Ponències/Comunicacions de congressos
http://hdl.handle.net/2117/3260
2024-03-19T12:31:13ZNormas de explotación y planes de emergencia de presas. Experiencia empresa hidroeléctrica
http://hdl.handle.net/2117/397518
Normas de explotación y planes de emergencia de presas. Experiencia empresa hidroeléctrica
Félez Gutiérrez, Luis Eduardo; Buil Sanz, Juan Manuel
2023-12-01T10:33:18ZFélez Gutiérrez, Luis EduardoBuil Sanz, Juan ManuelPresa y central de Caruachi (Venezuela). Diseño y ensayos de las compuertas para las maniobras de desvío y cierre
http://hdl.handle.net/2117/397516
Presa y central de Caruachi (Venezuela). Diseño y ensayos de las compuertas para las maniobras de desvío y cierre
Abadía, Fernando; Quintero, Francisco; Sánchez Juny, Martí; Dolz Ripollès, Josep
El proyecto hidroeléctrico de Caruachi (Venezuela), incorpora una de-licada maniobra de desvío del río a través de 18 conductos de 9 x 5,5 mts en la parte inferior del aliviadero. En la última etapa de este proyecto estos conductos deben cerrarse mediante compuertas vagón, el caudal en los últimos conductos y en el momento del cierre alcanzará los 1.000 m3/s y la velocidad del agua en los mismos llegará a 20 m/s. Bajo estos parámetros han debido ser diseñadas y ensayadas las mencionadas compuertas. El proyecto y diseño ha sido realizado por empresas españolas y el ensayo en modelo ha sido realizado en el departamento de ingeniería hidráulica marítima y ambiental de la UPC.
2023-12-01T10:22:07ZAbadía, FernandoQuintero, FranciscoSánchez Juny, MartíDolz Ripollès, JosepEl proyecto hidroeléctrico de Caruachi (Venezuela), incorpora una de-licada maniobra de desvío del río a través de 18 conductos de 9 x 5,5 mts en la parte inferior del aliviadero. En la última etapa de este proyecto estos conductos deben cerrarse mediante compuertas vagón, el caudal en los últimos conductos y en el momento del cierre alcanzará los 1.000 m3/s y la velocidad del agua en los mismos llegará a 20 m/s. Bajo estos parámetros han debido ser diseñadas y ensayadas las mencionadas compuertas. El proyecto y diseño ha sido realizado por empresas españolas y el ensayo en modelo ha sido realizado en el departamento de ingeniería hidráulica marítima y ambiental de la UPC.La presa de la Llosa del Cavall. Estudio en modelo reducido del funcionamiento hidráulico del aliviadero y del cuenco reparador
http://hdl.handle.net/2117/390853
La presa de la Llosa del Cavall. Estudio en modelo reducido del funcionamiento hidráulico del aliviadero y del cuenco reparador
Dolz Ripollès, Josep; Berga Casafont, Luis; Da Costa Pereira, Mario
En esta comunicación se presentan los resultados obtenidos en el estudio en modelo reducido del aliviadero y cuenco amortiguador de la presa de La Llosa del Cavall, que actualmente se construye en el río Cardener (principal afluente del Llobregat). Se trata de una presa bóveda de 122 m de altura y que embalsa 80 Hm3.
El caudal punta correspondiente a una avenida de 500 años de periodo de retorno (una vez laminada por el embalse) es de 473 m3/s. Este caudal debe ser desaguado mediante un vertido libre por coronación, realizado a través de un aliviadero sin compuertas de cuatro vanos de 12 m de longitud cada uno. El vertido se produce sobre un cuenco amortiguador de 55 m de longitud y cuyo azud tiene una altura de 12 m.
Se construyó un modelo reducido a escala 1:50 que permitió estudiar el comportamiento hidraúlico del aliviadero (flujo de aproximación y curva de gasto), la geometría de la lámina vertiente, las presiones en la solera y azud del cuenco,
cuenco, así como el comportamiento global de dicho cuenco amortiguador.
