On the effects of windbreaks on the aerodynamic loads over parabolic solar troughs

Parabolic reflectors, also known as parabolic troughs, are widely used in solar thermal power plants. This kind of power plants is usually located on desert climates, where the combined action of wind and dust can be of paramount importance. In some cases it becomes necessary to protect these devices from the joined wind and sand action, which is normally accomplished through solid windbreaks. In this paper the results of a wind tunnel test campaign, of a scale parabolic trough row having different windward windbreaks, are reported. The windbreaks herein considered consist of a solid wall with an upper porous fence. Different geometrical configurations, varying the solid wall height and the separation between the parabolic trough row and the windbreak have been considered. From the measured time series, both the mean and peak values of the aerodynamic loads were determined. As it would be expected, mean aerodynamic drag, as well as peak values, decrease as the distance between the windbreak and the parabolic increases, and after a threshold value, such drag loads increase with the distance.

Vortex-induced vibrations on bridges : the interaction mechanism in complex sections and a new proposed semi-empirical model

El presente trabajo de investigación se ocupa del estudio de las vibraciones verticales inducidas por vórtices (VIV) en aquellos puentes que, por sus características geométricas y propiedades dinámicas, muestran cierta sensibilidad este tipo de fenómeno aeroelástico. El objeto principal es el análisis del mecanismo de interacción viento-estructura sobre secciones no fuseladas de geometría simple, con objeto de realizar una adecuada caracterización del problema y poder abordar posteriormente el análisis de otras secciones de geometría más compleja, representativas de los principales elementos estructurales de los puentes, como arcos, tableros, torres y pilas. Este aspecto es fundamental durante la fase de diseño del puente, donde deberán tenerse en cuenta también una serie de detalles que pueden influir significativamente su sensibilidad ante problemas aerodinámicos, como la morfología y dimensiones principales de la sección transversal del tablero, la disposición de barreras de seguridad y barreras cortaviento, o las riostras que unen diferentes elementos estructurales. La configuración de dos elementos en tándem o la construcción de un puente en las inmediaciones de otro existente son otros aspectos a considerar respecto a la sensibilidad frente a efectos aeroelásticos. El estudio se ha llevado a cabo principalmente mediante la implementación de simulaciones numéricas que reproducen la interacción entre la corriente de aire y secciones representativas de modelos estructurales, a partir de un código CFD basado en el método de las partículas de vórtices (VPM), siguiendo por tanto un esquema Lagrangiano. Los resultados han sido validados con datos experimentales existentes, valores procedentes de ensayos en túnel de viento y registros reales a partir de diferentes casos de estudio: Alconétar (2006), Niterói (1980), Trans- Tokyo Bay (1995) y Volgogrado (2010). Finalmente, se propone un modelo semi-empírico para la estimación del rango de velocidades críticas y amplitudes de oscilación basado en la utilización de las derivadas de flameo de Scanlan, y la densidad espectral de las fuerzas aerodinámicas en el dominio de la frecuencia. The present research work concerns the study of vertical vortex-induced vibrations (VIV) in bridges which show certain sensitivity to this type of aeroelastic phenomenon. It focuses on the analysis of the wind-structure interaction mechanism on bluff sections, with the objective of making a good characterisation of the problem and subsequently addressing the analysis of sections with a complex geometry, which are representative of the bridge structural elements, such as arches, decks, towers and piers. This issue is of relative importance during the bridge design phase, since minor details of the aforementioned elements can significantly influence its sensitivity to aerodynamic problems. The shape and main dimensions of the deck cross section, the addition of safety barriers and windshields, the presence of braces to enhance the structure mechanical properties, the utilisation of cross sections in tandem arrangement, or the erection of a new bridge in the vicinity of another existing one are some of the aspects to be considered regarding the sensitivity to the aeroelastic effects. The study has been carried out mainly through the implementation of numerical simulations that reproduces the interaction between the airflow and the representative cross section of a structural bridge model, by the use of a CFD code based on the vortex particle method (VPM), thus following a Lagrangian scheme. The results have been validated with existing experimental data, values from wind tunnel tests and full scale observations from the different case studies: Alconétar (2006), Niterói (1980), Trans-Tokyo Bay (1995) and Volgograd (2010). Finally, a new semi-empirical model is proposed for the estimation of the critical wind velocity ranges and oscillation amplitudes based on the use of the Scanlan’s flutter derivatives and the power spectral density of aerodynamic force time history in the frequency domain.

