Calculated parameters of the dam material.
\\n\\n
Released this past November, the list is based on data collected from the Web of Science and highlights some of the world’s most influential scientific minds by naming the researchers whose publications over the previous decade have included a high number of Highly Cited Papers placing them among the top 1% most-cited.
\\n\\nWe wish to congratulate all of the researchers named and especially our authors on this amazing accomplishment! We are happy and proud to share in their success!
Note: Edited in March 2021
\\n"}]',published:!0,mainMedia:{caption:"Highly Cited",originalUrl:"/media/original/117"}},components:[{type:"htmlEditorComponent",content:'IntechOpen is proud to announce that 191 of our authors have made the Clarivate™ Highly Cited Researchers List for 2020, ranking them among the top 1% most-cited.
\n\nThroughout the years, the list has named a total of 261 IntechOpen authors as Highly Cited. Of those researchers, 69 have been featured on the list multiple times.
\n\n\n\nReleased this past November, the list is based on data collected from the Web of Science and highlights some of the world’s most influential scientific minds by naming the researchers whose publications over the previous decade have included a high number of Highly Cited Papers placing them among the top 1% most-cited.
\n\nWe wish to congratulate all of the researchers named and especially our authors on this amazing accomplishment! We are happy and proud to share in their success!
Note: Edited in March 2021
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Venkateswarlu",coverURL:"https://cdn.intechopen.com/books/images_new/371.jpg",editedByType:"Edited by",editors:[{id:"58592",title:"Dr.",name:"Arun",surname:"Shanker",slug:"arun-shanker",fullName:"Arun Shanker"}],productType:{id:"1",chapterContentType:"chapter",authoredCaption:"Edited by"}},{type:"book",id:"3092",title:"Anopheles mosquitoes",subtitle:"New insights into malaria vectors",isOpenForSubmission:!1,hash:"c9e622485316d5e296288bf24d2b0d64",slug:"anopheles-mosquitoes-new-insights-into-malaria-vectors",bookSignature:"Sylvie Manguin",coverURL:"https://cdn.intechopen.com/books/images_new/3092.jpg",editedByType:"Edited by",editors:[{id:"50017",title:"Prof.",name:"Sylvie",surname:"Manguin",slug:"sylvie-manguin",fullName:"Sylvie Manguin"}],productType:{id:"1",chapterContentType:"chapter",authoredCaption:"Edited by"}},{type:"book",id:"72",title:"Ionic Liquids",subtitle:"Theory, Properties, New Approaches",isOpenForSubmission:!1,hash:"d94ffa3cfa10505e3b1d676d46fcd3f5",slug:"ionic-liquids-theory-properties-new-approaches",bookSignature:"Alexander Kokorin",coverURL:"https://cdn.intechopen.com/books/images_new/72.jpg",editedByType:"Edited by",editors:[{id:"19816",title:"Prof.",name:"Alexander",surname:"Kokorin",slug:"alexander-kokorin",fullName:"Alexander Kokorin"}],productType:{id:"1",chapterContentType:"chapter",authoredCaption:"Edited by"}},{type:"book",id:"2270",title:"Fourier Transform",subtitle:"Materials Analysis",isOpenForSubmission:!1,hash:"5e094b066da527193e878e160b4772af",slug:"fourier-transform-materials-analysis",bookSignature:"Salih Mohammed Salih",coverURL:"https://cdn.intechopen.com/books/images_new/2270.jpg",editedByType:"Edited by",editors:[{id:"111691",title:"Dr.Ing.",name:"Salih",surname:"Salih",slug:"salih-salih",fullName:"Salih Salih"}],productType:{id:"1",chapterContentType:"chapter",authoredCaption:"Edited by"}}]},chapter:{item:{type:"chapter",id:"62680",title:"The Behavior of Streaming Instabilities in Dissipative Plasma",doi:"10.5772/intechopen.79247",slug:"the-behavior-of-streaming-instabilities-in-dissipative-plasma",body:'\nPlasma is rich in instabilities. Many of them are a result of relative motion of plasma components. These, streaming instabilities (SI) are the most common in space and laboratory plasmas. A well-known example is the beam-plasma instability [1], in which the directed motion of a small group of fast electrons passing through the background plasma excites potential oscillations with high growth rate near the plasma frequency. Close attention to this instability is due mainly to design of high power sources of electromagnetic radiation based on this instability. The sources have many advantages as compared to well-known vacuum devices [2, 3]. Another example (we mention these two only) is the Buneman instability [4], in which plasma electrons move with respect to ions. The instability plays an important role in many scenarios in space physics and geophysics. A striking example of plasma with relative electron-ion motion is current-carrying plasma. This object is often considered in plasma physics. The instabilities which are due to relative electron-ion motion play an important role in physics of controlled fusion also.
\nA clear understanding of physical nature of the SI, their role and influence on various processes in plasma requires substantial efforts. Physics of interaction of plasma components moving relatively to each other is essentially based on the concept of negative energy wave (NEW) [5]. This requires account of all factors which lead to NEW growth. Among them, dissipation plays an important role. Dissipation leads to energy losses for the growth of NEW. Influence of dissipation on the instabilities of streaming type is unique. Dissipation never suppresses the instabilities completely regardless on its level. Dissipation of high-level transforms the SI to dissipative streaming instability (DSI) [1]. These instabilities have a number of features: comparatively low growth rate, comparatively low level of excited oscillations, etc. For a few decades, DSI have been widely discussed, and it is supposed that they can be applied to explain various phenomena in space and laboratory plasma. Up to recently only one type of DSI was known, and it was believed that all types of electron stream instabilities (e.g., Cherenkov type, cyclotron type etc.) transform to the single known type of DSI. However, it turned out that other types of DSI also exist [6, 7, 8]. Changes in some basic physical parameters and/or system geometry lead to significant changes in physical nature of e-stream interaction with plasma. This changes result in two new, previously unknown types of DSI: DSI of over-limiting electron beam and DSI under weak coupling of the stream with the plasma. In both cases, the growth rate depends on dissipation more critically: \n
The transformation of the SI to dissipative type makes their behavior in the presence of dissipation of particular interest. In order to understand how instability turns to another type, it is necessary to investigate the evolution of its fields in space and time [9, 10]. Simultaneously, the expressions for fields’ evolution give all available information on the SI: growth rates (spatial and temporal) under arbitrary level of dissipation, character of the instability (absolute/convective), range of unstable perturbations’ velocities, influence of dissipation on the instability, etc. These details help to understand how the instability turns to DSI, how it transforms given equilibrium of background plasma, predict the level and/or scale of the changes, how nonlinear phenomena arise as well as predict possible saturation mechanisms, etc. In general, the character of the fields’ development in space and time is one of the most important aspects of every instability.
\nThe character of space–time evolution of given instability is an important issue in many branches of physics. In plasma physics, we firstly note theory of amplifiers and oscillators in the microwave range based on interaction of e-beam with wave, where obvious progress is achieved [2, 3]. These studies are also important for research on plasma instabilities associated with research on nuclear fusion, astrophysics, etc.
