438 resultados para THEOREMS
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Let G be a reductive complex Lie group acting holomorphically on normal Stein spaces X and Y, which are locally G-biholomorphic over a common categorical quotient Q. When is there a global G-biholomorphism X → Y? If the actions of G on X and Y are what we, with justification, call generic, we prove that the obstruction to solving this local-to-global problem is topological and provide sufficient conditions for it to vanish. Our main tool is the equivariant version of Grauert's Oka principle due to Heinzner and Kutzschebauch. We prove that X and Y are G-biholomorphic if X is K-contractible, where K is a maximal compact subgroup of G, or if X and Y are smooth and there is a G-diffeomorphism ψ : X → Y over Q, which is holomorphic when restricted to each fibre of the quotient map X → Q. We prove a similar theorem when ψ is only a G-homeomorphism, but with an assumption about its action on G-finite functions. When G is abelian, we obtain stronger theorems. Our results can be interpreted as instances of the Oka principle for sections of the sheaf of G-biholomorphisms from X to Y over Q. This sheaf can be badly singular, even for a low-dimensional representation of SL2(ℂ). Our work is in part motivated by the linearisation problem for actions on ℂn. It follows from one of our main results that a holomorphic G-action on ℂn, which is locally G-biholomorphic over a common quotient to a generic linear action, is linearisable.
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La evaluación de la seguridad de estructuras antiguas de fábrica es un problema abierto.El material es heterogéneo y anisótropo, el estado previo de tensiones difícil de conocer y las condiciones de contorno inciertas. A comienzos de los años 50 se demostró que el análisis límite era aplicable a este tipo de estructuras, considerándose desde entonces como una herramienta adecuada. En los casos en los que no se produce deslizamiento la aplicación de los teoremas del análisis límite estándar constituye una herramienta formidable por su simplicidad y robustez. No es necesario conocer el estado real de tensiones. Basta con encontrar cualquier solución de equilibrio, y que satisfaga las condiciones de límite del material, en la seguridad de que su carga será igual o inferior a la carga real de inicio de colapso. Además esta carga de inicio de colapso es única (teorema de la unicidad) y se puede obtener como el óptimo de uno cualquiera entre un par de programas matemáticos convexos duales. Sin embargo, cuando puedan existir mecanismos de inicio de colapso que impliquen deslizamientos, cualquier solución debe satisfacer tanto las restricciones estáticas como las cinemáticas, así como un tipo especial de restricciones disyuntivas que ligan las anteriores y que pueden plantearse como de complementariedad. En este último caso no está asegurada la existencia de una solución única, por lo que es necesaria la búsqueda de otros métodos para tratar la incertidumbre asociada a su multiplicidad. En los últimos años, la investigación se ha centrado en la búsqueda de un mínimo absoluto por debajo del cual el colapso sea imposible. Este método es fácil de plantear desde el punto de vista matemático, pero intratable computacionalmente, debido a las restricciones de complementariedad 0 y z 0 que no son ni convexas ni suaves. El problema de decisión resultante es de complejidad computacional No determinista Polinomial (NP)- completo y el problema de optimización global NP-difícil. A pesar de ello, obtener una solución (sin garantía de exito) es un problema asequible. La presente tesis propone resolver el problema mediante Programación Lineal Secuencial, aprovechando las especiales características de las restricciones de complementariedad, que escritas en forma bilineal son del tipo y z = 0; y 0; z 0 , y aprovechando que el error de complementariedad (en forma bilineal) es una función de penalización exacta. Pero cuando se trata de encontrar la peor solución, el problema de optimización global equivalente es intratable (NP-difícil). Además, en tanto no se demuestre la existencia de un principio de máximo o mínimo, existe la duda de que el esfuerzo empleado en aproximar este mínimo esté justificado. En el capítulo 5, se propone hallar la distribución de frecuencias del factor de carga, para todas las soluciones de inicio de colapso posibles, sobre un sencillo ejemplo. Para ello, se realiza un muestreo de soluciones mediante el método de Monte Carlo, utilizando como contraste un método exacto de computación de politopos. El objetivo final es plantear hasta que punto está justificada la busqueda del mínimo absoluto y proponer un método alternativo de evaluación de la seguridad basado en probabilidades. Las distribuciones de