Lithologic description and vertical permeability measurements of ODP Site 180-1109

Vertical permeability testing was conducted on four samples collected from Site 1109, a borehole advanced during Ocean Drilling Program Leg 180. Closed conditions were applied during each test, and the samples were measured using a constant flow approach and permeant solutions that matched the geochemistry of nearby interstitial waters. Vertical permeabilities measured at 34.5 kPa effective stress generally decreased with depth and ranged from 10**-14 m**2 at 212.53 meters below seafloor (mbsf) to 10**-18 m**2 at 698.10 mbsf. The three deepest samples differed in permeability by less than one order of magnitude. Reconsolidation testing on the shallowest sample yielded a minimum permeability of 1.56 x 10**-16 m**2 at 276 kPa effective stress. Subsequent rebound testing yielded a hysteresis-type curve, with the final permeability measuring lower than the initial permeability by nearly 1.5 orders of magnitude. Dilution experiments indicated that use of a permeant solution matching the geochemistry of the interstitial waters may be necessary for accuracy in measurements and mitigation of clay swellage and collapse during testing, but further research is mandated.

Siliceous phytoplankton in Late Quaternary sediments of ODP Site 175-1077

Late Quaternary fluctuations in the intensity of Congo River freshwater load were reconstructed using three different proxies (marine and freshwater diatoms, and the delta18O record of Globigerinoides ruber) preserved in the sediments of Ocean Drilling Program (ODP) Site 1077, located at the northern rim of the Congo River fan (5°10'S, 10°26'E). An abrupt change in the diatom assemblage is evident at Termination II: a two- to four-fold increase in (a) the relative abundance of a marine planktonic diatom tolerant of low salinity conditions (Cyclotella litoralis), and (b) in the concentration of freshwater diatoms. The microfossil data suggest a change in the environmental conditions surrounding Site 1077 from predominantly marine to mixed marine/brackish/fresh. The delta18O record of the planktic foraminifera G. ruber (pink) revealed negative deviations from the global oxygen isotope signal since Termination II which occurred during warm stage 1 and substages 3.2, 5.1, 5.3, and 5.5. Comparison of the isotopic signal of ODP Site 1077 with the record from a pelagic location (core GeoB1041 at 3°48'S, 7°05'W) confirms these results. The construction of an artificial delta18O curve using alkenone-derived sea surface temperature (SST) data from a nearby core (GeoB1008 at 6°S, 10°E) allowed us to estimate salinity and temperature effects on the ODP Site 1077 isotopic signal. Although increased SSTs may account for lighter delta18O values during warmer periods, they do not explain the extremely light values documented in the sediments of Site 1077. We used the oxygen isotope difference (Delta delta18O) between our site and GeoB1041 as a proxy for freshwater input. A general trend in the Delta delta18O was observed, with more negative values since Termination II. In addition, conspicuous Delta delta18O negative pulses coincided with periods of northern hemisphere summer insolation maxima over the African continent, suggesting an increase in the freshwater discharge from the Congo River due to enhanced precipitation on the hinterland. Here we propose that the abrupt change in environmental conditions at Site 1077 since Termination II is a consequence of a major reorganization in the depositional environment of the Congo River delta. This reorganization involved sustained equatorward displacement of the Angola-Benguela Front causing a northward deflection of the Congo River plume thus moving plume waters further north than normal and over Site 1077.

Age determination of sediment cores from the Panama Basin

High-resolution percent Corg and delta18Oforam records obtained from Panama Basin core Atlantis II 54-25PC and additional data from nearby core P7 show that enhanced burial of organic carbon has characterized every major glacial period for the last 500 kyr in that area. Both Corg concentration and mass accumulation rate profiles exhibit a sawtooth pattern with maxima occurring typically in the later stages of glacial periods. Comparison with dust records suggests that the carbon accumulation rate profile reflects both the upwelling history and a variable rate of iron input during the late Quaternary. The sawtooth character may derive from increased wind velocities and rates of upwelling during glacials which are indirectly related to ice volume (Sarnthein et al., 1988). The rapid decline in export production at the end of glacials in the equatorial Pacific may be attributed to the retreat of ice sheets (thus reduced wind velocities and upwelling) coupled with a coincident decline in atmospheric dust load and/or delivery rate. The Corg accumulation rate profiles do not correlate well with atmospheric CO2 records. For example, atmospheric CO2 was already at a minimum 40 kyr ago when production in the Panama Basin began increasing dramatically, commensurate with an increase in global dust levels. Using the relationship between the degree of photosynthetic fractionation and the concentration of free CO2 in the surface ocean postulated by Popp et al. (1989), delta13Corg measurements made on core P7 show that Panama Basin surface waters have been supplying CO2 to the atmosphere continually for at least the last 50 kyr. There is no evidence for a flux of CO2 into the surface ocean in this area at any time during this period despite the higher production. If the Panama Basin cores are representative of the eastern and central equatorial Pacific, then these observations weaken the influence on CO2 drawdown postulated for increased glacial productivity at low latitudes.

