Recommendations on seismic actions on bridges

The paper describes the main features of a technical Recommendation first draft on Seismic Actions on Bridges, promoted by the Spanish Ministry of Public Works (MOPT). Although much more research is needed to clarify the seismic behaviour of the vast class of problems present in port structures the current state of the art allows at least a classificaton of subjects and the establishment of minimum requirements to guide the design. Also the use of more refined methods for specially dangerous situations needs some general guidelines that contribute to mantein the design under reasonable safety margins. The Recommendations of the Spanish MOPT are a first try in those directions.

Recommendations on seismic actions on port structures

The paper describes the main features of a Technical Recommendation first draft on Seismic Action on port structures promoted recently by the Spanish Ministry of Public Works (MOPT). Although much more research is needed to clarify the seismic behaviour of the vast class of problems present in port structures the current state of the art allows at least a classification of subjects and the establishment of minimum requirements to guide the design. Also the use of more refined methods for specially dangerous situations needs some general guidelines that contribute to mantein the design under reasonable safety margins. The Recommendations of the Spanish MOPT are a first try in those directions.

Expert systems for quality prediction in structural engineering

This work deals with quality level prediction in concrete structures through the helpful assistance of an expert system wich is able to apply reasoning to this field of structural engineering. Evidences, hypotheses and factors related to this human knowledge field have been codified into a Knowledge Base in terms of probabilities for the presence of either hypotheses or evidences,and conditional presence of both. Human experts in structural engineering and safety of structures gave their invaluable knowledge and assistance necessary when constructing the "computer knowledge body".

Shaking table tests of structures with hysteretic dampers: experimental results vs. prediction using non-linear static methods

The use of seismic hysteretic dampers for passive control is increasing exponentially in recent years for both new and existing buildings. In order to utilize hysteretic dampers within a structural system, it is of paramount importance to have simplified design procedures based upon knowledge gained from theoretical studies and validated with experimental results. Non-linear Static Procedures (NSPs) are presented as an alternative to the force-based methods more common nowadays. The application of NSPs to conventional structures has been well established; yet there is a lack of experimental information on how NSPs apply to systems with hysteretic dampers. In this research, several shaking table tests were conducted on two single bay and single story 1:2 scale structures with and without hysteretic dampers. The maximum response of the structure with dampers in terms of lateral displacement and base shear obtained from the tests was compared with the prediction provided by three well-known NSPs: (1) the improved version of the Capacity Spectrum Method (CSM) from FEMA 440; (2) the improved version of the Displacement Coefficient Method (DCM) from FEMA 440; and (3) the N2 Method implemented in Eurocode 8. In general, the improved version of the DCM and N2 methods are found to provide acceptable accuracy in prediction, but the CSM tends to underestimate the response.

Simplified modelling of bridge abutments-soil interaction under seismic effects

A simplified model is proposed to show the importance that the dynamic soil-abutment interaction can have in the global behavior of bridges submitted to seismic loading. The modification of natural frequency and damping properties is shown in graphic form for typical short span bridges of the integral deck-abutment type for longitudinal vibrations or general ones for transverse vibrations.

Combining a Similar Coefficient Identification Algorithm with the Boundary Element Method

