El presente trabajo busca mostrar la diferencia entre el caudal máximo diario anual y el caudal anual máximo instantáneo. Esto, porque el primero es el dato que se obtiene en la mayoría de estaciones de medición de caudal en todo el país y el segundo es el que se obtiene mediante estructuras hidráulicas que permiten medir el caudal en todo momento evitando el efecto de la socavación que genera el agua al escurrir por terrenos naturales proclives a esta. Se demostrará porque estos datos se deben considerar en la determinación de los caudales de diseño extremos de las estructuras hidráulicas. Se analizará y comparará ambos resultados y se explicará el por qué es importante trabajar con el caudal instantáneo en vez del máximo medio diario anual. Se justificará por qué a pesar de que el caudal anual máximo instantáneo es mucho más difícil de obtener, a largo plazo resulta más provechoso de utilizar. Se expondrá por qué el registro de caudal máximo diario anual el que tienen a disposición los ingenieros en la gran mayoría de ríos del litoral de nuestro país. Se demostrará que la diferencia entre ambos genera un error que representa un verdadero riesgo para el diseñador de infraestructura hídrica que basa sus cálculos en un registro que podría resultar peligroso pues puede estar subestimado. / This work seeks to show the difference between the annual maximum daily flow and the instantaneous maximum annual flow. This is because the first is the data obtained in most of the flow measurement stations throughout the country and the second is obtained by measurements of hydraulic structures that allow the flow to be measured at all times avoiding the effect of the undermining that generates water by draining through natural lands. It will be demonstrated why these data should be considered in determining the extreme design flow rates of hydraulic structures. Both results will be analyzed and compared and it will be explained why it is important to work with the instantaneous flow rate instead of the maximum annual average daily. It will be justified why although the maximum instantaneous annual flow is much more difficult to obtain, in the long term it is more profitable to use. It will be explained why the annual maximum daily flow record available to engineers in the vast majority of rivers along the coast of our country. It will be shown that the difference between the two generates an error that represents a real risk for the water infrastructure designer who bases his calculations on a record that could be dangerous and it may be underestimated. / Tesis

Cypress Creek is an under researched sub-watershed of the larger Cache River system located in Southern Illinois and is managed by the Cypress Creek National Wildlife Refuge (CCNWR). In 1996, the Cypress Creek Watershed and its encompassing wetlands were listed under the United Nations Education, Scientific, and Cultural Organization (UNESCO) and Ramsar as a “Wetland of International Importance”. These wetland habitats house unique aquatic woody species, such as the Bald Cypress and Water Tupelo, and have diminished in size due to agricultural priorities and changes in hydrology (Demissie et al. 1990; Illinois Department of Natural Resources 1997). Heitmeyer and Mangan (2012) conducted by the U.S. Fish and Wildlife Service (USFWS), assessed the Cypress Creek Watershed using historical references of pre-settlement topography and geomorphology and present-day soils to determine habitat potential. These variables alone do not address the needs of the aquatic woody species who require flood inundation to survive. This hydrologic and hydraulic assessment examines the present-day hydrologic conditions within the boundary limits of CCNWR by collecting channel geometry and stream discharges, building flow frequencies, and constructing a hydraulic model of Cypress Creek to simulate water surface elevations (WSELs) for the bankfull, 2-year, 5-year, 10-year, 20-year, and 25-year exceedance probabilities. Flood inundations were generated from simulated WSELs and local topography. The calculated potential habitat for Bald Cypress and Water Tupelo is 289 hectares and is located in the northwest part of the study area, south of Cypress Creek Road and above Hickory Bottoms Bridge on CCNWR land. Potential habitat overlap found between Heitmeyer and Mangan (2012) and this assessment is roughly 19 hectares.

In recent years, experiments have been carried out to evaluate the performance of water-filled cushion cells used to attenuate energy of automobile collisions. The water-filled cushion cell is a vinyl plastic cylinder of 6 inches nominal outside diameter, 1/4 inch wall thickness, 40 inches length, closed at the bottom by a cast-in-place vinyl plug and partially closed by a bolted-in vinyl diaphragm at the upper end. These cells are designed to be installed in the path of a crashing automobile to absorb and dissipate the kinetic energy of impact. Properly designed cushions could be used as one means of saving life and property.

El texto completo de este trabajo no está disponible en el Repositorio Académico UPC por restricciones de la casa editorial donde ha sido publicado. / This research presents the numerical simulation to reproduce the transport and deposition processes of the sludge flow on March 15, 2017, strongly impacting the town of Pampapacta in Punta Hermosa-Peru.The debris flow initiation process in the basin was represented by hydrographs obtained from the estimated volumes of stormwater runoff and solid materials. The sludge flow was modeled in Flo2D to calculate hazard maps with the discharge event and others with different return periods.The numerical simulation results show acceptable results in relation to what happened. The model used to assess the hazard due to debris flow can predict and delineate, with acceptable precision, potentially hazardous areas for a landslide. The application of the proposed methodology to assess the hazard of disasters due to debris flows in basins and streams is useful to understand the extent of the impact of the mud flow during extreme weather events, as well as to develop emergency plans and formulate disaster policies.

