{"id":{"repo_id":"greece","oai_identifier":"oai:10442/1723"},"canonical_url":"https://search.dev.ndltd.org/etd/greece/oai:10442/1723","repository":{"repo_id":"greece","name":"Greek National Archive of PhD Theses","base_url":"https://phdtheses.ekt.gr/eadd_oai/request"},"display":{"title":"Συμβολή στην ανάλυση των εκσκαφών με την μέθοδο των πεπερασμένων στοιχείων","abstract":"THE SIMULATION OF AN EXCAVATION, IN THE CONTEXT OF THE FINITE ELEMENT METHOD, INVOLVES THE ANALYSIS OF FACTORS SUCH AS UNLOADING, SINGULARITIES LIKE CORNERS, EXISTENCE OF STRUCTURES BEFORE EXCAVATION, ARTIFICIAL INCLUSION OF GHOST ELEMENTS AND MATHEMATICAL FORMULATION. THE CONVENTIONAL APPROACH BASED ON LINEAR MATERIAL BEHAVIOR OF COMPUTING DISPLACEMENTS AND STRESSES AS IF THE EXCAVATION WERECOMPLETED IN A SINGLE STAGE DOES NOT ACCOUNT FOR PATH DEPENDENCY AND NONLINEARITY INTRODUCED BY INCREMENTAL EXCAVATION. THE OBJECTIVE OF THIS PAPER IS TO PROPOSE AN EFFICIENT, FINITE ELEMENT BASED, NUMERICAL PROCEDURE FOR SIMULATING MULTI-STAGE EXCAVATION FOR SOILS OBEYING AN ELASTOPLASTIC LAW AND TO VERIFY IF THEFINAL SOLUTION IS INDEPENDENT OR NOT WHATEVER THE NUMBER OF EXCAVATION STAGES USED IN THE SIMULATION PROCESS. THE NON-LINEAR FINITE ELEMENT EQUATIONS ARE DERIVED FROM A VARIATIONAL FORMULATION WHICH ACCOUNTS FOR TIME-VARYING PROBLEM DOMAIN, BOUNDARIES AND STATE OF INITIAL STRESSES. THE PROPOSED METHOD SATISFIES THE UNIQUENESS PRINCIPLE IN THE CASE OF ELASTIC MATERIALS. FOR ELASTOPLASTIC MATERIALS SATISFACTION OR NOT OF THE AFOREMENTIONED PRINCIPLE DEPENDS UPON THE MATERIALS PROPERTIES ASSOCIATED WITH THE MODEL OF ANALYSIS AND THE ELEMENT STRESS PATHS PRODUCED BY THE EXCAVATION AS WELL. NUMERICAL EXAMPLES ANALYSIS OF A MONOTONICALLY EXCAVATED DOMAIN USING THE PROPOSED ALGORITHM COMBINED WITH THE DRUCKER-PRAGER YIELD CRITERION AND AN ELASTIC WORK-HARDENING PLASTIC CAP MODEL APPEARS TO LEAD TO THE FOLLOWING CONCLUSIONS: - THE SAME SOLUTION CAN BE ACHIEVED, INDEPENDENTLY OF THE EXCAVATION STAGES, ONLY IF AN ELASTIC STRESS PATH IS PRODUCED BY THE EXCAVATION. - IN THE CASE THAT AN EXCAVATION CAUSES AN ELASTIC PERFECTLY PLASTIC STRESS PATH FOR SEVERAL INTEGRATION POINTS THE SINGLE STAGE ANALYSISIS UNABLE TO TAKE INTO ACCOUNT THE STRESSES REDISTRIBUTION EFFECT AND THE ARISEN TOPOLOGY MODIFICATION. IT CAN BE USED HOWEVER FOR CASES OF NOT TOO CRUDE ELASTOPLASTIC STRESS PATHS IN WHICH GIVES ALMOST SAME RESULTS.","abstract_html":"THE SIMULATION OF AN EXCAVATION, IN THE CONTEXT OF THE FINITE ELEMENT METHOD, INVOLVES THE ANALYSIS OF FACTORS SUCH AS UNLOADING, SINGULARITIES LIKE CORNERS, EXISTENCE OF STRUCTURES BEFORE EXCAVATION, ARTIFICIAL INCLUSION OF GHOST ELEMENTS AND MATHEMATICAL FORMULATION. THE CONVENTIONAL APPROACH BASED ON LINEAR MATERIAL BEHAVIOR OF COMPUTING DISPLACEMENTS AND STRESSES AS IF THE EXCAVATION WERECOMPLETED IN A SINGLE STAGE DOES NOT ACCOUNT FOR PATH DEPENDENCY AND NONLINEARITY INTRODUCED BY INCREMENTAL EXCAVATION. THE OBJECTIVE OF THIS PAPER IS TO PROPOSE AN EFFICIENT, FINITE ELEMENT BASED, NUMERICAL PROCEDURE FOR SIMULATING MULTI-STAGE EXCAVATION FOR SOILS OBEYING AN ELASTOPLASTIC LAW AND TO VERIFY IF THEFINAL SOLUTION IS INDEPENDENT OR NOT WHATEVER THE NUMBER OF EXCAVATION STAGES USED IN THE SIMULATION PROCESS. THE NON-LINEAR FINITE ELEMENT EQUATIONS ARE DERIVED FROM A VARIATIONAL FORMULATION WHICH ACCOUNTS FOR TIME-VARYING PROBLEM DOMAIN, BOUNDARIES AND STATE OF INITIAL STRESSES. THE PROPOSED METHOD SATISFIES THE UNIQUENESS PRINCIPLE IN THE CASE OF ELASTIC MATERIALS. FOR ELASTOPLASTIC MATERIALS SATISFACTION OR NOT OF THE AFOREMENTIONED PRINCIPLE DEPENDS UPON THE MATERIALS PROPERTIES ASSOCIATED WITH THE MODEL OF ANALYSIS AND THE ELEMENT STRESS PATHS PRODUCED BY THE EXCAVATION AS WELL. NUMERICAL EXAMPLES ANALYSIS OF A MONOTONICALLY EXCAVATED DOMAIN USING THE PROPOSED ALGORITHM