The boundary element method (BEM) has been applied successfully to many engineering problems during the last decades. Compared with domain type methods like the finite element method (FEM) or the finite difference method (FDM) the BEM can handle problems where the medium extends to infinity much easier than domain type methods as there is no need to develop special boundary conditions (quiet or absorbing boundaries) or infinite elements at the boundaries introduced to limit the domain studied. The determination of the dynamic stiffness of arbitrarily shaped footings is just one of these fields where the BEM has been the method of choice, especially in the 1980s. With the continuous development of computer technology and the available hardware equipment the size of the problems under study grew and, as the flop count for solving the resulting linear system of equations grows with the third power of the number of equations, there was a need for the development of iterative methods with better performance. In [1] the GMRES algorithm was presented which is now widely used for implementations of the collocation BEM. While the FEM results in sparsely populated coefficient matrices, the BEM leads, in general, to fully or densely populated ones, depending on the number of subregions, posing a serious memory problem even for todays computers. If the geometry of the problem permits the surface of the domain to be meshed with equally shaped elements a lot of the resulting coefficients will be calculated and stored repeatedly. The present paper shows how these unnecessary operations can be avoided reducing the calculation time as well as the storage requirement. To this end a similar coefficient identification algorithm (SCIA), has been developed and implemented in a program written in Fortran 90. The vertical dynamic stiffness of a single pile in layered soil has been chosen to test the performance of the implementation. The results obtained with the 3-d model may be compared with those obtained with an axisymmetric formulation which are considered to be the reference values as the mesh quality is much better. The entire 3D model comprises more than 35000 dofs being a soil region with 21168 dofs the biggest single region. Note that the memory necessary to store all coefficients of this single region is about 6.8 GB, an amount which is usually not available with personal computers. In the problem under study the interface zone between the two adjacent soil regions as well as the surface of the top layer may be meshed with equally sized elements. In this case the application of the SCIA leads to an important reduction in memory requirements. The maximum memory used during the calculation has been reduced to 1.2 GB. The application of the SCIA thus permits problems to be solved on personal computers which otherwise would require much more powerful hardware.

Specific skills assessment learned by students of building engineering and technical architecture in topics relating to durability and control of concrete structures

In many university courses such as Building Engineering or Technical Architectural, the high density of the contents included in the curriculum, make the student, after graduation, unable to develop the skills already acquired and evaluated in the disciplines of the first courses. From the Group of Educational Innovation at the Polytechnic University of Madrid (UPM) "Teaching of Structural Concrete" (GIEHE) we have conducted a study in which are valued specific skills acquired by students after the first courses of career. We have worked with students from UPM fourth-year career and with Technical Architecture students who have completed their studies and also have completed the Adaptation Course of Technical Architecture to the Building Engineer. The work is part of the Educational Innovation Project funded by the UPM "Integration of training and assessment of generic and specific skills in structural concrete" We have evaluated specific skills learned in the areas of durability and control of structural concrete structures. The results show that overall, students are not able to fully develop the skills already acquired earlier, even being these essential to their professional development. Possibly, the large amount of content taught in these degrees together with a teaching and assessment of "flat profile", ie, which are presented and evaluated with the same intensity as the fundamental and the accessory, are causes enough to cause these results.

Relationship between objective and subjective indicators in urban soundscape analysis. The case of Cordoba - Argentina

This paper presents the main results of a comparative evaluation of some acoustical parameters with the user´s perception of urban sounds. The study was carried out in three open spaces integrated with different environmental characteristics but similar objective conditions of urban noise. The subjective evaluation was done by means of a survey simultaneously with the objective measurements. The results of the crossed analysis confirmed that in environments with similar noise levels not always exists direct correlation between the objetive indicators and the acoustic comfort of the people. To predict the acustical quality of the soundscape it is necessary to consider aspects such as the background noise and the perception of natural or technological sounds as complements of the general sound level.

Integration of cooperation for development in Survey Engineering curricula at the European Higher Education Area (EHEA) framework

