Intervenciones críticas en la poesía última (Prácticas de articulación y agendas complementarias)

Indagaremos algunas dominantes en la intervención crítica sobre el género poético en lengua española de las últimas décadas, proponiendo alternativas diferentes a las convencionales operaciones de recorte y exclusión de grupos y tendencias, a los que nos tiene acostumbrada la crítica mayoritaria, desde antologías y suplementos literarios, preocupada por rotular, oponer y disgregar, diseñando mapas de polaridades irreconciliables y nombres propios consagrados como oráculos, sin nexo con sus coetáneos, asimilados como adversarios, y potenciando rivalidades personales, o comportamientos públicos de los actores por encima de sus escrituras. Para superar estas reductivas miradas se hace necesario ensayar propuestas de articulación: suturar fisuras imaginarias para integrar praxis materiales; imaginar políticas de intercambio textual e ideológico; admitir un trazado de zonas de confluencia permeables; asumir que los poetas vehiculizan identidades móviles y receptivas, a favor de un diálogo inter-local mutuamente enriquecedor.

Intervenciones críticas en la poesía última (Prácticas de articulación y agendas complementarias)

Indagaremos algunas dominantes en la intervención crítica sobre el género poético en lengua española de las últimas décadas, proponiendo alternativas diferentes a las convencionales operaciones de recorte y exclusión de grupos y tendencias, a los que nos tiene acostumbrada la crítica mayoritaria, desde antologías y suplementos literarios, preocupada por rotular, oponer y disgregar, diseñando mapas de polaridades irreconciliables y nombres propios consagrados como oráculos, sin nexo con sus coetáneos, asimilados como adversarios, y potenciando rivalidades personales, o comportamientos públicos de los actores por encima de sus escrituras. Para superar estas reductivas miradas se hace necesario ensayar propuestas de articulación: suturar fisuras imaginarias para integrar praxis materiales; imaginar políticas de intercambio textual e ideológico; admitir un trazado de zonas de confluencia permeables; asumir que los poetas vehiculizan identidades móviles y receptivas, a favor de un diálogo inter-local mutuamente enriquecedor.

Geochemistry, isotopes, trace elements and fluid inclusion geothermometry at DSDP Hole 83-504B

Stockwork-like metal sulfide mineralizations were found at 910-928 m below seafloor (BSF) in the pillow/dike transition zone of Hole 504B. This is the same interval where most physical properties of the 5.9-m.y.-old crust of the Costa Rica Rift change from those characteristic of Layer 2B to those of Layer 2C. The pillow lavas, breccias, and veins of the stockwork-like zone were studied by transmitted and reflected light microscopy, X-ray diffraction, and electron microprobe analysis. Bulk rock oxygen isotopic analyses as well as isolated mineral oxygen and sulfur isotopic analyses and fluid inclusion measurements were carried out. A complex alteration history was reconstructed that includes three generations of fissures, each followed by precipitation of characteristic hydrothermal mineral parageneses: (1) Minor and local deposition of quartz occurred on fissure walls; adjacent wall rocks were silicified, followed by formation of chlorite and minor pyrite I in the veins, whereas albite, sphene, chlorite and chlorite-expandable clay mixtures, actinolite, and pyrite replaced igneous phases in the host rocks. The hydrothermal fluids responsible for this first stage were probably partially reacted seawater, and their temperatures were at least 200-250° C. (2) Fissures filled during the first stage were reopened and new cracks formed. They were filled with quartz, minor chlorite and chlorite-expandable clay mixtures, traces of epidote, common pyrite, sphalerite, chalcopyrite, and minor galena. During the second stage, hydrothermal fluids were relatively evolved metal- and Si-rich solutions whose temperatures ranged from 230 to 340° C. The fluctuating chemical composition and temperature of the solutions produced a complex depositional sequence of sulfides in the veins: chalcopyrite I, ± Fe-rich sphalerite, chalcopyrite II ("disease"), Fe-poor sphalerite, chalcopyrite III, galena, and pyrite II. (3) During the last stage, zeolites and Mg-poor calcite filled up the remaining spaces and newly formed cracks and replaced the host rock plagioclase. Analcite and stilbite were first to form in veins, possibly at temperatures below 200°C; analcite and earlier quartz were replaced by laumontite at 250°C, whereas calcite formation temperature ranged from 135 to 220°C. The last stage hydrothermal fluids were depleted in Mg and enriched in Ca and 18O compared to seawater and contained a mantle carbon component. This complex alteration history paralleling a complex mineral paragenesis can be interpreted as the result of a relatively long-term evolution of a hydrothermal system with superimposed shorter term fluctuations in solution temperature and composition. Hydrothermal activity probably began close to the axis of the Costa Rica Rift with the overall cooling of the system and multiple fracturing stages due to movement of the crust away from the axis and/or cooling of a magmatic heat source.

