Structure and spatial variability of Pinus uncinata Ram. growth forms at two contrasting treeline ecotones in the Spanish Pyrenees.

Describimos la distribución espacial de individuos de Pinus uncinata clasificados según su forma de crecimiento y tamaño en dos ecotonos poco perturbados del límite altitudinal del árbol situados en los Pirineos Centrales españoles (Ordesa, O; Tessó, T). En cada sitio situamos una parcela rectangular (30 140 m), que incluía los límites del árbol y del bosque, y cuyo lado mayor seguía el gradiente altitudinal. En ambos sitios, los individuos vivos eran más grandes y tenían un mayor número de cohortes de acículas pendiente abajo. La distribución de las clases de individuos según su forma de crecimiento y tamaño en el sitio O seguía una secuencia de mayor tamaño pendiente abajo, desde abundantes individuos policórmicos arbustivos (krummholz) con pocas cohortes de acículas (1-3) hasta individuos arbóreos mayores unicórmicos con varias cohortes de acículas (4-12). Por el contrario, los cambios estructurales en el ecotono del sitio T fueron graduales y no siguieron de forma tan clara dicha secuencia

Estructura de un ecotono bosque Subalpino-pastos alpinos (Las Cutas, Ordesa, Pirineos Centrales)

Describimos la estructura de un ecotono bosque subalpino-pastos alpinos en los Pirineos Centrales, que incluye los límites altitudinales del bosque y del árbol y está dominado por Pinus uncinata Ram. Para cada individuo de P. uncinata situado dentro de una parcela rectangular paralela a la pendiente anotamos su localización y medimos diversas variables estructurales o deforma (número y tipo de pies por individuo). Estos individuos fueron clasificados según su tamaño (adultos, jóvenes, vastagos y plántulas) y forma («krummholz» ¿individuos arbustivos policórmicos¿, krummholz con pies verticales). La estructura del ecotono se describió mediante los cambios de tamaño y forma de los individuos de P. uncinata a lo largo del ecotono y en relación con el clima de la zona, que se caracteriza por espesores de nieve máximos en primavera (abril) y fuertes vientos del N-NW-W. La mayoría de los individuos vivos eran krummholz, situándose por encima del límite del bosque y mostrando proximidad espacial con las plántulas. Los individuos grandes, verticales y unicórmicos predominaban en el bosque. Los cambios estructurales o deforma de los individuos eran bruscos a lo largo del ecotono. Los daños de las copas debidos al viento eran evidentes en individuos arbustivos y predominaban en las direcciones de viento más fuertes durante todo el año. La interacción nieve-viento permite explicar en parte la localización de este límite del bosque que puede considerarse un fenómeno local. La situación espacial de las distintas clases de individuos, la interacción espacial entre plántulas y krummholz más los cambios deforma de crecimiento (de arbustiva a arbórea o viceversa) pueden modificar la respuesta de estas poblaciones de P uncinata a cambios climáticos.

Assessment of systolic and diastolic LV function by MR myocardial tagging.

Heart failure has been divided into several different forms depending on etiology, clinical course and pathophysiology of left ventricular (LV) dysfunction. Systolic and diastolic dysfunction are characterized by a reduced cardiac output with normal (= diastolic dysfunction) or depressed (= systolic dysfunction) LV pump function. New diagnostic techniques such as magnetic resonance imaging (MRI) allow to determine noninvasively LV 3D motion by labelling specific myocardial regions (= myocardial "tagging") with a rectangular or radial grid. From the deformation of this grid rotational and translational motion of the heart can be derived. A "wringing" motion of the left ventricle has been described during systole which includes a clockwise rotation at the base and a counterclockwise rotation at the apex. During diastole, an "untwisting" motion has been demonstrated. In the normal heart, diastolic "untwisting" occurs primarily during isovolumic relaxation, analogous to the systolic "wringing" which takes place mainly during isovolumic contraction. A prolongation of the "untwisting" motion was found in the hypertrophied (aortic stenosis) and hibernating myocardium. Thus, heart failure is associated with profound alterations in the mechanical function of the heart which are manifested by changes in systolic "wringing" and diastolic "untwisting" motion.