Survey Engineering curricula involves the integration of many formal disciplines at a high level of proficiency. The Escuela de Ingenieros en Topografía, Cartografía y Geodesia at Universidad Politécnica de Madrid (Survey Engineering) has developed an intense and deep teaching on so-called Applied Land Sciences and Technologies or Land Engineering. However, new approaches are encouraged by the European Higher Education Area (EHEA). This fact requires a review of traditional teaching and methods. Furthermore, the new globalization and international approach gives new ways to this discipline to teach and learn about how to bridge gap between cultures and regions. This work is based in two main needs. On one hand, it is based on integration of basic knowledge and disciplines involved in typical Survey Engineering within Land Management. On the other, there is an urgent need to consider territory on a social and ethical basis, as far as a part of the society, culture, idiosyncrasy or economy. The integration of appropriate knowledge of the Land Management is typically dominated by civil engineers and urban planners. It would be very possible to integrate Survey Engineering and Cooperation for Development in the framework of Land Management disciplines. Cooperation for Development is a concept that has changed since beginning of its use until now. Development projects leave an impact on society in response to their beneficiaries and are directed towards self-sustainability. Furthermore, it is the true bridge to reduce gap between societies when differences are immeasurable. The concept of development has also been changing and nowadays it is not a purely economic concept. Education, science and technology are increasingly taking a larger role in what is meant by development. Moreover, it is commonly accepted that Universities should transfer knowledge to society, and the transfer of knowledge should be open to countries most in need for developing. If the importance of the country development is given by education, science and technology, knowledge transfer would be one of the most clear of ways of Cooperation for Development. Therefore, university cooperation is one of the most powerful tools to achieve it, placing universities as agents of development. In Spain, the role of universities as agents of development and cooperation has been largely strengthened. All about this work deals to how to implement both Cooperation for Development and Land Management within Survey Engineering at the EHEA framework.

Metalurgia general: curso de 1870 a 1871

Cribas en cascada para el tratamiento de zanjas finas en un aparato de conos.

Una casa para Einstein: Konrad Wachsmann y la evolucion de un modelo prefabricado desde las casas "Christoph & Unmack A.G." al "General Panel System"

Este artículo estudia la evolución de un modelo de vivienda prefabricada en madera, ejemplificada en la casita de verano que construye Konrad Wachsmann para Albert Einstein en 1929 en Caputh, cerca de Potsdam. El físico deseaba construirse un "lugar de descanso", eligiendo la construcción en madera por su facilidad y rapidez de montaje, adaptabilidad, calidez y para que armonizara mejor con el medio ambiente en el paraje donde se insertaba. Konrad Wachsmann, que trabajaba para la firma de viviendas prefabricadas en madera "Christoph&Unmack A.G." le presentará un modelo prefabricado moderno. Esta tipología, que había evolucionado desde los diseños iniciales "nórdico escandinavos", pasando por el "jugendstil", hasta introducir un nuevo lenguaje de líneas puras, cubierta plana, y grandes ventanales iniciado por Poelzig, será ligeramente modificada por Einstein, que finalmente adjudica el encargo. Ayudado por Einstein a trasladarse a EEUU, Konrad Wachsmann continuará allí la labor de investigación sobre vivienda prefabricada junto con Walter Gropius, que dará como resultado el "General Panel System" y sus conocidas "Packaged Houses". A HOUSE FOR EINSTEIN: KONRAD WACHSMANN AND THE EVOLUTION OF A PREFABRICATED WOODEN HOUSING MODEL FROM " CHRISTOPH & UNMACK A.G." TO "GENERAL PANEL SYSTEM". This article studies the evolution of a prefabricated wooden housing model, exemplified in the summer house built by Konrad Wachsmann for Albert Einstein in 1929, in Caputh, near Potsdam. The Physician wanted to build a "resting house", choosing a wood construction because of its easy and fast assembly, adaptability, warmth and harmony with the environment where it would be inserted. Konrad Wachsmann, who worked for the wooden prefabricated houses firm "Christoph & Unmack AG", proposed Einstein a modern prefabricated wood model. This typology, which had evolved from the initial "Nordic Scandinavian" and "Jugendstil" designs to a new modern language initiated by Poelzig (with clean lines, flat roof, and large windows) will be slightly modified by Einstein, that finally hired the construction of the house. Aided by Einstein to move to USA, Konrad Wachsmann continued there his research work about prefabricated houses with Walter Gropius, giving as a results the "General Panel System" and the popular "Packaged Houses".