COMBINED WITH THE DRUCKER-PRAGER YIELD CRITERION AND AN ELASTIC WORK-HARDENING PLASTIC CAP MODEL APPEARS TO LEAD TO THE FOLLOWING CONCLUSIONS: - THE SAME SOLUTION CAN BE ACHIEVED, INDEPENDENTLY OF THE EXCAVATION STAGES, ONLY IF AN ELASTIC STRESS PATH IS PRODUCED BY THE EXCAVATION. - IN THE CASE THAT AN EXCAVATION CAUSES AN ELASTIC PERFECTLY PLASTIC STRESS PATH FOR SEVERAL INTEGRATION POINTS THE SINGLE STAGE ANALYSISIS UNABLE TO TAKE INTO ACCOUNT THE STRESSES REDISTRIBUTION EFFECT AND THE ARISEN TOPOLOGY MODIFICATION. IT CAN BE USED HOWEVER FOR CASES OF NOT TOO CRUDE ELASTOPLASTIC STRESS PATHS IN WHICH GIVES ALMOST SAME RESULTS.","abstract_has_math":false,"creators":["Κωμοδρόμος, Αιμίλιος"],"institution":"Αριστοτέλειο Πανεπιστήμιο Θεσσαλονίκης (ΑΠΘ)","degree_name":null,"degree_level":null,"degree_discipline":null,"degree_department":null,"school":null,"contributors":[],"advisors":[],"committee_chairs":[],"committee_members":[],"year":1991,"date_issued":"1991","date_published":"1991","updated_at":"2026-07-24T02:25:05Z","subjects":["ALGORITHM FOR SIMULATING EXCAVATIONS","ELASTOPLASTIC BEHAVIOR","Failure criterion","Finite elements method","NON LINEAR BEHAVIOR OF SOIL","Numerical analysis","STRESS PATH","ΑΛΓΟΡΙΘΜΟΣ ΠΡΟΣΟΜΟΙΩΣΗΣ ΕΚΣΚΑΦΩΝ","Αριθμητική ανάλυση","ΔΙΑΔΡΟΜΗ ΤΑΣΕΩΝ","ΕΛΑΣΤΟΠΛΑΣΤΙΚΗ ΣΥΜΠΕΡΙΦΟΡΑ","Κριτήριο θραύσης","Μέθοδος πεπερασμένων στοιχείων","Μη γραμμική συμπεριφορά εδαφών","Engineering and Technology","Civil Engineering","Επιστήμες Μηχανικού και Τεχνολογία","Επιστήμη Πολιτικού Μηχανικού"],"languages":["gre"],"rights":[],"rights_urls":[],"identifier_entries":[{"key":"dc:identifier","label":"Identifier","values":["10.12681/eadd/1723"],"render_values":[{"text":"10.12681/eadd/1723","href":"https://doi.org/10.12681/eadd/1723","code":true}]}]},"links":{"outbound_url":"http://hdl.handle.net/10442/hedi/1723","outbound_label":"Handle","outbound_source":"dc:identifier"},"metadata_groups":[{"id":"people","label":"People","entries":[{"key":"dc:creator","label":"Author","values":["Κωμοδρόμος, Αιμίλιος"]}]},{"id":"academic_context","label":"Academic