La realización de este estudio motivó el inicio de una línea de trabajo cuyo objeto es el análisis del campo
el análisis del campo de presiones fluctuantes que se crea en la solera del cuenco y en la contrapresa, en el vertido libre por coronación en presas bóveda.
2023-07-14T09:11:06ZDolz Ripollès, JosepBerga Casafont, LuisDa Costa Pereira, MarioEn esta comunicación se presentan los resultados obtenidos en el estudio en modelo reducido del aliviadero y cuenco amortiguador de la presa de La Llosa del Cavall, que actualmente se construye en el río Cardener (principal afluente del Llobregat). Se trata de una presa bóveda de 122 m de altura y que embalsa 80 Hm3.
El caudal punta correspondiente a una avenida de 500 años de periodo de retorno (una vez laminada por el embalse) es de 473 m3/s. Este caudal debe ser desaguado mediante un vertido libre por coronación, realizado a través de un aliviadero sin compuertas de cuatro vanos de 12 m de longitud cada uno. El vertido se produce sobre un cuenco amortiguador de 55 m de longitud y cuyo azud tiene una altura de 12 m.
Se construyó un modelo reducido a escala 1:50 que permitió estudiar el comportamiento hidraúlico del aliviadero (flujo de aproximación y curva de gasto), la geometría de la lámina vertiente, las presiones en la solera y azud del cuenco,
cuenco, así como el comportamiento global de dicho cuenco amortiguador.
La realización de este estudio motivó el inicio de una línea de trabajo cuyo objeto es el análisis del campo
el análisis del campo de presiones fluctuantes que se crea en la solera del cuenco y en la contrapresa, en el vertido libre por coronación en presas bóveda.Extension of 2D shallow water models to hydrological modelling
http://hdl.handle.net/2117/371398
Extension of 2D shallow water models to hydrological modelling
Cea, Luis; Bladé i Castellet, Ernest; García Feal, Orlando; Sanz Ramos, Marcos; Gómez Gesteira, Moncho; Farfán Durán, Juan Fernando
In this paper we discuss some critical aspects that should be considered in order to extend and apply a numerical model based on the 2D shallow water equations(2D-SWE) to distributed hydrological modelling. We also detail the physical processes, numerical methods and High Performance Computing(HPC) techniques that have been implemented in the freely available software Iber, to enable its application to rainfall-runoff transformation and propagation at the catchment scale.The original version of Iber is coded in Fortran and it implements an unstructured finite volume solver for the 2D depth-averaged shallowwater equations to model open channel flow in rivers and is therefore representative of many 2D free surface flow models. Hydrological processes as infiltration, evapotranspiration, percolation and groundwater flow were implemented in the last version of the software. Specific numerical schemes for the discretization of the 2D-SWE in surface runoff applications were also included in the solver. A HPC version of the solver (Iber+) coded in C++ and parallelized for CPU using OpenMP and for GPU using Nvidia CUDA was also developed. After describing briefly those implementations, we present the validation of the model in two laboratory configurations, and its application to three real catchments.
