Seismic performance case study of bridge pile cap foundation

The purpose of this report is to build a model that represents, as best as possible, the seismic behavior of a pile cap bridge foundation by a nonlinear static (analysis) procedure. It will consist of a reproduction of a specimen already built in the laboratory. This model will carry out a pseudo static lateral and horizontal pushover test that will be applied onto the pile cap until the failure of the structure, the formation of a plastic hinge in the piles due to the horizontal deformation, occurs. The pushover test consists of increasing the horizontal load over the pile cap until the horizontal displacement wanted at the height of the pile cap is reached. The output of this model will be a Skeleton curve that will plot the lateral load (kN) over the displacement (m), so that the maximum movement the pile cap foundation can reach before its failure can be calculated. This failure will be achieved when the load at that specific shift is equal to 85% of the maximum. The pile cap foundation finite element model was based on pile cap built for a laboratory experiment already carried out by the Master student Deming Zhang at Tongji University. Two different pile caps were tested with a difference in height above the ground level. While one has 0:3m, the other rises 0:8m above the ground level. The computer model was calibrated using the experimental results. The pile cap foundation will be programmed in a finite element environment called OpenSees (Open System for Earthquake Engineering Simulation [28]). This environment is a free software developed by Berkeley University specialized, as it name says, in the study of earthquakes and its effects on structures. This specialization is the main reason why it is being used for building this model as it makes it possible to build any finite element model, and perform several analysis in order to get the results wanted. The development of OpenSees is sponsored by the Pacific Earthquake Engineering Research Center through the National Science Foundation engineering and education centers program. OpenSees uses Tcl language to program it, which is a language similar to C++.

Dynamic & Cyclic behaviour of ballast in the long term as determined in Cedex's track box

The 6 cylinder servo-hydraulic loading system of CEDEX's track box (250 kN, 50 Hz) has been recently implemented with a new piezoelectric loading system (±20 kN, 300 Hz) allowing the incorporation of low amplitude high frequency dynamic load time histories to the high amplitude low frequency quasi-static load time histories used so far in the CEDEX's track box to assess the inelastic long term behavior of ballast under mixed traffic in conventional and high- speed lines. This presentation will discuss the results obtained in the first long-duration test performed at CEDEX's track box using simultaneously both loading systems, to simulate the pass-by of 6000 freight vehicles (1M of 225 kN axle loads) travelling at a speed of 120 km/h over a line with vertical irregularities corresponding to a medium quality lin3e level. The superstructure of the track tested at full scale consisted of E 60 rails, stiff rail pads (mayor que 450 kN/mm), B90.2 sleepers with USP 0.10 N/mm and a 0.35 m thick ballast layer of ADIF first class. A shear wave velocity of 250 m/s can be assumed for the different layers of the track sub-base. The ballast long-term settlements will be compared with those obtained in a previous long-duration quasi- static test performed in the same track, for the RIVAS [EU co-funded] project, in which no dynamic loads where considered. Also, the results provided by a high diameter cyclic triaxial cell with ballast tested in full size will be commented. Finally, the progress made at CEDEX's Geotechnical Laboratory to reproduce numerically the long term behavior of ballast will be discussed.

Deriving the full-reducing Krivine machine from the small-step operational semantics of normal order

We derive by program transformation Pierre Crégut s full-reducing Krivine machine KN from the structural operational semantics of the normal order reduction strategy in a closure-converted pure lambda calculus. We thus establish the correspondence between the strategy and the machine, and showcase our technique for deriving full-reducing abstract machines. Actually, the machine we obtain is a slightly optimised version that can work with open terms and may be used in implementations of proof assistants.

A syntactic and functional correspondence between reduction semantics and reduction-free full normalisers

Olivier Danvy and others have shown the syntactic correspondence between reduction semantics (a small-step semantics) and abstract machines, as well as the functional correspondence between reduction-free normalisers (a big-step semantics) and abstract machines. The correspondences are established by program transformation (so-called interderivation) techniques. A reduction semantics and a reduction-free normaliser are interderivable when the abstract machine obtained from them is the same. However, the correspondences fail when the underlying reduction strategy is hybrid, i.e., relies on another sub-strategy. Hybridisation is an essential structural property of full-reducing and complete strategies. Hybridisation is unproblematic in the functional correspondence. But in the syntactic correspondence the refocusing and inlining-of-iterate-function steps become context sensitive, preventing the refunctionalisation of the abstract machine. We show how to solve the problem and showcase the interderivation of normalisers for normal order, the standard, full-reducing and complete strategy of the pure lambda calculus. Our solution makes it possible to interderive, rather than contrive, full-reducing abstract machines. As expected, the machine we obtain is a variant of Pierre Crégut s full Krivine machine KN.

