Earth Dams

Historic buildings are clear testaments to human civilization, and their preservation is essential for the world’s cultural heritage. This study examines a unique heritage building in Turkiye that represents a brief period of Russian rule and its architectural style. The structure, the historic Katharina Hunting Mansion, was constructed by the Russians in the Sarıkamış district of Kars Province following the 1877–1878 Ottoman-Russian War. The mansion features a unique Scandinavian saddle notch (known as ’v chashu’ in Russian and ’çantı system’ in the Black Sea region). A survey was conducted to determine the deformations of the building, which included the preparation of plans, facades, and sections. The architectural investigation revealed that yellow pine, a common species in the region’s forests, was used as the construction material. Architectural restoration proposals were developed based on the results of seismic analyses and the classification of architectural elements as either later additions or missing components. A unique methodology that combines various seismic analysis methods in accordance with the applicable local seismic codes was performed for the seismic performance assessment. For this purpose, the finite element model of the historic mansion was subjected to linear, nonlinear, and kinematic analyses. In the analyses, both the local seismic code TBEC-2018 and the SRMGHS-2017 guideline were considered, due to the historical status and structural system of the building. This process determined whether the structure meets the Limited Damage and Controlled Damage performance objectives for DD-3 and DD-2 earthquake levels, as envisaged in the local seismic codes. The linear analysis revealed that the building met the seismic performance objective with respect to inter-story drifts. Furthermore, the results of the nonlinear pushover analysis also indicated that the building satisfied performance objectives regarding shear forces and corresponding displacements. Moreover, the kinematic analysis determined that all local collapse mechanisms occurred at DD-2 and DD-3 earthquake levels, except for the overturning mechanism under DD-2. Therefore, the restoration proposals recommended using clamping at the wall joints to prevent potential local collapse. This study contributes to the field by presenting a comprehensive methodology for the seismic assessment of historic masonry-timber buildings. Additionally, the seismic performance of this historic building, featuring a unique combination of masonry and timber elements, was found to be generally satisfactory and compliant with current local codes.

Earth dams on complex geology without proper foundation treatment often face the risk of seepage problems. Sufficient installation and interpretation of field instruments are essential for monitoring dam behavior. Three indicators are introduced for assessment of seepage behavior: time lag (TL), pore pressure ratio (PR), and trigger water level (HW). The normalized TL reflects the washing out and plugging of rock cracks, as well as the progression of internal erosion. The foundation of the studied dam consisted of foliated rocks that were highly fractured, with the axis of the foliations aligned almost in the upstream-downstream direction, with a possible low-stress zone on the syncline axis. The existing crack easily opened in the concave section of the syncline when the reservoir had risen to a certain elevation, resulting in increased permeability and a higher flow to the downstream area, known as "hydraulic fracturing" (HF). The piezometer TL clearly indicated a shorter response time as the operating period progressed. The study dam showed the possibility of HF in the foundation, as observed during 2003-2024. The progression of HF was also confirmed by the increase in PR levels toward downstream. This revealed that the ongoing progression of HF had occurred at sta.2+700, which agreed well with the location of the slip zone that had occurred in 1993. HW was activated by the reservoir water level response also decreasing with time from 2003 to 2024, confirming that water infiltration through the rock crack progressed with time. These three indicators could act as good warning indices for seepage problems. This compiled knowledge could be transformed into a flowchart to identify the possible risks of hydraulic fracturing in the dam. If the three indices all showed the same trend, the potential for hydraulic fracturing and internal erosion would be very high.

Manikin Dam was constructed to address the issue of raw water shortage in Kupang Regency and Kupang City. However, there were challenges due to clay materials that did not meet the required specifications. Therefore, this study aimed to use asphalt core design as an alternative by analyzing the stability of the embankment body under both static and pseudo-static conditions. To achieve the aim, the Bishop method was applied using the GeoStudio SLOPE/W application, along with manual calculations. The results showed that the safety factor (SF) at the end of construction without seismic loads met the minimum value of 1.300. Under various water level conditions (FWL, NWL, LWL), SF consistently met the minimum required value of 1.500. Furthermore, the seismic analysis considered both operational base earthquakes (OBE) with a return period of 100 years and maximum design earthquakes (MDE), which had a return period of 5,000 years. Even under OBE and MDE seismic loading conditions, SF exceeded the minimum required value. This implied that the use of an asphalt core could be considered safe in terms of preventing potential landslides under both static and pseudo-static conditions. Based on this outcome, asphalt core became a practical alternative for future dam construction, particularly in areas where clay could be scarce or unstable for technical reasons.

