Automated load securing system for cargo vans

The use of lashing means, for example load securing straps or nets, is often time-consuming, especially for courier, express and parcel-services (CEP) using a lot stops. The following article describes the development of an automated load securing system with a three-dimensional-preformed net. Mainly two components interact in this system. On the one hand, an anti-skid system is integrated, which uses the advantages of a low-friction surface for loading and the anti-slip properties of an adhesive coating for the transport. On the other hand, a flexibly adaptive net consisting of high-performance synthetic fibers and integrated shorteners lash different sized transport units. Especially, the automatic lashing should increase the acceptance of the drivers for the new load securing system.

A centrifugal ice microtome for measurements of atmospheric CO₂ on air trapped in polar ice cores

For atmospheric CO2 reconstructions using ice cores, the technique to release the trapped air from the ice samples is essential for the precision and accuracy of the measurements. We present here a new dry extraction technique in combination with a new gas analytical system that together show significant improvements with respect to current systems. Ice samples (3–15 g) are pulverised using a novel centrifugal ice microtome (CIM) by shaving the ice in a cooled vacuum chamber (−27 °C) in which no friction occurs due to the use of magnetic bearings. Both, the shaving principle of the CIM and the use of magnetic bearings have not been applied so far in this field. Shaving the ice samples produces finer ice powder and releases a minimum of 90% of the trapped air compared to 50%–70% when needle crushing is employed. In addition, the friction-free motion with an optimized design to reduce contaminations of the inner surfaces of the device result in a reduced system offset of about 2.0 ppmv compared to 4.9 ppmv. The gas analytical part shows a higher precision than the corresponding part of our previous system by a factor of two, and all processes except the loading and cleaning of the CIM now run automatically. Compared to our previous system, the complete system shows a 3 times better measurement reproducibility of about 1.1 ppmv (1 σ) which is similar to the best reproducibility of other systems applied in this field. With this high reproducibility, no replicate measurements are required anymore for most future measurement campaigns resulting in a possible output of 12–20 measurements per day compared to a maximum of 6 with other systems.

Analysis of Pressure Head-Flow Loops of Pulsatile Rotodynamic Blood Pumps

The clinical importance of pulsatility is a recurring topic of debate in mechanical circulatory support. Lack of pulsatility has been identified as a possible factor responsible for adverse events and has also demonstrated a role in myocardial perfusion and cardiac recovery. A commonly used method for restoring pulsatility with rotodynamic blood pumps (RBPs) is to modulate the speed profile, synchronized to the cardiac cycle. This introduces additional parameters that influence the (un)loading of the heart, including the timing (phase shift) between the native cardiac cycle and the pump pulses, and the amplitude of speed modulation. In this study, the impact of these parameters upon the heart-RBP interaction was examined in terms of the pressure head-flow (HQ) diagram. The measurements were conducted using a rotodynamic Deltastream DP2 pump in a validated hybrid mock circulation with baroreflex function. The pump was operated with a sinusoidal speed profile, synchronized to the native cardiac cycle. The simulated ventriculo-aortic cannulation showed that the level of (un)loading and the shape of the HQ loops strongly depend on the phase shift. The HQ loops displayed characteristic shapes depending on the phase shift. Increased contribution of native contraction (increased ventricular stroke work [WS ]) resulted in a broadening of the loops. It was found that the previously described linear relationship between WS and the area of the HQ loop for constant pump speeds becomes a family of linear relationships, whose slope depends on the phase shift.

Incomplete Distal Renal Tubular Acidosis from a Heterozygous Mutation of the V-ATPase B1 Subunit