Optimización de cimentaciones directas de medianería y esquina mediante modelos de elementos finitos

Existe un amplio catálogo de posibles soluciones para resolver la problemática de las zapatas de medianería así como, por extensión, las zapatas de esquina como caso particular de las anteriores. De ellas, las más habitualmente empleadas en estructuras de edificación son, por un lado, la utilización de una viga centradora que conecta la zapata de medianería con la zapata del pilar interior más próximo y, por otro, la colaboración de la viga de la primera planta trabajando como tirante. En la primera solución planteada, el equilibrio de la zapata de medianería y el centrado de la respuesta del terreno se consigue gracias a la colaboración del pilar interior con su cimentación y al trabajo a flexión de la viga centradora. La modelización clásica considera que se logra un centrado total de la reacción del terreno, con distribución uniforme de las tensiones de contacto bajo ambas zapatas. Este planteamiento presupone, por tanto, que la viga centradora logra evitar cualquier giro de la zapata de medianería y que el pilar puede, por ello, considerarse perfectamente empotrado en la cimentación. En este primer modelo, el protagonismo fundamental recae en la viga centradora, cuyo trabajo a flexión conduce frecuentemente a unas escuadrías y a unas cuantías de armado considerables. La segunda solución, plantea la colaboración de la viga de la primera planta, trabajando como tirante. De nuevo, los métodos convencionales suponen un éxito total en el mecanismo estabilizador del tirante, que logra evitar cualquier giro de la zapata de medianería, dando lugar a una distribución de tensiones también uniforme. Los modelos convencionales existentes para el cálculo de este tipo de cimentaciones presentan, por tanto, una serie de simplificaciones que permiten el cálculo de las mismas, por medios manuales, en un tiempo razonable, pero presentan el inconveniente de su posible alejamiento del comportamiento real de la cimentación, con las consecuencias negativas que ello puede suponer en el dimensionamiento de estos elementos estructurales. La presente tesis doctoral desarrolla un contraste de los modelos convencionales de cálculo de cimentaciones de medianería y esquina, mediante un análisis alternativo con modelos de elementos finitos, con el objetivo de poner de manifiesto las diferencias entre los resultados obtenidos con ambos tipos de modelización, analizar cuáles son las variables que más influyen en el comportamiento real de este tipo de cimentaciones y proponer un nuevo modelo de cálculo, de tipo convencional, más ajustado a la realidad. El proceso de investigación se desarrolla mediante una etapa experimental virtual que utiliza como modelo un pórtico tipo de edificación, ortogonal, de hormigón armado, con dos vanos y número variable de plantas. Tras identificar el posible giro de la cimentación como elemento clave en el comportamiento de las zapatas de medianería y de esquina, se adoptan como variables de estudio aquellas que mayor influencia puedan tener sobre el citado giro de las zapatas y sobre la rigidez del conjunto del elemento estructural. Así, se han estudiado luces de 3 m a 7 m, diferente número de plantas desde baja+1 hasta baja+4, resistencias del terreno desde 100 kN/m2 hasta 300 kN/m2, relaciones de forma de la zapata de medianería de 1,5 : 1 y 2 : 1, aumento y reducción de la cuantía de armado de la viga centradora y variación del canto de la viga centradora desde el mínimo canto compatible con el anclaje de la armadura de los pilares hasta un incremento del 75% respecto del citado canto mínimo. El conjunto de pórticos generados al aplicar las variables indicadas, se ha calculado tanto por métodos convencionales como por el método de los elementos finitos. Los resultados obtenidos ponen de manifiesto importantes discrepancias entre ambos métodos que conducen a importantes diferencias en el dimensionamiento de este tipo de cimentaciones. El empleo de los métodos tradicionales da lugar, por un lado, a un sobredimensionamiento de la armadura de la viga centradora y, por otro, a un infradimensionamiento, tanto del canto de la viga centradora, como del tamaño de la zapata de medianería y del armado de la viga de la primera planta. Finalizado el análisis y discusión de resultados, la tesis propone un nuevo método alternativo, de carácter convencional y, por