The damage assessment caused by floods, earthquakes, hurricanes among others phenomenons in the world are analyzed with methodologies such as "Vulnerability curves". In Peru, disasters caused by hyperconcentrated flows are alarming due to a climatic variability such as the "El Nio Costero"phenomenon. Therefore, this research has developed vulnerability curves for 1 and 2-story confined masonry buildings in Urb. San Idelfonso, Ica - Peru; linking the variables: flow depth, associated with the event produced by heavy rains at the top of the "Quebrada Cansas"caused by the "El Nio Costero"phenomenon in 2017, and the percentage of the damage based on the methodology of the United States Army Corps of Engineers (USACE), whose formula is the repair value and total building value. The monetary amounts and items of the buildings are obtained from the RM 415-2017-VIVIENDA of the Ministry of Housing, Construction and Sanitation of Peru. The process consisted of hydrological modeling in HEC-HMS, hydraulic modeling in FLO-2D, damage percentage estimate and vulnerability curves production. Finally, the vulnerability curves for hyperconcentrated flows were contrasted with similar studies regarding curves for flooding and debris flow. The results of the investigation showed that the "El Nio Costero"phenomenon in 2017 had an economic impact of at least 1.3 million soles in Urb. San Idelfonso. In addition, at least 24 buildings had a complete damage and 21 buildings an extensive damage.

>Magister Scientiae - MSc / Urbanisation and storm water input in the Kuils River catchment changed the flow of the river from ephemeral to perennial. This led to flooding problems in the Kuilsrivier central business district. The river was channelised in 2000 to increase the carrying capacity of the channel and thus to reduce the flood risk. This study aims to monitor the impacts of channelisation on the geomorphology and ecology of the Kuils River. This was done by selecting representative study sites upstream, within and downstream of the channelised reach. The geomorphological and ecological characteristics of the river were recorded in detail with changes tracked over a year period incorporating channelisation activities and winter floods.

An important source of freshwater in arid lands is found in groundwater aquifers that are recharged after storm events. However, most of the precipitation is lost due to evaporation and only small fractions actually recharge the aquifers. The construction of dams along wadi channels enables the retention of stormwater, however the reservoirs are still subject to huge evaporative losses and contamination. In this study, the hydraulic properties of a dunefield in western Saudi Arabia are evaluated in order to determine the feasibility of designing a stormwater storage aquifer storage and recovery facility using the dune sands as a natural medium and design recommendations are addressed. The accurate estimation of hydraulic conductivity of unlithified sediments such as dune sands has become very important in the design of natural filtration projects, including aquifer recharge and recovery systems. Therefore, a comparison and selection of methods for the determination of the hydraulic conductivity from grain size distribution found in the literature was done. An improvement to these equations based on measurements on dune samples was obtained.

Due to a recent increase in environmental awareness regarding fish passage through hydraulic constructions including culverts, an evaluation for the passage of wild brown trout through a weir-baffled prototype-scale culvert was performed under a variety of culvert slopes and discharge conditions. The influence of the sample fish population and the length of the individual fish on passage rates were investigated; the data showed that the brown trout fish passage sample size evaluated in this study (25 per test) was sufficiently large to minimize sample size dependency. Fish behavior while traversing the culvert was observed and reported, including resting/staging zone locations. Turbulent flow through weir baffled-culvert was also simulated numerically using three-dimensional numerical model employing the (k- �) model, Renormalized Group k-� model (RNG), and Large Eddy Simulation (LES) model. Experimental data measured with the Particle Image Velocimetry (PIV) were used to assess the accuracy and the applicability of these turbulence models in predicting the turbulent flow characteristics of the flow through a weir-baffled culvert at different spatial locations inside the culvert for variety of culvert slopes and flow rates. The influence of flow rates and culvert slopes on the forward velocities and reverse velocities was evaluated. It was noted that the influence of the flow rates on the flow velocities depends on the culvert slopes. Turbulent kinetic energy and flow direction effects on flow characteristic were also evaluated. Validation of Manning’s equation and Manning’s roughness coefficient for the tested culvert were reported.

Many existing dams in the United States were built without hydroelectric generating accessories and are now being considered for hydroelectric installations. A bifurcation is regularly used as the method for diverting the water to the new generators. With a bifurcation installed as part of the new piping system, cavitation could become a problem. Although widely used, there are no published data on cavitation characteristics or head loss coefficients for these bifurcations. Dimensional analysis has not been adequate for experimentally quantifying the cavitation potential and full scale testing is prohibitive for many large geometries. Therefore this study utilized Computational Fluid Dynamics (CFD) in conjunction with a physical model to predict conditions that would cause the onset of cavitation. Head loss coefficients were also calculated from the CFD simulations and physical model. Based on these results, the authors have produced recommended operating conditions that will allow bifurcations to operate within safe limits of cavitation. This study was not exhaustive but presents data that has previously been unavailable and will assist designers and operators to better understand the performance of such bifurcations.

Six cross-hole packer tests were conducted at the Big Hole fault, a dip-slip normal fault in the northern San Rafael Swell of east-central Utah. Three tests were conducted at each of two locations along the fault, each location having a different total displacement. Water was injected in the footwall, hanging wall, and fault core and pressure changes were monitored in isolated intervals in the adjoining wells. Response curves were analyzed using the type curves developed by Hsieh and Neuman, and Theis, in order to evaluate the hydraulic properties of the fault and its associated damage zone. The tests were not quantitatively interpretable. Response curves were a poor match for Hsieh type curves and failed to give a positive definite hydraulic conductivity tensor. Theis analysis showed transmissivity varied over four orders of magnitude. The fault was both a barrier to and a conduit for fluid flow, indicating it was both heterogeneous and anisotropic with regard to flow. No correlation was seen between the fault displacement and the hydraulic properties of the fault. The lack of consistent results indicates a high variability in the hydraulic properties of the fault, possibility resulting from changes in fault core thickness and slip surface density over small distances. Injection testing at this intermediate scale is not an effective method in determining hydraulic properties of faults in sandstone reservoirs with deformation band style faulting.