Abstract: Sociohydrology was launched as the science dealing with feedbacks between coupled human and water systems. Much of the early work in sociohydrology involved studies in spatially isolated domains (e.g., river basins) dealing with phenomena that involved emergent patterns in the time domain, with a focus on formulating and testing hypotheses about how they arise. The papers collected in this Special Section “Sociohydrology: Spatial and Temporal Dynamics of Coupled Human‐Water Systems” illustrate that the scientific scope of sociohydrology has broadened over the last few years, with a rich diversity of phenomena studied and an expansion of the knowledge foundations and methodologies applied. These Special Section papers now incorporate methodologies and approaches from a wide range of social science disciplines, including anthropology, complex systems, economics, and sociology. The major themes tackled by these papers are understanding (i) water metabolism—the economic use of water; (ii) interactions between humans and droughts; (iii) interactions between humans and floods; and (iv) the role of human institutions, policy, and management. These collected papers provide a foundation for future research that strives to understand how to achieve water resources sustainability (society to water) and reduce the risk of hydrological hazards in society (water to society). Going forward, we suggest that the development of a common sociohydrology framework will be paramount for research development and student training. Additionally, increased engagement with the broader water management communities will enhance sociohydrology understanding and impact.

Abstract: Many cases of artificial soft clay foundation constructed by hydraulic filling and improved by the vacuum preloading show the clogging phenomenon in the surrounding soil, which compromises the impr...

Abstract: One of the major causes of instability in geotechnical structures such as dikes or earth dams is internal erosion, an insidious process that occurs over a long period of time. Research on this topic is still fairly new and much more needs to be understood in order to solve the problems posed by this phenomenon. This paper proposes a hydromechanical model based on porous continuous medium theory to assess how internal erosion impacts the safety of earthen structures. The saturated soil is considered as a mixture of four interacting constituents: soil skeleton, erodible fines, fluidized fine particles, and fluid. The detachment and transport of the fine particles are described by a mass exchange model between the solid and the fluid phases. An elastoplastic constitutive model for sand‐silt mixtures has been developed to monitor the effect of the evolution of both porosity and fines content induced by internal erosion upon the behavior of the soil skeleton. The model has been numerically solved with the finite element method. It has then been applied to the specific case study of a dike foundation subjected to internal erosion induced by the presence of a karstic cavity beneath the alluvium layer. The numerical results show the onset of erosion, the time‐space evolution of the eroded zone, and the hydromechanical response of the soil constituting the dike, all of which highlights the effects of the cavity location, the erosion rate, and the fines content.

Abstract: In recent years, the offshore wind industry has seen an important boost that is expected to continue in the coming years. In order for the offshore wind industry to achieve adequate development, it is essential to solve some existing uncertainties, some of which relate to foundations. These foundations are important for this type of project. As foundations represent approximately 35% of the total cost of an offshore wind project, it is essential that they receive special attention. There are different types of foundations that are used in the offshore wind industry. The most common types are steel monopiles, gravity-based structures (GBS), tripods, and jackets. However, there are some other types, such as suction caissons, tripiles, etc. For high water depths, the alternative to the previously mentioned foundations is the use of floating supports. Some offshore wind installations currently in operation have GBS-type foundations (also known as GBF: Gravity-based foundation). Although this typology has not been widely used until now, there is research that has highlighted its advantages over other types of foundation for both small and large water depth sites. There are no doubts over the importance of GBS. In fact, the offshore wind industry is trying to introduce improvements so as to turn GBF into a competitive foundation alternative, suitable for the widest ranges of water depth. The present article deals with GBS foundations. The article begins with the current state of the field, including not only the concepts of GBS constructed so far, but also other concepts that are in a less mature state of development. Furthermore, we also present a classification of this type of structure based on the GBS of offshore wind facilities that are currently in operation, as well as some reflections on future GBS alternatives.

Abstract: With the development of urban underground space in China, foundation pits have followed a trend toward larger area and greater depth. To ensure the safe excavation of foundation pits, it is necessary to monitor their deformation and the internal force of supporting structures and then use assessments of pit and building stability to guide construction. This paper introduces the design and development of a safety monitoring and warning system for deep foundation pits and adjacent buildings. The monitoring information management system uses Visual Studio 2013 as its development platform and adopts the SQL and C# programming languages to realize its powerful data management and visualization functions. By combined consideration of the monitoring information and the layout of the measuring points, monitoring data on the deformation of the deep foundation pit, ground subsidence and deformation of adjacent buildings are analyzed comprehensively. The results show that: first, the horizontal deformation of the side wall of the rock foundation pit achieves its peak value when 50% of the excavation has been completed and tends to change steadily after the completion of anchor construction. Second, the ground surface around the Fengjing area exhibits upward vertical deformation closest to the side wall of the foundation pit, and then downward deformation at greater distances from it. The ground surface relatively far from the side wall exhibits settlement. Third, the internal force of a plate-ribbed anchor retaining wall in the Fengjing area becomes greater at greater depths. Finally, the excavation of a rock foundation pit has relatively little influence on the inclination of adjacent buildings.