At surface behaviour of emperor penguins from Pointe Géologie, Adélie Land, Antarctica, from expedition DDU 2005

The foraging distributions of 20 breeding emperor penguins were investigated at Pointe Géologie, Terre Adélie, Antarctica by using satellite telemetry in 2005 and 2006 during early and late winter, as well as during late spring and summer, corresponding to incubation, early chick-brooding, late chick-rearing and the adult pre-moult period, respectively. Dive depth records of three post-egg-laying females, two post-incubating males and four late chick-rearing adults were examined, as well as the horizontal space use by these birds. Foraging ranges of chick-provisioning penguins extended over the Antarctic shelf and were constricted by winter pack-ice. During spring ice break-up, the foraging ranges rarely exceeded the shelf slope, although seawater access was apparently almost unlimited. Winter females appeared constrained in their access to open water but used fissures in the sea ice and expanded their prey search effort by expanding the horizontal search component underwater. Birds in spring however, showed higher area-restricted-search than did birds in winter. Despite different seasonal foraging strategies, chick-rearing penguins exploited similar areas as indicated by both a high 'Area-Restricted-Search Index' and high 'Catch Per Unit Effort'. During pre-moult trips, emperor penguins ranged much farther offshore than breeding birds, which argues for particularly profitable oceanic feeding areas which can be exploited when the time constraints imposed by having to return to a central place to provision the chick no longer apply.

Geochemistry of minerals at DSDP Hole 70-504B

Hole 504B, drilled into the 5.9 Ma crust of the southern flank of the Costa Rica Rift, tapped a hydrothermal system in its conductive stage. Three alteration zones were encountered along the 561.5 meters of basement drilled. The upper alteration zone, 274.5 to 584.5 meters below the seafloor (BSF), is characterized by the presence of color zonation in which red halos are located between dark gray inner rock portions and dark gray outer bands. The red halos are characterized by an abundance of iddingsite, and they have higher K2O contents and Fe3+/FeT ratios, but lower SiO2 contents, than the adjacent dark gray inner zones. The dark gray outer bands are characterized by the presence of celadonite-nontronite. Saponite is omnipresent in these three alteration bands. Phillipsite is the only zeolite that occurs in the upper alteration zone. The upper alteration zone is interpreted as being the result of low-temperature alteration, with large amounts of cold oxygenated seawater percolating through the upper ocean crust. In the upper alteration zone, the formation of red halos was both preceded and followed by formation of dark gray outer bands. Then followed formation of dark gray cores. The lower alteration zone (584.5-835.5 m BSF) is characterized by the absence of color zonation, the downward-increasing abundance of pyrite and saponite, and the presence of quartz, talc, and calcite. The chemical changes (downhole MgO enrichment and concomitant CaO depletion) observed in the basalts of the lower alteration zone are thought to result from reactions of oceanic basalts with evolved seawater (i.e., solutions derived from seawater that has already reacted with ocean crust), which is thus depleted in oxygen, potassium, and radiogenic strontium. This alteration process, which was responsible for saponite formation in both the upper and lower alteration zones, was rock dominated, and it took place under suboxic to anoxic conditions during a second stage of alteration. Reaction temperatures could have progressively increased with depth. There is also a zeolitic zone that essentially coincides with the lower part of the upper alteration zone (between 528.5 and 563 m BSF). The host rock adjacent to veins of zeolite exhibits a greenish discoloration due to the intensive replacement of the igneous minerals. The replacement minerals result in significant increases in the bulk rock K2O, MgO, CaO, CO2, and H2O+ contents. The solutions circulating along the newly opened fissures had high Ca activity, and minerals probably precipitated in these fissures at 60°C or 110°C. These hydrothermal solutions circulated later than those responsible for the formation of the minerals that characterize the upper and lower alteration zones.