frecuencias, de los factores de carga correspondientes a las soluciones de inicio de colapso obtenidas para el caso estudiado, muestran que tanto el valor máximo como el mínimo de los factores de carga son muy infrecuentes, y tanto más, cuanto más perfecto y contínuo es el contacto. Los resultados obtenidos confirman el interés de desarrollar nuevos métodos probabilistas. En el capítulo 6, se propone un método de este tipo basado en la obtención de múltiples soluciones, desde puntos de partida aleatorios y calificando los resultados mediante la Estadística de Orden. El propósito es determinar la probabilidad de inicio de colapso para cada solución.El método se aplica (de acuerdo a la reducción de expectativas propuesta por la Optimización Ordinal) para obtener una solución que se encuentre en un porcentaje determinado de las peores. Finalmente, en el capítulo 7, se proponen métodos híbridos, incorporando metaheurísticas, para los casos en que la búsqueda del mínimo global esté justificada. Abstract Safety assessment of the historic masonry structures is an open problem. The material is heterogeneous and anisotropic, the previous state of stress is hard to know and the boundary conditions are uncertain. In the early 50's it was proven that limit analysis was applicable to this kind of structures, being considered a suitable tool since then. In cases where no slip occurs, the application of the standard limit analysis theorems constitutes an excellent tool due to its simplicity and robustness. It is enough find any equilibrium solution which satisfy the limit constraints of the material. As we are certain that this load will be equal to or less than the actual load of the onset of collapse, it is not necessary to know the actual stresses state. Furthermore this load for the onset of collapse is unique (uniqueness theorem), and it can be obtained as the optimal from any of two mathematical convex duals programs However, if the mechanisms of the onset of collapse involve sliding, any solution must satisfy both static and kinematic constraints, and also a special kind of disjunctive constraints linking the previous ones, which can be formulated as complementarity constraints. In the latter case, it is not guaranted the existence of a single solution, so it is necessary to look for other ways to treat the uncertainty associated with its multiplicity. In recent years, research has been focused on finding an absolute minimum below which collapse is impossible. This method is easy to set from a mathematical point of view, but computationally intractable. This is due to the complementarity constraints 0 y z 0 , which are neither convex nor smooth. The computational complexity of the resulting decision problem is "Not-deterministic Polynomialcomplete" (NP-complete), and the corresponding global optimization problem is NP-hard. However, obtaining a solution (success is not guaranteed) is an affordable problem. This thesis proposes solve that problem through Successive Linear Programming: taking advantage of the special characteristics of complementarity constraints, which written in bilinear form are y z = 0; y 0; z 0 ; and taking advantage of the fact that the complementarity error (bilinear form) is an exact penalty function. But when it comes to finding the worst solution, the (equivalent) global optimization problem is intractable (NP-hard). Furthermore, until a minimum or maximum principle is not demonstrated, it is questionable that the effort expended in approximating this minimum is justified. XIV In chapter 5, it is proposed find the frequency distribution of the load factor, for all possible solutions of the onset of collapse, on a simple example. For this purpose, a Monte Carlo sampling of solutions is performed using a contrast method "exact computation of polytopes". The ultimate goal is to determine to which extent the search of the global minimum is justified, and to propose an alternative approach to safety assessment based on probabilities. The frequency distributions for the case study show that both the maximum and the minimum load factors are very infrequent, especially when the contact gets more perfect and more continuous. The results indicates the interest of developing new probabilistic methods. In Chapter 6, is proposed a method based on multiple solutions obtained from random starting points, and qualifying the results through Order Statistics. The purpose is to determine the probability for each solution of the onset of collapse. The method is applied (according to expectations reduction given by the Ordinal Optimization) to obtain a solution that is in a certain percentage of the worst. Finally, in Chapter 7, hybrid methods incorporating metaheuristics are proposed for cases in which the search for the global minimum is justified.