Context","entries":[{"key":"dc:date","label":"Dc Date","values":["1991"]},{"key":"dc:publisher","label":"Institution","values":["Αριστοτέλειο Πανεπιστήμιο Θεσσαλονίκης (ΑΠΘ)","Aristotle University Of Thessaloniki (AUTH)"]},{"key":"dc:type","label":"Dc Type","values":["PhD Thesis"]}]},{"id":"subjects_keywords","label":"Subjects and Keywords","entries":[{"key":"dc:subject","label":"Dc Subject","values":["ALGORITHM FOR SIMULATING EXCAVATIONS","ELASTOPLASTIC BEHAVIOR","Failure criterion","Finite elements method","NON LINEAR BEHAVIOR OF SOIL","Numerical analysis","STRESS PATH","ΑΛΓΟΡΙΘΜΟΣ ΠΡΟΣΟΜΟΙΩΣΗΣ ΕΚΣΚΑΦΩΝ","Αριθμητική ανάλυση","ΔΙΑΔΡΟΜΗ ΤΑΣΕΩΝ","ΕΛΑΣΤΟΠΛΑΣΤΙΚΗ ΣΥΜΠΕΡΙΦΟΡΑ","Κριτήριο θραύσης","Μέθοδος πεπερασμένων στοιχείων","Μη γραμμική συμπεριφορά εδαφών","Engineering and Technology","Civil Engineering","Επιστήμες Μηχανικού και Τεχνολογία","Επιστήμη Πολιτικού Μηχανικού"]}]},{"id":"language_rights","label":"Language and Rights","entries":[{"key":"dc:language","label":"Dc Language","values":["gre"]}]},{"id":"identifiers","label":"Identifiers","entries":[{"key":"dc:identifier","label":"Identifier","values":["10.12681/eadd/1723","http://hdl.handle.net/10442/hedi/1723"]}]},{"id":"additional","label":"Additional Metadata","entries":[{"key":"dc:description","label":"Description","values":["THE SIMULATION OF AN EXCAVATION, IN THE CONTEXT OF THE FINITE ELEMENT METHOD, INVOLVES THE ANALYSIS OF FACTORS SUCH AS UNLOADING, SINGULARITIES LIKE CORNERS, EXISTENCE OF STRUCTURES BEFORE EXCAVATION, ARTIFICIAL INCLUSION OF GHOST ELEMENTS AND MATHEMATICAL FORMULATION. THE CONVENTIONAL APPROACH BASED ON LINEAR MATERIAL BEHAVIOR OF COMPUTING DISPLACEMENTS AND STRESSES AS IF THE EXCAVATION WERECOMPLETED IN A SINGLE STAGE DOES NOT ACCOUNT FOR