No description available.

This thesis presents the results of an investigation of a multiple degree of freedom (MDOF) structure with hyperelastic bracing using nonlinear and incremental dynamic analysis. New analytical software is implemented in the investigation of the structure, and the study seeks to investigate the effectiveness of hyperelastic bracing as a seismic protection device. Hyperelastic braces incorporate a new idea of a nonlinear elastic material that gains stiffness as the brace deforms. Structural behaviors of particular concern for an MDOF frame are stability, residual displacement, base shear, and dispersion. The structure is analyzed under two ground motion records of varying content, and for two separate P-Delta cases of varying severity. Two sets of hyperelastic braces are investigated for their influence under the two ground motions and two P-Delta cases. Each scenario is analyzed using nonlinear dynamic analyses to investigate the response histories, and Incremental Dynamic Analysis (IDA) to investigate dispersion and the behavior of specific response measures as ground motion intensity increases. IDA curves are created for interstory drift and base shear for comparison between the two response measures. The research shows that the inclusion of hyperelastic braces in the MDOF frame improves the overall stability of the structure and reduces the amount of dispersion and residual displacement. The hyperelastic braces are shown to give positive performance characteristics while not detrimentally increasing system forces under regular service loads. The results highlight the benefit of the unique stiffening properties of hyperelastic braces as a seismic protection device. / Master of Science

A three-dimensional finite element code to analyze coupled thermomechanical deformations of composites has been developed. It incorporates geometric nonlinearities, delamination between adjoining layers, and damage due to fiber breakage, fiber/matrix debonding, and matrix cracking. The three damage modes are modeled using the theory of internal variables and the delamination by postulating a failure envelope in terms of the transverse stresses; the damage degrades elastic moduli. The delamination of adjoining layers is simulated by the nodal release technique. Coupled nonlinear partial differential equations governing deformations of a composite, and the pertinent initial and boundary conditions are first reduced to coupled ordinary differential equations (ODEs) by the Galerkin method. These are integrated with respect to time with the Livermore solver for ODEs. After each time step, the damage in an element is computed, and material properties modified. The code has been used to analyze several static and transient problems; computed results have been found to compare well with the corresponding test results. The effect of various factors such as the fiber orientation, ply stacking sequence, and laminate thickness on composite's resistance to shock loads induced by underwater explosions has been delineated. / Ph. D.

The spans of precast prestressed concrete bridge girders have become longer to provide more economical and safer transportation structures. As the spans have increased, so has the depth of the girders which in turn have increased the slenderness of the girders. Slenderness in a beam or girder would increase the likelihood that a stability failure would occur. Stability failures could pose a danger to construction personnel due to the sudden nature in which a stability failure would occur. Furthermore, stability failures of prestressed concrete girders during construction would cause a detrimental economic impact due to the costs associated with the failure of the girder, the ensuing construction delays, damage to construction equipment and potential closures to highways over which the bridge was being constructed. An experimental and analytical study was performed to determine the stability behavior of prestressed concrete beams. Two stability phenomenons were investigated: (1) lateral-torsional buckling and (2) global stability. An emphasis was placed on the effects of initial imperfections on the stability behavior; the effect elastomeric bearing pads and support rotational stiffness was investigated. The experimental study involved testing six rectangular prestressed concrete beams for lateral-torsional buckling, a PCI BT-54 for thermal deformations and the same PCI BT-54 for global stability. The 32-ft. long rectangular beams were 4-in. wide and 40-in. deep. The PCI BT-54 had a 100-ft. long span. A material and geometric nonlinear, incremental load analysis was performed on the six rectangular beams. The nonlinear analyses matched the experimental load versus lateral displacement and load versus rotation behavior, and the analysis predicted the experimental maximum load within an error of 2%. The nonlinear analysis was extrapolated to several different initial imperfection conditions to parametrically study the effect of initial lateral displacement and initial rotation on the inelastic lateral-torsional buckling load. A simplified expression for lateral-torsional stability of beams with initial imperfections was developed. The data from the parametric study were used to develop reduction parameters for both initial sweep and initial rotation. The rollover stability behavior of the PCI BT-54 was investigated experimentally, and it was found that support end rotations and the elastomeric bearing pads had an adverse effect on the global stability. The nonlinear analysis was employed with the addition of a bearing pad model. It was found that the behavior was sensitive to the bearing pad stiffness properties and the assumption of uniform bearing. From the research, it was apparent that rollover stability was the controlling stability phenomenon for precast prestressed concrete bridge girders, not lateral-torsional buckling.

