
L\u2019edificio \u00e8 composto da 2 piani fuori terra e un piano seminterrato, conformazione planimetrica rettangolare allungata con dimensioni pari a 56mx12.25m per il piano rialzato con interrato e 55.55mx13.75m per piano 1\u00b0.
A seguito dei due eventi sismici del Maggio 2012 si sono sviluppati i seguenti danni:<\/p>
\u00c8 stata quindi eseguita una campagna di prove in sito ed in laboratorio ampia e specialistica, che ha previsto l\u2019esecuzione di:<\/p>
Alla luce delle vulnerabilit\u00e0 evidenziate nella verifica di sicurezza strutturale, la concezione strutturale dell\u2019intervento \u00e8 stata fondata sull\u2019idea di deputare le strutture esistenti alla sola funzione statica per le quali sono state effettivamente progettate, ossia la resistenza prevalente ai soli carichi verticali. Invec per le azioni non consone alla struttura esistente si \u00e8 deciso di affiancarle ad un \u201cesoscheletro\u201d d\u2019acciaio, fondato su micropali valvolati, sismoresistente al 100% della prestazione prevista dal D.M. 14\/01\/2008 cos\u00ec come da volont\u00e0 della Committenza la quale non si \u00e8 limitata al 60% richiesto dal D.lgs.06\/06\/2012. Dal momento che una struttura, suo malgrado, reagisce per rigidezza, si \u00e8 cercato di rispettarne ulteriormente le attitudini proprie, escludendone l\u2019involontaria capacit\u00e0 reattiva verso le forze sismiche attraverso la modifica del grado di vincolo alla base dei pilastri dei due piani in elevazione effettuata con la formazione di cerniere tipo Mesnager. In tal modo si sono anche svincolate le risposte sismiche delle due tipologie strutturali costituite appunto dalle nuove strutture e da quelle esistenti. I nuovi sistemi sismo resistenti sono stati dimensionati anche in funzione dello stato limite di danno (SDL) assumendo come limite di spostamento d\u2019interpiano per le colonne esistenti quello dello 0,5% dell\u2019altezza nonostante sia stato previsto di sostituire tutte le pannellature rigide e le contropareti in laterizio di tamponamento con elementi pi\u00f9 flessibili e meno soggetti a danneggiamenti. Inoltre si \u00e8 optato per la demolizione e sostituzione dei due corpi scala interni in c.c.a danneggiati con nuove scale metalliche, pi\u00f9 leggere, appese alle travate principali in c.c.a o a nuove travi d\u2019acciaio.<\/p>
Le condizioni geotecniche riscontrate e le sollecitazioni principalmente flessionali in campo sismico da trasmettere al terreno non permettono l\u2019impiego di fondazioni superficiali. La scelta progettuale \u00e8 stata quindi quella di impiegare plinti su pali disposti in maniera puntuale in corrispondenza delle strutture sismo resistenti.
L\u2019esoscheletro presenta due tipi di tralicci sismo resistenti. Per ognuna delle due tipologie \u00e8 stata prevista una diversa fondazione: plinti con due pali per quelli \u201clongitudinali\u201d e plinti con 12 pali per i \u201ctrasversali\u201d.<\/p>
Le strutture sismo resistenti sono costituite da tralicci d\u2019acciaio, di tipo dissipativo, disposti secondo le due direzioni ortogonali principali individuate dai lati maggiore e minore dell\u2019edificio. Ciascun traliccio \u00e8 costituito da tubi tondi CHS ed \u00e8 stato concepito come un unico gruppo saldato che arriva in cantiere zincato a caldo e verniciato in officina, pronto per l\u2019alloggiamento sui tirafondi.
Lo schema strutturale dei tralicci \u00e8 tale da potere dissipare sia come struttura a telaio, sia come struttura a controventi concentrici, grazie alla formazione del meccanismo tipo Vierendel fra colonne e traversi e di quello tipo diagonale tesa attiva dei controventi a croce di S. Andrea.
La disposizione dei setti reticolari sui lati maggiori dell\u2019edificio coincide con l\u2019interasse dei telai principali in c.a. esistenti in modo che ogni setto assorba l\u2019aliquota sismica competente al singolo telaio in c.a. la distribuzione dei setti sui due lati corti \u00e8 invece prevista per bloccare i movimenti dei telai sia in corrispondenza delle testate e delle basi delle colonne, sia in posizione intermedia alla travate principali.
Per sgravare i solai da azioni di piano parassite e rendere uniforme la distribuzione delle forzanti sismiche nel piano, sono stati previsti sistemi di puntoni e piccole reticolari piane, subito sotto i solai, collegati alle travi principali ed alle colonne.<\/p>
I collegamenti di base dei setti reticolari sono realizzati mediante perni e tirafondi annegati nei plinti in c.c.a. Le connessioni fra nuove strutture ed esistenti sono realizzate con profili tubolari funzionanti come puntoni o tiranti grazie ai collegamenti tipo cerniera ed ancoraggi con sistemi a contrasto o a ripristino d\u2019ancoraggio con le armature esistenti. La scelta di utilizzare per il collegamento di base le cerniere perfette a perno consente da un lato di assegnare a ciascun setto reticolare la specifica direzione sismica di lavoro e dall\u2019altro di ottimizzare il giunto nel momento in cui vi si applicano le regole di GdR evitando cos\u00ec notevoli differenze fra sollecitazione derivante dall\u2019analisi e sollecitazione di calcolo derivante appunto dal criterio di sovraresistenza.<\/p>
Le forme ellittiche delle unioni ottimizzano le distanze dai bordi previste dall\u2019Eurocodice 3 \u2013 UNI EN 1993 per le unioni con perni fornendo anche una certa valenza estetica.
Da quanto riportato pu\u00f2 emergere che l\u2019apprezzamento estetico riscosso dall\u2019opera \u00e8 derivato in misura preponderante da un\u2019adeguata risposta progettuale alle sue esigenze strutturali.<\/p>