PATH DEPENDENCY AND NONLINEARITY INTRODUCED BY INCREMENTAL EXCAVATION. THE OBJECTIVE OF THIS PAPER IS TO PROPOSE AN EFFICIENT, FINITE ELEMENT BASED, NUMERICAL PROCEDURE FOR SIMULATING MULTI-STAGE EXCAVATION FOR SOILS OBEYING AN ELASTOPLASTIC LAW AND TO VERIFY IF THEFINAL SOLUTION IS INDEPENDENT OR NOT WHATEVER THE NUMBER OF EXCAVATION STAGES USED IN THE SIMULATION PROCESS. THE NON-LINEAR FINITE ELEMENT EQUATIONS ARE DERIVED FROM A VARIATIONAL FORMULATION WHICH ACCOUNTS FOR TIME-VARYING PROBLEM DOMAIN, BOUNDARIES AND STATE OF INITIAL STRESSES. THE PROPOSED METHOD SATISFIES THE UNIQUENESS PRINCIPLE IN THE CASE OF ELASTIC MATERIALS. FOR ELASTOPLASTIC MATERIALS SATISFACTION OR NOT OF THE AFOREMENTIONED PRINCIPLE DEPENDS UPON THE MATERIALS PROPERTIES ASSOCIATED WITH THE MODEL OF ANALYSIS AND THE ELEMENT STRESS PATHS PRODUCED BY THE EXCAVATION AS WELL. NUMERICAL EXAMPLES ANALYSIS OF A MONOTONICALLY EXCAVATED DOMAIN USING THE PROPOSED ALGORITHM COMBINED WITH THE DRUCKER-PRAGER YIELD CRITERION AND AN ELASTIC WORK-HARDENING PLASTIC CAP MODEL APPEARS TO LEAD TO THE FOLLOWING CONCLUSIONS: - THE SAME SOLUTION CAN BE ACHIEVED, INDEPENDENTLY OF THE EXCAVATION STAGES, ONLY IF AN ELASTIC STRESS PATH IS PRODUCED BY THE EXCAVATION. - IN THE CASE THAT AN EXCAVATION CAUSES AN ELASTIC PERFECTLY PLASTIC STRESS PATH FOR SEVERAL INTEGRATION POINTS THE SINGLE STAGE ANALYSISIS UNABLE TO TAKE INTO ACCOUNT THE STRESSES REDISTRIBUTION EFFECT AND THE ARISEN TOPOLOGY MODIFICATION. IT CAN BE USED HOWEVER FOR CASES OF NOT TOO CRUDE ELASTOPLASTIC STRESS PATHS IN WHICH GIVES ALMOST SAME RESULTS.","ΣΤΟΧΟ ΤΗΣ ΠΑΡΟΥΣΑΣ ΔΙΑΤΡΙΒΗΣ ΑΠΟΤΕΛΕΙ Η ΒΕΛΤΙΩΣΗ ΤΗΣ ΠΡΟΣΕΓΓΙΣΗΣ ΤΟΥ ΦΑΙΝΟΜΕΝΟΥΤΩΝ ΕΚΣΚΑΦΩΝ ΣΕ ΕΛΑΣΤΟΠΛΑΣΤΙΚΑ ΕΔΑΦΗ ΜΕ ΤΗΝ ΧΡΗΣΗ ΑΛΓΟΡΙΘΜΟΥ ΑΡΙΘΜΗΤΙΚΗΣ ΠΡΟΣΟΜΟΙΩΣΗΣ ΠΟΥ ΝΑ ΙΚΑΝΟΠΟΙΕΙ, ΤΟ ΑΞΙΩΜΑ ΤΗΣ ΜΟΝΑΔΙΚΗΣ ΛΥΣΗΣ ΣΤΗΝ ΠΕΡΙΠΤΩΣΗ ΓΡΑΜΜΙΚΟΥ ΕΛΑΣΤΙΚΟΥ ΜΕΣΟΥ, ΤΗΝ ΣΥΝΕΧΗ ΙΣΧΥ ΤΩΝ ΜΗ ΓΡΑΜΜΙΚΩΝ ΟΛΟΚΛΗΡΩΤΙΚΩΝ ΕΞΙΣΩΣΕΩΝ ΤΟΥ ΣΥΝΕΧΟΥΣ ΜΕΣΟΥ ΜΕ ΚΑΤΑΛΛΗΛΗ ΤΡΟΠΟΠΟΙΗΣΗ ΠΟΥ ΝΑ ΕΠΙΤΡΕΠΕΙ ΤΗΝ ΙΣΧΥ ΚΑΙ ΕΦΑΡΜΟΓΗ ΤΗΣ ΑΡΧΗΣ ΤΟΥ ΔΥΝΑΤΟΥ ΕΡΓΟΥ ΚΑΙ ΝΑ ΙΚΑΝΟΠΟΙΕΙ ΤΙΣ ΘΕΜΕΛΙΩΔΕΙΣ ΑΡΧΕΣ ΠΟΥ ΤΟ ΦΑΙΝΟΜΕΝΟ ΤΗΣ ΕΚΣΚΑΦΗΣ ΕΙΣΑΓΕΙ. ΟΙ ΑΡΧΕΣ ΑΥΤΕΣ ΠΡΟΚΥΠΤΟΥΝ ΑΠΟ ΤΗΝ ΑΝΑΓΚΗ: - ΙΚΑΝΟΠΟΙΗΣΗΣ ΤΩΝ ΑΡΧΩΝ ΠΟΥ ΠΡΟΚΥΠΤΟΥΝ ΑΠΟ ΤΙΣ ΕΞΙΣΩΣΕΙΣ ΠΟΥ ΕΞΑΣΦΑΛΙΖΟΥΝ ΤΗΝ ΙΣΟΡΡΟΠΙΑ ΣΥΝΕΧΟΥΣ ΜΕΣΟΥ ΜΕ ΜΕΤΑΒΑΛΛΟΜΕΝΑ ΟΡΙΑ ΚΑΙ ΔΙΑΣΤΑΣΕΙΣ. - ΙΚΑΝΟΠΟΙΗΣΗΣ ΤΩΝ ΑΡΧΩΝ ΠΟΥ ΠΡΟΚΥΠΤΟΥΝ ΑΠΟ ΤΗΝ ΕΝΕΡΓΕΙΑΚΗ ΘΕΩΡΗΣΗ ΤΟΥ ΠΡΟΒΛΗΜΑΤΟΣ. ΣΕ ΑΝΤΙΘΕΣΗ ΜΕ ΤΙΣΜΕΧΡΙ ΤΩΡΑ ΠΡΟΤΑΘΕΙΣΕΣ ΜΕΘΟΔΟΥΣ ΠΟΥ ΟΔΗΓΟΥΝ ΣΕ ΙΚΑΝΟΠΟΙΗΤΙΚΗ ΕΠΙΛΥΣΗ ΤΟΥ ΠΡΟΒΛΗΜΑΤΟΣ ΤΩΝ ΕΚΣΚΑΦΩΝ ΜΟΝΟ ΚΑΤΩ ΑΠΟ ΕΙΔΙΚΕΣ ΣΥΝΘΗΚΕΣ ΚΑΙ ΠΟΥ Η ΛΥΣΗ ΤΟΥΣ ΠΑΡΑΒΙΑΖΕΙ ΘΕΜΕΛΙΩΔΕΙΣ ΕΝΕΡΓΕΙΑΚΕΣ ΑΡΧΕΣ, (ΠΑΡΑΓΩΓΗ ΕΣΩΤΕΡΙΚΟΥ ΚΑΙ ΕΞΩΤΕΡΙΚΟΥ ΕΡΓΟΥ ΑΠΟΤΑ ΣΤΟΙΧΕΙΑ ΕΚΣΚΑΦΗΣ), Η ΠΡΟΤΕΙΝΟΜΕΝΗ ΜΕΘΟΔΟΣ ΕΧΕΙ ΣΑΝ ΑΦΕΤΗΡΙΑ ΤΗΝ ΕΞΑΣΦΑΛΙΣΗΤΗΣ ΜΗΔΕΝΙΚΗΣ ΣΥΜΒΟΛΗΣ ΤΩΝ ΣΤΟΙΧΕΙΩΝ ΕΚΣΚΑΦΗΣ ΣΤΙΣ ΚΑΤΑΣΤΑΤΙΚΕΣ ΕΞΙΣΩΣΕΙΣ. ΓΙΑΤΟΝ ΛΟΓΟ ΑΥΤΟ ΟΙ ΜΗ ΓΡΑΜΜΙΚΕΣ, ΑΝΑΛΟΓΑ ΜΕ ΤΟ ΜΟΝΤΕΛΟ ΣΥΜΠΕΡΙΦΟΡΑΣ, ΚΑΤΑΣΤΑΤΙΚΕΣ ΕΞΙΣΩΣΕΙΣ ΤΟΥ ΣΥΝΕΧΟΥΣ ΜΕΣΟΥ ΤΡΟΠΟΠΟΙΗΘΗΚΑΝ ΕΤΣΙ ΩΣΤΕ ΝΑ ΕΞΑΣΦΑΛΙΖΟΥΝ ΤΗΝ ΙΣΟΡΡΟΠΙΑ ΜΕΣΟΥ ΜΕ ΜΕΤΑΒΑΛΛΟΜΕΝΑ ΟΡΙΑ ΚΑΙ ΔΙΑΣΤΑΣΕΙΣ. (ΠΕΡΙΚΟΠΗ)"]},{"key":"dc:title","label":"Title","values":["Συμβολή στην ανάλυση των εκσκαφών με την μέθοδο των πεπερασμένων στοιχείων","CONTRIBUTION TO THE ANALYSIS OF EXCAVATING BY THE FINITE ELEMENT METHOD"]}]}],"canonical_facts":{"dc:creator":["Κωμοδρόμος, Αιμίλιος"],"dc:date":["1991"],"dc:description":["THE SIMULATION OF AN EXCAVATION, IN THE CONTEXT OF THE FINITE ELEMENT METHOD, INVOLVES THE ANALYSIS OF FACTORS SUCH AS UNLOADING, SINGULARITIES LIKE CORNERS, EXISTENCE OF STRUCTURES BEFORE EXCAVATION, ARTIFICIAL INCLUSION OF GHOST ELEMENTS AND MATHEMATICAL FORMULATION. THE CONVENTIONAL APPROACH BASED ON LINEAR MATERIAL BEHAVIOR OF COMPUTING DISPLACEMENTS AND STRESSES AS IF THE EXCAVATION WERECOMPLETED IN A SINGLE STAGE DOES NOT ACCOUNT FOR PATH DEPENDENCY AND NONLINEARITY INTRODUCED BY INCREMENTAL EXCAVATION. THE OBJECTIVE OF THIS