\nThe mathematical solution of the problem of initial perturbation evolution reduces to calculation of the integral with a complete dispersion relation (DR) in the denominator of the integrand. An overall view on the character of the instability may be obtained by investigation of the asymptotic behavior of the Green’s function. In order to derive analytical expression for the fields’ space–time distribution, the DR should be specified and solved before integration. In this way, essential difficulties appear which usually cannot be overcome. One must apply approximate methods to obtain results. Presented here (see also [11]) approach is similar to traditional approach in many respects, but, in the same time, advantageously differs from it. Representation of the fields in form of wave train with slowly varying amplitude (SVA) allowed to overcome the difficulties and to obtain the space–time structure of the fields without reference on any particular model. Thereby, the approach singles out intrinsic peculiarities of various types of SI. The results show that all types of the beam-plasma instabilities (Cherenkov, cyclotron, etc.) have similar dynamics of development. By specifying only two parameters in the unified expression one can investigate given particular case of beam instability. With increase in level of dissipation all SI gradually turn to DSI.
\nThis review considers all these aspects: getting detailed information on SI, their space–time evolution and transformation to DSI. Presented approach shows that the DR which usually describes given SI can serve not only for solution of the well-known (and very simplified) initial and boundary problems. Its application is much wider. It can give much more information on the instability. Namely, it actually gives the solution of the well-known (and very important [9]) problem of time evolution of initial perturbation. The DR can give space–time structure of the fields at the instability development. In its turn, the fields’ structure contains complete information on the instability. Most of this information is unavailable by other methods. The expressions for fields’ evolution also show in detail the transformation of SI to dissipative type. Two new, previously unknown types of DSI are presented.
\nLarge variety of SI characterize by various types of the interaction with background systems (plasma-filled or not), various values of streaming currents, etc. From this follows various types of their DR and ensuing equation for SVA. They are considered separately. In Section 2, the evolution of various types of beam instabilities (Cherenkov, cyclotron, and the instability in periodical structure) are considered. All they characterize by small contribution of the beam in DR and this fact allowed generalizing the consideration. Section 3 gives the evolution of over-limiting e-beam instability. Due to influence of the beam space charge, the instability of such beams has other physical nature as compared to instability of conventional e-beams. In Sections 4 and 5, the instability in spatially separated beam-plasma system and the Buneman instability are considered. The peculiarity of last case is in the role of plasma ions.
\nConsider an electrodynamical system of arbitrary geometry (plasma filling is not obligatory) and let a monoenergetic relativistic electron beam penetrate it. The general form of the dispersion relation (DR) of such system is
\nwhere \n
where \n
where \n
Let an initial perturbation arises in point \n
The development of wave pulse in its linear stage obeys the DR (1). The beam instability reveals itself most effectively on frequencies, closely approximating to roots of the main part of Eq. (1) and simultaneously to the beam proper oscillations (e.g., space charge wave). This means that following two conditions must be satisfied:
\nTherefore, it would appear reasonable to assume that developing fields form a wave train of following type
\nwhere the carrier frequency \n
In such formulation, the problem of the instability evolution reduces to determination of the slowly varying amplitude (SVA) \n
Expanding the DR (1) in power series near \n
where
\n\n\n
The Eq. (8) describes the evolution of SVA
where the function \n
Here, \n
The second integration (over \n
As a result of the integration, we obtain following expression for the SVA [11].
\nand \n
We have arrived to very complex expressions (14). However, the field’s structure (i.e., the instability behavior) may be determined by analyzing the factor
\nThe information, which are available from the analysis are much more detailed and complete as compared to results of well-known initial and boundary problems. The analysis gives: growth rate(s), the velocities of unstable perturbations, the character of the instability and influence of the dissipation on it, etc. The expression (15) shows that along with exponential increasing the field covers more and more space. In the absence of dissipation, the velocities of unstable perturbations range from \n
Asymptotic shapes of beam instability
The peak (and the field’s properties in it) may be determined from the equation
\nIts solution in the absence of dissipation gives \n
That is, the peak places on 1/3 of the train’s length from the front and moves at the velocity \n
In a fixed point z, the field first increases and attains maximum at instant \n
Then, the field falls off and at the time \n
The exponent \n
The relations between characteristic velocities are
\nAt fixed instant \n
Generally, the dependence of the perturbations’ amplitudes on their velocity \n
The character of spatial growth depending on \n
Presented above analysis is true if we neglect dissipation. Dissipation essentially changes the instability behavior. It suppresses slow perturbations. The threshold velocity is
\nOnly perturbations moving at higher velocities \n
The dynamics of the field in the peak may be obtained by analyzing the Eq. (16). It takes following form
\nIf ν <<
and the expression for maximal growth rate takes the form \n
In general, by substitution of two parameters only: growth rate and the group velocity of resonant wave in “cold” system one can obtain the behavior of specific e-beam instability.
\nIt is not superfluous to repeat once again that the expression (14) and resulting analysis is valid for all types of e-beam instabilities: Cherenkov, cyclotron, beam instability in periodical structures, etc. Also, the analysis does not depend on specific geometry, external fields, etc.
\nThe picture described above is valid for e-beams, instability of which is due to induced radiation of the system proper waves by the beam electrons. However, it is known that with increase in beam current the physical nature of e-beam instabilities changes [6, 7, 12, 13, 14]. This is a result of influence of the beam space charge. It sets a limit for the beam current in vacuum systems. The limit may be overcome, for example, in plasma filled waveguide. The instability of over-limiting e-beams (OB) is due either to aperiodical modulation of the beam density in media with negative dielectric constant or to excitation of the NEW. In this section, we consider behavior of the first type of OB instability. It develops, for example, in uniform cross-section magnetized beam-plasma waveguide. It is clear that the change of the physical nature of the instability affects on its behavior. This instability sharply differs from the instability of conventional (underlimiting) e-beams: (1) its growth rate attains maximum at the point of exact Cherenkov resonance, (2) it is of nonradiative type, and (3) with increase in dissipation, it turns to a new type of DSI [6, 14].
\nMathematical description of OB is not so well-known as for underlimiting beams, and in order to catch the differences, we consider both cases simultaneously. Consider a cylindrical waveguide, fully filled by cold plasma. A monoenergetic relativistic electron beam penetrates it. The external longitudinal magnetic field is assumed to be strong enough to freeze transversal motion of the beam and the plasma electrons. For simplicity, we assume that the beam and plasma radii coincide to the waveguide’s radius and consider only the symmetrical
where \n
The solutions of Eq. (28) depend on the value of parameter α. This parameter actually serves as a parameter that determines the beam current value and the character of beam-plasma interaction. It corresponds (correct to the factor γ−2) to the ratio of the beam current to the limiting current in vacuum waveguide [14] \n
However, if dissipation exceeds growth rate, the instability turns to DSI with the growth rate
\nIf the beam current increases and became higher than the limiting vacuum current that is,
\nthe instability has the same nature as the instability in medium with negative dielectric constant. If the beam is underlimiting, this effect is slight and is not observed. But now, this effect is dominant. Its distinctive peculiarity is that this effect attains its maximum in the point of exact Cherenkov resonance. The growth rate differs from Eq. (30) and is equal [13].