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The classical Kramer sampling theorem provides a method for obtaining orthogonal sampling formulas. Besides, it has been the cornerstone for a significant mathematical literature on the topic of sampling theorems associated with differential and difference problems. In this work we provide, in an unified way, new and old generalizations of this result corresponding to various different settings; all these generalizations are illustrated with examples. All the different situations along the paper share a basic approach: the functions to be sampled are obtaining by duality in a separable Hilbert space H through an H -valued kernel K defined on an appropriate domain.
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En este trabajo se aborda una cuestión central en el diseño en carga última de estructuras de hormigón armado y de fábrica: la posibilidad efectiva de que las deformaciones plásticas necesarias para verificar un estado de rotura puedan ser alcanzadas por las regiones de la estructura que deban desarrollar su capacidad última para verificar tal estado. Así, se parte de las decisiones de diseño que mediante mera estática aseguran un equilibrio de la estructura para las cargas últimas que deba resistir, pero determinando directamente el valor de las deformaciones necesarias para llegar a tal estado. Por tanto, no se acude a los teoremas de rotura sin más, sino que se formula el problema desde un punto de vista elastoplástico. Es decir, no se obvia el recorrido que la estructura deba realizar en un proceso de carga incremental monótono, de modo que las regiones no plastificadas contribuyen a coaccionar las libres deformaciones plásticas que, en la teoría de rotura, se suponen. En términos de trabajo y energía, se introduce en el balance del trabajo de las fuerzas externas y en el de la energía de deformación, aquella parte del sistema que no ha plastificado. Establecido así el balance energético como potencial del sistema es cuando la condición de estacionariedad del mismo hace determinados los campos de desplazamientos y, por tanto, el de las deformaciones plásticas también. En definitiva, se trata de un modo de verificar si la ductilidad de los diseños previstos es suficiente, y en qué medida, para verificar el estado de rotura previsto, para unas determinadas cargas impuestas. Dentro del desarrollo teórico del problema, se encuentran ciertas precisiones importantes. Entre ellas, la verificación de que el estado de rotura a que se llega de manera determinada mediante el balance energético elasto-plástico satisface las condiciones de la solución de rotura que los teoremas de carga última predicen, asegurando, por tanto, que la solución determinada -unicidad del problema elásticocoincide con el teorema de unicidad de la carga de rotura, acotando además cuál es el sistema de equilibrio y cuál es la deformada de colapso, aspectos que los teoremas de rotura no pueden asegurar, sino sólo el valor de la carga última a verificar. Otra precisión se basa en la particularidad de los casos en que el sistema presenta una superficie de rotura plana, haciendo infinitas las posibilidades de equilibrio para una misma deformada de colapso determinada, lo que está en la base de, aparentemente, poder plastificar a antojo en vigas y arcos. Desde el planteamiento anterior, se encuentra entonces que existe una condición inherente a cualquier sistema, definidas unas leyes constitutivas internas, que permite al mismo llegar al inicio del estado de rotura sin demandar deformación plástica alguna, produciéndose la plastificación simultánea de todas las regiones que hayan llegado a su solicitación de rotura. En cierto modo, se daría un colapso de apariencia frágil. En tal caso, el sistema conserva plenamente hasta el final su capacidad dúctil y tal estado actúa como representante canónico de cualquier otra solución de equilibrio que con idéntico criterio de diseño interno se prevea para tal estructura. En la medida que el diseño se acerque o aleje de la solución canónica, la demanda de ductilidad del sistema para verificar la carga última será menor o mayor. Las soluciones que se aparten en exceso de la solución canónica, no verificarán el estado de rotura previsto por falta de ductilidad: la demanda de deformación plástica de alguna región plastificada estará más allá de la capacidad de la misma, revelándose una carga de rotura por falta de ductilidad menor que la que se preveía por mero equilibrio. Para la determinación de las deformaciones plásticas de las rótulas, se ha tomado un modelo formulado mediante el Método de los Elementos de Contorno, que proporciona un campo continuo de desplazamientos -y, por ende, de deformaciones y de tensiones- incluso en presencia de fisuras en el contorno. Importante cuestión es que se formula la diferencia, nada desdeñable, de la capacidad de rotación plástica de las secciones de hormigón armado en presencia de cortante y en su ausencia. Para las rótulas de fábrica, la diferencia se establece para las condiciones de la excentricidad -asociadas al valor relativo de la compresión-, donde