Composite Precast Prestressed Concrete Bridge Slabs, HR-310, 1991

Precast prestressed concrete panels have been used as subdecks in bridge construction in Iowa and other states. To investigate the performance of these types of composite slabs at locations adjacent to abutment and pier diaphragms in skewed bridges, a research prcject which involved surveys of design agencies and precast producers, field inspections of existing bridges, analytical studies, and experimental testing was conducted. The survey results from the design agencies and panel producers showed that standardization of precast panel construction would be desirable, that additional inspections at the precast plant and at the bridge site would be beneficial, and that some form of economical study should be undertaken to determine actual cost savings associated with composite slab construction. Three bridges in Hardin County, Iowa were inspected to observe general geometric relationships, construction details, and to note the visual condition of the bridges. Hairline cracks beneath several of the prestressing strands in many of the precast panels were observed, and a slight discoloration of the concrete was seen beneath most of the strands. Also, some rust staining was visible at isolated locations on several panels. Based on the findings of these inspections, future inspections are recommended to monitor the condition of these and other bridges constructed with precast panel subdecks. Five full-scale composite slab specimens were constructed in the Structural Engineering Laboratory at Iowa State University. One specimen modeled bridge deck conditions which are not adjacent to abutment or pier diaphragms, and the other four specimens represented the geometric conditions which occur for skewed diaphragms of 0, 15, 30, and 40 degrees. The specimens were subjected to wheel loads of service and factored level magnitudes at many locations on the slab surface and to concentrated loads which produced failure of the composite slab. The measured slab deflections and bending strains at both service and factored load levels compared reasonably well with the results predicted by simplified Finite element analyses of the specimens. To analytically evaluate the nominal strength for a composite slab specimen, yield-line and punching shear theories were applied. Yield-line limit loads were computed using the crack patterns generated during an ultimate strength test. In most cases, these analyses indicated that the failure mode was not flexural. Since the punching shear limit loads in most instances were close to the failure loads, and since the failure surfaces immediately adjacent to the wheel load footprint appeared to be a truncated prism shape, the probable failure mode for all of the specimens was punching shear. The development lengths for the prestressing strands in the rectangular and trapezoidal shaped panels was qualitatively investigated by monitoring strand slippage at the ends of selected prestressing strands. The initial strand transfer length was established experimentally by monitoring concrete strains during strand detensioning, and this length was verified analytically by a finite element analysis. Even though the computed strand embedment lengths in the panels were not sufficient to fully develop the ultimate strand stress, sufficient stab strength existed. Composite behavior for the slab specimens was evaluated by monitoring slippage between a panel and the topping slab and by computation of the difference in the flexural strains between the top of the precast panel and the underside of the topping slab at various locations. Prior to the failure of a composite slab specimen, a localized loss of composite behavior was detected. The static load strength performance of the composite slab specimens significantly exceeded the design load requirements. Even with skew angles of up to 40 degrees, the nominal strength of the slabs did not appear to be affected when the ultimate strength test load was positioned on the portion of each slab containing the trapezoidal-shaped panel. At service and factored level loads, the joint between precast panels did not appear to influence the load distribution along the length of the specimens. Based on the static load strength of the composite slab specimens, the continued use of precast panels as subdecks in bridge deck construction is recommended.

On the use of mobile inflatable hypoxic marquees for sport-specific altitude training in team sports.