Grain shape and mineralogy of loess on New Zealands South Island

Infilled fissures are described from the interface between two loess deposits on Banks Peninsula, South Island, New Zealand. Both loesses differ from the other loesses by having a solifluction deposit at their base consisting of angular basalt fragments of the same angularity as fresh frost shattered basalt mixed with the loess. Typically, the fissures are narrow and up to 160 cm deep while the infilling of the overlying loess shows no obvious structure. They occur mainly at higher elevations on south (poleward) facing slopes, and the host loess forms a fragipan of high density. They are most readily explained as being seasonal frost fissures or more probably ice-wedge casts, which would have required either permafrost or deep seasonal frost for their formation. If permafrost had existed, this would imply a cooling of the mean annual temperatures by at least 16 to 18°C.

Chemical and mineral compositions of basalts from the Pacific Ocean, DSDP data

Mineral and chemical alterations of basalts were studied in the upper part of the ocean crust using data of deep-sea drilling from D/S Glomar Challenger in the main structures of the Pacific floor. Extraction of majority of chemical elements (including heavy metals) from basalts results mainly from their interaction with heated sea water. As a result mineralized hydrothermal solutions are formed. On entering the ocean they influence greatly on ocean sedimentation and ore formation.

Natural oxides, elements and remanent magnetization intensities and directions at DSDP Hole 93-603B

Dark green spherules occur in the lower part of a turbidite in Section 603B-22-3, at the 70 cm level. In all probability these spherules originally consisted of massive glass, but now appear to have become completely altered into smectite. The presence of numerous microscopic fissures in the spherules probably mediated in the alteration process. Judging by the presence of similar spherules at the Cretaceous/Tertiary (K/T) boundary in DSDP Hole 390B, the green spherules are thought to represent diagenetically altered impact ejecta from one large or several smaller extraterrestrial objects at the end of the Cretaceous. The presence of anomalously high concentrations of Ni, Co, and As higher up in the turbidite are in agreement with an expected enrichment of these elements in the K/T boundary clay. However, precise Ir analyses are necessary in order to confirm this.

Stable carbon and oxygen isotope ratios of carbonates of ODP Site 103-639

A Tithonian sequence of shallow-water limestones, intercalated with siliciclastics and overlain by dolomite, was recovered during drilling at ODP Site 639 on the edge of a tilted fault block. The carbonates were strongly affected by fracturing, dolomitization, dedolomitization, and compaction. The chronology and nature of the fractures, fracture infilling, and diagenesis of the host rock are established and correlated for both the limestone and the dolomite. A first phase of dolomitization affected limestone that was already, at least partially, indurated. In the limestone unit, fractures were filled by calcite and dolomite; most of the dolomite was recrystallized into calcite, except for the upper part. In the dolomitic unit, the first-formed dolomite was progressively recrystallized into saddle dolomite, as fractures were simultaneously activated. The dolomitic textures become less magnesian (the molar ratio mMg/mCa goes from 1.04-0.98 to 0.80), and the d18O (PDB) ranges from -10 per mil to -8 per mil. The varying pores and fissures are either cemented by a calcic saddle dolomite (mMg/mCa ranging from 0.95 to 0.80) or filled with diverse internal sediments of detrital calcic dolomite, consisting of detrital dolomite silt (d18O from -9 per mil to -7 per mil) and laminated yellow filling (with different d18O values that range from -4 per mil to +3 per mil). These internal sediments clearly contain elements of the host rock and fragments of saddle crystals. They are covered by marls with calpionellids of early Valanginian age, which permits dating of most of the diagenetic phases as pre-Valanginian. The dolomitization appears to be related to fracturing resulting from extensional tectonics; it is also partially related to an erosional episode. Two models of dolomitization can be proposed from the petrographic characteristics and isotopic data. Early replacement of aragonite bioclasts by sparite, dissolution linked to dolomitization, and negative d18O values of dolomite suggest a freshwater influence and 'mixing zone' model. On the other hand, the significant presence of saddle dolomite and repeated negative d18O values suggest a temperature effect; because we can dismiss deep burial, hydrothermal formation of dolomite would be the most probable model. For both of these hypotheses, the vadose filling of cavities and fractures by silt suggests emersion, and the different, and even positive, d18O values of the last-formed yellow internal sediment could suggest dolomitization of the top of the sequence under saline to hypersaline conditions. Fracturing resulting in the reopening of porosity and the draining of dolomitizing fluids was linked to extensional tectonics prior to the tilting of the block. These features indicate an earlier beginning to the rifting of the Iberian margin than previously known. Dolomitization, emersion, and erosion correspond to eustatic sea-level lowering at the Berriasian/Valanginian boundary. Diagenesis, rather than sedimentation, seems to mark this global event and to provide a record of the regional tectonic history.