Congenital distal renal tubular acidosis (dRTA) from mutations of the B1 subunit of the V-ATPase is considered an autosomal recessive disease. We analyzed a dRTA kindred with a truncation-mutation of B1 (p.Phe468fsX487) previously shown to have failure of assembly into the V1 domain of the V-ATPase. All heterozygous carriers in this kindred have normal plasma bicarbonate concentrations, thus evaded the diagnosis of RTA. However, inappropriately high urine pH, hypocitraturia, and hypercalciuria are present either individually or in combination in the heterozygotes at baseline. Two of the heterozygotes studied also have inappropriate urinary acidification with acute ammonium chloride loading and impaired urine-blood pCO2 gradient during bicarbonaturia indicating presence of H+ gradient and flux defects. In normal human renal papillae, wild type B1 is located primarily on the plasma membrane but papilla from one of the heterozygote who had kidney stones had renal tissue secured from surgery showed B1 in both plasma membrane as well as a diffuse intracellular staining. Titrating increasing amounts of the mutant B1 subunit did not exhibit negative dominance over the expression, cellular distribution, or H+-pump activity of the wild type B1 in mammalian HEK293 cells and in V-ATPase-deficient S. cerevisiae. This is the first demonstration of renal acidification defects and nephrolithiasis in heterozygous carriers of mutant B1 subunit; which cannot be attributable to negative dominance. We propose that heterozygosity may lead to mild real acidification defects due to haploinsufficiency. B1 heterozygosity should be considered in patients with calcium nephrolithiasis and urinary abnormalities such as alkalinuria or hypocitraturia.

Evaluation of HA-fibrin-based hydrogel for restoration of degenerated intervertebral disc

Introduction: Intervertebral disc degeneration is associated with loss of nucleus pulposus (NP) tissue and reduced disc height[1]. A number of therapies, including synthetic and natural biomaterials, have been developed to restore full disc function and to minimize the pain and disability caused by this disease. Fibrin-based biomaterials are used as a replacement for NP or as a cell carrier for tissue engineering approaches[2]. While the behavior of such gels is well-characterized from a material point of view, little is known about their contribution to intervertebral disc (IVD) restoration under dynamic loads. The aim of the present study is the evaluation of a hyaluronic acid fibrin-based hydrogel (ProCore) used to repair an in vitro model of disc degeneration under dynamic loading. Methods: In vitro model of disc degeneration was induced in intact coccygeal bovine IVD by papain digestion of the NP as previously described[3]. In order to characterize fibrin hydrogels, four experimental groups were considered: 1) intact IVD (control), 2) IVD injected with PBS, 3) injection of hydrogels in degenerative IVD and 4) injection of hydrogels in combination with human bone marrow-derived mesenchymal stem cells (MSC) in degenerative IVD. All of the groups were subjected to dynamic loading protocols consisting of 0.2MPa static compression superimposed with ±2° torsion at 0.2Hz for 8h per day and maintained for 7 days. Additionally, one group consisted of degenerative IVD injected with hydrogel and subjected to static compression. Disc heights were monitored after the duration of the loading and compared to the initial disc height. The macrostructure of the formed tissue and the cellular distribution was evaluated by histological means. Results: After one week of loading, the degenerative IVD filled with hydrogel in combination with MSC (dynamic load), hydrogels (dynamic load) and hydrogels (static load) showed a reduction in height by 30%, 15% and 20%, respectively, as compared to their initial disc height. Histological sections showed that the HA-fibrin gel fully occupied the nucleotomized region of the disc and that fibrin was effective in filling the discontinuities of the cavity region. Furthermore, the cells were homogenously distributed along the fibrin hydrogels after 7 days of loading. Discussion: In this study, we showed that fibrin hydrogels showed a good integration within the papain-induced model of disc degeneration and can withstand the applied loads. Fibrin hydrogels can contribute to disc restoration by possibly maintaining adequate stiffness of the tissue and thus preventing disorganization of the surrounding IVD. References: 1. Jarman, J.P., Arpinar, V.E., Baruah, D., Klein, A.P., Maiman, D.J., and Tugan Muftuler, L. (2014). Intervertebral disc height loss demonstrates the threshold of major pathological changes during degeneration. Eur Spine J . 2. Colombini, A., Ceriani, C., Banfi, G., Brayda-Bruno, M., and Moretti, M. (2014). Fibrin in intervertebral disc tissue engineering. Tissue Eng Part B Rev . 3. Chan, S.C., Bürki, A., Bonél, H.M., Benneker, L.M., and Gantenbein-Ritter, B. (2013). Papain-induced in vitro disc degeneration model for the study of injectable nucleus pulposus therapy. Spine J 13, 273-283. Acknowledgement We thank the Swiss National Science Foundation SNF #310030_153411 for funding.