2022-07-27T15:43:39ZCea, LuisBladé i Castellet, ErnestGarcía Feal, OrlandoSanz Ramos, MarcosGómez Gesteira, MonchoFarfán Durán, Juan FernandoIn this paper we discuss some critical aspects that should be considered in order to extend and apply a numerical model based on the 2D shallow water equations(2D-SWE) to distributed hydrological modelling. We also detail the physical processes, numerical methods and High Performance Computing(HPC) techniques that have been implemented in the freely available software Iber, to enable its application to rainfall-runoff transformation and propagation at the catchment scale.The original version of Iber is coded in Fortran and it implements an unstructured finite volume solver for the 2D depth-averaged shallowwater equations to model open channel flow in rivers and is therefore representative of many 2D free surface flow models. Hydrological processes as infiltration, evapotranspiration, percolation and groundwater flow were implemented in the last version of the software. Specific numerical schemes for the discretization of the 2D-SWE in surface runoff applications were also included in the solver. A HPC version of the solver (Iber+) coded in C++ and parallelized for CPU using OpenMP and for GPU using Nvidia CUDA was also developed. After describing briefly those implementations, we present the validation of the model in two laboratory configurations, and its application to three real catchments.A machine learning-based surrogate model for the identification of risk zones due to off-stream reservoir failure
http://hdl.handle.net/2117/371397
A machine learning-based surrogate model for the identification of risk zones due to off-stream reservoir failure
Silva Cancino, Nathalia; Salazar González, Fernando; Sanz Ramos, Marcos; Bladé i Castellet, Ernest
With the modification of the Regulations of the Hydraulic Public Domain of Spain in 2008, approximately 70.000 owners of off-stream reservoirs are obligated to present a classification assessment on the potential risk due to failure, which requires complex procedures. This work proposes a simplified methodology based on Machine Learning, which allows identifying risk zones at any point at the affected area based on the physical characteristics of the reservoir and the surrounding terrain. Random Forest algorithm is applied to two datasets generated with synthetic cases designed and modelled in Iber. Two methods were tested for balancing the datasets: synthetic minority over-sampling and random under-sampling. Results show high accuracy on both models, although the Random Forest model adjusted with random under-sampling presented better results for the estimation of risk zones. In conclusion, this work found that the simplified method based on Machine Learning can be a useful tool to owners and government administrations, having an equally reliable estimation than current methods and reducing the computational time and resources.
2022-07-27T15:41:04ZSilva Cancino, NathaliaSalazar González, FernandoSanz Ramos, MarcosBladé i Castellet, ErnestWith the modification of the Regulations of the Hydraulic Public Domain of Spain in 2008, approximately 70.000 owners of off-stream reservoirs are obligated to present a classification assessment on the potential risk due to failure, which requires complex procedures. This work proposes a simplified methodology based on Machine Learning, which allows identifying risk zones at any point at the affected area based on the physical characteristics of the reservoir and the surrounding terrain. Random Forest algorithm is applied to two datasets generated with synthetic cases designed and modelled in Iber. Two methods were tested for balancing the datasets: synthetic minority over-sampling and random under-sampling. Results show high accuracy on both models, although the Random Forest model adjusted with random under-sampling presented better results for the estimation of risk zones. In conclusion, this work found that the simplified method based on Machine Learning can be a useful tool to owners and government administrations, having an equally reliable estimation than current methods and reducing the computational time and resources.Modeling pressurized flow through hydraulic structures and bridges using a 2D-SWE-based model
http://hdl.handle.net/2117/371396
Modeling pressurized flow through hydraulic structures and bridges using a 2D-SWE-based model
Sanz Ramos, Marcos; López Núñez, Alejandro; Cea, Luis; Bladé i Castellet, Ernest
Two-dimensional (2D) hydraulic models solve the Shallow Water Equations (SWE) for the simulation of free surface flows. The necessity of considering in the calculations specific hydraulic structures, such as bridges, gates, weirs, culverts, etc., for representing more realistic flood scenarios, imply the integration in the 2D-SWE of empirical equations that represent the flow through these structures. These empirical equations are usually implemented as internal conditions over a 1D line, modifying the equations with which the flow is calculated in the edges of the mesh elements located at both sides of the line. This approach can be good enough for representing the hydraulic behavior in general. However, this 1D condition over a line, which only affects the element edges, is not a good approximation for simulating the hydrodynamics of pressurized flows, as it is the case of very wide bridges and lids over channelized rivers. New modelling strategies for simulating pressurized flows using the 2D-SWE, the Two-Component Pressure Approach method (TPA) and the Preissmann Slot Method (PSM), have been implemented in Iber. Both approaches were tested in a coverage of a channeled river characterized by several abrupt curvature changes and a contraction/expansion of their wide, and in a bridge located in a river reach that obstructs most of the floodplain. The TPA and PSM methods presented good numerical approaches for simulating pressurized flow for 2D-SWE-based models, fine-tuning the hydraulic behavior, and representing the most critical regions when a pressurized flow is generated in hydraulic structures.