 A new method to estimate the vulnerability to seepage of damaged earthen levees is presented.  The method uses an expeditious procedure for seepage vulnerability of undamaged levees estimate.  The expeditious procedure is coupled with a finite element analysis software.  The animal burrows cause a reduction of the duration of the critical flood.  The results indicate that the proposed method could be useful for levee-system analysis.

Floodplains are naturally subjected to inundations, that pose a threat to the populations and facilities located along the watercourses. To reduce the hydraulic risk in flood-prone areas, various protection measures have been implemented over the centuries, including the realization of earthen levees. However, flooding is frequently related to the failure of levees, whose performances can thus induce some level of risk. Chapter 1 provides a brief description of the concept of Residual Risk in protected areas and introduces the issues of seepage-induced failures and impact of animal burrows in the seepage vulnerability of earthen embankments. In Chapter 2 the most common causes of failure of earthen levees are described and some statistics concerning the diffusion of levee failure types are presented, with the main purpose to highlight the large diffusion of seepage-induced failures. The seepage process is triggered by the hydraulic gradients established between the outboard and inbo...

In an earth-fill dam, the effect of seepage has been studied by applying a finite element method using the SEEP2D program. This is in order to determine the quantity of seepage through the dam. The total head measurements, core permeability, and anisotropy ratio (𝑘𝑥/𝑘𝑦) (Case study: Khassa Chai Dam, Iraq) are taken as the main parameters. The effect of the different water heads of the reservoir were tested on the seepage. The results showed that any increase in the water heads caused an increase in seepage quantity. Also, it was found that the seepage rate decreases by about 8.7%, 13.2%, and 15.3% at levels of water 454, 471, and 485 m.a.s.l, respectively by changing the core permeability from 10-6 m/s to 10-7 m/s. It has been concluded that the clay core plays a significant role in decreasing the seepage quantity and existing gradient. The results of testing the effect of anisotropy ratio on seepage showed that an increase in (𝑘𝑥/𝑘𝑦) ratio leads to an increase in seepage quantity. Output variables and input variables have been linked by the ANN model that governs seepage quantity through zoned earth dams and existed gradients. The results showed that both models present a good estimation for the determination of coefficient R 2 : 0.9003, 0.933.

Sidi El Barrak is a Tunisian earth dam of height 28 m; it was built in 1999 on a heterogeneous foundation that has a strong dominance of sandy formations. This dam covers an area of 896 km2 and receives about 260 Millions cubic meters of water per year. The foundation of the Sidi El Barrak dam was treated by vibro-compaction over the first 10 meters, to improve the relative density of upper sand layer against the liquefaction risk. Monitoring the behavior of the dam was assured against the hydraulic behavior and topographic auscultation. The recorded peak settlement at the crest level since July 3rd, 2003 until August 2015 was about 18.7 cm. In order to reproduce the behavior of the dam in terms of consolidation, a plane strain numerical model of the dam and soil foundation has been proposed. The simulation of dam behavior using the Mohr–Coulomb model for the material of dike and the sandy layer and by adopting the Soft Soil Model for clay layer led to predicted settlement almost in...

Ghezala Earth Dam was built in the city of Mateur in the North West area of Tunisia. The filling of the dam reservoir, with a storage capacity close to one hundred thousand cubic meters, started in 1985 and lasted for 2 years. The dam foundation is essentially composed of consistent clayey marl layer. At the lower level of the dam, reinforced concrete drainage, gallery was constructed to evacuate water, when needed, from the upstream side to downstream side. The gallery structure is composed of eleven 15 m length sections. During its service life (more than 26 years), an installed health monitoring system permitted, in particular, the measurement of consolidation settlement which has occurred in the soil foundation. This follow up system made it possible to observe the cracks which mainly developed progressively in the central portion of the drainage gallery due to differential settlements. In this context, a 2D numerical simulation of the behavior of dam foundation was performed by adopting the Mohr–Coulomb model for the dam’s material and the soil foundation. Numerical predictions of the consolidation settlement development were compared to those measured in situ and a good agreement was found between the two. This finding highlights the effectiveness of the adopted model for the studied case.

The stability of an earth dam with thin core is ensured by the upstream refills massifs. Earth dams with thin cores are lightened by the contact effect with refills massifs. A study of mechanic behavior taking into account the contact effect was performed for El-Izdihar earth dam without reservoir water effect which permits to predict its behavior and estimate the core thickness beyond which the contact has no effect. The finite element method was chosen as a method for the modeling.

The core of an earth dam plays a crucial role in sealing the dam and mitigating the possibility of hydraulic fracturing. This research aims to investigate the phenomenon of hydraulic fracturing and the effect of the dimensions and cross-sectional shape of the clay core. Hydraulic fracture in the middle of the core and on the upstream side of the core has been investigated for two types of lowplasticity clay (CL) and high-plasticityclay (CH). The end of construction, initial dewatering, and steady-state seepage, as well as the stages of dam construction, have also been considered in the modeling. The results show that CL is the critical soil and CH is the selected soil for the dam's core. Also, the possibility of hydraulic fracture in thicker cores and at the bottom of the core was investigated. The results showed that the criteria of Fukushima and Ghanbari yielded the most optimistic and conservative data, respectively. According to the criteria used in this research, CH soil is safe from hydraulic fracturing, and the possibility of hydraulic fracturing for critical soil (CL) downstream of the dam core was found to be probable.

Sidi El Barrak is a Tunisian earth dam of height 28 m; it was built in 1999 on a heterogeneous foundation that has a strong dominance of sandy formations. This dam covers an area of 896 km2 and receives about 260 Millions cubic meters of water per year. The foundation of the Sidi El Barrak dam was treated by vibro-compaction over the first 10 meters, to improve the relative density of upper sand layer against the liquefaction risk. Monitoring the behavior of the dam was assured against the hydraulic behavior and topographic auscultation. The recorded peak settlement at the crest level since July 3rd, 2003 until August 2015 was about 18.7 cm. In order to reproduce the behavior of the dam in terms of consolidation, a plane strain numerical model of the dam and soil foundation has been proposed. The simulation of dam behavior using the Mohr–Coulomb model for the material of dike and the sandy layer and by adopting the Soft Soil Model for clay layer led to predicted settlement almost in...

Sidi El Barrak is a Tunisian earth dam of height 28 m; it was built in 1999 on a heterogeneous foundation that has a strong dominance of sandy formations. This dam covers an area of 896 km2 and receives about 260 Millions cubic meters of water per year. The foundation of the Sidi El Barrak dam was treated by vibro-compaction over the first 10 meters, to improve the relative density of upper sand layer against the liquefaction risk. Monitoring the behavior of the dam was assured against the hydraulic behavior and topographic auscultation. The recorded peak settlement at the crest level since July 3rd, 2003 until August 2015 was about 18.7 cm. In order to reproduce the behavior of the dam in terms of consolidation, a plane strain numerical model of the dam and soil foundation has been proposed. The simulation of dam behavior using the Mohr–Coulomb model for the material of dike and the sandy layer and by adopting the Soft Soil Model for clay layer led to predicted settlement almost in...

Ghezala Earth Dam was built in the city of Mateur in the North West area of Tunisia. The filling of the dam reservoir, with a storage capacity close to one hundred thousand cubic meters, started in 1985 and lasted for 2 years. The dam foundation is essentially composed of consistent clayey marl layer. At the lower level of the dam, reinforced concrete drainage, gallery was constructed to evacuate water, when needed, from the upstream side to downstream side. The gallery structure is composed of eleven 15 m length sections. During its service life (more than 26 years), an installed health monitoring system permitted, in particular, the measurement of consolidation settlement which has occurred in the soil foundation. This follow up system made it possible to observe the cracks which mainly developed progressively in the central portion of the drainage gallery due to differential settlements. In this context, a 2D numerical simulation of the behavior of dam foundation was performed by adopting the Mohr-Coulomb model for the dam's material and the soil foundation. Numerical predictions of the consolidation settlement development were compared to those measured in situ and a good agreement was found between the two. This finding highlights the effectiveness of the adopted model for the studied case.