Bench-scale evaluation of the activated sludge process for treatment of a high -strength chemical plant wastewater

A bench-scale treatability study was conducted on a high-strength wastewater from a chemical plant to develop an alternative for the existing waste stabilization pond treatment system. The objective of this study was to determine the treatability of the wastewater by the activated sludge process and, if treatable, to determine appropriate operating conditions, and to evaluate the degradability of bis(2-chloroethyl)ether (Chlorex) and benzene in the activated sludge system. Four 4-L Plexi-glass, complete mixing, continuous flow activated sludge reactors were operated in parallel under different operating conditions over a 6-month period. The operating conditions examined were hydraulic retention time (HRT), sludge retention time (SRT), nutrient supplement, and Chlorex/benzene spikes. Generally the activated sludge system treating high-strength wastewater was stable under large variations of organic loading and operating conditions. At an HRT of 2 days, more than 90% removal efficiency with good sludge settleability was achieved when the organic loading was less than 0.4 g BOD$\sb5$/g MLVSS/d or 0.8 g COD/g MLVSS/d. At least 20 days of SRT was required to maintain steady operation. Phosphorus addition enhanced the performance of the system especially during stressed operation. On the average, removals of benzene and Chlorex were 73-86% and 37-65%, respectively. In addition, the low-strength wastewater was treatable by activated sludge process, showing more than 90% BOD removal at a HRT of 0.5 days. In general, the sludge had poor settling characteristics. The aerated lagoon process treating high-strength wastewater also provided significant organic reduction, but did not produce an acceptable effluent concentration. ^

Tab. 1+2: Representative electron-microprobe analyses of minerals from Du Toit Nunataks

An example of cordierite-bearing gneiss that is part of a high-grade gneiss-migmatite sequence is described from the Hatch Plain in the Read Mountains of the Shackleton Range, Antarctica, for the first time. The cordierite-bearing rocks constitute the more melanosomic portions of the metatectic and migmatitic rocks that are associated with relict granulite facies rocks such as enderbitic granulite and enderbitic garnet granulite. The predominant mineral assemblage in the cordierite-bearing rocks is chemically homogeneous cordierite (XMg 0.61) and biotite (XMg 0.47), strongly zoned garnet (XMg 0.18-0.11), sillimanite, K-feldspar (Or81-94Ab5-18An0.6), plagioclase (An28), and quartz. Inclusions of sillimanite and biotite relics in both garnet and cordierite indicate that garnet and cordierite were produced by the coupled, discontinuous reaction biotite + sillimanite + quartz = cordierite + garnet + K-feldspar + H2O. Various garnet-biotite and garnet-cordierite geothermometers and sillimanite-quartz-plagioclase-garnet-cordierite geobarometers yield a continuous clockwise path in the P-T diagram. The P-T conditions for equilibrium between garnet core and cordierite and between garnet core and biotite during peak metamorphism and migmatization were estimated to be 690 °C at 5-6 kb. This was followed by cooling and unloading with continuously changing conditions down to 515 °C at 2-3 kb. This low-pressure re-equilibration correlates with the pressure conditions evaluated by SCHULZE (1989) for the widespread granitic gneisses of the Read Group in the Shackleton Range. The associated relict enderbitic granulites representing low-pressure type granulite (8 kb; 790 °C) are comparable to similar low-pressure granulites from the East Antarctic craton. They were either formed by under-accretion processes after collision (WELLS 1979, p. 217) or they are a product of remetamorphism at P-T conditions intermediate between granulite and amphibolite facies. A model of a multiple imbrication zone with crustal thickening (CUTHBERT et al. 1983) is discussed for the formation of the relict granulites of the central and eastern Read Mountains which show higher pressure conditions (8-12 kb, SCHULZE & OLESCH 1990), indicating a Proterozoic crustal thickness of at least 40 km.

