ABELIANIZED OBSTRUCTION FOR FIXED POINTS OF FIBER-PRESERVING MAPS OF SURFACE BUNDLES

Let f: M -> M be a fiber-preserving map where S -> M -> B is a bundle and S is a closed surface. We study the abelianized obstruction, which is a cohomology class in dimension 2, to deform f to a fixed point free map by a fiber-preserving homotopy. The vanishing of this obstruction is only a necessary condition in order to have such deformation, but in some cases it is sufficient. We describe this obstruction and we prove that the vanishing of this class is equivalent to the existence of solution of a system of equations over a certain group ring with coefficients given by Fox derivatives.

Fixed points on Klein bottle fiber bundles over the circle

The main purpose of this work is to study fixed points of fiber-preserving maps over the circle S(1) for spaces which are fiber bundles over S(1) and the fiber is the Klein bottle K. We classify all such maps which can be deformed fiberwise to a fixed point free map. The similar problem for torus fiber bundles over S(1) has been solved recently.

Balancing buildings and occupants - a holistic approach to thermal comfort and greenhouse gas emissions in mixed mode offices

This paper describes a holistic approach to comfort and greenhouse gas emissions in mixed mode offices. It is based on parametric studies for a typical cellular office in the Mediterranean climate of Athens, Greece, using building simulation.

Considered parameters are the influence of different building design, varying occupant behaviour and internal heat loads, as well as of an exceptionally hot summer. Additionally, the performance of a cooling strategy following the comfort limits according to the EN 15251 adaptive model is compared with the common fixed cooling set point 22°C.

The performance of mixed mode offices is evaluated regarding thermal comfort, daylight autonomy and related greenhouse gas emissions. Results indicate strategies to improve sustainability in mixed mode offices in Athens, by balancing the influencing parameters.

When more is less : urban remnants support high bird abundance but diversity varies

Urban remnant vegetation, especially where it occurs in public parks, allows for relatively easy access for ongoing biodiversity monitoring. However, relatively little baseline information on bird species distribution and abundance across a range of identifiable urban remnants appears in the published literature. We surveyed the relative abundance and distribution of birds across urban and suburban remnant vegetation in Melbourne, Australia. One hundred and six species were recorded, of which 98 were indigenous. Red wattlebirds had the highest mean relative abundance with 2.94 birds/ha, followed by rainbow lorikeets (2.51), noisy miners (1.93), brown thornbills (1.75) and spotted doves (0.96). There was no obvious trend between overall relative abundance and the size of the remnant, in contrast to species richness which was positively correlated with remnant size. The data revealed that some species were either totally restricted to, or more abundant in, larger remnants and generally absent from smaller remnants. Some of the more common birds (crimson rosella, superb fairy-wren, spotted pardalote and black-faced cuckoo-shrike) recorded during this study were detected at similar densities to those found in comparable vegetation to the east of Melbourne within a largely forested landscape. Other species occurred at much lower densities (e.g., white-browed scrubwren, brown thornbill, eastern yellow robin and grey fantail) or had habitat requirements or ecological characteristics that could place them at risk of further decline or local extinction in the urban area. We identify a suite of bird species of potential conservation concern within Melbourne’s urban landscape. The establishment of repeatable, fixed-point, and long-term monitoring sites will allow for repeat surveying over time and provide an early warning of population declines, or conversely an indication of population increase for other species.

Uso de habitat e comportamento do boto-cinza sotalia guianensis em uma zona estuarina do estado de Sergipe, nordeste do Brasil a biotecnologia vegetal como alternativa para a cotonicu