Comportamiento estructural de tuberías forzadas y blindajes en saltos hidroeléctricos : propuestas de diseño y cálculo

En los últimos años ha aumentado el interés en el desarrollo de proyectos en el ámbito de las centrales hidroeléctricas y en concreto en las centrales reversibles. Estas centrales están diseñadas para grandes caudales y saltos, lo cual conlleva túneles de gran diámetro y alta presión y a menudo son esquemas subterráneos. Por ello, los estudios relativos a revestimientos de túneles en presión y los referentes a los blindajes de acero han cobrado una mayor relevancia. En las décadas de los 60 y 70 se realizó una importante labor de investigación coincidiendo con el desarrollo hidroeléctrico en Europa y Norteamérica, que sin embargo ha quedado sin continuidad hasta esta década, en la que se ha experimentado un impulso debido al desarrollo de nuevos proyectos hidroeléctricos de gran magnitud. La adecuación de los métodos de cálculo de blindajes supone una herramienta imprescindible en el correcto desarrollo técnico de los nuevos proyectos hidroeléctricos, así como para la evaluación de la seguridad de los saltos hidroeléctricos existentes en operación. En la presente Tesis se realiza un análisis del comportamiento estructural de las galerías en presión de saltos hidroeléctricos, así como una discusión y revisión de los métodos de cálculo existentes. En concreto se analizan los siguientes aspectos: •Descripción y comparación de las formulaciones existentes para el cálculo de blindajes tanto a presión exterior como interior. •Aplicación del Método de Elementos Finitos para la modelización y cálculo resistente y frente a inestabilidad de blindajes sometidos a presión exterior. •Análisis de un caso real, en el que se ha producido un fallo estructural en un blindaje sometido a presión exterior. Discusión sobre el comportamiento de blindajes con rigidizadores. Estudio paramétrico de la capacidad resistente y de la estabilidad de los blindajes con rigidizadores. •Estudio del comportamiento diferenciado entre un rigidizador y un conector. •Detalles constructivos y de durabilidad de las galerías en presión. •Desarrollo de una metodología para el cálculo de blindajes y tuberías forzadas a fatiga derivada de las variaciones de presión de la conducción. •Análisis de un caso real de una tubería forzada sometida a procesos de variación de carga, evaluando su seguridad frente a la fatiga. El cálculo de blindajes en galerías forzadas presenta una serie de aspectos complejos, y que no permiten la definición del problema con exactitud, tales como las características del macizo rocoso y su permeabilidad, la determinación del nivel freático, la holgura existente entre el blindaje y el revestimiento del trasdós y sus posibles defectos geométricos. Por estas incertidumbres, el cálculo de blindajes supone una materia compleja y que debe ser abordada desde la cautela y el análisis de otros trabajos y/o análisis realizados con anterioridad. En cualquier caso, debe realizarse un análisis de sensibilidad de los diversos parámetros que intervienen en el cálculo. En esta tesis se han descrito las principales formulaciones de cálculo de blindajes de galerías forzadas sometidas a presión interior y exterior; se ha constatado que existe una gran diversidad y que de su aplicación no se llega a resultados concluyentes. Las formulaciones clásicas utilizadas en el cálculo de blindajes lisos y con rigidizadores sometidos a presión exterior (Amstutz y Jacobsen) no resultan del todo adecuadas ni son de aplicación general. Además, pueden arrojar resultados no conservadores o conducir a un sobredimensionamiento del blindaje en otros casos. En las formulaciones tradicionales de diseño se han tenido en cuenta como imperfecciones la holgura del blindaje y la ovalidad del mismo. En la presente tesis, se han analizado imperfecciones de tipo ondulatorio derivadas de los procesos de soldadura y la existencia de espesores reducidos en zonas de corrosión. En el caso práctico analizado sometido a presión exterior, se ha comprobado el funcionamiento real del blindaje mediante los modelos realizados con elementos finitos. Se desprende que los rigidizadores no han funcionado como tales, puesto que para blindajes lisos se obtienen presiones más bajas de pandeo y para el caso de funcionamiento correcto de los rigidizadores se habría obtenido un coeficiente de seguridad suficiente. Por este motivo, se ha analizado el posible funcionamiento de los rigidizadores, que en determinados casos pueden actuar como conectores. En estos casos deben dimensionarse de forma adecuada las soldaduras para soportar las tensiones entre chapa y conector. Por otra parte, tradicionalmente no se han tenido en cuenta los efectos de fatiga que pueden ocasionar los golpes de ariete y las pulsaciones de presión debidas a la regulación secundaria de la red. En esta tesis se ha establecido un procedimiento de comprobación de tuberías forzadas y blindajes sometidos a procesos de fatiga. Adicionalmente, se ha estudiado el caso real de las tuberías