tanto, aplicable a un cálculo manual en un tiempo razonable, que permite obtener los parámetros clave que regulan el comportamiento de las zapatas de medianería y esquina, conduciendo a un dimensionamiento más ajustado a las necesidades reales de este tipo de cimentación. There is a wide catalogue of possible solutions to solve the problem of party shoes and, by extension, corner shoes as a special case of the above. From all of them, the most commonly used in building structures are, on one hand, the use of a centering beam that connects the party shoe with the shoe of the nearest interior pillar and, on the other hand, the collaboration of the beam of the first floor working as a tie rod. In the first proposed solution, the balance of the party shoe and the centering of the ground response is achieved thanks to the collaboration of the interior pillar with his foundation along with the bending work of the centering beam. Classical modeling considers that a whole centering of the ground reaction is achieved, with uniform contact stress distribution under both shoes. This approach to the issue presupposes that the centering beam manages to avoid any rotation of the party shoe, so the pillar can be considered perfectly embedded in the foundation. In this first model, the leading role lies in the centering beam, whose bending work usually leads to important section sizes and high amounts of reinforced. The second solution, consideres the collaboration of the beam of the first floor, working as tie rod. Again, conventional methods involve a total success in the stabilizing mechanism of the tie rod, that manages to avoid any rotation of the party shoe, resulting in a stress distribution also uniform. Existing conventional models for calculating such foundations show, therefore, a series of simplifications which allow calculation of the same, by manual means, in a reasonable time, but have the disadvantage of the possible distance from the real behavior of the foundation, with the negative consequences this could bring in the dimensioning of these structural elements. The present thesis develops a contrast of conventional models of calculation of party and corner foundations by an alternative analysis with finite element models with the aim of bring to light the differences between the results obtained with both types of modeling, analysis which are the variables that influence the real behavior of this type of foundations and propose a new calculation model, conventional type, more adjusted to reality. The research process is developed through a virtual experimental stage using as a model a typical building frame, orthogonal, made of reinforced concrete, with two openings and variable number of floors. After identifying the possible spin of the foundation as the key element in the behavior of the party and corner shoes, it has been adopted as study variables, those that may have greater influence on the spin of the shoes and on the rigidity of the whole structural element. So, it have been studied lights from 3 m to 7 m, different number of floors from lower floor + 1 to lower floor + 4, máximum ground stresses from 100 kN/m2 300 kN/m2, shape relationships of party shoe 1,5:1 and 2:1, increase and decrease of the amount of reinforced of the centering beam and variation of the height of the centering beam from the minimum compatible with the anchoring of the reinforcement of pillars to an increase of 75% from the minimum quoted height. The set of frames generated by applying the indicated variables, is calculated both by conventional methods such as by the finite element method. The results show significant discrepancies between the two methods that lead to significant differences in the dimensioning of this type of foundation. The use of traditional methods results, on one hand, to an overdimensioning of the reinforced of the centering beam and, on the other hand, to an underdimensioning, both the height of the centering beam, such as the size of the party shoe and the reinforced of the beam of the first floor. After the analysis and discussion of results, the thesis proposes a new alternative method, conventional type and, therefore, applicable to a manual calculation in a reasonable time, that allows to obtain the key parameters that govern the behavior of party and corner shoes, leading to a dimensioning more adjusted to the real needings of this type of foundation.