Análisis teórico de la variación aleatoria de los esfuerzos de montaje de los cables en los puentes atirantados

Los puentes atirantados son una de las tipologías estructurales con mas desarrollo en los últimos años ya que cuentan con un ámbito de aplicación que se ha extendido en gran medida, llegando hasta el rango de luces de más de 1000 m. Por otra parte, para el caso de luces medias, este tipo de puentes aporta unas características resistentes y formales que los hacen muy adecuados en gran número de situaciones. Simultaneamente al importante número de realizaciones llevadas a cabo con esta tipología en los últimos años, se ha producido un gran desarrollo del conocimiento teórico de diferentes aspectos técnicos específicos de estos puentes, tanto a nivel de su comportamiento estructural como de la simulación y mejora de sus procesos constructivos. Estos desarrollos se han producido en gran parte gracias al avance en las capacidad de computación disponible hoy en día con los numerosos y cada vez más sofisticados programas comerciales de cálculo estructural, los cuales permiten la realización de análisis que hasta hace poco tiempo eran muy complicados de desarrollar. Una de las principales características de este tipo de estructuras, además de su elevado hiperestatismo, es la importancia del proceso constructivo, y en concreto del proceso de tesado de los cables, a la hora de conseguir alcanzar una situación final con la estructura en servicio que cumpla los requisitos establecidos a priori. Por este motivo se han llevado a cabo bastantes investigaciones orientadas a la optimización de los axiles a aplicar a los cables en el momento de su colocación y en su situación final. Parte de estos análisis se han centrado en particular en la posible influencia de ciertos parámetros geométricos y mecánicos aleatorios sobre los esfuerzos provocados sobre la estructura. Por otra parte, el propio comportamiento resistente de un tirante introduce ciertas incertidumbres en los formatos de seguridad asociados a los esfuerzos generados sobre ellos, en concreto en relación a la dependencia de estas fuerzas respecto de las cargas permanentes y a su consideración a nivel de coeficientes de seguridad asociados a dichas acciones. En vista de estos aspectos particulares se ha procedido a desarrollar la investigación que se expone a continuación, en la que se ha pretendido obtener un conocimiento adicional de algunos de estos aspectos para así poder contrastar la validez de las hipótesis que hoy en día son establecidas por la normativa vigente. De esta forma el planteamiento adoptado en esta tesis ha sido en primer lugar proponer un método novedoso de introducción de errores aleatorios sobre los esfuerzos o deformaciones de tesado de los cables, de tal manera que se pueda aplicar dicha técnica a distintas tipologías de puentes atirantados. Se pretende con ello conocer la influencia de dichos errores sobre el comportamiento de estas estructuras y valorar la magnitud de las desviaciones finalmente creadas respecto de la situación teórica. Una vez conocida la implicación que supone la aleatoriedad aplicada en la colocación de los tirantes, tanto cualitativa como cuantitativamente, se ha procedido a realizar un análisis de las consecuencias respecto de los formatos de seguridad que de estos datos se deducen. Señalar que esta tesis se ha centrado en el caso concreto de puentes atirantados construidos por voladizos sucesivos y con tableros de hormigón, dado el gran numero de puentes ejecutados con estas características, y con el objetivo de concentrar el estudio realizado en una tipología particular, pero de gran aplicación. Cable-stayed bridges represent one of the most developed structural typologies being used recently as it has a span range that can extend beyond 1000m. Furthermore, when it comes to bridges that span to a medium range we could say their shape and resistance are features that make this kind of bridge suitable for many different applications. Moreover, due to this type of bridge being used newly more extensively it has allowed for a better understanding of the theoretical knowledge of the various technical aspects both at a structural and simulation level in order to improve the constructions process of this type of bridge. Knowledge and development of these bridges can be attributed to the increasing apprehension of I.T. skills and the development of more advanced computer software with regards to structural calculations. The latter can aide more demanding analysis that was previously difficult to ascertain Defining features of this type of structure, besides its hyper static attributes, is the importance of the construction process, namely the cable tensioning process, which determines whether the requirements set out in the construction process will be met once the bridge is finished and traffic loads are applied. This is why much research has been conducted into the optimization of the axial forces to be applied to the cables. Focus, of part of this research, goes into the possible influences of random geometrical and mechanical parametres on the forces applied to the structure. We have therefore proceeded to develop research in which we have tried to gain more in depth knowledge which considers these aspects so that we can validate the hypothesis which are currently established in the regulations Firstly, the purpose of this thesis is to provide a new method to introduce random errors on the forces or deformations of cable tensioning so that this technique can be extended to various models of cable-staying bridges. It is important to highlight that this thesis has focused on cable-stayed bridges built through the balanced cantilever method and with concrete girders and considering there are many actual bridges with these characteristics the research has focused on a specific yet extensively applied method.