[pt] Estuda-se a consideração de comportamento inelástico do material na geração de espectros de resposta de projeto. Para tanto, trabalha-se sobre um sistema secundário simplificado acoplado a um pórtico de cinco andares com características dinâmicas ajustadas para modelar um sistema principal real, de uma usina nuclear. Faz-se um estudo paramétrico sobre estes sistemas acoplados onde são variados os parâmetros: fator de escoamento, a intensidade da excitação e o nível de amortecimento. É proposto um fator de dutilidade global formulado em termos de trabalho externo realizado sobre o sistema secundário. São obtidos espectros de dutilidade e de resposta. A análise de tais espectros fornece informações sobre o desempenho do sistema secundário e seus suportes e conclui por fatores de transposição entre os espectros elástico e inelástico. Propõe-se metodologia para obtenção de espectros de resposta elásticos e inelásticos que levam em conta o acoplamento entre os sistemas principal e secundário, o movimento relativo dos suportes e o compromisso probabilístico entre as ordenadas do espectro e a sismicidade da região expressa em termos de uma função densidade de espectro de potência objetivo para a aceleração do terreno. Um exemplo de obtenção de espectros de resposta acoplada de projeto uniformemente provável inelástico é apresentado. / [en] The authors concern includes two main points in the subject of design response spectra generation for secondary systems in nuclear power plant structures: the consideration of inelastic behavior in the secondary systems materials and the production of uniformly probable design response spectra. One works with a previously developed secondary system model attached to primary structure model tuned to the frequency range of a nuclear power plant building. A global ductility factor is formulated relating the plastic to the overall work done by the seismic external forces on the secondary system. This factor together with a particular definition of the yielding factor allows one to determine elastic to inelastic spectrum transpose factors. A methodology is proposed to generate uniformly probable coupled response spectra for multiply supported inelastic secondary systems. The seismic excitation is prescribed by a target power spectrum density function of the ground acceleration and an internal pressure condition is added to the seismic action. Examples illustrate the application of this proposed methodology.

Η διατριβή μπορεί να χωριστεί σε δύο μέρη. Το πρώτο μέρος αφορά την παρουσίαση του θεωρητικού υποβάθρου του μαθηματικού προσομοιώματος που χρησιμοποιήθηκε για να περιγράψει τη βλάβη που μπορεί να εμφανιστεί σε μια κατασκευή έπειτα από την επιβολή δυναμικής ή στατικής φόρτισης. Το προσομοίωμα αυτό χρησιμοποιήθηκε στην παρούσα διατριβή για την ανάλυση της γέφυρας της Κόνιτσας και γι’ αυτό το λόγο κρίθηκε απαραίτητη η αναφορά στο θεωρητικό υπόβαθρο, πάνω στο οποίο στηρίζεται. Το δεύτερο μέρος της διατριβής αφορά τη σεισμική ανάλυση της γέφυρας της Κόνιτσας, την αξιολόγηση των αποτελεσμάτων και τη διαδικασία ενίσχυσής της, καθώς και τη μετέπειτα σύγκριση των αποτελεσμάτων. Έτσι λοιπόν, στο πρώτο κεφάλαιο γίνεται αρχικά μια ιστορική ανασκόπηση της τοιχοποιίας ενώ στην συνέχεια γίνεται αναφορά τόσο στις κατηγορίες της όσο και στην τοιχοποιία ως υλικό δόμησης. Επιπλέον, γίνεται μία σύντομη περιγραφή των μηχανικών ιδιοτήτων της τοιχοποιίας. Τέλος, παρουσιάζονται σύντομα οι θεμελιώδεις παραδοχές και οι στόχοι του προσομοιώματος που χρησιμοποιήθηκε και εφαρμόστηκε στην παρούσα εργασία. Το δεύτερο κεφάλαιο, αποτελεί το εισαγωγικό μέρος στο οποίο παρουσιάζεται λεπτομερέστερα τα στοιχεία μηχανικής της τοιχοποιίας. Αρχικά, γίνεται αναφορά στην ταξινόμηση της τοιχοποιίας, ως προς τους τρόπους δόμησης, ενώ στην συνέχεια αναλύονται οι μηχανικές της ιδιότητες. Στις υποπαραγράφους του δευτέρου κεφαλαίου, αναλύεται δηλαδή η αντοχή της τοιχοποιίας σε μονοαξονική θλίψη, σε πολυαξονική θλίψη, η εφελκυστική αντοχή σε κάμψη, η διατμητική αντοχή καθώς και η αντοχή υπό τυχούσα επίπεδη καταπόνηση. Τέλος παρουσιάζονται