A release mechanism for stored ATP in ocular ciliary epithelial cells

Purines can modify ciliary epithelial secretion of aqueous humor into the eye. The source of the purinergic agonists acting in the ciliary epithelium, as in many epithelial tissues, is unknown. We found that the fluorescent ATP marker quinacrine stained rabbit and bovine ciliary epithelia but not the nerve fibers in the ciliary bodies. Cultured bovine pigmented and nonpigmented ciliary epithelial cells also stained intensely when incubated with quinacrine. Hypotonic stimulation of cultured epithelial cells increased the extracellular ATP concentration by 3-fold; this measurement underestimates actual release as the cells also displayed ecto-ATPase activity. The hypotonically triggered increase in ATP was inhibited by the Cl−-channel blocker 5-nitro-2-(3-phenylpropylamino)benzoic acid (NPPB) in both cell types. In contrast, the P-glycoprotein inhibitors tamoxifen and verapamil and the cystic fibrosis transmembrane conductance regulator (CFTR) blockers glybenclamide and diphenylamine-2-carboxylate did not affect ATP release from either cell type. This pharmacological profile suggests that ATP release is not restricted to P-glycoprotein or the cystic fibrosis transmembrane conductance regulator, but can proceed through a route sensitive to NPPB. ATP release also was triggered by ionomycin through a different NPPB-insensitive mechanism, inhibitable by the calcium/calmodulin-activated kinase II inhibitor KN-62. Thus, both layers of the ciliary epithelium store and release ATP, and purines likely modulate aqueous humor flow by paracrine and/or autocrine mechanisms within the two cell layers of this epithelium.

Ca2+/calmodulin-dependent kinase II mediates simultaneous enhancement of gap-junctional conductance and glutamatergic transmission

While chemical synapses are very plastic and modifiable by defined activity patterns, gap junctions, which mediate electrical transmission, have been classically perceived as passive intercellular channels. Excitatory transmission between auditory afferents and the goldfish Mauthner cell is mediated by coexisting gap junctions and glutamatergic synapses. Although an increased intracellular Ca2+ concentration is expected to reduce gap junctional conductance, both components of the synaptic response were instead enhanced by postsynaptic increases in Ca2+ concentration, produced by patterned synaptic activity or intradendritic Ca2+ injections. The synaptically induced potentiations were blocked by intradendritic injection of KN-93, a Ca2+/calmodulin-dependent kinase (CaM-K) inhibitor, or CaM-KIINtide, a potent and specific peptide inhibitor of CaM-KII, whereas the responses were potentiated by injection of an activated form of CaM-KII. The striking similarities of the mechanisms reported here with those proposed for long-term potentiation of mammalian glutamatergic synapses suggest that gap junctions are also similarly regulated and indicate a primary role for CaM-KII in shaping and regulating interneuronal communication, regardless of its modality.

Ca2+/calmodulin-dependent protein kinase II phosphorylation of the presynaptic protein synapsin I is persistently increased during long-term potentiation

Long-term potentiation (LTP) is an increase in synaptic responsiveness thought to be involved in mammalian learning and memory. The localization (presynaptic and/or postsynaptic) of changes underlying LTP has been difficult to resolve with current electrophysiological techniques. Using a biochemical approach, we have addressed this issue and attempted to identify specific molecular mechanisms that may underlie LTP. We utilized a novel multiple-electrode stimulator to produce LTP in a substantial portion of the synapses in a hippocampal CA1 minislice and tested the effects of such stimulation on the presynaptic protein synapsin I. LTP-inducing stimulation produced a long-lasting 6-fold increase in the phosphorylation of synapsin I at its Ca2+/calmodulin-dependent protein kinase II (CaM kinase II) sites without affecting synapsin I levels. This effect was fully blocked by either the N-methyl-d-aspartate receptor antagonist d(−)-2-amino-5-phosphonopentanoic acid (APV) or the CaM kinase II inhibitor KN-62. Our results indicate that LTP expression is accompanied by persistent changes in presynaptic phosphorylation, and specifically that presynaptic CaM kinase II activity and synapsin I phosphorylation may be involved in LTP expression.

Accelerated evolution in the protein-coding regions is universal in crotalinae snake venom gland phospholipase A2 isozyme genes.