Long liquid bridges aboard sounding rockets

Large free liquid volumes, 30 mm in diameter and 80 mm long, anchored to coaxial discs, have been achieved during a sounding-rocket flight. As these flights provide some six minutes of microgravity and the formation of the liquid column takes only a matter of seconds, ample time is left for experimentation. The results of these trials are presented, and the equipment used to obtain them is briefly described.

The influence of the outer bath in the dynamics of axisymmetric liquid bridges

The main effects on the dynamics of a liquid bridge due to the presence of an outer liquid, as occur in experiments using the Plateau-tank technique, are considered. The one-dimensional nonlinear model developed here allows us to perform the computation of both breaking processes and oscillatory motions of slender liquid bridges, although in this paper only the results concerning breaking processes are reported. Additionally,the oscillatory motions are studied both experimentally and by using a new linear model. Results from both sources show good agreement

Aerodynamic external pressure loads on a semi-circular bluff body under wind gusts

This brief communication concerns the unsteady aerodynamic external pressure loads acting on a semi-circular bluff body lying on a floor under wind gusts and describes the theoretical model, experimental setup, and experimental results obtained. The experimental setup is based on an open circuit, closed test section, low speed wind tunnel, which includes a sinusoidal gust generating mechanism, designed and built at the Instituto de Microgravedad “Ignacio Da Riva” of the Universidad Politécnica de Madrid (IDR/UPM). Based on the potential flow theory, a theoretical model has been proposed to analyse the problem, and experimental tests have been performed to study the unsteady aerodynamic loads on a semi-circular bluff body. By fitting the theoretical model predictions with the experimental results, influencing parameters of the unsteady aerodynamic loads are ascertained. The values of these parameters can help in clarifying the phenomenon of the external pressure loads on semi-circular bluff body under various gust frequencies. The theoretical model proposed allows the pressure variation to be split into two contributions, a quasi-steady term and an unsteady term with a simple physical meaning

Comparación de un nuevo método de aceleración de análisis dinámicos con métodos de reducción de modelos