Major, trace and rare earth element concentration of ODP Site 210-1277 basalts, Newfoundland margin

Drilling of the distal Newfoundland margin at Ocean Drilling Program Site 1277 recovered part of the transition between exhumed sub-continental mantle lithosphere and normal mid-ocean-ridge basalt (N-MORB) volcanism perhaps related to the initiation of seafloor spreading, which may have occurred near the Aptian/Albian boundary, coincident with the final separation of subcontinental mantle lithosphere. Subcontinental mantle lithosphere was recovered near the crest of a basement high, the Mauzy Ridge. This ridge lies near magnetic Anomaly M1 and is inferred to be of Barremian age. The recovered section is dominated by serpentinized spinel harzburgite, with subordinate dunite and minor gabbroic intrusives, and it includes inferred high-temperature ductile shear zones. The serpentinite is capped by foliated gabbro cataclasite that is interpreted as the product of a major seafloor extensional detachment. The serpentinized harzburgite beneath is highly depleted subcontinental mantle lithosphere that was exhumed to create new seafloor within the ocean-continent transition zone. After inferred removal of overlying brittle crust, the detachment was eroded, producing multiple mass flows that were dominated by clasts of serpentinite and gabbro in a lithoclastic and calcareous matrix. Basaltic lavas were erupted spasmodically, mainly as sheet flows, with subordinate lava breccia, hyaloclastite, and possible pillow lava. The sedimentary-volcanic succession and the exhumed mantle lithosphere experienced later high-angle extensional fracturing and probably faulting. Extensional fissures opened incrementally and were filled with silt-sized carbonate, basalt-derived clastic sediment, and hyaloclastite, forming neptunian dykes and geopetal structures. Chemical analysis of representative basalts for major elements and trace elements were made using a high-precision, high-accuracy X-ray fluorescence method (utilizing increased count times) and by whole-rock inductively coupled plasma-mass spectrometry that yielded additional evidence for rare earth elements. The analyses indicate N-MORB to slightly enriched compositions. The MORB was produced by relatively high degree melting of a fertile mantle source that differed strongly from the cored serpentinized peridotites. The basalts exhibit a distinct negative Nb anomaly on MORB-normalized plots that can be explained by prior extraction of melt from upper mantle that had previously been affected by subduction, possibly during closure of the Iapetus or Rheic oceans. In the proposed interpretation, mantle lithosphere was exhumed to the seafloor and experienced mass wasting to form serpentinite-rich mass flows. The interbedded MORB records the beginning of a transition to "normal" seafloor spreading. This interpretation takes into account drilling results from the Iberia-Galicia margin and the Jurassic Alps-Apennines.