2022-07-27T15:36:21ZSanz Ramos, MarcosLópez Núñez, AlejandroCea, LuisBladé i Castellet, ErnestTwo-dimensional (2D) hydraulic models solve the Shallow Water Equations (SWE) for the simulation of free surface flows. The necessity of considering in the calculations specific hydraulic structures, such as bridges, gates, weirs, culverts, etc., for representing more realistic flood scenarios, imply the integration in the 2D-SWE of empirical equations that represent the flow through these structures. These empirical equations are usually implemented as internal conditions over a 1D line, modifying the equations with which the flow is calculated in the edges of the mesh elements located at both sides of the line. This approach can be good enough for representing the hydraulic behavior in general. However, this 1D condition over a line, which only affects the element edges, is not a good approximation for simulating the hydrodynamics of pressurized flows, as it is the case of very wide bridges and lids over channelized rivers. New modelling strategies for simulating pressurized flows using the 2D-SWE, the Two-Component Pressure Approach method (TPA) and the Preissmann Slot Method (PSM), have been implemented in Iber. Both approaches were tested in a coverage of a channeled river characterized by several abrupt curvature changes and a contraction/expansion of their wide, and in a bridge located in a river reach that obstructs most of the floodplain. The TPA and PSM methods presented good numerical approaches for simulating pressurized flow for 2D-SWE-based models, fine-tuning the hydraulic behavior, and representing the most critical regions when a pressurized flow is generated in hydraulic structures.Discrepancies on the spilled volume in the Aznalcóllar mine disaster
http://hdl.handle.net/2117/371395
Discrepancies on the spilled volume in the Aznalcóllar mine disaster
Sanz Ramos, Marcos; Bladé i Castellet, Ernest; Dolz Ripollès, Josep
The failure of the pond that stored the tailing of the mining activity of Aznalcóllar (1998) supposed one of the most catastrophic mine disasters ever worldwide. More than 400 scientific publications, including two special issues and two reviews, attempt to clarify the causes and the environmental consequences of the spill. However, some hydraulic aspects were analysed in less detail, and nowadays several uncertainties and inconsistencies still persist. The spilled volume was officially determined to be 4.5 hm3 , and later on increased up to 6 hm3 . Despite that, in the literature this value ranges from 0.45 to 10.32 hm3 , being increased up to 14.4 hm 3 from data inferred from rating curves and the registered hydrograph. Additionally, the volume recovered during the restoration activities is also uncertain, ranging from 4.7 to 10 hm 3. Differences between the spilled and the recovered volume can be due to the natural hydrological processes. To clarify that, this paper firstly conducts a state-of-the-art review of the spilled volume of the mine disaster, and then new data is introduced and analysed aiming to get some light in this essential hydraulic parameter. To that end, photointerpretation and digital terrain analysis techniques were applied to determine the volume that could potentially be spilled, and then unpublished data of the mean discharge registered at EA90 gauge station was analysed to estimate the volume spilled. The most important findings reveal that the spill could have had a volume around 11.5 hm3 , twice the most referenced values in the literature.