La dinámica estructural estudia la respuesta de una estructura ante cargas o fenómenos variables en el tiempo. En muchos casos, estos fenómenos requieren realizar análisis paramétricos de la estructura considerando una gran cantidad de configuraciones de diseño o modificaciones de la estructura. Estos cambios, ya sean en fases iniciales de diseño o en fases posteriores de rediseño, alteran las propiedades físicas de la estructura y por tanto del modelo empleado para su análisis, cuyo comportamiento dinámico se modifica en consecuencia. Un caso de estudio de este tipo de modificaciones es la supervisión de la integridad estructural, que trata de identificar la presencia de daño estructural y prever el comportamiento de la estructura tras ese daño, como puede ser la variación del comportamiento dinámico de la estructura debida a una delaminación, la aparición o crecimiento de grieta, la debida a la pérdida de pala sufrida por el motor de un avión en vuelo, o la respuesta dinámica de construcciones civiles como puentes o edificios frente a cargas sísmicas. Si a la complejidad de los análisis dinámicos requeridos en el caso de grandes estructuras se añade la variación de determinados parámetros en busca de una respuesta dinámica determinada o para simular la presencia de daños, resulta necesario la búsqueda de medios de simplificación o aceleración del conjunto de análisis que de otra forma parecen inabordables tanto desde el punto de vista del tiempo de computación, como de la capacidad requerida de almacenamiento y manejo de grandes volúmenes de archivos de datos. En la presente tesis doctoral se han revisado los métodos de reducción de elementos .nitos más habituales para análisis dinámicos de grandes estructuras. Se han comparado los resultados de casos de estudio de los métodos más aptos, para el tipo de estructuras y modificaciones descritas, con los resultados de aplicación de un método de reducción reciente. Entre los primeros están el método de condensación estática de Guyan extendido al caso con amortiguamiento no proporcional y posteriores implementaciones de condensaciones dinámicas en diferentes espacios vectoriales. El método de reducción recientemente presentado se denomina en esta tesis DACMAM (Dynamic Analysis in Complex Modal space Acceleration Method), y consiste en el análisis simplificado que proporciona una solución para la respuesta dinámica de una estructura, calculada en el espacio modal complejo y que admite modificaciones estructurales. El método DACMAM permite seleccionar un número reducido de grados de libertad significativos para la dinámica del fenómeno que se quiere estudiar como son los puntos de aplicación de la carga, localizaciones de los cambios estructurales o puntos donde se quiera conocer la respuesta, de forma que al implementar las modificaciones estructurales, se ejecutan los análisis necesarios sólo de dichos grados de libertad sin pérdida de precisión. El método permite considerar alteraciones de masa, rigidez, amortiguamiento y la adición de nuevos grados de libertad. Teniendo en cuenta la dimensión del conjunto de ecuaciones a resolver, la parametrización de los análisis no sólo resulta posible, sino que es también manejable y controlable gracias a la sencilla implementación del procedimiento para los códigos habituales de cálculo mediante elementos .nitos. En el presente trabajo se muestra la bondad y eficiencia del método en comparación con algunos de los métodos de reducción de grandes modelos estructurales, verificando las diferencias entre sí de los resultados obtenidos y respecto a la respuesta real de la estructura, y comprobando los medios empleados en ellos tanto en tiempo de ejecución como en tamaño de ficheros electrónicos. La influencia de los diversos factores que se tienen en cuenta permite identificar los límites y capacidades de aplicación del método y su exhaustiva comparación con los otros procedimientos. ABSTRACT Structural dynamics studies the response of a structure under loads or phenomena which vary over time. In many cases, these phenomena require the use of parametric analyses taking into consideration several design configurations or modifications of the structure. This is a typical need in an engineering o¢ ce, no matter the structural design is in early or final stages. These changes modify the physical properties of the structure, and therefore, the finite element model to analyse it. A case study, that exempli.es this circumstance, is the structural health monitoring to predict the variation of the dynamical behaviour after damage, such as a delaminated structure, a crack onset or growth, an aircraft that suffers a blade loss event or civil structures (buildings or bridges) under seismic loads. Not only large structures require complex analyses to appropriately acquire an accurate solution, but also the variation of certain parameters. There is a need to simplify the analytical process, in order to bring CPU time, data .les, management of solutions to a reasonable size. In the current doctoral thesis, the most common finite element reduction methods for large structures are reviewed. Results of case studies are compared between a recently proposed method, herein named DACMAM (Dynamic Analysis in Complex Modal space Acceleration Method), and different condensation methods, namely static or Guyan condensation and dynamic condensation in different vectorial spaces. All these methods are suitable for considering non-classical damping. The reduction method DACMAM consist of a structural modification in the complex modal domain which provides a dynamic response solution for the reduced models. This process allows the selection of a few degrees of freedom that are relevant for the dynamic response of the system. These d.o.f. are the load application points, relevant structural points or points in which it is important to know the response. Consequently, an analysis with structural modifications implies only the calculation of the dynamic response of the selected degrees of freedom added, but with no loss of information. Therefore, mass, stiffness or damping modifications are easily considered as well as new degrees of freedom. Taking into account the size of the equations to be solved, the parameterization of the dynamic solutions is not only possible, but also manageable and controllable due to the easy implementation of the procedure in the standard finite element solvers. In this thesis, the proposed reduction method for large structural models is compared with other published model order reduction methods. The comparison shows and underlines the efficiency of the new method, and veri.es the differences in the response when compared with the response of the full model. The CPU time, the data files and the scope of the parameterization are also addressed.