\nThe different dependence of the growth rates of Eqs. (30) and (33) on beam density should be noted.
\nIf, along with the beam current, dissipation also increases the instability turns to DSI of overlimiting e-beam with the growth rate [6].
\nWe emphasize new dependence on \n
Higher values of parameter α (that is, α >> 1) correspond to very high currents. For example, in the case of a cylindrical waveguide this condition leads to \n
In order to consider the evolution of an initial perturbation in a magnetized plasma waveguide penetrated by an OB, we proceed from the DR (27). Our steps coincide to those for the case of underlimiting e-beams: expand the DR (27) in series near \n
(the denotations coincide to those in (8)). The Eq. (35) for SVA may be solved by analogy to solution of Eq. (8). Without delving into details, we present here the results [6, 12].
\nThe analysis of the expression (36) is similar to previous case. It again reduces to the analysis of the exponent \n
The field’s value in the peak exponentially increases and the growth rate is equal to maximal growth rate for OB \n
At fixed point
The expression \n
The character of the space growth depending on perturbations’ velocity is \n
Dissipation fundamentally changes this picture of the instability. For given velocity \n
Dissipation suppresses slow perturbations. Only high-velocity perturbations can develop. The threshold velocity is
\nThe dynamics of the peak in the presence of dissipation may be obtained by analyzing the equation
\nThe solution of Eq. (42) presents the peak’s coordinate \n
Substitution of \n
In limit of high-level dissipation, we have
\nwhere \n
Shapes of the waveform versus longitudinal coordinate at fixed instant
The function
There is a factor which significantly influences on the physics of beam-plasma interaction. The factor is the level of overlap of the beam and the plasma fields. The well-known beam-plasma instability corresponds to full overlap of the beam and the plasma fields (strong beam-plasma coupling). In this case, physical nature of developing instability is due to induced radiation of the system’s normal mode oscillations by the beam electrons. The oscillations are determined by plasma alone, as its density is assumed much higher than the beam density. The beam oscillations are actually suppressed and do not reveal themselves. Excited fields are actually detached from the beam in that they exist in beam absence.
\nThe opposite case when the beam and plasma fields are overlapped slightly is the case of weak beam-plasma coupling. It may be realized, for instance, if the beam and the plasma are spatially separated in transverse direction. This transverse geometry provides conditions for increasing the role of the beam’s normal mode oscillations. In this case, the beam-plasma interaction has other physical nature. Electron beam is actually left to its own. Its oscillations come into play. Account of the beam’s normal mode oscillation leads to substantially new effects. Moreover, there is NEW among beam proper waves. Its growth causes instability due to the sign of energy. The growth rate of this instability attains maximum in resonance of plasma wave with NEW. Resonance of this (wave–wave) type comes instead of wave-particle resonance (conventional Cherenkov Effect) and was named “Collective Cherenkov Effect” [14, 15].
\nConsider weak interaction of monoenergetic electron beam and plasma in waveguide in general form [8, 14]. The only assumption is following. The beam and plasma are separated spatially, which implies weak coupling of the beam and the plasma fields. For a start, we do not particularize the cross sections. The beam current is assumed to be less than the limiting vacuum current. Dissipation in the system is taken into account by introducing collisions in plasma. We restrict ourselves by the case of strong external longitudinal magnetic field that prevents transversal motion of beam and plasma particles.
\nIn strong external magnetic field, perturbations in plasma and beam have longitudinal components only. In such system, it is expedient to describe perturbations by using polarization potential \n
We proceed from equations for \n
Here \n
In general, the analytical treatment of the problem may be developed in different ways. The traditional way is to consider a multilayer structure of given geometry. With increase in number of layers this way leads to a very cumbersome DR. However, in the case of weak coupling (namely when the integral describing the overlap of the beam and the plasma fields (see below) is small), the interaction may be considered by another approach. The approach is perturbation theory over wave coupling [14]. Parameter of weak beam-plasma coupling serves as a small parameter that underlies this approach. This way leads to a DR of much simpler form, which, in addition, clearly shows the interaction of the beam and the plasma waves. Also, the procedure is not associated with a specific shape/geometry; that is, obtained results may be easily adapted to systems of any cross-section.
\nThe set of Eq. (46) reduces to following eigenvalue problem
\nwhere \n
\n\n
Proper functions \n
(the point \n
where
\n\n\n
Mathematically, \n
The spectra of the beam waves are given by \n
where \n
where \n
where \n
It depends on beam density as \n
where \n
where
\n\n\n
We have already obtained some properties of the instability in system with spatially separated beam and plasma. Consider now the behavior of this instability in detail. In so doing, we consider the evolution of an initial perturbation in system with spatially separated e-beam and plasma. We proceed from the DR (51). The successive steps are known: to derive the equation for SVA, solve it and analyze the solution. As a result, we have following equation for SVA:
\nwhere \n
The Eq. (61) is actually the same Eq. (35). This implies that the fields’ space–time evolution at the instability development in spatially separated beam-plasma system qualitatively coincides to that of over-limiting e-beam instability. It remains to repeat briefly the milestones of the analysis above for behavior of OB instability in new terms (assuming \n
For the instability under weak beam-plasma coupling the velocities of unstable perturbation vary through the range \n
In the absence of dissipation, the peak places in the middle of the train at all instants that is, it moves at the average velocity \n
Dissipation suppresses slow perturbations. The threshold velocity is (compare to previous subsection)
\nThe wave train shortens. Only high velocity perturbations (at velocities in the range \n
The peak shifts to the front of wave train. For high-level dissipation, we have \n
Substitution of Eq. (65) into \n
This result agrees to Eq. (58). This coincidence actually serves as an additional proof of the correctness of the approach based on analysis of developing wave train (i.e., correctness of the initial assumptions, derived equation for SVA, its solution etc.). Analogous coincidence exists in case of underlimiting e-beams (see Section 2), but very cumbersome expressions (solutions of third-order algebraic equation) prevent showing it obviously.
\nIn conclusion to present section, we can state that two various types of e-beam instabilities: (1) the OB instability and (2) the instability under weak beam-plasma coupling have similar behavior. Both these instabilities transform to dissipative instabilities with the maximal growth rate \n
The physical essence of the Buneman instability (BI) [4] is in the fact that the proper space charge oscillations of moving electrons due to the Doppler Effect experience red shift, and this greatly reduced frequency becomes close to the proper frequency of ions. Actually, the BI is due to resonance of the negative energy wave with the ion oscillations. For future interpretations and comparisons, we present the well-known [1, 4] DR and the maximal growth rate for the simplest case of the BI (cold e-stream, heavy ions, and accounting for collisions)
\n(\n
ions respectively, \n
Now consider a plasma system, the DR of which may be written as
\nwhere \n
An initial perturbation arises and the instability begins to develop in point \n
\n\n
Eq. (70) may be solved in known manner: that is, by using the Fourier and Laplace transformations. The problem reduces to integration in the inverse transformation. All these steps are known. So as not to repeat, we at once present resulting expression for the SVA [16]
\nAs earlier, the structure of the fields is basically determined by the factor [16].