PAPER IS TO PROPOSE AN EFFICIENT, FINITE ELEMENT BASED, NUMERICAL PROCEDURE FOR SIMULATING MULTI-STAGE EXCAVATION FOR SOILS OBEYING AN ELASTOPLASTIC LAW AND TO VERIFY IF THEFINAL SOLUTION IS INDEPENDENT OR NOT WHATEVER THE NUMBER OF EXCAVATION STAGES USED IN THE SIMULATION PROCESS. THE NON-LINEAR FINITE ELEMENT EQUATIONS ARE DERIVED FROM A VARIATIONAL FORMULATION WHICH ACCOUNTS FOR TIME-VARYING PROBLEM DOMAIN, BOUNDARIES AND STATE OF INITIAL STRESSES. THE PROPOSED METHOD SATISFIES THE UNIQUENESS PRINCIPLE IN THE CASE OF ELASTIC MATERIALS. FOR ELASTOPLASTIC MATERIALS SATISFACTION OR NOT OF THE AFOREMENTIONED PRINCIPLE DEPENDS UPON THE MATERIALS PROPERTIES ASSOCIATED WITH THE MODEL OF ANALYSIS AND THE ELEMENT STRESS PATHS PRODUCED BY THE EXCAVATION AS WELL. NUMERICAL EXAMPLES ANALYSIS OF A MONOTONICALLY EXCAVATED DOMAIN USING THE PROPOSED ALGORITHM COMBINED WITH THE DRUCKER-PRAGER YIELD CRITERION AND AN ELASTIC WORK-HARDENING PLASTIC CAP MODEL APPEARS TO LEAD TO THE FOLLOWING CONCLUSIONS: - THE SAME SOLUTION CAN BE ACHIEVED, INDEPENDENTLY OF THE EXCAVATION STAGES, ONLY IF AN ELASTIC STRESS PATH IS PRODUCED BY THE EXCAVATION. - IN THE CASE THAT AN EXCAVATION CAUSES AN ELASTIC PERFECTLY PLASTIC STRESS PATH FOR SEVERAL INTEGRATION POINTS THE SINGLE STAGE ANALYSISIS UNABLE TO TAKE INTO ACCOUNT THE STRESSES REDISTRIBUTION EFFECT AND THE ARISEN TOPOLOGY MODIFICATION. IT CAN BE USED HOWEVER FOR CASES OF NOT TOO CRUDE ELASTOPLASTIC STRESS PATHS IN WHICH GIVES ALMOST SAME RESULTS.","ΣΤΟΧΟ ΤΗΣ ΠΑΡΟΥΣΑΣ ΔΙΑΤΡΙΒΗΣ ΑΠΟΤΕΛΕΙ Η ΒΕΛΤΙΩΣΗ ΤΗΣ ΠΡΟΣΕΓΓΙΣΗΣ ΤΟΥ ΦΑΙΝΟΜΕΝΟΥΤΩΝ ΕΚΣΚΑΦΩΝ ΣΕ ΕΛΑΣΤΟΠΛΑΣΤΙΚΑ ΕΔΑΦΗ ΜΕ ΤΗΝ ΧΡΗΣΗ ΑΛΓΟΡΙΘΜΟΥ ΑΡΙΘΜΗΤΙΚΗΣ ΠΡΟΣΟΜΟΙΩΣΗΣ ΠΟΥ ΝΑ ΙΚΑΝΟΠΟΙΕΙ, ΤΟ ΑΞΙΩΜΑ ΤΗΣ ΜΟΝΑΔΙΚΗΣ ΛΥΣΗΣ ΣΤΗΝ ΠΕΡΙΠΤΩΣΗ ΓΡΑΜΜΙΚΟΥ ΕΛΑΣΤΙΚΟΥ ΜΕΣΟΥ, ΤΗΝ ΣΥΝΕΧΗ ΙΣΧΥ ΤΩΝ ΜΗ ΓΡΑΜΜΙΚΩΝ ΟΛΟΚΛΗΡΩΤΙΚΩΝ ΕΞΙΣΩΣΕΩΝ ΤΟΥ ΣΥΝΕΧΟΥΣ ΜΕΣΟΥ ΜΕ ΚΑΤΑΛΛΗΛΗ ΤΡΟΠΟΠΟΙΗΣΗ ΠΟΥ ΝΑ ΕΠΙΤΡΕΠΕΙ ΤΗΝ ΙΣΧΥ ΚΑΙ ΕΦΑΡΜΟΓΗ ΤΗΣ ΑΡΧΗΣ ΤΟΥ ΔΥΝΑΤΟΥ ΕΡΓΟΥ ΚΑΙ ΝΑ ΙΚΑΝΟΠΟΙΕΙ ΤΙΣ ΘΕΜΕΛΙΩΔΕΙΣ ΑΡΧΕΣ ΠΟΥ ΤΟ ΦΑΙΝΟΜΕΝΟ ΤΗΣ ΕΚΣΚΑΦΗΣ ΕΙΣΑΓΕΙ. ΟΙ ΑΡΧΕΣ ΑΥΤΕΣ ΠΡΟΚΥΠΤΟΥΝ ΑΠΟ ΤΗΝ ΑΝΑΓΚΗ: - ΙΚΑΝΟΠΟΙΗΣΗΣ ΤΩΝ ΑΡΧΩΝ ΠΟΥ ΠΡΟΚΥΠΤΟΥΝ ΑΠΟ ΤΙΣ ΕΞΙΣΩΣΕΙΣ ΠΟΥ ΕΞΑΣΦΑΛΙΖΟΥΝ ΤΗΝ ΙΣΟΡΡΟΠΙΑ ΣΥΝΕΧΟΥΣ ΜΕΣΟΥ ΜΕ ΜΕΤΑΒΑΛΛΟΜΕΝΑ ΟΡΙΑ ΚΑΙ ΔΙΑΣΤΑΣΕΙΣ. - ΙΚΑΝΟΠΟΙΗΣΗΣ ΤΩΝ ΑΡΧΩΝ ΠΟΥ ΠΡΟΚΥΠΤΟΥΝ ΑΠΟ ΤΗΝ ΕΝΕΡΓΕΙΑΚΗ ΘΕΩΡΗΣΗ ΤΟΥ ΠΡΟΒΛΗΜΑΤΟΣ. ΣΕ ΑΝΤΙΘΕΣΗ ΜΕ ΤΙΣΜΕΧΡΙ ΤΩΡΑ ΠΡΟΤΑΘΕΙΣΕΣ ΜΕΘΟΔΟΥΣ ΠΟΥ ΟΔΗΓΟΥΝ ΣΕ ΙΚΑΝΟΠΟΙΗΤΙΚΗ ΕΠΙΛΥΣΗ ΤΟΥ ΠΡΟΒΛΗΜΑΤΟΣ ΤΩΝ ΕΚΣΚΑΦΩΝ ΜΟΝΟ ΚΑΤΩ ΑΠΟ ΕΙΔΙΚΕΣ ΣΥΝΘΗΚΕΣ ΚΑΙ ΠΟΥ Η ΛΥΣΗ ΤΟΥΣ ΠΑΡΑΒΙΑΖΕΙ ΘΕΜΕΛΙΩΔΕΙΣ ΕΝΕΡΓΕΙΑΚΕΣ ΑΡΧΕΣ, (ΠΑΡΑΓΩΓΗ ΕΣΩΤΕΡΙΚΟΥ ΚΑΙ ΕΞΩΤΕΡΙΚΟΥ ΕΡΓΟΥ ΑΠΟΤΑ ΣΤΟΙΧΕΙΑ ΕΚΣΚΑΦΗΣ), Η ΠΡΟΤΕΙΝΟΜΕΝΗ ΜΕΘΟΔΟΣ ΕΧΕΙ ΣΑΝ ΑΦΕΤΗΡΙΑ ΤΗΝ ΕΞΑΣΦΑΛΙΣΗΤΗΣ ΜΗΔΕΝΙΚΗΣ ΣΥΜΒΟΛΗΣ ΤΩΝ ΣΤΟΙΧΕΙΩΝ ΕΚΣΚΑΦΗΣ ΣΤΙΣ ΚΑΤΑΣΤΑΤΙΚΕΣ ΕΞΙΣΩΣΕΙΣ. ΓΙΑΤΟΝ ΛΟΓΟ ΑΥΤΟ ΟΙ ΜΗ ΓΡΑΜΜΙΚΕΣ, ΑΝΑΛΟΓΑ ΜΕ ΤΟ ΜΟΝΤΕΛΟ ΣΥΜΠΕΡΙΦΟΡΑΣ, ΚΑΤΑΣΤΑΤΙΚΕΣ ΕΞΙΣΩΣΕΙΣ ΤΟΥ ΣΥΝΕΧΟΥΣ ΜΕΣΟΥ ΤΡΟΠΟΠΟΙΗΘΗΚΑΝ ΕΤΣΙ ΩΣΤΕ ΝΑ ΕΞΑΣΦΑΛΙΖΟΥΝ ΤΗΝ ΙΣΟΡΡΟΠΙΑ ΜΕΣΟΥ ΜΕ ΜΕΤΑΒΑΛΛΟΜΕΝΑ ΟΡΙΑ ΚΑΙ ΔΙΑΣΤΑΣΕΙΣ. (ΠΕΡΙΚΟΠΗ)"],"dc:identifier":["10.12681/eadd/1723","http://hdl.handle.net/10442/hedi/1723"],"dc:language":["gre"],"dc:publisher":["Αριστοτέλειο Πανεπιστήμιο Θεσσαλονίκης (ΑΠΘ)","Aristotle University Of Thessaloniki (AUTH)"],"dc:subject":["ALGORITHM FOR SIMULATING EXCAVATIONS","ELASTOPLASTIC BEHAVIOR","Failure criterion","Finite elements method","NON LINEAR BEHAVIOR OF SOIL","Numerical analysis","STRESS PATH","ΑΛΓΟΡΙΘΜΟΣ ΠΡΟΣΟΜΟΙΩΣΗΣ ΕΚΣΚΑΦΩΝ","Αριθμητική ανάλυση","ΔΙΑΔΡΟΜΗ ΤΑΣΕΩΝ","ΕΛΑΣΤΟΠΛΑΣΤΙΚΗ ΣΥΜΠΕΡΙΦΟΡΑ","Κριτήριο θραύσης","Μέθοδος πεπερασμένων στοιχείων","Μη γραμμική συμπεριφορά εδαφών","Engineering and Technology","Civil Engineering","Επιστήμες Μηχανικού και Τεχνολογία","Επιστήμη Πολιτικού Μηχανικού"],"dc:title":["Συμβολή στην ανάλυση των εκσκαφών με την μέθοδο των πεπερασμένων στοιχείων","CONTRIBUTION TO THE ANALYSIS OF EXCAVATING BY THE FINITE ELEMENT METHOD"],"dc:type":["PhD Thesis"]},"updated_at":"2026-07-24T02:25:05Z"}