Contribución del tablero y de la subestructura frente al pandeo global de pilas esbeltas de hormigón armado : determinación simplificada de una "coacción equivalente"

Las pilas de los puentes son elementos habitualmente verticales que, generalmente, se encuentran sometidos a un estado de flexión compuesta. Su altura significativa en muchas ocasiones y la gran resistencia de los materiales constituyentes de estos elementos – hormigón y acero – hace que se encuentren pilas de cierta esbeltez en la que los problemas de inestabilidad asociados al cálculo en segundo orden debido a la no linealidad geométrica deben ser considerados. Además, la mayoría de las pilas de nuestros puentes y viaductos están hechas de hormigón armado por lo que se debe considerar la fisuración del hormigón en las zonas en que esté traccionado. Es decir, el estudio del pandeo de pilas esbeltas de puentes requiere también la consideración de un cálculo en segundo orden mecánico, y no solo geométrico. Por otra parte, una pila de un viaducto no es un elemento que pueda considerarse como aislado; al contrario, su conexión con el tablero hace que aparezca una interacción entre la propia pila y aquél que, en cierta medida, supone una cierta coacción al movimiento de la propia cabeza de pila. Esto hace que el estudio de la inestabilidad de una pila esbelta de un puente no puede ser resuelto con la “teoría del pandeo de la pieza aislada”. Se plantea, entonces, la cuestión de intentar definir un procedimiento que permita abordar el problema complicado del pandeo de pilas esbeltas de puentes pero empleando herramientas de cálculo no tan complejas como las que resuelven “el pandeo global de una estructura multibarra, teniendo en cuenta todas las no linealidades, incluidas las de las coacciones”. Es decir, se trata de encontrar un procedimiento, que resulta ser iterativo, que resuelva el problema planteado de forma aproximada, pero suficientemente ajustada al resultado real, pero empleando programas “convencionales” de cálculo que sean capaces de : - por una parte, en la estructura completa: o calcular en régimen elástico lineal una estructura plana o espacial multibarra compleja; - por otra, en un modelo de una sola barra aislada: o considerar las no linealidades geométricas y mecánicas a nivel tensodeformacional, o considerar la no linealidad producida por la fisuración del hormigón, o considerar una coacción “elástica” en el extremo de la pieza. El objeto de este trabajo es precisamente la definición de ese procedimiento iterativo aproximado, la justificación de su validez, mediante su aplicación a diversos casos paramétricos, y la presentación de sus condicionantes y limitaciones. Además, para conseguir estos objetivos se han elaborado unos ábacos de nueva creación que permiten estimar la reducción de rigidez que supone la fisuración del hormigón en secciones huecas monocajón de hormigón armado. También se han creado unos novedosos diagramas de interacción axil-flector válidos para este tipo de secciones en flexión biaxial. Por último, hay que reseñar que otro de los objetivos de este trabajo – que, además, le da título - era cuantificar el valor de la coacción que existe en la cabeza de una pila debido a que el tablero transmite las cargas de una pila al resto de los integrantes de la subestructura y ésta, por tanto, colabora a reducir los movimientos de la cabeza de pila en cuestión. Es decir, la cabeza de una pila no está exenta lo cual mejora su comportamiento frente al pandeo. El régimen de trabajo de esta coacción es claramente no lineal, ya que la rigidez de las pilas depende de su grado de fisuración. Además, también influye cómo las afecta la no linealidad geométrica que, para la misma carga, aumenta la flexión de segundo orden de cada pila. En este documento se define cuánto vale esta coacción, cómo hay que calcularla y se comprueba su ajuste a los resultados obtenidos en el l modelo no lineal completo. The piers of the bridges are vertical elements where axial loads and bending moments are to be considered. They are often high and also the strength of the materials they are made of (concrete and steel) is also high. This means that slender piers are very common and, so, the instabilities produced by the second order effects due to the geometrical non linear effects are to be considered. In addition to this, the piers are usually made of reinforced concrete and, so, the effects of the cracking of the concrete should also be evaluated. That is, the analysis of the instabilities of te piers of a bridge should consider both the mechanical and the geometrical non linearities. Additionally, the pier of a bridge is not a single element, but just the opposite; the connection of the pier to the deck of the bridge means that the movements of the top of the pier are reduced compared to the situation of having a free end at the top of the pier. The connection between the pier and the deck is the reason why the instability of the pier cannot be analysed using “the buckling of a compressed single element method”. So, the question of defining an approximate method for analysing the buckling of the slender piers of a bridge but using a software less complex than what it is needed for analysing the “ global buckling of a multibeam structure considering all t”, is arisen. Then, the goal should be trying to find a procedure for analysing the said complex problem of the buckling of the slender piers of a bridge using a simplified method. This method could be an iterative (step by step) procedure, being accurate enough, using “normal” software having the following capabilities: - Related to the calculation of the global structure o Ability for calculating a multibesam strucutre using elastic analysis. - Related to the calculation of a single beam strcuture:: o Ability for taking into account the geometrical and mechanical () non linearities o Ability for taking into account the cracking of the concrete. o Ability for using partial stiff constraints (elastic springs) at the end of the elements One of the objectives of this document is just defining this simplified methodology, justifying the accuracy of the proposed procedure by using it on some different bridges and presenting the exclusions and limitations of the propose method. In addition to this, some new charts have been created for calculating the reduction of the stiffness of hollow cross sections made of reinforced concrete. Also, new charts for calculating the reinforcing of hollow cross sections under biaxial bending moments are also included in the document. Finally, it is to be said that another aim of the document – as it is stated on the title on the document – is defining the value of the constraint on the top of the pier because of the connection of the pier to the deck .. and to the other piers. That is, the top of the pier is not a free end of a beam and so the buckling resistance of the pier is significantly improved. This constraint is a non-elastic constraint because the stiffness of each pier depends on the level of cracking. Additionally, the geometrical non linearity is to be considered as there is an amplification of the bending moments due to the increasing of the movements of the top of the pier. This document is defining how this constraints is to be calculated; also the accuracy of the calculations is evaluated comparing the final results with the results of the complete non linear calculations