las diferencias entres las regiones plastificadas con esfuerzo normal relativo alto o bajo son reseñables. Por otro lado, si bien de manera un tanto secundaria, las condiciones de servicio también imponen un límite al diseño previo en carga última deseado. La plastificación lleva asociadas deformaciones considerables, sean locales como globales. Tal cosa impone que, en estado de servicio, si la plastificación de alguna región lleva asociadas fisuraciones excesivas para el ambiente del entorno, la solución sea inviable por ello. Asimismo, las deformaciones de las estructuras suponen un límite severo a las posibilidades de su diseño. Especialmente en edificación, las deformaciones activas son un factor crítico a la hora de decidirse por una u otra solución. Por tanto, al límite que se impone por razón de ductilidad, se debe añadir el que se imponga por razón de las condiciones de servicio. Del modo anterior, considerando las condiciones de ductilidad y de servicio en cada caso, se puede tasar cada decisión de diseño con la previsión de cuáles serán las consecuencias en su estado de carga última y de servicio. Es decir, conocidos los límites, podemos acotar cuáles son los diseños a priori que podrán satisfacer seguro las condiciones de ductilidad y de servicio previstas, y en qué medida. Y, en caso de no poderse satisfacer, qué correcciones debieran realizarse sobre el diseño previo para poderlas cumplir. Por último, de las consecuencias que se extraen de lo estudiado, se proponen ciertas líneas de estudio y de experimentación para poder llegar a completar o expandir de manera práctica los resultados obtenidos. ABSTRACT This work deals with a main issue for the ultimate load design in reinforced concrete and masonry structures: the actual possibility that needed yield strains to reach a ultimate state could be reached by yielded regions on the structure that should develop their ultimate capacity to fulfill such a state. Thus, some statically determined design decisions are posed as a start for prescribed ultimate loads to be counteracted, but finding out the determined value of the strains needed to reach the ultimate load state. Therefore, ultimate load theorems are not taken as they are, but a full elasto-plastic formulation point of view is used. As a result, the path the structure must develop in a monotonus increasing loading procedure is not neglected, leading to the fact that non yielded regions will restrict the supposed totally free yield strains under a pure ultimate load theory. In work and energy terms, in the overall account of external forces work and internal strain energy, those domains in the body not reaching their ultimate state are considered. Once thus established the energy balance of the system as its potential, by imposing on it the stationary condition, both displacements and yield strains appear as determined values. Consequently, what proposed is a means for verifying whether the ductility of prescribed designs is enough and the extent to which they are so, for known imposed loads. On the way for the theoretical development of the proposal, some important aspects have been found. Among these, the verification that the conditions for the ultimate state reached under the elastoplastic energy balance fulfills the conditions prescribed for the ultimate load state predicted through the ultimate load theorems, assuring, therefore, that the determinate solution -unicity of the elastic problemcoincides with the unicity ultimate load theorem, determining as well which equilibrium system and which collapse shape are linked to it, being these two last aspects unaffordable by the ultimate load theorems, that make sure only which is the value of the ultimate load leading to collapse. Another aspect is based on the particular case in which the yield surface of the system is flat -i.e. expressed under a linear expression-, turning out infinite the equilibrium possibilities for one determined collapse shape, which is the basis of, apparently, deciding at own free will the yield distribution in beams and arches. From the foresaid approach, is then found that there is an inherent condition in any system, once defined internal constitutive laws, which allows it arrive at the beginning of the ultimate state or collapse without any yield strain demand, reaching the collapse simultaneously for all regions that have come to their ultimate strength. In a certain way, it would appear to be a fragile collapse. In such a case case, the system fully keeps until the end its ductility, and such a state acts as a canonical representative of any other statically determined solution having the same internal design criteria that could be posed for the that same structure. The extent to which a design is closer to or farther from the canonical solution, the ductility demand of the system to verify the ultimate load will be higher or lower. The solutions being far in excess from the canonical solution, will not verify the ultimate state due to lack of ductility: the demand for yield strains of any yielded region will be beyond its capacity, and a shortcoming