forzadas de una central reversible real (Bolarque II) en funcionamiento de regulación secundaria. Se ha concluido, como en otros casos analizados en la bibliografía, que las pulsaciones derivadas de la regulación secundaria no son significativas como para tener en cuenta la fatiga del acero. Por otra parte, las maniobras de arranque y parada (golpe de ariete) suponen una variación importante de la presión en la conducción. Sin embargo, el moderado número de ciclos permite asegurar la integridad de la tubería frente a fenómenos de fatiga. Nowadays, there is a significant concern in the development of projects in the field of hydroelectric power plants, particularly in the pump-storage projects. These plants are designed for high flow rates and heads, which entails large-diameter tunnels and high pressure ratios), and often as underground schemes. Therefore, this concern has reactivated studies about penstocks and in particular those related to steel liners. During the 1960s and 1970s due to hydropower-engineering development in Europe and North America, a major research effort was done. However, the increasing development of new large-scale hydropower projects has involved a renewed research effort during this decade. The adequacy of steel liner calculation methods is a very important issue in the proper technical development of new hydroelectric projects, and for the safety assessment of existing hydroelectric power plants in operation. In this work, an analysis of the structural behavior of pressure galleries in hydroelectric schemes was carried out. Also, a discussion and a review of existing calculation methods are included. In particular, the following issues have been considered: •Description and comparison of existing formulations for calculating the liner response to both external and internal pressure. •Analysis of an actual case study of a steel liner which failed due to external pressure. •Application of the Finite Element Method to liner modeling and analysis subjected to external pressure. •A parametric study of the shielding with stiffeners and discussion about the behavior of liner with stiffeners. •Constructive aspects and durability of pressure galleries. •Development of a methodology for estimating fatigue effects on penstocks and liners sue to pressure changes. •Analysis of an actual case study of a penstock under varying load and assessment of its safety against fatigue. The project of a hydropower penstock is a complex issue, due to the uncertainties in the definition of the problem data, such as the characteristics of the rock mass and its permeability, the determination of the water table, the existing gap between the steel liner and the concrete of the backfill, the geometric imperfections... Hence, the design and analysis of a steel liner must be addressed cautiously and take into account a review of previous studies performed. Ever, a sensitivity analysis of the various parameters involved in the calculation should be performed. In this work, some of the most relevant formulations for liner design subjected to inside and outside pressure have been studied. As a whole, there is a wide variety and its application does not lead to conclusive results. The classical formulations used in the steel liner calculation either with or without stiffeners under external pressure (Amstutz and Jacobsen) are not entirely adequate Also, those can yield both conservative and non-conservative results in large ranges of application. Traditionally design approaches only considered initial gap and ovality as the most relevant geometric imperfections. Thus, little attention was paid to those caused either by welding or by thickness loss in corroded areas. In the case study analyzed in this thesis, the actual working of the liner under external pressure has been simulated by the Finite Element Method. Results show that the stiffeners have not performed as such, since for unstiffened liner lower buckling pressures are obtained and for proper performance of the stiffeners would give a sufficient safety factor. Hence, it must be pointed out that stiffeners may perform either as such or as connectors. For the latter, welding must be designed to properly withstand stresses between the shell and the stiffener. Likewise, the potential fatigue effects due to both water hammer and pressure pulsations due to secondary regulation of the network have not been considered in many studies. It has been included in this work a procedure for checking penstocks and liners under fatigue processes. Additionally, the penstock fatigue response of an actual pump storage project (Bolarque II, Spain) subjected to secondary control operation has been assessed. As in other cases discussed in the literature, pulsations derived from the secondary control are not significant to account for fatigue of steel. Moreover, the start and stop manoeuvres (water hammer) cause a significant change in penstock pressure. However, the moderate number of cycles ensures the integrity of the penstock against fatigue phenomena.