Consolidation properties and permeability values of sediments from three ODP Leg 205 sites

Vertical permeability and sediment consolidation measurements were taken on seven whole-round drill cores from Sites 1253 (three samples), 1254 (one sample), and 1255 (three samples) drilled during Ocean Drilling Program Leg 205 in the Middle America Trench off of Costa Rica's Pacific Coast. Consolidation behavior including slopes of elastic rebound and virgin compression curves (Cc) was measured by constant rate of strain tests. Permeabilities were determined from flow-through experiments during stepped-load tests and by using coefficient of consolidation (Cv) values continuously while loading. Consolidation curves and the Casagrande method were used to determine maximum preconsolidation stress. Elastic slopes of consolidation curves ranged from 0.097 to 0.158 in pelagic sediments and 0.0075 to 0.018 in hemipelagic sediments. Cc values ranged from 1.225 to 1.427 for pelagic carbonates and 0.504 to 0.826 for hemipelagic clay-rich sediments. In samples consolidated to an axial stress of ~20 MPa, permeabilities determined by flow-through experiments ranged from a low value of 7.66 x 10**-20 m**2 in hemipelagic sediments to a maximum value of 1.03 x 10**-16 m**2 in pelagic sediments. Permeabilities calculated from Cv values in the hemipelagic sediments ranged from 4.81 x 10**-16 to 7.66 x 10**-20 m**2 for porosities 49.9%-26.1%.

The Long-Run Phillips Curve: A Structural VAR Investigation

Both cointegration methods, and non-cointegrated structural VARs identified based on either long-run restrictions, or a combination of long-run and sign restrictions, are used in order to explore the long-run trade-off between inflation and the unemployment rate in the post-WWII U.S., U.K., Euro area, Canada, and Australia. Overall, neither approach produces clear evidence of a non-vertical trade-off. The extent of uncertainty surrounding the estimates is however substantial, thus implying that a researcher holding alternative priors about what a reasonable slope of the long-run trade-off might be will likely not see her views falsified

Prediction of bendig load capacity of timber beams by finite element method simulation of knots and grain deviation

A finite element model was used to simulate timberbeams with defects and predict their maximum load in bending. Taking into account the elastoplastic constitutive law of timber, the prediction of fracture load gives information about the mechanisms of timber failure, particularly with regard to the influence of knots, and their local graindeviation, on the fracture. A finite element model was constructed using the ANSYS element Plane42 in a plane stress 2D-analysis, which equates thickness to the width of the section to create a mesh which is as uniform as possible. Three sub-models reproduced the bending test according to UNE EN 408: i) timber with holes caused by knots; ii) timber with adherent knots which have structural continuity with the rest of the beam material; iii) timber with knots but with only partial contact between knot and beam which was artificially simulated by means of contact springs between the two materials. The model was validated using ten 45 × 145 × 3000 mm beams of Pinus sylvestris L. which presented knots and graindeviation. The fracture stress data obtained was compared with the results of numerical simulations, resulting in an adjustment error less of than 9.7%

The logarithmic spiral, autoisoptic curve

In the Line of Investigation that in the department of “Technical Drawing” in the School of Agriculture Engineering of Madrid, we carry out on the study of The Technical Curves and his singularities, we demonstrate an interesting property of the Logarithmic Spiral. The demonstrated property consists of which the logarithmic spiral is a autoisoptic curve, that is to say that if from a point P anyone of the spiral tangent straight lines draw up to the previous arc, these form a constant angle α. This demonstration is novel and in addition we get to contribute a method to calculate the angle α given the equation of the spiral.

Modelling Crowd Load for Floor Vibration Analysis

The dynamic floor loads induced by crowds in gymnasium or stadium structures are commonly modelled by superposition of the individual contributions using reduction factors for the different Fourier coefficients. These Fourier coefficients and the reduction factors are calculated using full scale measurements. Generally the testing is performed on platforms or structures that can be considered rigid, such that the natural frequencies are higher than the frequencies of the spectator movement. In this paper we shall present the testing done on a structure that used to be a gymnasium as well as the procedure used to identify its dynamic properties and a first evaluation of the socalled “group effect”.