ultimate load by lack of ductility will appear, lower than the expected by mere equilibrium. For determining the yield strains of plastic hinges, a Boundary Element Method based model has been used, leading to a continuous displacement field -therefore, for strains and stresses as well- even if cracks on the boundary are present. An important aspect is that a remarkable difference is found in the rotation capacity between plastic hinges in reinforced concrete with or without shear. For masonry hinges, such difference appears when dealing with the eccentricity of axial forces -related to their relative value of compression- on the section, where differences between yield regions under high or low relative compressions are remarkable. On the other hand, although in a certain secondary manner, serviceability conditions impose limits to the previous ultimate load stated wanted too. Yield means always big strains and deformations, locally and globally. Such a thing imposes, for serviceability states, that if a yielded region is associated with too large cracking for the environmental conditions, the predicted design will be unsuitable due to this. Furthermore, displacements must be restricted under certain severe limits that restrain the possibilities for a free design. Especially in building structures, active displacements are a critical factor when chosing one or another solution. Then, to the limits due to ductility reasons, other limits dealing with serviceability conditions shoud be added. In the foresaid way, both considering ductility and serviceability conditions in every case, the results for ultimate load and serviceability to which every design decision will lead can be bounded. This means that, once the limits are known, it is possible to bound which a priori designs will fulfill for sure the prescribed ductility and serviceability conditions, and the extent to wich they will be fulfilled, And, in case they were not, which corrections must be performed in the previous design so that it will. Finally, from the consequences derived through what studied, several study and experimental fields are proposed, in order to achieve a completeness and practical expansion of the obtained results.
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The fundamental question "Are sequential data random?" arises in myriad contexts, often with severe data length constraints. Furthermore, there is frequently a critical need to delineate nonrandom sequences in terms of closeness to randomness--e.g., to evaluate the efficacy of therapy in medicine. We address both these issues from a computable framework via a quantification of regularity. ApEn (approximate entropy), defining maximal randomness for sequences of arbitrary length, indicating the applicability to sequences as short as N = 5 points. An infinite sequence formulation of randomness is introduced that retains the operational (and computable) features of the finite case. In the infinite sequence setting, we indicate how the "foundational" definition of independence in probability theory, and the definition of normality in number theory, reduce to limit theorems without rates of convergence, from which we utilize ApEn to address rates of convergence (of a deficit from maximal randomness), refining the aforementioned concepts in a computationally essential manner. Representative applications among many are indicated to assess (i) random number generation output; (ii) well-shuffled arrangements; and (iii) (the quality of) bootstrap replicates.
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The evolutionary stability of cooperation is a problem of fundamental importance for the biological and social sciences. Different claims have been made about this issue: whereas Axelrod and Hamilton's [Axelrod, R. & Hamilton, W. (1981) Science 211, 1390-1398] widely recognized conclusion is that cooperative rules such as "tit for tat" are evolutionarily stable strategies in the iterated prisoner's dilemma (IPD), Boyd and Lorberbaum [Boyd, R. & Lorberbaum, J. (1987) Nature (London) 327, 58-59] have claimed that no pure strategy is evolutionarily stable in this game. Here we explain why these claims are not contradictory by showing in what sense strategies in the IPD can and cannot be stable and by creating a conceptual framework that yields the type of evolutionary stability attainable in the IPD and in repeated games in general. Having established the relevant concept of stability, we report theorems on some basic properties of strategies that are stable in this sense. We first show that the IPD has "too many" such strategies, so that being stable does not discriminate among behavioral rules. Stable strategies differ, however, on a property that is crucial for their evolutionary survival--the size of the invasion they can resist. This property can be interpreted as a strategy's evolutionary robustness. Conditionally cooperative strategies such as tit for tat are the most robust. Cooperative behavior supported by these strategies is the most robust evolutionary equilibrium: the easiest to attain, and the hardest to disrupt.