τα ελαστικά χαρακτηριστικά της τοιχοποιίας ενώ περιγράφεται και η διαδικασία της ομογενοποίησης των συστατικών της τοιχοποιίας προκειμένου να αντιμετωπίζεται ως ένα ισοδύναμο ομογενές υλικό. Στο τρίτο κεφάλαιο γίνεται σύντομη περιγραφή της θεωρίας βλάβης του συνεχούς μέσου και ο τρόπος που εισάγεται αυτή στο μαθηματικό προσομοίωμα που εφαρμόστηκε στο δεύτερο μέρος της διατριβής. Αρχικά, λοιπόν, γίνεται μια μηχανική αναπαράσταση της βλάβης και στη συνέχεια παρουσιάζεται το θεωρητικό υπόβαθρο της θεωρίας βλάβης στα ψαθυρά υλικά. Ακολουθεί μία σύντομη περιγραφή του δείκτη βλάβης και η διατύπωση των συναρτήσεών του, όπως αυτές διαμορφώθηκαν κατά την ανάπτυξη του μαθηματικού προσομοιώματος που εφαρμόστηκε στην εργασία, για μονοαξονική θλιπτική καταπόνηση, για μονοαξονική εφελκυστική καταπόνηση, για διατμητική καταπόνηση μετά ορθής τάσης, για επίπεδη εντατική κατάσταση και τέλος τη γενίκευση του για τριαξονική εντατική κατάσταση. Στο τέταρτο κεφάλαιο περιγράφεται η επιφάνεια οριακής αντοχής. Αρχικά, δηλαδή, παρουσιάζονται συνοπτικά, και σύμφωνα με την βιβλιογραφία, οι μηχανισμοί αστοχίας της τοιχοποιίας καθώς και ο τρόπος υπολογισμού των τάσεων οριακής αντοχής. Στη συνέχεια διατυπώνονται οι μηχανισμοί αστοχίας της τοιχοποιίας υπό επίπεδη εντατική κατάσταση καθώς και ο γεωμετρικός προσδιορισμός της επιφάνειας οριακής αντοχής της τοιχοποιίας ενώ τέλος παρουσιάζονται οι σχέσεις που υπολογίζουν την οριακή αντοχή της τοιχοποιίας υπό συνθήκες τριαξονικής εντατικής κατάστασης. Στο πέμπτο κεφάλαιο, παρουσιάζονται συνοπτικά οι μέθοδοι αποκατάστασης και ενίσχυσης κατασκευών από τοιχοποιία. Μετά από μία σύντομη βιβλιογραφική αναφορά για την τρωτότητα των κατασκευών από φέρουσα τοιχοποιία, των βλαβών υπό τη δράση στατικών και σεισμικών φορτίσεων, των βλαβών υπό τη δράση περιβαλλοντικών παραγόντων, των κριτηρίων και των αρχών επεμβάσεων επισκευής και ενίσχυσης και των τεχνικών επεμβάσεων επισκευής και ενίσχυσης, γίνεται μια περιγραφική αναφορά των ενισχύσεων τοιχοποιίας με μανδύα οπλισμένου σκυροδέματος και με προεντεταμένους ελκυστήρες, καθώς αυτοί οι μέθοδοι ενίσχυσης χρησιμοποιήθηκαν και για τη γέφυρα της Κόνιτσας στον Αώο ποταμό. Στο έκτο κεφάλαιο, περιγράφεται συνοπτικά το λογισμικό που κάνει χρήση πεπερασμένων στοιχείων και επιλέχθηκε για την εφαρμογή του προσομοιώματος. Γίνεται αναφορά στις επιλογές ανάλυσης και τις δυνατότητες του προγράμματος αυτού καθώς και της δυνατότητας γραφικής απεικόνισης των αποτελεσμάτων που παράγει.. Στο έβδομο κεφάλαιο, παρουσιάζεται η κατασκευή που επιλέχθηκε προκειμένου να γίνει αριθμητική εφαρμογή του προσομοιώματος βλάβης. Αρχικά, περιγράφεται η γέφυρα της Κόνιτσας και γίνεται αναφορά των γεωμετρικών στοιχείων της. Έπειτα, παρουσιάζονται ορισμένα ιστορικά στοιχεία της γέφυρας. Στη συνέχεια, περιγράφεται ο τρόπος προσομοίωσης της γέφυρας με τη χρήση πεπερασμένων στοιχείων και αναφέρονται οι μηχανικές ιδιότητες των υλικών της. Επιπλέον, γίνεται αναφορά στις δυναμικές αναλύσεις χρονοϊστορίας που έγιναν τόσο για την αρχική κατάσταση της γέφυρας όσο και στις φάσεις ενίσχυσης με τη χρήση μανδύα οπλισμένου σκυροδέματος ή με τη χρήση προεντεταμένων ελκυστήρων. Τέλος, αναλύονται οι διαδικασίες ενίσχυσης της γέφυρας είτε με μανδύα οπλισμένου σκυροδέματος είτε με προεντεταμένους ελκυστήρες. Στο όγδοο κεφάλαιο, παρουσιάζονται τα αποτελέσματα των αναλύσεων της γέφυρας τόσο για την αρχική κατάστασή της, δηλαδή της μη ενισχυμένης περίπτωσης, όσο και για τις δύο περιπτώσεις στις οποίες η γέφυρα έχει ενισχυθεί με μανδύα σκυροδέματος ή με προεντεταμένους ελκυστήρες. Στο ένατο κεφάλαιο, παρουσιάζονται τα συμπεράσματα που προέκυψαν από τις αναλύσεις της γέφυρας τόσο για την αρχική της κατάσταση όσο και για τις ενισχυμένες περιπτώσεις. / The thesis can be divided into two parts. The first part deals with the presentation of the theoretical background of the mathematical model used to describe the damage that can occur in a construction upon a dynamic or static charge. The model was used in this thesis to analyze the bridge of Konitsa and for this reason the reference to the theoretical background was necessary, on which