Sidi El Barrak is a Tunisian earth dam of height 28 m; it was built in 1999 on a heterogeneous foundation that has a strong dominance of sandy formations. This dam covers an area of 896 km 2 and receives about 260 Millions cubic meters of water per year. The foundation of the Sidi El Barrak dam was treated by vibro-compaction over the first 10 meters, to improve the relative density of upper sand layer against the liquefaction risk. Monitoring the behavior of the dam was assured against the hydraulic behavior and topographic auscultation. The recorded peak settlement at the crest level since July 3rd, 2003 until August 2015 was about 18.7 cm. In order to reproduce the behavior of the dam in terms of consolidation, a plane strain numerical model of the dam and soil foundation has been proposed. The simulation of dam behavior using the Mohr-Coulomb model for the material of dike and the sandy layer and by adopting the Soft Soil Model for clay layer led to predicted settlement almost in agreement with measured values. Three options of numerical computation were performed by adopting three constitutive laws of the constitutive materials of the dam and its foundation. The observed behavior of the dam during 15 years (up to date) was successfully predicted by the conducted numerical investigation.

Ghezala Earth Dam was built in the city of
Mateur in the North West area of Tunisia. The filling
of the dam reservoir, with a storage capacity close to
one hundred thousand cubic meters, started in 1985
and lasted for 2 years. The dam foundation is essentially composed of consistent clayey marl layer. At the
lower level of the dam, reinforced concrete drainage,
gallery was constructed to evacuate water, when
needed, from the upstream side to downstream side.
The gallery structure is composed of eleven 15 m
length sections. During its service life (more than
26 years), an installed health monitoring system
permitted, in particular, the measurement of consolidation settlement which has occurred in the soil foundation. This follow up system made it possible
to observe the cracks which mainly developed progressively in the central portion of the drainage gallery
due to differential settlements. In this context, a 2D
numerical simulation of the behavior of dam foundation was performed by adopting the Mohr–Coulomb
model for the dam’s material and the soil foundation.
Numerical predictions of the consolidation settlement
development were compared to those measured in situ
and a good agreement was found between the two.
This finding highlights the effectiveness of the
adopted model for the studied case.

In this study, the mechanical behavior of Vanyar dam was evaluated at the end of construction. A two-dimensional numerical analysis was conducted based on a finite element method on the largest cross-section of the dam. The data recorded by the instruments located in the largest cross-section were compared with the results of the numerical analysis at the place of instruments. The settlement, pore water pressure, and total vertical stress were the parameters used for evaluating the dam behavior at the end of construction. The results showed that the settlements obtained from the numerical analysis were in reasonable agreement with the data recorded by the instruments, which proved that the numerical analysis was implemented based on realistic material properties. In addition, the difference between the instruments and the numerical analysis in terms of total vertical stresses was discussed by focusing on the local arching around the pressure cells. Furthermore, the arching ratios were calculated based on the results of the numerical analysis and the data recorded by the instruments. Moreover, the pore water pressures and total vertical stresses, recorded by piezometers and pressure cells, respectively, were the two parameters utilized for evaluating the hydraulic fracturing phenomena in the core. The results demonstrated that the maximum settlement obtained from the numerical analysis was 1 m, which corresponded to 46 m above the bedrock on the core axis. The recorded data in the core axis indicated that maximum settlement of 0.83 m happened 40 m above the bedrock. In addition, maximum pore water pressure ratio recorded by the instruments (R u =0.43) was more than that obtained from the numerical analysis (R u =0.26); this difference was due to the local arching around the pressure cells. Furthermore, the arching ratios in Vanyar dam were found to be 0.83 to 0.90. In general, the results revealed that the dam was located on a safe side in terms of critical parameters, including settlement and hydraulic fracturing. In addition, results of the numerical analysis were consistent with those provided by the monitoring system.