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Neste trabalho será demonstrada uma versão dos teoremas de Hilbert Liebmann para superfícies em S² x R e H² x R, que são teoremas de existência e unicidade de superfícies completas com curvatura Gaussiana constante nesses ambientes. Como parte da demonstração, a saber a existência, será apresentada uma classificação das superfícies de revolução completas com curvatura Gaussiana constante em torno de um eixo qualquer, em S² x R e em torno de um eixo lorentziano, em H² x R.
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We introduce the notion of Lipschitz compact (weakly compact, finite-rank, approximable) operators from a pointed metric space X into a Banach space E. We prove that every strongly Lipschitz p-nuclear operator is Lipschitz compact and every strongly Lipschitz p-integral operator is Lipschitz weakly compact. A theory of Lipschitz compact (weakly compact, finite-rank) operators which closely parallels the theory for linear operators is developed. In terms of the Lipschitz transpose map of a Lipschitz operator, we state Lipschitz versions of Schauder type theorems on the (weak) compactness of the adjoint of a (weakly) compact linear operator.
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The multiobjective optimization model studied in this paper deals with simultaneous minimization of finitely many linear functions subject to an arbitrary number of uncertain linear constraints. We first provide a radius of robust feasibility guaranteeing the feasibility of the robust counterpart under affine data parametrization. We then establish dual characterizations of robust solutions of our model that are immunized against data uncertainty by way of characterizing corresponding solutions of robust counterpart of the model. Consequently, we present robust duality theorems relating the value of the robust model with the corresponding value of its dual problem.
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Purpose – Deontical impure systems are systems whose object set is formed by an s-impure set, whose elements are perceptuales significances (relative beings) of material and/or energetic objects (absolute beings) and whose relational set is freeways of relations, formed by sheaves of relations going in two-way directions and at least one of its relations has deontical properties such as permission, prohibition, obligation and faculty. The paper aims to discuss these issues. Design/methodology/approach – Mathematical and logical development of human society ethical and normative structure. Findings – Existence of relations with positive imperative modality (obligation) would constitute the skeleton of the system. Negative imperative modality (prohibition) would be the immunological system of protection of the system. Modality permission the muscular system, that gives the necessary flexibility. Four theorems have been formulated based on Gödel's theorem demonstrating the inconsistency or incompleteness of DISs. For each constructed systemic conception can happen to it one of the two following things: either some allowed responses are not produced or else some forbidden responses are produced. Responses prohibited by the system are defined as nonwished effects. Originality/value – This paper is a continuation of the four previous papers and is developed the theory of deontical impure systems.
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Ideologies use for their conservation and propagation persuasive methods of communication: rhetoric. Rhetoric is analyzed from the semiotic and logical-mathematical points of view. The following hypotheses are established: (1) language L is a self-explanatory system, mediated by a successive series of systems of cultural conventions, (2) connotative significances of an ideological advertising rhetoric must be known, and (3) the notion of ideological information is a neutral notion that does not imply the valuation of ideology or its conditions of veracity or falsification. Rhetorical figures like metonymy, metaphor, parable analogy, and allegory are defined as relations. Metaphor and parable are order relations. Operations of metonymic and metaphoric substitution are defined and several theorems derived from these operations have been deduced.
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Impure systems contain Objects and Subjects: Subjects are human beings. We can distinguish a person as an observer (subjectively outside the system) and that by definition is the Subject himself, and part of the system. In this case he acquires the category of object. Objects (relative beings) are significances, which are the consequence of perceptual beliefs on the part of the Subject about material or energetic objects (absolute beings) with certain characteristics.The IS (Impure System) approach is as follows: Objects are perceptual significances (relative beings) of material or energetic objects (absolute beings). The set of these objects will form an impure set of the first order. The existing relations between these relative objects will be of two classes: transactions of matter and/or energy and inferential relations. Transactions can have alethic modality: necessity, possibility, impossibility and contingency. Ontic existence of possibility entails that inferential relations have Deontic modality: obligation, permission, prohibition, faculty and analogy. We distinguished between theorems (natural laws) and norms (ethical, legislative and customary rules of conduct).
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Bibliography: leaf 3.
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Mode of access: Internet.
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Fundamental existence theorems, by G. A. Bliss.--Differential-geometric aspects of dynamics, by E. Kasner.