rests. The second part of the thesis concerns the seismic analysis of the bridge of Konitsa, evaluation of results and building processes and the subsequent comparison of results. Thus, the first chapter is initially a historical overview of the masonry and then refer to both categories and masonry as building material. Moreover, there is a brief description of the mechanical properties of masonry. Finally, presented briefly the fundamental assumptions and objectives of the model used and applied in the present work. The second chapter is the introductory part in which the masonry engineering data presented in more detail. Initially, reference is made to the classification of the masonry, for the construction of ways and then analyzed the mechanical properties. In sub-second chapter, that analyzes the strength of masonry in uniaxial compression, a multiaxial compressive, tensile bending strength, shear strength and durability under arbitrary stress levels. Finally presents the elastic characteristics of masonry and described the process of homogenization of the components of the masonry to be treated as an equivalent homogeneous material. The third chapter is a brief description of the error theory of continuous medium and the way it is introduced in the mathematical model applied in the second part of the thesis. Initially, then, is a mechanical representation of the lesion and then presents the theoretical background of damage theory in brittle materials. Following is a brief description of the index lesion and the expression of functions, like those formed during the development of the mathematical model applied to work, uniaxial compressive stress for uniaxial tensile stress for shear stress after proper voltage for plane stress conditions and end generalization for triaxial stress state. The fourth chapter describes the ultimate strength surface. Initially, ie, summarized, and according to the literature, the masonry failure mechanisms and the calculation of ultimate resistance trends. Then the masonry failure mechanisms are mentioned under plane stress conditions and the geometric definition of the ultimate strength of the masonry surface and finally presents the relations that calculate the ultimate strength of the masonry under conditions of triaxial stress condition. In the fifth chapter summarizes the methods of recovery and strengthening masonry structures. After a brief reference for the vulnerability of masonry structures, damage under the action of static and seismic loads, damage under the action of environmental factors, the criteria and repair operations authorities and aid and technical assistance and repair operations, is a descriptive report of wall reinforcement with concrete jacket and prestressing tractors, as these payment methods used and the bridge of Konitsa Aoos River. In the sixth chapter, summarized the software that makes use of finite element chosen for the implementation of the model. Refer to the analytical options and features of the program and the graphic display feature of the results produced .. In the seventh chapter, the structure was chosen in order to make numerical implementation of the model fault. Initially, described the bridge of Konitsa and reference geometric details. Then are some historical elements of the bridge. Then describe how simulation of the bridge using finite element and are the mechanical properties of the materials. Furthermore, reference is made to the dynamic history analyzes conducted for both the initial state of the bridge and in the amplification stages using concrete jacket or using prestressed tractors. Finally, we analyze the bridge-building processes or concrete jacket or prestressing tractors. In the eighth chapter presents the results of analyzes of the bridge both the initial condition, ie unamplified case, and for two cases in which the bridge has been reinforced with mantle concrete or prestressing tractors. In the ninth chapter presents the conclusions drawn from the analysis of both the bridge in its original condition and for reinforced cases.