Capacitive load based on IGBTs for on-site characterization of PV arrays

This paper describes the practical design of a portable capacitive load based on insulated gate bipolar transistors (IGBTs), which is used to measure the I–V characteristics of PV arrays with short-circuit currents up to 80 A and open circuit voltages up to 800 V. Such measurement allows on-site characterization of PV arrays under real operating conditions and also provides information for the detection of potential array anomalies, such as broken cells or defective connections. The presented I–V load is easy to reproduce and low-cost, characteristics that are within the reach of small-scale organizations involved in PV electrification projects.

Estudio de la rotura en barras de acero : aspectos experimentales y numéricos

El acero es, junto con el hormigón, el material más ampliamente empleado en la construcción de obra civil y de edificación. Además de su elevada resistencia, su carácter dúctil resulta un aspecto de particular interés desde el punto de vista de la seguridad estructural, ya que permite redistribuir esfuerzos a elementos adyacentes y, por tanto, almacenar una mayor energía antes del colapso final de la estructura. No obstante, a pesar de su extendida utilización, todavía existen aspectos relacionados con su comportamiento en rotura que necesitan una mayor clarificación y que permitirían un mejor aprovechamiento de sus propiedades. Cuando un elemento de acero es ensayado a tracción y alcanza la carga máxima, sufre la aparición de un cuello de estricción que plantea dificultades para conocer el comportamiento del material desde dicho instante hasta la rotura. La norma ISO 6892-1, que define el método a emplear en un ensayo de tracción con materiales metálicos, establece procedimientos para determinar los parámetros relacionados con este tramo último de la curva F − E. No obstante, la definición de dichos parámetros resulta controvertida, ya que éstos presentan una baja reproducibilidad y una baja repetibilidad que resultan difíciles de explicar. En esta Tesis se busca profundizar en el conocimiento del último tramo de la curva F − E de los aceros de construcción. Para ello se ha realizado una amplia campaña experimental sobre dos aceros representativos en el campo de la construcción civil: el alambrón de partida empleado en la fabricación de alambres de pretensado y un acero empleado como refuerzo en hormigón armado. Los dos materiales analizados presentan formas de rotura diferentes: mientras el primero de ellos presenta una superficie de rotura plana con una región oscura claramente apreciable en su interior, el segundo rompe según la clásica superficie en forma de copa y cono. La rotura en forma de copa y cono ha sido ampliamente estudiada en el pasado y existen modelos de rotura que han logrado reproducirla con éxito, en especial el modelo de Gurson- Tvergaard-Needleman (GTN). En cuanto a la rotura exhibida por el primer material, en principio nada impide abordar su reproducción numérica con un modelo GTN, sin embargo, las diferencias observadas entre ambos materiales en los ensayos experimentales permiten pensar en otro criterio de rotura. En la presente Tesis se realiza una amplia campaña experimental con probetas cilíndricas fabricadas con dos aceros representativos de los empleados en construcción con comportamientos en rotura diferentes. Por un lado se analiza el alambrón de partida empleado en la fabricación de alambres de pretensado, cuyo frente de rotura es plano y perpendicular a la dirección de aplicación de la carga con una región oscura en su interior. Por otro lado, se estudian barras de acero empleadas como armadura pasiva tipo B 500 SD, cuyo frente de rotura presenta la clásica superficie en forma de copa y cono. Estos trabajos experimentales han permitido distinguir dos comportamientos en rotura claramente diferenciados entre ambos materiales y, en el caso del primer material, se ha identificado un comportamiento asemejable al exhibido por materiales frágiles. En este trabajo se plantea la hipótesis de que el primer material, cuya rotura provoca un frente de rotura plano y perpendicular a la dirección de aplicación de la carga, rompe de manera cuasifrágil como consecuencia de un proceso de decohesión, de manera que la región oscura que se observa en el centro del frente de rotura se asemeja a una entalla circular perpendicular a la dirección de aplicación de la carga. Para la reproducción numérica de la rotura exhibida por el primer material, se plantea un criterio de rotura basado en un modelo cohesivo que, como aspecto novedoso, se hace depender de la triaxialidad de tensiones, parámetro determinante en el fallo de este tipo de materiales. Este tipo de modelos presenta varias ventajas respecto a los modelos GTN habitualmente empleados. Mientras los modelos GTN precisan de numerosos parámetros para su calibración, los modelos cohesivos precisan fundamentalmente de dos parámetros para definir su curva de ablandamiento: la tensión de decohesión ft y la energía de fractura GF . Además, los parámetros de los modelos GTN no son medibles de manera experimental, mientras que GF sí lo es. En cuanto a ft, aunque no existe un método para su determinación experimental, sí resulta un parámetro más fácilmente interpretable que los empleados por los modelos GTN, que utilizan valores como el porcentaje de huecos presentes en el material para iniciar el fenómeno de coalescencia o el porcentaje de poros que provoca una pérdida total de la capacidad resistente. Para implementar este criterio de rotura se ha desarrollado un elemento de intercara cohesivo dependiente de la triaxialidad de tensiones. Se han reproducido con éxito los ensayos de tracción llevados a cabo en la campaña experimental