The nucleotide sequences of four genes encoding Trimeresurus gramineus (green habu snake, crotalinae) venom gland phospholipase A2 (PLA2; phosphatidylcholine 2-acylhydrolase, EC 3.1.1.4) isozymes were compared internally and externally with those of six genes encoding Trimeresurus flavoviridis (habu snake, crotalinae) venom gland PLA2 isozymes. The numbers of nucleotide substitutions per site (KN) for the noncoding regions including introns were one-third to one-eighth of the numbers of nucleotide substitutions per synonymous site (KS) for the protein-coding regions of exons, indicating that the noncoding regions are much more conserved than the protein-coding regions. The KN values for the introns were found to be nearly equivalent to those of introns of T. gramineus and T. flavoviridis TATA box-binding protein genes, which are assumed to be a general (nonvenomous) gene. Thus, it is evident that the introns of venom gland PLA2 isozyme genes have evolved at a similar rate to those of nonvenomous genes. The numbers of nucleotide substitutions per nonsynonymous site (KA) were close to or larger than the KS values for the protein-coding regions in venom gland PLA2 isozyme genes. All of the data combined reveal that Darwinian-type accelerated evolution has universally occurred only in the protein-coding regions of crotalinae snake venom PLA2 isozyme genes.

South America, 1825 (Image 1 of 2) (Raster Image)

This layer is a georeferenced raster image of the historic paper map entitled: General-Charte von Süd-America = Carte générale de L'Amerique Méridionale : en deux grandes feuilles. d'après les observations et les cartes spéciales, rapportées du Voyage dans l'intérieur du Brèsil, pendant les années 1817-1820..., par les Docteurs de Spix et de Martius, Chevaliers de L'Ordre civil de la Couronne de Bavière, membres de L'Académie Royale de Munich ; gestochen von Joh. Bapt. Seitz, Kupferstecher im topographischen Bureau des Kön. baier. General-Quartiermeister Stab. It was published by [M. Lindauer] in 1825. Scale [ca. 1:7,000,000]. This layer is image 1 of 2 total images of the two sheet source map, representing the southern portion of the map. Map in German and French. The image inside the map neatline is georeferenced to the surface of the earth and fit to the South America Lambert Conformal Conic projected coordinate system. All map collar and inset information is also available as part of the raster image, including any inset maps, profiles, statistical tables, directories, text, illustrations, index maps, legends, or other information associated with the principal map. This map shows features such as drainage, cities and other human settlements, territorial boundaries, roads, shoreline features, and more. Relief shown by hachures.This layer is part of a selection of digitally scanned and georeferenced historic maps from the Harvard Map Collection. These maps typically portray both natural and manmade features. The selection represents a range of originators, ground condition dates, scales, and map purposes.

South America, 1825 (Image 2 of 2) (Raster Image)

This layer is a georeferenced raster image of the historic paper map entitled: General-Charte von Süd-America = Carte générale de L'Amerique Méridionale : en deux grandes feuilles. d'après les observations et les cartes spéciales, rapportées du Voyage dans l'intérieur du Brèsil, pendant les années 1817-1820..., par les Docteurs de Spix et de Martius, Chevaliers de L'Ordre civil de la Couronne de Bavière, membres de L'Académie Royale de Munich ; gestochen von Joh. Bapt. Seitz, Kupferstecher im topographischen Bureau des Kön. baier. General-Quartiermeister Stab. It was published by [M. Lindauer] in 1825. Scale [ca. 1:7,000,000]. This layer is image 2 of 2 total images of the two sheet source map, representing the northern portion of the map. Map in German and French.The image inside the map neatline is georeferenced to the surface of the earth and fit to the South America Lambert Conformal Conic projected coordinate system. All map collar and inset information is also available as part of the raster image, including any inset maps, profiles, statistical tables, directories, text, illustrations, index maps, legends, or other information associated with the principal map. This map shows features such as drainage, cities and other human settlements, territorial boundaries, roads, shoreline features, and more. Relief shown by hachures.This layer is part of a selection of digitally scanned and georeferenced historic maps from the Harvard Map Collection. These maps typically portray both natural and manmade features. The selection represents a range of originators, ground condition dates, scales, and map purposes.

Telhîs-i resâ'il ül-rumāt

Mustafa Kânî bin Muhammed.

ITS benefits: review of evaluation methods and reported benefits.

Texas Department of Transportation, Austin

Evaluation of the corridor safety improvement program.

Oregon Department of Transportation, Salem

Evaluation of the Intelligent Cruise Control System. Volume I: study results.

National Highway Traffic Safety Administration, Washington, D.C.