Chemistry of serpentinized peridotites from ODP Hole 109-670A

In this paper we describe textural relationships in hydrated upper mantle peridotites emplaced at a nonconstructive ridge segment. Development of serpentinites and partially serpentinized peridotites takes place in four main stages: (1) pervasive serpentinization forming mainly lizardite, (2) a tensional stage forming chrysotile + talc + chlorite, (3) a deformational stage forming antigorite + tremolite, and (4) a late local tensional stage forming another generation of chrysotile veinlets. Mineral chemistry of serpentine pseudomorphs reflects in part primary mineral compositions. Olivine pseudomorphs are typically nickeliferous and depleted in aluminum and chromium. Orthopyroxene pseudomorphs have lower nickel contents and relatively high iron, aluminum, and chromium contents. Clinopyroxene pseudomorphs have very low nickel contents and relatively high aluminum and chromium contents. These chemical patterns in the serpentinites can be used to help discriminate between harzburgitic and lherzolitic protoliths. Oxygen isotopes and mineral parageneses suggest serpentine is derived from circulation of hydrothermal (200?C) fluids through the peridotite body. Crystallization of tremolite, talc, and chlorite may have occurred at temperatures up to 525?C if C02/H20 ratios were less than 0.25. Open fissures developing in aging upper mantle provide paths for important seawater circulation through a thin basaltic carapace down to shallow mantle rocks.

Visual grading of large cross section structural timber of Pinus sylvestris L. according to UNE 56544:2007 standard

Large cross section structural timber have been used in many structures over long periods of time and still make up an important part of the market due to its mechanical properties. Furthermore, it is frequent its employment in new construction site. It involves the need for a visual grading standard for timber used in construction according to the quality assessment. The material has to satisfy the requirements according to the currently regulations. UNE 56544 is the Spanish visual grading standard for coniferous structural timber. The 2007 version defined a new visual grade in the standard for large section termed Structural Large Timber (MEG). This research checks the new visual grading and consists of 116 structural size specimens of sawn coniferous timber of Scotch pine (Pinus sylvestris L.) from Segovia, Spain. The pieces had a cross section of 150 by 200 mm. They were visually graded according to UNE 56544:2007. Also, mechanical properties have been obtained according to standard EN 408. The results show very low output with an excessive percentage of rejected pieces (33%). The main reasons for the rejection of pieces are fissures and twist