Minimum volume of long liquid bridges between noncoaxial, nonequal diameter circular disks under lateral acceleration

The stability limit of minimum volume and the breaking dynamics of liquid bridges between nonequal, noncoaxial, circular supporting disks subject to a lateral acceleration were experimentally analyzed by working with liquid bridges of very small dimensions. Experimental results are compared with asymptotic theoretical predictions, with the agreement between experimental results and asymptotic ones being satisfactory

Vehicle induced loads on pedestrian barriers

This paper is a continuation of a previous one, Sanz-Andrés, Santiago-Prowald, Baker and Quinn (J. Wind Eng. Ind. Aerodyn. 91 (2003) 925) concerning the loads generated on a structural panel (traffic sign) by vehicle running along the road, although obviously, the results are also applicable to the effects of other moving vehicles such as trains. The structural panel was modelized as a large plate whose largest dimension is perpendicular to the vehicle motion direction. In this paper a similar approach is used to develop a mathematical model for the vehicle-induced load on pedestrian barriers, modelized as a large plate whose largest dimension is parallel to the vehicle motion direction. The purpose of the work is to develop a model simple enough to give analytical results, although with the physical phenomena correctly accounted for, such as to be able to explain, at least qualitatively, the main characteristics of the phenomenon, as observed in the experiments performed by Quinn et al. (J. Wind Eng. Ind. Aerodyn. 89 (2001) 831). Actually, in spite of the model simplicity, results of the theoretical model show a reasonable good quantitative agreement with the experimental results. The aim of this and previous publications is to provide to the transport infrastructure community with some simple tools that can help to explain, and in some cases also to compute, the unsteady loading produced by moving vehicles on persons and installations placed close to the roads or tracks.