2022-07-27T15:34:28ZSanz Ramos, MarcosBladé i Castellet, ErnestDolz Ripollès, JosepThe failure of the pond that stored the tailing of the mining activity of Aznalcóllar (1998) supposed one of the most catastrophic mine disasters ever worldwide. More than 400 scientific publications, including two special issues and two reviews, attempt to clarify the causes and the environmental consequences of the spill. However, some hydraulic aspects were analysed in less detail, and nowadays several uncertainties and inconsistencies still persist. The spilled volume was officially determined to be 4.5 hm3 , and later on increased up to 6 hm3 . Despite that, in the literature this value ranges from 0.45 to 10.32 hm3 , being increased up to 14.4 hm 3 from data inferred from rating curves and the registered hydrograph. Additionally, the volume recovered during the restoration activities is also uncertain, ranging from 4.7 to 10 hm 3. Differences between the spilled and the recovered volume can be due to the natural hydrological processes. To clarify that, this paper firstly conducts a state-of-the-art review of the spilled volume of the mine disaster, and then new data is introduced and analysed aiming to get some light in this essential hydraulic parameter. To that end, photointerpretation and digital terrain analysis techniques were applied to determine the volume that could potentially be spilled, and then unpublished data of the mean discharge registered at EA90 gauge station was analysed to estimate the volume spilled. The most important findings reveal that the spill could have had a volume around 11.5 hm3 , twice the most referenced values in the literature.Iber V3. 6. Módulo de transporte de sedimento de fondo para mezclas
http://hdl.handle.net/2117/363122
Iber V3. 6. Módulo de transporte de sedimento de fondo para mezclas
Bladé i Castellet, Ernest
En este apartado se presenta el módulo de transporte de fondo para material no uniforme, es decir, cuando el sedimento transportado por un río no puede caracterizarse por un único diámetro. Es un hecho que un río que es alimentado con sedimento con distinto tamaño de grano, tiene la capacidad de clasificarlo. Esto es especialmente significativo en los ríos con lecho formado por una mezcla de gravas y arenas, pero también ocurre para otros tamaños, como pueden ser bolos, o gravas con distintos tamaños característicos. Esta clasificación acaba resultando en que para muchos ríos el fondo se encuentra formado por estratos con distintas granulometrías, con su interfaz sensiblemente horizontal, y una capa de sedimento grueso (coraza) en su parte superior. Los aspectos relacionados con la variedad de diámetros de sedimento de un río tienen repercusiones importantes en distintas facetas de la ingeniería de ríos, como pueden ser las restauraciones fluviales, la preservación de hábitos, la propia evolución geomorfológica del río o en la interacción entre el material transportado por el fondo y las estructuras construidas en el mismo.
2022-02-25T17:47:17ZBladé i Castellet, ErnestEn este apartado se presenta el módulo de transporte de fondo para material no uniforme, es decir, cuando el sedimento transportado por un río no puede caracterizarse por un único diámetro. Es un hecho que un río que es alimentado con sedimento con distinto tamaño de grano, tiene la capacidad de clasificarlo. Esto es especialmente significativo en los ríos con lecho formado por una mezcla de gravas y arenas, pero también ocurre para otros tamaños, como pueden ser bolos, o gravas con distintos tamaños característicos. Esta clasificación acaba resultando en que para muchos ríos el fondo se encuentra formado por estratos con distintas granulometrías, con su interfaz sensiblemente horizontal, y una capa de sedimento grueso (coraza) en su parte superior. Los aspectos relacionados con la variedad de diámetros de sedimento de un río tienen repercusiones importantes en distintas facetas de la ingeniería de ríos, como pueden ser las restauraciones fluviales, la preservación de hábitos, la propia evolución geomorfológica del río o en la interacción entre el material transportado por el fondo y las estructuras construidas en el mismo.Iber V3. Módulo de drenaje urbano
http://hdl.handle.net/2117/363121
Iber V3. Módulo de drenaje urbano
Bladé i Castellet, Ernest
El flujo de agua en zona urbana presenta una complejidad considerable respecto el flujo en zona no urbano. En primer lugar, el agua puede circular por la superficie (sistema de drenaje mayor) y/o por la red de colectores, (sistema de drenaje menor) pero, por otro lado, en la segunda, el flujo puede ser en lámina libre o a presión. En el subsuelo, en los colectores y en las uniones de una red de alcantarillado ocurren fenómenos hidráulicos complejos. La interacción entre el sistema de drenaje mayor (tejados, calles, áreas verdes, áreas grises, canales naturales y canales artificiales, etc.) y el sistema de drenaje menor (colectores, uniones, compuertas, etc.), conocida como drenaje urbano dual se realiza en los puntos físicos correspondientes a la localización espacial de los elementos de captación (fuentes y sumideros). Desde el punto de vista numérico, para la resolución de las ecuaciones de flujo en lámina libre en una dimensión, las ecuaciones de flujo en presión (tanto en una dimensión como en dos) y las ecuaciones de aguas poco profundas en dos dimensiones, se emplean esquemas numéricos en volúmenes finitos, capaces de calcular discontinuidades y frentes de onda en la solución, sin necesidad de técnicas adicionales.