Evolución del conocimiento del hormigón estructural hasta 1973

Esta tesis analiza los criterios con que fueron proyectadas y construidas las estructuras de hormigón hasta 1973, fecha coincidente con la Instrucción EH-73, que en contenido, formato y planteamiento, consagró la utilización de los criterios modernamente utilizados hasta ahora. Es heredera, además, de las CEB 1970. Esos años marcan el cambio de planteamiento desde la Teoría Clásica hacia los Estados Límite. Los objetivos perseguidos son, sintéticamente: 1) Cubrir un vacío patente en el estudio de la evolución del conocimiento. Hay tratados sobre la historia del hormigón que cubren de manera muy completa el relato de personajes y realizaciones, pero no, al menos de manera suficiente, la evolución del conocimiento. 2) Servir de ayuda a los técnicos de hoy para entender configuraciones estructurales, geometrías, disposiciones de armado, formatos de seguridad, etc, utilizados en el pasado, lo que servirá para la redacción más fundada de dictámenes preliminares sobre estructuras existentes. 3) Ser referencia para la realización de estudios de valoración de la capacidad resistente de construcciones existentes, constituyendo la base de un documento pre-normativo orientado en esa dirección. En efecto, esta tesis pretende ser una ayuda para los ingenieros de hoy que se enfrentan a la necesidad de conservar y reparar estructuras de hormigón armado que forman parte del patrimonio heredado. La gran mayoría de las estructuras, fueron construidas hace más de 40 años, por lo que es preciso conocer los criterios que marcaron su diseño, su cálculo y su construcción. Pretende determinar cuáles eran los límites de agotamiento y por tanto de seguridad, de estructuras dimensionadas con criterios de antaño, analizadas por la metodología de cálculo actual. De este modo, se podrá determinar el resguardo existente “real” de las estructuras dimensionadas y calculadas con criterios “distintos” a los actuales. Conocer el comportamiento de las estructuras construidas con criterios de la Teoría Clásica, según los criterios actuales, permitirá al ingeniero de hoy tratar de la forma más adecuada el abanico de necesidades que se puedan presentar en una estructura existente. Este trabajo se centra en la evolución del conocimiento por lo que no se encuentran incluidos los procesos constructivos. En lo relativo a los criterios de proyecto, hasta mediados del siglo XX, éstos se veían muy influidos por los ensayos y trabajos de autor consiguientes, en los que se basaban los reglamentos de algunos países. Era el caso del reglamento prusiano de 1904, de la Orden Circular francesa de 1906, del Congreso de Lieja de 1930. A partir de la segunda mitad del siglo XX, destacan las aportaciones de ingenieros españoles como es el caso de Alfredo Páez Balaca, Eduardo Torroja y Pedro Jiménez Montoya, entre otros, que permitieron el avance de los criterios de cálculo y de seguridad de las estructuras de hormigón, hasta los que se conocen hoy. El criterio rector del proyecto de las estructuras de hormigón se fundó, como es sabido, en los postulados de la Teoría Clásica, en particular en el “momento crítico”, aquel para el que hormigón y acero alcanzan sus tensiones admisibles y, por tanto, asegura el máximo aprovechamiento de los materiales y sin pretenderlo conscientemente, la máxima ductilidad. Si el momento solicitante es mayor que el crítico, se dispone de armadura en compresión. Tras el estudio de muchas de las estructuras existentes de la época por el autor de esta tesis, incluyendo entre ellas las Colecciones Oficiales de Puentes de Juan Manuel de Zafra, Eugenio Ribera y Carlos Fernández Casado, se concluye que la definición geométrica de las mismas no se corresponde exactamente con la resultante del momento crítico, dado que como ahora resultaba necesario armonizar los criterios de armado a nivel sección con la organización de la ferralla a lo largo de los diferentes elementos estructurales. Los parámetros de cálculo, resistencias de los materiales y formatos de seguridad, fueron evolucionando con los años. Se fueron conociendo mejor las prestaciones de los materiales, se fue enriqueciendo la experiencia de los propios procesos constructivos y, en menor medida, de las acciones solicitantes y, consiguientemente, acotándose las incertidumbres asociadas lo cual permitió ir ajustando los coeficientes de seguridad a emplear en el cálculo. Por ejemplo, para el hormigón se empleaba un coeficiente de seguridad igual a 4 a finales del siglo XIX, que evolucionó a 3,57 tras la publicación de la Orden Circular francesa de 1906, y a 3, tras la Instrucción española de 1939. En el caso del acero, al ser un material bastante más conocido por cuanto se había utilizado muchísimo previamente, el coeficiente de seguridad permaneció casi constante a lo largo de los años, con un valor igual a 2. Otra de las causas de la evolución de los parámetros de cálculo fue el mejor conocimiento del comportamiento de las estructuras merced a la vasta tarea de planificación y ejecución de ensayos, con los estudios teóricos consiguientes, realizados por numerosos autores, principalmente austríacos y alemanes, pero también norteamericanos y franceses. En cuanto a los criterios de cálculo, puede sorprender al técnico de hoy el conocimiento que tenían del comportamiento del hormigón desde los primeros años del empleo del mismo. Sabían del comportamiento no lineal del hormigón, pero limitaban su trabajo a un rango de tensióndeformación lineal porque eso aseguraba