\nIn the absence of dissipation the velocities of unstable perturbations range from 0 to the group velocity \n
(compare to Eq. (16)) determines the peak’s movement. In the absence of dissipation the peak disposes on 2/3 of the train’s length from its front and moves at velocity \n
Dissipation changes the fields’ dynamics and mode structure. It is easily seen from Eq. (72) that dissipation suppresses fast perturbations. The threshold velocity \n
The wave train shortens. Actually the pulse slows down. Dissipation influences on the peak location/movement. Its place \n
The solution of this third-order algebraic equation gives location and velocity of the peak under arbitrary ratio \n
Substitution of this expression into \n
where the growth rate \n
In addition, the expression for \n
Figure 4 presents shapes of induced wave train for various levels of dissipation.
\nThe shapes of initial perturbation for various level of dissipation. The dimensionless distance
Now, we can generalize the properties of the SI. Originated perturbations form a wave train, carrier frequency and wave vector of which are determined by resonant conditions. The expression for space–time distribution of the fields gives much information on the behavior of the instability in limit of comparatively large times. The solutions of conventional initial and boundary problems follow from the expression by itself. The growth rate in the peak is equal to maximal growth rate of resonant instability \n
The approach justifies existence of two new, previously unknown types of DSI. For these DSI, the role of the beam’s space charge and/or proper oscillation becomes decisive. For both DSI, the growth rates have more critical dependence on dissipation as compared to conventional. Presented approach obviously shows the transition to the new types of DSI.
\nActually the approach presents solution of the well-known problem of time evolution of initial perturbation in systems those undergo the instabilities of streaming type. The importance of the problem is doubtless. Its traditional solution is restricted by mathematical difficulties. Presented methods allows without any difficulties obtain result for various SI in spite of their different mathematical description (e.g., the description of Buneman instability differs from the instability in spatially separated beam-plasma system and from beam-plasma instabilities; herewith, the description various types of beam-plasma instabilities (Cherenkov, cyclotron, and other) also differs from each other). The approach by itself unified the differences. For beam-plasma instabilities results of the approach are unified even more and their usage is not more difficult than usage of the result of the initial and boundary problems (in spite of presented approach gives incomparably more data). In this sense, the approach can be used instead of the problems. It could seem that the procedure is a bit more difficult. However, this difficulty only seems.
\nThe general character of presented approach should be emphasized once more. It is based on very general assumptions and does not refer on any particular model. The approach transforms the general form of the DR to an equation for SVA of the developing wave train. For a large class of beam-plasma instabilities (Cherenkov, cyclotron, etc.), the equation for SVA is actually the same. Its solution gives analytical expression describing evolution of initial perturbation. Various SI evolve in similar manner. This emphasizes identity of their physical nature (induced radiation of the system proper waves by the beam electrons). For given instability, one should specify two parameters only: the resonant growth rate and the group velocity of the resonant wave. Obtained expression gives detailed information on the instability. The information is: the shape of developing wave train (envelope), velocities of unstable perturbations, the type of given instability (absolute or convective), location of the peak and the character of its movement, the rate of field’s growth in the peak, temporal and spatial growth rates, the rate of growth for perturbation moving at given velocity. Most of these data are unavailable by other methods.
\nValidity limitations also should be mentioned. Obtained results may not be applied to the systems where beam instability is caused by finite longitudinal dimension, for example, Pierce instability.
\nPresented approach has neither inner contradictions, no contradictions to previous results of the beam-plasma interaction theory. Its results fully coincide to those obtained by direct analysis of the DR. In some cases, (e.g., for overlimiting e-beam instability and the instability in spatially separated beam-plasma system) obvious analysis is possible due to comparatively simple contribution of the beam in the DR (namely when the contribution has first (but not second) order pole).
\nThe results of presented approach actually are continuation and further development of the results of the initial and boundary problems. In its turn, the results of the problems have been repeatedly tested and rechecked experimentally. This actually can serve as confirmation of validity of the approach.
\nIn [19, 20] the nonlinear dynamics of the beam-plasma instability was investigated numerically at no stationary beam injection into plasma-filled systems. The results show that at the initial stage of instability development the field has a shape matching reasonably to presented results.
\nObtained results on SI evolution help to understand how the instability transforms given equilibrium of background plasma, estimate the level and/or scale of originated irregularities clear up how the nonlinear stage arises and predict saturation mechanisms. The systems, to which this may be applied are numerous, as the SI are the most common instabilities: from the Earth ionosphere to current carrying plasma (where the Buneman instability plays important role). Not to mention relativistic microwave electronics etc.
\nWith the rapid development of the economy and the large-scale development of water energy, the construction of reservoir dams has become an important engineering initiative to meet the needs of social and economic development. Over time, the sediment in the reservoir continues to accumulate, and the storage capacity for prosperity and flood control continues to decrease or even loses capacity completely. In addition, due to a lack of water level data and drainage area data in the original design or a lack of labor, equipment, funds, or other resources during construction, the construction of small storage capacity reservoirs cannot meet the current demand for water resources. Therefore, the construction of new water conservancy facilities or the heightening of the old dams has become an urgent problem to consider. Compared with the construction of a new dam, raising an original dam body does not require the consideration of the location of a new dam, and it can obtain a larger storage capacity at a lower economic cost. Therefore, the dam heightening scheme has attached increasing attentions from engineers [1].
Addressing the technical problems that rise during the process of heightening is becoming a top priority due to the large amount of work and the complexity of construction technology. There are different key problems in dam heightening engineering due to the dam type and heightening method. Earth-rock dams are a widely used type of dam. Due to the permeability of earth-rock materials, it is urgent to study the impact of seepage on the earth-rock dam during the heightening process [2]. For slope-type heightened and thickened concrete dams, the key issues related to dam heightening are the stress concentrations and deformation of the dam body during construction and operation, stress analysis and structural form of the interface between new and old concrete, and design of drainage and water stop [3]. Periodic changes in the temperature and changes in the temperature of the old dam after new concrete is placed will cause problems such as deterioration of the dam heel stress, cracks in the joint surface, and cracks in the downstream dam surface [4].
There are many engineering precedents for dam elevation, such as the Goscheneralp Dam and Grande Dixence Dam in Switzerland, Steenbras Dam in South Africa, Roseires Dam in Sudan, and Danjiangkou Dam and Songyue Dam in China [3, 5, 6, 7, 8, 9]. Due to the rapid increases in the urban population of Cape Town, raising the Steenbras Dam offered an effective solution to the problem of a serious water shortage. During the course of anchoring the dam, engineers considered that post-stressing would have advantages in terms of cost and expedition. Essentially the process is one of placing vertical cables through the wall of a mass concrete dam from the crest into the foundation and stressing the cables to produce stabilizing compressive forces on the upstream face. Similar to the Steenbras Dam, the Songyue Dam also raised the dam to meet the water supply needs of Helong City. The Songyue Dam is located in a severely cold area, with an average annual temperature of 4.8°C, and the temperature changes greatly during the year. Therefore, the heightened structure needed to adapt to the characteristics of the severely cold area. The calculation research on the Songyue Dam heightening scheme shows that setting a sliding joint in the middle of the joint surface can absorb the shrinkage and deformation of a part of the newly poured concrete, which has a significant effect on improving the tensile stress of the upstream and downstream dam surfaces.