Geotechnical properties of shelf sdiments from the Prydz Bay

This paper presents a geotechnical characterization of the glacigenic sediments in Prydz Bay, East Antarctica, based on the shipboard physical properties data obtained during Leg 119, combined with results of land-based analyses of 24 whole-round core samples. Main emphasis is placed on the land-based studies, which included oedometer consolidation tests, triaxial and simple shear tests for undrained shear strength, permeability tests in oedometer and triaxial cell, Atterberg limits, and grain-size analyses. The bulk of the tested sediments comprise overconsolidated diamictites of a relatively uniform lithology. The overconsolidation results from a combination of glacial loading and sediment overburden subsequently removed by extensive glacial erosion of the shelf. This leads to downhole profiles of physical properties that have been observed not to change as a function of the thickness of present overburden. A number of fluctuations in the parameters shows a relatively systematic trend and most likely results from changes in the proximity to the ice sheet grounding line in response to variations in the glacial regime. Very low permeabilities mainly result from high preconsolidation stresses (Pc'). Pc' values up to 10,000 kPa were estimated from the oedometer tests, and empirical estimates based on undrained shear strengths (up to 2500 kPa) indicate that the oedometer results are conservative. The diamictites generally classify as inactive, of low to medium plasticity, and they consolidate with little deformation, even when subjected to great stresses. This is the first report of geotechnical data from deep boreholes on the Antarctic continental shelf, but material of similar character can also be expected in other areas around the Antarctic.

Wind turbine wakes for wind energy

During recent years, wind energy has moved from an emerging technology to a nearly competitive technology. This fact, coupled with an increasing global focus on environmental concern and a political desire of a certain level of diversification in the energy supply, ensures wind energy an important role in the future electricity market. For this challenge to be met in a cost-efficient way, a substantial part of new wind turbine installations is foreseen to be erected in big onshore or offshore wind farms. This fact makes the production, loading and reliability of turbines operating under such conditions of particular interest.

Integrated phased array transducer for on-board structural health monitoring

Permanently bonded onto a structure, an integrated Phased Array (PhA II) transducer that can provide reliable electromechanical connection with corresponding sophisticated miniaturized ?all in one? SHM electronic device installed directly above it, without need for any interface cabling, during all aerospace structure lifecycle phases and for a huge variety of real harsh service environments of structures to be monitored is presented. This integrated PhA II transducer [1], as a key component of the PAMELA SHM? (Phased Array Monitoring for Enhanced Life Assessment) system, has two principal tasks at the same time, reliably transceive elastic waves in real aerospace service environments and serves as a reliable sole carrier or support for associated integrated on-board SHM electronic device attached above. The PhA II transducer successfully accomplished both required task throughout extensive test campaigns which included low to high temperature tests, temperature cycling, mechanical loading, combined thermo- mechanical loading and vibration resistance, etc. both with and without SHM device attached above due to RTCA DO-160F.

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.

A computer formulation for the analysis on continuous non prismatic folded plate structures of arbitrary cross-section

A computer solution to analyze nonprismatic folded plate structures is shown. Arbitrary cross-sections (simple and multiple), continuity over intermediate supports and general loading and longitudinal boundary conditions are dealt with. The folded plates are assumed to be straight and long (beam like structures) and some simplifications are introduced in order to reduce the computational effort. The formulation here presented may be very suitable to be used in the bridge deck analysis.

Effects of hydrogen assisted stress corrosion on damage tolerance of a high-strength duplex stainless steel wire for prestressing concrete

The study brings new insights on the hydrogen assisted stress corrosion on damage tolerance of a high-strength duplex stainless steel wire which concerns its potential use as active reinforcement for concrete prestressing. The adopted procedure was to experimentally state the effect of hydrogen on the damage tolerance of cylindrical smooth and precracked wire specimens exposed to stress corrosion cracking using the aggressive medium of the standard test developed by FIP (International Prestressing Federation). Stress corrosion testing, mechanical fracture tests and scanning electron microscopy analysis allowed the damage assessment, and explain the synergy between mechanical loading and environment action on the failure sequence of the wire. In presence of previous damage, hydrogen affects the wire behavior in a qualitative sense, consistently to the fracture anisotropy attributable to cold drawing, but it does not produce quantitative changes since the steel fully preserves its damage tolerance.