una previsión del comportamiento estructural conforme a las hipótesis de la Elasticidad Lineal y de la Resistencia de Materiales, muy bien conocidas a principios del s. XX (no así sucedía con la teoría de la Plasticidad, aún sin formular, aunque estaba implícita en los planteamientos algunos ingenieros especializados en estructuras de fábrica (piedra o ladrillo) y metálicas. Además, eso permitía independizar un tanto el proyecto de los valores de las resistencias reales de los materiales, lo que liberaba de la necesidad de llevar a cabo ensayos que, en la práctica, apenas se podían hacer debido a la escasez de los laboratorios. Tampoco disponían de programas informáticos ni de ninguna de las facilidades de las que hoy se tienen, que les permitiera hacer trabajar al hormigón en un rango no lineal. Así, sabia y prudentemente, limitaban las tensiones y deformaciones del material a un rango conocido. El modus operandi seguido para la elaboración de esta tesis, ha sido el siguiente: -Estudio documental: se han estudiado documentos de autor, recomendaciones y normativa generada en este ámbito, tanto en España como con carácter internacional, de manera sistemática con arreglo al índice del documento. En este proceso, se han detectado lagunas del conocimiento (y su afección a la seguridad estructural, en su caso) y se han identificado las diferencias con los procedimientos de hoy. También ha sido necesario adaptar la notación y terminología de la época a los criterios actuales, lo que ha supuesto una dificultad añadida. -Desarrollo del documento: A partir del estudio previo se han ido desarrollando los siguientes documentos, que conforman el contenido de la tesis: o Personajes e instituciones relevantes por sus aportaciones al conocimiento de las estructuras de hormigón (investigación, normativa, docencia). o Caracterización de las propiedades mecánicas de los materiales (hormigón y armaduras), en relación a sus resistencias, diagramas tensión-deformación, módulos de deformación, diagramas momento-curvatura, etc. Se incluye aquí la caracterización clásica de los hormigones, la geometría y naturaleza de las armaduras, etc. o Formatos de seguridad: Se trata de un complejo capítulo del que se pretende extraer la información suficiente que permita a los técnicos de hoy entender los criterios utilizados entonces y compararlos con los actuales. o Estudio de secciones y piezas sometidas a tensiones normales y tangenciales: Se trata de presentar la evolución en el tratamiento de la flexión simple y compuesta, del cortante, del rasante, torsión, etc. Se tratan también en esta parte del estudio aspectos que, no siendo de preocupación directa de los técnicos de antaño (fisuración y deformaciones), tienen hoy mayor importancia frente a cambios de usos y condiciones de durabilidad. o Detalles de armado: Incluye el tratamiento de la adherencia, el anclaje, el solapo de barras, el corte de barras, las disposiciones de armado en función de la geometría de las piezas y sus solicitaciones, etc. Es un capítulo de importancia obvia para los técnicos de hoy. Se incluye un anejo con las referencias más significativas a los estudios experimentales en que se basaron las propuestas que han marcado hito en la evolución del conocimiento. Finalmente, junto a las conclusiones más importantes, se enuncian las propuestas de estudios futuros. This thesis analyzes the criteria with which structures of reinforced concrete have been designed and constructed prior to 1973. Initially, the year 1970 was chosen as starting point, coinciding with the CEB recommendations, but with the development of the thesis it was decided that 1973 was the better option, coinciding with the Spanish regulations of 1973, whose content, format and description introduced the current criteria. The studied period includes the Classic Theory. The intended goals of this thesis are: 1) To cover a clear gap in the study of evolution of knowledge about reinforced concrete. The concept and accomplishments achieved by reinforced concrete itself has been treated in a very complete way by the main researchers in this area, but not the evolution of knowledge in this subject area. 2) To help the engineers understand structural configurations, geometries, dispositions of steel, safety formats etc, that will serve as preliminary judgments by experts on existing structures. To be a reference to the existing studies about the valuation of resistant capacity of existing constructions, constituting a basic study of a pre-regulation document. This thesis intends to be a help for the current generation of engineers who need to preserve and repair reinforced concrete structures that have existed for a significant number of years. Most of these structures in question were constructed more than 40 years ago, and it is necessary to know the criteria that influenced their design, the calculation and the construction. This thesis intends to determine the safety limits of the old structures and analyze them in the context of the current regulations and their methodology. Thus, it will then be possible to determine the safety of these structures, after being measured and calculated with the current criteria. This will allow the engineers to optimize the treatment of such a structure. This work considers the evolution of the knowledge, so constructive methods are not included. Related to the design criteria, there existed until middle of the 20th century a large number of diverse European tests and regulations, such as the Prussian norm of 