2022-02-25T17:44:55ZBladé i Castellet, ErnestEl flujo de agua en zona urbana presenta una complejidad considerable respecto el flujo en zona no urbano. En primer lugar, el agua puede circular por la superficie (sistema de drenaje mayor) y/o por la red de colectores, (sistema de drenaje menor) pero, por otro lado, en la segunda, el flujo puede ser en lámina libre o a presión. En el subsuelo, en los colectores y en las uniones de una red de alcantarillado ocurren fenómenos hidráulicos complejos. La interacción entre el sistema de drenaje mayor (tejados, calles, áreas verdes, áreas grises, canales naturales y canales artificiales, etc.) y el sistema de drenaje menor (colectores, uniones, compuertas, etc.), conocida como drenaje urbano dual se realiza en los puntos físicos correspondientes a la localización espacial de los elementos de captación (fuentes y sumideros). Desde el punto de vista numérico, para la resolución de las ecuaciones de flujo en lámina libre en una dimensión, las ecuaciones de flujo en presión (tanto en una dimensión como en dos) y las ecuaciones de aguas poco profundas en dos dimensiones, se emplean esquemas numéricos en volúmenes finitos, capaces de calcular discontinuidades y frentes de onda en la solución, sin necesidad de técnicas adicionales.Pipe life prognosis in water distribution networks using reliable data-based approaches
http://hdl.handle.net/2117/356558
Pipe life prognosis in water distribution networks using reliable data-based approaches
Henry González, David; Sun, Congcong; Vendrell Gallart, Joan; Puig Cayuela, Vicenç; Bonet Gil, Enrique
The assessment and prognosis of pipe life in water distribution networks has great potential in optimizing asset investment and protecting water resources. In the state-of-the-art, most of the research work about pipe life assessment focuses on revealing associated variables and regulations for the occurrence of pipe failures, which has scientific value but still far from assisting water industry directly in real operation. In order to provide a pipe life assessment and prognosis approach with practical significance, this paper presents: 1) a comparable approach to quantify impact of different factors (mainly age, material and diameter) on the occurrence of pipe failures using statistical reliability model based on cumulative Weibull distribution and survival model based on neural networks; 2) a prognosis method for the remaining useful life of pipes using the survival algorithm; 3) a maintenance and renewal plan of the network to assist daily operation of water operators by means of a checklist including risk levels (low, medium, high) under different factor ranges. The Barcelona water distribution network is used as a real life case study, demonstrating how the proposed approaches can be used.
2021-11-16T15:46:07ZHenry González, DavidSun, CongcongVendrell Gallart, JoanPuig Cayuela, VicençBonet Gil, EnriqueThe assessment and prognosis of pipe life in water distribution networks has great potential in optimizing asset investment and protecting water resources. In the state-of-the-art, most of the research work about pipe life assessment focuses on revealing associated variables and regulations for the occurrence of pipe failures, which has scientific value but still far from assisting water industry directly in real operation. In order to provide a pipe life assessment and prognosis approach with practical significance, this paper presents: 1) a comparable approach to quantify impact of different factors (mainly age, material and diameter) on the occurrence of pipe failures using statistical reliability model based on cumulative Weibull distribution and survival model based on neural networks; 2) a prognosis method for the remaining useful life of pipes using the survival algorithm; 3) a maintenance and renewal plan of the network to assist daily operation of water operators by means of a checklist including risk levels (low, medium, high) under different factor ranges. The Barcelona water distribution network is used as a real life case study, demonstrating how the proposed approaches can be used.