This study evaluates the impact of seepage on the integrity of artificial levees in low-lying regions, with a particular focus on Hungary, where levees built over a century ago lack comprehensive construction documentation, complicating current assessments of their effectiveness. Advanced geophysical methodselectrical resistivity tomography (ERT) and ground-penetrating radar (GPR)-were applied in a controlled tank experiment designed to simulate varied flood conditions along a 37-m levee section. The three-dimensional (3D) ERT profiles successfully delineated seepage pathways as the tank filled, while the 3D GPR profiles indicated areas of increased amplitude, corresponding to seepage zones and the water table. Validation through drilling confirmed the geophysical findings, underscoring the accuracy of ERT and GPR in non-destructively identifying subsurface features and seepage channels. The results highlight the applicability of these methods for evaluating levee integrity and seepage dynamics, offering a reliable approach for flood risk assessment in Hungary and similar flood-prone areas worldwide.

Earth dams are massive water-retaining structures that are used widely in the world for irrigation, water supply and hydroelectric energy generation. Many such dams are built every year and the International Committee on Large Dams (ICOLD) has gathered together experts from the world to work on preparing guidelines for design, construction and monitoring of such massive infrastructure. A potential failure of a large dam may potentially have significant effects on a huge area downstream, as the sudden release of the large volume of retained water can travel for large distances and destroy entire cities and even result in unfortunate fatalities. It is therefore important to recognise the potential causes of failure of such dams and provide timely and effective measures to prevent any degradation or loss of stability. The main threats for dams are seismic activity, internal erosion, faulting and seasonal climate variations. The latter factor, i.e. climate changes, has not been studied ...

This paper discusses several considerations related to appropriate numerical modelling of the reservoir hydrodynamic pressures on dams. The reservoir is modelled with 8-noded isoparametric displacement based solid finite elements. The study includes both stiff and flexible dams with vertical and sloped upstream faces under ramp, harmonic and random acceleration loads. The numerical results were compared and found to be in good agreement with available closed-form solutions. The same approach may be used in analyses of other waterfront structures such as quay walls.

Rapid drawdown has been identified as one of the most frequent causes of slope failures due to the effects associated with drought and operational changes when incorporating hydroelectric plants, which influence the filling level of earth dams. The main goal of this research is to obtain predictive models based on Artificial Neural Networks that return the factor of safety of the upstream slope in homogeneous earth dams in the face of the effect of rapid drawdown. Three geometries and 40 soils were defined to form the embankment, from which hybrid numerical models of transient water flow with unsaturated soils were built, considering three discharge speeds. From these results, a database was built to develop the predictive models, by means of the KNIME program and an algorithm based on Artificial Neural Networks. The behavior of the factor of safety as a function of time is also analyzed to establish its recovery intervals. Main results show that the minimum factor of safety is obtained between 52 % and 88 % of the total drawdown time. Regarding the predictive models, the adjusted R2 determination coefficients were greater than 95 % in all cases and the errors remained below 10 %. This demonstrates a high effectiveness of this algorithm and the validity of its application to geotechnical problems.

Este texto presenta una formulación del Método de Elementos Finitos (MEF) para obtener soluciones aproximadas de la ecuación de consolidación unidimensional de Terzaghi. Se aborda el problema con una condición inicial de exceso de presión de poro uniforme y se consideran las cuatro combinaciones posibles de condiciones de contorno: drenantedrenante, drenante-impermeable, impermeable-drenante e impermeable-impermeable. Se deriva la formulación variacional (débil) de la ecuación diferencial parcial gobernante. Se detalla el proceso de discretización espacial utilizando elementos finitos lineales, incluyendo la derivación explícita de las matrices elementales de rigidez y masa. Se implementa un esquema de discretización temporal basado en el método Theta generalizado, con énfasis en el método implícito de Euler hacia atrás por su estabilidad incondicional. Se explica rigurosamente la incorporación de las condiciones de contorno de tipo Dirichlet (drenante, u e = 0) y Neumann (impermeable, ∂u e /∂z = 0) en el sistema global de ecuaciones algebraicas resultante. El objetivo es proporcionar un marco matemático completo y académicamente riguroso para la simulación numérica del proceso de consolidación 1D bajo diversas condiciones de drenaje.