Impedance of foundations using the Boundary Integral Equation Method

Dynamic soil-structure interaction has been for a long time one of the most fascinating areas for the engineering profession. The building of large alternating machines and their effects on surrounding structures as well as on their own functional behavior, provided the initial impetus; a large amount of experimental research was done,and the results of the Russian and German groups were especially worthwhile. Analytical results by Reissner and Sehkter were reexamined by Quinlan, Sung, et. al., and finally Veletsos presented the first set of reliable results. Since then, the modeling of the homogeneous, elastic halfspace as a equivalent set of springs and dashpots has become an everyday tool in soil engineering practice, especially after the appearance of the fast Fourier transportation algorithm, which makes possible the treatment of the frequency-dependent characteristics of the equivalent elements in a unified fashion with the general method of analysis of the structure. Extensions to the viscoelastic case, as well as to embedded foundations and complicated geometries, have been presented by various authors. In general, they used the finite element method with the well known problems of geometric truncations and the subsequent use of absorbing boundaries. The properties of boundary integral equation methods are, in our opinion, specially well suited to this problem, and several of the previous results have confirmed our opinion. In what follows we present the general features related to steady-state elastodynamics and a series of results showing the splendid results that the BIEM provided. Especially interesting are the outputs obtained through the use of the so-called singular elements, whose description is incorporated at the end of the paper. The reduction in time spent by the computer and the small number of elements needed to simulate realistically the global properties of the halfspace make this procedure one of the most interesting applications of the BIEM.

La arquitectura residencial en El Real Sitio de El Pardo (1885 - 1965): Orígenes, tipos y configuración del trazado urbano