Vehicle-induced loads on traffic sign panels

The determination of the loads on traffic sign panels in the current standards does not, in general, take into account the vehicle-induced loads, as explained by Quinn, Baker and Wright (QBW in what follows) (J. Wind Eng. Ind. Aerodyn. 89 (2001) 831). On the other hand, a report from Cali and Covert (CC) (J. Wind Eng. Ind. Aerodyn. 84 (2000) 87) indicates that in highway sign support structures, vehicle-induced loads have led to premature failures in some cases. The aim of this paper is to present a mathematical model for the vehicle-induced load on a flat sign panel, simple enough to give analytical results, but able to explain the main characteristics of the phenomenon. The results of the theoretical model help to explain the behaviour observed in the experiments performed in previous studies.

Spacecraft launch depressurization loads

The pressure variation inside the launch vehicle fairing during climb through the atmosphere induces structural loads on the walls of closed-type spacecrafts or equipment boxes. If the evacuation of the air is not fast enough, excessive pressure loading can result in damage of elements exposed to the rising pressure jump, which depends mainly on the geometry of venting holes, the effective volume of air to be evacuated, and the characteristic time of pressure variation under the fairing. A theoretical study of the reservoir discharge forced by the fairing time-dependent pressure variation is presented. The basic mathematical model developed can yield both a numerical solution for the pressure jump and an asymptotic solution for the most relevant case, the small-prcssurc-jump limit, showing the dependence on a single nondimensional parameter: the ratio of the reservoir discharge to the fairing pressure profile characteristic times. The asymptotic solution validity range upper limit, obtained by comparison with the numerical solution, is determined by the starting of choked operation. Very high sensitivity of the maximum pressure jump to the ratio of characteristic times has been observed. Another relevant finding is that the pressure profiles for different launchers can be considered similar when rewritten in appropriate form and only their characteristic times are required for the analysis. The simple expressions of the asymptotic solution are a useful tool for preliminarily sizing the reservoir discharge geometry and estimating depressurization loads

Parenting and survival in anthropoid primates: Caretakers live longer

Most anthropoid primates are slow to develop, their offspring are mostly single births, and the interbirth intervals are long. To maintain a stable population, parents must live long enough to sustain the serial production of a sufficient number of young to replace themselves while allowing for the death of offspring before they can reproduce. However, in many species there is a large differential between the sexes in the care provided to offspring. Therefore, we hypothesize that in slowly developing species with single births, the sex that bears the greater burden in the care of offspring will tend to survive longer. Males are incapable of gestating infants and lactating, but in several species fathers carry their offspring for long periods. We predict that females tend to live longer than males in the species where the mother does most or all of the care of offspring, that there is no difference in survival between the sexes in species in which both parents participate about equally in infant care, and that in the species where the father does a greater amount of care than the mother, males tend to live longer. The hypothesis is supported by survival data for males and females in anthropoid primate species.

Imaging of H217O distribution in the brain of a live rat by using proton-detected 17O MRI

Imaging of H217O has a number of important applications. Mapping the distribution of H217O produced by oxidative metabolism of 17O-enriched oxygen gas may lead to a new method of metabolic functional imaging; regional cerebral blood flow also can be measured by measuring the H217O distribution after the injection of 17O-enriched physiological saline solution. Previous studies have proposed a method for indirect detection of 17O. The method is based on the shortening of the proton T2 in H217O solutions, caused by the residual 17O-1H scalar coupling and transferred to the bulk water via fast chemical exchange. It has been shown that the proton T2 of H217O solutions can be restored to that of H216O by irradiating the resonance frequency of the 17O nucleus. The indirect 17O image thus is obtained by taking the difference between two T2-weighted spin-echo images: one acquired after irradiation of the 17O resonance and one acquired without irradiation. It also has been established that, at relatively low concentrations of H217O, the indirect method yields an image that quantitatively reflects the H217O distribution in the sample. The method is referred to as PRIMO (proton imaging of oxygen). In this work, we show in vivo proton images of the H217O distribution in a rat brain after an i.v. injection of H217O-enriched physiological saline solution. Implementing the indirect detection method in an echo-planar imaging sequence enabled obtaining H217O images with good spatial and temporal resolution of few seconds.