Water resources management is a complex activity of planning, development, distribution and management of the optimal use of water resources. The safety of exploitation of complex reservoirs is a concept that has not been sufficiently analyzed and deepened in the national and international specialized literature. The safe exploitation of complex reservoirs represents, by purpose and manner of approach, a strategic activity of particularly great importance in the current context. In order to satisfy the water requirements of the uses and to prevent the destructive effects of floods, it is necessary to regulate the flow rates of watercourses, achieved through a series of measures and development works. In this sense, complex reservoirs achieved by damming watercourses are the most widespread and efficient. For flood mitigation and flood control, the complex reservoirs have the advantage of being able to control flood flows from centralized points, and for water uses, they best satisfy their consumption requirements. Taking into account their location within a river basin, they can be located in mountainous areas, in hilly areas and, more rarely, in plain areas. The starting point was the theoretical and practical aspects regarding the resistance and stability of earth retention structures, monitoring the behavior of constructions over time, the safety and exploitation of complex permanent accumulations, aspects regarding the transit and mitigation of floods through reservoirs, respectively studies regarding the mathematical modeling of the exploitation of reservoirs according to various defined exploitation rules. The case study is represented by the Hălceni complex reservoir, located on the Miletin River in Iași County, Romania. Starting from these considerations, the following objectives were set: - research on aspects regarding the operational safety of complex accumulations - research on the characteristic parameters of the Hălceni dam and reservoir; - use of the SEEP/W program in simulating the infiltration process through the Hălceni dam; - use of the SLOPE program in the analysis of the stability of the Hălceni dam; - use of the HEC –ResSim program in simulating the exploitation of the reservoir; - analysis of the influence of the exploitation rules in the calculations of water management; - comparative analysis of the results obtained with the numerical simulation program and those recorded following field measurements. This work was developed based on the series of hydrological and hydrometric data collected by the staff of the Prut – Bârlad Water Basin Administration. Data recorded at the Şipote and downstream Hălceni reservoir hydrometric stations on the Miletin River were used. In addition, a significant part of the studies consists of presenting information regarding the dam behavior monitoring system presented in the U.C.C. Synthesis Reports prepared by the ABA Prut-Bârlad. A deeper understanding of the dam's response parameters to external demands was carried out, by performing a statistical analysis of the database and calculating additional coefficients regarding the dam's response parameters and external demands. The synthesis of the interpretation of the parameters regarding the behavior of the constructions to the complex accumulation Hălceni presents the external stresses on of the dam measured during the operation period and the response of the retention structure to the variation of these stresses. The evolution of infiltration through the dam body, the subpressures in the foundation soil and the vertical deformations of the dam are described. Designed in this sense, this work attempts to respond to current trends in addressing flood defense problems by exploiting complex accumulations made with the help of earth dams, which are located in hilly areas, at high water levels. Far from presenting the information and knowledge currently existing in this vast and important field, the work aims to constitute a useful documentary material for specialists interested in the hydrotechnical field.

In this study, the centrifuge models that have been designed and built to investigate the impact of animal burrows on the geotechnical performance of an existing earthen structure are described. The experiments have been conducted on a homogeneous levee with 1:1 side slopes and a horizontal toe drain. Horizontal burrows of cylindrical-shaped were introduced at different elevations within the body of the levee. The upstream water level was increased until slope failure is observed. Pore pressure within the embankment and surface displacements were monitored during the experiments. Particle Image Velocimetry (PIV) was also used to determine the deformation of the levee cross section based on the images taken using three digital cameras. In this paper a summary of the test procedure and selected results will be presented. The developed failure mechanism as a result of the introduced burrows is also described.