BACKGROUND/AIM: With the evolving boundaries of sports science and greater understanding of the driving factors in the human performance physiology, one of the limiting factors has now become the technology. The growing scientific interest on the practical application of hypoxic training for intermittent activities such as team and racket sports legitimises the development of innovative technologies serving athletes in a sport-specific setting. METHODS: Description of a new mobile inflatable simulated hypoxic equipment. RESULTS: The system comprises two inflatable units-that is, a tunnel and a rectangular design, each with a 215 m(3) volume and a hypoxic trailer generating over 3000 Lpm of hypoxic air with FiO₂ between 0.21 and 0.10 (a simulated altitude up to 5100 m). The inflatable units offer a 45 m running lane (width=1.8 m and height=2.5 m) as well as a 8 m × 10 m dome tent. FiO₂ is stable within a range of 0.1% in normal conditions inside the tunnel. The air supplied is very dry-typically 10-15% relative humidity. CONCLUSIONS: This mobile inflatable simulated hypoxic equipment is a promising technological advance within sport sciences. It offers an opportunity for team-sport players to train under hypoxic conditions, both for repeating sprints (tunnel configuration) or small-side games (rectangular configuration).

Développement d'une méthode microgravimétrique urbaine : intégration dans un SIG et application au projet du M2 lausannois

Résumé La réalisation d'une seconde ligne de métro (M2) dès 2004, passant dans le centre ville de Lausanne, a été l'opportunité de développer une méthodologie concernant des campagnes microgravimétriques dans un environnement urbain perturbé. Les corrections topographiques prennent une dimension particulière dans un tel milieu, car de nombreux objets non géologiques d'origine anthropogénique comme toutes sortes de sous-sols vides viennent perturber les mesures gravimétriques. Les études de génie civil d'avant projet de ce métro nous ont fournis une quantité importante d'informations cadastrales, notamment sur les contours des bâtiments, sur la position prévue du tube du M2, sur des profondeurs de sous-sol au voisinage du tube, mais aussi sur la géologie rencontré le long du corridor du M2 (issue des données lithologiques de forages géotechniques). La planimétrie des sous-sols a été traitée à l'aide des contours des bâtiments dans un SIG (Système d'Information Géographique), alors qu'une enquête de voisinage fut nécessaire pour mesurer la hauteur des sous-sols. Il a été alors possible, à partir d'un MNT (Modèle Numérique de Terrain) existant sur une grille au mètre, de mettre à jour celui ci avec les vides que représentent ces sous-sols. Les cycles de mesures gravimétriques ont été traités dans des bases de données Ac¬cess, pour permettre un plus grand contrôle des données, une plus grande rapidité de traitement, et une correction de relief rétroactive plus facile, notamment lorsque des mises à jour de la topographie ont lieu durant les travaux. Le quartier Caroline (entre le pont Bessières et la place de l'Ours) a été choisi comme zone d'étude. Le choix s'est porté sur ce quartier du fait que, durant ce travail de thèse, nous avions chronologiquement les phases pré et post creusement du tunnel du M2. Cela nous a permis d'effectuer deux campagnes gravimétriques (avant le creu¬sement durant l'été 2005 et après le creusement durant l'été 2007). Ces réitérations nous ont permis de tester notre modélisation du tunnel. En effet, en comparant les mesures des deux campagnes et la réponse gravifique du modèle du tube discrétisé en prismes rectangulaires, nous avons pu valider notre méthode de modélisation. La modélisation que nous avons développée nous permet de construire avec détail la forme de l'objet considéré avec la possibilité de recouper plusieurs fois des interfaces de terrains géologiques et la surface topographique. Ce type de modélisation peut s'appliquer à toutes constructions anthropogéniques de formes linéaires. Abstract The realization of a second underground (M2) in 2004, in downtown Lausanne, was the opportunity to develop a methodology of microgravity in urban environment. Terrain corrections take on special meaning in such environment. Many non-geologic anthropogenic objects like basements act as perturbation of gravity measurements. Civil engineering provided a large amount of cadastral informations, including out¬lines of buildings, M2 tube position, depths of some basements in the vicinity of the M2 corridor, and also on the geology encountered along the M2 corridor (from the lithological data from boreholes). Geometry of basements was deduced from building outlines in a GIS (Geographic Information System). Field investigation was carried out to measure or estimate heights of basements. A DEM (Digital Elevation Model) of the city of Lausanne is updated from voids of basements. Gravity cycles have been processed in Access database, to enable greater control of data, enhance speed processing, and retroactive terrain correction easier, when update of topographic surface are available. Caroline area (between the bridge Saint-Martin and Place de l'Ours) was chosen as the study area. This area was in particular interest because it was before and after digging in this thesis. This allowed us to conduct two gravity surveys (before excavation during summer 2005 and after excavation during summer 2007). These re-occupations enable us to test our modélisation of the tube. Actually, by comparing the difference of measurements between the both surveys and the gravity response of our model (by rectangular prisms), we were able to validate our modeling. The modeling method we developed allows us to construct detailed shape of an object with possibility to cross land geological interfaces and surface topography. This type of modélisation can be applied to all anthropogenic structures.

Spatial variability of tree hight at treeline ecotones in the Pyrenees.

We describe the spatial distribution of tree height of Pinus uncinata at two undisturbed altitudinal treeline ecotones in the southern Pyrenees (Ordesa, O, and Tessó, T). At each site, a rectangular plot (30 x 140 m) was located with its longest side parallel to the slope and encompassing treeline and timberline. At site O, height increased abruptly going downslope with a high spatial autocorrelation at short distances. In contrast, the changes of tree height across the ecotone at site T were gradual, and tree height was less spatially autocorrelated. These results can be explained by the greater importance of wind and snow avalanches at sites O and T, respectively.

Statistical modeling of bowing control applied to violin sound synthesis

Excitation-continuous music instrument control patterns are often not explicitly represented in current sound synthesis techniques when applied to automatic performance. Both physical model-based and sample-based synthesis paradigmswould benefit from a flexible and accurate instrument control model, enabling the improvement of naturalness and realism. Wepresent a framework for modeling bowing control parameters inviolin performance. Nearly non-intrusive sensing techniques allow for accurate acquisition of relevant timbre-related bowing control parameter signals.We model the temporal contour of bow velocity, bow pressing force, and bow-bridge distance as sequences of short Bézier cubic curve segments. Considering different articulations, dynamics, and performance contexts, a number of note classes are defined. Contours of bowing parameters in a performance database are analyzed at note-level by following a predefined grammar that dictates characteristics of curve segment sequences for each of the classes in consideration. As a result, contour analysis of bowing parameters of each note yields an optimal representation vector that is sufficient for reconstructing original contours with significant fidelity. From the resulting representation vectors, we construct a statistical model based on Gaussian mixtures suitable for both the analysis and synthesis of bowing parameter contours. By using the estimated models, synthetic contours can be generated through a bow planning algorithm able to reproduce possible constraints caused by the finite length of the bow. Rendered contours are successfully used in two preliminary synthesis frameworks: digital waveguide-based bowed stringphysical modeling and sample-based spectral-domain synthesis.

Gesture sampling for instrumental sound synthesis: violin bowing as a case study

This paper presents a framework in which samples of bowing gesture parameters are retrieved and concatenated from a database of violin performances by attending to an annotated input score. Resulting bowing parameter signals are then used to synthesize sound by means of both a digital waveguide violin physical model, and an spectral-domainadditive synthesizer.

Estructura espacial de un ecotono bosque subalpino-pastos alpinos en los Estanys de la Pera (Pirineos orientales) formado por manchas de árboles