Tras la denominación de Real Sitio a mediados del siglo XVIII, bajo el reinado de Fernando VI, su sucesor Carlos III procedió a la incorporación a su Patrimonio de todos los Montes y Bosques de El Pardo. Comenzó entonces el proceso de planeamiento urbano y de construcción arquitectónica que finalizó en torno al año 1800. En lo sucesivo, no sólo se mantiene el curso de la conservación y consolidación de los edificios principales, sino que se realiza obra nueva de índole civil. Algunos edificios cambiaron de propiedad y de uso hasta que tras la Guerra Civil se procedió a la mayor transformación vivida por el Real Sitio. El intervalo que aquí se trata (1885 a 1965), no ha suscitado, en los estudios sobre El Pardo, atención suficiente al no acontecer obra nueva de carácter patrimonial ni ha sido objeto de análisis el trazado y la fisonomía del centro urbano residencial del pueblo que Carlos III configuró. Sin embargo se estima relevante analizar los cambios en la actividad residencial; en primer lugar porque coexiste con la arquitectura oficial y, por tanto, se entiende necesario un análisis global del conjunto y en segundo lugar porque facilita la comprensión sobre la imagen original de carácter histórico del conjunto de finales del siglo XVIII. Este marco temporal determina tres partes principales de estudio que estructuran la presente tesis, cuyas fechas establecen los intervalos históricos clave: Actuaciones sobre el núcleo urbano consolidado (1885-1931). Cese de la actividad constructiva (1931-1939). Propuestas regeneradoras y crecimiento acelerado (1939-1965). Dentro de ellos se establecen, a su vez, dos subcapítulos diferenciados con la finalidad de explicar los sucesos que pautaron los cambios trascendentales en la historia de El Pardo. En el estudio del estado de la cuestión se observa que en El Pardo, al igual que sucede en otros Reales Sitios, se investigan los edificios destacados como el Palacio, la Casita del Príncipe, la Casa de Oficios y la Casa de Infantes desde el punto de vista de su historia pero no desde la arquitectura ni de cómo esta afecta al desarrollo del trazado y por tanto al contexto urbano. Se manifiestan determinadas carencias de tratamiento gráfico que facilitarían la comprensión histórica mediante el análisis de la forma y cómo esta ha ido variando sustancialmente. El concepto de escala y orientación reordena el estudio, no sólo de estos edificios protagonistas sino de los que se entretejen a su alrededor y componen el conjunto histórico, lo cual aporta nuevas conclusiones al estado de la cuestión que aquí compete. El principal objetivo de la tesis es, por tanto, contribuir a la dimensión patrimonial mediante el estudio de la arquitectura residencial del pueblo de El Pardo y en cómo esta ha ido conformando y consolidando el entramado urbano original en torno a edificios de la realeza y corte. Analizar aquellos edificios que perduran, los que fueron reconstruidos, rehabilitados, y apuntar acontecimientos históricos que formularon la actual fisonomía. Sistematizar y reordenar sobre la traza actual los edificios que desaparecieron, nos da las pistas sobre las modificaciones en concepto de escala arquitectónica y urbana. El estudio de las fuentes y establecer una metodología de conexión de estas, ayuda a detectar dónde no se han dirigido aún los focos de interés así como las lagunas que han quedado por explorar con el fin de responder a nuevas hipótesis, conceder conclusiones y abrir otras líneas de investigación. Como conclusiones generales, la tesis aporta documentación nueva sobre el objeto de estudio, no solicitada, digitalizada o publicada con anterioridad. En ella se analizan los procesos de configuración, consolidación y transformación en el Real Sitio mediante la sistematización de estados comparativos. Con respecto al estudio de los diferentes contextos natural y urbano la tesis analiza cómo los accidentes naturales, el desarrollo de infraestructuras y el impulso de la agronomía afectaron a El Pardo a partir del siglo XIX, y estudia los procesos de configuración, consolidación y transformación en el Real Sitio mediante la sistematización de la documentación encontrada de manera gráfica y escrita. En relación al marco patrimonial arquitectónico, la tesis analiza los procesos edificatorios históricos. Se estudian, a su vez, cambios de ocupación o uso que derivaron en reformas, ampliaciones, obras de nueva planta e incluso en derribos, así como los proyectos no materializados o que se llevaron a cabo de manera parcial. Con respecto al análisis del momento histórico, la tesis analiza las posibles afectaciones, políticas, sociales y económicas en las etapas de Monarquía, Segunda República, Guerra Civil y Posguerra. Por último, la tesis abre cuatro vías de investigación (que ya se han tratado y avanzado en parte pero que escapan a los límites de este trabajo) que pueden plantear nuevas hipótesis, reportando así respuestas sobre objetos de estudio complementarios y paralelos al presente. Estas refieren a análisis más concretos sobre El Palacio Real de El Pardo y la Casa de Oficios, el Camino Real de Madrid a El Pardo desde la Puerta de Hierro, los cuarteles, puertas y portilleras del Monte de El Pardo y los proyectos desarrollados por el arquitecto Diego Méndez en los Reales Sitios para el Patrimonio Nacional. ABSTRACT Following the Royal Site denomination being granted in the mid-18th Century, during the reign of Ferdinand VI, his successor Charles III proceeded to include all the Forests and Woodlands of El Pardo in his heritage. That then gave rise to the process of town planning and architectural construction that was completed around 1800. Thereafter, not only the process of conservation and consolidation of the main buildings has been maintained, but new civil engineering works have also been carried out. Some buildings changed ownership and use until, after the Civil War, the greatest transformation experienced by the Royal