1904, the Circular French Order of 1906, the Congress of Liège of 1930, as well as individual engineers’ own notes and criteria which incorporated the results of their own tests. From the second half of the 20th century, the contributions of Spanish engineers as Alfredo Páez Balaca, Eduardo Torroja and Pedro Jiménez Montoya, among others, were significant and this allowed the advancement of the criteria of the calculation of safety standards of concrete structures, many of which still exist to the present day. The design and calculation of reinforced concrete structures by the Classic Theory, was based on the ‘Critical Bending Moment’, when concrete and steel achieve their admissible tensions, that allows the best employment of materials and the best ductility. If the bending moment is major than the critical bending moment, will be necessary to introduce compression steel. After the study of the designs of many existing structures of that time by the author of this thesis, including the Historical Collections of Juan Manuel de Zafra, Eugenio Ribera and Carlos Fernandez Casado, the conclusion is that the geometric definition of the structures does not correspond exactly with the critical bending moment inherent in the structures. The parameters of these calculations changed throughout the years. The principal reason that can be outlined is that the materials were improving gradually and the number of calculated uncertainties were decreasing, thus allowing the reduction of the safety coefficients to use in the calculation. For example, concrete used a coefficient of 4 towards the end of the 19th century, which evolved to 3,57 after the publication of the Circular French Order of 1906, and then to 3 after the Spanish Instruction of 1939. In the case of the steel, a much more consistent material, the safety coefficient remained almost constant throughout the years, with a value of 2. Other reasons related to the evolution of the calculation parameters were that the tests and research undertaken by an ever-increasing number of engineers then allowed a more complete knowledge of the behavior of reinforced concrete. What is surprising is the extent of knowledge that existed about the behavior of the concrete from the outset. Engineers from the early years knew that the behavior of the concrete was non-linear, but they limited the work to a linear tension-deformation range. This was due to the difficulties of work in a non-linear range, because they did not have laboratories to test concrete, or facilities such as computers with appropriate software, something unthinkable today. These were the main reasons engineers of previous generations limited the tensions and deformations of a particular material to a known range. The modus operandi followed for the development of this thesis is the following one: -Document study: engineers’ documents, recommendations and regulations generated in this area, both from Spain or overseas, have been studied in a systematic way in accordance with the index of the document. In this process, a lack of knowledge has been detected concerning structural safety, and differences to current procedures have been identified and noted. Also, it has been necessary to adapt the notation and terminology of the Classic Theory to the current criteria, which has imposed an additional difficulty. -Development of the thesis: starting from the basic study, the next chapters of this thesis have been developed and expounded upon: o People and relevant institutions for their contribution to the knowledge about reinforced concrete structures (investigation, regulation, teaching). Determination of the mechanical properties of the materials (concrete and steel), in relation to their resistances, tension-deformation diagrams, modules of deformation, moment-curvature diagrams, etc. Included are the classic characterizations of concrete, the geometry and nature of the steel, etc. Safety formats: this is a very difficult chapter from which it is intended to provide enough information that will then allow the present day engineer to understand the criteria used in the Classic Theory and then to compare them with the current theories. Study of sections and pieces subjected to normal and tangential tensions: it intends to demonstrate the evolution in the treatment of the simple and complex flexion, shear, etc. Other aspects examined include aspects that were not very important in the Classic Theory but currently are, such as deformation and fissures. o Details of reinforcement: it includes the treatment of the adherence, the anchorage, the lapel of bars, the cut of bars, the dispositions of reinforcement depending on the geometry of the pieces and the solicitations, etc. It is a chapter of obvious importance for current engineers. The document will include an annex with the most references to the most significant experimental studies on which were based the proposals that have become a milestone in the evolution of knowledge in this area. Finally, there will be included conclusions and suggestions of future studies. A deep study of the documentation and researchers of that time has been done, juxtaposing their criteria and results with those considered relevant today, and giving a comparison between the resultant safety standards according to the Classic Theory criteria and currently used criteria. This thesis fundamentally intends to be a guide for engineers who have to treat or repair a structure constructed according to the Classic Theory criteria.