Se describe la estructura y el patrón espacial de un ecotono bosque subalpino-pastos alpinos dominado por Pinus uncinata Ram. (Pirineos Orientales, Cerdanya, Estanys de la Pera). La historia de perturbaciones de la zona sugiere que el patrón espacial del ecotono puede haber sido afectado recientemente por el pastoreo. Se situó una parcela rectangular (30 x 100 m) cruzando el ecotono con su lado mayor paralelo a la pendiente. Para cada individuo de P. uncinata dentro de la parcela se midió: su localización (coordenadas x, y), y diversas variables estructurales (diámetros basal y a 1,3 m de altura, altura, radios de las copas, número de cohortes de acículas, edad estimada -número de internodos del tronco). Los individuos vivos de P. uncinata se clasificaron según su tamaño (adultos, jóvenes, vástagos y plántulas) y forma de crecimiento (krummholz -individuos arbustivos policórmicos-). Se describieron cuantitativamente el tipo de sustrato (roca, materia orgánica, suelo) y la cobertura de herbáceas, arbustos y P. uncinata usando transectos paralelos a la pendiente. La estructura del ecotono se describió mediante: (i) los análisis del patrón de puntos (K de Ripley, casos uni- y bivariante) y (ii) del patrón de superficies (correlogramas omni- y unidireccionales de Moran). El ecotono estudiado mostró una distribución de individuos de P. uncinata en agregados, predominando los vástagos. Los análisis espaciales mostraron la existencia y el tamaño de agregados con valores similares para ciertas variables de los árboles situados dentro del bosque (p. ej. 8-10 m para la edad estimada). La edad estimada de los individuos jóvenes (60 años <) estaba positivamente correlacionada con la altura y el diámetro basal. La regeneración reciente presentó dos máximos (1965-67, 1973-77). Apareció una posible cohorte de individuos más viejos (1941-57). A partir de 1975, la regeneración declinó de forma exponencial. El establecimiento...

Autonomous Measurements of Bridge Pier and Abutment Scour using Motion-Sensing Radio Transmitters, TR-595, 2010

Two portable Radio Frequency IDentification (RFID) systems (made by Texas Instruments and HiTAG) were developed and tested for bridge scour monitoring by the Department of Civil and Environmental Engineering at the University of Iowa (UI). Both systems consist of three similar components: 1) a passive cylindrical transponder of 2.2 cm in length (derived from transmitter/responder); 2) a low frequency reader (~134.2 kHz frequency); and 3) an antenna (of rectangular or hexagonal loop). The Texas Instruments system can only read one smart particle per time, while the HiTAG system was successfully modified here at UI by adding the anti-collision feature. The HiTAG system was equipped with four antennas and could simultaneously detect 1,000s of smart particles located in a close proximity. A computer code was written in C++ at the UI for the HiTAG system to allow simultaneous, multiple readouts of smart particles under different flow conditions. The code is written for the Windows XP operational system which has a user-friendly windows interface that provides detailed information regarding the smart particle that includes: identification number, location (orientation in x,y,z), and the instance the particle was detected.. These systems were examined within the context of this innovative research in order to identify the best suited RFID system for performing autonomous bridge scour monitoring. A comprehensive laboratory study that included 142 experimental runs and limited field testing was performed to test the code and determine the performance of each system in terms of transponder orientation, transponder housing material, maximum antenna-transponder detection distance, minimum inter-particle distance and antenna sweep angle. The two RFID systems capabilities to predict scour depth were also examined using pier models. The findings can be summarized as follows: 1) The first system (Texas Instruments) read one smart particle per time, and its effective read range was about 3ft (~1m). The second system (HiTAG) had similar detection ranges but permitted the addition of an anti-collision system to facilitate the simultaneous identification of multiple smart particles (transponders placed into marbles). Therefore, it was sought that the HiTAG system, with the anti-collision feature (or a system with similar features), would be preferable when compared to a single-read-out system for bridge scour monitoring, as the former could provide repetitive readings at multiple locations, which could help in predicting the scour-hole bathymetry along with maximum scour depth. 2) The HiTAG system provided reliable measures of the scour depth (z-direction) and the locations of the smart particles on the x-y plane within a distance of about 3ft (~1m) from the 4 antennas. A Multiplexer HTM4-I allowed the simultaneous use of four antennas for the HiTAG system. The four Hexagonal Loop antennas permitted the complete identification of the smart particles in an x, y, z orthogonal system as function of time. The HiTAG system can be also used to measure the rate of sediment movement (in kg/s or tones/hr). 3) The maximum detection distance of the antenna did not change significantly for the buried particles compared to the particles tested in the air. Thus, the low frequency RFID systems (~134.2 kHz) are appropriate for monitoring bridge scour because their waves can penetrate water and sand bodies without significant loss of their signal strength. 4) The pier model experiments in a flume with first RFID system showed that the system was able to successfully predict the maximum scour depth when the system was used with a single particle in the vicinity of pier model where scour-hole was expected. The pier model experiments with the second RFID system, performed in a sandbox, showed that system was able to successfully predict the maximum scour depth when two scour balls were used in the vicinity of the pier model where scour-hole was developed. 5) The preliminary field experiments with the second RFID system, at the Raccoon River, IA near the Railroad Bridge (located upstream of 360th street Bridge, near Booneville), showed that the RFID technology is transferable to the field. A practical method would be developed for facilitating the placement of the smart particles within the river bed. This method needs to be straightforward for the Department of Transportation (DOT) and county road working crews so it can be easily implemented at different locations. 6) Since the inception of this project, further research showed that there is significant progress in RFID technology. This includes the availability of waterproof RFID systems with passive or active transponders of detection ranges up to 60 ft (~20 m) within the water–sediment column. These systems do have anti-collision and can facilitate up to 8 powerful antennas which can significantly increase the detection range. Such systems need to be further considered and modified for performing automatic bridge scour monitoring. The knowledge gained from the two systems, including the software, needs to be adapted to the new systems.