Site was undertaken. The time frame this paper concerns (1885 to 1965), has not attracted sufficient attention in studies of El Pardo due to there having been no new works with heritage status, nor has there been an analysis of the layout and external appearance of the residential centre in the town once conceived by Charles III. However, it is considered relevant to analyse the changes in residential activity, firstly, because it coexists with the official architecture and, thus, it is considered necessary to perform a global analysis of the complex and, secondly, because it facilitates a historical understanding of the original appearance of the complex at the end of the 18th Century. This time framework defines three main parts of the study that provide the structure of this thesis, the dates of which establish the key historical time frames: Actions in the consolidated town centre (1885-1931). Cessation of construction works (1931-1939). Proposals of regeneration and accelerated growth (1939-1965). Two distinct sub-chapters are also established within these, in order to explain the events that marked the transcendental changes in the history of El Pardo. When studying the subject matter, it is noted that in El Pardo, as is the case in other Royal Sites, outstanding buildings such as the Palace, the Prince's Cottage, the Trades House and the Infantes House are usually researched strictly from the point of view of their history, but not from an architectural perspective, nor analysing how that affects the development of the site layout and thus the urban area. Specific shortcomings are evident in the graphic treatment that would have otherwise facilitated a historical understanding through the analysis of the shape and the way it has gradually undergone substantial variation. The concept of scale and orientation reorganises the study, not only of these key buildings, but also of those that are woven around them and make up the historic complex, allowing entirely new conclusions concerning the subject matter analysed herein. Therefore, the main purpose of this thesis is to outline our heritage through the study of the residential architecture of the town of El Pardo and the analysis of the way the original town has been built up and consolidated around the buildings erected by royalty and the court; to analyse the buildings that still remain, those that were rebuilt, refurbished, and to note historic events that shaped its current appearance. To this end, a systematic classification and reorganisation on the current urban layout of the buildings that have disappeared will give us the key to understand changes in the concept of architectural and urban scale. Studying the sources and establishing a methodology to connect them will help us detect those areas where the focus of interest has not concentrated yet, and will also reveal the gaps that remain unexplored, in order to respond to new hypotheses, reach new conclusions and open up new lines of research. As general conclusions, this thesis provides new documentation on the subject matter that had not been requested, digitized or published before. There we find an analysis of the processes of configuration, consolidation and transformation of the Royal Site through a systematic classification of comparative states. With regard to the study of the multiple natural and urban environments, this thesis analyses the way natural features, development of infrastructures and agricultural driving forces affected El Pardo as of the 19th Century, and it studies the processes of configuration, consolidation and transformation of the Royal Site by systematically classifying the documentation found in graphic and written documents. In relation to the architectural heritage framework, this thesis analyses historical building processes. Likewise, a study is also performed on the changes in land occupation or use that led to reforms, extensions, new buildings and even to demolitions, as well as on unrealized projects, or even on those that were partially implemented. As for the analysis of the historical time period, this thesis assesses the potential political, social and economic effects of the Monarchy, Second Republic, Civil War and Post-War Periods. Finally, this thesis opens up four lines of investigation (that have already been discussed and partially advanced, but which fall beyond the scope of this work) that could pose new hypotheses, thus giving answer to other subject matters parallel and complementary to the one assessed herein. These refer to more specific analyses of El Palacio Real de El Pardo (Royal Palace of El Pardo) and the Casa de Oficios (Trades House), the Royal Highway from Madrid to El Pardo from Puerta de Hierro, the barracks, gates and entrances to estates in the Woodlands of El Pardo and the projects developed on the Royal Sites by the architect Diego Méndez for the National Heritage.

La hidráulica kárstica como aplicación de la hidrodinámica general. Estudio del flujo en un terreno yesífero fisurado

Se pretende plantear y desarrollar algunas de las leyes clásicas de hidrodinámica introduciendo las características que permiten su aplicación al flujo subterráneo en general y a la hidráulica kárstica en particular. Se estudia la consideración de si el movimiento del agua subterránea en el karst se puede definir como flujo a través de conductos individuales o como un medio continuo con huecos saturados en una matriz sólida. Los trabajos de Hagen (1839) y Poiseuille (1846), junto con los de Darcy (1856) configuran la referencia básica para este estudio (in Crespo, 2006). A ellos puede añadirse también las aportaciones de Couette y Chezy (Rouse, 1951) para flujo libre sobre superficies rocosas. Se presentan varios casos en los que las leyes del movimiento laminar unidireccional ofrecen soluciones que pueden ser válidas para la definición de los parámetros fundamentales del flujo del agua en el subsuelo.