Perhaps a few words regarding the history of this study would be of interest to the sponsors and the reader. The study was initiated in 1974. Dr. P. Charkabarti participated in formulating the essential ampects of the analysis procedure and developed the computer programs during 1974 and 1975, at which time he left Berkeley to accept a position in India. Thereafter, Dr. G. Dasgupta was involved in the study for a short tms, ncorxporatinq some improvements in the analysis procedure ard compute -a. Eis efforts were then diverted to developing dynamic stiffness iat the foundation required in obtaining the numerical results for this a .. At this juncture, in 1976, Sunil Gupta, a graduate research assistani. bu.am associated with the project. He produced the large volume of computer results presented in this report, and assisted in interpretating these results and preparing the report. Because there was some discontinuity between the tLsms Chakraarti, Dasgupta, and Gupta worked on this project# because considerable time was required to develop the results on dynamic stiffness matrices for the foundation; and for other reasons beyond our control, our efforts on this study have been sporadic. This resulted in considerable, unanticipated delay in completion of the study. * * * ** 4 p *a ASP .,SN.

En este trabajo se resuelven numéricamente por métodos implícitos en diferencias finitas las ecuaciones hiperbólicas casilineales de Saint-Venant del flujo no estacionario unidimensional gradualmente variado de aguas poco profundas sobre superficie libre y fondo fijo para sistemas fluviales de tipo arborescente (cuencas) y deltaico, en que se tienen que considerar las condiciones de compatibilidad en los puntos de confluencia (condiciones de Stoker). Linealizando y discretizando según el método de Preissmann demostraremos que el problema se puede reducir, en cada intervalo temporal de cálculo. a la resolución de un sistema lineal de la forma Ax=b. donde la matriz A tiene una estructura especial rala que facilita su solución: A y b dependen del intervalo temporal, no asi la estructura de ceros de A. Dicha estructura es más complicada en el caso deltaico que en el arborescente, por lo cual es conveniente tratarlos por separado. Se describen además diversos experimentos numéricos realizados, tanto para el caso de sistemas fluviales arborescentes comode redes complejas deltaicas. incluyendo comparaciones con soluciones analíticas conocidas.

Earth dams are massive water-retaining structures that are used widely in the world for irrigation, water supply and hydroelectric energy generation. Many such dams are built every year and the International Committee on Large Dams (ICOLD) has gathered together experts from the world to work on preparing guidelines for design, construction and monitoring of such massive infrastructure. A potential failure of a large dam may potentially have significant effects on a huge area downstream, as the sudden release of the large volume of retained water can travel for large distances and destroy entire cities and even result in unfortunate fatalities. It is therefore important to recognise the potential causes of failure of such dams and provide timely and effective measures to prevent any degradation or loss of stability. The main threats for dams are seismic activity, internal erosion, faulting and seasonal climate variations. The latter factor, i.e. climate changes, has not been studied ...

In the field of engineering, Concrete-Faced Rockfill Dams (CFRDs) have been recognized as an increasingly prominent solution, driven bystudies and a history of real-world cases. The successful implementation of this type of dam is based on empirical designs, supported by datafrom previous projects, and monitoring its performance through surveillance. A point of attention is the presence of fissures and cracks in theconcrete slab covering the upstream slope, caused by the movement and deformations of the dam's mass. Additionally, the valley geometrybetween the abutments also plays a crucial role, impacting the redistribution of loads and generating deformations in the mass. This study aimsprimarily to compare, through computational tools and field data, the behavior of a different material applied in the dam.

The rapid drawdown condition to control floods and irrigation is one of the things that may occur over the lifetime of the dam. Also, the stability of the dam at the rapid drawdown will be more important due to the faster reduction of the water level of the dam reservoir than the pore water pressure. In this study, the finite element method and GeoStudio software used to study the seepage from the body earth dam. Also, the complete elastic-plastic model of Mohr-Coulomb is considered in the analysis. In this study, the stability analysis of the Eyvshvan earth dam after rapid drawdown due water to release of the dam reservoir to downstream agricultural lands during drought crisis, is investigated. For the validation, first, the results of the pore water pressure instrument were compared with the results of numerical analysis. The results of multivariate regression analysis (coefficient of determination) showed very good agreement (R 2 =0.98). The results showed that the phreatic line remains after 29 days from the start of the rapid drawdown of the reservoir, while half of the volume of the drained reservoir remains at 1842 masl (1/3 of the crest). The analysis of dam stability during rapid drawdown using both Morgenstern-Price and Bishop Methods showed that the most critical situation would occur after 42 days of discharge with a factor of safety (FoS) of 1.71, with no stability hazard and the upstream slope would be safe.