The Zhushou Reservoir is located in Sichuan Province, China, which is located in a seismically active area. The dam of Zhushou Reservoir is a clay core rock-debris dam. To meet the production and domestic water demand of nearby cities, it is necessary to expand the capacity of the Zhushou Reservoir. Under the action of gravity loads, water loads, and earthquake loads, effectively coordinating the deformation of the rockfill of the new and old dams to allow the stress and deformation of the seepage control system to be within the allowable range of the materials is a major technical difficulty to be solved. Therefore, based on the experience of previous engineering technologies, the necessary theoretical research is carried out to accurately predict the stress and deformation of the dam, especially the coordination between the deformation of the old and new dams, to improve the rationality of engineering design and to improve future engineering operations.
The Zhushou Reservoir pivotal project is located in Liangshan Prefecture, Sichuan Province, and is a medium-sized reservoir. The dam is made of a clay core rock-debris dam. Its top elevation is 2416.10 m, the dam length is 190.00 m, the top elevation of the wave-proof wall is 2417.10 m, the dam height is 63.4 m, and the width of the dam top is 6.0 m. Both the upper and lower dams are provided with rockfilled prisms. The upstream slope is protected by dry block stone, while the downstream slope is protected by a dry block stone arch ring and turf in the circle. The thickness of the dry block stone is 40 cm. The top width of the gravel soil core wall is 6.0 m, the top elevation is 2415.3 m, and the upper and lower slopes are 1:0.4.
According to the water supply project planning of the Baihetan hydropower station resettlement area, to meet the production and domestic water demand of the resettlement area, the Zhushou Reservoir should be expanded and matched to the corresponding water diversion project. The dam should be increased from 63.4 m to 98.1 m. At the same time, when the dam is heightened, the impervious body of the original dam should be strengthened [10].
The objective of dam heightening is to make use of the water-retaining capacity of the original core wall dam to produce rockfill heightening on the top and downstream slope of the old dam so that the original dam body becomes a part of the heightened dam. At the same time, a core wall and foundation anti-seepage system of the original dam is strengthened, a concrete cutoff wall is added, and the foundation anti-seepage curtain grouting is strengthened. The anti-seepage type of the heightening dam body adopts the upstream reinforced concrete-faced slab, the slope ratio of the upstream dam is 1:1.4, and the comprehensive slope of the downstream rockfill body is 1:1.6 [11]. Figures 1 and 2 show general view of the Zhushou Reservoir dam.
Plane figure of heightening of the Zhushou Reservoir dam.
Standard profile of heightening of the Zhushou Reservoir dam.
To avoid excessive deformation and cracking of the lower core wall caused by the compression of the upper high rockfill, the cutoff wall is constructed after the upper rockfill body is filled and settled for 3 months. The concrete connecting plate between the cutoff wall and the toe slab shall be constructed after the toe slab and the face plate are completed.
The overall construction procedure is as follows: old dam filling → new dam filling to 2447.90 m → core wall reinforcement and cutoff wall construction → toe slab construction → panel construction → connecting plate construction → new dam filling to 2451 m. The water level remains at 2395.0 m during the construction period. The construction period of dam heightening is 31 months, which are as follows:
From September of the first year to February of the second year, the construction period of the old dam filling is 6 months.
From March of the second year to November of the second year, the construction period of the new dam filling to an elevation of 2447.9 m is 9 months.
From December of the second year to May of the third year, the construction period of core wall reinforcement and cutoff wall construction is 6 months.
During June of the third year, the construction period of toe slab is 1 month.
From July of the third year to August of the third year, the construction period of concrete panel and wave wall construction is 2 months.
From September of the third year to November of the third year, the construction period of connecting plate construction is 3 months.
From December of the third year to July of the fourth year, the construction period of new dam filling to 2451 m is 4 months.
Figure 3 shows a finite element mesh diagram of a typical riverbed section, Figure 4 shows a three-dimensional finite element mesh diagram, and Figure 5 shows an anti-seepage system (core wall, connecting plate, toe slab and panel) meshing diagram, where the X forward direction is defined as from the left bank to the right bank, the Y forward direction is defined as upstream to downstream, and the Z forward direction is defined as the opposite direction of gravity. The three-dimensional solid element adopts an 8-node hexahedral isoparametric element and a 4-node tetrahedral isoparametric element, and the latter is treated as a degenerated hexahedral element. There are 29,905 generating units and 33,482 nodes in total.
Finite element mesh diagram of a typical riverbed section.
Three-dimensional finite element mesh diagram.
Anti-seepage system meshing diagram.
According to the above construction and water storage process, the order of the filling and storage simulation in the finite element calculation is as follows: old dam filling → new dam filling to 2447.90 m (the water level remained at 2395.0 m) → cutoff wall construction → toe slab construction → panel construction → connecting plate construction → new dam filling to 2451 m → upstream water storage to a normal water level elevation of 2444 m. There are 70 stages for simulation, including 42 stages for dam filling and 38 stages for water storage. Figure 6 shows the simulation diagram of the Zhushou Reservoir construction and water storage process. Figure 7 shows the water level-time curve of the Zhushou Reservoir during the construction and water storage process.
The Zhushou reservoir construction and water storage process simulation diagram.
The Zhushou reservoir water level-time curve during the construction and water storage process.
As the main body of the concrete-faced rockfill dam, reasonable simulation of its stress–strain relationship is very important to improve the rationality of the calculation results of the stress and deformation of the concrete-faced rockfill dam. In this project, the constitutive model of rockfill material is based on the Shen Zhujiang double-yield surface elastic-plastic model proposed by Shen Zhujiang. Compared with the nonlinear elastic model, the model can consider the dilatancy and shear-shrinkage characteristics of rockfill bodies and can more accurately reflect the stress-strain characteristics of dam bodies than other models.
In the Shen Zhujiang double-yield surface elastic-plastic model, the two-yield surfaces are only regarded as the boundary of elastic region and are no longer related to hardening parameters. The double-yield surface is used to establish the unloading criterion, make the elastic-plastic matrix symmetrical, and specify the direction of plastic strain. As shown in Figure 8, due to the double-yield surface, not only the loading direction B will produce plastic strain, but also the loading directions A and C will produce plastic strain.
Double hardening model.