Membrane insertion and antibody recognition of a glycosylphosphatidylinositol-anchored protein: an optical study.

The kinetics of binding of a glycolipid-anchored protein (the promastigote surface protease, PSP) to planar lecithin bilayers is studied by an integrated optics technique, in which the bilayer membrane is supported on an optical wave guide and the phase velocities of guided light modes in the wave guide are measured. From these velocities, the optical parameters of the membrane and PSP layers deposited on the waveguide are determined, yielding in particular the mass of PSP bound to the membrane, which is followed in real time. From a comparison of the binding rates of PSP and PSP from which the lipid moiety has been removed, it is shown that the lipid moiety plays a key role in anchoring the protein to the membrane. Specific and nonspecific binding of antibodies to membrane-anchored PSP is also investigated. As little as a fifth of a monolayer of PSP is sufficient to suppress the appreciable nonspecific binding of antibodies to the membrane.

Manipulació geomètrica dels blocs d'AutoCAD

Aquest text és un recull de procediments per inserir els blocs d'AutoCAD de forma més eficient, en la resolució de problemes prèviament tipificats: la PRIMERA PART descriu protocols d'actuació que l'usuari haurà d'aplicar manualment, mentre que la SEGONA PART ofereix rutines programades en AutoLISP i VisualLISP que l'eximiran d'aquesta obligació.Si ho deixéssim aquí, però, podria semblar que els mateixos mètodes manuals presentats en primer lloc són després els que AutoLISP automatitza; per això convé aclarir que la problemàtica de la PRIMERA PART, tot i que pròxima a la de la SEGONA, és diferent i reprodueix el contingut d'una monografia (BLOCS I GEOMETRIA: 5 EXERCICIS COMENTATS) que forma part del material de suport a l'assignatura ELEMENTS DE CAD, impartida per l'autor en l'ETS d'Enginyeria de Telecomunicació de Barcelona i que té per objecte cobrir el buit bibliogràfic que es detectava en el vessant geomètric de la inserció de blocs, a diferència del que s'ocupa de l'estructura de dades més adient en cada context (incrustació de dibuixos amb INSERT versus vinculació mitjançant REFX), més profusament tractat, proposant una sistematització tipològica dels casos on l'escala és funció lineal d'una distància.La SEGONA PART va més enllà i amplia el repertori d'AutoCAD amb les ordres GINSERT, RATREDIT, INSERTOK, INS2D, INS3D, BLOQUEOK, DESCOMPOK, DEF-TRANSF, APL-TRANSF-V i APL-TRANSF-N, de les quals INS2D i INS3D (INSERTOK és una versió simplificada de INS2D, per a blocs sense atributs) són l'aportació més innovadora i que més lluny porta les potencialitats de la inserció de blocs: resumint-ho en una frase, es tracta d’aconseguir que la inserció d’un bloc (que pot ser l’original, un bloc constituït per una inserció de l’original o un de constituït per la inserció del precedent) s’encabeixi en un marc prèviament establert, a semblança de les ordres ESCALA o GIRA, que mitjançant l'opció Referencia apliquen als objectes seleccionats la transformació d'escalat o de rotació necessària per tal que un element de referència assoleixi una determinada grandària o posició. Tot i que, per identificar amb encert el nucli del problema, serà