To clarify the functional mechanisms of habitat use is necessary to analyze it in conjunction with the conduct performed by animals. The occurrence, distribution and use of space are characteristic of a species resulting from habitat selection that is in search of conditions favorable to its survival. One can relate the physical and biological factors of the environment with the ecological characteristics of the species, since these factors act by regulating the ecological success of organisms, and from there you can get important information about the habitat use and behavior of individuals. This study aimed to characterize the use of habitat and diurnal activity expressed by the Guiana dolphin, Sotalia guianensis in an estuarine area of Sergipe state, Brazil, analyzing the influence of tide and time days on the occurrence of animals and behavior s state, and group s size and composition in this cetacean species. From March 2009 to February 2010, focal groups observations of dolphins were made from fixed - point and records snapshots of data taken every 5 min. in the interval from 6 a.m to 6 p.m, in alternating shifts. The results showed that the constant presence of animals in the area of the Sergipe River estuary indicates that this is an important area of occurrence of S. guianensis, which use the region mainly in the morning, at low tide and as a feeding. As in other regions of northeastern Brazil, small groups formed 2-12 individuals were most common, with adults and immatures. The high frequency of immature animals may indicate that this area of the estuary is used as brood area and parental care of pups and young animals, since the immature animals were very associated with adults and monitoring the activities of foraging / feeding may be related to a form of learning or training of such behavior

Fixed points on torus fiber bundles over the circle

The main purpose of this work is to study fixed points of fiber-preserving maps over the circle S-1 for spaces which axe fibrations over S-1 and the fiber is the torus T. For the case where the fiber is a surface with nonpositive Euler characteristic, we establish general algebraic conditions, in terms of the fundamental group and the induced homomorphism, for the existence of a deformation of a map over S-1 to a fixed point, free map. For the case where the fiber is a torus, we classify all maps over S-1 which can be deformed fiberwise to a fixed point free map.

Abelianized obstruction for fixed points of fiber-preserving maps of surface bundles

Let f: M -> M be a fiber-preserving map where S -> M -> B is a bundle and S is a closed surface. We study the abelianized obstruction, which is a cohomology class in dimension 2, to deform f to a fixed point free map by a fiber-preserving homotopy. The vanishing of this obstruction is only a necessary condition in order to have such deformation, but in some cases it is sufficient. We describe this obstruction and we prove that the vanishing of this class is equivalent to the existence of solution of a system of equations over a certain group ring with coefficients given by Fox derivatives.

Fixed points on Klein bottle fiber bundles over the circle

The main purpose of this work is to study fixed points of fiber-preserving maps over the circle S(1) for spaces which are fiber bundles over S(1) and the fiber is the Klein bottle K. We classify all such maps which can be deformed fiberwise to a fixed point free map. The similar problem for torus fiber bundles over S(1) has been solved recently.

Avaliação e implementação de métodos de estimação de tempo de atraso de sinais de ultra-som

Coordenação de Aperfeiçoamento de Pessoal de Nível Superior (CAPES)

Relaxation to Fixed Points in the Logistic and Cubic Maps: Analytical and Numerical Investigation

Convergence to a period one fixed point is investigated for both logistic and cubic maps. For the logistic map the relaxation to the fixed point is considered near a transcritical bifurcation while for the cubic map it is near a pitchfork bifurcation. We confirmed that the convergence to the fixed point in both logistic and cubic maps for a region close to the fixed point goes exponentially fast to the fixed point and with a relaxation time described by a power law of exponent -1. At the bifurcation point, the exponent is not universal and depends on the type of the bifurcation as well as on the nonlinearity of the map.

Non-perturbative fixed points and renormalization group improved effective potential

Conselho Nacional de Desenvolvimento Científico e Tecnológico (CNPq)

Involutions whose fixed set has three or four components: a small codimension phenomenon

Let T : M → M be a smooth involution on a closed smooth manifold and F = n j=0 F j the fixed point set of T, where F j denotes the union of those components of F having dimension j and thus n is the dimension of the component of F of largest dimension. In this paper we prove the following result, which characterizes a small codimension phenomenon: suppose that n ≥ 4 is even and F has one of the following forms: 1) F = F n ∪ F 3 ∪ F 2 ∪ {point}; 2) F = F n ∪ F 3 ∪ F 2 ; 3) F = F n ∪ F 3 ∪ {point}; or 4) F = F n ∪ F 3 . Also, suppose that the normal bundles of F n, F 3 and F 2 in M do not bound. If k denote the codimension of F n, then k ≤ 4. Further, we construct involutions showing that this bound is best possible in the cases 2) and 4), and in the cases 1) and 3) when n is of the form n = 4t, with t ≥ 1.