Abstract: The industrial revolution is currently entering an increasingly advanced era with the support of internet use and digitalization. The 4.0 industrial revolution that is currently developing changes the records of all fields, including the world of education. The incessant flow of information that occurs at this time requires individuals to be able to organize into useful data. The information obtained can change the mindset of individuals. Strengthening character and identity is important so that individuals do not lose their identity. The role and position of educational leadership at this time must also be in line with these developments. Because with these developments, interactions and communication that occur in schools will change, both in terms of patterns and communication tools. The existence of technological developments will affect the principal’s interaction pattern as an educational leader with all school residents (teachers, staff, and students). For the principal’s leadership behaviors and teacher behavior and student behavior to remain in a good corridor, the Pancasila leadership is important and becomes the basis for behaving. Keyword: the leadership of Pancasila, principalship, industrial revolution era 4.0

Abstract: Insufficient information on existing bridge substructures and foundations poses significant challenges for structural condition evaluation and can cause significant uncertainties for the safety and serviceability of bridges. Characterization and condition evaluation of bridges substructure and foundations will not only help to decrease the vulnerability to natural hazards but also provide opportunities for their reuse with considerable benefits. In this paper, the feasibility of leveraging structural identification techniques to characterize bridge substructures and foundations is investigated. A three‐span simply supported bridge located in Mossy, West Virginia, USA, is used as a study case. Modal analysis and finite element model updating techniques are used to investigate and estimate the uncertainties and conditions of the substructure. Updated finite element model for this structure provides valuable information for bridge condition assessment and proves how structural identification is a viable tool for the case considered.

Abstract: T. Fazeres-Ferradosa CIIMAR Interdisciplinary Centre of Marine and Environmental Research of the University of Porto, Terminal de Cruzeiros do Porto de Leixões, Avenida General Norton de Matos, Matosinhos, Portugal; FEUP Faculty of Engineering of the University of Porto, Department of Civil Engineering, rua Dr. Roberto Frias, Porto, Portugal P. Rosa-Santos CIIMAR Interdisciplinary Centre of Marine and Environmental Research of the University of Porto, Terminal de Cruzeiros do Porto de Leixões, Avenida General Norton de Matos, Matosinhos, Portugal; FEUP Faculty of Engineering of the University of Porto, Department of Civil Engineering, rua Dr. Roberto Frias, Porto, Portugal F. Taveira-Pinto CIIMAR Interdisciplinary Centre of Marine and Environmental Research of the University of Porto, Terminal de Cruzeiros do Porto de Leixões, Avenida General Norton de Matos, Matosinhos, Portugal; FEUP Faculty of Engineering of the University of Porto, Department of Civil Engineering, rua Dr. Roberto Frias, Porto, Portugal E. Vanem DNV GL Group Technology and Research, Veritasveien, Høvik, Norway H. Carvalho Department of Structural Engineering, Federal Univeristy of Minas Gerais, Belo Horizonte – MG J. Correia FEUP Faculty of Engineering of the University of Porto, Department of Civil Engineering, rua Dr. Roberto Frias, Porto, Portugal

Abstract: National Natural Science Foundation of China [41672268, 41772286]; U.S. Department of Energy (DOE) [DE-FE0023354]

Abstract: In this article, an online monitoring technology applied to transmission line towers is proposed to overcome the problems that the foundation deformation is difficult to find in the mining area, ri...

Abstract: Correspondence Amir M. Kaynia, Norwegian University of Science and Technology (NTNU), Trondheim, Norway. Email:amir.kaynia@ntnu.no Abstract This paper presents dynamic response and fatigue analyses of several bottom-mounted offshore wind turbine (OWT) models, simulated in the aero-hydro-servo-elastic simulation tool FAST. The distinction between the models is the foundations, which are modelled with different methods, concepts, and dimensions. The US National Renewable Energy Laboratory has developed a 5-MW reference turbine supported on a monopile, the NREL 5MW, which was used as a reference model in this paper. The paper presents the implementation and comparison of two different foundation modeling methods, referred to as the simplified apparent fixity method and the improved apparent fixity method. Furthermore, sensitivity analyses of different monopile dimensions were performed, followed by sensitivity analyses of suction caisson foundations of different dimensions. The final part of the paper presents fatigue analyses for the foundation models considered in this study subjected to 17 load cases. Fatigue damage, fatigue life, and damage equivalent loads were calculated, as well as the relative fatigue contribution from each load case.