The two-yield surfaces of the Shen Zhujiang double-yield surface elastic-plastic model are
where
where
The model adopts the normal flow rule, so the plastic potential surface is orthogonal to the direction of the plastic strain increase and
Tangent Young’s modulus is defined as
where
In the formula, the elastic Poisson’s ratio
where
However, the expression of
where
The Shen Zhujiang elastic-plastic model has eight model parameters, which are
The Shen Zhujiang elastic-plastic model can also be calculated by the parameters of the model Duncan
The tangent Poisson’s ratio
For unloading, the modulus of resilience is calculated as follows:
where
The loading and unloading criteria of the Shen Zhujiang elastic-plastic model are as follows:
If
If
If
For coarse-grained materials,
where
The linear elastic model is used for concrete materials, and the stress–strain relationship conforms to the following generalized Hooke’s law:
where
At present, the Goodman thickness-free elements and Desai thin-layer elements are commonly used. Because the interface is a kind of interface without a thickness, it is more suitable to use the Goodman element without a thickness to theoretically simulate the interface. However, in fact, a Goodman element without a thickness must obtain a large normal stiffness to avoid overlap. In addition, shear dislocation does not necessarily occur on the interface and may penetrate into the soil at a certain distance. Desai thin-layer elements reflect normal deformation to a certain extent, but the choice of the thickness of thin-layer elements has a great influence on the calculation results. A large element thickness will introduce errors in the physics, and a small element thickness will introduce errors in the mathematics. Desai suggests that the ratio of the thickness
For the constitutive model of the contact surface, the hyperbolic model and ideal elastic-plastic model of the relationship between the shear stress and relative displacement proposed by Clough and Duncan are most commonly used. The results show that the shear stress on the interface between the soil and structure is not uniform, the shear deformation is actually a rigid-plastic deformation, and the contact friction model can be well simulated.
Before the shear stress
The deformation on the contact surface can be divided into two parts: basic deformation and failure deformation. The basic deformation is similar to the deformation calculation model of other soils, expressed as
There are two forms of failure and deformation of the elements: tension cracking and slip. The rigid-plastic model is used to calculate the relative shear deformation of the element. There is no relative slip on the contact surface before failure, and after failure, the relative slip will continue to develop.
For the three-dimensional thin-layer contact surface element, the Y direction is the normal direction of the contact surface:
If the contact surface is under tension,
The value of
The flexibility matrix
The dam uses C25 concrete and C30 concrete. The unit weight, elastic modulus and Poisson’s ratio of C25 and C30 concrete are 2.5 t/m3, 2.8 × 104 N/mm2, and 0.167 and 2.5 t/m3, 3.0 × 104 N/mm2, and 0.167, respectively.
The lithology of the newly filled rockfill material in the Zhushou Reservoir is the Ordovician Hongshiya Formation (O1h) quartz sandstone, fine sandstone with silty mudstone, and Qiaojia Formation (O2q) gray thin-to-medium thick sandstone, dolomite, and limestone. According to design filling standards and field testing data, the triaxial CD test had been carried out on rockfill materials of the heightening dam and the filling materials of the old dam body. The calculated parameters determined by the test are shown in Table 1.
Material name | Δ | ||||||||||
---|---|---|---|---|---|---|---|---|---|---|---|
Old dam | Gravel clay core wall | 1.84 | 56.9 | 29.3 | 0 | 164.4 | 0.46 | 0.69 | 3.68 | 0.1 | 0.3 |
Stone slag in the upper part of the dam hell (elevation above 2390 m) | 2.04 | 0 | 41.8 | 9.1 | 318.8 | 0.46 | 0.79 | 2.78 | 0.04 | 0.35 | |
Stone slag in the lower part of the dam shell (elevation above 2390 m) | 2.12 | 0 | 44.9 | 9.1 | 431.3 | 0.38 | 0.72 | 3.3 | 0.09 | 0.37 | |
Rockfill | 2.14 | 0 | 47.7 | 10.1 | 811 | 0.31 | 0.54 | 10.4 | 0.12 | 0.4 | |
New dam | Cushion zone | 2.2 | 0 | 58.8 | 10.9 | 1245.6 | 0.35 | 0.60 | 10.4 | 0.12 | 0.4 |
Transition region | 2.17 | 0 | 59.5 | 13.3 | 1405.4 | 0.29 | 0.65 | 10.1 | 0.15 | 0.39 | |
Main rockfill area | 2.16 | 0 | 59.4 | 13.6 | 1301.5 | 0.27 | 0.60 | 9.3 | 0.15 | 0.39 | |
Secondary rockfill area | 2.14 | 0 | 56.1 | 11.9 | 954.1 | 0.37 | 0.63 | 9.5 | 0.13 | 0.36 |
Calculated parameters of the dam material.
Considering the stress and deformation of the new dam after filling and storage period and influence of the stress and deformation of the new dam on the old dam, Table 2 lists the characteristic values of the stress and deformation of the dam body.
Statistical items | Dam body | ||
---|---|---|---|
Completion period | Storage period | ||
Displacement along the river (cm) | Downstream | −18.2 | −10.2 |
Upstream | 6.9 | 9.25 | |
Settlement (cm) | 47.5 | 48.8 | |
Major principal stress (MPa) | 2.13 | 2.14 | |
Minor principal stress (MPa) | 1.21 | 1.23 |
Characteristic values of stress and deformation of the dam body.
Figures 9 and 10 show the contour of the displacements of the dam body during the completion period and the storage period. The simulation results show that the maximum horizontal displacement occurs in the dam body of the old dam and the maximum settlement occurs at the interface between the old and new dams. During the completion period, the maximum settlement of the dam is 47.5 cm, and the horizontal displacement to the upstream and downstream is 18.2 cm and 6.90 cm, respectively. After the water storage, the maximum deformation of the dam body under upstream water load was reduced to 10.2 cm, while the horizontal displacement towards the downstream was increased to 9.25 cm, and the maximum settlement was increased to 48.8 cm.
Contour of the displacements of the dam body during the completion period (cm). (a) Displacement along the river and (b) settlement.
Contour of the displacements of the dam body during the storage period (cm). (a) Displacement along the river and (b) settlement.
The results of principal stress calculation show that due to the large modulus of cutoff wall and pile foundation, significant stress concentration has occurred in the dam.
Table 3 lists the characteristic values of the stress and deformation of the cutoff wall.
Statistical items | Cutoff wall | ||
---|---|---|---|
Completion period | Storage period | ||
Dam axial displacement (cm) | Left side bank | / | −0.11 |
Right side bank | / | 0.12 | |
Displacement along the river (cm) | Downstream | / | 10.6 |
Settlement (cm) | / | 0.48 | |
Dam axial stress (MPa) | Tensile stress | −0.21 | −2.53 |
Compressive stress | 1.18 | 3.21 | |
Major principal compressive stress (MPa) | 2.25 | 12.0 | |
Minor principal tensile stress (MPa) | −0.23 | −1.74 |
Characteristic values of stress and deformation of the cutoff wall.