A best proximity point theorem for Geraghty-contractions

[EN] The purpose of this paper is to provide sufficient conditions for the existence of a unique best proximity point for Geraghty-contractions.Our paper provides an extension of a result due to Geraghty (Proc. Am. Math. Soc. 40:604-608, 1973).

Common depth points and associated geographic coordinates

Fluids in subduction zones can influence seismogenic behaviour and prism morphology. The Eastern Makran subduction zone, offshore Pakistan, has a very thick incoming sediment section of up to 7.5 km, providing a large potential fluid source to the accretionary prism. A hydrate-related bottom simulating reflector (BSR), zones of high amplitude reflectivity, seafloor seep sites and reflective thrust faults are present across the accretionary prism, indicating the presence of fluids and suggesting active fluid migration. High amplitude free gas zones and seep sites are primarily associated with anticlinal hinge traps, and fluids here appear to be sourced from shallow biogenic sources and migrate to the seafloor along minor normal faults. There are no observed seep sites associated with the surface expression of the wedge thrust faults, potentially due to burial of the surface trace by failure of the steep thrust ridge slopes. Thrust fault reflectivity is restricted to the upper 3 km of sediment and the deeper décollement is non-reflective. We interpret that fluids and overpressure are not common in the deeper stratigraphic section. Thermal modelling of sediments at the deformation front suggests that the deeper sediment section is relatively dewatered and not currently contributing to fluid expulsion in the Makran accretionary prism.

Influencia de las condiciones de ejecución en la resistencia de anclajes en convencional y autocompactante