empleando dicho elemento de intercara. Además, en estos modelos la rotura se produce fenomenológicamente de la misma manera observada en los ensayos experimentales: produciéndose una decohesión circular en torno al eje de la probeta. En definitiva, los trabajos desarrollados en esta Tesis, tanto experimentales como numéricos, contribuyen a clarificar el comportamiento de los aceros de construcción en el último tramo de la curva F − E y los mecanismos desencadenantes de la rotura final del material, aspecto que puede contribuir a un mejor aprovechamiento de las propiedades de estos aceros en el futuro y a mejorar la seguridad de las estructuras construidas con ellos. Steel is, together with concrete, the most widely used material in civil engineering works. Not only its high strength, but also its ductility is of special interest from the point of view of the structural safety, since it enables stress distribution with adjacent elements and, therefore, more energy can be stored before reaching the structural failure. However, despite of being extensively used, there are still some aspects related to its fracture behaviour that need to be clarified and that will allow for a better use of its properties. When a steel item is tested under tension and reaches the maximum load point, necking process begins, which makes difficult to define the material behaviour from that moment onward. The ISO standard 6892-1, which defines the tensile testing method for metallic materials, describes the procedures to obtain some parameters related to this last section of the F − E curve. Nevertheless, these parameters have proved to be controversial, since they have low reproducibility and repeatibility rates that are difficult to explain. This Thesis tries to deepen the knowledge of the last section of the F − E curve for construction steels. An extensive experimental campaign has been carried out with two representative steels used in civil engineering works: a steel rod used for manufacturing prestressing steel wires, before the cold-drawing process is applied, and steel bars used in reinforced concrete structures. Both materials have different fracture surfaces: while the first of them shows a flat fracture surface, perpendicular to the loading direction with a dark region in the centre of it, the second one shows the classical cup-cone fracture surface. The cup-cone fracture surface has been deeply studied in the past and different numerical models have been able to reproduce it with success, with a special mention to the Gurson-Tvergaard-Needleman model (GTN). Regarding the failure surface shown by the first material, in principle it can be numerically reproduced by a GTN model, but the differences observed between both materials in the experimental campaign suggest thinking of a different failure criterium. In the present Thesis, an extensive experimental campaign has been carried out using cylindrical specimens made of two representative construction steels with different fracture behaviours. On one hand, the initial eutectoid steel rod used for manufacturing prestressing steel wires is analysed, which presents a flat fracture surface, perpendicular to the loading direction, and with a dark region in the centre of it. On the other hand, B 500 SD steel bars, typically used in reinforced concrete structures and with the typical cup-cone fracture surface, are studied. These experimental works have allowed distinguishing two clearly different fracture behaviours between both materials and, in the case of the first one, a fragile-like behaviour has been identified. For the first material, which shows a flat fracture surface perpendicular to the loading direction, the following hypothesis is proposed in this study: a quasi-brittle fracture is developed as a consequence of a decohesion process, with the dark region acting as a circular crack perpendicular to the loading direction. To reproduce numerically the fracture behaviour shown by the first material, a failure criterium based on a cohesive model is proposed in this Thesis. As an innovative contribution, this failure criterium depends on the stress triaxiality state of the material, which is a key parameter when studying fracture in this kind of materials. This type of models have some advantages when compared to the widely used GTN models. While GTN models need a high number of parameters to be defined, cohesive models need basically two parameters to define the softening curve: the decohesion stress ft and the fracture energy GF . In addition to this, GTN models parameters cannot be measured experimentally, while GF is indeed. Regarding ft, although no experimental procedure is defined for its obtention, it has an easier interpretation than the parameters used by the GTN models like, for instance, the void volume needed for the coalescence process to start or the void volume that leads to a total loss of the bearing capacity. In order to implement this failure criterium, a triaxiality-dependent cohesive interface element has been developed. The experimental results obtained in the experimental campaign have been successfully reproduced by using this interface element. Furthermore, in these models the failure mechanism is developed in the same way as observed experimentally: with a circular decohesive process taking place around the longitudinal axis of the specimen. In summary, the works developed in this Thesis, both experimental and numerical, contribute to clarify the behaviour of construction steels in the last section of the F − E curve and the mechanisms responsible for the eventual material failure, an aspect that can lead to a better use of the properties of these steels in the future and a safety improvement in the structures built with them.