No description available.

[pt] A análise de estruturas de sistemas secundários sujeitos a cargas sísmicas é um assunto em aberto e especial no projeto de instalações industriais. Dois pontos particulares atraem a atenção dos especialistas no esforço a caminho de um projeto mais realista, abrangente e econômico: a interação das propriedades dinâmicas entre os sistemas principal e secundário e a quantidade de dutilidade do sistema secundário que pode ou deveria ser considerada no projeto. Está muito evidente nesse estágio que a decisão do projetista tem de ser bem assessorada porque dependendo das circunstâncias os resultados finais podem mostrar muitas surpresas. O contexto das experiências nesse assunto, na PUC-Rio, inclui uma série de iniciativas. Entre elas, se pode dar especial menção às seguintes: o estudo e proposta de uma metodologia para desenvolver um espectro de resposta acoplada (Valverde, 1998); o desenvolvimento de um modelo de sistema secundário simplificado: com vários graus de liberdade, linearelástico, formado por elementos tubulares, conexões e suportes com molas (Castañaga, 1998); a introdução do efeito inelástico nos elementos tubulares e suportes do sistema secundário simplificado e definição de um fator de dutilidade global do sistema para relacionar, qualitativa e quantitativamente, o espectro de resposta acoplada do sistema secundário simplificado, sob comportamento elástico e inelástico (Sampaio, 2003). Agora, um outro avanço é incorporado, com o presente estudo, o da influência de cargas estáticas nos elementos devidas à pressão interna e variação de temperatura, nessas relações do espectro de resposta elástica e inelástica. Também é feita uma comparação dos espectros de resposta elástica e inelástica do sistema secundário acoplado e não acoplado. Espectros médios aproximados para a resposta inelástica acoplada do sistema secundário simplificado são também propostos. / [en] The analysis of secondary structure systems to seismic loads is a special and open subject in the design of industrial installations. Two particular points attract specialist attention and effort on the way of a more realist, comprehensive and economical design: the dynamical properties interaction between the secondary and principal systems and the amount of the secondary system ductility which can or should be considered in the design. It is very clear at this stage that the designer decision has to be well advised because depending on circumstances the final results may show very surprising. The context of experiences on this subject, at PUC-Rio, includes a series of initiatives. Among them, one may to give special mention to the following: the study and proposal of a methodology to develop a coupled floor response spectrum (Valverde, 1998); the development of a simplified secondary system model: multidegree, linear-elastic, tubular elements and connexions and spring supports (Castañaga, 1998); the introduction of inelastic action in the tubular elements and supports of the simplified secondary system and the definition of a system overall ductility factor to relate, qualitative and quantitatively, the simplified secondary system coupled response spectrum under elastic and inelastic behavior (Sampaio, 2003). Now, another advancement is enhanced with this study on the influence of element static loads due to internal pressure and temperature variation on these elastic and inelastic response spectrum relationships. Comparison also is made into coupled and uncoupled secondary system elastic and inelastic response spectra. Approximated medium response spectra for the inelastic coupled response of a simplified secondary system are also proposed.