A través de los años las estructuras de hormigón armado han ido aumentando su cuota de mercado, sustituyendo a las estructuras de fábrica de piedra o ladrillo y restándole participación a las estructuras metálicas. Uno de los primeros problemas que surgieron al ejecutar las estructuras de hormigón armado, era cómo conectar una fase de una estructura de este tipo a una fase posterior o a una modificación posterior. Hasta los años 80-90 las conexiones de una fase de una estructura de hormigón armado, con otra posterior se hacían dejando en la primera fase placas de acero con garrotas embebidas en el hormigón fresco o barras grifadas recubiertas de poliestireno expandido. Una vez endurecido el hormigón se podían conectar nuevas barras, para la siguiente fase mediante soldadura a la placa de la superficie o enderezando las barras grifadas, para embeberlas en el hormigón fresco de la fase siguiente. Estos sistemas requerían conocer la existencia y alcance de la fase posterior antes de hormigonar la fase previa. Además requerían un replanteo muy exacto y complejo de los elementos de conexión. Otro problema existente en las estructuras de hormigón era la adherencia de un hormigón fresco a un hormigón endurecido previamente, ya que la superficie de contacto de ambos hormigones suponía un punto débil, con una adherencia baja. A partir de los años 80, la industria química de la construcción experimentó un gran avance en el desarrollo de productos capaces de generar una buena adherencia sobre el hormigón endurecido. Este avance tecnológico tenía aplicación tanto en la adherencia del hormigón fresco sobre el hormigón endurecido, como en la adherencia de barras post-instaladas en agujeros de hormigón endurecido. Este sistema se denominó “anclajes adherentes de barras de acero en hormigón endurecido”. La forma genérica de ejecutarlos es hacer una perforación cilíndrica en el soporte de hormigón, con una herramienta especifica como un taladro, limpiar la perforación, llenarla del material adherente y finalmente introducir la barra de acero. Los anclajes adherentes se dividen en anclajes cementosos y anclajes químicos, siendo estos últimos los más habituales, fiables, resistentes y fáciles de ejecutar. El uso del anclaje adherente de barras de acero en hormigón endurecido se ha extendido por todo el espectro productivo, siendo muy habitual tanto en construcción de obras de hormigón armado de obra civil y edificación, como en obras industriales, instalaciones o fijación de elementos. La ejecución de un anclaje de una barra de acero en hormigón endurecido depende de numerosas variables, que en su conjunto, o de forma aislada pueden afectar de forma notable a la resistencia del anclaje. Nos referimos a variables de los anclajes, que a menudo no se consideran tales como la dirección de la perforación, la máquina de perforación y el útil de perforación utilizado, la diferencia de diámetros entre el diámetro del taladro y la barra, el tipo de material de anclaje, la limpieza del taladro, la humedad del soporte, la altura del taladro, etc. La utilización en los últimos años de los hormigones Autocompactables, añade una variable adicional, que hasta ahora apenas ha sido estudiada. En línea con lo apuntado, la presente tesis doctoral tiene como objetivo principal el estudio de las condiciones de ejecución en la resistencia de los anclajes en hormigón convencional y autocompactable. Esta investigación se centra principalmente en la evaluación de la influencia de una serie de variables sobre la resistencia de los anclajes, tanto en hormigón convencional como en un hormigón autocompactable. Para este estudio ha sido necesaria la fabricación de dos soportes de hormigón sobre los cuales desarrollar los ensayos. Uno de los bloques se ha fabricado con hormigón convencional y el otro con hormigón autocompactable. En cada pieza de hormigón se han realizado 174 anclajes con barras de acero, variando los parámetros a estudiar, para obtener resultados de todas las variables consideradas. Los ensayos a realizar en ambos bloques son exactamente iguales, para poder comparar la diferencia entre un anclaje en un soporte de hormigón con vibrado convencional (HVC) y un hormigón autocompactante (HAC). De cada tipo de ensayo deseado se harán dos repeticiones en la misma pieza. El ensayo de arrancamiento de las barras se realizara con un gato hidráulico hueco, con un sistema de instrumentación de lectura y registro de datos en tiempo real. El análisis de los resultados, realizado con una potente herramienta estadística, ha permitido determinar y evaluar numéricamente la influencia de los variables consideradas en la resistencia de los anclajes realizados. Así mismo ha permitido diferenciar los resultados obtenidos en los hormigones convencionales y autocompactantes, tanto desde el punto de vista de la resistencia mecánica, como de las deformaciones sufridas en el arrancamiento. Se define la resistencia mecánica de un anclaje, como la fuerza desarrollada en la dirección de la barra, para hacer su arrancamiento del soporte. De la misma forma se considera desplazamiento, a la separación entre un punto fijo de la barra y otro del soporte, en la dirección de la barra. Dichos puntos se determinan cuando se ha terminado el anclaje, en la intersección de la superficie plana del soporte, con la barra. Las conclusiones obtenidas han permitido establecer qué variables afectan a la ejecución de los anclajes y en qué cuantía lo hacen, así como determinar la diferencia entre los anclajes en hormigón vibrado convencional y hormigón autocompactante, con resultados muy interesantes, que permiten valorar la influencia de dichas variables. Dentro de las conclusiones podemos destacar tres grupos, que denominaremos como de alta influencia, baja influencia y sin influencia. En todos los casos hay que hacer el estudio en términos de carga y de desplazamiento. Podemos considerar como de alta influencia, en términos de carga las variables de máquina de perforación y el material de anclaje. En términos de desplazamiento podemos considerar de alta influencia además de la máquina de perforación y el material de anclaje, el diámetro del taladro, así como la limpieza y humedad del soporte. Podemos considerar de baja influencia, en términos de carga las variables de tipo de hormigón, dirección de perforación, limpieza y humedad del soporte. En términos de desplazamiento podemos considerar de baja influencia el tipo de hormigón y la dirección de perforación. Podemos considerar en el apartado de “sin influencia”, en términos de carga las variables de