An interactive web-based learning assistant for structural analysis of continuous beams

There are significant levels of concern about the relevance and the difficulty of learning some issues on Strength of Materials and Structural Analysis. Most students of Continuum Mechanics and Structural Analysis in Civil Engineering usually point out some key learning aspects as especially difficult for acquiring specific skills. These key concepts entail comprehension difficulties but ease access and applicability to structural analysis in more advanced subjects. Likewise, some elusive but basic structural concepts, such as flexibility, stiffness or influence lines, are paramount for developing further skills required for advanced structural design: tall buildings, arch-type structures as well as bridges. As new curricular itineraries are currently being implemented, it appears appropriate to devise a repository of interactive web-based applications for training in those basic concepts. That will hopefully train the student to understand the complexity of such concepts, to develop intuitive knowledge on actual structural response and to improve their preparation for exams. In this work, a web-based learning assistant system for influence lines on continuous beams is presented. It consists of a collection of interactive user-friendly applications accessible via Web. It is performed in both Spanish and English languages. Rather than a “black box” system, the procedure involves open interaction with the student, who can simulate and virtually envisage the structural response. Thus, the student is enabled to set the geometric, topologic and mechanic layout of a continuous beam and to change or shift the loading and the support conditions. Simultaneously, the changes in the beam response prompt on the screen, so that the effects of the several issues involved in structural analysis become apparent. The system is performed through a set of web pages which encompasses interactive exercises and problems, written in JavaScript under JQuery and DyGraphs frameworks, given that their efficiency and graphic capabilities are renowned. Students can freely boost their self-study on this subject in order to face their exams more confidently. Besides, this collection is expected to be added to the "Virtual Lab of Continuum Mechanics" of the UPM, launched in 2013 (http://serviciosgate.upm.es/laboratoriosvirtuales/laboratorios/medios-continuos-en-construcci%C3%B3n)

Proyecto de explotación de cantera de calizas del Páramo

Este proyecto tiene por objeto el estudio de la viabilidad, tanto económica como técnica, de la explotación de una cantera de calizas pertenecientes a la formación geológica Calizas del Páramo. El yacimiento explotado es de tipo superficial, con una profundidad media entre 30 y 35 m. La concesión de explotación se localiza en la subcomarca de la Alcarria de Alcalá, al sureste de la Comunidad de Madrid. La caliza extraída es utilizada para fabricación de cemento, micronizados y pinturas, utilizándose el subproducto como árido en diferentes materiales de la construcción, como fabricación de hormigones, aglomerados asfálticos, sub-base para carreteras, caminos y otros usos similares. Desde el punto de vista técnico, la explotación se realiza a cielo abierto por el método de banqueo descendente en profundidad y restauración progresiva, mediante arranque por perforación y voladura, y posterior carga y transporte de materiales por medios mecánicos. El Proyecto de Explotación plantea la extracción de un volumen total de material del orden de 32,85 Mt. Atendiendo a la cifra de reservas explotables y al ritmo de producción anual previsto, el período de explotación contemplado en este Proyecto es del orden de 30 años desde la situación actual. El estudio realizado de los indicadores económicos nos muestra que el proyecto es rentable, con todo ello, parece concluirse que, tanto técnica como económicamente, la explotación es viable. ABSTRACT This project aims to study the economic and technical feasibility for the operation of a limestone quarry belonging to the geological formation of the Calizas del Páramo. The reservoir exploited is superficial type, with an average depth between 30 and 35 m. The mining concession is located in the subregion of the Alcarria de Alcalá, southeast of Madrid. The extracted limestone is used for manufacturing cement, micronized and paintings, using the product as aggregate in different construction materials, such as manufacture of concrete, asphalt mixes, sub-base for roads, paths and other similar uses. From the technical point of view, the operation will be held openpit by the method of depth descending benching and progressive restoration. The operation begins by drilling and blasting, continuing with loading and transport of materials by mechanical methods. The Exploitation Project raises the extraction of a total volume of material of 32.85 Mt approximately Considering the number of exploitable reserves and expected annual production rate, the operating period referred to in this project is of the order of 30 years from the current situation. The study of economic indicators shows that the project is profitable, yet it can be concluded that, both technically and economically, the exploitation of mineral resources is viable.