Since the cutoff wall is constructed after the new dam is filled to 2447.9 m, the deformation of the cutoff wall will not occur during the completion period, so only the deformation distribution during the storage period is given. Figure 11 shows contour of the displacement of the cutoff wall during the storage period. The axial displacement of the dam is represented by the compression from both sides towards the riverbed, and the deformation in the direction of the right bank and the left bank is 0.12 cm and 0.11 cm, respectively. The axial displacement of the dam is generally small. For the displacement along the river, the water load shows a deformation towards the downstream, and the maximum value is 10.6 cm. Because the upper part of the impervious wall is filled with rockfill and supported by the connecting plate, the deformation along the river of the impervious wall increases first and then decreases slightly from the bottom to the top. For the vertical displacement, the maximum value is 0.48 cm, which increases gradually from the bottom to top under the action of the upper water load.
Contour of the displacements of the cutoff wall during the storage period (cm). (a) Dam axial direction, (b) displacement along the river and (c) settlement.
Figure 12 shows the contour of the dam axial stresses on the downstream and upstream sides of the cutoff wall during the completion period. Figure 13 shows the contour of the dam axial stresses on the downstream and upstream sides of the cutoff wall during the storage period. Because the cutoff wall will be built after the new dam is basically completed, the stress difference between the upstream and downstream faces of the completion period is small, the stress of the cutoff wall is mainly caused by the self-weight, and the tensile and compressive stresses are small. During the storage period, the axial stress of the dam corresponds to the deformation direction. After storage, the upstream face is in tension at both ends of the middle compression zone, while the downstream face is basically in compression, but the pressure stress at both sides is significantly greater than that at the riverbed. The maximum value of the tensile and compressive stress is −2.53 MPa and 3.21 MPa, respectively. For the major principal stress, the downstream stress is greater than the upstream stress because the deformation is oriented downstream during the storage period. At the same time, due to the relatively small height of the wall near the bank slope and the influence of the boundary constraints, the local stress near the bank slope is concentrated, so the stress at the bank slope on both banks is large, and the maximum pressure stress is 12.0 MPa. For the minor principal stress, the upstream and downstream faces are all in compression at the middle part and tension at both sides. The maximum tensile stress is −1.74 MPa.
Contour of the dam axial stresses on the downstream and upstream sides of the cutoff wall during the completion period (MPa). (a) Downstream side and (b) upstream side.
Considering the ultimate compressive strain of 700 με and ultimate tensile strain of 100 με, the allowable compressive strength and tensile strength of C25 concrete are 19.6 MPa and −2.8 MPa, respectively. From the above calculation results, the tensile and compressive stresses of the cutoff wall are all within the allowable range for C25 plain concrete (Figure 13).
Contour of the dam axial stresses on the downstream and upstream surface of the cutoff wall during the storage period (MPa). (a) Downstream side and (b) upstream side.
Table 4 lists the characteristic values of the stress and deformation of the connecting plate and toe slab during the storage period.
Statistical items | Storage period | ||
---|---|---|---|
Connecting plate and toe slab | Dam axial displacement (cm) | Left side bank | −0.71 |
Right side bank | 0.89 | ||
Displacement along the river (cm) | Upstream | / | |
Downstream | 5.36 | ||
Settlement (cm) | 5.63 | ||
Connecting plate | Dam axial stress (MPa) | Tensile stress | −1.81 |
Compressive stress | 0.56 | ||
Major principal stress (MPa) | Compressive stress | 0.86 | |
Minor principal stress (MPa) | Tensile stress | −1.82 | |
Compressive stress | 0.32 | ||
Toe slab | Dam axial stress (MPa) | Tensile stress | −4.78 |
Compressive stress | 1.53 | ||
Major principal stress (MPa) | Compressive stress | 6.33 | |
Minor principal stress (MPa) | Tensile stress | −4.80 | |
Compressive stress | 0.90 |
The characteristic values of the stress and deformation of the connecting plate and toe slab during the storage period.
Figure 14 shows the contour of the deformation of the connecting plate and toe slab during the storage period. For the axial displacement of the dam, the water displacement is represented by the compression from both sides of the riverbed. The axial displacement of the dam is generally small. The maximum displacements of the left and right banks after water storage are 0.71 cm and 0.89 cm, respectively, which occur in the 0 + 209 and 0 + 65 sections. The displacement of the river is characterized by a downward-directed deformation under the water load during the storage period, with a maximum value of 5.36 cm, which occurs in the 0 + 125 section of the riverbed. For the vertical displacement, the maximum value is 5.63 cm during the storage period, which also occurs at the 0 + 125 section of the riverbed. It can also be seen from Figure 14 that due to the deformation joint between the connecting plate and the toe slab, the connection between the toe slab and the connecting plate is staggered, but the magnitude is small, and the setting of the toe slab length is appropriate.
Contour of the deformation of the connecting plate and toe slab during the storage period (cm). (a) Dam axial displacement, (b) displacement along the river and (c) settlement.
Figure 15 shows the contour of the dam axial stresses of the connecting plate and toe slab during the storage period. Under the action of water loading, the deformation of the connecting plate is constrained by the toe slab, and the deformation of the toe slab is constrained by the face slab, so the stress of the toe slab is greater than that of the connecting plate. The dam axial stress, corresponding to the deformation direction, is mainly manifested as tension at both ends and compression in the middle, and the downstream compressive stress is greater than the upstream compressive stress. After the storage period, the maximum tensile compressive stress is −4.78 MPa and 1.53 MPa, respectively, which occurs at the right end of the toe slab and in the 0 + 95 section of the riverbed.
Contour of the dam axial stresses of the connecting plate and toe slab during the storage period (MPa).
Considering the ultimate compressive strain of 700 με and ultimate tensile strain of 100 με for C30 concrete, the allowable compressive strength and tensile strength are 27.3 MPa and −3.9 MPa, respectively. It can be seen from the above calculation results that the compressive stress and tensile stress of the connecting plate and toe slab are within the allowable range for C30 plain concrete, but the maximum tensile stress of the toe plate exceeds the allowable value of C30 plain concrete, and the exceeding area is mainly located in the local area at the junction of the toe slab and the bank slope, which could be resolved by adding reinforcement.
The Zhushou Reservoir was transformed from a clay core rock-debris dam to a concrete-faced rockfill dam, with the maximum dam height increasing from 63.4 m to 98.1 m. The three-dimensional finite element method was used to simulate the operation process of construction filling and the storage period, and the conclusions are discussed as follows:
The simulation results show that the maximum horizontal displacement occurs in the dam body of the old dam, and the maximum settlement occurs at the interface between the old and new dams. Due to the large modulus of cutoff wall and pile foundation, significant stress concentration has occurred in the dam.
During the storage period, the maximum axial tensile and compressive stresses of the cutoff wall are −2.53 MPa and 3.21 MPa, respectively, and the maximum major and minor principal stresses are 12.0 MPa and −1.74 MPa, respectively. The tensile and compressive stresses are all within the allowable range for C25 plain concrete, and the cutoff wall will not be damaged under static conditions.
During the storage period, the maximum axial tensile and compressive stresses of the toe slab (connecting plate) dam are −4.78 MPa and 1.53 MPa, respectively, and the maximum major and minor principal stresses are 6.33 MPa and −4.80 MPa, respectively. The compressive stress of toe slab and connecting plate and the tensile stress of connecting plate are all within the allowable range for C30 plain concrete, but the tensile stress of the local area at the junction of toe slab and bank slope has exceeded the allowable value for C30 plain concrete, so the reinforcement should be strengthened at this location.