diámetro de perforación y altura del taladro. En términos de desplazamiento podemos considerar como “sin influencia” la variable de altura del taladro. Podemos afirmar que las diferencias entre los valores de carga aumentan de forma muy importante en términos de desplazamiento. ABSTRACT Over the years the concrete structures have been increasing their market share, replacing the masonry structures of stone or brick and subtracting as well the participation of the metallic structures. One of the first problems encountered in the implementing of the reinforced concrete structures was connecting a phase structure of this type at a later stage or a subsequent amendment. Until the 80s and 90s the connections of one phase of a reinforced concrete structure with a subsequent first phase were done by leaving the steel plates embedded in the fresh concrete using hooks or bent bars coated with expanded polystyrene. Once the concrete had hardened new bars could be connected to the next stage by welding them to the surface plate or by straightening the bent bars to embed them in the fresh concrete of the next phase. These systems required a previous knowledge of the existence and scope of the subsequent phase before concreting the previous one. They also required a very precise and complex rethinking of the connecting elements. Another existing problem in the concrete structures was the adhesion of a fresh concrete to a previously hardened concrete, since the contact surface of both concretes leaded to a weak point with low adherence. Since the 80s, the chemicals construction industry experienced a breakthrough in the development of products that generate a good grip on the concrete. This technological advance had its application both in the grip on one hardened fresh concrete and in the adhesion of bar post-installed in holes of hardened concrete. This system was termed as adherent anchors of steel bars in hardened concrete. The generic way of executing this system is by firstly drilling a cylindrical hole in the concrete support using a specific tool such as a drill. Then, cleaning the bore and filling it with bonding material to lastly, introduce the steel bar. These adherent anchors are divided into cement and chemical anchors, the latter being the most common, reliable, durable and easy to run. The use of adhesive anchor of steel bars in hardened concrete has spread across the production spectrum turning itself into a very common solution in both construction of reinforced concrete civil engineering and construction, and industrial works, installations and fixing elements as well. The execution of an anchor of a steel bar in hardened concrete depends on numerous variables which together or as a single solution may significantly affect the strength of the anchor. We are referring to variables of anchors which are often not considered, such as the diameter difference between the rod and the bore, the drilling system, cleansing of the drill, type of anchor material, the moisture of the substrate, the direction of the drill, the drill’s height, etc. During recent years, the emergence of self-compacting concrete adds an additional variable which has hardly been studied so far. According to mentioned this thesis aims to study the main performance conditions in the resistance of conventional and self-compacting concrete anchors. This research is primarily focused on the evaluation of the influence of several variables on the strength of the anchoring, both in conventional concrete and self-compacting concrete. In order to complete this study it has been required the manufacture of two concrete supports on which to develop the tests. One of the blocks has been manufactured with conventional concrete and the other with self-compacting concrete. A total of 174 steel bar anchors have been made in each one of the concrete pieces varying the studied parameters in order to obtain results for all variables considered. The tests to be performed on both blocks are exactly the same in order to compare the difference between an anchor on a stand with vibrated concrete (HVC) and a self-compacting concrete (SCC). Each type of test required two repetitions in the same piece. The pulling test of the bars was made with a hollow jack and with an instrumentation system for reading and recording data in real time. The use of a powerful statistical tool in the analysis of the results allowed to numerically determine and evaluate the influence of the variables considered in the resistance of the anchors made. It has likewise enabled to differentiate the results obtained in the self-compacting and conventional concretes, from both the outlook of the mechanical strength and the deformations undergone by uprooting. The mechanical strength of an anchor is defined as the strength undergone in a direction of the bar to uproot it from the support. Likewise, the movement is defined as the separation between a fixed point of the bar and a fixed point from the support considering the direction of the bar. These points are only determined once the anchor is finished, with the bar, at the intersection in the flat surface of the support. The conclusions obtained have established which variables affect the execution of the anchors and in what quantity. They have also permitted to determine the difference between the anchors in vibrated concrete and selfcompacting concrete with very interesting results that also allow to assess the influence of these mentioned variables. Three groups are highlighted among the conclusions called high influence, low influence and no influence. In every case is necessary to perform the study in terms of loading and movement. In terms of loading, there are considered as high influence two variables: drilling machinery and anchorage material. In terms of movement, there are considered as high influence the drilling diameter and the cleaning and moisture of the support, besides the drilling machinery and the anchorage material. Variables such as type of concrete, drilling direction and cleaning and moisture of the support are considered of low influence in terms of load. In terms of movement, the type of concrete and the direction of the drilling are considered variables of low influence. Within the no influence section in terms of loading, there are included the diameter of the drilling and the height of the drill. In terms of loading, the height of the drill is considered as a no influence variable. We can affirm that the differences among the loading values increase significantly in terms of movement.