Abstract: One of the main concerns in using commercial software for finite element analyses of dam-foundation-reservoir systems is that the simplifying assumptions of the massless foundation are unreliable. In this study, an appropriate direct finite element method is introduced for simulating the mass, radiation damping and wave propagation effect in foundations of dam-foundation-reservoir systems using commercial software ABAQUS. The free-field boundary condition is used for modeling the semi-infinite foundation and radiation damping, which is not a built-in boundary condition in most of the available commercial software for finite element analysis of structures such as ANSYS or ABAQUS and thus needs to be implemented differently. The different mechanism for modeling of the foundation, earthquake input and far-field boundary condition is described. Implementation of the free-field boundary condition in finite element software is verified by comparing it with analytical results. To investigation the feasibility of the proposed method in dam-foundation-reservoir system analysis, a series of analyses is accomplished in a variety of cases and the obtained results are compared with the substructure method by using the EAGD-84 program. Finally, the massed and massless foundation results are compared and it is concluded that the massless foundation approach leads to the overestimation of the displacements and stresses within the dam body.

Abstract: As an appropriate type of foundation for offshore wind turbines (OWTs), wide-shallow composite bucket foundation (WSCBF) is cost-competitive, and it has a unique and special substructure that compr...

Abstract: The displacement at arbitrary point in the dam is composed of two parts: One is the elastic deformation of dam body and the other that is due to the constrained deformation of foundation. The two parts should be separated to obtain reliable information reflecting the different characteristics of dam body and foundation. A simplified simulation method for gravity dam foundations is proposed that reflects the constrained deformation of foundation in a rational manner while taking into account the complex and diverse mechanical properties. Only the effects of the foundation on dam is investigated in the proposed model, and they are considered either centralized constraints or distributed constraints. The solution of the global foundation deformation is based on the monitoring displacements at measuring points in the gravity dam section using the hybrid partition finite element–interface boundary element approach. The reaction of the foundation on dam can be reflected by the global foundation deformation and the constrained force at dam bottom. On the basis, the whole dam response under a given load combination can be estimated using finite element theory. Three analyses have been performed on a typical gravity dam section to verify the feasibility of simplified simulations for different foundations as well as to allow for discussions regarding the differences among the simulations. An example analysis based on the proposed method is performed on a prototype gravity dam, and the results, which compared with actual measurements for discussions, show that the proposed method is reasonable and practical.

Abstract: Despite significant advancements in in situ test techniques, construction practices, understanding of rock joint and rock mass behaviours, and numerical analysis methods, the design of bored concrete cast-in-situ piles in rock is still largely based on the assessment of bearing capacity. However, for many of the rock conditions encountered, the bearing capacity of piles is a nebulous concept and a figment of the designer's imagination. Even if it can be reasonably quantified, it has little, if any, significance to the performance of a pile in rock. The load carrying capacity of even low strength rock (in most situations) is far in excess of the strength of the structure (for example, a building column) transmitting the load. Unsatisfactory performance of a pile in rock is usually a displacement issue and is a function of rock mass stiffness rather than rock mass strength. In addition, poor pile performance is much more likely to result from poor construction practices than excessive displacement of the rock mass. Exceptions occur for footings that are undermined, or where unfavourable structure in the rock allows movement towards a free surface to occur. Standards, codes of practices, reference books and other sources of design information should focus foundation design in rock on displacement rather than strength performance. Ground investigations should measure rock mass stiffness and defect properties, as well as intact rock strength. This paper summarises the fundamental concepts relating to performance of piles in rock and provides a basis for displacement focused design of piles in rock. It also presents comments relating to how piles are modelled in widely used commercial finite element software for soil-structure interaction analysis, within the context of the back-analysis of a pile load test, and proposes recommendations for pile analysis and design.

Abstract: An assessment of the dynamic behavior of a plane earth structure with account of its foundation is considered in the paper. A structure with a foundation is considered as an inhomogeneous system, the material of its certain parts is considered elastic or viscoelastic. To assess the effect of the foundation on dynamic behavior of the structure, a finite domain is cut from the foundation and conditions are set at the boundary of this domain that provide energy entrainment from the structure to infinity in the form of the Rayleigh wave. To describe the internal dissipation in material, a linearly hereditary theory of viscoelasticity with the Rzhanitsin kernel is used. A mathematical model, method and algorithm have been developed to assess the dynamic behavior of the structure-finite foundation system. To ensure the adequacy of the mathematical model and to assess the accuracy of the calculation, model problems have been solved when describing the process under consideration. Dynamic behavior of inhomogeneous viscoelastic system of earth dam-foundation with non-reflecting boundary conditions on the boundary of the final domain of the foundation is investigated. In the process of studying the dynamic behavior of inhomogeneous viscoelastic “structure-foundation” systems, a number of mechanical effects.