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\\n\\nThe University of Surrey is pledging funds via the Knowledge Unlatched program to ensure academics can publish Open Access content more easily.
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\n\n\n\nCorresponding authors will receive a 25% discount on their Open Access Publication Fees (OAPF) for Open Access book chapters. A 20% discount for publishing a long-form monographs, 25% for compacts and 23% for short-form monographs.
\n\nCSIC affiliated authors can also take advantage of a central Open Access fund (amounting to 10,000 EUR) to cover up to 50% of the rest of the OAPF until it expires. Effective for chapters accepted from January 1, 2020.
\n\nCorresponding authors will receive a 25% discount on their Open Access Publication Fees (OAPF) for Open Access book chapters. A 20% discount for publishing a long-form monographs, 25% for compacts and 23% for short-form monographs.
\n\nCorresponding authors will receive a 25% discount on their Open Access Publication Fees (OAPF) for Open Access book chapters. A 20% discount for publishing a long-form monographs, 25% for compacts and 23% for short-form monographs.
\n\n\n\nCorresponding authors will receive a 25% discount on their Open Access Publication Fees (OAPF) for Open Access book chapters. A 20% discount for publishing a long-form monographs, 25% for compacts and 23% for short-form monographs.
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\n\nThe Claremont Colleges are pledging funds via the Knowledge Unlatched program to ensure academics can publish Open Access content more easily.
\n\nCorresponding authors will receive a 15% discount on their Open Access Publication Fees (OAPF) for Open Access book chapters or monograph publications. To use the discount you will need to verify your institutional email address. These discounts are valid from 2020 to 2022.
\n\nThe University of Massachusetts, Amherst is pledging funds via the Knowledge Unlatched program to ensure academics can publish Open Access content more easily.
\n\nCorresponding authors will receive a 10% discount on their Open Access Publication Fees (OAPF) for Open Access book chapters or monograph publications. To use the discount you will need to verify your institutional email address. These discounts are valid from 2020 to 2022.
\n\nThe University of Surrey is pledging funds via the Knowledge Unlatched program to ensure academics can publish Open Access content more easily.
\n\nCorresponding authors will receive a 10% discount on their Open Access Publication Fees (OAPF) for Open Access book chapters or monograph publications. To use the discount you will need to verify your institutional email address. These discounts are valid from 2020 to 2022.
\n\nMonographs Only
\n\n\n\nImportant: You must be a member or grantee of the above listed institutions in order to apply for their Open Access publication funds.
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Various technical variants of this test can detect antigen (native or foreign) or antibody, determine the intensity of the immune response whether pathological or not; the type of induced immune response as well as the innate immunity potential; and much more. These capabilities, as well as the high sensitivity and robustness of the test and a small price, make it possible to quickly and reliably diagnose diseases in most laboratories. Besides, ELISA is a test that is also used in veterinary medicine, toxicology, allergology, food industry, etc. Despite the fact that it has existed for almost 50 years, different ELISA tests with different technical solutions are still being developed, which improves and expands the application of the this exceptional test. The aim of this chapter is to empower the rider to optimize, standardize and validate an enzyme linked immunosorbent assay.",book:{id:"9850",slug:"norovirus",title:"Norovirus",fullTitle:"Norovirus"},signatures:"Rajna Minic and Irena Zivkovic",authors:[{id:"325806",title:"Ph.D.",name:"Irena",middleName:null,surname:"Zivkovic",slug:"irena-zivkovic",fullName:"Irena Zivkovic"},{id:"325839",title:"Dr.",name:"Rajna",middleName:null,surname:"Minic",slug:"rajna-minic",fullName:"Rajna Minic"}]},{id:"56750",title:"Laboratory Approach to Anemia",slug:"laboratory-approach-to-anemia",totalDownloads:6255,totalCrossrefCites:2,totalDimensionsCites:4,abstract:"Anemia is a major cause of morbidity and mortality worldwide and can be defined as a decreased quantity of circulating red blood cells (RBCs). The epidemiological studies suggested that one-third of the world’s population is affected with anemia. Anemia is not a disease, but it is instead the sign of an underlying basic pathological process. However, the sign may function as a compass in the search for the cause. Therefore, the prediagnosis revealed by thorough investigation of this sign should be supported by laboratory parameters according to the underlying pathological process. We expect that this review will provide guidance to clinicians with findings and laboratory tests that can be followed from the initial stage in the anemia search.",book:{id:"5942",slug:"current-topics-in-anemia",title:"Current Topics in Anemia",fullTitle:"Current Topics in Anemia"},signatures:"Ebru Dündar Yenilmez and Abdullah Tuli",authors:[{id:"183998",title:"Ph.D.",name:"Ebru",middleName:null,surname:"Dündar Yenilmez",slug:"ebru-dundar-yenilmez",fullName:"Ebru Dündar Yenilmez"},{id:"209103",title:"Prof.",name:"Abdullah",middleName:null,surname:"Tuli",slug:"abdullah-tuli",fullName:"Abdullah Tuli"}]},{id:"33133",title:"Waist Circumference in Children and Adolescents from Different Ethnicities",slug:"waist-circumference-in-children-and-adolescents-from-different-ethnicities",totalDownloads:8023,totalCrossrefCites:4,totalDimensionsCites:7,abstract:null,book:{id:"642",slug:"childhood-obesity",title:"Childhood Obesity",fullTitle:"Childhood Obesity"},signatures:"Peter Schwandt and Gerda-Maria Haas",authors:[{id:"29867",title:"Prof.",name:"Peter",middleName:null,surname:"Schwandt",slug:"peter-schwandt",fullName:"Peter Schwandt"}]},{id:"54411",title:"Isolation and Characterization of Escherichia coli from Animals, Humans, and Environment",slug:"isolation-and-characterization-of-i-escherichia-coli-i-from-animals-humans-and-environment",totalDownloads:6182,totalCrossrefCites:5,totalDimensionsCites:8,abstract:"Working on a diverse species of bacteria that have hundreds of pathotypes representing hundreds of strains and many closely related family members is a challenge. 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He completed a one-year Post-Doctoral Fellowship awarded by the DFAIT (Foreign Affairs and International Trade Canada) at the Institute of Biomedical Engineering of the University of New Brunswick (Canada) in 2010. Currently, he is Professor in the Faculty of Electrical Engineering (UFU). He has authored and co-authored more than 200 peer-reviewed publications in Biomedical Engineering. He has been a researcher of The National Council for Scientific and Technological Development (CNPq-Brazil) since 2009. He has served as an ad-hoc consultant for CNPq, CAPES (Coordination for the Improvement of Higher Education Personnel), FINEP (Brazilian Innovation Agency), and other funding bodies on several occasions. He was the Secretary of the Brazilian Society of Biomedical Engineering (SBEB) from 2015 to 2016, President of SBEB (2017-2018) and Vice-President of SBEB (2019-2020). 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