inevitable introduir una reflexió: quan s’ha tingut la precaució de referir un bloc 2D a un quadrat unitari ortogonal, inserir-lo de manera que s’adapti a qualsevol marc rectangular establert en el dibuix és immediat, però ja no ho és tant concatenar insercions de manera que, a més d’una combinació simple de escalat, gir i translació, l’operació dugui implícita una transformació de cisallament. Perquè és clar que si inserim el bloc girat i convertim la inserció en un bloc que al seu torn tornem a inserir, ara però amb escalat no uniforme, el transformat del quadrat de referència primitiu serà un paral·lelogram, però el problema és: dibuixat un marc romboïdal concret, ¿quin gir caldrà donar a la primera inserció, i quin gir i factors d’escala caldrà aplicar a la segona perquè el quadrat de referència s’adapti al marc? El problema es complica si, a més, volem aprofitar el resultat de la primera inserció per a d’altres paral·lelograms, organitzant un sistema no redundant de insercions intermèdies. Doncs bé: INS2D i INS3D donen satisfacció a aquestes qüestions (la segona ja no contempla l'encaix en un paral·lelogram, sinó en un paral·lelepípede) i són aplicables a blocs proveïts d’atributs, no només de tipus convencional (els continguts en el pla de base del bloc, únics de funcionament garantit amb l’ordre INSERT), sinó també dels situats i orientats lliurement.

Sobre un modelo constructivo de la arquitectura ibérica en territorio Ausetano

En este trabajo presentamos el estudio arquitectónico de un tipo de construcción identifi cado en el territorio ibérico ausetano. A partir del análisis constructivo de tres obras defensivas militares identifi cadas como murallas de compartimentos (Turó del Montgròs, Casol de Puigcastellet y l’Esquerda), planteamos una propuesta de restitución del diseño arquitectónico de estas construcciones basadas en el uso de formas geométricas simples y en la adición de módulos cuadrangulares.

The influence ofvariable amplitude loading on the fatigue strength of rhs corners

Rectangular hollow section (RHS) members are components widely used in engineering applications because of their good-looking, good properties in engineering areas and inexpensive cost comparing to members with other sections. The increasing use of RHS in load bearing structures makes it necessary to analyze the fatigue behavior of the RHS members. In this thesis, concentration will be given to the fatigue behavior of the RHS members under variable amplitude pure torsional loading. For the RHS members, failure will normally occur in the corner region if the welded regions are under full penetration. This is because of the complicated stress components' distributions at the RHScorners, where all of three fracture mechanics modes will happen. Mode I is mainly caused by the residual stresses that caused by the manufacturing process. Modes II and III are caused by the applied torsional loading. Stress based Findleymodel is also used to analyze the stress components. Constant amplitude fatigue tests have been done as well as variable amplitude fatigue tests. The specimens under variable amplitude loading gave longer fatigue lives than those under constant amplitude loading. Results from tests show an S-N curvewith slope around 5.